NM_IRR_85(1)_Final_Plans.pdf

Sheet 1 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

U.S. CUSTOMARY

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

NO.

SHEET

P

M c fl c a d d .c fl h d .l o c a l\ p r o je c ts N

M n m 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

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

NM

CN A301290

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

U.S. CUSTOMARY

Sheet 2 of 2

A3

Permit Boundary (Proposed)

Temporary Construction

Permit

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

NO.

SHEET

P

M c fl c a d d .c fl h d .l o c a l\ p r o je c ts N

M n m 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

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

REVISIONS (OR CHANGE NOTICES)

DESCRIPTION

NO.

DATE INIT.

9/26/14 BR

A4

SURVEY CONTROL SHEET

STATE PROJECT

NO.

SHEET

P

M c fl c a d d .c fl h d .l o c a l\ p r o je c ts N

M n m 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

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

STATE PROJECT

NO.

SHEET

P

M N N

M n m 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

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

NM

CN A301290

+00

P u e b lo R o u te

.2 m il e s t o S il e

Pinon Street

C ottonw ood R oad

P la z a S tr e e t

Peralta Creek

E 1674967.68

N 1609266.30

SITE MAP

600'300'0

Scale in Feet

PUEBLO DE COCHITI

A5

T

N R

E S

E C

E 1673751.77

N 1608740.43

Permit Boundary

Temporary Construction

Diversion

Existing

Sta. 7+00 to 10+00 road closure between on existing pavement within

Potential Staging Area

Sta. 12+00 to 14+00 road closure between on existing pavement within

Potential Staging Area

Staging Areas

Potential

T

N R

E S

E C

Permit Boundary

Temporary Construction

.7 m il e s t o P u e b lo d e C o c h it i

Northing EastingPoint

C

B

A

D

E

F

G

H

H

G

F

E

D

C

B

A

1609112.63

1609121.87

1609197.93

1609188.57

1609104.84

1608934.67

1608805.01

1608817.90

1674393.20

1674389.34

1674580.51

1674584.05

1674645.06

1674724.43

1674446.46

1673999.48

NM IRR 85(1)

Station 19+13.00

End Option X

NM IRR 85(1)

Station 5+85.00

Begin Option X

See sheets S1 - S24 Sta. 9+96 to 12+46 Bridge Limits

Schedule A

S e e S

C R S u b s e c ti o n

.0 a fr o m P u e b lo d e C o c h it i

.4 m il e s t o p o te n ti a l w a te r s o u r c e

.4 m il e s t o

B o n e Y a r d

11' 11'

Station to Station

LENGTH OF PROJECT

TOTAL (mi)

TOTALS (ft)

(ft)

Roadway

(ft)

Bridge

2%2%

See plans for locations of curves and superelevations

METHOD OF SUPERELEVATION ON CURVES

SubgradeSubgrade

Traveled wayShldr.

NO SCALE

NOTE:

Min. superelevation 2% 6% Max. superele vation

Normal crown -2% -2% Normal crown grade

Profile superelevation

Pivot point for pavement)

(top of

Profile grade

Shldr.

(variable)

Fill slope

1:4

DETAIL A

See Detail A limit stake

Slope

Existing width 24 ft

1' 1'

Varies Varies

Varies

Hinge point

A6

1:4

Hinge point

1:4

Varies top asphalt lift)

(applied to

Fog seal

Existing aggregate base depth unknown.

Existing asphalt pavement depth unknown.

Traveled way

Shldr.

1' 2'

TYPICAL GUARDRAIL SECTION

structural section

Section for pavement

See Mainline Typical method 2

6" Roadway aggregate, method 2 aggregate, Roadway

5'

Traveled way

Clearing and construction limits

Sta. 12+46.00 to 19+13.00

Sta. 5+85.00 to 9+96.00

TYPICAL SECTION MAINLINE

Sta. 5+85.00 to 19+13.00

EXISTING TYPICAL SECTION

250.00

250.001,078.00

667.00

411.00

0.25

2.

1.

5' limit stake

Slope

2'

See sheets S1 - S24 for Sta. 9+96.00 to 12+46.00 and mulching limits

Seeding and mulching limits

Seeding

(between lifts)

Tack coat concrete pavement

Asphalt

1.

Clear zone

2%

2 lifts) pavement (place in

3" Asphalt concrete

1:2

1:2 between posts.

application. Pave leaveouts and mow strip

See Sheet T8 for

1.

(variable)

Ditch slope

1:3

5' 6.5' - 8'

1:4

Hinge point Slope stake limit

Seeding and mulching limits

1.

(variable)

Ditch slope

1:3

5' 1:4

Hinge point Slope stake limit

Seeding and mulching limits

STA. 6+50 TO 7+00

GRADED DITCH TYPICAL SECTION, RT.

See cross sections for ditch profile elevations.

width between Sta. 6+50 and 7+00.

Transition from 8' ditch width to 6.5' ditch

See cross sections for ditch profile elevations.

width between Sta. 7+00 and 8+00.

Transition from 6.5' ditch width to 0' ditch

STA. 7+00 TO 9+00

GRADED DITCH TYPICAL SECTION, RT.

right of way.

stay within existing 5' clearing limits to At Sta. 8+00 reduce

(Detail applies to both right and left sides of roadway)

Shoulder up with roadway aggregate

TYPICAL SECTIONS

MAINLINE

OPTION X

12+46.00 to 19+13.00

9+96.00 to 12+46.00

5+85.00 to 9+96.00

OPTION X

9+96.00 to 12+46.00

SCHEDULE A

Drilled Shafts

2.

1.

Varies - (4' Min.) Varies - (4' Min.) Clear zone

(varia ble)

Fill slo pe with a minimum taper rate of 34:1.

Transition from mainline typical section to guardrail typical section heights are short and cut slope rounding is not anticipated.

See the cross sections for final cut and fill slope ratios. Cut slope

STATE PROJECT

NO.

SHEET

P

M N N

M n m 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

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

A7

STATION

CLASS

TYPE1.

(ft)

LENGTH

PAVED

(ft)

LENGTH

TOTAL

(ft)

R

(ft)

R

(ft)

W 1 2

Variable

W

Variable

3' minimum 1.3'

W

1.3' d widths greater than 15 feet.

Apply the normal crown to approach roads with

CLASSTYPE

APPLICATION

SAMPLE

(ft)

W

WIDTH

MIN.

(ft)

R

RADIUS

MIN.

Variable

V a ria b le

A s

B

A

B M a in li e

Mainline

TYPICAL PROFILE

SECTION B-B

A

V a ria b le

(1:6 desi rable )1:4 o r flat ter

TYPICAL SYMBOL

grade (optional)

Typical maximum design

SECTION A-A

NOTE:Paved length

NO SCALE

(1:6 desirable)

1:4 or flatter thicknesses and foreslopes.

Refer to mainline typical sections for structural section

Approach Road

TYPICAL PLAN

TYPES 1 & 2

APPROACH ROAD

REMARKS

APPROACH ROAD SUMMARY

Flatten slope road connection on plan and profile sheet

Example of symbol showing standard approach shown may be varied ±20°.

Under special conditions, the approach road angle 8.

4.

3.

8.

2.

1.

6.

2.

6.

2.

6.

7.

V P I

WW

with mainline roadway construction.

Construct cut and fill slopes for approach roads to match locations to be field verified.

Stations shown are approximate locations. Actual approach road centerline.

existing radii or widths. R is on the left side of the

Vary radii to fit unusual field conditions. Do not reduce

5. 5.

