HomeMy WebLinkAbout20191108_Coastal Hazards Analysis for CDPOctober 18, 2019
PMA CONSULTING, INC.
CONSUL TING STRUCTURAL ENGINEERS
28161 Casitas Ct. PH. (714) 717-7542
Laguna Niguel, CA 92677
e-mail: p.petrov@pma-bg.com
Cynthia Childs, Architect
2732 East Coast HWY, Suite B
Corona Del Mar, CA 92625
RE: COAST AL HAZARDS ANALYSIS REPORT FOR COASTAL
DEVELOPMENT PERMIT
Gary & Sherri Moore; Applicant
732 Via Lido Nord
City of Newport Beach, County of Orange
PMA Job #29219
Dear Ms. Childs,
PMA Consulting, Inc. is pleased to provide this report regarding Coastal Hazards Analysis for
the proposed development at the subject site. The site is adjacent to Newport Bay, thus it may be
subject to Coastal Hazards such as, flooding, wave runup, and erosion. This study investigates the
potential for the aforementioned hazards to impact the proposed development on the site over the next
75 years and addresses compliance with Coastal Hazards Analysis Report requirements and standards
ofNBMC Section 21.30.15.E.2.
STATEMENT OF THE PREPARER'S QUALIFICATIONS
Plamen Petrov, P.E., the preparer of the Coastal Hazards Analysis Report on this project,
holds a Master of Science in Structural Engineering from University of Architecture, Structural
Engineering & Geodesy of Sofia, Bulgaria, and is a Licensed Civil Engineer by the State of
California Certificate No. C66947. For the last 19 years of his professional career he has been
actively involved in the design and entitlement of many Waterfront Developments such as custom
homes, seawalls, piers, platforms, floating docks and marinas. A great number of Coastal Hazards
Analysis Reports prepared by him have been reviewed and accepted/approved by California Coastal
Commission.
All the above being said, Plamen Petrov, P.E. shall be considered a qualified preparer for the
Coastal Hazards Analysis Report on this project.
Requirements in Appendix A for Step l:
Establish the proiect sea level rise range for the proposed proiect's planning horizon
(life of proiect) using the current best available science.
The State of California Sea-Level Rise Guidance 2018 update developed by the Ocean
Protection Council in close coordination with Policy Advisory Committee with representation
PA2019-230
from California Natural Re. .rces Agency, the Governor's Office o. d1111ing and Research, and the
California Energy Commission provides a bold, science-based methodology for state and local
governments to analyze and assess the risks associated with sea-level rise, and to incorporate Sea-
Level Rise into their planning, permitting, and investment decisions, and it is considered the
current best available science.
As reflected in the clouded area of the enclosed Table 28, based upon direct interpolation
of the data for High emissions 2090 & 2100 and Medium-High Risk Aversion, over the project's
planning horizon of 75 years, the estimated Sea-Level Rise (SLR) for year 2094 shall be
approximately 6.00', which is the Sea-Level Rise for the proposed project. Based on the highest
high tide of+7.88'MLLW (7.70'NAVD88) recorded in the project area, the above established
Sea-Level Rise will account for bay water level of+ 13. 70'NA VD88.
Requirements in Appendix A for Step 2:
Determine how physical impacts from sea level rise may constrain the project site,
including erosion, structural and geologic stability, flooding, and inundation.
According to the enclosed Site Plan T-1, finished 1st floor elevation of the proposed
development is at +12.98' NAVD88=+13.16'MLLW which is higher than the Base Flood
Elevation established for the area. Based on the SLR established in Step 1 above, 1st floor of the
proposed structure will remain below High Tide sea level approximately until year of 2085. As
we well know, majority of the public streets in Newport Bay area are currently at much lower
elevations than the subject site and they will flood due to SLR way before the development on
this site becomes subject to flooding.
FLOODING HAZARD
The primary hazard due to flooding from the ocean waters for this site, like majority of the
sites located adjacent to Newport Bay, would be due to long term Sea-Level Rise. The current water
levels in Newport Bay are reflected on the enclosed Datums for Newport Bay Entrance.
According to the enclosed seawall DWGS SW-0 thru SW-2, top of the proposed Concrete
Deck at Seawall shall be at+ 12.41' NA VD88 = + 12.59' MLLW, which is higher than the
minimum top of seawall elevation in accordance with the current City of Newport Beach Waterfront
Projects Guidelines and Standards.
