HomeMy WebLinkAboutAIC2020006P M A C O N S U L T I N G, I N C.
CONSULTING STRUCTURAL ENGINEERS
28161 Casitas Ct. PH. (714) 717-7542
Laguna Niguel, CA 92677
e-mail: consulting@pma-bg.com
May 02, 2022
Victor Rogel
C.J. Light Associates
1401 Quail Street, Suite 120
Newport Beach, CA 62660
COASTAL HAZARDS ANALYSIS REPORT
Jeff Theders; Applicant
619 36th Street
City of Newport Beach, County of Orange
PMA Job #31419
Dear Mr. Rogel,
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 OUALIFICATIONS
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 22 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.
Reauirements in Appendix A for Step 1:
Establish the project sea level rise range for the proposed Proiect's planning horizon (life
of project) 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
from California Natural Resources Agency, the Governor's Office of Planning 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 Low Risk Aversion, over the project's planning
horizon of 75 years, the estimated Sea -Level Rise (SLR) for year 2097 shall be approximately
3.05', 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+10.75'NAVD88.
As of March 23, 2021, City Council of City of Newport Beach has adopted new standards
establishing a minimum top of bulkhead/seawall elevation based on 5-year increments, reflected
in Table 2 below from City of Newport Beach Waterfront Projects Guidelines and Standards
Harbor Design Criteria for Commercial and Residential Facilities 2021 Edition.
Table No. 2
Year Structure
Permitted
Adopted NS Standard
Elevation feet '
Design for Adaptability
Elevation feet 2
NAVD88
MLLW
NAVD88
MLLW
2020
10.7
10.9
13.7
13.9
2021-2025
10.9
11.1
14.4
14.6
2026-2030
11.0
11.1
14.6
14.8
2031-2035
11.0
11.2
14.8
15.0
1. Derived ershtg the Upper Limil of the Law Risk Aver lion probabilislic ,sea level rtse
prolection scenario far the Los Angeles tidal gange, estimated 75 Years into the fhlu re
based oat the State of California Sea Level Rise Guldanc•e. 2018 Update. This scenario
accounns fair the upper range q/ilia[ is "likely to occur" with approximately an 83
percent probability, thaat sea level rise,lhlls belmi, the elevations• shown.
2. Derived using the Medhon-High Riylc Averaiorr probabilistic .sea level rise protection
scenario.fru• the Los Angeles tidal gauge, estimated 75 pears into the.Jittttre based art the
State of Califn-nia Sea Level Rise Guidance. 2018 Lj date. This scenario accounts fits
increased sea level +a,ith approxinutely a I-in-200 or 0.5 percent probability that .sea
level rise exceeds the elevalions shown.
The top of concrete stem wall elevation of the new bulkhead at +10.90'NAVD88, with a
design for adaptability elevation of +14.4'NAVD88, is in compliance with the City of Newport
Beach waterfront Project Design Guidelines and Standards, Harbor Design Criteria Commercial
& Residential.
Reouirements 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 SP1, 13' finished floor elevations of the proposed
developments is at +9.00'NAVD88=+9.20'MLLW, which follows the Base Flood Elevation
established for the area. Based on the SLR established in Step 1 above, 1s' floor of the proposed
structure will remain above High Tide Sea level until year of 2062, based on Low Risk Aversion.
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 S W-2, top of the proposed Concrete Stem
Wall shall be at+I0.90'NAVD88=+11.10'MLLW 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 5.4-6.7 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, 19t floor
elevation of the proposed structure will remain above High Tide Sea level until after year of 2062.
Utilizing Flashing & Waterproofing for up to 23" above top of slab, as reflected on the enclosed
detail, and sandbags at door openings shall keep the building protected from flooding until year
of 2097. In the event that SLR prediction of 6.70' (Medium High -Risk Aversion) for year of 2100
holds true, the proposed seawall has been designed and detailed to accommodate raise to top of
wall elevation of+14.4'NAVD88, as reflected on the enclosed SW-0 thru SW-2.
WAVE RUNUP AND TSUNAMI
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 manmade 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 & ACSE Diagram below.
Wave Ruwpfift
Wave runup terms (ram ACES analysis.
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. At the highest anticipated tide in Newport Beach of+7.88'MLLW this shall result in
slight 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.
