NM FLAP TAO B007 Plans_20220225.pdf

PDF 40 MB Posted Apr 1, 2022

Attached to: NM FLAP TAO B007(1) John Dunn Bridges
Solicitation number: 6982AF22B000009
Issued by: Department of Transportation Federal Highway Administration

About this file

Written by GovTribe AI · Dec 27, 2023

This federal contract opportunity solicitation is seeking bids to rehabilitate two bridges located on Road B007 in Taos, New Mexico. The project includes replacing loose or bent railing and performing deck surfacing rehabilitation and timber member replacement on John Dunn Bridge #5243, which crosses the Rio Grande River. Bridge #3807, located 0.1 miles east on the same road crossing the Rio Hundo River, will be entirely removed and replaced with a new 50-foot precast bridge featuring new abutments and a micropile foundation. The Department of Transportation Federal Highway Administration is the issuing agency. Bids for the NM FLAP TAO B007(1) John Dunn Bridges project must be submitted by the deadline of the solicitation number 6982AF22B000009 to be considered for award.

View the file

Other files

File	Type	Posted
Bid Tabulation NM FLAP TAO B007 John Dunn Bridges.pdf	PDF	May 11, 2022
Bid Opening Summary NM FLAP TAO B007 John Dunn Bridges.pdf	PDF	May 3, 2022
QnA 4.22.22.pdf	PDF	Apr 22, 2022
John Dunn_FINAL Geotech Rpt_20210927 REV.pdf	PDF	Apr 1, 2022
FP-14.pdf	PDF	Apr 1, 2022
6982AF22B000009.pdf	PDF	Apr 1, 2022
HH Recommendations Report - John Dunn.pdf	PDF	Apr 1, 2022

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CURTIS R SCOTT Digitally signed by CURTIS R SCOTT Date: 2022.03.08 10:54:49 -07'00'

Sheet 1 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

ABBREVIATIONS DRAINAGE SYMBOLS

GEOLOGIC SYMBOLS

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.

horiz.

hex.

HES

hdwl.H gdr.

galv.

ga.G ftg.

fin.

FES

Fed.

f.f.F ext.

exp. jt.

exc.

et ux et al

EQ or eq.

EOP

engr(s).

emb.

elev.

El. 94.066 e

dwg(s).

DLC

Dist.

dist.

diaph.

diag.

dia. or D

DHV

decr.D culv.

CTSM

ctrs.

cr.

corr.

cont.

constr. jt.

constr.

conc.

col.

Co.

CMP

clr.

c-c

CBCC

brg.

br.

beg.

b.f.B asph.

appr.

alt.

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

VPI

vph vert.

typ.

transv.

TCE

TBM

tan.

sym.

struc.

str.

stiff.

std.

sta.

st.

spec.

spa.

shldr.

sec.

SADT

rte.

Rt. or RT

ret. wall

Res.

res.

reqd.

reinf.

reconst.

rdwy.

rd.

R/W

quant., QtyQ pvmt.

psi proj.

POT

POS

POC

pl.

perf.

PCC

PCP

o.f.

o.c.O

no. or # neg.

mtn(s).

mon.

min.

max.

matl.

maint.

mag.M

Lt. or LT

LPSM

long.

lat.

lam.

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

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)

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

Y M B T

A O .d g n

NM FLAP TAO B007(1)

Sheet 2 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

36 31

6 1

Treeline

Tree

MAPPING SYMBOLS

LANDSCAPING & VEGETATION 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

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)

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

Township or Range Line

City

County

State

National

Boundaries

PROJECT SPECIFIC ABBREVIATIONS:

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

Asphalt Concrete Pavement (Proposed)

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

Y M B T

A O .d g

SURVEY CONTROL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

T L B T

A O .d g

WATER

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

T E B T

A O .d g n

NM FLAP TAO B007(1) A5

400'200'0

Scale in Feet

Rio H ondo

R io G ra n d e

Rio Hondo

C o R d B -0

To NM -522 2.9 m iles

Co Rd B-007

T o U

S -6

.2 m ile s

R io G ra n d e

SITE MAP

Potential Staging Area

Reconstruct Bridge #3807

John Dunn Bridges

NM FLAP TAO B007(1)

End Project

15+15.00

Bridge #3807

Dunn Bridge #5243

Rehibilitate John

John Dunn Bridges

NM FLAP TAO B007(1)

Project

Bridge #5243 Reconstruct Bridge #3807

John Dunn Bridges

NM FLAP TAO B007(1)

Begin Project

11+90.00

TYPICAL SECTIONS

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

Y P B T

A O

.d g n

NM FLAP TAO B007(1)

NO SCALE

LC TCR B007

Existing aggregate depth varies

11+90.00 TO 15+15.00

TAOS COUNTY ROAD (TCR) B007

EXISITNG TYPICAL SECTION

Station to Station

LENGTH OF PROJECT

(ft)

Roadway

(ft)

Bridge

TOTAL (mi)

TOTALS (ft)

Average 16'

Varies 15' to 18'

0.09

Existing ground

14+08.51 to 15+15.00

13+53.30 to 14+08.50

11+90.00 to 13+53.32

John Dunn Bridge #5243

0.05

272.81

106.49

163.32

0.04

219.45

53.46

164.33

Pvmt_CL_Layer1

12+75.00

Shdr_Wedge_Layer1_L

Pvmt_ETW_Layer1_R

Slope_Stake_Fill_R

Pvmt_CL_LayerTop

Shdr_Outside_LayerTop_R

Pvmt_ETW_LayerTop_R

Slope_Stake_Fill_L

Pvmt_ETW_Layer1_L

Shdr_Outside_Layer1_R

Pvmt_ETW_LayerTop_L

Shdr_Wedge_Layer1_R

Shdr_Outside_Layer1_L

Shdr_Outside_LayerTop_L

Exterior Boundary

Pvmt_CL_Layer3

Shdr_Wedge_Layer2_L Pvmt_CL_Layer1Pvmt_CL_Layer2

Pvmt_ETW_Layer3_R

Pvmt_ETW_Layer1_R

Slope_Stake_Fill_R

Pvmt_ETW_Layer2_R

Pvmt_CL_LayerTop

Shdr_EOP_Layer2_R

Shdr_EOP_Layer3_RPvmt_ETW_Layer3_L

Shdr_Outside_LayerTop_R

Shdr_Outside_Layer3_R

Shdr_EOP_Layer1_R

Pvmt_ETW_LayerTop_R

Shdr_EOP_Layer3_L

Pvmt_ETW_Layer1_LPvmt_ETW_Layer2_L Shdr_Outside_Layer1_RShdr_EOP_Layer1_L

Shdr_Outside_Layer3_L

Pvmt_ETW_LayerTop_L

Shdr_Wedge_Layer2_RShdr_EOP_Layer2_LShdr_Outside_Layer1_L

Shdr_Outside_LayerTop_L

Exterior Boundary

Slope_Stake_Fill_LExterior Boundary

(varia ble)

Fill S lope

(variable)

Fill Slope

1:4 1:4

(top of aggregate)

Profile Grade

L B007

C TCR

Limit

Stake

Slope

Clearing and Construction Limits

Limit

Stake

Slope

Seeding Limits

Topsoil and

Existing ground

Method 2

6" Roadway Aggregate

Aggregate Top Width

14' to 33.5'

Shldr.

