AZ NFSR 289 Tonto Creek Bridge Plans Sealed.pdf

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

A P la n E le v .d g n

P la n E le v

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

N46°46'30"W

Ton to C reek

P C

.2

P T

.7

H o r to n C r e e k

ELEVATION

PLAN

0.50%

11.00%

1" = 20'-0"

El. 5466.78

PVI Sta. 53+74.97

E l.

.6

P V

T S ta

.2

E l.

.3

P V

C S ta

.7

E l.

.7

P V

T S ta

.0

A

DRAWING INDEX

L=178'-6"

Profile Grade

Bridge

El. 5465.88

Sta. 51+94.58

Begin Bridge

S1

Wingwall B

Wingwall A Wingwall D

Wingwall C

Pin

LFR 289 Construction C

(cfs)

Q

(ft)

WS El.

HYDRAULIC DATA

10500

Abut. 2 Abut. 1 shaft (typ.)

48" Ø drilled

El. 5462.00

Low chord

L@ FR 289 Construction C

Approximate existing ground

GENERAL PLAN AND ELEVATION

Q

Q

Q

Q 305

(fps)

Vm bridge

Hydraulic data is at the upstream side of the

C u r b

B a r r ie r

Sidewalk

(Traffic Side)

Bridge Railing, Steel

(Pedestrian Side)

Bridge Railing, Steel

Bridge Railing, Steel

Box Girder

AASHTO B2-48

(typ.)

Riprap

0.50%

Pin

El. 5465.80

Sta. 51+79.56

Begin Approach Slab socket (typ.)

6'-0" min. rock grading channel

Approximate of bedrock

Approximate top

Drawing No. Drawing Title

RG3320-U

RG3320-T

RG3320-S

RG3320-R

RG3320-Q

RG3320-P

RG3320-O

RG3320-N

RG3320-M

RG3320-L

RG3320-K

RG3320-J

RG3320-I

RG3320-H

RG3320-G

RG3320-F

RG3320-E

RG3320-D

RG3320-C

RG3320-B

RG3320-A

REBAR LIST (Sheet 2 of 2)

REBAR LIST (Sheet 1 of 2)

APPROACH SLAB DETAILS

APPROACH SLAB PLAN

BRIDGE RAILING, STEEL (TRAFFIC SIDE) (Sheet 3 of 3)

BRIDGE RAILING, STEEL (TRAFFIC SIDE) (Sheet 2 of 3)

BRIDGE RAILING, STEEL (TRAFFIC SIDE) (Sheet 1 of 3)

BRIDGE RAILING, STEEL (PEDESTRIAN SIDE)

END DIAPHRAGM DETAILS

DECK PLAN AND TYPICAL SECTION

PRECAST BOX GIRDER DETAILS (Sheet 2 of 2)

PRECAST BOX GIRDER DETAILS (Sheet 1 of 2)

GIRDER FRAMING PLAN

ABUTMENT DETAILS

ABUTMENT 2 LAYOUT

ABUTMENT 1 LAYOUT

SLOPE PROTECTION DETAILS

SUMMARY OF BORING LOGS

FOUNDATION LAYOUT AND DETAILS

GENERAL NOTES AND ESTIMATE

GENERAL PLAN AND ELEVATION

Bridge Length = 93'-0" to be removed

Existing Bridge

WS El 5460.3100Q

= 7610 cfs100Freeboard 1.7 feet, Q

* See Roadway Plans

Railing *

Pedestrian

Sidewalk *

L No Scale

Elevations are at profile grade @ FR 289 Construction C

PROFILE GRADE DIAGRAM

Railing *

Pedestrian

Curb *

Pipe end section *

Parking lot *

Slab (typ.)

Approach

Fence (typ.)

Pipe Culvert *

Sidewalk *

Sidewalk *

See RG3320-E

Slope Protection, 11.9

17.6

18.8

20.3

5453.0

5458.8

5460.3

5466.5

El. 5466.34

Sta. 52+87.58

End Bridge

Construction C

Driveway

Campground

El. 5466.50

Sta. 53+02.60

End Approach Slab

(typ.)

Sleeper Beam L

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

B N o te s .d g n

N o te s

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 2NONE

MATERIALS:

DESIGN LOADS:

SPECIFICATIONS:

GENERAL NOTES:

GENERAL NOTES AND ESTIMATE

B

S2

WINGWALL WINGWALL

NTS

ABUTMENT ABUTMENT

NTS

(typ.)

1'-6"

(typ.)

1'-6"

(typ.)

1'-6"

(typ.)

1'-6" line ground

Existing line ground

Existing line ground

Existing

Fill slope line ground

Existing

STRUCTURE EXCAVATION STRUCTURE BACKFILL

Legend:

Pay limits of roadway embankment

Pay limits of structure backfill

Pay limits of structure excavation

15214-1000

20801-0000

20803-0000

25101-0700

55201-0200

55302-1100

55401-1000

56501-0600

Survey and staking, bridge

Structure excavation

Structural backfill

Structural concrete, class A(AE)

Reinforcing steel

Drilled shaft, 48-inch diameter

LPSM

LF

LB

LF

55601-0900 LF

56401-1000 Bearing device, elastomeric EACH

NotesItem No. Item Unit Quantity

ESTIMATE

LB55401-2000

Placed riprap, Class 7

Reinforcing steel, epoxy-coated

55601-0900 LF

Precast, prestressed concrete box beam, B2-48

CUYD

CUYD

CUYD

CUYD

56301-1000 Coating, concrete structure (BRIDGE) LPSM

Bridge railing, steel (Pedestrian side)

Bridge railing, steel (Traffic side)

8,775

44,675

56502-0000 LF 13Trial drilled shaft

Special Contract Requirements (SCRs) on Federal Highway Projects, FP-24, U.S. customary units.

Federal Highway Administration Standard Specifications for Construction of Roads and Bridges

Construction:

AASHTO LRFD Bridge Design Specifications, 9th Edition, 2020.

Design:

ALL

(1)

(1)

ALL

(3)(1)

(4)(6)

(1)

(1)

(2)

Estimate Notes:

Abbreviations:

Operating Rating Factor = 1.74

Inventory Rating Factor = 1.27

Evaluation, 2018 according to the Load and Resistance Factor Rating Method.

Inventory and operating ratings for HL-93 are in accordance with AASHTO Manual for Bridge

= 0.085g. Site Class = C. Seismic Zone = 1.D1to give the long period spectrum acceleration, S

= 1.7) V = 0.050g) modified by the Site Coefficient (F1Long period acceleration at 1.0 seconds (S

= 0.198g. DSto give the short period spectrum acceleration, S

= 1.2) a = 0.165g) modified by the Site Coefficient (FSShort period acceleration at 0.2 seconds (S

= 0.085g. Sspectrum acceleration, A

= 1.2) to give a PGAPeak Ground Acceleration (PGA = 0.071g), modified by the Site Coefficient (F

Seismic Design Loads:

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

Live Load:

(at-rest)

Lateral Earth Pressure: Equivalent fluid unit weight of soil, 0.038 kcf (active) and 0.060 kcf

Future wearing surface allowance: 25 lbs. per square foot

Concrete: 150 lbs. per cubic foot

Dead Loads:

eq. = equal e.f. = each face o.f. = other face i.f. = inside face f.f. = fill face

61301-0000 SQYD 54Simulated stone masonry surface treatment approach slabs, and sleeper beams.

curb, end diaphragms, abutment caps, wingwalls,

(7) Includes concrete for deck slab, sidewalk, parapet, measured for payment.

