140L5725R0003_Attachment_02_Drawings.pdf

PDF 21 MB Posted Aug 25, 2025

Attached to: Calf Creek Bridge Replacement Federal contract opportunity
Solicitation number: 140L5725R0003
Issued by: Department of the Interior Bureau of Land Management Utah Region

About this file

Written by GovTribe AI · Aug 25, 2025

This is a set of technical design documents for the Calf Creek Bridge Replacement project, prepared by the U.S. Department of the Interior's Bureau of Land Management in Garfield County, Utah. The project involves replacing an existing bridge along Calf Creek Road in the Paria River District near Escalante, with a new 125-foot span pre-manufactured steel bridge. The design includes detailed plans for bridge construction, including abutments, wing walls, guardrails, and approach roadways, with a design speed of 10 mph. The project involves excavation, structural backfill, concrete work, and installation of a new bridge with associated roadway improvements. The design documents specify technical requirements for materials, construction methods, and structural components, including steel reinforcement, concrete specifications, and guardrail installations, with careful consideration of environmental constraints and the adjacent Wilderness Study Area boundary.

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Other files for this federal contract opportunity

Other files attached to Calf Creek Bridge Replacement, newest first.
File	Type	Posted
140L5725R0003_Amendment_0001_-_Attachment_08_Site_Visit_Notes_Images_0001.pdf	PDF	Sep 12, 2025
Sol_140L5725R0003_Amd_0001.pdf	PDF	Sep 12, 2025
140L5725R0003_Attachment_06_Wage_Determination_UT20250009_01_03_2025.pdf	PDF	Aug 25, 2025
140L5725R0003_Attachment_03_Supplamental_Drawings.pdf	PDF	Aug 25, 2025
140L5725R0003_Attachment_01_Specifications.pdf	PDF	Aug 25, 2025
Sol_140L5725R0003.pdf	PDF	Aug 25, 2025
140L5725R0003_Attachment_07_Limitations_on_Subcontracting_Breakout.xlsx	XLSX spreadsheet	Aug 25, 2025
140L5725R0003_Attachment_04_GSENM_Calf_Creek_EA_Final.pdf	PDF	Aug 25, 2025
140L5725R0003_Attachment_05_Bid_Schedule.xlsx	XLSX spreadsheet	Aug 25, 2025

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ADT: 255

DESIGN SPEED: 10 MPH

GAOA - CALF CREEK BRIDGE REPLACEMENT

PARIA RIVER DISTRICT

ESCALANTE, UTAH

VICINITY MAP

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SHEET NO:

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF LAND MANAGEMENT

PROJECT LOCATION

NOT TO SCALE

R-

CALF CREEK CAMPGROUND

N SHEET LIST TABLE

SHEET NUMBER SHEET TITLE

G-001 TITLE SHEET

G-002 NOTES

G-003 NOTES

G-004 BORING INFORMATION

C-001 SURVEY CONTROL

C-002 EROSION AND SEDIMENT CONTROL

C-003 TYPICAL SECTION

C-004 PLAN AND PROFILE

C-005 SUPERELEVATION DETAIL

C-006 APPROACH PLAN AND PROFILE

C-007 EXCAVATION PLAN

C-008 DEMOLITION AND SITE PLAN

S-001 SITUATION & LAYOUT

S-002 BRIDGE SECTION

S-003 FOOTING LAYOUT

S-004 ABUTMENT 1 FOOTING PLAN

S-005 ABUTMENT 2 FOOTING PLAN

S-006 ROCK DETAIL

S-007 ABUTMENT 1 PLAN & ELEVATION

S-008 ABUTMENT 2 PLAN & ELEVATION

S-009 ABUTMENT DETAILS

S-010 WING WALL DETAILS

S-011 WING WALL DETAILS

S-012 RAIL DETAILS

S-013 METAL REINFORCEMENT

S-014 METAL REINFORCEMENT

PAGES 27 - 41 STANDARD DRAWINGS

PROJECT

LOCATION

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GREAT

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LAKE

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ESCALANTE

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BOULDER

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RELEASE DATEVERSIONNAME

PRIME 8.0.0.0PTC MATHCAD MARCH 15, 2022

GENERAL NOTES

1. ALL WORK SHALL CONFORM TO THE FP-14 STANDARD SPECIFICATIONS FOR

ROADS AND BRIDGES OF FEDERAL HIGHWAY PROJECTS, 2014 AND MODIFIED

SPECIAL PROVISIONS. THE CONTRACTOR SHALL HAVE SET SPECIFICATIONS

ONSITE FOR REFERENCE DURING CONSTRUCTION AT ALL TIMES.

2. IF THERE ARE CONTRADICTIONS BETWEEN THE CODES AND STANDARDS,

THE MOST STRINGENT REQUIREMENTS TO GOVERN.

3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE

BEFORE STARTING WORK AND SHALL IMMEDIATELY NOTIFY THE

GOVERNMENT OF ANY DISCREPANCIES.

4. CONTRACTOR WILL BRING ALL OMISSIONS OR CONFLICTS BETWEEN THE

VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS

TO THE ATTENTION OF THE GOVERNMENT BEFORE PROCEEDING WITH ANY

WORK INVOLVED.

5. DRAWINGS INDICATE THE FINISHED PRODUCT. THEY DO NOT INDICATE A

METHOD OF CONSTRUCTION. CONTRACTOR SHALL TAKE ALL PRECAUTIONS

NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH

PRECAUTIONS SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING

FOR CONSTRUCTION EQUIPMENT, ETC.

6. TEMPORARY SHORING AND BRACING SHALL BE PROVIDED WHEREVER

NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY

BE SUBJECTED INCLUDING WIND. SUCH BRACING SHALL BE LEFT IN PLACE

AS LONG AS MAY BE REQUIRED FOR SAFETY OR UNTIL ALL THE STRUCTURAL

ELEMENTS ARE COMPLETE. WHERE SHORING IS REQUIRED, A SHORING

PLAN SHALL BE SUBMITTED TO THE GOVERNMENT. EACH SHORING PLAN

SHALL BE PREPARED AND STAMPED BY AN ENGINEER LICENSED IN THE

STATE OF THIS PROJECT.

7. OBSERVATION VISITS TO THE JOB SITE BY A FIELD REPRESENTATIVE OF THE

GOVERNMENT ARE NOT AN INSPECTION NOR APPROVAL FOR

CONSTRUCTION.

8. CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE

GOVERNMENT'S REPRESENTATIVE TO PREVENT ANY CONFLICTING WORK

CONDITIONS.

9. ANY EXCAVATION AND/OR EXPLORATION NECESSARY FOR THE

COMMENCEMENT OF WORK SUCH AS LOCATING UNDERGROUND FACILITIES

ETC., UNLESS OTHERWISE SPECIFIED ON THE PLANS, IS CONSIDERED

INCIDENTAL TO THE PROJECT, AND SHALL BE PERFORMED BY THE

CONTRACTOR AT NO ADDITIONAL COST TO THE GOVERNMENT.

10. CONTRACTOR SHALL NOTIFY GOVERNMENT OF ANY CONFLICT WITH THE

EXISTING UTILITIES, UNFORESEEN CONDITIONS, OR DESIGN ISSUES UPON

DISCOVERY.

11. CONTRACTOR SHALL PREPARE AND FURNISH TO THE GOVERNMENT A SET

OF RECORD DRAWINGS AT THE COMPLETION OF THE PROJECT AT NO

ADDITIONAL COST TO THE GOVERNMENT.

12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMING WITH OSHA

REQUIREMENTS DURING CONSTRUCTION FOR TRENCH EXCAVATION AND

OTHER SAFETY STANDARDS REQUIRED DURING CONSTRUCTION.

13. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR TRAFFIC CONTROL AND

SITE SAFETY IN ACCORDANCE WITH MUTCD (MANUAL ON UNIFORM TRAFFIC

CONTROL DEVICES), OSHA, ETC. TRAFFIC CONTROL TO BE COORDINATED

AND REVIEWED BY GOVERNMENT. GOVERNMENT CAN PROVIDE SITE

SPECIFIC SIGNAGE.