1' to 10.4'

Topsoil and

Limits

Seeding

Traveled Way

12'

L B007

C TCR

(top of pavement)

Profile Grade

Seeding Limits

Topsoil and

1:41:4

(variable)

Fill Slope

(var iabl e)Fill Slop e 1.

Limit

Topsoil and

Seeding Limits pavement (placed in two lifts) concrete

3" Asphalt

Prime Coat

Tack Coat (between first and second lift)

6" Roadway Aggregate Method 2

Shldr.

1' to 17' 4.4' to 8.9'

Shldr.

Top Width

17.9' to 34.1'

Shldr.

1' to 17'

14+32.79 to 15+15.00

Pullout Widening from 12+65.76 to 13+27.90

11+90.00 to 12+65.76

TAOS COUNTY ROAD (TCR) B007

TYPICAL SECTION

14+21.99 to 14+32.79

Pullout Widening from 13+27.90 to 13+40.35

TAOS COUNTY ROAD (TCR) B007

TYPICAL SECTION

See Detail A

NOTE:

Traveled Way

12'

Clear Zone

1'-6'

Clear Zone

4.4' - 6'

Limit

Stake

Slope

Existing ground

Construction Limits

Clearing and

11+90.00 to 13+27.90

TAOS COUNTY ROAD (TCR) B007

TYPICAL SECTION

12+75.00

Slope_Stake_Fill_RExterior Boundary

(variable)

Fill Slope

Limit

Stake

Slope

Construction Limits

Clearing and

13+27.90 to 13+50.35

TAOS COUNTY ROAD (TCR) B007

TYPICAL SECTION

12+75.00

Slope_Stake_Fill_RExterior Boundary

(variable)

Fill Slope

ground

Existing

Existing ground

2' 2.

Varies

0%0%

Install guardrail per pavement height

See Parking/Pullout Widening details on sheet A7 for additional information.

and superelevation rates for the roadway.

See the cross sections and PNP sheets for cross slopes

See the cross sections for cut and fill slope ratios.

1:4

DETAIL A

30°

Asphalt concrete pavement sides of roadway)

(Detail applies to both right and left

Shoulder up with aggregate base

(safety edge)

Construct 30° pavement edge

0.43' surfacing

Aggregate

8" block

TYPICAL SECTIONS

APPROACH ROAD

TYPICAL SECTIONS DETAILS

AND

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

Y P B T

A O

.d g n

NM FLAP TAO B007(1)

Existing aggregate depth varies

(va riab le)Fill Slo pe

(variable)

Fill Slope

3% 1:4 1:4

6" Roadway Aggregate

(top of aggregate)

Profile Grade

2' Limit

2'Limit

Slope

Seeding Limits

Topsoil and

200+24.35 TO 200+97.70

APPROACH ROAD

EXISITNG TYPICAL SECTION

200+24.35 TO 200+97.70

APPROACH ROAD

TYPICAL SECTION

Aggregate

Top Width

Average 10'

Varies 8' to 12'

Existing ground

T2LT1

Mainline

Edge of travel lane

R T

Y P .T

Y P

Begin Pullout End Pullout

T Y P . T

Y P

Station to Station Side (ft)

(ft)

T1 Cross Slope

Shdr_Wedge_Layer2_L

Block_3

Block_2

Block_24

Block_22 Bock_4

14+25.00

Block_23

Block_1

Block_31

Block_32

Shdr_EOP_Layer3_L

Block21

Shdr_EOP_Layer1_L

Shdr_Outside_Layer3_L

Shdr_EOP_Layer2_LShdr_Outside_Layer1_L

Shdr_Outside_LayerTop_L

Exterior Boundary

LT 62 27 2312+65.76 to 13+60.91 14

-3.0% to 0%

Existing Ground

NOTE:

Fi ll Sl op e

See sheet T7-T9 for details

Concrete wall barrier type 32

TYPICAL PARKING/PULLOUT AND WIDENING PLAN

PARKING/PULLOUT SUMMARY

Topsoil and

Limits

Seeding

GABION WALL

14+19.00 to 14+32.79 LT

See Sheet G2 for details

Gabion Wall

Zone

Clear

0'-6'

Zone

Clear

See plans for locations of curves and superelevations

METHOD OF SUPERELEVATION ON CURVES

Min. superelevation 0% 3% Max. superelevation

Normal crown -3% -3% Normal crown grade

Profile superelevation

Pivot point for

Shdr_Wedge_Layer1_L

Brdg_Outside_Layer1_R

Pvmt_ETW_Layer2_L

13+50.00

13+50.00 Brdg_Outside_LayerTop_RPvmt_ETW_LayerTop_L

Slope_Stake_Fill

Brdg_Deck1

Shdr_Outside_Layer1_L

Shdr_Outside_LayerTop_L

Exterior Boundary

L B007

C TCR

0-1% 0-1%

Traveled Way

12'

Seeding Limits Top Width

29.5' to 33.2'

1:4

(top of pavement)

Profile Grade

Existing ground

Bridge structure(var iabl e)Fill Slop e

Prime Coat

Method 2

6" Roadway Aggregate pavement (placed in two lifts) concrete

3" -4.75" Asphalt and from Sta. 14+11.99 to Sta. 14+21.99 to match bridge cross slope.

Transition the cross slope 0% to 1% from Sta. 13+40.35 to Sta. 13+50.35

See the cross sections sheets for cross slopes.

See the cross sections for cut and fill slope ratios.

3.2. 2. 3.

Slope_Stake_Fill_Ver

Brdg_Outside_Layer1_L

14+10.00Brdg_Outside_LayerTop_L

Shdr_Outside_Layer1_R Shdr_Wedge_Layer1_R

Exterior Boundary

13+40.35 to 13+50.35

TAOS COUNTY ROAD (TCR) B007

TYPICAL SECTION

14+11.99 to 14+21.99

TAOS COUNTY ROAD (TCR) B007

TYPICAL SECTION

Method 2

6" Roadway Aggregate

Traveled Way

12'

Shldr.

0-1% 0-1%

3.2.

(top of pavement)

Profile Grade

22.3' to 26.5'

Top Width

3.2.

L B007

C TCR

Existing ground

Bridge structure (variable)

Fill Slope

1:4 1.

Tack Coat (between first and second lift)

Prime Coat pavement (placed in two lifts) concrete

3" -4.75" Asphalt

Seeding Limits

8.17' to 15.09'

Shldr.