Excavation for placement of riprap will not be (6) measurement and payment.

with bridge. See Roadway Plans for

(5) Payment for roadway excavation not included geotextile fabric.

(4) Includes furnishing and placing non-woven material.

(3) Includes cost of placing section 704.03 backfill testing.

reinforcing steel, permanent steel casing and

(2) Includes cost of excavation, structural concrete,

(1) Contract Quantity.

Preformed expansion joint filler shall meet the requirements of AASHTO M33.

Miscellaneous:

See Section 563 for coating requirements.

Coating:

Refer to Geotechnical Report for description of the anticipated materials.

Structure Excavation:

specified in Subsection 208.09.

Backfill behind abutments and wingwalls shall meet the requirements for Structural Backfill as

Structure Backfill:

ANSI/AASHTO/AWS D1.5 Bridge Welding Code, latest Edition.

All welding shall conform to the requirements of the American Welding Society, Welding:

ASTM A153.

Specifications. All bolts, nuts and washers for bridge railing shall be galvanized in accordance with and shall be stained after galvanizing with a weather steel coloring agent, see Project

ASTM F436. All structural steel for bridge railing shall be galvanized in accordance with ASTM A123 unless noted otherwise. Nuts shall conform to ASTM A563 and steel washers shall conform to

Structural steel plates and bars for bridge railing shall conform to AASHTO M270, Grade 36 steel, Structural steel tubes (HSS) for bridge railing shall conform to ASTM A500, Grade B steel.

Miscellaneous Structural Steel:

) = 202,500 psi.pu = 0.75 (Fpjload of 43,943 lbs. at which F conforming to AASHTO M203. Each strand shall be pretensioned to the maximum allowable total

Prestressing steel shall be Grade 270, 0.6" dia., seven wire, low-relaxation, prestressing strand

Prestressing Steel:

epoxy coated. "E" designates epoxy coated reinforcing steel in the bar callouts and rebar lists.

deck, curb, sidewalk, bridge railing, end diaphragms, approach slabs, and sleeper beams, shall be splice length for all bars sizes shall be as shown on the plans. All reinforcing steel placed in the concrete cover to the face of any bar shall be 2", unless shown otherwise on the plans. Minimum

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

Reinforcing Steel:

" unless otherwise noted.4 3concrete shall be chamfered

28-day strength, f'c = 7,900 psi and initial transfer strength f'ci = 6,800 psi. Exposed edges of all

All concrete for prestressed concrete girders shall be Class P or Class P (AE), with a minimum

Prestressed Concrete Girders:

edges of all concrete ¾", unless noted otherwise on the plans.

with a minimum 28-day compressive strength of f'c = 4,500 psi, see SCRs. Chamfer exposed

28-day compressive strength of f'c = 4,500 psi. Drilled shaft concrete shall be structural Class C, All cast-in-place concrete except for drilled shafts shall be structural Class A(AE) with a minimum

Concrete:

(1)(7)

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

C F o u n d a ti o n .d g n

F o u n d a ti o n

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

N46°46'30"W

Location

Abut. 2

Abut. 1

Notes:

C

S3

L

VARIES

A A

Drilled Shaft

C Brg. Abut. andL

L Drilled Shaft

C Brg. Abut. and

Ton to C reek H o r to n C r e e k

PLAN

Scale: 1" = 20'-0"

FR 289 Construction C

Shaft (typ.)

48" Ø Drilled Shaft (typ.)

48" Ø Drilled

Sta. 52+85.08

C Drilled Shaft Sta. 51+97.08

C Drilled Shaft

ELEVATION

Scale: 1" = 20'-0"

DRILLED SHAFT ELEVATION

" = 1'-0"4

1Scale:

SECTION A-A

" = 1'-0"4

1Scale:

L@ FR 289 Construction C

Approximate existing ground

Abut. 2 Abut. 1 El. 5435.75±

Estimated tipEl. 5438.25±

Estimated tip

AND DETAILS

FOUNDATION LAYOUT

C Brg. Abut. 2C Brg. Abut. 1

El. 5457.50

Bottom of cap

Bottom of abut. cap

El. 5457.00

Bottom of cap to be removed

Existing bridge staggered as shown

#7DS1 ties at 7" spacing, 7" spacing

#7DS1 ties at kips/Shaft

Service I Load kips/Shaft

Strength I Load

(Feet)

Length

DRILLED SHAFT TABLE

of strong bedrock

Approximate top

R o c k s o c k e t

M in

R o c k s o c k e t

M in

Steel casing (typ.)

shaft (typ.)

48" Ø drilled

22.0

19.0 e m b e d ty p

M in bedrock (typ.)

Approximate top of soil-like equally spaced

18 - #9DS3 (Abut. 2)

18 - #9DS2 (Abut. 1)

#9DS3 (Abut. 2)

#9DS2 (Abut. 1) or requirements.

Refer to Section 565 of FP-24 for additional drilled shaft and CSL 4.

Shannon & Wilson, Wheat Ridge, CO.

Tonto National Forest, Gila County, Arizona", dated June 2025 by

Refer to "Geotechnical Report, AZ NFSR 289 Bridge Replacement, 3.

Refer to RG3320-D for summary of boring logs.2.

information.

Refer to Abutment Layout and Wingwall Layout sheets for additional 1.

(typ.)

90°0'0"

88'-0"

L e n g th s e e t a b le ty p ty p ty p

Drilled Shaft

48" Ø m in c lr

90° min. lap clr

3"

Top of Drilled Shaft to longitudinal rebar) spaces ±(maintain 3" clearance

CSL tubes. 4 required at equal

" nominal Ø schedule 40 2

LL

LL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

D B o r in g .d g n

B o r in g

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

C P

A ltitude: 0.0000 N am e: tonto-loc2

L ongitude: -111.09569155277670

L atitude: 34.33991460379203

SW-B-02

SW-B-01

4 D

S4

L

Ton to C reek

H o r to n C r e e k

FR 289 Construction C

C Brg. Abut. 1

LEGEND

TYPICAL TEST HOLE LOG

Location of sample hole

SW-B-0# Boring designation mm-dd-yy

Bottom of boring

BORING LOG NOTES

1" = 20'

PLAN

ELEVATION

SW-B-01

C Brg. Abut. 2

SUMMARY OF BORING LOGS

SW-B-02

52+00 53+00

Silty Sand

Clayey Gravel with Sand

Sandstone

Poorly Graded Sand with Silt and Cobbles

Limestone

10,11,50/4"

37,50/5"

7,5,7

5,4,21

50/3"

26,28,32

10/0"R-1

R-2

21,37,17

25,45,50/4"

18,21,43

11,10,11S-1

S-2

S-3

S-4

S-5

S-1

S-2

S-3

S-4

S-5

Graphic material symbology

26.7' total depth

13.2' total depth

Hole Finish 12-21-23

Hole Start 12-18-23

Hole Finish 12-18-23

Hole Start 12-18-23

Drill date coring from 19.5' to total depth

-Minimal water ciculation while

S-1 50/4" per inched driven

Standard penetration test in blows

Sample to be removed

Existing bridge dated June 2025 by Shannon & Wilson, Wheat Ridge, CO.

