W912PL-17-R-0046_Drawings_3_Structural_Sheets.pdf

D D

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G N

CAST-IN-PLACE CONCRETE

GENERAL STRUCTURAL NOTES

@ INVERT

TOOLED EDGES

" MAX. R.4

2" TYP. SPLICE

LENGTH

3" TYP.

TRANSVERSE REINFORCING

TYPICAL LONGITUDINAL AND

CONSTRUCTION JOINT TYPE "J"

NOT TO SCALE

STRUCTURAL STEEL

U .N .O

E X

T E

N S

IO

N

M

IN

d

DIMENSION

DETAILING d d

DIMENSION

DETAILING

4d

MIN.

2-1/2"

N

H A

S

IB

J

G U

H

M E

S C

H

DESIGN LOADS:

ESEISMIC DESIGN CATEGORY

IRISK CATEGORY

0.332

S

0.654 S

S 0.332

D1 S

0.436

DS

S

DSITE CLASS

1IMPORTANCE FACTOR (I)

OBE

ESEISMIC DESIGN CATEGORY

IRISK CATEGORY

0.85

S

1.368 S

S 0.85

D1 S

0.912

DS

S

DSITE CLASS

1IMPORTANCE FACTOR (I)

MDE

SEISMIC LOAD

WIND LOAD 130MPH EXP C

OFFICER FOR VERIFICATION AND APPROVAL.

THE CONTRACTOR MUST NOTIFY THE USACE CONTRACTING

REGULATIONS, THE MOST STRINGENT CONDITION WILL APPLY AND

ENGINEERING MANUALS (EM) AND OTHER APPLICABLE CODES &

WHERE PLANS & SPECS CONFLICT WITH REQUIREMENTS IN THE 5.

RECORD.

MEMBER, UNLESS APPROVED IN WRITING BY THE ENGINEER OF

DO NOT CUT, NOTCH OR OTHERWISE ALTER A STRUCTURAL 4.

SPECIFICATIONS.

VERIFY DETAILS AND DIMENSIONS WITH EQUIPMENT

EMBEDDED ITEMS WHICH MAY AFFECT THE STRUCTURAL WORK.

SEE CIVIL DRAWINGS FOR ANCHORED, SUPPORTED AND 3.

CONTRACTING OFFICER.

NOT SPECIFICALLY CALLED OUT, VERIFY WITH USACE

DO NOT SCALE DRAWINGS. WHERE REQUIRED DIMENSIONS ARE 2.

OFFICER OF ANY DISCREPANCIES OR INCONSISTENCIES.

STARTING CONSTRUCTION. NOTIFY THE USACE CONTRACTING

VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO 1.

D = 10d FOR #14 THRU #18 BARS D = 8d FOR #9 THRU #11 BARS D = 6d FOR #3 THRU #8 BARS

NOT TO SCALE

HOOK FOR DEVELOPMENT OF DEFORMED BARS

d d

4d

MIN.

2-1/2"

NOT TO SCALE

HOOK FOR STIRRUPS, TIES AND HOOPS

D = 6d FOR #6 THRU #8 BARS D = 4d FOR #3 THRU #5 BARS d

6d

M

IN

3"

L e x t

Lext = 12d FOR #6 THRU #8 BARS Lext = 6d OR 3" MIN. FOR #3 THRU #5 BARS

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CODES AND CRITERIA

REQUIREMENTS.

SPECIFICATION SECTIONS 05 50 14 FOR ADDITIONAL

THE CONTRACTOR PER THE SPECIFICATION. REFER TO THE

AND NUMBER OF BOLTS. CONNECTIONS SHALL BE DESIGNED BY

DRAWINGS, INCLUDING MATERIAL GRADE AND SIZE, WELD SIZES,

CONNECTION DETAILS NOT COMPLETELY DETAILED ON THE 2.

TO THE PLANE

1/8" PER FOOT EITHER IN THE PLANE OR PERPENDICULAR

OUT OF PLUMB TOLERANCE SHOULD NOT BE MORE THANB.

DESIGN ELEVATION

" FROM THE 2

VERTICAL TOLERANCE OF PLUS OR MINUS 1A.

THE PILES SHALL BE DRIVEN TO THE FOLLOWING TOLERANCES:1.

NOT TO SCALE

SINGLE LEG STIRRUP

NOT TO SCALE

FOUR LEGGED STIRRUP

2" TYP.

3" TYP.

NOT TO SCALE

CHAMFER @ EXPOSED FACE

MAX. R. TOOLED EDGE @ INVERT

THROUGH JOINT

NO REINFORCEMENT

CONTRACTION JOINT TYPE "B"

3" TYP.

2" TYP.

"4

" 4

JOINT IN CONCRETE SLURRY DIAPHRAGM WALL.

TIE BACK ANCHORS SHOULD BE LOCATED MINIMUM 3 FT. FROM THE 34.

STAGGERING OF JOINTS WILL BE PERMITTED.

FOOTING AND RETAINING WALL SHALL BE IN THE SAME PLACE. NO

TRANSVERSE CONSTRUCTION AND CONTRACTION JOINTS IN 33.

APPROVED BY THE CONTRACTING OFFICER.

OF 10 FT MIN TO 60 FT MAX UNLESS SHOWN OTHERWISE OR AS

CONTRACTION JOINT TYPE "B" AND ARE REQUIRED AT INTERVALS

"J". VERTICAL JOINTS AT THE RETAINING WALL WILL BE

POURING OPERATION AND SHALL BE CONSTRUCTION JOINT TYPE

FOOTING WILL BE REQUIRED AT THE END OF EACH CONTINUOUS

TRANSVERSE AND LONGITUDINAL JOINTS AT THE RETAINING WALL 32.

GOVERN FOR APPLICABLE STRUCTURES.

STRUCTURAL SLURRY WALLS SPECIFICATIONS, THE LATTER SHALL

CAST IN PLACE CONCRETE NOTES AND CONCRETE FOR

SLURRY DIAPHRAGM WALL. IN CASE OF A CONFLICT BETWEEN THE

REFER TO SPECIFICATION SECTION 03 31 02 FOR CONCRETE FOR 31.

PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS.30.

JOINT TYPE J.

CONTINUOUS POURING OPERATION AND SHALL BE CONSTRUCTION

CONSTRUCTION JOINTS WILL BE REQUIRED AT THE END OF EACH 29.

ALL FORMING, TEMPORARY BRACING AND SHORING.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF 28.

OTHERWISE.

" RAD., UNLESS NOTED 4

3" INSIDE FORMS OR TOOLED TO 4

ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 27.

LENGTH FOR EVERY OTHER BAR.

STAGGER MECHANICAL OR WELDED SPLICES BY DEVELOPMENT 26.

OR COMPRESSION, AS REQUIRED, AT LEAST 1.25fy OF THE BAR.

A MECHANICAL OR WELDED SPLICE SHALL DEVELOP IN TENSION 25.

VERTICAL WALL/COLUMN BARS. (STAGGER DOWEL HEIGHTS).

ALL FOOTING DOWELS SHALL HAVE CLASS "B" LAP SPLICE AT 24.

SPLICES AT LEAST 2' - 0" APART).

SHALL NOT OCCUR IN THE SAME LOCATION. (STAGGER LAP

AT CONCRETE WALLS SPLICES IN TWO CURTAINS, WHERE USED, 23.

THE FACE OF THE JOINT

WITHIN A DISTANCE OF TWICE THE MEMBER DEPTH FROM B.

WITHIN THE JOINTS;A.

SMALLER OF D/4 AND 4 IN. LAP SPLICES SHALL NOT BE USED :

ENCLOSING THE LAP SPLICED BARS SHALL NOT EXCEED THE

THE LAP LENGTH. SPACING OF THE TRANSVERSE REINFORCEMENT

ONLY IF HOOP OR SPIRAL REINFORCEMENT IS PROVIDED OVER

LAP SPLICES OF FLEXURAL REINFORCEMENT SHALL BE PERMITTED 22.

SHALL BE STAGGERED PER ACI 318-11.

ALL SPLICES IN HORIZONTAL AND VERTICAL REINFORCEMENT 21.

NO LAP SPLICING ALLOWED FOR #14 BAR.20.

DIFFERENT SIZE BARS.

LARGER BAR LAP LENGTH SHALL BE USED WHEN SPLICING 19.

NO SPLICING OF HP PILES ALLOWED.18.

TABLE UNLESS DETAILED OTHERWISE.

LAP SPLICES AND HOOKS SHALL BE IN ACCORDANCE WITH THE 17.

ANA RIVER REACH 9-PHASE II A, PREPARED BY URS.

GEOTECHNICAL DATA REPORT, BNSF BRIDGE LOWER SANTA 16.

JUL 1995.

CIVIL WORKS PROJECTS, U.S. ARMY CORPS OF ENGINEERS, 31

ER 1110-2-1806, EARTHQUAKE DESIGN AND EVALUATION OF 15.

PROJECTS, U.S. ARMY CORPS OF ENGINEERS, 31 MAR 1994.

ER 1110-2-1150, ENGINEERING AND DESIGN FOR CIVIL WORKS 14.

CONCRETE HYDRAULIC STRUCTURES 1 MAY 2007.

EM 1110-2-6053, EARTHQUAKE DESIGN AND EVALUATION OF 13.

EM 1110-2-2906, DESIGN OF PILE FOUNDATIONS, 15 JAN 1991.12.

