1996-4615 G (Plans) V
Coastal Development Permit No. 6 -93 -131
HATCHED AREA: ACTUAL WALL PLACEMENT bLU P. 93 -070 & 93 -111 Neptune Croup Seawalls - ►..
SOLID AREA: FOUNDATION FILL AS SHOWN N OT E J
ADEIMONAL NOTES
GENERAL
Q
PiST-ALLATION & TESTING ANCHORS I Contractor small obtain an necessary permits tor. this work. ~
6
2. Bottom of wall to be verified and approved by Engineer during v Y ,
1. DIAMETERS OF ANCHOR RODS AND LENGTH, SIZE -AND LOCATION OF DRILLED construction. v
ANCHOR SHAFTS SHALL BE AS INDICATED BY PLANS OR AS APPROVED BY THE 3. No changes shall be permitted without the previous
writing z
DESIGN ENGINEER. approval from the engineer of record. <,�
2. ANCHOR RODS SHALL BE EPDXY COATED OR AS APPROVED BY DESIGN ENGINEER.
REINFORCING BARS r
PROPERTY LINE PROLONGATION I. All bars shall be epoxy coated, grade 60 for bars in excess of No.6 A
3. ANCHOR GROUT SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH and comply to ASTM A615. Q
APPLICABLE POST TENSIONING INSTITUTE'S (PTI) RECOMMENDATIONS OR AS 2. Reinforcing bars. mesh, dowels etc. shall
be well secured in Q w
DIRECTED BY THE DESIGN ENGINEER.
j place prior to inspection and /or placement of concrete. - r � 4
V q
4. ADMIXTURES SHALL BE USED IN ACCORDANCE OF MANUFACTURER'S CONCRETE
- RECOMMENDATIONS AND SHALL BE APPROVED BY THE DESIGN ENGINEER. A
\ / 1. Poured in place concrete shall have a minimum ultimate strength Z n
(� S. CERTIFICATION OF CALIBRATION OF ANCHOR LOADING DEVICE SHALL BE of 3000 PSI of 28 day
SUBMITTED TO THE DESIGN ENGINEER. y W N
-.
�/ POURED IN
- P1:ACfi CONCRETE N X F.
(50)- - -- - + G
6. EACH ANCHOR SHALL BE SATISFACTORILY TESTED TO A MINIMUM OF 1330 O
z
- c\ APPROX BACK OF WALL PERCENT OF THE DESIGN LOAD. S PERCENT OF THE ANCHORS SHALL BE PROOF
LOCATION AT TOP LOADED IN INCREMENTS OF 25 PERCENT OF THE DESIGN FORCE TO A TOTAL LOAD P.I.P. coot N
. used >� o a
2. Course a g g regate, if used, shall not exceed
� ROCK ANCHO OF 1.33 TIMES THE DESIGN LOAD. THE LOAD SHALL BEHELD, WITHOUT EVIDENCE
3. 6 Sack (minimuml concrete well be used. water cement ratio. shall
_ OF SLIPPAGE, FOR NO MORETHANIMINUTEBETWEENINCREMENTSEXCEPTFOR s smo
- - - - - _ _ -- - i(50) THE FINAL LOAD WHICH SHOULD BE HELD FOR 10 MINUTES. 4. Low otkok cement (type nl is
strength Shall
- "Pic 4
5 10 I0 10' 10" 10 "� 10 ` 10' - - tE 10" 10" 0' </- not be more than 4.7 eesign trength lt
be 3000 PSI 128 days)
°�
7. THE DESIGN ENGINEER SHALL INSPECT THE TESTING OF ALL ANCHORS. HE SHALL
KEEP A RECORD OF ALL TEST LOADS.
(30J ,I
S. THESE NOTES SHALL BE INCORPORATED INTO THE CONSTRUCTION OF THE ROCK ANCHOR BOLTS
_ � -- _ SEAWALL AND ARE A PART OF THE APPROVED PLANS.
