1993-3460 G (Plans) SEE PLAN VIEW
THIS SH r.
BARRIER TO LIMIT NON
AUTHORIZED PERSONEL
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wESTEMY PR0LO AT*m OF I I t'� 1 I I , I I I U �
iw NoIIMIEIILY UNE OF LOT 1 TMs t (�" Z (h
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PROPOSED-/
- - - I / OS E D-� / - - - - - -- - - - WESTERLY PR�,TION g I � � i I � I I I I
� � s
� r �I � / � � S H OTC R ETE WALL THE SOUTHERLY LINE of LOT ,. o
�, I � �'1'� �\ � I I I I � I I � I � . I�
I { / / , 1 ' I' ,'' II I I �I 1 / I I f'� I LOT 13 I I r& ' & � � =
I N x
T J I /
I dwl Y/ �A 11 ) 1 1 1 1 1 I\ / / l �l�ll~i I I ,- I I 88.68
- <1 �� / _ ---,, y dry
1 r 1 `I I / R =5 �- TIEBACKS
(TYP.)
PROFILE: S H❑ T C R E T E WALL D A 1
I „ ( r / - APPROX EL. 5 (8- 31 -92) SCQ
X
B/2 f' \ START OF BEACH
L I
� i I E L. = I.O
/ . WA FOOTING 9 BARRIER TO LIMIT NON \1'_J BARRIER
ICES IC NI= p) SITE PLAN
AUTHORIZED PERSONEL SCALE= 1' =20'
\ STEP PI; D - er8aasaaL
EXISTING CONC. TW 7.8 _ _ 1=0QTING _. 1. Mira drain 6000 composite system or similar, per aster d -4716;
SEAWALL (TF 3.8) (AS CONSTRUCTED) 2. Attach •;.jsinq concrete nails, 4 to 8 inch anchor pins, -roofi
nails c•. any attachment method used for Protection board
PLAN VIEW - S H OTC R ET E WALL 3. grid d irF•aed by the 'design engineer in field. noT�
: _ 1 uric Wiould lay flat against the blu. *.f to minimize voids. �
SCA! E:1 �� =5' 4. Co•inect adjacent panels at the the longitudinal edge by pulling 1. Doi-ton of wall
to be votified and approv
tae filter fabric to expose the flange, The flangelevs by Soil Engineer
flange o! th
pr►nel edge should be placed on top of the fl during construction. d
e adjacent 2. Engineer shall a •,
` panel and butted dimple to dimple. g approve bidd3r c list.
by pulling 5. Panel rid attachment should be completed 3. Ao changes shall be peri,•itt4d
without the previous writing
ng the filter approval from the engineer of f.mcord.
fabric hack to it;wto two rows of dimpled core. The end of the 4. All contractors will be required
to provide liability insurance to
next pwAol should be placed over the two dimples and interlocked. include provision for
All connections sho ,ld be coa+.pleted. in shingle fashion so that product ).3.abi•.:ity; and also include
the _
moistu= r will llov r•ith the overlap and not against it. 5. °�� as additionally in+crred.
? IIIuIIul11
The contractor shall provide i. completion bond in lavnr of the Ind
? design engineer. 6. Overlap fabric in d..rection of water flow, or as approved by the 6. During construction
work activ "ties on the beach, the contractor "
6 ± rs � 7- All terminal .dge rhall be covered with filter fabric /integral shall provide a watchaar,
wearil,si a fluorescent vest to Police the
1 4.3 6 1 fabric flap by tucki•.,g the fa delineated work area to assure that all behind the core.
pedestrian traf on the
S. At outlet drit::,s through '.•.he core
a hole should be cut beach is routed arcrand the wr,rl; Q
7. Existing pave"ent areas at Moon:'i.ght Beach which are dame
corresl.)ndinq t- the s ons PVC size and location of the outlet lucati contractor f: :ll be repaired
• q by the
drain i .:a its original god condition after
T - 6" 8 1 - 5 8 completion of .construction.