14. LOCATIONS, ELEVATIONS AND DIMENSIONS OF EXISTING UTILITIES,

STRUCTURES AND OTHER FEATURES ARE SHOWN ACCORDING TO THE

INFORMATION AVAILABLE AT THE TIME OF THE PREPARATION OF THESE

PLANS. BUT DO NOT PURPORT TO BE ABSOLUTELY CORRECT AND ARE

APPROXIMATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING

LOCATIONS, ELEVATIONS AND DIMENSIONS OF ALL EXISTING UTILITIES,

STRUCTURES AND OTHER FEATURES AFFECTING THIS WORK AND AVOIDING

DAMAGE TO THEM.

15. GUARDRAIL SHALL MEET AASHTO MASH (2016) TL-2 OR BETTER AND INCLUDE

BRIDGE TRANSITION, APPROACH RAILING, AND MASH TERMINAL ENDS.

GUARDRAIL SHALL BE SELF WEATHERING STEEL, BUT POSTS AND TERMINAL

ENDS SHALL BE PAINTED TO MATCH WEATHERING STEEL FINISH WITH A

NATRINA TREATMENT OR APPROVED EQUAL. NATRINA TREATMENT SHALL BE

SHOP APPLIED.

16. ALL MATERIALS DEMOLISHED, EXCAVATED, AND REMOVED AS PART OF THIS

PROJECT ARE TO BECOME PROPERTY AND RESPONSIBILITY OF THE

CONTRACTOR.

DESIGN NOTES

DESIGN SPECIFICATIONS:

IN ACCORDANCE WITH : "AASHTO LRFD BRIDGE DESIGN SPECIFICATION" 9th

EDITION AND AASHTO/AWS "BRIDGE WELDING CODE" D1.5.

DESIGN PROCEDURES

DECK AND SUPERSTRUCTURE DESIGNED BY FABRICATOR. BRIDGE RAILING IN

ACCORDANCE WITH MASH (2016) TL-2. DETERMINED BY CRASH TEST OR DESIGN

CALCULATIONS.

DESIGN SPEED IS 10 mph.

PROPRIETARY COMPUTER SOFTWARE PROGRAMS USED TO FACILITATE THE

DESIGN:

DESIGN LOADS:

PERMANENT LOADS:

DC UNIT WEIGHT OF REINFORCED STRUCTURAL

CONCRETE 0.150 kcf UNIT WEIGHT OF STRUCTURAL STEEL 0.490 kcf

METAL DECK FORMS 0.017 ksf

DW INITIAL WEARING SURFACE 0.100 ksf FUTURE WEARING SURFACE 0.028 ksf UTILITIES 0.025 klf

EV UNIT WEIGHT OF SOIL 0.130 kcf

EH ACTIVE PRESSURE 0.035 kcf AT REST PRESSURE 0.055 kcf

TRANSIENT LOADS:

LL HL-93

IM DYNAMIC ALLOWANCE APPLIED TO TRUCK & TANDEM

LS LIVE LOAD SURCHARGE AT ABUTMENT 4.00 feet

LIVE LOAD SURCHARGE AT WING WALL 2.00 feet

TU UNIFORM TEMPERATURE RANGE -30° F TO 120° F

BASE SETTING TEMPERATURE 60° F

EXTREME EVENT LOADS:

EQ SITE CLASS B

ACCELERATION COEFFICIENT SDS 0.25 g ACCELERATION COEFFICIENT SD1 0.76 g

SEISMIC PERFORMANCE ZONE 1.00

CONSTRUCTION SPECIFICATIONS:

MATERIALS, CONSTRUCTION AND WORKMANSHIP TO BE IN ACCORDANCE WITH

FP-14 STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES OF FEDERAL

HIGHWAY PROJECTS, 2014, THE PROJECT PLANS AND SPECIAL PROVISIONS.

MATERIAL:

CONCRETE :

ABUTMENTS AND WINGS - CLASS A(AE) . . . . . . . .f'c= 4.50 ksi LEAN CONCRETE DECK FILL . . . . . . . . . . . . . . . . . .f'c= 1.50 ksi

METAL REINFORCEMENT :

AASHTO M31, GRADE 60 . . . . . . . . . . . . . . . . . . . . . .fy= 60.00 ksi

STRUCTURAL STEEL :

ASTM A709 GRADE 50W . . . . . . . . . . . . . . . . . . . . . . fy= 50.00 ksi

BASE METAL & WELD METAL CHARPY V-NOTCH

TEMPERATURE ZONE 3

HIGH STRENGTH BOLTS :

ASTM F3125 GRADE A325 TYPE 3

PLAN DIMENSIONS AND ELEVATIONS:

BEVEL EXPOSED EDGES OF CONCRETE 34" UNLESS NOTED OTHERWISE.

DIMENSIONS TO REINFORCING STEEL ARE TO CENTERLINE OF BAR UNLESS

NOTED OTHERWISE.

PROVIDE 2" CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE

TO THE FACE OF ANY REINFORCING BAR, UNLESS SHOWN OTHERWISE ON THE

DRAWINGS.

PROVIDE REINFORCING STEEL SPLICE LENGTHS IN ACCORDANCE WITH AASHTO

SPECIFICATIONS.

CONSTRUCTION:

PROVIDE CONSTRUCTION JOINTS ONLY AT THE LOCATIONS SHOWN ON THE PLANS

OR AS APPROVED.

PROTECT SURFACES OF THE SUBSTRUCTURE THAT ARE EXPOSED ON THE

COMPLETED STRUCTURE TO PREVENT STAINING WITH PLASTIC SHEETS OR

OTHER APPROVED METHODS UNTIL DECK PLACEMENT IS COMPLETED AND

GIRDERS ARE BLAST CLEANED.

PROVIDE WELDS IN ACCORDANCE WITH AASHTO/AWS D1.5 AND ALL INTERIM

REVISIONS.

CONTRACTOR TO SUBMIT METHODS AND EQUIPMENT USED FOR THE BRIDGE

REMOVAL FOR GOVERNMENT REVIEW AND APPROVAL AT LEAST 4 WEEKS PRIOR

TO COMMENCING WORK .

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ENVIRONMENTAL CONSTRAINTS

1. POLLUTION: COMPLY WITH ALL FEDERAL, STATE, AND LOCAL LAWS AND

REGULATIONS CONTROLLING POLLUTION OF THE ENVIRONMENT.

PROTECT AGAINST THE CONTAMINATION OF SOIL, WATER, OR AIR BY OIL,

FUEL, FLUID SPILLS, CHEMICALS, GARBAGE, DEBRIS, OR OTHER WASTES AT

ALL TIMES.

2. EQUIPMENT: EQUIPMENT SHALL BE SERVICED ONLY IN DESIGNATED

AREAS. TAKE MEASURES TO PREVENT SPILLS OF OIL OR OTHER FLUIDS.

3. SANITARY: PROVIDE SANITARY FACILITIES FOR ALL WORKERS AND THE

GOVERNMENT, AND SERVICE SO THAT CONTAMINANTS WILL NOT BE

DISCHARGED FROM THE FACILITIES.

4. DUST CONTROL: HAVE AVAILABLE AT ALL TIMES ADEQUATE SPRINKLER

EQUIPMENT TO ABATE ANY DUST NUISANCE, OR AIR POLLUTION THAT MAY

ARISE DUE TO CONSTRUCTION OPERATIONS. NO EXTRA PAYMENT WILL BE

MADE FOR SPRINKLING OPERATIONS. FAILURE TO CONTROL DUST MAY

RESULT IN TEMPORARY SHUTDOWN OF THE PROJECT AND NO ADDITIONAL

TIME WILL BE ALLOWED. PROVIDE ALL WATER NECESSARY FOR

SPRINKLING OPERATIONS.

5. HAULING SPILLS: PREVENT SPILLAGE OR SPREADING OF MATERIALS

ALONG HAUL ROADS OR ANY NON-DESIGNATED AREA. CLEAN UP AND

PROPERLY DISPOSE OF ANY SPILLS.

UTILITY

1. UTILITY SHOWN IDENTIFIED IN SURVEY. CONTRACTOR SHALL CONTACT

BLUE STAKES OF UTAH 811 PRIOR TO CONSTRUCTION. RETAIN AND

PROTECT ANY UTILITIES IDENTIFIED.

