GTSR_10(39)_Sheets_H.pdf

Exp.

1.75

1.75

Drawing No. Description

BRIDGE DRAWING INDEX

RG2918-A

RG2918-B

RG2918-D

RG2918-E

RG2918-F

RG2918-G

RG2918-H

RG2918-I

RG2918-J

RG2918-L

PLAN AND ELEVATION

GENERAL NOTES

FOUNDATION PLAN

ABUTMENT ENDWALL

ABUTMENT PLAN & ELEVATION

GIRDER DETAILS

BEARING DETAILS

DECK PLAN & TYPICAL SECTION

PLAN AND ELEVATION

GRADE DIAGRAM

No Scale

Elevations are at profile grade @ C Rdwy.L

Q

Q

Q

Vm

HYDRAULIC DATA

Q

4.4

6.8

7.9

4519.7

4521.1

4521.7

1" = 5’-0"

El. 4529.68 El. 4529.77

El. 4529.68 El. 4529.77

El. 4528.81 El. 4528.90

El. 4528.90El. 4528.81

+0.9015

100’ VC

ABUTMENT 1 ABUTMENT 2

Exp.

35’-0" Proposed channel width

1.75

1.75

PLAN

ELEVATION

El. 4529.20

Sta. 2296+00.00

Begin Bridge

C Rdwy.L

Gutterline (typ.)

N

Grade = +0.9015%

AASHTO Type IV prestressed concrete girder

El. 4529.98

Sta. 2296+86.00

End Bridge

Estimated pile tip el. 4457.4 Estimated pile tip el. 4458.1 slope protection (typ.)

See roadway plans for riprap

El. 4522.0 El. 4522.5

F lo w

WS Elev.

A steel pipe pile (typ.)

16" dia. x 0.5" concrete filled

El. 4521.04 El. 4520.32

E l.

.9

S ta

.0

E n d B r id g e

E l.

.2

S ta

.0

B e g in B r id g e

RG2918-K

RG2918-M

10’-0"

Wingwall (typ.)

Length of Bridge = 86’-0"

RG2918-C

PARAPET DETAILS

WINGWALL A

WINGWALL B

WINGWALL C

WINGWALL D

Q 1940 8.5 4523.4

WINGWALLS

details.

see roadway plans for stone masonry facing, Concrete parapet w/ ashlar

See roadway plan sheets for stone details.

Note:

@ 18’-0" rightground

Approximate existing ground @ 18’-0" left existing Approximate

REBAR LIST (2 OF 2)

REBAR LIST (1 OF 2)

UTILITY AND BAT HOUSE DETAILS

Channel reestablishment per section 209. Additional channel sloping and boulder placement per section 622 as directed by the CO.

,5

.1

,5

.0

H.2 stone pattern

See roadway plans for

195’ VC

SHEET

NO.

PROJECTSTATE

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWING

of

PROJECT TEAM LEADERSCALE

CHECKED BYDRAWN BYDESIGNED BYREVISIONSBYDATENO.

REVISIONS

BY

DATE

N

F L

H

B r id g e

W F

L R

G -R o e s

C r e e k

B r id g e C

A D il e s D

G N

F il e s R

G p e .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER D. CHRISTENSEN 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

NOT FOR

CONSTRUCTION

SPECIFICATIONS:

DESIGN LOADS:

MATERIALS:

GEOTECHNICAL REPORT:

GENERAL NOTES:

Item Quantity: Unit:Item No. Notes:

ESTIMATE

ESTIMATE NOTES:

(1)

CUYD

LNFT

CUYD

LB

LB

20801-0000

55201-0200

55401-1000

55401-2000

GENERAL NOTES

B

Structure excavation

Structural concrete, class A(AE)

Reinforcing steel

Reinforcing steel, epoxy coated

Bearing device, elastomeric

55101-0200

55302-3200

56401-1000

LNFT

2NONE

EACH

Precast, Prestressed concrete girders (AASHTO Type IV)

SPECIFICATIONS:

GENERAL NOTES:

Item

(1)

(4)

(1) (2)160

30500

(1)

(1) (3)

SEISMIC:

s

DS

D1

PGA s a v

Design:

AASHTO LRFD Bridge Design Specifications, 5th Edition, 2010.

Construction:

Federal Highway Administration Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-03 U.S. customary units.

Dead Loads:

surface allowance 25 psf. of roadway surface.

Live Load:

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

Design Criteria:

Serviceability stresses limited to current AASHTO specification values for reinforced concrete elements . Deck slab designed

Cast In Place Concrete:

Cast in place concrete, shall be structural concrete Class A(AE) with a minimum 28-day compressive strength f’c = 4 ksi.

All deck concrete shall be integrally colored. See Special Contract Requirements for details. Concrete for pipe piles shall be Structural Concrete Class (A) with a minimum 28 day compressive strength f’c = 3.5 ksi. All concrete shall be made with Type II cement. All cement shall be low alkali cement. Chamfer exposed edges of all concrete 34", unless noted otherwise on the plans. Preformed flexible cellular joint filler shall meet the requirements of AASHTO M153, Type I closed

Reinforcing Steel:

All reinforcing steel shall conform to AASHTO M31 or M322, Grade 60 deformed. The minimum concrete cover to the face of any bar shall be 2", unless shown otherwise on the plans. Minimum splice length for all bar sizes shall be as shown on the plans. Bar splices other than those shown on the plans will not be paid for. All superstructure and parapet reinforcing steel shall be epoxy coated, as noted on the bar list.