While Sea-Levels have been Rising for decades, higher rates of raise are forecast for the
coming century because of climate change -see enclosed table 28. Increases can be attributed to
warmer temperatures, which cause water to expand, as well more liquid mass caused by melting of
ice caps. Current estimates of future SLR generally fall in the range of 4.5-6. 7 ft for the year 2100.
Global warming may impact flooding in other ways as well. Warmer water could intensify North
Pacific storms, bringing greater wind and wave energy to shoreline in winter and higher intensity
precipitation.
The Newport Beach Peninsula portion of the Pacific Institute California Flood Risk Map is
shown herein as OE S Quadrangle. The dark blue colored areas show the areas where a 100-year Sea-
Level Rise of 55 inches is added to the existing FEMA coastal flood elevation shown in light blue.
Obviously, the entire Newport Bay area will be affected if sea level rises 55 inches by the year 2100.
If the sea level rises in the next several decades as currently estimated, regional measures
to mitigate the potential flooding hazard shall be taken. As determined in Step 2 above, 1st floor
elevation of the proposed structure will remain below High Tide sea level approximately until
PA2019-230
year of 2085. After that, i :cessary, the seawalls can be raised i .ccordance with the attached
STD-601-L to an elevation of+ 13. 7'NA VD88 (based on 6.0 feet of SLR) without bayward
encroachment of the bulkhead footprint to protect the structure on the lot from flooding.
WAVERUNUP
Wave runup is the uprush of water from wave action on a shore barrier intercepting Stillwater
level. On steeply sloped shorelines, the rush of water up the surface of the natural beach, including
dunes and bluffs, or the surface of a manrnade structure, such as revetment or vertical
wall can result in flood elevations higher than those of the crest of wind-driven waves. See wave
Runup Sketch below.
Wave Runup Sketch
Due to its location, this site is not a subject to typical ocean waves and the associated wave
runup. Bay generated waves that may arrive at this site are very small wind waves and boat wakes.
These types of waves are generally dampened by the moored vessels and dock systems located in
front of the site and have no significant energy and runup effect. Tsunami type waves that approach
from the ocean shoreline will likely not reach the site for several reasons. There is no significant near
field source of a tsunami like the geologic conditions of some other places on Earth such as Japan, for
example. A far field tsunami reaching the ocean shoreline will likely not reach the site because of the
distance and developments between the shoreline and this site. A near or far field tsunami
propagating into Newport Bay proper would likely cause a seiche or standing wave on the order of
1.3 feet traveling within the bay. Even at the highest anticipated tide in Newport Beach of
+ 7 .88'MLL W this shall not result in overtopping of the bulkhead/seawall. Due to its very infrequent
occurrence -500-year recurrence interval -tsunami should not be considered a significant
impact over the life of the proposed structure -75 years.
PA2019-230
EROSION HAZARD
Erosion refers to the wearing or washing away of coastal lands. Beach erosion is a chronic
problem along many open ocean shores of the United States. To meet the needs for comprehensive
analysis of shoreline movement, the United States Geological Survey has conducted analysis of
historical shoreline changes along open ocean sandy shores of the conterminous United States and
has produced an Open-File Report 2006-1219 entitled "National Assessment of Shoreline Change
Part 3: Historical Shoreline Change and Associated Coastal land Loss Along Sandy Shorelines of the
California Coast". The report looks at survey data of the following periods: 1800s, 1920s-1930s, and
1950s-1970s, whereas the lidar shoreline is from 1998-2002. The report looks at both long-term and
short-term changes. According to the report, the average rate of long-term shoreline change for the
State of California was 0.2±0.1 rn/yr., and accretional trend. The average rate of short-term shoreline
change for the state was erosional; with an average rate of -0.2±0.4 rn/yr. The beach footprint of this
site is stabilized and not subject to significant long-term erosion. Review and analysis of historical
aerial photographs and field measurements for seawall repairs in the area show no change in the
position of the shoreline over the last several decades. The future shoreline changes over the next 75
years are assumed to be the same as in the previous several decades. However, there is a rapid rate
of Sea-Level Rise predicted in the next 75 years. If that prediction holds true, the rapid Sea-
Level Rise may accelerate shoreline erosion, but it shall not impact the structure on the subject
lot over its economic life.