2. CONTRACTOR SHALL FIELD VERIFY UTILITY AND LOCATIONS.

3. ALL UTILITIES SHALL BE PROTECTED FROM DAMAGE AS A RESULT OF THE

WORK. THE CONTRACTOR SHALL RELOCATE, REPAIR OR REPLACE ANY

UTILITY TO THE SATISFACTION OF THE UTILITY COMPANY AND THE

GOVERNMENT. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY

FOR ANY DAMAGE TO EXISTING FACILITIES RESULTING FROM THE

PERFORMANCE OF THE WORK. REPAIR AND REPLACEMENT OF DAMAGED

FACILITIES SHALL BE PERFORMED IN A TIMELY MANNER AT NO ADDITIONAL

COST TO THE GOVERNMENT.

4. POWER SERVICE WILL BE INTERRUPTED TO FACILITATE INSTALLATION OF

BRIDGE. CONTRACTOR SHALL COORDINATE WITH GARKANE ENERGY AND

GOVERNMENT AND RECEIVE PERMISSION FROM GOVERNMENT PRIOR TO

SHUTOFF.

ELASTOMERIC BEARINGS

SEE SPECIAL PROVISIONS FOR ELASTOMERIC BEARING PAD DESIGN

REQUIREMENTS.

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FOOTING DESIGN LOADS

STRENGTH LIMIT STATE

ABUTMENT NO. 1 ABUTMENT NO. 2

BEARING ABUT. WALL WING WALL ABUT. WALL WING WALL

NOMINAL BEARING RESISTANCE qn . . . . . . . . . . . . . . . . . . . 200 ksf 200 ksf 200 ksf 200 ksf EFFECTIVE FOOTING WIDTH B' . . . . . . . . . . . . . . . . . . . . . . . 4.22 ft 6.92 ft 3.58 ft 6.34 ft EFFECTIVE FOOTING LENGTH L' . . . . . . . . . . . . . . . . . . . . . . 1.00 ft 1.00 ft 1.00 ft 1.00 ft RESISTANCE FACTOR Φb . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.45 0.45 0.45 0.45 FACTORED BEARING RESISTANCE qn = qn Φb . . . . . . . . . . . 90 ksf 90 ksf 90 ksf 90 ksf FACTORED APPLIED LOAD γQ/(B'L') . . . . . . . . . . . . . . . . . . . 7.67 ksf 1.87 ksf 10.14 ksf 2.62 ksf

SLIDING ABUT. WALL WING WALL ABUT. WALL WING WALL

NOMINAL SLIDING RESISTANCE Rn . . . . . . . . . . . . . . . . . . . . 12.22 klf 4.40 klf 12.85 klf 5.35 klf RESISTANCE FACTOR Φ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.8 0.8 0.8 0.8 FACTORED SLIDING RESISTANCE RR = Rn Φ . . . . . . . . . . . . 9.78 klf 3.52 klf 10.28 klf 4.28 klf FACTORED APPLIED LOAD γV . . . . . . . . . . . . . . . . . . . . . . . . 5.75 klf 2.90 klf 6.87 klf 4.09 klf

SERVICE LIMIT STATE

ABUT. WALL WING WALL ABUT. WALL WING WALL

PRESUMPTIVE BEARING CAPACITY qp . . . . . . . . . . . . . . . . . 40 ksf 40 ksf 40 ksf 40 ksf BASED UPON FOOTING SETTLEMENT . . . . . . . . . . . . . . . . . 0.5 inch OR LESS 0.5 inch OR LESS 0.5 inch OR LESS 0.5 inch OR LESS EFFECTIVE FOOTING WIDTH B' . . . . . . . . . . . . . . . . . . . . . . . 3.43 ft 7.13 ft 2.51 ft 6.60 ft EFFECTIVE FOOTING LENGTH L' . . . . . . . . . . . . . . . . . . . . . . 1.00 ft 1.00 ft 1.00 ft 1.00 ft RESISTANCE FACTOR Φ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.00 1.00 1.00 1.00 FACTORED PRESUMPTIVE BEARING RESISTANCE Φqp . . . 40 ksf 40 ksf 40 ksf 40 ksf FACTORED APPLIED LOAD γQ/(B'L') . . . . . . . . . . . . . . . . . . . 6.80 ksf 1.36 ksf 9.61 ksf 1.89 ksf

EXTREME LIMIT STATE

BEARING ABUT. WALL WING WALL ABUT. WALL WING WALL

NOMINAL BEARING RESISTANCE qn . . . . . . . . . . . . . . . . . . . 200 ksf 200 ksf 200 ksf 200 ksf EFFECTIVE FOOTING WIDTH B' . . . . . . . . . . . . . . . . . . . . . . . 3.75 ft 7.44 ft 2.86 ft 6.99 ft EFFECTIVE FOOTING LENGTH L' . . . . . . . . . . . . . . . . . . . . . . 1.00 ft 1.00 ft 1.00 ft 1.00 ft RESISTANCE FACTOR Φ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.00 1.00 1.00 1.00 FACTORED BEARING RESISTANCE Φqn . . . . . . . . . . . . . . . . 200 ksf 200 ksf 200 ksf 200 ksf FACTORED APPLIED LOAD γQ/(B'L') . . . . . . . . . . . . . . . . . . . 5.38 ksf 1.26 ksf 7.57 ksf 1.73 ksf

SLIDING ABUT. WALL WING WALL ABUT. WALL WING WALL

NOMINAL SLIDING RESISTANCE Rn . . . . . . . . . . . . . . . . . . . . 10.58 klf 4.63 klf 11.27 klf 5.60 klf RESISTANCE FACTOR Φ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.00 1.00 1.00 1.00 FACTORED SLIDING RESISTANCE ΦRn . . . . . . . . . . . . . . . . . 10.58 klf 4.63 klf 11.27 klf 5.60 klf FACTORED APPLIED LOAD γV . . . . . . . . . . . . . . . . . . . . . . . . 4.65 klf 1.57 klf 5.30 klf 2.31 klf

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T.35S., R.4E, SEC 1, S.L.M.

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GRAPHIC SCALE

20' 40' 80' 120'

Scale: 1"=80'

CALF CREEK ROAD

CALF CREEK

BORING LOCATION PLAN

SCALE: 1" = 80'-0"

BORING

HOLE B-1

BORING

HOLE B-2

18+31

10+00

11+00

18+00

53805385539053955400

5335534053455350535553605365 53155315 532053

C2 L3

C3 L4

N:10252495.79 E:1664796.50

EL:5333.72

5/8" REBAR W/CAP

N:10252943.94 E:1664942.30

EL:5337.95

5/8" REBAR W/CAP

N:10251951.61 E:1665153.57

EL:5370.21

P/K NAIL

N: 10252760.39 E: 1664909.48

N: 10252070.10

E: 1665166.68 BP

10+00.00

10+87.15

PT 11

PC 11

PT 12

PC 13

PT 14

PC 16

17+69.13

18+31.11

ALIGNMENT SEGMENT TABLE

TAG

RADIUS

60.00

140.00

180.00

110.00

N/A

LENGTH

86.01

81.48

76.64

132.52

87.15

18.72

70.75

215.87

61.98

LINE/CHORD DIRECTION

N12° 57' 01.17"W

N37° 20' 30.85"W

N32° 51' 59.15"W

N10° 33' 07.33"W

N28° 06' 51.22"E

N54° 00' 53.56"W

N20° 40' 08.15"W

N45° 03' 50.15"W

N23° 57' 35.50"E

T.35S., R.4E, SEC 1, S.L.M.

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GRAPHIC SCALE

20' 40' 80' 120'

Scale: 1"=80'

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_s ur .d w g

P M

C O

O L

C-001

D . G

CALF CREEK ROAD

EDGE OF PAVEMENT

EDGE OF GRAVEL

EDGE OF CONCRETE

FENCE LINE

OVERHEAD UTILITY LINE

UTILITY POLE

GUY ANCHOR

PAVEMENT HATCH

GRAVEL HATCH

WSA HATCH

STATE ROUTE 12

F C

ALF C

EEK

LEGEND

SURVEY CONTROL

SCALE: 1" = 80'-0"

NOTES:

1. SURVEY COMPLETED BY FORESIGHT LAND SURVEYING. SEE PLS STAMPED

SURVEY FOR SURVEY INFORMATION.