Replacement, Tonto National Forest, Gila County, Arizona", Refer to "Geotechnical Report, AZ NFSR 289 Bridge

L L

A

B

C

D

E

FG

H

I

J K

L

M

N

O

P

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

E S lo p e .d g n

S lo p e

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

H o r to n C r e e k

SLOPE PROTECTION DETAILS

E1" = 15'-0"

PLAN

ELEVATION

Station Elevation

RIPRAP POINT DATA

Point Offset

Note:

S5 existing ground

Approximate top of bedrock

Approximate

7' -6

R

R

'-6

R

R

'-6

R

R

7'-6" R

R see sheet D4

Channel excavation, excavation (typ.)

Match channel amount if bedrock is encountered.

The overall depth of the riprap may be less than the specified

Place riprap in the hatched area shown in Plan and Elevation. 1.

H

G

F

E

D

C

B

A

51+89.81

51+95.00

51+99.58

52+07.08

52+07.08

51+99.58

51+95.00

51+89.81

25.67' Rt

27.75' Rt

27.75' Rt

20.25' Rt

14.38' Lt

21.88' Lt

21.88' Lt

19.79' Lt

5466.18

5464.78

5463.41

5458.58

5456.48

5457.27

5457.52

5460.94

5461.84

5459.76

5458.32

5458.43

5458.64

5461.08

5463.02

5464.65

25.67' Rt

27.75' Rt

27.75' Rt

20.25' Rt

14.38' Lt

21.88' Lt

21.88' Lt

19.79' Lt

P

O

N

M

L

K

J

I

52+92.35

52+87.17

52+82.58

52+75.08

52+75.08

52+82.58

52+87.17

52+92.35

7'-6" 7'-6"

Abut. 2Abut. 1

Slab

Approach

Slab

Approach

Bridge deck

Fabric (typ.)

Non-Woven Geotextile

FR 289 Construction CL

Class 7 (typ.)

Placed Riprap, Class 7 (typ.)

Placed Riprap, Proposed Contours

Existing Contours

Legend:

0 5

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

F A b u t1

L a y o u t.

d g n

A b u t1

L a y o u t]

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 61/4" = 1'-0" F

S6

LC Girder

1'-0"1'-0"

1'-0"

(typ.)

" clr.8

"2 134'-11

135° (typ.)

"2 114'-620'-5"

Scale: 1" = 1'-0"

BEARING PAD SECTION

(typ.)

6"

"8 75'-512'-0"12'-0""8

55'-5

Bearing Pad Notes:

LConstruction C

FR 289

90°

Top of riprap

2 interior layers

2 layers (top & bot)

(3 per pad)

" o.c. 2 1shims @

14 gauge steel

Step (typ.)

48" Drilled shaft (typ.)

ABUTMENT 1 LAYOUT

El. 5457.00

Bottom of abutment

(typ.)

Wingwall

Notes:

ty p

LC Girder E LC Girder D LC Girder C LC Girder B LC Girder A

(Looking back station)

PLAN

3" Ø weephole (typ.)

(Single girder shown)

BEARING PAD PLAN

this sheet

Pad (typ.), see detail

Elastomeric Bearing ty p

El. 5462.13 El. 5462.07 El. 5462.00 El. 5461.94 El. 5461.88

(typ.)

Constr. jt.

LC Girder E LC Girder D

LC Girder C LC Girder B

LC Girder A

C Brg. Abut. 1L

Live load: 28.80 kips

Dead load: 44.10 kips

Service I Loads per bearing:4.

steel-reinforced elastomeric bearing design.

AASHTO LRFD Design Method A used for 3.

Conform shim plates to ASTM A36.2.

@ 73° F for temperature Zone C.

higher, and a minimum shear modulus of G=130 psi

60, a low-temperature elastomer of Grade 3 or

AASHTO M251 with a Shore A durometer hardness of

Conform steel-reinforced elastomeric bearing pad to 1.

(ty p

'-2

W in g w a ll

B

"W in g w a ll A

'-7

"4 33'-74 Spaces @ 6'-4" = 25'-4""4

33'-7

1'-2""4 36'-93 Spaces @ 6'-4" = 19'-0""4

36'-91'-2"

(t y p

(typ.)

2'-0" filler (typ.)

1" expansion jt.

A

A

LFR 289 Construction C ty p

El. 5466.08 El. 5465.76El. 5465.89

Bearing pad

Elastomeric

" 2 112" x 12" x 1

L Abut.

C Brg.

(typ.)

2'-0" ty p ty p joint filler (typ.)

1" expansion

(Looking back station)

ELEVATION

90° (typ.)

Sta. 51+97.08 treatment (typ.)

masonry surface

Simulated stone

L

Refer to RG3320-H for Section A-A.2.

Elevations taken at C Brg. unless noted otherwise.1.

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

G A b u t2

L a y o u t.

d g n

A b u t2

L a y o u t]

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 71/4" = 1'-0"

(ty p

'-2

G

S7

"2 134'-11

135° (typ.)

20'-5""2 114'-6

"4 35'-512'-0"12'-0""4

35'-5

3" Ø weephole (typ.)

90°

Top of riprap

Step (typ.)

48" Drilled shaft (typ.)

(Looking ahead station)

PLAN

ABUTMENT 2 LAYOUT

W in g w a ll

D

W in g w a ll C

'-7

El. 5457.50

Bottom of abutment

(typ.)

Wingwall

LC Girder A LC Girder B LC Girder C LC Girder D LC Girder E ty p

A

A

(typ.)

Constr. jt.

LC Girder A LC Girder B LC Girder C LC Girder D LC Girder E

"4 33'-74 Spaces @ 6'-4" = 25'-4""4

33'-7

LConstruction C

FR 289

1'-2""4 36'-93 Spaces @ 6'-4" = 19'-0""4

36'-91'-2"

RG3320-F for detail

Pad (typ.), see

Elastomeric Bearing

(t y p

C Brg. Abut. 2L filler (typ.)

1" expansion jt.

El. 5462.32 El. 5462.38 El. 5462.44 El. 5462.51 El. 5462.57

LFR 289 Construction C ty p

El. 5466.20 El. 5466.52

El. 5466.33

(typ.)

2'-0" ty p joint filler (typ.)

1" expansion

Sta. 52+85.08

90° (typ.)

Notes:

L

Refer to RG3320-H for Section A-A.2.

