Richard Drewelow - Skanska · Traffic will pass under the structure on ... \Governor\57-0759rl-a-itp.dgn ... (ENGLISH) (REV. 03/14/12) completeness of scanned copies of this plan

$Page 1: Richard Drewelow - Skanska · Traffic will pass under the structure on ... \Governor\57-0759rl-a-itp.dgn ... (ENGLISH) (REV. 03/14/12) completeness of scanned copies of this plan$
DIKE

DIKEDIKE

CONC

DEPARTMENT OF TRANSPORTATION

PREPARED FOR THE

STATE OF CALIFORNIA

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PROJECT ENGINEER

DESIGN OVERSIGHT

SIGN OFF DATE

DESIGN

DETAILS

QUANTITIES

BY CHECKED

SPECIFICATIONS

CHECKED

PLANS AND SPECS

COMPARED

BY

BY

LAYOUT

...\Governor\57-0759rl-a-gp01.dgnFILE =>

DISREGARD PRINTS BEARING

EARLIER REVISION DATES

BRIDGE NO.

SHEET OF

CHECKED

CHECKEDBY

BY

DIST COUNTY ROUTESHEET TOTAL

PLANS APPROVAL DATE

REGISTERED CIVIL ENGINEER

NoTOTAL PROJECT SHEETS

The State of California or its officers or agents

shall not be responsible for the accuracy or

POST MILES

ORIGINAL SCALE IN INCHES

FOR REDUCED PLANS0 1 2 3

POST MILES

DATE

GENERAL PLAN

X

UNIT:

PROJECT NUMBER & PHASE:

X

No.

Exp.

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ORNIA

REVISION DATES

FACTOR DESIGNLOAD & RESISTANCE LIVE LOADING: HL93 W/"LOW-BOY";

PERMIT DESIGN VEHICLE

CONTRACT NO.: 11-2T2004

11 SD 805

SAN DIEGO, CALIFORNIA 92111

7807 CONVOY COURT, SUITE 200

23.7/27.6

12-31-13

Richard Drewelow

C054080

11000201914

24.4

GOVERNOR DRIVE UC (WIDEN)57-0759R/LR. Drewelow

J. Patteson

N/A

R. Drewelow

R. Drewelow

AECOM

16

Mohan Char

M. Char

Feiruz Aberra

DESIGN GENERAL PLAN SHEET (ENGLISH) (REV. 03/14/12)

completeness of scanned copies of this plan sheet.

100% CHECKED DETAILS

RIVERSIDE, CA 92509

1995 AGUA MANSA ROAD

SKANSKA USA CIVIL WEST

12/14/12

PLAN

TYPICAL SECTION1" = 10’

1" = 30’

1" = 30’

1321+00 1322+001320+00 1323+00

Datum Elev = 320.00

BB EB

68’-0" 68’-0"

EODExist

EODExist

EODExist

EODExist

ETWExist

2

Box GirderCIP/PS

6’- 6"–

Box GirderCIP/PS

6’- 6"–

1�%–1�%–

1

2

3

4

1

161’-0"– MEASURED ALONG "A" LINE

Abut 1 Abut 2

1320 1 2 3 4

19

20

N 40°3

2’0

4" E

21

GO

VE

RN

OR

DR

Elev 382.33–

BB Sta 1321+36.19

Elev 382.35–

EB Sta 1322+97.19

Exist Skew

12’

SAN DIEGO

TO

DEL MAR

TO

10’12’12’11’11’12’

12’12’12’12’12’10’

MBGR

MBGR

14’

18’

2:1

2:1

NOTES:LEGEND:

5

6

Box GirderCIP/PS

Box GirderCIP/PS

5 5

PG

Shld

10’-0"

Shld

10’-0"ELEVATION A-A

2:1

1 1/

2:1

2:1

1 1/

2:1

9’9’

8’

12’

46 64

1 1/

2:1

1 1/

2:1

A A

6’- 6"

6’- 6"

7

8

*

3

4’- 0"Pour

Closure

* *

28’-0" Widen

2’

1’

1’

N 26°47’00" W "A" LINE

3

7

77

7

8

8

8 8

NOTE:

� I-805 ("A" Line)

Shld

10’-0"

Lane

11’-0"

Lane

11’-0"

Lane

10’-6"

Lane

10’-6"

Shld

10’-0"

Lane

11’-0"

Lane

11’-0"

213

Stage 1 Construction

ETWExist

Lane

12’-0"

Lane

12’-0"

Lane

12’-0"

Lane

12’-0"

HOV Lane

12’-0"

Shld

10’-0"

Shld

10’-0"

Lane

11’-0"

Lane

11’-0"1’-0" 1’-0"

HOV Lane

12’-0"

14’-0" 14’-0"

1’-0" 1’-0"

2’-0"

Buffer

2’-0"

12’-0"

1’-0"

12’-0"

1’-0"

Lane

10’-6"

Lane

10’-6"

Clearance Width

Vertical Horizontal Clear

Falsework opening required over

Railroad Traffic

Location Height Width

Falsework opening required on

Pedestrian Traffic

for footing excavation.