2. NO CONSTRUCTION ACTIVITIES OR EQUIPMENT AREA ALLOWED IN THE WSA.

CONTRACTOR SHALL BE PENALIZED IF WSA IS DISTURBED. ANY

DISTURBANCE WILL REQUIRE RESTORATION AT THE CONTRACTORS

EXPENSE.

3. CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION FENCE AND

BUFFER ZONE THROUGH OUT CONSTRUCTION AS SHOWN IN SHEET 6.

WILDERNESS

STUDY AREA (WSA)

BOUNDARY

BEGIN PROJECT

BEGIN CONSTRUCTION

STA=13+70.00

N: 10252388.35

E: 1665090.38

END PROJECT

END CONSTRUCTION

STA=16+95.00

N: 10252631.26 E: 1664878.41

0 15 +0

0 16 +0

X X

X X X X X X X X

X X

X X X

53455350 535553605365

STA=13+57.14

OFF=80.18'LT

STA=14+26.40

OFF=95.75'LT

STA=14+55.41

OFF=94.81'LT

STA=15+01.19

OFF=87.93'LT

STA=15+57.73

OFF=75.15'LT

STA=15+71.96

OFF=69.90'LT

STA=16+18.21

OFF=49.81'LT

STA=16+61.37

OFF=51.07'LT

STA=16+92.66

OFF=54.13'LT

PC 13

PT 14

PC 16

17+69.13

X X

X X X X X X X X

X X

X X X

85' 80'

75'

60' 155' 145' 60' 80'

90'

14'

18'

17'

21'

88'

60'

T N

C R

O N

N O

U N

O F

U O

N D

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

F C

0' 7.5' 15' 30' 45'

Scale: 1"=30'

GRAPHIC SCALE

\B oi se \P ro je ct s\

C al f C re ek B rid ge

\S he et s\

Tr an sp or ta tio n\ D

_e c.

dw g

P M

N A

N D

T C

O N

C-002

D . G

CALF CREEK ROAD

COCONUT FIBER ROLLS (TYP.)

Calf Creek

COCONUT FIBER ROLLS (TYP.)

WILDERNESS STUDY

AREA (WSA) BOUNDARY

PLACE AFTER EXCAVATION

TYP.

PLACE AFTER EXCAVATION NOTES:

1. NO CONSTRUCTION ACTIVITIES OR EQUIPMENT AREA

ALLOWED IN THE WSA. CONTRACTOR WILL BE PENALIZED IF

WSA IS DISTURBED. ANY DISTURBANCE WILL REQUIRE

RESTORATION AT CONTRACTOR EXPENSE.

2. CONTRACTOR SHALL MAINTAIN CONSTRUCTION FENCE AND

BUFFER ZONE THROUGH OUT CONSTRUCTION.

3. THE CONTRACTOR SHALL PROTECT/PRESERVE LARGER

TREES DURING CONSTRUCTION.

4. THE CONTRACTOR SHALL REMOVE AND SET ASIDE

RIPARIAN VEGETATION (WILLOWS AND SIMILAR) AS

DIRECTED BY THE GOVERNMENT. REMOVED VEGETATION

SHALL BE PROTECTED AND HEALED IN UNTIL READY FOR

REPLANTING. THE CONTRACTOR SHALL REPLANT RIPARIAN

VEGETATION PER DIRECTION OF GOVERNMENT. ALL

RESEEDING WILL BE DONE BY THE GOVERNMENT.

5. SEE STANDARD DRAWING FOR FIBER ROLL DETAIL.

EROSION AND SEDIMENT CONTROL

SCALE: 1" = 30'

175' TEMPORARY

CONSTRUCTION FENCE

C O

A N

D S

A R

G A

N D

G R

U B

G 0.

150' TEMPORARY

CONSTRUCTION FENCE

HERBACEOUS PLUG

OHW, OR BANKFULL

BASEFULL

STREAMBED

EXISTING VEGETATION, PLANTINGS, OR

SOIL BIOENGINEERING TECHNIQUES

NOTE: ROOTED LEAFED

CONDITION OF PLANT

MATERIAL IS NOT

REPRESENTATIVE OF THE

TIME OF INSTALLATION

WATER

RETENTION

BERM

LOCALLY, COLLECTED CUTTINGS;

MULTI-SPECIES/ DIVERSITY; MIN. 2

NODES ABOVE SURFACE; LINEAR

TREATMENT WITH STEMS ±1"

APART. HIGH DENSITY STEMS TO

± 12" MIN ABOVE SURFACE.

TAMPED NATIVE SOIL BACKFILL

MACHINE, OR HAND-DUG HOLE

HEIGHT:

VARIES

WITH

FUNCTION

DEPTH

TO DRY SEASON

WATER LEVEL

12'

TRENCH PACK

(TYP)

DETAIL 1 TRENCH PACK

SCALE: N.T.S.

DETAIL 2 COCONUT FIBER ROLL

SCALE: N.T.S.

PLACE TO TOP OF BANK

T.35S., R.4E, SEC 1, S.L.M.

LEGEND

COCONUT FIBER ROLLS

TEMPORARY

CONSTRUCTION FENCE

TRENCH PACK21'

X X

T N

C R

O N

N O

U N

O F

U O

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In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_t yp .d w g

P M

C-003

D . G

PROFILE GRADE

TRAVEL LANE

SELECT BORROW

EXISTING GROUND

13+70.00 to 14+72.33 16+00.33 to 16+95.00

VARIES*

UDOT UNTREATED BASE COURSE (UTBC)

3-INCH COMPACTED DEPTH, 75Nd, PG 58-28 BINDER, 1/2"

AGGREGATE, 15% MAX RAP, PLACED IN TWO EQUAL LIFTS

1H:3V

* SEE SUPER-ELEVATION DIAGRAM

SEE FILL SLOPE ROUNDING

14+72.33 to 16+00.33

EXISTING GROUND

C O

R U

O N

C O

R U

O N

0.25D

EXISTING

GROUND

5'5'

DSLOPE STAKE

LIMIT

0.25D

10'

3' MIN.

℄9' 9'

PROFILE

GRADE

PEDESTRIAN

WALKWAY

14'

SHARED USE LANE

UTILITY CONDUIT

AS NEEDEDFILL DECK CORRUGATIONS

WITH LEAN CONCRETE

ASPHALT CONCRETE PAVEMENT, 3-INCH MINIMUM

COMPACTED DEPTH AT LEFT EOP INCREASING BY 1%,

PLACED IN TWO LIFTS WITH TACK COAT BETWEEN LIFTS

TRAVEL LANE

VARIES*

9' 2'

SHOULDER

GRAVEL

SHOULDER

10'

PROFILE GRADE

100+09.23 to 100+35.00

AGGREGATE BASE GRADING D

8-INCH COMPACTED DEPTH

VARIES

PROFILE GRADE

1H:3V

DETAIL 1 MAIN 01

SCALE: N.T.S.

DETAIL 2 APPROACH 01

SCALE: N.T.S.

SELECT BORROW

DETAIL 3 BRIDGE 01

SCALE: N.T.S.

DETAIL 4 CUT SLOPE ROUNDING

SCALE: N.T.S.

DETAIL 5 FILL SLOPE ROUNDING

SCALE: N.T.S.

REMOVE TOPSOIL PRIOR TO

PLACING FILL MATERIAL

REMOVE TOPSOIL PRIOR TO

PLACING FILL MATERIAL

PLACE TOPSOIL

NOTES:

1. BRIDGE IN THIS SHEET SHOWN FOR STATION INFORMATION ONLY.

2. PRIME COAT ESTIMATED WITH APPLICATION RATE OF 0.3 GAL/SY

3. TACK COAT ESTIMATED WITH APPLICATION RATE OF 0.15 GAL/SY

5,325

5,330

5,335

5,340

5,345

5,350

5,355

5,360

5,365

5,325

5,330

5,335

5,340

5,345

5,350

5,355

5,360

5,365

PT 14

PC 16

+7 0.

