Plan_Sheets.pdf

D

N

L

T = 39.62'

Curve = CONVICT-20

PI 116+77.22

R = 250.00'

L = 78.58'

C Rdwy.

F lo w

7,575

7,580

7,585

7,590

7,595

7,600

Drawing No. Description

BRIDGE DRAWING INDEX

RG2995-A

RG2995-B GENERAL NOTES

PLAN AND ELEVATION

PLAN AND ELEVATION

ELEVATION

PLAN

1" = 10'-0"

Length of New Pedestrian Bridge = 46'-3"

Lines Utility

Existing

Offset 16'-3" Lt.

El. 7593.42

Sta. 117+87.15 Begin Bridge

Offset 16'-3" Lt.

El. 7593.64

Sta. 118+33.40 End Bridge

L

L

L

Approximate existing ground @ C Rdwy.

A1G. MAY

P T

.4

Pedestrian Bridge Slab Girder

Prestressed concrete

Abut. 1 Abut. 2

El. 7586.63

RG2995-L

RG2995-M

RG2995-D

RG2995-E

RG2995-F

RG2995-H

RG2995-I

Existing Convict Lake

Outlet Bridge DeckExisting concrete sidewalk slab panel

Length of Retrofit = 23'-9"

Remove existing abutment

See Rdwy. Plans for sidewalk details

Approximate existing ground @ 16'-3" Lt. of C Rdwy.

FOUNDATION PLANRG2995-C

See RG2995-M

Retrofit existing steel pedestrian rail.

"4 38'-1 "4

110'-7

El. 7586.41

4'-0" 11 spa. @ 4'-0" = 44'-0"

C New Pedestrian

Bridge

11 spa. @ 4'-0" = 44'-0" "2 11'-1

Existing Convict Lake

Outlet Bridge Deck

"2 11'-1"2

12'-10 "2 11'-1

"2 12'-10

"4 11'-3

3'-23 4"

ABUTMENT 1

ABUTMENT 2

RG2995-J

RG2995-K

RG2995-N

PEDESTRIAN RAIL RETROFIT

P/S SLAB DETAILS

P/S SLAB SECTIONS

P/S SLAB ELEVATION

RG2995-G

ABUTMENT 1 WINGWALL

ABUTMENT 2 WINGWALL

"4 11'-3

Rail Post spa.

Rail Post spa.

"2 11'-1

2 eq. spa. @

TYPICAL SECTION

FIX

EXP

S1 handrail steel pedestrian cable

Pedestrian Bridge railing, Modified Oregon DOT

+0.476 %

PEDESTRIAN RAIL

Remove existing abutment

RG2995-O

REBAR LIST (1 OF 2)

REBAR LIST (2 OF 2)

Existing timber pedestrian bridge concrete pier wall to remain in place (typ.)

El. 7590.70± El. 7590.70±

SHEET

NO.

PROJECTSTATE

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWING

PROJECT TEAM LEADERSCALE

CHECKED BY

DRAWN BYDESIGNED BY

REVISIONS

BY

DATENO.

N

C A c r s (1

B r id g e R

G C

A

F il e s D

G N

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

CA

RG2995-

COUNTY RD. 2018

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

MONO COUNTY, CALIFORNIA

INYO NATIONAL FOREST

CONVICT CREEK PEDESTRIAN BRIDGE

BONNIE KLAMERUS MARCH 2015 of G. MAYD. GERMANI 15

GENERAL NOTES:

s

DS

PGA s a v

GENERAL NOTES

Item

ESTIMATE NOTES:

Quantity: Unit:Item No. Notes:

ESTIMATE

(1)

LPSMRemoval of Bridge

Structural Backfill CUYD

CUYD

20304-2000

20803-0000

55302-0200

55401-1000

NONE

S2

2 B eq

(3)

60101-0000

D. GERMANI

93 LNFT

LB

LNFT

(1)(2)

(1)

G. MAY

All Req'd

Precast, prestressed concrete slabs, 36" non-voided

55601-0900 112 LNFT

61901-0550 Fence, Barb-less Wire 214 (1)(4)

(1) eq

20801-0000 50 CUYD (1)Structure Excavation

(1)

(4)

(3)

(2)

(1)

R

Reinforcing steel

Bridge Railing, steel (Pedestrian)

D1 foot of steel cable.

Includes retrofit of south side concrete sidewalk slab steel pedestrian railing measured by the linear

Includes removal of existing timber pedestrian bridge and concrete abutments as shown on plans.

embedments, lifting eyelets , and other materials required for the manufacture and erection of the girder.

Includes cost of structural concrete, epoxy coated reinforcing steel, prestressing steel, bearing pads, Contract Quantity

Concrete design compressive strength, f'c = 7500 psi and an initial strength f'ci = 6000 psi.

Concrete for prestressed concrete beams shall be Class P or Class P(AE), with a minimum 28-day

PRESTRESSED CONCRETE BEAMS:

per strand.

at which load f'si = 0.75(f's) = 202,500 psi. The final estimated effective prestress force is 39,300 lbs.

strand conforming to AASHTO M203. Each strand shall be pretensioned to a total load of 43,900 lbs.