Prestressed Concrete Girders:

Prestressed concrete girders shall be manufactured as detailed on the plans. Concrete for prestressed girders shall be Class P with a minimum 28-day design compressive strength f’c = 5,000 PSI, and release strength f’ci = 4,000 PSI.

Prestressing Steel:

Stone Masonry:

See Special Contract Requirements and roadway plans.

Miscellaneous Structural Metal:

Steel Pipe Piles tip elevation shown is for estimating quantities only. See Special Contract Requirements for driven piles construction requirements.

Structural Excavation

The Contractor shall perform all the necessary excavation work to build the foundation to the required depths. Refer to Geotechnical

Report No. 01-12 for a description of the anticipated materials to be encountered during excavation of the bridge site.

Federal Highway Administration, Western Federal Lands Highway Division.

AASHTO M203. Each strand shall be pretensioned to a total load of 43,900 lbs. at which the initial pretensioning stress f’si = 0.75 (f’s) = 202,500 PSI. The final estimated effective prestress force per strand = 37,000lb.

using approximate elastic method (the "Strip Method").

Cast in place concrete: 150 pcf. Prestressed girders: 160 pcf. Ashlar stone masonry: 170 pcf. Soil 130 pcf. Future wearing the long period spectrum acceleration, S = 0.109 g. Site Class = C. Seismic Zone = 1.

acceleration, S = 0.305 g. Long period acceleration at 1.0 seconds (S = 0.064 g) modified by the Site Coefficient (F = 1.70) to give

Short period acceleration at 0.2 seconds (S = 0.254 g) modified by the Site Coefficient (F = 1.20) to give the short period spectrum

Peak Ground Acceleration (PGA = 0.104 g), modified by the Site Coefficient (F = 1.20) to give a spectrum acceleration, A = 0.125 g.

cell rubber. Preformed expansion joint filler shall meet the requirements of AASHTO M213.

Steel Pipe Piles shall conform to ASTM A252, Grade 3. All piles shall have conical driving points for pile end closure. The minimum

Live Load Surcharge: 70 pounds per square foot (min.).

Passive Pressure: Equivalent to a fluid unit weight of soil = 460 pounds per cubic foot.

At Rest Pressure: Equivalent to a fluid unit weight of soil = 57 pounds per cubic foot.

Active Pressure: Equivalent to a fluid unit weight of soil = 36 pounds per cubic foot.

Lateral Earth Pressure:

D. CHRISTENSEN

G. MAY

Structural metal for bearing plates and sole plate shall conform to AASHTO M270, Grade 36.

For boring logs and other geotechnical information, see Geotechnical Report No. 01-12 prepared by U.S. Dept. of Transportation, 20304-1000 Removal of Structures and Obstructions All req’d LPSM

55104-1000 Dynamic Pile Load Test 2 EACH

H.3

(1)

Diaphragm anchor bolts shall conform to ASTM A307.

during driving.

Class (A) (Estimated quantity = 29 CUYD), furnishing and attaching pile tips to protect piles lifting devices and any other materials required for the manufacture or erection of the girders.

Includes cost of concrete, epoxy coated reinforcing steel, prestressing steel, inserts, bearing plates, all miscellaneous utility appurtenances and wooden bat houses (2 total).

(Estimated quantity = 61 SQYD.), drain grates (8 req’d), utility conduit, sleeves, hangers and

Includes cost of furnishing and installing all joint fillers, backer rods, geocomposite sheet drain

Contract Quantity

(4)

(3)

(2)

(1)

(1)

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s r g g n .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

LC Bridge

2’-0"15’-0"15’-0"2’-0"

Gutterline 2% 2%

3’-10"6’-7"6’-7"6’-7"6’-7"3’-10" concrete girder, typ.

50-inches deep prestressLC

7"7"

10"

TYPICAL SECTION

" = 1’-0"4

1SCALE

" 2%2%

LC Bridge

7"7"

10"

2’-0"15’-0"15’-0"2’-0"

" = 1’-0"4

1SCALE

ABUTMENT ELEVATION, TYP.

3’-10"6’-7"6’-7"6’-7"6’-7"3’-10"

(6-inch thick stone)

Stone masonry facing

Bearing elevation

Filler joint

Concrete pile cap Steel pipe pile, typ.LC

17’-0"17’-0"

BearingLC

Gdr, typ.LC

LC Begin or End bridge

Back wall Filler joint

Fillet

A

A

B B (6-inch thick stone, typ.)

Stone facing masonry

2’-0"

" = 1’-0"4

1SCALE

PILE CAP PLAN VIEW

Live Load = 239,000 lb

Dead Load = 425,000 lb

PER ABUTMENT (AT SERVICE LOAD)

PRELIMINARY ESTIMATED LOAD

Filler joint

Back wall

SECTION A-A SECTION B-B

ELEVATION AND SECTIONS

Gutterline key Shear

Concrete deck

Prestress I-Gdr.

PRELIMINARY

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

C. TUTTLE F. ISMAIL

NO. DATE BY REVISIONS

BRIDGE DRAWING

DATE

ROES CREEK BRIDGE

DRAWING NO.

H.3

STATE PROJECT

NUMBER

MT

PRA GLAC 10(39)

S e p

A

M g la c q y .d g n

I n t_ ft

D

Begin or End Bridge

Gutterline

7"

7"

2’-0"

NPS PMIS No. 140760 NPS Drwg. No. 117/108026

PRELIMINARY

Sta. 2296+00.00

Begin Bridge

L L

80’-2" C to C of BearingL L

L

L

L

L L

N

FOUNDATION PLAN

FOUNDATION PLAN

1" = 5’-0"

C Rdwy.L

F lo w pipe piles (typ.)