(ZO�� _ 1' RE URN 1. Rock anchor lengths and anchor diameter; as Shown are estimated by hI
4
0) ` 4 the engineer. The lengths shown are minimum. The contractor shall
lie O
-' - I - - _ i be responsible for achieving the test load criteria. Contractor may alter
_ ` = - _ _ _. ^ i _ _ concrete anchor diameters and lengths with the permission of engineer.
5 ,
-�- - - 0) The responsibility for the altered rock anchor still belongs to the
0) 2. Centering for tendons of 8 feet intervals. ~ a
O
3. Rock anchors rods and hardware: rods to be ASTM A 615 aranE 60.11 alit,
C/]
*/-120.0' DYwIDAG or equal.
- - - - - - EXIST. WALL AT RICHARD'S 4. Rock anchor grout: 3000 PSI 28 days. O
_ SEAWALL _ PROPERTY
e y d 9pe .e RAIN 500
OR
IGINAL LOCATION OF WALL FOUNDATION BEFORE ROCK Wall drainage shah be accomplished by installing o layer of rn
concrete. -
FAILURE AT +5' EL. ON 3/15/96. THIS EXCAVATION FILLED or equal, between the native material and the concrete.
A drorn, 2" 4,
APPROX, FRONT OF WITH 3000 PSI CONC. ON 4/1/96, POURED TO TOP OF shall be installed at 10' o.c. and drained
to the front of the wall.
(5) WALL LOCATION BEDROCK ELEVATION. NEW WALL FOUNDATION INSTALL
ADJACENT TO THIS POUR ON EAST SIDE.
PLAN VIEW TESTING AND INSPECTION:
1. Concrete ►�
SCALE 1" = 10' test cylinders shall be taken and tested.
9 9 q 5
engineer shall be provided to the designs rout mix en
rr S7I5t64 JJ41 /t+2J' r�VJ772 r.G'80 III���111
TRAFFIC 2. Concrete or days prior to placing. Mix design shall include grain site distri-
WESTERLY PROLONGATION DELINEATORS 7 PRroi2 ?o ! __ bution of aggrega +e.
SHALL SAM e shall not creep at test loads over a 5 minutes
Q TYP,
OF THE NORTHERLY LINE 3. Re inforcing shall be inspected to insure
proper concrete cover. ode -
-�+ 9
1Y ' OF LOT 3 ( // L J X quote Splices, and conformance with the drawings.
/ A I ' �•/` I� 93 97'76 4. Each rock anchor to be tested per ADDITIONAL NOTES.
+•� A A x e 5. Any rock anchor not reaching +est capacity shall be reported to Me
engineer, (r1
_ --�- AS - BUILT 6. Roca anchor, period.
x %. Jacks and Tams for testing shall have Curren calibration curves
V� 90.75 • 8. All rock anchors were tested and approved by Southern California Soil and Testing.
Q x Y cPMAL CONL ,- ' 10N_5 eel .r.
1., 98.56 FOOTPRINT � � ph 1 NATURE) _ __
I V I I - I - l - t. rorE`iML t7UC117RFS N7BCN MAY XM INN TM 1Ays U nrr' V %,Tk 'I
M � A" tO K AINC SVFFr�sT 1EY4TNTOSTAT
I ' • -- 9 / 7 9 7 AIYD IIOO(A`/CIIONSRTmAC7O SNOWN ("THESE
STERLY PROLONGATI N / (�'� LOT 3 1v1A j 3S RCE DATE w,,s SIL,3 S�NTIALCDT >1z>�TrDa�eB1o.17>z�KaF I31
"S����AOrarA,1.FARr * R E C M
0 57517 VS
1 ' I J ARE n st ssreN71AL mNrow+rAxd w rr>9 arssr u r� la en yr srmsr wvornoNS nn r. FART . DrcAt+D�e
F THE NORTHERLY E �/
ANCSIOWG OF LTJNMC IAwaa BLUFF.
