wa-a2013021-Sheets_E.pdf

PLAN

ELEVATION

N

Elev. 1031.05 Elev. 1030.46

Elev. 1030.46 Elev. 1031.05 railing (typ.)

Transition

RoadwayCL

BEGIN BRIDGE

Elev. 1031.05

Sta. 10+00.00

END BRIDGE

s u p e r s tr u c tu r e

E x is ti n g B r id g e

R e m o v e a n d r e p la c e

R a il

R a il

BridgeCL

90°

To Rockport

Campground

To Mineral Park to remain

Abutment No. 1 to remain

Abutment No. 2

F lo w

Exp. Fix

SIII-48 voided slabs

AASHTO type to remain

Abutment No. 1

No.2 to remain

Abutment

CLground at of structure

Approximate existing

-1.2867%

Texas T-223 railing (typ.)

Cast-in-place

46'-0" (Field verify)

Transition railing (typ.)

BEGIN BRIDGE

Elev. 1031.05 Elev. 1030.46

END BRIDGE

PROFILE GRADE DIAGRAM

Bridge elevations are at profile grade @ layout line

NTS

,0

.0

+0.2623%

,0

.3

-2.8185% profile grade

Proposed

See Sheet G.2 for details

MSE Wall "A"

See Sheet G.2 for details

MSE Wall "B"

-1.2867%

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PLAN AND ELEVATION

HARD CREEK BRIDGE REPAIRS

MT. BAKER-SNOQUALMIE NATIONAL FOREST

RG3037-A JULY 2015 B. OLTMANN 1/8" = 1'-0" A. FISHER C. TUTTLE F. QUINONEZ

U

S S u r ft

D c m y fi le s p w p r o d u c ti o n d w a a ta .d g n

P

M

J u ly

STATE PROJECT

NUMBER

SHEET

E.1 WA SKAGIT 40076(1)

Elev. 1030.46

AASHTO HL-93

estimated losses of 25,480 psi.

The final estimated effective prestress force per strand is 27,080 lb based on

Pre-tension each strand to a total load of 31,000 lb (f'si = 0.75f's = 202,500 psi).

steel conforming to AASHTO M 203.

" diameter, seven-wire, low-relaxation, prestressing2 1Furnish grade 270, SPECIFICATIONS:

CONSTRUCTION AND DESIGN:

DESIGN STRESSES:

DESIGN LOADING:

CONCRETE:

REINFORCING STEEL:

PRESTRESSED STEEL:

" unless otherwise noted.4 3Chamfer exposed edges of all concrete and class A (AE) for others.

Furnish class P (Prestressed) concrete for voided slab units, AASHTO SIII-48, Prestressing Steel:

Reinforcing Steel:

Class P (Prestressed) Concrete:

Class A (AE) Concrete:

fs = 270,000 psi fy = 60,000 psi f'ci = 5,500 psi at time of release f'c = 7,000 psi at 28 days f'c = 4,000 psi at 28 days

BEARINGS:

AASHTO LRFD Bridge Design Specifications, 2014, 7th Edition.

on Federal Highway Projects, FP-14 U.S. Customary Units.

Standard Specifications for Construction of Roads and Bridges

Provide 2" cover for reinforcing steel unless otherwise noted.

Provide standard hooks as defined by AASHTO for bends unless otherwise noted.

Provide epoxy coated reinforcing steel for voided slabs and railings.

Furnish reinforcing steel conforming to AASHTO M 31, grade 60 deformed.

Bridge Construction Specifications, with 60 durometer hardness, follow AASHTO LRFD design method A.