7.72' to 8.9' second lift)

Tack Coat (between first and

Clear Zone

Sheet and Description

B3 B4 S2 S24

Survey, Erosion

Control, and Grading

Drainage, Surfacing, Permanent Signing, and Miscellaneous

Bridge #3807 John Dunn Bridge

#5243 Allowance

Bid

Schedule

A0010 15101-0000 MOBILIZATION LPSM ALL

A0020 15215-1000 SURVEY AND STAKING, APPROACH ROAD EACH 1 1

A0030 15215-2000 SURVEY AND STAKING, BRIDGE EACH 1 1

A0040 15215-7000 SURVEY AND STAKING, PARKING AREA EACH 1 1

A0050 15225-0000 SLOPE, REFERENCE, AND CLEARING AND GRUBBING

CONTROL MILE 0.05 0.05 0.10

A0060 15236-2000 SURVEY CONTROL, GRADE FINISHING MILE 0.05 0.05 0.10

A0070 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0090 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0100 15701-0000 SOIL EROSION CONTROL LPSM All ALL

A0110 15720-0000 STORM WATER POLLUTION PREVENTION PLAN LPSM All ALL

A0120 15802-0000 WATERING FOR DUST CONTROL LPSM All ALL

A0130 20101-0000 CLEARING AND GRUBBING ACRE 0.16 0.04 0.20

A0140 20301-0400 REMOVAL OF BRIDGE EACH 1 1

A0150 20301-2400 REMOVAL OF SIGN EACH 2 2

A0160 20420-0000 EMBANKMENT CONSTRUCTION CUYD 743 57 800

A0170 25101-2300 PLACED RIPRAP, METHOD B, CLASS 3 CUYD 125 25 150

A0180 25101-2700 PLACED RIPRAP, METHOD B, CLASS 7 CUYD 185 65 250

A0190 25302-1000 GABIONS, GALVANIZED OR ALUMINIZED COATED CUYD 12 3 15

A0200 30202-2100 ROADWAY AGGREGATE, METHOD 2, SURFACE COURSE TON 233 37 270

A0210 40301-0000 ASPHALT CONCRETE PAVEMENT TON 28 7 35

A0220 40702-0100 CHIP SEAL, TYPE 1A SQYD 350 25 375

A0230 41102-1000 PRIME COAT, METHOD 1 SQYD 154 6 160

A0240 41105-0000 BLOTTER TON 0.2 0.1 0.3

A0250 41201-0000 TACK COAT TON 0.1 0.1 0.2

A0260 41801-3000 ASPHALT CONCRETE PAVEMENT PATCH, TYPE 3 SQYD 225 5 230

A0270 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 134 134

A0280 55240-0000 GROUT CUFT 24 24 Contract Quantity

A0290 55302-3500 PRECAST, PRESTRESSED CONCRETE SLAB LNFT 255 255 Contract Quantity

A0300 55303-0000 PRESTRESSING SYSTEM LPSM All ALL Contract Quantity

A0310 55401-1000 REINFORCING STEEL LB 11,609 11,609

A0320 55401-2000 REINFORCING STEEL, EPOXY COATED LB 6,499 6,499 Contract Quantity

A0330 55501-0000 STRUCTURAL STEEL LPSM All ALL

A0340 55601-0900 BRIDGE RAILING, STEEL (STAINED) LNFT 104 16 120 Apply weathering agents.

A0350 55720-0000 REPAIR STRUCTURAL TIMBER AND LUMBER LPSM All ALL

A0360 56301-2000 PAINTING, STEEL STRUCTURE LPSM All ALL Contract Quantity

A0370 56320-0000 CONTAINMENT SYSTEM AND WORKER PROTECTION PLAN LPSM All ALL

A0380 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 10 10 Contract Quantity

A0390 56701-0000 MICROPILE LNFT 488 488

MileStone: 100% Submittal

Date Completed: 09/24/21

Report Date: 09/24/21

Line

Item

No.

Pay Item

Number

SUMMARY OF QUANTITIES - Schedule A -S e p -2

:5 P

Remarks and/or

Determination of Estimated

Quantity

Pay Item Description Unit

Estimated

Quantities c p w w o rk in g \c e n tr a l0

S O

Q (B

A O

.x lm s .x ls m

]S h e e t

STATE PROJECT

B1NM FLAP TAO B007(1)NM

SHEET

NUMBER

Sheet and Description

B3 B4 S2 S24

Survey, Erosion

Control, and Grading

Drainage, Surfacing, Permanent Signing, and Miscellaneous

Bridge #3807 John Dunn Bridge

#5243 Allowance

Bid

Schedule

A0400 56705-0000 MICROPILE LOAD VERIFICATION TEST EACH 1 1

A0410 56706-0000 MICROPILE PROOF LOAD TEST EACH 4 4

A0420 61701-4550 GUARDRAIL SYSTEM MGS, TYPE 2, CLASS A WOOD POSTS Apply weathering agents.

(STAINED) LNFT 175 175

A0430 61702-0000 TERMINAL SECTION TYPE END ANCHOR EACH 3 3 Apply weathering agents.

A0440 61707-0000 STRUCTURE TRANSITION RAILING (METAL BARRIER) LNFT 38 38 Apply weathering agents.

A0450 61801-0000 CONCRETE BARRIER (TYPE 32) LNFT 40 40

A0460 61804-1000 TERMINAL SECTION, TYPE 1 (TRANSITION) EACH 1 1

A0470 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM CAPACITY HOUR 20

A0480 62201-0950 WHEEL LOADER, 3 CUBIC YARD MINIMUM RATED CAPACITY HOUR 20

A0490 62301-0000 GENERAL LABOR HOUR 40

A0500 62302-1000 SPECIAL LABOR, HIRED TECHNICAL SERVICES HOUR 10

A0510 62302-1100 SPECIAL LABOR, HIRED SURVEY SERVICES HOUR 10

A0520 62510-2000 SEEDING, HYDRAULIC METHOD ACRE 0.12 0.08 0.20

A0530 62515-2000 MULCHING, HYDRAULIC METHOD ACRE 0.12 0.08 0.20

A0540 63301-0000 SIGN SYSTEM EACH 4 4

A0550 63308-3000 OBJECT MARKER, TYPE 3 EACH 10 10

A0560 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM All ALL

A0570 63701-0000 FIELD OFFICE EACH 1 1

-S e p -2

:5 P

MileStone: 100% Submittal

Date Completed: 09/24/21

Report Date: 09/24/21 c p w w o rk in g \c e n tr a l0

S O

Q (B

A O

.x lm s .x ls m

]S h e e t

SUMMARY OF QUANTITIES - Schedule A

Line

Item

No.

Pay Item

Number Pay Item Description Unit

Estimated

Quantities Remarks and/or

Determination of Estimated

Quantity

STATE PROJECT

B2NM FLAP TAO B007(1)NM

NUMBER

& GRADING SUMMARIES

SURVEY, EROSION CONTROL,

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

A B B T

A O

.d g

MISCELLANEOUS SUMMARIES

SURFACING, SIGNING, &

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

A B B T

A O

.d g

Superelevation Diagram

U S

E R

STATE PROJECT

NUMBER

SHEET

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

N P B T

A O

.d g n

NM FLAP TAO B007(1)

V P I

E L

-2.092% +1.000%

60' VC

V P I

E L

+1.000%

+6.2 61%

90' VC

K = 19

K = 17

00 6505

P C

P R

P T

P C

P R

P T

Curve = PB_007-1

PI 10+68.04

R = 400.00'

T = 68.04'

L = 134.79'

Curve = PB_007-2

PI 11+80.05

R = 200.00'

T = 45.25'

L = 89.01'

Curve = PB_007-3

PI 12+61.63

R = 400.00'

T = 37.83'

L = 75.43'

Curve = PB_007-4

PI 13+28.34

R = 100.00'

T = 29.10'

L = 56.64'

Curve = PB_007-5

PI 14+22.42

R = 100.00'

T = 36.88'

L = 70.66'

Curve = PB_007-6

PI 15+27.85

R = 400.00'

T = 71.64'

L = 141.78'

ONE LANE

BRIDGE

W5-3

OM3-R

OM3-L

OM3-R

W5-3

ONE LANE

BRIDGE

OM3-R

NOTE:

100'50'0

Scale in Feet

Existing ground

Rio Hondo

10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00

-5%

+5%

-5%

+5%

Profile grade

Match Existing Elev.

