AZ FTFS 275(1) Plans.pdf

PDF 22 MB Posted Jul 13, 2020

Attached to: AZ FTFS 275(1) Stone Creek AOP Improvements
Solicitation number: 6982AF20B000016
Issued by: Department of Transportation Federal Highway Administration

About this file

Written by GovTribe AI · Dec 27, 2023

This document package includes plans, specifications, and summaries for the AZ FTFS 275(1) Stone Creek AOP Improvements federal contract opportunity. The project involves improvements to approximately 5.5 miles of an existing gravel road located on the Apache-Sitgreaves National Forest in Arizona, including upgrading the roadway surface, installing drainage structures, constructing a concrete low water crossing, installing fencing, and implementing erosion control measures. Key requirements include furnishing and placing approximately 50 tons of roadway aggregate, constructing a 14'-2" x 9'-10" structural plate pipe arch culvert, installing over 350 linear feet of new barbed wire fencing, and establishing turf on 1,700 square yards of disturbed areas. The contract was awarded through an invitation for bid process led by the US Department of Transportation Federal Highway Administration.

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Other files

File	Type	Posted
Bid Tabs - AZ FTFS 275(1) Stone Creek AOP Improvements.pdf	PDF	Aug 24, 2020
Bid Opening Summary AZ Stone Creek.pdf	PDF	Aug 11, 2020
Questions and Answers - Stone Creek AOP Improvements 08062020.pdf	PDF	Aug 6, 2020
Questions and Answers - Stone Creek AOP Improvements.pdf	PDF	Jul 27, 2020
az275(1)_FinalHydraulicsdocx.pdf	PDF	Jul 13, 2020
IFB - AZ FTFS 275(1) Stone Creek AOP Improvements Final.pdf	PDF	Jul 10, 2020

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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)

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

A S y m b

A Z F

T F S

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

AOP IMPROVEMENTS

AZ FTFS 275(1)

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

Sheet 2 of 2

36 31

6 1

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)

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

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

A S y m b

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

102+

201+00

16+

17+00

18+00

C P ip e

Ar ch C ul ve rt

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

A S it e M a p

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

AOP IMPROVEMENTS

AZ FTFS 275(1)

SITE MAP

Forest

National

Apache-Sitgreaves

.3 m il e s

F e a s te r

T o

6.4 m iles

Alpine To

100'50'0

Scale in Feet

Stone Creek Road

B ob Thom as C reek

S to n e C re e k

Low Water Crossing

Structural Plate Pipe Arch Culvert 14'-2" Span X 9'-10" Rise

Existing Edge of Gravel

E: 1034847.32

N: 1043895.92

Station 11+50

AZ FTFS 275(1)

Begin Option X

E: 1035296.10

N: 1044286.25

Station 18+50

AZ FTFS 275(1)

End Schedule A

East Diversion Road of potential Approximate centerline

West Diversion Road of potential Approximate centerline

Do not disturb tree

NOTE:

of potential cabin remnants.

Notify USFS Archaeologist prior to breaking ground to allow for identification1.

of cabin remnants Approximate location

E: 1035227.79

N: 1044015.12

Station 15+50

AZ FTFS 275(1)

Begin Schedule A

End Option X

Waters of the US

NO SCALE

NOTE:

Average 16 ft

Hinge point

1:4

Cut slope

(variable)

SubgradeSubgrade

Traveled way Traveled way ditch

Graded

cut slope

Rounded limit stake

Slope

5' limit

Slope stake

Existing ground

B=5'F=5' aggregate) roadway

(top of

Profile grade

8' 8'

Existing width varies

Match Existing Match Existing

MAINLINE

SCHEDULE A

TYPICAL SECTIONS

Existing aggregate base depth varies

Station to Station

LENGTH OF PROJECT

(ft)

Roadway Description

TOTAL (mi) - Schedule A

TOTALS (ft) - Schedule A

TOTAL (mi) - Option X

TOTALS (ft) - Option X

Clearing and construction limits

5' method 2

4" Roadway aggregate, 2.

Fill slope

1:4 (typ.)

Seeding and mulching limitsSeeding and mulching limits

1.3' 1.3'

16+70 to 17+70

TYPICAL SECTION

15+50 to 18+50

EXISTING TYPICAL SECTION

14+10 to 14+50

12+80 to 14+10

12+30 to 12+80

16+70 to 17+70

Option X

Schedule A

0.04

0.02

Refer to S-Sheets for additional information.

Place Roadway Aggregate, Method 2, according to Section 302.

reduce the B and F dimensions to the actual cut height.

Round all earth slopes and all rippable rock slopes. For cut heights less than B, 1:2 max slope for cut/fill.

slope ratios may be adjusted by the CO to assure adequate drainage and stability.

The gradient and width of roadway ditches and the excavation and embankment

9.3' 9.3'

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

R T y p S c h

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Average 16 ft

Existing width varies

Hinge point

1:4

Cut slope

(variable)

SubgradeSubgrade

Traveled way Traveled way ditch

Graded

cut slope

Rounded limit stake

Slope

5' limit

Slope stake

Existing ground

B=5'F=5' aggregate) roadway

(top of

Profile grade

Match Existing Match Existing

8-10' 8-10'

MAINLINE

OPTION X

TYPICAL SECTIONS

Existing aggregate base depth varies

Clearing and construction limits

method 2

4" Roadway aggregate, Fill slope

1:4 (typ.)

11+50 to 15+50

EXISTING TYPICAL SECTION

14+10 to 14+50

12+30 to 12+80

TYPICAL SECTION

Seeding and mulching limits Seeding and mulching limits

1.3' 1.3'

9.3-11.3' 9.3-11.3'

Refer to Sheet D1 for concrete low water crossing typical section.

Place Roadway Aggregate, Method 2, according to Section 302.

reduce the B and F dimensions to the actual cut height.

Round all earth slopes and all rippable rock slopes. For cut heights less than B, 1:2 max slope for cut and fill.

slope ratios may be adjusted by the CO to assure adequate drainage and stability.

