caltrans dwg plans

37
Point of no movement 1 L 0.1L 1 0.1L 2 Cable path is a parabolic curve between points shown 2 L 0.4L 2 Brg Abut 3 C L Bent 2 C L Brg Abut 1 3" typ typ 0.4L 1 jack P Anchor Set Contractor shall submit elongation calculations based on initial stress at One end stressing shall be performed from c ci PRESTRESSING NOTES Total Number of Girders 1’-3" 4’-7" 5’-3" 4’-7" No Scale PG Line 1" = 20’ 1’-0" 1’-0" Edge of deck Edge of deck Face of exterior girder Face of exterior girder CALIFORNIA STATE OF DEPARTMENT OF TRANSPORTATION 32-0070- FILE => TIME PLOTTED => DATE PLOTTED => 06:10 12-MA USERNAME => trlen SHEET OF BRIDGE NO. POST MILE DISREGARD PRINTS BEARING EARLIER REVISION DATES CU EA DESIGN DETAILS QUANTITIES BY BY BY CHECKED ORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0 1 2 3 CHECKED CHECKED DIST COUNTY ROUTE SHEET TOTAL PLANS APPROVAL DATE No. Exp. CIVIL R E G I S T E R E D P R O F E S S I O N A L E N G I N E E R S T A T E O F C L I F O R N I A REGISTERED CIVIL ENGINEER No TOTAL PROJECT SHEETS POST MILES The State of California or its officers or agents completeness of electronic copies of this plan sheet. shall not be responsible for the accuracy or REVISION DATES DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN DESIGN BRANCH DATE STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05) Rodney Simmons 51174 32-0070 06 228 340421 17 PEACEFUL OAK ROAD UNDERCROSSING E. Hall L Bent 2 C GIRDER LAYOUT NOTES: 1.Denotes girder stem width Camber values shown do not include allowance for falsework settlement No Scale DETAIL "A" Girder Girder 0.25 Span 0.50 Span 0.75 Span Camber Line 1’-6" 1’-6" V-1 B7-1 1’-0" = in = 4 = 0.15 -4 K/ft K = 2x10 Abut 3 Abut 1 0.25 Span 0.50 Span 0.75 Span 0 0 0 Bent 2 0 0 long span only. 12 X = 0.8725 times jacking stress. = 12700 kips 20’-0" 40’-0" 20 @ 12 20 @ 10 6-2-09 I. Chernioglo Long term losses assumed to be: 25 Ksi. 270 Ksi Low Relaxation Strand: #6 Stirrup Spacing E & H: F & G: #6 Stirrup Spacing 50 @ 3 40 @ 5 50 @ 6 30 @ 5 @ 18 @ 18 50 @ 6 30 @ 4 35 @ 8 30 @ 6 Girder Girder A & D: B & C: #6 Stirrup Spacing #6 Stirrup Spacing 20 @ 6 30 @ 6 @ 18 @ 18 50 @ 6 20 @ 5 30 @ 4 Girder, Typ Brg Abut 3 1’-0" Brg Abut 1 7-07-09 BO-5 5-11 BO-5 5-10 BO-5 5-11 * ** * ** Vent, Typ R4.51 9-03-09 B7-1 S-3 G. Leung / S. Ng Soffit Flare Soffit Flare 3’-11" ¨6" 1’-3" Inflection point, Typ PG Line BO-5 5-11 or E. Hall E. Hall R.Simmons 20 Girder A Girder B Girder C Girder D Denotes girder stem width at 1’-8" Denotes girder stem width at 2’-6" Girder Flare Girder E Girder F Girder G Girder H 40’-0" Girder Flare 11-23-09 09-30-11 18’-0" Girder Flare, Typ DETAIL "B" 4’-9" Brg Abut, Typ Edge of deck No Scale DETAIL "A" 2’-0" Extend 2’-0" into end diaphragm, typ 1’-9" No Scale DETAIL "B" Brg Abut, Typ Edge of deck Extend 2’-0" into end diaphragm, typ 7’-0" 4’-0" 12-01-09 1" 2" 1" f’ = 3500 psi @ time of stressing Concrete: f’ = 4000 psi @ 28 days 12-03-09 #5 tot 2, Typ (ECR) #5 tot 2, Typ (ECR) 12-15-09 12-17-09 10 Tuo 108 R4.0/R6.0 201 237 5-10-10 1’-0" Typ 11’-0" typ 10’-0" typ

Upload: rammiris

Post on 16-Apr-2015

276 views

Category:

Documents


11 download

TRANSCRIPT

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

2-0"

10

Tuo

108

R4.0/R6.0

201

237

#5 (ECR)

tot 2, Typ Edge of 11-0" typ Brg Abut, Typ deck

NOTES: 1.Denotes girder stem width

Extend 2-0" into end diaphragm, typREGISTERED CIVIL ENGINEER

12-17-09DATEDE

PR

R

S S I OF E O N

A

L

E

N

E

G

4-0"

RE G IST

ER INE

Rodney Simmons 51174 09-30-11

5-10-10

#5* 4-9" Denotes girder stem width at 1-8"

tot 2, TypPLANS APPROVAL DATE

No.

(ECR)

7-0"The State of California or its officers or agents shall not be responsible for the accuracy orS

Exp.T

CIVILA

T

E

** Extend 2-0" into end diaphragm, typ

Denotes girder stem width at 2-6"

completeness of electronic copies of this plan sheet.

OF

C

L

I FO

R

N

I

A

1-9"

Edge of 10-0" typ deck

PRESTRESSING NOTES270 Ksi Low Relaxation Strand:

Brg Abut, Typ

DETAIL "A"No Scale Vent, Typ

B7-1 V-1

DETAIL "B"Face ofexterior

P jack Anchor Set

= 12700

kips

No Scale

=

in

girder

Total Number of GirdersDETAIL "A" Edge of deck Girder A Girder E

=

4

18-0" Girder

Flare, TypPG Line

=

0.15

K

=

-4 2x10

K/ft

1-0" Girder B Girder F

Long term losses assumed to be:1-0" 1-6"

25

Ksi.

1-6"

Girder C

1-0"

*

**

1-0"

Girder G

Concrete: f cf ci Brg Abut 3

==

40003500

psi @ 28 dayspsi @ time of stressing

Girder D

Girder H

Contractor shall submit elongation calculations based on initial stress at

Girder, Typ DETAIL "B" Brg Abut 1 Edge of deck

GirderFlare

40-0"

Girder FlareC L Bent 2 BO-5 5-11

Face of exterior girder BO-5 5-11

X =

0.8725

times jacking stress.

One end stressing shall be performed from long span only.

BO-5 5-11

BO-5 5-10

or

1" = 20

C Brg Abut 1 L

C

L Bent 2 L 2

Brg Abut 3

L 1

Camber 1"parabolic curve

Line PG Line 0.4L 2 0 0 0 0

0.4L 1

point, Typ Abut 1 0.25 Span

0

Inflection

0.1L1

0.1L 2

shown

Point of no movement 1-0" 4-7" 5-3" Typ 6"

3-11"

4-7"

3" typ 1-3"

Soffit Flare

20-0"

40-0"

Soffit Flare 1-3"

Camber values shown do not includeallowance for falsework settlement Girder A & D: #6 Stirrup Spacing 20 @ 6 20 @ 10 @ 18 50 @ 6 30 @ 4 50 @ 3 40 @ 5 50 @ 6 @ 18 50 @ 6 30 @ 5 Girder E & H: #6 Stirrup Spacing12-MASHEET12-15-09

Girder

B & C: #6

Stirrup Spacing

30 @ 6

@ 18

20 @ 12

20 @ 5

30 @ 4

35 @ 8

@ 18

30 @ 6

Girder

F & G:

#6

Stirrup Spacing

No Scale

B7-1 No Scale S-3

BY

CHECKED

DESIGN

E. HallBY

I. CherniogloCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0070

PEACEFUL OAK ROAD UNDERCROSSING GIRDER LAYOUTREVISION DATES OF6-2-09 7-07-09 9-03-09 11-23-09 12-01-09 12-03-09

DETAILS

G. Leung / S. NgBY

E. HallCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

E. HallSTRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

R.SimmonsORIGINAL SCALE IN INCHES

R4.51

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

12

20

FILE => 32-0070-

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

0.75 Span

Bent 2

0.75 Span

0.50 Span

0.25 Span

0.50 Span

typ

Abut 3

06:10

between points

1"

Cable path is a

2"

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

10

Tuo

108

R4.0/R6.0

202

237

12-17-09REGISTERED CIVIL ENGINEER DATEDE

PR

R

S S I OF E O N

A

L

Outside face ofRE G IST

E

N

exterior girder Tot 14 ext bays and 15 int bay (ECR), Typ Brg Abut 1 Bent 2 Edge of deckThe State of California or its officers or agents shall not be responsible for the accuracy or

E

G

ER INE

Rodney Simmons 51174 09-30-11

5-10-10 Brg Abut 3PLANS APPROVAL DATE

No.

Exp.ST

CIVILA

T

E

completeness of electronic copies of this plan sheet.

OF

C

L

I FO

R

N

I

A

PG Line

Girder

Outside face of exterior girder

55-0"

Edge of deck

TOP LONGITUDINAL REINFORCEMENT1" = 20

Outside face ofexterior girder

Edge of deck Brg Abut 1

Bent 2

Tot 10 ext bays and 11 int bay

Brg Abut 3

PG Line

Girder

Outside face of exterior girder

38-0"

Edge of deck

BOTTOM LONGITUDINAL REINFORCEMENT1" = 2012-MABY CHECKED

Notes: 1. All reinforcement #8 unless otherwise noted.

2. For details not shown, see "Typical Section" sheet.

3. All splices shall be service level.

ECR = Epoxy Coated Reinforcement

DESIGN

E. HallBY

I. CherniogloCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0070

PEACEFUL OAK ROAD UNDERCROSSING GIRDER REINFORCEMENTREVISION DATES SHEET OF6-2-09 7-07-09 9-05-09 11-23-09 12-02-09 12-15-09

DETAILS

G. Leung / S. NgBY

E. HallCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

E. HallSTRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

R. SimmonsORIGINAL SCALE IN INCHES

R4.51

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

13

20

FILE => 32-0070-

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

06:10

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

Place anchor bolts for steel plate barrier on Face of Barrier

TOTAL PROJECT

No

1

10

Tuo

108

R4.0/R6.0

203

237

"

approching traffic end

4"

@ 6" max centers 1" Stagger

@ 6

12-17-09

R

S

RE G IST

m ax ta ce g g n er te rs

"

REGISTERED CIVIL ENGINEER

DATEDE

P

R

S S I OF E O N

A

L

E

N

E

G

ER INE

Rodney Simmons 51174 09-30-11

5-10-10PLANS APPROVAL DATE

No.

Exp.

The State of California or its officers or agents

3"

shall not be responsible for the accuracy or

T

CIVILA

S

T

E

3"

T

" @ max tempyp .

completeness of electronic copies of this plan sheet.

OF

C

L

I FO

R

N

I

A

2"Face of Barrier

2"

Exact width to be determined by the Engineer Normal to jointO

" 0 / open holes @ 18"

PLAN BOLT & PLATE LAYOUTD 8" 10"

O

Splice

SKEW

20

SKEW

20

" mm Bevel 4" 1" 1"

1" / 0

Recessed hole - typ.