31 MAR 1998.

EM 1110-2-2902, DESIGN OF CONDUITS, CULVERTS AND PIPES, 11.

STRUCTURES, 29 SEP 1989.

EM 1110-2-2503, DESIGN OF SHEET PILE CELLULAR 10.

EM 1110-2-2502, RETAINING AND FLOOD WALLS, 29 SEP 1989.9.

ENGINEERS, 30 NOV 2016.

CONCRETE HYDRAULIC STRUCTURES, U.S. ARMY CORPS OF

EM 1110-2-2104, STRENGTH DESIGN FOR REINFORCED 8.

STRUCTURES, U.S. ARMY CORPS OF ENGINEERS, 1 DEC 2005.

EM 1110-2-2100, STABILITY ANALYSIS OF CONCRETE 7.

1 FEB 1994.

CIVIL WORKS STRUCTURES, U.S. ARMY CORPS OF ENGINEERS,

EM 1110-2-2000, STANDARD PRACTICE FOR CONCRETE FOR 6.

AND SOIL ANCHORS, 4TH EDITION.

PTI DC35.1-04, RECOMMENDATIONS FOR PRESTRESSED ROCK 5.

CONCRETE CULVERT, STORM DRAIN, AND SEWER PIPE.

ASTM C76, STANDARD SPECIFICATION FOR REINFORCED 4.

STRUCTURE.

ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDING AND OTHER 3.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, MARCH 2005.

AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION, 2.

CONCRETE INSTITUTE, AUGUST 2011.

CONCRETE. ACI 318R-11, COMMENTARY, AMERICAN

ACI 318-11, BUILDING CODE REQUIREMENTS FOR REINFORCED 1.

PROVIDE CLASS B SPLICES. 16.

LAP SPLICE LENGTHS APPLY TO REGULAR WEIGHT CONCRETE.15.

BEYOND HOOK NOT LESS THAN 2 INCHES.

INCHES AND FOR 90 DEGREE HOOKS, COVER ON BAR EXTENSION

WITH SIDE COVER NORMAL TO THE HOOK NOT LESS THAN 2 1/2

OF THE HOOK. MULTIPLY LENGTHS GIVEN BY 0.7 FOR HOOKS

LOCATION OF MAXIMUM STRESS IN THE BAR TO THE OUTSIDE END

HOOK LENGTH GIVEN IS THE STRAIGHT LINE DISTANCE FROM THE 14.

REINFORCEMENT.

MORE THAN 12 INCHES OF CONCRETE IS CAST BELOW THE

TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT 13.

1 INCH.

BETWEEN LAYERS EQUAL TO BAR DIAMERER BUT NOT LESS THAN

ABOVE BARS IN THE BOTTOM LAYER WITH CLEAR DISTANCE

LAYERS, BARS IN THE UPPER LAYER SHALL BE PLACED DIRECTLY

WHERE PARALLEL REINFORCEMENT IS PLACED IN TWO OR MORE 12.

LESS THAN TWO BAR DIAMETERS.

CLEAR COVER SHALL BE PER THE STRUCTURAL DETAILS BUT NOT

THE MAXIMUM SIZE OF THE COARSE AGGREGATE. THE MINIMUM

LAYER SHALL BE BAR DIAMETERS BUT NOT LESS THAN 11/2 TIMES

THE MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A 11.

CENTER OF CONCRETE UNLESS NOTED OTHERWISE.

ALL SINGLE LAYER REINFORCEMENT SHALL BE PLACED IN THE 10.

ONE-HALF THE CLEAR SPACING OF THE BARS BEING DEVELOPED.

BAR CLEAR SPACING (S) IS THE LESSER OF THE CLEAR COVER, OR 9.

PSI CONCRETE, RESPECTIVELY.

IN TABLE BY 0.87 FOR 4000PSI CONCRETE AND BY 0.77 FOR 5000

MINIMUM LAP LENGTH IS 12 INCHES. MULTIPLY LENGTHS SHOWN 8.

TO CURRENT ACI 318.

REINFORCEMENT NOT COVERED BY THE TABLE SHALL CONFORM

CLOSELY SPACED SPIRALS OR TIES. DEVELOPMENT OF

CURRENT ACI 318 FOR UNCOATED BARS NOT ENCLOSED BY

BAR LENGTHS SHOWN CONFORM TO THE PROVISIONS OF 7.

HAVE A MINIMUM CLEAR COVER OF 4-INCHES.

UNLESS OTHERWISE NOTED, ALL REINFORCEMENT SHALL6.

THE TABLE HERE ON UNLESS OTHERWISE NOTED

CONTINUOUS. BARS SHALL BE EMBEDDED IN ACCORDANCE WITH

HORIZONTAL REINFORCEMENT BETWEEN ZONE A, B, & C SHALL BE 5.

CORNERS.

UNLESS NOTED OTHERWISE. PROVIDE BENT BARS AT ALL

BARS SHALL LAP IN ACCORDANCE WITH TABLE HEREON

ALL REINFORCING SHALL BE CONTINUOUS. CONTINUOUS 4.

REINFORCING OTHER THAN SPECIFIED IS PROHIBITED.

TO THE REQUIREMENTS OF ASTM A706 GRADE 60. WELDING OF

REINFORCING BARS REQUIRED TO BE WELDED SHALL CONFORM 3.

ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25.

THE RATIO OF THE ACTUAL TENSILE STRENGTH TO THE B.

NOT EXCEED FY BY MORE THAN 18,000 PSI; AND

THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES A.

PERMITTED IF:

GRADE 60. ASTM A615 GRADE 60 REINFORCEMENT SHALL BE

DEFORMED REINFORCEMENT SHALL COMPLY WITH ATSM A706, 2.

ALL OTHER CONCRETE STRUCTURES.............fc' = 4000 PSI SIDE DRAIN INLET/OUTLET.................................fc' = 3000 PSI PILE CAP................................................................fc' = 5000 PSI

FOLLOWS:

CONCRETE COMPRESSIVE STRENGTH SHALL BE AS A.

THE CONCRETE REQUIREMENTS ARE:1.

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US SURVEY FE

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AD 2

CA ZO

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E 6, US SURVEY FE

T N

OT

E

S:

B

D

30+00 31+00

+0

+0

34+00

35+00

36+00

37+00

38+00

39+00 39+29 39+29

43+00

+0

45+

+0

+0

49+00

30+00 31+00

+0

+0

34+00

35+00

36+00

37+00

38+00

39+00 39+29 39+29

42+19 42+19 43+00

+0

45+

+0

49+00

49+59

14+00

NO. 1

TRACK

NO. 2

TRACK

NO. 3

TRACK

EAST

ABUTM

ENT

W

ES

T

ABUTM

ENT

PIER

PIER

PIER

PIER

PIER

FLOW

FLOW

CHANNEL

FLOW

OF (E) LOW

BOUNDARY

APPROX.

(TYP)

EL. 428

T.O.W.

MOBILE HOME PARK

GREEN RIVER

HOUSING ESTATES

GREEN RIVER

BR 30.2

BNSF

PLAN

BNSF RAILROAD BRIDGE PROTECTION

NATIONAL GEODETIC VERTICAL DATUM OF 1929.

1. ELEVATION SHOWN IS BASED ON THE

LEGEND:

NOTES:

N

SANTA ANA RIVER

SANTA ANA RIVER

S-2

B N

S F S -2 .D

G N

(E) 1995 PIER, TRACK #2 (TYP)

(E) 1938 PIER, TRACK #3 (TYP)

(E) 1995 PIER, TRACK #1 (TYP)

N

H A

S

IB

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S C

H

J

G U

H

040 40 80

SCALE: 1" = 40'

(TYP)

EXTENSION WALL

(N) PIER NOSE

STA 31+20 TO STA 33+20

SCOUR ZONE "E"

STA 33+20 TO STA 34+98.7

SCOUR ZONE "A"

STA 34+98.7 TO 35+64

SCOUR ZONE "B"

STA 35+64 TO 37+61.35

SCOUR ZONE "D"

STA 10+00 TO 12+04

SCOUR ZONE "A"

STA 12+04 TO 12+52

SCOUR ZONE "B"

STA 12+52 TO 13+92.6

SCOUR ZONE "C"

(E) CMU RETAINING WALL

W/ T-WALLS

DIAPHRAGM WALL

(N) CONCRETE SLURRY

CONCRETE CAP (TYP)

AROUND (E) PILES WITH

DIAPHRAGM WALL ENCLOSURE

(N) CONCRETE SLURRY

DIAPHRAGM WALL W/ T-WALLS

(N) CONCRETE SLURRY

G E

N E

R A

L P

L A

N

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BNSF ROW

BNSF ROW

T-WALL WILL BE EXTRACTED.

SECTIONS INTERFERING WITH

SHEET PILE WALL TO REMAIN.

(E) TIEBACK ANCHORED

T-WALL WILL BE EXTRACTED.

SECTIONS INTERFERING WITH

SHEET PILE WALL TO REMAIN.

