2 of 2_Prelim Plans_Daveys Bridge.pdf

Length of Bridge = 162’-4"

El. 3027.89

Sta. 17+94.80

Begin Bridge

El. 3026.71

Sta. 19+57.14

End Bridge

20+00C Rwdy.L

N

Riprap (typ.)

Abutment 1 Abutment 2

Existing ground

PLAN

ELEVATION

HYDRAULIC DATA

Elev.

WS

ft/sec.

V ft /sec

Q

Q

Q

100Q

4.878

Fix Fix

PLAN AND ELEVATION

PROFILE GRADE DIAGRAM

No Scale

Elevations are at profile grade @ C Rdwy.L

1" = 10’-0" A

BRIDGE DRAWING INDEX

Drawing No. Description

RG2899-A

RG2899-B

RG2899-C

RG2899-D

RG2899-E

RG2899-F

RG2899-G

RG2899-H

RG2899-I

RG2899-J

RG2899-K

RG2899-L

RG2899-M

RG2899-N

RG2899-O

RG2899-P

RG2899-Q

RG2899-R

RG2899-S

RG2899-T

RG2899-U

RG2899-V

RG2899-W

PLAN AND ELEVATION

FOUNDATION PLAN

ABUTMENT DETAILS

DRILLED SHAFT DETAILS

FIELD SPLICE AND STIFFENERS

INTERMEDIATE DIAPHRAGM

APPROACH SLAB

BRIDGE RAILING (1 of 3)

BRIDGE RAILING (2 of 3)

BRIDGE RAILING (3 of 3)

STRUCTURE TRANSITION RAILING

REBAR LIST (1 OF 4)

REBAR LIST (2 OF 4)

REBAR LIST (3 OF 4)

REBAR LIST (4 OF 4)

,0

.0

-0.5000%

-3.7907%

370’ VC

24’-0"

Construction Joint

Sta. 17+74.80

Begin Approach Slab

Sta. 19+77.14

End Approach Slab concrete deck girder with cast-in-place precast concrete bulb-t

Steel plate girders or

El. 3027.48

El. 3026.93

El. 3014.17 El. 3013.38 pedestrian railing

Idaho Concrete Parapet with

85" BULB TEE CONC GIRDER

GENERAL NOTES

GENERAL NOTES STEEL GIRDER

ABUTMENT 1 PLAN AND ELEVATION

ABUTMENT 2 PLAN AND ELEVATION

ABUTMENT 1 ENDWALLS

ABUTMENT 2 ENDWALLS

ABUTMENT 1 WINGWALLS

ABUTMENT 2 WINGWALLS

85" BULB TEE CONC GIRDER

CONSTRUCTION PHASING

STEEL GIRDER

CONSTRUCTION PHASING

LAYOUT AND DETAILS

85" BULB TEE CONC GIRDER

85" BULB TEE CONC GIRDER

BEARINGS

PHASE 1 85" BULB TEE CONC GIRDER

DECK PLAN AND TYPICAL SECTION

RG2899-X

PHASE 2 85" BULB TEE CONC GIRDER

DECK PLAN AND TYPICAL SECTION

RG2899-Y

RG2899-Z

PHASE 2 STEEL GIRDER

DECK PLAN AND TYPICAL SECTION

PHASE 1 STEEL GIRDER

DECK PLAN AND TYPICAL SECTION

STEEL GIRDER LAYOUT AND DETAILS

RG2899-AA

RG2899-BB

RG2899-CC

RG2899-DD

RG2899-EE

RG2899-FF

Transition Railing (typ.)

El. 3026.21

El. 3027.21

El. 3027.76

El. 3026.76

El. 3026.31

El. 3025.66

2600 3012.48

5140 6.82 3014.55

5720 6.85 3014.90

PRE

LIM

INARY

NOT

FOR

CO

NST

RUCTI

ON

SHEET

NO.

PROJECT

PFH 24(10)

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

BOISE NATIONAL FOREST

BOISE COUNTY, IDAHO

DRAWING NO.

DATEBRIDGE DRAWING

of

PROJECT TEAM LEADER

SAMIR SIDHOM

SCALE

CHECKED BYDRAWN BYDESIGNED BY

REVISIONSBYDATENO.

REVISIONS

BY

DATE

-J u l-

:4

P

M N

F L

H

B r id g e

W F

L R

G C

A D il e s D

G N

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

RG2899 - RYAN WEHNER

NONE

Item Quantity: Unit:Item No. Notes:

ESTIMATE

ESTIMATE NOTES:

20304-2000

20801-0000

55201-0200

55401-1000

55401-2000

56401-1000

61707-0000

LPSM

LPSM

CUYD

CUYD

LB

LB

LNFT

EACH

LNFT

Survey and staking, bridge

Removal of Bridge

Structural concrete, class A(AE)

Precast, Prestressed concrete bulb tee girders

Reinforcing steel

Reinforcing steel, epoxy coated

Bearing device, elastomeric

Structure transition railing

(1) (2)

(3)

(1)

(1)

(1)

(4)

All req’d

All req’d

SPECIFICATIONS:

Federal Highway Administration Standard Specifications for Construction of Roads and

Bridges on Federal Highway Projects, FP-03.

DESIGN LOADS:

Concrete: 150 pcf.

Future Wearing Surface: 25 psf.

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

MATERIALS:

", unless noted otherwise on the plans.4 3 Chamfer exposed edges of all concrete

Preformed flexible cellular joint filler shall meet the requirements of ASTM D1056, Type 2, Grade 4 or 5.

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

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.

Design:

Construction:

Dead Loads:

Live Load:

Wind loads:

Seismic Design:

Concrete:

Reinforcing Steel:

Bearings:

Elastomeric bearing pads shall conform to the requirements of Section 18.2 of the AASHTO

LRFD Bridge Construction Specifications, and shall be 60 durometer hardness.

GEOTECHNICAL REPORT:

GENERAL NOTES:

The minimum concrete cover to the face of any bar shall be 2", unless shown otherwise on the plans.

Prestressed Concrete Girders:

Prestressing Steel:

Diaphragm anchor bolts shall conform to ASTM A307.

Miscellaneous Structural Metal:

Stage Construction:

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 shall conform to AASHTO M270, Grade 36.

conforming to AASHTO M203 (ASTM A416). Each strand shall be pretensioned to a total load

The final estimated effective prestress force per strand = 39,300 lb.

of 43,900 lbs. at which the initial pretensioning stress f’si = 0.75 (f’s) = 202,500 PSI.

In accordance with current AASHTO LRFD Bridge Design Specifications.

materials to be encountered during excavation of the bridge site.

depths. Refer to Geotechnical Report South Fork Smith River Road for description of the anticipated

The Contractor shall preform all necessary excavation work to build the foundation to the required

Structural Excavation:

slabs and sleeper beams) shall be epoxy coated, as noted on the bar list.

