1999-5969 G (Plans) ..o.
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PREPARED FOR:
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No. C. 16459
w No. GE 554
EXP.6 -30 -01
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OF CA��F PAUL DENVER Dr
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164 NEPTUNE AVENUE
ENCINITAS CALIFORNIA 92024
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SHEET INDEX: Z
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1. COVER SHEET W Q
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2. PLAN, PROFILE SECTION A—A AND NOTES ,, 9� 5
RESOLUTION Pc M" 9 3 _ / rte r� Q Q
3. SECTIONS AND DETAILS BY CITY OIL ENCINITAS yr� Q z z
SITE ti� � It v
(T? ^ 164 NEPTUNE AVE. 9� W
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ENGINEERING SERVICES COMMUNITY DEVELOPMENT SYLVIA ST. FU wo
wng: - u- DATE: DATE 01 -27-19
THESE PLANS HAVE WEEK REVEWED AND APPROVED BY THE CITY OF ENCINITAS BLVD. �cr
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DING. N0.
IWONITAS ENGINEERING D O0nrw01 EPARTMENT AS -BUILT
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AUTHOR:ZED SIGNATURE _ � VICINITY MAP
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C �B �� le r t trot N.T.S. RN
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TITLE
C CIVit (, — i Rnw
OF C1►►' RCE DATE
DA E "j 1 OF 3
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rogrom ies os s temp ^: Plotting Mme: 3/14/99 1 ,; Last Modified: 2/2/99 :5
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WESTERLY PROLONGATIO
PROPOSED SEAWALL OF NORTHERLY LINE GENERAL NOTES'
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M d to 0 r% ' I 1. Design and construction to be in 0
APPRO XIMATE accordance with 1994 UBC and local Codes.
: PROPERTY LINE
• J 2. All dimensions, conditions and location of
. .. �. , ..1 .. .. .. .. .. .. .. .. .. .. .. .. ,� .. .. .. facilities to be verified and determined
in field. f
3. Exact location of concrete sea wail may be
adjusted as field conditions require at
• time of construction.
b) 172 NEPTUNE AVENUE I
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0) ♦ APN 256- 371 -18 g
4. All cast - in - place concrete shall ha
CANTER RESIDENCE j compressive strength of 4,000 psi at
Q o 28 days, U.N.O..
! APPROXIMATE I 5. All structural steel, if any, shalt be A 36.
_ - PROPERTY LINE Z
0 0 W � an above. Bars e epoxy pointed.
6. Reinforcing steel to be Gr. 60 for #4 bars Z �
_ .� ._ .._.._.. ._.._..�.._.._.._..�.._.._.._.. .. d ab B to binted. F--
S71' 10 W 170.31 ; J W V
V co Z 7. All exposed steel shall, if any, to be W
galvanized or coated with corrosion U) Z
inhibiting paint.
r A Tieback heads to be completely coated with V
g. g• epoxy grout or concrete. Z Z
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2 '; 164 NEPTUNE AVENUE o: 8. Special inspection is required for V
APN 256 - 371 -19 ' reinforcing steel placement and tiebacks.
o � DENVER RESIDENCE 5 0
Concrete test cylinder shall be taken and
o, . Z • tested. (UBC 1701.5.12).
N 9. Section at construction joint make rough 0111111
QI °FESS
.. .. .. .. .. or form key. � MA//
S71'10'W 170.17' 10. Tieback notes• h�Q• Q` O��" �Z
APPR XIMA I a. Use Dywidog bars and Dywidog standard h No. C. 16459
• PROPERTY LINE hardware, or equal.
w No. 6E 554
i i b. Bar to be 1 dia.( #8). D(P.6 -30-01
F c. As alternative Multistrand anchor could * ,
be utilized.
SPECIAL CONDITION NOTES d. Tiebacks installed at 10' C.C.t. '�� 0 �•�`�
WESTERLY PROLONGATION Q e. Tiebacks shall be epoxy pointed and OF CA0,
OF NORTHERLY LINE covered in concrete.
f. Use adequate centralizers O 10' C.C.
NOTE:
BACKGROUND INFORMATION 1. The proposed seawall shall Conform a$ closely to the natural contour of Use (2) min. centralizers
per bar.
Loads:
FROM SKELLY ENGINEERING the bluff as possible. g. Tieback Rock anchp L T1 (GR 60):
DRAWING DATED AUGUST 13, 1993.