Elevations taken at C Brg. unless noted otherwise.1.

treatment (typ.)

masonry surface

Simulated stone

(Looking ahead station)

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

H A b u tD e t.

d g n

A b u tD e t]

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 8

ABUTMENT DETAILS

H

S8

" = 1'-0"8 3Scale:

48" Ø drilled shaft clr.

4" reinforcement) avoid drilled shaft bottom (place to

8-#9A2 @ eq. spa.

A

A

LC drilled shaft (typ.)

El. A El. B

El. 5457.50 (Abut. 2)

El. 5457.00 (Abut. 1) c lr

E m b e d clr.

4"

LC Brg. Abut.

PLAN

Abut. 1 shown, Abut. 2 similar f.f.

o.f.

top

8-#7A1 @ eq. spa.

LC Brg. Abut.

SECTION A-A

A

C

D

Wingwall El. A El. B

5466.52

5466.20

5465.76

5466.08

5466.51

5466.19

5465.77

5466.09

WALL ELEVATION TABLE

m in

L Abut.

C Brg.

#5A3 e.f.

Riprap

#5A4 @ 6"

#5A5 @ 6"

#7W5 (typ.)

#4W3 (typ.)

2" formliner (typ.)

o.f.

f.f.

Finished grade f.f o.f

Riprap

CheekwallWingwall (Top of wall level)

(slope 2%)

3" Ø weephole

#7A6 dowel

"4 31'-2

= 4'-6"

10 - #5A4 and #5A5 @ 6"

1'-9"

34 - #5A4 and #5A5 @ 6" = 16'-6"

= 4'-6"

10 - #5A4 and #5A5 @ 6"

31'-2

A e q s p a b o tt o m

A e q s p a to p

(typ.) (22 tot.)

#7A6 @ 6" dowel

W " m a x . to p (ty p

W " m a x . e .f. (ty p m in

W m a x f.

f.

W m a x o .f

9 -#4W2 @ 12" max. top

9-#4W1 @ 12" max. e.f.

DEVELOPED TYPICAL WALL ELEVATION

i.f. i.f.

m in

B

B

SECTION B-B

" = 1'-0"4

1Scale:

5-#4W2 @ 12" max. top

5-#4W4 i.f. @ 12" max.

5-#4W1 o.f. @ 12" max. &

W m a x to p ty p m a x ty p

W o .f

W i .f

(typ.)

"4 31'-4

(typ.)

1'-0"

(typ.)

4'-10"

(typ.)

1'-6"

(typ.)

4'-10"

(typ.)

1'-6"

#4W2

#4W1 e.f.

#7W5 @ 9" max.

#4W3 @ 12" max.

m in clr.

4"

V a r ie s e .f

A m a x

A B

U T m a x

A B

U T

2" maximum depth surface treatment (typ.)

Simulated stone masonry c lr

2" maximum depth surface treatment (typ.)

Simulated stone masonry

1'-2"

2'-6"2'-6"

5'-0"

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

I F r a m in g .d g n

F r a m in g

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

9 I

C Girder EL

C Girder DL

C Girder CL

C Girder BL

C Girder AL

Abut. 1

C Brg. L Abut. 2

C Brg. L

FR 289 Construction C

GIRDER FRAMING PLAN

GIRDER FRAMING PLAN

S9

N46°46'30"W

Edge of deck (typ.)

1" = 10'

90° (typ.)

2'-6"88'-0"2'-6" abutment

Rear face of abutment

Rear face of

Sta. 52+85.08Sta. 51+97.08

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

J B o x

G ir d e r .d g n

B o x

G ir d e r

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 10 J

Abut. 1

C Brg. L Abut. 2

C Brg. L

Abut. 2

C Brg. L Abut. 1

C Brg. L

Sheet 1 of 2

DETAILS

PRECAST BOX GIRDER

C GirderL

Notes:

(typ.)

Threaded insert

(typ.) See note 4

Threaded insert

A

A

B

B

Item Unit Quantity

Ft.

Lbs.

Cu. Yd.

0.60" Ø Strands

Reinforcing Steel

Concrete

GIRDER ESTIMATE

PRECAST CONCRETE BOX

Girder bar list.

See RG3320-T for Precast Concrete Box

Note: Quanties shown are per box girder.

#4GE1

#4GE2

6-#5GE3,#5GE4 @ 3"

4-#5GE3,#5GE4,#5GE5 @ 6"

4-#5GE3,#5GE4,#5GE5 @ 6"

6-#5GE3,#5GE4 @ 3"

" = 1'-0"8

GIRDER END PLAN DETAIL

3,420

3,138

S10

6" ty p

3" ty p

3"

#4GE9

4"

.4

.9

* Extend 1'-6" beyond lifting inserts

Refer to RG3320-K for Sections A-A and B-B.5.

ultimate pullout strength of 10,800 pounds.

Inserts shall be Ferrule loop type which have an inch diameter (#6) rods, threaded on end. 4 3for

Inserts are standard threaded with enclosed threads 4.

be approved by the engineer.

Lifting devices shall be near the girder ends and shall 3.

amplitude.

Top surface shall be intentionally roughened to 1/4" 2.

Working Force: 1,391 kips remaining after losses

Initial Force: 1,670 kips at release

Prestressing Force:1.

3" fillet (typ.)

LSym. about C span

Hold-down point

3" fillet (typ.)

LSym. about C span

#5GE8*

#5GE7

9"

9"

"2 133'-5

88'-0"

9"

9"

8'-11"

8'-11"

2'-6"

2'-6"

"2 134'-11

Length of girder = 89'-6"

= 6"

3-#5GE6 @ 3"

= 6"

3-#5GE6 @ 3"

40-#5GE3,#5GE4,#5GE5 @ 12" = 39'-0"

1'-0"

= 1'-6"

6"

= 1'-3"

G E

#5GE5 @ 12"

#5GE3,#5GE4 &

6"

9" min.

1'-0" tube (typ.)

CL 1" dia drain tube (typ.)

CL 1" dia drain prestressing strands

Center of Gravity of 38 strands prestressing

Extended e q s p a

G

E min.

1'-6"

2'-10" ty p

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

K B o x

G ir d e r .d g n

B o x

G ir d e r

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 11AS SHOWN K

Sheet 2 of 2

5GE5

TYPICAL SECTION

" = 1'-0"4

3Scale:

SECTION A-A

" = 1'-0"4

3Scale:

3" fillet (typ.)

SECTION B-B

" = 1'-0"4

3Scale:

Girder Deflection Notes:

C GirderL C GirderL C GirderL insert (typ.)

Threaded

Location

"D" (inches) 0.59 1.16 1.59 1.87 1.87 1.59 1.16 0.59 0.00

1.0L0.9L0.8L0.7L0.6L0.5L0.4L0.3L0.2L0.1L0.0L

0.00 girders.

deck slab 60 days after initial stressing of the seat elevations are based on casting of the

Theoretical build-up, camber, deflections and 2.

to the engineer for evaluation.

build-up and the information shall be provided measured in the field for the determination of

The top of erected girder elevations shall be 1.

