oregon department of transportation · 2019-07-26 · modified by the "odot bridge design...

2

GENERAL NOTES

GENERAL NOTES:

of 25psf for future wearing surface and all of the following Live Loads:

Design Specifications" (including 2015 thru 2016 interim revisions) with an allowance

Bridge is designed in accordance with the "7th edition of the AASHTO LRFD Bridge

Service and Strength I Limit States:

Strength II Limit State:

ODOT Type STP-5BW Permit truck

ODOT Type STP-4E Permit truck

Longitude 120.8262W:

collect the Seismic Hazard Values for the bridge site with Latitude 45.6678N and

Hazard Maps (Site-Specific Ground Motion Response Analysis) have been used to

modified by the "ODOT Bridge Design & Drafting Manual". The 2014 USGS Seismic

edition of the AASHTO Guide Specifications for LRFD Seismic Bridge Design" as

Seismic design is performed by the multi-mode analysis in accordance with the "2th

Values

Mapped HazardDesign Hazard Values

PGA Ss S1 As SDS SD1Category

Design

Seismic

Class

SiteEarthquakeCriteria

Performance

Seismic

Life SafetyReturn

1000-Year

0.125 0.270 0.098 C 0.159 0.351 0.147 A

Operational

Zone

Subduction

Cascadia

C A

Bar Size #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 & #18

Uncoated 3'-6" 4'-1" 4'-8" 5'-3" 5'-10" 6'-6" Not permitted

Coated (1) 4'-2" 4'-10" 5'-6" 6'-3" 7'-0" 7'-10" Not permitted


Bar Size #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 & #18

Uncoated 1'-7" 3'-2" 3'-8" 4'-2" 4'-9" 5'-11" Not permitted


Coated (2) 2'-5" 3'-2" 4'-9" 5'-6" 6'-3" Not permitted

between bars at least 6*db.

Use Coated (1) for epoxy coated bars with cover at least 3*db and clear spacing

between bars less than 6*db.

Use Coated (2) for epoxy coated bars with cover less than 3*db or clear spacing

be shop or field bent.

field bent. The top bends of stirrups extending from prestressed precast units may

top bends of stirrups extending from beam stems into the top slab may be shop or

Place bars 2" clear of the nearest face of concrete unless shown otherwise. The

Produce welds according to the latest edition of AWS D 1.5.

GENERAL NOTES CONT'D:

Phone Number541-388-6192(Agency Dispatch Center)

Route (RTE)

Highway No. (HWY)

Milepoint (MP)

Bridge No. (BR)

Structure Name

BRIDGE ID MARKER TABLE

US97

22538

See Std. Dwg. BR195 for details.

0.39

Spanish Hollow, Hwy 42

Provide prestressing steel according to detail plans.

at end bents, and all bars extending into the deck.

top and bottom longitudinal bars, top and bottom transverse bars, additional deck steel

Use epoxy coated reinforcing steel in the deck and bridge end panel. This includes

supports at 24" maximum centers.

of the CRSI Manual of Standard Practice (SBU, BBU, or CHCU). Place wire bar

the bottom mat of reinforcing steel with wire bar supports as shown in Chapter 3

at 24" maximum centers each way. Support the top mat of reinforcing steel from

Support the bottom mat reinforcing steel from the forms with precast mortar blocks

that more than 12" of fresh concrete is cast below the bar.

Increase all splice lengths 30% for horizontal or nearly horizontal bars so placed

Provide Class 3300 - 1•", 1" or ƒ" concrete for all other concrete.

determined in the field.

Do not fabricate reinforcing steel for columns until final footing elevations have been

far as possible, unless shown otherwise.

Splice reinforcing steel at alternate bars, staggered at least one splice length or as

EXCAVATION/BACKFILL END BENTS

{ Bent

Wall Backfill

= Limits of Granular

EXCAVATION/BACKFILL WINGWALLS

1'-0"1'-0"

1'-0"1'-0"

Wingwall, thickness varies.