Sta. 2296+86.00

End Bridge

1’-6"1’-6"

3’-0"

45304525

S ta

.9

C A b u t.

B r g

C

R d w y

S ta

.0

C A b u t.

B r g

C R w d y

B-37

B-36

B-38

B-39

LEGEND

Boring Location

C s p a

G. MAY 3

pipe piles (typ.)

C Brg. abut. 1 &

L pipe piles (typ.)

C Brg. Abut. 2 &

H.4

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G f o u n d a ti o n .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

L

" = 1’-0"2

L

LL

L

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

Sta. 2296+00.00

Begin Bridge @ C Rdwy.

Sta. 2296+86.00

End Bridge @ C Rdwy.

ABUTMENT 1 ABUTMENT 2

ABUTMENT BEARING SEAT ELEVATIONS

4523.32 4524.04

4524.22

4523.49 4524.22

4524.04

GIRDER A

GIRDER B

GIRDER C

GIRDER D

L L

4523.49

L

L

L

L L

Abut. 1 El. 4520.32

Abut. 2 El. 4521.04

A

A

SECTION A-A

Scale: 1" = 1’-0"

ABUTMENT PLAN & ELEVATION

4523.32

L

Brg. pad & gdr. spacing

Cap step spacing

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

ABUTMENT CAP PLAN

ABUTMENT ELEVATION

C Rdwy.

Fill face

Other face C Gdr. D

C Gdr. B

C Gdr. A

C Gdr. C

C Brg. Abut. & C Piles for elevations

See table

Concrete filled piles (typ.)

filled steel pipe on RG2918-H.

reinforcing detail

See shear block

See RG2918-H for details

Elastomeric bearing pad (typ.)

5-#5A6

5-#8A4

4-#8A4

C Rdwy.

C Gdr. A

C Gdr. B

C Gdr. C C Gdr. D

Pipe pile spacing

D of piles

#8A4 Top

Sta. 2296+02.92

C Brg. Abut. 1

Sta. 2296+83.08

C Brg. Abut. 2

L

L

C C

5’-2" 3 eq. spa. = 20’-4" 5’-2"

SECTION C-C

No Scale

10"10 spa. @ 6" = 5’-0"

2’-1" 8’-10"

6’-6" 17’-8"

4’-5" 4’-5" 2’-1"

6’-6"

8’-10"

30’-8"

15’-4"15’-4" filled steel pipe piles

Weephole spacing

2’-0"4 spa. @ 6’-8"= 26’-8"2’-0"

6"= 1’-0" 2 spa. @

10" 10"2"

G. MAY

2"

#5A5 b.f.

#8A4 (typ.)

2-#5A1 (typ.)

#6A9 (3 tot.)

#6A9 (3 tot.)

#5A7 (typ.)

B

B

SECTION B-B

Scale: 1" = 1’-0"

Other face

Fill face

L

#8A4 (5 tot.)

#5A5 (4 tot.)

#8A4 (5 tot.)

#5A6 (5 tot.)

Concrete filled

3’-0"

1’-6" 1’-6"

E m b e d

#5A2 c lr

#6A9

2%

L

#5A2

LC Brg. Abut. & C Piles min. lap

2’-0"

#5A3

#5A3

(typ. between piles)

4-#5A1

(typ.)

4-#5A1

(typ. @ piles)

#2-5A2 w/ 2-#5A3

Other face

Fill face

L

#8A4 (5 tot.)

#5A5 (4 tot.)

#8A4 (5 tot.)

#5A6 (5 tot.)

Concrete filled

3’-0"

1’-6" 1’-6"

E m b e d

#5A1 c lr

#6A9

2%

L

#5A1

LC Brg. Abut. & C Piles min. lap

2’-0"

#5A1

#5A1

V a r ie s

5-#5A6

H.5

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G a b u t.

d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

33’-0"

16’-6"16’-6"

L

L

C Rdwy.L

Fill face

Other face

C Gdr. CC Gdr. D C Gdr. B C Gdr. ALLLL

7" 1’-5"1’-4" 1’-5"

Fill face (typ.)

Other face

(typ.)

(typ.)

C Brg.L

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

SECTION A-A

8"

ABUTMENT ENDWALLS

2- #5EE1 #5EE4 (typ.)

2-#5EE1

Sta. 2296+00.00

Begin Bridge @ C Rdwy.

Sta. 2296+86.00

End Bridge @ C Rdwy.

#5EE2 (7 tot.)

joint filler

2" flexible cellular

2- #5EE2

A

A utility details.

see RG2918-J for for 5" utility conduit, ABUTMENT ENDWALL PLAN

ABUTMENT ENDWALL ELEVATION

RG2918-H for details.

Abutment shear block. See

1’-0"

(typ.)

Begin or End Bridge

#5EE1

Scale: 1" = 1’-0"

El. 4522.57 (Abut. 1)

El. 4523.29 (Abut. 2) and abut. cap.

between endwall joint filler (typ.), 2" flexible cellular joint filler (typ.)

2" flexible cellular

L recommendations.

as recommended by manufacturer

Provide drain grate connection

E

UNLESS NOTED

" = 1’-0"2 details.

see RG2918-J for

#5SE2

El. 4526.96 (Abut. 2) wing 1’-0" (typ.)

Wrap around fillet and along

Geocomposite sheet drain.

wall along 3’-2" curtain joint filler (typ.)

1" flexible cellular

1’-0" 6"

Geocomposite sheet drain

D. CHRISTENSEN

G. MAY

8 spa. @ 9" = 6’-0"

#5EE1

1’-10"

6-#5EE2

See RG2918-K for reinforcing details.

