HomeMy WebLinkAboutHSA020-00_South CAFO Improvement - AS-BUILT - HALA SignedPROJECT
LOCATION
210
FOOTHILL FREEWAYFOR
SANTA ANITA PARK
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
ABBREVIATIONS:
ENGINEER:
OWNER:
SOILS ENGINEER:EARTHWORK:
SHEET INDEX
SHT NO.DESCRIPTION
C-1 TITLE SHEET
C-2 DEMOLITION PLAN
C-3 GRADING PLAN
C-4 STORM DRAIN PROFILES
C-5 DETAIL SHEET
C-5A OUTLET CONTROL STRUCTURAL SHEETS
C-5B OUTLET CONTROL STRUCTURAL SHEETS
C-6 DETAIL SHEET
C-7 DETAIL SHEET
C-8 DETAIL SHEET
C-9 DETAIL SHEET
C-10 STORM TRAP DETAIL SHEET
C-11 STORM TRAP DETAIL SHEET
C-12 STORM TRAP DETAIL SHEET
C-13 STORM TRAP DETAIL SHEET
SS000 GENERAL NOTES
SS100 SUPPORT OF EXCAVATION PLAN
SS200 ELEVATIONS AND SECTIONS
SS201 ELEVATIONS AND SECTIONS
SS202 ELEVATIONS AND SECTIONS
SS500 TYPICAL DETAILS AND SCHEDULE
SOUTH CAFO BASIN
SHEET C-1
NOTE:
LEGEND:
TITLE SHEET
HSA010-01
DECLARATION OF ENGINEER OF RECORD:
GENERAL NOTES:
GRADING NOTES:
UTILITY NOTE:
SHEET INDEX
SHT NO.DESCRIPTION
M-1 CIVIL SITE PIPING AND PROFILE
M-2 MECHANICAL PLAN
M-3 MECHANICAL SECTION
M-4 MECHANICAL DETAILS
M-5 MECHANICAL SPECIFICATION 1
M-6 MECHANICAL SPECIFICATION 2
M-7 MECHANICAL SPECIFICATION 3
E-1 ELECTRICAL NOTES & LEGEND
E-2 SINGLE LINE DIAGRAM
E-3 ELECTRICAL SCHEDULES
E-4 ELECTRICAL SITE PLAN
E-5 CONNECTION & CONDUIT DIAGRAM
E-6 ELECTRICAL DETAILS
I-1 P&ID LEGEND
I-2 P&ID
GRADING SCHEDULE
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-2
LEGEND:
DEMOLITION PLAN HSA010-02
NOTE:
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-3
GRADING PLAN
NOTE:
HSA010-03
LEGEND:
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-4
STORM DRAIN PROFILE
HSA010-04
NOTE:
NOTE:
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-5
DETAIL SHEET
HSA010-05
NOTE:
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET C-5A
DETAIL SHEET
HSA010-05
10"
10"
10"
STD HOOK, TYP
PRECAST MANHOLE SHAFT
AND MANHOLE FRAME &
COVER PER CIVIL
PRECAST MANHOLE SHAFT
AND MANHOLE FRAME &
COVER PER CIVIL
PRECAST MANHOLE SHAFT
AND MANHOLE FRAME &
COVER PER CIVIL
2" CLR,
TYP, U.O.N.
3" CLR
#4 BARS @ 9" O.C.
EA WAY, T&B, TYP
#4 BARS @ 9" O.C.
EA WAY, T&B, TYP
10"
10"
2" CLR,
TYP, U.O.N.
REINF CONC SLAB,
TYP @ T&B
REINF CONC WEIR PIER PER SECTION,
REINF NOT SHOWN FOR CLARITY
REINF CONC WALL
PER PLAN, TYP
REINF CONC SLAB PER SECTION
B-B, TYP @ T&B
3" CLR 10"
#6 HOOPS @ 9" O.C., TYP
10"
WATERPROOFING & DRAINAGE
PER CIVIL, TYP
WATERPROOFING & DRAINAGE
PER CIVIL, TYP
ADD'L BAR @ BEND
AS REQ'D, TYP
ADD'L BAR @ BEND
AS REQ'D, TYP
ADD'L BAR @ BEND
AS REQ'D, TYP
DOWELS TO MATCH SIZE &
SPACING OF WALL REINF, TYP
DOWELS TO MATCH SIZE &
SPACING OF WALL REINF, TYP
BAR LAP
SPLICE, TYP
BAR LAP
SPLICE, TYP
STD HOOK, TYP
STD HOOK, TYP
STD HOOK,
TYP
10" THK REINF CONC WEIR
W/ #4 BARS @ 9" O.C. EA
WAY, EA FACE
16"
(3) CONT #6
BARS, T&B
#6 HOOPS @
9" O.C. TYP REINF CONC BM
16" MIN
TYP
(3) CONT #6 BARS, T&B, TYP
NOTES:
1. MINIMUM CONCRETE COMPRESSIVE STRENGTH
OF 3000PSI AND REINFORCING STEEL YEILD
STRENGTH OF 60KSI ARE REQUIRED.
2. SEE ADDITIONAL DETAILS ON THE FOLLOWING
SHEET FOR REINFORCING STEEL DETAILING
REQUIREMENTS.
REINF CONC WALL
PER PLAN, TYP
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO
SANTA ANITA PARK
BASIN &
UTILITY FACILITY
DETAIL SHEET
6d
F
O
R
#
3
TH
R
U
#
5
,
12
d
F
O
R
#
6
TH
R
U
#
8
135°
135°
BEND DIAMETER, D
BAR
OFFSET
STD HOOKS & BENDS
90°
180°
90°
90°
TIES & HOOKS
135°
BAR SIZE
#9 THRU #11
#6 THRU #8
#3 THRU #5
#14 THRU #18
6 1
10d
8d
NA
NA
STD HOOKS
& BENDS
6d
6d
STIRRUPS
TIES & HOOPS
4d
6d
T Y PD
MI
N
12
d
D
D
6d > 3"6d > 3"
D
D
DD
6d > 3"
.
1 PC STIRRUP 2 PC STIRRUP
TIE,
WHERE
OCCURS
NOTE:
DO NOT FIELD BEND
REINFORCEMENT
PARTIALLY EMBEDDED
IN CONCRETE.
D
DTY
Pd
4d > 2 1/2"
HOOKS & BENDS
N.T.S.
A - BAR SPACING FOR
NON-SPLICED BARS
B - BAR SPACING FOR BARS
SPLICED W/ NON-CONTACT LAP
d
WHICHEVER IS LARGER
MIN BAR SPACING
1 1/2" OR 1 1/2d
.
LESSER OF Ls/5 OR 6"
MAX BAR SPACING:
BAR SPACING
N.T.S.