8 , - 5" 8 , - 5" 8 , - 5" 8 , - 5" 4 , � ^ `�' ' T' " ' ' 9 • � not ' filter fr`�r1G, Core should be cut r<+tVeen
dimples to e . Advanced notillCations shall be
avoid c-•itting the filter fabric. provided to the office of the park (�
!fir! Marh !r rintpnT4r•.?; ( 619) 633 - 2746, a� minimum of 48 hours U
lE� prior to each rccesr Pe; -.. oe thrr...3h
TW 4-I Idoanlight beach. 11otilication
' 1+ by the work A single notifica�i shall include data(s) rm- '
): e' si
� . o! s •hedule 40 PVC pipe or as directed `- • _ Paent types, and duration of
1 Outlet will be 0
40 - - - - - - - - - - - - - - - - - - - - _ - - - - - - - _ - -- I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - ( I ... on sh 11 not include more than one weak
k
2. PVC pipe to be wit.i gravel an d PPS with ca perforated of work at any give::, tia,4..
-
7W Z39 - - - 40 schedulF. 40 PVC ca ps, pa�"!d or as directed by the design engineer. p�
3. F' lter fabric shall b•-• placed as a separation between the contained 1 Field n rts !tom th= soils
a sneer steal_ be s v�
gravel and the pertoi .1.ed cap• p g T ubmitted to the
4. PVC caps to be perior_ttad as
Engineering Inspection De;v.n t on a daily basis.
i:.ir: side a.^ G.�... ;.")a donna c
. t o the composite by the d•• p,�� 2. Certificate of compl3,aiae for r steel shall be submitted
�. : _ fed t dram. to the ineeri. ]Uus
I I I I I - Enq 'i9 2ectioii L •Partment.
I ( C _ v. u. a ue -t cm slope to provide proper 3 . Concrete cylinc ?er tta2 rasa).', shall
be
drainage• submitted to the
Engineerinq Inspecti.-.a Departm -not.
I 4. Certificate of c.ompl3.ance to:r Miradrain shall be s >.bnitted to
the Engineerinc Inspection Dc j"rtment.
TI SEE
The proposed shoreline pro* .-t.'•.ve device shall conform as closely
I I I : as s greed possi n ble to the contours of the existing bluff, and shall be 1. All bars shall Im
grade 60 and comply to a,STM A615.
1 o ECTIOU C/2 d
I i
to incc rated sur2aae treantments that resemble the 2. Reinforcinq bars, mesh, dower., etc. shall
be
30 --------- - - - - - - - - - - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ - - e f adjacent
natural bluff areas- - place prior to n of well se - nired in
_ _ _ - - - - - - - - - ---- - - - - -- 30 inspection r: �/ or placement
__-AP _ _ 1 color and t - xtur" d
_ _ _ _
_ _ - to the emergency permit t shotcre to .
I _ _ _ _ _ - - - shall be removed fry: the site within 30 days of c om pl etion P _
concrete. or
2. All riprap place}I on the beach pursuant to SS.?2LLBEn' -
I on of that- J,
herein permitted s..r :;reline /p2 rtective work.
1. Disturbance to saikd arc! interttdal areas s hall�be minimized. Beach 1. Poured in place concrete shall
have a minimum ultimate strength
I / W" sand e.zcavated shall be rede.Tosited on the ach. Local sand, of 3000 PSI at 21; days.
,�
1 I I I cobbles or shoreline -rocks :,hall not be used for backfill or
I 1 I
I' MIN r construction material. 2 • approval or shall suharit the nix deci�n to ti gn engineer for
C
�
e desi (� IJ (� W
�
I shall bt a hdn3i vu clearance between parallel reinforcement
'° w
° z
bars of 2 i/2 . „ ^
2. Lap splices shall be W t;�e nor - contact lap splice method with at U1
least 2 clea :-a.ce between bars.
3. Course a r cJ
I - gg exi :e, if Used, s'iall rat exceed 3/4 ".