Stone masonry parapet not shown.

Note:

#5EE5 dowels thru girders (typ.)

#5EE4 o.f. between girders or

(typ.)

#5EE5 dowels (typ. int. gdrs.)

#5EE6 dowels (typ. ext. gdrs.)

El. 4526.18 (Abut. 1)

1’-3"

2’-0" min. lap

#7WE109 (typ. @ fillet)

6" x 6" fillet (typ.)

H.6

(2’-6" top leg)

#5EE3 spa. w/#5EE1

#5EE7 (typ. @ gdrs.)

e q s p a

E E

" 4

" 2

2’-2"

" 4

" 2

#7WE109

#5EE7

10"

11"

6’-4"

2’-6"

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G a b u t e n d w a ll .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

ABUTMENT 1 WINGWALL

ABUTMENT 2 WINGWALL

4’-5"10’-0"

"2 12 "2

121’-2"

El. 4529.77

El. 4521.04

4’-5" 10’-0"

"2 12"2

12 1’-2"

A

AB

B

C

C D

D

SECTION A-A SECTION B-B

SECTION C-C SECTION D-D

WINGWALLS

Other face

Fill face

Other face

6" 1’-0"

1’-0"

3 eq. spa. = 3’-3"

El. 4520.32

3 eq. spa. = 3’-3"

Fill face

6" 1’-0"

El. 4528.81

10 eq. spa. = 9’-7"

F

(WINGWALL A SHOWN, WINGWALL B SIMILAR)

(WINGWALL C SHOWN, WINGWALL D SIMILAR)

UNLESS NOTED

" = 1’-0"4

El. 4528.56

1" joint filler

1" joint filler

El. 4527.86

El. 4529.68

El. 4528.90

End Bridge

Begin Bridge

1" flexible cellular joint

1’-6" p a r a p e t d e ta il s fo r m a s o n y d w y p la n s

V a r ie s s

6"

Top of corbel

10 eq. spa. = 9’-7", #5WE b.f.

Fill face

6"1’-0"

1" flexible cellular joint

Other face

Fill face

1’-0"

Other face

6"

#5WE105 o.f.

#5WE104 f.f. &

2-#4WE102 o.f.

#7WE101 f.f. &

#5WE205 o.f.

#5WE204 f.f. &

2-#4WE202 o.f.

#7WE201 f.f. &

#4WE108

Level roughened surface (typ.)

#5WE104 (typ.)

#5WE105 (typ.)

#7WE101 (typ.)

#4WE102 (typ.) #4WE102 (typ.)

#7WE101 (typ.)

#5WE106 (typ.)

#5WE107 (typ.)

(typ.)

#4WE208

(typ.)

#4WE108

#5WE205

#5WE204

#7WE201 (typ.)

#4WE202 (typ.)

#5WE207

#5WE206

#4WE202 (typ.)

#7WE201 (typ.)

#4WE102 #4WE102

ty p ty p

Finished roadway (typ.)

#4WE208

G. MAY 6

see RG2918-K for detail.

Stone masonry parapet not shown, Note:

#4WE202 #4WE202

(5 tot.)

#5WE203

c lr

#5WE103 (5 tot.)

e q s p a

W

E f .f e q s p a

W

E o .f e q s p a

W

E f .f e q s p a

W

E o .f

2-#5WE103

3-#5WE103

2-#5WE203

3-#5WE203

(spa. w/ #7WE101 f.f.)

#7WE109 fillet bar (8 tot.)

(spa. w/ #7WE201 f.f.)

#7WE209 fillet bar (8 tot.)

#5WE106 f.f., #5WE107 o.f. & #4WE108

#5WE206 f.f., #5WE207 o.f. & #4WE208

H.7 ty p b.f. = both face o.f. = other face f.f. = fill face

KEY:

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G w in g w a ll s .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

TYPICAL GIRDER SECTIONS

VIEW A-A SECTION B-B

2’-2"

10"

1" 1"

(22 tot.)

2’-2"

2" 2"

1’-8" at both ends.

bend as shown strands and Extend circled

10"

6"

9" 8"

AT MIDSPANAT ENDS

TYPICAL GIRDER SECTIONS

2’-2"

#4GE3

#4GE4

#4GE2

C Gdr.L

#4GE3

#4GE4

8"

#4GE2

" cl.4

11#4GE1

C Gdr.L

#3GE8

C Gdr.L LC Gdr.

42’-5" for stirrup spacing See Girder End Elevation

6"

GIRDER ELEVATION

Scales: " = 1’-0" horizontal16

" = 1’-0" vertical8

A

A

B

B

6" direction, entire length of girder

Artificially roughen surface, transverse

GIRDER END ELEVATION

C C

NOTES:

3)

2)

1)

8’-5"

2" 6" 13 spa. @ 6" = 6’-6"5 spa.

1’-3" @ 3" =

4-#5GE11

2"5 spa.

1’-3" @ 3" =

G

E ty p

L s p a ty p e n d s

SECTION C-C

L

L

#4GE5

#5GE9

C Brg. PL L

L

#4GE5

#3GE8

C Brg. PLL L

2’-4"2’-4"

Concrete Cu. Yds.

Lbs.Reinf. Steel

Lin. Ft.

PRESTRESSED GIRDER ESTIMATE

ITEM UNIT QUANTITY

17.2 and for information only.

Note: Quantities shown are for one girder only, GIRDER DETAILS

UNLESS NOTED

" = 1’-0"4

5" "2

8’-5"

13 spa. @ 6" = 6’-6" 6"

8’-5" 33 spa. @ 1’-0" = 33’-0"

2-#4GE1, #4GE2, #4GE3 & #4GE4

8’-6"33’-11"

Type IV P/S I-Girder.