C. Temporary traffic lane reduction needed

Two-way

Bnd

Bnd

Clearance Opening

Temporary Vertical Width of Traffic

B. Falsework opening(s) required:

A. No falsework allowed over traffic.

4. Traffic will pass under the structure on

Stage construction will/will not be required.

3. Traffic will be carried on the structure.

2. Traffic will be detoured away from the site.

1. New alignment. No traffic at the site.

Vehicular Traffic

9

9

2’

2’

1

Stage 1 Traffic (see "ROAD PLANS") Stage 1 Traffic (see "ROAD PLANS")

10’

10’

Direction of traffic

Cross slope to match existing bridge decks

Indicates widened point of minimum vertical clearance (16’-9")

Indicates existing structure

Indicates closure pour

Indicates limits of bridge removal (portion)

any materials.

field dimensions before ordering or fabricating

The Contractor shall verify all controlling

N/A

D. Yee

D. Yee D. Yee

FG = Approx OG along "A" LINE

16’-9" min, Widen

15’-6" min, Existing

Level soffit

10

Footing Data Table.

See "FOUNDATION PLAN" sheet for Spread2.

and Index to Plans.

See "INDEX TO PLANS" for General Notes1.

10

10

slope

Exist

slop

eExist

slope

Exist

slop

eExist

Ped

openin

g

6’-0

" Fals

ework

openin

gTr

affi

cFals

ework16

’-0"

23.8

9’23.7

9’

Concrete Barrier Type 60, see "ROAD PLANS"

Soffit luminaire installation, see "ROAD PLANS"

Remove existing MBGR, see "ROAD PLANS"

Existing Barrier Type 9

Structure Approach Type N(30D)

Concrete Barrier Type 60A (Mod)

Temporary Railing Type K, see "ROAD PLANS"

Remove existing barrier and overhang

"G1"

LI

NE

Sta 20+00.00 "G1" LINE

Sta 1322+17.18 "A" LINE =

Lane

12’-0"

Lane

12’-0"


PREPARED FOR THE

STATE OF CALIFORNIA

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BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

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TATE OF CALIF

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REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16

Feiruz AberraMohan Char

N/A

DESIGN DETAIL SHEET (ENGLISH) (REV. 03/14/12)


D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12

INDEX TO PLANS

INDEX TO PLANSSTANDARD PLANS MAY 2006

CONCRETE STRENGTH AND TYPE LIMITS

No Scale

SITE SPECIFIC ARS CURVE

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

Period (Seconds)

Spectral

Acc. (g)

STANDARD PLAN SHEET NO.

DETAIL NO.

2

S30

LOG OF TEST BORINGS (5 OF 5)16.





STRUCTURE APPROACH DRAINAGE DETAILS11.

STRUCTURE APPROACH TYPE N(30D)10.

GIRDER REINFORCEMENT9.

GIRDER LAYOUT8.

TYPICAL SECTION7.

ABUTMENT DETAILS6.

ABUTMENT LAYOUT5.

REMOVAL PLAN4.

FOUNDATION PLAN3.

INDEX TO PLANS2.

GENERAL PLAN1.

max

CONCRETE:

See "Prestressing Notes" on "GIRDER LAYOUT" sheetPRESTRESSED

n = 8

f’c = 3.6 ksi, unless noted otherwise

fy = 60 ksiCONCRETE:

ASTM A706REINFORCED

LOADING:

Site Specific ARS CurveSEISMIC

Permit design loadLOADING:

HL-93 Design Truck and Tandem and P15LIVE

Includes 35 psf for future wearing surfaceDEAD LOAD:

November 2010DESIGN:

Caltrans Seismic Design Criteria (SDC) version 1.6SEISMIC

with California amendments dated December 15, 2011

AASHTO LRFD Bridge Design Specifications 4TH EditionDESIGN:

LOAD AND RESISTANCE FACTOR DESIGN

GENERAL NOTES

(f’c = 3.6 ksi @ 28 days)

Structural Concrete, Approach Slab

(f’c = 4 ksi @ 28 days)

Structural Concrete, Bridge Footing

(f’c = 6 ksi @ 28 days)

Structural Concrete, Bridge

(f’c = 4 ksi @ 28 days)

Structural Concrete, Bridge

V = 1300 ft/sSoil Profile:

