glac01045_Plans.pdf

Sheet and Description

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 850 50 900

A0140 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 500 500

A0160 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

A0180 20101-0000 CLEARING AND GRUBBING ACRE 1.8 1.8 Contract Quantity

A0200 20301-2400 REMOVAL OF SIGN EACH 11 1 12

A0220 20304-2000 REMOVAL OF BRIDGE LPSM ALL

A0240 20401-0000 ROADWAY EXCAVATION CUYD 3,513 71 216 3,800

A0260 20411-0000 SELECT BORROW TON 3,256 164 3,420

A0280 20801-0000 STRUCTURE EXCAVATION CUYD 453 453 Contract Quantity

A0300 25101-0200 PLACED RIPRAP, METHOD A,

CLASS 2 CUYD 7 3 10

A0320 25101-0500 PLACED RIPRAP, METHOD A,

CLASS 5 CUYD 406 24 430

A0340 25501-1000 MECHANICALLY STABILIZED EARTH

WALL, WELDED WIRE FACE SQFT 1,627 73 1,700

A0360 25701-0200 CONTRACTOR FURNISHED

MECHANICALLY STABILIZED EARTH

WALL DESIGN LPSM ALL

A0380 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 57 3 60

A0400 30402-5300 FULL DEPTH RECLAMATION, Contract Quantity

METHOD 2, 6-INCH DEPTH SQYD 99,859 99,859

A0420 30801-0000 RECYCLED AGGREGATE BASE SQYD 4,013 279 218 4,510

A0440 31303-0000 AGGREGATE-TOPSOIL COURSE CUYD 384 16 400

A0460 40101-5600 ASPHALT CONCRETE PAVEMENT,

GYRATORY MIX, 1/2-INCH OR

3/4-INCH NOMINAL MAXIMUM SIZE

AGGREGATE, 0.3 TO <3 MILLION

ESAL (TYPE III ROUGHNESS) TON 33,303 42 655 34,000

A0500 40105-3000 ANTISTRIP ADDITIVE, TYPE 3 TON 332 8 340

MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A -S ep -2

:5 A

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Remarks and/or Determination of

Estimated Quantity Pay Item Description Unit

Estimated Quantities

F:

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.x ls m ]S h ee t

STATE PROJECT

B.1PRA GLAC 10(45)MT

SHEET

NUMBER

NPS Drwg. No. 117/175230

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

A0540 41201-0000 TACK COAT TON 44 1 45

A0560 41301-0000 ASPHALT PAVEMENT MILLING SQYD 99,859 99,859 Contract Quantity

A0580 55101-2200 STEEL PIPE PILE, IN PLACE

(30-INCH DIAMETER x 1/2 INCH) LNFT 621 621

A0600 55104-1000 DYNAMIC PILE LOAD TEST EACH 2 4 6

A0620 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 303 303

A0640 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) (MOMENT SLAB) CUYD 59 59

A0660 55235-0000 EXPANSION JOINTS LNFT 48 48 Contract Quantity

A0680 55401-1000 REINFORCING STEEL LB 4,100 4,100 Contract Quantity

A0700 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 43,124 43,124

A0720 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED (MOMENT SLAB) LB 5,632 5,632

A0740 55502-0000 STRUCTURAL STEEL, FURNISHED, Contract Quantity

FABRICATED, AND ERECTED LB 516,548 516,548

A0760 55601-0900 BRIDGE RAILING, STEEL (MOMENT Contract Quantity

SLAB) LNFT 115 115

A0780 55601-0900 BRIDGE RAILING, STEEL LNFT 500 500 Contract Quantity

A0800 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 8 8 Contract Quantity

A0820 57501-0000 MINOR BRIDGE WORK (THIN

BONDED EPOXY OVERLAY) LPSM All ALL

A0840 58501-0000 ULTRA HIGH PERFORMANCE

CONCRETE CUYD 3 3

A0860 62006-0000 CONCRETE MASONRY UNITS SQYD 41 41 Contract Quantity

A0880 62013-2000 STONE MASONRY WALL SQYD 53 53 Contract Quantity

A0900 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 40

A0920 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT

MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 40

A0940 62201-0900 WHEEL LOADER, 2 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 40

A0960 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 40

A0980 62301-0000 GENERAL LABOR HOUR 40

-S ep -2

:5 A

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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.x ls m ]S h ee t (2