#5GE3

Erection and Build-Up Notes:

#5GE6

#5GE4

e.f.

2-#4GE1

S11

4'-0"

5"3'-2"5"

(typ.)

" clr.2

(typ.)

3"

(typ.)

1" clr.

ty p ty p

(typ.)

5"

G

E e q s p a c lr

5 - #5GE8 @ 10" = 3'-4"

(typ.)

4"

4"5 - #4GE9 @ 10" = 3'-4"4"

9"4 - #4GE2 @ 10" = 2'-6"9"

(typ.)

3"

1.96 approximately 5.35 inches at midspan.

due to girder self weight and prestress is

Estimated girder upward deflection at 60 days 2.

railings.

dead load of the deck slab, sidewalk, curb and

Deflection "D" equals the deflection due to the 1.

ESTIMATED DEFLECTION "D"

9 spa. @ 2" = 1'-6"6"9 spa. @ 2" = 1'-6"8 spa. @ 2" = 1'-4"6"8 spa. @ 2" = 1'-4" ty p ty p strands (typ.)

Prestressing c lr c lr c lr c lr

Extend 8 prestressing strands into end diaphragm strands (typ.)

Prestressing

DETAILS

PRECAST BOX GIRDER

for locations see RG3320-J tube (typ.)

1" dia drain tube (typ.)

1" dia drain

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

L D e c k .d g n

D e c k

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

12AS SHOWN

C Girder D

DECK PLAN

" = 1'-0"32

3Scale:

TYPICAL SECTION

" = 1'-0"4

1Scale:

L

C Girder E

C Girder A C Girder B C Girder C C Girder D C Girder E

Abut. 2 C Brg.

Abut. 1 C Brg.

C Girder A

C Girder B

C Girder C

Notes:

#5DE1 @ 12"

#5DE1 @ 6"

(typ.)

" Drip groove 4

FR 289 Construction CL

#5DE2 @ 5"

-1.0%

-1.0%

FR 289 Construction CL

TYPICAL SECTION

DECK PLAN AND

(pedestrian side)

Bridge rail, steel

Sidewalk

(traffic side)

Bridge rail, steel

RG3320-Q for details side), see RG3320-O thru

Bridge rail, steel (traffic RG3320-N for details

(pedestrian side), see

Bridge rail, steel see Note 1

Temporary bracing, #5DE4 @ 6" Max

#5DE7 @ 12" Max.

#5DE8 @ 12" Max.

End of parapet (typ.)

End of parapet (typ.)

(typ. over girder)

5-#4DE22 @ eq. spa.

#5DE21 @ 12" max.

Stagger spacing for top and bottom transverse bars.2.

engineer for approval.

deck is cured. Contractor to submit bracing details to the girders prior to deck placement and shall remain until the

Temporary bracing shall be installed at mid-span between 1.

S12

(typ.)

2'-2" Lap

93'-0"

166-#5DE4 @ 6" Max.

@ 12" max.

7-#5DE5 & #5DE6

@ 12" max.

7-#5DE5 & #5DE6 82-#5DE7 & #5DE8 @ 12" Max.

223-#5DE2 @ 5" (top & bottom) (See Note 2)

@ 8"

8-#5DE3

@ 8"

8-#5DE3

D

E b o tt o m

D

E to p

(typ.)

6" ty p

" c lr

D e c k c lr

1'-2"6'-0"12'-0"12'-0""2 11'-3

"2 132'-5 ty p v a r ie s

B u il d u p box beam (typ.)

AASHTO B2-48

L

L

L L L L L

LL

L

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

M D ia p h r a g m .d g n

D ia p h r a g m s

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 13 M1/2" = 1'-0"

END DIAPHRAGM DETAILSSECTION A-A

" = 1'-0"2

1Scale:

A

A

2-#4DE18

2'-0"2'-6"1'-0"

6" ty p insert (typ.)

Threaded

(typ.)

threaded rod

" Ø x 2'-2" 4

(typ.)

b e tw e e n g ir d e r s

D

E

Deck reinf.

(typ.)

threaded rod

" Ø x 1'-5" 4

LC Brg. Abut.

jt. filler (typ.)

1" expansion

12" max.

#4DE16 @

max. dowel

#4DE17 @ 12"

5-#5DE9 @ eq. spa.

Optional 4"x4" fillet

END DIAPHRAGM PLAN

(Abut. 2 shown, Abut. 1 similar)

" = 1'-0"8 3Scale:

Deck reinf. (typ.)

32-#4DE16 @ 12" max. (Abut. 1)

25-#4DE16 @ 12" max. (Abut. 2)

32-#4DE17 @ 12" max. dowel (Abut. 1)

25-#4DE17 @ 12" max. dowel (Abut. 2)

jt. filler (typ.)

1" expansion

(typ.)

LC girder (typ.)

3-#5DE15 f.f

D

E e q s p a to p b o t.

D

E b o t.

D

E at ends

3-#5DE12 @ 7"

2'-2"

2'-2" between girders

4-#5DE12 @ 8"

between girders (typ.)

3-#5DE13 o.f.

at ends (typ.)

3-#5DE14 o.f.

b o t.

D

E

2-#4DE19 (Abut. 1)

2-#4DE18 (Abut. 2) between girders

3-#8DE11 @ 11" #5DE12

D

E

9" end

Girder L Abut.

C Brg.

Refer to RG3320-R for corbel length

#7A6 Dowel cylinder styrofoam

3" Ø

V a r ie s

(slope 2%)

3" Ø weephole

Drain grate neoprene sheet

" x 1'-6" cont. 4 sheet drain

Geocomposite

2-#8DE10 @ 11"

(typ.)

@ 2'-0" max. spa.

" Ø galv. anchor 2

Begin/End Bridge rod (typ.)

threaded

" Ø 4 ty p a t e n d s ty p

S13 strand

Extended prestressing

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

N S id e w a lk

R a il .d g n

S id e w a lk

R a il

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 14

Railing Notes:

AS SHOWN

Top of deck

ELEVATION

" = 1'-0"8

3Scale:

A

A

B

B

SECTION A-A

" = 1'-0"8

3Scale:

SECTION B-B

" = 1'-0"8

3Scale:

ELEVATION

BASE PLATE PLAN

N

Notes:

1.0%

C postL

POST DETAIL

Scale: 1" = 1'-0"

RAIL SPLICE

Scale: 1" = 1'-0"

(PEDESTRIAN SIDE)

BRIDGE RAILING, STEEL

Concrete parapet parapet

Concrete

Abutment diaphragm

Top of sidewalk (beyond)

#4 lap length = 1'-6"3.

Approved Bridge Railings.

MASH Equivalency of NCHRP Report 350 -

Dynamic load is based on NCHRP 20-07(395)

Dynamic Load (For barrier Design) = 80 kips

Design Loads:2.

to meet MASH 16 requirements for Test Level 4.

to barriers with like geometry, which were successfully crash tested

This barrier has been evaluated and approved to be of equal strength 1.