5% Damping

Moment Magnitude, M

= 0.42 gPeak Ground Acceleration

ISOLATION JOINT DETAIL

CONCRETE PAVEMENT - LANE SCHEMATICS ANDRSP P18

CONCRETE PAVEMENT - DOWEL BAR DETAILSRSP P10

CAST-IN-PLACE PRESTRESSED GIRDER DETAILSB8-5

BOX GIRDER DETAILSB7-1

JOINT SEALS (MAXIMUM MOVEMENT RATING = 2")RSP B6-21

BRIDGE DETAILSB0-13

BRIDGE DETAILSB0-5

BRIDGE DETAILSB0-3

BRIDGE DETAILSB0-1

CONCRETE BARRIER TYPE 60RSP A76A

SYMBOLS (SHEET 2 OF 2)A10D

SYMBOLS (SHEET 1 OF 2)A10C

ACRONYMS AND ABBREVIATIONS (SHEET 2 OF 2)A10B

ACRONYMS AND ABBREVIATIONS (SHEET 1 OF 2)A10A

DIKEDIKE

380

380

370

378.9

379.4


PREPARED FOR THE

STATE OF CALIFORNIA

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...\Governor\57-0759rl-e-fpl01.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY FOUNDATION PLAN

GE

OT

EC

HNIC

AL

PR

OF

ES

SI

ON

AL

AP

PR

OV

AL

DA

TE

PHOTOGRAMMETRY AS OF:

SURVEYEDBY

BYCHECKED

DRAFTEDBY

BYFIELD CHECKED

ALIGNMENT TIES

SCALE: VERT.DATUM HORZ.DATUM

No.

Exp.

CIVIL

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REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

N/A


16

Yong

Wang

FOUNDATION PLAN SHEET (ENGLISH) (REV. 03/14/12)


N/A

D. Yee

D. Yee

NAVD 88 NAD 83




AECOM

RIVERSIDE, CA 92509



12/14/12

PLAN

GO

VE

RN

OR

DR

Typ

14’-9"

N 40°3

2’0

4" E

N 40°3

2’0

4" E

1

2

3

N 26°47’00" W

3

2

1" = 20’

1

1320 1 2 3

19

20

21

N 40°3

2’0

4" E

Abut 2

Abut 1

(ksf)

(Settlement)

Contact Stress

Permissible Net

Service

Location

Support

(ksf)

(Settlement)

Contact Stress

Permissible Gross

(ksf)

Capacity

Gross Bearing

Allowable

Working Stress Design (WSD) Load and Resistance Factor Design (LRFD)

SPREAD FOOTING DATA TABLE

(ksf)

=1.00

Resistance

Nominal Bearing

Factored Gross

Extreme Event

b

N/A N/A N/A

N/AN/AN/A

368.3

368.3

� "A" LINE ROUTE 805

LEGEND:

367.5

3

10.7

10.7

9.0

9.0

367.5

368.1–

368.1–

368.1–

368.1–

367.6–

368.6–

369.1–

368.1–

Sta 1321+36.82

� Abut 1

Sta 1322+96.56

� Abut 2

DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.

THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD

NOTE:

UTILITY LEGEND:

Exist 10" PVC Reclaimed Water Line

Exist Telephone Line UG

Exist 42" Water Line (SCRW)

(ksf)

=0.45

Resistance

Nominal Bearing

Factored Gross

Strength

b

� Exist Abut 2

� Exist Abut 1

A

STATION

B

ELEVATIONS ARE BASED ON NAVD 88.

COORDINATES, BEARINGS, AND DISTANCES ARE BASED ON CALIFORNIA COORDINATE SYSTEM OF NAD 1983.

OFFSET N

1892903.92

1893311.52 6274828.69

6274484.78

E ELEV

357.40

359.70

DESCRIPTION

BENCH MARKS

"A" 1320+68.17 346.54’ Lt

144.15’ Rt"A" 1322+77.07

NAME

805 24.44

805 24.45

WEST OF I-805

DRIVE MEDIAN

LOCATED IN GOVERNOR

PK & WSHR IN AC

EAST OF I-805

DRIVE MEDIAN

LOCATED IN GOVERNOR

PK & WSHR IN AC

A

B

Bench mark location

Indicates limit of Bridge Removal (Portion)


Indicates bottom of existing footing elevation

Indicates bottom of footing elevation

See Note 5

See Note 5

2’-9". Match top of existing footings.

5.

8’ of exisitng 42" water line centerline.

No falsework supports shall be placed within4.

prior to setting falsework.

Field verify location of existing utilities3.

protected in place.

All utilities within bridge work limits shall be2.

NGVD 29 to NAVD 88.

based on a conversion factor of +2.29 from

Bottom of the as built footing elevations are1.