CONCRETE REINFORCING DEVELOPMENT & SPLICE LENGTHS (INCHES)
BAR LOCATION
f'c > 3ksi
fy=60ksi
f'c > 3ksi
fy=60ksi
f'c > 3ksi
fy=60ksi
LWC
NWC
NWC
#6TYPE
CONCRETE
STRENGTH #3 #4 #5 #7
BAR SIZE
#8 #9 #10 #11 #14 #18
CONC WALL HORIZ REINF,
CONC WALL BOUNDARY &
TRIM REINF, FTG TOP &
SIDE REINF, BEAM TOP &
SIDE REINF
FILL ON METAL
DECK
16 821 22 28 35 16 33 43 53 69 27 66 86 32 75 97 39 84 46 93 121 54 112
REBAR
SPACING,
CLEAR
< 6"
> 6"
N/A 71
d s dh
149 N/A 109
16 721 22 28 35 11 32 42 44 57 17 48 62 20 51 66 24 63 46 75 97 54 72 N/A 71 116 N/A 109
21 827 28 36 35 45 16 43 56 69 90 27 86 112 32 97 126 39 109 46 121 157 54 145< 6"
> 6"
N/A 71 193 N/A 109
42 54 57 74 17 62 80 20 66 86 24 81 105 46 97 126 54 93 N/A 71 150 N/A 10921 727 28 36 35 45 11
22 1028 29 37 36 46 21 44 57< 6"
> 6"22 28 9
28
29 37 36 46 15 43 55 18
71 92 35 88 114 43 99 129 51 N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A59 76 22 63 82 27 68 88 32
d s dhd s dhd s dhd s dhd s dhd s dhd s dhd s dhd s dhd s dh
12
9
12
9
16
12
27
27
13
21
13
21 109
81
142
CONC WALL VERT REINF,
COLUMNS, BEAM BOT REINF,
SLAB-ON-GRADE, FOOTING
BOT REINF, FILL ON METAL
DECK
s = LAP SPLICE LENGTH
NOTES:
dh = HOOK DEVELOPMENT LENGTH
COUPLER OR WELDED
SPLICE
d s
dh
2. WHEN SPLICING BARS OF
DIFFERENT SIZE, USE LAP SPLICE
LENGTH OF LARGER BAR, U.O.N.s
MIN
2'-0ʺ CLR s
MIN
2'-0ʺ CLR
3. STAGGER EA SPACE AS FOLLOWS:
4. MULTIPLY THE TABLE LENGTHS ABOVE BY
1.5 FOR EPOXY COATED REINF.
5. BARS LARGER THAN #9 SHOULD NOT BE
USED IN CONCRETE FILL OVER METAL DECK.
1. d = DEVELOPMENT LENGTH
REINFORCING DEVELOPMENT & SPLICE LENGTHS
N.T.S.
KEY SCHEDULE
TD
12"±
TO SUIT REINFORCING
> 16"
< 8" 3/4"
2 1/2"
W
D
'T'/3
TO SUIT REINFORCING
12"±W
'D'/2
D
'T'/3
NOTE:
DETAILS APPPLY TO BOTH(H) AND (V) CONSTR JOINTS
8"-16" 1 1/2"
ROUGHEN ALL CONST
JOINT SURFACES TO 1/4"
AMPLITUDE, MIN
BEVEL EDGES
45°
KEY TYPE #1
TYPICAL FOR WALLS
KEY TYPE #2
FOR SLABS, RETAINING WALLS,
& EXTERIOR WALLS BELOW GRADE
12"±
12"±
CONSTRUCTION JOINTS
IN CONCRETE WALLS & SLABS
N.T.S.
TRIM RINFORCING SCHEDULE
MIN TRIM REINFWALL THICKNESS 't'DIAGONAL REINF
DOUBLE CURTAIN
SINGLE CURTAIN
A -PLAN ELEV
A -PLAN ELEV
2 - #8
2 - #7
2 - #6
2 - #5
12" < t < 16"
t > 16"
6" < t < 9"
9" < t < 12"
#5
#7
#5
#5
OPEN
A
DIAG REINF, SEE
SCHED (OMIT
DIAG AT FNDN)
PROVIDE STD HK AT
END OF WALL OR
EDGE OF OPNG, SEE
NOTE 7
TRIM REINF
SEE SCHED
180° HK TURN TO
PROVIDE MIN CLR
TRIM REINF
TYP WALL REINF
STD HK ROTATE TO
PROVIDE MIN CLR
TRIM REINF
TYP WALL REINF
A
A
ALL SIDES
3" CLR MAX
M
I
N
4
8ʺ
d
d
SEE NOTES 3 & 7
d
T
Y
P
24
"
MI
N SEE NOTES 3 & 7
d TYP
24" MIN
.
END OF HKS ONLY)
2" CLR MAX
1" CLR MIN (TO
't'CLR
2"
NOTES:
1. SCHEDULE REINF APPLIES TO ALL OPNGS, UNLESS OTHERWISE
SHOWN.
2. MIN TRIM REINF TO BE LARGER OF TYP WALL REINF OR SIZE
SHOWN IN SCHEDULE.
3. AT SERIES OF OPENINGS WHERE PIER OR SPANDREL IS
NARROWER THAN THREE TIMES d, RUN TRIM REINF CONTINUOUS.
4. MAY OMIT DIAGONALS IF THE LARGEST OPENING DIMENSION IS
LESS THAN 3'-0".
5. DETAIL IS NOT REQUIRED FOR OPENING SMALLER THAN THE WALL
THICKNESS OR 12", WHICHEVER IS SMALLER.
6. COORDINATE OPNG LOCATIONS AND SIZES w/ OTHER TRADES
INCLUDING BUT NOT LIMITED TO ARCHITECTURAL, MECHANICAL,
ELECTRICAL AND PLUMBING.
7. WHERE TRIM REINFORCING IS NOT ABLE TO EXTEND THE GREATER
OF ld AND 24" AS SHOWN, TRIM REINFORCING IS TO TERMINATE IN A
STANDARD HOOK.
4"
2"
4"
CLR2"'t'
TOP OF WALL OR
EDGE OF ADJACENT
OPENING, WHERE
OCCURS
END OF WALL OR
EDGE OF ADJACENT
OPENING, WHERE
OCCURS
WALL REINFORCING AT OPENINGS
N.T.S.
(1) #5X6'-0" DIAGONAL REINF @ EA
CORNER OF OPNGS & DEPRESSIONS,
PLACE @ CENTER OF SLAB, NOT
REQ'D FOR OPNGS & DEPRESSIONS
LESS THAN 2'-0" IN BOTH DIRECTIONS,
U.O.N.
STD 180° HK @
INTERRUPTED
SLAB REINF @
OPNG, T&B
WHERE OCCURS,
TYP
OPPOSITE FACE
OF BEAM, WALL,
OR SLAB, SEE
NOTE
PROVIDE HALF OF
INTERRUPTED SLAB
REINF @ EA SIDE OF
OPNG OR DEPRESSION
@ 3" O.C., T&B, MIN OF
(2) BARS, NONE REQ'D
IF NO SLAB REINF
INTERRUPTED
TYP, U.O.N.