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 changes for the
State of California was 0.2f0.1 m/yr., and accretional trend. The average rate of short-term shoreline
change for the state was erosional; with an average rate of-0.2f0.4 m/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 SLR predicted in the next 75 years. If that prediction holds true, the
rapid SLR 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 spans of the development. The existing seawall/bulkhead is required to protect the
proposed structure on the lot, the adjacent properties, public facilities and infrastructure; thus, it can't be
removed. Removal of the seawall at this site will result in erosion and undermining the foundations of the
structures and site walls on site and at both adjacent sites. Once the existing seawall/bulkhead is
repaired/reinforced in compliance with the enclosed drawings SW-0 thru SW-2, need for a new shoreline
protective devise shall not anticipated for the next 75 years to protect the site from flooding, wave runup
or erosion. If found not adequate for the actual sea level rise over the next 75 years, the seawaltfbulkhead
assembly allows to be increased in height to+14.40'NAVD88 without further seaward encroachment. If
during this period the seawall/bulkhead displays any sign of distress that requires immediate attention,
due to some unforeseen catastrophic or disastrous events, 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.
Respectfully submitted,
Plamen Petrov, P.E.
Principal
Enclosures:
Location Map
Aerial View
Topographic Survey
Site Plan SPI
Table 28: Projected Sea -Level Rise (in feet) for Los Angeles 2100 Low & Medium -High Risk Aversion
Table 28: Projected Sea -Level Rise (in feet) for Los Angeles 2097 Low Risk Aversion
Datums for Newport Bay Entrance
Flashing & Waterproofing Detail
Newport Beach OE S Quadrangle
Seawall Drawings SW-0 thru SW-2
Consulting, Inc.
JHT. 31419
619 36TH STREET
onsulting Savctural Engineers
NEWPORT BEACH, CA 92663
sHT.esitss
PBP
PE28161Ct, Leguua Niguel,CA 92677
Phone: (714) 717-7542oes.
DATE 12/30/19
-Mail: P.Pe4ov0PMA-BG.ci
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10
STATE OF CALIFORNIA SEA LEVEL RISE GUIDANCE
TABLE 28: Projected Sea -Level Rise (in feet) for Los Angeles
Probabilistic projections for the height of sea -level rise shown below, along with the
H++ scenario (depicted in blue in the far right column), as seen in the Rising Seas
Report. The H++ projection is a single scenario and does not have an associated
likelihood of occurrence as do the probabilistic projections. Probabilistic projections
are with respect to a baseline of the year 2000, or more specifically the average
relative sea level over 7997 - 2009. High emissions represents RCP 8. S; low emissions
represents RCP 2.6. Recommended projections for use in low, medium -high and
extreme risk aversion decisions are outlined in blue boxes below.
MEDIAN LIKELY RANGE
50%probability 66%probable
sea -level rise meets sea -level rise
orexceeds... isbetween...
I-IN-20 CHANCL
5%probability
sea -level rise meets
orexceeds...
..
05%probability
sea -level rise meets
or exceeds...
r
Risk
Medium - Nigh
Extreme
AveOn
Risk Aversion
Risk Aversion
0.5
_ -
0.6
0.7
1.0
�H1911 c�IF9DRs 203Ci 0.3 0.2 -
2060 0.5 0.4 -
0.7
0.9
1.2
1.7
20i0 0.7 0.5 -
1.0
1.2
1.8
2.6
i "ratI fM! 0.8 0.5 -
1.1
14
2.2
dHdi 1.0 0.7 -
1.3
1.7
2.5
3.7
-I GF nIiS 1111(I 0.9 0.6 -
1.3
1,8
2.9
1,19i�C1111�1OUS il!l� L2 0.8 -
1.7
2.2
3.3
5.0
I R 1!II5 rt-A 1.0 0.6 -
1.6
2.1
3.6
IT IT (!}R 1.5 1,0 -
2.2
_.7.8
2.8
4.3
6.4
n G is 'i90 1.2 0.7
2.5
4.5
I(I i90 1.8 1.2 -
WI 176U 70,
2.7
34
-
5.3
80
_..
(if, 1.3 0.7 -.
2.1
3.0
5.4.
1 Dili- 40 1 2.2 1.3 -
I 3.2
41
^�
6.7
99
_.. ri ' 1.4 0.9 -
2.2
3.1
6.0
I � 'Ae IY 2.3 1.6 -
3.3
4.3
7.l
1L5
I 1.5 0.9 -
2.5
3.6
7.1
2.7 1.8 -
_
3.8
5.0
8.3
_..
13.8
E_., 13 0.9
2.8...
4.0
8.1
3.0 2.0 -
_..