Begin Project

11+90.00

Match Existing Elev.

End Project

15+15.00

Elev. 6507.80

End Bridge #3807

14+11.99

Begin Bridge #3807

13+53.30

Curve PB_007-6

Curve PB_007-5

Curve PB_007-4

Curve PB_007-3

Curve PB_007-2

Curve PB_007-1 for details see Sheet D2

Approach Road, PLAN AND PROFILE - TCR B007

Elev. 6507.27

Begin Bridge #3807

13+50.35

See S-Sheets for the Bridges TS&L.

E: 1800192.87

N: 2014045.06

Reconstruct Bridge #3807

John Dunn Bridges

NM FLAP TAO B007(1)

End Project

15+15.00

E: 1799847.95

N: 2014249.11

Reconstruct Bridge #3807

John Dunn Bridges

NM FLAP TAO B007(1)

Begin Project

11+90.00

LT Edge of Travelway

RT Edge of Travelway

LT & RT Edge of Travelway

LT Edge of Travelway

RT Edge of Travelway

+3%

-3%

+3.0%

-3.0%

RT Edge of Travelway

LT Edge of Travelway

+3.0%

-3.0%

Proposed grade and axis of rotation

+4.4%

-4.4%

11+90

12+44 13+00

12+44

13+20

15+00

14+12

15+15

End Bridge #3807

14+08.50

Remove existing sign

14+40

14+4013+00

See sheet T7-T8 for details

Concrete wall barrier type 32

See sheets T5-T6 for details

Guardrail anchor terminal see sheet T3-T4 for details

Guardrail transition section

See sheets T5-T6 for details

Guardrail anchor terminal

See sheet T1- T2 for details

Guardrail System

See sheet G2 for details

Gabions sheet D1 for detailsSee

Parking Area/Pullout, C TCR B007L see sheets T3-T4 for details

Guardrail transition section for riprap details

See sheet G1

Place rirap, Method B Class3

See sheet T1- T2 for details

Guardrail System

See sheets T5-T6 for details

Guardrail anchor terminal

See sheet T1- T2 for details

Guardrail System

See sheet T8 for details

Concrete wall barrier type 32

End Enchorage of

See sheet T9 for details transition section

Concrete wall barrier type 32

14+26

13+40

13+50

-1.0%

14+22

P R

P T

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

L N B T

A O

.d g n

NM FLAP TAO B007(1)

20'10'0

Scale in Feet

C TCR B007L

Rio Hondo

Edge of Travel Way

Bridge #3807

Toe of fill

Limits of construction

MGS System

Transition Railing, End Structure

10.17' LT

13+47.62

Parking Area

PARKING / PULLOUT AREA

D1-5

Toe of fill

D1-1

D1-2 D1-3

D1-4

D1-6

D1-7

D1-8

D1-9

D1-10

D1-11

D1-12

D1-13

D1-14

D1-15

D1-16 prior to riprap placement

Place sign foundation

P R

P O

P C

P T

P O

U S

E R

STATE PROJECT

NUMBER

SHEET

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

L N B T

A O

.d g n

NM FLAP TAO B007(1)

V P I

E L

-2.898%

-15.740%

30' VC

V P I

E L

-15.740%

-5.648%

30' VC

K=2 K=3

20'10'0

Scale in Feet

PLAN AND PROFILE - APPROACH ROAD

Rio Hondo

Bridge #3807

Curve Data

4.00' LT

200+41.66

4.00' RT

200+38.17

200+00 200+30200+10 200+20 200+40 200+50 200+60 200+70 200+80 200+90

Match Existing Elev.

End Approach Road

200+97.70

Limits of construction

Profile grade

Existing ground

200+00.00

14+28.44 =

Edge of Travel Way

C TCR B007L

Travel Way

Edge of

L C Approach Road construction

Limits of

5'R

Proposed grade TCR B007

Toe of fill

Top of cut construction

Limits of

Curve = P_AR_REV-1

PI 200+59.45

R = 100.00'

T = 10.78'

L = 21.48'

Curve P_AR_REV-1

End Approach Road

200+97.70

Match B007 TCR Elev.

200+24.35

Begin Approach Road

4.00' LT

200+70.15

4.00' RT

200+70.15

9.91' LT

200+07.80

TCR B007 road

Match proposed

200+24.35

Approach Road

Begin See sheet T7-T9 for details

Concrete wall barrier type 32

Toe of fill

9.02' RT

200+32.21

8.97' RT

200+33.17

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

R S B T

A O

.d g n

NM FLAP TAO B007(1)

P C

P R

P T

P C

P R

P T

Curve = PB_007-1 Curve = PB_007-2 Curve = PB_007-3 Curve = PB_007-4

L = 56.64'

Curve = PB_007-5

L = 70.66'

Curve = PB_007-6

PI 15+27.85

L = 141.78'

CONTROL PLAN

EROSION AND SEDIMENT

NOTE:

Use this plot to develop SWPPP according to Section 1571.

100'50'0

Scale in Feet

.4 8'

P O

0P C

P T

P O

Curve PB_007-3

SECTION A-A

Riprap thickness, T = 3.4' Class 7

Placed riprap, Method B

RIPRAP DETAILS

251-A

Flow

Class 1 drainage geotextile

G1-1

G1-2

G1-3

G1-4

G1-5 G1-6

G1-7

G1-8

G1-11

G1-12

G1-13

G1-10

G1-14

G1-15

G1-16

G1-17

G1-18

Varies (65'-87')

NO SCALE

SECTION B-B

Riprap thickness, T = 3.4'

Class 1 drainage geotextile

Class 7

Placed riprap, Method B

Varies (15.4' -16')

NOTE:

SECTION C-C

Riprap thickness, T = 1.5'

Class 1 drainage geotextile

Class 3

Placed riprap, Method B

G1-9

Streambed

Toe of slope

Clearing and construction limits

willow stakes conforming to Section 251.

Cover Riprap with topsoil. Apply seed mix and plant with locally source

Detail section A-A and B-B applies for both abutment.

SPECIAL

U.S. CUSTOMARY SPECIAL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

NM FLAP TAO B007(1)

3T3T

Pvmt_CL_Layer3

Shdr_Wedge_Layer2_L

Pvmt_CL_Layer1Pvmt_CL_Layer2

Block_3

Pvmt_CL_LayerTop

Pvmt_ETW_Layer3_L Shdr_EOP_Layer3_L

Pvmt_ETW_Layer1_LPvmt_ETW_Layer2_L Shdr_EOP_Layer1_L

Shdr_Outside_Layer3_L

Pvmt_ETW_LayerTop_L

Shdr_EOP_Layer2_L

14+30.00

Shdr_Outside_Layer1_L

Shdr_Outside_LayerTop_L to cost of gabions) faces of gabion wall, subsidiary

( at back and bottom

Type IV-E geotextile

6' basket (typ.)

3' x 3' gabion

Existing ground

Finished ground

Anchor per manufacturer's recommendation basket

Gabion basket

Tie upper

Tie basket

TYPICAL CONNECTION DETAIL

253-A

NO SCALE

for station offset and elevation

See table in this sheet

Base Point

GABIONS DETAILS

See sheet G1 for details

Class 7, 3.4' thickness

Placed riprap, Method B, G2

Class 1 drainage geotextile

Fill (unclassified borrow)

SPECIAL

U.S. CUSTOMARY SPECIAL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U S

E R

STATE PROJECT

NUMBER

SHEET

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

NM FLAP TAO B007(1)

STATE

PROJECT

JOHN DUNN BRIDGES

NM FLAP TAO B007(1)

NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

TAOS COUNTY RD. B-007 OVER RIO HONDO

BRIDGE NO. 9986

TAOS COUNTY, NEW MEXICO

DRAWING NO.