All superstructure reinforcing steel (slab, girders, curbs, int. diaph., endwalls, approach

(1)

CUYD224

20803-0000

55101-0200 Concrete filled pipe piles, in place (18x0.5) LNFT

35000

79000

Seismic Performance Zone 2 based on peak ground acceleration coefficient (PGA) = 0.122g.

In accordance with AASHTO LRFD Bridge Design Specifications, 5th Edition, 2010

15214-1000

Bridge railing, concrete, ITD rail

55301-3200 1289.34 LNFT

AASHTO LRFD Bridge Design Specifications, Fifth Edition, 2010.

Lateral Earth Pressure: equivalent fluid unit weight of soil, 36 pcf.

f’c = 9,000 PSI, and release strength f’ci = 7,000 PSI. Structural steel for bearing plates

For boring logs and other geotechnical information, see Geotechnical Report xxxxxxxxxxxx

Highway Administration, Western Federal Lands Highway Division.

xxxxxxx, xxxxxxxxxxxx, xxxxxxxxxx prepared by U.S. Dept. of Transportation, Federal

CONCRETE GIRDER OPTION

GENERAL NOTES

55601-0500

(5) driving.

Class (A) (Estimated quantity = xx cubic yards), furnishing and attaching pile tips to protect piles during

(5) Includes cost of furnishing and installing concrete filled pipe pile 18 x 0.5 inch. Includes cost of concrete sole plates.

other materials required for the construction of the expansion bearings. Includes cost of galvanizing

(4) Includes cost of furnishing and installing reinforced elastomeric bearing pads, tapered sole plates, and and any other materials required for the manufacture or erection of the girders.

(3) Includes cost of concrete, reinforcing steel, prestressing steel, inserts, bearing plates, lifting devices base and polyethylene sheeting for approach slabs.

geocomposite sheet drain (estimated quantity = xx square yds.), drain grates (x req’d), aggregate

(2) Includes cost of furnishing and installing all joint fillers, sealants, backer rods, compression seals,

(1) Contract Quantity minimum 28-day compressive strength f’c = 4 Ksi.

All concrete except for pipe piles, shall be structural concrete Class A(AE) with a strength f’c = 3.5 ksi.

Concrete for pipe piles shall be Structural Concrete Class (A) with a minimum 28 day compressive

Expansion joint filler shall meet the requirements of AASHTO M213.

Structure excavation

Structural backfill

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

S

Y T

IM

E

D G

N S

P E

C

SPECIFICATIONS:

Federal Highway Administration Standard Specifications for Construction of Roads and

Bridges on Federal Highway Projects, FP-03.

DESIGN LOADS:

Concrete: 150 pcf.

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

MATERIALS:

", unless noted otherwise on the plans.4 3 Chamfer exposed edges of all concrete

Preformed flexible cellular joint filler shall meet the requirements of ASTM D1056, Type 2, Expansion joint filler shall meet the requirements of AASHTO M213.

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

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.

Design:

Construction:

Dead Loads:

Live Load:

Wind loads:

Seismic Design:

Concrete:

Reinforcing Steel:

Structural Steel:

All structural steel shall be high-strength low alloy corrosion resistant steel conforming to

The steel fabricating company shall be fully certified in Major Steel Bridges (CBr), under the

AISC Quality Certification Program.

The contractor shall be responsible for the stability of the structure during all phases of construction.

of all plate girder web plates, all web and flange splice plates, and all bottom flange plates.

fasteners conforming to AASHTO M164, Type 1 (ASTM A325, Type 1) unless noted otherwise on the plans.

Bearings:

Elastomeric bearing pads shall conform to the requirements of Section 18.2 of the AASHTO

7All field connections are slip critical, friction type, Class A and shall be made with

GENERAL NOTES:

The minimum concrete cover to the face of any bar shall be 2", unless shown otherwise on the plans.

In accordance with current AASHTO LRFD Bridge Design Specifications.

Welded shear connectors shall conform to AASHTO M169 (ASTM A108).

28-day compressive strength f’c = 4 Ksi.

Main load carrying member components subjected to tensile stress shall meet the AASHTO M270

Supplemental Requirements, S4 (for Zone 2). These member components shall consist slabs and sleeper beams) shall be epoxy coated, as noted on the barlist.

All superstructure reinforcing steel ( slab, endwalls, wingwalls, curbs, approach

Future Wearing Surface: 25 psf, applied to clear roadway width.

Lateral Earth Pressure: equivalent fluid unit weight of soil, 36 pcf.

Grade 3, 4 or 5.

LRFD Bridge Construction Specifications.

be encountered during excavation of the bridge site.

Refer to Geotechnical Report South Fork Smith River Road for description of the anticipated materials to

The Contractor shall preform all necessary excavation work to build the foundation to the required depths.

Structural Excavation:

GEOTECHNICAL REPORT:

ESTIMATE NOTES:

ESTIMATE

ItemItem No. Quantity: Unit: Notes:

NONE

15214-1000

20304-2000

55201-0200

55401-1000

55401-2000

55502-0000

56401-1000

61707-0000

Survey and staking, bridge

Removal of Bridge

Structural concrete, class A(AE)

Reinforcing steel

Reinforcing steel, epoxy coated

Structural steel, furnished, fabricated and erected

Bearing device, elastomeric

Structure transition railing

All req’d

All req’d

LPSM

LPSM

CUYD

LB

LB

LB

LNFT

EACH

LNFT

(1) (2)

(1)

(1)

(1)

(4)

(5)

(1)

55101-0200

79,000

463,407

20801-0000 405 CUYD

20803-0000

LNFT

Structure excavation

224 CUYD

35,000

In accordance with AASHTO LRFD Bridge Design Specifications, 5th Edition, 2010

Seismic Performance Zone 2 based on peak ground acceleration coefficient (PGA) = 0.122g.

Bridge railing, concrete, IDT rail

STEEL GIRDER OPTION

GENERAL NOTES

AASHTO LRFD Bridge Design Specifications, Fifth Edition, 2010.

AASHTO M270, Grade 50W (ASTM A709, Grade 50W) unless otherwise noted on the plans

Stage Construction:

For boring logs and other information, see Geotechnical Report xxxxxxxxxx

Highway Administration, Western Federal Lands Highway Division.

xxxxxxx, xxxxxxxxxx, xxxxxxxx prepared by U.S. Dept. of Transportation, Federal

1,856

(1) (3) (1)

(1)

(5)

(4)

(3)

(2)

(1)

55601-0500

Concrete filled pipe piles, in place (18x0.5) driving.

Class (A) (Estimated quantity = xx cubic yards), furnishing and attaching pile tips to protect piles during

Includes cost of furnishing and installing concrete filled pipe pile 18 x 0.5 inch. Includes cost of concrete materials required for the construction of the expansion bearings. Includes cost of galvanizing sole plate.

