NM_FLAP_US60(1)_Old_US60_Bridge_Final_Plan_set.pdf

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

A

M N N

M u s R o a d w a y C

A D

D S h e e ts A G e n s h t\

S Y

M

N M

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

Sheet 2 of 2

A3

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

A

M N N

M u s R o a d w a y C

A D

D S h e e ts A G e n s h t\

S Y

M

N M

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

SURVEY CONTROL SHEET

A4

REVISIONS (OR CHANGE NOTICES)

DESCRIPTION

NO.

DATE INIT.

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts A G e n s h t\

C T

L

N M

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

47254725

54735

47354735

47354735

4740 47

47404

04740

0 4

4740 4

0 4740

04740

47454745

47454745

0 4

4750 4750

47504750

47504750

47504750

47504750

47504750

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts A G e n s h t\

S T

E

N M

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

R io P u e rco

.5 m ile s to B el en

N M m ile t o

Ex it I -2 an d

C ou nt y

R oa d

N at io na l W ild lif e

R ef ug e

0.

m ile s to S ev ill et a

SITE MAP

NM FLAP US60(1)

Station 12+00.00

Begin Project

NM FLAP US60(1)

Station 29+70.00

End Project

400'200'0

Scale in Feet

O ld H ig hw ay

A5

NOTE:

1.

E = 1457673.27

N = 1240358.11

E = 1459045.06

N = 1241459.31

Project Boundary Limits

TR

A N S

PO

R

TA

TI

O

N

D

EP

A R

TM

EN

T

O F

N

EW

M

EX

IC

O

R039769

TWINING LAND CORP

WILDLIFE REFUGE

SEVILLETA NATIONAL

R039768

DENNIS A. GIN

Proposed Bridge

O/S = 38.48' LT

E = 1458926.48 N = 1241415.29

Section 650 and 107.10 for additional construction requirements.

to allow continuous access of the existing road and bridge for public traffic use. See

Configure staging, storage, or stockpile areas stockpile areas. The active channel is defined as all area below elevation 4730.

The Contractor may use any suitable area outside the active channel within Project Boundary Limits for staging, storage, and

WILDLIFE REFUGE

SEVILLETA NATIONAL

to partially remain

Existing Bridge

O/S = 149.87' LT

E = 1457578.94 N = 1240474.57

STA 12+00

O/S = 80.39' RT

E = 1457723.87 N = 1240295.64

STA 12+00

O/S = 134.26' RT

E = 1458530.90 N = 1240949.18

STA 22+44

O/S = 209.16' RT

E = 1458578.03 N = 1240890.99

STA 22+44

O/S = 91.08' LT

E = 1458591.76 N = 1241287.02

STA 25+03

O/S = 40.00' LT

E = 1459019.91 N = 1241490.41

STA 29+70

O/S = 150.81' RT

E = 1459140.01 N = 1241342.14

STA 29+70

7' Clear zone 7' Clear zone

Station to Station

LENGTH OF PROJECT

(ft)

Roadway

(ft)

Bridge

1:4 2%2% first asphalt lift)

(applied prior to

Prime coat asphalt lifts)

(applied between

Tack coat top asphalt lift)

(applied to

Fog seal

See plans for locations of curves and superelevations

METHOD OF SUPERELEVATION ON CURVES

SubgradeSubgrade

Traveled way Traveled wayShldr.

NO SCALE

NOTE:

Min. superelevation 2%

Normal crown -2% -2% Normal crown grade

Profile superelevation

Pivot point for pavement)

(top of

Profile grade

Shldr.

1:4

DETAIL A

See Detail A

MAINLINE

TYPICAL SECTIONS

1:4 sides of roadway)

(Detail applies to both right and left

Shoulder up with aggregate base

Construct 30° - 35° pavement edge (safety edge)

Asphalt concrete pavement

Placed in two lifts concrete pavement

3" Asphalt

6% Max. superele vation

Traveled way

Shldr.

2' structural section

Section for pavement

See Mainline Typical

1:2

Existing aggregate base depth unknown.

Existing asphalt pavement depth unknown.

2'

Match mainline slope

30° - 35°

Existing width 20 ft

TOTAL (mi)

TOTALS (ft)

23+67.00 to 29+70.00

17+97.00 to 23+67.00

12+00.00 to 17+97.00

0.23

1,200

0.11

Sta. 12+00 to 29+70.00

EXISTING TYPICAL SECTION

Sta. 23+67.00 to 29+70.00

Sta. 12+00 to 17+97.00

TYPICAL SECTION

1:2

Varies

1.

VariesVaries

1.

9'-11' 9'-11' 1'-2' VariesVaries 1'-2' to the following:

Transition shoulders and traveled way widths according

See the cross sections for cut and fill slope ratios.

Station to Station (ft)

Width

Traveled Way

(ft)

Width

Shoulder

Bridge

2.

1.

2.2.

Varies

Existing ground

Slope stake limit Slope stake limit and seeding limits

Topsoil Topsoil and seeding limits

Clearing and construction limits

A6

3'

3'

See plans for location

TYPICAL GUARDRAIL SECTION

11'

9' - 11'

9'

29+39.43 to 29+70.00

28+89.43 to 29+39.43

23+67.00 to 28+89.43

17+97.00 to 23+67.00

12+74.17 to 17+97.00

12+24.17 to 12+74.17

12+00.00 to 12+24.17

2'

1' - 2'

1'

1'

2' - 1'

2'

9'

11' - 9'

11'

Aggregate

Roadway

6" Roadway Aggregate

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts A G e n s h t\

T Y P

N M

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

B1

SUMMARY OF QUANTITIES

Sheet 1 of 2

STATE PROJECT

P

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m S

O Q

U

S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

B2

SUMMARY OF QUANTITIES

Sheet 2 of 2

STATE PROJECT

P

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m S

O Q

U

S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

GRADING SUMMARY

B3

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m T

A B

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

SURFACING SUMMARY

B4

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m T

A B

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

MISCELLANEOUS SUMMARIES

B5

Sheet 1 of 4

STATE PROJECT

P

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m T

A B

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

B6

Sheet 2 of 4

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m T

A B

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

B7

Sheet 3 of 4

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m T

A B

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

B8

Sheet 4 of 4

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts B S u m m T

A B

U S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts C

M L P

P P

N P

A L I U

S .d g n

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

VPI 16+35

EL 4,759.30

-0.500%

200' VC

K = 77

SSD = 514'

,7

.1

V P I

E L

,7

.9

-0.156% +2.10

7%

200' VC

K = 88 +2.10

7% -0.500%

-2.74%

4.80%

-4.80%

4.80%

-2.00% -2.00% -2.00%

-1.77%

.0

.0

.0

.0

-4.80%

47504750

H I W

A T

E R A

P P

R O

X

.3

.9

.0

BRIDGE PIERS

.1

.1

.3

.4

.4

.4

.5

.6

.6

.7

.8

.9

BRIDGE PIERS

.9

W O

O D

W O

O D

PILES

.5

C O

N C

R E

T E

.5

B R I D

G E P I E

R

.6

W O

O D P I L I N

G

W O

O D

RUN OFF WASH

N W

R A

R

EA

C

LO

S

ED

B T

M G

I R

D E

R S

T E

E L

STEEL

STEEL

B T

M G

I R

D E

R W

O O

D

B T

M G

IR

D E

R W

O O

D

G A

U G I N

G S

T A

W O

O D

S T

E E

L P

O L E B

W

B T

M G

IR

D E

R W

O O

D

N W

R A

R E

A C

L O

S E

D

O M

STEEL POLE-BW

G A

U G I N

G S

T A

O M

O M

C A

T T

L E

G U

A R

D ' W

I D

E T I

M B

E R

W O

O D

W O

O D

W O

O D

O M

A S P

H A L T

O M

O M

BW

N A

R R

O W B

R I D

G E

W O

O D

B R I D

G E L I

M I T S

W O

O D

STEEL RAIL

STEEL

P O

T

.0

P C

.1

P T

.3

P C

.0

P T

.2

P C

.7

12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+0011+0010+00 24+00

200'100'0

Scale in Feet

C1

Old Highway 60

OLD US 60 BRIDGE

NM FLAP US60(1)

Station 12+00.00

Begin Project

End bridge

Sta. 23+67

Begin bridge

Sta. 17+97

Existing ground

Profile grade

R io P u e r c o

0%

6%

-6%

0%

6%

-6%

Axis of rotation

Profile grade &

Lt EOP

Rt EOP

Bridge rail, Lt. & Rt.

