Exhibit_G_-_Crawford_Canyon_Road_Sidewalk_Extension_Project_Hydrology_and_Hyradulic_Study_(100%_Submittal_).pdf

Hydrology and Hydraulic Study Of

The Proposed Storm Drain Improvements Along Crawford Canyon Road

Project Name:

Crawford Canyon Park and Sidewalk Extension

HYDE PARK DRIVE ALONG NEWPORT BLVD TO COUNTRY HAVEN LANE

ALONG CRAWFORD CANYON ROAD

Prepared for:

County of Orange

Prepared by:

Jesus Taitano

601 North Ross Street

Santa Ana, CA, 92701

(714) 245-4584, email: Jesus.Taitano@ocpw.ocgov.com

May 3, 2022

Crawford Canyon Road Hydraulic and Hydrology Study for Storm Drain Improvements

The following study was performed to determine the drainage area and curb inlet sizing for the proposed curb opening inlet opening along Crawford Canyon Road. The following study includes:

1. 10 year and 25 year rational method calculations in the proposed condition using

Orange County Hydrology Manual

2. Analysis of efficiency of the proposed storm drain inlets located on Crawford Canyon

Road using FHWA Hydraulic Toolbox curb and gutter calculator

The OCPW Hydrology Report No F-13-3 was reviewed as part of this study. Please see

Attachment A for the referenced study (OCPW Hydrology Report No F-13-3). From the report the expected 25-year high confident storm event flow rate is 55 cfs at the confluence point of the existing 30” RCP and 36” RCP west of Crawford Canyon Road. The hydrology model results were used to design the storm drain pipe sizing, trash rack sizing and inlet structure sizing for

Crawford Canyon Road Drainage Improvements and Construction, Phase 1 Project. Please see

Attachment B for the referenced record drawing. Part of the study is to justify the deviation from the expected flow rate into storm drain inlet on Crawford Canyon Road from the delineated drainage area. Per the Crawford Canyon Road The following assumptions are made for this study to determine the 10-year flows along Crawford Canyon Road.

1. C= 0.95 (street flow)

2. Time of concentration of 5 minutes (Intensity=4.06 in/hr from Figure B-3)

The following pages will show the results for the hydrology and hydraulic analysis

1. Rational Method Hydrology for Crawford Canyon Road between Pine Canyon Road and the proposed curb inlet catch basin

2. Curb and gutter calculations for the proposed flow by inlets along Crawford Canyon

Road

3. Crawford Canyon Park and Sidewalk – Drainage Area Exhibit

Attachment A – OCPW Hydrology Report No F-13-3

Attachment B – Crawford Canyon Road Drainage Improvements and Reconstruction, Phase 1

Plans.

Description of Drainage Areas

Based on OCPW Hydrology Report No F-13-3 from Node 1.06 to Node 1.07 is 14 acres which includes the proposed Crawford Canyon Park and residential lots immediately north of the proposed park. The delineated drainage area was used to calculate additional flow to the open channel that runs through park in the rational method analysis.

Please see the Drainage Exhibit for the delineation of the drainage areas. Below are the descriptions of each drainage area. The off-site (OS) drainage areas below refer to areas that don’t contribute to the inlet on Crawford Canyon Road.

Area A

This drainage area contributes to the runoff that is captured by the existing and proposed inlet on Crawford Canyon Road. This area includes two residential lots on Pine Canyon Road and Pine

Canyon Road to the high point. The area along Crawford Canyon Road includes the intersection and the half street along Crawford Canyon Road to the inlet location. The drainage area also includes the proposed sidewalk and the daylight grading area to the hinge point.

OS 1

The drainage area includes 11 residential lots and a private road. The runoff drains into a curb inlet at the end of the private road cul-de-sac. The flow then inlets into a swale that is located downhill of the lots. The swale outfalls into the channel.

OS 2

The drainage area includes 2 residential lots. One lot only includes the home and back yard based on research from record grading plan drawings. The runoff drains into existing rip-rap inlet at the southwest corner of the lot. The flow then is conveyed by a swale that runs south then west along the swale immediately adjacent to the park. The flow outfalls into the channel.

OS 3

The drainage area includes 5 residential lots and a private road. The runoff from the homes runs onto the private road and falls into a grate inlet at the end of the private road. The private road cross slope is toward the homes. The flow outfalls in a storm drain lateral that connects to the 48” RCP that crosses the park.

Flows east of Crawford Canyon Road

The following drainage area is delineated in OCPW Hydrology Report No F-13-3. This area the

18.6 acre east of Crawford Canyon Road. The flow in this area flows through the 36” RCP underneath Crawford Canyon Road and continues through the park. The flow from this area was used for the hydraulic design of the inlet structure on Crawford Canyon Road. The flow rate from this drainage is not included in the proposed curb inlet because it doesn’t flow into the inlet on Crawford Canyon Road. This flow confluences with the pipe flow from the Crawford

Canyon Road inlet within the park junction structure.

Flows north of Pine Canyon Road

The following area is not part of the study but is within the project footprint. The runoff along the west side of Crawford Canyon Road and at the intersection of Crawford Canyon Road and

Country Haven Lane drains into a sump inlet near the southwest corner of the intersection.

There will be minor increase in flow (0.1 cfs ±) based on the increase in impervious area within the drainage area. The flow will flow through storm drain pipes until it reaches the local drainage facility (F07P14). The minor increase of flow will not worsen the existing conditions of the local drainage facilities.

Conclusion

Based on the drainage area delineation along Crawford Canyon Road and Pine Canyon Road, the reduction of the flowrate for the proposed inlet is justified. A conservative estimate of a 5-minute time of concentration was used to determine the rainfall intensity for drainage area A.

The amount of flow is significantly less than the previous design flow rate of 50 cfs for Line “B”, therefore, the project does not worsen the existing conditions of the downstream storm drain system that is tributary to Redhill Channel (OCFCD Facility No. F13). It is expected that a flow rate of 5.4 cfs and 6.4 cfs for the high confidence 10-year flow and 25-year flow, respectively.

The following 10-year HC flow rate was used to determine the curb inlet sizing to provide a sufficient level of protection. The reduction in the anticipated flow rate does not affect the existing storm drain pipe sizing because the existing pipe gradient (9%) will produce a self-cleaning velocity.

APPROXIMATE

LOCATION

CURB

INLET

APPROXIMATE

LOCATION

CURB

INLET

APPROXIMATE

LOCATION

GRATE INLET

EXISTING

RIP-RAP

OUTLET

EXISTING

OUTFALL

VISTA DEL VALLE

PI

NE

CAN

YO

N

ROAD

C R

AW

FO

R D

C

AN

YO

N

R O

AD

NEW

PORT

BLV

D

OS1

4.2 OS2

A 1.4

OS3

3.0

1.4

EXISTING 36"

STORM DRAIN

EXISTING 30"

STORM DRAIN

EXISTING 48"

STORM DRAIN

C ou nt y of O ra ng eD

ES

IG

N

ED

B

Y:

FI

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AM

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D R

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OF

CAL I FORN I A

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Pu bl ic W or ks

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LEGEND

DRAINAGE AREA NAME

WATERSHED SIZE, ACRES

FLOW DIRECTION

OS1

4.2

EXISTING STORM DRAIN

DRAINAGE AREA BOUNDARY

RATIONAL METHOD CALCULATIONS

A (10-Year)

Area (AC) Tc (min) (Figure D-1) Intensity (in/hr) (10 yr) (Figure B-3) C Q (CFS)

1.4 5 4.06 0.95 5.4

A (25-Year)

Area (AC) Tc (min) (Figure D-1) Intensity (in/hr) (25 yr) (Figure B-3) C Q (CFS)

1.4 5 4.82 0.95 6.4

Hydraulic Analysis Report

Project Data

Project Title:

Designer:

Project Date: Monday, June 21, 2021

Project Units: U.S. Customary Units

Notes:

Curb and Gutter Analysis: Curb and Gutter Analysis

Notes:

Gutter Input Parameters

Longitudinal Slope of Road: 0.0450 ft/ft

Cross-Slope of Pavement: 0.0250 ft/ft

Depressed Gutter Geometry

Cross-Slope of Gutter: 0.0800 ft/ft

Manning's n: 0.0150

Gutter Width: 2.0000 ft

Design Flow: 6.4000 cfs

Gutter Result Parameters

Width of Spread: 8.4085 ft

Gutter Depression: 1.3200 in

Area of Flow: 0.9938 ft^2

Eo (Gutter Flow to Total Flow): 0.6259

Gutter Depth at Curb: 3.8426 in

Inlet Input Parameters

Inlet Location: Inlet on Grade

Inlet Type: Curb Opening

Length of Inlet: 14.0000 ft

Local Depression: 4.0000 in

Inlet Result Parameters

Intercepted Flow: 5.8224 cfs

Bypass Flow: 0.5776 cfs

Efficiency: 0.9097

OCPWTaitanoJ Text Box

OCPWTaitanoJ Text Box Crawford Canyon Road Sidewalk Extension, Phase 1

OCPWTaitanoJ Text Box Jesus Taitano

OCPWTaitanoJ Text Box For proposed curb opening inlet on Crawford Canyon Road

Attachment A

(OCPW Hydrology Report F13-3)

Attachment B

(Crawford Canyon Road Drainage

Improvements and Reconstruction, Phase 1

Plans)

21 102

3 inches on original drawing

C O

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

X

X

EG

EG

VAR

LIST OF ABBREVIATIONS

(WHERE OCCURS)

