UT_ERFO_70014(2)_Plan_Set_Final.pdf

IDAHO

NG

I i Project

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

STATE PROJECT SHEET

NUMBER

I UT ERFO 70014(2) PLANS FOR PROPOSED INDEX TO SHEETS

KEY MAP OF UTAH

TYPE OF CONSTRUCTION :

Emergency Relief for Federally Owned roads (ERFO)

U.S. CUSTOMARY DIMENSIONS :

Slopes are expressed as RISE :RUN

SPECIFICATIONS:

"STANDARD SPECIFICATIONS FOR CONSTRUCTION OF ROADS

AND BRIDGES ON FEDERAL HIGHWAY PROJECTS, FP-14"

lil Know what'• below.

Call before you dig.

~ 1-c,=.o~,=.cr=M-AN-A~G=•·~~,.-Ao=oe~s~,G~N=•·~

~ J. HENYJOOD R. GONZALEZ

N

To Vernon 39miles

UT ERFO 70014(2)

SANTAQUIN CANYON ROAD

UINTA-WASATCH-CACHE NATIONAL FOREST

UTAH COUNTY

SCHEDULE A - SITES 2, 3, 3A, 4, 4A, 5 & SA

OPTION X - 3, 3A, 4, 4A, 5, SA, 6, 6A, 7 & 7A

LENGTH 0.34 MILES

Genola

Santaquin Ill iii

Rocky Ridge iii rJm1

To Provo / 15 mile1/

Payson

Payson Utah Temple

Springlake

DryM

Elk Ridge

@11

Woodland Hills pi:~;g;i~~~ Q u~~rL;~i~q I Bald Mountain Q g TwinKnolls Q

! Go gle J r f

To Nephi 9miles

0 2 4 6

Scale in Miles

SHEET

Al A2-A3

A4

AS

B1-B2 B3-B4 B5-B8 Cl-C7 CS-Cll

Gl G2 G3 T l

T2- T5

T 6

T7

TS

T 9

Tl0-Tll

DESCRIPTION

TITLE SHEET

CONVENTIONAL PLAN SYMBOLS & ABBREVIATIONS

SITE MAP

SURVEY CONTROL SHEET

SUMMARY OF QUANTITIES - SCHEDULE A

SUMMARY OF QUANTITIES - OPTION X

MISCELLANEOUS QUANTITIES - SCHEDULE A & OPTION X

PLAN SHEETS SITE 2 - SIT E SA - SCHEDULE A

PLAN SHEETS SITE 6 - SIT E 7A - OPTION X

C251 - 50 PLACED RJPRAP AT CULVERT OUTLETS

252-A SPECIAL ROCK EMBANKM ENT

254-A CONCRETE BLOCK RETAINING WALL

601-A BOX CULVERT HEADWALLS AND WINGWALLS

602-1 2 3 4 METAL PIPE CULVERT STANDARDS

617- 20 MGS AND G4 W-BEAM GUARDRAIL TYPE TANGENT

TERMI NAL AND GRADING

617-32 MGS W- BEAM GUARDRAIL STEEL POST S

635-1 TEMPORARY TRAFFIC CONTROL ADVANCE SIGNING

635-A TEMPORARY TRAFFIC CONTROL SIGN INSTALLATION

647-A AOP DETAILS

PLANS PREPARED BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DENVER, COLORADO

APPROVED:

Cu RTI S R SCOTT Digitally signed by CURTIS R SCOTT Date: 2023.04.13 11 :36:46 -06'00'

----------------- DATE:

CHIEF OF ENGINEERING

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

See Letter Dated 4/13/2023

----------------- DATE:

FOREST SUPERVISOR

UINTA-WASATCH-CACHE NATIONAL FOREST (UWCNF)

Sheet 1 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

A2UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

ABBREVIATIONS DRAINAGE SYMBOLS

GEOLOGIC SYMBOLS

DI

FENCE & CATTLEGUARD SYMBOLS

Cattleguard (Existing, Proposed)

Fence w/ Gate (Existing, Proposed)

Fence (Existing, Proposed)

Material Source

Boring Location (Existing, Proposed)

Riprap Apron (Proposed)

Underdrain (Existing, Proposed)

With Drop Inlet (Existing, Proposed)

With Headwalls (Existing, Proposed)

With End Sections (Existing, Proposed)

Pipe Culvert (Existing, Proposed)

Box Culvert (Existing, Proposed)

Bridge (Existing, Proposed)

Spring

River

Wetland

Large Creek

Lake, Pond or Reservoir

Drainage or Small Creek

Flow Arrow

Ditch (Existing, Proposed)

SPRING

D jt.J int.

incr.

incl.

IDI

hwy.

HW

horiz.

hex.

HES

hdwl.H gdr.

galv.

ga.G ftg.

fin.

FES

Fed.

f.f.F ext.

exp. jt.

exc.

EW

et ux et al

ER

EQ or eq.

EOP

engr(s).

emb.

elev.

El. 94.066 e

EE

dwg(s).

DLC

Dist.

dist.

diaph.

diag.

dia. or D

DI

DHV

decr.D culv.

CTSM

ctrs.

CS

cr.

corr.

cont.

constr. jt.

constr.

conc.

col.

Co.

CMP

clr.

c-c

CBCC

brg.

br.

BP

BM

BK

beg.

b.f.B asph.

appr.

alt.

AH

aggr.

ADT

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

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

WW

VPI

vph vert.

VV

typ.

TS

transv.

TCE

TBM

tan.

T.

TT

sym.

struc.

str.

stiff.

std.

sta.

ST

st.

spec.

spa.

shldr.

sec.

SC

SADT

SS

rte.

Rt. or RT

RH

ret. wall

Res.

res.

reqd.

reinf.

reconst.

rdwy.

rd.

R/W

R.

RR

quant., QtyQ pvmt.

PT

psi proj.

POT

POS

POC

pl.

PI

perf.

PCC

PCP

OD

o.f.

o.c.O

no. or # neg.

NC

NN

mtn(s).

mon.

min.

max.

matl.

maint.

mag.M

LW

Lt. or LT

LPSM

long.

lat.

lam.