/ " 0 Hole in bar and angles-typ. "

" 0 / A325 1" reach. Torque to 150 ft. lbs. E 8" 2" 2" 10" Paving notch or Steel plate barrier " Chamfer Closure Pour Limits 4" x 3" x " Bar 4 x "

Top of deck

2"

2"

Use installation bolts extended " min and coat with bond breaker. After concrete has cured, remove 2" clear installation bolts, install A325 bolts and sheet neoprene

+

+ + +

(Typ) Steel plate barrier + " x 13" wide + + + " x 8" anchor studs @ 9" (6" long in overhang) Closure pour limits " x 13" wide E sheet neoprene Steel plate barrier bar 6 x x 18 Stagger anchor studs @ 4" + on centers thus: x 5 Initial Pour Limits1"

Tack weld nut to angle at 2 locations + x 13" wide sheet neoprene

D

sheet neoprene Gap Match existing joint width for closure pour

Note :

VIEW B-B" Gap / 1"0

VIEW C-C6""

1"

" Bar 2 x

"

1

3"

Expanded polystyrene "a" 9" + 4" 4" + + 9"+ -

6"

"

"

3

Bar 2 x

x 5

Note A

1

SECTION A-A* Note A"

C

2"

* " 0 /

SECTION E-E

Joint

Information

"a"

Dimensions

"

B

1

Match slope of Barrier or Curb face"

Movement Location Rating ( MR ) " Gap Abut 1 Abut 3 2.5" 2.5" 35.5^ 35.5^ " " Skew Winter

Spring & Fall 1" 1"

Steel plate barrier x 8 x 18 Bend to " clr match face of barrier

Steel plate barrier

Summer

1" 1"06:10SHEET OF

Steel"

SECTION D-D

6

Bar 4 x " Gap Bar 4 x

plate barrier

2"

6"

NOTES:

Full penetration butt welds may be substituted for fillet welds on all anchor studs. Alternate types of anchor studs may be permitted subject to the approval by the Engineer.

Face of Top of deck Barrier

2 "

A

See "Plan Bolt & Plate Layout"

See "Plan Bolt & Plate Layout" Bar 4 x " R=3/4" Tight fit " Tight fit " " Sheet neoprene shall be fabricated in one continuous piece or joints shall be vulcanized. Neoprene shall be fabricated to bend around corners. 1" holes in neoprene sheets shall be drilled or punched so that the neoprene is not distorted at the time of installation. NOTE A 6" C Insert assembly or expansion anchorage for " x 1" A325 bolt. NOTE B Use joint at crown of roadway, at any change in traverse slope in deck and at changes in horizontal direction. Place other joints at or near lanes. All metal parts to be painted or galvanized after fabrication. Joint seal assembly to be used in conjunction with closure pour. (See other sheets for limits). Closure pour shall not be placed until final deck surface is within the tolerances specified.

Bar 4 x

R=3/4"

" x 13" wide sheet neoprene 4 x 3 x Stop on high side of deck A B 6"

HIGH SIDE

BARRIER DETAIL

LOW SIDE BARRIER DETAIL( See Note B )

SIDEWALK DETAIL( See Note B ) NO SCALE

Use the sidewalk Detail at all sidewalk joints. Use the Barrier Detail at both sides if the roadway is crowned or if the difference in elevation between the ends of the seal is 0.5 or less.

STANDARD DRAWINGAPPROVED BY FILE NO.

STATE OFROBERTO LACALLERESPONSIBLE OFFICE CHIEF

BRIDGE NO.

T.

DELIS

RELEASED BY

xs8-010e

RESPONSIBLE TECHNICAL SPECIALIST

CALIFORNIADEPARTMENT OF TRANSPORTATIONORIGINAL SCALE IN INCHES

DIVISION OF

32-0070POST MILE

PEACEFUL OAK ROAD UNDERCROSSINGJOINT SEAL ASSEMBLY(MAXIMUM MOVEMENT RATING = 4")REVISION DATES (PRELIMINARY STAGE ONLY)

APPROVAL DATE

5-8-08

RELEASE DATE

5-8-08

ENGINEERING SERVICESCU

R4.51 06 228 340421DISREGARD PRINTS BEARING EARLIER REVISION DATES

DS OSD 2147A (ENGLISH STANDARD DRAWING "XS" BORDER REV. 01/11/08)

FOR REDUCED PLANS 0 1 2 3

EA

9-09-09 11-23-09

14

20

FILE => 32-0070-

USERNAME => trlen

DATE PLOTTED =>

12-MA

" Gap

"

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

See "Approach Slab End of wingwall C Transverse Contact Joint" table 10End of

Tuo

108

R4.0/R6.0

204

237

Structure Approach12-17-09

See "Approach Slab Transverse Contact Joint" table

BB or EB C See Note 3 Lane line,typ. Bridge deck

RE G IST

ty

E

pavement

Pavement width

E

Front face of barrier

"b"

bars

Roadway6

"

REGISTERED CIVIL ENGINEER

DATEDR

P

R

S S I OF E O N

A

L

E

p

NG

ER INE

Rodney Simmons 51174 09-30-11

5-10-10PLANS APPROVAL DATE

No.

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

30-0" min Longitudinal const. joint. ( See Note 3 )A

OF

C

L

I FO

R

N

I

A

A

A A "a" bars

#6 x 8-0" top and bottom tot 6 30-0" min

PCC roadway pavement

Retaining wall

APPROACH SLAB TRANSVERSE CONTACT JOINT See "Detail A"

STRUCTURE APPROACH - END STAGGER DETAILNo Scale APPROACH SKEW Concrete barrier

WITH AC ROADWAY PAVEMENT Parallel to face < 20^ of paving notch

WITH PCC ROADWAY PAVEMENT Parallel to face of paving notch

30-0" SKEW < 20^

PLAN1"=10

30-0" SKEW > 20^

Parallel to face of 30-0"-Pay limits for Structural Concrete, Approach Slab End of See "Seat Type Abutment Tie Details". 2" clr #6 @ 12 Transverse contact joint #5 bar chairs @ 3-0" + See Note 5 transversely and 4-0" + longitudinally 3" slotted plastic #5 @ 12 "b" bars pipe.See Note 2 Bridge deck 6" 3" x 3" x " angle or 6" x " plate See Note 4 concrete barrier > 45^ Parallel to face of P N use (Detail A) 20^ - 45^ P N use (Detail A)

Stagger lines 24 to 36 apart. Stagger at each lane line.

BB or EB

EDGE ANGLE DETAIL"=1-0"" max " max

See "Road X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Plans" 2" clr Filter fabric 6" TPB 4" #8 @ 6 "a" bars #5 @ 18 1-0" Pourable seal

3" x 3" x " angle (Galvanized)

*

9^

6" x " plate (Galvanized)

*

(See "Edge Angle Detail"). Low side only Structure approach

(See "Edge Angle Detail"). Low side only

Pourable seal

Structure approach

o

0

6

SECTION A-AGeocomposite drain "=1-0" Contact joint for ACPavement

2"6 "

2"

4"

" x " x 8 " flat bar @ 12" centers

6

0

o

6 "" x " x 8" flat bar @ 12" centers

Contact joint for PCC Pavementmin.

2"

See Note 2

4-0"

Place " hardwood between slab and 1 4 #5 bar wingwall, with smooth side toward wingwall

Place " hardwood between slab and wingwall, with smooth side toward wingwall

* (TO BE USED WITH TYPE 25 OR TYPE 27 Concrete barrier #5 x 7-0" @ 9 #5 cont tot 4 "b" bars Concrete barrier

* (TO BE USED WITH TYPE 732 OR TYPE 736

DETAIL ANo Scale

CONCRETE BARRIER)

CONCRETE BARRIER)06:10

BAR CHAIR DETAILStructure Approach #6 @ 12 #5 cont @ 18 See "Detail B"2-6"

DETAIL B1-0" #5 tot 4 @6 Blockout for joint seal assembly min 1. For details not shown,see Structure Plans. 1-0" 1"=1-0" NOTES:

1"=1-0"

Match deck overhang

Sealed joint #5X X X X X X X X X X X X X X X X X X X X X X

For MR < 2",adjust bar reinforcement to clear a sawcut for sealed joint,when required. #5 1-0" @6 2. For drainage details,see "Structure Approach Drainage Details" sheet. 3. Longitudinal construction joints,when permitted by the Engineer, shall be located on lane lines. 1:1 #5 @6 4. End angle or plate at beginning of barrier transition, end of wingwall or end of structure approach as applicable. 5. For transverse contact joint with new PCC paving, refer to Standard Plan P10. " expansion joint filler 6. At the contractors option, approach slab transverse reinforcement may be placed parallel to paving notch. Spacing of transverse reinforcement is measured along CLroadway. Remove all polystyrene.

4"

#5 x 12-0" @ 18 #5 cont tot 4X X X X X X X X X X X X X X X X X

#6 cont.

"a" bars TPB Wingwall or #5 x 4-0" @ 4 retaining wallX X X X X X X X X X X X X X X

1" Geocomposite drain

TPB

X X X

3"X X X X X X X X X X X

drain

Backwall

joint filler

6"

Backwall

3"

TYPE E-1

TYPE E-2

MR

2"

MR

2"

SECTION C-C"=1-0" ( Type E-1 to be used,unless otherwise shown on plans )

SEAT TYPE ABUTMENT TIE DETAILS"=1-0"

( SEE NOTE 1 )1 7. All reinforcement to be Epoxy Coated.

STANDARD DRAWINGRELEASE DATE

4/23/98

DESIGN

BY

CHECKED

RELEASED BY

1

Added note

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

M. TRAFFALISCHECKED

E. THORKILDSEN

32-0070

PEACEFUL OAK ROAD UNDERCROSSINGSTRUCTURE APPROACH TYPE N(30S)REVISION DATES (PRELIMINARY STAGE ONLY) SHEET OF

DETAILS

BY

R. YEE

E.THORKILDSEN

CALIFORNIADEPARTMENT OF TRANSPORTATIONOFFICE CHIEF

FILE NO.

DESIGN BRANCHCU06 228 340421

xs3-120e

17

MILE POST

DRAWING

SUBMITTED

BY

M. HA

DATE

4/98

R4.51

DS OSD 2147A (ENGLISH) (REV. X/XX/XX)

ORIGINAL SCALE IN INCHES FOR REDUCED PLANS0 2 3 1

DISREGARD PRINTS BEARING EARLIER REVISION DATES

EA

5-22-09

11-23-09

12-02-09

12-15-09

15

20

FILE => 32-0070-

USERNAME => trlen

DATE PLOTTED =>

2"

2-0"

12-MA

Geocomposite

#5 x 2-0" @ 12

#5 x 2-0" @ 12 " expansion

X X X X X X X X X X

6"

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

Outlets, see "Road Plans" Toe of slope 10 Tuo 108

TOTAL PROJECT

No

R4.0/R6.0

205

237

12-17-09

3" Plastic pipe ( Slotted ) * at normal endWingwall

E

Geocomposite drain

REGISTERED CIVIL ENGINEER

DATEDR

P

R

S S I OF E O N

A

L

3" Plastic pipeRE G IST

E

N

E

G

( Slotted ) 5-10-10PLANS APPROVAL DATE

ER INE

Rodney Simmons 51174 09-30-11

No.

