3 replaced per addendum no. 3 dated february … · bb sta 564+03.75 elev 404.05 eb sta 567+21.75...

DESIGN ENGINEER

DESIGN

DETAILS

QUANTITIES

LAYOUT

SPECIFICATIONS

BY

BY

BY CHECKED

CHECKED

CHECKED

BY

BY

FACTOR DESIGN

LOAD & RESISTANCE

PLANS AND SPECS

COMPARED

CHECKED

PERMIT DESIGN VEHICLE

LIVE LOADING: HL93 W/"LOW-BOY";

STRUCTURES DESIGN GENERAL PLAN SHEET (ENGLISH) (REV.09-01-10)

GENERAL PLAN

A. Tern

G. Zweier

1

T. Bui

T. Bui T. Bui

T. Bui

FG FG

7 7

8

5 512

02-11-14

9

10

7

7

R. Coria

9

9

9

9

OG

G. Zweier/A. Onodera

12-12-14

PLAN

565564 566 567

S63^41’07"ERTE 180

"M" LINE

TO FRESNO

BB Sta 564+03.75 Elev 404.05 EB Sta 567+21.75 Elev 405.20

6

1" = 30’-0"

2:1

5:1

2:1

1 2

3 3

�

PIE

R 2

�

PIE

R 3

24’-7"

24’-0"

5’-0"

10’-0"

BRIDGE" (42-0070R)

EXISTING "KINGS RIVER

27’-0" –

FILL (Typ)

TOE OF

5:1

5:1

5:1

1"=30’-0"

ELEVATION

565564 566 567

DATUM Elev 330.00

OG

PIER 2 PIER 3

EBBB

95’-0"

318’-0" MEASURED ALONG "M" LINE

128’-0" 95’-0"

NO SCALE

Elev 405.48

+0.361%

Elev 393.56

VPI Sta 535+00.00 BVC Sta 568+00.00

PROFILE GRADE

TYPICAL SECTION

1"=10’-0"

PG

"M" LINE

-2% & VARIES4

4

BOX GIRDER

CIP P/S

BRIDGE" (42-0070R)

EXISTING "KINGS RIVER

24’-0"

10’-0" 5’-0"

5’-3"

OG

PIER FOOTING

PIER

27’-0" –

1’-5"1’-5"

24’-7" 55’-6"–

11 11

NOTES:

11

10

9

8

7

6

5

4

3

2

1

41’-10"

Abut 1 Abut 4

S. Nelapatla

FILL (Typ)

TOE OF

FILL (Typ)

TOP OF

FILL (Typ)

TOE OF

FILL (Typ)

TOP OF

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATION

STRUCTURE DESIGN

DIVISION OF ENGINEERING SERVICES

DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE: CONTRACT NO.:0 1 2 3

FILE => 42-0070l-a-gp.dgn

POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

ME

=>

s113541

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06-

FE

B-2017

TI

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PL

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REVISION DATES

FOR REDUCED PLANS

ORIGINAL SCALE IN INCHES

EARLIER REVISION DATES

DISREGARD PRINTS BEARING

17

3586

0600000382 1 06-342531

KINGS RIVER BRIDGE

14

76.30

DIST COUNTY ROUTETOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

DATEAPPROVALPLANS RE

GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL

completeness of scanned copies of this plan sheet.

shall not be responsible for the accuracy or

The State of California or its officers or agents

Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

S. Hansen

Gary Joe

10-07-14

R74.1/R78.6

42-0070L/R

12

Summary, see "FOUNDATION PLAN" sheet

Design Flood Elev = 392.35 For Hydrologic

Tubular Handrailing (modified)

Barrier Rail Architectural Treatment

connection details

See "MGS Connection - Type 28" sheet for

Seal Course

with new MGS, see roadway plans

Existing MBGR to be removed and Replaced

Rock Slope Protection

MGS See roadway plans

Tubular Hand Railing

Concrete Barrier Type 732 Mod

Structure Approach Type N(30S) Mod

Paint "Kings River Bridge"

Paint "Bridge No. 42-0070L"

QUANTITIES

STRUCTURE EXCAVATION (TYPE A) 1,558 CY

STRUCTURE BACKFILL (BRIDGE) 595 CY

SEAL COURSE CONCRETE 307 CY

STRUCTURAL CONCRETE, BRIDGE FOOTING 136 CY

STRUCTURAL CONCRETE, APPROACH SLAB 93 CY

(TYPE N MODIFIED)

JOINT SEAL (MR 2") 84 LF

BAR REINFORCING STEEL (BRIDGE) 250,800 LB

ROCK SLOPE PROTECTION 2,910 CY

(1/4 T, CLASS V, METHOD B) (CY)

ROCK SLOPE PROTECTION FABRIC (CLASS 8) 1,370 SQYD

TUBULAR HANDRAILING 727 LF

TUBULAR HANDRAILING (MODIFIED) 711 LF

CONCRETE BARRIER (TYPE 732 MODIFIED) 727 LF

09-15-16

CONCRETE BARRIER TRANSITION 7 LF

434 504

6-22-15

STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER) 350 CY

3PRESTRESSING CAST-IN-PLACE CONCRETE LUMP SUM

STRUCTURAL CONCRETE, BRIDGE 1,300 CY950

3

3 REPLACED PER ADDENDUM No. 3 DATED FEBRUARY 8, 2017

DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY

STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 09-01-10)

A. Tern

A. Onodera

INDEX TO PLANS

2

Standard Plan Sheet No.

No scale

CONCRETE STRENGTH AND TYPE LIMITS

Structural Concrete, Bridge

Structural Concrete, Bridge Footing

Structural Concrete, Bridge (4,000 psi at 28 days)

Seal Course

INDEX TO PLANSTITLE

Detail No.

TITLE

HL93 and permit design load.

Caltrans Seismic Design Criteria (SDC), Version dated

Includes 35 psf for future wearing surface.

4th

GENERAL NOTES

LOAD AND RESISTANCE FACTOR DESIGN

SEISMIC DESIGN:

DESIGN:

DEAD LOAD:

LIVE LOADING:

n = 8

f’c = 3.6 ksi

fy = 60 ksi

SEISMIC LOADING:

REINFORCED CONCRETE:

T. Bui

T. Bui

SHEET NO.