20---------- - - - - -- - -- --- - -- - - - - - - - - - - - - -
EUCA�` 6 sack (miniwnp) concrete w.1 be ,, �d , pater cement ration
- -- -- - -- - _ _ 20 4 shall not be MI tbi+ 4.7 and ' cosign
stre ngth shall be 3000 PFI O W Q
ATH ENA
A B - - 5. Contras or shah. wlbwit mix desi7ii to the design for approval. z U
6. for:
i I inr•re direct �i* N11,
areas of wall. Va, J Lai placi,ig rate shall be slow enough to �
n ti eliminate sags or vertical sepalstioi,. Q
CHARLES JOHN RANDLE DATE �� T1�s Ll_1
I R C E 22096
1. TD anchor lengths end anchor dim meters as shown are estimated b z
SITE �' q A the engineer.. The le. ^.ohs shown are minimum. The contractor z
shall be responsible for achieving the t,�,_ l d -
load criteria in fire
1 *i
schedule. 'xe soil anchor must t,o enirely beyond the failure CD U
_ _ _ plane. Cont:- .untor may alter concrete anc;ior diameters and lei#x I`) z
t+ with the per,rission of engineer. The responsibility for the �
_ ti
1 0 N. EL PORTAL ST. altered ti ebr.c still halo k
-- - -- - -- - -- - - - - - - - - - - - - - - - - - - - - - •t ere nqs to t he contractor.
O 2. Tieback sha!•.s and diameters to be shown. Centering devLces
I O for tesndons r.`. 8 feet intervals.
� VIA ST. 3. Tieback rods tlnidi hardware: rods tci be ASTM A722 -75 150 KSj,
ENC INITAS 11/4" diamet- r DYWIDAG.
I y 4. TB grout! 300:+ PSI 28 days.
2
EXIST. CONC. I �\ Ft�E NO.
I
S.'
SEAWALL I 1. Concrete test cylinders shall b- t ':., and tested.
I VICINITY MAP 2. Concrete or grout mix A- aly„a, shall be provided to the engin4or 5 DA TE 5
days pr ior to placing r•
-. Mix d:ign shall include grain size
t
I - - ---- - - - - -- NOT TO SCALE of ll • PROJECT
---------- - - - - -- 3. All �ba it shall �be granular acid approved by
- - - - - - - - - - - - - - - - - - - - - - - - - - - 0 Com
pacts steal 9 m in imum a engineer No.
1 be 0! 'ni D"� Eg 500851
- -- - -
0
BENCHMARK 4. Reinforcing, shall be inspected `cc insure proper concrete -cover, REVISJON
adequate spMces, and conformAnve with the drawings.
5. F.ach Th to be tested and locked per drawing schedule. Each test to REV190N
I he witnessed. by the e:gineer.
THE BENCHMARK USED FOR THIS PLAN IS SAN 6. i:ny TB not reaching test capacity shall be reported
to the REVISION
DIEGO COUNTY VERTICAL CONTROL MONUMENT e:igir.3er.
BYi -6 NO. O.C. 141, LOCATED ON THE EAST SIDE OF 7. T3s shall nr.' :: creep at t loads over a 5 minutes
peric,d. REVISK)N
BW -6 HWY. 101, 150' SOUTH OF THE CENTERLINE OF s. Jecks end r"s f,,: t2nring shall have current calibration
curves.
CHECKED BY: k �j
EL PORTAL STREET IN THE CITY OF ENCINITAS, �>�� TY
REVIEWED FOR CONFORMANCE CA.
RESOLUTION PC-93-'22 M U P 93- 051 3' MAX ifs .radr EL. 63.913 M.S.L. 1. Vm .X d:ain&9n shall be
accomplished L-y installing a layer APPROVED BY:��
a 6000 or equal, between the soil and the shotcrete. A
jr 11 he i. rc .nl. J .:ll:- "�..