/� � Q �piES p�
LOT 2 II 1 ' \ '' / g � L� r 20 x
SITE BARRIER PLAN I _ e Q pOFESS1p Iq( �� ti �
_ - _
ti �Q o �� w N F F �� Robert Mabony N0. GE 554 Z
c , m
46 '27'22 137. y ' y z or 3097 * W
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-- I Ex . 'tii91 * s> gTF F CHN� g ' a Q�� 9 G�
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t � q� C Z . L �a OF CAL, U) � i
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/ \ r Bl1)C. FOOTPRINT
LOT HH r OF CAl1FOQa i 1tiEPBpr06mSt70 TFL77wEDEV [ZSHAILC11NFaRMAICLOBIIYTSA s�Fa,s RZOF Z
Lee ADd F API Nw I DES ARW � ATE SARTACZ 1RIATl14 1M N
n/ >
v I [� L
- Q � I� � 9 3 593.14 >
� � .. 3. p6TCR6ti*IQ TO SAND AND Dfl'ERffDAL AIRaS SHALL BE A@1A6�. BEACH SAND G�CGVATm SHALL BE RFDFl061TID nM
Q
/ 4, 6 ' THE BEACB. wear, wBLES OR SHOWMIL s macs Nor u usED rm BAcKmL ore coNsir crm MATE. Mjil- W
W
0 e i T1 89 J Z
-5
''r l 91. I 2 W F=- ,
f __ __ D 1
WESTERLY PROLOI G N ® - I 27 E I M � Z
OF LOT SOUTHERLY LINE j r 1. FOOTPRIbfi 4 z ' 4nENt �Q�'�QlIA1 I M ��9�`���
w !b C35EQ6 i m U
C
TRAFFIC L- m 9.1 s SITE 1
DELINEATORS SEE p� LO
TYP. V14E 1 X U Cd .
N
MAP I p C '� �� ,; rF OFCAUF OP p Lo APPROX. LOCATION " t 1 ) p
N
OF SEAWALL A _ 91.01 a p `� N
8.78 O 6
(
i (\ A
1 � APRIL 15. 1995
.�i--
REVIEWED FOR CONFORMANCE
�, Z 1 3 I 9
RESOLUTION PC MUP 95 -137 � MAP X800 •� � HH .x il
BE NCHMARK _
BY CITY OF ENCINITAS:
THE BENCHMARK USED FOR THIS PLAT IS SAN
SITE PLAN DIEGO COUNTY VERTICAL CONTROL MONUMENT
M JOHN rv'IL'E?i
/C. cS �a� NO. O.C. 141, LOCATED ON THE EAST SIDE OF
1 ,A1 a
D 3r:
HWY. 101, 150' SOUTH OF THE CENTERLINE OF ROGER ZfMMtR
SCALE 1 = 20
ENGINEE ING SERVICES COMMUNITY DEVEL EL PORTAL STREET IN THE CITY OF ENCINITAS, CA.
T '
EL. 63.913 M.S.L.
DATE: �` ?.IO' �9 - DATE: S S. VICINITY MAP 1 OF 4
DWG 4615 - G
FUTURE
UPPER WALL Z
IF REQUIRED
0
FUTURE u v.
` UPPER WALL
U <-
IF REWIRED i2" * 6" z _
TOP OF WALL 8 I KEY 1"x5'4" PLATE
+ 13' GIS[ + � I I KEY AMERIDRAIN 500 6 4 C
/3 TIE 0 4- I 4' WIDE �
c �16AR• AT -BRAIN 8R ^ 10' D.C. #5 EW®I� o.�. ACTUAL ?C
SEE DETAi� C/2 O L
i AMERIDRAIN 500
„ 4 - #4 (2 EV) "WEAR" COURSE _ 4' WIDE "j" DR AW GR� y5 EW Oiz "oG. U >
4 -J14 I
w 4 old 4 MONOLITHIC CONCRETE 6" —_
"�,� AT t0' O.C. p ND
#5 EPDXY COATED PLACEMENT 0 2 c
REINFORCING STEEL 6"
SEE SECTION E/2
VARIE
4' WIDE #5 EW ( A 615 A -
/rlALt nlC� /n/AT /On/ �- AT " 10' C. W4`` W_ 12" * z
ROCK ANCHOR \4 Aa P-S. `\ >
AMERIORAIN 500 8 KIPS. L =25 YPQ �S• a
o /5 EW i 6" ` SECTION E 2 o z
E, ROCK ANCHOR =
NO MECH. SPLICE AT "WEAR" COURSE 12 "' 8 KIPS, L - 23- o a
I . JOINT N T . S. "WEAR" COURSE
io THIS CONST
rr�r�
vt ^ WEAR COURSE MONOLITHIC CONCRETE AT 10' O. C .