NOTES:

"G1" LIN

E

Sta 20+00.00 "G1" LINE

Sta 1322+17.18 "A" LINE =


PREPARED FOR THE

STATE OF CALIFORNIA

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SIGN OFF DATE

...\57-0759rl-e-rem_pl.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

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ROFESSIONAL

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NGI

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TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12

REMOVAL PLAN

ABUTMENT REMOVAL ELEVATION

SECTION C-C

SECTION B-B

ABUTMENT REMOVAL PLAN

(Abut 1 shown, Abut 2 similar)



NOTE:

(Abut 1 shown, Abut 2 similar)

LEGEND

(Exist Br No. 57-0759R)

Exist edge of deck

(Exist Br No. 57-0759L)

Exist edge of deck

C B

BC

footing

Edge of Exist

footing

Edge of ExistAbutment

� Exist

= � Exist footing

� Exist Abutment

4

NOTES:

See Note 1

abutment diaphragm

Edge of existing

exterior girder

Edge of existing

exterior girder

Edge of existing

abutment diaphragm

Edge of existing

See Note 2

See Note 2

1/4" = 1’-0"

1/4" = 1’-0"

1/4" = 1’-0"


Bridge Removal (Portion)

Indicates limit of

and protect in place.

Existing footing reinforcement clean3.

clean and protect in place.

Existing transverse deck reinforcement 2.

storage facility.

and delivered to a Caltrans Department

railing to be removed shall be salvaged

All metal components of existing bridge1.

C

C

wallCurtain

1/4" = 1’-0"

SECTION D-D

B

B

Curtain wall

D

D

Exist wingwall

shear key

Top of existing

See Note 3footing

Top of existing

Edge of curtain wall

Abutment

� ExistEdge of curtain wall

Varies

1/4" = 1’-0"


PREPARED FOR THE

STATE OF CALIFORNIA

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DESIGN OVERSIGHT

SIGN OFF DATE

...\57-0759rl-f-a01_lo.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

RE

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ROFESSIONAL

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NGI

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TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12

LEGEND



NOTE:

ABUTMENT LAYOUT

See Note 3

ABUTMENT PLAN

ABUTMENT ELEVATION

ABUTMENT FOOTING LAYOUT

7’-0"

3’-2"

1’-11"

1’-11"

New footing

Typ see Note 4

3" drain pipe,

See Note 3

Detail B, see Note 2

match Exist

Top of slope to

pour, Typ

Deck closure

See Note 3

� New Abut

4"

5

Shear key

face of existing abutments

Face of new abutment to match

(optional)

Const Jt

= � Shear key

= � Abut

I-805 ("A" LINE)


Indicates closure pour

Bridge Removal (Portion)

Indicates limit of

Bearing pad Tot 43

Equal

spac

es @

9’-6

" =

28’-

6"

pour, Typ

Abutment closure

11"10"

13

Exist WW LOL

Exist EOD and

BB

Exist WW LOL

Exist EOD and

Edge of footing

of abut

Back face

pad 15" x 30" x 3"

or fabric reinforced bearing

14" x 26" x 2 1/2" (elastomer only)

Steel reinforcement bearing pad

EQ EQ

EQ

EQ

Level

Typ

3"

� Bearing pad = � Abut

BEARING PAD DETAIL

No Scale

1/4" = 1’-0"

FOOTING REINFORCING DETAIL

No Scale

See Note 1

1/4" = 1’-0"

See Note 1

1/4" = 1’-0"

� Exist Abut

hole, Typ

abutment in 10" deep

dowels @ 12" on � existing

drill and bond#5

� Exist Abut

� New Abut

"A" LINE

� Exist Abut

Extend abutment reinf into closure pour. Typ.6.

Match top of existing footings.5.

See "STRUCTURE APPROACH DRAINAGE DETAILS" sheet.4.

See "REMOVAL PLAN" sheet.3.

"ABUTMENT DETAILS" sheet.

For abutments sections and details, see2.

Abutment 1 is shown. Abutment 2 is similar.1.

NOTES:

See Note 5

See Note 6

4’-9

"


PREPARED FOR THE

STATE OF CALIFORNIA

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12/18/2012

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pattesonj

PROJECT ENGINEER

DESIGN OVERSIGHT

SIGN OFF DATE

...\Governor\57-0759rl-f-a01dt.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

RE

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ROFESSIONAL

E

NGI

NE

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S

TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12



NOTE:

No Scale

No Scale

ABUTMENT SECTION

END DIAPHRAGM DETAIL

DETAIL A DETAIL B

ABUTMENT DETAILS

Polystyrene

1" Expanded

3’-0"

footing

Top of

Abutment Reinf

Footing Reinf

#5 Tot 2

1’-6"

1’-6"2’-6"

1’-0"

2’-0"

1’-7" 1’-7"

B8-5

"ABUTMENT SECTION".

NOTE: For reinforcement not shown, see

"END DIAPHRAGM DETAIL".