-1.8
4.3
5.7
-4.5
9,7
16.1
_
i... 0.9
3.0
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 -1
5.4 1
7.3
12.7
21.5
"Most of the available climate mode/ experiments do not extend beyond 2100. The resulting
reduction in model availability causes a small dip in projections between 2700 and 2770, as well as
a shift in uncertainty estimates (see Kopp et al. 2014). Use of 2770 projections should be done with
caution and with acknowledgement of increased uncertainty around these projections.
APPFRDIX 3 SEA -LEVEL RISC PR5IE(110RS FOR RLI. 12 110E 6AUGFS 1 72
SATE OF EALI FORN IA SEA -LEVEL RISE GUIDANCE
TABLE 28: Projected Sea -Level Rise (in feet) for Los Angeles
Probabilistic projections for the height of sea -level rise shown below, along with the
H++ scenario (depicted in blue in the far right column), as seen in the Rising Seas
Report. The H++ projection is a single scenario and does not have an associated
likelihood of occurrence as do the probabilistic projections. Probabilistic projections
are with respect to a baseline of the year 2000, or more specifically the average
relative sea level over 7997 - 2009. High emissions represents RCP 8.5, low emissions
represents RCP 2.6. Recommended projections for use in low, medium -high and
extreme risk aversion decisions are outlined in blue boxes below.
50%probability ( 66%probability 5%probability
sea -level rise meets sea -level rise sea -level rise meets
or exceeds... is between... or exceeds...
hutFmlSlbhS
lmo
0.3
02 ---.
dU40
0.5
0.4 -
LIUU
0.7
0.5 -
nS
0.8
0.5 -
n>>pF,C
1.0
0.7 -
I I II M'915
1010
0.9
0.6 -
� 1It II11srIGl6
dho
1.2
0.8
1 it 6d�
11
1.0
0,6 -
i
-
n�lohF
)Pr I
1.2
I 0.7
t il. bt
(ilel �
1.8
1.2 -
1.3
0.7 -
nl�
rlu
2.2
1.3 -
I
I
1,4
0.9 -
o �hll`� Jilti
_..
iu6'
2.3
_-..-0.9
1.6 -
1.5
2.7
1.8
-
1.7
0.9 -
"
3.0
20
is
I 0,9 -
�
3.3
2.2 -
I
3.7
2.4 -
0.5
0.7
1.0
1.1
1.3
1.3
1.7
1.6
2.7
2.1
3.2
3.3
2.5
3.8
2.8
4.3
3,0
4.9
3.3
5.4
0.6
0.9
1.2
__..---- 1.4
1.7
__- 1.8
22
_._.2.1
28
25
34
\\ 3.0
0.5% probability
sea -level rise meets
or exceeds...
Medium - High
Extreme
Risk Aversion
Risk Aversion
0.7
1.0
1.2
1.7
1.8
_
26
22
2.5
3.7
2.9
3.3
50
3.6
43
-__64
45
5380
-..
5.4
}'.7._.
_._-.99
''IYEAR 2097 P'"
4.
7.1
11.5
3.6
7.1
_.. 5.0
8.3
13.6
4o
8.1
5.7
9.7
-_.
16.1
_.....
4.5
9.2
6.5
11.1
18.7
_....
51
10.6..
7.3..-. -
127
21.5
`Most of the available climate model experiments do not extend beyond 2100. The resulting
reduction in model availability causes a small dip in projections between 2700 and 2770, as well as
a shift in uncertainty estimates (see Kopp at at 2074). Use of 2770 projections should be done with
caution and with acknowledgement of increased uncertainty around these projections.