{,I MONOLITHIC CONCRETE UN- BONDED AREA I PLACEMENT MONOLITHIC CONCRETE �J
(K IN-PLACL) PLACEMENT
w
A
PtACEWNT.
v
4 —/6 (2 EF, DETAIL. C 2 z
/3 TIES MECH. SPLICE: LENTON N. T. S. O U
USED AT THIS LOCATION W vi
SEE DE DETAIL G/2
µk' fTi�' v F H er- * o CAL r7V rs
VARIES
N.T.S.
f ■4 "0 W,,. . n+i_'r£S F4VAA2 ea
W SEE SECT IOIJ F/2 / T!�sf L-CA( `•-'s USED AT NORTH PROPERTY LINE ONLY V C
4., pva, 'AMERIDRAIN 500
g' MIN .�,
24 IV
" * _ 4' WIDE =4L-DRA+N --GR- - t
3 °Orq P�/e PIPr 02 I ROC ANCHOR • , W41-( e•tu�, •o
IT"0M c - P&00. _ I 19 KIPS �µCL,.i►ct�� �+M S AT 10' O.C.
ti W
VARIES AMERID
w t+ot 8 P OtF� ABOVE - A l 10 C �i 4Ri° S
9R
4' WIDE t'x5 "x5' PLATE SIMI AT t0' O.C.
FORMATIONAL MATERIAL 12 " �c � Y5 Ew ( RAI 500
O
�" 6" , Ir
/ - Z O rzl I
I #3 TIES • 4" 4
sm,
APPROX. LOCATION OF FORMATION MATERIALS VARIES SEE ELEV. BELOW / ,
TOE OF WALL TO BE MS Ew �z" o�•
SEE ELEV. BELOW EMBEDDED AT LEAST 2.5' ,. / j �7 -
FEET INTO BEDROCK (MINIMUM) I R 6"
EPDXY COATED
STEEL /
AS DIRECTED BY ENGINEER c R MONOLITHC CONCRETE
IN THE FIELD. I ` A615 PLACEMENT
12
12" 6" I a
- WEAR" COURSE 24" SECTION F/2 pq
MONOLITHIC CONCRETE ROCK ANCHOR
PLACEMENT 19 KIPS. L- 20`
DETAIL B/2 AT
N.T.S.
N. T. S. W
DETAIL D/2
* NOTE: 12 INCH WALL THICKNESS O
FOR STRUCTURAL CALCULATIONS •,
--------------------------------
30 - - - - - - - 30
NORTH SOUTH
,
F� (� u
FUTURE z
UPPER WALL
EXISTING RICHARD'S IF REWIRED Q
ADJUST SLOPE TO
WALL I NATURAL ANGLE IF — — — —
20 -- - ��-120' - - I -- - - - - - - - -- - - - -- nQ
12" 5' 10' 10' 10' - -- --- - - - - -� - REOI;IREO. VARIES. - - - - -- - Z
5 G
RETURN PER
G/2 z
APPROX. TOP OF
WALL +1- 13.0' f�
R ANC�FIOR SEE DETAIL B/2 u*)
10 I I
10 04
I ( ( I 1 I NOT USED THIS END L
1 I 7.0 BEACH ELEV. NOV. 1 92
1 [ I I QPOFESSJph
I I RpFESS /p 4,� u.ESt/ q! I
(c MAy
lk- O
9
1 1 t 1 I I 2.9 BEACH ELEV. APR. 1993 ESTIMATED, VARIES cz cue m
ACH SLOPE -1% THROUGHOUT BEACH N GE 554 � C36g4
BLUFF (CEMENTED TORRY "o
K. was
:% I -v- - - - - - - - - - - - - - - SANDSTONE) - - - - - - - - - - - - r9
lF TfCHNE P APItL tR
0 Q FORMATIONAL \ - Of CAUE� OFCAu
MATERIAL VARIES
-1.0' EL. I ( I I 0.5' EL. ,
FILL VOID WITH
2' -6" - as Bu�� T
BOTTOM EL 3.0' 2 WIN LEAN CONCRETE ,
2' -6" I 1 IF REWIRED.