EXIST 36" CMP

VAR

ROAD

CRAWFORD CANYON

OR

PARKS PROPERTY

ORANGE COUNTY

NATIVE SOIL

LOCATION PER PLAN

FL ELEV AND

VAR

SHEET NUMBER

DETAIL NUMBER

CONC

OF ESMT

W’LY LIMIT

OF ESMT OR R/W

W’LY LIMIT

OLD CRAWFORD CANYON ROAD (ESMT OR R/W)

OF ESMT OR R/W

E’LY LIMIT

60’

OLD CRAWFORD CANYON ROAD (R/W)

VARVAR

PARKS PROPERTY

ORANGE COUNTY

FENCE

EXIST CHAINLINK

60’

25’

VAR

R/WR/WOF ESMT OR R/W

E’LY LIMIT

FENCE (WHERE OCCURS)

EXIST CHAINLINK

VAR

VAR

"LINE B" - STA 10+00 TO STA 12+18

SD

PROP 30"

PROP 48" SD

PROPOSED 48" SD

WOOD

"LINE A" - STA 10+12 TO STA 11+44

SCALE: NOT TO SCALE

TYPICAL SECTION

"LINE A" - STA 11+48 TO STA 15+50

SCALE: NOT TO SCALE

TYPICAL SECTION

SCALE: NOT TO SCALE

TYPICAL SECTION

OVERALL SITE PLAN

SCALE: 1" = 50’-0"

R/W

ESMT LINE

PROP MANHOLE

PROP INLET STRUCTURE

R/WPROP MANHOLE

A

B B

R E

V

IA

T

IO

N S

T Y

P

IC

A L S

E C

T

IO

N S

WESTERNLY

WATER(LINE)

WITHOUT

WITH

WEST OR WIDTH

VARIES

TYPICAL

TRANSITION

TELEPHONE

TOP OF

SEWER

STEEL

STANDARD

STATION STANDARD

SPECIFICATIONS

STORM DRAIN (LINE)

SCHEDULE

SOUTHERN CALIFORNIA EDISON

SANITARY SEWER

RIGHT

RIGHT OF WAY

REINFORCED CONCRETE PIPE

RADIUS LENGTH

PLATE

PROTECT IN PLACE

ORANGE COUNTY PUBLIC WORKS

NOT TO SCALE

NUMBER

MINIMUM

MANHOLE

METAL BEAM GUARD RAIL

MAXIMUM

MATERIAL

LEFT

LINEAR FEET

LENGTH

INVERT

HIGH CONFIDENCE

GALLON PER MINUTE

GALVANIZED

GAUGE

GAS (LINE)

FEET

FINISHED SURFACE

FIBER OPTIC (LINE)

FLOW LINE

FINISHED FLOOR

EASTERNLY

EXISTING

EACH WAY

END OF VERTICAL CURVE

EASEMENT

EACH SIDE

EQUAL

END PIPE

ELECTRICAL

ELEVATION

EXPANSION JOINT

EXISTING GRADE

EACH FACE

END OF CURVE

EAST

DRAWING

DECOMPOSED GRANITE

DIAMETER

DRAIN INLET

DEGREES

CALTRANS

CATHODIC PROTECTION

CONTINUOUS

CONCRETE

CORRUGATED METAL PIPE

CEMENT MORTAR LINED & COATED

CONCRETE MASONRY UNIT

COLUMN

CEMENT MORTAR LINED

CENTERLINE

CONSTRUCTION JOINT

CUBIC FEET PER SECOND

CUBIC FEET PER MINUTE

CAST IRON SOIL PIPE

CAST IRON PIPE

CONCRETE CYLINDER PIPE

CATCH BASIN

BEGIN PIPE

BOTTOM

BEGIN

BEGINNING OF CURVE

AVENUE

ASPHALT CONCRETE

ABANDONED UTILITY

OF

FOOT

INCH

PL

PIP

OCPW

NTS

NO

MIN

MH

MBGR

MAX

MAT’L

LT

LF

L

INV

HC

GPM

GALV

GA

G

FT

FS

FO

FL

FF

E’LY

EXIST

EW

EVC

ESMT

ES

EQ

EP

ELEC

EL/ELEV

EJ

EG

EF

EC

E

DWG

DG

DIA

DI

D

CT

CP

CONT

CONC

COL

CMP

CML&C

CMU

CML

CL

CJ

CFS

CFM

CISP

CIP

CCP

CB

BP

BOTT

BEG

BC

AV OR AVE

AC / ASPH

ABAN, ABND OR ABAND

’ OR FT

" OR IN

W’LY

WTR

W/O W/ W

VAR

TYP

TRANS

T OR TELE

T/

SWR

STL

STD

STA

SPECS

SD

SCH

SCE

SS

RT

ROW OR R/W

RCP

R

PROP MANHOLE

PROP OUTLET WITH ENERGY DISSIPATER

R

C P T

O R

C B R

E V

IS

IO

N /2

/1

J L /O

C

S C

A L E

D E

S

IG

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B Y

C H

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D R

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IN

G

C O

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O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A W

N

A P

P R

M A

R K

P L

T

A

T E

Sheet of 9 F

IL

E N

A M

E

A S S

H O

W N

F

IL

E L

F

IL

M E

D A

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D E

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C A

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H E R

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P O

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H A

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F

D S

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D R

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S T

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A G

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C R

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AAA A AAA

D r iv e w a y B r ic k

Wooden Deck

D r i v e w a y

C o n c

Driveway-Conc.

gl gl hp hp hp hp hp hp hp hp hp hphp hp hp hp hp hp hp hp h p hp hp hp hp h p hp hp h p h p h p h p h p h p h p h p h p h p hp hp g l gl g l g l g l hp hp hp hp hp hp hp

AC PATH

AC PATH

AC PATH

3.66 3.00

PH#2

3.66 3.00

PH#3A

4.16 3.50

PH#3B

3.91 3.25

PH#4

4.66 4.00

PH#6

8.59 7.76

PH#1

4.01 3.68

PH#3

7.39 6.56

PH#5

3.03 2.86

PH#7

8.17 8.00

PH#8

5.15 4.82

PH#8

11+00 12+00 13+00 14+00 15+00

16+00

TRASH

NETS

DRAWI

NG

TRASH

NETS

DRAWI

NG

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

NG

3 inches on original drawing

C O

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

0.4 O.D. MIN

BEDDING A

1/12 O.D. MIN.

SUPPORT R.C.P. (SEE NOTE 10)

SHAPE BEDDING AS SHOWN TO

12" MIN.

W

SPRINGLINE

OPTIONAL EXCAVATION LINE

OR UNSTABLE SOIL

SLOPE FOR DEEP TRENCHES

OPTIONAL TRENCH SIDE

1/12 O.D. (4" MIN.)

OPTION OF CONTRACTOR

(1 1/2 SACKS P.C./C.Y.)

1/4 O.D. SLURRY

BEDDING B

OTHERWISE SPECIFIED

BACKFILL UNLESS

= STA 09+94.02 ’B’

STA 16+14.23 ’A’

1:1 SLOPE

O.

D.

SCALE: NOT TO SCALE

PLASTIC PIPE BEDDING SHALL BE DETAILED ON PLANS. 12.

THIS BEDDING DETAIL SHALL ONLY BE USED FOR R.C.P. OR AS APPROVED BY ENGINEER.11.

DEPTH OF 1/4 O.D. WITH TRENCH BACKFILL SLURRY AT HIS EXPENSE.

CHOOSE NOTE TO SCREED BEDDING "A" IN WHICH CASE, THE PIPE SHALL BE BACKFILLED TO A THE TRENCH BOTTOM SHALL BE SHAPED AS SHOWN, OR THE CONTRACTOR, AT HIS OPTION MAY10.

THAN THAT PERMITTED IN NOTE 6.

AN IMPROVED BEDDING METHOD SHALL BE SUBMITTED TO THE ENGINEER FOR ANY "W" OTHER9.

SHORING SHALL BE A MINIMUM OF 6 INCHES FROM THE PIPE AT SPRINGLINE.8.

"W" SHALL INCLUDE THE THICKNESS OF ANY SHORING.7.

"W" MUST BE BETWEEN 6 AND 12 INCHES INCLUSIVE.

FOR PIPES UP TO AN INCLUDING 96 INCHES IN DIAMETER. FOR PIPES OVER 96 INCHES IN DIAMETER, WHERE THE COVER IS GREATER THAN 8 FEET, "W" MUST BE BETWEEN 6 AND 10 INCHES INCLUSIVE WHERE THE COVER IS 8 FEET OR LESS, "W" MUST BE GREATER THAN OR EQUAL TO 6 INCHES.6.

BACKFILL SHALL BE PER SECTION 306-1.3 OF THE STD. SPECIFICATIONS.5.

BEDDING B SHALL BE PLACED IN TWO OR MORE LIFTS FOR O.D. GREATER THAN 60 INCHES.4.

OTHERWISE SPECIFIED.

BEDDING B SHALL BE COMPACTED TO A RELATIVE COMPACTION OF NOT LESS THAN 90 PERCENT UNLESS3.

OR APPROVED BY THE ENGINEER AND SHALL CONFORM TO SECTION 306-1.2.1 OF THE STD. SPECIFICATIONS.

BEDDING B SHALL BE COMPOSED OF SAND OR OTHER GRANULAR MATERIAL AS MAY BE SPECIFIED2.

SPECIFICATIONS OR OTHER GRANULAR MATERIAL AS MAY BE SPECIFIED OR APPROVED BY THE ENGINEER.

BEDDING A SHALL BE COMPOSED OF SAND, NO.3 OR NO.4 CRUSHED ROCK OR GRAVEL PER STD. 1.