LL

EROSION & SEDIMENT CONTROL SYMBOLS

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

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

Ø

Riprap

Rolled Erosion Control Product

Diversion Berm

Check Dam

Bonded Fiber Matrix Mulching

Fiber Roll (Slope Protection)

Temporary Inlet Protection

Silt Fence

Fiber Roll (Ditch and/or Cut Slope)

STATE PROJECT

:1

:2

P

M N

U

T \e r f o \R o a d w a y \C

A D

D S h e e ts

\A G e n s h t\

U T e r f o S y m

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

NUMBER

SHEET

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

Sheet 2 of 2

A3UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Plants (Revegetation)

36 31

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)

Section Corner (Found, Projected)

Right-of-Way Line (Proposed)

Right-of-Way Line (Existing)

Property Line

Parcel Number

Monument (As described)

Temporary (Proposed)

Permanent (Proposed)

Permanent (Existing)

Easements

National Wildlife Refuge

National Park

National Forest

Bureau of Land Management

Bureau of Indian Affairs

Section

Section

Section

Township or Range Line

City

County

State

National

Boundaries

STATE PROJECT

:0

:5

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M N

U

T \e rf o (2

R o a d w a y \C

A D

D S h e e ts

\A -G e n s h t\ U

T e rf o (2

S y m

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r:

r

.g o n z a le z s o s a

SITE MAP

NO SCALE

S a n ta q u in

C a n y o n

R o a d Sites 6, 6A, 7 & 7A

Begin Project UT ERFO 70014(2)

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Sites 2, 3, 3A, 4, 4A, 5 & 5A

Begin Project UT ERFO 70014(2)

A4

STATE PROJECT

:4

:3

P

M N

U

T \e r f o

\R o a d w a y

\C A

D D

S h e e ts

\A G e n s h t\ U

T e r f o

S it e M a p

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

NUMBER

SHEET

0.34TOTALS (mi)

1798TOTALS (ft)

250+00 to 00+257A

1000+00 to 00+107

15070+50 to 72+007

256A

10060+50 to 61+506

450+00 to 00+455A

50050+00 to 55+005

3000+00 to 00+304A

22940+00 to 42+294

15037+50 to 39+003A

40030+00 to 34+003

13420+00 to 21+342

(ft)

Roadway Station to StationSite

LENGTH OF PROJECT

REVISIONS (OR CHANGE NOTICES)

DESCRIPTION

NO.

DATE INIT.

Created SJS

CONTROL SHEET

7/8/20

A5UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

STATE PROJECT

:5

:4

A M

N

U T

\e r f o \R o a d w a y \C

A D

D S h e e ts

\A G e n s h t\

U T

E

R F

O C o n tr o l_

S h e e t.

d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

Sheet and Description

B5-B8 B5-B8 B5-B8 B5-B8 B5-B8 B5-B8 B5-B8 B5-B8 B5-B8 B5-B8 B5-B8

Site 2 Site 3 Site 3A Site 4 Site 4A Site 5 Site 5A Site 6 Site 6A Site 7 Site 7A Allowance Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM All All All All All All All ALL

A0060 15214-2000 SURVEY AND STAKING, RETAINING

WALL LPSM All All All ALL

A0080 15215-5000 SURVEY AND STAKING, BOX

CULVERT EACH 1 1 2

A0100 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0120 15401-0000 CONTRACTOR TESTING LPSM ALL

A0140 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0160 15701-0000 SOIL EROSION CONTROL LPSM ALL

A0180 15720-0000 STORM WATER POLLUTION

PREVENTION PLAN LPSM ALL

A0200 20301-0300 REMOVAL OF BOX CULVERT EACH 1 1

A0220 20303-1600 REMOVAL OF PAVEMENT, ASPHALT SQYD 711 267 308 30 889 90 115 2,410

A0240 20402-0000 SUBEXCAVATION CUYD 100

A0260 20820-0000 DEWATERING LPSM ALL

A0280 25101-0300 PLACED RIPRAP, METHOD A,

CLASS 3 CUYD 122 8 130

A0300 25101-0500 PLACED RIPRAP, METHOD A,

CLASS 5 CUYD 156 163 31 350

A0320 25110-2500 GROUTED RIPRAP, METHOD B,

CLASS 5 CUYD 250

A0340 25201-1000 SPECIAL ROCK EMBANKMENT,

MECHANICALLY-PLACED CUYD 17 33 231 29 310

A0360 25403-0000 PRECAST CONCRETE BLOCK

RETAINING WALL SQFT 3,650 1,200 900 175 5,925

A0380 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 98 7 105

A0400 40301-0100 ASPHALT CONCRETE PAVEMENT,

TYPE 1 TON 46 2 48

A0420 40601-0000 FOG SEAL TON 0.1 0.1 0.2

A0440 41102-1000 PRIME COAT, METHOD 1 SQYD 268 12 280

A0460 41201-0000 TACK COAT TON 0.1 0.1 0.2

A0480 60220-3965 12 FEET SPAN, 4 FEET RISE,

PRECAST REINFORCED CONCRETE

BOX CULVERT LNFT 40 4 44

A0500 60220-4780 17 FEET SPAN, 8 FEET RISE

PRECAST REINFORCED CONCRETE

BOX CULVERT LNFT 62 4 66

A0520 60230-0000 DEBRIS RACK EACH 1 1

MileStone: 100% PS&E Date Completed: 03/21/23 Report Date: 03/21/23

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A

-M ar

-2

5:

P

M

Remarks and/or Determination of Estimated

Quantity Pay Item Description Unit

Estimated Quantities

N

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4( 2)

\R oa dw ay

\C

AD

D _S he et s\ B -S um m

SO

Q _1

_U T_

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FO

_7

(2

_F

IN

A L.

xl sm

]S he et

PROJECT

B1UT ERFO 70014(2)

SANTAQUIN CANYON ROAD

Site 2 Site 3 Site 3A Site 4 Site 4A Site 5 Site 5A Site 6 Site 6A Site 7 Site 7A Allowance Bid Schedule

A0540 61701-4500 GUARDRAIL SYSTEM MGS, TYPE 2,

CLASS A STEEL POSTS LNFT 100 25 125

A0560 61702-1500 TERMINAL SECTION, TYPE MGS

TANGENT EACH 2 2

A0580 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 60

A0600 62201-0350 BACKHOE HOUR 60

A0620 62201-0850 WHEEL LOADER, 1 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 60