Includes cost of furnishing and installing reinforced elastomeric bearing pads, sole plates, and other bearing stiffeners, jacking stiffeners, cross frames and field splices.

Includes cost of furnishing and installing structural steel, bolts, studs and welds for plate girders, base and polyethylene sheeting for approach slabs.

geocomposite sheet drain (estimated quantity = xx square yds.), drain grates (x req’d), aggregate

Includes cost of furnishing and installing all joint fillers, sealants, backer rods, compression seals, Contract Quantity

All concrete, except for pipe piles, shall be structural concrete Class A(AE) with a minimum strength f’c = 3.5 ksi.

Structural backfill

Concrete for pipe piles shall be Structural Concrete Class (A) with a minimum 28 day compressive

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

S

Y T

IM

E

D G

N S

P E

C

" = 1’-0"4

PHASE 1

PHASE 2

48’-7"

"8 331’-6

"2 12’-8

2’-0" 6"

38’-11" barrier

Temporary

9"

Const. jt.

48’-7" 21’-0"

11’-0" 11’-0"

LaneLane

Existing Bridge

8’-10"8’-10" 8’-10"

"2 13’-108’-10"8’-10"8’-10"

"2 13’-10

9"

"4 11’-9

1’-7"

"2 116’-7

"2 117’-6

"2 13’-5 "2

12’-8

11"

CONSTRUCTION PHASING

STEEL GIRDER

C Rwdy.L

C Rwdy.L

2%

2% 2%

C Gdr. AL L L

L

C Gdr. B C Gdr. C

C Gdr. D

"2 131’-0

Phase 1

C Gdr. AL C Gdr. BL

C Gdr. CL C Gdr. DL

LC Gdr. GC Gdr. FLL

C Gdr. HL

C Gdr. E

"2 14’-0

Phase 2

8’-10"8’-10"8’-10""2 13’-10

1’-7"

Proposed const. jt. for abut. cap const. jt.

Abut. cap staged

4’-6" pour Closure normal traffic.

stage 1 temporary traffic barriers and open bridge to

10. After closure pour reached required strength remove pour closure pour.

9. After Stage 2 deck has reached required strength,

8. Construct Stage 2 approaches.

requirements.

7. See RG2899-?? for Stage 2 concrete slab pouring railing.

diaphragm, deck slab and downstream curb and traffic

E,F,G & H, downstream shear block, endwall, intermediate

6. Construct Stage 2 superstructure including girders piles, abutment cap, wingwalls and cheekwalls.

Construct Stage 2 substructure to include pipe

5. Excavate as necessary for the Stage 2 construction.

remove existing bridge.

traffic to the Stage 1 portion of the new bridge.

4. After deck has reached the required strength, transfer

Stage 2 Sequence:

strength.

traffic barriers after deck has reached required

3. Construct Stage 1 approaches and place temporary railing.

diaphragm, deck slab, upstream curb and traffic

A, B, C & D, upstream shear block, endwall, intermediate

2. Construct Stage 1 superstructure including girders piles, abutment cap, wingwalls and cheekwalls.

Construct Stage 1 substructure to include pipe

1. Excavate as necessary for Stage 1 construction.

Stage 1 Sequence:

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g s ta g in g .d g

" = 1’-0"4

CONSTRUCTION PHASING

85" BULB TEE CONC GIRDER

PHASE 1

PHASE 2

48’-7"

"8 331’-6

"2 12’-8

2’-0" 6"

38’-11" barrier

Temporary

9"

Const. jt.

48’-7" 21’-0"

11’-0" 11’-0"

LaneLane

Existing Bridge

8’-10"8’-10" 8’-10"

"2 13’-108’-10"8’-10"8’-10"

"2 13’-10

9"

"4

1’-7"

"2 116’-7

"2 116’-2

"2 13’-5 "2

12’-8

6"

C Rwdy.L

2%

2% 2%

C Gdr. AL L L

L

C Gdr. B C Gdr. C

C Gdr. D

"2 132’-4

Phase 1

C Gdr. AL C Gdr. BL

C Gdr. CL C Gdr. DL

LC Gdr. G C Gdr. FLL

C Gdr. HL

C Gdr. E

"2 14’-0

Phase 2

8’-10"8’-10"8’-10""2 13’-10

C Rwdy.L

Proposed const. jt. for abut. cap

4’-6" pour Closure

1’-7" const. jt.

Abut. cap staged normal traffic.

stage 1 temporary traffic barriers and open bridge to

10. After closure pour reached required strength remove pour closure pour.

9. After Stage 2 deck has reached required strength,

8. Construct Stage 2 approaches.

requirements.

7. See RG2899-?? for Stage 2 concrete slab pouring railing.

diaphragm, deck slab and downstream curb and traffic

E,F,G & H, downstream shear block, endwall, intermediate

6. Construct Stage 2 superstructure including girders piles, abutment cap, wingwalls and cheekwalls.

Construct Stage 2 substructure to include pipe

5. Excavate as necessary for the Stage 2 construction.

remove existing bridge.

traffic to the Stage 1 portion of the new bridge.

4. After deck has reached the required strength, transfer

Stage 2 Sequence:

strength.

traffic barriers after deck has reached required

3. Construct Stage 1 approaches and place temporary railing.

diaphragm, deck slab, upstream curb and traffic

A, B, C & D, upstream shear block, endwall, intermediate

2. Construct Stage 1 superstructure including girders piles, abutment cap, wingwalls and cheekwalls.

Construct Stage 1 substructure to include pipe

1. Excavate as necessary for Stage 1 construction.

Stage 1 Sequence:

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g s ta g in g .d g

1’-0" 1’-2" e q s p a

E

E f.

f.

to t.

#6EE

#6EE or

#6EE

#6EE or sheet drain

Geocomposite

#6EE (15 tot.)

Fill face

El. 3017.17 recommended by manufacturer.

Provide drain grate connection as

El. 3014.17 joint filler

3" flexible cellular see RG2899- .

1’-5" min. splice lap

Other face

Begin or End Bridge

4" fillet

#5EE (spa. w/#6EE)

Slab reinforcement

#6EE spa. w/#5EE

-2%

C Brg.L

1’-6"

C Brg.L

32’-1"1’-0"

"2

11"

2-#6EE

-2%

PLAN

ELEVATION

SECTION A-A

Scale 34" = 1’-0"

" = 1’-0"2

PHASE 1

ABUTMENT ENDWALL

(Phase 1)

(Phase 1)

C Gdr. AL C Gdr. BL C Gdr. CL C Gdr. DL

Fill face

Other face

#6EE (typ.)

#6EE (typ.)

#6EE (typ.)2 spa.

