19 · pdf filecalifornia state of ... stirrup spacing d20 match b b elevation there shall be...

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATIONDESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE: CONTRACT NO.:

DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY

0 1 2 3

FILE => 54-1299lr-l-pc-ps_igir.dgn

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REVISION DATES

DIST COUNTY ROUTETOTAL PROJECT

POST MILES SHEET

No.

TOTAL

SHEETS

REGISTERED CIVIL ENGINEER DATE

DATEAPPROVALPLANS

completeness of electronic copies of this plan sheet.

shall not be responsible for the accuracy or

The State of California or its officers or agents

RE

GIS

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OFESSIONAL

EN

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AINROFILACFO

ETA

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No.

Exp.

CIVIL

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

18

3621

19

08 SBd

24

93.7

08-27-14

C. LOMICKA

S

S

PRETENSIONED STRANDS

CLEARANCES FOR

4.

3.

2.

1.

(D20 X W8 WWR)

STIRRUP SPACING

D20 MATCH

B

BELEVATION

THERE SHALL BE MINIMUM OF 2 HOLD DOWNS WITHIN THE SPAN

PATH OF CENTER OF GRAVITY OF PRESTRESSING STEEL

1�

"

Mi

n

(WWR) DETAIL

WIRE REINFORCEMENT

OPTIONAL WELDED

STIRRUP, EACH SIDE

AND "SECTION B-B"

SEE "SECTION A-A"

FOR DETAILS NOT SHOWN,

SECTION A-A

SECTION E-E

SHEET AS NOTED AND THE SPECIAL PROVISIONS

CONFORM TO THE REINFORCEMENT SHOWN ON THIS

WWR NOTE: MANUFACTURER’S SHOP DRAWING SHALL

DETAIL A

GIRDER - SEE "INSERT ASSEMBLY" DETAIL. TOTAL 2 AT EACH DIAPHRAGM

NEED NOT BE GROUTED. 1" Ø X 12" BOLT REQUIRED FOR EXTERIOR

#8 X 6’-0" THRU 1�" Ø HOLE CENTERED ON INTERIOR GIRDER, HOLES

A

A

SECTION B-B

. ...

. ...

fabrication specific losses.

the span. The jacking force does not include any

The jacking force required at the point of control along

INTERMEDIATE DIAPHRAGM

E

E

Concrete

f’c

f’ Deck Rail"X" ci

Jacking Force (P)

(Kips)

4"

6"

Deflection (inches)

Midspan Dead Load

Strength (ksi)

"Y"

(in)

INSERT ASSEMBLY

1" Ø X 3" BOLT

STEEL HEX NUT WITH

1" MALLEABLE IRON OR

1�" Clr Typ EXCEPT

1" Clr

1" Min

2�" Min

1" Min

JACKING FORCE (P):

CONCRETE STRENGTH:

prestressing steel.

shall not exceed 80% of the specified minimum ultimate tensile strength of the

The maximum temporary tensile stress (jacking stress) in the prestressing steel

The maximum tensile stress in the prestressing steel upon release shall not exceed

75% of the specified minimum ultimate tensile strength of the prestressing steel.

f’ci is at time of initial stressing

f’c is at 28 days

GENERAL NOTES:

3-#6

#5

OR

28 @ 6 10 @ 9

"X"

GIRDER END BLOCK

Informational - to be used in setting

Screed line elevations for deck concrete will be determined by the Engineer.