The gradient and width of roadway ditches and the excavation and embankment

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

R T y p O p tX

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Sheet and Description

B3 B4 B5 B6 B7 B8 B9 B10 B11 B12 B13 0

Grading Summary

Surfacing Summary

Drainage Summary

Structural Plate Pipe

Arch Culvert

Erosion Control

Summary

Survey and Staking

Summary

Clearing and

Grubbing Summary

Turf Establishment

Summary

Fence Summary

Signing Summary

Temporary Traffic Control

Summary

Allowance Bid

Schedule

A0010 15101-0000 MOBILIZATION LPSM ALL

A0030 15214-0000 SURVEY AND STAKING, East Diversion

MISCELLANEOUS LPSM All ALL Road - 0.05 Miles

A0050 15215-3000 SURVEY AND STAKING, DRAINAGE

STRUCTURE EACH 1 1

A0070 15216-3000 SURVEY AND STAKING, TEMPLATE

CONTROL MILE 0.020 0.020

A0090 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0110 15401-0000 CONTRACTOR TESTING LPSM ALL

A0130 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0150 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 1,152 48 1,200

A0170 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

A0190 20103-0000 CLEARING AND GRUBBING SQYD 1,937 13 1,950

A0210 20301-0700 REMOVAL OF DELINEATOR EACH 2 2

A0230 20301-1900 REMOVAL OF PIPE CULVERT EACH 2 2

A0250 20302-0800 REMOVAL OF FENCE, BARBED WIRE LNFT 338 12 350

A0270 20401-0000 ROADWAY EXCAVATION CUYD 31 9 40

A0290 25101-2300 PLACED RIPRAP, METHOD B,

CLASS 3 CUYD 283 7 290

A0310 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 43 7 50

A0330 60103-0000 CONCRETE, HEADWALL EACH 2 2

A0350 60302-0000 STRUCTURAL PLATE PIPE-ARCH

14'-2" span x 9'-10" rise LNFT 48 48

A0370 61901-0900 FENCE, BARBED WIRE, 4 STRAND LNFT 338 12 350

A0390 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 10

A0410 62201-2750 MOTOR GRADER HOUR 10

A0430 62201-3000 HYDRAULIC EXCAVATOR HOUR 10

A0450 62301-0000 GENERAL LABOR HOUR 10

A0470 62511-2000 SEEDING, HYDRAULIC METHOD SQYD 1,669 31 1,700

A0490 62516-2000 MULCHING, HYDRAULIC METHOD SQYD 1,669 31 1,700

A0510 63308-2000 OBJECT MARKER, TYPE 2 EACH 2 2

A0530 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM All ALL

A0550 64704-1000 MITIGATION, STREAMBED MATERIAL CUYD 76 24 100

A0570 65001-1000 CONSTRUCT AND MAINTAIN

DIVERSION LPSM All ALL

MileStone: 100% Estimate Date Completed: In Progress Report Date: 06/25/20

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A -J u n -2

:2 P

Remarks and/or Determination of

Estimated Quantity Pay Item Description Unit

Estimated Quantities

A Z \2

R o a d w a y\

E st im a te s_ S ch ed u le s\ [F

S u m m a ry

A X .x ls m

]S h ee t

STATE PROJECT

FTFS 275(1)

AOP IMPROVEMENTSAZ

SHEET

NUMBER

Sheet and Description

B3 B4 B5 B6 B7 B8 B9 B10 B11 B12 B13 0

Grading Summary

Surfacing Summary

Drainage Summary

Structural Plate Pipe

Arch Culvert

Erosion Control

Summary

Survey and Staking

Summary

Clearing and

Grubbing Summary

Turf Establishment

Summary

Fence Summary

Signing Summary

Temporary Traffic Control

Summary

Allowance Bid

Schedule

X0010 15101-0000 MOBILIZATION LPSM ALL

X0030 15214-0000 SURVEY AND STAKING, West Diversion

MISCELLANEOUS LPSM All ALL Road - 0.05 Miles

X0050 15216-3000 SURVEY AND STAKING, TEMPLATE

CONTROL MILE 0.040 0.040

X0070 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

X0090 15401-0000 CONTRACTOR TESTING LPSM ALL

X0110 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

X0130 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 1,345 55 1,400

X0150 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

X0170 20103-0000 CLEARING AND GRUBBING SQYD 2,379 21 2,400

X0190 20302-0800 REMOVAL OF FENCE, BARBED WIRE LNFT 519 31 550

X0210 20401-0000 ROADWAY EXCAVATION CUYD 88 12 100

X0230 25101-2300 PLACED RIPRAP, METHOD B,

CLASS 3 CUYD 214 6 220

X0250 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 141 9 150

X0270 50101-0800 MINOR CONCRETE PAVEMENT,

REINFORCED, 8-INCH DEPTH SQYD 289 289

X0290 61801-0000 CONCRETE BARRIER LNFT 260 260

X0310 61901-0900 FENCE, BARBED WIRE, 4 STRAND LNFT 519 31 550

X0330 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 10

X0350 62201-2750 MOTOR GRADER HOUR 10

X0370 62201-3000 HYDRAULIC EXCAVATOR HOUR 10

X0390 62301-0000 GENERAL LABOR HOUR 10

X0410 62511-2000 SEEDING, HYDRAULIC METHOD SQYD 1,954 46 2,000

X0430 62516-2000 MULCHING, HYDRAULIC METHOD SQYD 1,954 46 2,000

X0450 63301-0000 SIGN SYSTEM EACH 2 2

X0470 63308-3000 OBJECT MARKER, TYPE 3 EACH 4 4

X0490 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM All ALL

X0510 65001-1000 CONSTRUCT AND MAINTAIN

DIVERSION LPSM All ALL

-J u n -2

:2 P

MileStone: 100% Estimate Date Completed: In Progress Report Date: 06/25/20

A Z \2

R o a d w a y\

E st im a te s_ S ch ed u le s\ [F

S u m m a ry

A X .x ls m

]S h ee t (2

SUMMARY OF QUANTITIES - Option X

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

FTFS 275(1)

AOP IMPROVEMENTSAZ

NUMBER

GRADING SUMMARY

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

G r a d in g S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

SURFACING SUMMARY

Sheet 1 of 1

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts B S u m m B S u r fa c in g S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Sheet 1 of 2

DRAINAGE SUMMARY

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

D r a in a g e S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Sheet 2 of 2

DRAINAGE SUMMARY

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

D r a in a g e P ip e A r c h S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Sheet 1 of 1

EROSION CONTROL SUMMARY

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

E C S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

SUMMARY

SURVEY AND STAKING

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts B S u m m B S u r v e y S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

CLEARING AND GRUBBING

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

C le a r in g S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

B10

SUMMARY

TURF ESTABLISHMENT

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

T u r f

E s ta b li s h m e n t_

S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

FENCE SUMMARY

B11

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts B S u m m B F e n c e S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