Transition rail, Lt. & Rt.

Remove cattle guard

Sta. 17+70, Rt.

E = 1457673.27

N = 1240358.11

47654765

US 60 Bridge

Pier C Pier CL L

Curve = US60-1

PI 13+35.02

D

R = 550.00'

T = 60.85'

L = 121.20'

Curve = US60-2

PI 16+04.35

D

R = 550.00'

T = 60.34'

L = 120.20'

Transition rail, Lt. & Rt.

Terminal, Lt.

Guardrail, Rt.

Terminal, Rt.

Superelevation Diagram cattle guard

Install new 40'

Sta. 16+20

Roadway Obliteration, Method 1

Sta. 14+16 to 17+82, Rt.

Remove 54' fence

Sta. 17+84 to 17+87, Lt.

Remove 57' fence

Sta. 17+69 to 17+84, Rt.

See Slope Protection Detail, G1

See Slope Protection Detail, G1

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

WILDLIFE REFUGE

SEVILLETA NATIONAL

R039769

TWINING LAND CORP

WILDLIFE REFUGE

SEVILLETA NATIONAL

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

Concrete Curb, Lt. & Rt.

disturb fence

Do not

Install 202' barbed wire fence

Offset 30' from centerline

Sta. 16+20 to 17+70, Rt.

Install 200' barbed wire fence

Offset 30' from centerline

Sta. 16+20 to 17+84, Lt.

See sheet S4 & SCR 203

Remove bridge structure

Sta. 18+00 to 20+42, Rt.

-0.500%

VPI 25+15

EL 4,754.90

200' VC

K = 134

SSD = 825'

K = 95

-0.500% -1.987%

V P I

E L

,7

.6

-1.987% +0.123%

200' VC

K = 95 4 ,7

.8

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts C

M L P

P P

N P

A L I U

S .d g n

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

-2.00% -2.00% -2.00% -4.80% -4.80%

4.80% 4.80%

-3.19%

-1.01%

+0.000% .0

.0

+0.000% .0

.0

47454745

54745

H I W

A T

E R A

P P

R O

X

.3

.9

.0

BRIDGE PIERS

.1

.1

.3

.4

.4

.4

.5

.6

.6

.7

.8

.9

BRIDGE PIERS

.9

W O

O D

W O

O D

PILES

.5

C O

N C

R E

T E

.5

B R I D

G E P I E

R

.6

W O

O D P I L I N

G

W O

O D

RUN OFF WASH

N W

R A

R

EA

C

LO

S

ED

RUN

OFF

W

ASH

B T

M G

I R

D E

R S

T E

E L

STEEL

STEEL

B T

M G

I R

D E

R W

O O

D

B T

M G

IR

D E

R W

O O

D

G A

U G I N

G S

T A

W O

O D

S T

E E

L P

O L E B

W

B T

M G

IR

D E

R W

O O

D

N W

R A

R E

A C

L O

S E

D

B R I D

G E L I

M I T S

O M

STEEL POLE-BW

G A

U G I N

G S

T A

O M

N A

R R

O W B

R I D

G E

O M

C A

T T

L E

G U

A R

D ' W

I D

E T I

M B

E R

O M

O M

W O

O D

W O

O D

W O

O D

O M

O M

O M

A S P

H A L T

I N

T E

R S

E C

T I O

N

W O

O D

W O

O D

STEEL RAIL

STEEL

P C

.7

P T

.9

P C

.8

P T

.4

P O

T

.0

20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+0019+0018+00

200'100'0

Scale in Feet

OLD US 60 BRIDGE

C2

Old Highway 60

Existing ground

Profile grade

End bridge

Sta. 23+67

Begin bridge

Sta. 17+97

NM FLAP US60(1)

Station 29+70.00

End Project

R io P u e r c o

-6%

0%

6%

-6%

0%

6%

Rt EOP

Lt EOP

Axis of rotation

Profile grade &

Bridge rail, Lt. & Rt.

Transition rail, Lt. & Rt.

E = 1459045.06

N = 1241459.31

Install 92' barbed wire fence

Sta. 23+76 to 24+12, Rt.

47654765

US 60 Bridge

Pier CL Pier CL

Curve = US60-3

PI 25+60.13

D

R = 550.00'

T = 60.34'

L = 120.20'

Curve = US60-4

PI 28+29.37

D

R = 550.00'

T = 60.54'

L = 120.60'

Terminal, Rt.

Guardrail, Lt.

Terminal, Lt.

Superelevation Diagram

Grade to drain

Grade to drain

Roadway Obliteration, Method 1

Sta. 23+72 to 27+88, Rt.

See Slope Protection Detail, G1

See Slope Protection Detail, G1

R039769

TWINING LAND CORP

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

R039768

DENNIS A. GIN

See 609-A

Curb and Riprap Rundown, See 609-A

Curb and Riprap Rundown, Grade to drain

Concrete Curb, Lt. & Rt.

See sheet S4 & SCR 203

Remove bridge structure

Sta. 23+30 to 23+64, Rt.

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts E E

C P

A L I U

S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

54745

47504750

H I W

A T

E R A

P P

R O

X

.3

.9

.0

BRIDGE PIERS

.1

.1

.3

.4

.4

.4

.5

.6

.6

.7

.8

.9

BRIDGE PIERS

.9

W O

O D

W O

O D

PILES

.5

C O

N C

R E

T E

.5

B R I D

G E P I E

R

.6

W O

O D P I L I N

G

W O

O D

RUN OFF WASH

N W

R A

R

EA

C

LO

S

ED

B T

M G

I R

D E

R S

T E

E L

STEEL

STEEL

B T

M G

I R

D E

R W

O O

D

B T

M G

IR

D E

R W

O O

D

G A

U G I N

G S

T A

W O

O D

S T

E E

L P

O L E B

W

B T

M G

IR

D E

R W

O O

D

N W

R A

R E

A C

L O

S E

D

O M

STEEL POLE-BW

G A

U G I N

G S

T A

O M

O M

C A

T T

L E

G U

A R

D ' W

I D

E T I

M B

E R

W O

O D

W O

O D

W O

O D

O M

A S P

H A L T

O M

O M

BW

N A

R R

O W B

R I D

G E

W O

O D

B R I D

G E L I

M I T S

W O

O D

STEEL RAIL

STEEL

H I W

A T

E R A

P P

R O

X

.3

.9

.0

BRIDGE PIERS

.1

.1

.3

.4

.4

.4

.5

.6

.6

.7

.8

.9

BRIDGE PIERS

.9

W O

O D

W O

O D

PILES

.5

C O

N C

R E

T E

.5

B R I D

G E P I E

R

.6

W O

O D P I L I N

G

W O

O D

RUN OFF WASH

N W

R A

R

EA

C

LO

S

ED

B T

M G

I R

D E

R S

T E

E L

STEEL

STEEL

B T

M G

I R

D E

R W

O O

D

B T

M G

IR

D E

R W

O O

D

G A

U G I N

G S

T A

W O

O D

S T

E E

L P

O L E B

W

B T

M G

IR

D E

R W

O O

D

N W

R A

R E

A C

L O

S E

D

O M

STEEL POLE-BW

G A

U G I N

G S

T A

O M

O M

C A

T T

L E

G U

A R

D ' W

I D

E T I

M B

E R

W O

O D

W O

O D

W O

O D

O M

A S P

H A L T

O M

O M

BW

N A

R R

O W B

R I D

G E

W O

O D

B R I D

G E L I

M I T S

W O

O D

STEEL RAIL

STEEL

54745

47504750

47454745

47504750

P O

T

.0

P C

.1

P T

.3

P C

.0

P T

.2

P C

.7

P O

T

.0

P C

.1

P T

.3

P C

.0

P T

.2

P C

.7

200'100'0

Scale in Feet

Old Highway 60

NM FLAP US60(1)