DEFLECTION COMPONENTS:

Contractor may interpolate "P" and "X" values between limits shown,

screed line elevations

FIELD BEND, Typ

#4 Tot 4

Tot 4

#4 Cont

(D20 x W8 WWR)

D31.0 x D12.4

#4 @ 15 MaxSEE "DETAIL A"

NOTE:

#6 Tot 2

#4 Tot 2

(TOP & BOTTOM)

BETWEEN GIRDERS

BETWEEN GIRDERS

1"Ø x 12" BOLT

#5 OR

CROSSTIES @ 6 MAX

WITH #4

3"

6"

Min

EX

TE

NSI

ON

6’-0"

#4 x 1’-4"

6"

6"

@ 12

#5

6’-0"

AS SHOWN

OR

1", Clr

Tot 4

#4 Tot 2

NO SCALE

"Y" – 3

0.33L Min, 0.4L Max

1’-7"

1’-6"

6’-0"

8"

3"

2"

2�

"

Max

Min

Min

1’-7"

6" 6"1", Clr

#4 Cont

40

0800020481 1

54-1299L/R HOFF WASH BRIDGE (REPLACE)

DOWEL/INSERT - ANGLE DETAIL

� GIRDER

OR 1" Ø BOLTS

1�" Ø HOLES

6"

6"

GIRDER END BLOCK

PRECAST PRESTRESSED I GIRDERH. INIGUEZ

17 5 6791

879

TOTAL 3

AT EACH END

3"x3"x1" KEYS

STRUCTURE DESIGN

DIVISION OF ENGINEERING SERVICES

FOR REDUCED PLANS

ORIGINAL SCALE IN INCHES

EARLIER REVISION DATES

DISREGARD PRINTS BEARING

AS REQUIRED

END MAY BE SLOPED

AND DECK SLAB (COARSE BROOM FINISH)

CONSTRUCTION JOINT BETWEEN GIRDER

ABOUT � SPANGIRDER SIMILAR

DIAPHRAGM" DETAIL

SEE "INTERMEDIATE

6"

@ 12

6’-0"

6’-0"

GROUP AT MIDSPANPERMITTED WITHINSMALL SPACE

VERTICAL WWR LEG

0.25 x "

D"

Max

D20 @ 12

Approval by the Engineer is required for deviation

"S" is measured between centers of adjacent strands

�" Ø strands, 2" for 0.6" Ø strands

strands is 1�" for �" Ø strands, 1�" for

The Min distance "S" between groups or individual

vertically 2 horizontally and separated at the ends

Strands may be bundled in groups consisting of 3

DEFORMED WIRE’S AREA

40% OR GREATER OF VERTICAL

LONGITUDINAL WIRE AREA MUST BE

Min1"

ASSEMBLY"

SEE "INSERT

ON DIAPHRAGM#6 X 7’-6" Tot 2 CENTERED

CENTERED ON DIAPHRAGM#5 x 6’-0" @ 12 BETWEEN GIRDERS,

Typ BOTH ENDS

CENTERED ON DIAPHRAGM#5 x 6’-0" @ 12 BETWEEN GIRDERS,

Min

OR

BOTTOM OF GIRDER

4"

6"

16 5 6703

791

(L)

Location

Bridge

Right

Bridge

Left

86’-7�"

78’-5�"

1.06

1.00 0.03

0.04

ASSEMBLIES.

1" Ø x 12" BOLTS WITH INSERT

#6

Girder Length

01-30-15

"L"

#6 Tot 3

#4 Tot 4

"D"

"D"

as approved by the Engineer.

(D)

Girder Depth

48"

42"

CHARLES LOMICKA

C 71172

06-30-18

08-027904 11-17-14

S. YEH

E. MERCADO

E. MERCADO

K. KIM

03-27-15

R93.1/R94.2 107101

11-9-15

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATIONENGINEERING SERVICES

DIVISION OF

24

NO.

FILE




08 40


FOR REDUCED PLANS0 1 2 3

STANDARD DRAWING BRIDGE NO.

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SHEET OF

DIST COUNTY ROUTESHEET TOTAL

PLANS APPROVAL DATENo.

Exp.

CIVIL

RE

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ROFESSIONAL

EN

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IA

REGISTERED CIVIL ENGINEER

TOTAL PROJECT SHEETS

POST MILES

DATE

No.