6' - 0ʺ MAX
CLR, TYP
3" MAX
NOTE:
HOOK REINF AT EDGE OF SLAB LOCATIONS.
WHERE OCCURS, HOOK REINF INTO
OPPOSITE FACE OF WALL OR BEAM.
E Q
E Q
TYP
s
SLAB OPENING
OR DEPRESSION
IN SLAB
STD HOOK,
TYP
PLAN
N.T.S.
OPENINGS IN SUSPENDED
CONCRETE SLAB -OVER
CONCRETE FRAMING
SHEET C-5B
2
3
4
5
8
10
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-6
DETAIL SHEET
HSA010-06
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-7
DETAIL SHEET
HSA010-07
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-8
DETAIL SHEET
HSA010-08
NOTE:AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-9
DETAIL SHEET
HSA010-09
NOTE:
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
STORM TRAP DETAIL SHEET
SHEET C-10
HSA010-10
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
STORM TRAP DETAIL SHEET
SHEET C-11
HSA010-11
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-12
STORM TRAP DETAIL SHEET
HSA010-12
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
A
S
-
B
U
I
L
T
SHEET C-13
STORM TRAP DETAIL SHEET
HSA010-13
AS-BUILT
09/17/2025
HUNSAKER LOS ANGELES, INC.
26074 AVENUE HALL, SUITE 23
VALENCIA, CA 91355
JASON H. FUKUMITSU RCE 40695 DATE
SHORING PROCEDURE - DRILLED
1.DRILL VERTICAL SOLDIER PILE SHAFT.
2.PLACE SOLDIER BEAMS IN SHAFT.
3.FILL THE TOE OF THE SOLDIER PILE SHAFT WITH 2,500 PSI CONCRETE.
4.FILL BALANCE OF SHAFT WITH A SLURRY MIX. ALLOW SLURRY TO SET 1
DAY BEFORE EXCAVATING.
5.PERFORM ABOVE STEPS FOR BALANCE OF SOLDIER PILES.
6.BEGIN EXCAVATION IN LIFTS AS MAY BE DETERMINED BY THE GRADING
INSPECTOR. CLEAN SOLDIER PILES AS REQUIRED. PLACE WOOD LAGGING
AS GRADE DESCENDS. PROVIDE SLURRY BEHIND LAGGING IN AREAS OF
CAVING. OTHERWISE BACKFILL WITH GRANULAR MATERIAL.
7.CONTINUE EXCAVATION TO THE STAGE 1 ELEVATION IN THE CASE OF A
TIEBACK, RAKER OR CORNER BRACED SOLDIER PILE. IN THE CASE OF
CANTILEVER PILE, OMIT STAGE 1 AND CONTINUE TO THE BOTTOM OF
EXCAVATION.
8.IN THE CASE OF TIEBACK SOLDIER PILES, DRILL SHAFT FOR TIEBACK AND
INSTALL TENDONS PER THE "TIEBACK INSTALLATION PROCEDURE" SHOWN.
IN THE CASE OF RAKER BRACED SOLDIER PILE, INSTALL RAKER BRACE IN
ACCORDANCE WITH "RAKER INSTALLATION PROCEDURE" SHOWN. FOR A
CORNER BRACE INSTALL AT THIS STAGE IN ACCORDANCE WITH THE
SPECIFIED DETAIL.
9.REPEAT STEPS 7 AND 8 FOR THE REST OF THE TIEBACK/RAKER/CORNER
BRACE LOCATIONS.
10.COMPLETE EXCAVATION.
DRILLED SHAFTS
1.VERTICAL SHAFTS ARE TO BE MACHINE DRILLED AND ACCURATELY
LOCATED SO THAT SOLDIER PILES ARE IN PROPER RELATION TO THE NEW
BASEMENT WALL AND FOOTINGS.
2.TOLERANCE FOR INSTALLATION OF SOLDIER PILES IS ±1 INCH FOR
VARIATION OF PLAN LOCATION AND 0.5 PERCENT OF PILE LENGTH FOR OUT
OF PLUMB.
3.LOCATE SOLDIER PILES AS REQUIRED OUTSIDE OF BUILDING WALLS TO
INSURE PILE DOES NOT INTRUDE INTO FINISHED WALL DUE TO OUT OF
PLUMB OR VARIATION IN PLAN LOCATION.
4.IT WILL NOT BE NECESSARY TO DEWATER THE HOLES FOR SOLDIER PILES
SHOULD GROUNDWATER BE ENCOUNTERED PROVIDED THE CONCRETE IS
TREMIED INTO POSITION WITH APPROVED DEVICES.
5.SOLDIER PILE SHAFTS CLOSER THAN 2 SHAFT DIAMETERS ON CENTER
SHALL BE DRILLED AND POURED IN AN ALTERNATING SEQUENCE SUCH
THAT THE ALTERNATE SHAFT IS NOT DRILLED UNTIL THE ADJACENT PILE
HAS CURED FOR AT LEAST 24 HOURS.
6.PROVIDE PROTECTION OF SHAFT AGAINST SLOUGHING OR CAVING, AS
REQUIRED.
7.WHERE CAVING OCCURS, DRILLED HOLES SHALL BE CASED AND ALL
BACKFILL SHALL BE PRESSURE PUMPED SO THAT ALL VOIDS ARE FILLED.
8.ALL SHAFTS LEFT OPEN MORE THAN 12 HOURS SHALL BE CASED.
9.WHEN WATER OVER 3 INCHES IN DEPTH IS PRESENT IN DRILLED PILE
HOLES, A CONCRETE MIX WITH A STRENGTH OF 1,000 PSI OVER THE
DESIGN PSI SHALL BE TREMIED FROM THE BOTTOM UP.
STRUCTURAL STEEL
1.ALL STRUCTURAL STEEL (EXCLUDING PIPES AND PLATES) SHALL CONFORM
TO THE REQUIREMENTS OF ASTM A572 GR. 50 OR ASTM A992
SPECIFICATIONS.
2.ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53 GR. B
SPECIFICATIONS.
2.ALL STRUCTURAL STEEL ANGLES AND CHANNELS SHALL CONFORM TO
ASTM A36 SPECIFICATIONS.
3.ALL STRUCTURAL STEEL PLATE SHALL CONFORM TO ASTM A572 GR 50
SPECIFICATIONS UNLESS OTHERWISE NOTED.
4.ELECTRIC ARC WELDING SHALL UTILIZE ELECTRODES APPROVED BY
BUILDING DEPARTMENT (E 70-XX) AND PLACED BY WELDERS PROPERLY
CERTIFIED BY THE BUILDING OFFICIAL.
GENERAL
1.THESE SHORING PLANS SHALL BE REVIEWED BY THE PROJECT
GEOTECHNICAL ENGINEER PRIOR TO BEGINNING WORK.