.^ R
RETURNS TO BE DETERMINED A ION RETURNS TO BE DETERMINED
MATERIALS. VARIES AS SHOWN BY ENGINEER [N THE FIELD
BOTTOM EL -3.5' BY ENGINEER IN THE FIELD"
AMERIDRAIN 500 J01Ai MVEN
4' " " �� Zna
S ECTION A/2
PROFIL E OUTL W/ OUTLET AT APPROX. ELEVATION */ -0.0'
ABOVE FORMATION AT 10 FEET O.0 —
N.T.S.
SCALE: 1': 5'
PROFILE SHOWN DEPICTS A TYPICAL 4 PANEL SECTION OF THE WILL N.T.S. DWG 461 = G 2 4
ELEVATIONS AND DIMENSIONS CORRECT AS SHOWN.
i
I
I �* S
P L
L
a
l l J !
ID
\.� I
PROPOSED TIEBACK
95 z
S ¢ n
EE AN VIEW w I ti v
SE BLDG. FOOTPRINT z T 1 t 1 I I 4
m >
Ii IIII� I ►II // I �
I airs - -- — r I� I I I �� 1 1 , I I I I o
-- - -- X I z I z In
D XI IN TOP - - -- - -- I
C) OF LO m
6- -9 CAISSON
Ll
F71 I CAISSO
z
o O
�
m I =� f —= IAC � j I fTl Deck 1 z 3 4 5 +/- so' to y I
D
Z I _ I
O �
1
X I' DRAIN INLET
+ � L — — — z
jj w
1 4 — BLDG_FOOTPRINT
a f \1 ��
1 0 + EXISTING TOP
OF SLOPE c
_ J 8 -18 -98
_ ate • � .H./ � �� � �
1 4" DRAI
I �w ° ° \ �� _ - -- _ A� PLAN VIEW A/1
° C� `� UPPER RETAIN /
RETAINING SYSTEM w o
\ ( SCALE 1 "= 20' V
{ Cn 1
I \ I
I;
c
1 x �
Z
AS - BUILT
SITE PLAN
SCALE 1 2LAN SIG .0 E
SCSI ? 9 t 1
RCE DATE IEUCADIA Bl.
ATHENA. ST.
F/2 C/2
+/- e0' 7417 SITE � o Ll
. 12/31/97 Q c^ '� _
lo o 2 ' +/- 7.6' +/ 7.6' +/- 7.6' +/- 7.6' +/- 7.6'+ �rq CIVIl.
/- 7.6' +/- 7.6' +/- 7.6' +/- 7.6' +/- 7.6' +/- 2'+ OF CAt
2' +/- / SLAB, SEE
T.O.W. EL. + -97.5' 2
D 9�
DETAIL B/2
o PbRj P ti�
TIEBACK, SEE � `� � �- -� t- -� — � — ♦ � 5
EL 9� Z
SECTION F/2- --- --- r SYLV'A ST.
r
90 GRADE BEAM, ENCINITAS BLVD. Z
SEE DETAIL A/2 x
Q
w U
i ► I i I I I i I VICINITY MAP 'I
CONCRETE CAISSON N Lv
Z
Q Z
SEE DETAIL E/2 � � C` J
� I
BENCHMARK
°'� r LJ
O THE BENCHMARK USED FOR THIS PLAT IS SAN C CO
DIEGO COUNTY VERTICAL CONTROL MONUMENT N CL
NO. O.C. 141, LOCATED ON THE EAST SIDE OF N U;
HWY. 101, 150' SOUTH OF THE CENTERLINE OF Q
EL PORTAL STREET IN THE CITY OF ENCINITAS.
CONCRETE CAISSON CALIFORNIA, EL 63.913 M.S.L.