UNIT:


REVISION DATES



DS OSD 2147A (ENGLISH STANDARD DRAWING "XS" BORDER REV. (10-01-14)

xs3-120

30’-0" 30’-0"

30’-0"

30’-0"

SKEW < 20^ SKEW > 20^

A A

A A

PLAN

1" = 10’

B

B

WINGWALL

END OF

Typ

LINE,

LANE

TABLE

TRANSVERSE JOINT"

SEE "APPROACH SLABWINGWALL

END OF

AND BOTTOM Tot 6

#6 x 8’-0" TOP

Min

Min

Typ

LINE,

LANE

6"

Typ

PAVEMENT

PCC ROADWAY

1" = 10’

WITH HMA ROADWAY

20^ - 45^

PAVEMENT

WITH PCC ROADWAY

PAVEMENT

< 20^

> 45^

APPROACH SLAB TRANSVERSE JOINT

SKEW

APPROACH

SECTION A-A

2"

Clr

1’-3"

TP

B

LONGITUDINALLY

TRANSVERSELY AND 4’-0"–

#5 BAR CHAIRS @ 3’-0"–

FILTER FABRIC

*

NOTE 4

JOINT, SEE

TRANSVERSE SEE "ABUTMENT TIE DETAILS"

WOVEN TAPE FABRIC

SEE NOTE 2

GEOCOMPOSITE DRAIN,

6"

6"

2’-6"

JOINT FILLER

�" EXPANSION

BB OR EB

TYPE E-1 TYPE E-2

1’-0"

1’-0"1’-0"

Min

1

1

JOINT FILLER

�" EXPANSION

MR < 2"

SECTION B-B

4’-0"

Mi

n

2’-0"

4"

1"

2"

#8 x 8’-0" @ 9

TPB

RETAINING WALL

WINGWALL OR

4"

4"

2�"

1

4

BAR CHAIR DETAIL

1" = 1’-0"�" = 1’-0"

�" = 1’-0"

�" = 1’-0"

#5 BAR

TPB

RETAINING WALL

WINGWALL OR

DETAIL A

No Scale

Max

6"

�"

2"

60^

DRAIN

GEOCOMPOSITE DRAIN

GEOCOMPOSITE

DECK

BRIDGE

"DETAIL A"

SEE

DECK

BRIDGE

Tot 5

#5 Cont

BB OR EB

BARRIER

DECK

BRIDGE

�" = 1’-0"

JOINT ALTERNATIVESLONGITUDINAL CONSTRUCTION

RECESSED KEY

CONTINUOUS

1�" x 3�"

2’-0"

STAGE 2STAGE 1

STAGE 1 STAGE 2

STAGE 1 STAGE 2

NOTES:

NOTE 3SEE

DESIGN:

LIVE LOAD:

DEAD LOAD:

f = 60 ksi

f’ = 3.6 ksin = 8

c

y

1

1" = 1’-0"

6"

2’-4"

3" Typ

3" Typ

3" Typ

BB OR EB

PARALLEL TO

BB OR EB

PARALLEL TO

USE "DETAIL A"

BB OR EB

PARALLEL TO

USE "DETAIL A"

BB OR EB

PARALLEL TO

BB OR EB

BB OR EBJOINT" TABLE

SLAB TRANSVERSE

SEE "APPROACH

WALLRETAINING

BB OR EB

PLANS"

"ROADWAY

SEE

REINFORCED CONCRETE:

Includes 35 psf for future wearing surface

1.

2.

3.

4.

5.

DETAILS" sheet.

For drainage details, see "STRUCTURE APPROACH DRAINAGE

of transverse reinforcement is measured along � roadway.

reinforcement may be placed parallel to BB or EB. Spacing

At the Contractor’s option, approach slab transverse

B6-21

#5 @ 9

3" Min

PIPE, SEE NOTE 2

3" Ø SLOTTED PLASTIC

13

1’-3"

LIMIT STATES:

BENT ´ � x 6

EDGE ANGLE PLAN

6"

INTO 6" DEEP HOLE

#5 @ 12

DRILL AND BOND

OR L 3 x 3 x �

Min LAP

SEE NOTE B

Min LAP

BOLT

�" Ø x 8"