STA 16+19.63’A’

NOTES :

STA 16+17.63 ’A’

SCALE: 1" = 5’-0"

JOIN (E)

(PIP)

(E) SWR MH

OUTLET ENERGY DISSIPATOR & GRADING PLAN

(E) TREES (PIP)

FOR CONTINUATION

SEE SHEET 6

16’-0"

P

IP

E D

E T

A

IL

S

M N

O

P

SCALE: 1" = 1’-0"

C 5’-6"

F = 8" F = 8"

F = 8"F = 8"

STA 16+12.63 ’A’

359.40 INV

360.50 INV

.2 I N

V

9.

IN

V

O U T

LE

T

PAYLINE

TYPICAL PIPE TRENCH & BEDDING DETAIL - OCPW STD 1319

NOTE: FOR INFORMATION NOT SHOWN HEREON, SEE REFERENCE DETAIL SPPWC 322-2 & 322-2 OC

S T A .7 ’B

P = 5"

P = 5"

P

T

T

.5 :1

.5 :1

353.0 INV

354.0 TOP

352.0 INV

353.0 TOP350.0 INV

351.0 TOP

347 PIPE INV

JOIN (E)

JOIN (E)

353.0 TOP

WALL

WEIR

TOP/

350.0

:1

:1

IN

V

VALUE

SPPWC 322-2 DIMENSIONS

DIMENSION

30"

36"

48"

A

B

C 5’-6"

D1

D2

F 8"

P 5"

12’-0"

WIDTH (W) H

9’-0" 16’-0"

L

6’-0" a

4’-6" b

6’-0" c

2’-0" d

1’-0" e

2’-6" f

5’-0" g

SPPWC STD DWG 384-3 DIMENSIONS (525 PSF DESIGN LOAD)

T1 T2 T3 T4 T5 T6

9" 8" 10" 8.5" 9" 9"

NOTE: SEE REFERENCED DETAL FOR MODIFICATIONS TO STANDARD DRAWING AND DETAILS NOT SHOWN HEREON

REPLACE TO LIMITS OF GRADING AS REQUIRED

(E) CONCRETE LINER AS REQUIRED FOR RIP RAP

REMOVE INTERFERING PORTIONS OF

HANDRAIL DETAILS

NOT TO SCALE

SMOOTH ALL JONTS

WELD AND GRIND

NOTE: ALL HANDRAIL METAL IS ALUMINUM

4" MIN

CL

W/2W/2

W

CONC REINFORCEMENT

BEAM (TYP)

POST (TYP)

POST (TYP)

(TYP)

RUBBER (TYP)

CAULK W/ SYNTHETIC

LEVELING PLATE

AFTER POST IS IN PLACE

LEVELING GROUT

" NON-SHRINK 2

FILL W/

3"X5" DEEP HOLE

(TYP JOINT)

TO MATCH WEIR WALL OUTLET INV

REMOVE SEDIMENT AT DITCH BOTTOM

JOIN (E) CONC FS

CUTOFF WALL FOR (E) CONC LINER DETAIL

V-DITCH ON WINGWALL PROFILE

SCALE: 3/4" = 1’-0"

SCALE: 1-1/2" = 1’-0"

SHOWN HEREON

PER DETAIL 6

1’-0" CUTOFF WALL

CL

9" 6’-0"

CL ENERGY DISSIPATER

DISSIPATER OUTLET TOW

351.0 V-DITCH TOP D

O W

E L

E J

/O

3"

T/ RIPRAP

350.0 INV

V-DITCH

3’-0"

347.0 T/ WEIR WALL

OUTLET INV

345.0 MIN LOW-FLOW

PER SPECIFICATIONS

TYPE I FILTER FABRIC

WING WALL

2’-6" ENERGY DISSIPATER

EJ W/O DOWEL

TOP (SIDE W/ V-DITCH)

349.5 DISSIPATER WING WALL

350.0 T/ WEIR WALL

3’-0"

AT FACE OF WALL

V-DITCH ANCHOR

(E) LINER REINF

DISSIPATER

ENERGY

RIPRAP &(E) CONC LINER

C J

W/ (9) #4 LONG

#4 @ 12" C-C

1’-0" CUTOFF WALL

FOR NEW CONC LINER

TO EXPOSE (E) REINF

REMOVE (E) CONC

3’-0"

(E) FS (VARIES)

" CLR (TYP)2

TON RIPRAP4

18’-0", 3’-0" DEEP

TON RIPRAP4

18’-0", 3’-0" DEEP

TON RIPRAP4

(E) LINER

8" MIN CONC

PER SPECIFICATIONS

TYPE I FILTER FABRIC

TO EXPOSE (E) REINF

3’-0" REMOVE CONC

T/ DISSIPATER OUTLET WALL

MELD MESH OF (E) V-DITCH FOR 1’-0"

SEE DETAIL 5 SHOWN HEREON FOR WINGWALL PENETRATION PROFILE

MODIFY FOR 1’-0" DEPTH

PER OCPW STD DWG 1321 SHT 2

3’-0" V-DITCH (DOWNDRAIN)

MANHOLE PIPE-TO-PIPE (LARGE SIDE INLET) (JUNCTION STR.)

E D

G E O

F C

O N

C E J

C J

R

(SLOPE VARIES)

INLET STRUCTURE

INSIDE FACE OF

JOIN (E) FS

(CLEAN (E) LINER)

(WHERE EXISTS)

CONC LINER

EDGE OF (E)

R=12"

REINF. MODIFICATIONS

C-1 D-2

#4 @ 12" #4 @ 12"

2’-0" OVER-EXCAVATION AND 90% RECOMPACTION.

PLACE ON 12" OF 1-1/2" GRAVEL WITH TYPE I FILTER FABRIC,

INCLUDE (2) ADDITINOAL #5 BARS ALONG TOP WEIR WALL SLOPE

EXTEND TOP OF WALL ELEVATIONS AT WEIR WALL AS SHOWN HEREON,

REINFORCE FOR STRENGTH DESIGN

FOR 525PSF DESIGN IMPACT LOAD,

12’W ENERGY DISSIPATOR PER SPPWC STD DWG 384-3

ADDITIONAL (2) #5 AT TOP

S

T A

T

IO

N R

E V

IS

IO

N /8 /1

J L /O

C

RIPRAP SHALL BE PLACED ON TYPE I FILTER FABRIC PER SPECIFICATIONS.

RIPRAP SHALL BE CALTRANS 1/4 TON, 3’-0" DEEP MIN, METHOD OF PLACEMENT TO BE DETERMINED BY CONTRACTOR AND APPROVED BY ENGINEER.

NOTES:

[A] - NORTHING: 2,228,801.393, EASTING: 6,093,909.634

COORDINATE: BC, BEGIN PIPE

[A], BP

/2

/1

J L /O

C R

C P T

O R

C B R

E V

IS

IO

N

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

BEFORE ORDERING OR FABRICATING ANY MATERIAL

THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

P L

T E

Sheet of 9 F

IL

E N

A M

E

A S S

H O

W N

F

IL

E L

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/ gl gl hp hp

11+00

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

3 inches on original drawing

C O

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

390.50 TOP @ STA 12+25

OF ASPH

JOIN (E) FS

390.00 TOP @ STA 12+28

R/W

(E) MBGR (PIP)

CATCH BASIN

6’-0"

(INSIDE)

MAX WING

10’-0"

4’-0"

CB TOP

6"-4"

C A

T C

H B

A S

IN

WARP APRON PROFILE (UPSTREAM)

ONLY.

CB SHORING MAX

FROM OUTSIDE OF

POSSIBLE, CUT 8"

PIP AS PRACTICABLY

(E) TREE ROOT

EG

@ R/W

JOIN EG

12+28

@ STA

MIN FL

12+58

@ STA

389 FL

EG

3" OF APRON BOTTOM

CUT UNLESS WITHIN

POSSIBLE, DO NOT

PIP AS PRACTICABLY

(E) TREE ROOT

R/W

4’-0"

(VARIES)

(VARIES)

8" LIP8" LIP

5’-0"

MAX @ STA 12+28

10’-0"

CRAWFORD CYN RD(VARIES)(PRIVATE)

(VARIES) (VARIES)

CL

CRAWFORD CYN RD

(VARIES)

OF ASPH

JOIN (E) FS

CL

@ STA 12+28

385.5 FL

385.5 FL

15% SLOPE

EJ W/O DOWEL

W / CONC OVERLAY

ASPH PAVEMENT

JOIN (E) FS OF (E)

TOP

390.5

TOP

390.5

SCALE: 3/8" = 1’-0"

SCALE: 3/8" = 1’-0"

INLET PROFILE (DOWNSTREAM)

SCALE: 1/4" = 1’-0"

INLET PLAN

SCALE: 1/4" = 1’-0"

389.00 EL

(E) T / V-DITCH

1’-0" CUTOFF WALL

R/W

(E) T / V-DITCH

V-DITCH

JOIN (E)

S T

A

.0

’-0

15% SLOPE

+/- (E) T/SLOPE @ R/W

379.50 INV

390.00 T / WARP APRON

S T

A

.0

S T

A

.0

S T

A

.0

S T

A

.5

30’-0"

WALLS

WING

WARP

3’-0"

WARP APRON

L

IP

7"-0"

L

IP

WARP APRON

+/- (E) FL

30’-0"

S T

A

.0

389.00 FL

24" MIN EMBED EW

BEND ANGLE VARIES

#8 DOWEL, @ 12" C-C,

C J W

K E

Y

IN

S

ID

E

[A]

[B]

D E

T A

IL

S

IN

L E

T S

T R

U C

T U

R E

[B] - NOTRHING: 2,229,447.85, EASTING; 6,094,331.01

[A] - NORTHING: 2,229,409.02, EASTING: 6,094,340.60

COORDINATES:

- PROVIDE STEPS (NOT SHOWN) IN CATCH BASIN UNDER MANHOLE PER OCPW STD DWG 1307.