SEE DETAIL E/2
REVIEWED FOR CONFORMANCE QR °FESS,o
a>E 6 -12 -96
RESOLUTION PC__MUP 95 -137 O MAyo "q<
BY CITY OF ENCINITAS: � "'""
GOZ20UPi.pWG
CONCRETE CAISSON W No.C35864 z m w No. GE 554 m ;naieZ - as 3unr
SEE DETAIL 2 D i w
/ * Exp.6/30/99 * EXP.6 -30 -97
ENGINE � /�•
PROFILE: UPPER SYSTEM B 1 NC SERVICES COMMUNI Y DEVELO U sT 9T CIViI O \P
SCALE 1 "= 5,
5-2&-?? SIdLrl4 f OF CA �F0 OF CAtIf usam m:
DATE DAT, E APM1om ey ` qmZ
DWG 411S -G- ► A 3 OF 4
I
I{
I�
l
c�
#5 12" #4 ® 12" #5 ® 12" - #9 (EACH SIDE) #5 ® 12' 0. VARIES NOTES
TIEBACK IMBED VARIES 2' -9" VARIES GENERAL O
8,: 3 -6 #4 ® 12" O.C. L`
6 "X 2" KEY 1. Contractor shall obtain all necessary permits for this work. v Q
#5 ® 12" 0. C. 2. Bottom of caisson depths to be verified and approved by Soil a " N
Engineer or his representative during construction.
- T _T_T Lr 6 i�
------ - --------------- 3. Changes are permitted with the written approval of the design Z
-- engineer for this project. ,
o w
#5 ® 12" O.0 REINFORCING BARS
. Z
#5 ® 12" O.C. 4 - #9 EACH FACE O C
- - - --- --- - - - - - - - - - - - - - - - - - -• - - -- -• -• -. o #3 TIES ® 12" O.C.
1. Bars #4 and under shall be grade 40, all other bars shall be v 4
grade 60 and comply to ASTM A615. w
45" EXTENSION j 38" EMBEDMENT 2. Reinforcing bars, mesh, dowels etc. shall be well secured in place
¢
WITH 15" HOOK j LENGTH prior to inspection and /or placement of concrete.
- - -
i Q y
--------- T --------- 3 TIES ® 12'-'- -- - --- -I - - - -- --- I 8 "X 8 ° X 2" KEY CONCRETE
� � v
I
2'+ - 3' -6 " +/- 2 + / --�•j i 59" EMBEDMENT LENGTH 0 1. Poured in place concrete shall have a minimum
ultimate strength '
I I FOR #11 BAR (TYP.) of 4000 PSI at 28 days. w
39" EMBEDMENT LENGTH (45" EXTENSION WITH 15" HOOK) 2. Contractor shall submit the mix design to the design engineer
for `; a o
FOR #9 BAR (TYP.) co
I j j I approval.
3. Caisson concrete may be chuted and or free fall through the center W
o on of the rebar cage.
D/2 FOR INTERIOR PILES INSPECTION &TESTING OF TIEBACKS
I 33" CONCRETE c� E
I I E/2 FOR END PILES I C4 O W
CAISSON (TYP.)
( j 1. Diameter of tieback rods and length, size and location of drilled tieback U W N
f c u
j E I2 t j /2 shafts shall be as indicated by plans or as approved by the design Z
I I engineer.
j i j 2. Tieback rods and hardware: Rods to be ASTM A722 -75 150 KSI,
I SEE SECTIONS FOR I DYWIDAG, WILLIAMS or equal, or 270 KSI seven strand tendons, ASTM A416.
STEEL DETAILS I 3. Tieback grout shall be sampled and tested in accordance with
I I 33" CAISSON I � applicable post tensioning institute's (PTI) recommendations or as
directed by the design engineer. (3000 PSI) o
#4 TIES (TYP.) LO j E 4. Admixtures shall be used in accordance of manufacturer's recommendations
h
j i i j v and shall be approved by the design engineer.
5. Certification of calibration of tieback loading device shall be submitted W Z
I I to the design engineer.
I I 6. Each tieback shall be satisfactorily tested to a minimum of 133 percent
i of the design load. 5 percent of the tiebacks shall be
proof loaded in
I � � g p �� '
times design 1percent
ad. en The f load shall be held, without evidence 3
idence of
- 7.6+ - I
slippage, for no more than 1 minute between increments, except for
2+/- 7.6'+
/ / 7.6' +/- N the final load which should be held for 10 minutes. I.