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.2PRA GLAC 10(45)MT

SHEET

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

A1000 62402-0300 FURNISHING AND PLACING

TOPSOIL, 4-INCH DEPTH ACRE 4.0 0.2 4.2

A1020 62406-0300 PLACING CONSERVED TOPSOIL,

4-INCH DEPTH ACRE 0.2 0.1 0.3

A1040 62501-0000 TURF ESTABLISHMENT (HYDRAULIC

METHOD) ACRE 15.4 0.6 16.0

A1060 63302-0000 SIGN SYSTEM SQFT 38 38

A1080 63401-0300 PAVEMENT MARKINGS, TYPE B,

SOLID (YELLOW) LNFT 167,004 996 168,000

A1100 63401-0300 PAVEMENT MARKINGS, TYPE B,

SOLID (WHITE) LNFT 164,422 578 165,000

A1120 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 6 6

A1140 63502-1250 TEMPORARY TRAFFIC CONTROL,

TUBULAR MARKER, TYPE 42-INCH EACH 750 750

A1160 63502-1300 TEMPORARY TRAFFIC CONTROL,

DRUM EACH 100 100

A1180 63502-1700 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE C EACH 100 100

A1200 63502-2000 TEMPORARY TRAFFIC CONTROL,

PORTABLE CHANGEABLE MESSAGE

SIGN EACH 2 2

A1220 63502-3100 TEMPORARY TRAFFIC CONTROL,

TRAFFIC SIGNAL SYSTEM EACH 1 1

A1240 63503-0400 TEMPORARY TRAFFIC CONTROL,

CONCRETE BARRIER LNFT 350 350

A1260 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 630 630

A1280 63506-0500 TEMPORARY TRAFFIC CONTROL,

FLAGGER HOUR 5,300 5,300

A1300 63506-0600 TEMPORARY TRAFFIC CONTROL,

PILOT CAR HOUR 1,900 1,900

A1320 63507-0700 TEMPORARY TRAFFIC CONTROL,

TRAFFIC CONTROL SUPERVISOR DAY 135 135

A1340 63601-3100 SYSTEM INSTALLATION, TELEPHONE LPSM ALL

A1360 63610-0000 CONDUIT (2-INCH HDPE,

COMMUNICATIONS) LNFT 11,235 165 11,400

-S ep -2

:5 A

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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M cD o n a ld

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E st im a te

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E S ig n o ff g la c0 su m m a ry

.x ls m ]S h ee t (3

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.3PRA GLAC 10(45)MT

SHEET

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

A1380 63610-0000 CONDUIT (2-INCH HDPE,

DIRECTIONAL DRILL,

COMMUNICATIONS) LNFT 800 50 850

A1400 63610-0000 CONDUIT (3-INCH HDPE) LNFT 1,560 40 1,600

A1420 63621-1000 UTILITY BOX, PULLBOX

(COMMUNICATIONS) EACH 13 13

A1440 63621-1000 UTILITY BOX, PULLBOX

(ELECTRICAL) EACH 2 2

-S ep -2

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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\F H

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M cD o n a ld

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E st im a te

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E S ig n o ff g la c0 su m m a ry