2-#6EE

1’-6"

@ 9" =

11" 11"3 spa. @

2-#6EE

10" = 2’-6"

6 spa. @ 9" = 4’-6"

#6EE thru girders (tot. 8)

Construction joint

Construction joint

El. 3014.17

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g e n d w a ll .d g

" = 1’-0"2

PHASE 2

ABUTMENT ENDWALL

1’-0""2 139’-0

PLAN

ELEVATION

(Phase 2)

(Phase 2)

C Bridge C Rwdy.L L

C Gdr. DL C Gdr. EL C Gdr. FL C Gdr. GL C Gdr. HL

C BridgeL C Rwdy.L

End Bridge Sta. 19+57.14

Begin Bridge Sta. 17+94.80

Fill face

Other face #6EE (typ.)

#6EE (typ.)

"2

11"

2-#6EE

#6EE (typ.) 2 spa.

2-#6EE

1’-6"

@ 9" =

11"11" 3 spa. @

2-#6EE

10" = 2’-6"

6 spa. @ 9" = 4’-6"Construction joint

Construction joint

Closure pour

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g e n d w a ll .d g

Bott. Flange

C Brg. Abut. 1L

C Bolted Field SpliceL

C Brg. Abut. 2L

6" 6"

No Scale stud (typ.)

Transv. Stiff.

No Scale

No Scale

Transv. Stiff.

Bot. flange 5’-0"

C Bearing

2"

(typ.)

No Scale

L

"16

Girder

End ofC Brg. Abut. 2L Transv. Stiff. (typ.)

Diaphragms

C Brg. Abut. 1

End of Gdr.

L

C Gdr. A

C Gdr. B

C Gdr. C

C Gdr. D

RG2806-L.

(typ.), see

Int. diaph.

L L Abut. 1

C Brg., fabricated position

Fully cambered

Abut. 2

C Brg.,

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0

Top of girder

Ordinates

Steel Defl.

Concrete Defl.

Super DL Defl.

Concrete Shrinkage

Total DL Defl.

Geometric Camber

Abut.1

0.00

0.00

0.00

0.00

0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Abut.2

0.00

0.00

0.00

0.00

0.00

GIRDER FRAMING PLAN

GIRDER ELEVATION

SHEAR CONNECTOR DETAIL DETAIL B

DETAIL C

EXTERIOR GIRDER

GIRDER FABRICATION NOTES:

DRIP PLATE DETAILS

SECTION A-A

PLAN

" Bar (typ.)2 1" x 16

" x 6"8

5PL

" x 16"2

1PL 1

A

A

" x 6"8

5PL

" x 6"8

5PL

A ll a r o u n d

0.00 0.00 0.00 film thickness of 75 to 150 um (3.0 to 6.0 mils)

6) Shop prime with one coat of inorganic, zinc rich primer at a dry construction tolerance.

be vertical within applicable AASHTO/AWS fabrication and

5) Under full dead load, beam end and all bearing stiffeners, will drilling holes or welding to the girders will not be allowed.

4) Transportation, erection and construction methods that require stiffeners perpendicular to girder flanges.

must be fabricated along the bridge grade. Fabricate transverse

3) All dimensions shown are either horizontal or vertical. Girders welds, then shear connectors to top flanges.

to web or flange welds, bearing stiffener to web or flange web splices, flange to web welds, transverse web stiffener

2) The following welding sequence shall be followed: flange and to web welds shall be made by fully automatic procedures.

1) Unless otherwise permitted by the CO, all longitudinal flange

(typ.)

both sides (typ.)

No Scale

CAMBER DIAGRAM

Top Flange

Shear Connectors

End of Gdr.

End of Gdr.

2’-6"

1" = 10’-0"

GIRDER LAYOUT AND DETAILS

" x 16"4

1PL 1

2’-1"

" x 72" web8

" x 16"4

1PL 1

76 spa. @ 1’-3" = 95’-0"

" x 72" web8

" x 16"2

1PL 1

100’-0"

9"

6" 23 spa. @ 1’-2" = 26’-10"

30’-7"

" x 16"2

1PL 1

30’-7"

6"9"

" x 72" web8

2’-6" 23 spa. @ 1’-2" = 26’-10"

" x 16"4

1PL 1

2’-1"

22’-3"

2’-1" for weld details.

See RG2899-xx

Detail A

2’-1"

22’-3"

13’-3" 9’-0" girder weld details.

See RG2899-xx for

See Detail C for weld details.

See RG2899-xx

Detail B

See RG2899-xx for details.

Abutment diaph. (typ.) See RG2899-xx.

Bolted Field Splice (typ.), Girder Length = 161’-2"

5 spa. @ 22’-6" = 112’-6"

LC Brg.

No Scale

Brg. Stiff.

DETAIL A

3"

Abut. jacking stiff.

stud

" x 7"4

3PL

" x 7"4

3PL

" web8

2’-1" 2’-6"

" web8

" web8

1.157 1.584 1.853 1.949 1.857 1.586 1.157 0.616

1.807 3.396 4.646 5.437 5.717 5.447 4.652 3.396 1.807

0.616

0.341 0.641 0.876 1.026 1.079 1.028 0.878 0.641 0.341

2.764 5.194 7.106 8.316 8.745 8.332 7.116 5.194 2.764

2.75 1.68 0.87 0.33 0.04 0.00

Stud spacing

10" = 5’-0"

6 spa. @

C Bolted Field SpliceL

(Phase 1 Shown, Phase 2 Similar)

" = 157’-0" 32 1310 spa. @ 15’-8

4.09

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

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

C Gdr.L

Field bend

1"

7"

2’-2"

AT MIDSPANAT ENDS

TYPICAL GIRDER SECTIONS

4’-0"

6" 5" 5" 6"5"5"

"2 11’-8

2"

"2 s p a

2"

5 spa. @ 4" = 1’-8"

17 spa. @ 6" = 8’-6"

10’-10"

GIRDER END ELEVATION

SECTION C-C

A

A B

B

GIRDER ELEVATION

Scales:

" = 1’-0" vertical8

" = 1’-0" horizontal16

80’-7"

10’-10" for stirrup spacing See Girder End Elevation

L

TYPICAL GIRDER SECTIONS

SECTION B-B

STEEL PLATE

"4 1" x 2

1" x 242

4"

" DIA.4

34" x

WELD STUDS

DETAIL A

Concrete Cu. Yds.

Lbs.Reinf. Steel

Lin. Ft.

PRESTRESSED GIRDER ESTIMATE

ITEM UNIT QUANTITY

and for information only.

Note: Quantities shown are for one girder only, #3GE

#4GE

#4GE1

85" BULB TEE GIRDER

9"6"

9" 1’-0"20 spa. @ 1’-0" = 20’-0" 36 spa. @ 1’-4" = 48’-0"

20 spa. @ 1’-0" = 20’-0" s p a h o le s ty p e n d s

2 - #5GE1, #4GE2 & #4GE4

G

E

#4GE4

#4GE2 &

2 - #5GE1,

ty p

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

s p a

C concrete diaphragm only

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

(12 tot.)

