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The proposed seawall shall conform as closely to the natural contour of the
c, bluff as possible.
I r is �C �S To £?t"1 i= i�i�l
2. No local sand, cobbles or shoreline rocks shall be used for backftil or for any
other purpose as construction material. Disturbance to sand and intertidal
nareas shall be minimized to the maximum extent possible
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3. Any existing permanent irrigation systems located
within the geologic
rye C setback area (40 feet from the bluff edge) shall be removed or capped•
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4. All runoff from impervious surfaces on the site shall be collected and
J ' � directed away from the bluff edge towards the street and -shall avoid pondiag
of the pad arm
5. the
• S. The seawall shall be colored and textured to match, to the extent :pom le,
rt r surrounding bluff areas. Coloring of the seawall will be performed using
PERMEON coloration system.
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f or materials shall occur oa sandy beach or
Pub 6. No staging o . During of the
� �jc . rking areas. Dnrin both construction and the removal stages
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and or contractor shall not store any coastraMion
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/ r� z .�-^ 1 materials or waste where it will be or could potentially be subject to wave
' a tiN i n S erosion and dispersion. No machioerq shall be placed, stored or otherwise
located in the Intertidal zone at any time.
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y� 7. Construction corridors shall be located in a manner that has the least impact
on public access to and along the shoreline.
No work, unless approved - by the City of Encinitas and the California Coastal
rip OVA Not;TH Commission staff, shaft occur on the beach between Memorial Day weekend.
-rt and Labor Day of any Year-
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No. C. 16459
W No. GE 554
EXP.6
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OF CAL�FO
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FILE No.
DATE
PROJECT
99 -0.19
DWG. No.
Sru"02
REVISION
REVISK)N
RVASION J ^ 12_ 10 0
REASION
DESIGNED BY;
RH
CHECKED BY-.
ROM
r6;2
jv /-;;
22
MAX.)
PLACE COM& J)INTS
IN UPPER WAL�
AS NECESSARY
8 MSL*
0
12"
C.C.*
EW
#4
120
12*
#5
0
5"
C.C.±
EW
CONCRETE PLACEMEN .' vj��14�
.44
LosF,
.,11
0!
Z N
isF
A
10 R
110 i
A'
i2"
DETAIL B/3
SCALE: 3/4"= 1'-0"
T.O.W.
+32'
+30'
+22' — —
+20' — —
+10, — —
+8' — —
B.O.W.
_V7
-4'
SECTION C13
SCALE- 3/4'_-1 '-0'
SECTION D13
SCALE- 3/4*=l*-O"
PROFILE
SCALE: 3/16"=l'-O"
20'+ (3T MAX.)
KIPS
SECTION E/3
SCALE: 3/4"-l'-O*
1R'_EQ1`UIRED,^'1VwZR�1ESJr 44-�:
+32' — — — — — — — —
+30' — — — — — — — —
SEE SECTION C/3
SEE DErAIL A/3
+22' — — — — — — —
+20' — — — — — —
SEE SECTION
SEE DETAIL 8/3
+10, — — — — —
I
+81 — — — — —
SEE
30 PVC DRAIN PIPE
FORMATIONAL MATERIAL
0
-4�
DETAIL A/3
SCALE: 3/16*=l*-O"
NOTE* 12 INCH WALL THICKNESS ASSUMED
FOR STRUCTURAL CALCULATIONS
REINFORCEMENT STEEL SHALL BE
EPDXY PAINTED.
MIN. DEVELOPMENT LENGTH
IN INCHES (1d):
T2
(DQ =
Vc = 3.0 k9i
Vc = 4.0 Wi
#4
120
12*
#5
150
150
#9
44"
380
#1_1
68"
59,
LAP LENGTH
IN INCHES (1.31d):
T2
(DQ =
f#c 3.0 ks,
Vc - 4.0 k9i
Design load
16"
160
[#4
#5
#5
20"
20"
9
# 19
58"
50"
#11
#1
wall
77*
2T
t2S*:I:L AFIPRO�. TOP OF
TORRY SANDff0_Nff'_
ROCK ANCHOR
UNBONDE4
AREA
T--" ) (BONDED AREA)
%
WITH CONCRETE
AS NECESSARY
FEET INTO BEDROCK OR
AS DIRECTED BY ENGINEER
IN THE FIELD.
GENERAL NOTES:
1 Design and construction to be in
accordance with 1994 UBC and local Codes.
2. All dimensions, conditions and location of
facilities to be verified and determined
in field.
3. Exact location of concrete sea wall may be
adjusted as field conditions require at
time of construction.
4. All cost-in-place concrete shall have
compressive strength of 4,000 psi at
28 days, U.N.O..-Er,3CL%3Pirj& S4orr_QeTE�
5. All structural steel, if any, shall be A 36.
6. Reinforcing steel to be Gr. 60 for #4 bars
and above. Bars to be epoxy painted.
7. All exposed steel shall, if any, to be
or coated with corrosilon
galvanized
inhibiting point.
Tieback heads to be completely coated with
epoxy grout or concrete.
8. Special inspection is required for
reinforcing steel placement and tiebacks.
Concrete test cylinder shall be taken and
tested. (UBC 1701.5.12).
9. Section at construction joint make rough
or form key.
10. Tieback notes:
a. Use Dywidog bars and Dywidag standard
hardware, or ecLual.
b. Bar to be 1 dio.(#8), Gr. 150.
c. As alternative Multistrand anchor with
(2) min. 0.6" dia., 270 ks! strands
could be utilized.
d. Tiebacks installed at 8'-6" C.C.±.
e. Tiebacks shall be epoxy pointed and
covered in concrete.
f. Use adequate centralizers 0 15' C.C.
Use (2) min. centralizers per bar.
g. Tieback Loads:
Rock anchor T1
Design load (DQ = 45.0 kips
Test load 0 150 % of DL = 70.0 kips
Rock anchor
T2
(DQ =
45.0
kips
Design load
Test load 0
150 X
of DL
= 70.0 kips
h. All tiebacks shall be proof tested to
test load.
1. Grout to be cement grout w/water-cement
ratio (w:c) of 0.4 to 0.5 = 5 gal. per
sock.
Allow up to 22.5 cf sand/yard.
Allow cure time before testing.
Provide for two stages of grouting.
First stage of grouting shall be for
testing of tiebacks. Holes to be tremie
pipe grouted from bottom of hole to
approx. 5' to 10' from face of bluff, to
provide for bonded zone.
Second stage of grouting shall be
accomplished after accepted testing. all
way up remaining hole.
ABBREVIATIONS:
M.S.L -Mean sea level
N.I.C.
-Not in
contract
E.W.
-Each way
C.C.
-Center
to center
U.N.O.
-Unless
noted otherwise
T.O.W.
-Top of
wall
B.O.W.
-Bottom
of wall
BENCHMARK
THE BENCHMARK USED FOR THIS PLAT IS SAN
DIEGO COUNTY VERTICAL CONTROL MONUMENT
NO. O.C. 141, LOCATED ON THE EAST SIDE OF
HWY. 101, 150' SOUTH OF THE CENTERLINE OF
EL PORTAL STREET IN THE CITY OF ENCINITAS, CA.
EL. 63.913 M.S.L.
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