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SEAWARD OF 1064 / 1066 AND Z
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MS . A BLANCHARD , 1 NEPTUNE AVENUE
ENCNTAS , CALFOR N A 9 2 QFESS/0 2 4 ��� MA AND
5 No. C. 16459 Z
E5 No. GE 554
EXP.6-30-05
IVIS .. SAU N D R A P ELLETER 1 pqg 064 �IEPTU ��
E AVEf� UE BREVIATIONS. 9 AB. ANCHOR BOLT INS. INSULATION ENC
A/C AIR ALTERNATE CONDITIONING TNT. INTERIOR N I TAS CAL I FORN l A 92024
AM. AGGRECATE JST. JOIST q
ALT. ALTERNATE KPL KICK PLATE
APX. APPROXIMATE KIT. KITCHEN
A.D. AREA DRAIN K.O. KNOCKOUT
ASPH. ASPHALT L.B. LAG BOLT W
A.S. ALUMINUM SLIDING WINDOW LAM. LAMINATE (D)
BM. BEAM LH. LEFT HAND
BIT. BITUMINOUS L LENGTH
BLK'G. BLOCKING LW. LIGHTWEIGHT
BLDG. BUILDING LW.C. LIGHTWEIGHT CONCRETE p�\0(LBE
B.U.R. BUILT UP ROOFING LL LIVE LOAD
C.O. CLEAN OUT LVR. LOUVER Sj
C.J. CEILING JOISTS LPT. LOW POINT Cn
CJT. CONTROL JOINT MAX. MAXIMUM SPECIAL CONDITION NOTES
CORN. CORRUGATED MIN. MINIMUM
CFL COUNTER FLASHING MTL METAL
CFT CUBIC FOOT MMB. MEMBRANE G�\)C 5
CYD CUBIC YARD MWK. MILLWORK 1. The proposed seawall shall conform as close) to the natural 1064 NEPTUNE AVENUE
W
CLG. CEILING MISC. MISCELLANEOUS P P y
CLR. CLEAR (N) NEW contour of the bluff as possible. SITE y� W SS LL
C.M.U. CONCRETE MASONRY UNIT N.I.C. NOT IN CONTRACT 2. No local sand, cobbles or shoreline rocks shall be used NOT PART ❑ F
EMERGENCY -a
DBIL CONCRETE N.T.S. NOT TO SCALE O
DEL DOUBLE o/ OVER for backfill or for any other purpose as construction material.
DEr. DETAIL D.C. ON CENTER Disturbance to sand and intertidal areas shall be minimized PERMIT t^
DIA. DIAMETER O.D. OUTSIDE DIAMETER ,
DIAG. DIAGONAL O.H. OVERHANG to the maximum extent possible. y Q\PNP U
D.F. DOUGLAS FIR T.
PKT. POCKET POCKET DOOR
D.H. DOUBLE HUNG WINDOW PK 3. Any existing permanent irrigation systems located within o Sj
DR. DOOR P/L PROPERTY LINE the geologic setback area (40 feet from the bluff edge) TIT
D.S. DOWN SPOUT P.T. PRESSURE TREATED shall be removed Or capped.
(E) EXISTING P.T.D.F. PRESSURE TREATED DOUGLAS FIR
n S
EA EACH pyyp, PLYWOOD 4. All runoff from impervious surfaces on the site shall be W� Z
ELEC. ELECTRICAL R.W.L. RAIN WATER LEADER collected and directed away from the bluff edge towards �n LLJ
EQ. EQUAL REF. REFER LLI Z
EXT. EXTERIOR REQ. REQUIRED the street and shall avoid ponding in the pad area. ER
F.F. FINISH FLOOR RFTR. RAFTER 5. The seawall Shall be colored and textured, to the extent Z 3PSp W
Q
FLSH'G. FLASHING REG. REGISTER Z
FUR. JSTS. FLOOR JOISTS RE REINFORCE (D), (ING) possible, the surrounding bluff areas. Coloring of the seawall 51• W
Q W
FLO. FLUORESCENT RET. RETURN will be performed using PERMEON coloration system. Z Q W
F.O.S. FACE OF STUD RA RETURN AIR
FAS. FASTEN, FASTENER REV. REVISION (S), REVISED 6. No staging of equipment or materials shall occur on sandy \P Z
FN. FENCE R.D. ROOF DRAIN VGP� ~
FA FIRE ALARM RFG. ROOFING beach or public parking areas. During both construction and LE Q W =)
0-
F.E. FIRE EXTINGUISHER RM. ROOM the removal stages of the project, the permitee and or 8\vO. Z
W
F.EC. FIRE EXTINGUISHER CABINET R.O. ROUGH OPENING contractor shall not store any construction materials or waste (�/
W Z
F.H.S. FIRE HOSE STATION S.C. SELF CORE y ) VICINITY MAP LL_ 0- Z
FPL FIREPLACE S. CL SELF CLOSING where it Will be or could potential be subject to wave erosion �
FP FIRE PROOF SCHD.. SHEATHING and dispersion. No machinery shall be placed, stored or W W
FLX FLEXIBLE
CO
SNT. SCHEDULE otherwise located in the intertidal zone at any time. NOT T❑ SCALE �ROpP Z
� p
FUR FLOOR (ING) SNT. SEALANT � �
FD FLOOR DRAIN SEC. SECTION 7. Construction corridors shall be located in a manner that has , O
O
FND. FOUNDATION SUM. SIMILAR the least impact on public access to and along the shoreline.
FRG. FOOTING SKL SKYLIGHT P P it J O �
FR• FRAME (ED (ING) S.P. SOUND PROOF 8. No work, unless approved by the City of Encinitas and
FUR FURNISHED BY OTHERS SPEC. SPECIFICATION (S) the California Coastal Commision staff, shall occur on the beach Q
FUR FURRING SQ.