42

99804

Structure Excavation (None)

= Limits of

Wall Backfill

= Limits of Granular

Finished Ground

Existing Ground

Finished Ground

Existing Ground

Provide Class 4000 - …" concrete for all drilled shafts.

diameter. bar =b

d

WELDING NOTES:

Bar Size #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 & #18

Uncoated Not permitted

Coated (1) Not permitted

Coated (2) Not permitted

Reinforcing Splice Lengths (Class B) Grade 60 f'c = 3.3 ksi

1'-0"

1'-2"

1'-6" 2'-0" 2'-6" 3'-0" 4'-1" 5'-4" 6'-9" 8'-7" 10'-6"

8'-5"1'-7" 2'-0" 2'-5" 3'-3" 4'-3" 5'-5" 6'-10"

1'-4" 1'-8" 2'-0" 2'-9" 3'-7" 4'-6" 5'-9" 7'-0"

--- 0.051 0.092 0.071

Specifications for Construction 2018.

Provide all materials and perform all work according to the Oregon Standard

design lane load.

HL-93: Design truck (or trucks per LRFD 3.6.1.3) or the design tandems and the

1'-9" 2'-4" 2'-11"

2'-1"

2'-7"

2'-10"

3'-6"

3'-6"

4'-4"

Reinforcing Splice Lengths (Class B) Grade 80 f'c = 3.3 ksi lrc = 0.4

2'-1"

2'-6"

2'-8"

3'-11"

5'-8"

7'-1"

5'-4"

8'-0"

7'-1"

8'-10"

Reinforcing Splice Lengths (Class B) Grade 80 f'c = 4.0 ksi lrc = 0.40

Provide concrete in precast prestressed beams according to detail plans.

Provide Class 4000 - ƒ" concrete in columns.

RENEWAL DATE: JUNE 30, 2018

ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

PA

UL JOSEPH STRAUS

ER

MAY 23, 20

13

82398PE

BR_22538_gen_01.dgn :: Default 12/13/2017 7:37:20 AM hwye78x

Provide all reinforcement in columns and drilled shafts according to ASTM Specification A706.

Specification M31 (ASTM A615), AASHTO M225 (ASTM A496), or AASHTO M32 (ASTM A82).

Provide other Grade 80 reinforcing steel according to ASTM Specification A706, AASHTO

Provide Class HPC4000 - 1" concrete with fibers in deck and interior bent caps.

Provide Class HPC4000 - 1" concrete in end panels.

Internally cure deck concrete as specified.

AASHTO M225 (ASTM A496), or AASHTO M32 (ASTM A82).

pad U-bars according to ASTM Specification A706, AASHTO Specification M31 (ASTM A615),

Provide Grade 60 reinforcement for bridge rail, end panel, end panel footing, columns and concrete

MLG12-13-2017 Added "Columns"

1

1

Michael L. Graves SHEET

OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:

ACCOMPANIED BY DWGS.

DESIGNER: DATEOREGON DEPARTMENT OF TRANSPORTATION

22538

6825

Paul J. Strauser

Zachary T. Beget

(541) 388-6225 Fax: (541) 385-0476

BEND, OR 97703-5765

63055 N Highway 97, Building M

REGION 4 BRIDGE ENGINEERING

US97: SPANISH HOLLOW CREEK & TROUT CREEK BRIDGES PROJECT

18

See Dwg. 99803 for this

structure.

SHERMAN COUNTY

SHERMAN HIGHWAY

SPANISH HOLLOW CR_HWY 42_MP0.39

Mark E. Lusby

AVAILABLE UPON REQUEST

DOCUMENT

FINAL ELECTRONIC

OCT - 2017


OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:



22538

6825

Paul J. Strauser

Zachary T. Beget

(541) 388-6225 Fax: (541) 385-0476

BEND, OR 97703-5765




18


structure.