STRUCTURE APPROACH

CONNECTING TO EXISTING

RECESSED KEY, OMIT IF

1�" x 3�" CONTINUOUS

ABUTMENT TIE DETAILS

Const JOINT

LONGITUDINAL

OPTIONAL

SEE NOTE ARETAINING WALL,

NOTE B:

NOTE A:

Const JOINT

LONGITUDINAL

OPTIONAL

END STAGGER DETAIL

TABLE

TRANSVERSE JOINT"

SEE "APPROACH SLAB

PAVEMENT

HMA ROADWAY

JOINT FOR

TRANSVERSE

SLAB

APPROACH

EDGE OF

"END STAGGER DETAIL"

24’ TO 36’ APART, SEE

STAGGER AT LANE LINES

"END STAGGER DETAIL"

LANE LINE, SEE

STAGGER AT EACH

EBBB OR

BACKWALL

Abut

LANE LINES

PARALLEL TO

#10 @ 6

PAY LIMITS FOR STRUCTURAL CONCRETE, APPROACH SLAB (TYPE N)

30’-0"

BARRIER

BARRIER

#5 x 4’-0" @ 18

9"

13-1

B0-13

Max

on other plan sheets)

unless otherwise shown

(TYPE E-1 to be used,

SHOWN

Reinf

BARRIER

NOT ALL

TO BB OR EBPARALLEL #5 Cont Tot 2

MR > 2"

SEE NOTE 1

SEALED JOINT,

LANE LINEPARALLEL TO #5 @ 6

6"

TO BB OR EBPARALLEL #5 Cont Tot 4

#5 @ 9

NOTE 1

ASSEMBLY, SEE

JOINT SEAL

BLOCKOUT FOR

1’-

0"

BACKWALL

Abut

#5 @ 18

#10 @ 6

LOW SIDE ONLY, SEE NOTE C

SEE "EDGE ANGLE PLAN".

BENT ´ � x 6 (Galv),

DETAIL B

1�" = 1’-0"

NOTE C:

SEE "DETAIL B"

#10 @ 6 (Tot 5)

DESIGN NOTES

FAT

TOWARD WALL

SMOOTH SIDE

AND WALL WITH

BETWEEN SLAB

HARDBOARD

PLACE �"

"SECTION B-B" for Type E-2 details.

Type E-1 Approach Slab shown, see

remove after concrete is placed.

Indicates Expanded Polystyrene,

APPROACH

STRUCTURE

curb with vertical face.

for concrete barrier or

Use L 3 x 3 x � (Galv)

APPROACH

STRUCTURE

OF BARRIER

FRONT FACE

OVERHANG

MATCH DECK

3"#5 @ 9

1’-0"

Abut BACKWALL

end of wingwall, or end of structure approach as applicable.

End the plate or edge angle at beginning of barrier transition,

PAVEMENT

ROADWAY

Min

SEE NOTE 5

LANE LINES,

NORMAL TO

#5 @ 6

BACKWALL

INTO Abut

@ 12, 1’-0"

#5 x 2’-0"

and Fatigue I ( = 1.0)

Service I, Strength I & , Extreme

1

SKEW^

Slab span: L = 24.5 ft

Equivalent strip width method: W = 12 ft

HL93 and permit design load

#5 @ 18 BOTH WAYS

COUPLING NUT

�" Ø x 3" Galv OR Exist

ROD x 1’-0" @ 12

�" Ø Galv THREADED

2’-9" in Freeze-Thaw Area.

bottom Reinf must be

Min lap splice for

dated January 2014

2012 Edition with Caltrans Amendments, preface

AASHTO LRFD Bridge Design Specifications,

BAR � x � x 8" @ 12

pavement. Refer to Standard Plans P10 and P14.

or constructed weakened plane joint in approach PCC roadway

Transverse Joint must be a minimum of 5’-0" from an existing

(Tot 10 BARS)