.x ls m ]S h ee t (4

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.4PRA GLAC 10(45)MT

SHEET

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

B0020 15101-0000 MOBILIZATION LPSM ALL

B0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

B0060 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM ALL

B0080 15401-0000 CONTRACTOR TESTING LPSM ALL

B0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

B0120 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 850 50 900

B0140 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 500 500

B0160 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

B0180 20101-0000 CLEARING AND GRUBBING ACRE 2.3 2.3 Contract Quantity

B0200 20301-2400 REMOVAL OF SIGN EACH 11 1 12

B0220 20304-2000 REMOVAL OF BRIDGE LPSM ALL

B0240 20401-0000 ROADWAY EXCAVATION CUYD 4,491 71 238 4,800

B0260 20411-0000 SELECT BORROW TON 3,791 189 3,980

B0280 20801-0000 STRUCTURE EXCAVATION CUYD 453 453 Contract Quantity

B0300 25101-0200 PLACED RIPRAP, METHOD A,

CLASS 2 CUYD 7 3 10

B0320 25101-0500 PLACED RIPRAP, METHOD A,

CLASS 5 CUYD 406 24 430

B0340 25501-1000 MECHANICALLY STABILIZED EARTH

WALL, WELDED WIRE FACE SQFT 1,627 73 1,700

B0360 25701-0200 CONTRACTOR FURNISHED

MECHANICALLY STABILIZED EARTH

WALL DESIGN LPSM ALL

B0380 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 57 3 60

B0400 30402-5300 FULL DEPTH RECLAMATION, Contract Quantity

METHOD 2, 6-INCH DEPTH SQYD 123,594 123,594

B0420 30801-0000 RECYCLED AGGREGATE BASE SQYD 4,647 279 244 5,170

B0440 31303-0000 AGGREGATE-TOPSOIL COURSE CUYD 457 18 475

B0460 40101-5600 ASPHALT CONCRETE PAVEMENT,

GYRATORY MIX, 1/2-INCH OR

3/4-INCH NOMINAL MAXIMUM SIZE

AGGREGATE, 0.3 TO <3 MILLION

ESAL (TYPE III ROUGHNESS) TON 41,049 42 1,209 42,300

B0500 40105-3000 ANTISTRIP ADDITIVE, TYPE 3 TON 410 13 423

-S ep -2

:5 A

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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M cD o n a ld

C re ek B ri d g e\

E st im a te

\P S

E S ig n o ff g la c0 su m m a ry

.x ls m ]S h ee t (5

SUMMARY OF QUANTITIES - Schedule B

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.5PRA GLAC 10(45)MT

SHEET

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

B0540 41201-0000 TACK COAT TON 54 1 55

B0560 41301-0000 ASPHALT PAVEMENT MILLING SQYD 123,594 123,594 Contract Quantity

B0580 55101-2200 STEEL PIPE PILE, IN PLACE

(30-INCH DIAMETER x 1/2 INCH) LNFT 621 621

B0600 55104-1000 DYNAMIC PILE LOAD TEST EACH 2 4 6

B0620 55201-0200 STRUCTURAL CONCRETE, CLASS A

(AE) CUYD 303

B0640 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) (MOMENT SLAB) CUYD 59 59

B0660 55235-0000 EXPANSION JOINTS LNFT 48 48 Contract Quantity

B0680 55401-1000 REINFORCING STEEL LB 4,100 4,100 Contract Quantity

B0700 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 43,124 43,124

B0720 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED (MOMENT SLAB) LB 5,632 5,632

B0740 55502-0000 STRUCTURAL STEEL, FURNISHED, Contract Quantity

FABRICATED, AND ERECTED LB 516,548 516,548

B0760 55601-0900 BRIDGE RAILING, STEEL (MOMENT Contract Quantity

SLAB) LNFT 115 115

B0780 55601-0900 BRIDGE RAILING, STEEL LNFT 500 500 Contract Quantity

B0800 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 8 8 Contract Quantity

B0820 57501-0000 MINOR BRIDGE WORK (THIN

BONDED EPOXY OVERLAY) LPSM All ALL

B0840 58501-0000 ULTRA HIGH PERFORMANCE

CONCRETE CUYD 3 3

B0860 62006-0000 CONCRETE MASONRY UNITS SQYD 41 41 Contract Quantity

B0880 62013-2000 STONE MASONRY WALL SQYD 53 53 Contract Quantity

B0900 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 40

B0920 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT

MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 40

B0940 62201-0900 WHEEL LOADER, 2 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 40

B0960 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 40

B0980 62301-0000 GENERAL LABOR HOUR 40

-S ep -2

:5 A

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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M cD o n a ld

C re ek B ri d g e\

E st im a te

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E S ig n o ff g la c0 su m m a ry

.x ls m ]S h ee t (6

SUMMARY OF QUANTITIES - Schedule B

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.6PRA GLAC 10(45)MT

SHEET

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

B1000 62402-0300 FURNISHING AND PLACING

TOPSOIL, 4-INCH DEPTH ACRE 5.1 0.2 5.3

B1020 62406-0300 PLACING CONSERVED TOPSOIL,

4-INCH DEPTH ACRE 0.2 0.1 0.3

B1040 62501-0000 TURF ESTABLISHMENT (HYDRAULIC

METHOD) ACRE 16.5 0.5 17.0

B1060 63302-0000 SIGN SYSTEM SQFT 38 38

B1080 63401-0300 PAVEMENT MARKINGS, TYPE B,

SOLID (YELLOW) LNFT 204,012 988 205,000

B1100 63401-0300 PAVEMENT MARKINGS, TYPE B,

SOLID (WHITE) LNFT 203,662 838 204,500

B1120 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 6 6

B1140 63502-1250 TEMPORARY TRAFFIC CONTROL,

TUBULAR MARKER, TYPE 42-INCH EACH 750 750

B1160 63502-1300 TEMPORARY TRAFFIC CONTROL,

DRUM EACH 100 100

B1180 63502-1700 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE C EACH 100 100