+9 5.

-9.49%

-3.50% +8.67%

TL=65.00'

PVI 16+43.45

PVI 5330.60

K=5.34

TL=65.00'

PVI 14+24.82

PVI 5338.25

K=10.86

15 5320 53

BEGIN PROJECT

BEGIN CONSTRUCTION

SAWCUT PAVEMENT

"MAIN 01" 13+70.00

N: 10252388.35 E: 1665090.38

END PROJECT

END CONSTRUCTION

SAWCUT ASPHALT

"MAIN 01" 16+95.00

N: 10252631.26 E: 1664878.41

BEGIN BRIDGE

"BRIDGE 01" 14+72.33

END BRIDGE

"MAIN 01" 16+00.33

N45°03'50"W

N20°40'08"W

L=76.64', R=180.00' D=24°23'42"

L=132.52', R=110.00'

D=69°01'26"

PC 13

PT 14

PC 16

53255330

10 5315

0 15 +0

0 16 +0

5355 53355340

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

O F

U O

N D

D C

O U

H S

- C

C R

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T, E

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DATE:

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

T.35S., R.4E, SEC 1, S.L.M.

F C

0' 7.5' 15' 30' 45'

Scale: 1"=30'

GRAPHIC SCALE

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_p lp .d w g

P M

A N

D P

R O

C-004

D . G

CALF CREEK ROAD

PROFILE GRADE

EXISTING

GROUND

-9.93%

2-INCH CONDUIT

9' 9'

EDGE OF

PAVEMENT

FILL SLOPE

B-2

B-1

EXISTING

WINGWALL (TYP.)

BEGIN BRIDGE

STA=14+72.33 END BRIDGE

STA=16+00.33

13+00 14+00 15+00 17+2516+00

G U

A R

D R

G 4, T

E 4, C

+4 7.

T 9.

+5 4.

T 9.

G U

A R

D R

T R

A N

O N

(U D

O T)

R T

T O

R T

A L

N T

+0 3.

T 9.

+2 9.

T 9.

G U

A R

D R

G 4, TY

, C

+2 9.

T 9.

+5 4.

T 9.

G U

A R

D R

T R

A N

O N

(U D

O T)

L T

T O

L T

G U

A R

D R

G 4, T

E 4, C

L T

T O

L T

G U

A R

D R

T R

A N

O N

(U D

O T)

L T

T O

L T

A L

A N

+0 0.

T 9.

+1 6.

T 9.

G U

A R

D R

C R

G , 8

R A

+2 2.

T 9.

G U

A R

D R

G 4, TY

, C

+1 6.

T 9.

+2 2.

T 9.

COORDINATE WITH GARKANE ENERGY

AND BLM PRIOR TO SHUTOFF

B O

X, PU

O X

R T

+5 7.

R T

+9 5.

LINE TYPE LEGEND:

CUT LIMITS

FILL LIMITS2-

H , U

D O

S C

O N

D U

, H

S D

R T

+5 7.

+7 2.

T 3.

+7 2.

T 3.

+0 0.

T 3.

+0 0.

T 3.

+1 5.

R T

8.40%

R=17'

ANGLE= 75°

GRADE TO ACCOMMODATE GUARDRAIL

A L

G 4-

C R

+2 2.

T 9.

G U

A R

D R

C R

+3 1.

R T

A L

G 4-

C R

+2 8.

R T

G U

A R

D R

C R

G , 8

R A

+4 2.

T 9.

A L

G 4-

C R

+5 0.

R=8.5'

ANGLE= 75°

R=8.5'

ANGLE=75°

NOTE:

REMOVE AND REPLACE STONES PLACED ON LEFT SIDE OF

ROAD FROM STA 13+40 TO 14+15. THIS WORK IS

INCIDENTAL TO ROADWAY EXCAVATION.

GRADE TO ACCOMMODATE

GUARDRAIL

GRADE TO ACCOMMODATE

GUARDRAIL

EXISTING PULLOUT

2-INCH

CONDUIT

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

O F

U O

N D

D C

O U

H S

- C

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DATE:

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_s pr .d w g

P M

C-005

D . G

13+70.00 to 16+95.00

13+70 13+90 14+10 14+30 14+50 14+70 14+90 15+10 15+30 15+50 15+70 15+90 16+10 16+30 16+50 16+70 16+90 17+10

-2%

-4%

-6%

RT LANE

LT LANE

RT LANE

16+05 1%

16+05 -1%

14+70 1%

14+70 -1%

13+70 4.78%

(MATCH EXISTING)

13+70 -4.78%

(MATCH EXISTING)

16+95 -5.87%

(MATCH EXISTING)

16+95 5.87%

(MATCH EXISTING)

16+45 1%

16+45 -1%

16+35 -1%

16+35 0%

16+25 -1%

16+15 0%

16+15 -1%

PAY ITEM ITEM DESCRIPTION QUANTITY UNIT

20401-0000 ROADWAY EXCAVATION 840 CUYD

20411-0000 SELECT BORROW 603 TON

20466-0000 CONSERVE AND STOCKPILE TOPSOIL 120 CUYD

30101-0000 UNTREATED BASE COURSE UTBC (UDOT) 220 TON

40301-0000 75Nd, PG 58-28 BINDER, 1/2" AGG (UDOT) 130 TON

41102-0000 PRIME COAT 430 SQYD

41202-0000 TACK COAT 110 GAL

62407-0000 PLACING CONSERVED TOPSOIL 120 CUYD

SUPERELEVATION DIAGRAM

N.T.S.

SUPERELEVATION TABLE

ROAD QUANTITIES TABLE

100+00 101+00 101+22

V.P.I.

100+00.00 5331.55

V.P.I.

100+11.39 5331.54

V.P.I.

100+20.00 5331.00

V.P.I.

100+35.00 5332.27

-0.09% -6.27% +8.46%

END PROJECT

END CONSTRUCTION

SAWCUT ASPHALT

"MAIN 01" 16+95.00

N: 10252631.26 E: 1664878.41

END BRIDGE

"MAIN 01" 16+00.33

', R =1

D =6

9°

'26

16+36.61

16+00

17+00

101+22

100+00 101+00

STA=100+00.00

EPSTA=101+22.30

PC ST

1 PT

STA=101+15.99

"MAIN 01" STA=16+41.69 =

"APPROACH 01" STA 100+00.00

N15°24'27"EN59°56'10"E

BEGIN PROJECT

BEGIN CONSTRUCTION

SAWCUT PAVEMENT

"MAIN 01" 13+70.00

N: 10252388.35 E: 1665090.38

END PROJECT

END CONSTRUCTION

SAWCUT ASPHALT

"MAIN 01" 16+95.00

N: 10252631.26 E: 1664878.41

BEGIN BRIDGE

"BRIDGE 01" 14+72.33

END BRIDGE

"MAIN 01" 16+00.33

N45°03'50"W

N20°40'08"W

L=76.64', R=180.00'

D=24°23'42"

L=132.52', R=110.00'

D=69°01'26"

PC 13

PT 14

PC 16

17+69.13

BEGIN STRIPING

STA=14+15.00

OFF=5.00'RT

END STRIPING

STA=16+55.00

OFF=5.00'RT

T.35S., R.4E, SEC 1, S.L.M.