PRESTRESSING STEEL:

steel shall be epoxy coated in the slab beams.

concrete cover to the face of any bar shall be 2", unless noted otherwise on the plans. All reinforcing

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

REINFORCING STEEL:

closed cell rubber. Expansion joint filler shall meet the requirement of AASHTO M213.

otherwise on the plans. Flexible cellular joint filler shall meet the requirements of AASHTO M153, ", unless noted 4 3All cement shall be low alkali cement. Chamfer exposed edges of all concrete compressive strength f'c = 4000 psi. All cast-in-place concrete shall be made with Type ll cement.

All cast-in-place concrete shall be minor concrete, with a minimum 28-day

CONCRETE:

The unfactored bearing resistance q = 4 kips per square foot.

The resultant of all loads is within the middle one half of footing width.

Concrete Abutments:

DESIGN CRITERIA:

the long period spectrum acceleration, S = 0.627 g. Site Class = D. Seismic Zone = 4.

acceleration, S = 1.404 g. Long period acceleration at 1.0 seconds (S = 0.476 g) modified by the Site Coefficient (F = 1.300) to give

Short period acceleration at 0.2 seconds (S = 1.404 g) modified by the Site Coefficient (F = 1.000) to give the short period spectrum

Peak Ground Acceleration (PGA = 0.575 g), modified by the Site Coefficient (F = 1.000) to give a spectrum acceleration, A = 0.575 g.

SEISMIC:

Snow - 119 lbs. per square foot

Pedestrian - 90 lbs. per square foot

LIVE LOAD:

For Wingwalls h = 2 feet.

LIVE LOAD SURCHARGE: Equivalent to a height of soil. For Abutments h = 3 feet.

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 36 lbs. per cubic foot.

LATERAL EARTH PRESSURE:

Soil: 130 lbs. per cubic foot.

Structural steel: 490 lbs. per cubic foot.

Concrete: 150 lbs. per cubic foot.

DEAD LOAD:

on Federal Highway Projects, FP-03 (U.S. customary units).

CONSTRUCTION: Federal Highway Administration Standard Specifications for Construction of Roads and Bridges

AASHTO LRFD SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, Second Edition, 2009.

DESIGN: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, Sixth Edition, 2012 with 2013 interim revisions.

SPECIFICATIONS:

FEDERAL HIGHWAY ADMINISTRATION

CHECKED BYDRAWN BYDESIGNED BYREVISIONS

N

C A c r s (1

B r id g e R

G C

A e s D

G N

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

CA

R. WEHNER

RG2995-

COUNTY RD. 2018

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

BONNIE KLAMERUS MARCH 2015 of 15

T = 39.62'

Curve = CONVICT-20

PI 116+77.22

R = 250.00'

L = 78.58'

P T

.4

Sta. 117+87.15

Begin Bridge

Sta. 117+87.90

C Brg. Abut. 1 L

Sta. 118+32.65

C Brg. Abut. 2 L

C New Pedestrian BridgeL

C Rdwy.L

44'-9" C to C BearingL L

Sta. 118+33.40

End Bridge

F lo w

FOUNDATION PLAN

C" = 1'-0"16 3 3

S3

Remove existing abutment

Sta. 118+44.00

End Wingwall

Sta. 117+79.00

End Wingwall

FOUNDATION PLAN

"4 34'-11 4'-8"

"4 17'-64'-7"

NOTES:

walls to remain in place (typ.)

Existing vehicle bridge abutment wall and footing

" expansion joint filler between2 1Place

Cast new footing against existing wall.

Remove existing abutment walls to remain in place (typ.)

Existing timber pedestrian bridge pier wall and footing

" expansion joint filler between2 1Place

Cast new footing against existing wall.

2. Construct new footings at the approximate elevations shown on sheet RG2995-A.

without disturbing existing utility lines.

Remove timber pedestrian bridge and excavate and construct new abutments to bottom of new footing elevation or if existing footings are encountered.

stemwalls when excavating for new abutments. Contact CO after excavating of existing pedestrian bridge pier walls/footings adjacent to new bridge

1. Abutment as-built drawings are not available. Contractor to verify depth

FEDERAL HIGHWAY ADMINISTRATION

N

C A c r s (1

B r id g e R

G 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

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

5 7

1'-1"

Other FaceFill Face

Fill Face

C Brg.L

L Other Face L

6'-1"

L

El. 7592.35

L

El. 7586.41

" = 1'-0"2

6'-1"

L

C Pedestrian Bridge

3'-1"3'-0"

1'-7"3'-0"1'-6"

See RG2995-I for details.

Elastomeric bearing pad (typ.).

"2

"4

9"1'-2"9" 4"

A

A

Sta. 117+87.15

Begin Bridge

ABUTMENT 1

1'-0" Fillet

C slab beam B C slab beam A

C Pedestrian Bridge

Girder spa.

C Pedestrian Bridge

D

S4

2" 5"

Other Face

Fill Face

SECTION A-A

#6F6

#4A7

STEMWALL ELEVATION

PLAN

FOOTING PLAN

117+87.15

Begin Bridge

Stemwall

Footing

(typ.)

#6F6 f.f.

#6A2 b.f.

#6A1 b.f. (typ.)

#6F3

#6F4

(typ.)

#4A7 o.f.

#6A6 f.f.

#6A2 or #6A3

#6A1 (typ.)

#6F3 (typ.)

#6F4 (typ.)

bars to fit

& #6A4

Trim #6A3

2'-4" 2'-8"

3'-2"1'-6"

4'-8"

(typ.)

#6F4 bott.

#6F3 top

2-#6A1 & #6A4

#6F11

(typ.)

#6F2 bott.