A0640 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 60

A0660 62201-3350 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY HOUR 60

A0680 62301-0000 GENERAL LABOR HOUR 40

A0700 62302-1100 SPECIAL LABOR, HIRED SURVEY

SERVICES HOUR 20

A0720 62510-2000 SEEDING, HYDRAULIC METHOD ACRE 1.0

A0740 62515-2000 MULCHING, HYDRAULIC METHOD ACRE 1.0

A0760 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL

A0780 64704-1000 MITIGATION, STREAMBED MATERIAL CUYD 81 9 90

A0800 64704-1600 MITIGATION, STREAMBED CHANNEL

RECONSTRUCTION CUYD 245 25 270

-M ar -2

5:

P M

MileStone: 100% PS&E Date Completed: 03/21/23 Report Date: 03/21/23

N

U T\ er fo

4( 2)

\R oa dw ay

\C A D

D _S he et s\ B -S um m

SO

Q _1

_U T_

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FO

_7

(2

_F

IN

A L.

xl sm

]S he et

2) SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

PROJECT

B2UT ERFO 70014(2)

SANTAQUIN CANYON ROAD

Site 2 Site 3 Site 3A Site 4 Site 4A Site 5 Site 5A Site 6 Site 6A Site 7 Site 7A Allowance Bid Schedule

X0020 15101-0000 MOBILIZATION LPSM ALL

X0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM All All All All ALL

X0060 15215-3000 SURVEY AND STAKING, DRAINAGE

STRUCTURE EACH 1 1

X0080 15215-5000 SURVEY AND STAKING, BOX

CULVERT EACH 1 1 2

X0100 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

X0120 15401-0000 CONTRACTOR TESTING LPSM ALL

X0140 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

X0160 15701-0000 SOIL EROSION CONTROL LPSM ALL

X0180 15720-0000 STORM WATER POLLUTION

PREVENTION PLAN LPSM ALL

X0200 20301-1900 REMOVAL OF PIPE CULVERT EACH 1 1 2

X0220 20303-1600 REMOVAL OF PAVEMENT, ASPHALT SQYD 200 150 50 30 430

X0240 20820-0000 DEWATERING LPSM ALL

X0260 25101-0300 PLACED RIPRAP, METHOD A,

CLASS 3 CUYD 119 3 79 19 220

X0280 25101-0500 PLACED RIPRAP, METHOD A,

CLASS 5 CUYD 128 207 35 370

X0300 25201-1000 SPECIAL ROCK EMBANKMENT,

MECHANICALLY-PLACED CUYD 14 156 20 190

X0320 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 236 97 157 23 292 42 77 81 30 55 1,090

X0340 40301-0100 ASPHALT CONCRETE PAVEMENT,

TYPE 1 TON 118 46 77 7 147 17 35 32 10 16 505

X0360 40601-0000 FOG SEAL TON 0.3 0.1 0.2 0.1 0.4 0.1 0.1 0.1 0.1 0.2 1.7

X0380 41102-1000 PRIME COAT, METHOD 1 SQYD 711 267 458 30 889 90 200 170 50 145 3,010

X0400 41201-0000 TACK COAT TON 0.3 0.1 0.2 0.1 0.4 0.1 0.1 0.1 0.1 0.2 1.7

X0420 60202-0700 42-INCH EQUIVALENT DIAMETER

ARCH OR ELLIPTICAL PIPE

CULVERT LNFT 30 10 40

X0440 60211-1100 END SECTION FOR 42-INCH

EQUIVALENT DIAMETER ARCH OR

ELLIPTICAL PIPE CULVERT EACH 2 2

X0460 60220-4450 14 FEET SPAN, 8 FEET RISE

PRECAST REINFORCED CONCRETE

BOX CULVERT LNFT 44 4 48

X0480 60220-4755 15 FEET SPAN, 8 FEET RISE

PRECAST REINFORCED CONCRETE

BOX CULVERT LNFT 72 4 76

-M ar -2

5:

P M

MileStone: 100% PS&E Date Completed: 03/21/23 Report Date: 03/21/23

N

U T\ er fo

4( 2)

\R oa dw ay

\C A D

D _S he et s\ B -S um m

SO

Q _1

_U T_

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FO

_7

(2

_F

IN

A L.

xl sm

]S he et

3) 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

PROJECT

B3UT ERFO 70014(2)

SANTAQUIN CANYON ROAD

Site 2 Site 3 Site 3A Site 4 Site 4A Site 5 Site 5A Site 6 Site 6A Site 7 Site 7A Allowance Bid Schedule

X0500 60704-0000 CLEANING CULVERT IN PLACE EACH 1 1

X0520 61701-4500 GUARDRAIL SYSTEM MGS, TYPE 2,

CLASS A STEEL POSTS LNFT 325 125 75 25 550

X0540 61702-1500 TERMINAL SECTION, TYPE MGS

TANGENT EACH 2 2 2 6

X0560 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 20

X0580 62201-0350 BACKHOE HOUR 20

X0600 62201-0850 WHEEL LOADER, 1 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 20

X0620 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 20

X0640 62201-3350 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY HOUR 20

X0660 62301-0000 GENERAL LABOR HOUR 20

X0680 62302-1100 SPECIAL LABOR, HIRED SURVEY

SERVICES HOUR 20

X0700 62510-2000 SEEDING, HYDRAULIC METHOD ACRE 1.0

X0720 62515-2000 MULCHING, HYDRAULIC METHOD ACRE 1.0

X0740 62617-1300 QUERCUS GAMBELII, GAMBEL'S

OAK, 1 GALLON, CONTAINER GROWN EACH 25 25

X0760 62619-0500 SYMPHORICARPOS ALBUS, COMMON

SNOWBERRY, 1 GALLON EACH 100 100

X0780 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL

X0800 64704-1000 MITIGATION, STREAMBED MATERIAL CUYD 79 53 13 145

X0820 64704-1600 MITIGATION, STREAMBED CHANNEL

RECONSTRUCTION CUYD 272 196 196 66 730

-M ar -2

5:

P M

MileStone: 100% PS&E Date Completed: 03/21/23 Report Date: 03/21/23

N

U T\ er fo

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D _S he et s\ B -S um m

SO

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]S he et

4) 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

PROJECT

B4UT ERFO 70014(2)