NOTE: For reinforcement not shown, see

2’-9"

Clr

3"

Exist

Match

#5 @ 12"

#8 @ 12"

3’-2"

Exist

Match

(optional)

Const Jt

B6-21

(Match Exist)

BB/EB

#5 Tot 2

#5 Tot 2

7"1’-0"

4" Fillet

8’-0"

between girders

#5 @ 6"

Limits of distribution Reinf

Exist

Match

6

B0-1

1-6

footing

Top of

B0-1

1-6

7’-0"

2’-0"

Mi

n

filler, Typ

1" Exp Jt

(optional)

Const Jt

� Shear key

(optional)

Const Jt

NOTE: Abut 1 shown, Abut 2 similiar

#5 @ 12"

#7 @ 12"

grillage

recess and

anchorage

Prestressed

Detail A

sheet

APPROACH TYPE N(30D)"

See "STRUCTURE

Center on shear key

#11 x 14’-0" Tot 3

#11 Tot 3

3" Expanded Polystyrene

Typ

2" Clr

6"3’-3"

@ 12#5

6"

#5 @ 12"

2’-0"

3’-6"

3’-3"

Clr

2"

#5 Tot 8

#11 Tot 6

alternate

and 24" Horiz

#5 @ 12" Vert

neoprene with grease.

bearing. Coat top of

metal on top of each

20" x 32" x 16 Ga sheet

Polystyrene

3" Expanded

See Note 3

No Scale

See Note 3

1/2" = 1’-0"

#6 Tot 2

� Abut

� Abut

(MR = 1")

Joint Seal

see Note 1

Geocomposite Drain,

Pervious backfill or

see Note 1

Drain pipe,

#11

abutment. Place abutment bars perpendicular to abutment centerline.

Abutment dimensions are perpendicular or parallel to centerline of3.

than 2’-0" differential in backfill heights between each abutment.

Backfill shall be placed simultaneously at both abutments with no more

Abutment backfill shall be placed after completion of superstructure.2.

For drainage details, see "STRUCTURE APPROACH DRAINAGE DETAILS" sheet.1.

NOTES:


PREPARED FOR THE

STATE OF CALIFORNIA

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DESIGN OVERSIGHT

SIGN OFF DATE

...\Governor\57-0759rl-k-ts01.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

RE

GIS

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D P

ROFESSIONAL

E

NGI

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S

TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12



NOTE:

LEGEND

TYPICAL SECTION

2’-0"

Typ

Pour

Closure

4’-0"

A76A

Typ

4’-0"

Br No. 57-0785L Br No. 57-0785R

and deck overhang

Remove Exist Type 9 Barrier

1.5%–1.5%–

Exist

Match

Exist

Match

Typ

8 1/8"

Typ

1’-0"

groove, Typ

3/4" Drip

Typ

4" fillet,

4" Typ6" Typ

Typ

1’-0"

1’-1"

Const Jt, Typ

Tot 8, Typ

#5 Cont

Typ

Half space

Typ

Half space

B7-1

B-1

#5 @ 12" Max, Typ

per girder, Typ

#8 Cont Tot 2

See Note 2

per girder, Typ

#5 Cont Tot 2

1"

Clr

2"

Clr

#4 Cont @ 18"

See Note 3

#6 or stirrups, Typ

per girder

#11 Cont Tot 2

#5 @ 10", Typ

1’-6"

B0-5

5-10

B0-5

5-11

PART TYPICAL SECTION

TYPICAL SECTION

B0-5 B7-1 B8-5

B0-5

5-2

#5, S=10" or

7

Typ

6"

3 Equal spaces @ 8’-9 5/16" = 26’-4"

1’-1"

Equal spaces, Typ

#5 Tot 8

1’-1"

Typ

per bay, Typ

#4 Tot 4

per bay, Typ

#5 Tot 7

MEDIAN WIDEN

-

See Note 1

NOTES:

camber values are 0.75 times those shown.

When Falsework Release Alternative 2 is used,

after the falsework has been released.

pour shall not be placed sooner than 14 days

after the last concrete has been placed. Closure

Falsework shall not be released less than 28 days

Alternate 2:

has been released.

placed sooner than 60 days after the falsework

by the specifications. Closure pour shall not be

Falsework shall be released as soon as permitted

Alternate 1:

FALSEWORK RELEASE & CLOSURE POUR

� I-805 ("A" LINE)

in place, typ

clean and protect

Reinf (S=10")

Exist #5 deck

CLOSURE POUR REINFORCING

Closure Pour

4’-0"

reinf

transverse

Existing

for reinf not shown

"PART TYPICAL SECTION"

#5 cont see

girder

Face of new

reinf

New transverse

2"closure pour

ties right before the

reinf with tight wire

Secure exist and new

complete.

Barrier may be placed after closure pours are7.

dowels as approved by Engineer.

Contractor shall be replaced by drill and bond

Any existing reinforcement damaged by6.

"Service" spliced.

Continuous longitudinal reinforcement shall be5.

all existing transverse deck reinforcement.

Remove deck along a straight line and protect4.

For stirrup spacing, see "GIRDER LAYOUT" sheet.3.

"GIRDER REINFORCEMENT" sheet.

For additional longitudinal reinforcement, see2.

For soffit lighting, see "ROAD PLANS".1.