#6F1 top

#8A5 dowel

Existing timber bridge pier wallExisting vehicle bridge retaining wall

" Ø utility conduit2 1C Exist. 2

C Exist. 15" Ø utility conduitL

L

L

Ø utility conduit

" 2 1C Exist. 1

Ø utility conduit C Exist. 6" L

L

A b .f

A f il le t s p a

2" x 6" shear key

15" Ø utility conduit

Exist. timber bridge pier wall

9"9" stemwall bars in fillet

#6A4

2'-4" 3'-1" e q s p a s p a bearing seat) (typ.)

(Project 9" above

#8A5 dowel

2.

1.

NOTES:

9" sleeve

3" Ø galvanized

9"

C BearingL girder placement.

Grout sleeve after

3" ø galvanized sleeve.

(typ.)

#4F5 o.f.

#6F6 f.f.

#6A6

#4F5

#4A9 o.f.

#6A8 f.f.

"2

8"

1'-6"

C BearingL

1'-6"

ABBREVIATIONS:

b.f. = Both faces o.f. = Other face f.f. = Fill face3""2 1910""2

1119""2 111"2

3"2" 5" "2 111 "2

1910""2 1119""2

(typ.)

#4F5 0.f.

#6F12

(typ.)

#6F12 bott.

#6F11 top

El. 7590.70±

(typ.)

#6F10 bott.

#6F9 top dowel) (move to accommodate

" Ø utility conduit2 1C Exist. 1

"2

"4 12'-1

" expansion joint filler8

#8A5 dowel (typ.)

FIXED ABUTMENT 1 PIN

EXPANSION ABUTMENT 2 PIN

in stemwall)

#8A5 dowel (embed 2'-3" in stemwall)

#8A5 dowel (embed 2'-3" c lr existing structure and new concrete pours.

" expansion joint filler between 2 1Place reinforcement spacing to avoid conduits.

approximate. Adjust vertical stemwall disturbing conduits. Locations of conduits are construction. Form and set rebar without pier wall and are to remain in place during Utility conduits are supported on the existing

FEDERAL HIGHWAY ADMINISTRATION

N

C A c r s (1

B r id g e R

G C

A e s D

G N

F il e s r g a b u t.

d g n

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

"4 39'-7

ABUTMENT 1 WINGWALL

" = 1'-0"2

El. 7593.42 1'-1"

E

El. 7593.38

"4 38'-11'-6"

S5

2"2"

A

A 6'-1"

Fill Face Other Face

#5W4#4W3

#6F3

#6F4

SECTION A-A

"2 12'-10 4'-0" "4

11'-3

#4W3 o.f.

#5W4 f.f.

El. 7586.41

Footing

Wingwall rail post spa.

#4W2 b.f.

#4W1 b.f.

#4W2

A f il le ts

#4W1 (typ.)

(typ.)

bar fillet

#6A4 s p a

W b .f

B

B

1'-1"

3'-9"

Fill FaceOther Face

#5W4

#4W3

SECTION B-B

#6F1 (typ.)

#6F2 (typ.)

Footing

#4W1 (typ.)

#6F10 #6F2

#6F11 #6F1

WINGWALL ELEVATION

#4A7

#6A6

#4F5

jt. filler

1/2" thick exp.

jt. filler

1/2" thick exp.

See Roadway Plans for 4" thick concrete sidewalk

#4W2 See Roadway Plans for 4" thick concrete sidewalk

#4F7

#5F8

#4F7

#5F8

Wingwall rail posts)

#4W5 (typ. @

#4F7 o.f.

#5F8 f.f.

"4 35 "4

5" Ø blockout see RG2995-L for rail details

#4W5 c lr ty p

C RailL

#6F6

1'-0"2 spa @ 1'-0" 10"

=2'-0"

ABBREVIATIONS:

b.f. = Both faces o.f. = Other face f.f. = Fill face

#6F9

#6F12

"4 393 eq spa. = 3'-2"

8" (typ.)

Shear key

2" x 4"

Shear key

2" x 4"

FEDERAL HIGHWAY ADMINISTRATION

N

C A c r s (1

B r id g e R

G C

A e s D

G N

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

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

1'-1"

Other Face Fill Face

L L

C Brg.L

Fill Face

Other Face

L

El. 7586.63

6'-1"

L

" = 1'-0"2

A

Sta. 118+33.44

End Bridge

1'-7" 3'-0" 1'-6"

3'-1" 3'-0"

6'-1"

C Pedestrian Bridge

ABUTMENT 2

F

1'-0" Fillet

C Pedestrian Bridge

C slab beam A C slab beam B

Girder spa.

S6

L

"4

"4

"2 18 1'-2" "2

111"2 132'-0"

C Pedestrian Bridge

A

2"

"2

"2 1109" 9" 9" 1'-1" 1'-1"3"

Other Face

Fill Face

SECTION A-A

#6F6

#4F5

PLAN

STEMWALL ELEVATION

FOOTING PLAN

Stemwall

Footing

Sta. 118+33.40

End Bridge

(typ.)

#6F4 bott.

#6F3 top

(typ.)

#6F6 f.f.

#6A2 b.f.

#6A1 b.f. (typ.)

#6F3

#6F4

(typ.)

#4F5 o.f.

#6F6 f.f.

bars to fit

& #6A4

Trim #6A3

#6A2 or #6A3

#6A1 (typ.)

#6F4 (typ.)

#6F3 (typ.)