B1200 63502-2000 TEMPORARY TRAFFIC CONTROL,

PORTABLE CHANGEABLE MESSAGE

SIGN EACH 2 2

B1220 63502-3100 TEMPORARY TRAFFIC CONTROL,

TRAFFIC SIGNAL SYSTEM EACH 1 1

B1240 63503-0400 TEMPORARY TRAFFIC CONTROL,

CONCRETE BARRIER LNFT 350 350

B1260 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 630 630

B1280 63506-0500 TEMPORARY TRAFFIC CONTROL,

FLAGGER HOUR 5,300 5,300

B1300 63506-0600 TEMPORARY TRAFFIC CONTROL,

PILOT CAR HOUR 1,900 1,900

B1320 63507-0700 TEMPORARY TRAFFIC CONTROL,

TRAFFIC CONTROL SUPERVISOR DAY 135 135

B1340 63601-3100 SYSTEM INSTALLATION, TELEPHONE LPSM ALL

B1360 63610-0000 CONDUIT (2-INCH HDPE,

COMMUNICATIONS) LNFT 18,470 230 18,700

-S ep -2

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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M cD o n a ld

C re ek B ri d g e\

E st im a te

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E S ig n o ff g la c0 su m m a ry

.x ls m ]S h ee t (7

SUMMARY OF QUANTITIES - Schedule B

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.7PRA GLAC 10(45)MT

SHEET

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I SECTION J SECTION K SECTION L -

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE

RETAINING

WALLS

GUARDRAIL

AND SAFETY

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BRIDGE ALLOWANCE

Bid

Schedule

B1380 63610-0000 CONDUIT (2-INCH HDPE,

DIRECTIONAL DRILL,

COMMUNICATIONS) LNFT 1,770 80 1,850

B1400 63610-0000 CONDUIT (3-INCH HDPE) LNFT 1,560 40 1,600

B1420 63621-1000 UTILITY BOX, PULLBOX

(COMMUNICATIONS) EACH 22 22

B1440 63621-1000 UTILITY BOX, PULLBOX

(ELECTRICAL) EACH 2 2

-S ep -2

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MileStone: Signoff Date Completed: In Progress Report Date: 09/13/21

F:

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M cD o n a ld

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.x ls m ]S h ee t (8

SUMMARY OF QUANTITIES - Schedule B

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of

Estimated Quantity

STATE PROJECT

B.8PRA GLAC 10(45)MT

SHEET

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

5.90

6.99

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. 3181.11El. 3181.32El. 3178.94

El. 3178.94

El. 3179.11

El. 3179.11

Temporary Shoring

(Both Sides)

Approach Slab (Both Sides)

Abut. Exp. Joint (Both Sides)

Placed Riprap, Class 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. 3178.97

El. 3178.97

El. 3181.37

El. 3181.37

El. 3181.37

El. 3181.32

El. 3181.47

El. 3181.47

Sidewalk Curb

Sidewalk Curb

(Typ.)

12' - 6"

Yellowstone Picket Fence Steel Bridge Railing

El. 3164.14

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

22 RG3184-A

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L.1PRA GLAC 10(45)

C. HARDAN C. HARDAN 08-20-2021

PLAN AND ELEVATION

E. SWANSON C. HARDAN

NORTH 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, UTILITY DETAILS, & TEMP. BARRIER

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 Administration 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.

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.

See section 552, 585, and Special Contract Requirements for additional requirements.

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 below. 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 3'-0" minimum Lap #6 bars 3'-0" minimum Lap #8 bars 4'-10" 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 ½")

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) (7)

(1)

(1)

(1)

(1)

(1) (3)

(1) (4)

(1)

(1) (6)

4,384

43,124

516,548

62006-0000 Concrete Masonry Units SQYD (1) (8)41

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 and roadway aggregate, method 2.