Station 12+00.00

Begin Project

End bridge

Sta. 23+67

Begin bridge

Sta. 17+97

R io P u e r c o

E = 1457673.27

N = 1240358.11

NOTE:

Fiber Roll

Fiber Roll

Check Dam

Rolled Erosion Control Product, Type 2.C

Rolled Erosion Control Product, Type 2.C

Placed Riprap, Class 2 on Disturbed Areas

Dry method

Seeding and Mulching, 4.

3.

2.

1.

Begin bridge

Sta. 17+97

End bridge

Sta. 23+67

WILDLIFE REFUGE

SEVILLETA NATIONAL

WILDLIFE REFUGE

SEVILLETA NATIONAL

WILDLIFE REFUGE

SEVILLETA NATIONAL

R039769

TWINING LAND CORP

R039769

TWINING LAND CORP

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

GRADING PLAN

EROSION AND SEDIMENT CONTROL PLAN

along banks of active channel

Cuttings, Willow Staking

E1

Payment for this is included in pay item 65001-1000, Construct and Maintain Diversion.

BMP layout for diversion not shown. Contractor will develop a seperate SWPPP and Erosion Control Plan for the diversion.

4730 feet. See Section 626 of SCRs for additional details.

Provide Willow Staking along banks of the active channel. The active channel is defined as all area below elevation prior to applying Rolled Erosion Control Product.

Apply seeding and mulching to all disturbed areas outside the active channel. Apply seeding and mulching

Contractor will devlop final Erosion Control Plan according to SWPPP.

BMPs shown are not to scale and locations are approximate.

AND GRADING PLAN

EROSION CONTROL

Sheet 1 of 2

47454745

54745

47454745

54745

H I W

A T

E R A

P P

R O

X

.3

.9

.0

BRIDGE PIERS

.1

.1

.3

.4

.4

.4

.5

.6

.6

.7

.8

.9

BRIDGE PIERS

.9

W O

O D

W O

O D

PILES

.5

C O

N C

R E

T E

.5

B R I D

G E P I E

R

.6

W O

O D P I L I N

G

W O

O D

RUN OFF WASH

N W

R A

R

EA

C

LO

S

ED

RUN

OFF

W

ASH

B T

M G

I R

D E

R S

T E

E L

STEEL

STEEL

B T

M G

I R

D E

R W

O O

D

B T

M G

IR

D E

R W

O O

D

G A

U G I N

G S

T A

W O

O D

S T

E E

L P

O L E B

W

B T

M G

IR

D E

R W

O O

D

N W

R A

R E

A C

L O

S E

D

B R I D

G E L I

M I T S

O M

STEEL POLE-BW

G A

U G I N

G S

T A

O M

N A

R R

O W B

R I D

G E

O M

C A

T T

L E

G U

A R

D ' W

I D

E T I

M B

E R

O M

O M

W O

O D

W O

O D

W O

O D

O M

O M

O M

A S P

H A L T

I N

T E

R S

E C

T I O

N

W O

O D

W O

O D

STEEL RAIL

STEEL

H I W

A T

E R A

P P

R O

X

.3

.9

.0

BRIDGE PIERS

.1

.1

.3

.4

.4

.4

.5

.6

.6

.7

.8

.9

BRIDGE PIERS

.9

W O

O D

W O

O D

PILES

.5

C O

N C

R E

T E

.5

B R I D

G E P I E

R

.6

W O

O D P I L I N

G

W O

O D

RUN OFF WASH

N W

R A

R

EA

C

LO

S

ED

RUN

OFF

W

ASH

B T

M G

I R

D E

R S

T E

E L

STEEL

STEEL

B T

M G

I R

D E

R W

O O

D

B T

M G

IR

D E

R W

O O

D

G A

U G I N

G S

T A

W O

O D

S T

E E

L P

O L E B

W

B T

M G

IR

D E

R W

O O

D

N W

R A

R E

A C

L O

S E

D

B R I D

G E L I

M I T S

O M

STEEL POLE-BW

G A

U G I N

G S

T A

O M

N A

R R

O W B

R I D

G E

O M

C A

T T

L E

G U

A R

D ' W

I D

E T I

M B

E R

O M

O M

W O

O D

W O

O D

W O

O D

O M

O M

O M

A S P

H A L T

I N

T E

R S

E C

T I O

N

W O

O D

W O

O D

STEEL RAIL

STEEL

P C

.7

P T

.9

P C

.8

P T

.4

P O

T

.0

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts E E

C P

A L I U

S .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

P C

.7

P T

.9

P C

.8

P T

.4

P O

T

.0

Old Highway 60

End bridge

Sta. 23+67Begin bridge

Sta. 17+97

NM FLAP US60(1)

Station 29+70.00

End Project

R io P u e r c o

E = 1459045.06

N = 1241459.31

Fiber Roll

Fiber Roll

Check Dam

Rolled Erosion Control Product, Type 2.C

Rolled Erosion Control Product, Type 2.C

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

R039769

TWINING LAND CORP

R039768

DENNIS A. GIN

on Disturbed Areas

Dry method

Seeding and Mulching, R039769

TWINING LAND CORP

TRANSPORTATION

DEPARTMENT OF

NEW MEXICO

R039768

DENNIS A. GIN

4.

3.

2.

1.

NOTE:

Placed Riprap, Class 2

GRADING PLAN

along banks of active channel

Cuttings, Willow Staking

EROSION AND SEDIMENT CONTROL PLAN

E2 item 65001-1000, Construct and Maintain Diversion.

and Erosion Control Plan for the diversion. Payment for this is included in pay

BMP layout for diversion not shown. Contractor will develop a seperate SWPPP additional details.

defined as all area below elevation 4730 feet. See Section 626 of SCRs for

Provide Willow Staking along banks of the active channel. The active channel is

Apply seeding and mulching prior to applying Rolled Erosion Control Product.

Apply seeding and mulching to all disturbed areas outside the active channel.

Erosion Control Plan according to SWPPP.

are approximate.Contractor will devlop final

BMPs shown are not to scale and locations

AND GRADING PLAN

EROSION CONTROL

Sheet 2 of 2

CHECK DAM

6"

6''

(ft) (ft)

12" (min.)

DETAIL APPROVED FOR USE 01/2011

C157-53

(ft)

12'' (typ.)

6'' min

6" min.

16" min

Trench 2" min.

12" (min.)

7.

6.

5.

4.

3.

2.

1.

Adjust check dam spacing based on site-specific conditions.

around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

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

Drive stakes into undisturbed soil of trench bottom 16" (min).

2' (max) spacing.

Drive stakes at each end of the fiber roll and at

Stake fiber rolls in place with 1⅛" x 1⅛" wood stakes.

Install check dams in ditches perpendicular to the flowline.

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

requirements of the check dam device.

may be used as approved by the CO, to meet the functional

Check dams of fiber rolls, riprap, or gravel bags

9" Ø min.

Fiber roll

Trench 2" min.