Anchor bolts shall conform to ASTM F3125, Grade A325.3.

All post bolt heads shall be on sidewalk side. 2.

All exposed steel edges shall be ground smooth. 1.

joint

Constr.

S14

"4 32"4

"2 ty p

(typ.)

"2

8"8"

"2

Gap

1"

1" R

8-#5SE1 @ 9"

#4SE4

see detail

" base plate, 4

(typ.)

" rail 4 1HSS 4"x3"x typ.

cover plate

" 16 3P 4"x4"xL

" tooled radius (typ.)2

" post 4 1HSS 4"x4"x

" post 4 1HSS 4"x4"x

C ParapetL

C PostL

" Base Plate4

"Ø hole (typ.)8

See Post Detail

"Ø bolt (typ.)4

"Ø hole for 8

C of L

Deck reinf.

#4SE5

surface

Roughened

" rail4 1HSS 4"x3"x for details see RG3320-L

Deck reinf., Both ends plate (typ.)

" cover 16 34x3x

#5SE3 e.f.

#5SE2 e.f.

"Ø x1'-4" A325 bolt (typ.)4

Deck reinf (typ.)

2-#5SE3

2-#5SE2

8-#5SE1 @ 9"

5-#4SE4 eq. spa.

post (typ.)

" 4 1HSS 4"x4"x about C Span

Symmetrical

L see Note 3

5-#4SE4 (in sidewalk), 6" R

#5SE1 @ 9" e.f.

#4SE5 @ 18" max.

see Note 3

& lock washer, 2" projection, "ø x 1'-4" bolts w/hex nuts 4

4-

1'-0" surface

Roughened joint

Constr.

slab

Top of approach

RG3320-L

@ 12" max., see

7-#5DE5 & 7-#5DE6

6'-0" sidewalk 1'-0"

1"

2" clr.

"2

2"

2"

63-#4SE5 @ 18" max. (sidewalk)

(typ. post spacing)

6'-8"

5'-6"

Top of parapet rail (typ.)

" 4 1HSS 4"x3"x sleeve

"x8" 16 5HSS 5"x4"x

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

O C u r b

R a il .d g n

C u r b

R a il

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO O

Sheet 1 of 3

15 3/4" = 1'-0"

Notes:

PARTIAL PLAN

(Railing not shown for clarity)

PARTIAL ELEVATION

(TRAFFIC SIDE)

BRIDGE RAILING, STEEL

C

C

B

B L

A

A

See RG3320-P

6" R

LC Post

LC Post LC Post

LC Post sections

End of tubular

Cheekwall rail member4 1HSS 6x2x slab

Approach slab

Approach

8'-9" typical post spacing"2 12'-15'-0"

Parapet

Traffic side

VIEW A-A

(Rail not shown for clarity)

" = 1'-0"2 1Scale:

detail on RG3320-P

Parapet shoe, see

S15 test level 3.

4. This Traffic Rail has been successfully evaluated by full-scale crash test to meet MASH requirements for

#5 lap length = 2'-2".3.

bracing after anchorage systems has been firmly tightened.

must be assembled with one hardened steel washer and one heavy hex nut each. Remove temporary until the anchorage system achieves manufacturer's recommended curing time. Anchorage system

Install Parapet Shoe after rail has been placed. To ease installation, temporarily brace parapet shoe 2.

Class C, D, E, or F anchor adhesive. Adhesive anchor embedment depth is 8 inches.

nut and one hardened steel washer each. Embed fully threaded rods into parapet with a Type III, inch Ø ASTM A193 Gr B7 or F1554 Gr 105 fully threaded with one heavy hex 8 7Threaded rods shall be 1.

"2

D e c k

C u r b

R a il h e ig h t lap

9" min.

ty p e m b e d

1-#5CE4

to avoid deck reinf.

shown (typ.). Adjust as necessary

#5CE6 centered at every post as

#5CE3 e.f.

#5CE1 e.f.

7-#5CE5 @ 8"8"

Constr. jt.

#5CE2, see Note 3

8"6" see Note 1

Threaded rod (typ.), assembly (typ.)

Anchor bolt

RG3320-L

8-#5DE3, see

Diaphragm radius (typ.)

" tooled 2

RG3320-P

see details on

Parapet shoe, Edge of deck"

Base plate (typ.)

End of parapet

4"4"

#5CE3

#5CE2

#5CE6 (typ.)

for detail

(typ.), see RG3320-P

Anchor bolt assambly see RG3320-L

Deck reinforcing (typ.), 7-#5CE5 @ 8"

1-#5CE4

about C span

Symmetrical

(typ.)

1"

CL threaded rod

Base plate on RG3320-Q

Post, see detail see detail bolt (typ), " Ø anchor 8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

P C u r b

R a il .d g n

C u r b

R a il

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 16 P

Sheet 2 of 3

"Ø Hole (typ.)16 15C

G G

F

F

H H

1P

1P

1P

3P

1P

1P

1P

Hole

" Ø 8 1C 1

1P

1P

3P

(typ.)

" Ø Hole 8

Anchor bolt plate

(TRAFFIC SIDE)

BRIDGE RAILING, STEEL

#5CE2 #5CE6

D

D

E

E

PARAPET SHOE

7"

1'-0"

3P

"8 7 "8

2""2 122"

"2

"4

"2 11'-3

"2

"2 13 "2

15 "2

SECTION B-B

SECTION G-G

1" = 1'-0"

SECTION F-F

VIEW E-E

VIEW D-D

ANCHOR BOLT ASSEMBLY

SECTION H-H ANCHOR BOLT PLATE

"4

"2 147"

1'-0"

"4

"4 16"4

Deck reinf.

ty p th r e a d l e n g th m in

Constr. jt.

SECTION C-C

"2

#5CE1

#5CE3

#5CE5

(typ.)

"2

"2 11'-3

"2 11 1'-2"

Constr. jt.

" tooled radius2 see detail

Anchor plate, 1P and one heavy hex nut (4 total) with one hardened steel washer

(ASTM F3125 Grade A325 or A449)

"Ø heavy hex head anchor bolt 8

S16

L

(typ.)

L

L

L

L

L

L

L L

L L

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

Q C u r b

R a il .d g n

C u r b

R a il

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 17

Sheet 3 of 3

QAS SHOWN

(TRAFFIC SIDE)

BRIDGE RAILING, STEEL

(typ.)

Seal

3 sides

2 sides

12 9"

"4 13 "4

12 "2

1'-2"

"4 15"2

13"4

3"8"3"

"4 11'-1

"2 11'-9 2"1'-10"

1'-0"1'-2"

Top of curb

C End postL

C Splice jointL

"2

(typ.)

"8

(typ.)

"4 side

Traffic

SIDE VIEW

C PostL C PostL

G

C PostL

"Ø hole (typ.)8

(typ.)

"2

C Splice jointL rail member

1HSS 6 x 2 x

L in bottom of HSS

" Ø drain hole 8 3C centerline joint, see detail (typ.)