The girder shown is an AASHTO elevation view are along C Gdr.

All longitudinal dimensions shown in due to prestressing and shrinkage.

shown to allow for shortening

" longer than 8 3Cast girders

#5GE9

#4GE7 #4GE7

#5GE6 (4 tot.)

2-#5GE9, #4GE2, #4GE3 & #4GE4 2-#5GE9, #4GE2, #4GE3 & #4GE4

(typ.)

#4GE3 & #4GE4

2-#5GE9, #4GE2,

(typ.)

#4GE3 & #4GE4

2-#5GE9, #4GE2,

#5GE9

#5GE9

bend as shown strands and Extend 4 exterior girders.

inserts or ductile iron inserts for interior face of

LL L

Symmetrical about C Gdr.

#3GE8 (typ.)

2’-4" C Brg. L

2’-4"C Brg. L

C Brg. L

Embedded Brg. PEmbedded Brg. P

#3GE8 (typ.)

= 1’-10"

"2

(typ.)

G

C Gdr.L

2’-4" s p a

2" 2"6"

4 spa. @ 2"= 8" 4 spa. @ 2"= 8"

@ 2" 11 spa.

(typ.)

#5GE9

Lifting eye

H.8

Field bend Field bend

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G g ir d e r .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER D. CHRISTENSEN 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

all around n o m

REINFORCED ELASTOMERIC BEARING PAD DETAIL

" cl.8

BEARING NOTES:

PLAN

ELEVATION

Match girder chamfer

BEARING PLATE DETAIL

BEARING DETAILS

NONE

231357

2’-0"

C Brg.L

60 Durometer hardness

C Gdr.L

(8 Req’d)

2’-2"

(8 Req’d)

D e c k

DL defl.

deck machine screed rails

Set deck forms and parallel to this curve (parabola).

Final position of deck ty p

CC

LC Brg.

X X

C SpanL

C Gdr.

Estimated girder

L

Dead load deflection equation:

X

Where DL defl. = deflection, in inches, of girder at any point, caused by the

Measure girder camber prior to setting deck forms. If actual girder camber exceeds estimated girder

Required Actions:

", increase fillets by raising the profile grade as directed by the CO.8 3camber by more than

DECK FORM SETTING DIAGRAM

L

C Brg.L

3" 3"

"8 1= 2 camber at erection before placement of

1’-0"1’-0"

Deck forms before placement of deck, diaphragm and concrete barriers.

DL deflection due to placement of deck, deck, diaph. & concrete barriers.

10" 10"

H

(top and bott.) and 3 inner layers @ 0.484"

"4 1securely to pad. (4 per pad) 2 layers @

0.0747" (14 gauge) steel shim moulded

"diaphragm and concrete barriers. = 1"

(@ L Brg.@ L Gdr.)

3" Fillet

DL defl. = 1" -weight of deck and diaphragm, barriers and x = distance, in inches, measured from C Span.

to the deck, diaphragms and barriers placement ( 1") as shown in the diagram.

Set the deck forms and camber the deck machine screed rails to offset the girder deflections due

Placement sequence

Abut. 1 Abut. 2

SUPERSTRUCTURE CONCRETE PLACEMENT DIAGRAM

diaphragm

Midspan deck concrete 2 .

3)Place wingwall and abutment endwall concrete concurrent with or after proceeding to the other abutment.

2) Place deck concrete 2 beginning at either Abut. 1 or Abut. 2 and placing the deck concrete 2 .

1) Place midspan diaphragm concrete 1 a minimum of 7 days prior to

CONCRETE PLACEMENT NOTES:

Cast shear blocks after girders are in place.

Note:

C brg. L

ABUTMENT SHEAR BLOCK DETAIL

No Scale

" Chamfer (typ.) 4

Level joint filler (typ.)

" flexible cellular2

6 spa. @ 1’-0" = 6’-0"1’-5" 1’-5" e q s p a

A

#5A7 (typ.)

#5A8 (typ.)

5.

4.

3.

2.

1.

#5A7

Chapter 7.

welded anchors shall conform to ANSI AASHTO AWS D1.5

Welded anchors shall conform to AASHTO M169. Welding for

Live load = 78 Kips.

Dead load = 126 Kips

Abutment design service loads per bearing:

For information only:

All structural metal shall be galvanized after fabrication.

size bearing test.

with appendix XI of AASHTO M251 in lieu of Section 8, full for pad design. Test and accept bearings in accordance

Grade 3 or higher. AASHTO LRFD Design Method A used to AASHTO M251 with 60 Durometer hardness, elastomer

Steel reinforced elastomeric bearing pad shall conform

36.

All structural steel plates shall be AASHTO M270, Grade

H.9

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G b e a r in g .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER D. CHRISTENSEN 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

C Gdr. DL

C Gdr. CL

L

C Gdr. AL

C Gdr. B

L

DECK PLAN & TYPICAL SECTION

" = 1’-0"4

DECK PLAN

" = 1’-0"4 1Scale

See "Typical Section" for bottom longitudinal reinforcing

Stagger splice locations for longitudinal reinforcing.

Note: Only top reinforcing is shown.

34’-0"

2’-0"15’-0"15’-0"2’-0"

2"3 spa. @ 1’-0"11" 7"11"

(top typ.)

= 3’-0", #5SE1

L 6" 1’-0" 6" surface (typ.)

Level roughened

" drip grove (typ.) 4

6"

-2.0%

#5SE2 top & bott.

c l.

c l.

