Signed_Sealed_NM FLAP SJU 10(1)_Plans.pdf

8/30/2021

08/31/2021 for:

Sheet 1 of 2

A2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

ABBREVIATIONS DRAINAGE SYMBOLS

GEOLOGIC SYMBOLS

DI

FENCE & CATTLEGUARD SYMBOLS

Cattleguard (Existing, Proposed)

Fence w/ Gate (Existing, Proposed)

Fence (Existing, Proposed)

Material Source

Boring Location (Existing, Proposed)

Riprap Apron (Proposed)

Underdrain (Existing, Proposed)

With Drop Inlet (Existing, Proposed)

With Headwalls (Existing, Proposed)

With End Sections (Existing, Proposed)

Pipe Culvert (Existing, Proposed)

Box Culvert (Existing, Proposed)

Bridge (Existing, Proposed)

Spring

River

Wetland

Large Creek

Lake, Pond or Reservoir

Drainage or Small Creek

Flow Arrow

Ditch (Existing, Proposed)

SPRING

D jt.J int.

incr.

incl.

IDI

hwy.

HW

horiz.

hex.

HES

hdwl.H gdr.

galv.

ga.G ftg.

fin.

FES

Fed.

f.f.F ext.

exp. jt.

exc.

EW

et ux et al

ER

EQ or eq.

EOP

engr(s).

emb.

elev.

El. 94.066 e

EE

dwg(s).

DLC

Dist.

dist.

diaph.

diag.

dia. or D

DI

DHV

decr.D culv.

CTSM

ctrs.

CS

cr.

corr.

cont.

constr. jt.

constr.

conc.

col.

Co.

CMP

clr.

c-c

CBCC

brg.

br.

BP

BM

BK

beg.

b.f.B asph.

appr.

alt.

AH

aggr.

ADT

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

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

WW

VPI

vph vert.

VV

typ.

TS

transv.

TCE

TBM

tan.

T.

TT

sym.

struc.

str.

stiff.

std.

sta.

ST

st.

spec.

spa.

shldr.

sec.

SC

SADT

SS

rte.

Rt. or RT

RH

ret. wall

Res.

res.

reqd.

reinf.

reconst.

rdwy.

rd.

R/W

R.

RR

quant., QtyQ pvmt.

PT

psi proj.

POT

POS

POC

pl.

PI

perf.

PCC

PCP

OD

o.f.

o.c.O

no. or # neg.

NC

NN

mtn(s).

mon.

min.

max.

matl.

maint.

mag.M

LW

Lt. or LT

LPSM

long.

lat.

lam.

LL

EROSION & SEDIMENT CONTROL SYMBOLS

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

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

Ø

Riprap

Rolled Erosion Control Product

Diversion Berm

Check Dam

Bonded Fiber Matrix Mulching

Fiber Roll (Slope Protection)

Temporary Inlet Protection

Silt Fence

Fiber Roll (Ditch and/or Cut Slope)

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d S

Y M S J U .d g n

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

Sheet 2 of 2

A3

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

Asphalt Concrete Pavement

Roadway Aggregate, Method 2

Grouted Riprap

Existing Berm Material

36 31

36 31

6 1

ˆ

Treeline

Tree

MAPPING SYMBOLS

LANDSCAPING & VEGETATION SYMBOLS PROJECT SPECIFIC SYMBOLS

RIGHT-OF-WAY SYMBOLS

ROADWAY SYMBOLS

SIGN SYMBOLS

UTILITY SYMBOLS

Retaining Wall (Existing, Proposed)

Median & Side Barrier (Existing, Proposed)

Guardwall (Existing, Proposed)

Guardrail (Existing, Proposed)

GUARDRAIL, BARRIER & WALL SYMBOLS

Post Mounted (Existing, Proposed)

Portable (Proposed)

Delineator (Existing, Proposed)

Commercial (Existing, Proposed)

Signs

Telephone

Power

Fiber Optic

CATV

Overhead Utility Line (Existing, Proposed)

Water

Telephone

Sanitary Sewer

Power

Oil

Gas

Fiber Optic

CATV

Underground Utility (Existing, Proposed)

Telephone Pedestal (Existing, Proposed)

Telephone Booth (Existing, Proposed)

Street Light (Existing, Proposed)

Support Pole Anchor (Existing, Proposed)

Support Pole (Existing, Proposed)

Surface (Existing, Proposed)

Underground (Existing, Proposed)

Irrigation Ditch

999.9

Roadway Obliteration

Roadway Centerline (With Station ticks)

Proposed

Existing

Edge of Roadway

Toe of Fill

Transition

Top of Cut

Slope Stake Limits

Clearing/Construction Limits

Survey Control Point

Trail

Spot Elevation

Double Track

Single Track

Railroad

North Arrow

Coordinate Grid Tick

Building (Existing, Proposed)

Section Corner (Found)

Section Corner (Found, Projected)

Section Corner (Found, Projected)

Right-of-Way Line (Proposed)

Right-of-Way Line (Existing)

Property Line

Parcel Number

Monument (As described)

Temporary (Proposed)

Permanent (Proposed)

Permanent (Existing)

Easements

National Wildlife Refuge

National Park

National Forest

Bureau of Land Management

Bureau of Indian Affairs

Section

Section

Section

Township or Range Line

City

County

State

National

Boundaries

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d S

Y M S J U .d g n

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

SURVEY CONTROL

A4

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d C

T L S J U .d g n

NUMBER

SHEET

NM

COTTONWOOD CAMPGROUND BRIDGE

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d S

T E S J U .d g n

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

A5

600'300'0

Scale in Feet

Rd 4280

Rd 4280

Rd

R d

Cottonwood Campground

To NM-511 2.9 miles

SITE MAP

Staging Area

Cottonwood Campground Bridge

NM FLAP SJU 10(1)

End Bridge Construction

16+18.91

Realign Road 4280

Cottonwood Campground Bridge

NM FLAP SJU 10(1)

End Project

20+20.00

Realign Road 4280

Cottonwood Campground Bridge

NM FLAP SJU 10(1)

Begin Project

11+50.00

Cottonwood Campground Bridge

NM FLAP SJU 10(1)

Begin Bridge Construction

15+30.60

TYPICAL SECTIONS

A6

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d T

Y P S J U

.d g n

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

NO SCALE

6" Roadway Aggregate

2%

(top of asphalt)

Profile Grade

Prime Coat

1:4 1:4

See Detail A

30°

0.58'

Aggregate

Roadway

DETAIL A

5'

22' Average

Existing native soil

Slope Stake Limit

2% sides of roadway)

(Detail applies to both left and right

Shoulder up with roadway aggregate

Construct 30° pavement edge (safety edge)

1:4

NOTE:

MAX

1:3

MAX

1:3 ground

Existing

Slope Stake Limit

Clearing and Construction Limit

(between lifts)

Tack Coat

Existing Pavement Width Varies

12'

Traveled WayTraveled Way

12' 4'

Shldr.

4'

Shldr.

4' Clear Zone4' Clear Zone

6" Roadway Aggregate

2%

(top of asphalt)

Profile Grade

Prime Coat

1:4 1:4

See Detail A

2%

MAX

1:3

MAX

1:3

Clearing and Construction Limit

(between lifts)

Tack Coat

12'

Traveled WayTraveled Way

12' 4'

Shldr.

4'

Shldr.