DATE

JULY 2021 of 22

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

C. AGUILAR

CHECKED BYDRAWN BY

D. BEAN

REVISIONS

DATENO.

REVISIONSBY

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

G A .d g n

Ri o

Hon do

13+00 grade

Proposed

C Bridge

E 1,800,022.04 N 2,014,124.10 14+08.50 End Bridge

(typ. @ C Bridge) 60°0'0"

L grade

Proposed

W in g w a ll ty p structure

Location of

L roadway edge of

Existing

B007

C TCR

C TCR B007)

ground line (at Existing

14+00

- to be removed

Existing bridge

S h ld r

L a n e

E L .2

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

B e g in B r id g e

E L .8

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

E n d B r id g e

FIX EXP

El. 6505.08

Low chord

L L

50'-0" (measured along C Bridge)

NMDOT Type A32

Metal Railing

V P I

E L

+1.000% +6.200%

K = 8

30' VC

K = 7

-3.300%+1.000%

V P I

E L

Toe of slope

(typ.)

guardrail

Proposed

(typ.)

Class 3, 1'-6" thickness

Placed riprap, Method B, PLAN

SECTION

(Taken at C TCR B007)

PROFILE GRADE DIAGRAM

GENERAL PLAN AND ELEVATION

1" = 20'-0" E. SCHAWO

RG3230-A

Q Vm

WS EL.

4.2

7.2

7.7

7.1

(cfs) (ft/s)

6499.12

6503.04

6503.87

6506.45

DATA TABLE

HYDRAULIC

edge of water

Approximate

E 1,799,987.77 N 2,014,167.20 13+53.30 Begin Bridge

S35°43'18"E

(Taken at C TCR B007)

+1.000%

(Typ.)

Micro Pile

40' VC

(T y p

L = 56.64' T = 29.10' R = 100.00'

PI 13+28.34

Curve = PB_007-4

L = 70.66' T = 36.88' R = 100.00'

PI 14+22.42

Curve = PB_007-5

13+55.06 CL Brg./CL Construction

14+06.47 CL Brg./CL Construction

14+04.81, 1.89' RT

CL Brg./CL Bridge

13+55.06, 0.00' LT

CL Brg./CL Bridge

See Sheet G1 for Details Class 3,1'-6" thickness Placed riprap, Method B, See Sheet G1 for Details Class 3,1'-6" thickness Placed riprap, Method B, 55'-2 3/8" Back to Back of Backwall

30°0'0" LF Skew

29'-3 1/4" Deck Width

CIP Concrete Deck

Precast, Prestressed Concrete Slab

HL93 Live Load

Single Span

Est. Elev.= 6469

Est. Elev.= 6479

S h ld r

50Q Scour Depth = 2.97 ft.

Q Scour Depth = 3.15 ft.100

1.5

(Typ.)

See Guardrail sheets for details.

Thrie-Beam Transition Elev. 6507.31

Sta. 13+55.06

C Brg. Abut. 1

Elev. 6507.80

Sta. 14+04.81

C Brg. Abut. 2 +1.000% structure

Location of

PROFILE GRADE DIAGRAM

Roadway surface to match into bridge surface.)

(Bridge construction is to be done on 1.0% grade at C bridge.

(Taken at C Bridge)

Verification Test

Micropile Load

Freeboard

2'-0" min.

EL. 6503.04

surface

Q Water to l o w c h o r d

Test

Verification

Load

Micropile

15551

L I C

E S S

I O

E R

N B

9/24/2021

PROJECT

JOHN DUNN BRIDGES

NM FLAP TAO B007(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 B .d g n

SPECIFICATIONS

GENERAL NOTES

Program Version 6.8.

using the AASHTOWare Bridge Rating

Resistance Factor Rating (LRFR) methods

Load Factor Rating (LFR) and Load and

These ratings were computed by the

Note:

MATERIALS

MISCELLANEOUS

ESTIMATED QUANTITIES

GENERAL NOTES &

NONE E. SCHAWO

RG3230-B

The metal railing shall 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 deckper section 552 of the

Deck Slab:

and local laws.

All material shall become the property of the contractor and shall be removed in accordance with all federal, state associated to the demolition plan shall be incluced in the bid amount for item 20301-0400 Removal of Bridge.

Contractor shall submit a demolition plan to Contracting Officer for approval. All labor, equipment and material

Removal of Existing Bridge and Structures:

information on the on-site soils.

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

Structrure Exacation and Backfill:

See Micro Pile Details Sheet.

Micro Pile:

See General Framing Plan Sheet.

Lateral Post-Tensioning:

See Precast Slab Detail Sheets for information.

Concrete shall be Class P (Prestressed).

Prestressed Concrete Slab Girders:

See Precast Slab Detail Sheets.

Prestressing Steel:

shall be non-coated.

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

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 = 105°42'25" W

Latitude = 36°32'02" N

Seismic Design:

Live load surcharge.

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

Bridge No. 9986 replaces existing Bridge No. 3807.

Bridge Replacement:

The weight limit for existing Bridge No. 3807 is 8 tons.

Weight Limit

Officer prior to shipment of the members.

fit-up must be performed and documented by the Contractor and submitted to and accepted by the Contracting

Contractor shall pre-assemble all panels in the yard, use blocking to simulate the support of the members. Yard shipping from the precast plant. Verification of alignment of post-tensioning ducts is particularly critical. The

The Contractor shall ensure that the precast prestressed slab members will fit-up and align properly before

Yard Fit-up:

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:

exceeding 0.5 inches between abutting girders shall be adjusted by jacking, weighting, or other approved means.

maximum gap dimension of 0.5 inches between abutting girders will be allowed. Any differential camber

Differential camber between adjacent girders shall not exceed 0.5 inches at the time of deck slab placement. A

Differential Camber:

camber data and finished deck elevation verification to the Contracting Officer for approval prior to any deck work.

information to verify camber and finished deck elevations. The Contractor shall submit the girder profile data, each completed line of girders to calculate existing girder camber elevations. The contractor shall use this

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

Verification of Girder Camber:

shown on NMDOT standard drawing 543-09.

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

Bridge Number Plates:

bridge number plate.

(3) Includes the cost of furnishing and installing steel curb, coating, Natina stain, shown for Abutment details

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

(1) Contract Quantity

QUANTITY NOTES:

15551

L I C

E S S

I O

E R

N B

5 6

P T

P C

T 200+

00.00

200+

PROJECT

JOHN DUNN BRIDGES

NM FLAP TAO B007(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

14+00

R io H o n d o grade

Proposed

C Bridge

(typ. @ C Bridge) 60°0'0" grade

Proposed roadway edge of

Existing

B007

C TCR

C TCR B007)

ground line (at Existing

- to be removed

Existing bridge

(Taken at C TCR B007)

PLAN

SECTION

edge of water

Approximate

L L

E 1,799,988.82

N 2,014,165.80

13+55.06

13+50

LEGEND

BORE HOLE

SW-01

SW-02

10/20/2020

P-01

P-02

P-03

P-04

P-05

P-06

P-07

P-08

P-9

P-10

P-11

P-12

P-13

P-14

P-15

P-16

2'-6"

Micro Pile

~6503.5 Ft.