R

R

VPC

Typical maximum grade ±10% s = 1:3 for type 1 approach d = 2' for type 1 approach x 5' x = 0' for type 1 approach

Mainline stationing

Class

Type

Subgrade edge base edge Aggregate pavement edge Hot asphalt concrete

Aggregate base edge

Subgrade edge

Shoulder edge

Standard Drawing 602-4).

roadway, use safety end sections (see placed within the clear zone of the mainline mainline recovery area. When a culvert must be radius to provide a flatter foreslope and increased

Place culverts at the end of the approach road

4" Roadway Aggregate, Method 2 pavement Edge of

±4% max.

End Section A-A

Typical culvert location

Existing approach road

Total length

1 B 14 20 Minimum 1-Way Use

9' at 14+98 Rt/ 19' at 6+20, Rt.

maximum grade of ±4%.

Construct approach roads with landing areas having

8.

7.

6.

5.

4.

3.

2.

1.

15+00 Lt.

14+98 Rt.

6+20 Rt.

1B

1B

1B

See sheet D1

APPROACH ROADS

TYPICAL SECTIONS

OPTION X

STATE PROJECT

NO.

SHEET

P

M N N

M n m 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

A P .d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

B1

SUMMARY OF QUANTITIES

SCHEDULE A

STATE PROJECT

NO.

SHEET

P

M N N

M n m R o a d w a y C

A D

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

A B

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

B2

SUMMARY OF QUANTITIES

OPTION X

STATE PROJECT

NO.

SHEET

P

M N N

M n m R o a d w a y C

A D

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

A B

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

GRADING SUMMARY

B3

STATE PROJECT

NO.

SHEET

A

M N N

M n m R o a d w a y C

A D

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

A B

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

Sheet 1 of 3

MISCELLANEOUS SUMMARIES

B4

STATE PROJECT

NO.

SHEET

A

M N N

M n m R o a d w a y C

A D

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

A B

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r d o u g .w .s m it h

_ NM IRR 85(1)

PERALTA WASH

Sheet 2 of 3

B5

STATE PROJECT

NO.

SHEET

P

M N N

M n m R o a d w a y C

A D

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

A B

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

Sheet 3 of 3

B6

STATE PROJECT

NO.

SHEET

A

M N N

M n m R o a d w a y C

A D

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

A B

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

2R E

B A

R

STATE PROJECT

NO.

SHEET

P

M N N

M n m 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

N M

.d g n

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

NM

CN A301290

,2

.3

V P I

E L

,2

.1

+0.749% +0.500%

300' VC

K = 1206

SSD = 4489'

V P I

E L

,2

.0

+0.500% -0.500%

280' VC

K = 280

SSD = 1219'

V P I

E L

,2

.6

-0.500% +0.187%

300' VC

K = 437

,2

.0

5269.05269.0

P O

T

.0

P C

.9

P T

.8

P C

.8

P T

.0

P O

T

.7

-2.00% -3.80%

3.80%

-2.00%

2.00%

-2.60%

2.60%

-2.00%-2.00%

6+00 7+00 8+00 9+005+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00

Curve = ALI_NM85-1

PI 8+89.45

D

R = 2,100.00'

T = 80.50'

L = 160.91'

Curve = ALI_NM85-2

PI 14+76.19

D

R = 3,500.00'

T = 216.36'

L = 432.17'

Pueblo Route 85

Pueblo Route

Bridge rail, Lt.

.0

.0

.0

.0

.0

.0

.0

Lt.

Terminal Terminal

Lt.

Bridge rail, Rt. Rt.

Terminal

Rt. Rt.

Terminal

.0

.0

Guardrail

Transition rail, Lt. Transition rail, Lt.

.0

Remove existing guardrail

Sta. 9+53 to 10+30, Lt.

Remove existing guardrail

Sta. 12+04 to 13+55, Lt.

Begin bridge

Sta. 9+96 e = 0.026e = 0.038

B

' 2

P e r a lt a C r e e k

C1 ground

Existing

.0

.0

.0

End bridge

Sta. 12+46 axis rotation Profile grade &

Rt. Edge of Pavement

Lt. Edge of Pavement diversion

Existing

T16N R5E SEC. 24

Permit boundary

Temporary Construction

.0

Transition rail, Rt.Transition rail, Rt.

Lt.

Guardrail installation incidental to culvert elev. 5274', work

Grade to drain to

200'100'0

Scale in Feet

Remove existing fence

Sta. 13+05 to 13+32, Rt.

Remove existing fence

Sta. 14+94 to 15+17, Rt.

Wire Fence, Rt.

5 Stranded

Wire Fence, Rt.

5 Stranded

Remove existing fence

Sta. 12+75 to 15+00, Lt.

Wire Fence, Lt.

5 Stranded

Wire Fence, Lt.

5 Stranded

Remove existing fence

Sta. 14+39 to 14+66, Rt.

Wire Fence, Rt.

5 Stranded

T16N R6E SEC. 19

Remove existing fence

Sta. 8+39 to 10+20, Lt.

Wire Fence, Lt.

5 Stranded shotcrete existing

Protect

16' Wire Gate, Lt.

16' Wire Gate, Rt.

B gate and fence

Protect existing ditch profile elevations

See cross sections for

Grade ditch to drain

Sta. 6+50 to 9+00, Rt.

existing fence

Protect with end sections

Install 24" x 50' CMP

Sta. 14+81, Rt.

with end sections

Install 24" x 46' CMP

Sta. 6+20, Rt.

5.00%

-5.00%

0.00%0.00%

5.00%

-5.00%

Profile grade

Peralta Wash Bridge

See sheets S1-S24

E 1674967.68

N 1609266.30

NM IRR 85(1)

END OPTION X

STA. 19+13.00

E 1673751.77

N 1608740.43

NM IRR 85(1)

BEGIN OPTION X

STA. 5+85.00

See sheet D1 approach road, Construct

Sta. 15+00, Lt.

fence

Remove existing to 15+44, Lt.

Sta. 15+32

SCHEDULE A

SCHEDULE A

SCHEDULE A

SCHEDULE A AND OPTION X PERALTA WASH BRIDGE

GENERAL NOTES:

2.

1.

2.

1.

OPTION X NOTES:

Permit boundary

Construction

Temporary

SCHEDULE A

Remove existing guardrail

Sta. 7+92 to 10+04, Rt.

Remove existing guardrail

Sta. 12+03 to 13+05, Rt.

Grading Summary see Schedule A bridge girders, excavation for

Additional roadway

Protect existing gabions

Bridge substructure

SCHEDULE A

during bridge and bridge foundation construction.

Do not disturb existing shotcrete slope protection and gabions in Peralta Creek channel sheet is included in Option X unless noted as Schedule A.

girders, bearings, and shear blocks. All other work is included in Option X. All work shown on this

Schedule A includes drilled shafts, columns, bearing caps, structure excavation for abutment caps, See cross sections for final fill slope ratios.

staking and clearing limits.

has been reopened to public traffic. Plan view reflects final obliteration of the existing diversion once Pueblo Route 85 slopes per Option X. Place any excess material during the the CO during bridge construction. Complete the final fill between Station 6+77 and Station 14+76 or as directed by

Place excavated material from Schedule A on the left slopes as directed by CO. See standard drawings 602-1 through 602-4 for CMP and end section details.

Culvert locations and lengths are approximate. Adjust installation locations in the field

STATE PROJECT

NO.