4' Clear Zone4' Clear Zone

10'

Gravel Pad

4" Roadway Aggregate

Overlap 6" Gravel seeding limits

Topsoil and

MAX

1:

2'

Shldr 4'

:2

1.0' deep ditch

12+55.00 TO 13+38.00

SPECIAL DITCH END CONDITION

15'

Slope Stake Limit

Campground

Cottonwood LC

18+50.00 TO 20+20.00

11+50.00 TO 12+50.00

COTTONWOOD CAMPGROUND

EXISTING TYPICAL SECTION

Campground

Cottonwood LC

3" Asphalt Concrete Pavement Placed in Two Lifts

12+50.00 TO 18+50.00

COTTONWOOD CAMPGROUND

EXISTING TYPICAL SECTION

TRANSITION TO 19+77.50

19+00.00 TO 19+40.00

COTTONWOOD CAMPGROUND

TYPICAL SECTION

pavement

Asphalt concrete

3" Asphalt Concrete Pavement Placed in Two Lifts

19+77.50 TO 20+20.00

TRANSITION to 19+00.00

16+34.11 TO 18+62.50

15+30.60 TO 16+18.91 BRIDGE (SEE S SHEET)

11+50.00 TO 15+15.40

COTTONWOOD CAMPGROUND

TYPICAL SECTION

4.

3.

2.

1.

Station to Station

LENGTH OF PROJECT

(ft)

Roadway

(ft)

Bridge

TOTAL (mi)

TOTAL (mi)

TOTALS (ft)

0.165

Slab (ft)

Approach

16+34.11 to 20+20.00

16+18.91 to 16+34.11

15+30.60 to 16+18.91

15+15.40 to 15+30.60

11+50.00 to 15+15.40

0.142

751.29

385.89

365.40

0.017

88.31

88.31

0.006

30.40

15.20

15.20

Campground

Cottonwood LC to top asphalt)

Fog Seal (applied to top asphalt)

Fog Seal (applied

13+38.00 LT.

Field grade proposed ditch into existing ditch at

See the cross sections for cut and fill slope ratios.

See Plans for layout and dimensions.

adequate drainage and stability.

slope ratios may be adjusted by the CO to assure excavation and embankment

The gradient and width of roadway ditches and the

Topsoil

Limits and Seeding and Seeding Limits

Topsoil and Seeding Limits

TopsoilTopsoil

Limits and Seeding pavement over 6" roadway aggregate

Approximately average 2" asphalt concrete

Existing aggregate depth varies.

TYPICAL SECTIONS

A7

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d T

Y P S J U

.d

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

6" Roadway Aggregate

2%

(top of asphalt)

Profile Grade

Prime Coat

1:4 1:4

See Detail A

2%

(between lifts)

Tack Coat

12'

Traveled WayTraveled Way

12'

100+00.00 TO 100+93.00

APPROACH ROAD

TYPICAL SECTION

LC Approach Road

3" Asphalt Concrete Pavement Placed in Two Lifts

Clearing and Construction Limit

2%

2%

Clearing and Construction Limit

12'

Traveled WayTraveled Way

12' 4'

Shldr.

4'

Shldr.

4' Clear Zone4' Clear Zone

Campground

Cottonwood LC

(top of approach slab)

Profile Grade

16+18.91 TO 16+34.11

15+15.40 TO 15+30.60

APPROACH SLAB

COTTONWOOD CAMPGROUND

TYPICAL SECTION

A32(typ.)

New Mexico Type

Metail Railing

1.5'1.5'

1:3 MAX

for additional Detail

See Sheet G1 and G2 for additional Detail

See Sheet G1 and G2

VARIE

S

(See Bridge Plans)

6" Approach Slab to top asphalt)

Fog Seal (applied and Seeding Limits

Topsoil and Seeding Limits

Topsoil and Seeding Limitsand Seeding Limits

Topsoil Topsoil

NO SCALE

Sheet and Description

B3 B4 B5 S2

Survey, Erosion Control, Grading, and Removals

Permanent Sign, Drainage, and Miscellaneous

Surfacing and Permanent

Pavement Markings Bridge Allowance

Bid

Schedule

A0010 15101-0000 MOBILIZATION LPSM ALL

A0020 15214-1000 SURVEY AND STAKING, BRIDGE LPSM All ALL

A0030 15225-0000 SLOPE, REFERENCE, AND CLEARING AND

GRUBBING CONTROL MILE 0.16 0.16

A0040 15236-2000 SURVEY CONTROL, GRADE FINISHING MILE 0.33 0.33

A0050 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0060 15401-0000 CONTRACTOR TESTING LPSM ALL

A0070 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0080 15701-0000 SOIL EROSION CONTROL (TEMPORARY

CONSTRUCTION CONTROLS) LPSM All ALL

A0090 15720-0000 STORM WATER POLLUTION PREVENTION PLAN LPSM All ALL

A0100 15802-0000 WATERING FOR DUST CONTROL LPSM All ALL

A0110 20101-0000 CLEARING AND GRUBBING ACRE 1.99 0.11 2.10

A0120 20301-2400 REMOVAL OF SIGN EACH 5 5

A0130 20302-0700 REMOVAL OF FENCE LNFT 35 30 65

A0140 20303-1600 REMOVAL OF PAVEMENT, ASPHALT SQYD 1,379 71 1,450

A0150 20304-1000 REMOVAL OF STRUCTURES AND OBSTRUCTIONS LPSM All ALL

A0160 20420-0000 EMBANKMENT CONSTRUCTION CUYD 7,020 480 7,500

A0170 20801-0000 STRUCTURE EXCAVATION CUYD 5 5 Contract Quantity

A0180 20803-0000 STRUCTURAL BACKFILL CUYD 34 34 Contract Quantity

A0190 21101-2000 ROADWAY OBLITERATION, METHOD 2 SQYD 1,026 74 1,100

A0200 25101-0300 PLACED RIPRAP, METHOD A, CLASS 3 CUYD 864 136 1,000

A0210 25101-0400 PLACED RIPRAP, METHOD A, CLASS 4 CUYD 920 130 1,050

A0220 25110-0400 GROUTED RIPRAP, METHOD A, CLASS 4 CUYD 192 58 250

A0230 25125-0000 BOULDER (BARRIER BOULDER) EACH 52 52

A0240 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 1,139 61 1,200

A0250 40301-0100 ASPHALT CONCRETE PAVEMENT, TYPE 1 TON 568 32 600

A0260 40601-0000 FOG SEAL TON 1.31 0.10 1.41

A0270 41102-1000 PRIME COAT, METHOD 1 SQYD 3,044 156 3,200

A0280 41105-0000 BLOTTER TON 5 5

A0290 41201-0000 TACK COAT TON 1.31 0.10 1.41

A0300 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 200 200 Contract Quantity

A0310 55235-0000 EXPANSION JOINTS LNFT 83 83 Contract Quantity

A0320 55302-3300 PRECAST, PRESTRESSED CONCRETE AASHTO Contract Quantity

GIRDER LNFT 430 430

A0330 55401-1000 REINFORCING STEEL LB 5,500 5,500 Contract Quantity

A0340 55401-2000 REINFORCING STEEL, EPOXY COATED LB 35,060 35,060 Contract Quantity

A0350 55601-0900 BRIDGE RAILING, STEEL (METAL RAILING, Contract Quantity

TYPE A32, STAINED) Apply weathering

LNFT 234 234 agents.

MileStone: 100% Submittal

Date Completed: 08/26/21

Report Date: 08/26/21

A

M

E

N

D

Line

Item

No.