2'-6"2'-6" s p a

3" "2 110 1'-1"1'-1"9"9"9" 2"

"2

See RG2995-I for details.

pad (typ.).

Elastomeric bearing

3'-1" 1'-6"

4'-7"

#6F11

A b .f

A f il le t s p a

(typ.)

#6F2 bott.

#6F1 top s p a

#8A5 dowel

Existing vehicle bridge retaining wall

Existing timber bridge pier wall

2" x 6" shear key

15" Ø utility conduit

9"9" stemwall bars in fillet

#6A4

2'-6"3'-1"

C Exist. 15" Ø utility conduit

" Ø utility conduit2 1C Exist. 2

L

L

L

Ø utility conduit

" 2 1C Exist. 1 utility conduit C Exist. 6" Ø L

L

El. 7592.57 bearing seat) (typ.)

(Project 9" above

#8A5 dowel

#4A9 o.f.

#6A8 f.f.

#6A6

(typ.)

#4A7 o.f.

#6A6 f.f.

7590.70±

"2 19 "2

6"

#4A7

#6A4

2-#6A1 &

ABBREVIATIONS:

b.f. = Both faces o.f. = Other face f.f. = Fill face

(typ.)

#6F12 bott.

#6F11 top

#4F5

#6F12

(typ.)

#6F10 bott.

#6F9 top

2.

1.

NOTES:

existing structure and new concrete pours.

" expansion joint filler between 2 1Place reinforcement spacing to avoid conduits.

approximate. Adjust vertical stemwall disturbing conduits. Locations of conduits are construction. Form and set rebar without pier wall and are to remain in place during Utility conduits are supported on the existing dowel)

(move to accommodate

" Ø utility conduit2 1C Exist. 1

#8A5 dowel (typ.)

" expansion joint filler8 bridge pier wall

Exist. timber c lr

FEDERAL HIGHWAY ADMINISTRATION

N

C A c r s (1

B r id g e R

G C

A e s D

G N

F il e s r g a b u t.

d g n

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

ABUTMENT 2 WINGWALL

" = 1'-0"2

"4 112'-1

"4 110'-7 1'-6"

El. 7593.69 El. 7593.64

G7

S7

9 spa. @ 1'-0" = 9'-0"2" 7" 2""4

1'-1"

6'-1"

Fill Face Other Face

SECTION A-A

"2 12'-10"4

33'-2"4 33'-2"4

11'-3rail post spa.

#4W3 o.f.

#5W4 f.f.

El. 7586.63

#4W1 (typ.)

#4W3

Wingwall

#4W2 #4W2 b.f.

#4W1 b.f.

A f il le ts

B

B 3'-7"

Fill Face

SECTION B-B

#4W1 (typ.)

Wingwall

#4W2

Other Face s p a

W b .f

#4A7

#6A6 rail posts)

#4W5 (typ. @

#4F5

#4F7 o.f.

#5F8 f.f.

#5W4 w\#5F8 f.f. & #4W3 w\#4F7 o.f.

See Roadway Plans for 4" thick concrete sidewalk

jt. filler

1/2" thick exp.

#6F4 #6F2

#6F3 #6F11 #6F1

Footing c lr ty p

1'-1"

"4 35 "4

5" Ø blockout see RG2995-L for rail details

#4W5

jt. filler

1/2" thick exp.

See Roadway Plans for 4" thick concrete sidewalk

#5F8

#4F7

#5W4

#6F1 (typ.)

Footing

#6F2 (typ.)

#4F7

#5F8

#5W4

#4W3

#6F10

WINGWALL ELEVATION

C RailL

ABBREVIATIONS:

b.f. = Both faces o.f. = Other face f.f. = Fill face

#6F6 bar (typ.)

#6A4 fillet

#6F12

#6F9

8" (typ.)

Shear key

2" x 4"

Shear key

2" x 4"

FEDERAL HIGHWAY ADMINISTRATION

N

C A c r s (1

B r id g e R

G C

A e s D

G N

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

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

B

B

A

A

L

Length of Slab = 46'-3"

"2 123'-1"2

123'-1

END ELEVATION

"= 1'-0"4

3Scale:

L

4-#4GE2

(typ.)

Elevation.

See End

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

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

1'-6"55 spa. @ 9"= 41'-3", #5GE11'-6"

2" 6"

2 spa. @ 3"= 6"

P/S SLAB ELEVATION

" = 1'-0"2

Vert.: 1" = 1'-0"

" = 1'-0"2 1Scale Horiz.:

4"

"2 11'-1 "2

11'-111 spa. @ 4'-0" = 44'-0"

See RG2995-J for details.

See RG2995-J for details.

H8

S8

5" Ø rail post blockouts

2-#4GE2

#5GE1 #5GE1

#5GE1

2-#4GE3

#4GE4

for details

See RG2995-I & L

P/S SLAB ELEVATION

1'-9"

P/S SLAB NOTES:

Adjust bars as needed to avoid rail post blockouts.

Note: See RG2995-I for Section A-A & View B-B & View C-C.

1'-6"

C

C section 552.14(c)(2).

5. Provide sidewalk finish on top of beam. See placing of the overlay.

slab and fill with an approved non-shrink grout prior to

4. After erection cut off lifting loops 1 inch below top of the

3. Estimated camber after placing railing = 4".

2. Estimated camber at release of strands = 2".

shortening due to prestressing.