SHEET

P

M N N

M n m R o a d w a y C

A D

D S h e e ts D

M in o r P

P P

N P

A L I

L T .d g n

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

NM

CN A301290

V P I

E L

,2

.2

-2.597% +2.00 0%

,2

.5

V P I

E L

,2

.9

30' VC

V P I

E L

,2

.7

.0

+1.91 0%

,2

.5

K = 4

20' VC

K = 2

SSD = 143'

,2

.1

P O

T

.0

P C

.5

P T

.6

P O

T

.0

15+0

Scale in Feet

40'20'0

5280 5280

D1

10+00 11+0010+8010+6010+4010+20 11+20 11+40

E 1674583.90

N 1609124.30

Approach Road Sta. 10+14.40

Pueblo Route 85 Sta. 15+03.39 =

E 1674634.56

N 1609043.30

Sta. 11+10.00

End Approach

Curve = 1500LT-1

PI 10+60.09

D

R = 300.00'

T = 11.54'

L = 23.06' typical section

Match mainline

R = 20'

R = 20' 1

P u e b lo R o u te elevation

Match existing

1:41:4 method 2

6" Roadway aggregate, 1:4 1:4

Varies

Subgrade

14' 1-Way

Traveled Way pavement (place in 2 lifts)

3" Asphalt concrete

Traveled Way

14' 1-Way

5' 5' limit stake

Slope limit stake

Slope limit stake

Slope limit stake

Slope method 2 aggregate, 4" Roadway

5' 5'

Seeding Seeding and mulchingand mulching

Clearing

Clearing

Varies

Subgrade Seeding Seeding and mulching and mulching

(top of pavement)

Profile grade seal Fog

(between lifts) Tack coat

(top of aggregate)

Profile grade

NOTE:

See cross sections for approach surface slopes.

is not anticipated.

Cut sections are minor and cut slope rounding

See cross sections for cut and fill slope ratios.

2.

1.

Sta. 10+50.00 to 11+10.00

TYPICAL SECTION

Sta. 10+14.40 to 10+50.00

TYPICAL SECTION

1.

1.

1. 1.

2.

2.

surface

Begin aggregate

End paving surface

Sta. 10+50

Profile grade

R = 20'

R = 20'

28' P aved

5' Ag greg ate b ase

EOP

EOP

base aggregate

Edge of base aggregate

Edge of

Existing ground

52765275 e n d s e c ti o n s L t.

a n d R t.

x

C M

P w it h

OPTION X APPROACH ROAD AT STATION 15+00, LT.

STATE PROJECT

NO.

SHEET

P

M N N

M n m R o a d w a y C

A D

D S h e e ts E E

C P

A L I

N M

.d

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M ic h a e l.

D a ig le r

NM IRR 85(1)

PERALTA WASH

NM

CN A301290

Pueblo Route 85

Pueblo Route

Begin bridge

Sta. 9+96

200'100'0

Scale in Feet

P e r a lt a C r e e k

End bridge

Sta. 12+46

CONTROL PLAN

EROSION AND SEDIMENT

Begin bridge

Sta. 9+96

End bridge

Sta. 12+46

P e r a lt a C r e e k

Pueblo Route

E1

Seeding/mulching limits

E 1674368.21

N 1608930.80 E 1674178.25

N 1608858.18

E 1674967.68

N 1609266.30

NM IRR 85(1)

END OPTION X

STA. 19+13.00

E 1673751.77

N 1608740.43

NM IRR 85(1)

BEGIN OPTION X

STA. 5+85.00

E 1673751.77

N 1608740.43

NM IRR 85(1)

BEGIN OPTION X

STA. 5+85.00

E 1674967.68

N 1609266.30

NM IRR 85(1)

END OPTION X

STA. 19+13.00

GENERAL NOTES:

1.

3.

2.

1.

Silt fence

Schedule A

Silt fence

Schedule A Silt fence

Option X

See C157-55 at each Culvert Inlet

Install 30 Lnft. of Fiber Roll

Option X

See C157-55 at each Culvert Inlet

Install 30 Lnft. of Fiber Roll

Option X

See C157-55

Culvert Inlet

Fiber Roll at each

Install 30 Lnft. of

Option X

AND OPTION X

SCHEDULE A

PHASE 1

EROSION CONTROL

diversion existing

Obliterate

Option X diversion existing

Obliterate

Option X

Silt fence

Option X

E 1674175.42

N 1608870.76

E 1674355.46

N 1608939.94

Silt fence

Option X

OPTION X

PHASE 2

EROSION AND SEDIMENT CONTROL

OPTION X PHASE 1 NOTES:

northing/easting limits in the temporary construction permit boundary.

Waste excess roadway excavation in obliterated areas within labeled mulching boundary limits shown.

Seed and mulch obliterated areas and within disturbed areas of seeding/ obliteration and seeding/mulching activities but after diversion is closed.

and Pueblo Route 85 is reopened to public traffic. Install silt fence before

Obliterate existing diversion when construction is complete

OPTION X PHASE 2 NOTES:

3.

2.

1.

Schedule A Bridge Substructure

Unless noted as Schedule A, all work shown on this sheet is included in Option X.

- Option X roadway obliteration, seeding, and mulching.

Phase 2 work includes the following:

- All work in Option X excluding roadway obliteration, seeding, and mulching

- All bridge substructure work and girders in Schedule A

Phase 1 work includes the following:

material from Schedule A is placed during bridge construction (Schedule A).

Install silt fence along the left fill slope or where the excavated

SILT FENCE

6" min. trench

6" min.

18" min.

30" min.

24" min.

C157-50

NOTE:

4.

3.

2.

1.

6 ft. (max.)

fence support mesh = withoutPost spacing

10 ft. (max.)

fence support mesh =withPost spacing running around the ends.

fence up the slope to prevent water from

As the slope is constructed, curve the silt contours as closely as possible.

Install silt fence to follow the ground manufacturer's recommendations.

machine-sliced silt fence according to the slicing as approved by the CO. Install

Silt fence may be installed using machine

U s e r b ia n c a .s m it

REVISED: 08/2014

E2

ELEVATION

PLAN

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Flow Fi ll slo pe

Flow

T o e o f s lo p e

Flow

(undisturbed)

Existing ground

END POSTS DETAIL

PLAN

PLAN

END DETAIL

ELEVATION

Fi ll sl op e

Steel or wood post

Backfilled and compacted soil

Limits of clearing

Steel or wood post

Varies

Varies

See Note 3 for spacing

See Note 4

Fasten fabric to posts.

around each post one full turn.

Fold geotextile fabric

NO SCALE

PLAN

T o e o f s lo p

Note 3See

Staple or tie

Top of posts tied together.

Posts driven tightly together.

Steel or wood posts

POSTS AT JOINTS

See End Posts Detail

End posts

Geotextile fabric

Staple or tie

SILT FENCE AS PERIMETER CONTROL

Fill

Existing ground

Sheet flow Silt fence

PLAN

SECTION A-A

A

A

Roadway

Edge of shoulder

Edge of shoulder

Toe of slope

Toe of slope

Posts Detail

See End

End posts

Silt fence

Fence support mesh (optional)

Section A fabric

Geotextile

Section B

Geotextile fabric

Geotextile

See Typical Section Sheet

STATE PROJECT

NO.

SHEET

P

M c fl c a d d .c fl h d .l o c a l\ p r o je c ts N

M n m 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. DEPARTMENT OF TRANSPORTATION

REVISED:

DETAIL

U.S. CUSTOMARY DETAIL

DETAIL APPROVED FOR USE

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

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.