California Amendments, preface dated November 2011

AASHTO LRFD Bridge Design Specifications, edition with

1.7 April 2013

T. Bui

Site Specific ARS Curve

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Acceleration Response Spectrum

5% damping

W=

S30

PBA = 0.23 g

7.9M

Period (sec)Spectral

Acceleration (g)

SITE SPECIFIC ARS

LOCATIONS

(ksf)CAPACITY

GROSS BEARINGALLOWABLE

SPREAD FOOTING DATA

Abut 4

Pier 3

Pier 2

Abut 1

STANDARD PLANS DATED MAY 2010

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

Log of Test Borings

MGS Connection - Type 28

Structure Approach Type N(30S) Mod

Girder Reinforcement

Girder Layout

Typical Section

Pier Details

Pier Layout

Abutment Details

Abutment Layout

Foundation Plan

Deck Contours

Index to Plans

General Plan

(ksf)STRESS (SETTLEMENT)

GROSS BEARINGPERMISSIBLE

(ksf)(SETTLEMENT)

CONTACT STRESSPERMISSIBLE NET

SERVICE

10-07-14

(ksf)RESISTANCE Ì =0.45

NOMINAL BEARINGFACTORED GROSS

STRENGTH

(ksf)RESISTANCE Ì =1.0

NOMINAL BEARINGFACTORED GROSSEXTREME EVENT

b b

R. Coria

WORKING STRESS DESIGN (WSD) LOAD AND RESISTANCE FACTOR DESIGN (LRFD)

NO SCALE

SE

AL

CO

UR

SE

DE

PT

H

OF

ABUTMENTPIERTyp

1’-0"

Concrete Barrier Type 732

Tubular Hand Railing

Cast-In-Place Prestressed Girder Details

Box Girder Details

Joint Seal Type B (MR=2")

Bridge Details

Bridge Details

Bridge Details

Bridge Details

Backfill - Bridge

Limits of Payment for Excavation and

Legend - Soil (Sheet 2 of 2)

Legend - Soil (Sheet 1 of 2)

Lines and Symbols (Sheet 3 of 3)



Abbreviations (Sheet 2 of 2)

Abbreviations (Sheet 1 of 2)

B11-55

B11-51

B8-5

B7-1

B6-21

B0-13

B0-5

B0-3

B0-1

A62C

A10G

A10F

A10E

A10D

A10C

A10B

A10A

RSP

RSP

12-12-14

16.2

N/A

N/A

16.2

21.9

N/A

N/A

21.0

N/A

15.0

15.0

N/A

N/A

29.6

22.3

N/A

N/A

85.1

68.9

N/A

02-06-14

Typ

1’-0"

SE

AL

CO

UR

SE

DE

PT

H

OF

SHEET NO.

GRADING PLANE

Abut

Approx OG

footing must remain at the elevation shown.

When seal is not used, the bottom of the reinforced

will be determined in the field by the Engineer.

the seal thickness shown. The thickness to be used

Engineer. Estimate quantities involved are based on

Seal course to be placed only when ordered by the

NOTE:

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


FILE => 42-0070l-a-itp.dgn

POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

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=>

s113541

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FE

B-2017

TI

ME

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10:28

REVISION DATES

FOR REDUCED PLANS




17

3586

0600000382 1 06-342531

KINGS RIVER BRIDGE

14

76.30


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

V = 1020 ft/sec

RSP

R74.1/R78.6

Structure Excavation (Type A)

Seal Course Concrete

LEGEND

Structure Backfill

(Rock Slope Protection)

Structure Excavation

EXCAVATION AND BACKFILL LIMITS OF

BOTTOM OF RSP

Approx OG

42-0070L/R

RSP

RSP

RSP

RSP

09-15-16

435 504

6-22-15

Structural Concrete, Bridge (Polymer Fiber) (4,000 Psi @ 28 Days)3


DESIGN ENGINEER

DESIGN

DETAILS

QUANTITIES

LAYOUT

SPECIFICATIONS

BY

BY

BY CHECKED

CHECKED

CHECKED

BY

BY

FACTOR DESIGN

LOAD & RESISTANCE

PLANS AND SPECS

COMPARED

CHECKED

X

FOR REDUCED PLANS





GENERAL PLAN

1

R. Simmons

TYPICAL SECTION

NO SCALE

1’-5" 10’-0" 12’-0" 5’-0" 1’-5" 1’-5"1’-5" 5’-0" 10’-0"

26’-0" 34’-1"

12’-0" 12’-0"12’-0"

1" = 10’-0"

5

OG

-2% -2%

OG

NOTES:

LEGEND:

2

1

5 55

4

5

3

+0.321%Elev = 398.94’

EVC 594+00.00

1" = 30’-0"

ELEVATION

Elev = 403.43’

BVC 608+00.00

"M" LINE

PROFILE GRADE "M" LINE

41’-10"

06-18-12

PG

605+00 606+00 607+00 608+00

� ROUTE 180

"M" LINE

40^15’22" SKEW

40^00’00" SKEW

39^44’24" SKEW

4

10’

24’

5’

26’

24’

TO KINGS CANYON

TO FRESNO

CA

ME

RO

N SL

OU

GH

TOE OF FILL

TOE OF FILL

TOE OF FILL

TOE OF FILLTOE OF FILL

ELEVATION 402.66

BB Sta 605+58.90

ELEVATION 403.24

EB Sta 607+37.90

TOP OF FILL

TOP OF FILLTOP OF FILL

TOP OF FILL

TOP OF FILL

TOP OF FILL

605+00 606+00 607+00 608+00

DATUM ELEVATION = 370.00

ABUTMENT 1 ABUTMENT 3

PIER 2

ON SPREAD FOOTINGS

3’-0"Ø COLUMNS

TOE OF FILL

OGOG

BB EB


FG

21

64

31

6

6

3’-6"

Typ

CURVE DATA

"M" LINE

À=4°34’48.57"

T=800.28’

L=1599.71’

� PIE

R 2

10’ &

VA

RIE

S

5’ &

VA

RIE

S

34’-1"

"EBETW" LINE

CURVE DATA

T=607.94’

L=1215.50’

"EBETW" LINE

À=3°28’56"

& Var & Var

44’-3"

"EBETW" LINE

4 5

7

6

7

A. Onodera\G. Zweier R. Simmons R. SimmonsE. Montevirgen

R=20000’

R=20012’

TRIB

UT

AR

Y

R=20012’ R=20000’

7

88

8

7

8 8

1" = 30’-0"

PLAN

FOR HYDROLOGIC SUMMARY, SEE "FOUNDATION PLAN" SHEET

DESIGN FLOOD Elev = 394.10’ (LEFT BRIDGE), 393.90’ (RIGHT BRIDGE)

5:1 5:1

5:15:1

2:1

2:1

I. Chernioglo

D. Murray M. Pope

09-18-14

6

ROCK SLOPE PROTECTION

SEAL COURSE

STRUCTURE APPROACH TYPE N(30S) Mod

TUBULAR HAND RAILING

CONCRETE BARRIER TYPE 732 Mod WITH

MGS, SEE ROADWAY PLANS

PAINT "BRIDGE N0. 42-0436 L/R"

PAINT "CAMERON SLOUGH TRIBUTARY BRIDGE (RIGHT)

PAINT "CAMERON SLOUGH TRIBUTARY BRIDGE (LEFT)

10-24-14

89’-6" 89’-6"

S. Nelapatla

CONCRETE BOX GIRDER

CIP POST-TENSIONED

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE: CONTRACT NO.: 170 1 2 3

FILE => 42-0436lr-a-gp.dgn

POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

ME

=>

s113541

DA

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PL

OT

TE

D

=>

06-

FE

B-2017

TI

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D

=>

10:28

REVISION DATES

FOR REDUCED PLANS




17CAMERON SLOUGH TRIBUTARY BRIDGE42-0436L/R

3586

0600000382 1 06-342531

76.99


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

S. Hansen

Gary Joe

R74.1/R78.6

QUANTITIES

(TYPE N MODIFIED)

(60 LB, CLASS II, METHOD B) (CY)

09-15-16

448 504

6-22-15

408 CY1,425

STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER)

31,017

3


R. Simmons

10-31-13

INDEX TO PLANS

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0


Spectral

Acceleration (g)

Period (sec)

SITE SPECIFIC ARS

NO SCALE

CONCRETE STRENGTH AND TYPE LIMITS LEFT AND RIGHT BRIDGES

LOCATIONSUPPORT

Abut 1

Pier 2

(ksf)BEARING CAPACITYALLOWABLE GROSS

INDEX TO PLANS

SHEET NO. TITLE


STANDARD PLAN SHEET No.