CONCLUSION
In conclusion, flooding, wave runup and erosion will not significantly impact this
property over the proposed life of the development. The existing seawall required to protect the
proposed structures on the lot, the adjacent properties, public facilities and infrastructure; thus,
it can't be removed. Removal of the seawall will result in erosion and undermining the
foundations of the structures and site walls at the subject site and both adjacent sites. Once the
existing seawall is reinforced in compliance with the enclosed drawings SW-0 thru SW-2, need
for a new shoreline protective devise shall not anticipated over the economic life of the proposed
development to protect it from flooding, wave run up or erosion. If found not adequate for the
actual sea level rise over the next 75 years, the existing seawall assembly allows to be increased
in height per the enclosed STD-601-L without further seaward encroachment. If during this
period the seawall displays any sign of distress that requires immediate attention, it should be
repaired or replaced at that time accordingly, without seaward encroachment from its current
location.
The above conclusion was prepared based on the existing conditions, proposed drawings,
current projection of future Sea-Level Rise, and within the inherent limitations of this study, in
accordance with generally acceptable engineering principles and practices. We make no further
warranty, either expressed or implied.
PMA Consulting, Inc. appreciates the opportunity to work with you towards the successful
completion of your project. Should you have any questions regarding this report, please contact us.
PA2019-230
Respectfully subm{ ... ,
Plamen Petrov , P.E.
Principal
Enclosures:
Location Map
Aerial View
Topographic Survey
Architectural Site Plan T-1
Table 28: Projected Sea-Level Rise (in feet) for Los Angeles
Datums for Newport Bay Entrance
City of Newport Beach -STD-601-L
Newport Beach OE S Quadrangle
Seawall Drawings SW-0 thru SW-2
PA2019-230
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PMA Consul( ~g~ In~.
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28161 Cnsitn;; Ct., IJngLUHl Niguel , CA 92677
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E-M ail : P .Pe trnv@PMA-BC.cn rn
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NEWPORT BEACH, CA 92663
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LOCATION MAP
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DA TE 10/18/19
PA2019-230
PMA Consul~ 1g~ In~.
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:28 1 6 1 C n::;it n::; Ct., Lngunn Niguel, CA 9'2677
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732 VI A L J NORD
NEWPORT BEACH, CA 92663
AERIAL VIEW
JOB . 29219
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DATE 10/18/19
PA2019-230