#10 BUNDLES @ 6

OPTIONAL EDGE OF SLAB

SEE NOTE A

APPROACH SLAB,

EDGE OF TYPE E-1

SEAL

POURABLE

STRUCTURE APPROACH TYPE N (30S)

* - Min cover must be 2�" in Freeze-Thaw Area.

and spaced to avoid joint seal assembly anchorage.

for joint seal assembly blockout must be normal to BB or EB

for sealed joint. For MR > 2", haunch reinforcement placed

sheets. For MR < 2", adjust reinforcement to clear sawcut

seal assembly, and other details not shown, see other plan

For joint protection details, blockout dimensions for joint

APPROVAL DATE January 2015

01-30-15 19

HOFF WASH BRIDGE (REPLACE)54-1299L/R

R93.7

08-0Q7904

3621

0800020481 - 1

SBd

3-23-15

C. J. SIMS

C 46471

6/30/18

R93.1/R94.2 107102

11-9-15

08 SBd

CALIFORNIA

STATE OF

DEPARTMENT OF TRANSPORTATION

STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


DESIGN

DETAILS

QUANTITIES

CHECKED

CHECKED

CHECKEDBY

BY

BY

0 1 2 3

FILE => 54-1299lr-s-saad.dgn

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BRIDGE NO.

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REVISION DATES

FOR REDUCED PLANS




DIST COUNTY ROUTEPOST MILES SHEET

No. SHEETS


DATEAPPROVALPLANS




RGIS

ER

E

RE IO

EG

EE

R

AIN

OICF

TA

T

S

No.

Exp.

CIVIL

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

19

3621

ET

DP

OF SSNA

L

NI

N

RFLA

OE

20

54-1299L/R

0800020481 - 1

40

24

HOFF WASH BRIDGE (REPLACE)

TOTAL

TOTAL PROJECT

R93.7

10-28-14

C. LOMICKA

STRUCTURE APPROACH DRAINAGE DETAILSH. MAHBOOBI

TPBTPB

1’-0"

4"

4"

1’-0"

4"

1’-0"

4"

4"

1’-0" 4"

CAP END

DRAINAGE PAD

SEE "DRAINAGE DETAILS"

FILTER FABRICFILTER FABRIC

DRAIN

GEOCOMPOSITE

(MINOR CONCRETE)

DRAINAGE PAD

(SLOTTED)

3" PLASTIC PIPE

DRAIN

GEOCOMPOSITE

(SLOTTED)

3" PLASTIC PIPE

WALL FOOTING

OR RETAINING

TOP OF ABUTMENT

DRAINAGE DETAILS

WITHOUT FOOTING WITH FOOTING

1�" = 1’-0"

2-#6 X 4’-0"

WALL REINFORCING

WALL FOOTING

1’-0" 2’-0"

TO AVOID PIPES

BEND REINFORCING

Const JOINT

OPTIONAL

FOOTING

TOP OF

SECTION H-H

DRAIN

GEOCOMPOSITE

(SLOTTED)

3" PLASTIC PIPE

SECTION F-F

CANTILEVER WINGWALL

NO SCALE

NO SCALE

E

E

WINGWALL

PA

Y

LI

MIT

S

OF

DR

AI

NA

GE

SY

ST

EM

F F

TYPICAL PLAN

ENDCAP

DRAIN

GEOCOMPOSITE

APPROACH

STRUCTURE

NO SCALE

ROAD PLANS

OUTLETS, SEE

ROAD PLANS

OUTLETS, SEE(SLOTTED)

PIPE

3" PLASTIC

WINGWALL

FINISHED GRADE

EDGE OF FOOTING

H

H

JOINT, SEE "SECTION H-H"

OPTIONAL CONSTRUCTION

SECTION E-E

NO SCALE

(SLOTTED)

3" PLASTIC PIPE

pipe are 30" radius Min

NOTE: Bends and junctions in 3" plastic

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

XXXXXXXXX

X

XXXXXX

XXXXXXXXXXXXXXXXXXXXX

XXXXX

DRAIN

GEOCOMPOSITE

FOOTINGTOP OF

"ROAD PLANS"

OUTLETS, SEE

10-30-14

CHARLES LOMICKA

C 71172

06-30-18

08-0Q7904 11-17-14

K. KIM

K. KIM

K. KIM

K. KIM

03-27-15

R93.1/R94.2 107103

11-9-15

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POST MILES SHEET

No.