FLIT FUTURE STD. STANDARD between between Memorial Day weekend and Labor Day of any year. SHEET INDEX :
LLI
GA. GAUGE STR. �'
O � cnQJ �
GAILY. GALVANIZED TYP. TONGUE AND GROOVE 1 . C 0 V E R SHEET i— —� z ' °_
G.F.I. GROUND FAULT INTERRUPTED CIRCUIT T.P. TOP PLAN
G.L.B..S. GLUE LAMINATED BEAM TYP. TYPICAL (IN OTHER LOCATIONS) Z J
G.S.M. GALVANIZED SHEET METAL TEL TELEPHONE
GD. GRADE THR. THRESHOLD m U Q
GVL GRAVEL TOL TOLERANCE SLAa 2 . SITE PLAN m < U
HBD. HARDBOARD TSL
HOW. HARDWARE T. W Q Z (n
HAD. HARDWOOD U.N.O. UNLESS NOTED OTHERWISE n,- (n 0
HTG. HEATING HVAC. HEATING/VENTILATING/ V.B Ll-
AIR CONDMONING VNR VAPOR BARRIER 3 . PROFILE SECTION A — A Q w � � Q
HT. HEIGHT V•G• VENEER ERiICAL GRAIN 4. SECTIONS AND DETAILS °- Q u) z
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H.C. HOLLOW CORE W.P. WEATHER PROOF Of Vi ui Z0
HDR DP. HEADER BEAM WTW WAINSCOT LOWER WALL W
HT. HOT DIPPED WALL TO WALL
I.C.B.o. BUILDING INTERNATIONAL CONFERENCE OF W.C. WATER CLOSET
BUILDING OFFlCWS WIN. WINDOW
I.D. INSIDE DIAMETER WD. YYOOD FILE NO
4 5 . SECTIONS AND DETAILS , NOTES rATe -
oi,af - 10-29
ALD ti r ° cr 01-011
UPPER WALL
co PW 5 M. N0.
6 . - 7 . KEYSTONE WALL — x '25-03
4'•45-U3
SECTIONS AND DETAILS
RIEVISM
3-29-04
REVISION APPROVED DATE REFERENCES DATE BENCHMARK SCALE COMMUNITY DEVELOPMENT DESIGN BY: DRAWN BY: CHECKED BY: APPROVALS
CITY OF ENCINITAS ENGINEERING DEPARTMENT DRAWING NO. o� BY` RH
/� L ROM RH ROM
DESCRIPTION: SAN DIEGO COUNTY VERTICAL CONTROL �iMe.- -e e��-y T L��rn/� PLANS PREPARED UNDER THE SUPERVISION OF: RECOMMENDED APPROVED
REPAIRS TO LOWER AND UPPER BLUFF cH¢cl® �` rtoM
MONUMENT NO. O.C. 141. Qh f � Wr, '0/ uSG
LOCATION: LOCATED ON EAST SIDE OF HWY 101, HORIZONTAL: AS SHOWN �Gl, iL � u,Yl� DATE; 10/29/01 ce�"�`` « �SQ` �
MS. ANITA BLANCHARD, 1066 NEPTUNE AVENUE, ENCINITAS
150' SOUTH OF THE CENTERLINE OF EL G.E. NO.: 554 �, � 7614—TE
PORTAL STREET IN THE CITY OF �� MR. JAMES MCINNIS, 1070 NEPTUNE AVENUE, ENCINITAS
ENCINITAS. VERTICAL: AS SHOWN WAE- �' EXPIRATION: 6/30/05 BY: a `� BY: MS. SAUNDRA PELLETIER,
1064 NEPTUNE AVENUE, ENCINITAS 1 OF
RECORD FROM: C.S.D. VERTICAL CONTROL J`r/�J/pc� ROBERT D. MA ONY, G.E. DATE:5-`1-0� DATE: S161p� WORK PROJECT NO. 01 -01
1 SHEET 1 OF 7
ELEV: 63.913 M.S.L. DATUM: U.S.C. & G.S.
I I I I � � I I U, 1 \ \ \�� � `\ 1 ► ► � 11 ,1 \ I I \ � i I z
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I ' I I I I 1 I I \ \o a T2 PR PERTY NE I 1 �' No. C. 16459 Z
0 I I I I I I ( I I ► IN 4(1 6 30'�E \ \ � m / 80.�7 �.__ --- � � � W
No. GE 554
\ I 101 I I 1 i i I �_ i 1 \\ \\ \\ .N o - p ----------- / I > z *
GB(P.6-30-05
O \ I I , I I I I I I I I \ \ \ \ ► 6 0 N} DE SLAB AVERAGE 11 , <� �Q
n I , I I I �3 6 I I I ( I I I I I I ► \ \ \ ( / / #1 w 3 0 * CANTILEVER ---- =
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1 11111 k \ I I I I , I I I I I I \\ ` ` '1 1 1 PR POSE BU D I �
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z 1 , i ( I 1 , I I 1 ► '\ 1 1 1 xs0 RETAINING WALL ' rCT► I I
OF DRILLE PIER BUILDING FOOTPRINT SEAWAL I
1
III T L (4)
LOWER BLUFF III I ► I 1 I I ► i , i i , \ OT \\ CONC BLANCHARD RESIDENCE j I
1 I
TOP THE SYSTEM I 111 1 ( LJIMITS 0� FILLI I I 89.7 I
TOP ❑. THE WALL I 1 I I 1066 NEPTUNE AVENUE I �C
11 ' I I AT EL. 31 MSL / / / / 1 I I I I
IIIII 13
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t( f I �! —I— I --
1 T.O.W. / 1 \IIIII ' ( EL. 315.0'± \\ \ I `\ \\ �\ \ ----� j
f I II \ EL. 31.0'± //�� r I 1 I
1 \ ( I III I INSTALL APPRdX. 20' \ \ ► I I \ \\\ \ N P OPOSED C ISSON -O*IONS I
0 KEYST NE gETAININ \ l \\\� \\
13 I I 1 I I WALL AT IS❑UTH(=RN PRO ERTY\ \ \\\ \\ \\\ \ 1 4 PTUNE - NOT A A F BUILDING FOOTPRINT I
3 / I I I LI HEI HT OF WALL T BE \ \\ \ \\\� \ < E ERGE Y PERM, I ►
i 1 / k 1 I ' III I AP R❑X. 3�-0' TO 6'-0• c x.) \ \ \\\ \\ \�� PELLETIER RESIDENCE, I I
/ I I I I I TYP CAL SHEET CT ON� \ \\�\ \\ \ \\\� \ I L1J
`\ \\\\ \\ \\\\\\\\\ \\ \\���� \\\ \ I 1064 NEPTUNE AVENUE I I
6 1 O
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NOTE, ci� vi
THIS MAP WAS PREPARED USING PHEIT13GRAMMETRIC COMPUTER LEGEd11 W
AIDED DRAFTING TECHNIQUES. of BEACH SAND REPLENISHMENT SAND W/ COBBLE p NOTE, PLAN RLE NO.