DETAIL No.

GENERAL NOTES


and the California Amendments, preface dated November 2011.

AASHTO LRFD Bridge Design Specifications, 4th edition

DESIGN:

Caltrans Seismic Design Criteria (SDC), Version 1.7 dated April 2013.

SEISMIC DESIGN:

DEAD LOAD:



LIVE LOADING:

SEISMIC LOADING:

Site Specific ARS Curve.

CONCRETE:

5% damping

=W

M 7.9

S30

PBA = 0.23 g

SPREAD FOOTING DATA

(WORKING STRESS DESIGN)

Abut 3

R. Simmons

D. Murray

(ksf) (SETTLEMENT)CONTACT STRESSPERMISSIBLE NET

SERVICE STRENGTH

b

(ksf)Ì = 1.00

RESISTANCE NOMINAL BEARINGFACTORED GROSS

EXTREME EVENT

LOAD AND RESISTANCE FACTOR DESIGN (LRFD)

N/A N/A N/A

N/AN/AN/A

N/A N/A 96.1 17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

12-12-14

I. Chernioglo

M. Pope

LOG OF TEST BORINGS

STRUCTURE APPROACH TYPE N(30S) MOD

MISCELLANEOUS DETAILS

GIRDER REINFORCEMENT

GIRDER LAYOUT - RIGHT BRIDGE

GIRDER LAYOUT - LEFT BRIDGE

TYPICAL SECTION

PIER DETAILS

PIER LAYOUT

ABUTMENT DETAILS NO. 2

ABUTMENT DETAILS NO. 1

ABUTMENT 3 LAYOUT

ABUTMENT 1 LAYOUT

FOUNDATION PLAN

DECK CONTOURS

INDEX TO PLANS

GENERAL PLAN

2

DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY


NO SCALE

PIER

(SETTLEMENT) (ksf)BEARING STRESS

PERMISSIBLE GROSS

RSP

Approx OG

06-19-15

See prestressing notes.

n = 8

f’c = 3.6 ksi

fy = 60 ksi

b(ksf)

Ì = 0.45RESISTANCE

NOMINAL BEARINGFACTORED GROSS

E. Montevirgen\G.Z.

14.0

14.0

15.4

15.7

23.0 29.5

REINFORCED FOOTING MUST REMAIN AT THE ELEVATION SHOWN.BY THE ENGINEER . WHEN SEAL IS NOT USED, THE BOTTOM OF THE SHOWN. THE THICKNESS TO BE USED WILL BE DETERMINED IN THE FIELDESTIMATED QUANTITIES INVOLVED ARE BASED ON THE SEAL THICKNESSSEAL COURSE TO BE PLACED ONLY WHEN ORDERED BY THE ENGINEER. SEAL COURSE NOTE:

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE: CONTRACT NO.: 170 1 2 3

FILE => 42-0436lr-a-itp.dgn

POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

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=>

s113541

DA

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PL

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06-

FE

B-2017

TI

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10:28

REVISION DATES

FOR REDUCED PLANS




17CAMERON SLOUGH TRIBUTARY BRIDGE42-0436L/R

3586

0600000382 1 06-342531

76.99


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

Typ

1’-0"

SE

AL

CO

UR

SE

DE

PT

H

OF

V = 1020 ft/sec

RSP

R74.1/R78.6

Abut

GRADING PLANE

Approx OG

Typ

1’-0"

SE

AL

CO

UR

SE

DE

PT

H

OF

ABUTMENT

BOTTOM OF RSP

EXCAVATION AND BACKFILL LIMITS OF

Structure Excavation (Type A)

Seal Course Concrete

LEGEND

Structure Backfill

(Rock Slope Protection)

Structure Excavation

B11-55 CONCRETE BARRIER TYPE 732

B11-51 TUBULAR HAND RAILING

B8-5 CAST-IN-PLACE PRESTRESSED GIRDER DETAILS

B7-1 BOX GIRDER DETAILS

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

B0-13 BRIDGE DETAILS

B0-5 BRIDGE DETAILS

B0-3 BRIDGE DETAILS

B0-1 BRIDGE DETAILS

AND BACKFILL BRIDGE

A62C LIMITS OF PAYMENT FOR EXCAVATION

A10H LEGEND-ROCK

A10G LEGEND-SOIL (SHEET 2 OF 2)

A10F LEGEND-SOIL (SHEET 1 OF 2)

A10E LINES AND SYMBOLS (SHEET 3 OF 3)

A10D LINES AND SYMBOLS (SHEET 2 OF 3)

A10C LINES AND SYMBOLS (SHEET 1 OF 3)

A10B ABBREVIATIONS (SHEET 2 OF 2)

A10A ABBREVIATIONS (SHEET 1 OF 2)

RSP

RSP

RSP

RSP

RSP

09-15-16

449 504

6-22-15

Structural Concrete, Bridge

Structural Concrete, Bridge Footing

Structural Concrete, Bridge (4,000 psi at 28 days)

Seal Course

Structural Concrete, Bridge (Polymer Fiber) (4,000 Psi @ 28 Days)3


PLAN

1" = 20’

ELEVATION

1" = 20’

�" = 1’

TYPICAL SECTION

No Scale

PROFILE GRADE

0.126% – (CONFORM TO Exist GRADE)

26’-9" 26’-9"3 @ 35’-6" = 106’-6"

BB EB

Abut 1PIER 2

Abut 6

DATUM Elev=365.00

KIN

GS

RIV

ER

OV

ER

FL

OW

TO FRESNO

TO SQUAW VALLEY

4’

4’

12’

12’ S 52^ 14’ 25" E

20̂

4’-0"12’-0"12’-0"4’-0"

17’-5"17’-5"

34’-10"

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

DESIGN ENGINEER

DESIGN

DETAILS

QUANTITIES

LAYOUT

SPECIFICATIONS

BY

BY

BY CHECKED

CHECKED

BY

BY

FACTOR DESIGN

LOAD & RESISTANCE

PLANS AND SPECS

COMPARED

CHECKED

BRIDGE NO.

POST MILE


POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER

DATEAPPROVALPLANS

GENERAL PLAN

completeness of electronic copies of this plan sheet.



FOR REDUCED PLANS




0 1 2 3

42-0437-a-gp01.dgnFILE =>

TI

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10:28

DA

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PL

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=>

06-

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B-2017

s113541

US

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NA

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RE

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OFESSIONAL

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AINROFILACFO

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No.