(4 tot.)

Symmetrical about C of span

66’-6" 14’-7"

3" 4"

2’-1"

C 1" holesL

C Brg.L

#4GE4

#4GE7

#4GE5

" chamfer (typ.)4

3 #5GE6

#4GE2

#3GE8

#5GE1

#4GE7

#4GE2

#5GE6

#4GE3

#4GE4

2" 2"

11 spa. @ 2"

= 1’-10"

VIEW A-A

s p a

(48 tot.)

2" 2"

= 10"

@ 2"

5 spa.

= 10"

@ 2"

5 spa.

1"

(bundled) strands

C Gdr.LC Gdr.L

37.0

NOTES

3. The girder shown is an Idaho 85" Bulb Tee Prestressed Girder.

2. All longitudinal dimensions shown in elevation view are along C Gdr.

prestressing and shrinkage.

" longer than shown to allow for shortening due to 4

31. Cast girders

L

UNLESS NOTED

" = 1’-0"4 ends as shown, at both strands and bend

Extend 12 circled

(bundled) strands

C .G o f h a r p e d s tr a n d s

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

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

7.

6.

5.

4.

3.

2.

1.

NOTES:

Bottom flange

C Gdr.L

"16 5(typ.)

Sides only pad, see detail.

Elastomeric bearing

L

"16

C Brg

SECTION B-B

Pad, see detail.

Elastomeric Bearing

Sole plate

Sole plate

C Gdr.

pad, see detail.

Elastomeric bearing

C Brg.

L

L

B

A

B

A

C Brg.

all around

C Gdr.

Brg. stiffeners

Girder web

Bott. flange

ELASTOMERIC PAD DETAIL

n o m

L

L

BEARING PLAN

" clr.4

"2 11 "2

SECTION A-A

(8 Req’d)

NONE

(STEEL GIRDERS)

ABUTMENT BEARINGS

" x 17" x 20"2

Sole plate

1’-8"

1’-5"

1’-5"

"2 18 "2

"4 12 elastomeric layer (top & bott.) @

"16 9and 4 elastomeric inner layers @

(5 per pad) securely to pad steel shim moulded

0.0747" (14 gauge)

7" 7"

1’-5"

"2 18 "2

1’-8"

" x 16""2

Live load = 95 Kips (no impact)

Dead load = 150 Kips

Abutment design service loads per bearing:

permanent and be visible after the bearing is installed.

shall include the bearing location on the bridg. All marks shall be

All bearings shall be marked prior to shipping. The marks field welding. Temperature of the steel to elastomeric pads during

Submit to CO for approval the procedures to prevent heat damage plate.

The elastomeric pad shall be vulcanized to bottom surface of sole

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

to AASHTO M251 with 60 Durometer hardness, elastomer

Steel reinforced elastomeric bearing pad shall conform

50. Sole plates shall be galvanized after fabrication.

All structural steel plates shall be AASHTO M270, Grade

" x 16"2

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g b e a r in g .d g all around o m

Bearing pad

@ C Gdr.

C Brg.

Stationing

L

L

REINFORCED ELASTOMERIC BEARING PAD DETAIL

" cl.8

NOTES:

6.

5.

4.

3.

2.

1.

PLAN

ELEVATION

Match girder chamfer

BEARING PLATE DETAIL

273035

2’-0"

C Brg.L

60 Durometer hardness

C Gdr.L

(16 Req’d)

2’-2"

Live load = 95 Kips.

Dead load = 240 Kips

Abutment design service loads per bearing:

be permanent and be visible after the bearing is installed.

direction arrow that points ahead station. All marks shall shall include the bearing location on the bridge, and a

All bearings shall be marked prior to shipping. The marks

Sole plate shall be galvanized.

surface of sole plate.

Vulcanize the elastomeric bearing pad to bottom

Grade 3 or higher.

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

1’-0"1’-0"

(16 Req’d)

DL defl.

deck machine screed rails

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

Deck forms before placement of deck and diaphragm concrete.

Final position of deck ty p

CC

LC Brg.

X X

C SpanL DL deflection due to placement of deck and

C Gdr.

Estimated girder

L

Dead load deflection equation:

X

Where DL defl. = deflection, in inches, of girder at any point, caused by the weight of deck and diaphragm, and x = distance, in inches, measured from C Span.

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

"2 11 "2

") as shown in the diagram.4 1to the deck and diaphragms placement ( 3

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

DL defl. = 3.25 -

10" 10"3" 3"

"2 1= 6 deck & diaph. concrete camber at erection before placement of

NONE

"4 1diaphragm concrete = 3

" 1

" (typ.)2

1’-0"

D e c k

(@ L Brg.@ L Gdr.)

Abut 2 5" Fillet

Abut 1 9" Fillet

Bearing plate

BEARING - GIRDER DETAIL

and 4 inner layers @ 0.55"

" (top and bott.) 4 12 elastomeric layers @ to pad. (5 per pad)

0.0747" (14 gauge) steel shim moulded securely

(P/S GIRDERS)

BEARING DETAILSPRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g b e a r in g .d g

8 spa. @ 3" = 24"2" 2"2"2"

C SpliceL

6.

5.

4.

3.

2.

1.

" unless noted otherwise.16 15Hole size shall be the requirements of AASHTO M164, Type 1

(ASTM A325, Type 1).

Bolt threads are excluded in shear planes.

All plates shall conform to AASHTO M270, Grade

50 (ASTM A709, Grade 50).

All horizontal dimensions are measured along C of girder.

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

No Scale

Officer.

girder direction in accordance with Section 3.6.3.

minimum, be ground flush by grinding parallel to the longit.

Butt joints of bottom flanges and web plate shall, as a

See ANSI/AASHTO/AWS DI.5 Section 2.9 and Section 9.20.1.

2.

2 -PL 1" x 7" x 56" splice plates for web and flange

Req’d. rolling direction

C SpliceL

C SpliceL not shown in this detail.

Note: Shear Connectors are

C Gdr.L

G

G G

G or Back gouge

Cope (typ.), see detail.

Web

See Weld Table stiffener (place on both sides of int. gdrs. at intermediate diaphragms).

See Weld Table

TRANSVERSE STIFFENER BEARING STIFFENER

TOP FLANGE

WEB

TYPICAL WELDED FLANGE AND WEB SPLICE

GIRDER WELD DETAIL

NOTES:

BOLTED FIELD SPLICE

NOTES:

BOTTOM FLANGE

" Gap (max.)4

" x 16"2

1PL 1

" x 6" Transverse8

5PL

L

Locations of welded splices shall be approved by the Contracting

" thick web (typ.)16

PL 1" x 16" x 56"

8 spa. @ 3" = 24"

NOTE:

No Scale

"tw"

"x" y

"x"

(typ.)