U s e r b ia n c a .s m it h

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

C le a r in g

L im it

S lo

S ta k 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

NO.

SHEET

P

M N N

M n m 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

DETAIL

U.S. CUSTOMARY DETAIL

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

NO SCALE

TRANSITIONS

PAVEMENT

pavement depth, 2'' minimum) existing asphalt2

(Depth of cut equals

Saw cut

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

401-A

K1

U.S. CUSTOMARY SPECIAL

SPECIAL

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

hot asphalt concrete pavement.

1. Sawcutting is subsidiary to item 40301-0000, NOTE:

Existing asphalt pavement

Existing base course

NEW PAVEMENT

3" asphalt concrete pavement

6" Roadway aggregate, method 2

STATE PROJECT

NO.

SHEET

P

M c fl c a d d .c fl h d .l o c a l\ p r o je c ts N

M n m R o a d w a y C

A D

D S h e e ts K S

P

N M

A .d

U s e r b ia n c a .s m it h

NM IRR 85(1)

PERALTA WASH

5,200

5,210

5,220

5,230

5,240

5,250

5,260

5,270

5,280

5,290

5,300 ground @ C Rdwy.

Approximate existing

L

82'-6"85'-0"82'-6"

Grade = +0.500%

ELEVATION

+0.500%

PROFILE GRADE DIAGRAM

PI 8+89.45

R = 2100.00'

L = 160.91'

Horizontal Data:

D

T = 80.50' R = 3500.00'

Horizontal Data:

D

PI 14+76.19

T = 216.36'

P e r a lt a W a s h

10'-0"

Wing (typ.)

Approach slab (typ.)

PLAN

P T

.8

10+00

P C

.8

Elev.

WS

ft/sec.

V ft /sec

Q

Q

Q

Q

HYDRAULIC DATA

4.29

Q 14490

5244.82

5248.18

5249.18

5255.21

BRIDGE DRAWING INDEX

Drawing No. Description

Design

6.90

5520 7.22

9.02

No Scale

L Elevations are at profile grade @ C Rdwy.

LC Rdwy.

Gutterline (typ.)

El. 5276.74

El. 5277.30

El. 5277.16

El. 5277.72

El. 5277.58

El. 5278.14

El. 5278.00

El. 5278.56

ABUT. 1

PIER 1

PIER 2

ABUT. 2

El. 5277.02

Sta. 9+96.00

Begin Bridge

E l.

.0

S ta

.0

B e g in B r id g e

E l.

.2

S ta

.0

E n d B r id g e

B. ROBINSON 1"= 40'-0"

PLAN & ELEVATION

1 A

L@ C Rdwy.

Profile grade

L = 432.17'

V P I

.0

E

L

,2

.0

K = 280

280' VC

Bridge Length = 250'-0" chord El. 5272.0

Approx. low

FIX

EXPFIX

EXP

V P I

.0

E

L

,2

.1

K = 1206

300' VC

El. 5277.44

Sta. 10+78.50

Pier 1

El. 5277.86

Sta. 11+63.50

Pier 2 girders (typ.)

P/S concrete

AASHTO Type III

El. 5259.0

(typ.)

El. 5278.28

Sta. 12+46.00

End Bridge

-0.500%

NMDOT Type A32 Steel Bridge Railing

R. OWEN

5,190

(typ. @ abuts.)

(typ. @ piers)

(typ. @ piers)

S1

+0.749%

El. 5271.5

5'-0" berm

El. 5270.25

5'-0" berm

WINGWALL A

WINGWALL B

WINGWALL C

WINGWALL D

Special 617-C.

See Rdwy. Plans

@ all four corners).

Transition railing (typ.

RG2960-X

RG2960-W

RG2960-V

RG2960-U

RG2960-T

RG2960-S

RG2960-R

RG2960-Q

RG2960-P

RG2960-O

RG2960-N

RG2960-M

RG2960-L

RG2960-K

RG2960-J

RG2960-I

RG2960-H

RG2960-G

RG2960-F

RG2960-E

RG2960-D

RG2960-C

RG2960-B

RG2960-A

REBAR LIST (4 of 4)

REBAR LIST (3 of 4)

REBAR LIST (2 of 4)

REBAR LIST (1 of 4)

BRIDGE RAILING (3 of 3)

BRIDGE RAILING (2 of 3)

BRIDGE RAILING (1 of 3)

EXPANSION JOINT

APPROACH SLAB

DECK PLAN (1 OF 2)

DECK PLAN (1 OF 2)

TYPICAL SECTION & DIAPHRAGM

PRESTRESSED GIRDER DETAILS

PRESTRESSED GIRDER SPAN 2

PRESTRESSED GIRDER SPANS 1 & 3

PIER DETAILS

PIERS

ABUTMENT WINGWALLS

ABUTMENT ENDWALLS

ABUTMENTS

BORING LOGS

FOUNDATION LAYOUT

GENERAL NOTES AND ESTIMATE

PLAN AND ELEVATION

S. BELCHER

elevations.

through structure. See RG2960-C for scour on worst case scenario of head cut moving face of bridge. These elevations are based

Note: Water surface elevations are at upstream

OPTION X - REMAINDER OF PROJECT

- Bridge girders, bearings, shear blocks.

- Structure excavation for abutment caps.

SCHEDULE A - Bridge substructure (drilled shafts, columns, bearing caps).

SHEET

NO.

PROJECTSTATE

FEDERAL HIGHWAY ADMINISTRATION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONS

BY

DATENO.

REVISIONS

N

N M \n m (1

B r id g e \R

G \C

A D

F il e s \D

G N

F il e s \2 p e .d

RG2960-

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

JUNE 2016

B

GENERAL NOTES

2B. ROBINSON NONE

K. EIKERMANN

Item Quantity: Unit:Item No. Notes:

ESTIMATE NOTES:

plans will not be paid for. All superstructure reinforcing steel shall be epoxy coated, as noted on the plans.

lengths for all bar sizes shall be as noted on the plans. Bar splices other than those shown on the concrete cover to the face of any bar shall be 2", unless noted otherwise on the plans. Minimum splice

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

REINFORCING STEEL:

s

DS

D1

PGA s a v

Deck slab designed using approximate elastic methods (the "strip method").

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

DESIGN CRITERIA:

GENERAL NOTES:

AASHTO M213.

Type 1, closed cell rubber. Preformed expansion joint filler shall meet the requirements of otherwise on the plans. Flexible cellular joint filler shall meet the requirements of AASHTO M153, ", unless noted 4 3All cement shall be low alkali cement. Chamfer exposed edges of all concrete compressive strength f'c = 4500 psi. All cast-in-place concrete shall be made with Type ll cement.

All other cast-in-place concrete shall be Structural Concrete, Class A(AE), with a minimum 28-day

28-day compressive strength, f'c = 4500 psi.

Cast-in-place concrete for the drilled shafts shall be Structural Concrete, Class C, with a minimum

CONCRETE:

Projects, FP-14.

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

DESIGN: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 5th. Edition, 2010, with interim specifications.

SPECIFICATIONS:

For wingwalls: heq = 2 feet

For abutments: heq = 3 feet

LIVE LOAD SURCHARGE: Equivalent height of soil.

At REST PRESSURE: Equivalent fluid unit weight of soil = 50 pounds per cubic foot.

ACTIVE PRESSURE: Equivalent fluid unit weight of soil = 35 pounds per cubic foot.