EXISTING

GROUND

FINISHED GRADE

0' 7.5' 15' 30' 45'

Scale: 1"=30'

GRAPHIC SCALE

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_p lp .d w g

P M

H P

A N

D P

R O

C-006

D . G

2.54%

240' OF 4" TYPE B SOLID WHITE LINE

(2 COATS = 480')

W5-3A 36"x36"

STA=13+69.88

OFF=11.13'RT

W5-3A 36"x36"

STA=16+94.22

OFF=13.29'LT

DETAIL 1 APPROACH 01 PLAN VIEW

SCALE: 1"=30'

DETAIL 2 APPROACH 01 PROFILE VIEW

10:1 HORIZ. TO VERT SCALE

DETAIL 3 STRIPING PLAN

SCALE: 1"=30'

GRADE APPROACH TO ALLOW FLOW

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

O F

U O

N D

D C

O U

H S

- C

C R

G E

T, E

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DATE:

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

AutoCAD SHX Text N

AutoCAD SHX Text

ONE

AutoCAD SHX Text

LANE

AutoCAD SHX Text

BRIDGE

AutoCAD SHX Text

ONE

AutoCAD SHX Text

LANE

AutoCAD SHX Text

BRIDGE

STA.=15+57

OFF.=24

ELEV.=5313.60

STA.=15+96

OFF.=24

ELEV.=5323.87

STA.=15+95

OFF.=20

ELEV.=5326.66

STA.=15+76

OFF.=21

ELEV.=5316.29

STA.=15+66

OFF.=15

ELEV.=5311.45

STA.=15+48

OFF.=20

ELEV.=5313.03

STA.=14+76

OFF.=28

ELEV.=5334.49

STA.=14+78

OFF.=23

ELEV.=5330.88

STA.=15+70

OFF.=24

ELEV.=5313.26

PC 16

14+50 15+00 16+00 16+30

-3.50%

T.35S., R.4E, SEC 1, S.L.M.

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

O F

U O

N D

D C

O U

H S

- C

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T, E

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DATE:

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

C al f C re ek

0' 5' 10' 20' 30'

Scale: 1"=20'

GRAPHIC SCALE

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_e x.

dw g

C-007

D . G

50CALF CREEK ROAD

APROXIMATE

GRADING LIMITS

NOTES:

1. REMOVE EXISTING FILL MATERIAL TO REESTABLISH

NATURAL DRAINAGE TOPOGRAPHY. SITE

EXCAVATION MAY VARY. DO NOT EXCAVATE ROCK.

COORDINATE WITH OWNER DURING EXCAVATION.

2. PROPOSED CONTOURS DESIGNED TO MATCH LIDAR

EXISTING SURFACE. CONVENTIONAL EXISTING

SURFACE SHOWN FOR CLARITY.

3. WORK ASSOCIATED WITH REESTABLISHING

NATURAL CHANNEL IS PAID FOR BY ROADWAY

EXCAVATION.

4. THE CONTRACTOR SHALL REMOVE

PROTECT/PRESERVE LARGER TREES DURING

CONSTRUCTION IF POSSIBLE.

APPROXIMATE GRADING

SURFACE

EXISTING ROADWAY GRADE

PROPOSED BRIDGE

WILDERNESS

STUDY AREA

(WSA) BOUNDARY

EXCAVATION PLAN

SCALE: 1" = 20'

EXCAVATION PROFILE

SCALE: 1" = 20'

LINE TYPE LEGEND:

CUT LIMITS

FILL LIMITS

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

O F

U O

N D

D C

O U

H S

- C

C R

G E

T, E

, U

SAFETYALWAYS THINK

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OF 26

DATE:

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ Tr an sp or ta tio n\

D O

_t cp .d w g

P M

N A

N D

C-008

D . G

CALF

U T-

CREEK

CALF CREEK

NOTES:

1. CONTRACTOR TO PROVIDE FIELD ERECTION PLAN AS NOTED IN

SPECIFICATIONS

2. CONTRACTOR TO PROVIDE TRAFFIC CONTROL AND DETOUR PLAN.

INCLUDE EXISTING SIGNS 12 MILE FROM ENTRANCE. CONTRACTOR SHALL

RECEIVE PERMIT FROM UDOT.

3. SIGNS MOUNTED ON TYPE 3 BARRICADES SHALL INCLUDE PROJECT NAME,

OUTAGE DATES, AND PROJECT INFORMATION CONTACT PHONE NUMBER.

4. CONTRACTOR TO POST ADVANCED "CALF CREEK RECREATION AREA

CLOSED" SIGNAGE AT BOULDER AND ESCALANTE, LISTED OUTAGE DATES

AND PROJECT INFORMATION CONTACT PHONE NUMBER.

5. STRUCTURE REMOVAL SEE FP-14 SECTION 203 FOR REMOVAL OF CULVERT,

HEADWALLS, WINGWALLS, RAILINGS, AND FOOTINGS. EXISTING CULVERT

DIMENSIONS :

CULVERT SPAN = 20 FT, LENGTH OF BARREL = 20 FT; APPROXIMATE

LENGTH OF WINGWALL = (4) AT 16.5 FT FOR A TOTAL OF 66 FT.

6. ALL MATERIAL TO BE REMOVED SHALL BECOME THE PROPERTY OF THE

CONTRACTOR AND DISPOSED OFFSITE.

7. CONTRACTOR SHALL NOT BE ALLOWED TO CONSTRUCT A TEMPORARY

ACCESS ROAD ACROSS CALF CREEK AFTER REMOVAL OF THE EXISTING

CULVERT. ALL MATERIALS AND EQUIPMENT REQUIRED FOR

CONSTRUCTION WILL NEED TO BE PLACED ON THE NORTH SIDE OF THE

CULVERT PRIOR TO REMOVAL.

8. CONTRACTOR SHALL BE ALLOWED TO STOCKPILE MATERIALS, PARK

EQUIPMENT, ETC. IN THE NORTH PARKING LOT DURING CONSTRUCTION.

COVER EXISTING ENTRANCE SIGNS

TYPE 3 BARRICADES

WITH "CLOSED" SIGNS"

(SEE NOTE 2)

O U

SCALA

NTE

EE N

OTE

N O

EXISTING SIGN

LEGEND:

EXISTING SIGN

TYPE 3 BARRICADE

CONSTRUCTION STAGING AREA

R11-2 48"x30"

CRANE STAGING

AREA

SITE PLAN

N.T.S

REMOVAL OF CULVERT, SEE

NOTE 5 THIS SHEET

PARKING LOT /

CONSTRUCTION

STAGING AREA

AutoCAD SHX Text N

AutoCAD SHX Text

BRIDGE

OUT

15+00

16+00

WING 1

WING 2 WING 4

10 5315

5336 5331

START BRIDGE

STA. 14+72.33

ELEV. 5336.59

END BRIDGE

STA. 16+00.33

ELEV. 5332.11

℄ BRG. ABUT. 1

STA. 14+73.83

ELEV. 5336.54

℄ BRG. ABUT. 2

STA. 15+98.83

ELEV. 5332.16

WING 3

'-0

U T-

-O

U T

125'-0"

SPAN

128'-0"

OUT-TO-OUT OF BACKWALL

℄ BRG. ABUT. 1

90°

℄ BRG. ABUT. 2

4' -0

N W

'-0

TL=65.00'

PVI Sta=14+24.82 PVI Elev=5338.25

K=10.86

St a=

El ev

St a=

El ev

TL=65.00'

PVI Sta=16+43.45 PVI Elev=5330.60

K=5.34

St a=

El ev

St a=

El ev

14+40 14+60 14+80 15+00 15+20 15+40 15+60 15+80 16+00 16+20 16+40

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\ C al f C re ek

B R

S itu at io n& La yo ut

.d w g

O U

S-001

R O

C K

D . G

T N

C R

O N

N O

U N

O F

U O

N D

U .S

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

℄ BRG. ABUT 1.

STA.14+73.83 ℄ BRG. ABUT 2.

STA. 15+98.83

LOW CHORD

ELEV. 5328.15

PRE-MANUFACTURED STEEL BRIDGE

WITH ASPHALT WEARING SURFACE

PROVIDED BY CONTRACTOR

SPREAD FOOTING

(TYP.)

PROPOSED

GRADE

PROPOSED CHANNEL

PROFILE

PROPOSED CHANNEL

PROFILE

SCALE: 1"=20'

BRIDGE PLAN

SCALE: 1"=20'

BRIDGE ELEVATION

SURVEY AND PROFILE

GRADE LINE

REMOVE EXISTING

BRIDGE, STRUCTURE

AND FOOTINGS (L59178)

HW Q100 ELEV. 5322.26

BOTOM OF CHANNEL

ELEV. 5309.63

N.T.S.

PROFILE DATA

TOP OF ASPHALT

NOTES:

1. PROFILE BASED ON MAX ALLOWABLE DEPTH OF 51.78" FROM

P.G. AT CENTERLINE TO BEARING (40.45" GIRDER DEPTH,

4.25" CORRUGATED DECK DEPTH, 4.08" ASPHALT DEPTH AT

CENTERLINE, BEARING ASSEMBLY THICKNESS IS 3.00" ).