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F.F.•12.98@ARSTFLOOR rir------t-----J;..+l--U+--__,i : ; !: Ii FF•l~1..---I---I> , F.F.•2340@SECONOFLOOR I ; • .i:' :::::i:,] ·~ ,. •• •.• I . ,. /: ::::t • · '" '• r--,_,c__--1-+-J----' ..... t IT ----f-j . =-~-,1[:~c:-.. l '!___ ,,,..I,_! _ __, ii i~ m.~,.,,..,..~.".~.r-c: .. "v"~ .. -h= .. == .. -;=~=;-~1-, "\... __ ------,1 -----.J .,~ , ,l -"';Pl/ LJ di --!------t,i+-------1--l •w• ~ :C~?i~?-~~p SITE PLAN ~~i'/\Q}~1 .. SHEET INDEX ARClllT~.C:-nJR,\l.5\11·1-'TS T-1 T,Hr!-bc.-r&S11crbn I of! 1°\l>lmgSur.cj ,\-il 0p<"n\"olwncC:•kul,11r11 ,\.0 l Fli.or,,,r<">C:>kul:ui~n ,-\•I l'tc-rofC"dF,r.ill'loorl'l:w, A•l l'r<•po"'-•dScconJFh•.•rl'l;u, ,\.:, l'r<>po1NIR,;,.:,fl'L1>1 ,\.J.I l'r~pr,<.-dR.~fPla11-T:,1:,lR.,i,l,\rc3f"ak. A-}.: 1•r~po,-·d Roor Pl,n -l'b• Rnnf An;, Cale. ,,.~ l'r.,ro ... -d f.l~,.,i;;ns ,\.7 l'rt•p<>.-•dl:lc,-;ih.-.n,i u 2 ~ ~ ~ ~ ~ ,• ~ j i u ~ J ~ t 8 >, u 0) M '-' ,c C: ~ 0) "' ~ "Ee; ~ Z-5 ,.J C ~ ...... ~ ~ ~ ~i C N-:;. :E ~z z -< ...J c.. 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Hig h em issions 2030
2040
20 50
Low emissions 2060
High em iss ions 2060
Low emis sions 2070
High emi ssion s 2070
Low emiss io ns 208 0
Hig h emissions 2080
Low emissions 2090
High emi ssion s 2090
Low em iss ions 210 0
High emissions 2100
Low emis sions 2110 '
High emission s 2110 '
Low emiss ion s 212 0
High emissions 2120
Low emissions mo
High emi ssion s mo
Low emissions 2140
High emissions 2140
Low emis sions 2150
High emi ss ions 2150
STATE OF CALIF ORN I A SEA-LEVEL RI SE GU I DANCE
TABLE 28: Projected Sea-Level Rise (in feet) for Los Angeles
Probabilistic projections for the height of sea-level rise shown be l ow, a l o n g w ith th e
H ++ scenario (depicted in b l ue in the far right co l umn), as seen in the Risin g Seas
Report. The H ++ projection is a si ngl e sce n ari o a n d does n o t h ave a n associ ated
l i ke lih ood of occu rrence as do t h e probab ilisti c projectio n s. Probabilis tic p r oj ecti ons
a r e w ith respect t o a basel i n e of the year 2000, o r mor e sp ecifically th e a v erage
re la t ive sea level o ver 799 7 -2009. Hig h e missio n s rep resen t s RCP 8.5; l ow emissi o n s
represents R CP 2. 6. Recommended projections for use in low, medium-high and
extreme risk aversion decisions are outlined in blue boxes below.
Probabilistic Projections (in feet) (based on Kopp et al. 2074)
MEDIAN
50% probability
sea-leve l nse mee t s
or exceeds ..
0 .3
0.5
0.7
0.8
1.0
0.9
LIKELY IU1NGE
66% probabt!,ty
sea-l eve l nse
is be t ween
Low
Risk
Aversion
0 .2 0.5
0.4 0.7
0.5 1.0
0.5 1.1
0 .7 1.3
0.6 1.3
l-lN-20 CHANCE i l-lN-200 CHANCE
5% probability
sea-l evel nse meets
or exceeds ..
0.6
0.9
1.2
1.4
1.7
1.8
0.5% probabili ty
sea-l eve l r ise meets
or exceeds ...
Medium -High
Ri sk Aversio n
0 .7
1.2
1.8
2 .2
2 .5
2.9
Extre me
Risk Aversion
1.0
1.7
2.6
3.7
1.2 0.8 1.7 2.2 3.3 5.0 L~
1.0 0.6 1.6 2.1 3.6 i~ ? ~
1.5 1.0 2 .2 2 .8 6.4 Jo9 ~ 1.2 0.7 1.8 2.5 A.~ 1.8 1.2 2.7 3.4 8.0
1.3 0 .7 2.1 3.0
2.2 1.3 3.2 4.1
1.4 0 .9 2.2 3.1
2.3 1.6 3.3 4 .3 7.1 1
1.5 0 .9 2 .5 3 .6 7.1 SAY 6 .0 FOR
2 .7 1.8 3.8 5.0 8.3 YEAR 2094
1.7 0.9 2.8 4.0 8 .1
3.0 2.0 4.3 5 .7 9 .7 16.1
1.8 0.9 3.0 4.5 9 .2
3.3 2.2 4 .9 6.5 11.1 18.7
1.9 0.9 3.3 5.1 10.6
3.7 2.4 5.4 7.3 12 .7 2 1.5
'Most of th e available climate model experiments do not extend beyond 2 700. The resul ting
reduction in model availability causes a small dip in projections between 2100 and 2170, as wel l as
a shift in uncertainty es tim a t es (see Kopp et al. 2014). Use o f 2170 projections should be done wit h
cau tion and with acknowledgement of increased uncertainty around th ese projections.