Provide laminated elastomeric bearing pads conforming to the requirements of Section 18.2 of the AASHTO LFRD

GENERAL NOTES

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

GENERAL NOTES

RG3037-B JULY 2015 B. OLTMANN NO SCALE A. FISHER C. TUTTLE F. QUINONEZ

S S u r ft m y fi le s p w p r o d u c ti o n d w a a tb .d g n

J u ly

STATE PROJECT

NUMBER

SHEET

E.2 WA SKAGIT 40076(1)

BRIDGE LOAD RATING:

Operating Rating Factor = 1.63 (strength I)

Inventory Rating Factor = 1.26 (strength I)

Load Rating Vehicle = HL-93

Rating per AASHTO Manual for Bridge Evaluation, Second Edition, 2011

13'-9"16'-0"13'-9"

6" 9"

BearingCL

BRIDGE

BEGIN

90°

(typ.)

S p a c e s

(typ.)

2'-0" 5"5"

(typ.) (typ.) Anchor Detail (typ.)

See Laterial Tie

6"to remain

Abutment No. 1

Existing to remain

Abutment No. 2

Existing post-tensioning rod (typ.)

" Ø8

7 CL

CL

BearingCL

Beam (typ.)

BRIDGE

END

B1

B2

B3

B4

B5

AA

FRAMING PLAN

TYPICAL SECTION

" = 1'-0"16

3SCALE:

" = 1'-0"8

3SCALE:

(Looking Ahead)

20'-3"

" = 16'-3"4 34 Spaces @ 4'-0 2'-0"2'-0"

Beam (typ.)CL

B1 B5 railing (typ.)

Texas T-233

Cast-in-place voided slabs (typ.)

AASHTO type SIII-48

00.00%

CL

Fill shear keys with high strength

(Min. f'c = 5000 psi at 24 hours) non-shrink grout after all erection work has been completed, and before final tensioning of lateral ties

3"Ø Precast hole for lateral post-tensioning rod

Voided slab (typ.)

NOTE: Omit shear key on exterior face of exterior beams.

SHEAR KEY DETAIL

LC

(Symm.)

Shear key

"8

"4

"8

"16

1" Ø Backer rod

NOTE:

DETAIL A

BearingCL downstream edge

Existing abutment No. 2

B5of line

Outside edge

" = 1'-0"4

3SCALE:

DETAIL

LATERAL TIE ANCHOR

"Ø Rod8

" 1

"2 1"2

18"2

" x 5" x 8" Plate2 m in elastomeric pad

" x 5" x 8" Preformed 8 tensioned after tie-rod has been non-shrink grout. Grout

Fill recess with approved

" = 1'-0"4

3SCALE:

" = 1'-0"4

3SCALE:

[1]

See Sheet E.10 for Section A-A.[1]

FOOTNOTE:

Bridge

" Chamfer4

(typ.)

9"

See Detail A this sheet

"2 11'-317'-8""2

11'-3 attainable (see Note 4)

Maintain anchors to the minimum

Post-tension each rod to 30,000 lbs.

structural rods with threaded ends.

" Ø galvanized8 7Provide 4 - 0

4.

3.

2.

1.

Hex nut & washer entire length of the strand except at anchorage locations.

coat strands with corrosion inhibiting grease for the approval. If high-strength strands are substituted, high-strength strands may be substituted with CO's

If desired, equivalent rods with rolled threads or

AASHTO M 232 (ASTM A153).

Galvanize hex nuts and washers in accordance with

Cut threads on tie rods to the coarse series class 2A.

AASHTO M 111 (ASTM A123).

(ASTM A722). Galvanize in accordance with

Provide tie rods conforming to AASHTO M 275

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

TYPICAL SECTION

FRAMING PLAN AND

RG3037-C JULY 2015 B. OLTMANN AS SHOWN A. FISHER C. TUTTLE F. QUINONEZ

S S u r ft m y fi le s p w p r o d u c ti o n d w a a tc .d g n

A u g u s t

STATE PROJECT

NUMBER

SHEET

E.3 WA SKAGIT 40076(1)

DETAIL A

PARTIAL ELEVATION

PARTIAL PLAN

LC

46'-0"

LC

B

A

B A

C

6"9"

8'-0"13'-9"1'-3"

6"3"

"2 11'-1

5"5"

"4

23'-0"

4-#SE1

21'-0"1'-3"9"

3"Ø Hole (typ.) 10"Ø Void (typ.)