SIGNING SUMMARY

B12

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts B S u m m B S ig n in g S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

TEMPORARY TRAFFIC CONTROL

B13

STATE PROJECT

M N A

Z R o a d w a y C

A D

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

T T

C S u m m a r y

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

0 7

Curve = X_CL-TEST3-1

PI 12+30.23

R = 100.00'

T = 10.77'

L = 21.45'

Curve = X_CL-TEST3-2

PI 14+49.21

R = 100.00'

T = 1.69'

L = 3.39'

Curve = X_CL-TEST3-3

PI 15+99.61

R = 65.00'

T = 37.70'

L = 68.33'

Curve = X_CL-TEST3-4

PI 17+05.03

R = 300.00'

T = 30.84'

L = 61.47'

P C

P T

P C

P T

P C

P T

P C

P T .6

C P ip e A r c h C u lv e r t

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts C

M L P

P C P n P

A Z F

T F S

.d g n

U s e r a d r ia n .s m it h

NUMBER

SHEET

Superelevation Diagram

AOP IMPROVEMENTS

AZ FTFS 275(1)

V P I

E L

-3.330%

42' VC

K = 6

SSD = 183'

V P I

E L

-10.000%

30' VC

K = 2

V P I

E L

+3.500 % -2.598%

40' VC

K = 7

SSD = 197'

+2.411%

V P I

E L

+2.246%

40' VC

K = 242

SSD = 6553'

E L ,7

V P

E L

V P I

E L

V P I

+2.00%

-2.00%

Existing

12+30

12+80

14+10

14+50

16+70

17+70

100+

200+

202+

Forest

National

PRELIMINARY 95/

Apache-Sitgreaves

.3 m ile s

F e a st e r

T o

6.4 m iles

Alpine

100'50'0

Scale in Feet

7,780

7,775

7,770

7,765

7,760

7,755

7,780

7,775

7,770

7,765

7,760

7,755

11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50

Proposed Grade

Existing Ground Low Water Crossing

LT EOP

RT EOP

S to n e C r e e k

Stone Creek Road

C re e k

B o b T h o m a s

See Sheet D1 Low Water Crossing

Do Not Disturb Tree fit field conditions.

features are not based on precise survey data. Adjust as necessary to

The horizontal alignment and the location of the existing and proposed determined from field measurements.

the approximate location of the feature. Final quantities will be

Some features in the drawing are not shown to scale and identify2.

NOTE:

See Sheets S1-S4 Structural Plate Pipe Arch Culvert Install 14'-2" Span x 9'-10" Rise Remove Existing Culverts

E: 1034847.32

N: 1043895.92

Station 11+50

AZ FTFS 275(1)

Begin Option X

E: 1035296.10

N: 1044286.25

Station 18+50

AZ FTFS 275(1)

End Schedule A

Station 18+50

AZ FTFS 275(1)

End Schedule A

Existing Fence

STONE CREEK ROAD PLAN AND PROFILE 11+50 TO 18+50

potential West Diversion Road Approximate centerline of potential East Diversion Road Approximate centerline of

Station 16+70 Begin Schedule A Surfacing

Station 14+50 End Option X Surfacing

Station 12+30 Begin Option X Surfacing

Station 17+70 End Schedule A Surfacing

E: 1035227.79

N: 1044015.12

Station 15+50

AZ FTFS 275(1)

Begin Schedule A

End Option X

Station 12+30 Begin Option X Surfacing

Station 16+70 Begin Schedule A Surfacing

Station 15+50

AZ FTFS 275(1)

Begin Schedule A

End Option X

Station 14+50 End Option X Surfacing

Station 17+70 End Schedule A Surfacing

Waters of the US

Waters of the US of Gravel Existing Edge

See S sheets Structural plate pipe arch culvert of cabin remnants Approximate location

Stone Creek Road

V P I

E L

-3.330%

42' VC

K = 6

SSD = 183'

V P I

E L

-10.000%

30' VC

K = 2

V P I

E L

+3.500 % -2.598%

40' VC

K = 7

SSD = 197'

E L

V P I

P C

P T

P C

P T

P C

PT 16+30.23

+2.00%

-2.00%

Existing

12+30

12+80

14+10

14+50

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts D

M in o r P

P D

L W

A Z F

T F S

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Superelevation Diagram

AOP IMPROVEMENTS

AZ FTFS 275(1)

100'50'0

Scale in Feet

NOTE:

Clearing and construction limits

Flow

Traveled way Traveled way

20'

Armorment

Pavement, Reinforced

8" Minor Concrete

Method 2

6" Roadway Aggregate, Nonwoven (typ.)

Geotextile, Class 1, Type C, 2' 2'

Traveled Way

Existing ground

10.

across structure

Grade to drain

1:4 1:4

Concrete Barrier (typ.)

2% 2%

SECTION A-A'

CONCRETE LOW WATER CROSSING

TYPICAL SECTION

NO SCALE

10' 10'

In Stream Concrete Low Water Crossing

13+00 14+00 15+0012+00

12+00 13+00 14+00 15+00

Axis of Rotation Profile Grade &

4. 4.

LOW WATER CROSSING PLAN AND PROFILE

7,750

7,755

7,760

7,765

7,770

7,775

7,750

7,755

7,760

7,765

7,770

7,775

12'-38' 12'-41'

Flow

Existing Ground

Area Transition

LT EOP

RT EOP

Transition Area

Begin Riprap, Class 3 Sta. 12+99, 22' Rt.

Riprap, Class 3 Sta. 13+49, 22' Rt.

Riprap Class 3

Riprap, Class 3 Sta. 13+96, 51' Rt.

End Riprap, Class 3 Sta. 14+10, 22' Rt.

Begin Riprap, Class 3 Sta. 12+80, 22' Lt.

Riprap Class 3

Riprap, Class 3 Sta. 12+98, 48' Lt.

Riprap, Class 3 Sta. 13+36, 22' Lt.

End Riprap, Class 3 Sta. 13+89, 22' Lt.

Riprap, Class 3 (typ.)

Proposed Grade

Sta 12+80 Begin Low Water Crossing

Sta 14+10 End Low Water Crossing

Existing Edge of Gravel

+30 +50

12+80 to 14+10

STONE CREEK ROAD

OPTION X

LOW WATER CROSSING

concrete barriers.

needed behind Compact material as

Existing Fence potential West Diversion Road Approximate centerline of

Bob Thomas Creek

11. 11.