(E) TIEBACK ANCHORED

PIER 1

(N)

(TYP)

(E)

NEW

TYPICAL

EXISITING

SIDE DRAIN #1

SAT. 32+59.91

SIDE DRAIN #2

STA. 36+67.35

SIDE DRAIN #3

STA. 37+85.20

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L -1

-R -0

11' 9'

11' 9'

11'

9' 6'

9' 3'

AS SHOWN

S-3

B N

S F S -3 .D

G N

EL E

EL B

SEE SCHEDULE

SEE SCHEDULE

(E) PIER,

(E) PIERS,

(E) PIER CAP

(TYP)

(E) HP PILES,

A

B

C

C'

E

G

EL

453.24

447.24

448.05

450.69

416.00

431.00

PIER #1

TRACK #1

453.41

447.41

TRACK #2

N.T.S.

N.T.S.

EL H

SEE SCHEDULE

EL G

SEE SCHEDULE

EL C

SEE SCHEDULE

EL J

SEE SCHEDULE

EL C'

SEE SCHEDULE

H

J

ELEVATION - PIER 1

PLAN - PIER 1

SEE SCHEDULE

EL A

SCOUR EL

EL 381

S T

A

S T

A

.3

N

H A

S

IB

M E

S C

H

J

G U

H

NOTES:

SEE SHEET C-E2

SEE SHEET C-E2

ELEVATION SCHEDULE

BNSF RAILROAD BRIDGE

TRACK 2 TRACK 1

TRACK 3

P L

A N A

N D E

L E

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WITH TIEBACKS

(E) SHEET PILE WALLDIAPHRAGM WALL

ABUTMENT CAST-IN-PLACE CONCRETE

EXTRACTED

6. SHEET PILE WALL SECTIONS INTERFERING WITH T-WALL WILL BE

REFER TO SHEET S-10 AND S-17 FOR ANCHOR LOCATION.

5. TIEBACK LOCATION NOT SHOWN IN ELEVATION FOR CLARITY.

REFER TO SHEET C-E2 FOR T-WALL LOCATION.

4. T-WALL LOCATIONS NOT SHOWN IN ELEVATION FOR CLARITY.

FROM STA. 35+31.35 TO STA. 37+61.35.

3. TIEBACK SPACING IS 9' O.C. FROM STA. 31+20 TO STA. 33+40 &

2. TIEBACK SPACING IS 6' O.C. FROM STA. 33+40 TO STA. 35+31.35.

ANGLE OF INCLINATION FROM HORIZONTAL.

1. OVERLAPPING ANCHORS HAVE DIFFERENT

DIAPHRAGM WALL

SLURRY

ABUTMENT

DIAPHRAGM WALL

SLURRY

DIAPHRAGM WALL

SLURRY

'-3

11' -0"

'-0

'-3 3/

8 "

11'-0"

17'-0 7/8 "

50'-9"

60'-0"50'-6 1/2 "

L

'-0

8'-0"

SAFETY PAYS

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P A

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O O

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N O

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L -1

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AS SHOWN

S-4

B N

S F S -4 .D

G N

EL D

EL F

EL A

EL B

EL E

SEE SCHEDULE

SEE SCHEDULE

SEE SCHEDULE

SEE SCHEDULE

SEE SCHEDULE

EL 428

BNSF RAILROAD BRIDGE ELEVATION SCHEDULE

CONCRETE CAP 1995

(E) PIERS,

(E) PIER CAP

CONCRETE CAP

A

B

C

D

E

EL

452.17

446.17

415.50

410.00

PIER #2

TRACK #1

452.34

446.34

TRACK #2

451.10

445.10

412.50

407.00

PIER #3

TRACK #1

451.27

445.27

TRACK #2

N.T.S.

N.T.S.

ZONE 1

ZONE 2

ZONE 3

T Y

P

EL 384

F

447.02 446.00

EL C

SEE SCHEDULE

SCOUR EL

TYP.

(N) HP PILES,

TYP.

(E) HP PILES,

N

H A

S

IB

M E

S C

H

J

G U

H

365 367

44'-0

10'-0

10'-7

22'-0

22'-0

ZONE 1A

ZONE 1B

FLOW

EL G

SEE SCHEDULE

G 397 394

P L

A N E

L E

V A

T

IO

N

P

IE

R N

O S

E E

X T

E N

S

IO

N E

N C

L O

S U

R E W

A L

L

P

IE

R S

WALL ENCLOSURE

CONCRETE SLURRY DIAPHRAGM

/3

T Y

P

T Y

P

(E) PIER,

TRAINING WALL

PLAN - PIER 2/3 NOSE EXTENSION

ELEVATION - PIER 2/3 NOSE EXTENSION

SEE S-7 FOR FOUNDATION AND DETAILS3.

INTERIOR TRAINING WALL THICKNESS IS 1'-6"2.

FIELD VERIFY DIMENSION "L"1.

NOTE:

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

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A P

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O O

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E

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L -1

-R -0

'-0

'-0

50'-11 1/2 "

56'-2 1/8 " 60'-0"

18'-0 7/8 "

8'-0"

'-7 3/

8 "

L

AS SHOWN

S-5

B N

S F S -5 .D

G N

EL D

EL F

EL A

EL B

EL E

SEE SCHEDULE

SEE SCHEDULE

SEE SCHEDULE

SEE SCHEDULE

SEE SCHEDULE

EL 428

BNSF RAILROAD BRIDGE ELEVATION SCHEDULE

CONCRETE CAP 1995

(E) PIERS,

(E) PIER CAP

CONCRETE CAP

A

B

C

D

E

EL

450.03

444.03

404.00

PIER #4

TRACK #1

450.20

444.20

TRACK #2

448.96

442.96

405.50

400.00

PIER #5

TRACK #1

449.13

443.13

TRACK #2

N.T.S.

ZONE 1

ZONE 2

ZONE 3

409.50

T Y

P

T Y

P

T Y P

N.T.S.

EL 384

SCOUR EL

F

443.95444.97

EL C

SEE SCHEDULE

TYP.

(N) HP PILES,

TYP.

(E) HP PILES,

N

H A

S

IB

J

G U

H

368 370

M E

S C

H

T

C

IS

N E

R O

S

44'-0

10'-0

10'-7

22'-0

22'-0

ZONE 1A

ZONE 1B

FLOW

TRAINING WALL

(E) PIER,

EL G

SEE SCHEDULE

391 387G

WALL ENCLOSURE

CONCRETE SLURRY DIAPHRAGM

P L

A N E

L E

V A

T

IO

N

P

IE

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O S

E E

X T

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IO

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L O

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R E W

A L

L

P

IE

R S

/3

PLAN - PIER 4/5 NOSE EXTENSION

ELEVATION - PIER 4/5 NOSE EXTENSION

SEE S-7 FOR FOUNDATION AND DETAILS3.

INTERIOR TRAINING WALL THICKNESS IS 1'-6" 2.

FIELD VERIFY DIMENSION "L"1.

NOTE:

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

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9'

9' 11'

9' 11'

9' 11'

9'

3'

4'-3"

AS SHOWN

S-6

B N

S F S -6 .D

G N

EL C'

EL C

SEE SCHEDULE

SEE SCHEDULE

BNSF RAILROAD BRIDGE ELEVATION SCHEDULE

(E) PIER,

(E) PIERS,

(E) PIER CAP

(TYP)

(E) HP PILES,

A

B

C

C'

E

G

EL

447.89

441.89

442.92

445.56

424.00

429.00

PIER #6

TRACK #1

448.05

442.05

TRACK #2

N.T.S.

N.T.S.

EL H

SEE SCHEDULE

EL G

SEE SCHEDULE

EL A

SEE SCHEDULE

EL B

SEE SCHEDULE

EL J

SEE SCHEDULE

WITH TIEBACKS

(E) SHEET PILE WALL

EL E

SEE SCHEDULE

H 428.00

J

ELEVATION - PIER 6

PLAN - PIER 6

SCOUR EL

EL 381

N

H A

S

IB

J

G U

H

NOTES:

M E

S C

H

T

C

IS

N E

R O

S

SEE SHEET CW-1

TYP.

Track 1 Track 2 Track 3

N

P L

A N A

N D E

L E

V A

T

IO

N

S L

U R

R Y D

IA

P

H R

A G

M W

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P

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E S

T A

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O N

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E T

E

/3

WITH TIEBACKS

(E) SHEET PILE WALL

DIAPHRAGM WALL

ABUTMENT CAST-IN-PLACE CONCRETE

BE EXTRACTED

7. SHEET PILE WALL SECTIONS INTERFERING WITH T-WALL WILL

REFER TO SHEET S-11 AND S-17 FOR ANCHOR LOCATION.

6. TIEBACK LOCATION NOT SHOWN IN ELEVATION FOR CLARITY.

REFER TO SHEET C-W1 FOR T-WALL LOCATION.

5. T-WALL LOCATIONS NOT SHOWN IN ELEVATION FOR CLARITY.

VIEW WITH NORTH ARROW.

4. PLAN AND ELEVATION - PIER 6 MIRRORED FROM SHEET S-2.

3. TIEBACK SPACING IS 9' O.C. FROM STA. 11+51.8 TO STA. 13+93.

2. TIEBACK SPACING IS 6' O.C. FROM STA.10+24.5 TO STA. 11+51.8

INCLINATION FROM HORIZONTAL.

1. OVERLAPPING ANCHORS HAVE DIFFERENT ANGLE OF

DIAPHRAGM WALL

SLURRY

DIAPHRAGM WALL

SLURRY

ABUTMENT

DIAPHRAGM WALL

SLURRY

D E

S

IG

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B

B

B

B

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35+00

36+00

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+0

49+

49+

B

B

B

B

B

32+

33+

34+00

43+00

44+

45+00

9'-0"'

6'

3'

TRACK 2

PIER 1

TRACK 1

PIER 1

N

AS SHOWN

S-8

B N

S F S -8 .D

G N

TRACK 3

PIER 1

N

A S-8

S-17

S T

A

.3

S T

A

S T

A

S T

A

.3

S T

A

.3

N

H A

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M E

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H

J

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TYP.