Sleeve member, centered about

Traffic side

" (typ.)4 3Bar

U-Bolt, see detail

L washer (typ.)16 5P rail member

1HSS 6 x 2 x

L

Gr 50)

(ASTM A572 8

7Base P

L Gr 50) (typ.)

(ASTM A572 8

7Post P

L

A572 Gr 50)

(ASTM 8

7Post P

L A572 Gr 50)

(ASTM 8

7Base P

END VIEWELEVATION

2'-4"

11'-9"2

1" R

"4

"2

"2 131" 1" th r e a d

POST DETAILS

" = 1'-0"1Scale:

END POST AND RAIL SPLICE JOINT DETAILS

" = 1'-0"1Scale:

SLEEVE MEMBER

" = 1'-0"1Scale:

U-BOLT DETAIL

No Scale

1"Ø hole

L

(typ.)

slotted holes

" 4 3" x 116

15C ground flush continuous and bent, welded 16 3P

"Ø x 9"2 1Bar

L washer (typ.)

Hex nut with lock

" Ø holes centered16

" with 2 1P washer 2" x 5

L

(typ.)

lock washer. Wrench tight, do not crush rail.

one hardened steel washer and one regular

ASTM F3125 Gr A325 hex head bolts with

" 2 1" Ø x 34

3C 1"Ø holes in HSS centered for

(typ.)

3End cap P L

1'-2"

" x 4 3Bar 2" x

" x 1'-2" 4 3Bar 2" x

S17

S id e w a lk

S

E e q s p a

Sleeper beam

Approach slab

CL Brg. Abut. 1 sheeting

10 mil polyethylene

(typ.)

Roadway Aggregate Method 2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

S A p p r D e t.

d g n

A p p r D e t]

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 19AS SHOWN S

APPROACH SLAB DETAILS

SECTION A-A

" = 1'-0"8

3Scale:

1" R

6-#4SE6 @ eq. spa.

" tooled radius (typ.)2

DETAIL 1

No Scale

DETAIL 2

No Scale

1.0% roughened surface

Construction joint, #5ASE3

#8ASE4

See Detail 2

"4

Grade P

ASTM C920, Type M, sealant conforming to

2" deep elastomeric joint diaphragm

Abut. 1 end

See Detail 1 diaphragm

Abut. 2 end

#5ASE1

3'-0" deck

Bridge top & bottom

16-#5ASE2 @ 12" max.

Sleeper beam

3'-0"

(10 tot.)

#6SBE3

Sleeper beam

See Detail 1

#5ASE1#5ASE3

#8ASE4

Sidewalk

7'-0"

SECTION B-B

" = 1'-0"8

3Scale:

"4 c lr

"c lr c lr c lr c lr

2 c lr

1"

Approach slab

1" Ø foam backer rod

" silicone joint sealant4

Approach slab reinf. (typ.)

Approach slab of felt roofing paper

30 lb double layer

RB3320-S

Dowel, see

SIDEWALK PLAN

" = 1'-0"8

3Scale:

B

B

" preformed exp. jt. filler4

jt. filler

" preformed exp. 2

" preformed exp. jt. filler4 top & bottom

10-#5ASE5 to #5ASE6 @ 12" max.

top & bottom

6-#5ASE16 @ 12"

12" max.

#5SBE2 @

12" max.

#5SBE1 @ 12" max.

#5SBE2 @

12" max.

#5SBE1 @

as shown

11-#4SE5 @ 18" max.

11-#4SE5 @ 18" max.

(10 tot.)

#6SBE4

Sleeper beam

1'-0" sheeting

10 mil polyethylene

S19

(see Sheet No. C3)

42" pedestrian railing

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

T R e b a r .d g n

R e b a r

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO 20NONE

Notes:

Sheet 1 of 2

REBAR LIST

T

TYPE 1STR

A

C

B

A

TYPE 2

A

B B

A

B

TYPE 3

C

TYPE T2 TYPE T4TYPE T1

A

B

A

B

C

A

B

C A

TYPE T3

A

C

C

D

TYPE 4 TYPE 5 TYPE 6 TYPE 7

A

B B

C

C

B

C

B

A A

C

B

TYPE 8

A

B

135°

B B

RCUM.=CI

C

TYPE 9

A

B

C

A

TYPE 10 TYPE 11

A

C

BB

C

135° (typ.)

135°

A A

B = lap

4" R

B

A

C

33923

Reinforcing steel.

included in the rebar list as a contract quantity for 55401-2000 prestressed concrete box beam, type B2-48 pay item and is not

Cost of girder reinforcing is included in 55302-1100 Precast, 3.

as a contract quantity for 55401-1000 Reinforcing steel.

shaft, 48-inch diameter pay item and is not included in the rebar list

Cost of drilled shaft reinforcing is included in 56501-0600 Drilled 2.

Dimensions in bending diagrams are out-to-out of bars.1.

S20

DIMENSION TABLEREINFORCING STEEL SCHEDULE

W I

N G

W A

L L S

A B

U T

M E

N T

S S

H A

F T

D R I L

L E

D

STR

STR

STR

STR

X"

* Quantities are per girder

B O

X G

I R

D E

R

SUBTOTAL

dowel cap bottom U_bar cap top U_bar cap each face horiz.

cap bottom horiz.

cap top horiz.

11'-0" 3'-6"

4'-6" 1'-9"

4'-6" 4'-3"

STR

STR

STR

STR

STR

STR

STR

STR

T1

STR

STR

STR

STR

STR

haunch build-up longitudinal haunch build-up transverse diaph. transv. bottom horiz.

corbel transv. horiz. (Abut. 1) corbel transv. horiz. (Abut. 2) corbel dowel corbel vert.

diaph. transv. f.f. horiz.

diaph. transv. o.f. ends horiz.

diaph. transv. o.f. horiz.

diaph. vert. tie diaph. transv. bottom horiz.

diaph. transv. bottom horiz.

diaph. transv. top horiz.

parapet vert.

parapet vert.

parapet vert. (end) parapet vert. (end) curb vert.

curb vert. (end) transverse top & bot. mat horiz.

longitudinal top & bot. mat horiz.