" longer than shown to allow for4

11. Cast girders

R. WEHNER

sleeve

C brg. abut. 1 &L

L

Sidewalk finish on top of beam

#4GE5 (typ. @ each side of post)

END ELEVATION

"= 1'-0"4

3Scale:

9"

L

2"6"

2 spa. @ 3"= 6"

4"

See RG2995-J for details.

#5GE1

2-#4GE3

#4GE4

1'-9"

1'-6" sleeve

C brg. abut. 1 &L

L

9"

FEDERAL HIGHWAY ADMINISTRATION

N

C A c r s (1

B r id g e R

G C

A e s D

G N

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

CA

RG2995-

COUNTY RD. 2018

CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

3'-0" c lr

#4GE2 (6 tot.)

#4GE2 (6 tot.)

(20 tot.)

spacing

3 spa. @

2"

3" clr.

11 2 2

See Slab Keyway Detail.

VIEW B-B

#4GE2 (6 tot.)

P/S SLAB DETAILS

DEBOND SCHEDULE

STRAND GROUP NO. NO. OF STRANDS DEBONDED LENGTH (FT)

No Scale

SLAB KEYWAY DETAIL

fillet"4

"4

"8

Concrete Cu. Yd.

Lbs.

Ft.

ITEM UNIT QUANTITY

Epoxy Coated Reinforcing Steel

5.1

PRESTRESSED SLAB GIRDER ESTIMATE

See RG2995-O for Prestressed Slab bar list.

Note: Quantities shown are for one box girder only.

" = 1'-0"4

10"

L

(4 Req'd)

P/S SLAB SECTIONS

2"= 6"

2"= 6"

3 spa. @

2"

4"

2"

4"

5" 5"

I

S9

#5GE1

#5GE1

#4GE3

Note: See RG2930-H for location of Section A-A, View B-B & C-C.

5"5" elastomer Grade 3 or higher with 60 Durometer hardness, Conform to AASHTO M251

C Brg.

SECTION A-A

(Slab A shown, Slab B similar)

C 3" galvanized sleeve @ C brg.L L"2

"4

L

#4GE4

L c lr on sheet RG2995-H for additional details.

and a 9" tall sleeve @ abut. 2 expansion end. See P/S Slab Elevation

VIEW C-C

PLAIN ELASTOMERIC BEARING PAD DETAIL

each post)

2 - #4GE5 (typ.

#4GE2 (6 tot.)

#5GE1

#4GE3

C 3" galvanized sleeve @ C brg.LL "2

"4

L

#4GE4

FEDERAL HIGHWAY ADMINISTRATION

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

"2 1Thread each end 2

(washer protrusions toward nut)

Load Indicator washer after tensioning

0.005" maximum average gap under

" minimum thread each end.2

4"

1" (typ.)

L

L

1" (typ.)

Exterior face"

3" L

Interior face

L

1" (typ.)

3"

L

"2

6"

L

SLAB B

SLAB A

C Slab

C Slab

SLAB NOTES:

10"

C Tie rod

PLAN

ELEVATION

PLAN

4"

1" (typ.)

L

L

6"

10"

C Tie rod

ELEVATION

tensioning of tie rods.

non-shrink grout after with Tie rod recess. Fill

4"

1" (typ.)

1" (typ.)

Exterior face"

3" L

Interior face

1" (typ.)

3"

L

6"

C Slab

10"

PLAN

ELEVATION

PLAN

4"

1" (typ.)

L

6"

10"

C Tie rod

ELEVATION

tensioning of tie rods.

non-shrink grout after with Tie rod recess. Fill tensioning of tie rods.

non-shrink grout after with Tie rod recess. Fill

End of slab

C SlabL

Exterior face

End of slab

LC Tie rod

SLAB A @ GIRDER END

SLAB B @ GIRDER END

tie rod hole tie rod hole tie rod hole

L tie rod hole

(typ.)

No Scale and lubricated.

(to fit tie rod threads)

Nuts tapped oversize.

washer under turned nut.

non-turned nut. Circular

Load indicator washer under

TIE ROD AND PLATE DETAIL

7centered for

5" x 5" x 1" thick bearing tensioning by using a wrench on milled end.

Note: Prevent tie rod from turning during "8

Use turned nut at this end.

Mill one end of tie rod.

No Scale

TIE ROD DETAIL

tie rod hole tie rod hole tie rod hole tie rod hole

1'-9"

1'-9" tensioning of tie rods.

non-shrink grout after with Tie rod recess. Fill

P/S SLAB DETAILS

J

S10

UNLESS NOTED

" = 1'-0"2

558 of FP-03 prior to backfilling. See Section

Coat ends with dampproofing

558 of FP-03 ) prior to backfilling. See Section

Coat ends with dampproofing

Grout keyway after setting slabs on beam seat to avoid cracking.

the abutment seat.

be assembled, the tie rods tensioned and the tie rod recess filled prior to setting on

Due to the proximity of the existing vehicle bridge, it is assumed that the slabs will the specified tension before proceeding with the final tightening. 2 1to approximately galvanized load indicator washers conforming to ASTM F959. Tighten tie rods

Tie rods shall be tightened to a minimum tension of 39,300 lbs. using mechanically

(except load indicator washers) shall be hot-dip galvanized after fabrication.

nuts conforming to ASTM A563, Grade DH. Tie rods, plates, nuts and washers

High strength tie rods shall conform to ASTM A449. Nuts shall be heavy hexagon

Keyway grout shall be of the non-shrink type with a design strength of 5000 psi.

