Pre Liminary glac01045_Plans_081921.pdf

PRELINMINARY-NOT FOR CONSTRUCTION

HYDRAULIC DATA

Q(cfs) WS El.

(U/S Bridge Face)

Q2

Q500

Q50 (Design)

Q100

20900

3161.27

3164.14

3165.40

3169.25

V(ft/sec.)

1.91

5.92

7.0

10.13

F lo w

Remove Existing Bridge

Sidewalk

Bridge And Roadway

Sidewalk

Begin Bridge Sta. 7+82.38

El. 3179.35

End Bridge Sta. 10+03.38 El. 3181.56

Wingwall A

CL

Length Of Bridge = 221' - 0"

Wingwall (Typ.)

14' - 6"

Wingwall B

Wingwall C

Wingwall D

El. 3181.21El. 3181.42El. 3179.05

El. 3179.05

El. 3179.21

El. 3179.21

Temporary Shoring

(Both Sides)

Approach Slab (Both Sides)

Abut. Exp. Joint (Both Sides)

Placed Riprap, Class 2 & 5.

See RDWY Plans For Details

Placed Riprap, Class 5.

See RDWY Plans For Details

Moment Slab & Yellowstone Picket Fence Railing.

See RDWY Plans For Details

P h a s e I

I P h a s e I

El. 3179.16

El. 3179.16El. 3178.73

El. 3178.73

El. 3181.37

El. 3181.37

El. 3181.37

El. 3181.42

El. 3181.47

El. 3181.47

Sidewalk Curb

Sidewalk Curb

Yellowstone Picket Fence Steel Bridge Railing

El. 3164.16

Q50 Elev.

Haunched Steel Plate I-Girder

30" Ø Pipe Piles

1.0%

ABUTMENT 1 ABUTMENT 2

Existing U/S Ground El.

Existing RDWY Ground El.CL

Existing D/S Ground El.

1.5

1.5

Placed Riprap, Class 2 & 5. See RDWY Plans For Details

Placed Riprap, Class 5.

See RDWY Plans For Details

Stone Masonry Facing (Typ.)

Bolted Field Splice (Typ.)

Exp.

Exp.

Low Beam El. 3169.04

3,150

3,155

3,160

3,165

3,170

3,175

3,180

3,185

30" Ø Pipe Piles

B e g in

B ri d g e

S ta

.3

E l.

.3

E n d B ri d g e

S ta

.3

E l.

.5

+1.0%

.0

.7

50' VC

50' VC

GRADE DIAGRAM

No Scale

Elevations Are At Profile Grade @ RDWYCL

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-A

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L.1PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

PLAN AND ELEVATION

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

1" = 20'-0"

PLAN

ELEVATION

NOTES:

1. Upper McDonald Creek Bridge stationing is based on state plane coordinate values (grid station). Bridge plans and dimensions are based on values that are adjusted to project datum (ground distance).

2. See riprap layout detail sheets for riprap details and coordinates.

BRIDGE DRAWING INDEX

Drawing No. Description

RG3184-A PLAN AND ELEVATION

RG3184-B GENERAL NOTES

RG3184-C FOUNDATION PLAN

RG3184-D PHASE CONSTRUCTION DETAILS

RG3184-E ABUTMENT CAPS

RG3184-F BEARING DETAILS

RG3184-G ABUTMENT ENDWALLS

RG3184-H ABUTMENT WINGWALLS

RG3184-I GIRDER LAYOUT (1 OF 2)

RG3184-J GIRDER LAYOUT (2 OF 2) AND CAMBER DIAGRAM

RG3184-K GIRDER FIELD SPLICES

BRIDGE DRAWING INDEX CONTINUED

Drawing No. Description

RG3184-L GIRDER WELD DETAILS

RG3184-M ABUTMENT & INTERMEDIATE CROSS FRAMES

RG3184-N DECK PLAN

RG3184-O TYPICAL SECTION

RG3184-P SIDEWALK CURB AND UTILITY DETAILS

RG3184-Q APPROACH SLAB

RG3184-R APPROACH SLAB EXPANSION JOINT

RG3184-S BRIDGE RAILING (1 OF 2)

RG3184-T BRIDGE RAILING (2 OF 2)

RG3184-U STONE MASONRY DETAILS

RG3184-V REBAR LIST

GENERAL NOTES:

SPECIFICATIONS:

DESIGN: AASHTO LRFD Bridge Design Specifications for Highway Bridges, Ninth Edition, 2020.

CONSTRUCTION: Federal Highway Administrstion Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, and Special Contract Requirements.

DEAD LOADS:

CONCRETE: 150 lbs. per cubic foot.

SOIL: 120 lbs. per cubic foot.

STONE MASONRY: 170 lbs. per cubic foot.

STRUCTURAL STEEL: 490 lbs. per cubic foot.

FUTURE WEARING ALLOWANCE: 25 lbs. per square foot, applied to clear roadway width.

UTILITY ATTACHMENTS: 15 lbs. per linear foot along bridge.

LIVE LOAD:

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

LATERAL EARTH PRESSURE:

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 29 pounds per cubic foot.

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

LIVE LOAD SURCHARGE: Equivalent height of soil.

For abutments: heq = 3.0 feet For wingwalls and retaining walls: heq = 2.5 feet

SEISMIC:

Seismic design parameters based on a site specific ground response analysis.

See Geotechnical Report No. 06-21.

Site Class = E. Seismic Zone = 2. See Seismic Response Spectra.

Peak Ground Acceleration (PGA = 0.091 g), Modified by the site coefficient (Fpga = 2.500) to give a spectrum acceleration, As = 0.228 g. short period acceleration at 0.2 seconds (Ss = 0.214 g) modified by the site coefficient (Fa = 2.500) to give the short period spectrum acceleration, Sds = 0.535 g). Long period acceleration at 1.0 seconds (S1 = 0.079 g) modified by the site coefficient (Fv = 3.500) to give the long spectrum acceleration, Sd1 = 0.277 g.

DESIGN CRITERIA:

Deck slab designed using approximate elastic method (the "strip" method).

CONCRETE:

All cast in place concrete shall be structural concrete Class A(AE) with a minimum 28-day compressive strength f'c=4000 psi. Chamfer exposed edges of all concrete ¾ inch, unless noted otherwise on the plans. All concrete shall be made with Type II cement. All cement shall be low alkali cement. Flexible cellular joint filler shall meet the requirements of AASHTO M153, closed cell rubber. Expansion joint filler shall meet the requirements of

AASHTO M213.

REINFORCING STEEL:

All reinforcing steel shall conform to AASHTO M31, or M322, Grade 60 deformed. The minimum concrete covering to the face of any bar shall be 2 inches, unless noted otherwise on the plans. Minimum splice lengths for all bar sizes shall be as shown on the plans. All superstructure reinforcing steel shall be epoxy coated, as noted on the bar list.