Pay Item

Number

SUMMARY OF QUANTITIES - Schedule A -A u g -2

:1

P

M

Remarks and/or

Determination of Estimated

Quantity

Pay Item Description Unit

Estimated

Quantities

C

U s e rs

\u d a tt a \D e s k to p \C o tt o n w o o d C a m p g ro u n d \S h e e ts

\S O

Q

R

IM

O S O

Q .x ls m

]S h e e t

STATE PROJECT

B1NM FLAP SJU 10(1)NM

SHEET

NUMBER

Sheet and Description

B3 B4 B5 S2

Survey, Erosion Control, Grading, and Removals

Permanent Sign, Drainage, and

Miscellaneous

Surfacing and Permanent

Pavement Markings Bridge Allowance

Bid

Schedule

A0360 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 10 10 Contract Quantity

A0370 56501-0300 DRILLED SHAFT, 30-INCH DIAMETER LNFT 155 155 Contract Quantity

A0380 56505-0000 CROSSHOLE SONIC LOGGING EACH 6 6 Contract Quantity

A0390 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM

CAPACITY HOUR 20

A0400 62201-0950 WHEEL LOADER, 3 CUBIC YARD MINIMUM

RATED CAPACITY HOUR 20

A0410 62201-2750 MOTOR GRADER HOUR 20

A0420 62301-0000 GENERAL LABOR HOUR 60

A0430 62302-1100 SPECIAL LABOR, HIRED SURVEY SERVICES HOUR 10

A0440 62406-0300 PLACING CONSERVED TOPSOIL, 4-INCH

DEPTH ACRE 1.73 0.17 1.90

A0450 62510-2000 SEEDING, HYDRAULIC METHOD ACRE 1.73 0.17 1.90

A0460 62515-2000 MULCHING, HYDRAULIC METHOD ACRE 1.73 0.17 1.90

A0470 63301-0000 SIGN SYSTEM EACH 3 3

A0480 63308-3000 OBJECT MARKER, TYPE 3 EACH 4 4

A0490 63309-0000 DELINEATOR EACH 10 10

A0500 63312-0000 SPEED HUMP EACH 2 2

A0510 63316-1000 REMOVE AND RESET SIGN EACH 8 8

A0520 63401-0300 PAVEMENT MARKINGS, TYPE B, SOLID LNFT 6,234 66 6,300

A0530 63405-0855 PAVEMENT MARKINGS, TYPE B, SPEED HUMP

MARKINGS EACH 4 4

A0540 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM All ALL

A0550 63701-0000 FIELD OFFICE EACH 1 1

-A u g -2

:1

P

M

MileStone: 100% Submittal

Date Completed: 08/26/21

Report Date: 08/26/21

C

U s e rs

\u d a tt a \D e s k to p \C o tt o n w o o d C a m p g ro u n d \S h e e ts

\S O

Q

R

IM

O S O

Q .x ls m

]S h e e t

(2

SUMMARY OF QUANTITIES - Schedule A

A

M

E

N

D

Line

Item

No.

Pay Item

Number Pay Item Description Unit

Estimated

Quantities Remarks and/or

Determination of Estimated

Quantity

STATE PROJECT

B2NM FLAP SJU 10(1)NM

SHEET

NUMBER

B3

SUMMARIES

GRADING, AND REMOVALS

SURVEY, EROSION CONTROL,

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d T

A B S J U

.d

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

B4

AND MISCELLANEOUS

PERMANENT SIGN, DRAINAGE,

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d T

A B S J U

.d

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

B5

PAVEMENT MARKINGS

SURFACING AND PERMANENT

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d T

A B S J U

.d

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

UTILITY

PEDESTAL

5 5685

UTILITY

PEDESTAL

WATER FAUCET

STOP

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d P

N P S J U

.d g n

NUMBER

SHEET

Superelevation Diagram

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

,7

.4

V P I

E L

,6

.1

-5.000% +0.500%

110' VC

V P I

E L

,6

.5

+0.500% -5.000%

100' VC

V P I

E L

,6

.8

-5.000% +1.200%

100' VC

,6

.4

D e p th U n k n o w n

B u r r ie d P o w e r L in e

K=20

K=16.1

K=18.2

NOGAP

1000.000000

RTE010

086 SSD=246'

P C

.9

P T

.4

P C

.1

P T

.8

P C

.1

P T

.1

P C

.6

P T

.1

200'100'0

Scale in Feet

NOTES:

C1

8+00 9+00

13+00 14+0012+0011+0010+00 16+00 17+0015+00 19+00 20+0018+00 22+0021+00

Proposed grade

Existing ground

Curve Data

Curve = RTE010-1

Curve = RTE010-1

PI 13+39.75

D

R = 450.00'

T = 170.78'

L = 326.44'

Curve = RTE010-2

PI 17+45.12

D

R = 350.00'

T = 92.93'

L = 181.67'

Curve = RTE010-3

PI 19+08.36

D

R = 350.00'

T = 41.20'

L = 82.03'

-5%

0%

+5%

-5%

0%

+5%

LT & RT Edge of Travelway

Proposed grade and axis of rotation

11+50 20+20-2% LT & RT

Campground Bridge

End Cottonwood

16+18.91

Match existing elev.

Begin Project

11+50.00

Match existing elev.

End Project

20+20.00

Elev. 5698.76

Campground Bridge

Begin Cottonwood

15+30.60

Elev. 5699.20

Campground Bridge

End Cottonwood

16+18.91

Limits of construction

E: 2767753.01

N: 2114365.18

NM FLAP SJU 10(1)

Begin Project

11+50.00

E: 2768585.93

N: 2114259.67

NM FLAP SJU 10(1)

End Project

20+20.00

Edge of Pavement

Campground Bridge

Begin Cottonwood

15+30.60

Toe of fill

Edge of Pavement

Curve = RTE010-2

Toe of fill

20+12, 16.0' LT

16.0' RT

20+00, Curve = RTE010-3

Existing Fence

Remove

20+20, 13.9' LT, Match Existing

R

Match Existing

11.90' RT

11+50

Match Existing

13.22' LT

11+50

16.00' LT

12+00

16.00' RT

12+00

Method 2

Roadway Obliteration, Method 2

Roadway Obliteration, Top of cut existing ditch.

Field grade proposed ditch into 3.

See D-Sheets for additional details.2.

See S-Sheets for Bridge Plans.1.

3.

Remove Existing Fence

Curve = RTE010-4

PI 20+37.39

D

R = 600.00'

T = 24.76'

L = 49.49'

Campground

C Cottonwood L

PLAN AND PROFILE COTTONWOOD CAMPGROUND

Curve = RTE010-4

Aggregate, Method 2

Roadway

20+20, 11.1' RT Match Existing

Elev. 5698.69

Begin Approach Slab

15+15.40

Elev. 5699.28

End Approach Slab

16+34.11

Remove Existing Fence

Remove Existing Fence

Approach Road Sheet

See Plan and Profile embankment construction.

material and place as

Remove existing berm

Low Water Crossing Pavement

Protect in Place Existing Concrete

See Sheet T5

Speed Hump the asphalt removal item.

Sawcut is incidental to

Sawcut pavement.

removal item.

is incidental to the asphalt

Sawcut pavement. Sawcut

Park staff before construction begins.

Existing gate will be removed by NM

Boulders, Typ.). See Sheet G3

Install Boulders (Barrier

Protect in Place Existing Minor Retaining Wall Elements

See Sheet T5

Speed Hump

PT 18+33.86

PC 18+67.16

PT 19+49.19

20+00

PC 20+12.63

PT 20+62.12

U T

IL

IT

Y

P E

D E S T

A L

U T

IL

IT

Y

P E

D E S T

A L

S T

O P

S T

O P

W A T E R F

A U

C E T

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d P

N P

A S J U

.d g n

NUMBER

SHEET

Superelevation Diagram

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

V P I

E L

,6

.8

-0.862%

30' VC

,6

.6

E L

,6

.8

V P I

-3.500%

30' VC

E L

.4

V P I

.3

.3

C a m p g r o u n d

C o tt o n w o o d

E L

.0

A p p r o a c h R o a d

-2.818%

-3.565%

K=20

K=11

D1

-4%

0%

4%

Proposed grade and axies of rotation

LT EOP

RT EOP

100+00 101+00

100+17.39

100+88 100+93

100+39

100+52

100+91 100+93

Existing ground

Proposed grade

Match existing

100+93

100'50'0

Scale in Feet

R = 40'

R = 100'

End approach road

100+93

100+00

100+00

3.2% LT

-2.8% RT

-2.0% RT

-1.3% LT Match

-2.1% RT Match

PLAN AND PROFILE APPROACH ROAD

-4%

0%

4%

= Approach Road 100+00

Cottonwood Campground 19+25.36 removal item.

is incidental to the asphalt

Sawcut pavement. Sawcut begins.