REVISED: 08/2014

dams on ditch grades steeper than 5%.

fiber roll. Do not use fiber roll check

* Spacing calculated based on 9" Ø min

E3

6%

5%

4%

3%

2%

RIPRAP CHECK DAM

CROSS SECTION

PLAN

NO SCALE

Flow

Flow

Se e

Not e

GRADE

DITCH

6%

5%

4%

3%

2%

CROSS SECTION CROSS SECTION

V-DITCH

Class 1 riprap on ditch grades steeper than 6%

* Do not use gravel bag check dams

GRAVEL BAG CHECK DAM

See Note 6 the ends to prevent flow around

Curve ends upstream similar for flat-bottom ditches.

Check dam installation details are

V-ditch design shown.

5%

4%

3%

2%

See Note 5

Flow Line Class 1 riprap

Gravel bag

STAKING DETAIL

FIBER ROLL

uphill side of fiber roll

Place excavated material on

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

(See Note 7)

CHECK DAM SPACING

RIPRAP

FIBER ROLL CHECK DAM

CROSS SECTION

FLAT-BOTTOM DITCH

SPACING (max.)

CHECK DAM

SPACING (max.)

CHECK DAM

SPACING (max.)

CHECK DAM

GRADE

DITCH

GRADE

DITCH

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts E C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

REVISED:

DETAIL

U.S. CUSTOMARY DETAIL

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

12" min.

DETAIL APPROVED FOR USE 01/2011

FIBER ROLL

Maximum spacing (ft)

9" Ø Fiber Roll

Flow

12" min.

C le a r in g

L im it

S lo p e

S ta k e

INSTALLATION DETAIL

FIBER ROLL AS PERIMETER CONTROL

uphill side of fiber roll

Place excavated material on

AT CULVERT OUTLET

FIBER ROLL

flared end section

Culvert inlet with

AT CULVERT INLET

FIBER ROLL

flared end section

Culvert outlet with Flow

D ire c tio n o f ru n o ff

Flow

FIBER ROLL LAPPING DETAIL

Stagger joints (typ.)

FIBER ROLL JOINT DETAIL

FIBER ROLL SLOPE LAYOUT

spacing table See Fiber Roll

Install fiber rolls along contours Wood stakes

Fiber Roll

Slope

Fiber Roll

Pay Limits

Pay Limits overlap 12" (min.)

Fill slope

C157-55 side of fiber roll material on uphill

Place excavated

Flow Flow

54" or larger

Culvert Size

24" or smaller

30" to 48"

9" Ø Fiber Roll length (ft)

FIBER ROLLS AT CULVERTS*

needed due to project-specific conditions.

top of the culvert inlet only. Adjust length as

*Approximate length shown for rolls across the

See note 6 control runoff culvert as needed to

Install fiber rolls below

6.

5.

4.

3.

2.

1.

disturbance.

and all water entering the culvert is crossing the disturbance is on both the road and around the culvert

Place fiber rolls all the way around the inlet when the under it.

water is forced to flow through fiber roll rather than against upstream side of fiber roll to ensure storm with trench bottom and sides. Tamp soil backfill to the contour. Place fiber rolls in continuous contact

For fiber rolls on bare soil, construct trenches parallel

Expose stakes 2" above top of fiber roll.

Drive stakes into undisturbed soil at least 12" deep.

from each end.

2' o.c. max. culverts. Stake fiber rolls 6-inches stakes. Space stakes 4' o.c. max. on slopes and

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

section of fiber roll, do not allow the fiber roll to

Install fiber rolls along slope contours. For any 20' to installation.

Repair all rills or gullies and properly compact prior

A A

Trench 2" min.

See no te 3

See no te 3

2" min.

Trench table for length requirements

See Fiber Rolls at Culverts culvert inlet

Install fiber rolls around table for length requirements

See Fiber Rolls at Culverts culvert outlet

Install fiber rolls around

Flow

Fiber roll roll 2" min.

Trench fiber

SECTION A-A

REVISED: 12/2017

E4

Flow

NO SCALE

1V:4H or flatter

Slope Gradient

1V:2H or steeper

STAKE DETAIL

uphill side of fiber roll

Place excavated material on

Fill or cut slope

FIBER ROLL SPACING TABLE*

project-specific conditions.

*Approximate spacing shown. Adjust spacing as needed due to

Between 1V:4H and 1V:3H

Between 1V:3H and 1V:2H

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts E C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

REVISED: 08/2014

DETAIL APPROVED FOR USE 08/2006

AND FURROW DITCH

EMBANKMENT BENCHING

C204-50

F1

NOTE:

2.

1.

m in

8' ±

Existing ground

FURROW DITCH

EMBANKMENT BENCHING

8' bench height (typ.)

Top of subgrade bench height.

meet 12' minimum bench width and 8' typical

Bench into existing slope as necessary to

1V:3H or flatter.

Benching is not required for ground sloped at

12' (min.)

See Note 2

Proposed em bankm ent slope

Existing ground

Height varies pattern benching

Typical

Proposed cut slope the Typical Section sheet

Slope rounding as shown on

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts F C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

47354735

RUN OFF WASH

R 039769

TW

IN

IN

G

LA

N D C

O R P

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts G S lo p e P r o te c ti o n D e ta il .d g n

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

OLD US 60 BRIDGE

NM FLAP US60(1)

R = 35'

R = 35'

R = 35'

R = 35'

25'

25'

Begin bridge

Sta. 17+97

End bridge

Sta. 23+67

25'

25'

R io P u e r c o

100'50'0

Scale in Feet

18+00 19+0018+50 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+5017+50

Method B, Class 2

Placed Riprap, Method B, Class 2

Placed Riprap, 14'

14'

1.75

Elev. 4745.64'

Profile grade

Wingwall Wingwall

Elev. 4750.00'

1.7514'14'

2' 2'

%005.0-

G1

SLOPE PROTECTION DETAIL

NOTE:

1.

1.

2.

1.

Class 2, Type A

Geotextile Filter, Class 2, Type A

Geotextile Filter, Placed Riprap, Method B, Class 2 Placed Riprap, Method B, Class 2

Q WS EL. 4746.6 50

Existing Ground

Top of riprap apron will be flush with existing ground.

installation is subsidiary to 25101-2200 Placed Riprap.

Geotextile Filter, Class 2, Type A material and

NO SCALE

TRANSITIONS

PAVEMENT

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

401-A

U.S. CUSTOMARY SPECIAL

SPECIAL

K1

2. Sawcut at begin and end of project as directed by CO.

Asphalt Concrete Pavement, Type 1.

1. Sawcutting is subsidiary to item 40301-0100, NOTE:

(Depth of cut equals 2" minimum)

Saw cut

Existing asphalt pavement

Existing base course

NEW PAVEMENT

6" Roadway Aggregate, Method 2

3" Asphalt Concrete Pavement, Type 1

STATE PROJECT

A

M N N

M u s R o a d w a y C

A D

D S h e e ts K S

P A .d g n

U s e r g w e n d o ly n .R if fl e

_ NUMBER

SHEET

NM

Length of Bridge = 570'-0"

196'-0" Span 2187'-0" Span 115'-0"

Length of Bridge = 570'-0"

187'-0" Span 3196'-0" Span 2

N

L

L

L

L

Steel Plate Girders

Steel Plate Girders

NM Type A32 Metal Railing

NM Type A32 Metal Railing

C Rdwy.L

C Rdwy.L

15'-0"

Appr.

Slab

Appr.

Slab

S ta

.0

C P ie r C R d w y

L

S ta

.0

C P ie r C R d w y

L

4,710

4,720

4,730

4,740

4,750

4,760

Drawing No. Description

BRIDGE DRAWING INDEX

Elev.

WS

ft/sec.