SHERMAN COUNTY

SHERMAN HIGHWAY


Mark E. Lusby


DOCUMENT

FINAL ELECTRONIC

OCT - 2017

BR_22538_bt_02.dgn :: Default 12/13/2017 7:39:06 AM hwye78x

{ Girder

{ Girder

{

Bearin

g

2'-

0"

Pad

Concrete

Beam "E"

Pile Cap

13

1'-

0"

1•

"

Deep Shear Key

pile cap

embed 3'-0" min. into

8 ~ #8 x 6'-0" long,

END BENT PARTIAL PLAN

99815

6"

END PANEL EXPANSION JOINT DETAIL

1'-

8"

6"

1'-8"

1'-8"

#4 @ 12"

#4 @ 12"

= Preformed Joint Filler

10"

2'-2"

Const. Jt.Roadway

12"

Bearing Pad (Total Required = 36)

•" x 7" x 1'-10" Elastomeric 2'-5"

PadConcrete

Bent 4

Girder

Bent 1

269.67'

262.21' 262.50'

269.96' 270.22'

262.76' 262.69'

270.16' 270.09'

262.62' 262.57'

270.04'

FEDCBA

TOP OF CONCRETE PAD ELEVATIONS (FT)

BENT 1 DETAILS (BENT 4 SIMILAR)

and end panel ledge.

sheets over entire footing

beneath end panel. Extend

Geomembrane (30 mils)

Two sheets smooth HDPE

NOTE A

(See NOTE A)

CONCRETE PAD DETAIL END BENTS

Not to Scale

(See NOTE A)

CONCRETE PAD DETAIL INTERIOR BENTS

{ Bent

{ Bearing =

Elastomeric Bearing Pad

•" x 7" x 22"

min.

10"

4"

Elastomeric Bearing Flap

‚" thick x 1'-9" cont.

•" Dia. Resin Bonded Anchors

(Typ. Bent 1 and Bent 4)

hot dip galv. plate and all hardware.

for •" dia. bolts. Lap 6" at splices,

with Œ" dia. holes at 3'-0" oc.

‚" x 2" x cont. & (A709 Grade 36)

12"

(Typ)

2" cl.

•"

Grout

(Typ)

1•

" Blockout

(Typ)

•" Preformed Joint Filler (Typ)

#3 U-bar @ 4" each way

NOTE:

Pad Detail End Bents" this sheet.

For information and details, see "Concrete

after placing beam.

Any excess concrete protruding above bottom of bearing pads shall be removed immediately

full width of beam. If uniform bearing is not achieved, lift beam and repeat procedure.

and prestressed beams before •" concrete is fully set to insure uniform bearing across

Place •" grout layer a min. of 3 days after pad is poured. Place elastomeric bearing pads

Concrete Pad 2"

min. (T

yp)

Est. 2" at

{ exterior gir

ders

Est. 2•

" at

{ interior gir

ders

Ahead on stationBack on station

{ Bent

Est. 2" at

{ exterior gir

ders

Est. 2•

" at

{ interior gir

ders

Est. 3•

" at

{ interior gir

ders

Est. 3" at

{ exterior gir

ders6"

6"

1'-

8"

8 ~ #4

(Typ)see Std. Dwg. BR145

Single Strip Seal Exp. Jt.,

fill with traffic loop sealant

1•" deep x •" wide sawcut,

3" cl.

(Typ)

3" cl.

(Typ)

Footing grades to match roadway cross slope

see Std. Dwg. BR165.

Dwg. 99810. For details,

surface. For dimensions, see

panel without asphalt wearing

Modified 30'-4" bridge end

NOTE:

with Expansion Joint Blockout" for additional reinforcement.

Reinforcement omitted for clarity. See Std. Dwg. BR165 "Detail

Typical blockout for expansion joint assembly (each side of joint).


ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

PA

UL JOSEPH STRAUS

ER

MAY 23, 20

13

82398PE

Increase „" 10°F below 47°F

Decrease „" 10°F above 47°F

Joint Setting = 1•"

(epoxy coated)

MLG12-13-2017 Added "(epoxy coated)"1

1


OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:



drawing is not to scalemeasure one inch then

If scale bar doesn't

SCALE WARNING

(541) 388-6225 Fax: (541) 385-0476

BEND, OR 97703-5765



08893

Paul J. Strauser

SHERMAN COUNTY

SHERMAN HIGHWAY


Scott Hayes

Zachary T. Beget



DOCUMENT

FINAL ELECTRONIC


structure.

OCT - 2017

6959

2

GENERAL NOTES

7

Place bars 2" clear of the nearest face of concrete (unless shown otherwise).

Mapped Hazard Values Design Hazard Values

PGA Ss S1 As SDS SD1 Category

Design

Seismic

Class

SiteEarthquake

Criteria

Performance

Seismic

Life Safety Return1000-Year

0.1244 0.2697 0.0980 C 0.1587 0.3506 0.1470 A

OperationalZone

SubductionCascadia

- C 0.0500 0.0890 0.0695 A

Provide Class 3300 - 1•, 1 or ƒ concrete for all concrete.

- -

GENERAL NOTES:

Construction 2018.

Provide all materials and perform all work according to the Oregon Standard Specifications for

lengths (unless shown otherwise):

Grade 60. Provide Field bent stirrups according to ASTM Specification A706. Use the following splice

Provide all reinforcing steel according to ASTM Specification A706, or AASHTO M31 (ASTM A615)

unless shown otherwise.

Splice reinforcing steel at alternate bars, staggered at least one splice length or as far as possible,

or CHCU). Place wire bar supports at 24" maximum centers.

with wire bar supports as shown in Chapter 3 of the CRSI Manual of Standard Practice (SBU, BBU,

centers each way. Support the top mat of reinforcing steel from the bottom mat of reinforcing steel

Support the bottom mat reinforcing steel from the forms with precast mortar blocks at 24" maximum

the actual geometry, location and limits of all shoring and cut slopes required.

all temporary shoring and excavation as required for construction. The contractor shall determine

Pay limits for temporary shoring, structure excavation and backfill are for information only. Provide

ksi 3.3 = f'c 60 GRADE B) (CLASS LENGTHS SPLICEREINFORCING

SizeBar #3 #4 #5 #6 #7 #8 #9 #10 #11 #18 &#14

Uncoated 1'-0" 1'-4" 1'-8" 2'-0" 2'-9" 3'-7" 4'-6" 5'-9" 7'-0" PermittedNot

bar. the below cast is concrete fresh of12"

than more that placed so bars horizontal nearly or horizontal for 40% lengths splice allIncrease

diameter. bar =b

d

GLOBAL SEISMIC DESIGN STRATEGY:

elastic substructure.

The earthquake resisting system (ERS) includes an essentially elastic superstructure and essentially

Capacity Protected Superstructure

Bents 1 and 4

Essentially Elastic Seat Abutments

Bents 2 and 3

Capacity Protected Cap Beam


ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

PA

UL JOSEPH STRAUS

ER

MAY 23, 20

13

82398PE

BR_08893_gen_01.dgn :: Default 12/11/2017 1:49:30 PM hwye78x

Hazard Values for the bridge site with Latitude 45.6474N and Longitude 120.8049W:

& Drafting Manual". The 2014 USGS Seismic Hazard Maps have been used to collect the Seismic

Guide Specifications for LRFD Seismic Bridge Design" as modified by the "ODOT Bridge Design

Seismic retrofit design is performed by the multi-mode analysis in accordance with the "AASHTO The ERS includes the following earthquake resisting elements (EREs):

Essentially Elastic Columns (Not Detailed for Ductility)

Capacity Protected Footings

and saturate the surface as specified.

joints according to 00540.43 (a). Remove damaged and unconsolidated concrete and clean, roughen

For concrete placed against the existing structure, treat existing concrete surfaces as construction

Furnish high strength resin from the QPL for bonded anchors.