LATERAL EARTH PRESSURE:

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

LIVE LOAD:

Future Paving Allowance: 25 pounds per square foot

Concrete: 150 pounds per cubic foot.

DEAD LOAD:

Diaphragm anchor bolts shall conform to ASTM A307.

MISCELLANEOUS STRUCTURAL STEEL:

R. OWEN

S2 the long period spectrum acceleration, S = 0.217 g. Site Class = D. Seismic Zone = 2.

acceleration, S = 0.465 g. Long period acceleration at 1.0 seconds (S = 0.091 g) modified by the Site Coefficient (F = 2.40) to give

Short period acceleration at 0.2 seconds (S = 0.298 g) modified by the Site Coefficient (F = 1.56) to give the short period spectrum

Peak Ground Acceleration (PGA = 0.125 g), modified by the Site Coefficient (F = 1.56) to give a spectrum acceleration, A = 0.195 g.

SEISMIC:

per strand.

at which load f'si = 0.75(f's) = 202,500 psi. The final estimated effective prestress force is 37500 lbs.

strand conforming to AASHTO M203. Each strand shall be pretensioned to a total load of 43,900 lbs.

PRESTRESSING STEEL:

(1)

(1)(2)

(1)

(3)(1)

(1)

(1)(5)

(1)

(1)

S. BELCHER

20801-0000

55201-0200

55235-0000

55302-3300

55401-2000

55601-0900

56401-1000

56401-1000

Structure excavation

Structural concrete, class A(AE)

Expansion joints

Precast, prestressed concrete AASHTO girder (Type III)

Reinforcing steel, epoxy coated

Bridge railing, steel

Bearing device, elastomeric (expansion)

Bearing device, elastomeric (fixed)

88,100

CUYD

CUYD

LNFT

LNFT

LB

LNFT

EACH

EACH

Item Quantity: Unit: Notes:

(1)

(4)

(4)

Structure excavation

Reinforcing steel

Drilled shafts, 36-inch diameter

Drilled shafts, 42-inch diameter

CUYD

LB

LNFT

LNFT

Item No.

20801-0000

55401-1000

56501-0400

56501-0500

OPTION X ESTIMATE

SCHEDULE A ESTIMATE

(1)(7)55201-0200 CUYDStructural concrete, class A(AE) 69

15200 (1)(6)

(7)

(6)

(5)

(4)

(3)

(2)

(1)

Includes cost of furnishing and installing joint fillers and weep holes.

Includes cost of diaphragm anchor bolts (est. qty. = 88 lbs).

Includes cost of furnishing and installing structural steel and hardware for gutter channel.

Includes cost of excavation, temporary casing, structural concrete, reinforcing steel, and testing.

or erection of the girders.

pipe sleeves, bearing plate assemblies, lifting devices and other materials required for the manufacture

Includes cost of structural concrete, epoxy coated reinforcing steel, prestressing steel, inserts, installing aggregate base placed under approach slabs.

quantity of geocomposite sheet drain = 37 square yards. Also includes the cost of furnishing and

Includes cost of furnishing and installing geocomposite sheet drain and all joint fillers. Estimated

Contract Quantity

Girders shall not be left unbraced at the completion of Schedule A work without approval of CO.

The contractor shall be responsible for the stability of the girders during all phases of construction.

shall conform to ANSI/AASHTO/AWS D1.5, Chapter 7. All structural metal shall be galvanized after fabrication.

conform to ASTM A36. Welded anchors shall conform to AASHTO M169. Welding for welded anchors strength, f'c = 7500 psi and an initial strength f'ci = 6500 psi. Structural metal for bearing plates shall

All concrete for prestressed concrete girders shall be Class P or Class P(AE), with a minimum 28-day

PRESTRESSED CONCRETE GIRDERS:

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 g n .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

OPTION X - REMAINDER OF PROJECT

SCHEDULE A - BRIDGE SUBSTRUCTURE & GIRDERS (SEE RG2960-A)

r a lt a W a s h

P T

.8

C Rdwy.L

10+00

P C

.8

ABUT. 1

El. 5259.0

PIER 2PIER 1

ABUT. 2

5,200

5,210

5,220

5,230

5,240

5,250

5,260

5,270

5,280

5,290

5,300

PI 8+89.45

R = 2100.00'

L = 160.91'

Horizontal Data:

D

T = 80.50'

R = 3500.00'

Horizontal Data:

D

PI 14+76.19

T = 216.36'

L = 432.17'

ELEVATION

FOUNDATION PLAN

FOUNDATION PLAN

B. ROBINSON 1"= 40'-0"

El. 5268.92 El. 5270.14

El. 5259.0

Lground @ C Rdwy.

Approximate existing

Sta. 9+96.00

Begin Bridge

Sta. 12+46.00

End BridgeB-2

B-3

79'-3"85'-0"79'-3" a b u ts ty p

L S ta

.2

C B r g

A b u t.

R d w y s p a

L L ty p p ie r s

S ta

.7

C B r g

A b u t.

R d w y

L s p a

L L

S ta

.5

C P ie r C R d w y

S ta

.5

C P ie r C R d w y

FOUNDATION NOTES:

Top of shaftTop of shaft

Top of shaftTop of shaft

(typ. @ piers)

(typ. @ abuts.)

C3 paving (to remain in place).

Existing shotcrete slope

S3

Location

Abut. 1

FOUNDATION TABLE

El. 5214

Abut. 2

Pier 1

Pier 2

El. 5204

Load (@ top of shaft)

Max. Factored Shaft Axial

405 kips/shaft (Strength I)

701 kips/shaft (Strength I)

701 kips/shaft (Strength I)

405 kips/shaft (Strength I)

S. BELCHER

Tip El. 5214

Tip El. 5204 Tip El. 5204

Tip El. 5215

Shaft Tip Elev.

Design abut. scour

El. 5243.7

Design pier scour

El. 5235.8

Final grade

(typ. @ piers) for drilled shafts.

See Section 565 of Special Contract Requirements for additional information

Colorado.

Federal Lands Highway Division, Geotechnical Services Branch, Lakewood, Dept. of Transportation, Federal Highway Administration, Central

#NM-BX-0085-15-01, dated February 2015, prepared by U.S.

See Geotechnical Report: Peralta Wash Bridge, NM IRR 85(1), Report

R. OWEN

El. 5204

El. 5215

B-1 B-4

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 f o u n d a ti o n .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

RQD

x x x

@ all four corners)

Transition railing (typ.

PI 8+89.45

R = 2100.00'

L = 160.91'

Horizontal Data:

D

T = 80.50' R = 3500.00'

Horizontal Data:

D

PI 14+76.19

T = 216.36'

P e r a lt a W a s h

PLAN

P T

.8

10+00

P C

.8

LC Rdwy.

El. 5277.02

Sta. 9+96.00

Begin Bridge

L = 432.17'

El. 5277.44

Sta. 10+78.50

Pier 1

El. 5277.86

Sta. 11+63.50

Pier 2

El. 5278.28

Sta. 12+46.00

End Bridge

L ground @ C Rdwy.