T

IE

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T

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T

IE

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T

IE

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C K

T

IE

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C K

T

IE

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C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

(E) PIER

TOP OF

OF (E) PIER

BOTTOM

(E) PIER

(E) PILE CAP

DIAPHRAGM WALL TIEBACK

PLAN - EAST ABUTMENT CONCRETE SLURRY

DIAPHRAGM WALL TIEBACK

PLAN - EAST ABUTMENT CONCRETE SLURRY

A N

D T

IE

B A

C K

S P

L A

N

E A

S T C

O N

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Y D

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P

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A L

L

/3

NOTES:

(E) SHEET PILE

N.T.S.

N.T.S.

(E) SHEET PILE

SEE CIVIL PLANS

CONTROL LINE E1,

SEE CIVIL PLANS

CONTROL LINE E1,

SEE CIVIL PLANS

CONTROL LINE E2,

SEE CIVIL PLANS

CONTROL LINE E2,

CONTRACTING OFFICER PRIOR TO CONSTRUCTION.

ARE SUBJECT TO REVIEW AND APPROVAL BY

SHEET PILES AND ANY REQUIRED TEMPORARY SHORING

CONSTRUCTION. PLANS FOR REMOVAL OF EXISTING

SECTIONS TO BE EXTRACTED DUE TO T-WALL

1. EXIST. SHEET PILE WALL TO REMAIN. INTERFERING

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

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Y

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P R

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IP

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N

14+13.18

14+00

T

YP.

9'

3'

4'-3"

TRACK 1

PIER 6

TRACK 2

PIER 6

BOTTOM OF (E) PIER

TOP OF (E) PIER

TRACK 3

PIER 6

(E) SHEET PILE

AS SHOWN

S-9

B N

S F S -9 .D

G N

PLAN - WEST ABUTMENT DIAPHRAGM WALL

A

S-9 S-17

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

B A

C K

T

IE

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T

IE

B A

C K

N

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S

IB

J

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H

T

IE

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T

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C K

T

IE

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C K

M E

S C

H

T

C

IS

N E

R O

S

N.T.S.

(E) PIER

(E) PILE CAP

W A

L L A

N D T

IE

B A

C K

S P

L A

N

W E

S T C

O N

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/3

CONTROL LINE

WEST DIAPHRAGM WALL

NOTES:

CONTRACTING OFFICER PRIOR TO CONSTRUCTION.

ARE SUBJECT TO REVIEW AND APPROVAL BY

SHEET PILES AND ANY REQUIRED TEMPORARY SHORING

CONSTRUCTION. PLANS FOR REMOVAL OF EXISTING

SECTIONS TO BE EXTRACTED DUE TO T-WALL

1. EXIST. SHEET PILE WALL TO REMAIN. INTERFERING

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

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Y

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P R

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O O

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N O

W P

L -1

-R -0

3'-0"

6'-0"

3'-0"

AS SHOWN

B N

S F S -1

.D

G N

J

G U

H

N.T.S.

ABUTMENT PROFILE

A E

C O

M

Horz. (deg.)

Inclination From

Spacing (ft.)

Anchor

Elevation (ft.)

Anchor

Elevation (ft.)

Top of Wall

ID

Anchor

(ft.)

Wall Station

(Kips) Design Load

East Abutment Wall Anchor

7A

7B

33+44 431.00 428.00 6 15 50 293 of Wall (ft.)

Dist. from Top

3.00

33+50 431.00 428.00 3.00 6 15 50 293

33+56 431.00 428.00 3.00 6 15 50 293

33+62 431.50 428.50 3.00 6 15 50 293

33+68 431.50 428.50 3.00 6 15 50 293

33+74 431.50 428.50 3.00 6 15 50 293

34+52 432.50 429.50 3.00 6 55 50 300

34+52 432.50 423.50 9.00 6 55 50 300

34+58 432.50 423.50 9.00 6 55 50 493

34+64 432.50 423.50 9.00 6 55 50 493

34+70 432.50 423.50 9.00 6 55 50 493

34+76 433.00 424.00 9.00 6 55 50 493

34+82 433.00 424.00 9.00 6 55 50 493

34+88 433.00 424.00 9.00 6 55 50 493

34+94 433.00 9.00 6 55 50

35+00 433.00 9.00 6 55 50

35+06 433.00 9.00 6 55 50

35+12 433.50 430.50 3.00 50

35+18 433.50 430.50 3.00 50

35+24 434.50 431.50 3.00 50

Length (ft.)

Unbonded

NOTE :

** Top of the wall and anchor elevations are rounded to the closest 0.5ft.

* Minimum anchor bonded length = 45ft.

EL. 433.5

STA. 33+40

WALL ANGLE POINT

T-WALL

ROW A

ROW B

123456 78910111213141516171819

EL.431

B U

L K

H E

A D B

E A

M

EL. 414

C A

S T -I

N -P

L A

C E

S L

U R

R Y D

IA

P H

R A

G M W

A L L

S-10

E A

S T W

A L

L

A N

C H

O R L

O C

A T

IO

N S A

N D S

C H

E D

U L

E

A B

U T

M E

N T C

O N

C R

E T

E S

L U

R R

Y D

IA

P

H R

A G

M W

A L

L S

/3

424.00

424.00

424.00

N

H A

S

IB

NOTE :

Shaded area is cast-in-place concrete.1.

7'-6" 7'-6"4'-0 "

TYP.

T Y

P

T Y

P

T Y

P

T Y

P

STA. 35+31.35

WALL ANGLE POINT

35+24 434.50 425.50 9.00

35+18 433.50 424.50 9.00

35+12 433.50 424.50 9.00

17A

17B

18A

18B

19A

19B

7.5

7.5

TYP.

15 50 190

47 190

50 190

6'-0"

As Shown

As Shown

As Shown

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

A M

E

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A

B

C

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12345678

A

B

C

D

Scale:

SHEET

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

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L O

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N G

E L E

S

C O

R P

S O

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N G

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E E

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ID

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C A

L

IF

O R

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IA

B N

S F R

A

IL

R O

A D B

R

ID

G E P

R O

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C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

3'-0"

S L

U R

R Y D

IA

P H

R A

G M W

A L L

C A

S T -I

N -P

L A

C E

8'-0" 8'-0"4'-3" 3'-0"

3'-0"

AS SHOWN

B N

S F S -1

.D

G N

J

G U

H

A E

C O

M

Horz. (deg.)

Inclination From

Spacing (ft.)

Anchor

Elevation (ft.)

Anchor

Elevation (ft.)

Top of Wall

ID

Anchor

(ft.)

Wall Station

(Kips) Design Load

West Abutment Wall Anchor

428.00 419.00 6 45 45 400 of Wall (ft.)

Dist. from Top

9.00

428.00 419.00 9.00 6 50 440

428.00 419.00 9.00 6 50 440

428.00 419.00 9.00 6 45 45 400

428.00 419.00 9.00 6 45 45 400

428.00 419.00 9.00 6 40 44 370

428.00 425.00 3.00

428.00 425.00 3.00 8

428.00 425.00 3.00

Length (ft.)

Unbonded

NOTE :

** Top of the wall and anchor elevations are rounded to the closest 0.5ft.

* Minimum anchor bonded length = 45ft.

10+26.5

10+32.5

10+38.5

10+44.5

10+50.5

10+56.5

11+31.5

11+37.5

11+43.5

46.5

46.5

21 22 23 24 25 26 27 28 29

EL. 428

ROW A

ROW B

STA. 11+51.8

WALL ANGLE POINT

EL. 428

B U

L K

H E

A D B

E A

M

T-WALL

EL. 410

S-11

W E

S T W

A L

L

A N

C H

O R L

O C

A T

IO

N S A

N D S

C H

E D

U L

E

A B

U T

M E

N T C

O N

C R

E T

E S

L U

R R

Y D

IA

P

H R

A G

M W

A L

L S

/3

N

H A

S

IB

STA. 10+23.5

N.T.S.

ABUTMENT PROFILE

NOTE :

Shaded area is cast-in-place concrete.1.

TYP.

428.00 419.00 9.0011+43.5

428.00 419.0011+37.5 9.00 8

428.00 419.0011+31.5 9.00

27A

27B

28A

28B

29A

29B

T Y

P

TYP.

6'-0"

55 340

55 340

40 255

40 44 255

30 255

30 255

51.5

46.5

43.5

As Shown

As Shown

T F

LH LT

H S

H T

H

3" CLR.

3" CLR.

C L

R

C L

R

L K

Tkb

Tkt

3" CLR.

1'-0"

3" CLR.

2" CLR.

0.4"

LH

T F

H S

1'-0"

SAFETY PAYS

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

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E

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B

C

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12345678

A

B

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Scale:

SHEET

U .S

A R

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IN

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N G

E L E

S

C O

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S O

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E E

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ID

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IL

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A D B

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ID

G E P

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C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

AS SHOWN

S-12

B N

S F S -1

.D

G N

N

H A

S

IB

N

H A

S

IB

J

G U

H

(ft.)

Station

(ft.)

H

(ft.)

HT

(ft.)

HS

(ft.)

LT

(ft.)

LH N1-BAR N2-BAR N3-BAR N4-BAR N5-BAR N6-BAR N8-BARN7-BAR

Cantilever Retaining Wall Concrete and Reinforcing Schedule

N5-BAR

N4-BAR

N8-BAR

(in.)

TW

(in.)

TF N9-BAR

#5@9#5@12 #5@9#4@12#7@6 #5@68 3 11 2424+80 - 25+20 18 3 #6@6 #5@12

N7-BAR

N10-BAR

N10-BAR

(ft.)

LK

(in.)

Tkb

(in.)

Tkt

12 #4@6#4@12

9 3 12 2426+17 - 26+32 18 3 1 12 #5@9#5@12 #5@9#4@12#7@6 #5@6#6@6 #5@1218 #4@6#4@12

10 3 13 2425+20 - 25+60 18 3 12 #5@9#6@12 #5@9#4@12#7@5 #5@6#7@5 #5@1218 #4@6#4@1212 2.5

11 3 14 2425+60 - 26+17 20 312 12 #6@12#7@5 #5@6#7@518 #5@9#5@9#4@12#5@12 #4@6#4@103

2%

TYP.

WEEP HOLE DETAIL

N.T.S.

TYPICAL CANTILEVER RETAINING WALL SECTION

N.T.S.

NOTES :

TYP.

TYP.

N.T.S.

STEP FOOTING DETAIL

NOTES :

R E

T A

IN

IN

G W

A L

L D

E T

A

IL

W E

S T A

B U

T M

E N

T R

E

IN

F O

R C

E D C

O N

C R

E T

E

/3

Tw

N1-BAR

N6-BAR

N3-BAR

N2-BAR

N9-BAR

MAINTENANCE ROAD

4" DIA.

EACH WAY

EACH FACE

#5 x 2'-3"

RETAINING WALL

LOC FRONT FACE OF

JOINT TYPE J

CONSTRUCTION

1.7

MATERIAL

COMPOSITE

DRAINAGE

0.4" THICK

OPENING

4" DIA. FORMED

STEEL SCREEN

GALVANIZED

MESH x 16ga.

0.25IN.x0.25IN.

DEFORMED

APPROX. SHORING FACE

STRUCTURAL FILL

A #6@9 #6@12 #4@12 #4@12003 03 2 5 12 18 0

NOTES :

0 0#6@9 #6@9 #5@12 #5@12

LENGTH OF HEEL "LH" DESIGNATED AS FILL SIDE. LENGTH OF TOE "LT" DESIGNATED AS EXPOSED SIDE.3.

PROVIDE STANDARD HOOK.2.

DESIGN WALL HEIGHT "H" IS SHOWN. SEE PLAN AND PROFILE SHEETS FOR ACTUAL WALL HEIGHT.1.

PROPERTY LINE

STATION A

C.J.

C.J.

NOTES :

THE TOE SHOULD BE BACKFILLED PRIOR TO BACKFILLING THE WALL.2.

CONSTRUCTED TOE PRIOR ANY CONSTRUCTION TRAFFIC LOADING.

CONTRACTOR SHALL PROVIDE MINIMUM 3FT. OF FILL OVER THE1.

WEEP HOLES TO BE INSTALLED BETWEEN WALL REINFORCEMENT4.

#5 BAR SHALL BE CENTERED WITH THE OPENING3.

#5 BAR IN ADDITION TO TYPICAL WALL REINFORCEMENT 2.

WEEP HOLE SPACING = 20ft.1.

STATION A: FILL ON ROAD SIDE1.

1'-6"

1'-6"

VARIES FROM 1'-6" TO 3'-0"VARIES FROM 1'-0" TO 1'-6"

V A

R

IE

S F

R O

M

T O

4" CLR. TYP.

1'-6"

2'-6"

T Y

P

5'-0"1'-6"

5'-0"

C L

R

4" CLR.

4" CLR.

C L

R

C L

R

2" CLR. FOR

4" CLR. FOR

C .J

C .J

C .J

C L

A S

S B

C L

A S

S B

C L

A S

S B

VARIES FROM 8'-0" TO 12'-0"

1'-6"

1'-6"

T Y

P

VARIES FROM 3'-0" TO 7'-0"

1.128" CLR.

SAFETY PAYS

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

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U .S

A R

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C O

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S O

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6/29/2017Plot Date:

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IV

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ID

E C

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Y

C A

L

IF

O R

N

IA

B N

S F R

A

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R O

A D B

R

ID

G E P

R O

T E

C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

A A'

AS SHOWN

S-13

B N

S F S -1

.D

G N

S-13S-13

#9 @ 9"

#9 @ 9"

#5 @ 12

#9 @ 9"

#7 @ 12"

#9 @ 6"

#9 @ 6"

#10 @ 6"

#9 @ 12"

A

S-7 S-13 N.T.S.

EL 384

EL 384

EL 384

B

S-7 S-13 N.T.S.

C

S-7 S-13 N.T.S.

PILE ANCHORAGE DETAIL

N.T.S.

TYP.

WALL SECTION - ZONE 1A WALL SECTION - ZONE 1B WALL SECTION - ZONE 2

HP 16 x 162

#9 @ 9"

HP16x162 TYP.

#7 @ 9"

#9 @ 6"

N

H A

S

IB

N

H A

S

IB

J

G U

H

#10 @ 6"

#9 @ 6"

S P

L

IC

E

#10 @ 6"

T Y

P

#5@9"? #5@9"?

TYP.

TYP.

T Y

P

T Y

P

1' 3" TO 1' 6"

1' 0" TO 1' 3"

SEMI CIRCLE SEMI CIRCLE

#5@6"?

#9 @ 9"

2 - #5

S P

L

IC

E

S P

L

IC

E

V A

R

IE

S F

R O

M

T O

PILE CAP STEP DETAIL

S E

C T

IO

N D

E T

A

IL

S

P

IE

R N

O S

E E

X T

E N

S

IO

N W

A L

L

/3

S-13S-13

#11 (4 TOTAL @ WEB)

@ EACH FLANGE)

# 11 (9 TOTAL

#10 @ 6

1-#9

1-#9

2-#10

(BAR DIAMETER)

M

IN

Z

O N

E

A

B

M

IN

Z

O

#10 (4 TOTAL @ WEB)

@ EACH FLANGE)

# 10 (9 TOTAL

ZONE 1A

SECTION A-A'

ZONE 1B, 2 & 3

SECTION A-A'

6" HP 16 x 162 HP 16 x 162

6"

NOTE:

NOTE:

NOTE:

BETWEEN ZONE 2 & ZONE 3.

HORIZONTAL REINFORCEMENT IS CONTINUOUS 1.

BETWEEN ZONE 1A & ZONE 1B.

HORIZONTAL REINFORCEMENT IS CONTINUOUS 1.

BETWEEN ZONE 1B & ZONE 2.

HORIZONTAL REINFORCEMENT IS CONTINUOUS 1.

3'-0"

4" CLR.

1'-6" 1'-6"

C L

R

2'-6"

3'-0"

VARIES FROM 7'-0" TO 11'-0"

4" CLR.

V A

R

IE

S

2'-0"

4" CLR

C L

R

L

4" CLR.

C L

R

L

L

C L

A S

S B

T Y

P

VARIES FROM 12'-0" TO 16'-0"

C L

R

C L

R

2" TYP.

1.27" CLR. TYP.

C .J

C L

R

2'-0" TYP.

P O

L Y

S T

Y R

E N

E

L O

W D

E N

S

IT

Y

C L

R

13'-0" TYP.

H

O O

K S

T A

N D

A R

D

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

A M

E

12345678

A

B

C

D

12345678

A

B

C

D

Scale:

SHEET

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

L O

S A

N G

E L E

S

C O

R P

S O

F E

N G

IN

E E

R S

6/29/2017Plot Date:

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ID

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C A

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IF

O R

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IA

B N

S F R

A

IL

R O

A D B

R

ID

G E P

R O

T E

C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

AS SHOWN

S-14

B N

S F S -1

.D

G N

(E) PIER, 1995

(TYP)

(E) HP PILES,

F

S-7 S-14

NOTE:

E

S-7 S-14

#10@ 6"

#10 @ 9"

S-14S-14

NOTE:

C

S-14S-14

D

S-7 S-14

TRAINING WALL SECTIONSLAB AND WALL CONNECTION DETAIL

TYP.

EL 384

TYP.

TYP.

#11 @ 12"

TYP.

N.T.S.

N.T.S.

N.T.S.

N.T.S.

WALL SECTION - ZONE 3

TYP.

TYP.

#9 @ 18"

TYP.

#9 @ 12"

N

H A

S

IB

N

H A

S

IB

J

G U

H

TYP.

#6@12"

#6@6"

PIER ENCLOSURE WALL AND CAP SECTION

TYP.

ENCLOSURE WALL

NOT SHOWN FOR CLARITY

ENCLOSURE CAP REINFORCEMENT

EL 428

TYP.

TYP.

ENCLOSURE WALL

TYP.

#8 @ 6"

TYP.

#4 @ 6"

#4 @ 12"

#3 @ 12"

N.T.S.

TOP SLAB SECTION

#8 @ 9"

#6 @ 9"

#4 @ 16"

#4 @ 8"

NOTE:

FIELD VERIFY DIMENSION L

DIMENSION L DEPENDS ON WALL HEIGHT. 1.

VARIES

CONCRETE DIAPHRAGM INTERIOR WALL

#9@18"

EL D (SEE S-4 & S-5)

EL F (SEE S-4 & S-5)

TYP.

T Y

P

#4@16" #6@9"

#4@8"

#8@9"?#8@9"?

#11@9"

#11@9"

#8@9"

#4@12"#7@3"

#6@12"

P R

O V

ID

E S

T

IR

R U

P S

#10 @ 6"

#10 @ 6"

EL D

& S-5)

(SEE S-4

E N

C L

O S

U R

E W

A L

L S

E C

T

IO

N D

E T

A

IL

P

IE

R N

O S

E E

X T

E N

S

IO

N

T R

A

IN

IN

G A

N D

/3

F

R O

M T

O P O

F P

IL

E C

A P

C.J. S P

L

IC

E T

Y P

(BAR DIAMETER)

T Y

P

S O

IL

C O

M P

A C

T

S

E N

O T

E

T Y

P

C.J.

T Y

P

CLOSED STIRRUP

SINGLE LEG OR

#4@15" EACH BAR

CLOSED STIRRUPS

SINGLE LEG OR

#4@24" EACH BAR

TYP.

#8@6"?

#8@9"

#8 @ 6"

TYP.

#8@6"?

TYP.

#4 @ 6"

REQUIREMENTS OF ASTM C578-10a

CELLULAR POLYSTYRENE BOARD MEETING THE 3.

SEE S-15 FOR 2" DIA. INSPECTION TUBE LAYOUT2.

ELEVATIONS CAN BE FOUND ON SHEET S-4.1.

BETWEEN ZONE 2 & ZONE 3.

HORIZONTAL REINFORCEMENT IS CONTINUOUS 2.

BETWEEN THE TWO EXTERIOR PILES.

NOSE EXTENSION CENTERLINE AND IS EQUIDISTANT

PILES, THE MIDDLE PILE IS LOCATED ON THE

SHOWS ONLY ONE PILE BETWEEN THE EXTERIOR

WHEN THE PILE FOUNDATION PLAN ON S-5 1.

C L

R

#9@12"

TYP.

#9 @ 18"

TYP.

#9 @ 12"

#6@12"

#4@12"

#7@3"

INTERIOR WALL

CONCRETE DIAPHRAGM

TYP.

#10 @ 9"

G

S-7 S-14

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

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L -1

-R -0

C L

A S

S B

4'-0"

9'-0"

2'-6"

4'-0"

4'-0" TYP.

C L

R T

Y P

2'-6"

L

C A

S T -I

N -P

L A

C E B

U L

K H

E A

D B

E A

M

M

IN

T

Y P

AS SHOWN

S-15

B N

S F S -1

.D

G N

N.T.S.

D

S-15S-15

N

H A

S

IB

J

G U

H

S P

L

IC

E

#11 @ 9"

#7 @ 6"

#9 @ 6"

#7 @ 12"

PLAN

#4 @9" TYP.

#9 @ 6"

EAST & WEST ABUTMENT CAST-IN-PLACE BULKHEAD BEAM - ZONE A

TYP. TYP.

DIAPHRAGM WALL

SLURRY

EAST & WEST ABUTMENT SLURRY T-WALL & DIAPHRAGM WALL - ZONE A

#9 @ 6" TYP.

N.T.S. PLAN

BULKHEAD BEAM

CAST-IN-PLACE

D

S-15S-15

D

S-15S-15

N.T.S. SECTION

J

D E

P O

O T

E R

N

H A

S

IB

TOP OF WALL

EAST & WEST ABUTMENT CAST-IN-PLACE T-WALL & BULKHEAD BEAM - ZONE A

S L

U R

R Y D

IA

P

H R

A G

M W

A L

L

E A

S T W

E S

T A

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O N

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E

/3

SLURRY DIAPHRAGM WALL

SLURRY T- WALL

#11 @ 9"

T- WALL

CAST-IN-PLACE

CONSTRUCTION JOINT

#4 @ 9" TYP.

#4 @ 9" TYP.

1. LAYOUT FOR 2" INSIDE DIA. INSPECTION TUBES FOR

SLURRY DIAPHRAGM WALL IS ALSO APPLICABLE TO

AROUND THE PIER GROUPS.

NOTE:

THE 3' THICK SLURRY DIAPHRAGM ENCLOSURE WALLS

C O

N C

R E

T E S

L U

R R

Y

A

S-15S-16

A

S-15S-16

A

ZONE A-BAR LENGTH - L (ft)

#11 @ 9"

B-BAR

#7 @ 12"

C-BAR

#7 @ 6" 11'-0"

EAST ABUTMENT SLURRY WALL REINFORCEMENT SCHEDULE

B #11 @ 9" #7 @ 12" #7 @ 6" 18'-0"

STATION

33+40 - 34+98.7

34+98.7 - 35+32

A-BAR LENGTH - L (ft)

#11 @ 9"

B-BAR

#7 @ 12"

C-BAR

#7 @ 6" 11'-0"

WEST ABUTMENT SLURRY WALL REINFORCEMENT SCHEDULE

A

ZONE STATION

10+24.5 - 11+51.8

A-BAR

B-BAR

C-BAR

A-BAR

3' O.C., TYP.

TUBES AT

2" I.D. INSPECTION

TUBES (TYP.)

2" I.D. INSPECTION

TUBES (TYP.)

2" I.D. INSPECTION

D E

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L -1

-R -0

BLOCKOUT BACK CORNER

2' MIN. FROM WALL BACK SIDE TO

AS SHOWN

S-17

B N

S F S -1

.D

G N

N

H A

S

IB

N

H A

S

IB

J

G U

H

HOOK, IN ANY DIRECTION

AT BLOCKOUT WITH STD.

TERMINATE VERTICAL BAR

NOTE:

LOW SHRINKAGE GROUT

HOOK IN ANY DIRECTION

AT BLOCKOUT WITH STD.

TERMINATE HORIZONTAL BAR

DIRECTION

DEVELOP IN THE US/DS

BLOCKOUT WITH STD. HOOK,

TERMINATE VERTICAL BAR AT

LOCATION

AT BACK SIDE AT ANCHOR

HORIZONTAL REINFORCEMENT

RELOCATE VERTICAL AND

BLOCKOUT BOUNDARY

BE DEVELOPED PAST

ALL REINFORCEMENT TO

FOR CLARITY)

US/DS FACE NOT SHOWN

(REINFORCEMENT @

#5 E.W. E.F.

CORROSION INHIBITIVE COMPOUND

STEEL TRUMPET FILLED WITH

HEAT SHRINK SLEEVE

THE FREE STRESSING LENGTH

INHIBITIVE COMPOUND AT

FILLED WITH CORROSION

SMOOTHED SHEATHING

SCHEDULE 40-8" DIA. PVC

MESH AT BLOCKOUT

W6X6 GALVANIZED WIRE

RECOMMENDATION

PER GROUT MANUFACTURER'S

ANCHOR INSERTION,

SURFACES PRIOR TO

ROUGHEN BLOCKOUT

BLOCKOUT REINFORCEMENT DETAIL

COMPOUND

WITH CORROSION INHIBITING

ANCHORAGE COVER FILLED

Horz. (deg.)

Inclination From

Spacing (ft.)

Anchor

Elevation (ft.)

Anchor

Elevation (ft.)

Top of Wall

(ft.)

Station

31+71 - 32+72

32+72 - 33+20

436 433

Zone

B

E

D

E

Length (ft) Min. Unbonded

Load (kip) Anchor Design

A 33+20 - 33+40 9 30430.5

431.5

427.5

428.5

431.5 428.5

433.535+31.35 - 35+47

35+64 - 37+61.35 of Wall (ft.)

Dist. from Top

B 433.5 430.5 9 328451535+47 - 35+64

Load (kip) Anchor Design

Horz. (deg.)

Inclination From

Elevation (ft.)

Top of Wall

(ft.)

Station

13+48 - 13+93C3

C2

C1

B

13+00 - 13+48

12+52 - 13+00

12+04 - 12+52

Elevation (ft.)

Anchor

Length (ft) Min. Unbonded

Spacing (ft.)

Anchor Zone

A 11+51.8 - 12+04 428 425 9 15 34845 of Wall (ft.)

Dist. from Top

A 10+00 - 10+24.5 428 425 3 9 15 34845

F 426 423 3 9 30 2669+40 - 10+00 35

AFTER TENSIONING

CUT OFF ANCHOR

BEARING PLATE

BLOCKOUT

OF PIPE, DEVELOP PAST

2X#11@9 ON BOTH SIDE

A N

C H

O R

E L E

V A

T

IO

N

ANGLE

ANCHOR INCLINATION

TO ALIGN ANCHOR

PROVIDE CENTRALIZERS

CONTRACTOR TO

A N

D B

L O

C K

O U

T R

E

IN

F O

R C

E M

E N

T D

E T

A

IL

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T E S

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A L

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H O

R

/3

SHOWN FOR CLARITY

SHEAR REINFORCEMENT NOT

A

S-8 S-17

S-9

B

S-8 S-17

S-9

ANCHOR DETAIL

East Wall Tieback Anchor Loads

West Wall Tieback Anchor Loads

Zones depicted on sheet S-2.4.

portion of wall to achieve the minimum spacing.

greater than 4 ft. Adjust inclinations as necessary in curved at least 4 times their nominal diameter and should be Center-to-center spacing between bond lengths shall be 3.

Anchor detail.

Refer to sheet S-10 & S-11 for Abutment wall Tieback2.

see Specification section 31-68-13.

Final anchor design is the responsibility of the contractor 1.

Notes:

A

S-8 S-17

S-9

BLOCKOUT REINFORCEMENT DETAIL

LOCATION

BACK SIDE AT ANCHOR

REINFORCEMENT AT

AND HORIZONTAL

RELOCATE VERTICAL

HOOK IN ANY DIRECTION

BAR AT BLOCKOUT WITH STD.

TERMINATE HORIZONTAL

TABLES ON S-16

A-BAR PER

TABLES ON S-16

A-BAR PER

D

S-8 S-17

S-9

ANCHOR DETAIL @ 55°

C

S-8 S-17

S-9

BLOCKOUT COVER DETAIL

SECTION AT BLOCKOUT

MAX BLOCKOUT DEPTH

INFORMATION

ADDITIONAL ANCHOR

SEE DETAIL B ABOVE FOR 1.

NOTES:

#7@9" #7@18"

E

S-17S-17

E

S-17S-17

BLOCKOUT FACE

#5 BARS AT

BLOCKOUT FACE

#5 BARS AT

TABLES ON S-16

A-BAR PER

BLOCKOUT FACE

#5 BARS AT

#7 @ 18"

LOCATION

BACK SIDE AT ANCHOR

REINFORCEMENT AT

AND HORIZONTAL

RELOCATE VERTICAL

#7@9"

TABLES ON S-16

A-BAR PER

TABLES ON S-16

A-BAR PER

DEVELOP PAST BLOCKOUT

2 A-BARS ON EACH SIDE OF PIPE,

DEVELOP PAST BLOCKOUT

2 A-BARS ON EACH SIDE OF PIPE,

427.5

31+20 - 31+71 N/A433 N/A N/A N/A N/A N/A

426 N/A N/A9+20 - 9+40 N/A N/A N/A N/A

NOTE :

* Cantilever wall section

G *

E *

D E

S

IG

N E

D B

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D R

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N B

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C H

E C

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W P

L -1

-R -0

4"

VERTICAL PANEL JOINT.

ANGLE POINT, OR

3' MIN. FROM EDGE OF WALL,

AS SHOWN

B N

S F S -1

.D

G N

N

H A

S

IB

N

H A

S

IB

J

G U

H

THE FREE STRESSING LENGTH

INHIBITIVE COMPOUND AT

FILLED WITH CORROSION

SMOOTHED SHEATHING

SCHEDULE 40-8" DIA. PVC

AFTER TENSIONING

CUT OFF ANCHOR

BEARING PLATE

A N

C H

O R

E L E

V A

T

IO

N

ANGLE

ANCHOR INCLINATION

TO ALIGN ANCHOR

PROVIDE CENTRALIZERS

CONTRACTOR TO

A N

D B

L O

C K

O U

T R

E

IN

F O

R C

E M

E N

T D

E T

A

IL

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A

S-8 S-17

S-9

ANCHOR DETAIL

S-17A

THE FREE STRESSING LENGTH

INHIBITIVE COMPOUND AT

FILLED WITH CORROSION

SMOOTHED SHEATHING

SCHEDULE 40-8" DIA. PVC

N.T.S.

HEAT SHRINK SLEEVE (TYP.)

ANCHOR BLOCKOUT REINFORCEMENT DETAIL

COMPOUND

WITH CORROSION INHIBITING

ANCHORAGE COVER FILLED

CORROSION INHIBITIVE COMPOUND (TYP.)

STEEL TRUMPET FILLED WITH

ANCHOR (TYP.)

BEARING PLATE (TYP.)

#5@4" AT BLOCKOUT FACE

#5 BARS AT BLOCKOUT FACE

9'-8" 9'-8"

15" 15" 15"

10'-6"

6"

6"

2'-6"

12"

9'-8"

13'-6"

48"

9'-8"

12"

6"

7-8"

2'-0"

12"

3'2'

11'-9"

3'

2'

3'

6'-9"

24"

6"

2'-0"

13'-6"

48" RCP48" RCP

3'

2'

3'

TYP.

6" MIN FREEBOARD

TYP

6" MIN FREEBOARD

TYP.

6" MIN FREEBOARD

TYP.

6" MIN FREEBOARD

0"'R

4" CLR

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

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K E

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Y

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P R

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IS

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D E

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L -1

-R -0

B

D

E

CA

N.T.S.

N.T.S.

N.T.S.

N.T.S. N.T.S.N.T.S.

N.T.S.

SECTION - HEAD WALL SECTION - WING WALL

SECTION - 48" PIPE

OPEN OPEN

S=2%

FLOW

2 LAYER

#6 @ 12" OC HOR.

#6 @ 6" OC VERT.

WING WALL

6" SLAB

6" SLAB

6" SLAB

WING WALL

FOUNDATION

HEAD WALL

HEAD WALL

SLAB REBAR

#4 @ 12" OC EW

HEAD WALL

TRIMMER BAR

#6

WING WALL

WING WALL

WING WALL

S=2% S=2%

1.5

1.5

1.5H:1V

ENTIRE FOUNDATION

#6 @ 12" TROUGH

RCP

48"

#6 @12" HOR

#6 @ 3" VERT

HEAD WALL

FOUNDATION STEP

FOUNDATION STEP

FOUNDATION STEP

#6 @12" HOR

#6 @ 6" VERT

WING WALL

TYP. LAPPING

#6 @ 12" EW

FOUNDATION

S=2% S=2%

STEPS

FOUNDATION

S .Y

O O

S .Y

O O

J .G

U H

S T

A .9

P L

A N S

E C

T

IO

N D

E T

A

IL

R

C P I

N L

E T S

T R

U C

T U

/3

3" CLR

TYP

S-18

AS SHOWN

SECTION - FOUNDATION & HEAD WALL

DETAIL - WING WALL

ELEVATION - FACING DOWNSTREAM

PLAN

A

S-18S-18

B

S-18S-18

C

S-18S-18

E

S-18S-18

D

S-18S-18

B N

S F S -1

.D

G N

18" MIN BEYOND OPENING

6'-6" MIN LENGTH

8-#5 REBAR

#6 @ 3" VERT

HEAD WALL

#6 @12" HOR

#6 @ 12" OC

#6 @ 12" OC

13'-6"

1'-0"

6"

M

IN

3'-6" 9"9"

C L

R

/2 C

L R

4" CLR

12" 12"

3" CLR.

VARIES

3" CLR.

D

IA

M E

T E

R

SAFETY PAYS

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

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A N

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IV

E

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H A

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E L

R E

A C

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N T

A A

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IV

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P A

U L J

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O O

D P

E

S P

E C

N O

W P

L -1

-R -0

NOT TO SCALE

SECTION

NOT TO SCALE

OUTLET STRUCTURE PLAN

SECTION

NOT TO SCALE

SECTION

NOT TO SCALE

C

C L

R

S=0.02

LONG CONCRETE SLAB

6" THICK x 3' WIDE x 4'

2" DRY PACK AROUND RCP

1. 24 INCH CIRCULAR FLAP GATE AND WALL TIMBLE NOT SHOWN FOR CLARITY.

NOTE:

SEE NOTE

FLAP GATE

JOINT

CONSTRUCTION

WITH SLAB

POUR WALL MONOLITH

SYMM. ABOUT

C

CLASS III RCP

TYP.

EACH FACE,

#5 @ 12"

TYP.

EACH FACE,

#5 @ 12"

GROUTED STONE

IN

D

IA

3" CLR.

TYP.

SYMM. ABOUT

C

#5@8"

#4@6"

#5@16"

#5@8"

#4@15"

#4@9"

16 TOTAL

8 ON EACH FACE,

AS SHOWN

ADDITIONAL #5

SYMM. ABOUT

C

3-#4 U BARS

SLAB 1/4" MINIMUM

ROUGHEN TOP OF

#4@12"

3-#4 U BARS

k

6"

9"

12"

0" TO 33"

36" TO 60"

63" TO 102"

DIAMETER

C

TYP.

3" CLR.

TYP.

P

IP

E D

IA

k t

V A

R

IE

S k+3"k+3" k t

NEW RCP

EXIST. RCP

#4

3 - #4 ''U'' BARS

3 - #4 ''U'' BARS

FLOW

A

S-19S-19

CONCRETE COLLAR DETAIL

SECTION

NOT TO SCALE

A

S-19S-19

B

S-19S-19

C

S-19S-19

B

S-19S-19

C

S-19S-19

D

S-19S-19

D

S-19S-19

SECTION E

AS SHOWN

S-19

#4@1'-6"

EACH FACE

8 - #4, 24in RCP

GROUTED STONE

N

H A

S

IB

N

H A

S

IB

J

G U

H

B N

S F S -1

.D

G N

S T

A T

IO

N

.2

P L

A N S

E C

T

IO

N D

E T

A

IL

R

C P O

U T

L E

T S

T R

U C

T U

/3

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

A M

E

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C

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6/29/2017Plot Date:

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IV

E R

S

ID

E C

O U

N T

Y

C A

L

IF

O R

N

IA

B N

S F R

A

IL

R O

A D B

R

ID

G E P

R O

T E

C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

R

C P M

A N

H O

L E D

E T

A

IL

N

H A

S

IB

N

H A

S

IB

J

G U

H

B N

S F S -2

.D

G N

S-20

/3

/8

15'-7 1/4 "

1'-3"

9"

M

IN

6'-0" 9"9"

4" CLR.

/2

C L

R

SAFETY PAYS

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

A M

E

12345678

A

B

C

D

12345678

A

B

C

D

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U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

L O

S A

N G

E L E

S

C O

R P

S O

F E

N G

IN

E E

R S

6/29/2017Plot Date:

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IV

E R

S

ID

E C

O U

N T

Y

C A

L

IF

O R

N

IA

B N

S F R

A

IL

R O

A D B

R

ID

G E P

R O

T E

C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

AS SHOWN

S-21

B N

S F S -2

.D

G N

N

H A

S

IB

N

H A

S

IB

J

G U

H

A

S-21S-21

C

B

S-21S-21

C

S-21S-21

NOT TO SCALE

INLET STRUCTURE PLAN

SECTION

NOT TO SCALE

C

S-21S-21

SECTION

NOT TO SCALE

B

S-21S-21

SECTION

A

S-21S-21

48in RCP

T Y P

WITH SLAB

POUR WALL MONOLITH

JOINT

CONSTRUCTION

S=0.02

2" DRY PACK AROUND RCP

SYMM. ABOUT

C

TYP.

EACH FACE,

#5 @ 12"

TYP.

EACH FACE,

#5 @ 12"

16 TOTAL

8 ON EACH FACE,

AS SHOWN

ADDITIONAL #5

CLASS III RCP

3" CLR.

TYP.

IN

. D

IA

SYMM. ABOUT

C

#5@8"

#4@6"

#5@16"

#5@8"

#4@15"

#4@9"C L

R

S E

C T

IO

N D

E T

A

IL

S T

A .3

R

C P I

N L

E T S

T R

U C

T U

R E P

L A

N A

N D

/3

4'-0"

4" CLR.

6" JOINT FILLER

4" C

LR

6" JOINT FILLER

P

O L

Y S

T Y

R E

N E

4'-0"

P

O L

Y S

T Y

R E

N E

6" 6"

6" 6"

9'-0"

SAFETY PAYS

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

A M

E

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A

B

C

D

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A

B

C

D

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U .S

A R

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IN

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C O

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6/29/2017Plot Date:

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IV

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S

ID

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C A

L

IF

O R

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IA

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S F R

A

IL

R O

A D B

R

ID

G E P

R O

T E

C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

AS SHOWN

S-22

B N

S F S -2

.D

G N

J

G U

H

S

Y O

O

S

Y O

O

/3

DETAIL FOR 48" PIPE OPENING, EAST WALL

N.T.S.

N.T.S.

N.T.S.

N.T.S.

ELEVATION DETAIL

NOTE :

JOINT FILLER

EXPANSION

6" PREMOLDED

7'-0

7'-0 for cap reinforcement.

Pier enclosure wall cap reinforcement not shown for clarity. Please see S-143.

Block out for the 1938 and 1995 Piers is 6" from the face of existing piers. 2.

Premolded expansion joint filler must comply with ASTM D 1751.1.

PIER ENCLOSURE WALL CAP OPENING DETAIL

NOTE :

48 inch circular flap gate and wall timble not shown for clarity.1.

AS

-22

S -22

BS

-22

S -22

C

S-22S-22

#11@9"

A

S-22S-22

B

S-22S-22

N.T.S.

1938 CAP OPENING REINF. DETAIL

N.T.S.

1938 CAP OPENING REINF. DETAIL

JOINT FILLER

6" PREMOLDED EXPANSION

D

S-22S-22

D

S-22S-22

#9@12"

#9@18

#9@12"?

#11@9"?

#11@9"

#9@18

#9@12"

C

S-22S-22

1938 PIER

1938 PIER

1995 CAP OPENING REINF. DETAIL

N.T.S.

1995 CAP OPENING REINF. DETAIL

N.T.S.

1995 PIER

1995 PIER

#9@12"?

#11@9"?

#9@4"

4 #9 BARS EACH ROW

TOP REINF.

#9@4"

3 #9 BARS EACH ROW

BOTTOM REINF.

#9@3"

3 #9 BARS EACH ROW

TOP REINF.

#9@3"

3 #9 BARS EACH ROW

BOTTOM REINF.

MIN LENGTH 16'

(TYP.)

#9 BAR @ 9" AT CORNER

MIN. 54" PAST OPENING

TWO ROWS AT FACE

7 #9 BARS EACH ROW

MIN 54" PAST OPENING

TWO ROWS AT FACE

6 #9 BARS EACH ROW

REINF. SPANS END TO END

TWO ROWS AT FACE

5 #11 BARS EACH ROW

#11@9"

#7@9"

MIN LENGTH 11'

#8 BAR @ 9" OC AT CORNER (TYP.)

E

S-22S-22

E

S-22S-22 F

S-22S-22

F

S-22S-22

48" PIPE SECTION DETAIL

N.T.S.

48" PIPE SECTION DETAIL

#11@9"?

#7@9"?

#11@9"

#7@9"

150" LENGTH CENTERED

TWO ROWS AT FACE

4 #11 BARS EACH ROW

#11@6"

4 #11 BARS EACH ROW

2 ROWS

TOP/BOTTOM REINF.

6 #11 BARS @6"

FACE REINF.

6 #11 BARS @6"

FACE REINF.

4 #11 BARS @6"

TOP/BOTTOM REINF.

6- #7 BARS @ 5"

EACH ROW

4 - #11 BARS @6"

JOINT FILLER

EXPANSION

6" PREMOLDED

JOINT FILLER

EXPANSION

6" PREMOLDED

N.T.S.

N.T.S.

TRAINING WALL CONCRETE CAP JOINT DETAIL

ELEVATION

N.T.S.

PLAN

REINF. SPANS END TO END

THREE ROWS

14 #11 BARS TOTAL

BEND IF NECESSARY

S=0.04

ANCHOR BLOCKOUT

MIN 112" LENGTH CENTERED

6 #7 BARS AT FACE

112" LENGTH CENTERED

#7 BAR @ 9" AT CORNER

O

F

E N

C L

O S

U R

E W

A L

L C

A P O

P E

N

IN

G D

E T

A

IL

C O

N C

R E

T E S

L U

R R

Y D

IA

P

H R

A G

M W

A L

L A

2'-0"

9'-0"

SAFETY PAYS

VALUE ENGINEERING PAYS

D E

S

IG

N E

D B

Y

D R

A W

N B

Y

C H

E C

K E

D B

Y

A P

P R

O V

A L

D A

T E

S Y

M B

O L

D E

S C

R

IP

T

IO

N S

R E

V

IS

IO

N S

D

IS

T R

IC

T F

IL

E N

O

S U

B M

IT

T E

D B

Y

C H

IE

F

D E

S

IG

N B

R A

N C

H

F

IL

E N

A M

E

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B

C

D

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B

C

D

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U .S

A R

M Y E

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6/29/2017Plot Date:

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IV

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S

ID

E C

O U

N T

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C A

L

IF

O R

N

IA

B N

S F R

A

IL

R O

A D B

R

ID

G E P

R O

T E

C T

IO

N

L O

W E

R S

A N

T A A

N A R

IV

E

R C

H A

N N

E L

R E

A C

H

S A

N T

A A

N A R

IV

E

R M

A

IN

S T

E M

P A

U L J

U N

D E

R W

O O

D P

E

S P

E C

N O

W P

L -1

-R -0

AS SHOWN

B N

S F S -2

.D

G N

J

G U

H

S

Y O

O

S

Y O

O

/3

S=0.02

DETAIL FOR 24" PIPE OPENING, EAST WALL

N.T.S. N.T.S. N.T.S.

112" LENGTH CENTERED

4 #7 BARS AT FACE

#7@9"?

#11@9"

#7@18"

4 - #11 BARS @6"

#11@9"

#7@9"

#11@9"?

6- #7 BARS @ 5"

S-22A

#9@18"

BOTTOM REINF.

#9@12"

TOP REINF.

N.T.S.

ENCLOSURE CAP REINFORCEMENT DETAIL #11@9"

BOTTOM REINF.

2 #11@9"

TOP REINF.

#7@9"

#4@9" TYP.

#4@9" TYP.

B

S-22AS-22A

A

S-22AS-22A

A

S-22AS-22A

24" PIPE SECTION DETAIL 24" PIPE SECTION DETAILB

S-22AS-22A

150" LENGTH CENTERED

4 #11 BARS AT FACE ANCHOR

TO BACKSIDE LOCATION OF

REINFORCEMENT RELOCATED

VERTICAL AND HORIZONTAL

IN ANY DIRECTION

AT BLOCKOUT WITH STD. HOOK

TERMINATE HORIZONTAL BAR

#7@9"

BLOCKOUT

OF PIPE, DEVELOP PAST

2X#11@9 ON BOTH SIDE

PIPE OPENING

112" LENGTH CENTERED

(TYP.)

#7 BAR @ 12" AT CORNER

O

F

E N

C L

O S

U R

E W

A L

L C

A P O

P E

N

IN

G D

E T

A

IL

C O

N C

R E

T E S

L U

R R

Y D

IA

P

H R

A G

M W

A L

L A