1'-0" (Typ)

Existing Ground (Varies)

Existing abutment footing (Typ)

Temporary shoring as required (Typ)

= Structure Excavation

= Granular Structure Backfill

Select stone backfill as required

4'-0" min. bench (Typ)

PAY LIMITS FOR STRUCTURE EXCAVATION AND BACKFILL

PAY LIMIT NOTES:

Existing column footing (Typ)

the pay limits for structure evcavation.

All excavation at this site is included in

Superstructure not shown.

99822

a 4" min. thickness

stabilization as shown and specified with

grade slope and construct shotcrete slope

Prior to installation of temporary shoring,

1

1.5 (Typ)

1 12-11-2017 Added Slope Information

1

MLG


OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:





SCALE WARNING

(541) 388-6225 Fax: (541) 385-0476

BEND, OR 97703-5765



08893

Paul J. Strauser

SHERMAN COUNTY

SHERMAN HIGHWAY


Scott Hayes

Zachary T. Beget



DOCUMENT

FINAL ELECTRONIC


structure.

OCT - 2017

6959

5

PLAN

SECTION C-C

C

{ Structure

C

9'-0"

{ Bent

{

Bent

51°

2" clr.

4'-0"

5'-

1"

ƒ" Chamfer (Typ)

2" clr. (Typ)

#4 Stirrup @ 12"

#4 Stirrup spacing

4 ~ #4 each face

3" cl.

(Typ)

3" cl.

(Typ)

3" cl.

(Typ)

B

4 ~ #4 cont., each face

N

A

SECTION A-A

{ Bent

Existing girder

9'-0"

9'-0" 3

'-6…

"

BENT DETAILS

7

into existing girder

8" min. embedment

NOTE:

1. Bent 3 shown, Bent 2 similar.

3'-8†"

12"

(Typ)

6"

grout from the ODOT QPL.

Fill holes with non-shrink

existing girders as required.

1" Dia. hole drilled through

18'-0ƒ"

(Typ)

*

*

of concrete as a seperate packed placement.

Contractor may elect to place the top 6"-12"


ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

PA

UL JOSEPH STRAUS

ER

MAY 23, 20

13

82398PE

BR_08893_bt_01.dgn :: Default 12/11/2017 1:50:30 PM hwye78x

5'-0"

5'-0"

43'-0"

Cap Beam Retrofit

2 ~ #11 each face

#4 @ 12" each end

4'-

9"

1'-6" 1'-3"1'-3"

A

B

SECTION B-B

into existing column

8" min. embedment

{ Bent

of deck (Typ)

Existing edge

SECTION D-D

{ Bent

Existing girder

into existing gir

der

8"

min. e

mbed

ment

D

D

(Typ)

See "Section C-C"

into existing column

8" min. embedment

(Typ)

(Typ)

(Typ)

(Typ)

5'-1" on skew

(Typ)

(Typ)

(Typ) (Typ) (Typ)

(Typ)

(Typ)

39 @ about 12"

4'-9"

1'-

8"

#4 Stirrup @ Int. girders {

Var.

4'-

9"

4'-9"

epoxy 8" min. into columns

3 ~ #4 cont., drill and

(Typ)

1'-

8"

#4 Stirrup @ Ext. girder

Var.

Int. column).

3 pairs per

Ext. column,

(1 pair per

@ Column

#4 Stirrup

(2 per bent)

Existing 3' dia. column

(2 pairs per bent)

Existing 3' dia. column

horizontal, 4" min. depth

embed anchors @ 15° from

@ 24" staggered each way,

#4 Resin Bonded Anchors

(30 each bent)

horizontal, 4" min. depth

embed anchors @ 15° from

@ 24" staggered each way,

#4 Resin Bonded Anchors

1'-1" 4"

each end

terminate with a std. 90° hook

2 ~ #11 x 39'-9" each face,

99825

ELEVATION

1 12-11-2017 Modified Reinforcement Locations MLG

1

1


OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:





SCALE WARNING

(541) 388-6225 Fax: (541) 385-0476

BEND, OR 97703-5765



08893

Paul J. Strauser

SHERMAN COUNTY

SHERMAN HIGHWAY


Scott Hayes

Zachary T. Beget



DOCUMENT

FINAL ELECTRONIC


structure.