SUBTOTAL

SUBTOTAL

SUBTOTAL

SUBTOTAL

7'-5" 4'-8"

7'-11" 4'-8"

3'-9" 3'-0"

3'-9" 0'-6"

3'-4" 0'-6"

2'-6"

2'-0" 3'-9"

2'-0" 2'-6"

"2 13'-1

0'-6"

0'-6"

2'-0"

0'-6"

0'-8" 1'-4" 0'-6"

0'-6" 0'-8"

0'-6" 3'-4" 0'-8"

0'-6" 4'-10" 0'-8"

0'-6" 4'-10" 0'-8"

0'-8" 1'-1" 0'-6"

4'-1"

1'-6" 0'-8" 1'-8"

3'-8" 0'-6" 0'-6"

3'-4"

"2 10'-5

STR

STR

T4

T4 drilled shaft vert. (Abut. 2) drilled shaft vert. (Abut. 1) drilled shaft tie (Abut. 2) drilled shaft tie (Abut. 1)

22'-7"

19'-7"

15'-3"

15'-3"

11'-0" 3'-6"

9"

9"

#4DE22

#5DE21

#8DE20

#4DE19

#4DE18

#4DE17

#4DE16

#5DE15

#5DE14

#5DE13

#5DE12

#8DE11

#8DE10

#5DE9

#5DE8

#5DE7

#5DE6

#5DE5

#5DE4

#5DE3

#5DE2

#5DE1

#9DS3

#9DS2

#7DS1

#7DS1

#7A6

#5A5

#5A4

#5A3

#9A2

#7A1

2'-9"

2'-9"

4'-0"

13'-0"

8'-0"

"2 134'-3

"2 134'-3

"2 134'-3

#7W5

#4W4

#4W3

#4W2

#4W1

#4W1

STR

STR

STR

wingwall/cheekwall f.f. horiz.

cheekwall i.f. vert.

wingwall/cheekwall o.f. horiz.

wingwall/cheekwall top wingwall B & C/cheekwall vert.

wingwall A & D/cheekwall vert.

11'-7"

5'-4"

11'-7"

1'-3"

8'-3"

8'-7"

"8 50'-6 1'-0"

3'-6"

* Quantities are per drilled shaft

89'-2"

5'-8"

1'-4"

30'-8"

23'-8"

1'-6"

3'-10"

32'-2"

1'-4"

2'-0"

16'-1"

2'-0"

32'-2"

32'-2"

4'-6"

4'-6"

6'-0"

6'-0"

3'-6"

4'-0"

32'-2"

92'-8"

14944

*Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

#4GE9

#5GE8

#5GE7

#5GE6

#5GE5

#5GE4

#5GE3

#4GE2

#4GE1

T3

T2

STR

STR

92'-3"

5'-0"

7'-9"

12'-3"

4'-4"

4'-9"

10'-9"

89'-2"

89'-2"

91'-6" 0'-4 1/2"top slab longitudinal (top) end diaphragm vert.

end diaphragm horiz.

end diaphragm tie vert.

top slab transverse horiz.

top slab transverse horiz.

tie vert.

top slab longitudinal (bot.)

side wall horiz.

D E

C K E

N D D

I A

P H

R A

G M

S

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.REVISIONSBYDATENO.

R G

U R e b a r .d g n

R e b a r

AZ FS 289(1)

TONTO CREEK BRIDGE

GILA COUNTY, ARIZONA

TONTO NATIONAL FOREST

STATE PROJECT

AZ

NUMBER

SHEET

JULY 2025J. PROTHERO RG3320-

D e s ig n S u b m it ta l N o t

F o r C o n s tr u c ti o n of 21W. RODRIGUEZ

AZ NFSR 289 BRIDGE REPLACEMENT

B. WILBRINKA. GAO

Notes:

TYPE 1STR

A

C

B

A

TYPE 2

A

B B

A

B

TYPE 3

C

TYPE T2 TYPE T4TYPE T1

A

B

A

B

C

A

B

C A

TYPE T3

A

C

C

D

TYPE 4 TYPE 5 TYPE 6 TYPE 7

A

B B

C

C

B

C

B

A A

C

B

TYPE 8

A

B

135°

B B

RCUM.=CI

C

TYPE 9

A

B

C

A

TYPE 10 TYPE 11

A

C

BB

C

135° (typ.)

135°

A A

B = lap

4" R

B

A

C

Reinforcing steel.

included in the rebar list as a contract quantity for 55401-2000 prestressed concrete box beam, type B2-48 pay item and is not

Cost of girder reinforcing is included in 55302-1100 Precast, 3.

as a contract quantity for 55401-1000 Reinforcing steel.

shaft, 48-inch diameter pay item and is not included in the rebar list

Cost of drilled shaft reinforcing is included in 56501-0600 Drilled 2.

Dimensions in bending diagrams are out-to-out of bars.1.

21NONE

Sheet 2 of 2

REBAR LIST

U

STR

STR

5 X"

T R

A F F I

C R

A I L

P E

D E

S T

R I

A N R

A I L

A P

P R

O A

C H S

L A

B S

L E

E P

E R B

E A

M

STR

STR

STR

STR

longit. horiz.

longit. horiz.

longit. horiz.

cap bar vert.

bottom slab long. horiz.

X"

X"

X" anchor bolt assembly reinf.

parapet vert. (end) parapet vert. (end) parapet top horiz. (end) curb horiz.

parapet horiz. (end) sidewalk long. horiz. (appr. slab) sidewalk transverse horiz.

sidewalk long. horiz. (deck) parapet top horiz. (end) parapet horiz. (end) parapet horiz.

*STR

STR

STR

STR

** 11'-7" min., 15'-0" max. (13'-4" average length)

* Field bend to maintain 2" clear from sidewalk edge

#4SE6

#4SE5

#4SE4

#5SE3

#5SE2

#5SE1

#5CE6

#5CE5

#5CE4

#5CE3

#5CE2

#5CE1

#6SBE5

#6SBE4

#6SBE3

#5SBE2

#5SBE1

12'-8" min., 14'-6" max. (13'-7" average length)****

" max. (4'-4" average length)2 1" min., 8'-02

10'-6 *** longitudinal bottom horiz.

longitudinal top horiz.

edge longitudinal bottom horiz.

edge longitudinal top horiz.

longitudinal top & bot. horiz.

longitudinal bottom horiz.

longitudinal top horiz.

longitudinal bottom horiz.

longitudinal top horiz.

edge top & bottom horiz.

tranverse top & bottom horiz.

tranverse top & bottom horiz.

longitudinal bottom horiz.

end hook vert.

tranverse top & bottom horiz.

longititudinal top horiz.

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

STR

#8ASE20

#5ASE19

#8ASE18

#5ASE17

#5ASE16

#8ASE15

to

#8ASE14

#5ASE13

to

#5ASE12

#8ASE11

to

#8ASE10

#5ASE9

to

#5ASE8

#5ASE7

#5ASE6

#5ASE5

#8ASE4

#5ASE3

#5ASE2

#5ASE1

S21

DIMENSION TABLEREINFORCING STEEL SCHEDULE

2'-7"

5'-6"

5'-0"

6'-6"

82'-8"

4'-8"

0'-11" 0'-9" 0'-11"

4'-8" 1'-6"

0'-10" 2'-1"

5'-2" 1'-6"

0'-10" 2'-4"

5'-8" 0'-5"

6'-6"

92'-8"

6'-8"

5'-2"

92'-8"

0'-8" "2 11'-7

3'-10" "2 10'-6 0'-6"

SUBTOTAL

SUBTOTAL

7'-3"

"2 131'-1

23'-8"

3'-11"

2'-8"

SUBTOTAL

SUBTOTAL

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

Bar Mark Size Type Pin Dia. Location Qty Length Weight A B C D E

4'-3"

2'-8"

11'-11"

11'-11"

30'-8"

12'-0"

31'-2"

31'-2"

23'-8"

4'-11"

23'-8"

14'-8"