IN OPEN, UNOBSTRUCTED AREAS THIS MAP COMPLIES WITH Qls SLOPE FAILURE/LANDSLIDE THE LENGTH OF SEAWALL IS 75 FEET.
NATIONAL STANDARDS FOR MAP ACCURACY. IN AREAS OF SCALE: 1"=10'
Qt PLEISTOCENE TERRACE DEPOSIT THE EIGHT IS 31 FEET M.S.L. "
DENSE VEGETATION WHERE THE GROUND IS OBSCURED FROM VIEW, MAX.. .LDAME 10-29-01
CONTOURS MAY DEVIATE FROM CORRECT ELEVATION. Ebr EOCENE BEDROCK THE MAX. EXPOSED HEIGHT WITH NO PROJECT
----- UPPER EDGE OF LANDSLIDE BEACH SAND IS 25± FEET. 01-011
owO. No.
I STATE THAT THIS DATA HAS BEEN PRODUCED INDICATES DIRECTION OF SLIDE MOVEMENT FWASON warm.-02
BY ME OR UNDER MY DIRECTION IN GEOLOGIC CONTACT A& 7-31-02
CONFORMANCE WITH THE REQUIREMENTS OF REASON p 4-25-03 THE CALIFORNIA LAND SURVEYOR'S ACT
(CALIFORNIA BUSINESS AND PROFESSIONS TOP❑GRAPHIC MAP OF REMSION 4 1_12-04
CODE SECTION 8700 ET SEG.). ryEygp,1
zo 0 20 NEPTUNE AVENUE , LEUCADIA BY: s 3-29-«DESWIED FOR 101
TovrL i L JOHN NIVEN - SOILS ENGINEERING CHECKED
BY, RDM
FIELD SURVEY CONTROL 1 MARCH 9, 2001
John L. Walters PLS SCALE 1' = 20' CONTOUR INTERVAL 1 FT.
5933 SEA LION PLACE, SUITE 100 CARLSBAD, CA 92008 NORTH 1807 SOUTH NEVADA STREET 2 OF 7
OCEANSIDE, CALIFORNIA 92054 DATE OF PHOTOGRAPHY JOB NO. SHEET OF
(760) 722-1200 MARCH 12, 2001 201065 1 1
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Z W Vl m
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WOP!4lNG PLATFORM DISTANCE TO v
FOR BACKFILL OPERATIONS Z = i
ELEV. TOP OF EXISTING — w Z
E APPROX. GRADE LEVEL SLOPE 10 MIN.) (E) RESIDENCE, �) RESIDENCE, o a
(M.S.L.) EL. 81.5'f 1070 NEPTUNE AVE. I E066 NEPTUNE AVE
(PROJECTED) O
80
80
(E) CAISSON
\ 10' DEEP (4)
O Z
O
EXISTING GROUND SURFACE Ld Z
70 (N) TIEBACK J W U
GEOGRID SLOPE W 70 O Ld 0_
Z P
0 V)
PROPOSED FINISHED SLOPE, j Z z
APPROX. 1.5:1 (H:V) - Lo Pal a- W O
60 _ — 0
SECONDARY GEOGRID _-_ PROPOSED 30" DIA.
® 2' VERTICAL INTERVALS, _-_- DRILLED PIER GRID)
TE SAREBXP1100 OR EQUIV. --- BURIED RETAINING WALL ��QRpMA
_ N9�
50 _= 50
____ No. C. 16459 Z
PRIMARY GEOGRID ---- �?
® 2' VERTICAL INTERVALS, S'-0't ----- Al No. GE 554
TENSAR UX 1500SB ---- APPROX. BENCH TERRACE DEPOSITS EXP.6-30-05
OR EQUIV. Qls CUT 2'-0't
40 PROPOSED SEAWALL -_ -_ _--- �S 4t 40 9�F F CA��FORZ�`P
TOP OF WALL EL. 31.0't -__ _-_ 9t�,�� SLIDE PLANE
30 0 ---- 30 z
GRAVEL FILL TO EL. +26' =�
WRAPPED IN FILTER FABRIC Q
MIRAFI 140N OR EQUIV. —
WALL TO BE HAND SCULPTED U bw Id ZO AND COLORED PER CITY FRIABLE
20 LLB
OF ENCINITAS STANDARDS
SAND W COBBLE \
VARIES of
10 Tl 10 LI
117e14 B-2 PROPOSED TIEBACKS EOCENE FORMATION —
Ll_
PROJECTED
Ebr O Q
0 0
CL Q
LLI :D
=) z
LLI Z W
o PROFILE SECTION A - A o > a W
SCALE: 1"=10' z Q Lu z
Q LLI
z � a-
� wz LLJ
LEGEND: rL z
Ld
of BEACH SAND REPLENISHMENT SAND W/ COBBLE >LJJ Z (0 (D
Qls SLOPE FAILURE/LANDSLIDE > (D O
Qt PLEISTOCENE TERRACE DEPOSIT
Ebr EOCENE BEDROCK O O O
— GEOLOGIC CONTACT Ly Q
LL_ 0_ F_ z
O 2:_j
A — JZUwO LI
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THE E LENGTH OF SEAWALL IS 75 FEET. LLI FQ- z 0
THE MAX. HEIGHT IS 31 FEET M.S.L. [L_� Q Z
THE MAX. EXPOSED HEIGHT WITH NO C � Q (a Z
BEACH SAND IS 25t FEET.