OCT - 2017

6959

7

15'-0"

Existing 3'-0" Dia. Column

2'-

0"

7

3" cl.

{ Footing

{

Footing

{ Structure

Note: Elevations shown are based on as-built data and adjusted for a +3.22' difference from NVD1929 and NAVD1988.

Existing Footing

(Typ)

per column)

embedment into column (16 total

drill and resin bond 10" min.

#5 @ 12" top and bottom mat,

#5 @ 12"

FOOTING DETAILS

15'-

0"

50'-0"

#5 @ 12" top and bottom mat

TYPICAL SECTION

PLAN

ELEVATION

Buildup concrete over existing footing as required


ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

PA

UL JOSEPH STRAUS

ER

MAY 23, 20

13

82398PE

BR_08893_ftg_02.dgn :: Default 12/11/2017 1:51:36 PM hwye78x

exterior column

(50 per interior column, 36 per

existing footing 10" min. embedment.

#5 @ 12", drill and resin bond into

12"

1'-

9"

3'-6"

4'-6"

2'-

3"

2'-6"

NOTE:

Exterior column footings are 7' square (Typ)

Interior column footings are 8' square (Typ)

around top and bottom mat (Typ)#5 @ 24" J-bars as shown

exterior column

(50 per interior column, 36 per

existing footing 10" min. embedment.

#5 @ 12", drill and resin bond into

5'-

4"

max.

4'-

10"

min.

5'-

4"

max.

4'-

10"

min.

#5 @ 12" top and bottom mat

3'-

1"

#5 J-bar @ 24"

3'-

9"

as shown

#5 @ 24" J-bars (Typ)

NOTE:

Chamfer stream side of footing as shown (Typ)

3

2

99827

4'-

3"

4'-

3"

min.

Level Bent 2 El. 508.00'

Bent 3 El. 508.08'

4'-

3"

min.

4'-

9"

max.

1 12-11-2017 Revised Elevations/Added Dimensions MLG

2 12-11-2017 MLGRevised Text

2

1

1

See sheet 1 for this structure.

SHEET

OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:



08895

6895


(541) 388-6032

BEND, OR 97703

63055 N. Highway 97, Bldg. M

19

Michael L. Jones

Zachary T. Beget

Paul J. Strauser

Robert E. Grubbs

SHERMAN COUNTY

SHERMAN HIGHWAY 042 (M.P. 3.11)




DOCUMENT

FINAL ELECTRONIC

Sept. - 2017

18

2'-6"

8"

equally spaced, each face

3-#5 U-bars,

8"

1'-0"

spaced each face

#5 x cont. equally

5-#5 hoops in shear keys9"

10"

30°

30°

8"

between shear keys

#5 hoop @ 12"

spaced each face

#5 x cont. equally

1'-0"

5 equally spaced in shear key

12" o.c. between shear keys and

#5 resin bonded anchors @

6"

9"

10"

6"

BENT 7 BEAM SEAT AND SHEAR LUG DETAILS - 2

SECTION O-O

SECTION P-P

BR_08895_bt_13.dgn :: Sht18 12/11/2017 3:18:11 PM isd258 Rotation: 0°

ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

ZACHARY T. B

EGE

T

RENEWAL DATE:

J

ANUARY 08,

200

9

12-31-2017

74311PE

99852

pad detail (4 total bearing pads).

See dwg. no. 99841 for bearing

place new elastomeric bearing pad.

remove existing bearing pads, and

Cut ƒ" out of existing dowels,

pad detail (4 total bearing pads).

See dwg. no. 99841 for bearing

place new elastomeric bearing pad.

remove existing bearing pads, and

Cut ƒ" out of existing dowels,

3'-

0" 3'-

6"

3'-

2"

2'-

8"

2'-

0" 2'-

6"

2'-

2"

1'-

8"

1

1

1

1 12/11/2017 Updated Dimensions ZTB

1


OF

DRAWING NO.