APP END I X l: SEA-LEVEL RI SE PROJECTI ONS FOR All r z TID E GAUGES I 72
PA2019-230
9410580 NEWPORT BEACH, NEWPORT BAY ENTRANCE, CA
Home (/) / Products (products.html} / Datums (stations.html?type=Datums) /
9410580 NEWPORT BEACH, NEWPORT BAY ENTRANCE, CA Favorite Stations..,,
Station Info..,, Tides/Water Levels..., Meteorological Obs. Phys. Oceanography
Datums for 9410580, NEWPORT BEACH, NEWPORT BAY
ENTRANCE CA
NOTICE: All data values are relative to the MLLW.
Elevations on Mean Lower Low Water
Station: 9410580, NEWPORT BEACH, NEWPORT BAY ENTRANCE, CA
Status: Accepted (Apr 17 2003)
Units: Feet
T.M.: 120
Epoch: (/datum_options.html#NTDE) 1983-2001
Datum: MLLW
Datum
MHHW {/datum_options.html#MHHW)
MHW (/datum_options.html#MHW)
MTL (/datum_options.html#MTL)
MSL (/datum_options.html#MSL)
DTL (/datum_options.html#DTL)
MLW (/datum_options.html#MLW)
MLLW (/datum_options.html#MLLW)
NAVD88 (/datum_options.html)
STN D {/datum_ options. html#STN D)
GT (/datum_options.html#GT)
MN {/datum_options.html#MN)
DHQ {/datum_options.html#DHQ)
Value
5.41
4.68
2.80
2.78
2.71
0.92
0.00
0.18
-3.33
5.41
3.76
0.74
Description
Mean Higher-High Water
Mean High Water
Mean Tide Level
Mean Sea Level
Mean Diurnal Tide Level
Mean Low Water
Mean Lower-Low Water
North American Vertical Datum of 1988
Station Datum
Great Diurnal Range
Mean Range of Tide
Mean Diurnal High Water Inequality
PA2019-230
Datum Value ::ription
DLQ (/datum_options.html#DLQ) 0.92 Mean Diurnal Low Water Inequality
HWI (/datum_options.html#HWI) 5.08 Greenwich High Water Interval (in hours)
LWI (/datum_options.html#LWI) 11.15 Greenwich Low Water Interval (in hours)
Max Tide {/datum_options.html#MAXTIDE) 7.67 Highest Observed Tide
Max Tide Date & Time (/datum_options.html#MAXTIDEDT) 01/28/1983 08:06 Highest Observed Tide Date & Time
Min Tide {/datum_options.html#MINTIDE) -2.35 Lowest Observed Tide
Min Tide Date & Time (/datum_options.html#MINTIDEDT) 01/20/1988 16:30 Lowest Observed Tide Date & Time
HAT (/datum_options.html#HAT) 7.18 Highest Astronomical Tide
HAT Date & Time 12/02/1990 16:06 HAT Date and Time
LAT (/datum_options.html#LAT) -1.92 Lowest Astronomical Tide
LAT Date & Time 01/01/1987 00:00 LAT Date and Time
Tidal Datum Analysis Periods
01/01/1980 -12/31/1993
To refer water level heights to NAVD88 (North American Vertical Datum of 1988), apply the values located at National Geodetic
Survey {http://www.ngs.noaa.gov/Tidal_ Elevation/diagram.jsp?PI D=DX 1968&EPOCH= 1983-2001 ).
5
Datums for 9410580, NEWPORT BEACH, NEWPORT BAY ENTRAN
All figures in feet relative to MLLW
DHQ: 0.74
MHW: 4.68 ·•------+--
PA2019-230
2-#4 CONT. EPOXY-COATED
PER ASTM A934
8"
PROPERTY, BULKHEAD
OR OTHER BAYWARD
LIMIT
8" CONCRETE BLOCK WALL ADDED
TO TOP OF EXISTING BULKHEAD ~-r=~==r=--ELEVATION + 10.0 M.L.L.W.
NOTE:
#5 @ 24" O.C. DRILL AND EPOXY BARS PER
MANUFACTURER'S RECOMMENDATIONS INTO
EXISTING COPING
TOP OF IMPROVEMENTS
6" --· " • \;,
MIN. ____ 1>,-----J
EXISTING TIE ROD~ ------------------• ·I\;,
\--------------
ALTERNATE "A"
(CONCRETE BLOCK)
11/2" CHAMFER (TYPICAL)------
#4 CONT. EPOXY COATED A934----
CONCRETE: f'c = 5,000 PSI (MIN.)----
W / C RATIO= 0.40 (MAX.)