SANTAQUIN CANYON ROAD

SCHEDULE A

MISCELLANEOUS SUMMARIES

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Sheet 1 of 2

B5

STATE PROJECT

:5

:4

P

M N

U

T \e rf o

(2

R o a d w a y

\C A

D D

S h e e ts

\B -S u m m \S

U M

U

T E

R F

O

(2

M is c e ll a n e o u s q u a n ti ti e s .d

U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

SCHEDULE A

MISCELLANEOUS SUMMARIES

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Sheet 2 of 2

B6

STATE PROJECT

:5

:1

A

M N

U

T \e rf o

(2

R o a d w a y

\C A

D D

S h e e ts

\B -S u m m \S

U M

U

T E

R F

O

(2

M is c e ll a n e o u s q u a n ti ti e s .d

U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

Tack coat........0.1 gal/sqyd, 233 gal/ton

Prime coat.......0.27 gal/sqyd, 233 gal/ton

Fog Seal.......0.1 gal/sqyd, 233 gal/ton

Asphalt concrete pavement.....145.2 lb/cuft

Roadway Aggregate, Method 2.....139 lb/cuft

Values used for estimating purposes:

OPTION X

MISCELLANEOUS SUMMARIES

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Sheet 1 of 2

B7

STATE PROJECT

:0

:3

A

M N

U

T \e rf o

(2

R o a d w a y

\C A

D D

S h e e ts

\B -S u m m \S

U M

U

T E

R F

O

(2

M is c e ll a n e o u s q u a n ti ti e s .d

U.S. DEPARTMENT OF TRANSPORTATION

/2

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U s e r r .g o n z a le z s o s a

STATE PROJECT

:0

:3

A

M N

U

T \e rf o

(2

R o a d w a y

\C A

D D

S h e e ts

\B -S u m m \S

U M

U

T E

R F

O

(2

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U.S. DEPARTMENT OF TRANSPORTATION

/2

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

OPTION X

MISCELLANEOUS SUMMARIES

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Sheet 2 of 2

B8

:1

:2

P

M N

U

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(2

R o a d w a y

\C A

D D

S h e e ts

\C -M

L

P

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.d

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/2

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

R O

C K S

LID

E

60D NAIL

RESC

60D NAIL

PLAN

A

A

SECTION A-A

100'50'0

Scale in Feet

15' (typ.)

Slope

Match Existing ground Existing

CL

16'

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

See C617-20 and C617-32

Tangent type end terminals, Install Guardrail and

30+00 - 33+75, Rt.

30+00 31+00 32+00 33+00 34+00

Profile

Existing Centerline

(15' offset)

Existing Ground waterline to be buried in place

Existing exposed abandoned

See G-Sheets for details

Retaining Wall

Construct Concrete Block

See G-Sheets for details

Retaining Wall

Construct Concrete Block

30+39 - 33+60, Rt.

WALL PROFILE

1:4

DETAIL B

sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge)

Asphalt concrete pavement

1:1.5 Max.

C617-32 for details

See C617-20 and

Construct Guardrail

NOTE:

(For Information Only)

Bottom of Wall

E = 1570179.44

N = 7138709.02

E = 1570502.80

N = 7138442.90

Placed in two equal lifts

3" Asphalt concrete pavement structural section

See Section A-A, Details A & B

Construct new pavement pavement is placed - No Pay)

(Saw cut and crack seal after

Begin pavement removal

30+00 structural section

See Section A-A, Details A & B

Construct new pavement pavement is placed - No Pay)

(Saw cut and crack seal after

End pavement removal

34+00

Creek

Summit

Flow

Flow construction.

2. Do not undercut the slope above the roadway during wall

1. See Final Geotechnical Report No. UT-FE-70014-20-01.

SCHEDULE A & OPTION X

SITE 3

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

C2

2537 ft

To Site 2

290 ft

To Site 3A

1:2

PC

.0

P T

.1

P C

.7

P T

.3

P C

.8

P T

.6

P I

.9

Curve = SITE3-1

PI 30+67.18

D

R = 400.00'

T = 67.18'

L = 133.12'

Curve = SITE3-2

PI 32+10.04

D

R = 800.00'

T = 28.28'

L = 56.54'

Curve = SITE3-3

PI 33+05.29

D

R = 1,000.00'

T = 55.43'

L = 110.75'

30°30°

0.4'

Limits of Wall Excavation

:2

:3

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NUMBER

SHEET

320 325

0 335

IN

C

M P

D

IR

O

N

LY

MAG NAIL

PK NAIL

100'50'0

Scale in Feet

PLAN

A

A

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

SECTION A-A

15' (typ.)

Slope

Match Existing

CL

C617-32 for details

See C617-20 and

Construct Guardrail

See C617-20 and C617-32

Tangent type end terminals, Install Guardrail and

37+45 - 39+20, Rt.

(15' offset)

Existing Ground

Profile

Existing Centerline

37+00 38+00 39+00

16'

See G-Sheets for details

Retaining Wall

Construct Concrete Block

37+68 - 39+02, Rt.

See G-Sheets for details

Retaining Wall

Construct Concrete Block

WALL PROFILE

1:4

Asphalt concrete pavement

DETAIL B

sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge)

(For Information Only)

Bottom of wall

1:1.5 Max

NOTE:

E = 1570741.27

N = 7138280.05

E = 1570951.97

N = 7138164.58

Placed in two equal lifts

3" Asphalt concrete pavement structural section

See Section A-A, Details A & B

Construct new pavement pavement is placed - No Pay)

(Saw cut and crack seal after

Begin pavement removal

37+50, Rt.

structural section

See Section A-A, Details A & B

Construct new pavement pavement is placed - No Pay)

(Saw cut and crack seal after

End pavement removal

39+00

See Special 252-A

30' L x 5' W x 3' D

Embankment

Place Special Rock

39+15, Rt.

construction.

2. Do not undercut the slope above the roadway during wall

1. See Final Geotechnical Report No. UT-FE-70014-20-01.

F lo w

Creek

Summit

Flow

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

SCHEDULE A & OPTION X

SITE 3A

C3

290 feet

To Site 3

310 feet

To Site 4

1:2

P I

.7

P

C

.1

P T

.3

P C

.7

PT 39+

29.28

PO

T

.8

Curve = SITE3-4

PI 37+65.79

D

R = 500.00'

T = 24.60'

L = 49.16'

PI 38+85.68

Curve = SITE3-5

D

R = 125.00'

T = 47.93'

L = 91.53'

30°

Limits of Wall Excavation

NOTE:

ROADWAY EROSION REPAIR

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

ROADWAY PAVEMENT REPAIR

roadway slope

Match existing

.5

1:4 sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge)

Asphalt concrete pavement

DETAIL B

9' W x 30' L. See Details A & B

Construct new pavement

Remove pavement and

No. UT-FE-70014-20-01.