Typ. (See Note)

Bearing stiffener

Web

See Weld Table

" or less4 part joined

Thickness of thickest

"4

1"y" =

"8

1"x" =

"2

"4 3over tw n o t to e x c e e d i n m a x tw m in stiffeners top & bottom as shown above.

Note: Cope all transverse & bearing

Stiffener

"x"

Flange

Bearing stiffener to web & top flange welds

Transverse stiffener to web & flange welds

Flange-to-web welds

Bearing stiffeners shall be milled to bear against the bottom fillet weld in accordance with "Stiffener Cope and Weld Detail."

"16

"4

Min. fillet weld sizes

STIFFENER COPE AND WELD DETAIL

MINIMUM REQ’D. FILLET WELDS FOR:

"16 5flange and fillet welded to the bottom flange with an

" = 1’-0"2

FIELD SPLICE AND STIFFENERS

2" 2" 2" 2"7 spa. @ 3" = 1’-9" 7 spa. @ 3" = 1’-9"

PL 1" x 16" x 50"

" x 16"4

1PL 1

" X 7" X 50"4

32-PL

2"2" 3" 3" 3" 2"3" 3" 3"2"

" x 26" x 67"2

12 -PL

s p a

" x 16"4

1PL 1

" x 7"4

3PL

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g f ie ld s p li c e .d g of diaphragm gusset plates or connection plates.

Provide standard oversize holes in one ply only

3.

2.

1.

the requirements of AASHTO M164, Type 1

(ASTM A325, Type 1).

All plates shall conform to AASHTO M270, Grade

50 (ASTM A709, Grade 50).

No Scale crossframe connections

Typical weld detail for connection plates not shown.

Note: Adjacent diaphragm and

NOTES:

DETAIL A

1" = 1’-0"

DIAPHRAGMS

L ty p ty p ty p

C Exterior gdr.

INTERMEDIATE DIAPHRAGM

8’-10"8’-10"

" gusset PL (typ.)2

L 5" x 5" x 12" (typ.)

C Interior gdr.L s p a ty p ty p ty p

1’-2"

2" (typ.)

L 4" x 4" x 12" (typ.)

C Interior gdr.L

C Interior gdr.

s p a ty p ty p ty p

1’-2"

2" (typ.)

L 4" x 4" x 12" (typ.)

C Interior gdr.L L

ABUTMENT DIAPHRAGM

connection plate (typ.)

" x 6" 4

3PL

See Detail A

(typ.)

"4

(typ.)

(min.)

5"

(typ.)

"4

8’-10"

(typ.)

"4

"4 m in

" (typ.)8 5L 6" x 6" x

" Fill PL (typ.)2

1"

(min.)

m in .) " Fill PL (typ.)2

" (typ.)8 5L 6" x 6" x

1"

(min.)

L 5" x 5" x 12" (typ.)

" x 7" bearing stiffener (typ.)4

3PL

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g in te r d ia .d g

" = 1’-0"16

2"

2"

3"

3"161 spa. @ 6" = 80’-6", #5SE (bott.)

162 spa. @ 6" = 81’-0", #5SE (top)

C BridgeL

C Gdr. AL

C Gdr. BL

C Gdr. CL

C Gdr. DL

Symmetrical about C spanL

Const. Jt

PHASE 1 DECK PLAN

PHASE 1 TYPICAL SECTION

" = 1’-0"2 1Scale:

9"11 spa. @ 8" = 7’-4"9"

(typ. bott. reinf. btwn. gdr.)

C Gdr. AL C Gdr. BL

C Gdr. CL C Gdr. DL

T o p l o n g it u d in a l a n d t r a n s v e r s e r e in fo r c e m e n t s h o w n

"2 13’-10 8’-10" 8’-10" 8’-10"

6"

T

No Scale thru joint (typ.)

reinforcing continuous

Longitudinal slab

JOINT

CONSTRUCTION

TRANSVERSE SLAB

" 4

T

69’-7"

6" c l.

c l.

4’-6"

2%

" drip groove4

" Thread2

1" Dia. ASTM

A-307 bolt

1’-6"

ANCHOR BOLT

DIAPHRAGM

No Scale

5"9"

2" (typ.)

29 spa. @ 1’-0" = 29’-0", #5SE ty p

#4DE104

#6DE105

#4DE101

#4DE102

#4DE100

#6DE103

9" e q s p a

D E

" cl.2

(typ.)

SECTION A-A

" = 1’-0"2 1Scale:

Closure Pour

P/S GIRDERS

TYPICAL SECTION PHASE 1

DECK PLAN AND

p o u r

C lo s u r e

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g d e c k c o n c .d g n

RG2899 - RYAN WEHNER

PHASE 2 TYPICAL SECTION

" = 1’-0"2 1Scale:

9"11 spa. @ 8" = 7’-4"9"

(typ. bott. reinf. btwn. gdr.)

C Gdr. EL C Gdr. FL C Gdr. GL C Gdr. HL

C Rdwy.L

Const. Jt

Symmetrical about C span

162 spa. @ 6" = 81’-0", #5SE (top)

L

2"

T o p l o n g it u d in a l a n d t r a n s v e r s e r e in fo r c e m e n t s h o w n

C Bridge

C Rwdy.

L

L

Sta. 17+94.80

Begin Bridge @ C Rdwy.L

C Gdr. DL

C Gdr. EL

C Gdr. FL

C Gdr. GL

C Gdr. HL

C Gdr. DL

PHASE 2 DECK PLAN

" = 1’-0"16

8’-10"8’-10"8’-10"8’-10" "2 13’-10

C Brdg.L c l.

c l.

69’-7"

4’-6"

2% 2%

" drip groove4

3"161 spa. @ 6" = 80’-6", #5SE (bott.)

3"

2"

3" 5" 9" 3"

33 spa. @ 1’-0" = 33’-0", #5SE ty p

#4DE204

#6DE205

#4DE201

e q s p a

#4DE202

#4DE200

#6DE203

D E

" cl.2

(typ.)

9"

SECTION A-A

" = 1’-0"2 1Scale:

T

No Scale thru joint (typ.)

reinforcing continuous

Longitudinal slab

JOINT

CONSTRUCTION

TRANSVERSE SLAB

" 4

T

4 spa. @ 1’-0"

= 4’-0"

3"

Closure Pour

P/S GIRDERS

TYPICAL SECTION PHASE 2

DECK PLAN AND

p o u r

C lo s u r e

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g d e c k c o n c .d g n

RG2899 - RYAN WEHNER

PHASE 1 TYPICAL SECTION

" = 1’-0"2 1Scale:

9"11 spa. @ 8" = 7’-4"9"

(typ. bott. reinf. btwn. gdr.)