#5 @ 24" O.C. DRILL AND EPOXY BARS PER
MANUFACTURER'S RECOMMENDATIONS
INTO EXISTING COPING 6"
\> I "
8"
MIN. TOP OF IMPROVEMENTS~
~~===~~*~ l " . \;,
EXISTING TIE ROD~ ---------------------1>,-------:~ \;,
\-------------
ALTERNATE "B"
(POURED-IN-PLACE CONCRETE)
I •
EPOXY SHALL CONFORM TO ASTM C881 STANDARD AND BE
USED IN STRICT ACCORD WITH THE MANUFACTURERS PRINTED
INSTRUCTIONS.
CITY OF NEWPORT BEACH
DETAIL FOR RAISING
BULKHEADS
APPROVED:
Drawn: R. OKADA
Date: JULY 2004
DRAWING NO.
(I) 00 w ....
""'0 0:: ....
<C = >N ....
ROUGHEN FOR BOND
AND APPLY EPOXY
EXISTING COPING
EXISTING BULKHEAD
PROPERTY, BULKHEAD
OR OTHER BAYWARD
LIMIT
ELEVATION+ 10.0
M.L.L.W.
ROUGHEN FOR BOND
AND APPLY EPOXY
BONDING AGENT PER
MANUFACTURER'S
RECOMMENDATIONS.
EXISTING COPING
EXISTING BULKHEAD
REV. 01/17
PUBLIC WORKS DIRECTOR
Scale: N.T.S.
STD-601-L
PA2019-230
.tJ"JU'IJ"N
California Flood Risk: Sea Level 83-~e
( Newport Beach OE S Quadi 6le PACIFIC
INSTITUTE
• --us~v 0
-Slai.11,glrway ()
-Coon1yH>ghw•y □ -~
Cu,ren1 Coa,ti1l 8aseF1ood
{appnuimal& 100-y-.vllood••t.nl)
Su l evolR.uoSc.enatio
Coawl 8neHood •1.o4=te•tt55inchesJ
Land-~l imilol
E,ollonHighHa2:¥dZOMln2100
This lflformation t$ being made available forlnformatiooal pu,poses only. Use<S ol Un inlonnation
agrff by U111ir us11 to hold blameless the Slate or C alilomia, and ~s respective officers. employees,
ag,enls, eo ntradors, and $Ubwn!1actors lor any ~abitity a$$0clall!d with its uso in any l orrn. Th is worlt.
shalnolbo usod toassessac1ual eoastal haza rds.iw.;uranco roqu;ro men1s.or p1opl!rtyvaluos
and spocif,c;ai ly shall not bo uud in lieu of Flood l nsur.mce Studies arid Flood Insurance Rato Maps
i!.sutd by lhe Federal Emergency Management Agency (FEMA).
o.,,.So<,r • .,, us~-.,.-~a1eo......ru(OOC/.N,a,tb\al0<.,.,..~nc1~
....,,,....,1otr.....,,(NOI..A~N.o1>an.1l ~.,Sc,.....t>10S~Co.ut.olS<ww...C...U<(CSC) So,pP'I ~•-
0.25 0 .5
Miles
0.5
Kilome ters
Created by the Pac ific lns6tute. Oakland. Cali1omia, 2009.
Projoci tu l'ldlld by the Ca•lorrna Ene,gy Comrnis,k)n"s
Public .,1erest Eoetgy Rosea1ch P,og ,am, CalTrans.
and the Caij fomia Oteilll Proleclion Council
1.5
GridCQDrdinales:
UThl Zone l\N me1el"5
N,\l l~J<i('SJq:ru1
Adjoiniflg Ouadr30gkls:
1, S.al Buch
2: NewportBtiach
J ; Tustin
4: nolprinrod
5: LagunaBeath
6: nolprinlt,d
7: nolprinltXi
8: nolprinltXI
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,,,, -Map extents ma 1th USGS 7.5 m:nute topographic maps
PA2019-230
.