Approximate existing

L

ELEVATION

D4

B-1

B-2 B-3

B-4

SILT SAND GRAVEL

SILT SAND

Silt sand sand and gravel

Grout and Riprap

BOULDERS

SAND GRAVEL COBBLES

SAND GRAVEL

LEGEND

Location of any sampled hole

TYPICAL TEST

HOLE SYMBOL

Plan View

TYPICAL TEST HOLE LOG

BORING LOGS

5,280

5,270

5,260

5,250

5,240

5,230

5,220

5,210

5,200

5,190

5,180

5,170

B-1

STA 9+92, 9 ft RT

5275.75ft

SP-SM 15

19 SP-SM

6 20

9 50

SM

SM

SM

22 55

SP-SM

SP-SM 71.560

STA 10+84, 0.7 ft LT

B-2

5259.80ft

SM

SM

SM

SM

SP-SM

SP-SM

2.5

46.5

61.33

GP-GM

GP-GM

GP-GM

2.5

STA 11+57, 4.3 ft LT

B-3

5259.60ft

SM

SM

SM

SM

SM

SM

SM

SP-SM

SP-SM

SP-SM

SM

SM

SM

66.5

STA 12+42, 6 ft RT

B-4

5276.50ft

Boring No.

Location

Elev.

Ground Water

Depth at time of drilling (ATD)

Graphic material description

Blow count per foot with standard penetration test (SPT) in accordance with AASHTO T206

Unified Soil Classification

Practical refusal SPT

Core Run

% Core Recovery Shaded

Depth Terminated

S4

For additional information, refer to Geotechnical Report: Peralta Wash

2015, prepared by U.S. Dept. of Transportation, Federal Highway

Administration, Central Federal Lands Highway Division, Geotechnical

Services Branch, Lakewood, Colorado.

Bridge, NM IRR 85(1), report #NM-BX-0085-15-01, dated February

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 b o r in g lo g s .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

UNLESS NOTED

" = 1'-0"4

SECTION A-A

SECTION B-B

c lr

" = 1'-0"4 1Scale:

Drilled shaft

C Gdr. AL C Gdr. BL

L

3'-5" 12'-0" 12'-0" 3'-5"

L

A

A

B B

30'-10"

15'-5"15'-5"

C Gdr. DL

See RG2960-L for details.

Elastomeric bearing pad (typ.)

C Abut. & C Brg.L L

Gdr. spa.

C Gdr. CL

L

L

Sta. 9+96.00

Begin Bridge @ C Rdwy.

Sta. 12+46.00

End Bridge @ C Rdwy.

-2.0 %

ABUTMENTS

B. ROBINSON

ABUTMENT ELEVATION

ABUTMENT PLAN

C Abut. & C Brg.L L

NOTES:

2. Cage alignment details shall be submitted to the CO for approval.

1. See RG2960-I for spiral lap splice details.

shaft (typ.)

" = 1'-0"8 3Scale:

e m b e d m e n t m in

Gdr. ALocation

ABUT. 1

ABUT. 2

Gdr. B Gdr. C Gdr. D

CAP STEP ELEVATIONS:

RG2960-G for details.

Shear block. See c l.

ty p

3'-6"

1'-9" 1'-9"

3'-5" 3 spa. @ 8'-0" = 24'-0" 3'-5"

7'-5"8'-0"8'-0"7'-5" Cap step spa.

Weep hole spa.

E5

S5

El. 5268.92 (Abut. 1)

El. 5270.14 (Abut. 2)

5271.92 5272.08 5272.24 5272.40

5273.14 5273.30 5273.46 5273.62

C Rdwy.

#7A4 (6 tot.)

#5A1

S. BELCHER

9"9"9"9"

9"

9"9"

9"9"

9"

9"

3" 9"

9"

9'-7"11'-8"9'-7"

Tip El. 5215.0 (Abut. 2)

Tip El. 5214.0 (Abut. 1)

9 spa. @ 1'-0"= 9'-0", #4A3

18 spa. @ 6"= 9'-0", #5A1

#7A4 (5 tot.)

e m b e d m e n t

5-#7A4

6-#7A4

2-#4A5

5-#4A6#4A3 (typ.)

2 spa. @ 10"= 1'-8", #5A1

2 spa. @ 10"= 1'-8", #4A3

#5A1 (typ.)

A

A b u t.

p it c h

A

A b u t.

p it c h

A

A b u t.

p it c h

A

A b u t.

p it c h c l.

#4A5 (4 tot.)

(12 tot.)

#9A8 (Abut. 2)

#9A7 (Abut. 1) or

#4A10 (Abut. 2) spiral

#4A9 (Abut. 1) or drilled shafts)

2-#5A2 (typ. @

(12 tot. typ.)

#9A8 (Abut. 2)

#9A7 (Abut. 1) or

#4A10 (Abut. 2) (typ.)

#4A9 (Abut. 1) or

U p s ta ti o n

Fill face

Fill face

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

R. OWEN

integrity test prior to cap pour.

longitudinal bar. Perform shaft tied to rebar cage at nearest

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 a b u t.

d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

C Gdr. ALC Gdr. BL

C Rdwy.L

C Gdr. CL

C Gdr. DL

16'-6"16'-6"

33'-0"

1'-0"

1'-0"

ABUTMENT ENDWALL

ABUTMENT ENDWALL ELEVATION

1'-3"

8"End of Gdr.

Begin Bridge or End Bridge

1'-0" drain manufacturer.

as recommended by sheet drain grate at weepholes instructions. Provide wall per manufacturer's geotextile. Attach to drain with type 1-B

Geocomposite sheet

A

A

SECTION A-A

ABUTMENT ENDWALL

C Brg.L

Fill face (typ.)

(typ.)

Other face

Fill face wing 1'-0" (typ).

drain. Wrap around

Geocomposite sheet fillet (typ.)

1'-0"x 1'-0" joint filler (typ.)

1" flexible cellular joint filler (typ.)

1" flexible cellular joint filler (typ.)

3" flexible cellular

-2% shear block details.

See RG2960- for

6" 6" b.f. = Both faces o.f. = Other face f.f. = Fill face

Abbreviations

(typ.)

ty p

(typ.)

#6EE11 dowel

B. ROBINSON

UNLESS NOTED

" = 1'-0"4

30 spa. 1'-0"= 30'-0", #6EE11 dowel (top)

"= 1'-0"8

Scale:

R. OWEN

S6

F6

#5EE1

#4EE7

#5EE2

#4EE4

#5EE10

#5EE2

#5EE5 (6 tot.)

#7EE6 (2 tot.)

joint filler (typ.)

3" flexible cellular

#5EE8 (typ. @ ends)

1'-0" 1'-0"1'-0"6 spa. @ 1'-0"= 6'-0" (typ. @ ends)

1'-0"= 2'-0"

2 spa. @

2-#5EE1 spa. (typ.)

#5EE9 dowels (typ.)

#5EE10 (typ.)

L@ C gdr.)

#5EE2 (typ.

2-#7EE6

splice (typ.)

2'-1" min. lap

#5EE1 (typ.)

2-#5EE5

4-#5EE10 (typ.)

2-#5EE1 (typ.)

2-#4EE7

#5EE5 or #7EE6 w/ #5EE1 (typ.)

#4EE4 & #5EE3 spa.

4-#5EE9 (typ.)

Other face

#6WE11 or #6WE12 (typ. @ fillet) w in g w a ll ty p

L

Sta. 9+96.00

Begin Bridge @ C Rdwy.

gdr. typ.)

#5EE2 (@

S. BELCHER

#5EE3

U p s ta ti o n

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

#6EE11 dowel (typ.)

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 e n d w a ll .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

SECTION A-A

SECTION B-B

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

Abbreviations

ELEVATION

PLAN

SHEAR BLOCK DETAILS

B. ROBINSON

UNLESS NOTED

"= 1'-0"4

8'-0"10'-0"

18'-0"

10'-0"8'-0"

18'-0"

(2 Req'd.)

joint filler (typ.)