Pay limits of drainage

Cap end

Geocomposite drain F Structure Approach F

G E

G

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

Cap end

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

system

Drainage pad End of Approach Slab

30-0" -Limits of Geocomposite Drain

See "Drainage Details" X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

CANTILEVER WINGWALLOutlets,see "Road Plans" "=1-0" 3" Plastic pipe ( Unslotted ) Retaining wall

SECTION F-F

Geocomposite drain

E

TYPICAL PLAN1"=10

See "DrainageDetails"

*

For pipe layout at staggered end,see "Detail B". 3" Plastic pipe ( Slotted )

3" Plastic pipe ( Slotted )

RETAINING WALL WINGWALL

SECTION G-GGeocomposite drain 3" Plastic pipe ( Unslotted ) X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X

"=1-0"

3" Plastic pipe ( Slotted ) at staggered end Geocomposite 4" 4" drain Geocomposite drain

1-0"

DETAIL BNo Scale H Bend reinforcing to avoid pipes 2-#6 x 4-0"

1-0"

Filter fabric 3" Plastic pipe ( Slotted ) TPB

Filter fabric 3" Plastic pipe ( Slotted ) Top of abutment or retaining wall footing06:11SHEET OF

TPB

4"

Drainage pad ( Minor concrete )

3" Plastic pipe ( Unslotted )

Top of footing

X X X X X X X X X X X X X X X X X X X X X X X X X

4" 1-0"

Optional construction joint,see "Section H-H" 1-0" Finished grade Wall reinforcing Top of Outlets,see "Road Plans" footing 2-0" Optional const.joint

4"

4"

1-0"

WITHOUT FOOTING

WITH FOOTING

DRAINAGE DETAILS1"=1-0"12-MA

Edge of footing H Wall footing

SECTION E-E"=1-0" NOTE: Bends and junctions in 3" plastic pipe are 30" radius min.

SECTION H-H1"=1-0"

STANDARD DRAWINGRELEASE DATE

STATE OFRELEASED BY

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

4/23/98

DESIGN

BY

CHECKED

M. TRAFFALISCHECKED

E. THORKILDSEN

32-0070

PEACEFUL OAK ROAD UNDERCROSSINGSTRUCTURE APPROACH DRAINAGE DETAILSREVISION DATES (PRELIMINARY STAGE ONLY)

DETAILS

BY

R. YEE

E.THORKILDSEN

CALIFORNIADEPARTMENT OF TRANSPORTATIONOFFICE CHIEF

FILE NO.

DESIGN BRANCHCU06 228 340421

xs3-110e

17

MILE POST

DRAWING

SUBMITTED

BY

M. HA

DATE

4/98

R4.51

DS OSD 2147A (ENGLISH) (REV. X/XX/XX)

ORIGINAL SCALE IN INCHES FOR REDUCED PLANS0 2 3 1

DISREGARD PRINTS BEARING EARLIER REVISION DATES

EA

5-22-09

11-23-09

16

20

FILE => 32-0070-

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

E

R

RE G IST

E

N 3 0 ^ 1 0 1 0 .2 "0 + 0 2 9

10

Tuo

108

R4.0/R6.0

206

237

"LOL1" Line = Rte 108R-09-0023.7

9-08-09CERTIFIED ENGINEERING GEOLOGIST DATE

PD

R

OF

E

SSI O N A

L

Christopher W.

GE

O

W

GI ST LO

KoepkeNo.Exp.

2207

R-09-0013.7

R-09-003S 84^4055" E3.7

5-10-10PLANSAPPROVAL

10-31-10

DATE

The State of California or its officers or agents shall not be responsible for the accuracy or

208+00Sta 208+05.52 "LOL1" Line Sta 28+63.79 Peaceful Oak RD

T

A

CERTIFIED ENGINEERING GEOLOGISTTEOFCA

completeness of electronic copies of this plan sheet.

S

LI

R FO

N

I

A

P fu e c a e

BENCH MARKSet nail in turnout on A. C. dike at Sta 208+50 on "LOL1" Line at Elev 2385.5.

This LOTB sheet was prepared in accordance with the Caltrans Soil & Rock Logging, Classification, & Presentation Manual (June 2007).

l R k a O 0 dOn Sta 210+00

2 8

0 +

Note: Ground water was not encountered in borings R-09-001 to R-09-005. "LOL1" Line

PLAN1" = 30

R-09-0032418.0 On Sta 208+42 "LOL1" Line3.7

2420

CLAYEY SAND (SC), medium dense, reddish brown, moist, 20% coarse sand.9 1.4

2410Well-graded SAND (SW), medium to coarse, reddish brown, very dense, (decomposed granite).

41 1.4

REC=90% RQD=0% REC=100% RQD=10%

2400IGNEOUS ROCK (GRANITE), massive, white and brown, moderately weathered to decomposed, moderately soft, highly friable, moderately fractured.

On Sta 207+25

R-09-002"LOL1" Line2395.03.7

4" Asphalt concrete. CLAYEY SAND (SC), dark brown. (FILL)

REC=100% RQD=20% REC=100%

2390

IGNEOUS ROCK (GRANITE), massive, light reddish brown to black, intensely weathered to decomposed, intenselyREC=90% RQD=0% REC=100%

2390

RQD=20%

fractured, highly friable.

REC=100% RQD=10% REC=100%

23802377.0

R-09-0013.7

RQD=0% RQD=40% REC=60% RQD=0% REC=80% RQD=0% REC=100% RQD=0% REC=10% REC=100% RQD=50% RQD=0% REC=100% RQD=0% REC=100% RQD=0% REC=100% RQD=10% REC=100% RQD=30%

2380

Poorly graded SAND with CLAY (SP-SC), medium dense,

2370

20 1.4

dark bown, wet, trace gravel, low plasticity. (FILL) CLAYEY SAND (SC), medium dense, dark bown, coarse sand, some clay. NATURAL GROUND (ALLUVIUM)

-fracture surfaces moist.

2370

-slightly weathered, hard.

2360

IGNEOUS ROCK (GRANITE), massive, reddish brown to black, very intensely weathered to decomposed, soft to moderately soft, very friable, intensely fractured.REC=100% RQD=0%

-becomes very hard.

2360

02-02-09REC=100% RQD=10%

REC=40% RQD=0% REC=50% RQD=0% REC=100% RQD=0% REC=80% RQD=0% REC=20% RQD=80% REC=100% RQD=0% REC=100% RQD=0%

ERI = 84%

-becomes wet.

2340

2340

-becomes moderately weathered, hard, moderately fractured.

less friable,REC=100% RQD=0%

2330

REC=100% RQD=80% REC=100% RQD=90% REC=100% RQD=0%

2330

2320

01-26-09REC=100% RQD=95% REC=100% RQD=80%

232012-MA

Terminated at Elev 2315

2310REC=100% RQD=75%

2310

01-28-09 Terminated at Elev 2307 ERi = 84%

PROFILEHOR. 1"=20 VER. 1"=10

207+00ENGINEERING SERVICESFUNCTIONAL SUPERVISORDRAWN BY:

209+00GEOTECHNICAL SERVICESFIELD INVESTIGATION BY:

211+00BRIDGE NO.

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0070POST MILES

PEACEFUL OAK ROAD UNDERCROSSING LOG OF TEST BORINGSREVISION DATES

F. Nguyen C. Zhen

7/09 C. Koepke

CALIFORNIADEPARTMENT OF TRANSPORTATIONORIGINAL SCALE IN INCHES

NAME:

Q. Huang

CHECKED BY:

DESIGN BRANCHCU

17

R4.51DISREGARD PRINTS BEARING EARLIER REVISION DATES

1 OF 4SHEET OF

06 228 340421FILE => 32-0070-

OGS CIVIL LOG OF TEST BORINGS SHEET

FOR REDUCED PLANS 0 2 3 1

EA

08-11-09

09-01-09

09-08-09

11-23-09

17

20

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

06:11

2350

-becomes hard.

Terminated at Elev 2358

2350

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

REFERENCE: CALTRANS SOIL & ROCK LOGGING, CLASSIFICATION, AND PRESENTATION MANUAL (JUNE 2007)

10

Tuo

108

R4.0/R6.0

207

237

9-08-09CERTIFIED ENGINEERING GEOLOGIST DATE

PDE

R

OF

E

SSI O N A

L

GE

R

RE G IST

E

Christopher W.

OGI ST LO

KoepkeNo.Exp.

2207

CEMENTATIONDescription Criteria

CONSISTENCY OF COHESIVE SOILSUnconfined Description Compressive Strength (tsf) Pocket Penetrometer Measurement (tsf) Torvane Measurement (tsf) Field Approximation

5-10-10PLANSAPPROVAL

10-31-10

DATE

The State of California or its officers or agents shall not be responsible for the accuracy or

T

A

CERTIFIED ENGINEERING GEOLOGISTTEOFCA

completeness of electronic copies of this plan sheet.

S

LI

R FO

N

I

A

Weak

Crumbles or breaks with handling or little finger pressure.

Easily penetrated several inches Very SoftModerate Crumbles or breaks with considerable finger pressure.

< 0.25

< 0.25

< 0.12 by fist Easily penetrated several inches

SoftStrong Will not crumble or break with finger pressure.

0.25 to 0.50

0.25 to 0.50

0.12 to 0.25 by thumb Penetrated several inches by thumb with moderate effort Readily indented by thumb but

Medium Stiff

0.50 to 1.0

0.50 to 1.0

0.25 to 0.50

Stiff

1 to 2

1 to 2

0.50 to 1.0

penetrated only with great effort

Very Stiff

2 to 4

2 to 4

1.0 to 2.0

Readily indented by thumbnail

Indented by thumbnail withHard > 4.0 > 4.0 > 2.0 difficulty

BOREHOLE IDENTIFICATIONHole Symbol Type Description

Size

A

Auger Boring

PLASTICITY OF FINE-GRAINED SOILSDescription Criteria

Size

R P

Rotary drilled boring Rotary percussion boring (air)

Nonplastic

A 1/8-inch thread cannot be rolled at any water content.

Size

R

Rotary drilled diamond core

The thread can barely be rolled and the lump cannot be formed when drier than the Low plastic limit.

Size

HD HA D CPT O

Hand driven (1-inch soil tube) Hand Auger Dynamic Cone Penetration Boring Cone Penetration Test (ASTM D 5778-95) Other

The thread is easy to roll and not much time is required to reach the plastic limit. Medium The thread cannot be rerolled after reaching the plastic limit. The lump crumbles

when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. The thread High can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

Note: Size in inches.

Location

Location

Location

Location

Hole I.D.

Hole I.D.Top Hole El.

Hole I.D.Top Hole El.1"

Hole I.D.

Top Hole El.

Top Hole El.Casing driven

3"Description of material

NC

Pressure measuredGWS Elev.

Size of Sampler

Blows per 12"

30

Ground water surfaceGWS Elev.

No count recordedPushed

P 24

along sleeve friction element (34.88 in 2 area) divided byPressure measured on tip element

(inches)16 1.4

(Using 28 lb handM UW UU

Field & Lab TestsElev.

hammer with a 12" drop or as noted)P

4

Date measured

SPT N-Value

GWS

Date measured

Driving rate inseconds per 12" (using a Stanley MB 156 percussion

6 1037

pressure measuredon tip element.