L

L

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

two-tube railing

Existing side-mounted

3'-0"3'-0"

6'-0"

" = 1'-0"2

Length of Bridge = 46'-3"

TYPICAL SECTION

DECK PLAN

" = 1'-0"4 1Scale

Begin Bridge

Sta. 117+87.15

End Bridge

Sta. 118+33.40 C Pedestrian BridgeLSlab A

Slab B

L

C Tie rodL See flange key detail

2 Prestressed Slabs @ 3'-0" = 6'-0"

FLANGE KEY BETWEEN CONNECTIONS

Top of existing HACP El. 7592.50 ± bridge

C pedestrian

K bridge

Existing roadway

TYPICAL SECTION

"2 11'-1

11 spa. @ 4'-0" = 44'-0", 5" Ø rail post blockout "2

11'-1 cable handrail (typ.)

Bridge railing, steel pedestrian

Modified Oregon DOT Pedestrian

"2

S11

RG2995-F for details.

See RG2995-D and supported under new bridge.

Existing utility lines (typ.)

6"2'-6"2'-6"6"

0% strength, whichever is greater.

72 hours or until grout reaches design grout, keyway grout shall be water cured for hours prior to placing grout. After pouring set in place. Keep keyways moist for 24 non-shrink grout after slabs are tensioned and

Fill longitudinal flange keys with high strength placement over #8 dowels.

Grout sleeve solid after beam

9"

1'-0"

C Brg. Abut. 1L

C tie rodL C tie rodL

C Brg. Abut. 2L

9"

1'-0" galvanized sleeve

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

corner outside side and

Typ. each

G

" dia. vent2

Weld and grind smooth.

bottom rail members.

Miter joints, top and

At Rail End:

CORNER DETAIL

G

3"3"

" normal2 pin both ways on bar) side down both rails. (center galvanizing bar. Install bar pin steel roll pin. Drill hole after

" long stainless8 5" dia. x 16

" deep hole for2 1" dia. x 16

ANCHOR POST DETAILS

8'-0" (typical panel length)

Splice Splice

Rail Splice Detail) see Note (Typical

" (typ.)4 12 4'-0" ctr. - ctr.

anchor posts

See Detail "A" See Typ Rail Splice (this sheet) location to form typical panel.

Splice top and bottom rails at

See Detail "B"

Bottom rail between post

" dia. vent2

" dia. vent2

"16

3PL

" Ø vent4

DETAIL "A"

DETAIL "B"

ELEVATION

typ.

"2 on Contract Plans

Walk width shown match concrete or post.

bead all around, color to

Structural Steel Caulk

Silicone joint sealer or x 32 1x 216

3PL

(center each way)

" vent hole4 3Drill

A n c h o r p o s t c o n ti n u o u s non-shrinking grout

5" Ø. Set post in

Circular formed holes, blockout

5" Ø

#4 bar x cont.

before grouting in blockouts

Center post of conctrete

Outside edge

C RailL

Splice

See Corner Detail

SPECIAL RAIL END PANEL AT BRIDGE ENDS

TYPICAL WELD DETAILS

DETAIL "C"

" = 1'-0"8 3Scale

No Scale

No Scale

No Scale

No Scale

No Scale m a x cable (typ.)

Stainless steel

PEDESTRIAN RAIL

No Scale

Cable (typ. See Note 1)

Tensioning fitting (typ.)

fitting (typ.)

Tensioning

L12

"2 on Contract Plans

Walk width shown match concrete or post.

bead all around, color to

Structural Steel Caulk

Silicone joint sealer or x 32 1x 216

3PL

(center each way)

" vent hole4 3Drill

A n c h o r p o s t c o n ti n u o u s non-shrinking grout

5" Ø. Set post in

Circular formed holes, " = 1'-0"16 3Scale m a x cable (typ.)

Stainless steel typ.

Wingwall

UNLESS NOTED

" = 1'-0"8

ANCHOR POST - SECTION @ WINGWALL

ANCHOR POST - SECTION @ SLAB BEAM

See RG2995-A for Rail Post Spacing

CABLE NOTES:

TYPICAL RAIL SPLICE

(typ. See Note 3)

Post pull-through

6. Holes in posts for cable fittings shall be drilled.

Item 55601-0900 Bridge Railing, steel.

5. All equipment, materials, and labor required shall be paid under intent, and industry standards.

purchasing. Contractor shall use fittings suited to cable size, design and shop drawings on fittings and cable for approval prior to

4. Contractor shall submit specific manufacturer's product data sheets dissimilar metal contact.

fittings shall include fittings to prevent cable fray/chafe and

3. Post pull-throughs and attachments for tensioning and terminating least one tensioning fitting and one terminating fitting.

2. Fittings shall be stainless steel. Each face of railing shall have at

Pull cables taut so they cannot be spread more than 4" apart.

" dia. 16

31. Cable shall be 1x19 type 316 stainless steel cable, S12 at each anchor post

2-#4GE5 bars

See Detail "C" x 1 x 0.125 rails.2

1TS 2

x 6" long steel bar for8 1 x 28

5PL

x 1 x 0.083 rails.2

1TS 2

x 6" long steel bar for4 1 x 24

3PL

of each anchor post (Detail "B").

" plate at bottom16 3 Thru center of

" dia. vent hole:4 3Drill

(see Corner Detail and Detail "B").

Thru bottom wall of rails near rail end.

of every vertical member.