3" flexible cellular

WINGWALL ELEVATION A & C

WINGWALL ELEVATION B & D

1'-0"

B

B

A

A

1'-0"

LC Gdr. C Gdr. L

LC Gdr. C Gdr. L

1'-6" 3'-6"

1'-6"3'-6"

Begin or

End Bridge

Begin or

End Bridge

El. 5277.96 (WW. C)

El. 5276.78 (WW. A)

El. 5278.05 (WW. C)

El. 5276.69 (WW. A)

El. 5278.61 (WW. D)

El. 5277.25 (WW. B)

El. 5278.52 (WW. D)

El. 5277.34 (WW. B)

WINGWALLS

El. 5270.75 (WW. C)

El. 5269.49 (WW. A)

El. 5270.75 (WW. D)

El. 5269.49 (WW. B)

R. OWEN

S7

7 G

6"

3"

6"

3"

6"

3"

6"

3" c l.

c l.

joint construction optional joint construction optional

Fill face

5WE bars f.f. (typ.)

Other face

4WE bars o.f. (typ.)

Fill face

5WE bars f.f. (typ.)

Other face

4WE bars o.f. (typ.)

#6WE8

#4WE9

#4WE bars

#4WE bars

#6WE9

#4WE10

#5WE5c f.f., #4WE7b o.f.

#5WE5a f.f., #4WE7a o.f.

#4WE1a b.f. #4WE1g b.f.

2-#6WE8

#4WE3a b.f.

#4WE3b b.f.

1'-6"

#4WE3(a-b) b.f.

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

#4WE3(a-b) b.f.

1 spa. @ 1'-6"= 1'-6", 2-#4WE9

#6WE11 fillet (4 tot.) 2-#4WE10

6 spa. @ 1'-6"= 9'-0", #4WE1(a-g) b.f. 1'-6"

2 spa. @ 1'-6"= 3'-0", #4WE2 b.f.

#5WE4e f.f., #4WE6c o.f.

#5WE4a f.f., #4WE6a o.f.

#4WE2 b.f. (typ.)

#6WE12 fillet (4 tot.)

2-#4WE102-#4WE11

6 spa. @ 1'-6"= 9'-0", #4WE1 b.f.1'-6"

2 spa. @ 1'-6"= 3'-0", #4WE2 b.f.

#4WE1a b.f.#4WE1g b.f.

2-#6WE9

#4WE3a b.f.

#4WE3b b.f. #5WE6c f.f., #4WE8b o.f.

#5WE6a f.f., #4WE8a o.f.

#5WE4e f.f., #4WE7c o.f.

#5WE4a f.f., #4WE7a o.f.

#4WE2 b.f. (typ.)

W E a c o .f s p a

W E a e f .f s p a

W E a b o .f s p a

W E a c f p a

#5WE5 f.f.

W E a b o .f s p a

W E a c f.

f.

s p a

W E a c o .f s p a

W E a e f p a

#4SE10

#4SE10

between girder and shear block.

" preformed expansion joint filler 2 shear block after setting girders.

between girder and shear block. Cast

" preformed expansion joint filler 2

K. EIKERMANN

#4A13 (typ.)

3-#4A12

#4A11 (typ.)

"2 13=5'-7", #4A11

5 eq. spa.

"2

#4A11 (typ.)

2-#4A13

#4A12

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 w in g .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

C Gdr. A C Gdr. B

"3

C Gdr. D joint filler

" flexible cellular4

1'-9"1'-9"

3'-6"

" = 1'-0"8 3Scale:

2" 2"

" = 1'-0"8 3Scale:

PIER CAP PLAN

SECTION A-A

SHEAR KEY DETAIL

A

A

PIER ELEVATION

ty p

C Pier

C Brg.

L L L

L

L

L

Shear key

L

L

3'-0"12'-0"12'-0"3'-0" e m b e d m e n t e m b e d m e n t

B

C C

B

R

C Column/Shaft

C Pier & ty p

C Rdwy.

m in

15'-0" 15'-0"

30'-0"

C Gdr. CL

3'-0" 8'-0" 4'-0" 3'-0"8'-0"4'-0"

B. ROBINSON

Shear key. See detail.

PIERS

El. 5259.0 (typ.)

Cap step spa.

Note: See RG2960-I for Section B-B & C-C.

Gdr. spa.

7'-0"8'-0"8'-0"7'-0" e m b e d

(typ.)

9"

See RG2960-L for details.

Elastomeric Bearing Pad (typ.)

2-#5P1 c l.

"= 1'-0"4

1'-0"1'-0"

S8

H8

El. 5272.91 (Pier 1)

El. 5273.33 (Pier 2)

El. 5269.43 (Pier 1)

El. 5269.85 (Pier 2)

El. 5272.75 (Pier 1)

El. 5273.17 (Pier 2) El. 5273.01 (Pier 2)

El. 5272.59 (Pier 1)

El. 5272.43 (Pier 1)

El. 5272.85 (Pier 2)

U p s ta ti o n

#4P10 b.f.

#5P1 e m b e d m e n t

9"9"9"9"9"9"

9"9"9"9"9"9"

9"9"9"9"9"9" 9"9"9"9"

9"9"

18 spa. @ 6"= 9'-0", 2-#5P1

9 spa. @ 1'-0"= 9'-0", #4P4

#5P3 (typ. @ ends)

18 spa. @ 6"= 9'-0", 2-#5P1

#4P4 (typ.)

2-#4P10

7-#4P9(a-g)

#4P5

#4P6 (5 tot.)

#4P6 (4 tot.)

P

P ie r o r

P

P ie r

(typ.)

#4P16 (Pier 2)

#4P14 (Pier 1) or

2-#5P1 (typ.)

9-#8P7(a-i)

7-#8P8(a-g)

2-#5P2 (typ. @ columns)

#5P3 (typ.@ ends) #4P6 (typ.@ ends)

#11P17 (typ.)

28 spa. @ 1'-0"= 28'-0", #11P17

#8P7(a-i)

#8P7(a-i)(9 tot.)

#8P8(a-g)(7 tot.)

S. BELCHER

(13 tot. typ.)

#9P13 (Pier 2)

#9P11 (Pier 1) or

R. OWEN

Tip El. 5204.0 (typ.)

p it c h p it c h ie r

P

P ie r

(13 tot. typ.)

& Pier 2)

#10P12 (Pier 1 & Pier 2) (typ.)

#4P15 (Pier 1

#11P17

P ie r o r

P ie r p it c h r e g io n o n ly a ll o w e d i n t is

S ir a l la p s p li c e s

P ie r

P

P ie r in t h is r e g io n o n ly

S p ir a l la p s p li c e s a ll o w d

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 p ie r .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

SECTION B-B

SECTION C-C

Drilled shaft

Column

NOTES:

48 bar diameter lap

(typ.)

or approved equal.

"OS Splice Clip", "ERICO Quick Wedge", #4 spiral

1" (typ.)

lap length

1'-0" min.

No Scale

No Scale or approved equal.

Standard coupler

"BAR-LOCK MBT"

No Scale

SPLICE DETAILS

No Scale

No Scale

MECHANICAL COUPLER SPLICE

SPIRAL LAP SPLICE

MECHANICAL LAP SPLICE FOR SPIRALS

B. ROBINSON NONE

PIER DETAILS

S9

I9 c lr c lr spiral

#4P16 (Pier 2)

#4P14 (Pier 1) or

(13 tot.)