CLASS A (AE) CONCRETE:

Lap #4 bars 2'-0" minimum Lap #5 bars 2'-6" minimum Lap #6 bars 3'-0" minimum Lap #8 bars 4'-3" minimum

UHPC CONCRETE:

Lap #5 bars 0'-5" minimum

STRUCTURAL STEEL:

All structural steel shall be high-strength low alloy corrosion resistant steel conforming to AASHTO M270, Grade 50W unless otherwise shown on the plans. The steel fabricating company shall be fully certified, under the AISC Quality Certification Program. The contractor shall be responsible for the stability of the structure during all phases of construction. All primary longitudinal superstructure components and connections subject to tensile stress due to Strength Load Combination I require mandatory Charpy V-Notch testing. Testing shall conform to AASHTO T243, frequency H for temperature Zone 2. These member components shall consist of all web plates, all web and flange splice plates, and all flange plates located in tension zones as shown on the plans. All field connections are slip critical, friction type, Class B and shall be made with ⅞"Ø fasteners conforming to ASTM F3125, Grade A325, Type 3, Heavy Hex Style, unless noted otherwise on the plans. Welded shear connectors shall conform to AASHTO M169 (ASTM A108).

Paint exposed girder ends and steel members at locations designated in the plans. Provide Type 1 paint system from Table 563-1 in subsection 563.08(b)(1). Use color 30108 (Federal Standard #595) for topcoat. See FP-14 and Special Contract Requirements for additional requirements.

STRUCTURAL EXCAVATION:

Perform all the necessary excavation work to build the foundation to the required depths. Refer to Geotechnical Report for a description of the anticipated materials to be encountered during excavation of the bridge site.

EXISTING BRIDGE PLANS:

See the following for additional information on existing bridge: "McDonald Creek Bridge", dated October 1964, prepared by Bureau of Public Roads and Emergency Repair of Upper McDonald Creek Bridge, dated August 2011, prepared by Western Federal Lands Highway Division.

REMOVE EXISTING STRUCTURE:

Remove the existing bridge in accordance with Section 203. Do not disturb timber piling from the previous bridge downstream while removing the existing bridge.

ESTIMATE

Item Quantity:

20304-2000

55104-1000

20801-0000

55101-2200

Removal Of Bridge

Structure Excavation (Bridge)

Steel Pipe Pile, In-Place (30" Diameter x ⅝")

Dynamic Pile Load Test

All Req'd

Item No.

55201-0200

58501-0000

55235-0000

55401-1000

55401-2000

55502-0000

55601-0900

56401-1000

62013-2000

Structural Concrete, Class A(AE)

Ultra High Performance Concrete

Expansion Joints

Reinforcing Steel

Reinforcing Steel, Epoxy Coated

Structural Steel, Furnished, Fabricated, And Erected

Bridge Railing, Steel

Bearing Device, Elastomeric

Stone Masonry Wall

Unit:

LPSM

CUYD

LNFT

EACH

CUYD

CUYD

LNFT

LB

LB

LB

LNFT

EACH

SQYD

Notes:

(1)

(5)

(1) (2)

(1)

(1)

(1)

(1)

(1) (3)

(1) (4)

(1)

(1) (6)

3,888

54,143

516,512

62006-0000 Concrete Masonry Units SQYD (1) (8)47

57501-0000 Minor Bridge Work (Thin Bonded Epoxy Overlay) LPSMAll Req'd

ESTIMATE NOTES:

(1) Contract Quantity

(2) Includes cost of furnishing and installing all joint fillers. Includes cost of anchor rod blockouts and non-shrink grout. Includes concrete in decks, endwalls, wingwalls, approach slabs, sleeper beams, abutment caps, utility conduit, sleeves, hangers, and all miscellaneous utility appurtenances. Includes cost of sidewalk curb.

(3) Includes cost of furnishing and installing welded studs, bearing plates, and anchor rods. Includes cost of painting steel members as designated in the plans.

(4) Includes cost of structural concrete Class A(AE), epoxy coated reinforcing steel, structural steel, connection hardware, painting, and all materials required for construction of the steel railing and concrete curb. Estimated quantity of structural concrete = 23.2 cubic yards. Estimated quantity of epoxy coated reinforcing steel =

4,483 lbs.

(5) Includes furnishing and installing pipe piles. Reinforcing steel embedded in pipe pile is included in the pay item for reinforcing steel.

(6) Includes stone masonry for bridge wingwalls. Also includes mortar, dovetail slots, anchors, and all work required to construct stone masonry.

(7) Includes concrete in pile caps and pipe piles to a depth of 5'-0" below the cutoff elevation.

(8) Includes concrete masonry units for bridge wingwalls. Also includes mortar, dovetail slots, anchors, and all work required to construct concrete masonry units.

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-B

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L.2PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

GENERAL NOTES

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

NO SCALE

2' - 0"

BRG To BRG

213' - 4" 2' - 0"

Abut. 1

Bridge And Roadway

CL

CL

ABUTMENT 1 ABUTMENT 2

F lo w

Abut. 2CL

CL CL

Begin Bridge Sta. 7+82.38

End Bridge Sta. 10+03.38

Wingwall A

Wingwall B

Wingwall C

Wingwall D

(4) 30"Ø Pipe Piles

217' - 4"

4' - 0"4' - 0"

Temporary Shoring

BH19-62

P h a s e I

I P h a s e I

(4) 30"Ø Pipe Piles

4' - 0" 4' - 0"

3' - 10" 3' - 10"

BH19-61

LEGEND

Boring Location

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-C

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L.3PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

FOUNDATION PLAN

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

1" = 20'-0"

FOUNDATION PLAN

PIPE PILE NOTES:

1. Install all piles with tip elevations below 3105 ft.

2. Factored Strength I Limit State Axial Load = 398 kips/Pile.

3. The required compressive nominal bearing resistance during pile driving = 760 kips/pile.

4. Perform Dynamic Load Testing with signal matching on the first pile driven at Abutment No. 1 only. Use Dynamic Load Test results to establish driving criteria for production piling in the abutment. See section 551 and special contract requirements.

5. Do not splice pipe piles above the following elevations:

Abutment 1 = 3150 ft Abutment 2 = 3145 ftPRELINMINARY-NOT FOR CONSTRUCTION

Travel Lane

14' - 0"

El= 3168.67

Existing Bridge To Remain During

Phase I

New Bridge To Be Built In Phase II

New Bridge

CL New Bridge

CL Existing Bridge

BRIDGE SECTION PHASE I

Depth Of Beams Varies

Temporary Shoring (At Bridge Ends)

Work Zone

13' - 8" 13' - 8"

Existing Bridge To Be Removed

During Phase II

CL New Bridge

CL Existing Bridge

BRIDGE SECTION PHASE II

0' - 4"

Temporary Barrier 1' - 4" Travel Lane

10' - 4"

Outside Rail 1' - 8"

Depth Of Beams Varies

El= 3168.67

New Bridge

Temporary Shoring (At Bridge Ends)

(Attach to bridge deck) Barrier

Attachment

CL New Bridge

BRIDGE SECTION PHASE III

Thin Bonded Epoxy Overlay

Depth Of Beams Varies

New Bridge

Ultra-High Performance Concrete (UHPC) Closure Pour

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-D

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L.4PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

PHASE CONSTRUCTION

DETAILS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

3/16" = 1'-0"

NOTES:

1. Submit for approval to the CO the barrier attachment plan and details. Do not attach barrier until approval is received.

PLAN

Girder Spacing

6' - 8" 14' - 0" 6' - 8"

3' - 2" 7' - 0" 7' - 0" 7' - 0" 3' - 2"

Step Spacing

27' - 4"

Gdr. ACLGdr. DCL Gdr. CCL Gdr. BCL

Bridge & Rdwy.

CL

CL

Anchor Rods & Elastomeric Bearing Pad (Typ.). See

RG3184-F For Details

Brg. & Abut.CL CL

4' - 0"

Bridge & Rdwy.

