caltrans dwg plans
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
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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
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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
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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
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N
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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
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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
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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
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OF
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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
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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