DOl U) 0w
FU ND.
DA17E
10-29-01
PRWECr
01-011
DWG. NO.
Ndnnb-03
REVISION
Q2 7-31-02
REVISION
3Q 4-25-03
REVISION
1-12-04
REVISION
QS 3-29-04
DESIONO BY:
RH
CND Bt:
RDM
3 OF 7
6"
5 ® 6" C.C.± EW Z_
INSTALL CONTINUOUS THRU
PRE—DRILLED HOLES OR 4"x3" KEY 13"* i Z
BEHIND & FRONT BEAM /
31' MSL± 4' WIDE "J" DRAIN OR " 1 i 0 a 't cli
4 WIDE J" DRAIN OR ° n
— — — — —
SIMILAR AT 8 C. 5 ® 6" C.C.± EW / U " n
SIMILAR AT 8 C.C. Z M
� m
RETURNS TO BE DETERMINED
I II I #5 ® 12' C.C.± EW BY ENGINEER IN FIELD c N a z m
Z m z
II II "WEAR" COURSE -` / o N J
SEE SECTION E/4 II II MONOLITHIC CONCRETE I wtox4s O < t o
II I II #5 ® 12" C.C.± EW PLACEMENT 16' ( IN.) N 'R y a
INSTALL CONTINUOUS THRU ;+I FULL DEPTH Z ,,, 'n
0 24' MSL± III VARIES ,� 2 11 s FROM 0, • I rn
I — — — — — — PRE—DRILLED HOLES OR a j EL. 9 MSL TO W �+ o
° II I BEHIND & FRONT BEAM _ EL. 24' MSL W > >
n , UPSLOPE Z 3 m rl
Il -UNBONDED AREA-� SECTION E /4 °wE:.`,?" COURSE-/ Z = Z
6' DUti MIN. HOLE W DCP
SCALE: 3/8"= 1'-0" MONOLITHIC CONCRETE w i °x
DYWIDAG ANCHOR OR EQUAL),
21' MSL± USE MUL71STRAND ANCHOR PLACEMENT 2 " J a
— — — — — — \ SEE ETAIL D/4 w/ (3) 0.6' DIA 270 KSI STRANDS to
" I DOUBLE COROSION PROTECTED Q
PLACEMENT N RETE
_ II , II 30'± (MX.%_� DETAIL G /4 DETAIL H /4
w SEE SECTION F/4 a T1 (13) TOTAL SCALE: 3/8"= t'-0" SCALE: 3/8"= t'-0" O
LSEE NOTE 13 Z —
II 25" (SHEEP 5 OF 5) of
J U
W
to W
II
13' * 13°* O Z
(2) #11's 6" U
Z
W Z
O
5" 5 ® 6" C.C.± EW 4' WIDE "J" DRAIN OR
APPROX. LOC ON OF SIMILAR AT 8 C.C. EITHER SIDE (TYP.)
EXISTING GRADE VARIES 3" PVC BACKDRAIN II° °II TOP & BOTTOM I
AT 11' MSL II°I°II I STIFFENER 3/16" 3 8" STIFFENER
#5 ® 12" C.C.± EW
11' MSL± "WEAR" COURSE QfZOFESS/O,(,
LL °II MONOLITHIC CONCRETE
DRILL 10 FEET MIN. INTO - —, — — — II° °II 2 1" PVC PIPES PLACEMENT — - - - - — CL BAR MANp
ql
9 MSL± — - - - - — CL BEAM y
FORMATIONAL MATERULS OR _ _ _ _
" No. C. 16459 Z
AS DIRECTED BY ENGINEER = 25-± w No. GE 554
IN THE FIELD. ° ° VARIES * /EXP.6-30-05
CONSERVATIVELY TIP OF DRILLED__ 6' MSL±_ _ II° °II 2 3/4"x3/4"x2'-6"
PIER SHOWN AT EL. -5' MSL± SEE SECTION H/4 IL STITCH 1" PLATES (CENTER ON SLOTS)
TOE OF WALL TO BE 1 04" C.C. 3/16" PLAN OP CAL�FO
.I EMBEDDED AT LEAST 3 II II 2 DU\. DRILLED PIER SECTION F/4
°
0
FEET INTO BEDROCK OR
N
AS THE FIELD.BY ENGINEER II I I W1Ox49 SCALE: 3/80= 1 0
FULL DEPTH II
II
— — =5 MSL± — _ L I * NOTE: 13 INCH WALL THICKNESS ASSUMED i1
I II
FOR STRUCTURAL CALCULATIONS NUT
DETAIL B /4 REIFORCEMENT STEEL SHALL BE
SCALE: 3/8"= 1'-Q" EPDXY COATED.