2. See Final Geotechnical Report

Location: 39.914055°, -111.746712°

1. This Site has not been surveyed.

See Special 252-A

10' H x 30' W x 3' D

Place Special Rock Embankment

Placed in two equal lifts

3" Asphalt concrete pavement

Embankment Item.

included in Special Rock

Unclassified borrow material is with unclassified borrow material.

Backfill underneath roadway

Material

Unclassified Borrow

SCHEDULE A & OPTION X

SITE 4A

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

C5

STATE PROJECT

:2

:3

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R o a d w a y \C

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D S h e e ts

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U.S. DEPARTMENT OF TRANSPORTATION

/2

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

18' Roadway Width

30'

H e ig h t

30' Le ngt h

30°

ROADWAY EROSION REPAIR

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

ROADWAY PAVEMENT REPAIR

roadway slope

Match existing

.5 depth of 2 feet. See G sheets for details extend below the streambed to a scour bottom of the channel. The wall should approximately 15' H x 45' L above the

Construct Concrete Block Retaining Wall, 1:4

DETAIL B

sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge)

Asphalt concrete pavement

CL

15' (typ.)

C617-32 for details

See C617-20 and

Construct Guardrail

See G-Sheets for details

Retaining Wall

Construct Concrete Block

18'

Slope

Match Existing

1.1:5 Max.

TYPICAL SECTION

2. See Final Geotechnical Report No. UT-FE-70014-20-01.

Approximate Location: 39.911278°, -111.742678°

1. This Site has not been surveyed.

Details A & B structual section typical section. See

Construct new 18' W x 45' L

Remove pavement and cross section)

(lowest point in a given

Channel thalweg elevation channel thalweg

Found wall 8' below

Placed in two equal lifts

3" Asphalt concrete pavement

SCHEDULE A & OPTION X

SITE 5A

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

C7

STATE PROJECT

:3

:5

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R o a d w a y \C

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D S h e e ts

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U.S. DEPARTMENT OF TRANSPORTATION

/2

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

18' Roadway Width

45'

30°30°

INLET EXISTING STRUCTURE

.5

OUTLET EXISTING STRUCTURE

remain in place.

Pipe Culvert to

Existing 30" Dia.Ensure proper drainage to inlet.

Included in pay item 60704-0000.

sediment and debris from ditch.

surrounding area of

Clean existing structure and

No. UT-FE-70014-20-01.

2. See Final Hydraulics and Final Geotechnical Report

Approximate Location: 39.908726°, -111.739214°

1. This Site has not been surveyed.

See special 252-A to Channel Thalweg elevation (min.)

Extend Special Rock Embankment

Approximately 5' H x 25' L x 3' D

Place Special Rock Embankment

Do Not Disturb

Existing roadway

Creek

Summit

OPTION X

SITE 6A

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

C9

STATE PROJECT

:4

:2

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U.S. DEPARTMENT OF TRANSPORTATION

/1

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

H e ig h t

25' Length

Le n th

:0

:2

P

M N

U

T \e rf o

(2

R o a d w a y

\C A

D D

S h e e ts

\C -M

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P \p ln

S it e

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U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

NUMBER

SHEET

PK NAIL

PK NAIL

PK NAIL

A

A

100'50'0

Scale in Feet

PLAN

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

SECTION A-A

CHANNEL TYPICAL SECTION

C10 location, See photos this sheet

Flow Diversion Structure

Approximate existing

Section and photos this sheet location, See Channel Typical

Flow Diversion Structure

Approximate proposed

PIPE CULVERT INSTALLATION

DETAIL B

1:4 sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge)

Asphalt concrete pavement

No. UT-FE-70014-20-01.

1. See Final Hydraulics and Final Geotechnical Report E = 1574249.18

N = 7134328.11

E = 1574338.57

N = 7134128.68

4' - 5' section is provided such that typical channel

Alleviate channel constriction by CO chute as directed at mouth of flood boulders and reset

Remove existing at mouth of flood chute

Place boulders and backfill as directed by CO

50' L

Grade V-shaped swale over pipe culvert

12" (min.) cover

CL

Slope

Existing

Match

1:

1.

Existing ground

See special 252-A

Embankment

Place Special Rock

Special Rock Embankment

Place thickened toe at the end of the

70+50 - 70+90, Lt.

See Section A-A and Details A & B structural section

Construct new typical section

(Saw cut and crack seal after pavement is placed - No Pay)

Begin pavement removal

70+50, Lt.

structural section

See Section A-A and Details A & B

Construct new typical section pavement is placed - No Pay)

(Saw cut and crack seal after

End pavement removal

72+00

Placed in two equal lifts

3" Asphalt concrete pavement

Primary channel Flood chute

Channel Thalweg Elevation

Existing channel

OPTION X

SITE 7

Embankment Item in Special Rock material is included

Unclassified borrow material

See Special 252-A

Place Special Rock Embankment

70+50 - 72+00, Lt.

See Photo this sheet

Riprap apron at outlet

2-Flared end sections

Install a 42" x 29' pipe arch culvert, Upstream of surveyed area, See Detail C251-50

Class 3 Riprap apron at outlet

2-Flared end sections

Install a 42" x 29' pipe arch culvert, Upstream of surveyed area, F lo w

Creek

Summit

Flow

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

100 snowberry @ 10 ft spacing

(25 oaks @ 20 ft spacing, 10,000 SQFT= 0.2 acres.

adjacent to Summit Creek, (Symphoricarpos oreophilus) and snowberry

(quercus gambilii)

Plant mix of gambel oak

P O T .0

P C .7

PT 70+90.84

71+

PC 7

1+67.

PT

+82 .51

+00

POT 7

2+

.92

Curve = SITE7-1

PI 70+58.93

D

R = 135.00'

T = 33.21'

L = 65.12'

Curve = SITE7-2

PI 71+74.94

D

R = 200.00'

T = 7.57'

L = 15.14' 0.4'

30°

15' - 17'

9'

:4

:2

P

M N

U

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R o a d w a y \C

A D

D S h e e ts

\C -M

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P

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U.S. DEPARTMENT OF TRANSPORTATION

/2

/2

U s e r r .g o n z a le z s o s a

NUMBER

SHEET

PLAN

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

1:3

3'

18'

C L

1:3

Existing

Match

Existing

Match

Headwalls and Wingwalls Lt. & Rt.