BY CITY OF ENCINITAS . ■ 3 DIA PVC PIPE ® , 0' O.C. �'x n. ..t ,a assll , hro L PVC pipe ^ :ut acture
installation and
FORMATION MATERIALS. *i � ate r�hr
TO BE LOCATED JUST ABOVE
? ��r + .!{ *1• ; , fullcAftd u. &6 approved by the design.
0
Az (APROXIMATE EL. -3.5') 4' WIDE MIRADRAIN 6000 E OF S U R V Y.
ENGIN RING SERVICES CO Y DEV MEN
MUNIT SCALE: 1' =5'
THE TOPOGRAPHY OF THIS PLAN IS BASED ON Aq
DA s - -r - t G DAT D G. ' 3460 - G
-- 5 �7� fO�p� ,_��� AERIAL SURVEY DATED JUNE 8, 1992
12"
-- - - - -- — -- - - -- — - - - -- — — - -- TIEBACKS
50
— — — — — AT ELEV. 29'
AT 8'- 5 "O.C. a
U
EXISTING SEAWALL /
I
AND GRADE AT I ��'' z b
NORTHERLY Z3 PROPERTY LINE
EXISTING GROUND ~ _ = s a j j s Z
40
_ TOP OF WALL EL. +37
Tk/ EG. 3 9 I W v
a
('
/ I u
J .. a
A 35 ,
I I i
EXISTING I o Z
I LOC477041 of CONCRETE N o U
SE AS 1 w �_ Z
I I , TOP OF SANDSTONE — — — — — — — ,D�'�5' /G,(/�'p % '; f SEAWALL _ - PLAN D / PROPERTY
LINE 12" A Z
3 0 — — — — — -� — -}- — — — — — — — — — - --3 O 1" pY WtDAG r -I NOT T ❑ SCALE Cj
W z
EL• .. 29 ± - I I W W
, W
' �
1 1/4 DYWIDAG C.47T4�I✓�/�
20
1 GRADE 150 ® 8'- 5 "0.C. 25 - , LO -�_ •� 1
r
1546"W-1141 Z.• S J �� TIEBACKS J `
I :• CU.t/STi�'1/CT�'YJ � - , AT ELEV.
r _ ►� AT 8'- 5 "O.C. I O
20 a' DESIGN LOAD =86K, TEST LOAD =129K ,� �� _ SA�i/O V V
2 i
I I I w�
LAr' T Y
p c o
• V
� v �- NLLk•
14 „ 9'• r 21
E 2 ` • ' I I
'
-- 10 11" DYWIDAG I � n
EXISTING GROUND DESIGN LOAD =67K, TEST LOAD 100K ` 1
AUGUST 31, 1992 r ^ r Q
IR
24" • �
I EXISTING 1 ��
l 20' 1" DYWIDAG I �` �� CONCRETE SEAWALL 1 8" ,12" MAX. AT EXIST. JOINT PROPERTY LINE
EXISTING,GR�OUND / GRADE 150 ® 8'- 5 "O.C. n n n
JUNE - 8, 1992 � uu1
NOTE:
' STEPPE — VERTICAL BARS LEFT PLAN A/
r 4wr I N I OFF FOR CLARITY NOT TO SCALE 0
PJALL
0
— TC- OF — WALL TO BE EMBEDDED " PVC DRAIN PIPE LOCATE - — —
JUST ABOVE FORMATIONAL MATERIAL
I TIEBACKS 400
AT LEAST 2 FEET INTO BEDROCK (SEE DRAIN PIPE DETAIL)
�. _-3: =� W�f' t..1N6S � AT ELEV. 10
OR AS DIRECTED BY ENGINEER IN
FIELD - -- — — — — O
APPROXIMATE LOCATION OF FORMATION
MATERIALS VARIES -4 FT+ OR - MEAN SEA 25
2
LEVEL. o E
SCAL• 10 I'�5 O l�
24 NOR /Z: /N=S
1/Eh'T :/ 6
L1'L DlRafm
a eY �- �•su'd.