Symmetrical

Abut. mid span of slab

"Ø Low lax strands2 18-

#4SE2 (typ.)"Ø Low lax strands2 12-

4-#4SE1

3-#4SE3#4SE2

See Detail A

#4SE2

Bearing

" Low lax strands2 116-

2-#4SE1

voided slab

Interior

Abut. mid span of slab

3"Ø Hole for lateral post-tensioning rod (typ.)

at both ends of each void (typ.)

"Ø Non-ferrous drain4 3Provide

4-#4SE4

Bearing (typ.)

2"Ø Dowel hole (typ.)

#4SE2

7 Spaces @ 1'-0" O.C. = 7'-0"

8-#4SE214-#4SE24-#4SE26-#4SE2

14 Spaces @ 9" O.C. = 10'-6"

NOTE:

Bearing Pad and Camber Details.

See Drawing No. RG3037-K for

Symmetrical

3" O.C.

6 Spaces

1'-6" 1'-6"

6" O.C.

3 Spaces

SCALE: 11

2" = 1'-0"

SCALE: 12" = 1'-0"

SCALE: 12" = 1'-0"

NOTE:

Adjust #4SE2 as needed in order to clear the 3" Ø hole.

" approved non-shrink grout beam. Fill holes with an

" below top of4 3Cut strand

3 Cable clamps

LIFTING EYE

NTS

Lifting eye (typ.)

See Lifting Eye Detail

8" 4" Chamfer (typ.)

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

INTERIOR VOIDED SLAB DETAILS

RG3037-D JULY 2015 B. OLTMANN AS SHOWN A. FISHER C. TUTTLE F. QUINONEZ

S S u r ft m y fi le s p w p r o d u c ti o n d w a a td .d g n

J u ly

STATE PROJECT

NUMBER

SHEET

E.4 WA SKAGIT 40076(1)

(1 of 2)

"2 19"2

114"2 114"2

4'-0"

Voided slab

"16

"16

10"

(typ.)

both ends of each void (typ.)

" Ø Non-ferrous drain at4 for post-tensioning rod

3" Ø Precast hole

LC

#4SE2

#4SE2

INTERIOR SLAB

SECTION A-A

TYPE 2

C

B

C

6"6"

Voided slabLC

2" Ø Dowel hole (typ.)CL

#4SE4 #4SE4

3-#4SE3

SECTION B-B

SECTION C-C

4"4"4"8"4"4"8"4"4"4"

#4SE2

QUANTITY TABLE

STRAND

STEEL

CONCRETE

LNFT

LB

CUYD

Quantities are for one slab

8 -12" Ø Strands

16 -12" Ø Strands

2"2"

2 - 12" Ø strands

2-#4SE1 bars (bottom)

4-#4SE1 bars (top)

7.80

B

TYPE 11

D

N = Number of laps

For Information Only

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

(2 of 2)

INTERIOR VOIDED SLAB DETAILS

RG3037-E JULY 2015 B. OLTMANN 1"=1'-0"A. FISHER C. TUTTLE F. QUINONEZ

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a a te .d g n

STATE PROJECT

NUMBER

E.5 WA SKAGIT 40076(1)

DETAIL A

PARTIAL ELEVATION

PARTIAL PLAN

B

A

B A

6"9"

8'-0"13'-9"1'-3"

6"

"2 11'-1

5"5"

"4

23'-0"

LC

21'-0"1'-3"9"

10"Ø Void (typ.)

Symmetrical

Abut. mid span of slab

See Detail A

#4SE2

Bearing voided slab

Exterior

Abut. mid span of slab

3"Ø Hole for lateral post-tensioning rod (typ.)

4-#4SE4

Bearing (typ.)

2"Ø Dowel hole (typ.)

#4SE2

7 Spaces @ 1'-0" O.C. = 7'-0"

8-#4SE214-#4SE24-#4SE26-#4SE2

14 Spaces @ 9" O.C. = 10'-6"

NOTE:

Symmetrical

3" O.C.