10.

of potential cabin remnants.

Notify USFS Archaeologist prior to breaking ground to allow for identification to the riprap item.

Backfill to natural channel flow line with native material. Backfill is incidental jointing details.

Refer to Standards 501-1 and 501-2 for concrete pavement reinforcement and

Place Minor Concrete Pavement, Reinforced according to Section 501.

Construct Roadway Aggregate, Method 2 according to Section 302.

so that the outer edge matches the existing channel grade.

Nonwoven under proposed riprap armorment. Place Riprap armorment

Place riprap according to Section 251. Place Geotextile, Class 1, Type C, Place concrete barrier according to Section 618.

station (100 ft).

maximum relative gradient of 0.66 or 6% maximum rate of transition per crossing. Transition superelevation back to match existing. Do not exceed a

Provide superelevation transitions prior to the beginning and after the end of the low water

Excavate according to Section 204. Remove material unsuitable for use.

beginning construction.

Survey According to Section 152. Verify extent of proposed work prior to

Refer to the Tabulation of Quantities Sheets for more information.

of the US Waters of cabin remnants Approximate location

Station 14+50 End Option X Surfacing

Station 12+30 Surfacing Begin Option X

102+

77607760

V P I

E L

-5.457%

40' VC

K = 17

V P I

E L

-3.085%

+0.095%

40' VC

K = 13

P O

P C

P T

PT 101+

96.99

102+

T 102+

69.19

Curve = DET1_CL_TEST-1

PI 101+04.58

R = 100.00'

T = 26.79'

L = 52.36'

Curve = DET1_CL_TEST-2

PI 101+71.42

R = 100.00'

T = 26.79'

L = 52.36'

+2.00%

-2.00%

102+41.24

102+69.19

102+41.24

100+00.00

100+35.72

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts D

M in o r P

P D

D e to u r

W e s t_

A Z F

T F S

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Superelevation Diagram

AOP IMPROVEMENTS

AZ FTFS 275(1)

100'50'0

Scale in Feet

NOTE:

NO SCALE

101+00 102+00 103+00100+00

100+00 101+00 102+00 103+00

7,750

7,755

7,760

7,765

7,770

7,775

7,750

7,755

7,760

7,765

7,770

7,775

Existing Ground

LT EOP

RT EOP

Proposed Grade

2%2%

3'5'5'3'

2 1:2

Way

Traveled

Way

Traveled

Transition Area Transition Area

S h ld r

100+00.00 to 102+69.19

OPTION X

B ob Thom as C reek

C u t S lo p e

V a ri a b le

Fil l S lop e Va ria ble method 2, 4-inch depth

Roadway aggregate, Axis of Rotation Profile Grade &

Existing Edge of Gravel of Gravel Proposed Edge

E: 1034916.10

N: 1043905.65

Station 100+00.00

Begin West Diversion Road

E: 1035146.20

N: 1043987.98

Station 102+69.19

End West Diversion Road

WEST DIVERSION ROAD

OPTION X

TYPICAL SECTION

WEST DIVERSION ROAD

WEST DIVERSION ROAD PLAN AND PROFILE

16'

24" CMP

Existing Fence of the US Waters of cabin remnants Approximate location

8. of potential cabin remnants.

Notify USFS Archaeologist prior to breaking ground to allow for identification project completion.

Remove Diversion road and restore to original conditions upon

Construct Roadway Aggregate, Method 2 according to Section 302.

station (100 ft).

maximum relative gradient of 0.66 or 6% maximum rate of transition per

Provide superelevation transitions to match existing. Do not exceed a

Excavate according to Section 204. Remove material unsuitable for use.

provide a stable roadway bench (16' min).

Accomodate width or field fit as existing conditions allow to beginning construction.

Survey According to Section 152. Verify extent of proposed work prior to

Refer to the Tabulation of Quantities Sheets for more information.

Diversion Road of potential West Approximate centerline

V P I

E L

-9.008% +2.703%

40' VC

K = 3

P O

PC 200+00.00 200+00

202+

PT 202+47.02

+2.00%

-2.00%

202+37.57

202+47.02

202+37.57

200+00.00

200+09.19

C P ip e A rc h C u lv e

M N A

Z R o a d w a y C

A D

D S h e e ts D

M in o r P

P D

D e to u r E a s t_

A Z F

T F S

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

Superelevation Diagram

AOP IMPROVEMENTS

AZ FTFS 275(1)

100'50'0

Scale in Feet

NOTE:

NO SCALE

201+00 202+00 203+00200+00

200+00 201+00 202+00 203+00

7,745

7,750

7,755

7,760

7,765

7,770

7,745

7,750

7,755

7,760

7,765

7,770

LT EOP

RT EOP

2%2%

3'5'5'3'

2 1:2

Way

Traveled

Way

TraveledShdr Shdr

Transition Area Transition Area

Existing Ground

Proposed Grade

St on e Cr ee k

Stone Creek Road

200+00.00 to 202+47.02

SCHEDULE A

Fil l S lop e Va ria ble

C u t S lo p e

V a ri a b le method 2, 4-inch depth

Roadway aggregate, L = 247.02'

T = 984.54'

R = 75.00'

PI 209+84.54

Curve = DET2_CL_TEST-1

Profile Grade & Axis of Rotation

Pipe Arch Culvert Structural Plate

E: 1035285.31

N: 1044082.71

Station 200+00.00

Begin East Diversion Road

E: 1035296.45

N: 1044231.86

Station 202+47.02

End East Diversion Road

EAST DIVERSION ROAD

SCHEDULE A

TYPICAL SECTION

EAST DIVERSION ROAD

EAST DIVERSION ROAD PLAN AND PROFILE

16'

Proposed Edge of Gravel of potential East Diversion Road Approximate centerline of Gravel Existing Edge

36" CMP

Existing Fence project completion.

Remove Diversion road and restore to original conditions upon

Construct Roadway Aggregate, Method 2 according to Section 302.

station (100 ft).

maximum relative gradient of 0.66 or 6% maximum rate of transition per

Provide superelevation transitions to match existing. Do not exceed a

Excavate according to Section 204. Remove material unsuitable for use.

provide a stable roadway bench (16' min).

Accomodate width or field fit as existing conditions allow to beginning construction.