CL

CL

El. 3164.53 (Abut. 1) El. 3166.63 (Abut. 2)

See Table For Bearing Seat Elevations

3' - 2" 7' - 0" 7' - 0" 7' - 0" 3' - 2"

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

A

A

3"Ø Weephole Spa.

30"Ø Pipe Pile Spa.

ELEVATION

3"Ø Weephole (Typ.)

SECTION B-B

CC

SECTION C-C

2' - 6"

30"Ø x⅝" Steel Pipe Pile

Abutment Cap Bearing Seat Elevations

Girder

Abutment 1

A B C D

3168.53 3168.533168.673168.67

Phase IIPhase I

Phase IIPhase I

2" C lr.

#6A6 (6 Tot.)

C lr

2%

E m b e d m e n t

(Typ.)

2" Clr.

#8A4 (4 Tot. Top)

#6A6 (6 Tot.)

#5A1

#5A5 (4 Tot.)

#8A3 (4 Tot. Bott.)

9"

2 Spa. @6" = 1' - 0"

1' - 5" 1' - 5" 8 Eq. Spa. = 4' - 2" 1' - 5" 1' - 5"

4 Eq. Spa.

= 1' - 10"

3" 4-#8A3

4-#8A4 #6A6 (6 Tot.)#5A5 b.f.

2-#5A1 (Typ.)

(Abutment 1 Shown, Abutment 2 Similar)

(Abutment 1 Shown, Abutment 2 Similar)

/8

4-#5A1 w/ 8-#5A2

(Typ. @ Pile)

Abutment 2 3170.63 3170.633170.773170.77

B

B

Begin Bridge Sta. 7+82.38 End Bridge Sta. 10+03.38

Phase Construction

Joint

4' - 0"

SECTION A-A

3"Ø Weephole CL

C lr

2%

(Typ.)

2" Clr.

#8A4 (4 Tot. Top)

#5A1 (Typ.)

#5A5 (4 Tot.)

#8A3 (4 Tot. Bott.)

1. Adjust location of weepholes to avoid reinforcing, providing minimum 2" clear cover.

2. Provide 3'-1" and 4'-10" lap splice lengths for #5 and #8 reinforcement, respectively.

Phase Construction Joint

2-#5A1 Sym. About CL

Place Class A(AE) Concrete A Minimum 2'-0" Below Bottom

Face Of Abutment Cap

#5A2 (Typ.)

NOTES:

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-E

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L.5PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

ABUTMENT CAPS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

1/4" = 1'-0"

1. All structural steel plates shall be AASHTO M270, Grade 50W.

2. Steel reinforced elastomeric bearing pad shall conform to AASHTO M251 with 60 Durometer hardness, elastomer Grade 4 or higher. Steel shim plates shall conform to ASTM A36. Design shear modulus, G = 130 psi @ 73°F.

3. AASHTO LRFD Design method "A" used for elastomeric pad design.

4. Anchor rods shall conform to ASTM F1554, Grade 105 including supplementary charpy v-notch test criteria, S4.

Heavy hex nuts shall conform to ASTM A563. Anchor rods and nuts shall be galvanized.

5. The elastomeric pad shall be vulcanized to bottom surface of sole plate.

6. Submit to CO for approval the procedures to prevent heat damage to elastomeric pads during field welding.

Temperature of the steel adjacent to the elastomer shall be kept below 250°F.

7. All bearings shall be marked prior to shipping. The marks shall include the bearing location on the bridge, and a direction arrow that points ahead station. All marks shall be permanent and be visible after the bearing is installed.

8. Non-shrink grout shall conform to ASTM C1107 with a minimum 3-day compressive strength f'c = 5000 psi, and minimum 28-day bond strength = 2000 psi per ASTM C-882.

9. For Information Only:

Abutment design service loads per bearing

a. Dead load = 295 kips

b. Live load = 72 kips

CL

5/16"

5/16"

5/16"

5/16"

5/16

5/16"

SECTION A-A

ELEVATION

PLAN

ABUT. BEARING

ELASTOMERIC PAD DETAIL

DETAIL B

- 3

¼" Thick Elastomeric Washer

¼" x 3" x 8" Washer With 1 9/16"Ø Hole

PL

Anchor Rod Shear Plate 4" x 8" x 3" W/ 1 9/16" x 6" Slotted Hole (Typ.)

Heavy Hex Nut, Snug Tight.

Bearing Seat

Abut. & BrgCL

(Typ.)

1"

7"

8"

7"

8"

See Detail B

CL Gdr.

A

A

Elastomeric Brg. Pad.

See Detail.

3"Ø Formed Hole (Typ.)

1½"Ø Threaded Anchor Rod (Typ.)

Fill With Non-shrink Grout (Typ.)1

/2

2" x 2'-0" Bottom Flange

2" x 1'-4" x 3'-0" Sole Plate

Level Bearing Seat

CL Gdr.

3"

3" 3"

"8

1'-0" 1'-0"

1'-6" 1'-6"

(Typ. @ Abut. 1 & 2)

2" x 2'-0" Bottom Flange 2" x 1'-4" x 3'-0" Sole Plate

Elastomeric Brg. Pad. See Detail.

Anchor Rod, Shear Plate & Washer (Typ.)

CL

PL

¼" x 3" x 8" Washer With 1 9/16"Ø Hole

PL

Brg. & Abut. & 1 9/16"Ø Slotted Holes In Sole Plate.

CL CL CL

Anchor Rod Shear Plate 4" x 8" x 3" W/ 1 9/16" x 6" Slotted Hole (Typ.)

Girder Web

Brg.

Stiffeners

CL Brg.

CL Gdr.

PLAN

ELEVATION

(8 Req'd)

1'-0" 1'-0"

2'-0"

All Around 1/4" Clr.

N o m

0.0747" (14 Gauge) Steel Shim Moulded Securely To Pad (6 Per Pad)

1 Elastomeric Layer (Top & Bott.) @¼" And 5 Elastomeric Inner Layers @⅝"

NOTES:

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-F

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C re e k B ri d g e R V T e s w a n s o n N

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L.6PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

BEARING DETAILS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

NOT TO SCALE

1' - 2" 12' - 0" 12' - 0"

(Typ. @ Top Of Deck) 1' - 8"

Bridge And Roadway

CL

Begin Bridge Sta. 7+82.38 End Bridge Sta. 10+03.38

Geocomposite Sheet Drain.

Wrap Around Fillet And Along Wingwall 1'-0" (Typ.)

Gdr. DCL Gdr. CCL Gdr. BCL Gdr. ACL

Other Face

Fill Face

4" Flexible Cellular Joint Filler

Phase Construction Joint

Approach Slab Seat

Brg.CL

1'-0" x 1'-0" Fillet (Typ.)

PLAN

(Abutment 1 Shown, Abutment 2 Similar)

Other Face (Typ.)

Stone Masonry (Typ.)

Fill Face (Typ.)

Phase IIPhase I

#6EE5

3-#5EE3

(Typ. @ Gdr.)

#5EE2

(Typ.)

2-#4EE7

#5EE1 (Typ.)

3-#5EE4 (Typ. @ Gdr.)

#6WE7 (Typ.)

ELEVATION

(Abutment 1 Shown, Abutment 2 Similar)

A

A

3"Ø Weephole (Typ.)