Single 14' Span x 8' Rise Concrete Box Culvert

Toe wall

Toe wall

ELEVATION

44' Concrete Box Culvert

8.0%

Headwalls and Wingwalls

Concrete Box Culvert

14' span x 8' rise x 44'

Install precast

EXISTING STRUCTURE INLET

pipe culvert

Remove existing

EXISTING STRUCTURE OUTLET

Channel Bottom

Proposed

See Channel Typical Section

Regrade channel approx. 100' upstream @ 8% concrete box culvert inlet of proposed

Regrade channel to of existing debris

Remove and dispose

15°

CHANNEL TYPICAL SECTION

40' L x 35' W x 3.5' D riprap apron, Rt.

Place Class 5

NO SCALE

C11

1:4 sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge)

Asphalt concrete pavement

DETAIL B

S e e D e ta ils A B a n d r e p la c e m e n t

' P a v e m e n t r e m o v a l

NOTE:

8'

See Special 647-A for AOP details.

Pay Item.

Wingwalls and headwalls are included in the Box Culvert

See Final Hydraulics Report.

Approximate Location: 39.904242°, -111.734394°.

This Site has not been surveyed.

4.

3.

2.

1.

mitigate subsurface flow to seal the streambed and

Compact and apply water mitigate subsurface flow to seal the streambed and

Compact and apply water roadway prism

Grade to toe of canyon wall

Grade to toe of to the end of the wingwalls (typ.)

Extend low flow channel

Placed in two equal lifts

3" Asphalt concrete pavement

Channel Thalweg Elevation

Existing channel

OPTION X

SITE 7A

Angle = 15° (typ.)

Wingwall = 15' L (typ.)

Fl ow

Fl ow

Creek

Summit

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

UT

1:6 1:6

3.5' - 4.5'

0.4'

30°30°

40'

14' - 16'

C251-50

CLASS

RIPRAP

SECTION

END

WITH

SECTION

END

WITHOUT

(CY)

QUANTITY

RIPRAP

ESTIMATED

(SY)

QUANTITY

GEOTEXTILE

ESTIMATED

(inches) D

SIZE

CULVERT

(feet) L

APRON

OF

LENGTH

(feet) H

APRON

OF

DEPTH

CLASS

RIPRAP

SECTION

END

WITH

SECTION

END

WITHOUT

PROTECTIVE APRON DIMENSIONS AND ESTIMATED QUANTITIES

OUTLET WITHOUT DITCH

(CY)

QUANTITY

RIPRAP

ESTIMATED

(SY)

QUANTITY

GEOTEXTILE

ESTIMATED

(inches) D

SIZE

CULVERT

(feet) L

APRON

OF

LENGTH

(feet) H

APRON

OF

DEPTH

PROTECTIVE APRON DIMENSIONS AND ESTIMATED QUANTITIES

OUTLET WITH DITCH

AT CULVERT OUTLETS

PLACED RIPRAP

14.5

12.5

2.5

2.5

1.5

1.5

1.5

2.5

2.5

1.5

1.5

1.5

14.5

12.5

2.5

2.5

1.5

1.5

1.5

2.5

2.5

1.5

1.5

1.5

2'

49.8

38.7

18.5

13.3

5.2

3.2

1.7

44.5

34.1

15.6

10.9

3.9

2.2

2'

38.6

29.9

15.2

10.8

4.5

2.7

1.4

35.6

27.3

13.4

9.3

3.6

0.9

DETAIL APPROVED FOR USE

REVISED: 08/2014

NUMBER

SHEET

:4

:2

A

M N

U

T \e r f o \R o a d w a y \C

A D

D S h e e ts

\G \C

.d g n

/2

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U s e r r .g o n z a le z s o s a

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY DETAIL

DETAIL

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

G1

C

PLAN VIEW PLAN VIEW

Geotextile

END SECTION

CULVERT WITHOUT STANDARD

SECTION C-C

END SECTION

CULVERT WITH STANDARD

S p a n

D ia o r m in

S p a n

D ia o r

A A

B B

PLAN VIEW

Variable slope ground Original

Geotextile

END SECTION

CULVERT WITHOUT STANDARD

SECTION B-BSECTION A-A

END SECTION

CULVERT WITH STANDARD

S p a n

D ia o r

S p a n

D ia o r m in

Geotextile

Variable slope ground Original m in

WITHOUT DITCH

PROTECTIVE APRON AT CULVERT OUTLET

WITH DITCH

PROTECTIVE APRON AT CULVERT OUTLET

C C

C

NOTE:

H

D

Geotextile

SECTION E-ESECTION D-D

Geotextile ground Original m in ditch slope

Match existing

D

H m in ground Original m in

D m in

H ditch slope

Match existing

D D EE

ground

Original

W id th

D it c h

B o tt o m

W id th

D it c h

B o tt o m

PLAN VIEW

or flatter

Sloped 1V:2H will not be measured for payment.

3. Excavation for placement of riprap

Subsection 714.01(a).

2. Furnish geotextile conforming to slopes of less than 10%.

1. Use for aprons serving culverts with

Flowline

L

L

D D

D

H

H

D D

D

L

D

D

4D

D

D D

D

D D

(min.)

252-A

CL

Ground

Existing

Embankment

Place Special Rock

1:1.5

Geotextile

6' Riprap mound thickness

(lowest point in a given cross section)

Channel Thalwag Elevation

3'

EMBANKMENT

SPECIAL ROCK

G2UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

STATE PROJECT

:1

:0

A

M N

U

T \e r f o \R o a d w a y \C

A D

D S h e e ts

\G \s p A

.d

U.S. DEPARTMENT OF TRANSPORTATION

SPECIAL

U.S. CUSTOMARY SPECIAL

/2

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

Varies

3' Riprap mound height

Roadway Width Varies

254-A

LC

[2]

Original ground

[3] structure

Proposed pavement

BLOCK RETAINING WALL TYPICAL SECTION

FILL SIDE PRECAST CONCRETE

Edge of pavement block (typ.)

retaining wall precast concrete

Class A(AE)

1' overlap of geotextile Provide minimum of Geotextile filter, class 2, type A.

FOOTNOTE:

NOTE:

2% min.