6 Spaces

1'-6" 1'-6"

6" O.C.

3 Spaces

46'-0"

3"

4-#4SE1 at both ends of each void (typ.)

" Ø Non-ferrous drain4 3Provide

#4SE2 (typ.)

@ 6" O.C.

#5SE1 (typ.)

4-#5SE2

7-#5SE1 (typ.) @ 6" O.C.

8-#5SE2 (typ.) @ 6" O.C.

" Ø strands2 116-

2-#4SE1 " Ø Strands2 18-3" Ø Hole (typ.)

#5SE1

#5SE2

" Ø strands2 12-

4-#4SE1

#4SE2 (typ.)

3-#4SE3

SCALE: 12" = 1'-0"

SCALE: 12" = 1'-0"

SCALE: 11

2" = 1'-0"

" approved non-shrink grout beam. Fill holes with an

" below top of4 3Cut strand

3 Cable clamps

LIFTING EYE

NTS

Lifting eye (typ.)

See Lifting Eye Detail

NOTE:

Adjust #4SE2 as needed in order to clear the 3" Ø hole.

8"" Chamfer (typ.)4

1.

2.

3.

4.

8-#5SE2 (typ.) 7-#5SE1 (typ.)

For clarity, roughened surface areas not shown.

Drawing RG3037-N for details.

Water barriers at opening not shown. See and Drawing No. RG3037-N.

Work this sheet with Drawing No. RG3037-M

Camber Details.

See Drawing No. RG3037-K for Bearing Pad and

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

EXTERIOR VOIDED SLAB DETAILS

RG3037-F JULY 2015 B. OLTMANN AS SHOWN A. FISHER C. TUTTLE F. QUINONEZ

S S u r ft m y fi le s p w p r o d u c ti o n d w a a tf .d g n

J u ly

STATE PROJECT

NUMBER

SHEET

E.6 WA SKAGIT 40076(1)

(1 of 2)

Voided slab

"16

"16

10"

(typ.)

both ends of each void (typ.)

" Ø Non-ferrous drain at4

EXTERIOR SLAB

SECTION A-A

TYPE 2

C

B

C

B

C

6"6"

Voided slabLC

2" Ø Dowel hole (typ.)CL

#4SE4 #4SE4

3-#4SE3

SECTION B-B

SECTION C-C

4"4"4"8"4"4"8"4"4"4"

B

C

"2 11'-2 "2

192'-0"

2"2"

QUANTITY TABLE

STRAND

STEEL

CONCRETE

LNFT

LB

CUYD

8.60

Quantities are for one slab

8 -12" Ø Strands

16 -12" Ø Strands

2-#4SE1 bars (bottom)

4-#4SE1 bars (top) 2 - 12" Ø strands

(Bars #5SE1 and #5SE2 not shown)

"2 17"2

12 Roughened surface

(Roughened surface area only applies at each railing opening) rod post-tensioning hole for

3" Ø Precast

2.

1.

3.

NOTE:

See Sheet E.14 for location of bars #3WBE1.

" wide x 3'-0" long2 1 7

At Interior openings:

" wide x 6'-0" long2 1 7

At Exterior openings:

the following roughened surface areas:

For water barrier at openings, provide for details.

Water barrier not shown. See Drawing RG3037-N

B

TYPE 10

TYPE 11

TYPE 26

N = Numbers of laps

#5SE2

#5SE1

D

For Information Only

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

(2 of 2)

EXTERIOR VOIDED SLAB DETAILS

RG3037-G JULY 2015 B. OLTMANN 1"=1'-0"A. FISHER C. TUTTLE F. QUINONEZ

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a a tg .d g n

STATE PROJECT

NUMBER

E.7 WA SKAGIT 40076(1)

(Looking Back)