Bridge And Roadway

CL

8"Ø PVC Sleeve For 5" Utility Conduit, See RG3184-P For Utility Details

6"

#5EE1, 2-#5EE2

3 Spa. @8" = 2' - 0"

1' - 0" 1' - 2"

#5EE1, 2-#5EE2

7 Spa. @8" = 4' - 8"

1' - 2"1' - 2"

Phase Construction Joint

#6EE5 b.f. (Typ.)

Adjust Bars To Clear PVC Sleeve

#6EE6 b.f.

(Typ.)

SECTION A-A

4" Flexible Cellular Joint Filler

3"Ø Weephole

Brg.CL

1' - 0" 1' - 6" 2' - 4"

3' - 10"

Abutment Bearing, See RG3184-F For Details

Fill Face

4"x4" Fillet

Scale: ⅜" = 1'-0"

2%

El. 3179.35 (Abutment 1) El. 3181.56 (Abutment 2)

El. 3168.03 (Abutment 1) El. 3170.13 (Abutment 2)

Embedment 9" Girder

/8

S p a

#4EE7

#5EE1

#5EE2

#6EE5 (Typ.)

#5EE8 Approach Slab Dowel

Begin Or End Bridge

Deck Pour Construction Joint, See RG3184-N For Detail

2' - 0"

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-G

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.7PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

ABUTMENT ENDWALLS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

NOTES:

1. Pipe piles omitted for clarity.

2. See drawing no. RG3184-E for abutment cap reinforcing details.

3/16" = 1'-0"

UNLESS NOTED

El. 3168.03

A

A

B

B

14' - 6" 5' - 10"

30# Double Layer Felt Roofing Paper

El. 3178.08 El. 3179.14

4" Flexible Cellular Joint Filler

1" Flexible Cellular Joint Filler

ABUTMENT 1 WINGWALL ELEVATION

El. 3179.08 2"

#5WE5 b.f.

15 Eq. Spa. = 14' - 6" 1' - 2"

#5WE6 b.f.

5 Eq. Spa. = 4' - 4"

#5WE5 b.f.

S p a

W

E o

.f

S p a

W

E f

.f

#6WE3 f.f. & 2-#5WE4 o.f.

#5WE8

#6WE7 (16 Tot.)

(Wingwall B Shown, Wingwall A Similar)

El. 3177.93

SECTION A-A

Concrete Curb

6"

1' - 2"

Approach Slab

C lr

#5WE5

Fill FaceOther Face

#5WE9

#5WE2 #6WE1

SECTION B-B

1" Flexible Cellular Joint Filler

Fill FaceOther Face

#5WE6

#5WE2 #6WE1

#5WE8

1' - 2"

Concrete Deck

See Detail A on Sheet RG3184-U

ABUTMENT 2 WINGWALL ELEVATION

El. 3170.13

A

A

B

B

30# Double Layer Felt Roofing Paper

El. 3180.29 El. 3181.23

14' - 6"5' - 10"

4" Flexible Cellular Joint Filler

1" Flexible Cellular Joint Filler

2"

#5WE5 b.f.

15 Eq. Spa. = 14' - 6"1' - 2"

#5WE6 b.f.

5 Eq. Spa. = 4' - 4"

S p a

W

E o

.f

S p a

W

E f

.f

#5WE9

#6WE7 (16 Tot.)

(Wingwall D Shown, Wingwall C Similar)

#6WE3 f.f. & 2-#5WE4 o.f.

El. 3181.29

El. 3180.43

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-H

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.8PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

ABUTMENT WINGWALLS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

3' - 2"

213' - 4" (Compression)

65'-2" ( 1⅞"x24") 89' - 4" ( 2⅜"x24") 65'-2" ( 1⅞"x24")

-213' - 4"

104 Spa. @1'-11⅞"Shear Connector Spacing

Top Flange Stress

PLTop Flange Transitions PLPL

Length Of Span

End Of Girder End Of Girder

2~ 8"x⅞" Bearing Stiffener

PL

2~ 8"x⅞" Jacking Stiffener

PL

5' - 0"

See Girder End Detail See RG3184-J

Brg. Abut. No. 1 Brg. Abut.

No. 2

CL CL

Drip Plate Gdr A & Gdr D Only (See Detail)

89' - 4"62' - 0" 62' - 0"Field Splice Spacing

213' - 4" (Tension)Bottom Flange Stress

65'-2" ( 2"x24") 89' - 4" ( 2⅝"x24") 65'-2" ( 2"x24")PL PL PLBottom Flange Transitions

GIRDER ELEVATION

x ⅝

P L x ⅝

P L x ⅝

P L x ⅝

P L x ⅝

P L x ⅝

P L 8 x ⅝

P L x ⅝

P L x ⅝

P L x ⅝

P L

Web ¾"PL

2~ 8"x⅞" Bearing Stiffener

PL

2~ 8"x⅞" Jacking Stiffener

PL

See Detail D

Limits Of Paint To Exposed Surfaces Of

Girder

Limits Of Paint To Exposed Surfaces Of Girder

5' - 2"

Drip Plate Gdr A & Gdr D Only (See Detail)

GIRDER FRAMING PLAN

Cross-Frame & Siffener Spacing

End Of Girder End Of Girder

Brg. Abut. No. 1 Brg. Abut.

No. 2

CL CL

3' - 2" 3' - 2"

- 9 Spa. @21'-11⅛" = 197'-4" -

1' - 3" 1' - 3"

Jacking Stiffener Jacking StiffenerCL CLField SpliceCLField SpliceCL

Abut. Crossframe (Typ.)

See RG3184-M

Intermediate Crossframe (Typ.)

See RG3184-M

Gdr. A

Gdr. B

Gdr. C

Gdr. D

CL

CL

CL

CL

8' - 0" 8' - 0"

Field Splice Spacing 62' - 0"62' - 0" 89' - 4"

Length Of Span 213' - 4"

See Detail C

See Detail B

Roadway & Structure

CL

CL

See Detail C

See Detail A

P h a s e I

I P h a s e I

Paint All Exposed Steel Members Within 5'-2" Of Girder End.

GIRDER FABRICATION NOTES:

1. Unless otherwise permitted by the CO, all longitudinal flange to web welds shall be made by fully automatic procedures.

2. The following welding sequence shall be followed: flange and web splices, flange to web welds, intermediate crossframe connection plate to web or flange welds, bearing & jacking stiffener to web or flange welds, then shear connectors to top flanges & web ends.

3. All dimensions shown are either horizontal or vertical. Girders must be fabricated along the bridge grade. Fabricate intermediate crossframe connection plates perpendicular to girder flanges.

4. Transportation, erection and construction methods that require drilling holes or welding to the girders will not be allowed.

5. Under full dead load, beam end and all bearing & jacking stiffeners will be vertical within applicable AASHTO/AWS fabrication and construction tolerance.

6. For weld details, see RG3184-J.

7. For Details A through D, see RG3184-J.

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-I

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.9PRA GLAC 10(45)

C. HARDAN T. JIRGES 07-23-2021

GIRDER LAYOUT (1 OF 2)

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9

3"

6"6

/2

S p a

/8

S p a

/8

⅞"Øx6" Stud (Typ.)

1"Ø Hole (Typ.)

GIRDER END DETAIL

Scale: ⅜" = 1'-0"

DETAIL A

Scale: ¾" = 1'-0"

3"

3' - 2" 1' - 3"

End Of Gdr.