NM Park staff before construction

Existing gate will be removed by

UTILITY

PEDESTAL

5 5685

UTILITY

PEDESTAL

WATER FAUCET

STOP

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d E

R S S J U

.d g n

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

P C

.9

P T

.4

P C

.1

P T

.8

P C

.1

P T

.1

P C

.6

P T

.1

200'100'0

Scale in Feet NOTES:

Use this plot to develop SWPPP according to Section 157.1.

CONTROL PLAN

EROSION AND SEDIMENT

E1

251-A

AA

Plan View

Section A-A

NOTES:

PL01

PL02

PL03

PL04

PL05

PL06

PL07

PL12

PL11

PL17

PL08

PL09

G1

Top of slope

Bottom of slope

Existing ground

2.5'

10.5'

BERM REINFORCEMENT

RIPRAP

PL14

PL13

PL15

PL16

B B

Limits of construction

3.5' (min.)

PL10

5'

1:1.5 Max Slope east side of berm

Place soil from excavation at

Method A, Class 4

Grouted riprap, Method A, Class 4

Placed riprap, Method A, Class 4

Placed riprap, Section B-B

Top of slope

Bottom of slope

Existing ground

2.5'

5'

2.5' (min.)

5'

'1:2 Max slope

Method A, Class 3

Placed riprap, slope to place riprap

Excavate existing

200'100'0

Scale in Feet

See sheet G3 for additional Detail

Method A, Class 3

Placed riprap, Limits of construction existing berm material

Remove and Recompact activity on the West bank.

No construction

See note 2

Separation Geotextile Class 1 Type A (Non-woven)

See note 2

Separation Geotextile Class 1 Type A (Non-woven)

3.

of riprap (typ.)

along edge delineators

Install is completed.

Regrade arroyo channel after riprap construction 4.

Key into existing rock.3.

(Non-woven) conforming to Section 714.01.

Furnish Separation Geotextile Class 1 Type A 2.

the Placed riprap item.

Excavation for placement of riprap is incidental to 1.

Protect Existing buried cable in place

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d s p A .D

G N .d g

SPECIAL

U.S. CUSTOMARY SPECIAL

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

5 5685

UTILITY

PEDESTAL

WATER FAUCET

21298

5690.87

SW-01

21299

5698.36

SW-02

5 5730

STOP

251-B

Existing Ground

Excavation 1:

21:2

Riprap Key-In Detail

Existing Ground

-7.76%

Point Northing Easting Elevation Description

NOTES:

S1

S4

See Riprap Key-In Detail

Existing Ground

G2

S4

S3

Limits of construction

Plan

2'

Placed Riprap, Class 3

S6

S8

.5

3'

S5

S2

S7

S9

S10

Detail

See Riprap Key-In

S1

SF1

SF2

SF3

SF4

SF5

SF5

SF4

SF3

SF2

SF1

S10

S9

S8

S7

S6

S5

S4

S3

S2

S1

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

Match Existing

5691.00

5691.00

5694.00

5694.00

5693.00

5693.00

5690.00

5685.13

5693.00

5695.01

5693.07

5687.00

5687.00

5692.00

5692.00

2114343.01

2114342.17

2114345.17

2114346.00

2114348.95

2114349.48

2114275.40

2114278.82

2114369.58

2114361.65

2114357.15

2114357.53

2114359.59

2114354.70

2114352.61

2768096.31

2768094.32

2768087.91

2768086.99

2768086.18

2768096.20

2768121.41

2768136.61

2768139.31

2768087.67

2768070.73

2768149.48

2768150.16

2768085.70

2768084.59

Point Data Table

See note 2

Geotextile filter See note 2

Geotextile filter

Placed Riprap, Method A, Class 3

Placed Riprap, Method A, Class 3

Placed Riprap, Method A, Class 3

50'25'0

Scale in Feet

CHANNEL REALIGNMENT

RIPRAP

Furnish riprap conforming to Section 705.02. 3.

summary tables for class and type.

Furnish geotextile filter conforming to Section 714.01. See 2.

riprap item.

Excavation for placement of riprap is incidental to the Placed 1.

B

B

A

A

Section A-A

Typical Section

Section B-B

Ditch Profile along edge of riprap (typ.)

Install delineators

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d s p A .D

G N .d g

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

NM FLAP SJU 10(1)

21298

5690.87

SW-01

21299

SW-02

Edge of pavement

Boulder (typ.)

Boulder (typ.)

0.5' to 2'

5' max. spacing 5' max. spacing between boulders

Proposed roadway for structural section details See typical section height boulder of3

Proposed roadway

NOTES:

(Without roadside ditch) (With roadside ditch)

A

A

7.7.

pavement Clear from pavement Clear from

BARRIER BOULDER PLACEMENT

Elevation

Plan

SECTION A-A SECTION A-A

randomly in clusters Place Boulders

251-C

2' min.

m in m in . with ground (typ.)

native material and blend Fill up to boulder with m in

5' min. 5' min.

BOULDER PLACEMENT DETAIL

placement detail, this sheet Boulder, see Boulder placement detail, this sheet Boulder, see Boulder details for structural section See typical section

8.

8.

6.

7.

6.

detail, this sheet Boulder, see Boulder placement

Finished grade

G3

25% to be approx. 4' x 4' x 4'

25% to be approx. 2' x 2' x 2'

50% to be approx. 3' x 3' x 3'

PLACEMENT

BOULDER (BARRIER BOULDER)

.3 m in

NO SCALE

Boulder.

See Section 251 for measurement and payment for width x height).

Vary adajcent boulders in size and dimension (length x will be 5' min. or as determined by CO.

Distance from edge of pavement to face of boulders traffic use.

directions between the boulders to deter vehicular is complete, rip surfaces 10" in depth in opposite After embankment, excavation, and boulder placement the plans.

of the roadway, apply to either side as called out on The boulder placement plan, while shown on one side the terrain.

the characteristics of boulders indigenous to Boulders to be provided from local source. Match

Vary number of boulders as directed by CO.

Place boulders randomly within the maximum spacing.

Place boulders weathered side up.

Park.

Place as directed by the CO in coordination with NM State Boulder locations shown on the plans are approximate.

9.

8.

7.

6.

5.

4.

3.

2.

1.

STATE PROJECT

P

M c p w w o r k in g c e n tr a l0 d s p B .d

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NM

COTTONWOOD CAMPGROUND BRIDGE

STATE

NM

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

COTTONWOOD CAMPGROUND RD. OVER ARROYO

BRIDGE NO. 9988

SAN JUAN COUNTY, NEW MEXICO

DRAWING NO.

DATE

August 2021 of 29

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

C. AGUILAR

CHECKED BYDRAWN BY

DESIGNED BY

D. BEAN

REVISIONS

BY

DATENO.

REVISIONSBY

c p w w o r k in g c e n tr a l0 d R

G A .d g n

P T

.4

P C

.1

L

15+00 grade

Proposed grade

Proposed structure

Location of

L

16+00

E L .7

.1

F il l fa c e A b u t .1

B e g in B r id g e

E L .2

.3

F il l fa c e A b u t .2

E n d B r id g e caisson (typ.)

30"Ø Drilled

FIX EXP

Mexico Type A32

Metal Railing New

El. 5693.50

Low chord

2'-0" min. Freeboard

EL. 5687.77

Q Water surface

-5.000%

V P I

E L ,6

.5

100' VC

L L

S h ld r

L a n e ty p

S h ld r

L a n e

"L

L = 181.67'

T = 92.93'

R = 350.00'

PI 17+45.12

Curve = RTE010-2

L = 326.44'

T = 170.78'

R = 450.00'

PI 13+39.75

Curve = RTE010-1

C Access Road

C Access Road) ground line (at Existing

A rr o y o

(Taken at C Access Road)

0.500%

Abut. No. 1

C Brg.