Exp.

CIVIL

SHEET OF

CONTRACT NO.:

REVISION DATES




42-0437

3603

PREM RIMAL PREM RIMAL 18

06 FRE

06-342531 2-11-11

PREM RIMAL

06 0000 0382 1

180

1

2

NOTES

4

New Structure

LEGEND

1’-6�

"

SL

AB

TYPE 732, Typ

CONCRETE BARRIER PG

1 & 2

1 & 2

Paint "Br. No. 42-0437"

Paint " KINGS RIVER OVERFLOW BRIDGE"

3

TOP OF FILL

TOE OF FILL

TOP OF FILL

TOE OF FILL

MIKE POPE

Direction of Flow

Direction of Travel

5

2" Dia Electrical Conduit

PIER 4 PIER 5

KINGS RIVER OVERFLOW BRIDGE (REPLACE)

PREM RIMAL RUPERD WILSON

CHECKED

PREM P. RIMAL

C61422

Sheet No. Title

INDEX TO PLANS

6

For "GENERAL NOTES", and "FOOTING DATA TABLE",

see "DECK CONTOURS" sheet.

7

sheet.

8

For Scuppers, see "SLAB REINFORCEMENT DETAILS" sheet.

For "HYDROLOGIC SUMMARY", see "FOUNDATION PLAN"

1

400lbs 1400lbs 1400lbs 2100lbs

200lbs

400lbs 400lbs

200lbs 700lbs

400lbs 1400lbs 1400lbs 2100lbs

200lbs

400lbs 400lbs

200lbs 700lbs

400lbs1400lbs1400lbs2100lbs

200lbs

400lbs400lbs

200lbs700lbs

400lbs1400lbs1400lbs2100lbs

200lbs

400lbs400lbs

200lbs700lbs

SKEW

IGOR CHERNIOGLO

IGOR CHERNIOGLO IGOR CHERNIOGLO

06-30-15

13

12

11

10

9

8

7

6

5

4

3

2

1

5-18-15 13

DETAIL NO.

STANDARD PLAN SHEET NO.

B14-3

B11-55

B0-13

B0-5

B0-3

B0-1

A62C

A10D

A10C

A10B

A10A

CONDUITS (CONDUIT LESS THAN 4")

COMMUNICATION AND SPRINKLER CONTROL

CONCRETE BARRIER TYPE 732

BRIDGE DETAILS

BRIDGE DETAILS

BRIDGE DETAILS

BRIDGE DETAILS

LIMITS OF PAYMENT FOR EXCAVATION AND BACKFILL BRIDGE

SYMBOLS (SHEET 2 OF 2)

SYMBOLS (SHEET 1 OF 2)

ACRONYMS AND ABBREVIATIONS (SHEET 2 OF 2)

ACRONYMS AND ABBREVIATIONS (SHEET 1 OF 2)

Alternative Flared Terminal system, see "ROAD PLANS"

QUANTITIES

DATE

04/01/2012

PIER 3

Approx OG

DRAINAGE

SCUPPER, Typ

CONCRETE SLAB

CIP REINFORCED

CONCRETE PIER

CIP REINFORCED

STANDARD PLANS DATED 2010

TO BE REMOVED

(BRIDGE No. 42-0074)

L= 159’-0"– & W= 29’-0"–

Exist BRIDGE

WS Elev:392.1, SEE NOTE 6

SEE NOTE 7

8

AS-BUILT LOG OF TEST BORINGS

LOG OF TEST BORINGS 4 OF 5




SLAB REINFORCEMENT DETAILS

TYPICAL SECTION & DECK REINFORCEMENT

PIER LAYOUT & DETAILS

MISCELLANEOUS DETAILS

ABUTMENT LAYOUT & DETAILS

FOUNDATION PLAN

DECK CONTOURS

GENERAL PLAN

RSP

RSP

4

8

8

6-18-15

BB 172+64.50

Elev 395.79

EB 174+24.50

Elev 395.99

"KCR3" LINE

** **

** -2% & VARIES

5-21-15

"KCR3" LINE

BB 172+64.50

Elev 395.79

EB 174+24.50

Elev 395.99

173+00172+50 173+50 174+00 174+50

173+00 174+00

160’-0" MEASURED ALONG "KCR3" LINE

75.0/78.2

77.2

ANY MATERIAL.

BEFORE ORDERING OR FABRICATING

CONTROLLING FIELD DIMENSIONS

THE CONTRACTOR MUST VERIFY ALL

NOTE:

SIRISHA NELAPATLA

3 Crash Cushion, See "ROADWAY PLANS"

SIRISHA NELAPATLA

FOOTING

SEAL COURSE

465 504

6-22-15

CONCRETE BARRIER (TYPE 732)

BAR REINFORCING STEEL (BRIDGE)

STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER)

STRUCTURAL CONCRETE, BRIDGE

STRUCTURAL CONCRETE, BRIDGE FOOTING

SEAL COURSE CONCRETE

STRUCTURE BACKFILL (BRIDGE)

STRUCTURE EXCAVATION (TYPE A)

STRUCTURE EXCAVATION (BRIDGE)

BRIDGE REMOVAL, LOCATION A

320

103,412

318

484

78

55

104

453

172

LUMP

LF

LB

CY

CY

CY

CY

CY

CY

CY

SUM

3166

3


CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY

0 1 2 3

FILE => 42-0437-a-itp.dgn

POST MILE

BRIDGE NO.

SHEET OF

US

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REVISION DATES

FOR REDUCED PLANS





POST MILES SHEET

No.

TOTAL

SHEETS


DATEAPPROVALPLANS

completeness of electronic copies of this plan sheet.



RE

GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL


PREM RIMAL

PREM RIMAL / JINLI GUO

1842-0437 KINGS RIVER OVERFLOW BRIDGE (REPLACE)

3603 5/16/11

DECK CONTOURS

y

c

GENERAL NOTES


0.0 1.0 2.0 3.0 4.0

Period (seconds)

Spectral

Acceleration (g)

0.0

5.00.5 1.5 2.5 3.5 4.5

ACCELERATION RESPONSE SPECTRA CURVE

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

CONCRETE STRENGTH AND TYPE LIMITS

No Scale

0.02’

0.02’

0.01’

0.02’

0.03’

0.02’

0.02’

0.03’

0.02’

0.02’

0.03’

0.02’

0.01’

0.02’

0.02’

C

Abut 1

L C

Pier 2

L LC

Pier 3

LC

Pier 4

LC

Pier 5

LC

Abut 6

�

Span

�

Span

�

Span

�

Span

�

Span

�

Span

�

Span

�

Span

�

Span

�

Span

�

Span

No Scale

CAMBER DIAGRAM

Abut 1

FOOTING DATA TABLE

Location Support

(ksf)

Capacity

Gross Bearing

Allowable

(ksf)

Capacity

Gross Bearing

Permissible

(ksf)

(Settlement)

Contact stress

Permissible Net

Service

Piers 2-5

Abut 6

4.9

N/A N/A

N/A N/A

N/A N/A

N/A

N/A4.9

5.4

5.4

4.4 6.6 14.6

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

(ksf)