Clr

1 1/2"

1"

Clr

Min

6’- 6"

1/4" = 1’-0"

1/2" = 1’-0"

staggered Typ

in 10" deep hole,

Drill and bond dowels

#53

110

"1’-9"

1/2" = 1’-0"

DRILL AND BOND DETAIL

See Note 6

1’-9"

Typ

#4 @ 13"

Indicates limit of Bridge Removal (Portion)


(Mod)

Type 60A

Conc barrier

bond in 5" deep hole, see Note 7

6" min embedment or drill and

Wet set #5 @ 12" with

1/2" = 1’-0"


PREPARED FOR THE

STATE OF CALIFORNIA

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PROJECT ENGINEER

DESIGN OVERSIGHT

SIGN OFF DATE

...\57-0759rl-l-gir_lo01.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

RE

GIS

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D P

ROFESSIONAL

E

NGI

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S

TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12



NOTE:

LEGEND

GIRDER LAYOUT

points shown

cable path is a parabola between

Center of gravity of prestress� Span

3" 3"

LONGITUDINAL SECTION

for "CAMBER DIAGRAM".

See "GIRDER REINFORCEMENT" sheetNOTE:B7-1

18

18 12

12

1812

1812

B7-1

V-1

Deck closure pour

Deck closure pour

4’-10"

4’-10"

"A" Line

@ 18"

8

PRESTRESSING NOTES

Indicates girder designation

Indicates girder stem thickness in inches

end stressingIndicates point of no movement for one

Soffitt vent, Typ

A

A

B

C

D

L/2

L

L/2

Spacing

#6 or Stirrup

GIRDER LAYOUT

flare, Typ

16’-0" Girder

PLACE PERPENDICULAR TO � GIRDERS ORB0-5

5-10

B0-5

5-11

B0-5

5-11

B0-5

5-11

Face of exterior girder

Face of exterior girder

ˆ

B8-5

13’-2"

13’-2"

see "ROAD PLANS"

installation

Soffit luminaire

on "GIRDER REINFORCEMENT" sheet

See DECK REINFORCEMENT DETAIL

1/8" = 1’-0"

VERT SCALE 1/4" = 1’-0"

HORIZ SCALE 1/8" = 1’-0"

One end stressing shall be performed from Abut 2

based on initial stress at = 0.96 times jacking stress

Contractor shall submit elongation calculations

= 4ksi @ time of stressingf’ci

= 6ksi @ 28 daysf’cConcrete:

symmetrically in the structure.shall not exceed 1200 kip. Tendons shall be arrangedMaximum final force variation between girders

girders shall not exceed the ratio of 3:2Distribution of prestress force (Pjack) between

= 0.0002/ftFriction wobble coefficient, k

= 0.15/radFriction curvature coefficient,

= 4Total Number of Girders

= 3/8"Anchor Set

= 11000 kipPjack (Total)

270 ksi Low Relaxation Strands:

� Abut 2

� Abut 1

� Abut 1 � Abut 2

1’-1"

2’-6"

2’-6"

42 @ 10"

28 @ 15" @ 18"

Girders A & D

Girders B & C

22 @ 4 1/2"

18 @ 5 3/4"

42 @ 10"

28 @ 15"

22 @ 4 1/2"

18 @ 5 3/4"


PREPARED FOR THE

STATE OF CALIFORNIA

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PROJECT ENGINEER

DESIGN OVERSIGHT

SIGN OFF DATE

...\57-0759rl-o-gir_rf01.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

RE

GIS

TE

RE

D P

ROFESSIONAL

E

NGI

NE

ER

S

TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12



NOTE:

GIRDER REINFORCEMENT

Edge of bottom slab

9

All bars shall be evenly spaced.3.

No splices allowed.2.

see "TYPICAL SECTION" sheet.

For additional details and reinforcement,1.

NOTES:

No Scale

CAMBER DIAGRAM

�

Abut 1

1/4

Span

1/2

Span

1/4

Span

�

Abut 2

ADDITIONAL BOTTOM LONGITUDINAL REINFORCEMENT

falsework settlement.

NOTE: Does not include allowance for

1’-3"

face of abutment.

transverse reinforcement 3" from

into diaphragm. Stop remaining

Extend alternate top bars

DECK REINFORCEMENT DETAIL

Indicates bundled bars

LEGEND:

3"

(Soffit reinforcement similar)

No Scale

1 1/4"

1 1/4"

2"

per bay, Typ

#11 x 60’-0" Tot 18

per bay, Typ

#11 x 115’-0" Tot 8

� Span

20’-0"

40’-0"

40’-0"

20’-0"

55’-0"5’-0" 5’-0"55’-0"

� Abut 2� Abut 1

TRANSVERSE 1/4" = 1’-0"

LONGITUDINAL 1/8" = 1’-0"

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATIONENGINEERING SERVICES

DIVISION OF

APPROVAL DATE

NO.

FILE


completeness of electronic copies of this plan sheet.