11PPFNGIh 3 SFA-LEVEL RISF Pk O1EEiIONS FOR Ali 12 TIDE GAUGES 1 72
12
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
Value
MHHW (/datum_options.html#MHHW)
5.41
MHW (/datum_options.html#MHW)
4.68
MTL (/datum_options.html#MTL)
2.80
MSL (/datum_options.html#MSL)
2.78
DTL (/datum_options.html#DTL)
2.71
MLW (/datum_options.html#MLW)
0.92
MLLW (/datum_options.html#MLLW)
0.00
NAVD88 (/datum_options.html)
0.18
STND (/datum_ options.html#STND)
-3.33
GT (/datum_options.html#GT)
5.41
MN (/datum_ options.html#MN)
3.76
DHQ (/datum_options.html#DHQ)
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
13
Datum
DLQ (/datum_options.html#DLQ)
HWI (/datum_options.html#HWI)
LWI (/datum_options.html#LWI)
Max Tide (/datum_options.html#MA)CTIDE)
Max Tide Date & Time (/datum_options.html#MAXTIDEDT)
Min Tide (/datum_options.html#MINTIDE)
Min Tide Date & Time (/datum_options.html#MINTIDEDT)
HAT (/datum_options.html#HAT)
HAT Date & Time
LAT (/datum_options.html#LAT)
LAT Date & Time
Tidal Datum Analysis Periods
01/01/1980-12/31/1993
Value
Description
0.92
Mean Diurnal Low Water Inequality
5.08
Greenwich High Water Interval (in hours)
11.15
Greenwich Low Water Interval (in hours)
7.67
Highest Observed Tide
01/28/1983 08:06
Highest Observed Tide Date & Time
-2.35
Lowest Observed Tide
01/20/1988 16:30
Lowest Observed Tide Date & Time
7.18
Highest Astronomical Tide
12/02/1990 16:06
HAT Date and Time
-1.92
Lowest Astronomical Tide
01/01/1987 00:00
LAT Date and Time
To refer water level heights to NAVD88 (North American Vertical Datum of 1988), apply the values located at National Geodetic
14
EXTERIOR FINISH
PER PLANS
PLYWOOD SHTG
BITUTHENE (OR EQUIV.) o
INTERIOR 23" ABOVE T.O.S.
FINISH (CONTINUOUS 31
P.T. SILL o o
PLATE
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T.O.S. SCREED N X w
w
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BITUTHENE (OR EQUIV.)
8" BELOW & 6" ABOVE T.O.S.
(CONTINUOUS 14" MIN)
FLASHING & WATERPROOFING DETAIL I N.T.S.
California Flood Risk: Sea Level Rise 15
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REINFORCING THE EXISTING
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PMA CONSULTING, I N C .
CONSULTING STRUCTURAL ENGINEERS
28161 Casitas Ct. PH. (714) 717-7542
Laguna Niguel, CA 92677
e-mail: consulting@pma-bg.com
May 02, 2022
Victor Rogel
C.J. Light Associates
1401 Quail Street, Suite 120
Newport Beach, CA 62660
RE: BULKHEAD/SEAWALL CONDITIONS REPORT FOR COASTAL
DEVELOPMENT PERMIT
Jeff Theders; Applicant
619 36'h Street
City of Newport Beach, County of Orange
PMA Job #31419
Dear Mr. Rogel,
PMA Consulting, Inc. is pleased to provide this report in accordance with Section
21.30.15.E.3 of City of Newport Beach Municipal Code.
STATEMENT OF THE PREPARER'S OUALIFICATIONS
Plamen Petrov, P.E., the preparer of this report, 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 22
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 Bulkhead Condition 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 Bulkhead/Seawall Conditions Report on this project.
OBSERVATION
A cursory observation of the existing seawall/bulkhead was conducted by a representative
of our office on October 09, 2019. Observed was the visible/exposed section of the waterfront face
of the seawall. Due to the site conditions, existing tiebacks were not accessible; thus, not observed,
but they shall exist. The condition of existing tiebacks is irrelevant though, because due to the age
of the seawall, and taking into account the fact that at the old days tiebacks were installed bear
steel in the ground, it is assumed that they have reached the limits of their anticipated life span, and
will be replaced with new tiebacks connected to a new concrete deadman.
FINDINGS
The jetted -in pre -cast concrete panels of the existing seawall/bulkhead were found in a good
condition without noticeable signs of distressed. The cast -in -place concrete coping on top of the
panels exhibited signs of distress such as major cracks, spalled concrete and rusted reinforcing
steel.
In conclusion, flooding, wave runup and erosion will not significantly impact this property
over the proposed life spans of the development. The existing seawall/bulkhead is required to protect
the proposed structure on the lot, the adjacent properties, public facilities and infrastructure; thus, it
can't be removed. Removal of the seawall at this site will result in erosion and undermining the
foundations of the structures and site walls on site and at both adjacent sites. Once the existing
seawall[bulkhead is repaired/reinforced in compliance with the enclosed drawings SW-0 thru SW-2,
need for a new shoreline protective devise shall not anticipated for the next 75 years to protect the site
from flooding, wave runup or erosion. If found not adequate for the actual sea level rise over the next
75 years, the seawall/bulkhead assembly allows to be increased in height to+14.40'NAVD88 without
further seaward encroachment. If during this period the seawall/bulkhead displays any sign of
distress that requires immediate attention, due to some unforeseen catastrophic or disastrous events,
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.
any questions regarding this report, please give us a call.
Respectfully submitted,
Plamen Petrov, P.E.
Principal
Enclosures:
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