⅞"Ø x6" Stud

Brg. ⅞"x8" Abut.

Jacking Stiff.

⅞"x8" Brg. Stiff.

¾" Web

CL

PL

PL ⅝"x8" Intermediate Crossframe Connection Plate¾" Web

PL

DETAIL B

Scale: ¾" = 1'-0"

⅝"x8" Intermediate Crossframe Connection Plate¾" Web

PL

DETAIL C

Scale: ¾" = 1'-0"

DETAIL D

Not To Scale

5'-0" Min. Transition Curve

Bend Plate Or Full Penetration Weld When Bending, Permit Transition Curve Between Straight & Haunch Sections.

CAMBER TABLE SPAN 1

ORDINATES

(inches) 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9

D L C

A M

B E R

G D

R

A

B

C

D STL. DEFL. 1.751 3.386 4.729 5.625 5.945 5.625 4.729 3.386 1.751

CONC.DEFL. 2.690 5.200 7.260 8.632 9.124 8.632 7.260 5.200 2.690

SUPER DL

DEFL.

0.330 0.638 0.892 1.061 1.121 1.061 0.892 0.638 0.333

TOTAL

CAMBER

4.771 9.225 12.881 15.317 16.190 15.317 12.881 9.225 4.774

CAMBER TABLE LEGEND

STL. DEFL. = Camber due to structural steel deflection

CONC.DEFL. = Camber due to concrete slab deflection (includes 10% increase to account for concrete shrinkage)

SUPER DL DEFL. = Camber due to superimposed dead load deflections (bridge rails and sidewalk)

TOTAL CAMBER = STL. DEFL. + CONC. DEFL.

+ SUPER DL DEFL.

1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9

CAMBER DIAGRAM

Not To Scale

SPAN 1

10 Equal Spaces

Brg. Abut. 1 Brg. Abut. 2CL CLFully Cambered Fabricated Position

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-J

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.10PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

GIRDER LAYOUT (2 OF 2)

AND CAMBER DIAGRAM

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

AS SHOWN

/1

S p a

/1

2" 3"

2 1/8" 2 1/8"

3" 2"

2" 11 Spa. @2⅝" = 2' - 4 7/8"

2 1/8"2 1/8"

11 Spa. @2⅝" = 2' - 4 7/8" 2"

1/4" Gap (Max.)

Inside Splice Plate

SpliceCL SpliceCL

TOP FLANGE

SpliceCL 1¼"x24"x5'-6"PL

2⅜"x24"PL

Filler ½"x24"x2'-8⅞"PL

1⅞"x24"PL

2- 1¼"x10"x5'-6"PL

2- ½"x1'-2¼"x5'-4"PL ¾" Thick Web

¾" Thick Web

1/4" Gap (Max.)

2- 1¼"x10"x5'-11¼"PL

2"x24"PL

Filler ⅝"x24"x2'-11½"PL

WEB

Req'd. Rolling Direction For Web And Flange Splice Plates

1¼"x24"x5'-11¼"PL

2⅝"x24"PL

CLPL PL

PL PL

PL

PL

PL

PL

PL

PL

PL

TOP FLANGE

WEB

2" 12 Spa. @2⅝" = 2' - 7 1/2" 2 1/8" 2 1/8" 12 Spa. @2⅝" = 2' - 7 1/2" 2"

SpliceCL

1/4" Gap (Max.)

BOTTOM FLANGE

BOLTED FIELD SPLICE #1

Gdr.CL

Splice

CL

CL

BOTTOM FLANGE

BOLTED FIELD SPLICE #2

NOTES:

1. All bolts are ⅞"Ø fasteners meeting the requirements of ASTM F3125, Grade A325, Type 3, Heavy Hex Style.

2. Bolt threads are excluded from shear planes.

3. All plates shall coform to AASHTO M270, Grade 50W (ASTM A709, Grade 50W).

4. All horizontal dimensions are measured along of girder.

5. All splices shall have the nut located on the inside of the girder or top side of the flanges.

6. Hole size shall be 15/16" unless noted otherwise.

7. For bolted field splice locations, see RG3184-I.

8. Shear connectors are not shown in these details.

CL

Gdr.CL

2"12 Spa. @2⅝" = 2' - 7 1/2"2 1/8"2 1/8"12 Spa. @2⅝" = 2' - 7 1/2"2"

1/4" Gap (Max.)

Gdr.

/1

S p a

/1

2"3"

2 1/8"2 1/8"

3"2"

Splice 1¼"x24"x5'-6"

2⅜"x24"

Filler ½"x24"x2'-8⅞"

1⅞"x24"

2- 1¼"x10"x5'-6"

2- ½"x1'-2¼"x5'-4"¾" Thick Web

¾" Thick Web

1/4" Gap (Max.)

2- 1¼"x10"x5'-11¼"

2"x24"

Filler ⅝"x24"x2'-11½"

Req'd. Rolling Direction For Web And Flange

Splice Plates

1¼"x24"x5'-11¼"

2⅝"x24"

2" 11 Spa. @2⅝" = 2' - 4 7/8"

2 1/8"2 1/8"

11 Spa. @2⅝" = 2' - 4 7/8" 2"

1/4" Gap (Max.)

Inside Splice Plate

Gdr.CL

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-K

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.11PRA GLAC 10(45)

C. HARDAN T. JIRGES 07-23-2021

GIRDER FIELD SPLICES

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

G

Or Back Gouge

G

G

G

NOTES:

COPE AND WELD DETAIL

Not To Scale

1. See ANSI/AASHTO/AWS DI.5 Section 2.12 and Section 9.20.

Butt joints oF bottom flanges and web plates shall, as a minimum, be ground flush by grinding parallel to the longit.

girder direction in accordance with Section 3.6.3 and 3.6.4.

2. Locations of welded splices shall be approved by the CO.

TYPICAL WELDED FLANGE AND WEB SPLICE

Not To Scale

(t y p

. 6

1' - 0"

5' - 0"

2"

DRIP PLATE DETAILS EXTERIOR GIRDERS

Not To Scale

PLAN

SECTION A-A

3/16

5/16" PL

A

A

CL Abut. No. 1 And 2 Bearing

Bott. Flange

Downgrade

Of Ext. Gdr.

Outside Side

Cut Drip Plate To Fit Against Weld

⅞Ø X 6" Shear Connector (Typ.)

SHEAR CONNECTOR DETAIL

Not To Scale

See Weld Table

Cope (Typ.), See Detail

Web

⅝"x8" Intermediate Crossframe Connection Plate (Place On Both Sides Of Interior Girders)

Cope (Typ.), See Detail

PL

INTERMEDIATE CROSSFRAME

CONNECTION PLATE

BEARING AND JACKING

STIFFENERS

GIRDER WELD DETAILS

Not To Scale

See Weld Table

* (See Note) See Weld Table

Web

Bearing Or Jacking Stiffeners ¾"x8" @ Abutments

PL

Thickness of thickest part joined

¾" or less over ¾"

Min. fillet weld sizes

¼"

5/16"

MINIMUM REQ'D. FILLET WELDS FOR:

-Flange-to-web welds -Intermediate crossframe connection plate to web & flange welds -Bearing & jacking stiffener to web & top flange welds

*NOTE:

Bearing & jacking stiffeners shall be milled to bear against the bottom flange only.

(Typ.)