- TRASH RACK (GRATE) SHALL BE PER OCPW STD DWG 1307, PAGE 3, MADE OF 304 SS. EMBED FRAME IN WARP WING WALLS.

- PROVIDE STEEL TROWEL FINISH ON ALL WATER BEARING SURFACES.

- ALL CONSTRUCTION JOINTS SHALL BE PER OCPW STD DWG 1318, AND WATERPROOFED WITH WALLS-COAT CURING COMPOUND.

- SEE FULL REFERENCED STANDARD DRAWINGS FOR DETAILS NOT SHOWN HEREON.

NOTES (TYP THIS SHEET):

R O

U G

H E

N E

D C

J

HEREON

PER DETAILS SHOWN

WARP WING WALLS

CB INLET TOP ON CJ W/

INLET. USE 6’-4"

1301 FOR TYPE I

OCPW STD DWG

SIMILAR TO

10’-0" CATCH BASIN

S T

A

.0

E J W /O D

O W

E L

S T

A R

T W

A R

P A

P R

O N

C J W

K E

Y S

T A

R T C

B T

O P I

N L E

T S

T A

.3

.5 T

O P

E N

D W

A R

P W

IN

G W

A L L S

E N

D C

B .5 T

O P

.0 T

O P

E J W

D O

W E

L S

T A

R T W

A R

P W

IN

G W

A L L S

E N

D W

A R

P A

P R

O N

S T

A R

T C

B B

O T

T O

M

1 INLET FACE

12" CB WALLS

S T

A

.0

B G

R C

P S

E E S

H E

E T

CJ W/ KEY

W

IN

G W

A L L S

C B T

O P

C B B

O T

T O

M

(PRIVATE)

(V A

R

(V A

R

(V A

R

8"

S T

A

.0

S T

A

.0

S T

A

.0

C L

Ø M

H

S T

A

.0

S T

A

.0

S T

A

.0

E J W /O D

O W

E L

S T

A R

T W

A R

P A

P R

O N

C J W

K E

Y S

T A

R T C

B T

O P I

N L E

T S

T A

.3

E N

D C

B .5 T

O P

.0 T

O P

E J W

D O

W E

L S

T A

R T W

A R

P W

IN

G W

A L L S

E N

D W

A R

P A

P R

O N

S T

A R

T C

B B

O T

T O

M

S T

A

.0

B G

R C

P S

E E S

H E

E T

INLET PROFILE THROUGH CENTERLINE

(V A

R

8"

6" CONC

8" CONC

1:2 FACE

(INSIDE)

MIN WING

TRASH RACK

385.5 FL

STA 12+58

390.00 TOP @

@ R/W

JOIN EG

390.00 TOP

DIRECTION OF FLOW

.5 T

O P :1 F

A C

E E

N D W

A R

P W

IN

G W

A L L

6" CONC

#6 @ 12" C-C EW, EF

BOTTOM REINF.

CATCH BASIN

C-C EF

#5 @ 12"

C-C EF

#6 @ 12"

C-C EW

#6 @ 12"

#5 @ 12" C-C

#5 @ 12" C-C EW

#6 @ 12" C-C EF

T R

A S

H R

A C

K

PLATE

FACE

LAP

2’-0"

TEFLON WRAPPED UPSTREAM END

THROUGH WARP & CB BOTTOM

EMBED EW, BEND ANGLE VARIES,

#8 DOWEL @ 12" C-C 24" MIN (VARYING SLOPE)

(2) #5 @ 12" C-C

DETAIL 2 ON SHEET 5 FOR PLAN

ON CB ON EJ W/ KEY PER

W/ LIP/STIFFENING BEAM

WARP WINGS, REINF

(2) #4 SPACERS @ 12" C-C

UNDER WARP WINGS

W/ (2) #5 LONG AT T/ CB BOTTOM

ADDITIONAL #4 U @ 12" C-C

390.0 T / WARP APRON

+/- HGL

STA 12+28 ~ 12+29.5

2"W X 18"L NOTCH

2"

2"

18"

18" 2"

BENT PL

"X3" 4

"X28

EMBEDDED,

NOTCH W/

"W X 3"D8

8" CONC

20’-0"

DETAIL 4 SHOWN HEREON

SCHEDULE BELOW &

REINFORCEMENT PER

6" CONC, #4 @ 12" C-C EW8" CONC, #5 @ 12" C-C EW

10’-0"

S T

A

.0

#4 @ 12" C-C EW, STA 12+38 ~12+58

#5 @ 12" C-C EW, STA 12+28 ~12+38

WARP APRON REINF

H A

N D

R A

IL

(T Y

P

8’-0"8’-0"

WELDED HANDRAIL PER DETAIL 4 ON SHEET 3 (TYP)

P E

R O

C P

W S

T D D

W G

A D

D

IT

IO

N A

L T

O P R

E

IN

F C

L

"Ø M

H

WELDED HANDRAIL PER DETAIL 4 ON SHEET 3 (TYP)

(TYP)

HANDRAIL

(TYP)

HANDRAIL

" CLR TYP)2

(2

W/ (9) #4 LONG

#4 @ 12" C-C

(TYP TOP)

2" MIN CLR

(2" CLR)

#4 HOOP @ 12" C-C

(4) #4 LONG,

BEAM REINF

8" LIP/STIFFENING

(TYP TOP)

2" MIN CLR

(TYP BOTT)

" MIN CLR2

(TYP BOTT)

" MIN CLR2

(TYP CB REINF)

" MIN CLR2

STEPS

STEEL

STEPS

STEEL

J O

IN

E F

L E

G S

T A

R T

C O

N C S

L A

B J

O

IN

E F

L E

G S

T A

R T

C O

N C S

L A

B

SLAB

6" CONC

6" CONC SLAB

6" CONC SLAB

CUTOFF WALL

1’-0"T X 3’-0" DEEP

WITH OWNER, PIP UON)

(TRIM AS AGREED UPON

LIMBS & BRANCHES

TREE TRUNK,

WITH OWNER, PIP UON)

(TRIM AS AGREED UPON

LIMBS & BRANCHES

TREE TRUNK,

S

ID

E O

F E

N C

A S

E

F L E

X J

O

IN

T S E

A C

H (P

R O

V

ID

E R

U B

B

S

H E

E T

P E

R D

E T

A

IL

S

H O

W N

(S L

U R

R Y E

N C

A S

E (E Ø S

W R

INTERFEREING PORTION)

(REMOVE AND REPLACE

(E) MBGR POST

BLEND 1’-0" OF (E) V-DITCH MESH

FOR V-DITCH TRANSITION

PROVIDE W4XW4 WELDED WIRE MESH

BLEND 1’-0" OF (E) V-DITCH MESH

FOR V-DITCH TRANSITION, EXTEND 6" PAST TOP

PROVIDE W4XW4 WELDED WIRE MESH

6" CONC SLAB

TOP

TRANSITION

V-DITCH

14’-0" V-DITCH TRANSITION

14’-0" V-DITCH TRANSITION, 6" CONC

W4XW4

INTERFEREING PORTION)

(REMOVE & REPLACE

(E) MBGR

R

C P T

O R

C B R

E V

IS

IO

N /2

/1

J L /O

C

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

P L

T E

Sheet of 9 F

IL

E N

A M

E

A S S

H O

W N

F

IL

E L

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

3 inches on original drawing

C O

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

D E

T A

IL

S

S T

A N

D A

1 WARP WINGWALL REINF PLAN

SCALE: 1" = 1’-0"

SCALE: 1/2" = 1’-0"

4 CATCH BASIN BOTTOM REINF PLAN

SCALE: 1" = 1’-0"

SCALE: 1" = 1’-0"

TRASH RACK DETAILS

BEND ANGLE VARIES

WRAP UPSTREAM END

EMBED EW. TEFLON

#8 DOWEL, 24" MIN

12" C-C

#4 SPACERS @

8" CONC

2’-0" 12"

LA

P

2’-0"

C B T

O P

W A

R P A

P R

O N

(TYP x4 CORNERS)

(4) #5 VERT

(TYP HORIZ.)

#6 @ 12" C-C

CJ W/ KEY

WARP WINGWALL

EXTEND LONG. INTO

CB REINF.