Abut. No.2

C Brg.

Q

Q

Q

Q

Q Vm

WS EL.

1.7

(cfs) (ft/s)

5687.17

172 3.0 5687.77

217 3.3 5687.92

267 3.6 5688.07

PLAN

ELEVATION

DATA TABLE

HYDRAULIC

L

PROFILE GRADE DIAGRAM

Elevations are at profile grade C Access Road

No Scale

GENERAL PLAN AND ELEVATION

1"=20'-0" E. SCHAWO

RG3231-A

S1

INDEX OF DRAWINGS

DRAWING NO. DESCRIPTIONSHEET NO.

85'-0" (C Brg. to C Brg.)L L

" (Back to Back of Backwall)16 1188'-3

12 Spaces @ 6'-3"=75'-0"5'-0"=15'-0" 3 Spa.@4'-0"

2'-0" 2'-0" 4'-0"

5'-0"=15'-0" 3 Spa.@

16+17.25

C Bridge Abut. No. 2L

15+32.25

C Bridge Abut. No. 1L

S29

S26 THRU S28

S22 THRU S25

S17 THRU S21

S16

S15

S14

S13

S12

S11

S10

S9

S8

S7

S6

S5

S4

S3

S2

S1

Bridge Railing, Steel Length = 117'-0"

25Q Scour Depth = 0.25 ft.

1'-6"

G3 for details

See sheet G1 thru

Riprap

EL. 5687.92

Q Water surface

(Typ.)

Elev. = 5665.78

Est. Tip

Elev. = 5663.71

Est. Tip

0.5%

Post SpacingPost Spacing

Berm Elev.=5692.50Berm Elev.=5692.00 details

G1 for

See Sheet

Riprap

15+15.40

Begin App. Slab

16+34.11

End of App. Slab

E 2,768,205.70

N 2,114,337.91

16+18.36

End Bridge

E 2,768,120.62

N 2,114,318.78

15+31.15

Begin Bridge

BRIDGE NUMBER PLATE

EXPANSION JOINT

TYPE A32 RAILING

REBAR LIST

APPROACH SLAB DETAILS

WINGWALL DETAILS

ABUTMENT DIAPHRAGM

TOP OF DECK ELEVATIONS

DECK REINFORCING PLAN BOTTOM BARS

DECK REINFORCING PLAN TOP BARS

INTERMEDIATE DIAPHRAGM

PRECAST, PRESTRESSED CONCRETE AASHTO GIRDER

BEARING DETAILS

FRAMING PLAN

TYPICAL SECTION

ABUTMENT CAP DETAILS

DRILLED SHAFT DETAILS

FOUNDATION LAYOUT

GENERAL NOTES & ESTIMATED QUANTITIES

GENERAL PLAN AND ELEVATION

13'-9" Wingwall

Pay Limits (Typ)

Structural Backfill, Pay Limits (Typ)

Structural Excavation, RG3231-AC

RG3231-Z THRU AB

RG3231-V THRU Y

RG3231-Q THRU U

RG3231-P

RG3231-O

RG3231-N

RG3231-M

RG3231-L

RG3231-K

RG3231-J

RG3231-I

RG3231-H

RG3231-G

RG3231-F

RG3231-E

RG3231-D

RG3231-C

RG3231-B

RG3231-A

15551

L I C

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R

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E S S

I O

N

A

N

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A

N

T

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B

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A

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O

8/10/2021

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

S

Y T I

M E

D G

N S

P E

C

SPECIFICATIONS

GENERAL NOTES

ESTIMATED QUANTITIES

GENERAL NOTES &

NONE E. SCHAWO

RG3231-B

S2

MATERIALS

MISCELLANEOUS

GENERAL NOTES CONT.

Bridge Rating Program Version 6.8.

and Resistance Factor Rating (LRFR) methods using the AASHTOWare

These ratings were computed by the Load Factor Rating (LFR) and Load

Note:

Contracting Officer for approval prior to any deck work.

Contractor shall submit the girder profile data, camber data and finished deck elevation verification to the camber elevations. The contractor shall use this information to verify camber and finished deck elevations. The completed line of girders from centerline bearing to centerline bearing at tenth poins to calculate existing girder

Verification of girder camber before screed rails are set, the Contractor shall survey and plot girder profiles of each

Verification of Girder Camber:

on the right hand side of the road as one approaches the bridge.

shown on NMDOT standard drawing 543-09. The number plate shall be placed on the second post on the bridge deck

The Contractor shall furnish and place two (2) bridge number plates conforming to the bridge number plate details

Bridge Number Plates:

The metal railing shall be galvanized and then stained with the Natina product.

Railing Protective Coating:

specifications.

The top surface of the deck shall be machine grooved in the transverse direction of the deck per section 552 of the

Deck Slab:

information on the on-site soils.

Refer to Standard Specification 208, Structure Excavation and Backfill. The geotechnical report provides additional

Structrure Exacation and Backfill:

Concrete shall be structural concrete Class A.

30" Diameter Drilled Shaft

Drilled Shaft:

Concrete shall be structural concrete Class P (Prestressed). See Precast Girder Detail Sheets for concrete strength.

See Precast Girder Detail Sheets.

Prestressed Concrete Girders:

See Precast Girder Detail Sheets.

Prestressing Steel:

steel in the substructure shall be non-coated.

All reinforcing steel in the superstructure concrete shall be epoxy coated and all reinforcing

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

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

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

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

Reinforcing Steel:

Expansion joint filler shall meet the requirements of AASHTO M213.

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

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

All concrete shall be structural concrete Class A (AE) with a minimum 28-day compressive strength f'c=4,500 psi.

Concrete:

Seismic Zone 2 (Simple-Span Bridge)

Longitude = 107°40'45" W

Latitude = 36°48'37" N

Seismic Design:

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

Live Load

Future Wearing Surface: 30 psf

Lateral Earth Pressure: equivalent fluid unit weight of soil, Active = 0.042 kcf

Concrete: 150 pcf.

Dead Loads

DESIGN LOAD

Projects, FP-14, U.S. Customary Units and Special Contract Requirements (SCR).

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

Construction

AASHTO LRFD Bridge Design Specifications, 9th Edition

Design

No. 55201-0200 Structural Concrete, Class A (AE).

associated to the Preformed Expansion Joint Filler with Silicone Joint Sealant installation shall be incidental to Item

Preformed Expansion Joint Filler with a Silicone Joint Sealant. The cost of all labor, equipment and material paid for with Item No. 55235-000 Expansion Joints. The joint between the deck and approach slab shall be a standard drawing 562-01. The cost of all labor, equipment and material associated to the joint installation shall be

The expansion joint between the approach slab and sleeper slab shall be a joint strip seal assembly per NMDOT

Expansion Joints:

Contracting Officer. All open holes are to fill with grout after erection is completed.

Size and location of erection holes in the girders shall be shown on the shop plans and will require approval by the

Girders:

(10) Includes the cost of the concrete and steel reinforcing.

(9) Includes the cost of the Natina stain finish.

(8) Includes the cost of furnishing and installing the preformed expansion joint filler with silicone joint sealant.

(7) Includes the cost of furnishing and installing intermediate diaphragms.

(6) Includes the cost of furnishing and installing sole plates.

(5) Includes the cost of furnishing and installing temporary casing for the drilled shafts.

(4) Includes the cost of furnishing and installing strip seal assemblies, and cover plates.

(3) Includes the cost of furnishing and installing steel curb.