SW-01

Boring Designation

Date of Completion

USCS Symbol

During Drilling

Groundwater Level

Elevation of Boring

Approximate

Micro Pile

56/10"

76/10"

86/77

Driven

Blows per Foot or Blows per Inches and Penetration Test Resistance in

Standard Penetration Test Sample

Date

Rock Core

Recovery (%)

Bottom of Boring

Designation RQD (%)

Rock Quality

Basalt

Sandy Lean Clay

(CL) Lean Clay to

Gravel

Sand with Clay and

(SP-SC) Poorly Graded

Silt

Graded Gravel with

(GP-GM) Poorly

Gravel

(SM) Silty Sand with

Gravel

(SC)Clayey Sand with

~6501 Ft.

SW-01

10/21/2020

96/90

100/86

92/70

100/54

100/70

100/36

50/0.5"

76/10"

56/10"

50/5"

50/4" 100/0

74/36

78/20

98/54

C Brg. Abut. No. 1

FOUNDATION LAYOUT

1" = 10'-0" E. SCHAWO

RG3230-C

E 1,800,018.01

N 2,014,125.21

14+04.81, 1.89' RT

C Brg. Abut. No.2

C Brg. Abut. No. 2

C Brg. Abut. No. 1

~6503 Ft.

SW-02

Est. Elev.= 6469

Est. Elev.= 6479

7'-0"

VP-1

PILE

VERIFICATION

15551

L I C

E S S

I O

E R

N B

PROJECT

JOHN DUNN BRIDGES

NM FLAP TAO B007(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

Notes

Typical Section

Micropile Detail

5'-0"

15°0'0

1'-6"1'-6"

A B

A A

B B

Full Hex Nut

Bearing Plate

Half Hex Nut

(Per Table)

All Threaded Steel Bar

N o C a s in g J o in ts h

Grout

(Per Details)

Bottom of Pile Cap

Casing Per Table

Top of Competent Rock

B o n d Z o n e

Top of Bond ZoneSection A-A Section B-B

Grout

Bar

All Threaded Steel

Grout

Bar

All Threaded Steel per Table

Casing

C MicropileL

Bearing Plate

16"x16"x1/2"

5/16

Bottom of Pile Cap

P il e E m b e d

Pile Spacing Pile Spacing

Micropile Connection

Bearing Plate Detail AASHTO M 270, Grade 36

Dia. Hole

2 1/4"

1/2" Plate

MICRO PILE DETAILS

" = 1'-0"4

1 E. SCHAWO

RG3230-D

8"8"

5-ft. on Ctr. Max.

Centeralizers

(Min.)

Diameter = 7"

Rock Socket or galvanization).

13. Corrosion protection is required for the reinforcing center bar (epoxy coating interim Specifications.

ANSI/AASHTO/AWS D1.5-2010 Bridge Welding Code including the 2012

12. Welding shall conform to the requirements of the American Welding Society, Reinforcing shall not be cut or omitted.

11. Footing reinforcement spacing shall be adjusted around micropiles.

at centerline of pile.

footing. Embedment shown is from bottom of footing to top of bearing plate

10. Micropile embedment shall be measured perpendicular to the bottom of the of the pile and bottom of footing, as shown.

9. Horizontal dimensions to micropile are from the intersection of the centerline

Micropile lengths may be slighlty longer.

8. All micropile measurements taken from vertical and are not lengths.

installation of micropile.

indicated on plans, the Contracting Officer shall be notified prior to confirmed by the Contracting Officer. If hard rock depth is deeper than

7. Top of hard rock is estimated and shall be verified by the contractor and micropile table.

6. Minimum Casing length shall be the most stringent value presented in exceed the ultimate strength of the reinforcing steel.

provided by the bar manufacturer. The strength of the component parts shall

5. Reinforcing steel component parts, including nuts and bar couplers, shall be respectively. Embed reinforcing steel as shown on this drawing.

A722 with a minimum yield strength of 75ksi and ultimate stress of 150 ksi,

4. Provide reinforcing steel in the micropile conforming to ASTM A615 and ASTM

ASTM A252 and API N-80.

3. Provide casing with the dimensions shown on this drawing conforming to

28 days of 5000 psi.

2. Provide cement grout for micropiles with a minimum compressive strength at strength of 10 kips per square foot (ksf).

1. Minimum bond length based on assumed nominal grout-to-ground bond

15551

L I C

E S S

I O

E R

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PROJECT

JOHN DUNN BRIDGES

NM FLAP TAO B007(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

"16 933'-9

"16 1316'-10"16

1316'-10

60°0'0"

ELEVATION

PLAN

TYPICAL SECTION

3'-0" 3'-0"

36'-0"

3'-0"

36'-0"

3'-0"

LC Brg.

8'-0"

3'-0"

1'-6" 1'-6"

1'-6" 2'-6" 2'-6" 1'-6"

ABUTMENT DETAILS

RG3230-E

10'-0" 10'-0"5'-0"5'-0"

LC Bridge

Abut. No. 2 (Rt.)=6499.31

Abut. No. 1 (Rt.)=6498.81

Abut. No. 2 (Rt.)=6502.31

Abut. No. 1 (Rt.)=6501.81

Abut. No. 2 (Rt.)=6505.31

Abut. No. 1 (Rt.)=6504.81

Abut. No. 2 (Lt.)=6507.81

Abut. No. 1 (Lt.)=6507.31

Abut. No. 2 (Lt.)=6502.48

Abut. No. 1 (Lt.)=6501.98

Abut. No. 2 (Lt.)=6499.48

Abut. No. 1 (Lt.)=6498.98

(Rt.)=6507.64

Abut. No. 2

(Rt.)=6507.14

Abut. No. 1

"16 933'-11

"16 1316'-11 "16

1316'-11

Verify total girder width requirement with yard fit-up prior to casting wingwalls above seat elevation.

Between Girder and Wingwall

1" Joint Filler Material Between Girder and Wingwall

1" Joint Filler Material

10'-0" 10'-0"

Hole (Typ.)

2" Weep to avoid reinforcing and alignment

Adjust location

Hole (Typ.)

2" Weep

Looking up station

(Lt.)=6504.98

Abut. No. 2

(Lt.)=6505.48

Abut. No. 1

A b u t.

N o

A b u

t. N o . 2

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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

18'-0"

3'-0"

1'-6" 1'-6"

7'-8"

"16

LC Bridge

"16 933'-9

"16 1316'-10"16

1316'-10

6" 2"

18'-0"

"16 1326"

LC Bridge

LC Brg.

"16 1316'-10

PLAN - PILE CAP REINFORCMENT PLAN - SEAT REINFORCEMENT

17 Spa.@1'-0"=17'-0"

(18) #8AB2 (TOP AND BOTTOM MATS)

Q .S

P A

O P A

N D B

O T

T O

M M

A T S

#8AB2

(9)#8AB1

#4AB3

(9)#8AB1

#8AB2

(4)#8AB4

#4AB6

#4AB5

17 Spa. @ 1'-0" = 17'-0"

E q .S p a

#4AB3#4AB3

#8AB1#8AB1

33 Spa. @ 6" = 16'-6"

(34) #4AB6

"16 1316'-10

"16 31'-1

#8AB4

#4AB5#4AB5

(34) #4AB6

33 Spa. @ 6" = 16'-6"

E q .S p a

C lr

2" Clr.