Existing backwall to remain

4- #3BW1

Joint

"2

#4BW2 Dowels

3 - #3BW3

ty p

#4BW2 Dowels

2 - #4BW2 Dowels

10'-2"6" epoxy resin into hole and fill with

#8 dowels. Place dowels existing abutment for

Drill 2" Ø holes into

BearingCL

BridgeCL backwall portion

Construct new

"4 33'-01'-0" 1'-0" "4

33'-0 to remain

Existing abutment

BridgeCL

Existing backwall to remain

Existing backwall to be removed

#4BW2 Dowel

Dowel spacing bridge symmetrical about

CL

Field determined

#3BW1

M a tc h e x is ti n g b a c k w a ll w id th

Limits of existing abutment

NOTE:

Remove existing backwalls (at both ends of existing slabs).

Prior to placement of bearing pads clean, and level top surface of abutment with high strength non-shrink grout.

Maintain existing elevation at top of botlh abutments.

Construct new backwall portion.

1.

2.

3.

4.

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAILS

EXISTING ABUTMENT NO. 1 REPAIR

RG3037-H JULY 2015 B. OLTMANN 1/4" = 1'-0" A. FISHER C. TUTTLE F. QUINONEZ

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a a th .d g n

STATE PROJECT

NUMBER

E.8 WA SKAGIT 40076(1)

bridge symmetrical about

CL

CL

CL

(Looking Ahead) epoxy resin into hole and fill with

#8 dowels. Place dowels existing abutment for

Drill 2" Ø holes into

10'-2"

Existing backwall to remain

#3BW1

4 - #4BW2 Dowels 2 - #4BW2 Dowels

Bearing

Bridge

"4 33'-0 1'-0""4

33'-01'-0"6"

NOTE:

ground line

Approximate with flowable concrete

Fill scour voids

Joint

"2

13 - #3BW3

4-#4BW1

#4BW2 Dowels ( ty p

Existing backwall to remain backwall portion Construct new

See Note No 2 shotcrete line

Approximate existing

Dowel spacing

CL Bridge

6"

Existing abutment to remain to be removed

Existing backwall to remain

Existing backwall determined

Field backwall width

Match existing

Limits of existing abutment

Fill scour void(s) under existing abutment with flowable concrete material, according to Section 614.

Patch all spalled surface areas with or without exposed rebars.

Remove existing backwalls (at both ends of existing slabs).

Prior to placement of bearing pads, clean and level top surface of abutment with high strength non-shrink grout.

Maintain existing elevation at top of both abutments.

Construct new backwall portion.

1.

2.

3.

4.

5.

6.

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAILS

EXISTING ABUTMENT NO. 2 REPAIR

RG3037-I JULY 2015 B. OLTMANN 1/4" = 1'-0" A. FISHER C. TUTTLE F. QUINONEZ

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a a ti .d g n

STATE PROJECT

NUMBER

E.9 WA SKAGIT 40076(1)

SCALE: 1" = 1'-0"

SECTION A-A

(See Sheet E.3 for Cut Section)

9"6"9"

2'-0"

V o id

Voided slab post-tensioning rod (typ.)

3" Ø Hole for lateral

Bearing pad

Bearing pads (typ.)

BearingCL

CL

BEGIN / END

BRIDGE

NOTE:

and Abutment No. 2 to remain

Existing Abutment No. 1

NOTE:

stainless steel dowel bar

1" Ø ASTM A276 Grade 302

DETAIL C

NTS

See Detail C high-strength, non-shrink grout.

then fill rest of hole with

" above top of dowels, 2 1to 2 holes with joint sealant material

At expansion end, fill dowel grout.

with high-strength, non-shrink

At fixed end, fill dowel holes

" Chamfer (typ.)4

4.

3.

2.

1.

rubber sheet (see Note 4)

" thick x 18" butyl 8 wedge anchors at 12" O.C.

plate (typ.) Attach with

" galv. steel 4

3" x 3"x anchor plates as shown.

adhesive to each side of the rubber and immediately an approved adhesive. Apply a 4" wide strip of

Bond butyl rubber sheet to concrete and plate with

Provide a polystyrene layer behind the bearing pads.