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~" RE INFORCIN G THE EX ISTING SEAWAL L (/) 10/18/19
LOCATED AT: ~ 29219 732 VIA U DO NORD s ORUS I M.P[TROVA NEWPORT BEACH. CA 92663
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732 V IA LIDO NORD
NEWPORT BECH, CA 92663
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LOCATED AT:
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0
O~ER/.-.PPUU,NT
GARY & SHERRI MOORE
NEWPORT BEACH, CA 92663 732 VIA UDO NORD -~ M PETROVA
i-,"-,~-Pm-PE_T_RO-v-t--S-IT_E_P_LA_N_&_EL_E_V_A_TI_O_N _________ _, NEWPORT BECH, CA 92663
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REVISIONS
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(J),+'6CONTEArACE N4TIESTYP (2)1S EA WAYxl'-6" LONC 0 EACH ANCHOR ROO NOTE: ~rORMATIONNOTSHOWN,SEEDETAILEB DEADMEN ELEVATION COUPLER INSTALLATION PROCEDURE HEAT SHRINK SLEEVE CENTERED OVER COUPLER I APPLYCORROSIONINHl8ITINCCREASET0THE8AREENOSOF THEBARSANOTH(INSIOEOFTHECOUPLER 2 CONNECTTHETW08ARENDSWITHTHECOUPLER EACH END ~~~~o~\Ll~REWED 1Nro THE COUPLER HA!.f THE LENGTH OF J. TORCUE BAR ENOS TOGETHER {200 fT LBS). 4 A0D"1110THERCOATOFCREASET08ARE8ARANOCOUPLER ANO WRAP WITH TWO LAYERS OF DENSO TAPE 5 CENTERHEATSHRINKSLEEIIEOVERCOUPLERUIDAPPLY HEATUNTILSLEEVEISFULLYRECOVERED DCP COUPLER DETAIL c'"""" ,..,,_.CS(N>) a=,~=~ SANDBAG VELOCITY REDUCER DETAIL VELOCITY REDUCER DETAIL NOTE: TWO ROWS OF SANOBACS THREEBAGSHICH TOE OF SLOPE PROTECTION DETAIL THISOETAIL SHALL APPLY AT THE ENTIRE PERIMETER OF UIY EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN COMPLIANCE WITH ITEl,I 6 UNOER"EROSIONCONTROLNOTES"ONSHEETS-0 TOE OF SLOPE PROTECTION L R ROD COUPLER (OPTIONAL),SEE ~)~C~g~H R~~~ / Yi' ANCHORPLATE1x6'!,x6'!, W/ANCHOR NUT BEHIND (2)65. lle:RT & HORIZ BARS NOTE: FORINFoRuATION NOT sHowN. SEE DETAILS ffi & EB CROUTSLEEIIE.OELETECROUT SLEEVE ON FIELD CUT TENDONS 2LAYERSOFM0LOA8LE OENSOTAPE OVERBARESARANDCOUPLER SPACEBETWE(NCOUPLER AN08AR TO BE COMPLETELY FILLED WITH CORROSIONINHIBITINC CREASE PREPARATION FOR FIELD CUT BARS: T. CUT CORROSION PROTECTION AND THREAD BAR WITH AN ABRl<SIVE SAW (00 NOT USE A TORCH) 2. CAREFULLY REMOVE 6" (± Y.") CORRUGATED AND CEMENT CROUT FROM THE END OF ™E NEW CUT B G 2:1 T.O. CUARORAIL ELEV•+1591' NAvbSs-" ______ _ r(N)CUARORAIL8Y -~n 0THERSUND€:RA II SEPARATEPERMIT,SEE II LANDSCAPE owes rnR r''--j THE HOUSE I I I I I I I I I I fil_!lRICKPATIOELE\1•+1241' NAII086=1fj' CONC DECK ELW-~C_U~Q. .B..EMO-~}_ __ STEM WALL ABOVE THIS LINE l" I :.,g§ :·'·] ~ I ,I (E)POUREO-IN-PLACE----1•1 CONC STEM WALL TO (. I REMAIN & BE PROTECTED I. I I I ~~.