1½"

"x" "x""x"

(t w

O r

M a x

(t w

M in

"y

"tw"

Flange

Stiffener Or Connection Plate

Note: Cope all intermediate crossframe connection plates, bearing stiffeners and jacking stiffeners top & bottom as shown above.

"x" = ¼" ± ⅛" "y" = ½" ± ¼"

See Weld Table

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-L

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.12PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

GIRDER WELD DETAILS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

7' - 0" Interior Gdr.

CL Exterior Gdr.

CL

PL ⅞" x 10" Bearing Stiffener (Typ.)

ABUTMENT CROSSFRAME

/8

L4"x4"x½" (Typ.)

L4"x4"x½" (Typ.)

1/4"

1/4"

(Typ.)

½" Fill Plate

6"

6"

See Detail A

½" Gusset Plate (Typ.)

See Detail B

Working Line

Working Line

7' - 0" Interior Gdr.

CL Exterior Gdr.

CL

PL ⅝" x 8" Connection Plate (Typ.)

INTERMEDIATE CROSSFRAME

(STA 7+94.21 & STA 9+91.55)

/8

6"

6"

See Detail A

½" Gusset Plate (Typ.)

See Detail B

1/4"

1/4"

(Typ.)

Working Line

Working Line

7' - 0" Interior Gdr.

CL Exterior Gdr.

CL

PL ⅝" x 8" Connection Plate (Typ.)

INTERMEDIATE CROSSFRAME

(STA 8+16.14 & STA 9+69.63)

/8

6"

6"

See Detail A

½" Gusset Plate (Typ.)

See Detail B

1/4"

1/4"

(Typ.)

Working Line

Working Line

7' - 0"

Interior Gdr.

CL Exterior Gdr.

CL

PL ⅝" x 8" Connection Plate (Typ.)

INTERMEDIATE CROSSFRAME

(STA 8+38.07 & STA 9+47.70)

/1

6"

6"

See Detail A

½" Gusset Plate (Typ.)

See Detail B

1/4"

1/4"

(Typ.)

Working Line

Working Line

7' - 0"

Interior Gdr.

CL Exterior Gdr.

CL

PL ⅝" x 8" Connection Plate (Typ.)

INTERMEDIATE CROSSFRAME

(STA 8+59.99 & STA 9+25.78)

/4

6"

6"

See Detail A

½" Gusset Plate (Typ.)

See Detail B

1/4"

1/4"

(Typ.)

Working Line

Working Line

7' - 0"

Interior Gdr.

CL Exterior Gdr.

CL

PL ⅝" x 8" Connection Plate (Typ.)

INTERMEDIATE CROSSFRAME

(STA 8+81.92 & STA 9+03.85)

/8

6"

6"

See Detail A

½" Gusset Plate (Typ.)

See Detail B

1/4"

1/4"

(Typ.)

Working Line

Working Line

DETAIL A

/2

/2

Work Point

1 1/2" 1 1/2"

1 3/4"

(T y p

/8

1/4" (Min.)

1/4" 5"

1/4" (Typ.)

(T yp

½

¼

No Scale

1/4" (Min.)

1/4" 5"

(Typ.)

1/4" (Typ.)

(T y p

/8

1 3/4"

1 1/2" 1 1/2"

/2

/2

DETAIL B

(T yp

½

¼

No Scale

1. Fabricate all bolt holes 15/16"Ø for ⅞"Ø bolts.

2. See sheet RG3184-I for crossframe locations.

3. Orientate all crossframes as shown on this sheet, looking ahead on line.

4. Cut gusset plates to provide a minimum of ⅜" between the edge of plate and the end of welds, to allow for the weld lengths shown in the connection details, and to maintain a minimum 1½" edge distance from the center of a standard bolt hole to any edge of the gusset plate.

5. Adjacent crossframes are not shown. Top & bottom braces are level in middle crossframes.

NOTES:

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-M

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.13PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

ABUTMENT & INTERMEDIATE

CROSS FRAMES

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

⅜" = 1'-0"

Bridge And Roadway

Begin Bridge Sta. 7+82.38

End Bridge Sta. 10+03.38

CL

Gdr. ACL

Gdr. BCL

Gdr. CCL

Gdr. DCL

S p a

S p a

S p a

"2

Symm. About Bridge And Roadway

CL

S p a

Top Longit. Bars

#4SE4

Bott. Longit. Bars

#4SE5

0' - 3" 220' - 4" 0' - 3"441 Spa. @0'-6" = 220'-6", #5SE1, #4SE2 @ Overhangs

294 Spa. @0'-9" = 220'-6", #5SE3

1. Provide 2'-5" lap at all longitudinal reinforcement lap splice locations.

2. Longitudinal reinforcement shall be continuous through transverse slab construction joints. Splicing of longitudinal reinforcement is permitted on either side of the joint. Stagger location of all adjacent splices a minimum of 2'-0".

NOTES:

CL

Transv. Slab Const. Jt., See Detail Sheet RG3184-O

Abut. No. 1

Begin Bridge End Bridge

P h a s e I

P h a s e I

I

CL Abut. No. 2CL

1. Placements shall be made in the numerical sequence shown.

2. All placements shall attain a strength of 2.5 ksi before subsequent placements are made.

3. Placement 1 may begin at one end and work to the other end.

4. Begin placement 2 starting at the end of placement 1 and work towards placement 3.

5. Placement 3 includes abutment endwalls and wingwalls and shall not be made until placements 1 & 2 have been completed.

6. Placement 4 includes UHPC keyway and shall not be made until placement 3 has been completed. Do not pour until vertical difference between the Phase I and Phase II decks is within ¼". Use means satisfactory to the CO to adjust the deck elevations to meet this criteria.

7. The slab concrete shall be placed and finished across the full width of each phase within each pour segment.

8. Alternate deck pouring sequence shall be submitted to the CO for approval.

NOTES:

20' - 4" 53' - 0" 103' - 4" 53' - 0" 20' - 4"

DECK POUR SEQUENCE

Scale: 1/32" = 1'-0"

Long. Closure Pour, See RG3184-O Detail A

SLAB CONSTRUCTION JOINT

TYP.

/4

/4

/8

/4

/8

3/4"

Scale: 1½" = 1'-0"

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-N

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.14PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

DECK PLAN

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

DECK PLAN

P h a s e I

I P h a s e I

3/32" = 1'-0"

Cast-In-Place Concrete Deck

CL Bridge

BRIDGE TYPICAL SECTION

Thin Bonded Epoxy Overlay

Outside Rail 1' - 8"

Sidewalk

5' - 0"

Travel Lane

14' - 0"

Sidewalk

5' - 0"

Outside Rail 1' - 8"

A b u tm e n ts

/8

O f B ri d g e

C L

Yellowstone Picket Fence Steel Bridge Railing

Deck Out-To-Out

27' - 4"

2% 2%

6" ¾" Continuous Drip Groove (Typ.)

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

#4SE2 Lapped W/ #5SE1 (Typ. @ Overhangs)

#5SE1

#5SE3

#4SE4

(Top Typ.)

3 Spa. @8" = 2'-0" 4SE5 (Typ. @ Overhangs)

7 Spa. @8" = 4'-8" 4SE5 (Typ. Between Girders)

3 Spa. @8" = 2'-0" #4SE5 (Typ. Between Girder And

Centerline)

See Detail C For Curb Reinforcement

Bott. Bars

See Detail A

See Detail B

Phase IPhase II

" C l r

/2 " C l r

Sidewalk Curb See Detail Sheet

RG3184-P

¾" Continuous Chamfer (Typ.)