2.CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE.
3.ALL CONSTRUCTION SHALL CONFORM TO REQUIREMENTS OF THE 2022
CALIFORNIA BUILDING CODE (CBC)
4.CONTRACTOR SHALL COORDINATE SHORING WITH DRAWINGS OF RECORD
TO ENSURE PROVISIONS FOR POCKETS, BLOCKOUTS, OFFSETS, STEPPED
FOOTINGS AND ANY OTHER ITEMS AFFECTED BY THE SHORING.
5.ENGINEER HAS NOT BEEN HIRED TO PERFORM ANY SERVICES RELATING
TO, OR IN CONNECTION WITH, WATERPROOFING AND DRAINAGE.
ENGINEER ASSUMES NO RESPONSIBILITY FOR PROJECT WATERPROOFING
AND DRAINAGE DESIGN. IF WATERPROOFING IS TO BE USED ON THE
PROJECT, PROPER COORDINATION OF SAID WATERPROOFING IS TO BE
DONE BY OTHERS.
6.CEFALI & ASSOCIATES ASSUMES NO RESPONSIBILITY FOR CONSTRUCTION
MEANS AND METHODS.
7.CLIENT AGREES NOT TO USE OR PERMIT ANY OTHER PERSON TO USE
PLANS, DRAWINGS, OR OTHER WORK PRODUCT PREPARED BY CEFALI &
ASSOCIATES WHICH ARE NOT FINAL AND DO NOT BEAR A SIGNED CEFALI &
ASSOCIATES ENGINEER'S STAMP OR SEAL. CLIENT AGREES TO BE LIABLE
AND RESPONSIBLE FOR ANY SUCH USE OF NON-FINAL PLANS, DRAWINGS,
OR OTHER WORK PRODUCT NOT SIGNED AND STAMPED OR SEALED BY
CEFALI & ASSOCIATES AND WAIVES LIABILITY AGAINST CEFALI &
ASSOCIATES FOR THEIR USE
8.HEAVY EQUIPMENT OR CRANES SHALL NOT BE LOCATED ADJACENT TO
THE SHORING BULKHEAD EXCEPT WHERE SPECIFICALLY PROVIDED FOR IN
THE DESIGN. STOCKPILING OF EXCAVATED MATERIALS SHALL NOT BE
ALLOWED ATOP THE EXCAVATION.
9.TEMPORARY BUILDING SHORING IF REQUIRED SHALL BE PROVIDED BY THE
CONTRACTOR.
10.NO EXCAVATION OR GRADING SHALL COMMENCE UNTIL 10 DAYS AFTER
ADJOINING PROPERTY OWNERS HAVE BEEN NOTIFIED IN WRITING AS
REQUIRED BY SECTION 3307.1 OF THE CALIFORNIA BUILDING CODE.
11.ALL MEMBER SIZES SHALL BE AS SHOWN OR EQUAL. AS APPROVED BY
CEFALI & ASSOCIATES, EQUIVALENT OR STRONGER MEMBERS MAY BE
SUBSTITUTED TO SUIT THE AVAILABILITY OF MATERIALS.
CONCRETE
1.ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OF
THE CBC AND TO THE PROVISIONS OF ACI 318, LATEST EDITION.
2.CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING
LABORATORY AND APPROVED BY CEFALI & ASSOCIATES.
3.SLURRY SHALL BE A MIX OF WATER, CEMENT AND SAND; 1-1/2 SACK
CEMENT PER YARD OF MIX.
4.DRYPACK SHALL BE A MIX OF WATER, CEMENT AND SAND; 1 PART CEMENT
TO 3 PARTS SAND WITH JUST ENOUGH WATER FOR WORKABILITY.
5.PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE V.
6.AGGREGATE FOR HARD ROCK CONCRETE SHALL CONFORM TO ALL
REQUIREMENTS AND TESTS OF ASTM C33 AND PROJECT SPECIFICATIONS.
7.ADMIXTURES SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF
ASTM C845, C260, C494, C 1017 OR C618 CLASSES N OR F AND PROJECT
SPECIFICATIONS.
8.CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C94.
9.A SPECIAL CONCRETE MIX SHALL BE USED FOR CONCRETE TO BE PLACED
BELOW WATER. THE CONCRETE STRENGTH SHALL BE INCREASED BY 1,000
PSI OVER THE INITIAL SPECIFICATION PROVIDED IN THE TABLE BELOW. AN
ADMIXTURE THAT REDUCE SEGREGATION OF PASTE/AGGREGATES AND
DILUTION OF PASTE SHALL BE INCLUDED. THE ADMIXTURE SHALL BE
SUBMITTED TO AND APPROVED BY CEFALI & ASSOCIATES.
10.SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES:
UNDERGROUND STRUCTURES
1.ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE
OWNER OR OTHERS ARE INDICATED WITH THEIR APPROXIMATE LOCATION
AND EXTENT IN THESE DRAWINGS. THE OWNER, BY ACCEPTING THESE
PLANS OR PROCEEDING WITH CONSTRUCTION IN ACCORDANCE WITH
THESE DRAWINGS, AGREES TO ASSUME LIABILITY AND TO HOLD CEFALI &
ASSOCIATES HARMLESS FOR ANY DAMAGES RESULTING FROM THE
EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED
TO CEFALI & ASSOCIATES.
2.THE OWNER SHALL LOCATE ALL UTILITIES AND STRUCTURES WITHIN THE
PROPOSED EXCAVATION AND MAKE APPROPRIATE ARRANGEMENTS FOR
THEIR RELOCATION OR PROTECTION, PRIOR TO THE START OF
CONSTRUCTION.
3.THE OWNER IN LOCATING ALL EXISTING UTILITIES AND STRUCTURES SHALL
INSURE THAT NO CONFLICT EXISTS BETWEEN SHORING PILES AND
EXISTING UTILITIES. IF ANY CONFLICT IS FOUND TO EXIST, IT SHALL BE
PROMPTLY BROUGHT TO THE ATTENTION OF CEFALI & ASSOCIATES AND
CONSTRUCTION SHOULD NOT START UNTIL A RESOLUTION OF THE
CONFLICT IS ACCOMPLISHED.
4.THE OWNER SHALL LOCATE AND CAP-OFF ALL SEWER LATERALS BEHIND
THE PROPOSED LOCATION OF SOLDIER BEAMS PRIOR TO THE
INSTALLATION OF SOLDIER BEAMS.
5.AN UNDERGROUND SERVICE ALERT INQUIRY IDENTIFICATION NUMBER
(USA II NO.) MUST BE OBTAINED AT LEAST TWO WORKING DAYS BEFORE
STARTING WORK WITH THIS PERMIT. TELEPHONE NUMBER 811.
TIMBER LAGGING
1.TIMBER LAGGING SHALL BE ROUGH-CUT DOUGLAS FIR LARCH, SIZE AND
GRADE AS PER LAGGING DETAIL.