7. The design engineer or his representative shall inspect the testing of
all tiebacks. He shall keep a record of all test loads.
2 - #11 AT INTERIOR TESTING AND INSPECTION'
PILES ONLY I E
GRADE BEAM DETAIL A/2 6 - #11 FOR j a 1. Concrete test cylinders shall be taken and tested.
2. Concrete or grout mix designs shall be provided to the design engineer
SCALE 1/2 "= 1' e I 4 - #9 AT INTERIOR PILES 5 days p p g grain size distribution
ALL PILE., ys rior to placement. Mix design shall include
I 3 - #9 AT END PILES of aggregate.
3. Reinforcing shall be inspected to insure proper concrete cover, adequate
splices, and conformance with the drawings.
j 4. Each tieback to be tested and locked per above specifications. C
o 5. Any tiebacks not reaching test capacity shall be reported to the engineer.
i a 6. Tiebacks shall not creep at test loads over a 5 minutes period.
E=
i cc Q ROFESS /O Q ROFESS /p� a" j
8" CURB
z Z w No. GE t04 m
a I No.C3586a ac EXP,6 -30 -97 A
(TOP & BOT.) p Exp.6 /30/99 * c
' E- C i S�qT CIVIL 4a\P 9 OFCAI�f
C't a i F OF CALIF
#4 ® 12" (BOT.) cn I
# C� 12" s i
a C4
a c W
c
SEE DETAIL E/2 -- - - - - - - -- -- - - - - -- --=--------- ----- ------- ------ ----- - -`,-- -- --� -- SEE DETAIL ILOND /2
VARIES V W
a VARIES
I �
- ----- - j IMBED,
L� AS REQ'D 2' -9" ARIES
8 3' -6" #4 ® 12" O.C. Q W
- - - - I 6 X 2" KEY 5 ® 12" O.C. C/:
i a
- - -- - - - -- ------- - - - - -- `` -- = = - -�- z
- == - - - - - - --
-- -- - - - - - -- - - - I� #5 @ 12" O.C.- #5 ®12" 0. C. W Z
4
i f w i
#5 ®� 12 ". SECTION C/2 i'
(TOP j& BOT.) SCALE 1/2 "= 1' o #3 TIES ® 12 O.C. F
i 1 3/4 "X 8"X 8° I 8" DIAMETER HOLE U
� I I j �' STEEL PLATE 4 - # EACH FACE
I
�20' STRAND: 4 -0.6" 270 KSI E4
I j
I I 2'- 9 4 - #9 EACH FACE-, TIEBACKS:
I
j I DESIGN LOAD 98 KIPS 00
. I UP -HILL UP -HILL !
TEST LOAD 130 KIPS
j j I I 33" DIAMETER I 33" DIAMETER N `
I 4- # 9 f'c -4000 psi f'c =4000 si 44' MIN. ANCHOR LENGTH
I I
I CONC. CAISSON 3 - # I CONC. CAISSON (AT PILES #1 AND #11:
i I DESIGN LOAD 77 KIPS
TEST LOAD 102 KIPS
I I _ ._ MIN. DEVELOPMENT -- _ '.1 "' _ ._ 40' MIN. ANCHOR LENGTH)
j 2" CLR I I I ; _ w ' ' SECTION F/
I i LENGTH IN INCHES � � 11� � I o 8 -13 -96 '
2'+ - 7.6'+ # 38" SCALE 1/2 "= 1' "pacer 96 - +n
2 - #11 3" MIN CLEAR #11 59" 3" MIN CLEAR
# we - "o cozzauaznvc
6 - 11 6 - #11
MGM 1/14/97 -AS BUILT
IRYI M !
INTERIOR PILES END PILES
SLAB DETAIL B/2 SE CTION D/2 SECTION E/2 L„B
SCALE 1/2 "= 1' SCALE 1/2"= 1' Paso m. wH
/ SCALE 1/2 "= 1' AvmoKO
RKZ
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