2. VERIFY ABUTMENT DIMENSIONS WITH GOVERNMENT AFTER

BRIDGE MANUFACTURER HAS BEEN SELECTED.

DESIGN (Q2)

CHECK (Q100)

160 CFS

2470 CFS

5312.33 FT

5322.26 FT

5.93 FPS

8.86 FPS

FLOOD DISCHARGE H.W. ELEVATION Velocity

HYDRAULIC DATA

-3.50%

CALF CREEK ROAD

125'-0"

SPAN

B.O. FOOTING

ELEV. = 5329.50'

B.O. FOOTING

ELEV. = 5323.50'

F C

POINT OF

MINIMUM

CLEARANCE

N45°03'50"W

ESTIMATED PLAN QUANTITIES

ITEM EST. QTY. UNIT

STRUCTURE EXCAVATION 222 CU. YD.

STRUCTURAL BACKFILL 266 CU. YD.

STRUCTURAL CONCRETE,

CLASS A (A/E)

71 CU. YD.

18'-0" CLEAR

RAIL TO RAIL

3' -6

4'-0"

PEDESTRIAN

WALKWAY

14'-0"

TRAVEL LANE

3" M

3' -6

5" M

FILL CORRUGATIONS

WITH LEAN CONCRETE FILL.

T.O. GALVANIZED

METAL DECK.

WF GUARD

RAIL POST.

TYP.

HSS 4x2 VEHICLE RAIL.

MEETING MASH (2016) TL-2

STANDARDS OR BETTER,

TYP.

HSS 2x2 PEDESTRAIN

RAIL. TYP.

2" UTILITY

CONDUIT.

WF GIRDER.

TYP.WF DIAPHRAGM

STRUT. TYP.

ASPHALT

PAVEMENT.

DEPTH VARIES.

9'-0" 9'-0"℄ BRIDGE

FOR GUARDRAIL AND

TRANSITION

ATTACHMENT DETAILS

SEE SHEET S-012. TYP.

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\

S tru ct ur al \D

_B R

O N

.d w g

G E

S-002

TYPICAL BRIDGE SECTION

SCALE: 1/2" = 1'-0"

T N

C R

O N

N O

U N

O F

U O

N D

U .S

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In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

NOTE:

1. PRE-MANUFACTURED BRIDGE SHALL

HAVE STRUCTURAL REDUNDANCY.

NONREDUNDANT STEEL TENSION

MEMBER (NSTM) BRIDGE DESIGNS

WILL NOT BE ACCEPTED.

℄ BRG. ABUT. 1

STA. 14+73.83

'-7

10'-0"

8' -6

'-2

8' -6

13'-0"

8'-0"

5'-0"

2'-6"

℄ BRG. ABUT. 1

BEGIN BRIDGE

STA. 14+72.33

'-7

13'-0"

8' -6

'-2

8' -6

16'-0"

11'-0"

8'-0"

2'-6"

℄ BRG. ABUT. 2

STA. 15+98.33

℄ BRG. ABUT. 2

'-0

O U

T-

-O U

T O

90°

END BRIDGE

STA. 16+00.33

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\

S tru ct ur al \D

_F O

N G

O U

dw g

G L

U T

S-003

T N

C R

O N

N O

U N

O F

U O

N D

U .S

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

FOOTING LAYOUT PLAN

SCALE: 1" = 10'

128'-0"

OUT-TO-OUT OF BACKWALL

125'-0"

SPAN

122'-0"

SEE SHEET

S-004

SEE SHEET

S-005

(5 ) A

" O

.C . A

(5 ) W

O .C

. A T

(5 ) W

" O

.C . A

1' -0

'-0

(1 1)

#5 U

-B

O .C

2" C

8'-6"

(7) W7 #5 U-BARS

AT 12" O.C.

CLR.

31'-2"

(30) A7 #5 U-BARS AT 12" O.C.

(9) W3B #5 BARS

AT 12" O.C. AT TOP

(9) W2B #5 BARS

AT 12" O.C. AT BOTTOM

A8 #4 TIES AT 24" MAX.

STAGGER AS SHOWN

ALTERNATE HOOKS. TYP.

10"

(14) A4 #5 BARS

AT 12" O.C. AT TOP

(14) A1 #5 BARS

AT 12" O.C. AT BOTTOM

10"

(9) W3A #5 BARS

AT 12" O.C. AT TOP

(9) W2A #5 BARS

AT 12" O.C. AT BOTTOM

(14) A7 #5

U-BARS

AT 12" O.C.

(5 ) W

U -B

2" O

5' -0

(8 ) W

U -B

2" O

8' -0

8'-6"

(7) W7 #5 U-BARS

AT 12" O.C.

CLR.

(5 ) A

" O

.C . A

(8 ) W

" O

.C . A

(8 ) W

" O

.C . A

M 1'

-0

'-0

7"(1 4)

#5 U

-B

O .C

2" C

(1) A3 #5 BAR AT TOP &

(1) A2 #5 BAR AT BOTTOM

ABUTMENT 1 FOOTING PLAN

SCALE: 3/16" = 1'-0"

NOTES:

1. LAP LONGITUDINAL BARS 1'-6" (MIN) AS SHOWN. FIELD BEND AND FIELD CUT THE LONGITUDINAL BAR

ENDS AS REQUIRED TO OBTAIN A PROPER FIT.

2. WHERE CONFLICTS BETWEEN THE PLACEMENT OF THE TRANSVERSE REINFORCEMENT EXIST,

PRIORITIZE THE PLACEMENT OF THE LARGER DIAMETER BARS, AND SHIFT THE SMALLER DIAMETER

BARS TOWARDS THE CENTER OF THE FOOTING AS NEEDED FOR THE BARS TO CLEAR.

3. WHERE STRAIGHT BARS TERMINATE AT A FOOTING VERTICAL FACE, LAP THE STRAIGHT BAR WITH A #5 U-BAR WITH 12" LEGS. SEE ABUTMENT SECTION ON SHEET S-009 AND WING WALL SECTION ON SHEET S-010.

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

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DATE:

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\

S tru ct ur al \D

N G

N .d w g

P M

G P

S-004

(5 ) A

R S

" O

.C . A

(8 ) W

" O

.C . A

(8 ) W

" O

.C . A

1' -0

'-0

(1 4)

#5 U

-B

O .C

2" C

8'-6"

(7) W7 #5 U-BARS

AT 12" O.C.

CLR.

31'-2"

(30) A7 #5 U-BARS AT 12" O.C.

(9) W3A #5 BARS

AT 12" O.C. AT TOP

(9) W2A #5 BARS

AT 12" O.C. AT BOTTOM

A8 #4 TIES AT 24" MAX.

STAGGER AS SHOWN

ALTERNATE HOOKS. TYP.

10"

(14) A4 #5 BARS

AT 12" O.C. AT TOP

(14) A1 #5 BARS

AT 12" O.C. AT BOTTOM

10"

(9) W3C #5 BARS

AT 12" O.C. AT TOP

(9) W2C #5 BARS AT

12" O.C. AT BOTTOM

(14) A7 #5

U-BARS

AT 12" O.C.

(8 ) W

U -B

2" O

8' -0

(1 1)

#5 U

-B

2" O

'-0

8'-6"

(7) W7 #5 U-BARS

AT 12" O.C.

CLR.

(5 ) A

2" O

O M

(1 1)

#5 B

" O .C

. A T

(1 1)

#5 B

" O .C

. A T

O M

1' -0

'-0

(1 7)

#5 U

-B

O .C

2" C

(1) A3 #5 BAR AT TOP &

(1) A2 #5 BAR AT BOTTOM

ABUTMENT 2 FOOTING PLAN

SCALE: 3/16" = 1'-0"

NOTES:

1. LAP LONGITUDINAL BARS 1'-6" (MIN) AS SHOWN. FIELD BEND AND FIELD CUT THE LONGITUDINAL BAR

ENDS AS REQUIRED TO OBTAIN A PROPER FIT.