CL New Bridge

CLOSURE POUR

DETAIL A

Scale: 1½" = 1'-0"

Lap (Typ.)

5"

Presoak And Clean Connection Interface Immediately Before

Placing UHPC (Typ.)

Exposed Aggregate Finish (Typ.)

Continuous Form

Bottom Of Deck

UHPC Keyway

(Typ.)

1 1/2"

6 1/2"

(T y p

(T y p

CL Bridge Girder

DETAIL B

1' - 0" 1' - 0"

2' - 0"

Scale: ½" = 1'-0"

DETAIL C

Scale: ½" = 1'-0"

#5CE3

#5CE1

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-O

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.15PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

TYPICAL SECTION

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

⅜" = 1'-0"

UNLESS NOTED

1' - 10"

⅝"Ø Concrete Insert

⅝"Ø Continuous Threaded Rod (Typ.)

Adjustable Clevis Hanger (Typ.)

Gdr. DCL Gdr. CCL

SECTION THRU ABUTMENT ENDWALL

Not Scale

UTILITY DETAIL

From Concrete Face.

Extend Sleeve 1½"

Backer Rod

8" Dia. PVC Sleeve, Schedule 80.

Non-sag ElastomericExpansion Coupling

Geocomposite Sheet Drain.

Provide Tight Fit Around Sleeve.

UTILITY NOTES:

1. All structural steel & hardware used in utility supports shall be galvanized after fabrication.

2. Utility supports, pipe sleeves, hardware, and all work required for the utility line installation shall be paid for subsidiary to the pay item for structural concrete.

Submit shop drawings showing layout of hangers or pipe straps relative to pipe joints and bridge diaphragms, and locate blockouts in the midspan diaphragm and endwalls for the optional utility detail.

3. Galvanized clevis hangers for 5" diameter rigid metal conduit as manufactured by Anvil International, Inc. or approved equal. Use 16'-0" max. hanger spacing and locate hanger at least 1'-0" from pipe joints. Use ⅝"Ø continuous threaded rod or approved equal.

Optional Reflective Markings

20"

4.75"

29.5"

4"

SIDEWALK CURB

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-P

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.16PRA GLAC 10(45)

C. HARDAN C. HARDAN 07-23-2021

SIDEWALK CURB AND

UTILITY DETAILS

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

SECTION A-A

Scale: ⅜" = 1'-0"

¼" Preformed Expansion Joint Filler

2" Deep Elastomeric Joint Sealant Conforming To ASTM C920, Type M, Grade P.

Endwall

Begin Or End Bridge

Approach Slab

DETAIL C

No Scale

SLEEPER BEAM DETAIL

No Scale

See Expansion Joint Detail On RG3184-R

Round Corner To ½" Radius

14' - 6" See Detail C

6" Aggregate Base Grading D 95%

Compacted

10 Mil Polyethylene Sheeting

3' - 0"

1' - 0"

#5ASE2

#6ASE1

#5ASE4

#5ASE3

30# Double Layer Felt Roofing Paper

See Exp. Jt. Detail On RG3184-R

/2

C lr

C lr

30# Double Layer Felt Roofing Paper

C lr

#5ASE5

#5ASE6

#5ASE7

#5ASE8

(12 Tot.)

#5EE8 Approach Slab Dowel. See RG3184-G For Details

SECTION B-B

Scale: ¾" = 1'-0"

30# Double Layer Felt Roofing Paper

#6ASE1

#5ASE2

#5ASE3

#5ASE4

PLAN

Scale: ¼" = 1'-0"

14' - 6"

AA

B

B

B

B

Bridge And Roadway

CL

Begin Bridge Sta. 7+82.38 El. 3179.35

El. 3179.21 (Abut. 1)

El. 3179.21 (Abut. 1)

El. 3179.15 (Abut. 1)

El. 3179.15 (Abut. 1)

3" 14 Spa. @1'-0" = 14' - 0" , #5ASE4 (Top Of Slab)

3"

6" 18 Spa. @0'-9" = 13' - 6" , #5ASE3 (Bottom Of Slab) 6"

S p a

A S E

A S E

S le e p e r

B e a m

S p a

A S E

A S E

B o tt o m

O f

S la b

S p a

A S E

T o p O f S la b

End Bridge Sta. 10+03.38 El. 3181.56

El. 3181.76 (Abut. 2)

El. 3181.76 (Abut. 2)

El. 3181.42 (Abut. 2)

El. 3181.42 (Abut. 2)

2" Flexible Joint Filler (Wingwall B Only)

(Abut. No. 1 Shown, Abut. No. 2 Similar)

Moment Slab And Concrete Curb

(Wingwall B Only)

Phase Construction Joint

CL

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-Q

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

M c D o n a ld

C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.17PRA GLAC 10(45)

T. JIRGES C. HARDAN 07-23-2021

APPROACH SLAB

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

1' - 8" 12' - 0" 12' - 0" 1' - 8"

Gutterline (Typ.)

Elastomeric Strip Seal Approach Slab, See Detail On RG3184-Q

SECTION AT EXPANSION JOINT

(Abut. 1 Shown, Abut. 2 Similar)

EXPANSION JOINT ELEVATION

EXPANSION JOINT PLAN

-2%-2%

Sleeper Beam, See Detail On

RG3184-Q

(Abut. 1 Shown, Abut. 2 Similar)

(Abut. 1 Shown, Abut. 2 Similar)

CL

A

A

12' - 0" 12' - 0"

Rdwy.

CL Rdwy.

0' - 3" 47 Spa. @6" = 23' - 6" , ½" x 6" Stud Spa. 0' - 3"

24' - 0"

El. 3178.73 (Abut. 1) El. 3181.47 (Abut. 2)

El. 3178.97 (Abut. 1) El. 3181.71 (Abut. 2)

El. 3178.73 (Abut. 1) El. 3181.47 (Abut. 2)

Moment Slab And Concrete Curb

(Wingwall B Only)

Wingwall (Typ.)

Elastomeric Strip Seal

Steel Extrusions

Begin Or End Sleeper Beam

Exp. Jt.

½"Ø X 6" Stud (Typ.)

CL

Initial Set Opening

.0

1' - 0"

2"

1½" @ 90°F 2" @ 70°F 2¼" @ 50°F

Structure Temperature

½"Ø x 6" Stud @ 6" Spa. (Typ.)

6" Deep x 8" Wide Blockout (Typ.)

SECTION A-A

No Scale

JOINT DESIGN MOVEMENTS

(For Design Temperature Range Of -30°F To 120°F)

2/3" Closing (Temp. Rise) 1 1/3" Opening (Temp. Fall)

2" Total Movement

From Median Structure Temp. Of 70°F

Steel Extrusion (Typ.)

Sleeper Beam Face Of Joint

Approach Slab Face Of JointBegin Or End

Sleeper Beam

Elastomeric Strip Seal

Wingwall (Typ.)

Note: Strip Seals Shall Not Be Placed, Or Opening Set When Temperatures Are Outside Of The Maximum And Minimum Temperatures Shown.

EXPANSION JOINT NOTES:

1. Expansion joints shall be preformed elastomeric strip seal conforming to ASTM D5973 and shall be one of the following or an approved equal:

A. D.S. Brown Co. joint with SSE2M steel extrusion and A2R-400 strip seal.

B. Watson Bowman Acme Corp. joint with Type A steel extrusion and SE-400 strip seal.

2. Joints other than those listed may be submitted for approval provided they are similar to that shown in Section A-A and can demonstrate by test the specified joint design movements from an initial median setting of 2".