(3) Includes cost of furnishing and installing welded studs, bearing plates, stiffeners, cross frames, gusset plates, splice plates, connection hardware, 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 = 6146 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 4'-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.

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L.2PRA GLAC 10(45)

C. HARDAN C. HARDAN 08-20-2021

GENERAL NOTES

E. SWANSON C. HARDAN

NORTH 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

30" Ø Steel Pipe Piles

Brg. Abut. 1CL

3,150

3,155

3,160

3,165

3,170

3,175

3,180

3,185

30" Ø Steel Pipe Piles

Brg. Abut. 2CL

Top Of Pipe Pile El=3164.53 Top Of Pipe Pile El=3166.63

Est. Tip El. 3090.0 Est. Tip El. 3090.0

Existing Ground Line At North Lake McDonald RoadCL

DRIVING CRITERIA DESIGN DATA

LOCATION PILE TYPE

MINIMUM

PENETRATION (FT)

ESTIMATED PILE

TIP ELEVATION (FT)

DRIVING

RESISTANCE (K)

STRENGTH 1

FACTORED LOAD (K)

NOMINAL

RESISTANCE (K)

RESISTANCE

FACTOR, Ø

Abut. 1 30"Øx½" Pipe 40 3090 765 418 645 0.65

Abut. 2 42 3090 765 418 645 0.65

PILE DATA TABLE

30"Øx½" Pipe

NOTE:

The abutments have been designed assuming full scour depths will occur, the resulting in driving resistances greater than nominal resistances.

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

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L.3PRA GLAC 10(45)

C. HARDAN C. HARDAN 08-20-2021

FOUNDATION PLAN

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

1" = 20'-0"

FOUNDATION PLAN

PIPE PILE NOTES:

1. Install all piles with a minimum pile tip elevation of 3125 ft.

2. Perform Dynamic Load Testing with signal matching on the first pile driven at each abutment. Use Dynamic Load Test results to establish driving criteria for production piling in the abutment. See section 551 and special contract requirements.

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

Abutment 1 = 3150 ft Abutment 2 = 3145 ft

ELEVATION

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)

Barrier Attachment.

See Detail Sheet RG3184-P

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

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L.4PRA GLAC 10(45)

C. HARDAN C. HARDAN 08-20-2021

PHASE CONSTRUCTION

DETAILS

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

GLACIER NATIONAL PARK

3/16" = 1'-0"

NOTES:

1. See sheet RG3184-P for temporary barrier and attachment detail.

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 x½" Steel Pipe Pile

Abutment Cap Bearing Seat Elevations

Girder

Abutment 1

A B C D

3168.48 3168.483168.623168.62

Phase IIPhase I

Phase IIPhase I

#6A9 (6 Tot.)

C lr

E m b e d m e n t

(Typ.)

2" Clr.

#6A5, #6A6 (6 Tot. Top)

#6A9 (6 Tot.)

#5A1 (Typ.)

#5A7, #5A8 (4 Tot.)

#6A3, #6A4 (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-#6A4

6-#6A6 #6A9 (6 Tot.)#5A7 b.f.

2-#5A1 (Typ.)

(Abutment 1 Shown, Abutment 2 Similar)

(Abutment 1 Shown, Abutment 2 Similar)

/4

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

(Typ. @ Pile)

Abutment 2 3170.69 3170.693170.833170.83

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.

#6A5, #6A6 (6 Tot. Top)

#5A1 (Typ.)

#5A7, #5A8 (4 Tot.)

#6A3, #6A4 (4 Tot. Bott.)

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

2. Abutment caps are mass concrete elements. See special contract requirements for curing requirements.

3. Adjust placement of reinforcement to avoid anchor rods.

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:

#5A1 (Typ.)

6-#6A5

4-#6A3

#5A8 b.f.

2-#6A10 (Typ.

Between Piles)

#6A10 (Typ.

Between Piles)

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

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L.5PRA GLAC 10(45)

T. JIRGES C. HARDAN 08-20-2021

ABUTMENT CAPS

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

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 = 256 kips

b. Live load = 122 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 x6" 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

/ 1

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

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L.6PRA GLAC 10(45)

C. HARDAN T. JIRGES 08-20-2021

BEARING DETAILS

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

NOT TO SCALE

(Typ.)

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.)

2" 26 Spa. @1'-0" = 26' - 0" #5EE8 Approach Slab Dowel 2"

#6EE6

ELEVATION

(Abutment 1 Shown, Abutment 2 Similar)

A

A

3"Ø Weephole (Typ.)