#9P13 (Pier 2)

#9P11 (Pier 1) or

S. BELCHER

& Pier 2) (13 tot.)

#10P12 (Pier 1

& Pier 2) spiral

#4P15 (Pier 1 integrity test prior to column pour.

longitudinal bar. Perform shaft tied to rebar cage at nearest

R. OWEN

5.

4.

3.

2.

1.

Lap splices of longitudinal reinforcing shall not be permitted.

For drilled shaft elevations see RG2960-C.

Cage alignment details shall be submitted to the CO for approval.

measured along the longitudinal axis of the shaft/column.

longitudinal reinforcing shall be staggered by a minimum of 2'-0" as of concrete to the outside face of the component. Mechanical splices of inches measured from the surface 2 1have a clear cover not less than 1

For mechanical splice requirements see FP-14. Splice components shall

Mechanical splices may be used in spiral and longitudinal reinforcing.

Minimum #4 spiral lap splice = 2'-0".

within the specified regions shown on the plans.

Optional lap splices of spiral reinforcing only permitted

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 p ie r .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

SPANS 1 & 3

PRESTRESSED GIRDER

"= 1'-0"2

B. ROBINSON

Concrete Cu. Yds.

Lbs.

Lin. Ft.

Note:

ITEM UNIT QUANTITY

PRESTRESSED GIRDER ESTIMATE

Epoxy Coated Reinf. Steel

1'-10"

1'-4" corners)

(typ. @ bot.

" chamfer4

AT ENDS

TYPICAL GIRDER SECTIONS

VIEW A-A SECTION B-B

(typ.)

7""2

1'-10"

L

C Brg.

SECTION C-C

GIRDER END ELEVATION

C

L

L

L

C Brg.L

L

C Gdr.L

C Gdr.L

6"2" 2"

1" 1"

(18 tot.)

C SpanL

Scales:

GIRDER ELEVATION

(typ.)

1" cl.

stirrup spa. (typ.)

Elevation for

See Girder End direction entire length.

surface in transv.

Artificially roughen

LL

" = 1'-0" vertical8

" = 1'-0" horizontal16

C

C Brg.L C Brg.L

A

A

B

B

6"5" 4"

C Gdr.

AT MIDSPAN

on RG2960-M (typ.).

Bearing P, see details 7"

2-#4GE1 & #4GE2

#7GE5

#4GE1

#4GE1

#4GE4

#4GE2

#4GE1

#7GE5

#4GE3

#4GE1

#4GE7

#4GE2

See RG2960-X for prestressed girder bar list.

Quantities shown are for one girder only.

s p a

2'-8" 7" s p a s p a

81'-7"

"2

40'-9"2

40'-9

2'-8"

R. OWEN

face of exterior girders.

ferrule or ductile iron inserts for interior

J10

2" 2"

#4GE7

strands (3 tot.)

Extended

10"

ABUTMENT END

PIER END

4'-11" 4'-11"

2-#7GE6

#7GE5

2"

3"= 1'-9"

7 spa. @ 6"

#4GE3 & #4GE4

2-#4GE1, #4GE2,

6"

3"= 1'-9"

7 spa. @ 2"

"2

8'-2 32'-7"" 2

8'-232'-7"

#4GE3 & #4GE4

2-#4GE1, #4GE2, #4GE3 & #4GE4

2-#4GE1, #4GE2,

#4GE3 & #4GE4

2-#4GE1, #4GE2,

5 spa. @ 6"= 2'-6"5 spa. @ 6"= 2'-6"

4'-11"9"4'-11" 9" 19 spa. @ 9"= 14'-3"

"2

19 spa. @ 9"= 14'-3"

"2

40 spa. @ 1'-0"= 40'-0" ty p

#7GE6

2-#4GE1 & #4GE2 2-#4GE1 & #4GE2

2-#4GE7 2

11.8 allow for shortening due to prestressing.

" longer than shown to 4

Note: Cast girder

S10

S. BELCHER

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 g ir d e r .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

Concrete Cu. Yds.

Lbs.

Lin. Ft.

Note:

ITEM UNIT QUANTITY

PRESTRESSED GIRDER ESTIMATE

Epoxy Coated Reinf. Steel

1'-10"

1'-4" corners)

(typ. @ bot.

" chamfer4

AT ENDS

TYPICAL GIRDER SECTIONS

VIEW A-A SECTION B-B

(typ.)

7""2

1'-10"

SECTION C-C

C Gdr.L

C Gdr.L

6"2" 2"

1" 1"

(20 tot.)

C SpanL

GIRDER ELEVATION

(typ.)

1" cl.

stirrup spa. (typ.)

Elevation for

See Girder End direction entire length.

surface in transv.

Artificially roughen

LL

" = 1'-0" vertical8

" = 1'-0" horizontal16

SPAN 2

PRESTRESSED GIRDER

BACK PIER END

AHEAD PIER END

C Brg.L C Brg.L

A

A

B

B

AT MIDSPAN

strands (3 tot.)

Extended

#4GE4

#4GE2

#4GE1

#7GE5

#7GE6

#4GE3

#4GE1

#4GE7

#4GE2

See RG2960-X for prestressed girder bar list.

Quantities shown are for one girder only.

"= 1'-0"2

B. ROBINSON

7" 7"

42'-2"42'-2" s p a

84'-4"

R. OWEN

face of exterior girders.

ferrule or ductile iron inserts for interior

33'-9"8'-5"8'-5"33'-9"

K11

#4GE7

L

C Brg.

GIRDER END ELEVATION

C

L

L

L

C Brg.L

L

Scales:

C

6"6"

C Gdr.

on RG2960-M (typ.).

Bearing P, see details 7"

#7GE5

#4GE1

#4GE1

s p a s p a

10"

4'-11" 4'-11"

2-#7GE6

#7GE5

2"

3"= 1'-9"

7 spa. @ 6"

#4GE3 & #4GE4

2-#4GE1, #4GE2,

6"

3"= 1'-9"

7 spa. @ 2"

#4GE3 & #4GE4

2-#4GE1, #4GE2, #4GE3 & #4GE4

2-#4GE1, #4GE2,

#4GE3 & #4GE4

2-#4GE1, #4GE2,

5 spa. @ 6"= 2'-6"5 spa. @ 6"= 2'-6"

7"

4'-11" 9"

2-#4GE1 & #4GE2

62 spa. @ 1'-0"= 62'-0" 4'-11"9"

2"2"

1'-0"1'-0"

6 spa. @ 9"= 4'-6" 6 spa. @ 9"= 4'-6" ty p

2-#4GE1, #4GE2 2-#4GE1, #4GE2

10"

2-#4GE7

12.1 allow for shortening due to prestressing.

" longer than shown to 8

Note: Cast girder

S11

FEDERAL HIGHWAY ADMINISTRATION

N

N M \n m (1

B r id g e \R

G \C

A e s \D

G N

F il e s \2 g ir d e r .d

PERALTA WASH BRIDGE

KARL EIKERMANN

SANDOVAL COUNTY, NEW MEXICO

of 24

PUEBLO DE COCHITI INDIAN RESERVATION

PERALTA WASH

NM IRR 85(1)

CN A301290

JUNE 2016

Position of deck forms before

Final position of deck ty p

C B r g

C G d r

Final position of girder

Set deck forms and deck machine screed rails parallel to this curve (parabola).

C Span x Gdr. camber before

Gdr. position before placement

Deflection Equation

X

X=…