C T I O N' A' SECTION B
SE I
SHOTCRETE LOWER WALL SHOTCRETE LOWER WALL I I _ _ _ _ _
SCALE- 1'=.W S' (WALL CONFIGURATION AS CONSTRUCTED
(WAt_t_ cow-IGURATION As 0w8IGNwp) I
CV z
LJ
NOTE:
EXTEND VERTICAL REINFORCEMENT 1' -9" EXISTING
BEYOND BEAM CENTER LINE. a� FocAr AND CONCRETE z
'a•' As'. amm w ' ( � �c
- ' SEAWALL I 8" ,12" MAX. AT EXIST. JOINT (jn W
MIRADRAIN # ® 5'0.C.(V) PROPERTY LINE n�un�1//n
3 "CLR. # ® 5" O.C. 16" r Q
VERTICAL BARS LEFT PLAN C/2 W Q
#5 0 12 " O.C. ( 1 OFF FOR CLARITY NOT TO SCALE z z U
PLATE 1 3/4"x8 1/2" SQ.
VARIE FROM �S - #5 ,'fie" O a- <
5X - # . -� ' CO ' ' s PbcA.-� Q
8" ® EL. +37' I -v
1 #5 ® 12' O.C. H) - TIEBACKS ABOVE 12 _
TO 14" ® EL. +29' OVERLAP 1'- 9 , (PER NOTE) 1 26 US C�' Z%s 26" AT 8 -5 O.C. AT ELEV. 10
z z
d —
CONCRETE OR SHOTCRETE • �
fc= 3000psi 0 28 DAYS STIRRUPS PLATE 1 3/4 SQ. STIRRUPS r ` 00 U
#4 ® 10" O.C. #4 ® 10" O.C. I I + CD W
5 #5 CONT. I 7' -6' 4' -0' Q
SECTION A/2 -� - SPACE1) O 2 1/2" O.C.
NOT TO SCALE TERMINATE 2 BARS o) 1 !A
1 21" TYP
®TIEBACK
1 1/4" DYWIDAG #5 0 5 O.C. • 1" DYWIDAG i I �' - -i _- �'•- _ _ -
a + _
Cw 9
p 1_ 8 64 A4 CC 01 ( I A 9 I FILE NO.
M IRADRAI N • _�-_ I I f DATE
#5 ® 12' O.C. -- N PROJECT 4/18/94
_� z Z S ' � i MIRADRAIN BEYOND �, R - w - OwG' NO' /)9400853
"t z 4D s W q9 �y� EXISTING ( �A, v
°c I 5 - #5 CONT. CONCRETE ( NOTE: U R=1' 1 REHSpN�_9_
#5 ® 12" O.C. No. C3 i 4 ` ;7 10" WEAR SURFACE • SPACED ® 2 1/2 O.C. SEAWALL VERTICAL BARS LEFT N
-� 12" REVISION
3" CL �' I OFF FOR CLARITY REM"
PROPERTY LINE
#REVI SION
5 0 12 "O.C.(H) #5 ® 5" O.C. s� ct I i I ,� r., .m � REV
OVERLAP 1' -
VARIES FROM 9" i CHECKED BY: ,
9T Gq. 3
f L'F C �,, '�F
V
5 ® 5 O.C. 8
16 (1) EL. +10.0' # ()
TO 14" EL. +14.0' LENGTH CONT. PER DETAILS MIRADRAIN BEYOND F 2- + F 2-#5 CONT. o
MPROVED BY.
AND ABOVE � � Q/ / r
CONCRETE OR SHOTCRETE DETAIL B/2 EL. 2 7 DETAIL �/2 2 EL. 10 —
A S U NOT TO SCALE I •
fc= 3000psi ® 28 DAYS NOT TO SCALE _
SECTION E/2 ; S/6 -9 I 1 PLAN V/2
NOT TO SCALE C HARLES JOHN RANDLE DATE - -' - "24.- NOT TO SCALE _ ._ � O F 2 RCE 22096
DWG 3460 -G