TOTAL

SHEETS


DATEAPPROVALPLANS




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s125726

OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS

ENGINEERING SERVICES

DRAWN BY:

CHECKED BY:

FUNCTIONAL SUPERVISOR

NAME:


FIELD INVESTIGATION BY:

FILE => 54-1299lr-z-lotb_01.dgn

CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:

PROJECT NUMBER & PHASE:

19

BRIDGE NO.

POST MILE

0 1 2 3 21 24

SHEET OF

CONTRACT NO.:

REVISION DATES



01-06-15

MATERIALS AND GEOTECHNICAL SERVICES

12-15-14 01-12-15

Legend, and A10H for Rock Legend.

See 2010 Standard Plans A10F and A10G for Soil

& Presentation Manual (2010 Edition).

the Caltrans Soil & Rock Logging, Classification,

This LOTB sheet was prepared in accordance with

No.

Exp.

CIVIL

RE

GI

ST

ER

E

DP

ROFESSIONAL

EN

GI

NE

ER

S

TATE

OF CALIFORNI

A

08000204811 08-0Q7904

9-30-18

08

PROFILE

Vert. 1" = 10’

Horiz. 1" = 20’

F. De Haro

3643

M. DeSalvatore

De HaroFernando

C65281

SBd 40

93.6

11-19-14

Terminated at Elev 2338.2’

ERi = 93%

RC-14-001

2363.2’

REF 1.4

REF 1.4

RQD=72%

REC=84%

REF 1.4

4


ERi = 86%

2380 32 1.4

RC-13-0032386.3’

50/2 1.4

REF 1.4

RQD=17%

REC=96%

RQD=24%

REC=74%

2370

2360

2350

2340

2390

5-8-13

45 1.4

REF 1.4

RQD=0%

REC=100%

- intensely to moderately fractured.

"

A" Line

79.6’ Rt

Sta 3174

+33.9

"

A" Line

90.3’ Rt

Sta 3176

+29.6

RQD=60%

REC=88%

RQD=94%

REC=100%

20% COBBLES, 12", hard; trace fines and subangular 10% IGNEOUS COBBLES, 3-5", very hard.coarse GRAVEL, subangular and subrounded; little SAND, from fine to coarse SAND; Poorly-graded GRAVEL with SAND (GP); very dense; gray and brown; moist; fine and

very dense; brown; moist; from fine to coarse SAND; some fine to coarse GRAVEL; trace fines.

COBBLES, 50%, IGNEOUS and VOLCANIC, hard, in a matrix of Poorly-graded SAND with GRAVEL (SP);

coarse GRAVEL; 10% COBBLES, IGNEOUS, 6", hard; (FILL).and brown; moist; medium and coarse SAND; little fine and Poorly-graded SAND with SILT and GRAVEL (SP-SM); dense; gray

moist; medium and coarse SAND; little fine and coarse GRAVEL.

Poorly-graded SAND with SILT and GRAVEL (SP-SM); very dense; brown;

COBBLES, 60%, iGNEOUS and VOLCANIC, 6"- 8", hard, in a matrix of

2330

2380

2370

2360

2350

2340

2390

2330

3174+00 3176+00 3178+00

50+00

"D"

LIN

E

3180+003179+00

3178+003177+003176+003175+00

52+00

48+00

TO NEEDLES

TO BARSTOW

N 49°5

6’06"

E

3174+00

4

RC-13-003

RC-14-001

51+00

49+00

4

4

4

RC-13-001

RC-13-004

44

RC-14-0024

RC-13-002

BENCH MARK

N25^30"0

0"E

�

HOFF

WAS

H

N 66°03’15" E � Rte 40 = "A" LINE

PLAN

1" = 40’

F. Nguyen

during field investigation.