2.TIMBER LAGGING THAT IS NOT REMOVED AT THE COMPLETION OF THE
SHORING PROJECT SHALL BE PRESSURE TREATED WITH 0.15 LB/CUFT CA-C
IN ACCORDANCE WITH AWPA U1.
GEOTECHNICAL DESIGN CRITERIA
1.THESE SHORING PLANS WERE PREPARED WITH CONFORMANCE TO THE
GEOTECHNICAL DESIGN RECOMMENDATIONS AS PRESENTED WITHIN THE
SOILS REPORT BY GROUP DELTA, PROJECT NUMBER LA1641, DATED
MARCH 14, 2024.
2.THE GEOTECHNICAL DESIGN VALUES USED ARE AS FOLLOWS:
A.ACTIVE PRESSURE:
A.A.CANTILEVER (TRIANGULAR):32 PCF
B.PASSIVE PRESSURE:
B.A.CONTINUOUS FOOTING 300 PCF
B.B.ISOLATED PILES (2.5Ø o.c.)600 PCF
C.COEFFICIENT OF FRICTION:0.4
D.LAGGING PRESSURE:32 PCF OR 400 PSF (MAX)
H
32
pcf
10'
100 psf
600 pcf
ACTIVE
PASSIVE
CANTILEVER
d
TRAFFIC
SURCHARGE
THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO THE RECOMMENDATIONS
OF THE SOILS ENGINEERING/GEOLOGIC REPORTS DATED BY GROUP DELTA,
PROJECT NUMBER LA1641, DATED MARCH 14, 2024.
SIGNATURE_______________________________ DATE ____________________
INSPECTIONS
1.CONTINUOUS INSPECTION BY THE SOILS ENGINEER/GEOLOGIST OR THEIR
REPRESENTATIVE IS REQUIRED FOR ALL SHORING AND EXCAVATION
OPERATIONS.
2.A SOILS/GRADING INSPECTOR SHALL VERIFY THAT THE SIZE, DEPTH AND
LOCATIONS OF EACH DRILLED HOLE COMPLIES WITH THE APPROVED
PLANS. A LOG OF DEPTH READING FOR EACH DRILLED HOLE SHALL BE
AVAILABLE FOR THE BUILDING DEPARTMENT INSPECTOR. THIS DOES NOT
WAIVE INSPECTION BY THE BUILDING DEPARTMENT.
3.A CONCRETE INSPECTOR CERTIFIED IN REINFORCED CONCRETE SHALL BE
PRESENT FOR POURING OF ALL CONCRETE AND TAKING OF SAMPLES.
4.THE CONCRETE INSPECTOR IS REQUIRED TO VERIFY THAT THE CONCRETE
MIX REQUIREMENTS, ARE IN ACCORDANCE WITH THE APPROVED PLANS. T.
5.PRIOR TO POURING CONCRETE OR GROUT IN THE DRILLED HOLES THE
GEOTECHNICAL ENGINEER SHALL POST WRITTEN CERTIFICATION AT THE
JOB SITE FOR THE CITY BUILDING INSPECTOR, STATING THAT THE SOIL
CONDITIONS ENCOUNTERED IN EACH DRILLED HOLE IS IN CONFORMITY
WITH THE CONDITIONS INCLUDED IN HIS REPORT.
6.ALL FIELD WELDING SHALL BE CONDUCTED BY A CITY CERTIFIED WELDER
AND BE CONTINUOUSLY INSPECTED BY A REGISTERED INSPECTOR
CERTIFIED IN STRUCTURAL WELDING.
7.ALL SHOP WELDING SHALL BE PERFORMED IN A CITY APPROVED
FABRICATORS SHOP.
MONITORING
1.SHORING PILES SHALL BE SURVEY MONITORED FOR LINE AND GRADE AT
THE TOP OF THE SOLDIER PILE.
2.CONTROL POINTS SHALL BE ESTABLISHED OUTSIDE THE AREA OF
INFLUENCE OF THE SHORING SYSTEM TO ENSURE THE ACCURACY OF
THE MONITORING READINGS.
3.THE PERIODIC BASIS OF SHORING MONITORING, AS A MINIMUM, SHALL BE
AS FOLLOWS:
3.1.INITIAL MONITORING SHALL BE PERFORMED PRIOR TO ANY
EXCAVATION.
3.2.ONCE EXCAVATION HAS BEGUN, THE PERIODIC READINGS SHALL BE
TAKEN WEEKLY UNTIL THE BOTTOM OF EXCAVATION HAS BEEN
REACHED.
3.3.IF PERFORMANCE OF THE SHORING IS WITHIN THE LIMITS SET
FORTH BELOW AND THERE OCCURS A 3-WEEK PERIOD WHERE THE
MOVEMENT IS LESS THAN 0.3 INCHES, THE MONITORING INTERVAL
MAY BE INCREASED TO MONTHLY INTERVALS.
3.4.THE PERIODIC MONITORING OF THE SOLDIER PILES CAN BE
DISCONTINUED ONCE THE PERMANENT STRUCTURE IS CAPABLE OF
RESISTING THE EARTH LOAD AND THIS HAS BEEN CONFIRMED IN
WRITING BY THE STRUCTURAL ENGINEER.
3.5.ADDITIONAL READINGS SHALL BE TAKEN WHEN REQUESTED BY
CEFALI & ASSOCIATES OR THE GEOTECHNICAL ENGINEER.
4.ANY 1 INCH MOVEMENT SHALL BE ANALYZED BY THE GEOTECHNICAL
ENGINEER. ANY 2 INCH MOVEMENT SHALL BE CAUSE FOR REMEDIAL
SHORING TO PREVENT ADDITIONAL MOVEMENT PRIOR TO FURTHER
CONSTRUCTION.
5.IF IN THE OPINION OF CEFALI & ASSOCIATES, MONITORING DATA INDICATE
EXCESSIVE MOVEMENT OR OTHER DISTRESS, ALL EXCAVATION SHALL
CEASE UNTIL THE GEOTECHNICAL ENGINEER AND CEFALI & ASSOCIATES
INVESTIGATES THE SITUATION AND MAKES RECOMMENDATIONS FOR
REMEDIATION OR CONTINUING.
6.MONITORING READING SHALL BE SUBMITTED TO CEFALI & ASSOCIATES
AND THE GEOTECHNICAL ENGINEER WITHIN 3 WORKING DAYS AFTER
THEY ARE CONDUCTED. MONITORING READINGS SHALL BE ACCURATE TO
WITHIN 0.01 FEET. RESULTS ARE TO BE SUBMITTED IN TABULAR FORM
SHOWING AT LEAST THE INITIAL DATE OF MONITORING AND READING,
CURRENT MONITORING DATE AND READING AND DIFFERENCE BETWEEN
THE 2 READINGS.