Thru bottom wall of top rail at center

" dia. vent holes:2 1Drill shown in Details "A" and "B" this drawing.

Join vertical and horizontal members as

Notes:

See RG2995-A for post spacing. Pay item includes grout and sealer.

Provide a minimum of two anchor posts for panels.

Post to be normal to grade; spacing to be parallel to grade.

Install railing conforming to the horizontal and vertical alignment of the structure.

cables from natina finish.

to the CO prior to galvanizing. See section 563 for natina finish onsite. Protect percent or 0.15 - 0.25 percent. Submit mill test certificates verifying silicon content

Galvanization shall have controlled silicon content in either of the ranges 0 - 0.04

Hot-dip galvanize all structural steel including fasteners and inserts after fabrication.

Provide all other structural steel conforming to AASHTO M183 (ASTM A36).

for horizontal rails and terminal end verticals.

x 1 x 0.12 (11 gauge) 2 1 x 1 x 0.083 (14 gauge) or TS 22

1Provide TS 2 for anchor post.4 1 x 2

1 x 12 1Grade B or ASTM A501. Provide HSS or TS 2

Provide rectangular structural steel tubing that complies with ASTM A500, replaced by stainless steel cables.

Pedestrian Rail, BR246 dated January 1, 2009. Vertical pickets have been

Rail is a modification of the Oregon Department of Transportation

GENERAL NOTES:

(also see detail below)

Typical rail end as shown below for "Typical Rail Splice" rail as shown. Prepare

Extend top and bottom

For Intermediate Panel:

side of post)

(typ. each

2 - #4W5

"4 blockout

5" Ø

#4 bar x cont.

before grouting in blockouts

Center post of conctrete

Outside edge

C RailL o f b lo c k o u ts c tr to c tr t y p v a r y a t b r id g e e n d s b lo c k o u ts m a y

C tr to c tr o f

No Scale at each anchor post

2-#4GE5 bars

"4

WINGWALL ANCHOR POST - PLAN

BRIDGE ANCHOR POST - PLAN

FEDERAL HIGHWAY ADMINISTRATION

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

PLAN

Existing PostTensioning fitting

Cable typ.

(See note 1) Post pull-through typ.

(See note 3)

Terminating fitting typ.

Existing tube rail (typ.)

" = 1'-0"2

NOTES:

ELEVATION

"4 110'-4"4

110'-4

16'-1"

PEDESTRIAN RAIL RETROFIT

"2 12'-4 4'-9"4'-9""2

12'-44'-9"4'-9"

"4 11'-6 "4

11'-6

Length of Rail Retrofit = 23'-9"

Exist. pedestrian railing post spa.

(typ. @ ends of slab)

Exist. post in concrete pedestal

Existing W 4 x 13 posts (typ.)

Existing W 4 x 13 pedestrian rail posts (typ.)

Rails (typ.)

x 0.1875" 2 1 x 22

1TS 2

Existing m a x m a x

Steel Cable (typ.)

Stainless

Exist. traffic railing posts (typ.)

M13

Existing sidewalk upstream from vehicle bridge

EXISTING SIDEWALK RAIL SECTION

Insert new steel cables with fittings (typ.)

6. Holes in posts for cable fittings shall be drilled.

Item 61901-0550, Fence, Barb-less Wire.

5. All equipment, materials, and labor required shall be paid under intent, and industry standards.

purchasing. Contractor shall use fittings suited to cable size, design and shop drawings on fittings and cable for approval prior to

4. Contractor shall submit specific manufacturer's product data sheets dissimilar metal contact.

fittings shall include fittings to prevent cable fray/chafe and

3. Post pull-throughs and attachments for tensioning and terminating least one tensioning fitting and one terminating fitting.

2. Fittings shall be stainless steel. Each face of railing shall have at

Pull cables taut so they cannot be spread more than 4" apart.

" dia. 16

31. New cables shall be 1x19 type 316 stainless steel, S13

FEDERAL HIGHWAY ADMINISTRATION

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

NONE

REBAR LIST (1 OF 2)

S14

NOTES

All "E" bars are epoxy coated.

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

2.

1.

REINFORCING STEEL SCHEDULE DIMENSION TABLE

BAR MK SIZE TYPE PIN SZ LOCATION QTY LENGTH WEIGHT A B C D E F G H J K O R

ABUTMENT 1 FOOTING

V or N

5STR 9'-3"9'-3"#6F1 696 Long. top

5STR 9'-3"9'-3"#6F2 696 Long. bot.

6STR 5'-9"5'-9"#6F3 526 Trans. top

6STR 5'-9"5'-9"#6F4 526 Trans. bot.

82 0'-3„" 0'-8" 3'-6"4'-2"#4F5 224 Stem Vert. o.f.

82 0'-4•" 1'-0" 3'-6"4'-6"#6F6 546 Stem Vert. f.f.

92 0'-3„" 0'-8" 3'-0"3'-8"#4F7 224 Wngwall Vert. o.f.

92 0'-3ƒ" 0'-10" 3'-0"3'-10"#5F8 365 Wingwall Vert. f.f.

5STR 3'-5"3'-5"#6F9 266 Trans. top

5STR 3'-5"3'-5"#6F10 266 Trans. bot.

3STR 4'-4"4'-4"#6F11 206 Long. top

3STR 4'-4"4'-4"#6F12 206 Long. bot.