V ft /sec

Q

Q

Q

Q

HYDRAULIC DATA

2.7

5.0

5.1

N

1" = 40'-0" A

PLAN AND ELEVATION

Profile Grade

Profile Grade

WINGWALL A

WINGWALL B

WINGWALL C

WINGWALL D

,7

.1

V P I

E L

,7

.9

-0.156%

200' VC

K = 88

V P I

E L

,7 .3

+2.1

% -0.500%

200' VC

K = 77

SSD = 514'

V P I

E L

,7

.9

-1.987%

200' VC

K = 134

SSD = 825'

V P I

E L

,7

.6

200' VC

K = 95

+0.123%

,7

.8

No Scale

PROFILE GRADE DIAGRAM

Elevations are at profile grade @ C Rdwy.L

B e g in B r id g e

E n d B r id g e

El. 4758.49

Sta. 17+97.00

Begin Bridge El. 4757.30

El. 4757.30 El. 4757.56

El. 4756.32

El. 4756.32 El. 4756.58

El. 4755.38

El. 4755.38

El. 4755.64

Sta. 23+67.00

End Bridge

El. 4758.23

El. 4758.23

El. 4758.31

El. 4758.31

Gutterline (typ.)

Gutterline (typ.)

Abut. 1

Pier 1

Field Splice A Field Splice B

Field Splice B

Field Splice A

Pier 2

Abut. 2

El. 4755.57

Sta. 23+82.00

End Approach Slab

El. 4755.31

El. 4755.31

Bearing Stiffener (typ.)

-0.500%

1.75

1.75

SPAN 2 & 3

ELEVATION

SPAN 2 & 3

PLAN

SPAN 1 & 2

ELEVATION

SPAN 1 & 2

PLAN

S. BELCHER D. GERMANI

El.4746.92 Q WS EL. 4746.6 FIX

FIX

EXP

EXP

El. 4744.10

Low Chord El. 4748.70

15,900

20,400

4740.5

4746.6

4747.9

-0.500%

RG3099-Y

RG3099-X

RG3099-W

RG3099-V

RG3099-U

RG3099-T

RG3099-S

RG3099-R

RG3099-Q

RG3099-P

RG3099-O

RG3099-N

RG3099-M

RG3099-L

RG3099-K

RG3099-J

RG3099-I

RG3099-H

RG3099-G

RG3099-F

RG3099-E

RG3099-D

RG3099-C

RG3099-B

RG3099-A

El. 4758.57

Sta. 17+82.00

Begin Approach Slab

See Roadway Plans, Special 617-C.

Structure Transition Railing (typ. all four corners).

Est. Tip El. 4,686

Est. Tip El. 4,686

Est. Tip El. 4,671

Est. Tip El. 4,669

S1 pile (typ.).

24" Ø steel pipe pile (typ.).

24" Ø steel pipe slope protection detail sheet

Riprap, see Roadway Plans, REBAR LIST (2 OF 2)

REBAR LIST (1 OF 2)

MISCELLANEOUS DETAILS

BRIDGE RAILING (3 OF 3)

BRIDGE RAILING (2 OF 3)

BRIDGE RAILING (1 OF 3)

APPROACH SLAB (2 OF 2)

APPROACH SLAB (1 OF 2)

DECK PLAN

TYPICAL SECTION

DIAPHRAGMS

GIRDER FIELD SPLICES

GIRDER DETAILS

GIRDER LAYOUT

PIER BEARINGS

ABUTMENT BEARINGS

PIER CAPS

WINGWALLS

ABUTMENT ENDWALLS

ABUTMENT PLAN & ELEVATION

PIPE PILE DETAILS

FOUNDATION PLAN

BORING LOGS

GENERAL NOTES

PLAN AND ELEVATION

ground @ C Rdwy.

Approximate existing ground @ C Rdwy.

Approximate existing

RG3099-

SHEET

NO.

PROJECT

FLAP US60(1)

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

SEVILLETA NATIONAL WILDLIFE REFUGE

SOCORRO COUNTY, NEW MEXICO

DRAWING NO.

DATEBRIDGE DRAWING

SAMIR SIDHOM

PROJECT TEAM LEADERSCALE

CHECKED BY

DRAWN BY

R. WEHNER

DESIGNED BY

REVISIONS

BY

DATENO.

N

N M \u s (1

B r id g e \R

G \C

A D

F il e s \D

G N

F il e s \r g p e .d g n of 25 May 2018

1.75

4,710

4,720

4,730

4,740

4,750

4,760

50Q WS EL. 4746.6

GENERAL NOTES

NONE B2

No Scale

NMDOT PERMIT TRUCK P327-13

S2

S. BELCHER D. GERMANI RG3099-

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

1/

N

N M u s (1

B r id g e R

G C

A e s D

G N

F il e s r g g n .d g n of 25 May 2018

Sta. 19+84.00

C Pier 1

Sta. 21+80.00

C Pier 2

Existing Bridge

4,760

N

C Rdwy.L

Sta. 17+97.00

Begin Bridge

C3

S ta

.2

C B r g

A b u t.

L

LEGEND

Boring No.

Elev.

RQD

x x x

Core Run

Depth Terminated

Location

Plan View

Graphic material description

Practical refusal SPT

% Core Recovery Shaded

Ground Water Depth at time of drilling (ATD)

Unified Soil Classification

Location of any sampled hole

AASHTO T206

(SPT) in accordance with standard penetration test

Blow count per foot with

TYPICAL TEST HOLE SYMBOL

TYPICAL TEST HOLE LOG

BORING LOGS

NONE

BH-04

STA 17+75, 10 ft LT

10.5

70.5

110.5

121.5

STA 19+80, 10 ft RT

BH-03

130.33

STA 21+70, 5 ft RT

BH-02

BH-01

STA 23+70, CL

5.5

25.5

75.5

140.83

Clay and silty clay

Silt clayey silt to silty clay and sand

Sandy silt, silty sand

Silt

Well-graded Gravel with

Clay

Well-graded Sand with

Silt

Poorly-graded Sand with

4,760

4,740

4,720

4,700

4,680

4,660

4,640

4,620

4,600

PLAN

ELEVATION

L L Sta. 23+67.00

End Bridge

S ta

.7

C B r g

A b u t.

L

BH-04

BH-03

BH-02

BH-01

D. ROBBINS K. HARAMY

S3

4737 ft

4741 ft

4735 ft

4742 ft

High Plasticity Clay

Administration, Central Federal Lands Highway Division.

prepared by U.S. Dept. of Transportation, Federal Highway

NM - FLAP - US60 (1) - 18 - 01, dated March 2018

For additional information, refer to Geotechnical Report

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g b o r in g s .d g

Sta. 19+84.00

C Pier 1

C Brg. Abut. 1 C Pier 1

C Pier 2

C Brg. Abut. 2

Sta. 21+80.00

C Pier 2

60°

4,710

4,720

4,730

4,740

4,750

4,760

1.75

183'-9" Span 3196'-0" Span 2

N

Approximate existing ground @ C Rdwy.L

L

C Rdwy.L

C Rdwy.L

Sta. 17+97.00

Begin Bridge

Sta. 23+67.00

End Bridge

N

1" = 40'-0" D4

S ta

.2

C B r g

A b u t.

L

3'-3"

S ta

.7

C B r g

A b u t.

L

FOUNDATION TABLE

TIP EL.

EST. PILE

REQ'D (Rndr)

RESISTANCE

PILE DRIVING

NOMINAL

TIP EL.