7.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL COMPLETE A
PHOTOGRAPHIC LOG OF ALL ADJACENT PROPERTIES AND STRUCTURES
WITHIN A 1:1 OF THE BOTTOM OF EXCAVATION.
7.1.THE CONTRACTOR SHALL DOCUMENT THE EXISTING CONDITIONS OF
WALL CRACKS ADJACENT TO SHORING BULKHEADS PRIOR TO START
OF CONSTRUCTION.
ELEMENT
SLURRY BACKFILL
SOLDIER PILE TOES
STRENGTH
(PSI)
N/A
2,500
DENSITY
(PCF)
N/A
150
SLUMP
(IN)
N/A
1-3
SHORING PROCEDURE - VIBRATORY
1.OPTIONAL STEP: PRE-DRILL VERTICAL SHAFT.
2.VIBRATE STEEL BEAM TO REQUIRED TIP ELEVATION.
3.PERFORM ABOVE STEP FOR BALANCE OF SOLDIER PILES.
4.BEGIN EXCAVATION IN LIFTS AS MAY BE DETERMINED BY THE GRADING
INSPECTOR. CLEAN SOLDIER PILES AS REQUIRED. PLACE WOOD LAGGING
AS GRADE DESCENDS. PROVIDE SLURRY BEHIND LAGGING IN AREAS OF
CAVING. OTHERWISE BACKFILL WITH GRANULAR MATERIAL.
5.CONTINUE EXCAVATION TO THE STAGE 1 ELEVATION IN THE CASE OF A
TIEBACK, RAKER OR CORNER BRACED SOLDIER PILE. IN THE CASE OF
CANTILEVER PILE, OMIT STAGE 1 AND CONTINUE TO THE BOTTOM OF
EXCAVATION.
6.IN THE CASE OF TIEBACK SOLDIER PILES, DRILL SHAFT FOR TIEBACK AND
INSTALL TENDONS PER THE "TIEBACK INSTALLATION PROCEDURE" SHOWN.
IN THE CASE OF RAKER BRACED SOLDIER PILE, INSTALL RAKER BRACE IN
ACCORDANCE WITH "RAKER INSTALLATION PROCEDURE" SHOWN. FOR A
CORNER BRACE INSTALL AT THIS STAGE IN ACCORDANCE WITH THE
SPECIFIED DETAIL.
7.REPEAT STEPS 4 AND 5 FOR THE REST OF THE TIEBACK/RAKER/CORNER
BRACE LOCATIONS.
8.COMPLETE EXCAVATION.
VIBRATED PILES
1.SOLDIER PILES ARE TO BE MECHANICALLY VIBRATED INTO POSITION TO
THE PILE EMBEDMENT ELEVATION AND ACCURATELY LOCATED SO THAT
SOLDIER PILES ARE IN PROPER RELATION TO THE NEW BASEMENT WALL
AND FOOTINGS.
2.TOLERANCE FOR INSTALLATION OF SOLDIER PILES IS ±1 INCH FOR
VARIATION OF PLAN LOCATION AND 0.5 PERCENT OF PILE LENGTH FOR
OUT-OF-PLUMB.
3.LOCATE SOLDIER PILES AS REQUIRED OUTSIDE OF BUILDING WALLS TO
INSURE PILE DOES NOT INTRUDE INTO FINISHED WALL DUE TO OUT OF
PLUMB OR VARIATION IN PLAN LOCATION.
4.GROUND VIBRATIONS (PPV) SHALL BE MONITORED DURING SHORING
INSTALLATION.
5.SETTLEMENT MONITORING MONUMENTS SHALL BE SURVEYED DURING THE
PILE INSTALLATION.
6.THE LEVEL OF VIBRATION (PPV) SHALL NOT EXCEED THE THRESHOLD OF
0.5 IN/SEC. PEAK PARTICLE VELOCITY.
7.IN THE EVENT ANY PPV EXCEEDS THIS VALUE, THE SHORING CONTRACTOR
SHOULD MODIFY THE INSTALLATION PROCEDURE TO REDUCE THE VALUES
TO BELOW THE THRESHOLD. IF THE CONTRACTOR CANNOT REDUCE THE
VALUES BELOW THE THRESHOLD THEN THE PILE SHALL BE INSTALLED VIA
THE DRILLED PROCEDURE.
8.LOOSENING OF THE SOIL IS PERMITTED FOR EASE OF VIBRATING THE
PILES INTO PLACE BY PRE-DRILLING AND BACKSPINING THE AUGER TAKING
CARE NOT TO REMOVE SOIL WHEN WITHDRAWING THE AUGER.
9.THE SHAFT SHALL NOT BE AN OPEN HOLE SHAFT. THE AUGER DIAMETER
SHOULD BE AT LEAST 2 INCHES LESS OR 75 PERCENT OF THE DEPTH OF
THE WEB OF THE BEAM (WHICHEVER IS LESS). (e.g. A W18x SOLDIER PILE
MAY BE PRE-DRILLED WITH A 14 INCH AUGER). PRE-DRILLING MAY EXTEND
TO THE PROPOSED BOTTOM OF EXCAVATION BUT MAY NOT EXTEND INTO
THE PILE TOE.
CONSULTANTS:
GEOTECHNICAL ENGINEER
CIVIL ENGINEER
SHEET
DRAFTER:
PROJECT NO.:
DRAWING NO.:
DATE:
SCALE:
OF 6
SHEET NAME:
PROJECT NAME:
03/27/2024
24-014
285 W.HUNTINGTON DRIVE
ARCADIA CA. 91007
MARK DATE DESCRIPTION
PIT REVISION04/22/20241
SANTA ANITA PARK
GROUP DELTA
310.320.5100
HUNSAKET & ASSOCIATES
661.294.2211
COPYRIGHT, 2024
CEFALI & ASSOCIATES, INC.
ALL RIGHTS RESERVED
This structural system and details are proprietary and the
exclusive product of Cefali & Associates, Inc. No part of these
drawings shall be reproduced, copied or used without the
knowledge and written consent of Cefali & Associates, Inc.
Cefali & Associates, Inc.
4344 Laurel Canyon Blvd, Suite 3
Studio City, CA 91604
818.752.1812
engineering@cefali.com
www.cefali.com
1994-2024
30 ANNIVERSARYYE
A
R
DEPTH REVISION05/16/20242
GENERAL NOTES
L.S.
SS000
1
1" = 1'-0"
470
47
0
475
466.2
466.3
466.6
465.7
467.7
467.6
467.6
468.6
468.6
469.6
469.7
470.6
466.6
466.4
466.8
466.1
467.4
467.5
468.4
471.4
472.7
(SS)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E)
(E)
(E)
(E)
(SD)
(SD)
(444.34 INV)
(S
D
)
(S
D
)
(SD)
(SD)(SD)(SD)(SD)
(455.91 INV)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(SD)
(SD)
(SD
)
(SD
)
(SD
)
(SD)
(SD)
SMH
EX
I
S
T
.