6"x3 1/2"x3/8" ANGLE 4° SLOT OR AS O I Q
(TRIMMED AS NEEDED) TO ACCOMMODATE TIEBACK I I Q
3 8" STIFFENER TIEBACK III U
I� (IF REQUIRED) I �� Z V)
NORTHERN 11070 NEPTUNE AVENUE 1066 NEPTUNE AVENUE I 1064 NEPTUNE AVENUE " III 0
PRO LINE AN SOUTHERN
3/16" 3/8 STIFFENER II
L II
LIMITS OF WORK LIMITS OF WORK
100-0•t FOR ALLITHREE PROPERTIES III Q LLJ
II
1 I W1 0x49 II
so-o"t 2s_o•± 25_o•f I I /u
LLJ L1 _I 0
-0
s'-0•t e'-0• t e•-o• t a'-0• t a•-o• t a•-0• t s• • t a•-0" t a'-o• t e' • t a'-o• t e'-0• t
uJ 0
I
PROPOSED B/4 I
W
TIEBACK I I SIDE FRONT w z w
31' MSL - - - - W Q
DETAIL D /4 0
z > z
SCALE: 3/4"= 1'-0" Q Z
( I I H W
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SEE DETAIL G/4 I I I I I I I I I I I I I r v
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SIM. SEE DETAIL G/4 LL_ CL
W Z O
z C0 O
21 MSL
APPROX. FINISHED SAND
O O
TABLE "B" - TIEBACKS SCHEDULE Oj L _ o w
' GRADE AT BEACH (VARIES)
7' MSL - - - - — I I I I I I I I I I I I I MRK DESIGN TEST
LOCK-OFF UNBONDED BONDED TOTAL TYPE * o � Q J
I I " LOAD LOAD LOAD ZONE ZONE LENGTH
3 PVC DRAIN KIPS KIPS KIPS FEET FEET FEET Z 2 J Of
OUTLET AT +11 MSL± �—y f� Z U W O
1 I I I I I I I I I I I Tt 90.0 135.0 54 20 30 50 TOTAL
(13) W Q Q
11' MSL - - - - — —
Ld
I I I 1 <
a- Qzaz
* MULTISTRAND ANCHORS, OR BARS, TO BE DCI DYWIDAG, OR EQUAL, Q U)
6' MSL — — — — DCP-DOUBLE CORROSION PROTECTED I -
MULTISTRANDS: USE (3) 0.6" DIA. 270 KSI ANCHOR
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I I I I I I I I ( I I I 1" PVC DRAIN O W
Op
-M
BOTTOM OF WALi
AT +7 MSL TO 9 MSL
AT EL. 6 ± MSL 4' WIDE "J DRAIN OR SIMILAR I ( I I I I I ME
FINAL DEPTH TO BE W/ OUTLET ABOVE FORMATION
I I I DETERMINED BY ENGINEER I I ' I I I I I I 1 2' DIA. PIER TYP.
® 8' C.C.± DRILL 10 FEET MIN. INTO Paocr BASE
0' MSL — — — — AT TIME OF CONSTRUCTION 01-011
I I I FORMATIONAL MATERIALS OR DWG. No.
AS DIRECTED BY ENGINEER mcinn*-o+
IN THE FIELD.CONSERVATIVELY TIP OF DRILLED 2 -31-02
1 I 1 1 I B/4 1 I I 1 I I I 1 `�0N
-5' MSL — — — —
PIER SHOWN AT EL. -5' MSL± RE:vtsm 4-2s-o3
rrtvrsloN 0 1-12-04
3'-0"± 8'-0't a'-0'f 8'-0•t 8'-0•t 8'-0•± 8'-0•± a'-0"± 9'-0"t 81-0"f 8•-0"f 8'-0't
a'-0•± 3'-0•t REMION 3-29-04
(MAX.) (MAX.) (MAX.) (MAX.) (MAX.) (MAX.) (MAX.) (MAX.) (MAX.) (MAX.) (MAX.
(MAX.) Orsltxlm ar:
RN
CHECKED BY:
Now
LOWER WALL ELEVATION
SCALE: 3/16"= 1'-0" 4 OF 7
v
GENERAL NOTES: z
1. Design and construction to be in 14. Chemical grouting notes: O N a
CANTILEVER DECK JCR6 accordance with 1997 UBC and local Codes. Chemical grouting to be done H
N ^<
SLAB ON GRADE 6'-0" (MAX.) by contractor with at least UGH CLEAN SURFACE OR 2. All dimensions,
conditions and location of M
#5 ® 12" #4 ® 12" #5 ® 12" (4)#11 (EACH FACE) TIEBACK #5 ® 12" o.C. F/5 IMBED, PROVIDE 6"x2" KEY OPTIONAL
5 years relevant experience in
(OPTIONAL) facilities to be verified and determined �
(E) GRADE � �� " use of sodium silicate grout. �
AS REQ D 3'-O"± 2 -6 6 t T.O.P.W. in field. F-
C/5 VARIES Chemical grout mix less than 35% c „
5 1/2" 3'_6" EL. 81.5't grade N sodium silicate (PQ Z a M .r.
_ 4 0 12" c.c. 3. Exact location of drilled piers for buried Corporation) or equivalent plus O
W L
"Co 1 % retaining wall at upper bluff can be stoichiometrically balanced organic U a
«; "
adjusted as field conditions require. ester hardener.
Inorganic accelerator may be O
;n " , EXISTING IMPERVIOUS 4. All cast-in-place concrete shall have divalent salt or acid salt. Z
N «' n
1 #5 0 12 C.C. • c SURFACE compressive strength at 28 days of Injection spacing, depth, and
0_ W o_
o i� ' c 4,000 psi shotcrete/concrete quantity to be determined by W M }
" c (4)#11 EACH FACE ` o
#5 ® 12 C.C. contractor to permeate 33% of Z 3 „
• . 5. All structural steel shall be A 572, Gr. 50, Fy=50 ksi. volume of neat line grout zone. =
W
_ o #4 TIES ® 12 C.0 138" EMBEDMENT Injection method may be single Z z
TT LENGTH (MIN.) 6. Reinforcing steel to be Gr. 60 for #4 bars point, descending stage, split W
z $
JLIJ 45" EXTENSION and above. C a
" • • spaced technique or tube a „
WITH 15 HOOK " J In
manchette technique. If tube
C.J. ROUGH CLEAN SURFACE OR 7. All exposed steel shall, if any, to be a manchette" method is used 0
" " galvanized or coated with corrosion all tubes shall be installed prior
EQ. E EQ, EQ. PROVIDE 8x8 x2 KEY (OPTIONAL} • inhibiting paint. to starting grouting process.