MIN. PILE

(@ top of pile)

(STRENGTH 1)

LOAD

PILE AXIAL

MAX. FACTORED

Abut. 2

Pier. 2

Pier. 1

Abut. 1

FOUNDATION NOTES:

4,720

4,730

4,740

4,750

4,760

FOUNDATION PLAN

L

L

L L

L

L

L L

L

"8

"8

" 8

" 8

SPAN 1 & 2

PLAN

SPAN 1 & 2

ELEVATION

SPAN 2 & 3

PLAN

SPAN 2 & 3

ELEVATION

196'-0" Span 2183'-9" Span 13'-3"

El. 4747.92

Top of Pipe Pile El. 4748.33

Top of Pipe Pile

El. 4747.35

Top of Pipe Pile

El. 4745.10

Top of Pipe Pile

442 kips

785 kips

785 kips

442 kips

4,686

4,669

4,671

4,686

4,686

4,686

4,686

4,686

Est. Tip El. 4,686 Est. Tip El. 4,671

Est. Tip El. 4,669 Est. Tip El. 4,686

24"+

O.D.

See Note 4.

outside flange.

Conical point 60°

PILE TIP DETAIL

No Scale

S. BELCHER D. GERMANI

S4 pile (typ.)

24" Ø steel pipe pile (typ.)

24" Ø steel pipe pile (typ.).

C 24" Ø steel pipe pile (typ.).

C 24" Ø steel pipe pile (typ.)

24" Ø steel pipe pile (typ.)

24" Ø steel pipe ground @ C Rdwy.

Approximate existing

850 kips

1310 kips

1310 kips

850 kips stay in place.

Timber abut. to stay in place.

Timber abut. to

Main trusses to stay in place.

Main trusses to stay in place.

Hatched area to be removed.

Hatched area to be removed.

8.

7.

6.

5.

4.

3.

2.

1.

See note # 8.

Partial removal of existing bridge.

See note # 8.

existing bridge.

Partial removal of

Requirements (SCR's) Section 203.01.

For partial removal of existing bridge see Special Contract

Central Federal Lands Highway Division, Lakewood Colorado.

Dept. of Transportation, Federal Highway Administration, NM-FLAP-US60(1)-18-01, dated March 2018, prepared by U.S.

For additional information see Geotechnical Report

Perform four PDA tests, one at each abutment and pier.

Actual tip elevations may vary.

intended substructure units (see Boring Logs sheet).

were determined from test borings taken in the vicinity of the

Estimated pile tip elevations shown in the pile summary table

60° conical point shall conform to ASTM A148, Grade 90-60.

testing requirements.

See FP-14 and Special Contract Requirements for pile splice corrosion and deterioration from environmental conditions.

" deducted from pipe pile thickness to account for long term 16 and shall be by an ANSI certified welder.

Fy = 50 ksi. Welding shall conform to ANSI/AASHTO/AWS D1.5, Steel pipe piles shall conform to ASTM A252, Grade 3 (mod.), STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g f o u n d a ti o n .d g

SECTION A-A SECTION B-B

PIPE PILE DETAILS

El. 4747.35 (Pier 2)

El. 4748.33 (Pier 1)

B B

2'-0" 2'-0"

Est. Tip El. 4,669 (Pier 2)

Est. Tip El. 4,671 (Pier 1)

3'-6" 3'-6"

El. 4745.10 (Abut. 2)

El. 4747.92 (Abut. 1) m in m in

E m b e d m e n t ty p

C 24" Ø steel pipe pileL C 24" Ø steel pipe pileL

@ ABUT. 1 & 2

PIPE PILE DETAILS

@ PIER 1 & 2

PIPE PILE DETAILS

5 E

Est. Tip El. 4,686 (Abut. 2)

Est. Tip El. 4,686 (Abut. 1) steel pipe pile

24" Ø x 1" steel pipe pile

24" Ø x 1"

S5

A A 60°

Bott. of cap

(t y p

Steel Pipe Pile

Bott. of cap

C C

" Hole2

SECTION C-C

NOTES:

or flame cut

" Hole drilled 2

STEEL PILE ATTACHEMENT DETAILS

Top of pile

Abutment or Pier Cap

ELEVATION PLAN

S. BELCHER D. GERMANI NONE

E m b e d m e n t ty p

Reinforcing steel"

3. #8 V bars are paid for under pay item " 55401-1000 of the piles to be included in the cost of the pile.

2. The cost of drilling or flame cutting the holes in top bars to avoid anchor rod holes.

prevent movement during concrete pour. Position

1. #8 V bars shall be secured in the vertical position to

2-#8A9 bar

2-#8P16 bar

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g p ip e p il e .d g

8'-0"8'-0"

LC Gdr. A LLL C Gdr. C C Gdr. BC Gdr. D

ABUTMENT ELEVATION

L

A

A

LC Rdwy.

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

Other face

Fill face

Begin Bridge Sta. 17+97.00

End Bridge Sta. 23+67.00

C Rdwy.L

LC Brg.

31'-2"

2'-7"8'-0"8'-0"8'-0"2'-7"1'-0" 1'-0"

3'-6"

V a r ie s

2%

SECTION A-A

" = 1'-0"8 3Scale:

L

C Abut.L

" = 1'-0"16

ABUTMENT PLAN

ABUTMENT PLAN & ELEVATION

ABUTMENT CAP ELEVATIONS

ABUTMENT 1

ABUTMENT 2

GIRDER A B C D

3'-7"3 spa. @ 8'-0" = 24'-0"3'-7"Pile Spa.

1'-0" x 1'-0" fillet (typ.)

7'-7"Weep hole spa.

7'-7"8'-0"8'-0"7'-7" c lr

#5A stirrup

L

LC Gdr. C LC Gdr. B

LC Gdr. A C Gdr. D

Abut. 2 El. 4744.10

Abut. 1 El. 4746.92

5 spa. @ 1'-0"

= 5'-0"

#5A1

#8A2

1'-0"

11"

1'-0"4 spa. @ 6" = 2'-0"

2"

1'-0"1'-0"1'-0"

#5A5

4-#8A2

6-#5A3 6-#8A2 pad details, see RG3099-J.

For anchor rods & elastomeric bearing 1 e m b e d m e n t

4750.92

4748.10

4751.08

4748.26

4757.08

4748.26

4750.92

4748.10 m in

2-#8A2

6 FS. BELCHER D. GERMANI

1'-9"1'-9" reinforcement details.

See RG3099-H for wingwall

S6 ty p

C 24" Ø Steel pipe pile pipe pile (typ.)

C 24" Ø Steel sheet drain

Geocomposite

#6A8 fillet bar

#5A4 (typ.)

#5A4 (typ.)

#5A6 (typ. @ piles)

#5A7 (typ. @ piles) seat elevations

See table for bearing

#5A3 (6 tot.)

#8A2 (6 tot.)

#8A2 (6 tot.)

#5A1 (6 tot.)

weephole

C 3" Ø L

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g e n d w a ll .d g

1'-0"14'-7"14'-7"1'-0"

Fill face

LC Rdwy.

Other face

L LLL C Gdr. C

C Gdr. A C Gdr. BC Gdr. D

Begin Bridge Sta. 17+97.00

End Bridge Sta. 23+67.00

ENDWALL PLAN

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

ENDWALL ELEVATION

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

A

A

LC Brg.

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

#6EE5 (typ.) #5EE4 (typ.)

#5EE7 (typ. @ gdrs.)

L

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

-2% -2%

C Rdwy.

#5EE3 (typ.)

#6EE5 (typ.)

1'-9"1'-6"1'-0"

4" Fillet

Other face

LC Brg.

-2%

SECTION A-A

" = 1'-0"8 3Scale:

ABUTMENT ENDWALLS

" = 1'-0"16

L

L joint filler (typ.)

1" Expansion joint filler (typ.)

1" Expansion ground Proposed

3" Flexible Cellular Joint Filler.

BUTYL RUBBER SHEETING

" THICK8

118" WIDE X

Abut. 2 El. 4744.10

Abut. 1 El. 4746.92

Abut. 2 El. 4746.85

Abut. 1 El. 4749.68 s p a s p a see detail.