Survey According to Section 152. Verify extent of proposed work prior to

Refer to the Tabulation of Quantities Sheets for more information.

disturb tree Do not Waters of the US

0 7

77607760

77707770

77907790

102+

201+00

16+

17+00

18+00

C P ip e

Ar ch C ul

M N A

Z R o a d w a y C

A D

D S h e e ts E E

E C

A Z F

T F S

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

AOP IMPROVEMENTS

AZ FTFS 275(1)

Forest

National

Apache-Sitgreaves

.3 m il e s

F e a s te r

T o

6.4 m iles

Alpine To

100'50'0

Scale in Feet

Stone Creek Road

B ob Thom as C reek

S to n e C re e k

Low Water Crossing

Structural Plate Pipe Arch Culvert 14'-2" Span X 9'-10" Rise

East Diversion Road of potential Approximate centerline

Existing Edge of Gravel West Diversion Road of potential Approximate centerline

11+50 to 18+50

STONE CREEK ROAD

CONTROL

EROSION AND SEDIMENT

Existing fence

NOTE:

Do not disturb tree of cabin remnants Approximate location

Waters of the US

Waters of the US of potential cabin remnants.

Notify USFS Archaeologist prior to breaking ground to allow for identification and do not pour concrete into flowing water.

Isolate the in-water work zone

See Sheet E2 for details fiber roll (72 LNFT), Soil erosion control, 17+69 to 18+40, LT

See Sheet E2 for details fiber roll (179 LNFT), Soil erosion control, 17+11 to 18+40, RT

See Sheet E2 for details fiber roll (142 LNFT), Soil erosion control, 15+95 to 17+59, LT

See Sheet E2 for details fiber roll (58 LNFT), Soil erosion control, 14+86 to 15+44, RT

See Sheet E2 for details fiber roll (196 LNFT), Soil erosion control, 12+98 to 14+92, LT

See Sheet E2 for details fiber roll (83 LNFT), Soil erosion control, 11+93 to 12+80, LT

See Sheet E2 for details fiber roll (270 LNFT), Soil erosion control, 11+94 to 14+39, RT

E: 1034847.32

N: 1043895.92

Station 11+50

AZ FTFS 275(1)

Begin Option X

E: 1035227.79

N: 1044015.12

Station 15+50

AZ FTFS 275(1)

Begin Schedule A

End Option X

E: 1035296.10

N: 1044286.25

Station 18+50

AZ FTFS 275(1)

End Schedule A

See Sheet E2 for details fiber roll (143 LNFT), Soil erosion control, 16+06 to 16+90, RT

12" min.

DETAIL APPROVED FOR USE 01/2011

FIBER ROLL

Maximum spacing (ft)

9" Ø Fiber Roll

Flow

12" min.

L im it

C le a r in g

S ta k e

S lo p e

INSTALLATION DETAIL

FIBER ROLL AS PERIMETER CONTROL

uphill side of fiber roll

Place excavated material on

STATE PROJECT

NUMBER

SHEET

M N A

Z R o a d w a y C

A D

D S h e e ts E C

A Z F

T F S

.d g n

U s e r a d r ia n .s m it h

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY DETAIL

DETAIL

AT CULVERT OUTLET

FIBER ROLL

flared end section

Culvert inlet with

AT CULVERT INLET

FIBER ROLL

flared end section

Culvert outlet with Flow

D ire c tio n o f ru n o ff

Flow

FIBER ROLL LAPPING DETAIL

Stagger joints (typ.)

FIBER ROLL JOINT DETAIL

FIBER ROLL SLOPE LAYOUT

spacing table See Fiber Roll along contours

Install fiber rollsWood stakes

Fiber Roll

Slope

Fiber Roll

Pay Limits

Pay Limits overlap 12" (min.)

Fill slope

C157-55 side of fiber roll material on uphill

Place excavated

Flow Flow

54" or larger

Culvert Size

24" or smaller

30" to 48"

9" Ø Fiber Roll length (ft)

FIBER ROLLS AT CULVERTS*

needed due to project-specific conditions.

top of the culvert inlet only. Adjust length as

*Approximate length shown for rolls across the

See note 6 control runoff culvert as needed to

Install fiber rolls below

disturbance.

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

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

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

For fiber rolls on bare soil, construct trenches parallel

Expose stakes 2" above top of fiber roll.

Drive stakes into undisturbed soil at least 12" deep.

from each end.

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

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

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

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

Repair all rills or gullies and properly compact prior

A A

Trench 2" min.

See no te 3

2" min.

Trench table for length requirements

See Fiber Rolls at Culverts culvert inlet

Install fiber rolls around table for length requirements

See Fiber Rolls at Culverts culvert outlet

Install fiber rolls around

Flow

Fiber roll roll 2" min.

Trench fiber

SECTION A-A

REVISED: 12/2017

E2AZ

AOP IMPROVEMENTS

AZ FTFS 275(1)

Flow

NO SCALE

1V:4H or flatter

Slope Gradient

1V:2H or steeper

STAKE DETAIL

uphill side of fiber roll

Place excavated material on

Fill or cut slope

FIBER ROLL SPACING TABLE*

project-specific conditions.

*Approximate spacing shown. Adjust spacing as needed due to

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

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

INTERIOR TREATMENT

CULVERT

SIMULATED STREAM

NO SCALE

Channel flowline

SECTION A-A

Flow

SECTION B-B

PLAN

F lo w

Culvert wall

Channel flowline

A A

NOTE:

FOOTNOTE:

(typ.)

(typ.)stone

Habitat or Length on plan sheet

Pipe arch culvert wall Streambed top

Pipe arch culvert

Culvert outlet

Culvert inlet

Bank stone

Material.

Quantities included in Item 64704-1000 Mitigation, Streambed smallest dimension.4 3Embed habitat stones within active channel streambed material.

Construct well defined banks with bank stone and parabolic shape.

Slope streambed material towards flowline to ensure

Streambed material

Stagger in-channel habitat stones within the culvert span.

habitat stone, and bank stone gradations.

See special contract requirements for streambed material, 2.

Habitat stone (8" - 12")

Habitat stone (8"-12") ty p ty p

48" min.