DATE REVISION BY

CALC. BOOK

STRUCTURE NO.

DRAFTER:

CHECKER:

REVIEWER:



22576

6830


(541) 388-6032 Fax: (541) 385-0476

BEND, OR 97703-5765

63055 N Highway 97, Bldg. M

18Mussie I. Petros

Zachary T. Beget


JEFFERSON COUNTY

THE DALLES - CALIFORNIA HIGHWAY (MP 75.04)

TROUT CR_HWY 4

Levi R. Huffman


DOCUMENT

FINAL ELECTRONIC

SEPT - 2017


structure.

END PANEL ASPHALTIC PLUG DETAIL

10 ~ #4

1'-

5"

5"

1'-2"

1'-2"

#4 @ 12"

#4 @ 12"

10"

1'-8"

Const. Jt.

Roadway

see Std. Dwg. BR157

Asphaltic Plug Joint Seal,

see Std. Dwg. BR165

End Panel,

BENT DETAILS

14

UTILITY OPENING DETAILPILE CAP SPLICE DETAIL

Bent 1

Bent 2

Girder A1 B1 C1 D1 E1 F1

SPAN 1 - BEAM SEAT ELEVATIONS - TOP OF CONCRETE PAD (FT)

Girder


Bent 1

Bent 2

Girder


Bent 2

Bent 3

1782.98' 1783.14' 1783.31' 1783.35' 1783.18' 1783.01'

1783.03' 1783.18' 1783.33' 1783.37' 1783.18' 1783.00'

1783.03' 1783.18'

A2 B2 C2 D2 E2 F2

1783.33' 1783.37' 1783.18' 1783.00'

1782.91' 1783.05' 1783.19' 1783.08' 1782.88' 1782.68'

1782.91' 1783.05' 1783.19'

A3 B3 C3 D3 E3 F3

1783.08' 1782.88' 1782.68'

1782.56' 1782.68' 1782.81' 1782.96' 1782.74' 1782.53'

11" dia. Pipe

12" dia. opening

1'-9" Splice min.

ENGINEER

REGIS

TERED PROFESSIO

NAL

OREGON

ZACHARY T. B

EGE

T

RENEWAL DATE:

J

ANUARY 08,

200

9

12-31-2017

74311PE

4'-0"

{ Bent

Bridge Deck

Pile Cap

Bridge Deck

Pile Cap

Const. Jt.

12•"

21"

#4 L-bars

with 1ƒ" threaded end (Typ)

#4 L-bars top and bottom

3 ~ #4 U-bars eq. spaced

12•"10"

10"

3'-8"

1'-2"

#4 U-barswall and deck (Typ)

filler between top of curtain

of preformed expansion joint

Place 2 ~ •" thick layers

Jt. Filler (Typ)

Preformed Exp.

Std. 90° hook (Typ)

End rebar with

CURTAIN WALL DETAIL - INTERIOR BENTS

Asphaltic Concrete9"

5"

Increase „" 20°F below 47°F

Decrease „" 20°F above 47°F

1" Joint Setting

Beams 'D', 'E' and 'F'

place 2" cl. each face

2 ~ #4 x 1'-4" dia. hoops,

Stage IV Stage III

PS/PC BoxPS/PC Box

3" cl.

(Typ) 3" cl.

(Typ)

roadway cross slope.

Footing grades to match

and end panel ledge.

sheets over entire footing

beneath end panel. Extend

Geomembrane (30 mils)

Two sheets smooth HDPE

BR_22576_bt_03.dgn :: Default 12/13/2017 7:40:46 AM hwye78x

99907

(epoxy coated)

MLGAdded "(epoxy coated)"12-13-20171

1

from the QPL as needed

shown or use mechanical splice

Splice all horizontal reinf. as

2 12-13-2017 MLGAdded note and clarified detail

2

2

oregon department of transportation · 2019-07-26 · modified by the "odot bridge design...

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