C Gdr. AL C Gdr. BL

C Gdr. CL C Gdr. DL

"2 13’-10 8’-10" 8’-10" 8’-10"

6"

T

No Scale thru joint (typ.)

reinforcing continuous

Longitudinal slab

JOINT

CONSTRUCTION

TRANSVERSE SLAB

" 4

T

69’-7"

6" c l.

c l.

2%

" drip groove4

5"9"

2" (typ.)

29 spa. @ 1’-0" = 29’-0", #5SE

STEEL GIRDERS

TYPICAL SECTION PHASE 1

DECK PLAN AND

4’-6"

Closure Pour

2"

2"

3"

3"161 spa. @ 6" = 80’-6", #5SE (bott.)

162 spa. @ 6" = 81’-0", #5SE (top)

C BridgeL

C Gdr. AL

C Gdr. BL

C Gdr. CL

C Gdr. DL

Symmetrical about C spanL

Const. Jt

PHASE 1 DECK PLAN

T o p l o n g it u d in a l a n d t r a n s v e r s e r e in fo r c e m e n t s h o w n p o u r

C lo s u r e

DETAIL A

16"

No Scale

See Detail A

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g d e c k s te e l.

d g

PHASE 2 TYPICAL SECTION

" = 1’-0"2 1Scale:

9"11 spa. @ 8" = 7’-4"9"

(typ. bott. reinf. btwn. gdr.)

C Gdr. EL C Gdr. FL C Gdr. GL C Gdr. HL

C Rdwy.L

C Gdr. DL

" = 1’-0"16

8’-10"8’-10"8’-10"8’-10" "2 13’-10

C Brdg.L c l.

c l.

69’-7"

2’-6"

Closure Pour

2% 2%

" drip groove4

5" 9"

STEEL GIRDERS

TYPICAL SECTION PHASE 2

DECK PLAN AND

33 spa. @ 1’-0" = 33’-0", #5SE 3"3"

4 spa. @ 1’-0"

= 4’-0"

3"

Const. Jt

Symmetrical about C span

162 spa. @ 6" = 81’-0", #5SE (top)

L

2"

T o p l o n g it u d in a l a n d t r a n s v e r s e r e in fo r c e m e n t s h o w n

C Bridge

C Rwdy.

L

L

Sta. 17+94.80

Begin Bridge @ C Rdwy.L

C Gdr. DL

C Gdr. EL

C Gdr. FL

C Gdr. GL

C Gdr. HL

PHASE 2 DECK PLAN

3"161 spa. @ 6" = 80’-6", #5SE (bott.)

3"

2" p o u r

C lo s u r e

DETAIL A

16"

No Scale

See Detail A

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g d e c k s te e l.

d g

C Bridge

C Rwdy.

L

L

3" 3"

SECTION A-A

" = 1’-0"4

1Scale:

Cl.

grading B or C.

6" Aggregate Base

3" Cl.

3" Cl.

Measured along C Rdwy.L

Fillet

3"x 3"

#6ASE2 (8 tot.)

"2 expansion joint filler

" Preformed 2

20’-0" Approach Slab

19 eq. spa., #5ASE1 (top. & bott.)

See Detail C.

SECTION C-C

No Scale

Sleeper Beam Detail

3’-0"

1’-0"

" radius.2

Round corner to

SECTION B-B

No Scale

A p p r o a c h S la b e q s p a

A

S E

Begin or End Bridge

#5ASE1 (top & bott.)(typ.)

#5ASE2 (8 tot.)

Wingwall

20’-0" Approach Slab

Begin or End

#5ASE6 (typ. Sleeper Beam)

(typ. Sleeper Beam)

#5ASE5 spa. w/#5ASE6

Edge of Parapet (typ.)

Wingwall

PLAN

(Abut. 1 Approach Slab shown, Abut. 2 Approach Slab similar)

End Approach Slab of endwall

Back face of felt roofing paper

30 lb. double layer

Detail "D"See

End Bridge

Begin or

#5ASE6

Sleeper Beam

#7ASE4

for spacing.

#6EE6, see RG2804-G

#5ASE3

10 mil Polyethylene Sheeting e q s p a

A

S E to p o f s la b e q s p a

A

S E s le e p e r o f s la b

Wingwall joint material

Preformed expansion

. E DetailSee Approach slab

2.0% grading B or C

6’’ Aggregate base

Level Roughened Surface

JOINT DESIGN MOVEMENTS

Sleeper Beam

No Scale

COMPRESSION SEAL DETAIL

from median

" edger (typ.)2 1Use

See note 4.

with structure temperature.

Installation width varies

Approach Slab

Compression Seal construction.

Verify prior to slab with manufacturer.

seal height varies

Fully compressed

" closing (temp. rise)2

" opening (temp. fall)4 joint filler

1" flexible cellular

" total opening4

COMPRESSION SEAL NOTES:

approach slab and sleeper beam construction.

proper joint width at time of installation to CO prior to instructions for seal installation, and method of assuring width & height information, detailed set of manufactures

5. Submit seal certification of conformance, installation structure at time of installation.

installation width for the actual temperature of the of the structure. Verify with the seal manufacturer the

4. Installation joint widths will vary with the temperature

3. Seals shall conform to the requirements of ASTM D3542.

demonstrate by test the specified joint design movements.

2. Compression seals submitted for approval must material.

data to CO for review and approval prior to ordering

1. Submit compression seal type, details and technical w/#5ASE6

#5ASE5 spa.

Seal Detail

See Compression

DETAIL "D"

cellular joint filler

2" deep poured flexible

No Scale

"4

Begin or End Bridge

Approach Slab

Endwall

Preformed expansion joint material

B

B

A A

(ABUTMENT 1)

APPROACH SLABPRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g a p p r o a c h s la b .d g

2" 5"5" 5" 5 spa. @ 4"

= 1’-8"

5" 6"5" 6"

2"

2’-3" 5’-5" 1’-6"5’-5"5’-5" 3’-10"

C PostL

Approach slab

Bridge Deck

5"5"

Begin/End Approach Slab

Begin/End Bridge

Pay Length for Bridge Railing = 202’-4"

2’-3" 2’-3"3 spa. @ 5’-5" = 16’-3" 3 spa. @ 5’-5" = 16’-3"

" = 1’-0"4 3Scale:

Begin Bridge End Bridge

" = 1’-0"4 1Scale:

" (typ.)16 3HSS 2x2x

C Rail spliceL

B

B

PARAPET REINFORCEMENT SPACING DETAIL

See Detail A

AS NOTED

#4RE1 (b.f.)

#4RE2 (b.f.)

#4RE3 (b.f.)#4RE5 (b.f.)

19 eq. spa. = 14’-3" #4RE4 & #5RE7 (b.f.)

C PostL C PostL C PostL

#4RE4 (typ.)A

A

31 spa. @ 5’-4" = 28’-8"

20’-0" 162’-4" 20’-0" see detail

Dummy Joint (typ.)