(2) Includes the cost of furnishing and installing all joint material and misc. hardware shown for Abutment details

(1) Contract Quantity

QUANTITY NOTES:

15551

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B

E

A

N

N

X

I

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8/25/2021

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G C .d g n

P T

.4

P C

.1

15+00 grade

Proposed grade

Proposed

L

16+00

L L

L

L = 181.67'

T = 92.93'

R = 350.00'

PI 17+45.12

Curve = RTE010-2

L = 326.44'

T = 170.78'

R = 450.00'

PI 13+39.75

Curve = RTE010-1

C Access Road

C Access Road) ground line (at Existing

A rr o y o

Abut. No. 1

C Brg.

Abut. No.2

C Brg.

PLAN

L Abut. No.2

C Brg. L Abut. No. 1

C Brg.

DS No. 1

DS No. 3

DS No. 4

DS No. 6

DS No. 5DS No. 2

DRILLED SHAFT TABLE

FOUNDATION LAYOUT

1"=20'-0" E. SCHAWO

RG3231-C

S3

SW-02

SW-01

SW-01

SW-02

50/1"

99/80

50/2"

100/100 100/100

10-22-2020

77/12" 50/6"

75/6"

77/12"

50/1" 100/45

100/80

10-22-2020 grade

Proposed grade

Proposed

BORE HOLE

(SM) Silty Sand

SANDSTONE

DRILLED SHAFT

LEGEND

SW-02

50/1"

99/80

50/2"

100/100 100/100

10-22-2020

Designation

Boring

Blows/Foot or

Resistance in

Penetration Test

Test Sample and

Standard Penetration

USCS Symbol

Rock Core

Rock Quality Designation RQD (%)

Bottom of Boring

Completion

Date of

Recovery (%)

During Drilling

Groundwater Level

15+32.25

C Brg. Abut. No. 1

85'-0"

100/70

10/93

Blows/Inches driven

FOR DRILLED SHAFTS

FOUNDATION NOTES

E 2,768,120.08

N 2,114,318.66

15+31.15

Begin Bridge

15+32.25

C Brg. Abut. No. 1

E 2,768,206.24

N 2,114,338.03

16+18.36

End Bridge

4.0

24.5

5665.78

5690.28

Abut. No. 1

4.0

27.0

5663.71

5690.71

Abut. No. 2

Elev. = 5665.78

Est. Tip

Elev. = 5663.71

Est. Tip

Gravel with Silt and Sand

(GP-GM) Poorly Graded

Nominal Resistance/Shaft (Kips)

Factored Resistance * (Kips) (Strength I)

Rock Socket Length (Feet)

Estimated Shaft Length (Feet)

Estimated Tip Elevation (Feet)

Top of Shaft Elevation (Feet)

Drilled Shaft Spacing (Feet)

Quantity (Each)

Drilled Shaft Diameter (inches)

Shaft (typ.)

30"Ø Drilled foundation report: Title, Prepared by Shannon & Wilson and dated July, 2021.

1. Information regarding the nature of soil and site conditions can be obtained from the final

16+17.25

C Brg. Abut. No. 2

L

L

L

15551

L I C

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I O

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N

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B

E

A

N

N

X

I

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G D .d g n

A A

T y p

C lr

D S T ie s s p a c e d a t 1

Rock

(15) #11DS1 Bars

C Drilled ShaftL

DRILLED SHAFT DETAIL

SECTION A-A

C Drilled ShaftL

C Drilled ShaftL

Stagger Hook Locations

#4DS2 Ties with 135° Hooks

Drilled Shaft

30" Diameter

@ Eq. Spacing

(14) #11DS1 Bars

" C lr.

(Typ.)

Complying with ASTM A970

Headed Deformed Bars

DRILLED SHAFT DETAILS

" = 1'-0"4

1 E. SCHAWO

RG3231-D

S4

NOTES:

5" Clr.

Top of Drilled Shaft

Bottom of Abutment Cap

R o c k S o c k e t

L e n g th m in

A b u

t. N o . 2

A b u

t. N o . 1 immediately after installing the cage.

approved support mechanism at the ground surface. The Contractor will place shaft concrete

1. The Contractor will maintain the reinforcement unit at the proper elevation and orientation with an

See Foundation Layout or General Plan and Elevation For Elevation

Estimated Tip

L

C Drilled ShaftL

LC Brg.

C Cap

LC Drilled Shaft

Plan View

Cap

Abutment

Drilled Shaft

30" Dia.

spacing may be adjusted slightly to avoid conflicts.

2. #5AB3 bars in cap not shown for clarity. #5AB3 bar per detail to avoid conflicts with #9AB1 Bars in Cap.

1. Contractor will orient drilled shaft reinforcing cage

Note:

(Bottom Mat)

(6)#9AB1 Bars

(4) CSL Access Tubes

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G E .d g n

12'-0" 12'-0"

"2 135'-1

L

LC Girder

1 Abut. No. 2

5 Abut. No. 1

LC Girder LC Girder LC Girder LC Girder

C Bridge

C Construction

L

Abut. No. 2 - Looking Up Stationing

Abut. No. 1 - Looking Down Stationing

LC Brg.

LC Girder LC Girder LC Girder LC Girder LC Girder

L C Bridge

C Construction

L

(BF)

Face

Back

(Typ.)

Restrainer

Expansion

(FF)

Face

Front

"16 53'-10 "16

53'-10

(Typ.) (Typ.)

A

A

B

B

(Typ.)

Joint Filler

1" Bituminous

B

B

Section A-A

V a r ie s

ELEVATION - ABUTMENT CAP

PLAN - ABUTMENT CAP

Abut. No. 2 - Looking Up Stationing

Abut. No. 1 - Looking Down Stationing

LC Brg.

L C Bridge

C Construction

L

"4 317'-6 "4

317'-6

"2 135'-1

PLAN WITH REINFORCING- ABUTMENT CAP

"4 35'-6 "4

35'-6

ABUTMENT CAP DETAILS

" = 1'-0"8

RG3231-E

S5

1'-6" 1'-6"

LC Brg.

1'-6"1'-6"

LC Brg.

1'-6"1'-6"

LC Brg.

Abut.

No. 1

Abut.

No. 2

Abutment No. 1 (Fixed)Abutment No. 2 (Expansion)

Abutment No. 2 (Expansion) Abutment No. 1 (Fixed)

Abut. No. 1 (Fixed)

Section B-B

Abut. No. 2 (Exp.)

Section B-B

(6) #9AB1

#4AB2 Bars#4AB2 Bars

(6) #9AB1

E q

S p a

M in

V a r ie s

E q

S p a

M in

.) (6) #9AB1

#4AB2 Bars#4AB2 Bars

(6) #9AB1

V a r ie s

E q

S p a

M in

.) (6) #9AB1

#4AB2 Bars#4AB2 Bars

(6) #9AB1

Restrainer

Expansion

(Typ. each bay)

Form w/ Bev. 2"x8"x4'-0"

Shear Key & Dowels

(Typ.)

Joint Filler

1" Bituminous

#9AB1 Bars#4AB2 Bars

(2)#5AB3 (2)#5AB3 (2)#5AB3

"2 135'-1

2"2" "2 170 Eq. Spa. = 34'-9

(142) #5AB3 Bars

65°0'0"

Elev. = 5690.71 (Abut. No. 2)

Elev. = 5690.28 (Abut. No. 1)

(Abut. No. 2)

Elev. = 5690.71

(Abut. No. 1)

Elev. = 5690.28

Diaphragm

Abutment #5AB4 Bars

Typical per bay

(3)#5AB4

1. Girder seat elevations are shown on the bearing detail sheet.

Note:

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G F .d g n

17'-6"

35'-0"

1'-6"

PGL

17'-6"

4'-0" 1'-6"

2%2%

2'-8" (typ.)

Driving Lane

12'-0"

Driving Lane

12'-0"

Shoulder

4'-0"

C Bridge

C Access Road

L

L

4 Spaces @ 7'-0" = 28'-0"

(5) Precast, Prestressed Concrete AASHTO Girder Type III (45")

3'-6" 3'-6"

TRANSVERSE SECTION

1 2 3 4 5 (Typ.)