Butyl Rubber

1'-3"

#6EE1 (typ.)

#5EE2 (typ.)

S. BELCHER D. GERMANI 7 G

See RG3099-F for locations for details.

see RG3099-J

Abut. Brg.

see RG3099-Q

For Slab reinforcement see RG3099-L see RG3099-L

S7

Sheet Drain

Geocomposite manufacturer's instructions.

Attach to wall per with type I-B geotextile.

Geocomposite sheet drain manufacturer.

as recommended by sheet drain

Provide dran grates at weepholes

C 24" Ø Steel pipe pile (typ.)

C 24" Ø Steel pipe pile

Begin/End Bridge

#6EE1

#5EE2, #5EE3,

#5EE4, & #6EE5

(typ. btwn. grds.)

w/ #6EE5

#6EE6 spa.

#5EE7 (typ. @ girders.)

#5EE4 (typ.)

(typ.)

#5EE4, & #6EE5

#5EE2, #5EE3,

3 eq. spa. = 1'-4"

1'-0"

#6EE6 spaced w/ #6EE5

#5EE3

9" Girder embedment

#6EE1 through girder (typ.)

#5EE4

#6EE1

#6EE1

e q s p a

E

E

#5EE2

L

#6EE5

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g e n d w a ll .d g

3'-6" 3'-0"

1'-0" 3"

5'-0"15'-0"

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

SECTION A-A

#4W8 #5W6

Other Face Fill Face

#4W bars

A

A

V a r ie s

WINGWALL C & D ELEVATION

WINGWALL A & B ELEVATION

SECTION B-B

1'-0"

WINGWALLS

" = 1'-0"4

El. 4744.10

El. 4755..41 El. 4755.31

3'-6"3'-0"

1'-0"3"

5'-0" 15'-0"

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

B

B

El. 4746.92

El. 4758.21 El. 4758.31

Begin Bridge

End Bridge

6" 3"

S. BELCHER D. GERMANI 8 H

S8

El. 4746.18

Top of Fillet w/ #5W5 bars

#6A8 fillet bars spa.

#6A8 fillet bars

#6A8 fillet bars

El. 4749.00

Top of Fillet

6"3" 12 spa. @ 1'-0" = 12'-0", #4W2 b.f.

#4W2 b.f.

#4W3 b.f.

#4W3 b.f.

W f .f s p a

W o .f s p a s p a

W f .f

#5W5 f.f.

#4W7 o.f.

#5W1 b.f.

#4W7 #5W5

#4W8 #5W6

Other Face Fill Face

#4W bars

V a r ie s

1'-0" w/ #5W5 bars

#6A8 fillet bars spa.

#4W7 #5W5

#4W3 b.f.

#4W3 b.f. #4W2 b.f.

12 spa. @ 1'-0" = 12'-0", #4W2 b.f.

W f .f s p a

W o .f s p a

#5W5 f.f.

#4W7 o.f.

#5W1 b.f.

#4W8 o.f.

#5W6 f.f.

#4W8 o.f.

#5W6 f.f.

#6W4 b.f.

#6W4 b.f.

W o .f

#6W4 b.f.

W o .f s p a

W f .f

#6W4 b.f.

s p a

#4W2

#5W5

#4W7

Fill Face

Other Face

1'-0" x 1'-0" fillet

1'-0"

Fill Face

#5A7 (typ. @ piles)

#5A4 (typ.)

#5A4 (typ.)

#5A1

#6A8 fillet bar pipe pile

24" Ø Steel

(Wingwall C Shown, Similar at All Others)

SECTION C-C

C C sheet drain

Geocomposite

#6W9 b.f.

#6W9 b.f.

#6W9

#6W9 s p a

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g w in g s .d g

C Gdr. AL C Gdr. BL C Gdr. CL C Gdr. DL

LC Pier & C Brg.

L C Rdwy.

C Bridge &

L

28'-6"

14'-3"14'-3"

6'-3"16'-0"6'-3"

2'-3"8'-0"8'-0"8'-0"2'-3"Girder Spacing

Step Spacing

U p s ta ti o n m in

C Rdwy.

C Bridge &L

L

A

A

7 spa @ 9" = 5'-3"

(typ. btwn. piles)

(typ. @ ends)

DD

CC

seat elevations.

See Table for bearing

El. 4746.35 (Pier 2)

El. 4747.33 (Pier 1)

PIER CAP ELEVATION

PIER CAP PLAN

VIEW C-C SECTION D-D

3'-6"

" = 1'-0"8 3Scale:

SECTION A-A

L

GIRDER A B C D

PIER 1

PIER 2

PIER CAP BEARING SEAT ELEVATIONS

e m b e d m e n t

#9P15

#9P13

#5P

UNLESS NOTED

" = 1'-0"4

"2 111 5"5"11"11"11" 11" 11"

C Gdr. AL C Gdr. BL C Gdr. CL C Gdr. DL

PIER CAPS

R

#5P6

#5P5

#5P1

#5P3

#9P9

#9P8

#9P7

#9P8

#9P7

#9P14

#9P13

#9P14

#5P11 b.f. (4 tot.)

#9P13

#9P14 #9P15

#9P13

#9P14

#5P12

#9P7,8, or 9 6-#5P10

2-#5P11 b.f.

#9P13 or 14

2-#9P15

#5P3

#5P5

#5P6

#5P12

#5P1

#9P7

#9P8

#9P9

#9P9

#9P8

#9P7

#5P5 (typ. @ ends)

#5P6 (typ. @ ends)

#5P12 (typ.)

#5P1 (typ.)

#5P2 (typ.)

L

4750.33

4749.35

4750.49

4749.51

4750.49

4749.51

4750.33

4749.35

(6 tot.)

#5P10 m in

S. BELCHER D. GERMANI 9 I

1'-9"1'-9"

S9

2'-3"3 spa. @ 8'-0" = 24'-0" , 24" Ø Steel Pipe Piles2'-3"

C pier cap & 24" Ø Steel pipe pile

Bearing Pad Details, see RG3099-K.

For Anchor Rods & Elastomeric

See RG3099-E for details.

#8 V Bar is not shown for clarity

Note:

#5P3 #5P4

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g p ie r .d g

NOTES:

1'-8"

10"10"

1" "16

"16

"2 110"2

9"9"

C Gdr.L

SECTION A-A

ELEVATION

A

A

C Gdr.L

ELASTOMERIC PAD DETAIL

PLAN

ELEVATION

" clr.4 all around

(8 Req'd)

C Gdr.

C Brg.

L

L

(typ.)

sole plate

" x 1'-9" x 2'-8" 2

3" Ø formed hole (typ.)

Fill with non-shrink grout (typ.)

See Detail B securely to pad (8 per pad) 0.0747" (14 gauge) steel shim moulded n o m

"16

"16

See detail.

Elastomeric brg. pad.

Girder web

L L

3"

3" stiffeners

Brg.

L

Elastomeric bearing pad, see detail.

Level bearing seat

DETAIL B

" thick elastomeric washer4

Bearing seat

" Ø hole16 1" x 3" x 8" PL washer with 14

" x 1'-9" x 2'-8" sole plate2

" Ø hole16 1" x 3" x 8" PL washer with 14 holes in sole plate.

" x 6" slotted 16 1C Brg. & C Abut. & C 1L

" x 20" bottom flange4

" x 20" bottom flange4

"16

C Anchor rod, shear plate & PL washer (typ.)

" x 6" slotted hole (typ.)w/ 1

" Anchor rod shear plate 4" x 8" x 4

" x 6" slotted hole (typ.)16 1w/ 1

" 2 1Anchor rod shear plate 4" x 8" x 4

Heavy hex nut, snug tight.