X

X X



BRIDGE NO.

POST MILE

...\Governor\57-0759rl-s-sat.dgnFILE =>

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Exp.

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EN

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OF CALIFORN

IA


TOTAL PROJECT SHEETS

POST MILES

DATE

No.

UNIT:


X

CONTRACT NO.:

REVISION DATES



XX

DS OSD 2147A (ENGLISH STANDARD DRAWING "XS" BORDER REV. (02-02-11)

Typ

JOINT" TABLE

TRANSVERSE CONTACT

SEE "APPROACH SLAB

PAVEMENT

PCC ROADWAY

PLANS"

"ROAD

SEE

6"

CONCRETE BARRIER

BB OR EB

SEE NOTE 46" 3" x 3" x �" ANGLE

OR 6" x �" PLATE

APPROACH SKEW

< 20°

> 45°

APPROACH SLAB TRANSVERSE CONTACT JOINT

20° - 45°

PAVEMENT

WITH AC ROADWAY

PAVEMENT

WITH PCC ROADWAY

TO 36’ APART

STAGGER LINES 24’

LANE LINE

STAGGER AT EACH

BB OR EB

A A

A A

C

"B" BARS

C"A" BARS

PLAN NO SCALE

STRUCTURE APPROACH - END STAGGER DETAIL

APPROACH

END OF STRUCTURE

PA

VE

ME

NT

WI

DT

H

SEE NOTE 3

30’-0" Min

30’-0" Min

BRIDGE DECK

EDGE ANGLE DETAIL

�" = 1’-0"

1’-6"

#5 @ 6

FILTER FABRIC

SEE NOTE 2

#5 @ 18

TP

B

Clr

2"

SEE "TIE DETAIL"

#6 @ 12

WOVEN TAPE FABRIC

1’-0"

6"

"A" BARS

#8 @ 6PAPER

BUILDING

30’-0" PAY LIMITS FOR STRUCTURAL CONCRETE, APPROACH SLAB

Clr

2"

LONGITUDINALLY

TRANSVERSELY AND 4’-0" –

#5 BAR CHAIRS @ 3’-0" –

#5 @ 12 "B" BARS

PIPE. SEE NOTE 2

3" SLOTTED PLASTIC

SEE NOTE 5

CONTACT JOINT

TRANSVERSE

DETAIL B

1�" = 1’-0"

NOTES:

DECK

BRIDGE

1

4

4"

4"

2�"

BAR CHAIR DETAIL

1�" = 1’-0"

#5 BAR

SEE NOTE 1

�" STEEL COUPLING NUT

�" ` 8" BOLT

ENGINEER

APPROVED BY THE

DEPTHS MUST BE

8" CLEAR, OTHER

ANCHOR ASSEMBLY

POLYSTYRENE AROUND

Clr

2�

"

Clr

2"

Clr

2"

Clr

2"

TIE DETAIL

�" = 1’-0"

WITH 1" ` HOLE

´ 2�" x �" x 2�"

SECTION C-C

4’-

0"

Min

NO SCALE

DETAIL A

FOR AC PAVEMENT

CONTACT JOINT

STRUCTURE APPROACH TYPE N(30D)xs3-140

SECTION A-A

�" = 1’-0"

B6-21

1 AND

SEE NOTE

OF PN

PARALLEL TO FACE

PN USE "DETAIL A"

PARALLEL TO FACE OF

PN USE "DETAIL A"

PARALLEL TO FACE OF

OF PN

PARALLEL TO FACE

AND BOTTOM Tot 6

#6 X 8’-0" TOP

1" ` x 2’-4" PVC CONDUIT

ENDS. ROD ENCASED IN

WITH NUT AND THREADED

�" ` Galv ROD @ 24

2"

DRAINGEOCOMPOSITE

2"

6"

6"

CONCRETE BARRIER

WINGWALL OR

RETAINING WALL

TPB

LOW SIDE ONLY

TYPE E-2

SEAL

POURABLE

WINGWALL, WITH SMOOTH SIDE TOWARD WINGWALL

SEE "DETAIL B"

SEAL

POURABLE

WINGWALL, WITH SMOOTH SIDE TOWARD WINGWALL

* *

* *

�" X �" X 8" FLAT

PLACE �" HARDWOOD BETWEEN SLAB AND

�" X �" X 8" FLAT

PLACE �" HARDWOOD BETWEEN SLAB AND

60°

BAR @ 12" CENTERS BAR @ 12" CENTERS

60°

� �

X

XXXXXXXXXXXX

X

WITH SLOPING FACE)(TO BE USED WITH CONCRETE BARRIER

WITH VERTICAL FACE)(TO BE USED WITH CONCRETE BARRIER

° (Var)

XX

X

SEE "EDGE ANGLE DETAIL". LOW SIDE ONLY

3" X 3" X �" ANGLE (GALVANIZED)

SEE "EDGE ANGLE DETAIL". LOW SIDE ONLY

6" X �" PLATE (GALVANIZED)

APPROACH

STRUCTURE

APPROACH

STRUCTURE

Max

�" Max

�"

July 2011

GOVERNOR DRIVE UC (WIDEN)

24.4

57-0759R/L

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

10 16

along � roadway

Spacing of transverse reinforcement is measured

reinforcement may be placed parallel to paving notch.