[1] outlet pipe polyethylene drainage tubing 4" nonperforated corrugated polyethylene drainage tubing

4" perforated corrugated

[4] Guardrail

Geotextile Class 2, Type A

Wall underdrain system

Leveling Pad

Granular backfill with standard coupling bands or by other approved means.

according to Subsection 605.03. Hold the screen securely in place

5. Cover the end of the wall underdrain system outlet pipes with screen include this information in the final shop plans submitted to the CO.

current cross sections taken in the field by the Contractor and footing elevations, and all other necessary final details on

4. Base the exact retaining wall heights, footing step dimensions,

3. Step top of wall along roadway profile grade.

2. See plans for locations and quantities.

1. See Section 254.

G3

RETAINING WALL

CONCRETE BLOCK

Channel Thalweg

Tack Coat between lifts

Prime Coat (Method 1)

Fog Seal

Method 2

6" Roadway aggregate, DETAIL A

Placed in two equal lifts

3" Asphalt concrete pavement

1:4

Asphalt concrete pavement

DETAIL B

sides of roadway) and left

(Detail applies to both right

Aggregate, Method 2

Shoulder up with Roadway edge (safety edge)

Construct 30° pavement

See C617-20 and C617-32.

[4]

See Details A and B.

[3]

Wall batters steeper than 4V:1H are acceptable.

[2] at a maximum spacing of 100'

Place outlet pipes at all low spots along wall and [1]

0.4'

30°

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

Grouted Riprap Class 5

30" Wide (min.) curtainwall to approx. bot/leveling pad elev.

O r T o p /B e d r o c k

STATE PROJECT

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U s e r r .g o n z a le z s o s a

NUMBER

SHEET

H

D e s ig n w a ll h e ig h t v a r ia b le

12"

4' Setback

2' Embedment

12"

6" min.

30" min.

12"

601-A b.f. = both faces o.f. = other face f.f. = fill face

Abbreviations:

AND WINGWALLS

HEADWALLS

BOX CULVERT

1'-0"

#4 bars (6 tot.)

#4 @ 12" headwall reinforcement into

Extend longitudinal box H e a d w a ll L e n g th

1'-0"

(6 tot.)

#4 bars

#4 @ 18" toewall reinforcement into

Extend longitudinal box

2 (max.)

0-10

4'-6"

1-7

L

0-8

1'-0" 1'-6"

1'-0" to wall) perpendicular

(measured

#4 @ 12"

#5 @ 6"

#5 @ 12"

#4 bars (9 tot.)

#4 @ 12" b.f.

#4 @ 12"

#5 @ 6" recommendations install per manufacturer's

Geocomposite sheet drain

@ 8'-0" (max.) o.c.

slope 2% to drain sheet drain manufacturer.

recommended by

Provide drain grate as material

Limits of backfill

#4 @ 6"

NOTES:

footing) and headwall (above filler between wingwall

" expansion joint2

Finished slope

See Headwall Detail

See Toewall Detail culvert

Concrete box Toewall

Other face of wingwall footing bars splice to longitudinal

2-#4 bars b.f.

longitudinal footing bars

#4 bars splice to footing & toewall bars splice to longitudinal

4-#4 bars

Concrete box culvert

Face of headwall

See Box Culvert Plan and Profile Sheet filler (nail in place)

" expansion joint2

3" cl.

1'-10" min. splice

@ 8'-0" (max.) o.c.

R

TYPICAL HEADWALL / WINGWALL PLAN DETAIL

Foundation fill

WING ELEVATION

HEADWALL DETAIL

TOEWALL DETAIL

WINGWALL TYPICAL SECTION

wingwall typical section.

behind the wingwalls and headwalls. Limits are shown on the

10. Use Backfill material meeting the requirements of subsection 704.03 construction.

9. The contractor is responsible for the stability of the structure during

8. Include geocomposite sheet drains in the cost of 60220 Pay Items.

7. Clean all construction joints thoroughly before concrete is poured.

between concrete and soil = 0.65.

height of soil, heq = 2 feet. For sliding, nominal coefficient of friction fluid unit weight = 35 lbs. per cubic foot. Live load surcharge = equivalent bearing resistance, q =5.0 ksf. Lateral earth pressure equivalent to a

AASHTO LRFD Bridge Design Specifications 8th Edition, 2017 . Factored

6. Design Data:

28-day compressive strength f'c = 4000 psi.

5. Concrete will conform to Section 601 in the SCRs, with a minimum the face of any bar of 2", unless shown otherwise on the plans.

M322, Grade 60 deformed. Use a minimum concrete covering to

4. Use reinforcing steel meeting the requirements of AASHTO M31 or shown on the Box Culvert Plan and Profile Sheet.

3. Dimensions, elevations and angles for wingwalls and headwalls are included in the unit cost of 60220 Pay Items.

2. Expansion joint material shall conform to AASHTO M213. Payment

".4

31. Chamfer all exposed concrete corners

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

T1

STATE PROJECT

:4

:0

A

M N

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T \e r f o \R o a d w a y \C

A D

D S h e e ts

\T \S

P A

.d

/2

/2

U s e r r .g o n z a le z s o s a

NUMBER

SHEET

c l.

8"

H m a x

W ingwall Length

1.

2.

3.

4.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

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.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

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.

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

NOTE:

:1

P

M

J a n u a r y

S td

N

U T

\e r f o \R o a d w a y \C

A D

D S h e e ts

\T \S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-1

STATE PROJECT

NUMBER

SHEET

UT

SANTAQUIN CANYON ROAD

UT ERFO 70014(2)

T2

2.

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Smoother sleeve with center stop.

Stab type joint

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

Pipe heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Angle

Wedge

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

[1] Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

[2] For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

COUPLING BANDS FOR METAL PIPE CULVERT [1]

[3] Use annular corrugated bands with pipes having annular corrugations or with helical pipe the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

BoltsBand

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

10.5

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

rerolled with 3" × 1" pipe corrugations.

COUPLING BAND

METAL PIPE CULVERT

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 corrugations on rerolled pipe ends.

diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

NOTE:

underdrain [6]

[4] Use helical corrugated bands with pipes having helically corrugated ends.

[5]

[6]

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2

W

WWW

:2

J a n u a r y

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\e r f o \R o a d w a y \C

A D

D S h e e ts

\T \S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-2

STATE PROJECT

NUMBER

SHEET

UT

SANTAQUIN CANYON ROAD

T3

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.