EJ W/ DOWEL

D

IR

E C

T

IO

N O

F F

L O

W

ON SHEET 4

REINF. SEE DETAIL 3

VARYING SLOPE

WARP WINGWALL

(2) #5 @ 12" C-C

SHOWN HEREON

PER DETAIL

ANCHORAGE

TRASH RACK

3’-0"

3:4.5 WING SLOPE

385.5 FL

CL

T O

P .5

T O

P .5

(3

.5

W

IN

G W

A L L T

O P V

A R

IE

S

:2 I

N S

ID

E F

A C

E

.0 T

O P

390.0 TOP

S

L O

P E

8" CONC

NOTE: TRASH RACK IS SHOWN AT, AND HAS FACE SLOPE OF 1:2

(TYP)

(TYP X2)

8" CONC

W/ 4" RADIUS BEND

1/2"T X 12"W PLATE

(T Y

P

-1 /2

C L

R

DWG 1301

PER OCPW STD

CB TOP REINF

FACEPLATE DETAIL Z-Z

(Y-Y)

2" NOTCH

CL

WING WALL

3’-0"

(OPEN)

2’-0"

(OPEN)

2’-0"

WING WALL

3’-0"

2" (TYP)

" C-C8

@ 1

BEARING PLATES

"8

" X 2

" C-C2

@ 5

T R

A S

H R

A C

K

TRASH RACK

4’-4"

"8

CENTRAL BAR

" X 1/2" 2

"T L2X3 FRAME8

"X B

E N

T P

L F

O R T

R A

S H R

A C

K F

R A

M

"X

W E

M B

E D

D

"W X "D N

O T

C H I

N W

IN

G -W

A L L F

A C

E

Z Z

Z Z

(X-X)

BENT PL

"X3" 4

"X28

W/ EMBEDDED

NOTCH (TYP)

"W X 3"D8

(TYP X6 @ 18" C-C)

NELSON STUDS

(TYP X3 ES @ 18" C-C)

NELSON STUDS

(TYP X4)

HEX BOLT

"L 2

(T

Y P

(TYP X4)

HEX BOLT

"L 2

"T L2X3 FRAME8

BEARING PLATE

"8

" X 2

WELDED TO BENT PL

" THREADED RECIEVER2

3/8"X21/4"X3" BENT PL

EMBEDDED

TEFLON TAPE

1"

"W X 3"D FRAME RECEIVING NOTCH4

INSIDE FACE OF 3’-0" WINGWALL 4’-0" INLET W/ TRASH RACK

30’-0" WARP APRONCB INLET, WARP WINGWALL

E J W

D O

W E

L

"2

& DOWEL

CB REINF

REINF

WARP APRON

12" CONC

2"

"16

" PL2

" PL2

1" PL2

E N

D

(R O

U

P

L

E N

D

(F L

A T

P

L

& WASHER

W/ NUT

HEX BOLT

"L 2

(TYP X2)

& WASHER

W/ TOP NUT

NELSON STUDS 4"1" 1"

"WX6"L PL2

"TX42

F R

A M

E

L

X

"2

"8

"8

2"

2"

3"

5" PL

3"

1" "2

SCALE: 2" = 1’-0" SCALE: 4" = 1’-0"

SCALE: 4" = 1’-0"

(TYP X3)

SHOWN HEREON

PER PROFILE DETAIL

HINGED ANCHOR

(HINGED ANCHOR PROFILE)

HEREON

3 SHOWN

PER DETAIL

FACE PLATE

NOTE: THIS DETAIL IS SYMMETRIC ABOUT CENTERLINE, HANDRAIL NOT SHOWN FOR CLARITY

L2X3

PL TO

(TYP)

BAR

PL TO

(TYP)

L2X3 FRAME

(TYP)

BEND ANGLE VARIES

(STA 12+28~12+38),

#5 @ 12" C-C EW

WARP APRON REINF.

STIFFENING BEAM

(2 SIDES)

L2X3

PL TO

(TYP)

(TYP CB REINF)

" MIN CLR2

(2" CLR)

#4 HOOP @ 12" C-C

(4) #4 LONG,

BEAM REINF.

STIFFENING

(2" CLR)

#4 HOOP @ 12" C-C

(4) #4 LONG,

BEAM REINF.

STIFFENING

(2" CLR)

#4 HOOP

DROP INLET PLAN

TO MH#3

CONNECTION

2’-6" MIN

COVER

NOT TO SCALE

(E) PRIVATE V-DITCH4’-0" DROP INLET

COORDINATE WITH OWNER

INTERFEREING PORTION

REMOVE & REPLACE

(E) PRIVATE FENCE

PER FIELD CONDITIONS

ANGLE WILL VARY

(E) REINF

BLEND 1’-0" OF

DOWNDRAIN PER OCPW STD DWG 1331

12"

EXTEND (E) INVERT SLOPE

C J

(T Y

P A

R O

U N

D G

R A

T E

N O

T C

H F

O R G

R A

T E

+1.00’

(E) T/ V-DITCH

(E) T/ V-DITCH

1’-0" MIN

RISE

T/ MH#3

OCPW STD DWG 1331

DOWNDRAIN PER

12"

16"

4’-0"

2’-0"

+1.00’

(E) T/ V-DITCH

FG

2’-6" MIN

COVER

(TYP AROUND GRATE)

2" NOTCH FOR GRATE

OPTIONAL CJ

EXTEND (E) INVERT SLOPE

(E) REINF

BLEND 1’-0" OF

(E) V-DITCH REINF

OF CB

EDGE

INSIDE

FIELD VERIFY FINAL LENGTH

CONTRACTOR TO

PER FIELD CONDITIONS

ENTRY ANGLE WILL VARY

DROP INLET SECTION T-T

T

T

DRAIN

SLOPE TO

DRAIN

TO

SLOPE

W A

L L

C B

W A

L L

C B

WALL

8" CB

MIN COVER

REQ’D TO MEET

FIXED SLOPE AS

MIN COVER

REQ’D TO MEET

FIXED SLOPE AS

PRIVATE V-DITCH DROP INLET DETAILS

#5 @ 12" C-C

#5 @ 12" C-C

#5 @ 12" C-C EW

(AROUND DROP)

#4 @ 12" C-C

(MIN, TYP)

2-1/2" CLR

C J

(TYP AROUND)

(E P

R

IV

A T

E F

E N

C E

F

R O

M E

D G

E

F

A R

T B

A C

K O

F I

N L

W C

U T

C J

R

C P T

O R

C B R

E V

IS

IO

N /2

/1

J L /O

C

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

P L

T E

Sheet of 9 F

IL

E N

A M

E

A S S

H O

W N

F

IL

E L

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

S

U B

M I T

T A

L

A

B

C

D

E

1 C

1 D

1 B

21 102

3 inches on original drawing

4 1 B

CU.

YDS.

EXC.

FILL

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

BEFORE ORDERING OR FABRICATING ANY MATERIAL

THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

PLAN

P L

T E

FILL

HORIZ. 1" = 20’

PROFILE

VERT. 1" = 2’

YDS.

Sheet of 9

STA.

F

IL

E N

A M

E

1"=20’

A S S

H O

W N

F

IL

E L

CU.EXC.

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/

Wooden Deck gl gl hp hp h p h p h p hp hp g l gl g l g l g l hp hp

11+00 12+00 13+00

EC

DISPOSITION

DELTA

EXIST ESMT LIMIT

EXIST 36" CMP

BC

60’

CURVE DATA

CONSTRUCTION NOTES

EXIST ESMT LIMIT

PROTECT IN PLACE

ORANGE COUNTY PARKS PROPERTY

OLD CRAWFORD CANYON RD (ESMT)

TANGENTRADIUS

LINE ’A’

LENGTH

NOTES

NEWPORT AVENUE

LINE ’A’

12972 MARCY RANCH RD

12962 MARCY RANCH RD

19702 VISTA DEL VALLE

352.69 INV

350.11 INV

350.11 INV

19711 VISTA DEL VALLE

347.00 INV

25’

SEE DETAIL 3 ON SHEET 3

CONSTRUCT 48" R.C.P. PER OCPW STD PLAN 1319 (D-LOAD PER PROFILE),

* VALUES ARE FOR 25HC YR STORM EVENT OBTAINED

FROM OCPW HYDROLOGY REPORT NO. F13-3

SIGNED BY EDITHA LLANES (AUGUST 2015)

S=0.0045

EXIST SURFACE

OVER CL SD

10+57.80 EC

ID

E

N T

IC

A L P

O

IN

T

11+48.85, BEG RCP

CONSTRUCT 201.15 LF OF 48" RCP

(D-1400)

Q25 = 140 CFS*

88.86 LF

203.34 LF

EXIST SURFACE

OVER CL SD

345 349

12+00 13+0011+00

EXI

ST D

RAI

NAGE

CHANNEL

10+00

R/W

COUNTY OF ORANGE

(S E

E S

H E

E T

M A

T C

H L

IN

E L

IN

E

A S

T A

(S E

E S

H E

E T

M A

T C

H L

IN

E L

IN

E

A S

T A

REMOVE INTERFERING PORTION

P L

A N A

N D P

R O

F

IL

E

.0

I

N V

B E

G P

IP

E .3

DETAIL 2 ON SHEET 3

CONSTRUCT ENERGY DISSIPATOR PER

(ABAND)

EXIST 18" CMP OUTLET

10+57.8010+36.3311.2321.4745’

11+46.66

10+36.33, BC

BEG PIPE

(1’-0 DEPTH)

CONSTRUCT 3’-0" WIDE DOWNDRAIN PER OCPW STD 1321

DOWNDRAIN

W/ 1’-0" DEPTH

LOW-FLOW

347.00 INV

WEIR-WALL

347.00 INV

347343

INSTALL MANHOLE PER OCPW STD. NO. 320-2.

4" & 2" ELEC

357.02 TOP

S=0 .02

HYDRAULIC DATA

SECTION

TRAP. 1.5:1

RECT. b = 12’

S (FT/FT)

0.01

0.02

’n’

0.078

0.013

3.27

Q25 (CFS)STA TO STA

(OUTLET)

(DISSIPATER)

351 TOW

(25YR HC)

351.73 WS

(10YR HC)

350.40 WS

(10YR HC)

348.81 WS

(25YR HC)

349.17 WS

Dn (FT) Vn (F/S)

4.17

0.87 13.44

0.013140 1.90 23.7310+36 - 10+79 0.0045

0.013140 2.2612+43 - 13+50 0.0255 19.15

1.73 FPS

352.25 WS

UTILITY OWNER

WATER

ELECTRIC LINE

GAS LINE

SEWER LINE

TELECOMM LINE

SO. CAL. GAS

CITY OF ORANGE WATER DEPARTMENT

EAST ORANGE COUNTY WATER DIST.