3’-9"3 spa. @ 8’-10" = 26’-6"3’-9"

TYPICAL SECTION

" = 1’-0"2 1Scale

(bott. btwn gdrs. typ.)

9" 2"9"

"2

-2.0%

11 spa. @ 8" = 7’-4", #5SE1

C Rdwy.

7 spa. @ 1’-0" = 7’-0"

C Rdwy.

Level (typ.)

1’-2" 1’-2"6 spa. @ 1’-1" = 6’-6"

#4DE1

#4DE1 (typ.)

#5SE1 (bott. typ.)

"2 12’-84 eq. spa. =

#5SE1 (top btwn gdrs. typ.)

A307 bolt

" Thread2

1’-6"

ANCHOR BOLT

DIAPHRAGM

1" Dia. ASTM

" cl.2

(typ.)

9"

SECTION A-A

#5DE5 #6DE6

#4DE1

A

A

#4DE2

86’-0"

43’-0"43’-0"

Sta. 2296+00.00

Begin Bridge

Sta. 2296+86.00

End Bridge

LC Diaphragm

C Gdr. AL

LC Gdr. B C Gdr. CL C Gdr. DL

Near Midspan Near Abutment

2’-0"x 4’-0" Bat house (2 tot.).

See RG2918-J for details.

I

#6DE6

#5CE1#5CE1

Gutterline (typ.)

@ ends

#5EE3 (typ.)

3"

9" 9"

3"

2-#4DE4

2-#4DE3

#6DE7 dowel (typ.)

#4DE4

#4DE3

@ bearing

"2

(typ. @ ends)

#5SE2

3" 9"

1’-0"

6"

9" 3"

1’-0"

6"

82 spa. @ 1’-0" = 82’-0", 2-#5CE1 & #4CE2 @ overhang

166 spa. @ 6" = 83’-0", #5SE2 (top & bott.)

See roadway plans for stone masonry parapet details.

See RG2918-K for reinforcing details.

2-#5CE1 & #4CE2 (typ.)

2-#4DE2

#5DE5 (typ.)

#5SE1

#5CE4 & #4CE2 (typ.)

schedule 80.

utility conduit between PVC and

Provide backer rod utility details.

see RG2918-J for for 5" utility conduit, H.10 s a n d b la s t fi n is h e x t.

f a c e o f e x t.

g d r ty p

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G ty p ic a l.

d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER D. CHRISTENSEN 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

4’-0" ty p ty p ty p ty p

(typ.)

3"

" CDX plywood4

1x4 spacers (typ.)

(typ.)

1" end piece

(typ.)

Flat washer (typ.)

1"

BAT HOUSE DETAILS

PLAN

ELEVATION

SECTION B-B

B

B

1" x 6" cover

L L hanger (typ.)

Adjustable clevis

4’-0" 2’-0" 4’-0" 2’-5"

L L L

UTILITY DETAIL

BAT HOUSE ELEVATION

C Gdr. A C Gdr. B

C Gdr. B C Gdr. C C Gdr. D as shown one in south bay, one in middle bay.

Install two bat houses @ midspan diaphragm

Fasteners shall be hot-dip galvanized.

Plywood to be unsanded. (rough faces)

Do not use treated wood.

4)

3)

2)

1)

Bat house

BAT HOUSE NOTES:

J

1’-10"

Backer rod sleeve.

Provide tight fit around

Geocomposite sheet drain.

from concrete face.

"2 1Extend sleeve 1

No Scale sealer.

Non-sag elastomeric

SECTION THRU ABUTMENT ENDWALL

coupling.

Expansion

UTILITY NOTES:

4" min. (typ.)

anchors, embedded

" drilled epoxy 4

Bat house threaded rod (typ.)

8" dia. PVC Sleeve, schedule 80.

L LC Gdr. A

C Gdr. B

Hanger 5" IPS

Double Ear Pipe Strap

" = 1’-0"8

Scale 1" = 1’-0"

OPTIONAL UTILITY DETAIL

or ductile iron inserts

DETAILS

UTILITY AND BAT HOUSE

3 prestressing strands. Use two pipe strap spacing 10’-0" center to center at locations that do not interfere with as manufactured by Condux International, Inc. or approved equal. Use maximum

4. Optional double ear pipe strap hanger 5" IPS for 5" diameter rigid metal conduit continuous threaded rod (fig. 146) or approved equal.

5 hanger spacing and locate hanger at least 1’-0" from pipe joints. Use by Anvil International, Inc. (see fig. 260) or approved equal. Use 16’-0" max

3. Galvanized clevis hangers for 5" diameter rigid metal conduit as manufactured in the midspan diaphragm and endwalls for the optional utility detail.

pipe straps relative to pipe joints and bridge diaphragms, and locate blockouts

Structural Concrete. Submit shop drawings showing layout of hangers or line installation shall be paid for subsidiary to the pay item for

2. Utility supports, pipe sleeves, hardware, and all work required for the utility after fabrication.

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

H.11

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s R

G m is c e ll a n e o u s .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER D. CHRISTENSEN 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

VIEW A-A

Gutterline

(typ.)

Rdwy.

Finished

2’-0"

STONE MASONRY PARAPET

SECTION B-B

STONE MASONRY PARAPET

PARAPET DETAILS

SECTION C-C

STONE MASONRY PARAPET

ty p

K

Not to Scale

Not to Scale

Not to Scale

10’-0"

Wingwall & Parapet for parapet extension

See Roadway Plans

Top of deck

" = 1’-0"2

Dovetail slots for stone facing

9" (typ.)

@ ends (typ.)