(2.33 in2 area)

(per ASTM 1586-99),P = push sample,or as noted

Date measured

Description of Pulled Pipe60 P 500 Refusal (S) (S)

17 569158

Material change Estimated material changeSoil/Rock boundary

materials

hammer and a 2.2"Sample

65 6043

cone, or as noted)

taken

113 154

Boring DateBoring Date Terminated at Elev Hammer Energy Ratio (ER ) = i %100 200

Friction Ratio (%)

Tip Bearing (MPa)

Boring Date

Boring Date

Terminated at Elev

ROTARY BORING

HAND BORING

DYNAMIC CONE PENETRATION BORING

CONE PENETRATION TEST (CPT) SOUNDING

BRIDGE NO.

ENGINEERING SERVICESPREPARED BY:

GEOTECHNICAL SERVICES

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0070POST MILES

PEACEFUL OAK ROAD UNDERCROSSING LOG OF TEST BORINGSREVISION DATES

CALIFORNIA7/09

F. Nguyen

DEPARTMENT OF TRANSPORTATIONORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0 2 3

DESIGN BRANCHCU EA

17

R4.51DISREGARD PRINTS BEARING EARLIER REVISION DATES

2 OF 4SHEET OF

GS LOTB SOIL LEGEND

06 228 340421FILE => 32-0070-

9-09-09

18

20

USERNAME => trlen

1

DATE PLOTTED =>

180/ 9 0-

6

4

2

0

10

20

30

12-MA

TIME PLOTTED =>

06:11

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

REFERENCE: CALTRANS SOIL & ROCK LOGGING, CLASSIFICATION, AND PRESENTATION MANUAL (JUNE 2007)10 Tuo 108 R4.0/R6.0 208 237

GROUP SYMBOLS AND NAMESGraphic/Symbol Group Names Graphic/Symbol Lean CLAY Lean CLAY with SAND Well-graded GRAVEL with SAND CL Poorly graded GRAVEL GP Poorly graded GRAVEL with SAND Lean CLAY with GRAVEL SANDY lean CLAY SANDY lean CLAY with GRAVEL GRAVELLY lean CLAY GRAVELLY lean CLAY with SAND CP Well-graded GRAVEL with SILT GW-GM Well-graded GRAVEL with SILT and SAND CL-ML Well-graded GRAVEL with CLAY (or SILTY CLAY) Well-graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND) Poorly graded GRAVEL with SILT GP-GM Poorly graded GRAVEL with SILT and SAND ML Poorly graded GRAVEL with CLAY (or SILTY CLAY) Poorly graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND)SILTY GRAVEL

FIELD AND LABORATORY9-08-09R

PDEE

R

OF

E

SSI O N A

L

Group Names

TESTING

CERTIFIED ENGINEERING GEOLOGIST

DATE

Christopher W.

GE

O

RE G IST

GI ST LO

KoepkeNo.Exp.

Well-graded GRAVEL GW

2207

C

Consolidation (ASTM D 2435)

5-10-10PLANSAPPROVAL

10-31-10

DATE

The State of California or its officers or agents

CL

Collapse Potential (ASTM D 5333)

T

shall not be responsible for the accuracy or

A

CERTIFIED ENGINEERING GEOLOGISTTEOFCA

completeness of electronic copies of this plan sheet.

S

LI

R FO

N

I

A

Compaction Curve (CTM 216)

SILTY CLAY SILTY CLAY with SAND SILTY CLAY with GRAVEL SANDY SILTY CLAY SANDY SILTY CLAY with GRAVEL GRAVELLY SILTY CLAY GRAVELLY SILTY CLAY with SAND SILT DS SILT with SAND SILT with GRAVELSANDY SILT

CR

Corrosivity Testing (CTM 643, CTM 422, CTM 417) Consolidated Undrained

APPARENT DENSITY OF COHESIONLESS SOILSDescription SPT N (Blows / 12 inches) 0 - 4

60

GW-GC

CU Triaxial (ASTM D 4767)

Very loose Loose

5 - 1011 - 30 31 - 50

Direct Shear (ASTM D 3080)

Medium DenseEI Expansion Index (ASTM D 4829)

SANDY SILT with GRAVEL GRAVELLY SILT GRAVELLY SILT with SAND ORGANIC lean CLAY ORGANIC lean CLAY with SAND OC Organic Content-% (ASTM D 2974)

Dense Very Dense

GP-GC

> 50

M

Moisture Content (ASTM D 2216)

GM SILTY GRAVEL with SAND OL CLAYEY GRAVEL GC CLAYEY GRAVEL with SAND

ORGANIC lean CLAY with GRAVEL SANDY ORGANIC lean CLAY SANDY ORGANIC lean CLAY with GRAVEL GRAVELLY ORGANIC lean CLAY GRAVELLY ORGANIC lean CLAY with SAND ORGANIC SILT ORGANIC SILT with SAND

MOISTUREP Permeability (CTM 220)

Description

Criteria

SILTY, CLAYEY GRAVEL GC-GM SILTY, CLAYEY GRAVEL with SAND OL Well-graded SAND SW Well-graded SAND with GRAVEL

PA

Particle Size Analysis (ASTM D 422)

Dry

Absence of moisture, dusty, dry to thetouch

ORGANIC SILT with GRAVEL SANDY ORGANIC SILT SANDY ORGANIC SILT with GRAVEL GRAVELLY ORGANIC SILT GRAVELLY ORGANIC SILT with SAND Fat CLAY Fat CLAY with SAND PM Pressure Meter PL Point Load Index (ASTM D 5731) PI Plasticity Index (AASHTO T 90) Liquid Limit (AASHTO T 89)

Moist

Damp but no visible water

Wet

Visible free water, usually soil is

below water tablePoorly graded SAND SP Poorly graded SAND with GRAVEL CH Well-graded SAND with SILT SW-SM Well-graded SAND with SILT and GRAVEL Well-graded SAND with CLAY (or SILTY CLAY) Well-graded SAND with CLAY and GRAVEL (or SILTY CLAY and GRAVEL) MH Poorly graded SAND with SILT SP-SM Poorly graded SAND with SILT and GRAVEL Poorly graded SAND with CLAY (or SILTY CLAY) Poorly graded SAND with CLAY and GRAVEL (or SILTY CLAY and GRAVEL) OH SILTY SAND SM SILTY SAND with GRAVEL

Fat CLAY with GRAVEL SANDY fat CLAY SANDY fat CLAY with GRAVEL GRAVELLY fat CLAYGRAVELLY fat CLAY with SAND R

PP

Pocket Penetrometer

PERCENT OR PROPORTION OF SOILSR-Value (CTM 301)

Description

Criteria

Elastic SILT Elastic SILT with SAND Elastic SILT with GRAVEL SANDY elastic SILT SANDY elastic SILT with GRAVEL GRAVELLY elastic SILT GRAVELLY elastic SILT with SAND ORGANIC fat CLAY ORGANIC fat CLAY with SAND ORGANIC fat CLAY with GRAVEL SANDY ORGANIC fat CLAY SANDY ORGANIC fat CLAY with GRAVEL GRAVELLY ORGANIC fat CLAY GRAVELLY ORGANIC fat CLAY with SAND ORGANIC elastic SILT ORGANIC elastic SILT with SAND Unconfined Compression-Soil (ASTM D 2166) UC OH SANDY ORGANIC elastic SILT SANDY ORGANIC elastic SILT with GRAVEL GRAVELLY ORGANIC elastic SILT Unconfined Compression-Rock (ASTM D 2938) TV Pocket Torvane SW Swell Potential (ASTM D 4546) SL SG Specific Gravity (AASHTO T 100)06:11

SW-SC

Particles are present but estimated toTraceSE Sand Equivalent (CTM 217)

be less than 5% 5 to 10% 15 to 25% 30 to 45% 50 to 100%

Few Little SomeShrinkage Limit (ASTM D 427)

SP-SC

Mostly

CLAYEY SAND SC CLAYEY SAND with GRAVEL

PARTICLE SIZEDescription BoulderCobble CoarseUU Unconsolidated Undrained Triaxial (ASTM D 2850)

ORGANIC elastic SILT with GRAVEL

Size> 12"12-MA

SILTY, CLAYEY SAND SC-SM SILTY, CLAYEY SAND with GRAVEL

3" to 12" 3/4" to 3" No. 4 to 3/4" No. 10 to No. 4 No. 40 to No. 10 No. 200 to No. 40

GRAVELLY ORGANIC elastic SILT with SAND

Gravel Fine Coarse

PT

PEAT

ORGANIC SOIL with SAND ORGANIC SOIL with GRAVEL OL/OH SANDY ORGANIC SOIL SANDY ORGANIC SOIL with GRAVEL GRAVELLY ORGANIC SOIL GRAVELLY ORGANIC SOIL with SAND VS Vane Shear (AASHTO T 223) UW Unit Weight (ASTM D 4767)

Sand

Medium Fine

COBBLES COBBLES and BOULDERS BOULDERS

BRIDGE NO.

ENGINEERING SERVICESPREPARED BY:

GEOTECHNICAL SERVICES

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0070POST MILES

PEACEFUL OAK ROAD UNDERCROSSING LOG OF TEST BORINGSREVISION DATES

CALIFORNIA7/09

F. Nguyen

DEPARTMENT OF TRANSPORTATIONORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0 2 3

DESIGN BRANCHCU EA

17

R4.51DISREGARD PRINTS BEARING EARLIER REVISION DATES

3 OF 4SHEET OF

GS LOTB SOIL LEGEND

06 228 340421FILE => 32-0070-

9-09-09

19

20

USERNAME => trlen

1

DATE PLOTTED =>

ORGANIC SOIL

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

REFERENCE: CALTRANS SOIL & ROCK LOGGING, CLASSIFICATION, AND PRESENTATION MANUAL (JUNE 2007)

10

Tuo

108

R4.0/R6.0

209

237

PERCENT CORE RECOVERY (REC) & ROCK QUALITY DESIGNATION (RQD)

RELATIVE STRENGTH OF INTACT ROCK

BEDDING SPACINGCERTIFIED ENGINEERING GEOLOGIST

9-08-09DATE

PD

R

OF

ESSI

O N A

L

G

E

E

R

location

Boring

Term

Uniaxial Compressive Strength (PSI)

Description

Thickness / Spacing5-10-10

RE G IST E

Christopher W.

O

G I ST LO

KoepkeNo. Exp.

2207 10-31-10

Extremely Strong

> 30,000

Massive

Greater than 10 ft

PLANS

APPROVAL

DATE

The State of California or its officers or agents

Hole I.D. Top Hole El. Very Strong 14,500 - 30,000Very thickly bedded 3 to 10 ft

T

shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.

A

CERTIFIED ENGINEERING GEOLOGISTT

S

E

OF

C A LI

R FO

N

I

A

Length of the recovered core pieces (inches)REC =

x 100%Total length of core run (inches)

Strong

7,000 - 14,500

Thickly bedded

1 to 3 ft

Begin drilled intervalREC=100% RQD=50%

Medium Strong

3,500 - 7,000

Moderately bedded

3-5/8" to 1 ft

LEGEND OF ROCK MATERIALSWeak 700 - 3,500Thinly bedded 1-1/4" to 3-5/8"IGNEOUS ROCK

End drilled interval Begin drilled intervalREC=100%

Length of intact core pieces > 4" RQD = x 100% Total length of core run (inches) End drilled intervalBegin drilled interval

RQD=80%

Very WeakREC=88% RQD=0%

150 - 700

Very thinly bedded

3/8" to 1-1/4"

SEDIMENTARY ROCK

End drilled intervalBoring Date

Extremely Weak

< 150

Laminated

Less than 3/8"

METAMORPHIC ROCK

WEATHERING DESCRIPTORS FOR INTACT ROCK ROCK HARDNESSDescriptionChemical Weathering-Discoloration and/or oxidation Description Diagnostic features

CriteriaSpecimen cannot be scratched with a pocket knife or sharp pick; can only be chipped with repeated heavy hammer blows.