C Brg.

C Abut. &L

L

PLAN

10"10"

1'-4"1'-4"

3"

(Typ. @ Abut. 1 & 2)

ABUT. BEARING

ABUTMENT BEARINGS

1" = 1'-0"

".8 5 and 7 elastomeric inner layers @

"4 11 elastomeric layer (top & bott.) @

9.

8.

7.

6.

5.

4.

3.

2.

1.

Live Load = 116 kips (no impact)

Dead Load = 137 kips

Abutment Design Service Loads per Bearing:

bond strength = 2000 psi per ASTM C-882.

3-day compressive strength f'c = 5000 psi, and minimum 28-day

Non-shrink grout shall conform to ASTM C1107 with a minimum permanent and be visible after the bearing is installed.

direction arrow that points ahead station. All marks shall be shall include the bearing location on the bridge, and a

All bearings shall be marked prior to shipping. The marks to elastomeric pads during field welding. Temperature of the steel

Submit to CO for approval the procedures to prevent heat damage of sole plate.

The elastomeric pad shall be vulcanized to bottom surface conform to ASTM A563. Anchor rods and nuts shall be galvanized.

supplementary charpy v-notch test criteria, S4. Heavy hex nuts shall

Anchor rods shall conform to ASTM F1554, Grade 105 including

AASHTO LRFD Design method "A" used for elastomeric pad design.

Grade 4 or higher. Steel shim plates shall conform to ASTM A36.

to AASHTO M251 with 60 Durometer hardness, elastomer

Steel reinforced elastomeric bearing pad shall conform

All structural steel plates shall be AASHTO M270, Grade 50W.

1" Ø threaded anchor rod (typ.)

10 J

S10

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g b e a r in g s .d g

1" = 1'-0"

1'-8"

10"10"

1" "16

"16

"2 111"2

10"10"

C pier & brg.L

C Gdr.L

SECTION A-A

ELEVATION

PLAN

A

A

C Gdr.L

ELASTOMERIC PAD DETAIL

PLAN

ELEVATION

" clr.4 all around

Girder web

NOTES:

(8 Req'd)

C Gdr.

C Brg.

L

L

(typ.)

PIER BEARING

L L

1'-5"1'-5"

3"

4"

3"

L stiffeners

Brg.

L

Elastomeric bearing pad, see detail.

3" Ø formed hole (typ.)

Fill with non-shrink grout (typ.)

Level bearing seat

See Detail B

" securely to pad (2 per pad)

0.0747" (14 gauge) steel shim moulded n o m

DETAIL B

"16

"16

See detail.

Elastomeric brg. pad.

10"10"

" x 1'-11" x 2'-10" sole plate2 sole plate

" x 1'-11" x 2'-10" 2

" x 20" bottom flange8

9.

8.

7.

6.

5.

4.

3.

2.

1.

Live Load = 167 kips (no impact)

Dead Load = 300 kips

Pier Design Service Loads per Bearing:

bond strength = 2000 psi per ASTM C-882.

3-day compressive strength f'c = 5000 psi, and minimum 28-day

Non-shrink grout shall conform to ASTM C1107 with a minimum permanent and be visible after the bearing is installed.

direction arrow that points ahead station. All marks shall be shall include the bearing location on the bridge, and a

All bearings shall be marked prior to shipping. The marks to elastomeric pads during field welding. Temperature of the steel

Submit to CO for approval the procedures to prevent heat damage of sole plate.

The elastomeric pad shall be vulcanized to bottom surface conform to ASTM A563. Anchor rods and nuts shall be galvanized.

supplementary charpy v-notch test criteria, S4. Heavy hex nuts shall

Anchor rods shall conform to ASTM F1554, Grade 105 including

AASHTO LRFD Design method "A" used for elastomeric pad design.

Grade 4 or higher. Steel shim plates shall conform to ASTM A36.

to AASHTO M251 with 60 Durometer hardness, elastomer

Steel reinforced elastomeric bearing pad shall conform

All structural steel plates shall be AASHTO M270, Grade 50W.

PIER BEARINGS

" x 20" bottom flange8

Heavy hex nut, snug tight.

" thick elastomeric washer4

"16

Bearing seat c l.

".8 3 and 1 elastomeric inner layers @

"4 11 elastomeric layer (top & bott.) @

" Ø hole (typ.)16 1" w/ 12

14" x 4" x

Anchor rod shear plate

1" Ø threaded anchor rod (typ.)

C Anchor rod & shear plate (typ.)

in sole plate.

" Ø holes 16 1C 1

C Brg. & C Pier &

11 K

S11

" Ø hole 16 14" x 4" x 1/2" w/ 1

Anchor rod shear plate

STATE

NM

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FR 2054, OLD US 60 BRIDGE OVER RIO PUERCO

N

N M \u s (1

B r id g e \R

G \C

A e s \D

G N

F il e s \r g b e a r in g s .d g

Bearing stiffener (typ. at Abut.)

" x 5'-8" 2 1" x 74

3PL

139'-9"

183'-9" 98'-0"

6"6"

1'-0"1'-0"

6"6" 6"6"

1'-0"1'-0"

6"6"

46'-0"96'-0"

" x 18"8 7PL " x 18"4

3PL " x 18"4

3PL 1

2'-3" (typ. both ends)

H o le s p a

S tu d s p a s p a

" x 68"16 9Web PL " x 68"16

11Web PL " x 68"16 9Web PL

1'-8" Typ.

137'-9"

1'-8" Typ.

92'-0"

1'-8" Typ.

44'-0"

6" (typ. both ends)

2'-6" (typ. both ends)

" x 20"8 7PL 1" x 20"4

1PL 1

@ Piers) Bearing stiffener (typ.

" x 5'-8"2 1PL 1" x 7

End of Gdr.

Tension flange bottom Tension flange bottom

GIRDER ELEVATION

Symmetrical about C SpanL

L

L

L

L

C Gdr. A

C Gdr. B

C Gdr. C

C Gdr. D

See Detail A See Detail C both sides (typ.)

L

GIRDER FRAMING PLAN

Symetrical about C Span s p a

7 spa. 23'-0" = 161'-0" 4 spa. @ 24'-6" = 98'-0"

98'-0"183'-9"

Girder Length = 568'-6" End of Gdr.

GIRDER FABRICATION NOTES:

GIRDER LAYOUT

NONE

LL

L

Top flange spacing

Shear connector

Diaphragms 2'-6"

C Brg. Abut. 1L

C Pier 1L

C Brg. Abut. 1L

1" x 20"

C Pier 1

No Scale

" x 6"2

1PL

DETAIL C

connection plate

Intermediate diaph.

" web16 11" or 16

No Scale

DETAIL B

Pier Brg. Stiff.

"2

1PL 1" X 7

" web16

LC Brg.

No Scale

" web16

"2 1" x 74

3PL

Brg. Stiff.

DETAIL A

"2 1" x 74

3PL

3"

Abut. jacking stiff.

2'-6" 2'-3"

C Bolted field splice "A" C Bolted field splice "B"

Jacking stiffener (typ. @ Abut.)

" X 5'-8" 2 1" X 74

3PL

22'-9"

(Typ. of 6) see RG3099-O for details.

Abutment diaph., 98'-0"73'-0"Tension flange top

159'-0" 66'-0"

12 L

6. For weld details, see RG3099-M.

AASHTO/AWS fabrication and construction tolerance.

5. Under full dead load, beam end and all bearing & jacking stiffeners will be vertical within applicable will not be allowed.

4. Transportation, erection and construction methods that require drilling holes or welding to the girders bridge grade. Fabricate intermediate diaphragm connection plates perpendicular to girder flanges.

3. All dimensions shown are either horizontal or vertical. Girders must be fabricated along the web or flange welds,…