ORANGE COUNTY SANITATION DISTRICT

SO. CALIF. EDISON

AT&T, COX COMMUNICATIONS, CHARTER

EXIST

SWR

EXIST

WATER

EXIST

ELEC

SUPPORT PIPE PER OCSD STD DWG S-020

ENERGY DISSIPATOR

SEE DETAIL FOR GRADING &

ADDITIONAL INFORMATOIN

S

T A

T

IO

N R

E V

IS

IO

N /8 /1

J L /O

C

8" ENCASE

2.0’ CULVERT

S=0.0045

10" BOTTOM

10" TOP

8" WTR

PER DETAIL SHOWN HEREON

SUPPORT PIPE PER OCSD STD DWG S-020 & SLURRY ENCASE

S=0.005

12+45.39 ’A’

GRADE BREAK

CONC COLLAR

CONSTRUCT CONCRETE COLLAR PER OCPW STD. NO. 380-4

350.02 INV

AND CONCRETE TOP

PROVIDE EXPANSION JOINT FILLER MATERIAL BETWEEN PIPE BOTTOM

11+44.85 ’A’

CL MH NO. 1

TS NO. 2

357.7 TOP

(MATCH TO

ADJACENT

SEWER MH

TOP)

10+84.40 ’A’

CL TS NO. 1

R C

P T

O R

C B R

E V

IS

IO

N

11+44.85

CL MH#1

TS#2

10+89.40, BEG RCB

10+84.40

CL TS#1

CONSTRUCT 4.5’ X 2’ RCB PER DETAIL 1 ON SHEET 9

11.14*0.0130.207TRANSITION14010+79 - 10+89

16.00*0.0130.004514010+89 - 11+40

11.14*0.0130.0045TRANSITION14011+40 - 11+48

1.90 23.730.0130.004514011+48 - 12+43

4.5’X2’ RCB

SPPWC STD DWG 323-2 AS SHOWN ON DETAIL 3 OF SHEET 9

CONSTRUCT 8’-10" TRANSITION STRUCTURE WITH MANHOLE PER

DETAIL 2 OF SHEET 9

CONSTRUCT 10’-10" TRANSITION STRUCTURE WITHOUT MANHOLE PER

10+79.40 END RCP

11+40.85 END RCB

Q25 = 140 CFS*

OF 4.5’X2’ RCB

51.45 LF

CONSTRUCT

Q25 = 140 CFS*

(D-1400)

OF 48" RCP

43.07 LF

CONSTRUCT

.2

I

N V

E N

D R

C P

.4

.4

I

N V

E N

D R

C B

.8

.2

I

N V

B E

G R

C B

.4

/2

/1

J L /O

C

10" SWR

347.81 TOP

16.00 FPS

352.46 WS

11.14 FPS

353.89 WS

11.14 FPS

353.78 WS

16.00 FPS

354.37 WS

11.14 FPS

356.79 WS

11.14 FPS

357.69 WS

7.26*

4.88*

6.69*

*PRESSURE PIPE DEPTH FROM INVERT, CALCULATED USING WSPG

12+45.39 ’A’

GRADE BREAK

CONC COLLAR

6" WATER

EXIST

WTR

.5

I

N V

B E

G R

C P

G R

A D

E B

R E

A K

.8

REGISTER

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

A

B

C

D

E

1 A

1 D

B1

C1

21 102

3 inches on original drawing

14 2

CU.

YDS.

EXC.

FILL

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

BEFORE ORDERING OR FABRICATING ANY MATERIAL

THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

PLAN

P L

T E

FILL

HORIZ. 1" = 20’

PROFILE

VERT. 1" = 2’

YDS.

Sheet of 9

STA.

F

IL

E N

A M

E

1"=20’

A S S

H O

W N

F

IL

E L

CU.EXC.

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/

AAA A AAA

Driveway-Conc.

hp hp hp hp h p h p hp hp hp

14+00 15+00

16+00

A

1.86’

1.79’

352.69 INV

SEE DETAIL 3 ON SHEET 3

CONSTRUCT 48" R.C.P. PER OCPW STD. PLAN 1319 (D-LOAD PER PROFILE),

.3

E

N D P

IP

E (3

.6

I

N V

J O

IN

E

X

IS

T

R C

P

.6

B

E G P

IP

E .5

I

N V

.6

E

N D P

IP

E .4

I

N V

16+17.63 ’A’

CL MH NO. 2

373.50 TOP

16+24.26 BC

EXIST 36" RCP

16+17.63, JUNCTION MH

PER SPPWC STD 322-2

(SEE SHEET 8)

MATCHLINE - LINE ’B’ STA 11+00

SEE SHEET 8

LINE ’B’

STA 09+94.02 ’B’

STA 16+14.23 ’A’ =

37.52 LF

215.79 LF

ID

E

N T

IC

A L P

O

IN

T

16+00 17+00

14+00 15+00

(S E

E S

H E

E T

M A

T C

H L

IN

E L

IN

E

A S

T A

15+65.79 BC

S .1

43.02’

CONSTRUCT

38.69 LF OF

36" RCP

(D-1800) Q25 = 85 CFS*

15+76.71 EC

356.53 INV

EXIST SURFACE OVER CL SD

EXIST SURFACE OVER CL SD

M A

T C

H L

IN

E L

IN

E

A S

T A

(S E

E S

H E

E T

60’

40’

40’

25’

16+12.63 END PIPE

16+19.63 BEG PIPE

CANYON RD (ESMT)

OLD CRAWFORD

(S =0 .04

EXIST 36" RCP

EXIST 36" RCP

LIMIT OF ESMT

LIMIT OF ESMT

LENGTH

CURVE DATA

C R

A W

F O

R D C

A N

Y O

N R

D

CONSTRUCTION NOTES

EC

DISPOSITION

DELTA RADIUS

R/W

R/W

TANGENT

REMOVE INTERFERING PORTION

REMOVE

LINE ’A’

LINE ’A’

R/W

ORANGE COUNTY PARKS PROPERTY

NOTES

16+58.3216+24.26

15+76.71

17.96’

10871 CRAWFORD CANYON RD

10.92’

15+65.79

10891 CRAWFORD CANYON RD

5.53’

BC

ABANDON PORTION

.2

34.06’45’

45’

21’60"43

SEE DETAIL 3 ON SHEET 3

CONSTRUCT 36" R.C.P. PER OCPW STD. PLAN 1319 (D-LOAD PER PROFILE),

P L

A N A

N D P

R O

F

IL

E

16+16.00

359.82 INV

PROP 30" RCP

OUTLET

SEE LINE ’B’

10.03 LF

8" WTR

366.68 TOP

25.12 FPS

360.66 WS

22.92 FPS

362.78 WS

12.35 FPS

369.81 WS

INSTALL 7’ PIPE - TO - PIPE MANHOLE (LARGE SIDE INLET)

CONSTRUCT CONCRETE COLLAR PER OCPW STD. NO. 380-4

8" WTR

362.49 TOP

8" WTR

364.25 TOP

S=0.

S=0 .025

HYDRAULIC DATA

SECTION S (FT/FT) ’n’Q25 (CFS)STA TO STA Dn (FT) Vn (F/S)

140 16.152.260.0130.0255

UTILITY OWNER

WATER

ELECTRIC LINE

GAS LINE

SEWER LINE

TELECOMM LINE

SO. CAL. GAS

CITY OF ORANGE WATER DEPARTMENT

EAST ORANGE COUNTY WATER DIST.

ORANGE COUNTY SANITATION DISTRICT

SO. CALIF. EDISON

AT&T, COX COMMUNICATIONS, CHARTER

PROTECT IN PLACE

EXIST

GAS

EXIST

OH ELEC

EXIST

WATER

EXIST

SWR

REMOVE & REPLACE INTERFERING PORTION

EXIST FENCE

TREES

MH#3

STA 16+58.32 ’A’, 58.33’ LT, EC=

STA 22+68.46 CRAWFORD CYN RD

END PIPE

JOIN EXIST 36" RCP

356.53 INV

TREE

UTILITY POLE

SEE DETAIL 3 ON SHEET 3

CONSTRUCT 18" R.C.P. PER OCPW STD. PLAN 1319 (D-LOAD 2000),

CONSTRUCT DROP INLET PER DETAIL 5 ON SHEET 5

INSTALL MANHOLE PER OCPW STD. NO. 320-2.

DROP INLET

(E) PRIVATE

V-DITCH

357352

15+03.11 ’A’

CL MH NO. 3

366.00 TOP

CONTRACTOR FIELD

VERIFY INV PER

DETAIL 5 ON SHEET 5

(E) PRIVATE FENCE

(APPROXIMATE LOCATION)

PROVIDE 2’-6" MIN COVER.

EXTEND (E) 6" PVC PRIVATE STORM PIPE TO JOIN DROP INLET.