= 0.45

Resistance

Bearing

Nominal

Factored Gross

Strength

(ksf)

= 1.0

Resistance

Bearing

Nominal

Factored Gross

Extreme Event

EDGE OF DECK

PLAN

1"=10’

RUPERD WILSONPREM RIMAL

NOTES:

2. Contours do not include camber.

�

Span

�

Span

�

Span

�

Span

PREM P. RIMAL

C61422

09/01/11 2

IGOR CHERNIOGLO

IGOR CHERNIOGLO

06-30-15

06 FRE 180

CONTRACT NO.: 13

f’ = 3.6 ksi

f = 60 ksi

CONCRETE:

Peak Ground Acceleration = 0.22 g

Moment Magnitude: Mmax = 6.5

the top 100 ft of soil

Soil Profile: Vs30 = 1770 ft/sec for

See "ACCELERATION RESPONSE SPECTRA CURVE"

SEISMIC LOADING:

HL93 and permit design load

LIVE LOADING:

Includes 35 psf for future wearing surface

DEAD LOAD:

Version 1.6, November 2010

Caltrans Seismic Design Criteria (SDC),

SEISMIC DESIGN:

preface dated November 2011

4th edition and the Caltrans Amendments,

AASHTO LRFD Bridge Design Specifications,

DESIGN:

STRUCTURAL CONCRETE, BRIDGE FOOTING

04/01/2012

allowance for falsework settlement.Camber values shown do not includeNote:

395.5

395.5

395.5

396

396.5

396.5

173+00

173+00

395.5

396.0

+50+50

C

Abut 1

C

PI

ER 2

C

PI

ER 3

C

PI

ER 4

C

Abut 6

L L L L L LC

PI

ER 5

"KCR3 LINE"

+50

1. Contour Interval is 0.05’

X = 5’ Intervals

No Scale

SUPERELEVATION DIAGRAM

174+00 175+00

+6%

-2%

-6%

0%

173

+93.00

175

+00.15

173

+07.15

20’ VC

20’ VC 20’ VC 20’ VC

EDGE OF DECK

174+00

75.0/78.2

06 0000 0382 1 06-342531 5-21-15

77.2

466 504

6-22-15

STRUCTURAL CONCRETE, BRIDGE

(Polymer Fiber) (4,000 Psi @ 28 Days)Structural Concrete, Bridge 3


CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


BRIDGE NO.

POST MILE

FOR REDUCED PLANS


0 1 2 3

SHEET OF

CONTRACT NO.:

REVISION DATES



42-0437L/R BYRD SLOUGH BRIDGE

3586

06-342531

1777.19

14


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0600000382 1


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

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OFESSIONAL

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AINROFILACFO

ETA

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No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

PLAN

1" = 20’

1" = 20’

ELEVATION

1" = 10’

TYPICAL SECTION

24’-7"

-2%-2%

10"

2’-2"

12’-0"

VARIES

GORE

12’-0"

12’-0"

12’-0"

VARIES

10’-0" &

79’-8�"

Typ

1’-5"

41’-10"

2

1

3

4

5

6

7

Elev 403.50 Elev 402.00

EVC Sta 614+00.00

-0.300%

SL

OU

GH

BY

RD

BB Sta 614+67.00

ELEVATION 403.30ELEVATION 402.82

TO KINGS CANYON

TO FRESNO

DATUM ELEVATION 370.00’

Abut 1 Abut 4

PIER 2 PIER 3


4

4

4

4

6

6

61 3

2 3

6 6

48’-6"63’-0"48’-6"

24’

10’

26’

VA

RIE

S

5’ &

5’

12’

Typ

1’-5"

10’-0"

12’-0"

12’-0"

5’

NO SCALE


VA

RIE

S

10’ &

VA

RIE

S

GO

RE

12’

12’

12’

EB Sta 616+27.00

DESIGN ENGINEER

DESIGN

DETAILS

QUANTITIES

LAYOUT

SPECIFICATIONS

BY

BY

BY CHECKED

CHECKED

CHECKED

BY

BY

FACTOR DESIGN

LOAD & RESISTANCE

PLANS AND SPECS

COMPARED

CHECKED




GENERAL PLAN

107-15-13

G. Souza

TypSKEW 12^54’0"

5

Typ

(Typ)

COLUMN

2’-6" `

L = 1598.62’

T = 799.74’

À = 04^34’47"

R = 20000’

"EBETW" LINE

L = 1599.70’

T = 800.28’

À = 04^34’48"

R = 20012’

"M" LINE

"EBETW" LINE

"M" LINE

CURVE DATA TABLE

EC 616+39.27BC 600+40.65

EC 614+65.14

R=20000’

R=20012’

7

Typ

7

"EBETW" LINEES"M" LINE

SLAB

CONCRETE

VOIDED

PT/CIP

TOP OF SLOPE

TOE OF SLOPE

TOE OF SLOPE

TOP OF SLOPE

TOE OF SLOPE

TOP OF SLOPE

TOP OF SLOPE

TOE OF SLOPE

OG

Approx

OG

Approx

BB EB

VARIES

5’-0" &

8

8

8

8

8

8

8

10-24-14

CONDUIT

2" ` COMMUNICATION

CONDUIT

2" ` COMMUNICATION

77 88

Q. Zhao

R. Simmons

P. Vu

P. VuQ. Zhao

09-18-14

G. Souza R. Simmons

2:1

5:1 2:1

5:1

2:1

2:1

5:1

2:1

2:1

5:1

Gary Joe

Summary, see "FOUNDATION PLAN" sheet Design Flood Elevation = 395.7, for Hydrologic Rock Slope Protection Seal Course MGS see roadway plans Tubular Hand Railing Concrete Barrier Type 732 MOD with Structure Approach Type N(30S)MOD Paint "BYRD SLOUGH BRIDGE" Paint "BRIDGE NO. 42-0437L" Paint "BRIDGE NO. 42-0437R" Notes:

VC Sta 619+00.00

616+00 617+00615+00614+00

615+00 616+00 617+00614+00

617+00616+00615+00614+00

S. Nelapatla S. Hansen

R74.1/R78.6

QUANTITIES

STRUCTURE EXCAVATION (TYPE A) 2,399 CYSTRUCTURE BACKFILL (BRIDGE) 532 CYPRESTRESSING CAST-IN-PLACE CONCRETE LUMP SUMSEAL COURSE CONCRETE 450 CYSTRUCTURAL CONCRETE, BRIDGE FOOTING 269 CY

STRUCTURAL CONCRETE, APPROACH SLAB 134 CY(TYPE N MODIFIED)JOINT SEAL (MR 1 1/2") 248 LFBAR REINFORCING STEEL (BRIDGE) 241,500 LBHEADED BAR REINFORCEMENT 44 EAROCK SLOPE PROTECTION 522 CY(300 LB, CLASS IV, METHOD B) (CY)ROCK SLOPE PROTECTION FABRIC (CLASS 8) 600 SQYDTUBULAR HANDRAILING 756 LFCONCRETE BARRIER (TYPE 732 MODIFIED) 756 LF

09-15-16

478 504

6-22-15

STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER) 1,350 CY

3STRUCTURAL CONCRETE, BRIDGE 1,820 CY470

3


207-16-13

INDEX TO PLANS

INDEX TO PLANS

STANDARD PLANS DATED 2010

GENERAL NOTES

STANDARD PLAN SHEET NO.