Mechanical WeatheringGrain boundary condi-

Texture and Solutioning General Characteristics

Extremely Hard

tions (disaggregation)primarily for granitics Body of Rock Fracture Surfaces

Specimen cannot be scratched with a pocket knife or sharp pick. Breaks with repeated Very Hard heavy hammer blows.Specimen can be scratched with a pocket knife or sharp pick with difficulty (heavy

and some coarse-grainedsediments

Texture

Solutioning

Hard

pressure). Heavy hammer blows required to break specimen. Specimen can be scratched with pocket knife or sharp pick with light or moderate

Fresh

No discoloration, notoxidized.

No discolorationor oxidation.

No separation, intact(tight).

No change.

No solutioning.

Hammer rings when crystallinerocks are struck.

Moderately Hard

pressure. Core breaks with moderate hammer blows. Specimen can be grooved 1/6" deep with a pocket knife or sharp pick with moderate

Discoloration or oxida-

tion is limited to surSlightly Weathered face of, or short dis-

Minor to complete discoloration or oxidation of most surfaces. No visible separation, intact (tight). Preserved.

Minor leaching of some soluble minerals may be noted.

Hammer rings when crystalline rocks are struck. Body of rock not weakened.

Moderately Soft

or heavy pressure. Breaks with light hammer blow or heavy manual pressure. Specimen can be grooved or gouged easily by a pocket knife or sharp pick with light

tance from, fractures;some feldspar crystals are dull.

Soft

pressure, can be scratched with fingernail. Breaks with light to moderate manual pressure. Specimen can be readily indented, grooved or gouged with fingernail, or carved with a

Very Soft

pocket knife. Breaks with light manual pressure.Moderately

Discoloration or oxidation extends from fractures usually throughAll fracture surfaces are discolored or oxidized. Partial separation of Generally Soluble minHammer does not ring when

erals may be boundaries visible. preserved.mostly leached.

rock is struck. Body of rockis slightly weakened.

Weathered

out; Fe-Mg minerals are"rusty," feldspar

FRACTURE DENSITYDescription

crystals are "cloudy."

Observed Fracture DensityDiscoloration or oxiDull sound when struck with Texture altered by All fracture surfaces hammer, usually can be broken with moderate to heavy manual06:11OF

Unfractured

No fractures.

dation throughout; all

feldspars and Fe-Mg Partial separation, rockis friable; in semiarid Intensely minerals are altered to clay to some extent; or chemical alteration

Leaching ofchemical soluble mindisintegrablow without reference to pressure or by light hammer

Very slightly fractured

Lengths greater than 3 feet.

are discolored oroxidized, surfaces

Weathered

conditions granitics aredisaggregated.

erals may be tion (hycomplete. dration, incipient or hairline frac-

planes of weakness such as

Slightly fractured

Lengths from 1 to 3 feet with few lengths less than 1 foot or greater than 3 feet.

produces in-situ disaggregation, see grain boundary conditions.

friable.

argillation).

tures, or veinlets. Rock issignificantly weakened.

Moderately fractured

Lengths mostly in 4" to 1 foot range with most lengths about 8"

Discolored or oxidized

throughout, but resis-

Resembles a soil, partialCan be granulated by hand. Complete separation or complete remnant rock Resistant minerals such as

intervals with lengths less than 4"

Decomposed

quartz may be unaltered;all feldspars and Fe-Mg

of grain boundaries(disaggregated).

structure may be preserved; quartz may be present asleaching of soluble "stringers" or "dikes."

minerals are completely

minerals usually complete.DATE PLOTTED =>

Very intensely fractured

Mostly chips and fragments with a few scattered short core lengths.

altered to clay. Combination descriptors (such as "slightly weathered to fresh") are permissible where equal distribution of both weathering characteristics is present over

Combination descriptors (such as "Very intensely to intensely fractured") are used where equaldistribution of both fracture density characteristics is present over a significant interval or exposure, or where characteristics are "in between" the descriptor definitions. Only two adjacent descriptors may be combined.

significant intervals or where characteristics present are "in between" the diagnostic feature. However, combination descriptors should not be used wheresignificant, identifiable zones can be delineated. Only two adjacent descriptors may be combined. "Very intensely weathered" is the combination descriptor for

"intensely weathered to decomposed."

BRIDGE NO.

ENGINEERING SERVICESPREPARED BY:

GEOTECHNICAL SERVICES

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0070POST MILES

PEACEFUL OAK ROAD UNDERCROSSING LOG OF TEST BORINGSREVISION DATES

CALIFORNIA7/09

F. Nguyen

DEPARTMENT OF TRANSPORTATIONORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0 2 3

DESIGN BRANCHCU EA06 228 340421FILE => 32-0070-

17

R4.51DISREGARD PRINTS BEARING EARLIER REVISION DATES

4 OF 4SHEET

GS LOTB ROCK LEGEND

9-09-09

20

20

USERNAME => trlen

1

12-MA

Intensely fractured

Lengths average from 1 to 4" with scattered fragmented

tant minerals such as

TIME PLOTTED =>

QUANTITIES EVC STA 251+11.29 24" DRILLED HOLE (SOIL) ELEV 2,627.61 24" DRILLED HOLE (ROCK SOCKET) STRUCTURE EXCAVATION (BRIDGE) 2,920 290 1,525 LF LF CY

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

10

Tuo

108

R4.0/R6.0

210

237

BVC STA 243+11.29 EVC STA 211+08.61 ELEV 2,453.89 ELEV 2,589.09

12-17-09 REGISTERED CIVIL ENGINEER DATEDEE

PR

R

S S I OF E O N

A

+5.41 %

L

STEEL PILING (HP 14 X 73) PRESTRESSING CAST-IN-PLACE CONCRETE TIEDOWN ANCHOR STRUCTURAL CONCRETE, BRIDGE FOOTING STRUCTURAL CONCRETE, BRIDGE

3,540

LF 5-10-10PLANS APPROVAL DATE

RE G IST

800 VC+4.22 %

STRUCTURE BACKFILL (BRIDGE)

815 CY

E

NG

ER INE

Rodney Simmons 51174 09-30-11

R/C =

TA +0.15%/S

LUMP SUM 18 575 4,050 105 6 45 45 551,500 367,800 1,980 1,570 EA CY CY CY EA LF LF LB LB EA LFThe State of California or its officers or agents shall not be responsible for the accuracy or

No.

Exp.ST

CIVILA

T

E

completeness of electronic copies of this plan sheet.

OF

C

L

I FO

R

N

I

A

PROFILE GRADENO SCALE

STRUCTURAL CONCRETE, APPROACH SLAB (TYPE N) PTFE SPHERICAL BEARING JOINT SEAL ASSEMBLY (MR 4") JOINT SEAL ASSEMBLY (MR 7") BAR REINFORCING STEEL (BRIDGE)

BAR REINFORCING STEEL (EPOXY COATED) (BRIDGE) HEADED BAR REINFORCEMENT CONCRETE BARRIER (TYPE 732)

744-0" Measured Along "LOL1" Line BB 159-6" 214-7" 212-7" 157-4" EB "LOL1" Line 23-0" "PG" Line

46-10" 10-0"

1-5" Abut 5 Vert Clr Approx

12-0"

12-0"

10-0"

1-5"

80-0"

Abut 1

Mono Way Steel H-Piles at 1 2Abutments only

5

4% & varies

5

OG CIP/PS Bent 3 8-9"

Approx FG Bent 2 Bent 4

Box girder

Datum Elev 2430.00 237+00 238+00 239+00 240+00 241+00 242+00 243+00 244+00 245+00 246+00

ELEVATION1" = 50

1

2

"1 4

1 0 -

"E =

M

0

1

o

"

n

8

0

o

W

a

y

7

0

FG

0 "

IN

C

2:1

Sta 237+59.00 Elev 2565.781.5:1

1

4

fill

EC 242+01.53

Toe of fill

Sta 245+03.00 Elev 2597.46 Top of fill

1.5:1

239

240

241

242Rte 108

243244245

Top of fill237236

3

238

246

Tie down anchors

"LOL1" Line9

N 89^0115"E

PI "LOL1" STA 240+62.48= "CL3" STA 139+62.11 4

1

2

10 - 0

"

3town mes o Ja T

4 1 2

To TwainHarte

TYPICAL SECTION1" = 10

" 24-0

Top of

1.5:13

1 0 -

1.5:10 "

Top of fill2:1

3

1

"

Toe of2

E

7

0

0

"

med Un-na Creek

2

2:1

-

"

fill1

2 3 Toe of fill 4 5

Paint "MONO WAY UC" Metal Beam Guard Rail, see "Road Plans" Structure Approach Type N(30S) Concrete Barrier Type 732 Minimum Vertical Clearance

PLAN1" = 50BY CHECKED

LOAD & RESISTANCE FACTOR DESIGNBY

LIVE LOADING:

HL93 W/"LOW-BOY";

DESIGN

Rod SimmonsBY

Rene CoriaCHECKED

PERMIT DESIGN VEHICLECHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING GENERAL PLANREVISION DATES SHEET OF

DETAILS

Susan NgBY

Rene CoriaCHECKED

LAYOUT

Rod SimmonsBY

Rene CoriaPLANS AND SPECS COMPARED

CALIFORNIADEPARTMENT OF TRANSPORTATION

Ganapathy MurugeshQUANTITIES

DESIGN BRANCHCU06 228 340421

17

POST MILE

DESIGN ENGINEERSTRUCTURES DESIGN GENERAL PLAN SHEET (ENGLISH) (REV. 10/25/05)

Rene Coria

SPECIFICATIONS

Rod Simmons

Jennifer Holman

X

R5.09

ORIGINAL SCALE IN INCHES

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

05-03-07

02-26-08

7-30-09

9-03-09

10-19-09

11-23-09

12-15-09

1

28

FILE => 32-0071-

STRUCTURES DESIGN GENERAL PLAN SHEET (ENGLISH) (REV.07-24-06)

USERNAME => trlen

DATE PLOTTED =>

N

3

8 ^

7

3

"

1

Paint "BRIDGE NO. 32-0071"

12-MA

10-0"

fill

8

8

1

-

0

Notes:

TIME PLOTTED =>

1

3

06:11

0

"LOL1" Line

"

L

3

Toe of

BB 23-0" Rt

"

L

EB 23-0" Rt "LOL1" Line

2:1

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

INDEX TO PLANSSHEET NO. SHEET TITLE

STANDARD PLANS DATED MAY 2006

10

Tuo

108

R4.0/R6.0

211

237

12-17-09

E

A10A 1 2 3 4 5 6 7 8 9 10 11 12 13 1415

ACRONYMS AND ABBREVIATIONS (SHEET 1 OF 2) ACRONYMS AND ABBREVIATIONS (SHEET 2 OF 2) SYMBOLS (SHEET 1 OF 2) SYMBOLS (SHEET 2 OF 2) EXCAVATION AND BACKFILL - MISCELLANEOUS DETAILS LIMITS OF PAYMENT FOR EXCAVATION AND BACKFILL BRIDGE SURCHARGE AND WALL

REGISTERED CIVIL ENGINEER

DATEDR

P

R

S S I OF E O N

A

L

E

N

RE G IST

GENERAL PLAN INDEX TO PLAN DECK CONTOURS FOUNDATION PLAN NO. 1 FOUNDATION PLAN NO. 2 ABUTMENT LAYOUT ABUTMENT DETAILS NO. 1 ABUTMENT DETAILS NO. 2 ABUTMENT DETAILS NO. 3 BENT LAYOUT BENT DETAILS NO. 1 BENT DETAILS NO. 2 BENT DETAILS NO. 3 BENT DETAILS NO. 4TYPICAL SECTION

A10B A10C A10D A62A A62B

E

G

ER INE

Rodney Simmons 51174 09-30-11

5-10-10PLANS APPROVAL DATE

No.