EXIST PRIVATE

(APPROXIMATE)

SUPPORT PIPE PER OCSD STD DWG S-020

SWR CROSSING

(12" MIN CLR)

(FIELD VERIFY)

Q25 = 140 CFS*

(D-1400)

CONSTRUCT 150.61 LF OF 48" RCP

.6

B

E G P

IP

E .6

I

N V

Q25 = 135 CFS*

(D-1400)

CONSTRUCT 107.02 LF OF 48" RCP

* VALUES ARE FOR 25HC YR STORM EVENT OBTAINED

FROM OCPW HYDROLOGY REPORT NO. F13-3

SIGNED BY EDITHA LLANES (AUGUST 2015)

*5 CFS ASSUMED FOR PRIVATE V-DITCH, ALLOCATED

FROM INLET ON SHEET 8

.6

E

N D P

IP

E .5

I

N V

15+05.61, BEG

PIPE

15+00.61, END

PIPE

85 0.1584 0.013 1.17 33.41

135 0.0255 0.013 2.21 18.99

16+19.63 - 16+58

15+03 - 16+12.63

13+50 - 15+03

21.64 FPS

358.59 WS

S

T A

T

IO

N R

E V

IS

IO

N /8 /1

J L /O

C

R

C P T

O R

C B R

E V

IS

IO

N /2

/1

J L /O

C

11.14 FPS

358.98 WS

19.76 FPS

355.67 WS

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

A

B

C

D

E

C

1 D

1 A

1 CA

A B

21 102

3 inches on original drawing

CU.

YDS.

EXC.

FILL

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

BEFORE ORDERING OR FABRICATING ANY MATERIAL

THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

PLAN

P L

T E

FILL

HORIZ. 1" = 20’

PROFILE

VERT. 1" = 2’

YDS.

Sheet of 9

STA.

F

IL

E N

A M

E

1"=20’

A S S

H O

W N

F

IL

E L

CU.EXC.

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/

A

A

Q

Q

Q

M

V

A h

O v

U

Q

L

A

Q h c

A

Q

D r i v e w a y

B r i c k hp hp hp hp hp hp hphp hp hp hp hp

11+00 12+00

21+

22+00

23+

24+00

25+00

26+00

12+72.00, 15.45’ LT=

25+85.55 CRAWFORD

CANYON RD

END DOWNDRAIN

JOIN EXIST

12+19.00 END PIPE

379.5 INV

EXIST

V-DITCH

EXIST

TREES

EXIST

MBGR 12+72.00, 27.34’ LT=

25+13.50 CRAWFORD CANYON RD

END INLET STRUCTURE

JOIN EXIST V-DITCH

2" G

373.60 TOP

STA 09+94.02 ’B’

STA 16+14.23 ’A’ =

18.00 LF

TREES

EXISTING SURFACE

OVER CL SD

EXIST

SWR

EXISTING SURFACE

OVER CL SD

374.87 FL

12+19.00 END PIPE

16+17.63 ’A’

MH NO. 2

373.50 TOP

8" WTR

370.68 TOP

EXIST SURFACE

OVER CL SD

LINE ’B’

LINE ’B’

NOTES

LENGTH

DISPOSITION

DELTA EC

O L

D C

R A

W F

O R

D C

A N

Y O

N R

D

REMOVE

RADIUS

V

IL

L A D

E L C

E R

R O

TANGENT

R/W

PROTECT IN PLACE

ORANGE COUNTY PARKS PROPERTY

R/W

R/W

CURVE DATA

12+00.0011+56.91180’

10871 CRAWFORD CANYON RD

10761 CRAWFORD CANYON RD

22.62’

BC

.27’

CRAWFORD C

ANYON R

D

CONSTRUCTION NOTES

5 43.09’ 8

40’

40’

11+0010+00 13+0012+00

11+56.91, BC

ID

E

N T

IC

A L P

O

IN

T

ID

E

N T

IC

A L P

O

IN

T

09+00

12+00.00 EC

LINE "A"

SEE SHEET 7

:1

368.79 INV

359.82 INV

EXIST

WATER

377.82 INV

EXIST

GAS

TREE

368.79 INV

SEE DETAIL 3 ON SHEET 3

CONSTRUCT 30" R.C.P. PER OCPW STD. PLAN 1319 (D-LOAD PER PROFILE),

10+00.76, BEG PIPE

JOIN INLET STRUCTURE

2.08’

0.97’

3.38’

0.67’

CONCRETE OVERLAY PER DETAIL 1 ON SHEET 4

WARPED WING WALLS, WARPED APRON, AND

CONSTRUCT INLET STRUCTURE WITH CATCH BASIN,

(S E E S

H E E T

M A T C

H L

IN

E L

IN

E ’A ’ S

T A

P L

A N A

N D P

R O

F

IL

E

12+18.00

BEG CB/INLET

27.34’27.63’

CONSTRUCT 218.24 LF

OF 30" RCP

(D-1800)

Q25 = 50 CFS*

16+17.63

MH LINE ’A’

10+26.23 EC

10+26.2310+14.9045’ 5.95’4 11.33’

10+14.90, BC

8" WTR

366.67 TOP

25.12 FPS

362.78 WS

14.28 FPS

361.71 WS

10.59 FPS

381.79 WS

16.36 FPS

390.50 WS

2.28 FPS

384.99 WS

4.94 FPS

384.69 WS

5.18 FPS

387.92 WS

3.26 FPS

389.34 WS

(>394 WS)

(E) STREET WS

INSTALL 7’ PIPE - TO - PIPE MANHOLE (LARGE SIDE INLET)

3/4" G

380.93 TOP

S =0 .0

S =0 .0

S =0 .0

S H

E E

T

D E

T A

IL

E L

IN

E A

.2

I

N V

B E

G P

IP

E .7

HYDRAULIC DATA

SECTION S (FT/FT) ’n’Q25 (CFS)STA TO STA Dn (FT) Vn (F/S)

0.013 0.68 18.45

0.013 0.46TRAP APRON 23.23

0.015 1.84 14.85

0.15

0.09

(E) V-DITCH12+72

10+10 - 12+19

TRASH RACK50 0.013 3.050.00112+25 - 12+28

12+28 - 12+58

4.10

11.86 FPS

389.23 WS

388.57 WS

UTILITY OWNER

WATER

ELECTRIC LINE

GAS LINE

SEWER LINE

TELECOMM LINE

SO. CAL. GAS

CITY OF ORANGE WATER DEPARTMENT

EAST ORANGE COUNTY WATER DIST.

ORANGE COUNTY SANITATION DISTRICT

SO. CALIF. EDISON

AT&T, COX COMMUNICATIONS, CHARTER

EXIST

OH ELEC

EXIST

GAS

EXIST OH

TELECOMM

EXIST

GAS

SLURRY ENCASEMENT DETAIL

NOT TO SCALE

9"

OD OF BELL

12" OVERLAP

9"

(T Y

P

CLASS ’A’

CONC

#3 HOOPS

@ 24" C-C

(4) #4 LONG

4" SWR

385.93 TOP

SLURRY ENCASE

PER DETAIL

SHOWN HEREON

8" SWR

366.49 TOP

SLURRY ENCASE

PER DETAIL

SHOWN HEREON

PER DETAIL SHOWN HEREON

SUPPORT PIPE PER OCSD STD DWG S-020 & SLURRY ENCASE

UTILITY

POLE

REMOVE & REPLACE INTERFEREING PORTION

NOTE: PROVIDE RUBBER FLEX JOINTS ON PIPE

ON EACH SIDE OF ENCASEMENT.

* VALUES ARE FOR 25HC YR STORM EVENT OBTAINED

FROM OCPW HYDROLOGY REPORT NO. F13-3

SIGNED BY EDITHA LLANES (AUGUST 2015)

*5 CFS ASSUMED FOR PRIVATE V-DITCH ON SHEET 7,

ALLOCATED FROM INLET SHOWN HEREON

12+18.00 ’B’

CB NO. 1

390.50 TOP

S

T A

T

IO

N R

E V

IS

IO

N /8 /1

20.88 LF

130.68 LF

J L /O

C

R

C P T

O R

C B R

E V

IS

IO

N /2

/1

J L /O

C

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L

U

N

TY ORA

N G

E

C

A

LIFORN

IA

OF

NOT TO SCALE

RCB PIPE REINFORCEMENT TABLE

BAR DESIGNATION BAR SIZE BAR SPACING HORIZ. LENGTH VERT. LENGTH

A #5 12" 6’-0"

B #6 6’-0"

C #6 12" 6’-0"

E #5 3’-4"

F #5 3’-4"

G R

A V

E L

CJ

S L

A B

T O

P S

L A

B

B O

T T

CL

SYMMETRIC ABOUT

WALL

12"

4’-6" RCB

(TYP LONG)

#5 @ 12 C-C EF

FILTER FABRIC TYPE II

FILTER FABRIC TYPE I

F - BAR

E - BAR

4" CHAMFER

A - BAR

B - BAR

C - BAR

WALL

12"

Fc

Fs

ALLOWABLE STRESSES

SIZEBOX SECTION

DESIGN COVER 2.5 FT

WIDTH - W

HEIGHT - H

TOP SLAB THICKNESS - T1

SIDE WALL THICKNESS - T2

BOTT SLAB THICNESS - T3

4.5 FT

2 FT

10 IN

12 IN

10 IN

24,000 PSI

1462 PSI

1/2" ’VEE’

9"9"

LIMITS OF SHORING

8’-0" TRENCH

(T Y

P

C L

R (T

Y P

C L

R

NOT TO SCALE

TRANSITION STRUCTURE 1

NOT TO SCALE

BACKFILL PIPE PER SECTION 306-1.3 OF THE STANDARD SPECIFICATIONS. 16.

PER DETAIL SHOWN HEREON.

15.

CONSTRUCTION JOINTS SHALL CONFORM TO OCPW STD DWG 1318.14.

TRANSVERSE CONSTRUCTION JOINTS AT THE BEGINNING AND END OF EACH POUR.

A COMPLETE CURTAIN OF REINFORCEMENT SHALL BE PLACED A MINIMUM OF ONE AND ONE-HALF INCHES FROM EDGE OF 13.