1.

2.

3.

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

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

A

A

Finished subgrade

Roadway embankment

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

Bedding

Bedding

Bedding

Half diameter or whichever is less section

Metal endMetal end section or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

> 54"

12" to 54"

6"

4"

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

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

"/foot of cover,2

NOTE:

H

Width

H H

H H

H H

H H

H

H

H

H

HH

H

(see table)

Minimum spacing or Span

Diameter or Span

Diameter

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

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.)

minimum

1'-0"

:2

J a n u a r y

S td

U T

\e r f o \R o a d w a y \C

A D

D S h e e ts

\T \S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STANDARD APPROVED FOR USE 12/1993

10/2017 DRAFT:

6/2005 4/1994 REVISED:

602-3

STATE PROJECT

NUMBER

SHEET

UT

SANTAQUIN CANYON ROAD

T4

2.

3.

4.

5.

6.

7.

8.

ROUND OR PIPE ARCH CULVERT

PIPE ARCH CULVERTROUND PIPE CULVERT

DESIGN C

CONNECTION TO METAL PIPE

OR OUTLET END OF CONCRETE PIPE

SECTION A-APLAN

ELEVATION ELEVATION

Slope

Toe plateToe plate riveted or welded connection

For all sizes of round pipe and pipe arch

END SECTIONS FOR ROUND PIPE CULVERT

END SECTIONS FOR PIPE ARCH CULVERT

A (min) B (max) H (min) W (max)

SLOPE

Approx.

A (min) B (max) H (min) W (max)

SLOPE

Approx.

A

A

DESIGN B

CONNECTION TO CONCRETE

PIPE INLET END

DESIGN A

CONNECTION TO ANNULAR

CORRUGATED METAL PIPE

Toe plate extension

(min. width A+W)

Toe plate extension

Corner plate

(min. width A+W)

Toe plate extension

Corner plate

Reinforced edge

Pipe coupling band shop bolted to

End section

Pipe culvert

Expander lug End section steel or aluminum pipe

Smooth galvanized

Bolted or welded

Threaded rod

Rod holder connector

Flat strap Pipe culvert Pipe culvert

End section End section

Strap bolt

Pivot bolt reinforcement bolted or riveted under the center panel seam.

Supplement the reinforced edges of end sections for

Variations in design and dimensions are permitted to allow for manufacturer's standards.

Fabricate the diameter of the end section of Design B to match the inside diameter of the concrete pipe culvert.

Design C may be used in lieu of design A for all metal pipe culvert sizes. Coupling bands may be any acceptable type for the pipe culvert specified.

Fabricate multiple piece bodies with lap seams tightly joined attached with bolts or rivets.

Fabricate connector section, corner plate and toe plate extensions from the same metal thickness as the panel body.

Use toe plate extension where shown on the plans.

Warp embankment slopes to match the slope of the flared end sections.

METAL END SECTIONS

60" and larger diameter pipe and 66" and larger

" bolts8 3spacing for

35" × 24" thru 66" × 51" pipe arch

For 30" thru 60" round pipe and

17" × 13" thru 28" × 20" pipe arch

For 12" thru 24" round pipe and

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.079

0.079

0.064

0.064

0.064

0.064

0.064

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.075

0.075

0.060

0.060

0.060

0.060

0.060

112 × 75

103 × 71

95 × 67

87 × 63

83 × 57

81 × 59

77 × 52

73 × 55

71 × 47

66 × 51

64 × 43

60 × 46

57 × 38

49 × 33

42 × 29

35 × 24

28 × 20

24 × 18

21 × 15

17 × 13

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.079

0.079

0.064

0.064

0.064

0.064

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.075

0.075

0.060

0.060

0.060

0.060

INCHES

SPAN × RISE

PIPE SIZE METAL THICKNESS

STEEL ALUMINUM

INCHES GAGE INCHES GAGE

INCHES

DIMENSIONS

L (±2")(INCHES)

DIAM.

VALENT

EQUI-

INCHES

DIAMETER

PIPE SIZE

STEEL

METAL THICKNESS

INCHES GAGE

ALUMINUM

INCHES GAGE

INCHES

DIMENSIONS

L (±2")

13" for 30" dia. and over.

culvert less than 30" dia.

7" for concrete pipe

" bolts8 3spacing for at 6" centers (max.) or equivalent

" angle4 1" × 2

1" × 22 1equivalent pipe arch provide 2

" bolts8 3flared end section with

" rivets or bolts. Fabricate end section center panels 8 3by

On end section center panels for 66" and larger from 0.138 inch steel or 0.135 inch aluminum.

for 60" and larger diameter pipe and equivalent pipe arch

" stiffener angles 4 1" × 2

1" × 22 1equivalent pipe arch with 2

NOTE:

edge

Reinforced

Pay Limit

Pipe Culvert diameter

Span or

B

L

AWA

End Section

SpanR is e

Di am et er

H H m in

12" (max.) hole lap after expansion

1" Minimum m in

12" (max.) hole

:2

J a n u a r y

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\e r f o \R o a d w a y \C

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D S h e e ts

\T \S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STANDARD APPROVED FOR USE 12/1993

10/2007 DRAFT:

6/2005 4/1994 REVISED:

602-4

STATE PROJECT

NUMBER

SHEET

UT

SANTAQUIN CANYON ROAD

T5

6.

5.

4.

3.

2.

1.

embankment

Edge of widened post section. See Note 4 face of the rail in the standard

Tangent line projected from the embankment

Edge of widened post section. See Note 4 face of the rail in the standard

Tangent line projected from the

Varies by manufacturer end of terminal not shown.

Terminal posts and

Varies by manufacturer end of terminal not shown.

Terminal posts and

NOTE:

terminal grading extents where practical.

Construct a 1V:4H slope outside of the guardrail terminal.

Install a reflectorized object marker on the end of the according to the manufacturer's recommendations.

end farther from the edge of shoulder, or use a taper

Install terminal at a 1:25 taper or flatter to position the the manufacturer's recommendations.

necessary to install the tangent terminal according to manufacturer for a specific product. Adjust grading as begin at post 3. Verify the length of need with the

For design purposes, the length of need is assumed to of site limitations, use the alternative grading layout.

as practical within site constraints. If necessary because are provided, use the preferred grading layout as much staking notes or model.