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

A62C

LIMITS OF PAYMENT FOR EXCAVATION AND BACKFILL BRIDGE

LEGENDStructural Concrete, Bridge Structural Concrete, Bridge Footing Structural Concrete, Bridge (4,000 psi at 28 days) Rock Socket

BO-1 BO-3 BO-5 BO-13 B7-1 B8-5B11-55

BRIDGE DETAILS BRIDGE DETAILS BRIDGE DETAILS BRIDGE DETAILS BOX GIRDER DETAILS CAST-IN-PLACE PRESTRESSED GIRDER DETAILS CONCRETE BARRIER TYPE 732

16 17 18 19 20

GIRDER LAYOUT NO. 1 GIRDER LAYOUT NO. 2 ADDITIONAL GIRDER REINFORCEMENT NO. 1 ADDITIONAL GIRDER REINFORCEMENT NO. 2 JOINT SEAL - ABUTMENT DETAILS (MOVEMENT RATING GREATER THAN 4") DETAIL NO. 1 No Scale STANDARD PLAN SHEET NO.

CONCRETE STRENGTH AND TYPE LIMITS

21 22 23 24 25 26 27 28

PTFE/SPHERICAL EXPANSION BEARING DETAILS STRUCTURE APPROACH TYPE N(30S) STRUCTURE APPROACH DRAINAGE DETAILS LOG OF TEST BORINGS 1 OF 5 LOG OF TEST BORINGS 2 OF 5 LOG OF TEST BORINGS 3 OF 5 LOG OF TEST BORINGS 4 OF 5 LOG OF TEST BORINGS 5 OF 5 SPECTRAL ACCELERATION (g) 0.9

0.8

Magnitude = 6.5 PBA = 0.3g Soil Profile Type C

0.7 Damping = 5% 0.6

0.5

PILE DATA TABLESUPPORT LOCATION ABUTMENT 1 HP 14 x 73 NOMINAL RESISTANCE (kips) PILE TYPE COMP 130 TENSION N/A DESIGN TIP ELEVATION (ft) SPECIFIED TIP ELEVATION NOMINAL DRIVING RESISTANCE REQUIRED (kip) PILE LENGHT (d) 54.0

0.4

0.3

2496 (a)(b) 2515 (a)(b)

2496 2515

N/A (c)

0.2

ABUTMENT 5

HP 14 x 73

130

N/A

N/A (c)

68.0

GENERAL NOTES LOAD AND RESISTANCE FACTOR DESIGN

0.1

Notes: (a) Design Tip Elevations are controlled by Compression. (b) The Design Tip Elevation includes a socket of 5 feet into competent granite/granodiorite/andesite bedrock. (c) Piles are to be drilled and socketed into bedrock. (d) Additional pile length provided to account for variability of rock surface elevation.

0 0 0.5 1 1.5 2 2.5 3 3.5 4

DESIGN:AASHTO LRFD Bridge Design Specifications, fourth edition with the California Amendments, preface date; December 2008 except that Concrete Barriers, and Wingwalls are designed using Bridge Design

PERIOD (sec)

ARS CURVENo Scale06:28SHEET OF

Specifications (96 AASHTO w/Revisions by Caltrans)

SPREAD FOOTING DATA TABLEWORKING STRESS DESIGN (WSD) LOAD AND RESISTANCE FACTOR DESIGN (LRFD)

SEISMIC DESIGN:Caltrans Seismic Design Criteria (SDC), Version 1.4 dated June 2006

SERVICE SUPPORT LOCATION PERMISSIBLE GROSS CONTACT STRESS (SETTLEMENT) (ksf) ALLOWABLE GROSS BEARING CAPACITY (ksf) PERMISSIBLE NET CONTACT STRESS (ksf)

STRENGTH FACTORED GROSS NOMINAL BEARING RESISTANCE b = 0.45 (ksf)

EXTREME FACTORED GROSS NOMINAL BEARING RESISTANCE b = 1.0 (ksf)

DEAD LOAD:Includes 35 psf for future wearing surface.

LIVE LOADING:HL93 and permit design load.

SEISMIC LOADING:BENT 2 N/A N/A N/A (a) 77.6 47.2 N/A (b) Site Specific Acceleration Response Spectra,12-MA

see ARS Curve. BENT 3 N/A N/A N/A (a) N/A (b)

REINFORCED CONCRETE:BENT 4 N/A N/A N/A (a) 28.7 N/A (b) fy = 60 ksi fc = 3.6 ksi Notes: (a) Settlement calculated not to exceed 0.5 inch. (b) Extreme event conditions to be mitigated by the use of footing tiedowns. n = 8 NOTE:

PRESTRESSED CONCRETE:See "Prestressing Notes" on "Girder Layout NO. 1" sheet

THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.

BY

CHECKED

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING INDEX TO PLANSREVISION DATES7-30-09 9-03-09 9-09-09 10-19-09 11-23-09 12-15-09

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

Rene Coria

Rod SimmonsORIGINAL SCALE IN INCHES

R5.09

STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

2

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

10

Tuo

108

R4.0/R6.0

212

237

12-17-09REGISTERED CIVIL ENGINEER DATEDE

PR

R

S S I OF E O N

A

L

E

N

E

G

RE G IST

ER INE

Rodney Simmons 51174 09-30-11

5-10-10PLANS APPROVAL DATE

No.

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

Edge of Deck25 7 62

25 7 8

2

25 8 0

2

5

5

5

8

8

2

22

5

7

5

7

222

5

7

5

5

7

4

5

7

3241+00

2

5

7

2

222 5

5

7

1

5

6

0

5

6

9

6

8

240+00" "PG Line

7

22 5 6 4

6

5

6

6

0 239+0

5

238+

0025 7 5

2

25 7 7

25 7 8

5

7

+00 2372

22225

25 7 3

2

5

9

5

7

7

6

5

4

5

7

7

2Structure Approach2 52 5 6 7

5

7

1

2

5

6

0

6

9

8

22

5

5

2 5 6 36 2

6

2 5 6 5

6

6

4

Match Line 241+50.00

"PG" Line

242+00

243+00

244+00

245+00Structure Approach

50.00 Match Line 241+

2

5

7

1

2

7

9

0 8 5 2

Bent 3

Bent 2

BB

26

26

25

25

25

25

25

25

25

25

25

01

25

25

00

25

99

98

25

97

25

96

95

94

2

93

92

91

Edge of Deck

Note: 1. X = 10 intervals along station line 2. Contours do not include camber 3. Contour interval = 0.25 1" = 2012-MA

BY

CHECKED

DESIGN

R. CoriaBY

B.AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING DECK CONTOURSREVISION DATES SHEET OF7-30-099-07-09 10-19-09 12-01-09

DETAILS

G. LeungBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. CoriaSTRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

3

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

06:28

2 5 8 422

90

89

5 8 5

88

87

86

26

99 25

25

25

25

25

9 25

25

25

9 25

25

25

00

25

87 25

98

25

97

8 25

96

25

95

EB

93

2 5 8 1

92

90

5

89

4

5 2 8

88

1

86

84

3 8

5

Bent 4

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

CURVE DATANo.A

TOTAL PROJECT

No

R2950.00 212935"

T559.89

L1106.61

LEGEND:

10

Tuo

108

R4.0/R6.0

213

237

12-17-09

2510

Indicates Bottom of Footing Elevation

REGISTERED CIVIL ENGINEER

DATEDE

PR

R

S S I OF E O N

A

L

E

N

E

G

F e n c e

RE G IST

ER INE

Rodney Simmons 51174 09-30-11

Notes:W ir e

5-10-10Steel H PilesPLANS

No.

1. All Dia. of tree on construction class 2. Elec Line, Tele Line, Sewer Line Per Dist. Mapa r b e d

(Not all shown) 2505 Tie down Anchors

APPROVAL

DATE

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

B

2500a

2515

r

b

e

d W ir e F e n2495

GuyPole

"LOL1" "CL3"

Sta 240+62.48 Sta 139+62.111

c

ea d

Fenc e

Fenc e

W

a y

R

o

o

n

M o

e

V

is

ta

1

Barbed Wire Fence

Pole

4

W

e d

I

b

ir

a r

W

B

B

a

e rb

N

d

3

8

2515

5 .6 2

^

4

6

2

0

0

+

T

"

PCC

E

1 4

e

o

M

P

o n o

ir

2490

C L Bent 3

N2^1825"W

1

4

0

E 6,617,228.68

2 C L Bent

N6^2835"W

N 2,180,045.03

2485

Sta 241+33.08

C Abut 1 L 16"W N9^34

Sta 237+61.00

e

n

To

Jam

Guy

c

239

20-0"

wn esto

238

A

B a r

2473.00b e d W ir

See Foundation Plan No. 2

Pole

2500

1

3

9

B

AC

a

Li n e L1 " "LO 50.00 R=29

8 R=293

r

.4

b

e

23711-7"

WWLO

L

d

W

ir

Pole

e

20-"e FPole

240

E

P

Sta 239+18.50

Match Line

B

To Twain Harte

46-1 0"

R

.6 =2891

E

P

c e

Culv.

2544.5

e

Dia.=7.00 EL.=2481.28

ir

W

Sign

Fnd

1" I.P. w/Red Plug Rte 108

N 2,180,202.97 E 6,617,766.65

Dr

ive

Pole

2475

E

EL.=2485.48

1

7

WP-108 (Not Shown) Building

n o

o

S

Sta. 243+19.86

T

EL.=2500.41

"

Tank

C

Propane

L

E 6,617,840.52

3

2485

"

N 2,180,378.45

o

L

in

e

N

3

8

r

Fnd

1" I.P. w/Red Plug

2485

2480

2480

2475

PoleBRIDGE NO.