STRUCTURAL STEEL SHALL CONFORM TO ASTM GRADE 60. 12.

TO BACKFILL ALL THE DRAINAGE SYSTEM TRENCHES WHEN THE CONCRETE REACHES 2150 PSI.

THE CONTRACTOR SHALL USE 3250 P.S.I. CONCRETE MIX FOR THE RCB. THE CONTRACTOR SHALL BE ALLOWED 11.

SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS, WITH THE SPACING MEASURED BETWEEN THE VERTICAL LEGS OF BARS.

AND BOTTOM SLABS SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS. STRAIGHT BARS AND L-BARS IN WALLS IN CURVED SECTIONS TRANSVERSE BARS SHALL BE PLACED RADIALLY. STRAIGHT TRANSVERSE BARS IN TOP 10.

IN BOTTOM SLAB, TOP SLAB, AND SIDE WALLS SHALL BE IN THE SAME PLANE. NO STAGGERING OF JOINTS WILL BE PERMITTED.

BUT THE SPACING THEREOF SHALL NOT EXCEED 50 FEET OR BE LESS THAN 10 FEET. ALL CONSTRUCTION JOINTS AS DETAILED FOR LONGITUDINAL KEYWAYS AT THE BASE OF THE WALLS, SHALL BE PLACED AT THE END OF EACH POUR, UNLESS OTHERWISE SHOWN ON THE DRAWINGS, TRANSVERSE JOINT KEYWAYS (IN BOTH SLABS AND WALLS), 9.

LONGITUDINAL STEEL SHALL BE CONTINUOUS.8.

LONGITUDINAL STEEL SHALL BE LAPPED 24 BAR DIAMETERS AT SPLICES.7.

DRAWING WITHOUT APPROVAL OF THE ENGINEER.

NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED OTHER THAN SHOWN ON THE 6.

EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE ROUNDED OR BEVELED.5.

CONCRETE SURFACES UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DETAILS.

THE TRANSVERSE REINFORCING STEEL SHALL TERMINATE TWO INCHES FROM THE 4.

TRANSVERSE CONSTRUCTION JOINTS SHALL EXPANSION TYPE WITH DOWELS.3.

PARALLEL TO OR PERPENDICULAR TO CENTERLINE OF CONDUIT ON THE PLAN EXCEPT AS OTHERWISE SHOWN.

CONCRETE DIMENSIONS SHALL BE MEASURED HORIZONTALLY OR VERTICALLY ON THE PROFILE, AND 2.

DIMENSIONS FROM FACE OF CONCRETE TO STEEL SHALL BE 3" CLEAR UNLESS OTHERWISE SHOWN.1.

RCB STRUCTURAL NOTES:

ELEVATIONS FOR RCB AND RCP INVERTS SHALL BE SET PER PROFILES. 13.

TRANSITION STRUCTURE SHALL BE CONSTRUCTED IN ONE CONTINUOUS OPERATION. 12.

FLOORS OF TRANSITION STRUCTURES SHALL BE GIVEN A STEEL TROWEL FINISH TO SPRING LINE. 11.

BACKFILL PER SECTION 306-1.3 OF THE STANDARD SPECIFICATIONS. 10.

STRUCTURAL STEEL SHALL CONFORM TO ASTM GRADE 60. 9.

TO BACKFILL ALL THE DRAINAGE SYSTEM TRENCHES WHEN THE CONCRETE REACHES 2150 PSI.

THE CONTRACTOR SHALL USE 3250 P.S.I. CONCRETE MIX. THE CONTRACTOR SHALL BE ALLOWED 8.

AND BOTTOM SLABS SHALL BE SPACED AS SHOWN ON THE TYPICAL SECTIONS.

LONGITUDINAL STEEL SHALL BE LAPPED 48 BAR DIAMETERS AT SPLICES.7.

DRAWING WITHOUT APPROVAL OF THE ENGINEER.

NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED OTHER THAN SHOWN ON THE 6.

EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE ROUNDED OR BEVELED.5.

CONCRETE SURFACES UNLESS OTHERWISE SHOWN ON THE STRUCTURAL DETAILS.

THE TRANSVERSE REINFORCING STEEL SHALL TERMINATE TWO INCHES FROM THE 4.

TRANSVERSE CONSTRUCTION JOINTS SHALL EXPANSION TYPE WITH DOWELS ONLY WHERE SHOWN ON THE PLAN.3.

PARALLEL TO OR PERPENDICULAR TO CENTERLINE OF CONDUIT ON THE PLAN EXCEPT AS OTHERWISE SHOWN.

CONCRETE DIMENSIONS SHALL BE MEASURED HORIZONTALLY OR VERTICALLY ON THE PROFILE, AND 2.

DIMENSIONS FROM FACE OF CONCRETE TO STEEL SHALL BE 3" CLEAR UNLESS OTHERWISE SHOWN.1.

TRANSITION STRUCTURE NOTES:

MANHOLE (TOP PER PROFILE)

FINISHED GRADE

SPPWC STD DWG 323-2

MANHOLE PENETRATION PER

CL PER PLAN

CL PER PLAN

CL PER PLAN

CL PER PLAN

4.5’X2’ RCB

4.5’X2’ RCB

4.5’X2’ RCB

4.5’X2’ RCB

5’-5"5’-5"

5’-5" 5’-5"

#5 @ 6" C-C

10’ LONG BENT #4 @ 12" C-C

10’ LONG BENT #4 @ 12" C-C

#4 TIE BARS @ 12"

#4 TIE BARS @ 12"

#5 @ 6" C-C

5"5"

5"5"

MATCH INVERTS

SLOPE TO

MATCH S

OFFIT

S

SLOPE T

O

MATCH IN

VERTS

SLOPE TO

MATCH SOFFITS

SLOPE TO

5" 4’-5" 4’-5"

5"

B E

G R

C P

E N

D R

C B

R C

B B

E G

E N

D R

C P

4’-5"

5"

4’-5"

5"

10’ LONG BENT #4 @ 12" C-C

10’ LONG BENT #4 @ 12" C-C

10’ LONG BENT #4 @ 12" C-C

10’ LONG BENT #4 @ 12" C-C

10’ LONG BENT #4 @ 12" C-C

#4 TIE BARS @ 12"

#5 @ 6" C-C

10’ LONG BENT #4 @ 12" C-C

#4 TIE BARS @ 12"

#5 @ 6" C-C

V A

R V

A R

V A

R V

A R

VAR

VARVAR

Y Y

Y Y

X X

X X

PLAN

PLANSECTION X-X

SECTION X-X

SECTION Y-Y

SECTION Y-Y

(TYP)

3" CLR

(TYP)

3" CLR

(T Y

P

C L

R

(T Y

P

C L

R

D E

T A

IL

S

S T

R U

C T

U

B T

R A

N S

IT

IO

N

(TYP)

(4) #5 @ CORNERS

FINISH GRADE

M

IN

C

O V

E R

D - BAR

D #5 12" 6’-0"

STD HOOK

4" HOOK

4" HOOK

10" HOOK

4" HOOK

12"

12"

12"

R

C P T

O R

C B R

E V

IS

IO

N /2

/1

J L /O

C

2 (THIS SHEET)

TRANSITION STRUCTURE 2 WITH MANHOLE

#5 @ 6" C-C

#5 @ 6" C-C

EXCLUDE STEEL STEPS FOR MANHOLE.15.

PROVIDE MANHOLE PER SPPWC STD DWG 323-2. 14.

1. - 13. (SEE TRANSITION STRUCTURE 1 NOTES SHOWN HEREON)

TRANSITION STRUCTURE NOTES:

VAR

(T Y

P

L A

P M

IN

(TYP LONG)

#4 TIE BARS @ 12"

VAR

#4 @ 12" C-C 12"

VAR

VAR

#4 @ 12" C-C #4 @ 12" C-C12"

VAR

#4 @ 12" C-C

#4 @ 12" C-C12"

VAR

#4 @ 12" C-C12"

VAR

VAR

VAR (TYP LONG)

#4 TIE BARS @ 12"

(T Y

P

L A

P M

IN

VAR

VAR

(T Y

P

L A

P M

IN

(T Y

P

L A

P M

IN

4.5’ X 2’ RCB PIPE

(TYP LONG)

#5 @ 12 C-C EF T&B

S C

A L E

D E

S

IG

N

C H

E C

K

D R

A W

D E

J F

L

O C P

U B

L

IC

W

O R

K S

C O

U N

T Y O

F O

R A

N G

E

D A

T E

Number Reference

Sheet

D R

A

A P

P R

M A

R K

P L

T E

Sheet of 9 F

IL

E N

A M

E

A S S

H O

W N

F

IL

E L

F

M E

D A

T E

D E

S C

R

IP

T

IO

N T

E L .6

.7

O R

A N

G E

C A

T

O W

N C

O U

N T

R Y R

D

E x p

C

D E

R E

K S P

L A

Z A

P R

E P

A R

E D U

N D

E R T

H E R

E S

P O

N S

IB

L E C

H A

R G

E O

F

D S

P P

H A

S E

A N

D R

E C

O N

S T

R U

C T

IO

N

D R

A

IN

A G

E I

M P

R O

V E

M E

N T S

C R

A W

F O

R D C

A N

Y O

N R

O A

D

/1

/2

/1

7/

REGISTER

E

D P

R O

F E

S S I O

N A

L

E

NGI

NEER

S

T A

T E O

F

C

A L I F

O R

N

IA

C

IV

IL

JOS

E P

H

F

L