2. No local sand, Cobbles or shoreline rocks shalt be Used for bacicfin or for Design load ( Test load O 155 0 of D
f D L kips 15.0 kips
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any other purpose as construction rrratedal. Disturbance to sand and Lock -off load O 60 a of DL = 10.0 k
Rock anchor T2 (GR
intertidal areas shall be minimized t0 the maximum extent possible. Des ign load (DL) - 32.0 kips UJ
PLO PLAN Test load O 150 x of DL = 48.0 kips
3. Any existing permanent irrigation systems located Within the geologic Lock -off load O 60 R of DL = 20.0 k
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- -ALE : 1' = NORTH setback area (40 feet from the bluff edge) shall be removed or capped. h. l oa d . backs shall be proof tested
to W '
test I. Grout to be cement grout w /water - cement
4. All runoff from impervious surfaces on the site shall be collected and ratio (w:c) of 0.4 to 0.5 = 5 gal. per
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directed away from the bluff edge towards the street and shall avoid sack.
Allow up to 22.5 cf sand /yard. �.,.._
ponding Of the pad area. Allow cure time before testing. O
Provide for two stages of grouting.
5. The seawall shall be Colored and textured to match, to the extent possible, First stage of grouting shall be for
testing of tiebacks. Holes to be trernie
the surrounding bluff areas. Coloring of the seawall will be performed pipe grouted from bottom of hole to
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using PERMEON Co la ration system approx. 5' from face of bluff, to Z
provide for bonded zone. Q
6. No staging of equipment or materials shall occur on sandy beach or public Second stage of grouti shall be
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p arking areas. Du both the construction and the removal accomplished after accepted testing, all W Z
p T1g g stages of the way up remaining hole.
project, the permittee and or contractor shah not store any construction
materials or waste where R will be or could potentially be subject to wave
erosion and dispersion. No machinery shalt be placed, stored or
otherwise located in the intertidal zone at any time. LL
PL 7. Construction corridors shah be located in a manner that has the least U.
APPROXIMA GRADE impact on public a ccess !o and along the s horeline. D
AT 'OP OF BLUFF
• (E) RESIDENCE 8. No work, unless approved by the City of Endnhes and the CaMbnmia J
P Coastal Commission,
shall occur on the beach between Memorial Day m
80 ...... ...... ................. ............ ................ ............................... weekend and Labor Day of any'1�.
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70 ABBREVIATIONS= W
.... ............................... .......I..........NEPTUNE
AVENUE M.S.L. -Mean sea level
60 _ ......... .... .. . . . .............. .. ... . .. N.I.C. -Not in contract
E.W. -Each way O Q
C.C. - Center to center
U.N.O. - Unless no otherwise _J Z
0 50 .... ......... ................................................... ............................... L jty
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APPROX. TOP OF W Q
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TOP OF WALL 13 MSL.t <
BENCHMARK Z Q Z ......... ....................................................................
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• THE BENCHMARK USED FOR THIS PLAT I SAN
E LA S
DIEGO COUNTY VERTICAL CONTROL MONUMENT W
APPROX. BEDROCK EL 0 cD Z o1z NO. O.C. 141 LOCATED
ON THE EA S IDE OF t-- W
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0 / E L 1 STREET I 50' ` N F
THE CITY OF ENC NiTAS.CA. F ILE EL. 63.913 M.S.L. M0 '
FiLL ALL VOIDS W/ CEMENT SLURRY WE
01 _27-90
PROJECT
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PROFILE SECTION A 2 o 03-12-00
SCALEi 1' =21Y REVISION
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CHECKED 9Y:
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- yaks CAN : at me _ - ne: / 6:54:12 as o �e j 10:04:48 PM
FUTURE $
1 UPPER WALL
IF REQUIRED
UPPER WAL i I ; (N.I.C.) ' ; 12" "
IF REQUIRED �� 1 "x5 "x5" PLATE i �� w 12
(N.I.C.) 4 x4 KEY RETURNS TO BE DETERMI C 6"
" 4' WIDE "J" DRAIN OR BY ENGINEER IN FIELD 0
f #3 TIES O 4 SIMILAR AT 10' C.C. #5 O 12" C.C.t EW ..