STATE PROJECT

M N A

Z R o a d w a y C

A D

D S h e e ts G G

A O

P S tr e a m b e d

A Z F

T F S

U.S. DEPARTMENT OF TRANSPORTATION

U s e r a d r ia n .s m it h

NUMBER

SHEET

501-1

STANDARD APPROVED FOR USE --/----

REVISED: 9/2016

MINOR CONCRETE PAVEMENT

STATE PROJECT

NUMBER

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

AOP IMPROVEMENTS

AZ FTFS 275(1)

S C

N A

Z R o a d w a y C

A D

D S h e e ts R S td

.d g n

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

PLAN PLAN

PROFILE PROFILE

REINFORCED MINOR CONCRETE PAVEMENTPLAIN MINOR CONCRETE PAVEMENT

Traffic Traffic

Transverse contraction joint

PAVEMENT

THICKNESS

TRANSVERSE

JOINT SPACING

See Note 2See Note 2

Provide the same type of dowel assemblies and tie bars for joints in plain portland cement concrete pavement as shown for joints in reinforced pavement.

Lap longitudinal and transverse reinforcement not

Transverse joint

Longitudinal joint

Tie bar

Dowel bar Dowel bar less than 15 inches.

(in) (ft)

6 ≤ T <12

T < 6

(typ.)

24" ty p typ.

2" clear ty p c le a r ty p c le a r typ.

2" clear welded wire reinforcement or No. 4 bars

Slab reinforcement 4" x 4" - W6 x W6 reinforcement or No. 4 bars

W6 x W6 welded wire

Slab reinforcement 4" x 4" -

See Standard C501-50 for joint and joint sealing details.

T/3 T/3 T/3

501-2

STANDARD APPROVED FOR USE --/----

REVISED: 9/2016

PAVEMENT JOINTS

MINOR CONCRETE

STATE PROJECT

NUMBER

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

AOP IMPROVEMENTS

AZ FTFS 275(1)

Z R o a d w a y C

A D

D S h e e ts R C

A Z F

T F S

.d g n

J u n e

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

PLAIN - TRANSVERSE or LONGITUDINAL

CONTRACTION JOINT CONSTRUCTION JOINT

UNDOWELED - TRANSVERSE and

UNTIED - LONGITUDINAL

CONTRACTION JOINT

DOWELED - TRANSVERSE

CONTRACTION JOINT

TIED - LONGITUDINAL

CONSTRUCTION JOINT

TIED BUTT - LONGITUDINAL

ISOLATION/EXPANSION JOINT

DOWELED - TRANSVERSE TIED BUTT - TRANSVERSE

CONSTRUCTION JOINT

DOWEL BUTT - TRANSVERSE

MINOR CONCRETE PAVEMENT JOINT SEALING DETAILS

ISOLATION JOINT CONSTRUCTION JOINT SAWED OR FORMED JOINT

UNDOWELED - LONGITUDINAL

ISOLATION JOINT

T/2

T/2 T/2

T/2T/2

BAR SIZES

PAVEMENT

THICKNESS (T) TIE BAR

DOWEL BAR

DIAMETER

Fixture or structure

T joint filler

Preformed

Joint sealant

Backer rod

Fixed endGrease free end

T/2

KEYWAY - LONGITUDINAL

CONSTRUCTION JOINT

T/2 piece connectors)

(or approved two-sealing details

See sawed or formed joint joint sealing details

See sawed or formed joint sealing details

See sawed or formed

See isolation joint sealing details

See isolation joint sealing details joint sealing details

See construction joint sealing details

See construction

Dowel cap

Use epoxy-coated material for all tie bars, dowels, and other steel used in the construction of concrete pavement.

Deformed reinforcing bars or hook bolts may be used for tie bars.

Install isolation joints when abutting a fixed structure.

Use expansion joint material extending the full depth and length of the concrete surface.

Transverse and longitudinal construction joints are not included in the joint layout plan. Use transverse and longitudinal construction joints sparingly. Submit planned construction joint locations for approval.

For construction joints, if tie bars and dowels are not set into concrete during placement, drill and anchor the tie bars and dowels into the existing concrete construction with epoxy resin.

Maintain joint sealant shape factor of 1:1; except when silicone sealant is used maintain the width to depth shape factor of 2:1 or as recommended by sealant manufacturer.

See Section 712 for joint material requirements.

See Standards 501-1 or 502-1 for reinforcement details.

10 < T ≤ 12

8 < T ≤ 10

T ≤ 8 1

9"9" 9"9"

18"18" 18"18"

9"9" 18"18"

Tie bar @ 30" c-c Tie bar @ 30" c-c

(in) (in)

" keyway2 1T/3 x 1

18"18" Tie bar @ 30" c-c

#8 Tie bar @ 12" c-c

" typ.8 1" typ.8

1" typ.2

Do not place tie bars within 15 inches of transverse joints.

Dowel bar @ 12" c-c Dowel bar @ 12" c-c

Dowel bar @ 12" c-c

1"= 10’-0"B. ROBINSON A1

El. 7762.35

Headwall

El. 7755.05

Stream Inlet

El. 7752.55

Arch Pipe Inlet Invert

Toewall (typ.)

El. 7764.02

Sta. 17+20.60

PLAN

El. 7763.55

Headwall

El. 7751.35

Arch Pipe Outlet Invert

C Rdwy.L

WINGWALL A

WINGWALL C

WINGWALL D

WINGWALL B

El. 7753.85

Stream Outlet

Grade = - 2.50%

PLAN & ELEVATION

ELEVATION

L L

D. GERMANI

60°

90°

60°

El. 7758.0

Wingwall A & B

El. 7759.0

Wingwall C & D

L(Taken along C Culvert) arch pipe culvert

14’-2" span x 9’-10" rise ground @ C culvert

Approx. existing

C Pipe Arch Culvert s k e w w ay

8’ -0 tr av el ed w ay

8’ -0 tr av el ed

Sta. 17+20.60

C Pipe Arch Culvert @ C Rdwy.

’-0 ty p.

Stone Creek

U p s ta tio n

AOP DETAIL

3’-0" m a x

No Scale

AOP Detail.

Streambed material. See material

Streambed

Channel flowline

Note: See Rdwy. Plans for additional details.

L arch pipe culvert

C 14’-2" span x 9’-10" rise

@ C Rdwy.

C pipe arch culvert

Length of Pipe Arch Culvert = 48’-0"

24’-0" 24’-0"

D. MICNHIMER

NO.

PROJECTSTATE

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONS

DATENO.