Note: Groundwater was not encountered

E. Neupert

- intensely to moderately fractured.

coarse SAND).

(Well-graded GRAVEL (GW); very dense; moist; few fine and

and intensely weathered; soft; very intensely fractured;

METAMORPHIC ROCK (GNEISS); brown and light gray; decomposed

slightly fractured.

METAMORPHIC ROCK (GNEISS); light gray and green; fresh; hard to very hard; moderately to

to very hard; very intensely to intensely fractured.

- greenish light gray; slightly weathered to fresh; hard

- moderately fractured.

little fines.

- become SILTY SAND (SM); dry and moist; from fine to coarse SAND;

- very intensely fractured.

PNO104 2118598.544 7335239.538 Elev= 2377.30

PNO102 2118640.417 7335396.756 Elev= 2371.57

PNO101 2118263.562 7335088.091 Elev= 2386.84

RQD*=0%

REC=48%

RQD*=0%

REC=57%


LOG OF TEST BORINGS 1 OF 4

1-12-15

R93.1/R94.2 104 107

11-9-15


ERi = 85%

RC-13-0042377.8’

REF 1.4

4

RQD=58%

REC=100%

50/4 1.4

87/10 1.4

70/10 1.4

REF 1.4

- 18" IGNEOUS BOULDER, very hard.

REF 1.4

REF 1.4RQD=50%

REC=100%

RQD=10%

REC=100%

COBBLES, 3"-5", very hard.

coarse SAND; little fine and coarse GRAVEL, subangular and subrounded; 20% IGNEOUS

SILTY SAND with GRAVEL and COBBELS (SM); very dense; dark brown; dry; from fine to

5-8-13

"

A" Line

87.8’ Lt

Sta 3177

+63.0

DA

TE

PL

OT

TE

D

=>

05-

FE

B-2016

TI

ME

PL

OT

TE

D

=>

08:19


POST MILES SHEET

No.

TOTAL

SHEETS


DATEAPPROVALPLANS




US

ER

NA

ME

=>

s125726



DRAWN BY:

CHECKED BY:


NAME:




CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


19

BRIDGE NO.

POST MILE

0 1 2 3 22 24

SHEET OF

CONTRACT NO.:

REVISION DATES



01-12-15


12-26-14 01-02-15






No.

Exp.

CIVIL

RE

GI

ST

ER

E

DP

ROFESSIONAL

EN

GI

NE

ER

S

TATE

OF CALIFORNI

A

08000204811 08-0Q7904

9-30-18

08


ERi = 86%

2380

15 1.4

RC-13-001

3643

M. DeSalvatore

De HaroFernando

C65281

SBd 40

93.6

2382.8’

REF 1.4

50/4 1.4

REF 1.4

RQD=26%

REC=98%

RQD=22%

REC=100%

RQD=60%

REC=90%

RQD=56%

REC=100%

RQD=70%

REC=86%

2370

2360

2350

2340

- greenish and light gray; fresh; very hard; slightly fractured.

5-7-13

2330

"

A" Line

140.7’ Rt

Sta 3176

+98.6

3176+00

2380

2370

2360

2350

2340

2330

PROFILE

Vert. 1" = 10’

Horiz. 1" = 20’

3178+00 3180+00

"LOG OF TEST BORINGS 1 OF 4"

FOR PLAN VIEW, SEE

F. Nguyen

soft to hard; intensely fractured.

METAMORPHIC ROCK (GNEISS); light gray and brown; intensely and moderately weathered; from

E. Neupert F. De Haro, T-M Liao

(Well-graded GRAVEL (GW); very dense; dry; few fine to coarse SAND).

METAMORPHIC ROCK (GNEISS); light gray and dark gray; decomposed; very soft;



fines, few fine and coarse GRAVEL; 10% COBBLES, IGNEOUS, 6", hard; (FILL).