DETAIL NO.

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

LOCATIONSUPPORT

(ksf)BEARING CAPACITYALLOWABLE GROSS

Abut 1

Pier 2

CONCRETE STRENGTH AND TYPE LIMITSNO SCALE


5% damping

W=

S30

PBA = 0.23 g

7.9M

Period (sec)

Spectral

Acceleration (g)

SITE SPECIFIC ARS

SEISMIC LOADING:



SEISMIC DESIGN:

CONCRETE:

DESIGN:

DEAD LOAD:

LIVE LOADING:





Pier 3

Abut 4


n = 8

f’c = 3.6 ksi

fy = 60 ksi

06-25-14

PRESTRESSING NOTES

Friction wobble coefficient, K = 0.0002

(RIGHT BRIDGE)

jack

(LEFT BRIDGE)

(RIGHT BRIDGE)

(LEFT BRIDGE)

X = 0.886 (LEFT BRIDGE), 0.884 (RIGHT BRIDGE) times jacking stress.

Concrete: f’ = 4 psi @ 28 days

f’ = 3.5 psi @ time of stressing

= 14

= 27

(1/ft)

Friction curvature coefficient, = 0.15

= 5530 kips

= 10260 kips

06-19-15

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

SPREAD FOOTING DATA TABLE

-

-

WORKING STRESS DESIGN

any two adjacent ducts shall not exceed the ratio of 10 to 9

The final force ratio (larger divided by smaller) between

Total Number of Ducts

One ended stressing from Abutment 1.



270 KSI Low Relaxation Strand:

P

Anchor Set

Contractor shall submit elongation calculations

based on initial stress at

c

ci

= � in

m (1/rad)

(ksi)Assumed long term losses = 20

(ksf)Ìb = X


EXTREME

(ksf) = X

bÌ


STRENGTH

(ksf)(SETTLEMENT)

BEARING STRESSPERMISSIBLE GROSS

(ksf)(SETTLEMENT)

CONTACT STRESSPERMISSIBLE NET

SERVICE

SEAL COURSE NOTE

shown.footing must remain at the elevation used, the bottom of the reinforced field by the Engineer, When seal is not be used will be determined in the seal thickness shown. The thickness to quantities involved are based on theordered by the Engineer. Estimated Seal Course to be placed only when

Right Left

-

-

-

-

Right Left

-

-

Right Left

-

-

-

-

Right Left

-

-

-

-

Right Left

-

-

-

-

LOG OF TEST BORINGS

STRUCTURE APPROACH N(30S) Mod

SLAB DETAILS

TYPICAL SECTION

PIER DETAILS

PIER LAYOUT (RIGHT)

PIER LAYOUT (LEFT)

ABUTMENT DETAILS

ABUTMENT LAYOUT (RIGHT)

ABUTMENT LAYOUT (LEFT)

FOUNDATION PLAN

DECK CONTOURS

INDEX TO PLANS

GENERAL PLAN

CONDUITS (CONDUIT LESS THAN 4")

COMMUNICATION AND SPRINKLER CONTROL

CONCRETE BARRIER TYPE 732

TUBULAR HAND RAILING

CAST-IN-PLACE PRESTRESSED GIRDER DETAILS

(MAXIMUM MOVEMENT RATING = 2")

JOINT SEALS

BRIDGE DETAILS

BRIDGE DETAILS

BRIDGE DETAILS

BRIDGE DETAILS

BACKFILL BRIDGE SURCHARGE AND WALL

LIMITS OF PAYMENT FOR EXCAVATION AND

LEGEND - ROCK

LEGEND - SOIL (SHEET 2 OF 2)

LEGEND - SOIL (SHEET 1 OF 2)

LINES SYMBOLS (SHEET 3 OF 3)



ABBREVIATIONS (SHEET 2 OF 2)

ABBREVIATIONS (SHEET 1 OF 2)

13.0

13.0

15.0

15.0 15.0

13.1 13.4

16.0

22.0

22.0

22.0

22.0

26.3

26.3

26.3

26.3

79.4

79.4

79.4

79.4

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


BRIDGE NO.

POST MILE

FOR REDUCED PLANS


0 1 2 3

SHEET OF

CONTRACT NO.:

REVISION DATES



42-0437L/R BYRD SLOUGH BRIDGE

3586

06-342531

17

DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY

77.19

14



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s113541

Q. Zhao

G. Souza

Q. Zhao

P. Vu

P. Vu

R. Simmons

0600000382 1


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

R74.1/R78.6

V = 1020 ft/sec

B14-3

RSP B11-55

RSP B11-51

RSP B8-5

RSP B6-21

B0-13

B0-5

B0-3

B0-1

A62B

A10H

RSP A10G

RSP A10F

A10E

A10D

A10C

RSP A10B

A10A

09-15-16

479 504

6-22-15

SEAL COURSE CONCRETE STRUCTURAL CONCRETE, BRIDGE FOOTING STRUCTURAL CONCRETE, BRIDGE

STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER) (f’c =4.0 ksi @ 28 DAYS) LEGEND: 3


FACTOR DESIGN

LOAD & RESISTANCE



GENERAL PLANR. Simmons

1

R. Simmons

R. Simmons

P. VuDESIGN

DETAILS

QUANTITIES

LAYOUT

SPECIFICATIONS

BY

BY

BY CHECKED

CHECKED

CHECKED

BY

BY PLANS AND SPECS

COMPARED

CHECKED

DESIGN ENGINEER

X


P. Vu R. Simmons

P. Vu

09-18-14 10-24-14

G. Zweier/GS

501500

DATUM Elev 350.00

Abut 1

OG

FG

BB

TO KINGS CANYON

RTE 180

TO FRESNO

FG

EB

Abut 2

501500

FILL (Typ)TOE OF

FILL (Typ)TOE OF

"M" LINE

FILL (Typ)TOP OF

CHI

NA

SL

OU

GH

SKEW

10’-0"

2

@ 12’-0"

17’-0"

2

@ 12’-0"

5’-0"

MEASURED ALONG "M" LINE

90’-0"

FILL (Typ)TOP OF

BB Sta 499+85.00

Elev 389.18 EB Sta 500+75.00

Elev 388.70

55

5

31

5

32

4

4

4

4

6

77

PLAN

1" = 20’

CURVE DATA

1" = 20’

ELEVATION

0̂ 48’03"

SKEW

0̂ 48’03"

R=3219.44

16’-0"

L = 1065.70’T = 537.77’ = 18^57’58"R = 3219’.44’

5:1

5:1

2:1 2:1

5:1

5:1

-0.537%

EVC 486+00

Elev 396.62

BVC 506+00

Elev 385.88

NO SCALE


-4% & VARIES

-4% & VARIES

66

66

"M" LINE

PROFILE

GRADE

1" = 10’

TYPICAL SECTION

48’-10"

24’-7"

52’-10"

46’-0"