8
"
W
(SD)(SD)(SD)
(SD)(SD)(SD)(SD)
(T
)
(
E
)
(
E
)
(E
)
(E
)
(E
)
(SS
)
(SS
)
(SS
)
(SS
)
(S
S
)
(S
S
)
(S
S
)
(SD
)
(S
D
)
(SD
)
(SD)
(SD)
EXIST. 10" SEWER
SMH
EXIST.
1
2
"
W
(T)
(T)
(T)
(E)
(E)
(E)
(E)
(E)
(SS
)
(SS
)
(SS)
(SS)
(SS)
(SS)
(S
S
)
(S
S
)
(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)(SS)
(SS)(SS)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(
S
S
)
(
S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(S
S
)
(SS
)
(SS)(SS)(SS)(SS)(SS)(SS)
(SS)
(SS)
(SS)
(S
S
)
(S
S
)
(SS
)
(SS
)
(S
S
)
(SS
)
(SS
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(SD
)
(SD
)
(SD)
(S
D
)
(S
D
)
(S
D
)
(S
D
)
(E)(E)(E)
(E
)
(E)
(E)
(E)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(E)(E)(E)
(G)(G)(G)(G)(G)(G)(G)(G)
3"
G
(G
)
32
"
D
N
(G
)
(G
)
(G
)
(G
)
3"
G
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
(G
)
33
"
S
D
27"
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)(G)
(G)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(E
)
(E
)
(E
)
(E
)
(E
)
(E
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)
(T)(T)
(T
)
(T
)
(T
)
(T
)
(T
)
(T)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(E)(E)(E)(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(E)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(W)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
(SD
)
P
47
1
46
9
46
8
46
7
470
46
6
47
2
4
7
1
4
7
0
4
6
9
469
46
8
46
7
46
6
46
6
466.1
464.11
INV
464.10
INV
468.19
INV
463.20
INV
465.59
INV
465.69
INV
8"
S
S
8'-0"5 SPACES @ 7'-0"o.c.17 SPACES @ 8'-0"o.c.7'-8"6 SPACES @ 7'-0"o.c.
8'
-
0
"
7'
-
8
"
4
S
P
A
C
E
S
@
7
'
-
0
"
o
.
c
.
14
S
P
A
C
E
S
@
8
'
-
0
"
o
.
c
.
8'-0"7'-8"3 SP @ 7'-0"o.c.24 SPACES @ 8'-0"o.c.
8'
-
0
"
14
S
P
A
C
E
S
@
8
'
-
0
"
o
.
c
.
7'
-
8
"
4
S
P
A
C
E
S
@
7
'
-
0
"
o
.
c
.
1
SS201
1
SS200
3
SS201
2
SS202
UTILITIES TO BE
RELOCATED
1 5 10 15 20 25 30
31
35
40
45
50
51556065707579
80
85
90
95
99
2
SS200
2
SS201
1
SS202
3
SS202
CONSULTANTS:
GEOTECHNICAL ENGINEER
CIVIL ENGINEER
SHEET
DRAFTER:
PROJECT NO.:
DRAWING NO.:
DATE:
SCALE:
OF 6
SHEET NAME:
PROJECT NAME:
03/27/2024
24-014
285 W.HUNTINGTON DRIVE
ARCADIA CA. 91007
MARK DATE DESCRIPTION
PIT REVISION04/22/20241
SANTA ANITA PARK
GROUP DELTA
310.320.5100
HUNSAKET & ASSOCIATES
661.294.2211
COPYRIGHT, 2024
CEFALI & ASSOCIATES, INC.
ALL RIGHTS RESERVED
This structural system and details are proprietary and the
exclusive product of Cefali & Associates, Inc. No part of these
drawings shall be reproduced, copied or used without the
knowledge and written consent of Cefali & Associates, Inc.
Cefali & Associates, Inc.
4344 Laurel Canyon Blvd, Suite 3
Studio City, CA 91604
818.752.1812
engineering@cefali.com
www.cefali.com
1994-2024
30 ANNIVERSARYYE
A
R
DEPTH REVISION05/16/20242
SUPPORT OF
EXCAVATION PLAN
L.S.
SS100
2
1/16" = 1'-0"
SUPPORT OF EXCAVATION PLAN 16'8'0 32'
1/16" = 1'-0"
NORTH BULKHEAD ELEVATION LOOKING NORTH 1
470 469 468 467
EL. 466.0
BOE. 449.0 BOE. 449.0
471
1 5 10 15 20 25 30 31
2
SS200
B.O. BASIN
EL. 450.0
DIRT FILLED
NORTH SECTION 2
d
H
SEE SCHEDULE
468.33
BOE. 449.0
CONSULTANTS:
GEOTECHNICAL ENGINEER
CIVIL ENGINEER
SHEET
DRAFTER:
PROJECT NO.:
DRAWING NO.:
DATE:
SCALE:
OF 6
SHEET NAME:
PROJECT NAME:
03/27/2024
24-014
285 W.HUNTINGTON DRIVE
ARCADIA CA. 91007
MARK DATE DESCRIPTION
PIT REVISION04/22/20241
SANTA ANITA PARK
GROUP DELTA
310.320.5100
HUNSAKET & ASSOCIATES
661.294.2211
COPYRIGHT, 2024
CEFALI & ASSOCIATES, INC.
ALL RIGHTS RESERVED
This structural system and details are proprietary and the
exclusive product of Cefali & Associates, Inc. No part of these
drawings shall be reproduced, copied or used without the
knowledge and written consent of Cefali & Associates, Inc.
Cefali & Associates, Inc.
4344 Laurel Canyon Blvd, Suite 3
Studio City, CA 91604
818.752.1812
engineering@cefali.com
www.cefali.com
1994-2024
30 ANNIVERSARYYE
A
R
DEPTH REVISION05/16/20242
ELEVATIONS &
SECTIONS
L.S.
SS200
3
1/8" = 1'-0"
2 2
2
2
EL. 466.0
EAST BULKHEAD ELEVATION LOOKING EAST 1
EL. 467.0
31 35 40 45 50 51
2
SS201
B.O. BASIN.
EL. 450.0BOE. 449.0 BOE. 449.0
DIRT FILLED
EAST SECTION 2
d
H
SEE SCHEDULE
466.41
BOE. 449.0
EL. 467.0
SOUTH BULKHEAD ELEVATION LOOKING SOUTH 3
467 468 469 470 471
51 55 60 65 70 75 79 80
1
SS202
BOE. 446.0
BOE. 449.0
B.O. BASIN.