BY

CHECKED

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0071

MONO WAY UNDERCROSSING FOUNDATION PLAN NO. 1REVISION DATESOF

SCALE 1"=20

VERT.DATUM HORZ.DATUM

NGVD 29 NAD83-92(1991.35)

PHOTOGRAMMETRY AS OF: SURVEYED DRAFTEDBY

X CHECKED 3/2009 CHECKEDBY

DETAILS

G. LeungBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

District Sharon Zheng

Tom Gillett 3/2009QUANTITIES

DESIGN BRANCHCU 06 228

17

POST MILE

ALIGNMENT TIES

Dist. Traverse Sheet

BY

BY

T.Zolnikova 3/2009

R. Coria

R. SimmonsORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0

R5.09DISREGARD PRINTS BEARING EARLIER REVISION DATES

STRUCTURES FOUNDATION PLAN SHEET (ENGLISH) (REV. 10/25/05)

1

2

3

EA 340421FILE => 32-0071-

7-30-09

9-08-09

10-20-09

11-09-09

11-23-09

4

28

USERNAME => trlen

DATE PLOTTED =>

el

"

Match Line

2

2

Gr

a

^

av

12-MA

Tele.

wa

106.19 Lt. "MLOL1 Line,

y

B

be ar

1

3

d

W

8

B

WP-107 (Shown on FP No. 2)

Fe ire

a

nc

r

e

b

SURVEY CONTROL

2495

e d

TIME PLOTTED =>

c

e n

E

P

e

F

ire d W rbe Ba Fen ce

2482.0e e nA C

L WWLO

F

06:28

Gr av el Dr ive wa y

EP

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

10V is ta

Tuo

108

R4.0/R6.0

214

237

o

Match Line

n

12-17-09REGISTERED CIVIL ENGINEER DATEDE

M o

PR

R

S S I OF E O N

A

L

2

E

o

4

N

T

1

E

G

RE G IST

ER INE

Rodney Simmons 51174 09-30-11

5-10-10PLANS APPROVAL DATE

No.

Exp.

The State of California or its officers or agents

E

shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.

T

CIVILA

S

4 6 0 "

T

a d

E

OF

C

L

I FO

R

N

I

A

W

N

3 8 ^

a y

R o

M

WP-107 N 2,180,202.97 E 6,617,766.65 EL.=2485.48

o

n

o

LEGEND:

2485 Indicates Bottom of Footing Elevation

Pole

Steel H Piles 2480 (Not all shown)

2490 2490 2480 2475 2475 2485 2495 2500 2505 2510 2515 2520 2525 2530 2535

Tie down Anchors

2540 2470

2485Pole

2545

To Jamestown

N0^5845"W

C Be L nt 4

C L Abut 5

Sta 243+45.67

N0^5845"W

Sta 245+01.00 2550

20-0"

243

B

en

242

N89^115"E

ch

"LOL1" Line

11-7"245

a

l

ck

v e

of

G r

244

Rte

108

EC 242+01.5 3

D r iv e

Ba

WWLOL

246247

Retaining Wall

w a

Pole

Guy

yDriveway Br.

2480

ewa

y

Driv

Guy

See Foundation Plan No. 1

vel

Retaining Wall06:28

Gra

2465.0 RetainingEP

WWLOLWallPCC

46-10"

Retaining Wall

EP

2577.2

2550

2475

Notes: Match Line

1.

For "Curve Data Table" see "Foundation Plan No. 1"

2.

Elec Line, Tele Line, Sewer Line Per Dist. Map

2470

2465

2465

2470

2475

2480

2485

2490

2495

2500

2505

2510

2515

2520

2525

2530

2535

2540

2545

3. Dia. of tree on construction class

BY

CHECKED

BRIDGE NO.

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0071

MONO WAY UNDERCROSSING FOUNDATION PLAN NO. 2REVISION DATESSHEET OF

SCALE 1"=20

VERT.DATUM HORZ.DATUM

NGVD 29 NAD83-92(1991.35)

PHOTOGRAMMETRY AS OF: SURVEYED DRAFTEDBY

X CHECKED 3/2009 CHECKEDBY

DETAILS

G. LeungBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

District Sharon Zheng

Tom Gillett 3/2009QUANTITIES

DESIGN BRANCHCU 06 228

17

POST MILE

ALIGNMENT TIES

Dist. Traverse Sheet

BY

BY

T.Zolnikova 3/2009

R. Coria

R. SimmonsORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0

R5.09DISREGARD PRINTS BEARING EARLIER REVISION DATES

STRUCTURES FOUNDATION PLAN SHEET (ENGLISH) (REV. 10/25/05)

1

2

3

EA 340421FILE => 32-0071-

7-30-09

9-08-09

10-20-09

11-23-09

5

28

USERNAME => trlen

DATE PLOTTED =>

12-MA

TIME PLOTTED =>

AC e W iv Dr ay

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

WWLOL 1-4" Typ

WWLOL

NOTES: 1. For Sections B-B and C-C see "Abutment Details No. 1" sheet.

10

Tuo

108

R4.0/R6.0

215

237

12-17-09REGISTERED CIVIL ENGINEER DATEDE

PR

R

S S I OF E O N

A

L

E

N

E

G

2. Bridge "PG" Line

For dimension "a", see "Joint Seal - Abutment 5-10-10PLANS APPROVAL DATE

RE G IST

ER INE

Rodney SimmonsNo.

Details (Movement Rating Greater Than 4")" sheet.

51174 09-30-11

Exp.

3. PTFE Spherical Bearings tot 3, 25-6", Typ for details, see "PTFE/Spherical Expansion Bearing Details" sheet Provide level surface for bearings (typ)

Abut 1 shown, Abut 5 similar Epoxy Coated Reinforcement

The State of California or its officers or agents shall not be responsible for the accuracy orT

CIVILA

S

T

E

ECR =

completeness of electronic copies of this plan sheet.

OF

C

L

I FO

R

N

I

A

Block out for Joint Seal Assembly (MR>4")

4-0" BB "a"

Structure Approach Type N(30S) Brg Abut 1 Match thickened deck at overhang. See "Joint Seal-Abutment Details (Movement Rating Greater Than 4")" sheet. 8" Chamfer, Typ #5 ECR

Brg Abut

See "Joint Protection Detail" on " Abutment Details No. 3" sheet

#4 13-5" 12-0" 1-5"

@12

#4 x 9-9" @12 #4 @18

2-0"

35-5"

11-5"

2-0"

See "Detail Y" on "Abutment Details No. 3" sheet

50-10" #5 x 9-9" @12

PLANConst Jt " = 1-0"

3-0" 1 FG

#6 tot 6 Bridge

A

Geocomposite drain

#8

@12

#4 @18

6" Limits of Polystyrene & Hardboard removal, typ #8 @12 1.5

#5 @16 #6 @12

C

C#6 @12 2-0"

6" Clr

5"

Steel H Piles typ Drilled holes (see Rock Socket sheet)12-MA USERNAME => trlen DATE PLOTTED =>REVISION DATESDISREGARD PRINTS BEARING EARLIER REVISION DATES

A

Detail on Abutment Details No. 3"

ELEVATION" = 1-0"

Steel H Piles not shown

1-6" NOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.BY CHECKED

4-3"

4-3"

1-6"

SECTION A-A" = 1-0"

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING ABUTMENT LAYOUTSHEET OF7-30-09 9-08-09 10-21-09 11-07-09 11-23-09 12-01-09

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. Coria

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

FOR REDUCED PLANS 0 1 2 3

EA

6

28

FILE => 32-0071-

TIME PLOTTED =>

#5 @12

06:28

B

B

Min

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

NOTES:

10

Tuo

108

R4.0/R6.0

216

237

PG Line

3"

1. 2. 3.

Abutment 1 shown, Abut 5 similar. Orient pile axes as shown. See "Rock Socket" detail on "Abutment Details No. 3" sheet.REGISTERED CIVIL ENGINEER

12-17-09DATEDE

PR

R

S S I OF E O N

A

L

E

N

E

G

RE G IST

6 Spaces @ 5-3" = 31-10"

1-"

2 Spaces @ 5-3" = 10-7"

ER INE

Rodney SimmonsNo.

(ECR) = Epoxy Coated Rebar

5-10-10PLANS APPROVAL DATE

51174 09-30-11

1-6"

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

2-0"

4-3"

Wingwall LOL Brg Abut 1 5 - #5 X 6-3"

4~#5

(ECR)2-0"

4-3"

B0-1313-1

4" ExpandedVaries

Polystyrene #53-9"

tot 3 (ECR)

5~#4 1-6" Bend as required for joint seal bolster 6 Spaces @ 5-3" = 31-10" 3-11" 5-3"

1-4"

2-0"

LEGEND ABUT PILE LAYOUTDenotes vertical steel-H pile " = 1-0"

#4 X 3-9" Tot 4

#5

tot 3

See "Detail X" on 2-0" "Abutment Details No. 3" sheet

3-6"

5~#4 #64-0" Typ 14-0"

#8 #4 Outside facevaries 3-10"

tot 4

#4

#4

5-0"

Tot 7 #5

varies

3-9"

1

Const Jt #10 WWLOL Inside facevaries

0

4~#4

6 "

9-4"

WWLOL #8 #4

#5

@ 12

EXTERIOR SHEAR KEY DETAIL#10 #4 Outside face #4 Geocomposite Drain #4 #4 Brg Abut 1 #59-4"06:29

Inside facevaries

" = 1-0"

varies

@ 12

#5

#5 #4 Brg Abut 1 #4 Tot 4 Note: For details and reinf not shown, see Section B-B.3-10"12-MA

NOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.

SECTION C-C" = 1-0"

#5

#4

#4

PTFE SphericalBearing

varies

SECTION B-B" = 1-0"BY CHECKED

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING ABUTMENT DETAILS NO. 1REVISION DATES SHEET OF7-30-09 9-08-09 10-26-09 11-08-09 12-15-09

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. CoriaSTRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

7

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

5-0"

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

10

Tuo

108

R4.0/R6.0

217

237

12-17-09REGISTERED CIVIL ENGINEER DATEDE

PR

R

S S I OF E O N

A

L

E

N

E

G

RE G IST

ER INE

Rodney SimmonsNo.

5-10-10PLANS APPROVAL DATE

51174 09-30-11

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

#4varies

and

@ 18varies

Brg Abut 1

End of barrier (Conc Barrier not shown) Structure Approach Type N(30S) Outside Face Blockout for Joint Seal BB or EB

E

Assembly

3-0"

2 - #10 Varies

#4 @18

Expanded Polystyrene

Approach Slab and #5 Conc Barrier not shown

2 ~ #4 Soffit

" max

T #4, Extend 1-6" into footing

#10

T

#4

Backup Plate

1.5

Geocomposite 1

ESINGLE GROOVE#10 and @ 9varies

Approx FG#4

Drain

varies

"

45^

45 ^

Inside Face

#10

" exp jt filler

Backup Plate " #406:29

SINGLE VEE-GROOVE

SINGLE BEVEL-GROOVE1-4"

PILE WELDING DETAIL-BUTT JOINTSNotes:

WINGWALL ELEVATION" = 1-0"

SECTION E-E" = 1-0"

1. Single Vee-Groove And Square Groove Permitted for all positions. 2. Single Bevel-Groove permitted for horizontal Abutment 1 right shown, others similar joints only12-MA

NOTE:

NOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.

BY

CHECKED

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING ABUTMENT DETAILS NO. 2REVISION DATES SHEET OF7-30-09 9-08-09 10-27-09 11-09-09 11-23-09 12-15-09

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. Coria

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

8

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

TIME PLOTTED =>

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

10 "a" +"

Tuo

108

R4.0/R6.0

218

237

12-17-09

For dimension "a" see2"

REGISTERED CIVIL ENGINEER

DATEDE

PR

R

S S I OF E O N

A

L

"Joint Seal- AbutmentRE G IST

E

N

Details (Movement

E

G

ER INE

Rodney SimmonsNo.