8'-0"

(9) #8AB1

(TOP AND BOTTOM MATS)

W/REINFORCEMENT

TYPICAL SECTION

(18) #8AB2 (BOTTOM MAT)

(18) #8AB2 (TOP MAT)

ELEVATION - PILE CAP REINFORCEMENT ELEVATION - SEAT REINFORCEMENT

ABUTMENT DETAILS CONT.

RG3230-F

(Fixed Abut.)

@ 1'-0" Spacing

#6AB7

2" Clr.

E q .S p a

(4)#8AB4

=2'-8" 3 Eq.Spa

E q .S p a

A b u t.

N o

A b u

t. N o . 2

& Wingwall (Typ.)

Between Superstructure

1" Joint Material

& Wingwall (Typ.)

Between Superstructure

1" Joint Material

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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

ELEVATION

WINGWALL DETAILS

RG3230-G

LC Brg.LC Brg.

PLAN

5'-0"

1'-0" 4'-0"

5'-0"

1'-0"4'-0"

Pile Cap

Girder Seat

Pile Cap

Girder Seat

WH Bars

WV BarsWV Bars

WH Bars

#9WH1 Bars

S p a

#4WV1 5 Eq. Spa.=4'-8"

& Wingwall

Between Superstructure

1" Joint Material

#4WH5

Abutment No. 2 - Looking Up Station

Abutment No. 1 - Looking Down Station

#4WV1 thru #4WV6

W H t h r u

#4WV6

#4WH4

A b u t.

N o

A b u

t. N o . 2

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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 g n

15'-0" 15'-0" "8 318'-5

END DETAIL OF TIE ROD

POST-TENSIONING NOTES:

DESIGN DATA

As = 0.785 Sq.In.

No. Req'd: 3

Size: 1 inch Diameter

(AASHTO M 275, Type II) fpu = 150 ksi Threaded RodPost-tensioning Steel:

Post-tensioning Concrete: f'c = 9,500 psi

Design according to AASHTO LRFD Bridge Design Specifications, 9th Edition

"8 51'-6

1" washer at each end. (typ.)

with heavy hex nut and tie rod threaded both ends

1" Dia. high strength steel dia. hole centered.

bearing plate with 1 1/4"

5 1/2" square x 1" thick precast slab

Bottom of precast slab

Top of non-shrink grout.

fascia flush with tightened, fill recesses in

After tie rods are under turned nut.

nut. Place circular washer washer under non-turned

Place load indicator

C BridgeL

FRAMING PLAN

C 2 1/4" Dia. P/T DuctL

51'-0" (Girder Length)

50'-0" (C Brg. to C Brg.)L L

C 2 1/4" Dia. P/T DuctL C 2 1/4" Dia. P/T DuctL L Abut. No. 2

C Brg.

L Abut. No. 1

C Brg.

B r id g e

15'-0" 15'-0""8 318'-5

LC 2 1/4" Dia. P/T Duct C 2 1/4" Dia. P/T DuctL C 2 1/4" Dia. P/T DuctL

RAIL POST SPACING

See NMDOT Standard Drawings 543-06 for details.

Anchor plate and bolts to be cast into exterior girders.

Note:

8 Spaces @ 6'-0" = 48'-0" 1'-6"

L Abut. No. 2

C Brg. L Abut. No. 1

C Brg.

1'-6" 8 Spaces @ 6'-0" = 48'-0"

S p a c e s

S p a c e

30°0'0"(Typ.)

GENERAL FRAMING PLAN

" = 1'-0"8

1 E. SCHAWO

RG3230-H

"8 51'-6

6" be paid for with item 55240-0000 Grout.

pockets between the precast slab members wit non-shrink grout shall

8. All labor, equipment and material associated to filling the keyway price for item 55303-0000 Prestressing System.

post-tension ducts shall be considered included in the lump sum bid

7. All post-tensioning steel, accessories, tensioning and grouting of the surface using non-shrink grout.

recesses. Anchor recesses shall be grouted and finished flush with

6. Excess tie, if any, shall be cut off to allow proper grouting of anchor minimum of 8" and maximum of 12" UNC (Coarse) threads on each end.

5. Tie rods shall be continuous using a threaded rod with no splices and a shall be fully tensioned prior to grouting the keyways between girders.

girders to prevent leakage during the injection of the grout. Tie rods

Contractor shall be responsible to provide adequate seals between the

4. Post-tensioning ducts shall be grouted with a non-shrink grout.

shall be tensioned beyond 0.8xAs fpu.

specified tension before proceeding with the final tensioning. No tie rod load indicator washers. Tighten all tie rods to about one half of the

3. Tighten tie rods to a tension of 40 kips using mechanically galvanized per ASTM A123.

to ASTM F 436. Tie rods, plates, nuts and washers shall be galvanized located on non-tensioning end of rod. The circular washer shall conform to ASTM A36. Heavy hexagon nuts shall conform to ASTM F959, and be minimum tensile strength equal to 150 ksi. Bearing plates shall confirm end and shall conform to the requirements of ASTM A 722 with a

2. Tie rods shall be 1 inch diameter with a nut and bearing washer at each alternative to the Contracting Officer for approval.

to be used, the Contractor shall submit design calculations for the the use of 150 ksi threaded rods. If a different post-tensioning steel is

1. Post-tensioning requirements shown on these drawings are based on

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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

TYPICAL SECTION

"4 15'-10

50'-0"6"

Varies 15'-0" 15'-0" Varies 6"

3" 3"

51'-0"

Weight Release

Camber @

Erection

Camber @

Deflection

Dead Load

39.2 Tons 0.40 in. 0.68 in. 0.43 in.

LC 2 1/4" Dia. P/T DuctLC 2 1/4" Dia. P/T DuctLC 2 1/4" Dia. P/T Duct

60°0'0"

G ir d e r

2 1/4" Dia. P/T Duct 2 1/4" Dia. P/T Duct 2 1/4" Dia. P/T Duct

3" (92) #4B4

(92) #4B2 93 Spaces @ 6" = 46'-6"

50'-0" (C Brg. to C Brg.)L L

LC Brg.LC Brg.

C Brg. C Brg.

C G ir d e r

L horizontally extend strands 4" each end of girder

4 Bent strands at

(fpe = 39,503 Lbs. per strand, Losses = 5,047 Lbs. per strand)

(30) 0.6" Dia. Strands

3"3"

(7)#4B1

"4 16 Eq. Spaces=5'-4

30 spaces @ 2"=5'-0" "8 15"8

"8 12'-11 "8

12'-11

Clr.

C lr

#5B5

#4B4 or

#5B3

#4B2 or

GIRDER PLAN - PRECAST, PRESTRESSED CONCRETE SLAB, 5 REQ'D.

GIRDER ELEVATION - PRECAST, PRESTRESSED CONCRETE SLAB, 5 REQ'D.

LC Joint

DETAIL "A"

51'-0"

3/8"

1/4"

3/4"

Detail "A"

(Typ.)