Bridge And Roadway

CL

6"Ø PVC Sleeve For 3" 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 10" Girder

#4EE7

#5EE1

#5EE2

#6EE5, #6EE6 (Typ.)

#5EE8 Approach Slab Dowel (26 Spa. @1'-0"= 26'-0")

Begin Or End Bridge

Deck Pour Construction Joint, See RG3184-N For Detail

2' - 0"

2' - 6"

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

22 RG3184-G

/1

/2

:4 :3

A

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 08-20-2021

ABUTMENT ENDWALLS

E. SWANSON C. HARDAN

NORTH 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 (Steel Trowel Finish Top

Of Wingwall)

El. 3178.11 El. 3179.14

4" Flexible Cellular Joint Filler

1" Flexible Cellular Joint Filler

ABUTMENT 1 WINGWALL ELEVATION

El. 3179.11 2"

#5WE5 b.f., #5WE9

15 Eq. Spa. = 14' - 6" 2' - 0 3/8" #5WE6 b.f., #5WE8 o.f.

4 Eq. Spa. = 3' - 5 5/8"

#5WE5 b.f.

S p a

W

E o

.f

S p a

W

E f

.f

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

#6WE7 (16 Tot.)

(Wingwall B Shown, Wingwall A Similar)

El. 3177.97

SECTION A-A

Concrete Curb

6"

1' - 2"

Approach Slab

C lr

#5WE5

Fill FaceOther Face

#5WE9

#5WE2 #6WE1

#6WE3

#5WE4

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 (Steel Trowel Finish Top Of Wingwall)

El. 3180.32 El. 3181.23

14' - 6"5' - 10"

4" Flexible Cellular Joint Filler

1" Flexible Cellular Joint Filler

2"

#5WE5 b.f., #5WE9

15 Eq. Spa. = 14' - 6"2' - 0 3/8"#5WE6 b.f., #5WE8 o.f.

4 Eq. Spa. = 3' - 5 5/8"

S p a

W

E o

.f

S p a

W

E f

.f

#6WE7 (16 Tot.)

(Wingwall D Shown, Wingwall C Similar)

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

El. 3181.32

El. 3180.47

#5WE5 b.f.

#5WE9

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

22 RG3184-H

/1

/2

:4 :3

A

M C

U s e rs

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

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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 08-20-2021

ABUTMENT WINGWALLS

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

3' - 2"

213' - 4" (Compression)

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

-213' - 4"

104 Spa. @2'-0⅝"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 & Stiffener 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-L.

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

22 RG3184-I

/1

/2

:4 :4

A

M C

U s e rs

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

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-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 M. MILLER 08-20-2021

GIRDER LAYOUT (1 OF 2)

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9

3"

8"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

22 RG3184-J

/1

/2

:4 :4

A

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 M. MILLER 08-20-2021

GIRDER LAYOUT (2 OF 2)

AND CAMBER DIAGRAM

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

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 conform 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

Inside Splice Plate

Inside Splice Plate

Inside Splice Plate

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

22 RG3184-K

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:4 :4

A

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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 M. MILLER 08-20-2021

GIRDER FIELD SPLICES

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

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

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 ⅞"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

22 RG3184-L

/1

/2

:4 :4

A

M C

U s e rs

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

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-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 M. MILLER 08-20-2021

GIRDER WELD DETAILS

E. SWANSON C. HARDAN

NORTH MCDONALD CREEK BRIDGE

FLATHEAD COUNTY, MONTANA

7' - 0" Interior Gdr.

CL Exterior Gdr.

CL

PL ⅞" x 8" Bearing Stiffener (Typ.)

ABUTMENT CROSSFRAME

/8

L4"x4"x½" (Typ.)

L4"x4"x½" (Typ.)

1/4"

1/4"

(Typ.)

½" Fill Plate

See Detail A

½" Gusset Plate (Typ.)

See Detail B

Working Line

Working Line

6"

6"

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

L4"x4"x½" (Typ.)

L4"x4"x½" (Typ.)

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

L4"x4"x½" (Typ.)

L4"x4"x½" (Typ.)

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

L4"x4"x½" (Typ.)

L4"x4"x½" (Typ.)

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

L4"x4"x½" (Typ.)

L4"x4"x½" (Typ.)

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"…