Place all bearing pads over a clean and level surface.

of the abutments.

voided slabs; clean, repatch, and level the top surface

After the removal of the existing backwalls and

Provide polystyrene layer

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

MISCELLANEOUS DETAILS

RG3037-J JULY 2015 B. OLTMANN AS SHOWN A. FISHER C. TUTTLE F. QUINONEZ

J u ly

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a a tj .d g n

STATE PROJECT

NUMBER

E.10WA SKAGIT 40076(1)

6" 8" 8" 6"

6" 6"

BeamCL

#8 Dowel (typ.)BearingCL

Bearing pad (typ.)

BEARING PAD LAYOUT

CAMBER DIAGRAM

Line between span ends

L/2L/2

Midspan (Symm.)LC BearingsLC

B

A

CAMBER TABLE (in.)

A B

Interior Beam Midspan

Exterior Beam Midspan

1.89 1.54

1.65 1.30

(typ.)

BEARING PAD

SECTION

moulded securely to pad

" Steel shim 16

1'-0"

NTS

" = 1'-0"2

1SCALE: 1

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CAMBER DIAGRAM DETAILS

BEARING PAD AND

RG3037-K JULY 2015 B. OLTMANN AS SHOWN C. TUTTLE F. QUINONEZ

existing abutment

Back face of

" Top & bottom layer4

" Interior layers8 32 -

" Cover all around4

B = net camber after placement of rails.

and self weight of voided slab at erection.

A = estimated camber due to prestress, diaphragms, Polystyrene layer

A. FISHER

J u ly

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STATE PROJECT

NUMBER

E.11WA SKAGIT 40076(1)

1'-0" 1'-0"

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

Exterior opening

ExteriorInterior PostInterior PostInterior PostInterior Post Interior Opening Interior Opening Interior Opening

END BRIDGE

BEGIN BRIDGE

See Detail A terminal connector

Thrie-beam

ROADWAY ELEVATION OF RAIL

" = 1'-0"4

1SCALE:

" = 1'-0"2

1SCALE:

TERMINAL CONNECTION DETAILS

46'-0" Bridge Length

10'-0" C/C Interior Posts (typ.)

6" R

CL

CL

8"1'-8"

DETAIL A

3'-0"3'-0"

NOTE:

1.

-inch beyond nut.4

-inch to2 1Provide bolts of sufficient length to extend connector. See Note

Thrie-beam terminal

1'-0"

5 ~7

" Ø (ASTM A325 or A449)

Heavy Hex Head Bolts, with two

13 " O.D. washers under each head and nut. Bolts shall be of sufficient length to extend through the full thickness of the rail, washer, and nut. Install with bolt heads on traffic face

Top of slab

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

TRAFFIC RAIL

RG3037-L JULY 2015 B. OLTMANN AS SHOWN A. FISHER C. TUTTLE F. QUINONEZ

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S S u r ft m y fi le s p w p r o d u c ti o n d w a a tl .d g n

STATE PROJECT

NUMBER

E.12WA SKAGIT 40076(1)

" = 1'-0"2

1SCALE:

PARTIAL RAIL ELEVATION

(TYPICAL REINFORCING LAYOUT)

Bar #3RE1 @ 6" (max.)6"

5 - #5RE6 (typ.)

5 - #3RE1 (typ.)

8 - #5RE5

5 - #5SE1 (typ.)

4 - #5SE2 (typ.)

8 - #5SE2 (typ.)

#5RE4 (typ.)

7 - #5SE1 (typ.)

(each face) (typ.)

4 - #5RE3

#3RE1 (typ.)8 - #5RE6 (typ.)

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

V o id e d s la b

C a s t-in p la c e r a il

Symmetrical

Abut. mid span of slabExterior Post Interior Post Interior PostInterior OpeningExterior Opening

CL

DD A

A B

B

C

C

NOTE:

" = 1'-0"1SCALE:

SECTION D-D

#5RE3

Inside face

6" R

#3RE1 (typ.)