3. The Contractor shall submit shop drawings for the joint showing all fabrication details and material specifications.

4. The joints shall be installed in accordance with the manufacturer's instructions. A representative of the manufacturer shall be present at the site during installation.

5. Steel extrusions shall conform to ASTM A36, Grade 36 and shall be galvanized after fabrication. All welding shall conform to AASHTO/AWS D1.5M/D1.5 Bridge Welding Code.

6. Joints shall be fabricated to conform to the profile and crown as shown in elevation, and installed with no field splices in the strip seal. Completely remove all dirt and debris from Phase I joint opening before placement of strip seal. Elevations and dimensions shown are taken at expansion joint.

7. Structure Temperature shall be determined by taking the surface temperature of the concrete with a surface thermometer. Record the temperature of the underside of the concrete slab at each end of the superstructure element adjacent to the expansion joint.

Take the average of the readings to use with the temperature table shown.

CL

2" Flexural Joint Filler (Wingwall B Only)

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.

MT

NPS PMIS NO.: 308104 NPS DRWG. NO.: 117/175230

24 RG3184-R

/2

/2

:1

:2

P

M C

U s e rs

\e s w a n s o n \D o c u m e n ts

\2 .0

-U p p e r

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C re e k B ri d g e R V T e s w a n s o n N

P V .r v t

L.18PRA GLAC 10(45)

C. HARDAN T. JIRGES 07-23-2021

APPROACH SLAB EXPANSION

JOINT

E. SWANSON C. HARDAN

UPPER MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

Yellowstone Picket Fence Steel Bridge Railing Has Been Successfully Crash Tested To Meet The Criteria For TL-2 Of NCHRP Report 350.

MATERIALS: Steel For Base Plates And Splice Sleeves Shall Conform To AASHTO M270, Grade 50. Steel For All Other Plates, Plate Washers And Bars Shall Conform To ASTM A36. Hollow Structural Sections (HSS) For Posts And Rails Shall Conform To ASTM A500, Grade B. All Components Of The Bridge Rail, Except Anchor Assemblies, Post Base Shims, And Rail Splice Sleeves Shall Be Painted. Post Base Shims, Anchor Assemblies, And Rail Splice Sleeves Shall Be Galvanized In Accordance With AASHTO M111 (ASTM A123). Stud Bolts Shall Conform To AASHTO M169 (ASTM A108), Grade 1016 Through 1030, Inclusive. Nuts, Bolts, And Washers For Structural Tube Rail Systems Shall Conform To ASTM F3125, Grade A325, Type 3, Heavy Hex Style, Unless Otherwise Noted On The Plans And Shall Be Galvanized In Accordance With ANSI/AASHTO M232 (ASTM A153). Hex Coupling Nuts Shall Conform To ASTM A563, Grade C, D, Or DH And Shall Have A Center Stop. For Required Primer, And Paint Details, See Special Contract Requirements.

FABRICATION: Structural Steel Shall Be Shop Fabricated. Submit Shop Drawings To The CO For Approval Prior To Fabrication. Welding Shall Conform To ANSI/AASHTO/AWS D1.5, And Shall Be By A ANSI Certified Welder. Welding For Welded Stud Bolts Shall Conform To ANSI/AASHTO/AWS D1.5, Chapter 7. All Steel Shall Be Fabricated Before Being Galvanized Or Painted.

RAIL SPLICE ASSEMBLIES: Rail Splice Assemblies Must Be Provided As Shown On The Plans. Rails Shall Be Continuous Over A Minimum Of 3 Posts.

GROUT: Grout Shall Be Non-shrink Type Conforming To ASTM C1107.

ERECTION: No Field Cutting Or Welding Is Permitted Unless Approved By The CO. All Rail Posts Shall Be Set Vertically And The Railing Erected Parallel To Grade. The Completed Installation Shall Not Reflect Any Unevenness In The Structure. Contractor Shall Furnish Steel Shim Plates As Required To Align Railing.

BRIDGE RAIL NOTES:

¾

½

¾

1' - 8"

1' - 4" 4"

. 1

B

B

¾

¾

½

½

R 1"

RailCL

2"x9" Slotted Access Hole (Shop Cut Bottom Of Rails @ Each Post)

PostCL

¾"Ø x 1¾" Welded Stud Bolt In Post & 13/16" x 2" Slotted Hole In Rail (Typ.)

CL

CL

Hex Nut For ¾"Ø Stud W/ ¼" Washer & Lock

Washer (Typ.)

PL

CC

SECTION A-A VIEW B-B

SECTION C-C

SCORE JOINT

Score Joint (Typ.)

Edging Tool Finish (Typ.)

¼" Rad. (Typ.)

¾

½

¾

1¾"1¾"

PostCL

¾"Ø x 1¾" Welded Stud Bolt In Post & 13/16" x 2" Slotted Hole In Rail

CL

CL

9"2-⅞"Ø BoltsCL

1"x1"x2'-½" Bars (Typ.) See Detail

Rail (Typ.)

Base Plate See Detail

#5CE1 Curb Tie (Typ.)

2 - ⅞"Ø H.S.

Anchor Bolts Threaded 5" Min.

With 2 Nuts And Flat Washers.

Not To Scale

Not To Scale

Not To ScaleNot To Scale

¼" Plate See Post

Cap Detail

HSS 3½"x3½"x5/16" (Typ.)

¾"Øx1½" Stud BoltsCL

¾"

. .7"8"

HSS 6"x6"x⅜" Post

1"x1"x2'-1" Bar

2-⅞"Ø Bolts W/ 3/16" WasherPL

#5CE3 (3 Tot.)

#5CE2 (3 Tot.)

Level Roughened Surface

Anchor Assembly See Detail

1½" Clr.

7" 1' - 2" 7' - 3"

8" 11 Spa. @6½"

= 5' - 11" 8" 1' - 9" 4"

2"

2"

End Of Wingwall

6 1/2"

14' - 6"

250' - 0" Steel Bridge Railing

34 Spa. @7' - 3" = 246' - 6"

Begin Or End Bridge

Rail Splice (Top & Bot.)

See RG3184-T For Details

CL

Steel Bridge Railing Symmetrical About

BridgeCL

3 Eq. Spa.

= 1' - 8" Top Of Deck

3 Eq. Spa.

= 1' - 7"

3-#5CE2 3-#5CE3 #5CE1 Curb Tie (Typ.)

3 Spa. @6" = 1' - 6"

5 Eq. Spa.

= 4' - 3"

3 Spa. @6" = 1' - 6"

-36' - 10" Score Jt. Spa.

Curb Score Joint (Typ.)

See Score Joint Detail

RAIL EXTERIOR RAILING ELEVATION

(Right Railing Shown - Left Similar)

A

A

3 Spa. @6" = 1' - 6"

5 Eq. Spa.

= 4' - 3"

3 Spa. @6" = 1' - 6"

3 Eq. Spa.

= 1' - 8"

3 Spa. @6" = 1' - 6"

3 Eq. Spa.

= 2' - 4"

3 Spa. @6" = 1' - 6"

3 Eq. Spa.

= 1' - 7"

STATE PROJECT

SHEET

NO.

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL…