CIVIL+STRUCTURAL ENGINEERING

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE

809 Center Street, Room 201Santa Cruz, CA 95060

REVISIONS

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1866

P U B L I C W O R K S D E P A R T M E N TCRUZATNAS

C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161

CIVIL+STRUCTURAL ENGINEERING

224 Walnut Ave, Suite B Santa Cruz, CA 95060

Phone (831) 426-3186 www.m-me.com

WEST CLIFF DRIVE

1GR

GR

TITLE SHEETDH

1 TITLE SHEET

2 WALL PLAN

3 WALL PROFILE

4 TYPICAL SECTION

5 DETAILS

6 DETAILS

7 EROSION CONTROL PLAN

8 TOPOGRAPHIC SURVEY

APPROVED BY:

CITY ENGINEER

CITY OF SANTA CRUZ

PROJECT DESCRIPTION

THIS PROJECT CONSISTS OF A NEW RETAINING WALL AND WALKWAY TO REPAIR THE 2017 STORM DAMAGE

TO WEST CLIFF DRIVE WALKING PATH IN SANTA CRUZ, CALIFORNIA. THE REPAIR INCLUDES THE

FOLLOWING FEATURES: CONCRETE RETAINING WALL SUPPORTED BY CONCRETE GRADE BEAM ON

DRILLED CONCRETE PIERS, GUARDRAIL, ASPHALT PAVEMENT CONFORMS AND DRAINAGE IMPROVEMENTS.

SHEET DESCRIPTION

AB Anchor Bolt

ACI American Concrete Institute

AISC American Institute of Steel Construction

AITC American Institute of Timber Constr.

ALT Alternate

APA American Plywood Association

APPROX Approximately

ARCH Architect

ASTM American Society for Testing & Materials

AVG Average

BLDG Building

BLK(G) Block(ing)

BM Beam

BN Boundary nailing

BOT Bottom

BTWN Between

BVL Bevel

C Channel

CANT Cantilever

CB Carriage Bolt

CBC California Building Code

CC Center to Center

CJ Control Joint

CL Center Line

CLG Ceiling

CLR Clear, Clearance

CMU Concrete Masonry Unit

COL Column

CJP Complete Joint Penetration

CONC Concrete

CONN Connection

CONT Continuous

CTR Center

CVR Cover

DBL Double

DEG Degree

DET Detail

DF Douglas Fir

DIA Diameter

DIAG Diagonal

DIM Dimension

DL Dead Load

DN Down

DWG Drawing

EA Each

EF Each Face

EL Elevation

ELEV Elevation

EN Edge Nail

ENGR Engineer

EOR Engineer Of Record

ES Each Side

EW Each Way

EX Existing

EXT Exterior

FG Finish Grade

FJ Floor Joist

FLR Floor

FN Field nailing

FDN Foundation

FOC Face Of Concrete

FOS Face Of Steel/Stud

FRMG Framing

FT Foot or Feet

FTG Footing

GA Gauge

GALV Galvanized

GLB Glulam Beam

HD Holdown

ABBREVIATIONS

HDR Header

HORIZ Horizontal

ID Inside Diameter

IN Inch

JST(S) Joist(s)

KP King Post

L Angle

LB Pound

LL Live Load

LTWT Light Weight

MAX Maximum

MB Machine Bolt

MECH Mechanical

MISC Miscellaneous

MIN Minimum

MTL Metal

NS&FS Near Side And Far Side

NTS Not To Scale

OC On Center

OD Outside Diameter

P Post

PERT Pre-Engineered Roof Truss

PJP Partial Joint Penetration

PL Plate

PLY Plywood

PMR Per Manufacturers Recommendations

PSF Pounds per Square Foot

PSI Pounds per Square Inch

PTDF Preservative Treated Douglas Fir

R Radius

RC Relative Compaction

REINF Reinforcement

REQD Required

RET Retaining

R&R Remove And Replace

RR Roof Rafter

RS Rough Sawn

RWD Redwood

SAD See Architectural Drawings

SCH Schedule

SECT Section

SEL Select

SF Square Foot

SHRWL Shear wall

SHTG Sheathing

SIM Similar

SPEC Specifications

SQR Square

STD Standard

STL Steel

STRUCT Structural

T Tee Section

T&G Tongue And Groove

T&B Top And Bottom

TN Toe Nail

TOC Top Of Concrete

TOF Top Of Footing

TOS Top Of Steel

TOW Top Of Wall

TYP Typical

UNO Unless Noted Otherwise

VERT Vertical

VIF Verify In Field

W Wide flange steel beam

W/ With

W/O Without

WP Work Point

WWF Welded Wire Fabric

1

+

0

0

2+00

2

+

6

0

5

+

0

0

6+

00

6

+

8

0

4

4

B

D

B

D

B

D

BD

BD

BD BD

BD

BD

BD

BD

BD

BD

BD

BDBD

BD

BD

BD

B

D

B

D

B

D

B

D

B

D

B

D

B

D

B

D

B

D

B

D

B

D

B

D

B

D

4

3

4

2

C

C

C

D

ALIGNMENT - F

NUMBER

L1

C1

L2

C2

L3

BEGIN STA

5+00.00

5+05.72

5+73.00

6+03.11

6+70.81

END STA

5+05.72

5+73.00

6+03.11

6+70.81

6+80.00

LENGTH (FT)

5.72

67.28

30.11

67.69

9.19

RADIUS (FT)

105

145

BEARING

N89° 53' 42.10"E

N71° 28' 48.44"E

N53° 03' 54.77"E

N66° 24' 53.64"E

N79° 45' 52.50"E

ALIGNMENT - A

NUMBER

C3

C4

C5

C6

C7

C8

C9

BEGIN STA

1+00.00

1+19.94

1+40.31

1+56.61

1+68.40

1+86.21

2+11.02

END STA

1+19.94

1+40.31

1+56.61

1+68.40

1+86.21

2+11.02

2+60.00

LENGTH (FT)

19.94

20.37

16.30

11.79

17.81

24.81

48.98

RADIUS (FT)

74

69

1284

4012

206

214

132

BEARING

N75° 40' 13.08"E

N60° 39' 08.41"E

N52° 15' 45.04"E

N51° 55' 01.54"E

N54° 58' 24.72"E

N60° 38' 14.16"E

N73° 47' 14.22"E

B-1

B-2

SH

T 4

-

SH

T 4

-

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE


REVISIONS

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1866


C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161




WEST CLIFF DRIVE

SCALE:

SITE PLAN

1" = 10'

010' 5' 10' 20'

1" = 10'

SURVEY NOTES

1. TOPOGRAPHIC SURVEY BY BOWMAN & WILLIAMS CONSULTING CIVIL ENGINEERS AND

LAND SURVEYORS, DATED 12/10/18.

2. ELEVATIONS ARE BASED ON THE CITY OF SANTA CRUZ BENCHMARK J1-06.

DESCRIPTION: NORTHEAST CORNER SWANTON AND WEST CLIFF, ELEVATION = 45.880

(NAVD88)

3. NOTE: THIS IS NOT A BOUNDARY SURVEY. PROPERTY LINES ARE SHOWN FOR

ORIENTATION ONLY AND ARE BASED ON RECORDED DATA. THEY MAY BE DISCOVERED

TO BE DIFFERENT, SUBJECT TO THE RESULTS OF A COMPLETE BOUNDARY SURVEY.

4. BASIS OF BEARINGS: CENTERLINE OF CHICO AVENUE AS ESTABLISHED FROM

MONUMENTS FOUND AND AS SHOWN ON SHEETS ONE AND TWO OF THE MAP ENTITLED

RECORD SURVEY OF STREETS IN WEST SANTA CRUZ IMPROVEMENT PROJECT, FILED IN

VOLUME 49 OF MAPS AT PAGE 21, SANTA CRUZ COUNTY RECORDS = N 26°13'30"E. THE

CALCULATED BEARING BETWEEN THE MONUMENT AT THE SOUTHWESTERN END OF

CHICO AVENUE TO THE MONUMENT ON A 5.00 FOOT NORTHERLY OFFSET SET RADIALLY

TO CENTERLINE INTERSECTION OF MODESTO AVENUE - N 26°12'56" E.

PILE LOCATION COORDINATES

PILE NUMBER

STATION ("A" LINE) OFFSET ("A" LINE)

1+02.22 25.47

1+09.64 25.01

1+17.10 24.61

1+24.85 24.18

1+32.25 23.81

1+39.67 23.58

1+49.44 23.74

1+59.26 23.87

1+69.58 24.07

1+80.86 24.34

1+92.07 24.77

2+03.32 25.39

2+14.43 26.21

1

2

3

4

5

6

7

8

9

10

11

12

13

2GR

GR

WALL PLANDH

1

2

3

4

5

6

7

8

9

10

11

12

1

3

CONSTRUCTION ITEMS

CENTERLINE WEST CLIFF DRIVE ALIGNMENT "A" LINE

CENTERLINE PEDESTRIAN WALKWAY ALIGNMENT "F" LINE

PROVIDE TRAFFIC CONTROL PLAN WITH SIGNALS. MAINTAIN ONE LANE OPEN OR DETOUR

AROUND THROUGHOUT CONSTRUCTION PER CITY DIRECTION

CONSTRUCT (20 LF) PEDESTRIAN AC PAVEMENT PER DET 4/SHT 5 WITH TYPE A AC DIKE PER

STANDARD PLAN A87B/SHT 6. BEGIN STA 5+04, END STA 5+24 OF ALIGNMENT "F"

CONSTRUCT (122 LF) CONCRETE WALKWAY SUPPORTED ON DRILLED PIERS PER DETAIL 1/SHT 5.

BEGIN STA 5+24, END STA 6+46 OF ALIGNMENT "F"

CONSTRUCT (20 LF) PEDESTRIAN AC PAVEMENT PER DET 4/SHT 5 WITH TYPE A AC DIKE PER

STANDARD PLAN A87B/SHT 6. BEGIN STA 6+45, END STA 6+65 OF ALIGNMENT "F"

CONSTRUCT (83 LF) METAL BEAM GUARD RAIL PER STANDARD PLAN A77L1/SHT 6, AND PER

REVISED STANDARD PLAN RSP A77N3/SHT 6 (24 POSTS TOTAL)

CONSTRUCT METAL BEAM RAILING ALTERNATIVE IN-LINE TERMINAL END SYSTEM

CONSTRUCT APPROXIMATELY (122 LF) OF 4" PERFORATED PVC BACK DRAIN PIPE WITH

CLEANOUTS AT 100' MAX OC. BACKDRAIN SHALL INCLUDE CALTRANS CLASS 1 TYPE A

PERMEABLE MATERIAL

BACKDRAIN CLEANOUT PER DETAIL 6/SHT 5

CONSTRUCT (40 LF) TYPE A AC DIKE PER STANDARD PLAN A87B/SHT 6. BEGIN STA 6+45, END AT

NEW CURB INLET

LOCATE EXISTING STORM DRAIN AND CONSTRUCT CALTRANS CURB INLET TYPE GO PER

D74B/SHT 6 WITH ADA GRATE

CONSTRUCT (115 LF) CONCRETE GUTTER BEHIND NEW RETAINING WALL SIM B3-6/SHT 6 WITH

WALL DRAIN AND FLUSH GRATE AT EAST END

CONCRETED ROCK SLOPE PROTECTION PER DETAIL 1/SHT 6. MATCH CONCRETE GUTTER

WIDTH, AND CONFORM TO EXISTING GRADE AT AC PAVEMENT

SALVAGE EXISTING 3'± HIGH WOOD FENCE ASSEMBLIES AND INSTALL BETWEEN NEW STEEL

GUARDRAIL AND EXISTING 3'± HIGH WOOD FENCE TO REMAIN

PLACE CONCRETE CURB 12" WIDE AND 6" TALL OUTSIDE OF FENCE TO CONTAIN PAVEMENT

CONTRACTIONS JOINT TO WALL, SLAB AND CURB PER DETAIL 1/SHT 4, CENTERED BETWEEN

PIERS @ 10'± OC, TYPICAL.

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

2

7

8

9

12

11

3

4

5

6

10

1

3

10

10

14

8

14

13

BEGIN

13

END

15

15

STATION ELEVATION

5+04.00 44.63

5+24.00 43.95

6+46.00 41.52

6+66.00 41.26

1

2

3

4

1

2

4

3

16

1" = 10'

17

EL

EV

AT

IO

N (F

EE

T)

EL

EV

AT

IO

N (F

EE

T)

STATION (FEET)

10

20

30

40

50

10

20

30

40

50

5+00 6+00 6+80

? ?

010' 5 10' 20'

1" = 10'

SCALE:

WALL PROFILE

1" = 10'

MATERIAL PROPERTIES

NORMAL WEIGHT CONCRETE F'c = 5,000 psi

REBAR, ASTM A615 GRADE 60 Fy = 60,000 psi

4

SHEET NOTES

TOP OF WALL ELEV = 46.5



EXISTING GRADE AT FACE OF WALL

EXISTING GRADE AT CENTERLINE OF WALK WAY

FINISH GRADE AT CENTER OF PATH, SLOPE = 2.0%

CONFORM FINISH GRADE TO EXISTING GRADE, SLOPE = 3.4%

CONFORM FINISH GRADE TO EXISTING GRADE, SLOPE = 1.3%

APPROXIMATE TOP OF BEDROCK PER GEOTECHNICAL INVESTIGATION TO BE VERIFIED BY GEOTECHNICAL ENGINEER DURING DRILLING

36" RADIUS

FINISH GRADE BEHIND WALL = 46.0, PROVIDE CLEANOUT FOR RETAINING WALL BACKDRAIN PER DETAIL 6/SHT 5 AT START OF CONCRETE

GUTTER BEHIND NEW RETAINING WALL, CONFORM GRADE BEHIND RETAINING WALL TO EXISTING GRADE AT AC PAVEMENT WITH

CONCRETED ROCK SLOPE PROTECTION PER DETAIL 1/SHT 6

FINISH GRADE BEHIND WALL = 44.8, PROVIDE WALL DRAIN WITH FLUSH GRATE SIM B3-6/SHT 6 AT END OF GUTTER BEHIND NEW

RETAINING WALL, CONFORM GRADE BEHIND RETAINING WALL TO EXISTING GRADE AT AC PAVEMENT WITH CONCRETED ROCK SLOPE

PROTECTION PER DETAIL 1/SHT 6

1

2

3

4

5

6

7

8

9

10

11

12

1

9

1 2 3 4 5 6 7 8 9 10 11 12 13

3GR

GR

WALL PROFILEDH

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE


REVISIONS

C

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1866


C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161




WEST CLIFF DRIVE

2 37 5 6

GENERAL CONSTRUCTION NOTES

1. THE WORK HEREIN SHALL BE DONE IN ACCORDANCE WITH THE STANDARD

SPECIFICATIONS AND PLANS DATED 2015 OF THE STATE OF CALIFORNIA AND THE

CITY OF SANTA CRUZ DESIGN CRITERIA AS THEY MAY APPLY TO THE CONTRACT

PLANS AND SPECIAL PROVISIONS.

2. THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE

FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE

PLANS MUST BE APPROVED BY CITY OF SANTA CRUZ DEPARTMENT OF PUBLIC

WORKS.

3. THE CONTRACTOR SHALL POSSESS A CLASS "A" CONTRACTORS LICENSE AT THE

TIME THE CONTRACT FOR THIS PROJECT IS AWARDED.

4. DIMENSIONS OF THE STRUCTURAL ITEMS ARE SUBJECT TO TOLERANCES SPECIFIED

IN THE THE STANDARD SPECIFICATIONS AND THE MANUFACTURER(S)

RECOMMENDATIONS.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF

ANY DAMAGES TO PRIVATE PROPERTY AND ANY UTILITIES ALONG WEST CLIFF DRIVE.

THE EXACT LOCATIONS OF EXISTING UTILITIES IS NOT KNOWN. PLEASE CALL

"UNDERGROUND SERVICE ALERT" (U.S.A.) AT 800-227-2600 OR 8-1-1 BEFORE DIGGING.

6. THE CONTRACTOR IS REFERRED TO THE GEOTECHNICAL INVESTIGATION BY HARO,

KASUNICH & ASSOCIATES, INC. PROJECT NUMBER SC11245, DATED MAY 2017.

7. ALL CLEARING, GRADING AND EROSION CONTROL MEASURES SHALL BE COMPLETED

NO LATER THAN OCTOBER 15.

8. THE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY

ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE

REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE

CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING

SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE

TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS AND

CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY, AND HOLD

DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED,

IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING

LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL.

9. LIMITS OF PAVEMENT REPLACEMENT AND REPAIR SHALL BE AS NECESSARY TO

RESTORE THE ROAD SURFACE TO PRE-CONSTRUCTION CONDITION. PAVEMENT

DAMAGE CAUSED BY THE CONTRACTOR OUTSIDE THE LIMITS SHOWN ON THESE

PLANS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. FINAL LIMITS AND

GRADES SHALL BE DETERMINED BY THE ENGINEER.

10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VISITING THE SITE TO REVIEW THE

WORK AND ACCESS LIMITATIONS, VERIFY CONDITIONS, AND UNDERSTAND THE

PROJECT BEFORE SUBMITTING A BID FOR THE WORK. THERE IS NO PRE-BID SITE

MEETING FOR THE PROJECT.

810

10'-0"±

TYP

11

12

10

1" = 10'

EL

EV

AT

IO

N (F

EE

T)

EL

EV

AT

IO

N (F

EE

T)

0

10

20

30

40

50

0

10

20

30

40

50

00

?

?

?

?

? ? ? ? ? ? ? ? ? ? ? ? ?

SCALE:

TYP CONTRACTION JOINT

1 1/2" = 1'-0"

1

SAWN SLOT T/4 OR 1" DEEP MAX.

FILL SLOT WITH PREFORMED

ELASTOMETRIC COMPRESSION

SEALANT, TYP

CUT EVERY OTHER HORIZONTAL

BAR AT JOINT, TYP

TT

AT SLAB - SECTION VIEW

AT WALL - SECTION VIEW

1

8

"

NOTE: DO NOT CUT GRADE BEAM REINFORCEMENT

CUT EVERY OTHER TOP

TRANSVERSE BAR AT JOINT

DO NOT CUT PRIMARY

REINFORCEMENT

SCALE:

TYPICAL SECTION AT WALKWAY ALIGNMENT "F" STATION 5+75.73

1" = 5'

SURVEY DATA UNAVAILABLE AT CLIFF OVERHANG

EROSION AT BASE OF CLIFF DUE TO OCEAN WAVES

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE


REVISIONS

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1866


C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161




WEST CLIFF DRIVE

WEST CLIFF DRIVE

C

6" AC WATER MAIN

APPROXIMATE LOCATION

LOOSE, POORLY

GRADED SAND

= NAVD88 DATUM

B1

HKA BORING

(2017)

B2 (APPROX 15' IN

FOREGROUND)

HKA BORING

(2017)

APPROXIMATE BORING LOCATION

21' M

IN

± C

ID

H

10'

24" x 24" GRADE BEAM

5' M

IN

TE

RR

AC

E D

EP

OS

IT

SB

ED

RO

CK

SLOPE 1.4%

RETAINING WALL PER

MIDWEST GUARDRAIL SYSTEM

L

4GR

GR

TYPICAL SECTIONDH

EXISTING GRADE

SHT 5

1

VERY DENSE,

SILTSTONE (PURISIMA)

MEDIUM DENSE,

POORLY GRADED SAND

MEDIUM DENSE,

WELL GRADED SAND

1" = 5'

SCALE: 1/2" = 1'-0"

1

TYPICAL PIER SECTION

2'-0" DIA, TYP

#4 SPIRAL AT

4" PITCH

(10) #9 VERT

3

"

C

L

R

PIER TIP EL

5'-0

" M

IN

E

MB

ED

IN

TO

P

UR

IS

MA

3" C

LR

PURISMA BEDROCK FORMATION

PER GEOTECHNICAL ENGINEER

(4) #7 HORIZ BARS

EQ SPACED TOP & BOT

2-PIECE #4 STIRRUPS W/

135° HOOKS AT 4" OC

PROVIDE 3 FULL TURNS IN

TOP & BOTTOM 5" OF PIER

2'-0"

C

L

GRADE

BEAM

& PIER

FACE

OF

CURB

FACE

OF

WALL

FG

B/O GRADE BM

T/O CIDH PIER

21' M

IN

T

OT

AL P

IE

R D

EP

TH

T/O GRADE BM

2'-0

"

1'-4

"

8'-0"

9"

CURB

4"

CU

RB

NOTES:

1. ALL STEEL REINFORCING SHALL BE HOT-DIP GALVANIZED. SEE SPECIFICATIONS

FOR MORE INFORMATION.

SCALE: 1/2" = 1'-0"

2

TYPICAL PIER SECTION

EXTEND (4) VERT PIER DOWELS TO TOP LAYER OF GRADE

BEAM REINF AND TERMINATE WITH 180 DEGREE HOOK

LAP TOP BARS AT CENTER OF SPAN,

STAGGER SPLICES OF ADJACENT BARS

TO THE NEXT SPAN

LAP BOT BARS OVER PIERS,

STAGGER SPLICES OF ADJACENT BARS

TO THE NEXT PIER

#5 VERT BARS AT 12" OC, EXTEND

TO BOT LAYER OF SLAB REINF &

TERMINATE W/ STD 90° HOOK

#4 HORIZ BARS AT 8" OC

(2) #4 CONT HORIZ BARS

AT TOP OF WALL

SCALE: 1/2" = 1'-0"

3

CONCRETE WALKWAY

FG

4"Ø PERF PIPE W/

PERFORATIONS

PLACED DOWN

CALTRANS

CLASS 1, TYPE A

PERMEABLE

MATERIAL

1'-0"

(2) #4 CONT HORIZ BARS

AT TOP OF CONC CURB

10'-0" CLR WALKWAY

8"

WALL

2'-0"

#5 AT 12" OC EA WAY TOP & BOT

#4 x 20" HAIRPINS @ 12" OC

TYPICAL GUTTER

DETAIL PER CSP

DETAIL B3-6

1'-0

" M

IN

3

4

" CHAMFER, TYP

1 IN 72

GUARDRAIL PER DETAILS

8 & 9 THIS SHEET

90° HOOK TOP AND BOT BARS

EXTEND TO BACK OF WALL

#4 10"x18" L BARS CENTERED

IN CURB @ 12" OC

3" CLR TYP

3"

CLR

#5 TOP TRANSVERSE BAR,

CUT EVERY OTHER BAR AT

CONTRACTION JOINT,

SEE DET 1/SHT 4

SCALE: 1 1/2" = 1'-0"

4

PEDESTRIAN AC PAVEMENT

2"

ASPHALT CONCRETE (AC)

4"

CLASS II AGGREGATE BASE (AB)

COMPACT TO 95% RC

TOP NATIVE MATERIAL,

SCARIFY AND RECOMPACT

TO 95% RC

SCALE: 1 1/2" = 1'-0"

5

AC PAVEMENT CONFORM

EX ASPHALT CONCRETE (AC)

4"

SA

WC

UT

ED

GE

PLAN DIMENSION

TO THIS LINE

1

1

EX AGG BASE

1'-4"

EX NATIVE MATERIAL

BAR

Ø

BAR

SIZE

#5

#6

0.625"

0.750"

#7

#8

0.875"

1.000"

#9 1.128"

STEEL

STRENGTH

(fy)

60ksi

60ksi

60ksi

60ksi

60ksi

#4 0.500" 60ksi

TOP

BARS

48"

70"

80"

91"

31"

37"

54"

62"

70"

40"

SPECIFIED LAP SPLICE LENGTH (Ld)

25"32"

f'c = 3000 psi

TOP

BARS

f'c = 4000 psi

56"

81"

93"

105"

36"

43"

63"

72"

81"

47"

29"37"

OTHER

BARS

OTHER

BARS

4*D

IA

,

2.5

" M

IN

6

*

D

I

A

,

3

"

M

I

N

TYPICAL 135° HOOK

FOR STIRRUPS AND TIES

CLEARANCE FROM OUTSIDE

PLAN AT DOUBLE LAYER

FACE, TYP

PLACE HOOK AT SPECIFIED

D=6*DIA

STD 90° HOOK

DOUBLE CURTAIN REINFORCEMENT

STD 90° HOOK

D=6*DIA

43"

63"

72"

81"

28"

33"

49"

55"

63"

36"

22"29"

TOP

BARS

f'c = 5000 psi

OTHER

BARS

TYPICAL 180° HOOK TYPICAL 90° HOOK

12 DIA

D=6*DIA

SPECIFIED CONCRETE COVER

OVER REINFORCING BARS

USE CLEAR COVER SPECIFIED BELOW

UNLESS NOTED OTHERWISE ON PLANS OR DETAILS

USE:

CAST AGAINST & PERMANENTLY EXPOSED TO EARTH

FORMED, EXPOSED TO EARTH OR WEATHER

CLEAR COVER:

3"

3"

SCALE: 1" = 1'-0"

7

TYP REINF - CONCRETE

SCALE: 1/2" = 1'-0"

8

GUARDRAIL ELEVATION

PEDESTRIAN

6'-0" MAX

3'-6

"

CURB EL

HSS4x2x3/16

TOP RAIL

HSS3

1

2

x1

1

2

x3/16

DIAGONALS

HSS4x2x3/16

BOTTOM RAIL

C

L

C

L

VARIES

WALKWAY EL

9

-

NOTES:

1. ANY OPEN ENDS SHALL BE CAPPED WITH

1

4

" PLATE AND SEAM WELDED.

2. SLOTTED HOLES MAY BE USED AT ONE BAY END PER CONTRACTOR'S OPTION.

3. ALL RAILING ELEMENTS SHALL BE SPACED SUCH THAT A 4"Ø SPHERE CANNOT

PASS THROUGH.

4. STEEL FABRICATOR SHALL PROVIDE SLIP-JOINTS TO ALLOW FOR EXPANSION AND

CONTRACTION.

4. STEEL FABRICATOR SHALL FIT-UP RAILING SEGMENTS PRIOR TO GALVANIZING.

3

4

"x

3

4

" TUBULAR BAR

PICKETS @ 4

1

4

" OC MAX

HSS4x4x

1

4

POST

3

1 2

"

MA

X

3'-6

"

SCALE: 1" = 1'-0"

9

GUARDRAIL SECTION

PEDESTRIAN

10

"

EM

BE

D

WALKWAY SURFACE

HSS BOTTOM RAIL

HSS RAILING POST

HSS TOP RAIL

HSS DIAGONAL

(4)

5

8

"Ø HDG PAB BOLTS OR

EQUIVALENT AND STD CUT

WASHERS

3/16"

3/16"

1/8"

1/8"

3/16"

DIAG TO

POST/RAIL,

TYP

10

"

1

1

2

"

BASE PLATE

1

1 2

"

3

3

4

"

6

3

4

"

3

8

" PLATE W/

1

2

" MAX DRYPACK

OMIT INSIDE CHAMFER @ POSTS

TUBULAR PICKETS

9"

CURB

1/4"

SCALE: 1/2" = 1'-0"

10

NEW GUARDRAIL ELEVATION

EXISTING WOOD FENCE TO

NEW

PEDESTRIAN

GUARDRAIL

(2)

1

2

"Ø THREADED WELD STUDS

EACH SIDE OF POST WITH NUT

AND STD CUT WASHER TO TOP

AND BOTTOM RAILS

EXISTING

FENCE POST

AND RAILING

4" MIN GUARDRAIL

POST ANCHOR TO

CURB END, TYP

EXISTING

GRADE

NEW

CONCRETE

CURB

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE


REVISIONS

C

I

T

Y

O

F

S

AN

T

A

C

R

U

Z

C

A

L

I

FO

R

N

I

A

1866


C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161




WEST CLIFF DRIVE

5GR

GR

DETAILSDH

SCALE:

BACKDRAIN CLEANOUT

NTS

6

PIPE PER PLAN

SOLID RISER, SAME DIA &

MATERIAL AS MAIN LINE

SANITARY CLEANOUT 'EL'

AT END OF LINE

INV PER PLAN

CONCRETE COLLAR

6"WIDE X 6" DEEP

4" BELOW GRADE

FINISHED GRADE

CHRISTY F1 CURB

VALVE BOX BOX W/

F8C CI LID

PVC CAP OR PLUG

2" IS

OLA

TE

CALTRANS CLASS 1,

TYPE A PERMEABLE

MATERIAL

VARIES

SCALE: 3/4" = 1'-0"

1

ROCK SLOPE PROTECTION

1

'

-

0

"

8

"

M

I

N

C

O

N

C

NOTES:

1. ROCK SHALL BE 60 TO 75 LB NOMINAL, ANGULAR.

2. HAND PLACE ROCK BY METHOD A.

3. CONCRETE SHALL BE 1" MAX AGGREGATE PER

STANDARD SPECIFICATION.

4. CONCRETE PER SPECIFICATIONS.

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE


REVISIONS

C

I

T

Y

O

F

S

AN

T

A

C

R

U

Z

C

A

L

I

FO

R

N

I

A

1866


C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161




WEST CLIFF DRIVE

6GR

GR

DETAILSDH

VARIES

4

4

4

3

4

2

REFERENCES

DRAWING #:

FIELD BOOK:

DESIGN

CHECKED

DATE

DRAWN

VAULT NO.

SCALE


REVISIONS

C

I

T

Y

O

F

S

AN

T

A

C

R

U

Z

C

A

L

I

FO

R

N

I

A

1866


C I T Y O F06/24/2020

STORM DAMAGE REPAIR

SHEET OF 8

MME #: 18161




WEST CLIFF DRIVE

SCALE:

EROSION CONTROL PLAN

1" = 10'

010' 5' 10' 20'

1" = 10'

7GR

GR

EROSION CONTROL PLANDH

RESPONSIBILITY

1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REGULARLY INSPECT AND MAINTAIN

THE WATER QUALITY CONTROL MEASURES AND DEFICIENCIES SHALL BE IMMEDIATELY

CORRECTED BY THE CONTRACTOR.

2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT ADDITIONAL MEASURES,

NECESSARY TO CONTROL WATER QUALITY AND PREVENT SEDIMENT OR

CONCRETE-CONTAIMINATED WATER.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL AND DISPOSAL OF ALL

CONTAMINATED WATER OFF-SITE THAT IS GENERATED BY ACTIVITIES OF THE PROJECT.

RUNOFF:

1. NO TURBID RUNOFF SHALL BE ALLOWED TO LEAVE THE SITE.

2. RUNOFF MUST BE PREVENTED FROM FLOWING OVER UNPROTECTED SLOPES.

3. KEEP RUNOFF AWAY FROM DISTURBED AREAS DURING GRADING AND RELATED

ACTIVITIES.

WATER QUALITY BEST MANAGEMENT PRACTICES

APPROPRIATE BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED DURING

CONSTRUCTION TO PREVENT EROSION, SEDIMENTATION, AND THE DISCHARGE OF

POLLUTANTS DURING CONSTRUCTION. THESE MEASURES SHALL INCLUDE:

1. PLACE AND MAINTAIN SILT FENCE AND CATCH BASIN PROTECTIONS PER EROSION

CONTROL PLAN FOR THE DURATION OF CONSTRUCTION.

2. PREVENT WET CONCRETE AND CONCRETE WASH WATER FROM ENTERING THE WATER

OR BEING EXPOSED TO THE WATER DURING HIGH TIDES AND HIGH SWELLS. IF MATERIAL

FALLS OR FLOWS INTO THE WATER IT SHALL BE REMOVED IMMEDIATELY. CONTRACTOR

SHALL HAVE STRAW BALES, PUMPS, CURTAIN ENCLOSURES AND OR OTHER

CONTAINMENT/SOAKING DEVICES ON HAND IN CASE OF SPILLAGE. DISCHARGES TO WATER

OR CLOUDING OF WATER SHALL BE REPORTED TO THE CITY IMMEDIATELY.USE MATERIALS

FREE OF OIL, GREASE, SILT, PAINT, PLASTIC, SOLVENTS OR TOXIC SUBSTANCES.

3. STABILIZE AREAS ADJACENT TO THE CONSTRUCTION AGAINST EROSION. VEGETATION

DISTURBANCE SHOULD BE MINIMIZED. USE TEMPORARY COVERS, PADS OR PLATFORMS TO

PREVENT SEDIMENTATION. STOCKPILE MATERIALS ON HARDENED SURFACES AND COVER

WITH PLASTIC. PLATFORMS AND COVERS ARE TO APPROVED BY THE CITY. LOCATION AND

TRAFFIC CONTROL TO BE APPROVED BY CITY.

4. NO DEBRIS, SOIL, SILTS, SAND, RUBBISH, CEMENT OR CONCRETE OR WASHING THEREOF,

OIL OR PETROLEUM PRODUCTS OR OTHER ORGANIC OR EARTHEN MATERIAL FROM ANY

CONSTRUCTION OR ASSOCIATED ACTIVITY OF WHATEVER NATURE SHALL BE ALLOWED TO

ENTER INTO OR PLACED WHERE IT MAY BE WASHED BY RAINFALL OR RUNOFF INTO, THE

WATER. WHEN OPERATIONS ARE COMPLETED, ANY EXCESS MATERIALS OR DEBRIS SHALL

BE REMOVED FROM THE WORK AREA.

SHEET NOTES

TYPE 2 REINFORCED TEMPORARY SILT FENCE WITH WIRE MESH

AND BRACING PER CALTRANS STANDARD PLAN T60/6 AND

CALTRANS STANDARD PLAN TEMPORARY SILT FENCE T51,

LOCATION TO BE VERIFIED IN FIELD

TYPE 5 TEMPORARY DRAINAGE INLET PROTECTION PER

CALTRANS STANDARD PLAN T64/SHT 6

1

2

2

2

1

1" = 10'

J:\B&W\27300\27385 - MME -West Cliff Dr\dwg\27385TPO.dwg, 12/26/2018 1:55:47 PM, dianna

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CIVIL+STRUCTURAL ENGINEERING