Rating Greater than 4")" sheet Expanded Polystyrene

Expanded Polystyrene

5-10-10PLANS APPROVAL DATE

51174

Exp.

09-30-11

The State of California or its officers or agents shall not be responsible for the accuracy orT

CIVILA

S

B0-13

T

E

B0-13End Diaphragm

Brg Abutment

completeness of electronic copies of this plan sheet.

OF

C

L

I FO

R

N

I

A

13-2

13-2 Bearing " Exp PTFE/Spherical Expansion 12" Bearing Abutment seat " Exp Jt Filler PTFE/Spherical Expansion Bearing Abutment seat 2. For location of "DETAIL Y" see "Abutment 1. For location of "DETAIL X" see "Abutment Details No. 1" sheet. NOTES:

External Shear Key

Jt Filler

Alternative 1 Block out for Joint Seal Assembly (MR 4) Temporary Bumper 5" with inserts B0-1 3" #8

1-7"

1-2 Structure Approach

Bottom of footing

with pea gravel backfill

Limits of payment for

24" drilled hole (soil)

OG

3" Bonding on smooth finish " X 3" expanded joint filler material 3" 3" Bonding ELEVATION 2" ` holes Tot 5 holes " X 16" Neoprene strip place prior to backfilling the abutment backwall and installing the temporary bumper (Fold neoprene into chamfer) Abutment Backwall 1" Chamfer Typ 3"

Embankment Fill

Native

Soils

Limits of payment for 24" drilled hole (rock socket) with PLAN concrete backfill 5-0"

Geocomposite drain

PILE ANCHOR DETAILNO SCALE

"-1-0"

LIMITS OF PAYMENT FORNOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.BY CHECKED

DRILLED HOLE (SOIL) & (ROCK SOCKET)NO SCALE

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING ABUTMENT DETAILS NO. 3REVISION DATES SHEET OF7-30-09 9-08-09 10-27-09 12-15-09 12-17-09

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. Coria

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

9

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

12-MA

JOINT PROTECTION DETAIL

Rock

TIME PLOTTED =>

06:29

12 "

Abutment Backwall

Layout" sheet and "END DIAPHRAGM SECTION" on "Girder Layout No. 2" sheet.

DETAIL X"-1-0"

DETAIL Y"-1-0"

HP 14 X 73 (Centered in hole)

Bottom of footing Top of Ftg

Tot 5

(Epoxy coated)

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

Interior girder "PG" Line Column #14 in bundles of 2 (ECR) Longitudinal Flare Bars12-17-09S S I OF E O N

10

Tuo

108

R4.0/R6.0

219

237

#6 Longitudinal Column Bars Outside Face of exterior girder, Typ Edge of Deck Transverse Flare Reinforcement

REGISTERED CIVIL ENGINEER

DATEDE

PR

R

A

L

E

N

E

G

RE G IST

ER INE

Rodney SimmonsNo.

5-10-10PLANS APPROVAL DATE

51174 09-30-11

2" clr

Exp.

The State of California or its officers or agents shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

Bent Transverse flare reinf

1-6" top bar of bundle

Face of Bent Cap, Typ

3-0" bot bar of bundle Column Hoop Bars

clr

6"

NOTES: Denotes vertically bundled reinforcement. Bent 2 shown, Bents 3 and 4 similar

Bottom Cap Reinforcement

Top Cap Reinforcement End Parabolic Flare

3-0"Note: Minimum spacing between Longitudinal Flare bars is 6".

PLAN1" = 5NOTES:

Cut bars as necessary.

1.

For Section F-F, G-G and H-H see "Bent Details NO. 2" sheet.

COLUMN FLARE HOOP AND TIE DETAILSNo Scale

(ECR) = Epoxy Coated Rebar

3-0", Typ

"PG" Line

Column

#8

Tot 5, Typ 6-9"

4-0" Column Typ

F

G

H

Level

Column Varies

Hoops

2-0" #6 #6 @ 9, Typ (ECR) 2-0" See "Detail V"

Tot 5, Typ 12-0" (ECR)

Soffit

B0-13NOTE: Column flare is symmetrical about Column 2"

13-1

6" Clr

Parabolic Flare

24-0"

3" Clr Soffit

Main column 12-0" reinforcement

Flare reinforcement

8-6"

Face of Column Flare

Stirrup

#6 @ 6

#6 @ 6

DETAIL VBegin No Scale parabolic #6 @ 6 flare12-MA

spacing

Tot 11 (ECR)

#6 @ 6 (ECR)

Tot 11 (ECR)

(ECR)

NOTE: Bent 2 shown, Bents 3 and 4 similar

(ECR)

FLARE GEOMETRYNOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.BY CHECKED

ELEVATION1" = 5

1" = 5

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING BENT LAYOUTREVISION DATES SHEET OF7-30-09 9-09-09 10-29-09 12-01-09

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. CoriaSTRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

10

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

#6 @ 6

TIME PLOTTED =>

06:29

F

G

H

8-6"

4"

DIST

COUNTY

ROUTE

POST MILES

SHEET

TOTALSHEETS

TOTAL PROJECT

No

Column 10 Tuo 108 R4.0/R6.0 220 237

"PG" Line

Column 1-0"

4" thick polystyrene

B0-13REGISTERED CIVIL ENGINEER

12-17-09DATEDE

PR

R

S S I OF E O N

A

L

13-1RE G IST

E

N

E

G

Rodney Simmons 51174 09-30-11

ER INE

5-10-10PLANS APPROVAL DATE

No.

#8The State of California or its officers or agents

Exp.

Bent

shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.

T

CIVILA

S

T

E

OF

C

L

I FO

R

N

I

A

** #11

I

I

* 6" typ ** L2 #8

SECTION I-I"=1-0"

* Limits of removal of

J

J

polystyrene and hardboard. #5 Column @ 6 Bot of flare

@ 6

#8

@ 6 Top

of flare

in main col reinf

Splicing allowed

#8

#8

Bent

K

K

#6 @ 12 and varies

#11

**

L1

SECTION J-J"=1-0" #11 Tot 80 Column

2-4"

#8 1-8"

@ 6

1. All splices and hoops in columns shall conform to ultimate splice specifications. Bent 2. For column flare dimensions, see "Bent Layout" sheet. #8 tot 8 3. Transverse flare reinforcement may use

Bent # 2 3 4

L1 13 17 19

L2 13 17 19 1" = 5

2-4"

1-8"

mechanical couplers.

TYPICAL ELEVATION

2" Clr typ

** No splicing allowed in main column reinf

2-4"

3-8"

3-8"

2-4"

12-0" NOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.BY CHECKED

SECTION K-K"=1-0"BRIDGE NO.

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICES STRUCTURE DESIGN

32-0071

MONO WAY UNDERCROSSING BENT DETAILS NO. 1REVISION DATES SHEET OF7-30-09 9-09-09 10-29-09 12-01-09

DETAILS

G. LeungBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. Coria

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

STRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS 0 1 2 3

EA

11

28

FILE => 32-0071-

USERNAME => trlen

DATE PLOTTED =>

12-MA

TIME PLOTTED =>

Notes:

8-0"

06:29

DIST

COUNTY

ROUTE

POST MILESTOTAL PROJECT

SHEETNo

TOTALSHEETS

Bent

10

Tuo

108

R4.0/R6.0

221

237

B0-510-0" Limits of #6 @ 6 3", Typ Limit of and

or

B0-5

5-10

5-11REGISTERED CIVIL ENGINEER

12-17-09 DATED

PE

RO

F

ESS

IO

N

A

distribution reinforcement, TypE

LE

R

N

G

RE G IST

ER INE

Rodney SimmonsNo.

5-10-10 5-0" 5-0"PLANSAPPROVAL

51174 09-30-11

DATE

Exp.

The State of California or its officers or agentsS

4" clr

Top of Bridge deck #14 Tot 15 Bundles (ECR)

Deck #6 @ 6 (ECR) reinforcement (ECR)

shall not be responsible for the accuracy or completeness of electronic copies of this plan sheet.

T

CIVILA

T

E

OF

O CAL I F

RN

I

A

3"*

4" Fillet, Typ

LEGEND* Reinforcement may be bent or adjusted to clear PS Ducts, as approved by the Engineer

#11 Tot 15 #6 Cont Tot 18

(ECR) = Epoxy Coated Rebar

#6

#6

Tot 6 @ stirrup spacing

NOTE: 1. For location of Sections F-F, G-G, and H-H

hook around vertical reinforcement (Top bar ECR) see "BENT LAYOUT" sheet. Bottom slab

(ECR)

#6 Tot 14

reinforcement

Soffit

clr

3"

1-0" Typ Top of

Omit upper #5

reinforcement

Bridge deck Bent

SECTION F-F" = 1-0" Top of Bridge deck Bent #6 #6 tot 5 @ stirrup spacing 7-0"

(ECR)

hook around vertical reinforcement, top two bars (ECR)

#6 Soffit (ECR) Typical main column reinforcement

Soffit

NOTE: THE CONTRACTOR SHALL VERIFY ALL CONTROLLING FIELD DIMENSIONS BEFORE ORDERING OR FABRICATING ANY MATERIAL.BY CHECKED

SECTION G-G" = 1-0"

SECTION H-H" = 1-0"

DESIGN

R. CoriaBY

B. AddlespurgerCHECKED

STATE OF

DIVISION OF ENGINEERING SERVICESSTRUCTURE DESIGN

BRIDGE NO.

32-0071

MONO WAY UNDERCROSSING BENT DETAILS NO. 2REVISION DATES

DETAILS

F. MendozaBY

R. CoriaCHECKED

CALIFORNIADEPARTMENT OF TRANSPORTATION

DESIGN BRANCHCU06 228 340421

17

POST MILE

QUANTITIES

R. CoriaSTRUCTURES DESIGN DETAIL SHEET (ENGLISH) (REV. 10/25/05)

R. SimmonsORIGINAL SCALE IN INCHES

R5.09

SHEET

OF

DISREGARD PRINTS BEARING EARLIER REVISION DATES

FOR REDUCED PLANS

0

1

2

3

EA

7-30-09

9-09-09

11-02-09

12-15-09

12

28

FILE => 32-0071-

USERNAME => trmar

DATE PLOTTED =>

20-MA

TIME PLOTTED =>

13:53

DIST

COUNTY

ROUTE

POST MILESTOTAL PROJECT

SHEETNo

TOTALSHEETS

Column

10

Tuo

108

R4.0/R6.0

222

237

Tiedown anchor6" Max

3" 3" Typ ClrREGISTERED CIVIL ENGINEER

12-17-09 DATED

PE

RO

F

ESS

IO

N

A

LE

R

N

RE G IST

Typ

E

GER INE

Rodney SimmonsNo.

5-10-10PLANSAPPROVAL

51174

DATE

Exp.

09-30-11

The State of California or its officers or agentsS

shall not be responsible for the accuracy or

T

CIVILA

6-0"

T

E

completeness of electronic copies of this plan sheet.

OF

O CAL I F

RN

I

A

#5

FOOTING ELEVATION" = 1-0"

30-0"

15-0"

15-0"

11-0"

11-0"

Clr #5

3"

T-Head

12-6"

25-0"

8-6"

Bent

#8