50’-0"

Typ

5’-0�

"

Typ

4’-10�

"

1’-5"

1’-5"

1’-5"

13’-7"

1’-5"

1

2

3

4

5

6

7

QUANTITIES

S. Nelapatla

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:



POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

ME

=>

s113541

DA

TE

PL

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TE

D

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06-

FE

B-2017

TI

ME

PL

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D

=>

10:29

REVISION DATES

FOR REDUCED PLANS




17

3586

R 75.3

CHINA SLOUGH BRIDGE

06-342531

42-0444L/R

130600000382 1


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

S. Hansen

Gary Joe

Summary, see "FOUNDATION PLAN" sheet Design flood Elev = 378.2, for Hydrologic Seal Course Tubular Hand Railing Concrete Barrier Type 732 Mod with Structure Approach Type N(30S) Mod MGS See roadway plans Paint "CHINA SLOUGH BRIDGE" Paint "BRIDGE NO. 42-0444R" Paint "BRIDGE NO. 42-0444L" Notes:

R74.1/R78.6

01-11-13

FLANGE GIRDERS

48" PC/PS WIDE

492 504

6-22-15

3

CONCRETE BARRIER (TYPE 732 MODIFIED) 504 LFTUBULAR HANDRAILING 504 LFBAR REINFORCING STEEL (BRIDGE) 106,100 LBJOINT SEAL (MR�") 200 LFGIRDERERECT PRECAST PRESTRESSED CONCRETE 11 EAWIDE FLANGE GIRDER (80’-90’)FURNISH PRECAST PRESTRESSED CONCRETE 11 EA(TYPE N MODIFIED)STRUCTURAL CONCRETE, APPROACH SLAB 141 CYSTRUCTURAL CONCRETE, BRIADE (POLYMER FIBER) 265 CYSTRUCTURAL CONCRETE, BRIDGE 395 660 CYSTRUCTURAL CONCRETE, BRIDGE FOOTING 156 CYSEAL COURSE CONCRETE 235 CYSTRUCTURE BACKFILL (BRIDGE) 968 CYSTRUCTURE EXCAVATION (TYPE A) 1,428 CY

3


DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY


207-09-13

INDEX TO PLANS

06-25-14 10-24-14

DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY


P. Vu

G. Zweier

R. Simmons

R. Simmons

R. SimmonsP. Vu

CONCRETE:

SEISMIC DESIGN:

DESIGN:

DEAD LOAD:

LIVE LOADING:

SEISMIC LOADING:

GENERAL NOTES



n = 8

f’c = 3.6 ksi

fy = 60 ksi


of 10% to allow for the use of steel deck forms.load between the girders has been increased by a factor The deck




1" = 20’-0"

Rte 180

EDGE OF DECK

EDGE OF DECK

EDGE OF DECK

RIGHT BRIDGE� Abut 2

LEFT BRIDGE� Abut 1

LEFT BRIDGE� Abut 2

RIGHT BRIDGE� Abut 1

"M" LINE

501+00

385.5

386

386.5

387

387.5

389.5

389.5390

391

391.5

500+00

386

386.5

387

387.5

388

388.5

390390.5

390.5

391

391.5

DECK CONTOURS

APPROACHSTRUCTURE

APPROACHSTRUCTURE

APPROACHSTRUCTURE

APPROACHSTRUCTURE

CONCRETE STRENGTH AND TYPE LIMITSNO SCALE

LOCATIONSUPPORT (ksf)

BEARING CAPACITYALLOWABLE GROSS

Abut 1

Abut 2

RIGHT RIGHTLEFT LEFT

6.8 6.5 9.7 9.9

6.8 6.4 9.7 9.9

WORKING STRESS DESIGN (WSD)

SPREAD FOOTING DATA

(SETTLEMENT) (ksf)BEARING STRESS

PERMISSABLE GROSS

INDEX TO PLANS0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0


W=

S30

Spectral

Acceleration (g)

Period (sec)

SITE SPECIFIC ARS

5% damping

PBA = 0.23 g

M 7.9

V = 940 ft/sec


STANDARD PLAN SHEET No.

DETAIL No.

RSP

Abut

GRADING PLANE

Approx OG

Typ

1’-0"

SE

AL

CO

UR

SE

DE

PT

H

OF

ABUTMENT

NO SCALE

EXCAVATION AND BACKFILLPAY LIMITS OF

SEAL COURSE CONCRETE

STRUCTURE BACKFILL

STRUCTURE EXCAVATION (TYPE A)

LEGEND:

FINAL GRADE



CONTOURS DO NOT INCLUDE CAMBER 5.00’ STATION INTERVAL 0.1’ CONTOUR INTERVAL NOTES:

B11-55 CONCRETE BARRIER TYPE 732

B11-51 TUBULAR HAND RAILING

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

B0-13 BRIDGE DETAILS

B0-5 BRIDGE DETAILS

B0-3 BRIDGE DETAILS

B0-1 BRIDGE DETAILS

AND BACKFILL BRIDGE

A62C LIMITS OF PAYMENT FOR EXCAVATION

A10G LEGEND-SOIL (SHEET 2 OF 2)

A10F LEGEND-SOIL (SHEET 1 OF 2)

A10E LINES AND SYMBOLS (SHEET 3 OF 3)

A10D LINES AND SYMBOLS (SHEET 2 OF 3)

A10C LINES AND SYMBOLS (SHEET 1 OF 3)

A10B ABBREVIATIONS (SHEET 2 OF 2)

A10A ABBREVIATIONS (SHEET 1 OF 2)

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:



POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

ME

=>

s113541

DA

TE

PL

OT

TE

D

=>

06-

FE

B-2017

TI

ME

PL

OT

TE

D

=>

10:29

REVISION DATES

FOR REDUCED PLANS




17

3586

R 75.3

CHINA SLOUGH BRIDGE

06-342531

42-0444L/R

130600000382 1


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

R74.1/R78.6

RSP

13. LOG OF TEST BORINGS

12. STRUCTURE APPROACH TYPE N(30S) MODIFIED

11. PC/PS WIDE FLANGE GIRDER (MISCELLANEOUS DETAILS)

10. PC/PS WIDE FLANGE GIRDER (DEBONDED STRANDS)

9. GIRDER DETAILS

8. GIRDER LAYOUT

7. TYPICAL SECTION

6. ABUTMENT DETAILS

5. ABUTMENT LAYOUT NO. 2

4. ABUTMENT LAYOUT NO. 1

3. FOUNDATION PLAN

2. INDEX TO PLANS

1. GENERAL PLAN

RSP

RSP

RSP

RSP

09-16-16

493 504

6-22-15

SEAL COURSE CONCRETE STRUCTURAL CONCRETE, BRIDGE FOOTING PC/PS WIDE FLANGE CONCRETE GIRDER STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER) (f’c =4000 psi) STRUCTURAL CONCRETE, BRIDGE LEGEND:

3


TYPICAL GIRDER SECTION

3’-9"

6�

"

1’-7�"

STRAND TEMPLATE & DEBONDING PATTERN

1"

1�

"

SECTION A-A

6�

"