EL. 450.0 BOE. 449.0
CONSULTANTS:
GEOTECHNICAL ENGINEER
CIVIL ENGINEER
SHEET
DRAFTER:
PROJECT NO.:
DRAWING NO.:
DATE:
SCALE:
OF 6
SHEET NAME:
PROJECT NAME:
03/27/2024
24-014
285 W.HUNTINGTON DRIVE
ARCADIA CA. 91007
MARK DATE DESCRIPTION
PIT REVISION04/22/20241
SANTA ANITA PARK
GROUP DELTA
310.320.5100
HUNSAKET & ASSOCIATES
661.294.2211
COPYRIGHT, 2024
CEFALI & ASSOCIATES, INC.
ALL RIGHTS RESERVED
This structural system and details are proprietary and the
exclusive product of Cefali & Associates, Inc. No part of these
drawings shall be reproduced, copied or used without the
knowledge and written consent of Cefali & Associates, Inc.
Cefali & Associates, Inc.
4344 Laurel Canyon Blvd, Suite 3
Studio City, CA 91604
818.752.1812
engineering@cefali.com
www.cefali.com
1994-2024
30 ANNIVERSARYYE
A
R
DEPTH REVISION05/16/20242
ELEVATIONS &
SECTIONS
L.S.
SS201
4
1/8" = 1'-0"
22 2
2
22
2
DIRT FILLED
SOUTH SECTION 1
d
H
SEE SCHEDULE
468.33
BOE. 449.0
WEST BULKHEAD ELEVATION LOOKING WEST 2
471 471
80 85 90 95 99 1
1
SS202
33"SD33"SD8"SS
8"SS
BOE. 449.0 BOE. 449.0
B.O. BASIN.
EL. 450.0
DIRT FILLED
WEST SECTION 3
d
H
SEE SCHEDULE
471.0
33"SD
463.79±
8"SS
464.87
BOE. 449.0
CONSULTANTS:
GEOTECHNICAL ENGINEER
CIVIL ENGINEER
SHEET
DRAFTER:
PROJECT NO.:
DRAWING NO.:
DATE:
SCALE:
OF 6
SHEET NAME:
PROJECT NAME:
03/27/2024
24-014
285 W.HUNTINGTON DRIVE
ARCADIA CA. 91007
MARK DATE DESCRIPTION
PIT REVISION04/22/20241
SANTA ANITA PARK
GROUP DELTA
310.320.5100
HUNSAKET & ASSOCIATES
661.294.2211
COPYRIGHT, 2024
CEFALI & ASSOCIATES, INC.
ALL RIGHTS RESERVED
This structural system and details are proprietary and the
exclusive product of Cefali & Associates, Inc. No part of these
drawings shall be reproduced, copied or used without the
knowledge and written consent of Cefali & Associates, Inc.
Cefali & Associates, Inc.
4344 Laurel Canyon Blvd, Suite 3
Studio City, CA 91604
818.752.1812
engineering@cefali.com
www.cefali.com
1994-2024
30 ANNIVERSARYYE
A
R
DEPTH REVISION05/16/20242
ELEVATIONS &
SECTIONS
L.S.
SS202
5
1/8" = 1'-0"
2 22
2
2
d
SEE SCHEDULE
H
FI
L
L
B
A
L
A
N
C
E
W
I
T
H
S
L
U
R
R
Y
25
0
0
P
S
I
C
O
N
C
.
H
d
TYP. CANTILEVER BULKHEAD SECTION
DRILLED 1A
1
VIBRATORY 1B
1/4" = 1'-0"
BOTTOM OF FOOTING (BOF)/
BOTTOM OF EXCAVATION (BOE)
EXISTING GRADE (EG)
BOTTOM OF FOOTING (BOF)/
BOTTOM OF EXCAVATION (BOE)
EXISTING GRADE (EG)SOLDIER PILE SOLDIER PILE
LAGGING3
-LAGGING3
-
TYPICAL WOOD LAGGING DETAIL 3
LC SOLDIER PILE
NOTE:
1.ANY WOOD LEFT IN THE GROUND SHALL BE TREATED WITH PRESERVATIVE.
2.WOOD LAGGING EXTENTS OF AND HEIGHT OF LIFTS AS DETERMINED BY
GEOTECHNICAL ENGINEER'S REPRESENTATIVE.
CORNER
1" MIN.
(TYP.)
1" MIN.
PROVIDE SLURRY BACKFILL
BEHIND WOOD LAGGING
FOR FULL BEARING
WOOD LAGGING1
3x DF #2 FULL DEPTH FOR SPANS ≤ 8'-0".
4x DF #2 FULL DEPTH FOR SPANS > 8'-0"
WALL
BY OTHERS
PLACE LAGGING AS
GRADE DESCENDS2
3/4" = 1'-0"
SOLDIER PILE 23/4" = 1'-0"
SECTION
SOLDIER PILE
CJP
SPLICE DETAIL
CONSULTANTS:
GEOTECHNICAL ENGINEER
CIVIL ENGINEER
SHEET
DRAFTER:
PROJECT NO.:
DRAWING NO.:
DATE:
SCALE:
OF 6
SHEET NAME:
PROJECT NAME:
03/27/2024
24-014
285 W.HUNTINGTON DRIVE
ARCADIA CA. 91007
MARK DATE DESCRIPTION
PIT REVISION04/22/20241
SANTA ANITA PARK
GROUP DELTA
310.320.5100
HUNSAKET & ASSOCIATES
661.294.2211
COPYRIGHT, 2024
CEFALI & ASSOCIATES, INC.
ALL RIGHTS RESERVED
This structural system and details are proprietary and the
exclusive product of Cefali & Associates, Inc. No part of these
drawings shall be reproduced, copied or used without the
knowledge and written consent of Cefali & Associates, Inc.
Cefali & Associates, Inc.
4344 Laurel Canyon Blvd, Suite 3
Studio City, CA 91604
818.752.1812
engineering@cefali.com
www.cefali.com
1994-2024
30 ANNIVERSARYYE
A
R
DEPTH REVISION05/16/20242
TYP. DETAILS &
SCHEDULE
L.S.
SS500
6
AS NOTED
PILE SCHEDULE2
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-1
STORM WATER PUMP STATION
CIVIL SITE PIPING AND PROFILE
HSA010-XX
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-2
STORM WATER PUMP STATION
MECHANICAL PLAN
HSA010-XX
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-3
STORM WATER PUMP STATION
MECHANICAL SECTION
HSA010-XX
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-4
STORM WATER PUMP STATION
MECHANICAL DETAILS
HSA010-XX
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-5
STORM WATER PUMP STATION
MECHANICAL SPECIFICATION 1
HSA010-XX
” ”” ” ””
”
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-6
STORM WATER PUMP STATION
MECHANICAL SPECIFICATION 2
HSA010-XX
”
·
·
·
·
·
·
·
·
·
DEVELOPMENT SERVICES DEPARTMENT
CITY OF ARCADIA SOUTH CAFO BASIN &
SANTA ANITA PARK
UTILITY FACILITIES
SHEET M-7
STORM WATER PUMP STATION
MECHANICAL SPECIFICATION 3
HSA010-XX