(TYP.) (TY .) (TYP.) (TYP.) F/5 Tieback heads to be completely coated with Mix water shall
be clear and free g
" 59" EMBEDMENT LENGTH - epoxy grout or concrete. of injurious concentrations of -
#4 TIES ® 12 FOR #11 BAR (TYP.) tO dissolved salts. Potable water is ZO
(45" EXTENTION WITH 15" HOOK) _ ® 8. Special inspection is required for installation acceptable. If
reclaimed water is Z
EMBEDMENT LENGTH D/5 0 of drilled piers and tiebacks, and taking of concrete used, contractor shall
certify U
FOR #9 BAR (TYP.) I w test specimens for concrete having f c of 3,0OOpsi. water is safe for contact with
J W D
30 CONCRETE J_ (UBC 1997 section 1701) O LLJ Of
-i -H PIER (TYP.) all site personnel. U) Z
o in iq 9. Section at construction joint make rough « O z
I I D/5 D/5 1 D 5 D/5 or form key. LS. THE �nRADE BEAM C«NaltTiN4 �w>E 4 w O
in O o DRcc.1.6o PIRR CA#qGo.44 Ar T*0 Top of
M M M 10. Minimum 3" concrete cover required for all 'rw- a F-uf wim % REMOVBe wvYWO 15 U
= reinforced concrete exposed to soil or cast DAYS or CWSTRUCTco.i or 1W 5010
SEE SECTIONS FOR I against soil. Ca¢oARCO 6W_vLF1LL .
STEEL DETAILS
30" DIAMETER ® Qs 11. On-site soils may be used to reconstruct QROFESS/0
DRILLED PIER w slope at existing scarp. Import of additional
#4 TIES (TYP.) I soil may be necessary; finished slope 1.5:1 t (H:V). 4k;4�e tt V- ONE Fy
U-) Construction process and placement of fill
shall be periodically observed b Project Soils No. C. 5 459 rn
Engineer of record. y � No. GE 554 m
EXP.6-30-05 -'
12. Splices of rebor to be class (B) splice. OFCA��F
If shotcrete method is going to be
C/5 '� utilized, lap splices of reinforcing bars
3'-0"t 8'-0-(MAX.) 8'-0-(MAX.) 8'-0-(MAX.) in shotcrete shall be by non-contact
lop
100'-0"t ® clearance °
ce between bars (UBC least �
Sec.
w 13. Tieback notes:
I 1-
See Table "B"-Tieback Schedule and relevant
CY) notes on tieback sections.
GRADE BEAM DETAIL A/5 Tieback anchors to be DCI Dywidog, or equal. Q W
SCALE 1/2"= 1' (5)#1 (4)#9 Tiebacks to be installed at 8'-0" C.C.t. Z �-
�/ Tiebacks shall be double corrosion protected - DCP.
Use adequate centralizers 0 10'-0 C.C.t (if bar is used). Q O J
Hole diameter at contractor's option. z
i�
to Grout to be cement grout w/water-cement
#5 0 12" 6" CURB o ® ratio (w:c) of 0.4 to 0.5 = 5 gal. per
(TOP & BOT.) 3OCk ABBREVIATIONS:
M w Allow up to 22.5 cf sand/yard. Z
4Q 5 /2" ~ Allow cure time before testing.
d d Provide for two stages of grouting. (E), (N) -Existing, New O J
" ' #4 ® 12" (BOT.) D First stage of grouting shall be for T.O.W. -Top of wall W
#5 0 12' d d testing of tiebacks. Holes to be tremie B.O.P.W. -Bottom of pier wall I-