1'-0" Field bend

5.

4.

3.

2.

1.

for details.

Water barriers not shown. See Drawing RG3037-N

Construct railings after tensioning transverse tie rods.

#3RE1 in exterior posts.

For clarity, #3RE2 bar not shown. Match #3RE2 with slabs reinforcing.

only. These bars are included in the exterior voided

Bars #5SE1 and #5SE2 are shown for information and Drawing No. RG3037-N.

Work this sheet with Drawing No. RG3037-F

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

TRAFFIC RAIL REINFORCING

RG3037-M JULY 2015 B. OLTMANN AS SHOWN A. FISHER C. TUTTLE F. QUINONEZ

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S S u r ft m y fi le s p w p r o d u c ti o n d w a a tm .d g n

STATE PROJECT

NUMBER

E.13WA SKAGIT 40076(1)

SECTION A-A SECTION B-B SECTION C-C

GENERAL NOTES:

"2 11'-3

(typ.)

"2

"4

#5RE5

#5SE1

#5SE2

#3RE1

#5RE6

#5RE3

#3RE2

" Chamfer (typ.)4 3 " Chamfer (typ.)4

3 " Chamfer (typ.)4

Traffic side

"2 11'-3

Traffic side

#5RE6

#3RE1

(typ.)

"2

"2 11'-3

Traffic side

#3RE1

(typ.)

"2

#5SE2

#5SE1

#5RE3

"2 11 "2

14"2

Post

1" "2 17 1"

Top of slab (typ.)

shown for information only.

Bar #5SE1 and #5SE2 are

NOTE:

Typical water barrier

See Detail A

"2 17"2

(typ.)

Water barrier

" Cover2

Voided slab

Roughened surface

DETAIL A

Water Barrier

Top of slab

WATER BARRIER:

is allowed.

construction of the water barrier

Both precast and cast-in-place epoxy cement.

voided slab with an approved

Bond water barrier to top of the

Construct water barrier at opening.

2.

1.

(typ.)

(typ.)

#5RE4 (typ.)

#5RE3 (typ.)

#3WBE2 (#3WBE3)

#3WBE1 @ 1'-0" O.C.

CONCRETE FINISH DETAIL

voided slabs and railings exposed surfaces of exterior

Apply Class 6 color finish on

See Sheet E.15 for reinforcing steel schedule.

Provide shop drawings for approval.

speeds of 45 mph and less.

transition is used, this rail can only be used for transition is used. When a TL-2 rated guard fence

50 mph and greater when TL-3 rated guard fence

TL-4 criteria. This rail can be used for speeds of have been crash tested to meet NCHRP Report 350 equal strength to railings with like geometry, which

The rail has been evaluated and accepted to be of

3.

2.

1.

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

TRAFFIC RAIL SECTIONS

DRAWING NO.

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

F. QUINONEZ C. TUTTLE A. FISHER 1/2" = 1'-0" B. OLTMANN JULY 2015 RG3037-N

S S u r ft m y fi le s p w p r o d u c ti o n d w a a tn .d g n

A u g u s t

STATE PROJECT

NUMBER

E.14WA SKAGIT 40076(1)

STR TYPE 11

TYPE 4

TYPE 2

A

G

B

C

B

D

B

C

C

B

All "E" bars are epoxy coated.

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

NOTE:

2.

1.

b.f. = both faces o.f. = other face f.f = fill face

ABBREVIATIONS:

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

MT. BAKER-WNOQUALMIE NATIONAL FOREST

HARD DREEK BRIDGE REPAIRS

RG3037-O

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

B. OLTMANN NO SCALE A. FISHER C. TUTTLE F. QUINONEZ

NO. DATE BY REVISIONS

BRIDGE DRAWING

15 of 15 JULY 2015

DATE

REBAR LIST

DRAWING NO.

E.15

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a a to .d g n

WA SKAGIT 40076(1)

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