2. WHERE CONFLICTS BETWEEN THE PLACEMENT OF THE TRANSVERSE REINFORCEMENT EXIST,

PRIORITIZE THE PLACEMENT OF THE LARGER DIAMETER BARS, AND SHIFT THE SMALLER DIAMETER

BARS TOWARDS THE CENTER OF THE FOOTING AS NEEDED FOR THE BARS TO CLEAR.

3. WHERE STRAIGHT BARS TERMINATE AT A FOOTING VERTICAL FACE, LAP THE STRAIGHT BAR WITH A #5 U-BAR WITH 12" LEGS. SEE ABUTMENT SECTION ON SHEET S-009 AND WING WALL SECTION ON SHEET S-010.

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

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N D

D C

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H S

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\

S tru ct ur al \D

N G

N .d w g

P M

G P

S-005

LIMITS OF ROCK

EXCAVATION

EXISTING

SANDSTONE.

2'-0"

2' -0

" M

WEEP HOLES. PROVIDE GEOTEXTILE

FILTER FABRIC CLASS 2 WOVEN MESH

AT OPENINGS ON FILL FACE. SEE

SHEETS S007 AND S008 FOR LOCATION

AND NUMBER OF WEEP HOLES.

PREFABRICATED

BRIDGE, BY

CONTRACTOR

LIMITS OF

STRUCTURAL

BACKFILL

ROADWAY BASE

SEE SHEET C-003

1.5

BOTTOM OF FOOTING

ELEV. 5329.50± AT ABUTMENT 1

ELEV.5323.50± AT ABUTMENT 2

SELECT BORROW

BACKFILL. SEE SHEETS

C-005 AND S-001.

FRONT OF FOOTING

TO BE CONSTRUCTED

AGAINST ROCK

SELECT BORROW

BACKFILL. SEE

SHEET C-005.

NOTES:

1. EXCAVATE ROCK AS NEEDED TO OBTAIN A MINIMUM 6" THICK

EMBEDMENT OF FOOTING IN ROCK.

2. IF SOUND ROCK IS MORE THAN 2'-0" BELOW BOTTOM OF

FOOTING. CONTACT COR FOR DIRECTION.

EXCAVATION AND ABUTMENT BACKFILL DETAIL

N.T.S.

T N

C R

O N

N O

U N

O F

U O

N D

U .S

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In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\

S tru ct ur al \D

_R O

C K

dw g

P M

R O

C K

S-006

'-0

27'-2"

℄ BRIDGE

25'-2"

(2) A13 #5 BARS

AT TOP OF

BACK WALL

(2) A13 #5 BARS

AT 10" O.C.

AT TOP OF

ABUTMENT WALL

PROVIDE (4) WEEP HOLES

WITH 2" PVC PIPE AT 10'-0"

O.C. MAX. PROVIDE

STAINLESS STEEL SCREEN

MESH AT OPENINGS ON

FILL FACE.

PROVIDE 6"Ø STEEL SLEEVE. VERIFY

LOCATION WITH BRIDGE MANUFACTURER.

SEE DETAIL 1 SHEET S-007.

9' -0

" 90° 90

13'-7"

TYP.

4' -2

B.O. FOOTING

ELEV. = 5329.50'

T.O. ABUT. WALL

ELEV. = 5332.23'

T.O. BACK WALL

AT INSIDE FACE

ELEV. = 5336.69'

4' -5

27'-2"

TYP.

(28) A10A #5 BARS AT 12" O.C. AT OPEN FACE OF ABUTMENT

(28) A9A #5 BARS AT 12" O.C. AT EACH FACE OF BACK WALL

(28) A14B #5 U-BARS

AT 12" O.C.

(5 ) A

R S

0" O

.C . A

(4 ) A

R S

0" O

.C . A

T O

PROVIDE 6"Ø STEEL SLEEVE.

VERIFY LOCATION WITH

BRIDGE MANUFACTURER.

SEE DETAIL 1 SHEET S-007.

B.O. FOOTING

ELEV. = 5329.50'

T.O. BACK WALL

AT INSIDE FACE

ELEV. = 5336.42'

ABUTMENT BACK

WALL.

LINK SEAL. SEE

NOTE 4

CAST IN STEEL

SLEEVE, SEE NOTE 5.

2" UTILITY CONDUIT

ABUTMENT 1 ELEVATION

SCALE: 3/16" = 1'-0"

ABUTMENT 1 PLAN

SCALE: 3/16" = 1'-0"

T N

C R

O N

N O

U N

O F

U O

N D

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Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In c.

Q A

D R

H O

W N

1" x1 7"

SHEET NO:

\B oi se

\P ro je ct s\

M C al f C re ek

B rid ge \C

\S he et s\

S tru ct ur al \D

O N

.d w g

S-007

PROVIDE (4) WEEP HOLES WITH

2" PVC PIPE AT 10'-0" O.C. MAX.

PROVIDE GEOTEXTILE FILTER

FABRIC CLASS 2 WOVEN MESH

AT OPENINGS ON FILL FACE

NOTES:

1. FINISH BEARING SEAT AREA LEVEL TO ELEVATION

SHOWN ± 1/8" INCH.

2. BEARING PAD AS PROVIDED BY STEEL BRIDGE

MANUFACTURER

3. INSTALL LINK SEAL OR APPROVED EQUIVALENT PER

MANUFACTURERS SPECIFICATIONS. INSTALL AT FILL

FACE OF BACK WALL.

4. VERIFY ABUTMENT DIMENSIONS WITH GOVERNMENT

AFTER BRIDGE MANUFACTURER HAS BEEN SELECTED

5. 6" STEEL SLEEVE.

1SCALE: 3/8"=1'-0"

SLEEVE DETAIL

'-0

"15 '-0

27'-2"

13'-7"

TYP.

℄ BRIDGE

25'-2"

(2) A13 #5 BARS

AT TOP OF

BACK WALL

(2) A13 #5 BARS

AT 10" O.C.

AT TOP OF

ABUTMENT WALL

PROVIDE (4) WEEP HOLES

WITH 2" PVC PIPE AT 10'-0"

O.C. MAX. PROVIDE

STAINLESS STEEL SCREEN

MESH AT OPENINGS ON

FILL FACE

PROVIDE 6"Ø STEEL SLEEVE.

VERIFY LOCATION WITH

BRIDGE MANUFACTURER.

SEE DETAIL 1 SHEET S-007.

90° 90

4' -5

B.O. FOOTING

ELEV. = 5323.50'

T.O. ABUT. WALL

ELEV. = 5327.85'

T.O. BACK WALL

AT INSIDE FACE

ELEV. = 5332.01'

27'-2"

TYP.

(28) A9B #5 BARS AT 12" O.C. AT EACH FACE OF BACK WALL

(28) A10B #5 BARS AT 12" O.C. AT OPEN FACE OF ABUTMENT

(4 ) A

R S

0" O

.C . A

T O

(7 ) A

R S

0" O

.C . A

(3 ) A

R S

0" O

(28) A14B #5 U-BARS

AT 12" O.C.PROVIDE 6"Ø STEEL SLEEVE.

VERIFY LOCATION WITH

BRIDGE MANUFACTURER.

SEE DETAIL 1 SHEET S-007.

A15 #4 TIES AT 24" MAX.

STAGGER AS SHOWN

ALTERNATE HOOKS. TYP.

B.O. FOOTING

ELEV. = 5323.50'

T.O. BACK WALL

AT INSIDE FACE

ELEV. = 5332.28'

4' -2

ABUTMENT 2 ELEVATION

SCALE: 3/16" = 1'-0"

ABUTMENT 2 PLAN

SCALE: 3/16" = 1'-0"

T N

C R

O N

N O

U N

O F

U O

N D

U .S

. D

O F

U O

N D

D C

O U

H S

- C

C R

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SAFETYALWAYS THINK

PAGE NO:

OF 26

DATE:

3/10/2025

Th is d oc um en t o r a ny p ar t t he re of in d et ai l o r d es ig n co nc ep t i s th e pr op er ty o f F or sg re n As so ci at es

In c.

an d sh al l n ot b e co pi ed w ith ou t t he w rit te n au th or iz at io n of

F or sg re n As so ci at es

In…

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