"01 4 d d pipe grouted from bottom of hole for T.O.P.W. -Top of pier wall
Q i bonded zone. C.C. -Center to center
Co Second stage of grouting shall be U.N.O. -Unless noted otherwise LLJ W
i ® accomplished after accepted testing, all
4 FOR PIER i� 0 way up remaining hole.
_ SEE DETAIL D/5 �� � � w Fraction grouting may be utilized,
p i at contractors option, to achieve
I Q d considerably higher soil-grout bond LEI Z
in = d 4 i� c'' capacity. Z W
co d - i Multistrand anchors are factory equiped with grouted LEI Z >
Ni PVC sleeves. Z > Q
R I / _ W Q Lv
TABLE "B" - TIEBACKS SCHEDULE Q Q w
5 0 12" i° Z �
(TOP & B T.) w MARK DESIGN TEST LACK-OFF UNBONDED BONDED TOTAL TYPE * Z F- LIJ
P LOAD LOAD LOAD ZONE ZONE LENGTH Z
KIPS KIPS KIPS FEET FEET FEET ry F- Z LLI
FOR PIER T2 60.0 90.0 40 16 24 40 TOTAL (12) > Z C0 O
SEE DETAIL D/5 i c0
3'-0"t 8'-0"(MAX.) 8'-0"(MAX.) 0"(MAX ) EL. 46 . MULTISTRAND ANCHORS, OR BARS, TO BE DCI DYWIDAG, OR EQUAL,
O O O
*
DCP-DOUBLE CORROSION PROTECTED
MULTISTRANDS: USE (2) 0.6" DIA. 270 KSI ANCHOR (MIN.) L_ O
BAR: USE 1" DIA, GR. 150 DYWIDAG BAR AND HARDWARE, DCP. 0 H Q
SLAB DETAIL B/5 I CANTILEVER DECK O N =J �
SCALE 1/2"= 1' SLAB ON GRADE F- Z U 1 O
SECTION C/5 6'-0" (MAX.) m Z Z Li 'L
SCALE 1/2"= 1' IMBED,
AS REQ'D 3'-0"t 2'-6" 6"t EXISTING IMPERVIOUS � m �U
#4 TIES AT 12" C.C. AS b=30" 5 1 SURFACE U) 0
SHOWN O 6"SECTION
W/ C UPSLOPE UPSLOPE (4) #9 EQ. SPACED = 3'-6" - W Lv Z u
6 X 2" KEY
135' HOOKS 30" DIAMETER ON UPSLOPE SIDE co #5 0 12 C.C. 1 % Q Q z Q
f'c=4000 psi pQ D Q U) Z_Is(4) #9 ON CONC. PIER 5) #11 SPACE W/ 1 1/2"
GAPS F, 5� ^ L_J U
UPSLOPE SIDE MIN.) ON DOWNSLOPE SIDE #4 0 12" C.C. " CK V) U) Z
MIN. DEVELOPMENT LENGTH LAP LENGTH • #4 TIES ® 12 O.C. � g g Lid
#5 0 12 C.C.
IN INCHES (Id): IN INCHES (1.31d): #5 0 12" C.C. (4) 11 EACH FACE
(5) #11 ON ° = I OR 6) #9 EACH FACE (TYP.) FU N0'
f c = 3.0 ksi f c = 4.0 ksi f c = 3.0 ksi f c = 4.0 ksi DOWNSLOPE SIDE G 1 �1 ° 6"x6"x1" • 8"
DIA. HOLE W/ BAR o�'E io-29-01
L USE #4 HOOPS AT 12 C.C. STEEL PLATE DYWIDAG (OR EQUAL):
#4 12" 12" #4 16" 16" 3" MIN CLEAR GpQ FULL LENGTH. W/ BEVELED 1" DIA. 150 KSI OR 01-011
#5 15" 15" #5 20" 20" PLACE #4 HOOPS AT 6" C.C. WASHER • • 3 STRAND: (2)-0.6"DIA. 270 KSI M.
«o. Me""r-as
- 3' SECTIONS AS SHOWN r�oN
#6 19" 18" #6 25" 24" " ON SECTION C/5). PROVIDE �''---�M�N ) 0 '-31
#8 35" 30" #8 46" 39" b=30 HOOPS W/ 135' HOOKS OR USE • - " ---� ON 0 4-25-0
#9 44" 38" #9 58" 50" #3 SPIRAL AT 3" PITCH CONTINUOUS. "EVO0N Q 1-12-04
#11 68" 59" " " SECTION D/5 COVER PL., BAR & NUT \_� T2 p 3-29-04
#11 89 77 SCALE 1/2"= 1' ALT. SECTION D�5 W/ CONCRETE TIEBACK (T2): DESKMIED sr.
FOR LAP SPLICES USE CLASS "B" SPLICES. SCALE 1/2"= 1' 2 1/2"DIA. PVC SLEEVE TEST LOAD=90.DESIGN LOAD0.0 KIPS
0.0 KIPS CHEOM sv. ""
ROM
(LAP OF 1.31d) AT CONTRACTOR'S OPTION ROUND LOCK-OFF LOAD=40.0 KIPS
HOOPS OR SPIRAL COULD BE UTILIZED: SECTION F/5 UNBONDED ZONE=16' (MIN.)
SCALE 1/2"= 1' BONDED ZONE=24' (MIN.)
TOTAL ANCHOR LENGTH=40' (MIN.) 5 OF 7
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PL # 1070
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TABLE — KEYSTONE GEOGRID SCHEDULE Z m
NATIVE MATERIALS O ca W
CLAYEY CAP U (0 J
MINI OR COMPAC UNIT I "H" HEIGHT "Lg" - DEPTH OF SOIL NOTE U < � O 11
BACKFILL WITH NATIVE ORGANIC-FREE OF WALL REINFORCEMENT FABRIC Z W N M
TOP COURSE, REMAINING PROPOSED BACKFILL SOILS OR IMPORT MATERIALS,
BLOCKS STANDARD UNITS (VARIES) w W a 2
COMPACTED TO 90% MAX. DRY DENSITY. 4'-0" 4'-0" w > > co
Z = ^
6'-0" 6'--C" = Z
z =
8'-0" w 7'-0" a
J_ S
---�--�— ------ --- -�--- CALTRANS CLASS II PERMEABLE 10'-0" 7'-6" O
MATERIAL DRAIN BEHIND WALL V)
OR 3/4" CLEAN DRAIN ROCK 12'-0" 8'-0"
WRAPPED IN FILTER FABRIC