REVISIONS

A Z \2

B r id g e \R

A D

F il e s \D

G N

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

RG3173-

U.S. DEPARTMENT OF TRANSPORTATION

STONE CREEK PIPE ARCH CULVERT

AZ FTFS 275(1)

APACHE COUNTY, ARIZONA

APACHE-SITGREAVES NATIONAL FOREST

KARL EIKERMANN of 4 JUNE 2020

GENERAL NOTES & ESTIMATE

NONE

GENERAL NOTES:

B. ROBINSON D. GERMANID. MICNHIMER

required shoring, and backfill.

Includes the cost of furnishing and installing anchor bolts. Includes the cost of excavation, any (2) of sheet drain grate assemblies required is 12.

drain grates. The estimated quantity of geocomposite sheet drain is 60 sq.yd. and the number all joint fillers, sealants, backer rods, neoprene strips and geocomposite sheet drains including steel is 18000 lbs. (2 headwalls & 4 wingwalls). Includes the cost of furnishing and installing of concrete is 110 cu.yd. (2 headwalls & 4 wingwalls). The estimated quantity of reinforcing excavation and structural backfill, concrete and reinforcing steel. The estimated quantity temporary shoring and bracing required for the construction of the headwalls and wingwalls, The cost of each headwall includes the cost of wingwalls, headwalls and toe walls, any (1)

ESTIMATE NOTES:

Perforated pipe and non-perforated pipe shall conform to AASHTO M252.

DRAINAGE:

Install the pipe arch culvert according to AASHTO LRFD Bridge Construction Specifications and pipe arch culvert manufacturer recommendations.

See Standard Detail 602-3 for backfill requirements.

See Standard Detail 603-2 for additional information.

Galvanize bolts and nuts in conformance with AASHTO M232.

Furnish anchor bolts conforming to the requirements of ASTM A307 and nuts conforming to the requirements of ASTM A563, Grade A.

Furnish seam nuts conforming to the requirements of ASTM A563, Grade C.

Furnish seam bolts conforming to the requirements of ASTM A449.

If the LRFD design results in thicker plates, furnish bottom plates that are one thickness heavier than all other plates.

All other plate metal thickness: 0.111"/12 gage.

Bottom plate metal thickness: 0.140"/10 gage.

shown on Standard Detail 603-2 plan sheet and noted here:

Design the pipe arch culvert according to AASHTO LRFD Bridge Design Specifications. Verify structural plate thicknesses

Pipe arch shall be 14’-2" span x 9’-10" rise x 48’ long with 6"x2" corrugations.

Furnish a zinc coated, corrugated steel plate structural pipe arch conforming to the requirements of AASHTO M167 (ASTM A761).

STRUCTURAL PLATE STRUCTURE:

Use the same respective bar marks for labeling as shown in the plans.

plans will not be paid for. Submit reinforcing steel schedule to CO for approval per section 104.03 of the FP-14.

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

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

REINFORCING STEEL:

shall meet the requirement of AASHTO M213.

on the plans. Flexible cellular joint filler shall meet the requirements of AASHTO M153, closed cell rubber. Expansion joint filler

", unless noted otherwise4 3cast-in-place concrete shall be made with Type ll cement. Chamfer exposed edges of all concrete

All cast-in-place concrete shall conform to Section 601, with a minimum 28-day compressive strength f’c = 3000 psi. All

CONCRETE:

The factored bearing resistance, q = 7.0 kips per square foot. Resistance factor = 0.45 (Strength Limit State).

For sliding the friction factor between soil and concrete is taken as 0.60. Resistance factor = 0.80 (Strength Limit State).

of footing width for footings on soil.3 2Wingwall external stability designed by LRFD. The resultant of all loads is at or within the middle

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

DESIGN CRITERIA:

LIVE LOAD SURCHARGE: Equivalent to a height of soil, h = 2 feet for wingwalls.

foot. Resistance factor = 0.50 (Strength Limit State).

PASSIVE PRESSURE COMPONENT OF SLIDING RESISTANCE: Equivalent to a fluid unit weight of soil = 330 lbs. per cubic

AT REST PRESSURE: Equivalent to a fluid unit weight of soil = 50 lbs. per cubic foot.

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 35 lbs. per cubic foot.

LATERAL EARTH PRESSURE:

where De = min. depth of earth cover.

HL-93. Dynamic Load Allowance (Impact), IM = 33(1.0 - 0.125 De), LIVE LOAD:

Soil: 120 lbs. per cubic foot.

Concrete: 150 lbs. per cubic foot.

DEAD LOAD:

on Federal Highway Projects, FP-14 (Dual units).

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

DESIGN: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, Seventh Edition, 2014 with interim revisions through 2016.

SPECIFICATIONS:

A Z \2

B r id g e \R

A e s \D

G N

F il e s \r g g n .d g n

RG3173-

AZ FTFS 275(1)

APACHE COUNTY, ARIZONA

HEADWALL

see roadway plan sheets for details.

Note: Invert streambed material not shown, WINGWALL D

WINGWALL C

ANCHOR BOLT DETAIL

3 C

S3 hex galvanized bolt

" dia. ASTM A307 heavy 4

Note: Provide bolt length based on manufacturer recommendation.

C CulvertL

ABBREVIATIONS:

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

19’-2"

9’-0"

9’-7"

9’-0"

9’-7"

2’ -6

6’ -6 face

Other a r c h p ip e r is e in s id e c r e s t to c r e s t)

1’-0"

’-0

" (ty p

"2 13 "2

(t y p

8" x 12" neoprene waterstop centered on exp. joint filler, on f.f. only. Attach to headwall only. Place full height. (typ.)

2" exp. joint filler

(typ.)

1’ -0 th r e a d

2 nuts per bolt m in

Pipe arch culvert footing elev. = 7748.35

Outlet/bott. of footing elev. = 7749.55

Inlet/bott. of

Finished grade

B. ROBINSON

" = 1’-0"16

Outlet invert elev. = 7751.35

Inlet invert elev. = 7752.55

Outlet Headwall El. = 7762.35

Inlet Headwall El. = 7763.55

Fill face

See detail.

maximum spacing.

Anchor bolt @ 1’-6"

C CulvertL r is e

14’-2" span s p a inside crest to inside crest.

culvert. Dimensions measured

14’-2" span x 9’-10" rise pipe arch

D. MICNHIMER D. GERMANI

C lr

1’-0"1’-0"

HEADWALL PLAN

(Inlet shown, outlet similar)

HEADWALL ELEVATION

(Inlet shown, outlet similar)

HEADWALL SECTION A-A

(Inlet shown, outlet similar)

#6H2 b.f. (typ.)