Diaphragm Intermediate

C GirderLC GirderL

PARTIAL TRANSVERSE SECTION

(Typ.)

Diaphragm Intermediate

Halfround Typ.

Form W/3/4" Drip Groove

See Deck Reinforcing Plan For Reinforcing Information (Typ.)

BL Bar

Spacing

TL Bars TT Bars

BT Bars

BL Bars

(Typ.)

Haunch

2" Nominal

Shoulder

TYPICAL SECTION

RG3231-F

S6

3'-6" 7'-0"

3" 5 Spa. @ 6"=2'-6" 9" 1'-0" 10 Spaces @ 6" = 5'-0" 1'-0"

BL - Bottom Longitudinal Reinforcing

BT - Bottom Transverse Reinforcing

TL - Top Longitudinal Reinforcing

TT - Top Transverse Reinforcing railing posts.

deck under Provide level

D e c k

"2

C lr

C lr

3" 6" Spacing (TL Bar Spacing)

Railing Sheets

See Type A32

A32 (typ.)

New Mexico Type

Steel

Bridge Railing, Railing Sheets

See Type A32

A32 (typ.)

New Mexico Type

Steel

Bridge Railing, 15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G G .d g n

C Access RoadL

FRAMING PLAN

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L Abut. No. 1

C Brg. L

42'-6" 42'-6"

L

85'-0" (C Brg. to C Brg.)

86'-0" (Girder Length)

L L 6"6"

S p a c e s

S p a c e s

FRAMING PLAN

RG3231-G

S7

C Intermediate Diaphragm

(Typ.)

AASHTO Girder Type III (45") Precast, Prestressed Concrete

1'-7 9/16"

1'-7 9/16"

C GirderL

C GirderL

C GirderL

C GirderL

C GirderL

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G H .d

BEARING DETAILS

RG3231-H

S8

Restrainer Notes plywood cap.

6. 8" PVC end cap may be used in lieu of restrainers) the expansion abutment (4 total

5. Expansion restrainers shall be placed at girders and cetered on the restrainer.

4. #11 bar shall be installed perpendicular to separate paymet will be made.

Structural Concrete, Class A (AE) and no unit bid price for Item No. 55201-0200 of the restrainers shall be included in the girders as indicated on the plans. The cost

3. Use devices equally spaced between breaking strength of 42 kips.

min. 6x19 galvanized with a minimum

2. Restrainer cables shall be 3/4" diameter concrete intrusion.

1. Seal all openings in PVC pipe to prohibit

Width

Width

Length

C Girder

C Brg.

L

L

Elastomeric Bearing Pad Detail

A A

C GirderL

L

Shear Modulus = 0.13 (Minimum)

Hardness = 60 Durometer

Elastomeric Bearing Pad

Metal Shims

11 Gauge Sheet

L Pad

C Brg.

C Brg. Pad

C Brg.L

L

C GirderL

Width

Length

Plan

Plate

C Sole

B

B

Keeper Bar

1/2"x1"x1'-8"

Length

Typ.

1 A B C

Upstation

Section B - B

Sole Plate Detail

L Plate

C Sole r e c a s t, P r e s tr e s s e d C o n c r e te A

A S

H T

O G ir d e

S u p e r s tr u c tu r e D e p th

Deck = 8"

Nominal Haunch = 2" (Min.)

C GirderL

Typ. Typ. Shoe Plate

Details this sheet

Typ. Sole Plate

Details this sheet

Typ. Elastomeric Bearing Pad

Superstructure Depth Detail

Expansion Restrainer Detail

Elevation Section 8" Dia. PVC Pipe Assembly

Galvanized

Cable Clamp, 2'-0"

2'-0"

7"

7"

3" Clr.

LC Brg.

Assembly

8" Dia. PVC Pipe

Holes for Tie

Two 3/16" Dia.

Tie Wire.

Tie with Rebar

Metal Strap

Wire Tie or

Cable

D ia p h r a g m

C a s t to

C a p

C a s t

3/4" Dia. Cable

Diaphragm

Bottom of

Board with Masonite

Polystyrene

2" Extruded

Brg. Seat

Top of

Top and Bottom

#11 Rebar x 1'-6"

7/8" x 1 3/4"

Slotted Hole

3/16" Min. Dia.

6-1/2" Long Screw

10" Dia.

3/4" Thick Plywood

(Pre-Drill)

3/16" Min. Dia.

(6) 3" Long Screws

7 7/8" Dia.

3/4" Thick Plywood

Sch. 40

PVC Pipe

8" Dia.

C Girder

C Brg.

L

L

Beam End Plan

Pad

Bearing

Plate

Sole

Flange

Bottom

Edge of

2 5/8"

Bearing Device, Elastomeric.

sole plates will be included in the cost for item 56401-1000

1. The cost of all material, labor and equipment associated to the

Plan Section A-A

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G I .d g n

2'-3" 5'-2"

85'-8" 2

" Chamfer4

C BRG.L

#8E2

Symm. About C of GirderL

3 Typ.

85'-0" C BRG. to C BRG.

L L

S tr a n d s

Match SE Bar Spacing

(3)#4SE2

(3)#4SE1

(5)#4SE2

(5)#4SE1

(8)#4SE2

(8)#4SE1

C BRG.

L

3 5

#7

#8

#4

#4

#4

#4

#4

"8

"4

"8

"2

"2

"2

3'-6"

3'-5"

8'-0" 8'-8"

11'-5"

4'-4"

4'-0"

"4 32'-9

1.

2.

3.

4.

5.

NOTE:

GIRDER DATA

Weight

@ Shoe Plate

Remove Concrete

3/4" Chamfer

Shoe Plate

"2

" x 1'- 0" x 1' - 82

8'-8" to hold down

"4

2 8" 8" "4

3"3"3" 3"

Camber @ Release

Camber @ Erection

Dead Load Defelection

25.1 Tons

2.1 in.

3.7 in.

1.5 in.

7"

#4HE

2" = 1'-6"

9 Spa. @

2" = 1'-6"

9 Spa. @

1'-10"

2" 2" 2" 2"

S tr a n d s

S p a

M in

ELEVATION

SHOE PLATE

SHOE PLATE

END VIEW

SHOE PLATE DETAIL

C OF GIRDER

SECTION NEAR

L

END VIEW

GIRDER BAR BENDING DIAGRAM BRIDGE DESIGN DATA

HALF ELEVATION TYPE 45 GIRDERS 5 REQ'D

(fpe = 35.707 kips per strand; losses = 8.235 kips per strand)

PRESTRESSING STEEL:

9.5 ksi

GIRDERS

fpy = 52.1 kips per strand.

fpu = 58.6 kips per strand;

strands.

0.6" diameter seven wire low relaxation

(ultimate compressive strength)f'c = at time of initial prestress) = 7.0 ksi.

f'ci (min. compressive strength of concrete

Design is in accordance with the AASHTO LRFD bridge design specifications 9th edition BAR TYPE SIZE "R" "X" LENGTH NO. REQ'D

HE

Length

1" CLR

1" CLR

Adjust S bars to Clear Conduit

R

R "X"

"X"

RR

R1'-72

'-1 3

4"

5" Min.