o $
4 — #5 (2 �F) "WEAR" COURSE 4' WIDE "J" DRAIN OR #5 O 12" C.C.t EW
12 MSLt MONOLITHIC CONCRETE 6 SIMILAR AT 10' C.C.
w w I 4"O* PLACEMENT - - - - - - - - - -
13 MSLt
4x4 KEY VARIES 6" 4 "x4" KEY
�5 O 12
#3 TIE O 4" Q " C.C.t w 12"
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SEE DETAI� C/3 6" ROCK ANCHOR T1: SECTION E /3
4—
"WEAR" COURSE
12" ONE =105 N.T.S. "WEAR" COURSE
SEE SECTION E/3 MONOLITHIC CONCRETE TOTA LENGTH= 15 t Z
DESIGN LOAD (D.L.) -10 KIPS MONOLITHIC CONCRETE O
4' WIDE "J" DRAI�1 OR PLACEMENT TEST LOAD O 150% D.L. =15 KIPS Z F-
SIMILAR AT 10' C.C. ROCK ANCHOR T1 LOCK -OFF LOAD O D.L. =10 KIPS PLACEMENT
9 MSLt -J w- U
DETAIL C/3 o W
#5 O 12 C.C.t EW U) Z P
N.T.S. Z cn
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DETAIL G/3 w 0
"WEAR" COURS
UNBONDED AREA I
in MONOLITHIC CONCRETE I N.T.S.
PLACEMENT 1
#3 TIES O / 4 -�6 (2 EF) I
12" 4' WIDE "J" DRAIN OR QµpFESS /O
1 /3 SIMILAR AT 10' C.C. #3 TIES O 24" C.C.f �p• MAiy
SEE DETAIL L.C.± HORIZ. do VERT. W/ 135' HOOKS „ � 4 MSLt
#5 O 12” EW VARIES No. C. 16459
1 "x5 "x5" PLATE 4' WIDE "J" DRAIN OR W No ( 554
SEE SECTION F/3 I SIMILAR AT 10' C.C. * L E0.6 -30 -
a 24 5 MIN #3 TIES O 4" 0 4-#6 (2 �F) ,�' O
> I ROCK ANCHOR T2 OF CALF
3" PVC BACKDRAIN
OUTLET ABOVE _-1 - I 5 MSLf O 12" C.C.t EW
^ FORMATIONAL MATERIAL 12" * o o I 4 "et "WEAR" COURSE 6
6 I MONOLITHIC CONCRETE
Z I 4 MSLt PLACEMENT
12"
APPROX. LOCATION OF 12" c 6" I
FORMATION MATERIALS VARIES TOE OF WALL TO BE ( "WEAR" COURSE 24"
EMBEDDED AT LEAST 3 MONOLITHIC CONCRETE ROCK ANCHOR T2: SECTION F/ 3 0
FEET INTO BEDROCK OR PLACEMENT UNBONDED ZONE =5
AS DIRECTED BY ENGINEER BONDED ZONE =20'
IN THE FIELD. TOTAL LENGTH =25't N.T.S. Q
DESIGN LOAD (D.L.) =32 KIPS
TEST LOAD O 150% D.L. =48 KIPS
DETAIL DETAIL D/3 LOCK -OFF LOAD O 60% D.L. =20 KIPS
N.T.S N.T.S. * Z V
NOTE. 12 INCH WALL THICKNESS ASSUMED 0 J
FOR STRUCTURAL CALCULATIONS -
REIFORCEMENT STEEL SHALL BE Q
EPDXY PAINTED. U
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3C 30 LL.
I ( FUTURE J
I UPPER WALL M
IF REQUIRED W
(N.I.C.) / ADJUST SLOPE TO
NATURAL ANGLE IF
I= VARIES REQUIRED, VARIES.
2' S' 1O'MAX -- .. l 'MAX 1O'MAX 5' 2' — — — — — — — — - I W
20 20 3::
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PROPOSED ..� SEE DETAIL 8/2 Lj 0
ROCK ANCHOR �' �� �� 0 0
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I ( SEE DETAIL G/3 � � — — — — — — — — — — — -
10 I I ( I 10 i CK
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I I I I I I i i ESTIMATED, VARIES Z Z
I I I I THROUGHOUT BEACH _
i I BLUFF (CEMENTED TORRY
i SANDSTONE). W Z
I I FORMATIONAL i i r W
I I I BREAK OF MATERIAL VARIES � — — — — — — — — — — — — - ME NO.
0 --- - ----- -- - -- ----- -W�F -U 0 __ —
�- -BEACH SLOPE - % _ _ FILL VOID WITH
3' MIN ��
�% i � CONCRETE 01-27-"
- — — — — - ` AS NECESSARY "-013
RETURNS TO BE DETERMINED RETUR TO BE DETERMINED
BY ENGINEER IN THE FIELD GINE IN THE FIELD _ 0
� 4' WIDE "J" DRAIN OR SIMILAR DETAIL A/3 ���_ APPROX. LOCATION OF FORMATION i RI W/ OUTLET
ABOVE FORMATION, "
MATERIALS VARIES O 10 PFrT ^ „ N ri
PROFILE OF S, SCALE: 1 "= 5' t?13tibt
SCALE: 1 "= 5' ono sr: �+
CH f:
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OF CAt
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