#4H1(headwall) & #6H3 b.f. (toewall)

14 spa. @ 1’-0"= 14’-0"

#6H6 b.f.

#5H5 b.f. (typ.)

#4H1 (typ.)

#6H4 b.f.

#6H3 b.f. (typ.)

#6H3

#6H4 (6 tot.)

#6H6 (4 tot.) #4H1

SECTION B-B

" = 1’-0"8 3Scale:

2" exp.

joint filler

Washer

#4H1

#5H5

#6H2 (typ.)

UNLESS NOTED

#6H6

#6H7 b.f.

A Z \2

B r id g e \R

A e s \D

G N

F il e s \r g c u lv e r t d e ta il s .d g n

RG3173-

AZ FTFS 275(1)

APACHE COUNTY, ARIZONA

const. joint

2"x 4" keyed

Fill face

WINGWALL

1’-4" 3 c lr b.f. = Both faces o.f. = Other face f.f. = Fill face

Other face

1’-6" 1’-6"

Finished grade

Structural Backfill

D. GERMANIB. ROBINSON

UNLESS NOTED

"= 1’-0" 16

2% to drain.

3" Ø Weephole. Slope

No Scale

(1:3 max.)

Finished grade

WINGWALL STRUCTURAL BACKFILL & DRAINAGE DETAILS

recommendations.

manufacturer’s connection per

Provide drain grate recommendations.

manufacturer’s

Attach to wall per w/ type I-B geotextile.

Geocomposite sheet drain material may be used.

Recycled excavation conforming to 704.03.

Backfill material

WINGWALL TYPICAL SECTION

ABBREVIATIONS:

Wingwall D shown, Wingwalls C, A, & B similar

WINGWALL PLAN

25’-0"

Wingwall D shown, Wingwalls C, A, & B similar

WINGWALL ELEVATION

25’-0"

L spacing

C 3" Ø weephole 2’-6" 2’-6"2 spa. @ 10’-0" = 20’-0"

3" 3"

2" exp. joint filler

2’-6"

1’-0"

6’-6"

10’-0"

2’-8"

El. 7762.35 (Wingwall A & B)

El. 7763.55 (Wingwall C & D)

(Wingwall A & B)

El. 7758.00

(Wingwall C & D)

El. 7759.00

(Wingwall A & B)

Footing El. 7748.35

(Wingwall C & D)

Footing El. 7749.55

Geocomposite sheet drain

Other face

Fill face

D. MICNHIMER

3" 6"

3" 24 spa. @ 1’-0" = 24’-0", #5F3 o.f. & #4F4

49 spa. @ 6" = 24’-6", #8F2 f.f. & #8F1

3" 3"

3" 6"

3" 24 spa. @ 1’-0" = 24’-0", #5W2 o.f.

49 spa. @ 6" = 24’-6", #5W1 f.f.

#4W4 b.f.

#5W1 f.f. & #5W2 o.f. (typ.)

#5F3 o.f. (typ.)

#8F2 f.f. &

4-#4F52-#4F5

#4W4 b.f.

lap splice

1’-10" min.

#8F1

#4F4

#5F3

#5W1

#5W2

#8F2

#5W2 (typ.)

#5W1 (typ.)

#4W3 b.f. (typ.)

#4F4 (typ.)

#8F1 (typ.)

10-#4F5

#8F1 (typ.)

#4F5 (typ.)

#4W3 (typ.)

s p a

W b .f

#4F5 (16 tot.)

#4F4 (typ.)

c lr

A Z \2

B r id g e \R

A e s \D

G N

F il e s \r g c u lv e r t d e ta il s .d g n

RG3173-

AZ FTFS 275(1)

APACHE COUNTY, ARIZONA

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

LEGEND:

Bedding material (uncompacted)

Impermeable backfill material.

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

Width

H H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

Finished subgrade

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

Metal endMetal end section

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2017

REVISED: 4/1994 6/2005

or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

> 54"

12" to 54"

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

12" (min.), 24" (max.)

"/foot of cover,2 minimum

1'-0"

STATE PROJECT

NUMBER

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

AOP IMPROVEMENTS

AZ FTFS 275(1)

Z R o a d w a y C

A D

D S h e e ts T S td

.d g n

J u n e

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)

2H or 12' (max.)2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.)

Top of corner plate

603-2

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

steel or 0.250 inch for aluminum.

than the side plates but not heavier than 0.170 inch for conforming to AASHTO M 167.

" bolts and nuts 4 3Fasten plates with galvanized steel

PIPE ARCH CULVERT

STRUCTURAL PLATE

STATE PROJECT

NUMBER

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

AOP IMPROVEMENTS

AZ FTFS 275(1)

Z R o a d w a y C

A D

D S h e e ts T S td

.d g n

M a y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

S = 1.5 for 1V:1.5H fill slopes

S = 2 for 1V:2H or flatter slopes

END TREATMENT DIAGRAM

STRUCTURAL PLATE PIPE ARCH CULVERT

STEEL ALUMINUM

2 BOLTS PER CORRUGATION 4 BOLTS PER CORRUGATION

Fabricate the bottom plates one (1) thickness heavier

Measure minimum cover from the top of the pipe culvert to the subgrade for flexible pavements, and to the top of the pavement for rigid pavements. Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavement.

CORNER

RADIUS

SPAN X RISE

MIN.

COVER

METAL

THICKNESS

MAXIMUM

FILL HEIGHT

ABOVE TOP

OF PIPE

SPAN X RISE

CORNER

RADIUS

MIN.

COVER

METAL

THICKNESS

MAXIMUM

FILL HEIGHT

ABOVE TOP

OF PIPE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

for manufacturer's standards

Step permitted to allow

FILL HEIGHT AND METAL THICKNESS TABLE

Pay Limit (Staked length)

R is e

6" x 2" CORRUGATIONS " CORRUGATIONS2 19" x 2

INCH INCH INCH GAGE FEET INCH INCH INCH GAGE FEET

20' - 7" x 13' - 2"

20' - 5" x 13' - 0"

19' - 11" x 12' - 10"

19' - 8" x 12' - 8"

19' - 6" x 12' - 6"

19' - 3" x 12' - 4"

18' - 9" x 12' - 2"

18' - 7" x 12' - 0"

18' - 1" x 11' - 10"

17' - 11" x 11' - 8"

17' - 5" x 11' -…

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File details come from the government source that posted it. Updated Jul 13, 2020.