GIRDER END DETAIL

2" Sleeve

" Holes for Diaphragms16

1'-7

4 Bent Strands

Diaphragm Reinforcing

2" Sleeve for

Diaphragm Reinforcing

2" Sleeve for

22 Straight Strands

4 Draped Strands

6"

6'-0"

= 2'-6" 10 Spa.@3"

= 1'-6" 3 Spa.@6"

5 Spa. @ 1'-0"= 5'-0" 12 Spa. @ 1'-6"= 18'-0" 8 Spa. @ 2'-0"= 16'-0"

4'-0" See General Note #2

CONCRETE AASHTO GIRDER

PRECAST, PRESTRESSED

RG3231-I

S9

"2

1'-8

1'-0"

"2

1'-8

1'-10"

1'-4"

COMPOSITE SLAB:

CONVENTIONAL REINFORCING BARS:

Live load = HL-93

Allowance for future wearing surface = 30 psf f'c = 4.5 ksi fy = 60 ksi girder erection.

stability. The contractor shall install diaphragms during the girders are permanently secured for lateral contractor shall leave ties and bracing in place until immediately after erection to prevent overturning. The

The contractor shall tie and brace the girders depth of 1/4 inch and a maximum of 3/8 inch.

transversely over the entire flange width to a minimum

The contractor shall score top surfaces of girders seating losses.

to 46,800 lbs. Per strand will be allowed to offset shall be 43,900 lbs. Per strand. Slight overstressing up

AASHTO M-203 (grade 270). Initial prestressing force low-relaxation strands meeting the requirements of

The design shown is based on the use of 0.6" diameter reinforcing steel.

Reinforcing bars in the girder shall be epoxy coated other approved means.

be limited by weighting, fabrication scheduling or the time of deck slab placement. Camber growth is to predicted camber at erection dimension by 1 inch at the camber growth to a value not to exceed the camber growth to 90 days. The contractor shall limit the weight of the girder acting, with an allowance for calculated value due to the effect of prestressing with

The camber at erection dimension listed is the

#4TE1

#4SE1

#4TE1

#7EE1

#4HE1

#4SE2

#8EE2

Spacing

SE Bar

(10)#4SE2

(10)#4SE1

(12)#4SE2

(12)#4SE1

S p a c in g

H E a n d H

E B a r

EE1

EE2

SE1

SE2

HE1

TE1

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G J .d

INTERMEDIATE DIAPHRAGM

RG3231-J

S10

S

TYPE 45

N

(lb.)

WEIGHT

PLATE

BACK

BEAM TYPE

PRESTRESSED CONCRETE

(in.)

S1

(lb/ft)*

WEIGHT

UNIT

DIAPHRAGM

(lb.)

WEIGHT

ANGLE

CLIP

(in.)

H

(in.)

B

(in.)

C

(in.)

D

(in.)

L

(in.)

A

2"

B N S

D

L6 X 6 X 3/8"

N S

L

N S

78" Bolts W/Washers at nut and head (Typ.)

* Multiply by diaphragm length (S - A) to obtain total diaphragm weight.

15 10 2

4 2

16 2

3 13 3 3 28 16 7 galvanize the cut ends.

steel pipe (typ.) cold

1" Schedule 40 galvanize concrete cover

Minimum 3/4" threaded insert (Typ.)

7/8" High tension

CONNECTION DETAIL

INTERIOR GIRDER

elevations at connection points).

m = Slope of bent plate diaphragm (see bridge plans for

A = thickness of girder web plus 3" (See table).

c = Distance from top of beam to C of first insert.

H = Depth of bent plate diaphragm.

L = Length of back plates and clip angles.

S1= Hole spacing.

B = Distance from top of steel diaphragm to center of first hole.

CONNECTION DETAIL

EXTERIOR GIRDER

DIAPHRAGM PLACEMENT PATTERN

C SkewL

(clip angle/diaphragm connection).

D = Distance from clip angle edge to center of first hole

L

BACK PLATE DETAIL

(See note 3)

H

CLIP ANGLE DETAILS

L

N S

"2

3"2

"2

"2

SEE TABLE FOR HEIGHT "H"

3/8" BENT PLATE DIAPHRAGM

DIAPHRAGM END DETAIL SECTION A-A

Bent Plate Diaphragm

(See bridge plans for girder spacing)

15/16" Dia. Hole (Typ.)C

C

S-A m

S

15/16" Dia. Hole (Typ.)

P 5" X 3/8" X LL

Slotted Hole (Typ.)

15/16" X 2"

A

A

NOTES:

N = Number of bolt spaces in girder/clip angle connection.

incidental to item 55302-3300 Precast, Prestressed Concrete AASHTO Girder.

9. All costs associated to the material, labor and equipment associated to the steel diaphragms shall be indicating placement of diaphragm left or right of the centerline of construction.

8. All steel diaphragms shall be stamped or marked with paint on the upstation face of diaphragm achieve the specified installation tension.

bolts shall not exceed 5 kips. Tests shall be performed to determine the torque necessary to

7. At locations where steel is being fastened to concrete, the maximum installation tension for the

6. Threaded inserts and pipe inserts are incidental to the prestressed concrete beams.

prior to transport. Diaphragm installation shall be completed prior to deck placement.

5. Clip angles and back plates shall be attached to the prestressed girder at the girder fabrication site measures to ensure proper placement of inserts during the girder fabrication process.

design length by more than 1/16". The prestressed girder fabricator shall take appropriate more than 1/16". Also, the total length of the group of holes or inserts shall not vary from the

4. The vertical distance between any two holes or inserts shall not vary from the specified distance by plates.

sheet. Diaphragms shall be offset on all skewed bridges to facilitate the installation of the back

3. For skewed bridges, the opposing clip angle shall be replaced with the back plate shown on this in accordance with AASHTO M232.

2. Bolts shall meet the requirements of ASTM F3125 - Grade A325, TYPE 1. Bolts shall be galvanized

AASHTO M 111 conforming to AASHTO M270, Grade 36. Painting of these elements is not required.

1. All structural steel elements in this detail shall be composed of hot-dipped galvanized steel per

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G K .d g n

C Access RoadL

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L

Abut. No. 1

C Brg. L

S p a c e s

S p a c e s

85'-0"

S p a c e s

"8 716'-3

142 Spaces @ 6" = 71'-0"

(141) #5TTE1

29 Spaces @ 6" = 14'-6" 29 Spaces @ 6" = 14'-6"

TOP BARS

DECK REINFORCING PLAN

RG3231-K

S11

DECK REINFORCING - TOP BARS

Edge of Deck

Edge of Deck

2'-3"

Deck End of

Deck End of

"16

1'-9 "16

1'-9

"4

1-1 "4

1'-1

#5TTE2 thru #5TTE31

6" SPA.

2" CLR.

(3) #5TTE32

T

L E

T

L E

#5TTE2 thru #5TTE31

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G L .d g n

C Access RoadL

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L

Abut. No. 1

C Brg. L

S p a c e s

S p a c e s

85'-0"

"8 716'-3

143 Spaces @ 6" = 71'-6"

(142) #5BTE1

29 Spaces @ 6" = 14'-6" 29 Spaces @ 6" = 14'-6"

DECK REINFORCING - BOTTOM BARS

S p a

S p a

B

L E

B

L E

2'-3"

Lap Splice (Typ.)

Edge of Deck

Edge of Deck

Deck End of

Deck End of

BOTTOM BARS

DECK REINFORCING PLAN

RG3231-L

S12

"4

1'-1 "4

1'-1

"16

1'-6 "16

1'-6

#5BTE2 thru #5BTE31 #5BTE2 thru #5BTE31

6" SPA.

2" CLR.

(3) #5BTE32

B

L E

B

L E

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G

M .d g n

C Access RoadL

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L Abut. No. 1

C Brg. L

S p a c e s

S p a c e s

10 Equal Spaces

Span Length

LC

B r g

A b u t.

N o .1

LC

B r g

A b u t.

N o . 2

DEAD LOAD DEFLECTION DIAGRAM

grades by dimensions shown.

and superimposed dead loads, set screeds above finished

To compensate for deflection due to weight of deck slab

.0

.1

.1

.1

.1

.1

.0

.0

Lt. EOD

Rt. EODDECK PLAN

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

10 Equal Spaces = 85'-0"

"16 787'-2

LC Bridge

2. Abutment diaphragms…