INSERT ASSEMBLY

1"*

1"

1"

2�"

GIRDER LENGTH (L)

A#5

ELEVATION

DEBONDED LENGTH

4’-0"

6�" 1’-8�"1’-8�"

A

A

(6’-0" FROM GIRDER ENDS)

#4 @ 6 #4 @ 12

#4 @ 6 #4 @ 12

GIRDER A, B

12

20 10 5

R=2�", Typ

#4, TOT 6

ClrTyp

Typ, UON

Clr

Typ

R=2�", Typ

FIELD BEND, Typ

1�" Clr

PRESTRESSING NOTESB

42 SPACES

89.08’ 48"

48"89.08’

32

32

-2.43 -0.13 #6 x 10 Tot 4

#6 x 10 Tot 4-0.13-2.94

1408 kips (44 kips/STRAND)

1408 kips (44 kips/STRAND)

Min

Min

Clr

10

PRESTRESSING STEEL

MUM ULTIMATE TENSILE STRENGTH OF THE

SHALL NOT EXCEED 80% OF THE SPECIFIED MIN-

(JACKING STRESS) IN THE PRESTRESSING STEEL

THE MAXIMUM TEMPORARY TENSILE STRESS

7.

6.

5.

4.

3.

2.

1.

08-06-13

STRAND LOCATION

DENOTES CONTINUOUSLY BONDED

AND SYMMETRICALLY ABOUT � OF GIRDER.

POSSIBLE IN THE STRAND TEMPLATE

STRANDS SHALL BE PLACED AS LOW AS

DEBONDED.

STRANDS PER HORIZONTAL ROW MAY BE

NUMBER OF STRANDS AND 50% OF THE

NO MORE THAN 33% OF THE TOTAL

STRAND LOCATION

DENOTES PERMISSIBLE DEBONDED

ANY FABRICATION SPECIFIC LOSSES

SPAN. THE JACKING FORCE DOES NOT INCLUDE

REQUIRED AT THE POINT OF CONTROL ALONG THE

THE JACKING FORCE (P) IS THE JACKING FORCE

WILL BE USED TO SET SCREED LINE ELEVATIONS

DEFLECTION COMPONENTS ARE INFORMATIONAL AND

WILL BE DETERMINED BY THE ENGINEER

SCREED LINE ELEVATIONS FOR DECK CONCRETE

RELAXATION.

PRESTRESSING STRAND SHALL BE 270 KSI LOW

NOTES:

1.

2.

ABOUT � SPAN

GIRDER SIMILAR

AMPLITUDE COARSE BROOM FINISH)

GIRDER AND DECK SLAB (Min �"

CONSTRUCTION JOINT BETWEEN

2 - #6 , TypTyp (SEE TABLE)

ADDITIONAL TOP BAR,6’-0"

SURFACE IS PROVIDED AT BEARING PADS

GIRDER ENDS TO BE CAST SUCH THAT A LEVEL

NOTE:

GIRDER A

LOCATION

GIRDER B

A B

(L)

LENGTH

GIRDER

GIRDER A

LOCATION

GIRDER B

(D)

DEPTH

GIRDER

STRANDS

OF 0.6" Ø

NUMBER

JACKING FORCE (P) (ksi)

STRENGTH

CONCRETE

f’ci f’c

DEFLECTION (in)

DEAD LOAD

MIDSPAN

DECK(EACH END)

TOP BAR

ADDITIONAL

No.

ROW

2

1

STRANDS

No. OF

TOTAL

STRANDS

DEBONDED

No. OF

LENGTH

DEBONDED

"TYPICAL GIRDER SECTION"

FOR DETAILS NOT SHOWN, SEE

EXTERIOR GIRDER

OUTSIDE FACE OF

AT END BLOCK

WHEN INSERT ASSEMBLY IS USED

* DIMENSION MAY BE INCREASED

HEX NUT

IRON OR STEEL

1" MALLEABLE

BOLT

1"Ø x 1’-0"

BARS (SEE TABLE)

ADDITIONAL TOP

ALONG #4

WITH STIRRUPS

VERTICAL, SPACE

#4 @ 9 Max

� GIRDER

� GIRDER

#4 @ 12

#5 STIRRUP

STIRRUP SPACING

#3 , MATCH TOP & BOTTOM

#6 , Typ

6’-0"

AT GIRDER END)

VERTICAL, (HOOK

#4 @ 9 Max

NOTE:

R=10"

R=10"

(SEE TABLE)

STIRRUPS

6’-0"

ROW No. 2

ROW No. 1

Min

� GIRDER

3"

1�

"

1"

5.0

5.0

6.0

6.0

6’-0"

GIR

DE

R

DE

PT

H "

D"

Min

1’-6"

EX

TE

NSI

ON

c

ci f’ IS AT 28 DAYS

f’ IS AT TIME OF INITIAL STRESSING

CONCRETE STRENGTH:

2"

8 @ 2"=1’-4"

--

Typ

1"

3�"

BARRIER

10-24-14

ØAT OUTSIDE FLANGE AT BOTH ENDS OF EXTERIOR GIRDERSPROVIDE 4" HOLE FOR CONCRETE PLACEMENT

*

*9"

9�

"

1’-11"

11�

"

1’-9"

8" (Typ)

8" (Typ)

AT EACH INTERMEDIATE DIAPHRAGM.

GIRDER AT EACH END DIAPHRAGM. TOTAL 2 PER GIRDER

#8 DOWEL THROUGH 1�" Ø HOLE. TOTAL 4 PER

12-10-13

DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY


P. Vu

G. Zweier

R. Simmons

R. Simmons

R. SimmonsP. Vu

Alt AS SHOWN

VERTICAL,

#4 @ 12 Max

Typ

�" CHAMFER,

BOLT

1"Ø x 1’-0" (Max)

PRESTRESSING STEEL

ULTIMATE TENSILE STRENGTH OF THE

NOT EXCEED 75% OF THE SPECIFIED MINIMUM

PRESTRESSING STEEL UPON RELEASE SHALL

THE MAXIMUM TENSILE STRESS IN THE

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


FILE => 42-0444lr-l-gdt01.dgn

POST MILE

BRIDGE NO.

SHEET OF

US

ER

NA

ME

=>

s113541

DA

TE

PL

OT

TE

D

=>

07-

FE

B-2017

TI

ME

PL

OT

TE

D

=>

13:18

REVISION DATES

FOR REDUCED PLANS




17

3586

R 75.3

CHINA SLOUGH BRIDGE

06-342531

42-0444L/R

130600000382 1


POST MILES SHEET

No.

TOTAL

SHEETS



GIS

TE

RE

D

RP

OFESSIONAL

EN

GI

NE

ER

AINROFILACFO

ETA

T

S

No.

Exp.

CIVIL




Rodney Simmons

C51174

09-30-15

Fre06 180

06-25-14

R74.1/R78.6 R74.1/R78.6

PC/PS WIDE FLANGE GIRDER (DEBONDED STRANDS)

501 504

6-22-15

#5#5

#5 #5


3

3 replaced per addendum no. 3 dated february … · bb sta 564+03.75 elev 404.05 eb sta 567+21.75...

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