3/4" Chamfer

Girder

Top of

93 Spaces @ 6" = 46'-6"

(92) #4B4

(92) #4B2

(9) #5B5

(9) #5B3

=2'-0"

@3"

8 Spa.

=2'-0"

@3"

8 Spa.

(9) #5B5

(9) #5B3

=2'-0"

(9)#5B5

(9)#5B3

8 Spa.@3"8 Spa.@3"

(9)#5B5

(9)#5B3

=2'-0"

0.6" Prestressing Strand

Strands

(4) 0.6"

Strands

(26) 0.6"

10" 2'-8" 10" "8 19"8 of exterior girders.

Omit key at outside edge

T D u c t

Bent strand at each end of girder

PRECAST SLAB DETAILS

AS NOTED

RG3230-I

B r g

P a d

C Girder & Brg. Pad

Note: #4B2 and #4B4 bars may be adjusted to avoid conflicts wiht P/T Ducts.

PRECAST SLAB DATA

#4B1

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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 g n

DESIGN DATA

GENERAL NOTES

Bar Type Size "R"

#4B1 1 4 50'-8"

Length No. Req'd

#4B2 2 4 16'-9" 92

#5B3 2 5 1 1/4" 16'-9" 18

Length

6'-3"

2'-0"1'-0" 1'-0" 1'-1 1/2"1'-1 1/2"

#4B4 3 4 92

#5B5 3 5 1 1/4" 18

PRECAST SLAB REINFORCING

"4 15'-10

EXTERIOR SLAB TYPICAL SECTION

PRECAST SLAB DETAILS CONT.

RG3230-J

S10

12'-11"

12'-11" avoid plate.

needed to

#5B5 bars as

Trim #4B4 or for dimensions and details.

1. See typical section detail on Precast Slab Detail sheet

Note:

with ASTM A 153.

noted otherwise. Bolts, nuts, and washers shall be galvanized in accordance

Anchor bolts shall conform to ASTM A307. Nuts to ASTM A 36, Grade A, unless

Anchor Bolts

Structural steel shall conform to ASTM Specification A 36

Structural Steel f'c = 4.5 ksi

Composite Slab fy = 60 ksi

Conventional Reinforcing Bars fpy = 53.5 kips per strand fpu = 59.4 kips per strand

0.6" Dia. Seven wire low relaxation strands

Prestressing Steel f'c = 9.5 ksi f'ci = 7.0 ksi (min. comp. strength of concrete at time of initial prestress)

Concrete Class P (Prestressed)

Girders

Design according to AASHTO LRFD Specifications, 9th Edition.

8. Type III cement may be used at the fabricator's option.

allowed to offset seating losses.

43,900 lbs. per strand. Slight overstressing up to 46,800 lbs. per strand will be the requirements of AASHTO M-203 (Grade 270). Initial prestressing force shall be

7. The design shown is based on the use of 0.6" diameter low-relaxation strands meeting superimposed dead load at erection.

6. Dead load deflection is the computed deflections due to weight of slab and means.

Camber growth is to be limited by weighting, fabrication scheduling or other approved predicted camber at erection dimension by 1 inch at the time of deck slab placement.

to 90 days. The Contractor shall limit the camber growth to a value not to exceed the prestressing with the weight of the girder acting, with an allowance for camber growth

5. The camber at erection dimension listed is the calculated value due to the effect of transversely after initial set (min. depth = 1/4" accross entire flange width).

4. The top surfaces of the girders are to be thoroughly wire brushed and scored

Contracting Officer prior to use. Girder ends shall be placed on blocks.

cast, stored, and hauled in upright position. Lifting devices must be approved by the

3. Girders to be lifted by means and devices satisfactory to the fabricator. Girders to be coated reinforcing steel.

2. Reinforcing bars in the precast, prestressed concrete slab members shall be epoxy

Precast, Prestressed Concrete Slab.

precast slab members are to be included in the unit price for bid item no. 55302-3500

1. Cost for reinforcing bars, structural steel, anchor bolts and P/T ducts embedded in

15551

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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

"8 12'-11 "8

12'-11

LC Brg. Pad

LC Girder

SUPERSTRUCTURE DEPTH DETAIL

"8 12'-11"8

12'-11

LC Brg. Pad

LC Girder

LC Brg.

PLAN - GIRDER END

D E P

T H

G I R

D E

R H a u n c h

D e c k

S u p e r D e p th

P a d

B e a r in g

1'-10" 1'-10"

ELASTOMERIC BEARING PAD DETAIL

BEARING DETAILS

RG3230-K

S11 length of abutment

Full width and joint filler

Extruded polystyrene

LC Brg. Pad

C Brg.

C Girder

C Brg. Pad

Thickness = 1 inch

Shear Modulus = 0.13 (Minimum)

Hardness = 60 Durometer

3'-8"

15551

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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

50'-0"

"16 953'-5

DECK REINFORCING

C B r id g e

E q

S p a

106 Spaces @ 6"=53'-0"

(107) #4TT1

C Brg. Abut. No. 1L L

Abut. No. 2

C Brg.

p a c e p a c e

DECK PLAN

RG3230-L

S12

2 13/16" 2 13/16"

1'-8 13/16"1'-8 13/16"

15551

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JOHN DUNN BRIDGES

NM FLAP TAO B007(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

M .d g

KEYWAY GROUT DETAIL

M a x joint required to seal rod where

Insert backer

Driving LaneShoulder Shoulder

Type A32

Metal Railing

NMDOT

Type A32

Metal Railing

NMDOT

543-06 for details

See NMDOT Standard Drawings

NMDOT Metal Railing Type A32

TRANSVERSE SECTION @ POST TENSION

PARTIAL TRANSVERSE SECTION

C o n c r e te D e c k

N o m in a l)

#5TL Bars

#4TT Bars

Sides round. Typ. Both

Form with 3/4" half

Drip groove 1 Washer under nut.

Tack weld to Bottom Plate.

1" Dia H.S. Anchor Bolts joint with silicone.

Fill chamfer and and no direct measurement or payment will be made.

silicone application shall be incidental to the project

1. All material, labor and equipment associated to the

Note:

12'-0" 1'-6"1'-6"

4 spaces @ 5'-10 1/4" = 23'-5"

Precast, Prestressed Concrete Slab

(5) 5'-10 1/4" (Nominal Wide) x 21" Deep

2'-11 1/8"2'-11 1/8"

29'-3 1/4"

14'-7 5/8" 14'-7 5/8"

7'-1 5/8" 7'-1 5/8"

TYPICAL SECTION

RG3230-M

S13 rod openings and lifting strap pockets.

6000 psi, whichever is greater. Grout all keyways, tie

72 hours or until the grout reaches design strength of pouring grout, keyway grout shall be water cured for rodded to adequately consolidate the grout. After

24 hours prior to placing grout. Shear keys shall be grout when slabs are offset. Keep keyways moist for

Fill all keyways to top with non-shrink grout. Taper

5. Fill post tension ducts and keyways between slab members with non-shrink grout.

4. Tension all tie rods to final specified tension.

3. Tension all tie rods to about one half of the specified tension.

2. Insert post tensioning rods and appurtenances.

1. Place precast slab members on bearings in thier ultimate location.

CONSTRUCTION SEQUENCE FOR GROUTING AND LATERAL POST TENSIONING

C o n c r e te D e c k

N o m in a l)

C o n c r e te D e c k

N o m in a l)

1.0% 1.0%

C BridgeL

Profile Grade

TL - Top Longitudinal Reinforcing

TT - Top Transverse Reinforcing

15551

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JOHN DUNN BRIDGES

NM FLAP TAO B007(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w…

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