SILTY SAND (SM); medium dense; brown; moist; from fine to coarse SAND; little

- from slightly to very slightly fractured.

- from moderately to slightly weathered; moderately hard and hard.

- moderately fractured.

dense; brown; moist; from fine to coarse SAND; little fines; little fine and coarse GRAVEL.

COBBLES, 40%, IGNEOUS and VOLCANIC, 6"- 8", hard; in a matrix of SILTY SAND with GRAVEL (SM); very

- from moderately to slightly weathered; moderately hard and hard; intensely fractured.

01-06-15


4

LOG OF TEST BORINGS 2 OF 4

1-12-15

R93.1/R94.2 105 107

11-9-15

DA

TE

PL

OT

TE

D

=>

05-

FE

B-2016

TI

ME

PL

OT

TE

D

=>

08:20


POST MILES SHEET

No.

TOTAL

SHEETS


DATEAPPROVALPLANS




US

ER

NA

ME

=>

s125726



DRAWN BY:

CHECKED BY:


NAME:




CALIFORNIA

STATE OF


STRUCTURE DESIGN


DESIGN BRANCH

UNIT:


19

BRIDGE NO.

POST MILE

0 1 2 3 23 24

SHEET OF

CONTRACT NO.:

REVISION DATES



01-12-15


12-26-14 01-02-15






No.

Exp.

CIVIL

RE

GI

ST

ER

E

DP

ROFESSIONAL

EN

GI

NE

ER

S

TATE

OF CALIFORNI

A

08000204811 08-0Q7904

9-30-18

08


ERi = 93%

2380

11 1.4

RC-14-002

3643

M. DeSalvatore

De HaroFernando

C65281

SBd 40

93.6

2359.9’

REF 1.4

RQD=68%

REC=90%

RQD=17%

REC=94%

2370

2360

2350

2340


ERi = 85%

RC-13-0022373.3’

REF 1.4

50/4 1.4

REF 1.4

RQD=80%

REC=100%

RQD=70%

REC=100%

RQD=20%

REC=100%

REF 1.4

4

REF 1.4

RQD=20%

REC=100%

RQD=50%

REC=100%

2330

"

A" Line

80.1’ Lt

Sta 3179

+49

"

A" Line

91.2’ Lt

Sta 3178

+60.0

5-7-13

subrounded and subangular 10% IGNEOUS COBBLES, 3-5", very hard.dry; from fine to coarse SAND; some fine and coarse GRAVEL; SILTY SAND with GRAVEL and COBBLES (SM); very dense; olive brown;

very hard; moderately fractured.

METAMORPHIC ROCK (GNEISS); dark gray and light gray; slightly weathered;

2380

2370

2360

2350

2340

2330

RQD=72%

REC=87%

- intensely fractured.

hard; trace fines.

and coarse SAND; some GRAVEL, fine and coarse; 10% COBBLES 4", IGNEOUS,

Poorly-graded SAND with GRAVEL (SP); medium dense; brown and gray; medium

3178+003176+00 3180+00

PROFILE

Vert. 1" = 10’

Horiz. 1" = 20’

"LOG OF TEST BORINGS 1 OF 4"

FOR PLAN VIEW, SEE

F. Nguyen



moderately hard to hard; moderately fractured.

METAMORPHIC ROCK (GNEISS); light gray and green; slightly weathered;

4

11-19-14

F. De Haro, T-M. Liao

- 30% IGNEOUS COBBLES, 3"-6", very hard.

- intensely and moderately fractured.

- intensely fractured; vertical fractures.

01-06-15

and coarse GRAVEL, subangular).

fractured; (Well-graded SAND with GRAVEL (SW); brown; dry; some fine

- from Elev 2338.5’ to Elev 2335.8; decomposed; very soft; moderately

- very hard; moderately fractured.


E. Neupert LOG OF TEST BORINGS 3 OF 4

1-12-15

R93.1/R94.2 106 107

11-9-15

19 · pdf filecalifornia state of ... stirrup spacing d20 match b b elevation there shall be...

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