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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
POST MILE
BRIDGE NO.
SHEET OF
US
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=>
s125726
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05-
FE
B-2016
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08:15
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
TE
RE
D
RP
OFESSIONAL
EN
GI
NE
ER
AINROFILACFO
ETA
T
S
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
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
08 40
ORIGINAL SCALE IN INCHES
FOR REDUCED PLANS0 1 2 3
STANDARD DRAWING BRIDGE NO.
POST MILE
54-1299lr-s_sa-n(30s).dgnFILE =>
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s125726
SHEET OF
DIST COUNTY ROUTESHEET TOTAL
PLANS APPROVAL DATENo.
Exp.
CIVIL
RE
GIS
TE
RE
DP
ROFESSIONAL
EN
GI
NE
ER
S
TATE
OF CALIFORN
IA
REGISTERED CIVIL ENGINEER
TOTAL PROJECT SHEETS
POST MILES
DATE
No.
UNIT:
PROJECT NUMBER & PHASE: CONTRACT NO.:
REVISION DATES
EARLIER REVISION DATES
DISREGARD PRINTS BEARING
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
DIVISION OF ENGINEERING SERVICES
DESIGN BRANCH
UNIT:
PROJECT NUMBER & PHASE: CONTRACT NO.:
DESIGN
DETAILS
QUANTITIES
CHECKED
CHECKED
CHECKEDBY
BY
BY
0 1 2 3
FILE => 54-1299lr-s-saad.dgn
POST MILE
BRIDGE NO.
SHEET OF
US
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=>
s125726
DA
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05-
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B-2016
TI
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08:17
REVISION DATES
FOR REDUCED PLANS
ORIGINAL SCALE IN INCHES
EARLIER REVISION DATES
DISREGARD PRINTS BEARING
DIST COUNTY ROUTEPOST MILES SHEET
No. 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
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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08:18
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
US
ER
NA
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=>
s125726
OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS
ENGINEERING SERVICES
DRAWN BY:
CHECKED BY:
FUNCTIONAL SUPERVISOR
NAME:
ORIGINAL SCALE IN INCHES
FIELD INVESTIGATION BY:
FILE => 54-1299lr-z-lotb_01.dgn
CALIFORNIA
STATE OF
DEPARTMENT OF TRANSPORTATION
STRUCTURE DESIGN
DIVISION OF ENGINEERING SERVICES
DESIGN BRANCH
UNIT:
PROJECT NUMBER & PHASE:
19
BRIDGE NO.
POST MILE
0 1 2 3 21 24
SHEET OF
CONTRACT NO.:
REVISION DATES
EARLIER REVISION DATES
DISREGARD PRINTS BEARING
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
Terminated at Elev 2346.3’
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%
HOFF WASH BRIDGE (REPLACE)54-1299L/R
LOG OF TEST BORINGS 1 OF 4
1-12-15
R93.1/R94.2 104 107
11-9-15
Terminated at Elev 2338.3’
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
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
US
ER
NA
ME
=>
s125726
OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS
ENGINEERING SERVICES
DRAWN BY:
CHECKED BY:
FUNCTIONAL SUPERVISOR
NAME:
ORIGINAL SCALE IN INCHES
FIELD INVESTIGATION BY:
FILE => 54-1299lr-z-lotb_02.dgn
CALIFORNIA
STATE OF
DEPARTMENT OF TRANSPORTATION
STRUCTURE DESIGN
DIVISION OF ENGINEERING SERVICES
DESIGN BRANCH
UNIT:
PROJECT NUMBER & PHASE:
19
BRIDGE NO.
POST MILE
0 1 2 3 22 24
SHEET OF
CONTRACT NO.:
REVISION DATES
EARLIER REVISION DATES
DISREGARD PRINTS BEARING
01-12-15
MATERIALS AND GEOTECHNICAL SERVICES
12-26-14 01-02-15
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
Terminated at Elev 2347.8’
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;
during field investigation.
Note: Groundwater was not encountered
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
HOFF WASH BRIDGE (REPLACE)54-1299L/R
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
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
US
ER
NA
ME
=>
s125726
OGS CIVIL LOG OF TEST BORINGS SHEET FOR REDUCED PLANS
ENGINEERING SERVICES
DRAWN BY:
CHECKED BY:
FUNCTIONAL SUPERVISOR
NAME:
ORIGINAL SCALE IN INCHES
FIELD INVESTIGATION BY:
FILE => 54-1299lr-z-lotb_03.dgn
CALIFORNIA
STATE OF
DEPARTMENT OF TRANSPORTATION
STRUCTURE DESIGN
DIVISION OF ENGINEERING SERVICES
DESIGN BRANCH
UNIT:
PROJECT NUMBER & PHASE:
19
BRIDGE NO.
POST MILE
0 1 2 3 23 24
SHEET OF
CONTRACT NO.:
REVISION DATES
EARLIER REVISION DATES
DISREGARD PRINTS BEARING
01-12-15
MATERIALS AND GEOTECHNICAL SERVICES
12-26-14 01-02-15
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
Terminated at Elev 2339.9’
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
Terminated at Elev 2331.8’
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
during field investigation.
Note: Groundwater was not encountered
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.
HOFF WASH BRIDGE (REPLACE)54-1299L/R
E. Neupert LOG OF TEST BORINGS 3 OF 4
1-12-15
R93.1/R94.2 106 107
11-9-15