" 2 12 spa. @ 4

Begin or End Bridge masonry parapet

End wingwall, end stone

(OTHER FACE ELEVATION)

SLOT

DOVETAIL

1"

"8 core

Foam

B

B

C

C

A

A

2" 3"

3"

82 spa. @ 1’-0" = 82’-0"

2-#5CE4 & #4CE2 2-#5CE1 & #4CE2

@ ends (typ.)

Additional 2-#5CE4

Begin or End Bridge

2-#5CE3#4CE2 (typ.)

1’-0"9"10 eq. spa. = 9’-7"

ABUTMENT ELEVATION

PARAPET AND DOVETAIL SLOT DETAILS

#4CE2 #5CE3 (6 tot.)

8"

Gutterline

#5CE1

2-#5CE4 & #4CE2

3’-5" min. splice (typ.)

#5CE3 (6 tot.)

#4CE2

#5CE4

8" 8"

G. MAY

determined by the CO.

reinforcing steel quantities. Joint locations to be

Three joints per barrier have been assumed for bars on each side of joint between existing bars.

at vertical parapet joints, add two sets of 2-#5CE1

To meet crash tested requirements for the barrier:

See roadway plans for dovetail slot requirements.

Wingwall reinforcement not shown.

be in accordance with roadway plans.

purposes only. Finished masonry and parapet shall

Ashlar Stone Masonry pattern shown is for illustration

Notes:

H.12 a d ju s t to f it s e e r o a d w a y p la n s a s h la r s to n e p a r a p t

N

F id

L R

G -R o e s

C r e e k

B r id g e C

A e s D

G N

F il e s r g s to n e .d g n

RG2918-B. KLAMERUSD. GERMANI

MT PRA GLAC 10(39)

ROES CREEK BRIDGE

GLACIER NATIONAL PARK

LINCOLN COUNTY, MONTANA

R. WEHNER 13 OCTOBER 2012

NPS PMIS NO.: 140760 NPS DRWG. NO.: 117/108026

PRELIMINARY

N

A

LC

LC

A

Roadway

Limits of stone masonry repointing (both sides)

–193’

Ba rin g Cr ee k

OHW

NPS PMIS No. 140760 NPS Drwg. No. 117/108026

PLAN AND ELEVATION

BARING CREEK BRIDGE

ELEVATION

PLAN

(both sides of bridge)

Repoint 20% of joints

See Sheet H.10 for details.1

FOOTNOTE:

underdrain system

Remove and replace

Install underdrain (limits of waterproofing)

2064+80 to 2066+89, RT guardwall to guardwall

Limits of waterproofing

2064+90 to 2066+89

See Sheet H.11 for details stone masonry curb

Remove and reset

2065+13 to 2067+11, LT for details

See Sheet H.13 and stairs

Construct landings

2066+90, LT

See Sheet H.11 for details sidewalk and stone curb.

Construct raised

2066+95 to 2069+10, LT

Sheet H.13 for details and stairs. See

Construct landings

2067+00, LT

guardwall to guardwall

Limits of waterproofing

2064+90 to 2066+89 parapet, typ.Stone masonry

See Sheet H.11 for details.

Install standard underdrain, deep trench.

2064+35, RT, to 2065+13, Lt, H.15

STATE PROJECT

M

A u g u s t

I n t_ ft c m y fi le s p w p r o d u c ti o n d m s g la c q i.

d

C h e c k e d b y

D e s ig n e d b y

See Sheet H.17 for details

Guardrail underpinning

2066+09, Lt sidewalk. See Sheet H.11 for details aggregate colored concrete walkway. Construct exposed

Remove existing asphalt

2065+14 to 2067+10, LT See Sheet H.17 for details

Reinforced shotcrete (underpinning), 2066+09, LT

PRELIMINARY

CROSS SECTION

BARING CREEK BRIDGE

LC

NO SCALE

See Standard Underdrain Detail

DETAIL

UNDERDRAIN

STANDARD

stone/concrete wall (variable) to inside face of existing bridge

Extend width of underdrain

SECTION A-A

NPS PMIS No. 140760 NPS Drwg. No. 117/108026

LC

Granular backfil, AASHTO M43 size number 3, 4, 5, or 57 Geomembrane, see

Detail this sheet

Geomembrane

Existing stone curb

8" Perforated pipe

1:1.5

6"

2’

GEOMEMBRANE DETAIL

Granular backfill, AASHTO M43 size number 3, 4, 5, or 57

Subgrade

Flexible geomembrane

Concrete patch

Earthwork geotextile, type III-A (nonwoven)

See Sheet C.3 for details

3" compacted depth.

Superpave pavement, See Sheet C.3 for details course 3" compacted depth.

Cold recycled asphalt base

See Sheet C.3 for details

6" compacted depth.

Recycled aggregate base, number 3, 4, 5, or 57

AASHTO M43 size

Granular backfill, stone masonry.

Apply binder along

Hot asphalt binder.

Bridge

See Sheet C.3 for details

3" compacted depth.

Superpave pavement, See Sheet C.3 for details course 3" compacted depth.

Cold recycled asphalt base

See Sheet C.3 for details

6" compacted depth.

Recycled aggregate base, Hot asphalt binder

(level with finished grade).

Tape and cover stone masonry above top elevation prior to spraying

3’ min. lap

FOOTNOTE:

Hot asphalt binder

(level with finished grade).

Tape and cover stone masonry above top elevation prior to spraying

Geotextile cushion, type II-A (non-woven) r e p o in t t b id g e r e p o in t

A t e n d o f b r id g e

H.10

STATE PROJECT

P

J u n e

I n t_ ft m y fi le s p w p r o d u c ti o n d m s g la c q k .d

C h e c k e d b y

D e s ig n e d b y

2065+14 to 2067+10, LT

Existing gravel sidewalk to be replaced with exposed aggregate colored concrete sidewalk.