467 LBSSUBTOTAL

ABUTMENT 2 FOOTING

V or N

5STR 11'-9"11'-9"#6F1 886 Long. top

5STR 11'-9"11'-9"#6F2 886 Long. bot.

6STR 5'-9"5'-9"#6F3 526 Trans. top

6STR 5'-9"5'-9"#6F4 526 Trans. bot.

82 0'-3„" 0'-8" 3'-6"4'-2"#4F5 224 Stem Vert. o.f.

82 0'-4•" 1'-0" 3'-6"4'-6"#6F6 546 Stem Vert. f.f.

122 0'-3„" 0'-8" 3'-0"3'-8"#4F7 294 Wngwall Vert. o.f.

122 0'-3ƒ" 0'-10" 3'-0"3'-10"#5F8 485 Wngwall Vert. f.f.

8STR 3'-3"3'-3"#6F9 396 Trans. top

8STR 3'-3"3'-3"#6F10 396 Trans. bot.

3STR 4'-3"4'-3"#6F11 196 Long. top

3STR 4'-3"4'-3"#6F12 196 Long. bot.

550 LBSSUBTOTAL

ABUTMENT 1 - STEMWALL

V or N

10STR 5'-8"5'-8"#6A1 856 Horiz. b.f.

2STR 0'-9•"0'-9•"#6A2 26 Horiz. b.f.

2STR 3'-4"3'-4"#6A3 106 Horiz. b.f.

667 0'-4•" 0'-9ƒ" 0'-9‚" 4'-0‚" 0'-9‚" 0'-9ƒ"6'-2"#6A4 566 Fillet bars

2STR 3'-0"3'-0"#8A5 168 Dowels

7STR 4'-3"4'-3"#6A6 456 Vert. f.f.

7STR 4'-3"4'-3"#4A7 204 Vert. o.f.

1STR 2'-9"2'-9"#6A8 46 Vert. f.f.

1STR 2'-9"2'-9"#4A9 24 Vert. o.f.

240 LBSSUBTOTAL

ABUTMENT 2 - STEMWALL

V or N

10STR 5'-8"5'-8"#6A1 856 Horiz. b.f.

2STR 0'-11"0'-11"#6A2 36 Horiz. b.f.

2STR 3'-2"3'-2"#6A3 106 Horiz. b.f.

667 0'-4•" 0'-9ƒ" 0'-9‚" 4'-0‚" 0'-9‚" 0'-9ƒ"6'-2"#6A4 566 Fillet bars

2STR 3'-0"3'-0"#8A5 168 Dowels

7STR 4'-3"4'-3"#6A6 456 Vert. f.f.

7STR 4'-3"4'-3"#4A7 204 Vert. o.f.

1STR 2'-9"2'-9"#6A8 46 Vert. f.f.

1STR 2'-9"2'-9"#4A9 24 Vert. o.f.

239 LBSSUBTOTAL

ABUTMENT 1 WINGWALL

V or N

12STR 9'-4"9'-4"#4W1 754 Horiz. b.f.

2STR 7'-10"7'-10"#4W2 104 Horiz. b.f.

9STR 5'-7"5'-7"#4W3 344 Vert. o.f.

9STR 5'-7"5'-7"#5W4 525 Vert. f.f.

417 0'-3„" 1'-0" 0'-8" 1'-0"2'-8"#4W5 74 Stirrups @ rail posts

B

STR

TYPE 2

A G

B

B

C

D

OPTIONAL LEG

TYPE 17

A

B C

D

E

TYPE 67

FEDERAL HIGHWAY ADMINISTRATION

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD

(Quantities are for one girder only) (cost of girder reinforcing is included in the prestressed girder pay item and is not included in the reinforcing estimate).

NONE O

REBAR LIST (2 OF 2)

S15

NOTES

All "E" bars are epoxy coated.

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

2.

1.

REINFORCING STEEL SCHEDULE DIMENSION TABLE

ABUTMENT 2 WINGWALL

V or N

(CONTINUED)

178 LBSSUBTOTAL

ABUTMENT 2 WINGWALL

V or N

12STR 11'-9"11'-9"#4W1 944 Horiz. b.f.

2STR 10'-3"10'-3"#4W2 144 Horiz. b.f.

12STR 5'-7"5'-7"#4W3 454 Vert. o.f.

12STR 5'-7"5'-7"#5W4 705 Vert. f.f.

617 0'-3„" 1'-0" 0'-8" 1'-0"2'-8"#4W5 114 Stirrups @ rail posts

233 LBSSUBTOTAL

GIRDER

V or N

68T1 0'-2•" 0'-5•" 2'-7•" 0'-9‚" 2'-7•" 0'-9‚" 0'-5•"7'-8•"#5GE1 5475 Stirrups

6STR 45'-11"45'-11"#4GE2 1844 Long. top & bot.

417 0'-3„" 2'-0" 0'-8" 2'-0"4'-8"#4GE3 124 Vert. @ ends

417 0'-3„" 2'-0" 2'-8" 2'-0"6'-8"#4GE4 184 Horiz. @ ends

4817 0'-3„" 1'-6‚" 0'-10‚" 1'-6‚"3'-10•"#4GE5 1244 trans. @ ea side of rail post

885 LBSSUBTOTAL

B

STR

B

C

D

OPTIONAL LEG

TYPE 17

A

G

B

C

D

E

TYPE T1

FEDERAL HIGHWAY ADMINISTRATION

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CA FLAP CR4S07(1) FH-199

COUNTY RD 2018, CONVICT LAKE ROAD