~~ ,T.._o. !.~L~~~1Nc f.•..:.1 __ 1 ,1-7~-17 AREAORAIN PER CIVIL TYP 1~-~ T~:~--{E)OREOCE LINE/MUOUNE (E)CONCPANELS TO REMAIN & BE PROTECTED------~,. ,. 1•1 SHOPGROUTEOFULLLENCTH ::~~ THE FOLLOWINC CROUT 1 BAG(94LBS.)l"l'PE111 PORrt.AND CEMENT 4,5-:1 CAL WATER 07SL8S INTRUSION AID LS ~;!E~l~ISH 8'I' {N)MIN4"THK CONCSLA88Y OTHERS ~ (N) #4x1'-o" LC 0 1B"OC ADHESIVE DOWELS 6" EMBED -\_. -·---: : I I L-0 (E)TIE-BACK~ & Q(Al)l,IAN, WHERE OCCUR, TOR[l,IAINTYP ) BLOC WALL co~Ec PSE~IT & -"-~;';, "''" ":::""" "" 1·; r'~:~·:::-{_ is\L~ --~-=~. ' I ' w J t TWL ___ _ roRTYPREOO.SEE T COUPLER@ WHERE _ (N)TIE-BACK PERPLANTYP FOR{N)CQNT CONCOEAMAN TYPSEEEB INSTALL(N)rlLTERCLOTH ATPANELJOINTSPERNOTES ON SHEET SW-0 OR SEAi. PANEL JOINTS AT SAYWARD FACEQFPANELSTOAIIOID SOIL MIGRATION : :1 5EEPI.IIN I'-£° 1··. :· .. :: <-------------~-J .!:'!Q!s: IN CASE CF PROPOSED BUILDING FOOTINGS INTERFERE WITH THE TIE-SACKS, DEEPEN F'OOTINGS PER STRUCTURALENCINEEROFTHEBUILDINCREOUIREMENTS ANO PROIIIOE SCHEDULE 40 PVC SLEEVES FOR MINIMUM 2" CLEAR DISTANCE AROUND TIE-BACKS w a:: 0 0 ::e M ! TYPICAL SECTION T ANCHOR NUT rQROUEAS REOOBEFORE GROUTING K RAPIO SET NON-SHRINK CRCUT frSEALAROUNOHOLE BEFORE GROUTING CORRUCATEQP\IC -1-----1--,('--/---, ZSHEATHINC (SHOP I CROUTEDFULL LENGTH) . Lao, ...J ...J <( ~g;\i~~LtR (~)m;iPINC ~ ~~~ ~~;i!~~cW1TH ~ ~1~~o~~H A~~1b As~~ (9 ~ NON-SHRINK CROUT ~ NOTE: CARE SHALL BE EXERCISED SY THE CONTRACTOR NOT TO cur 1-ir a:: w I Cf) "' ir c3 "' OU 0:. o:c zU g~ -f--~ 0: "'0 ~i ~z -;~; ~iE TiN\T~~~~~ Ro~N~i;c~~~~~~:~~ 1~~;iR:ag~LLINC ~ ~ ------------~---~---+-------------~---~---1w ~ P CORE DRILL DETAIL Q ~ 5 >-0 . = SECTION 1.Jml. l~f PLAN I I I I I ~ 1~. ~J (E)POLRED-IN-PLACE : •• •\ 1 ALLIIOIOS'MTHINTI,ESTEELCAPSHALLBEFILLED'MTHCORROSIONINHIBITOR CONCW~L~ CREASE OR CEMENT CROUT. 2 CORROSION INHIBITOR GREASE SHALL CONFORM TO THE LATEST PTI MANUAL RECOMl,IEND-'TIONS, ANO SHALL BE WATERPROOF. NON-CORROSl\/1::, AND NON-HAROENINCSC:ALINCCOMPAUND, COVER CAP DETAIL NOTE: EPOl(Y COAT FACE OF ANY REBAR CUT BY CORE DRILL U I CORE DRILL DETAIL D'l'WIOAC THREl>OBAR PF;RPLAN CORRUCAT(OPVC ~~~~ 0 <t: o ~ a:::~ 9 J-~ 5 ~11~ ~g~~ ~ "'I "'I ~ .... N 0 ~ g] g: .... w 0 o O -2' ~::,; • SHEATHINC(SHOP CFIOUTEDFULLLENCTI,),-......~~~--1 5"1.0 SrQPIPE SLEEVE WELDED TO BEARING PLATE V SW-2 PA2019-230