See Sheet H.11 for details

2065+14 to 2067+10, LT

Remove, salvage, and construct stone masonry curb.

See Sheet H.11 for details sheet. Install lap within 5-feet of roadway centerline.

Overlap the uphill sheet over the downhill

PRELIMINARY

NO SCALE

DETAILS

BARING CREEK BRIDGE

NPS PMIS No. 140760 NPS Drwg. No. 117/108026

D e p th v a r ie s excavation soil

Conserved

4’ plastic outlet pipe

8" Corrugated solid

Manufacturer’s connection conserved excavation material and 12" over trench with

Backfill last 10’ of trench

Outlet protection

DEEP TRENCH UNDERDRAIN OUTFALL DETAIL

10’ full width of trench at top

(nonwoven) - overlap

Geotextile, type I-A

M43 size number 3, 4, 5, or 57

Granular backfill, AASHTO perforated plastic pipe

8" Corrugated

3%

Galvanized wire screen

FOOTNOTE:

standard coupling or by other approved means.

openings. Secure the outlet mesh screen to the pipe with a

" mesh 2 1" x 2

1screen, No. 17 gauge wire, approximately

Cover outlet end of solid outlet drain pipe with galvanized wire

DEEP TRENCH, DETIAL

STANDARD UNDERDRAIN SYSTEM,

SHEET 1 OF 2

see typical section

Surfacing, plastic pipe perforated

8" Corrugated

OHW

UNDERPINNING

STONE MASONRY STRUCTURE

reinforced shotcrete

Hand excavate and fill with stone masonry structure.

Existing crevice at base of masonry structure

Existing stone outside face of wall

Existing ground at

Gravel Pathway bridge structure

Baring Creek

H.11

STATE PROJECT

S e p te m b e r

I n t_ ft m y fi le s p w p r o d u c ti o n d m s g la c q l.

d

C h e c k e d b y

D e s ig n e d b y

PRELIMINARY

NO SCALE

DETAILS

BARING CREEK BRIDGE

1:121:12

HANDICAP RAMP DETAIL

6’ max. max.

m a x

NPS PMIS No. 140760 NPS Drwg. No. 117/108026

2%

"2 17"-8

MW 2.0 x MW 2.0

6" x 6"

6" compacted depth

Bed course, concrete, 6" depth aggregate colored

Sidewalk, exposed

6" compacted depth

Bed course, c r e n e la ti o n t o t o p o f

" Expansion joint8

17" to 19"

" 2 sections of stone curb.

on both adjoining

Cut at same angle

(AT CURVED SECTIONS)

PLAN

Stone curb

Varies 3’-5’ sections

Stone curb

6’ 6’

Guardwall

2%

"2 17"-8

MW 2.0 x MW 2.0

6" x 6"

6" compacted depth

Bed course, concrete, 6" depth aggregate colored

Sidewalk, exposed

6" compacted depth

Bed course, " Expansion joint8

Existing rock face method 2. Depth varies.

Roadway aggregate, 5’

Concrete (Stone?) curb

2065+14 to 2066+89, LT

TYPICAL SECTION

2066+89 to 2069+10, LT

TYPICAL SECTION

CURB DETAILS

RAISED SIDEWALK AND

SHEET 2 OF 2

Curb stone, type 1, 18"

H.12

STATE PROJECT

J u n e

I n t_ ft m y fi le s p w p r o d u c ti o n d m s g la c q m .d

C h e c k e d b y

D e s ig n e d b y

" Expansion joint8

Finished roadway grade

Varies

Finished roadway grade

PRELIMINARY

NPS PMIS No. 140760 NPS Drwg. No. 117/108026 lo w

GUARDWALLS

STONE MASONRY

ROES CREEK BRIDGE

A

A

B

B

C

C

A

A

B

B

C

C

NO SCALE

N

Expansion joint, typ.

Edge of traveled lane

Gravel shoulder

Edge of traveled lane

Gravel shoulder

Begin Bridge End Bridge

14’-0" 10’-0"

ABUTMENT 2ABUTMENT 1

See Sheet F.4 for details guardwall, type 7, typ.

Construct stone masonry

See Sheet F.4 for details guardwall, type 9, typ.

Construct stone masonry

See Sheet F.4 for details guardwall, type 8, typ.

Construct stone masonry

ELEVATION

PLAN

14’-0"

10’-0"

See Sheet F.4 for details guardwall, type 9, typ.

Construct stone masonry

See Sheet F.4 for details guardwall, type 8, typ.

Construct stone masonry

See Sheet F.4 for details guardwall, type 7, typ.

Construct stone masonry

Proposed grade

Edge of pavement

Edge of pavement

1 1

(vaneer) typ. See Sheet F.4 for details

Construct stone masonry wall

FOOTNOTE:

1 See Sheet F.4 for details.

El. 4528.81 ft El. 4528.90 ft

El. 4529.20 ft

Sta. 2296+00.00

El. 4528.81 ft

El. 4528.90 ft El. 4529.68 ft

El. 4529.77 ft

El. 4529.68 ft El. 4529.77 ft

El. 4529.98 ft

Sta. 2296+86.00

H.15

STATE PROJECT

P

S e p te m b e r

I n t_ ft m y fi le s p w p r o d u c ti o n d m s g la c q z .d

R J o h n s o

M c

Q u is to

C h e c k e d b y

D e s ig n e d b y

PRELIMINARY