W I MIRAFI 140N (OR EQUAL) 13'-0" 8'-6" U ZO
1n GRID 2 Z F=
---- - ---------------- J_
3 LL: Lw=2'-0" Lg—SEE TABLE � U
W
> I U Z �
APPROX. EXISTING GRADE PROPOSED FILL SLOPE NOTES: - Uj
12" APPROX. 1 .5:1 (H:V) DESIGN SOIL PARAMETERS AS PER GSTABL 7 - SLOPE STABILITY z Z
MATERIAL ANALYSIS, BY SEC, DATED 10-21 -01 : LLJ
O
I 12 0 C g
o
SLIDE DEBRIS (FILL) 32 DEG. 0 115 PCF
f GRID 1 c� ESS/o
QFtOfH
C.------ --------------------
Z I TERRACE DEPOSITS 36 DEG. 100 PSF 1 15 PCF ��a p. MAHp q�
FILL BEHIND KEYSTONE WALL (Lg) TO BE COMPACTED TO 90% MAX. DRY DENSITY. " No.No. G G E 5 5 459
z
w 54 �^
KEYSTONE UNITS BY KEYSTONE SYSTEMS COMPANY; UNIT TYPE STANDARD (21 .5"). EXP.6-30-05 k
SOIL REINFORCEMENT FABRIC (GEOGRID) TO BE AT CONTRACTOR'S OPTION: * L
UNDISTURBED 2. M M G 1 P OR
NATIVE ENSAR - UX 1500SB TYP. FCAL�F���\P
LEVELING PAD, COMPACTED MATERIAL
GRANULAR FILL 1/2" TO 3/4" 4" DIA. PERFORATED PIPE SDR 35 OR SCH. 40,
CRUSHED STONE OR GRAVEL SLOPE 2% f TO DRAIN, CONNECT TO
OR COMPACTED DRAINAGE SOLID 4" DIA. PIPE, DAYLIGHT TO DRAIN DITCH
MATERIAL BEHIND (E) RET. WALL AT TOE OF SLOPE J
Q 0
z
SECTION THROUGH KEYSTONE Q
RETAINING WALL (TYP.) LLJ (f)SCALE: NONE z
Z
O —I
>_ U Q
Ld I I W
0
wZ
Z
wZ >LLJ
z > Q
wQ w
z aZ �
Q bi
w Z
UNIT FILL i I
FABRIC *BA& FILL i i LLJ Ld Z
I I HAND CUT UNITS TO > Z to 00
I I WITHIN 1/2" OF PIPE > �D
I I 00
J O
8" UNIT LL W Q
2 -4" CAP UNITS OR ;:`: :•:•::.. O = J
1 -8" CAP UNIT
4"
CAP t•:;
I 0 I
F O ° ° O O '
m < U
— wQ z
8" TYP. �.^�.:�J Q LL J :2 ~ 5 Q
f a < zNZ
KEYSTONE RETAINING WALL SCOUR PROTECTION
MIN. SIZE 1/2 UNIT AT END AS REQ'D USE CK U)U w
6" CRUSHED STONE BASE ALTERNATE WITH FULL UNIT EACH COURSE RIPRAP
OR PRECAST
OR UNREINFORCED CONCRETE SLAB IN OUTLET AREA
PAD ME Ho.
w,E
10-29-01
PROJWr
01-011
TOP OF WALL STEPS LEVELING PAD AND STEP DETAILS TYPICAL DETAIL FEW No.
TYPICAL DETAIL "'`""a°—°°
SCALE: NONE SCALE: NONE " 10N
STANDARD UNIT AT OUTLET PIPE OUTLET ELEVATION � '--29-04
SCALE: NONE SCALE: NONE REYMION
F EMOM
DESKM 9Y:
RH
CHEOM BY.
ROM
6 OF 7
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a
0
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W m
Z = rl
4" CAP UNIT z Z
i = _
w
o a
4' + —i L
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N (n
GEOGRID IS TO BE PLACED ON LEVEL
O O BACKFILL AND EXTEND OVER PINS.
PLACE NEXT UNIT, PULL GRID TAUGHT L Z
° O O O O AND BACKFILL. STAKE AS REQUIRED. z 0
STANDARD UNIT w
O. uix
o N z N
18" Z Z
w O
PLAN U
O PLACE GRID OVER PINS,
PLACE NEXT COURSE, PULL
° 4 TIGHT AND BACKFILL. q
O
AH
00 a a .° . a'• A v, a. Z5 N0. C. 16459 Z
°. KEYSTONE STANDARD UNIT IXP.6E30505 A
GRID/PIN CONNECTION �� \*
SCALE: NONE 9jFoFE
UNIT FACE FACE cAt�F
KEYSTONE STANDARD UNIT
ISOMETRIC KEYSTONE STANDARD UNIT
SCALE: NONE
I I J
I Q
I I
II >> Z
SCALE: NONE W
z U'
z
NOTE:
KEYSTONE COMPAC UNIT IS SHOWN AS ALTERNATIVE ~
THAT COULD BE USED AT CONTRACTOR'S OPTION
5 1/4" FIBERGLASS W w W
FOR WALL NOT EXCEEDING 3' IN HEIGHT. PIN u� Q
KEYSTONE STANDARD UNIT w 2:
GRID CONNECTION ? z
LLJ
SCALE: NONE
+ wQw
N O o z Qw �
Oo o O Q w � 0-
Z I— w
� � wz
0- Z
4" CAP UNIT " w w
c0
18 Z C0 0
4' PLAN O 00
Llj
e° a GEOGRID IS TO BE PLACED ON LEVEL LL O W Z
a O
BACKFILL AND EXTEND OVER PINS. Q —I
a !. PLACE NEXT UNIT, PULL GRID TAUGHT Z U W Q
° ° a a :d . O Q. AND BACKFILL. STAKE AS REQUIRED. ('�('� Z Z a- LL-
•° A . W 0 Q J Q Q
• - a. - : . e , -. - - LL In
COMPAC UNIT O Q W Q
FACE < Q < Z
LiJ o% vi vi Z
•° PLACE GRID OVER PINS, :2
:2 V) w
KEYSTONE COMPAC UNIT PLACE NEXT COURSE, PULL
TIGHT AND BACKFILL.
SCALE: NONE FlLE N0'
WE
10-29-01
PROJWr
8" KEYSTONE COMPAC UNIT 0wr. NO. Mdnnis-0,
GRID/PIN CONNECTION "e0N 3-29-04
SCALE: NONE ReWISM
x \ UNIT FACE KEYSTONE COMPAC UNIT FEWSM
RN
ISOMETRIC CHECM 9r:
SCALE: NONE mm
7 OF 7