BRIDGE RAILING (1 OF 2)

RAIL ELEVATION

10" 10"

#4RE6 (b.f.) (typ.)

#5RE7 (b.f.) (typ.)

#4RE6 (b.f.) (typ.)

#5RE7 (b.f.) (typ.)

#4RE8 (b.f.) (typ.)

#5RE9 (b.f.) (typ.)

192 spa @ 10" = 160’-0", #4RE4 & #4RE9

#4RE10 (b.f.)

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

-J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g r a il

A .d g

Scale: 1" = 1’-0"

1’-2" 4" 4"

Scale: 1" = 1’-0"

THRIE BEAM CONNECTION DETAIL

"4 3 "4

"4

DUMMY JOINT DETAIL

No Scale

(Typical @ both sides of parapet)

2’-3"

1" 6"

"16

"16

"16 typ.

G

G typ.

typ.

Round edges

3C L

3C L

" blockout2 1" x 32 plate

Rail retainer

Scale: 1" = 1’-0"

DETAIL A

" (typ.)16 3HSS 2x2x

5&

Threaded inserts

’-0

R

1’-5"

"4 11 "4

"2

4"

10" "4 16"4 machine screws

" Ø8 3tube for holes in splice

Drill & tap 2"16 3"x2

1"x12

1HSS 3

Splice tube -

"16 3HSS 4"x2"x

" Slot2

"4

" Slot2 1" X 416

C

C

"4

4" "2

C TubeL

1’-5"

"2 174""2

SECTION D-D

PLAN

INSERT DETAILS

18 - 8 stainless steel screw with lockwasher

" - 16 UNC round head8

" Ø machine screws8 in splice tube for

Drill & tap 2 holes

" plate4 1or fabricate from

"16 3"x2

1"x12 1Splice tube - HSS 3

"16 3HSS 4"x2"x

"16 3"x2

1"x12

1HSS 3

stainless steel lockwasher 18 - 8 head screw with

" - 16 UNC round8

D

D

SECTION C-C

TUBE SPLICE DETAILS

Scale: 3" = 1’-0"

4"x2" tubes as shown, 2"x2" tubes similar

"16 3HSS 4x 2 x

"16 3HSS 2 x 2 x

Grout after setting posts

Blockout

"2 1" x 32

SECTION B-B

Scale: 1" = 1’-0"

7"7"

"16 after fabrication

" clearance16 1plate with

"16 3End tube splice

L threaded inserts &

11C

RAIL RETAINER PLATE

" = 1’-0"2 1Scale: 1 s p a

R E b .f

" cl. (typ.)2

9"

#4RE5

#5RE7

SECTION A-A

Scale: 3" = 1’-0"

Approach Slab

ISOMETRIC

No Scale

(Guard Wall with Thrie Beam Connection)

AS NOTED

BRIDGE RAILING (2 OF 2)

skilled workmen experienced in this type of worked.

railings and architectural metal work and shall be erected by

11. The railing shall be fabricated in a plant experienced in producing

ITD Standard Specifications.

current edition of AASHTO Specifications for Highway Bridges and

10. Fabrication and erection of the railing shall conform with the

Fabrication and Erection with the powder coating manufacturer’s written instructions.

9. Scratches, pits, and other defects shall be repaired in accordance submitted for approval.

surfaces and application process of the powder coating shall be

8. Powder coating shop procedures for preparation of the galvanized

595 number xxx. A color sample shall be submitted for approval.

minimum thickness of 2 mils. The color shall be federal standard

7. The railing system shall be powder coated after galvanizing with a sharp edges, or other surface defects.

6. All galvanized surfaces shall be free of fins, abrasions, rough or adherence of the zinc.

to remove all slag or other material that would interfere with the

5. All welded areas shall be thoroughly cleaned prior to galvanizing with ASTM A-123 and ASTM A-385.

4. All steel parts shall be galvanized after fabrication in accordance

Galvanizing/Powder Coating grade 36.

3. Structural steel plates and sleeves shall conform with AASHTO M270

ASTM A501.

2. Structural steel tubing shall conform with ASTM A-500 grade b or designation A-153.

grade 36 and are to be galvanized in accordance with A.S.T.M.

1. Anchor bolts, nuts and washers shall conform with A.S.T.M. F-1554

Materials refer to the alternate pedestrian / bicycle rail special provision.

b221, alloy 6005-t5.

additional cost to the state. aluminum railing shall conform to astm and design criteria of the steel rail may be substituted, at no

20. An alternate aluminum rail that generally conforms to the geometry alternate aluminum railing the plans, complete in place.

construction of the concrete parapet and metal railing as shown on consist of furnishing all material and labor necessary for the

19. The bid item "combination pedestrian/bicycle & traffic railing" shall method of measurement non-shrink grout as specified in subsection 506.03 paragraph h.

blockouts shall be grouted using type b class 1 non-metallic

18. After the railing is in place and the posts are set plumb, the post drawings.

17. Alternate splice details may be submitted for approval on the shop section and shall be spliced as detailed.

joint in a rail length shall be located at the same position in the preferably three or more. railing system shall be continuous. each

16. Each rail section shall be attached to a minimum of two posts, but face and not on the top surface of the horizontal tube.

on the shop drawings. vent holes shall be drilled away from traffic

15. Vent holes for galvanizing shall be provided as required and shown ends shall be true, smooth and free from burrs or ragged edges.

14. All ends of tube sections at splices shall be sawed or milled. cut

13. All posts shall be plumb.

the shop drawings.

furnish the engineer a 22" x 34" reproducible 3 mil mylar copy of be clearly specified. before project completion, the contractor shall fabrication including an erection diagram. materials being used shall section 504 and shall include complete dimensions and details of

12. Shop drawings shall be submitted to the engineer in accordance with will be determined by the contractor and approved by the engineer.

and load deflection of the superstructure. the amount of adjustment

7. Height of parapet shall be adjusted to compensate for the camber accordance with subsection 502.03.

6. The concrete surface of the parapet shall be water cured in placement.

5. Parapet placement shall follow the same sequence as the deck on the plans, complete in place.

construction of the concrete parapet and metal railing as shown shall consist of furnishing all material and labor necessary for the

4. The bid item "combination pedestrian/bicycle & traffic railing" according to subsection 502.03 part i of the standard specifications.

3. both faces of parapet shall receive a rubbed surface finish, with subsection 708.02.

2. All parapet reinforcing bars shall be epoxy coated in accordance

1. Concrete for parapet shall be concrete class 40a.

NOTES

PRE

LIM

INARY

NOT

FOR

CO

NST

STATE

ID

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DAVEY’S BRIDGE

PROJECT TEAM LEADER

1- J u l-

:4

P

M N

F id

L R

G C

A e s D

G N

F il e s r g r a il

A .d g