At the contractor’s option, approach slab transverse

Revised Standard Plan P18.

to Standard Plan P10. For longitudinal joint, refer to

For transverse contact joint with new PCC paving, refer

of wingwall or end of structure approach, as applicable

End angle or plate at beginning of barrier transition, end

Engineer, shall be located on lane lines

Longitudinal construction joints, when permitted by the

DETAILS" sheet

For drainage details, see "STRUCTURE APPROACH DRAINAGE

For details not noted or shown, see Structure Plans

6.

5.

4.

3.

2.

1.

1

1

1

1

2

1

1

1

1 Does not apply

2 Modified

PERVIOUS BACKFILL

GEOCOMPOSITE DRAIN OR

2

TPB

A76A

No scale

3

Typ

6"

30’-0" Min

30’-0" Min

AND BOTTOM Tot 6

#6 X 8’-0" TOP

PAVEMENT

PCC ROADWAY

No scale

1

2

BARRIER

SPECIAL DETAILS

3 Added

GEOCOMPOSITE DRAIN OR PERVIODS

1

12/17/20121’-9"

Typ

REVISED STANDARD DRAWING


Type 60A (Mod)

Conc Barrier

and bond in 5" deep hole

6" min embedment or drill

Wet set #5 @ 12" with


PREPARED FOR THE

STATE OF CALIFORNIA

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12/18/2012

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pattesonj

PROJECT ENGINEER

DESIGN OVERSIGHT

SIGN OFF DATE

...\Governor\57-0759rl-s-sadd.dgnFILE =>



BRIDGE NO.

SHEET OF


PLANS APPROVAL DATE





POST MILES



POST MILES

DATE

X

UNIT:


X

DESIGN

DETAILS

QUANTITIES

BY CHECKED

CHECKED

CHECKEDBY

BY

No.

Exp.

CIVIL

RE

GIS

TE

RE

D P

ROFESSIONAL

E

NGI

NE

ER

S

TATE OF CALIF

ORNIA

REVISION DATES

CONTRACT NO.:

11 SD 805 23.7/27.6

Richard Drewelow

C054080

12-31-13

24.4

11-2T200411000201914


J. Patteson

16


N/A



D. Yee

D. Yee

N/A




AECOM

RIVERSIDE, CA 92509



12/14/12



NOTE:

STRUCTURE APPROACH DRAINAGE DETAILS

SECTION A-A

No Scale

SECTION B-B

diaphragm

abutment

Backface of plastic pipe

3" slotted

plastic pipe

3" Unslotted

1’-0"

Abutment

NOTES:

at normal end

(slotted)

3" plastic pipe

Exist abutment

Exist abutment Exist abutment

Exist abutment

A

A

(mi

ddle

wi

deni

ng)

drai

nage syste

m

Pay li

mits of

Exist EOD

No Scale

PLAN

11

Type N(30D)

Approach slab

Type N(30D)

Approach slab

B0-3

3-1

1’-0"

Mi

n

3"

1’-0"

TPB

drain

Bond to geocomposite

diaphragm

toward abutment

Level or sloped

3" pipe

Cut hole for

Bond 6" to wall.

Note 1

Filter fabric

See Note 2

(Minor concrete)

Drainage pad

3’-0"

Pervious Backfill Type Geocomposite Drain Type

See Note 2

Pervious backfill

See Note 2

Pervious backfill

slope

existing

Match

See Note 2

B0-3

3-1

Mi

n

2’-0"

Mi

n

2’-0"

Note 1

1/2" = 1’-0"

damaged during construction shall be replaced.

Existing pervious backfill and drainage removed or3.

.place of Pervious Backfill per

Geocomposite Drain and Drainage Pad may be used in2.

1.

C

C

outlet

4" ` drain

slab

Approach

plastic pipe

3" slotted

plastic pipe

3" Unslotted

Approach slab

Note 1

slope

existing

Match

Mi

n

2’-0"

BB

slab

Approach

slope

existing

Match

1/2" = 1’-0"

SECTION C-C

drain not shown for clarity)

(Pervious backfill or geocomposite

drainage outlet

Approach slab

slab drains

with approach

equal spacing

outlet, Tot 4

Wall drainage

drainage outlet

Approach slab

at each drain

Tee connection

of pipe

Cap ends

Geocomposite drain






Documents

Richard Drewelow - Skanska · Traffic will pass under the structure on ... \Governor\57-0759rl-a-itp.dgn ... (ENGLISH) (REV. 03/14/12) completeness of scanned copies of this plan