HomeMy WebLinkAbout20191108_Bulkhead Seawall RepairOctober 18, 2019
• ,A CONSULTING, I C.
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: BULKHEAD/SEAWALL CONDITIONS REPORT FOR COAST AL
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 in accordance with Section
21.30.15.E.3 of City of Newport Beach Municipal Code.
STATEMENT OF THE PREPARER'S QUALIFICATIONS
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 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 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 was conducted by a representative of our
office on July 22, 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 new concrete deadmen.
FINDINGS
The existing concrete seawall was found in a generally good condition, without noticeable
PA2019-230
, evidence of distress or inf' ',ility, except for a few minor repairab y ·acks which are a normal
condition for a concrete st1 -vture of this vintage.
CONCLUSION
Based on the cursory observation and upon review of the Architectural Drawings for the
proposed development, we conclude that the existing seawall is required to protect the principal
structure and site improvements 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. Top of Concrete Deck Elevation at at+ 12.41 'NAVD88 meets and exceeds the current City
of Newport Beach Standards. 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 be
anticipated over the economic life of the proposed development to protect it from flooding, wave
runup 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 .
any questions regarding this report, please give us a call.
Respectfully submitted,
Plamen Petrov , P .E.
Principal
E nclosures:
Seawall DWGS SW-0 thru SW-2
STD-601-L
PA2019-230
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(J)N6CONTEAFACE f4 TIES TY? {2)N5 EA WAYx1'-6" LONG O EACH ANCHOR ROO NOTE FOR INFORMATION NOT SHOWN, SEE OETAILffi, DEADMEN ELEVATION COUPLER INSTALLATION PROCEDURE HEAT SHRINK SLEEVE CENTERED OVER COUPLER I APPLYCORROSIONINHIBITINCGREASETOTHEBAREENOSOF THEBARSANOTHEINSIOEOFTHECOUPLER 2 CONNECTTHETWOBARENOSWlTHTHECOUPLER E/,.CHENO SHALL BE SCREWEO INTO THE COUPLER HALF THE LENGTH OF THE COUPLER J.TORCUEBARENOSTOCETHER(200FT LBS) 4 AOOAN0TH(RCOATOFGRE/,.SET08ARE8ARANOCOUPL(R ANO WRAP WITH TWO LAYERS Of" OENSO TAPE 5 CENTER HEAT SHRINK SLEEVE OVER COUPLER ANO APPLY HEATUNTILSLEEV(ISFULLYRECOVEREO DCP COUPLER DETAIL a--cc' S"S "" ""Oa<CS (NO) 1ea1s11=~ SANDBAG VELOCITY REDUCER DETAIL VELOCITY REDUCER DETAIL I "' L ,N( ROW OF SAN08ACS rwoeAGS HICH TOE OF SLOPE PROTECTION DETAIL NOTE: THISocrAIL SHALL APPLY AT THE ENTIRE PERIMETER OF ANY EXCAVATED MATERIAL PILED UP AT THE PRO./(CT SITE IN COMPUANCE WITH ITEM 6 UNOER"EROSIONCONTROLNOTES"ONSHEETS-0 TOE OF SLOPE PROTECTION R g>~C~g:r R~~"i / yf ANCHOR PLATE lxlil!,xlil!, W/ANCHOR NUT BEHIND (2)i5 VERT & HORIZ BARS • NOTE: fORINroRMATION NOT SHOWN. SEE DETAILS EB & EB CROUTSLEEVEOELET'ECROUT SLEEV£0NflEL0 CUTTt:NOONS 2LAYERSOFMOLOA8LE OENSOTAPE OV£RBAREBARAN0COUPLER SPACEBETWEENCOUPLER ANOBAR f08ECOMPLETELYFILLE0 WlTH CORROSION INHIBITING CREASE PREPARATION FOR FIELD CUT BARS: I CUT CORROSION PROTECnON ANO THREAD BAR WITH AN ABRASIVE SAW (00 NOT USE A TORCH) 2 CAREFULLY REMO\/£ 6" (±Jn CORRUGATED ANO CEII.IENT CROUT FROM THE ENO OF THE NEW CUT B G T.0.CUARORAILELEV•+tS.91' NAvbi!a-" ______ _ .. r{N)CUARORAILBY --n OTH(RSUNQERA II SEPARATE PERMIT, SEE II LANDSCAPE OWGS FOR ~~ THE HOUSE I I I I I I I I I I fil.!JRICKPATIOELE\1•+12.41' NAVOB8=1n "cQNC D£CK fLN"" ~ql~Q.BQ!.O.vLJE). _ -sTEM WALL A8oV£ rH1s uNr ls . , ~~§ :· ·! a I •I {E)POUREO-IN-PLACE----1'1 ~~~Nsr:Ma:A~~o~~CTEO :·: : I I AREAORAIN PERCIVlLTYP 1~-~ l"±FINISHBY 011,ERS (N)II.IIN4"THK g~:iRJLAB BY ~ (N) f4xl'-o• LC 0 18" OC ADHESIVE DOWELS 6" ENBEO ~ l::2 ~~:::~1\04 iA~i:ING t-•_:_i __ l ; ~~ (VERIFY W/CML) 1 J-.:-:-::::..:i_7 FORTYPCOUPk~~LT\ WHERt::REDD, V 'r ~~ J:1 CENfERLINE OFCONNTYP {E)OREOCE LINE/MUOUNE (E)CONCPAN(LS T_:~--SHOPCROUTEOFULLLENCTH ::~H THE FOLLOWING GROUT 18AG(94LBS.)TYPE111 PORTLAND CEMENT 4,5-~ CAL WATER 0.75 LBS INTRUSION AID LS -l· = -~ =·----1 : I I IC) ,,,_a,,c,_/L -~ 4:0(AOMAN, WHERE OCCUR, TOR(MAINTYP (N)TIE-6ACK PERPLANTYP ~g~C(NJe:2: TYP SEEffi TO REMAIN & BE PROTECTED--------',. INSTALL(N)FILTERCLOTH ATPANELJOINTSPERNOT'ES ON SHEET SW-0 OR SEAL PANEL JOINTS AT SAYWARD ,. )•) '., ~~7C i,6R~~~LS ro AVOID I• SEEPI.JIII 1'-6" 1•· • NOTE: I I -l· •• 1 .; .: ... ;§ i ! J ~-... =-______________ L:.J INCASEOFPROPOSEDBUILOINCFOOTINCSINTERFERE WITH THE nE-6ACl<S, DEEPEN F00TINCS PER STRUCTURAL(NCINEEROFTH(8UILOINCREOUIREMENTS ANOPROVIDESCHEOIJLE40PVCSLEEV£SFQRMINIMUM 2"CL£ARDISTANC(AR0UNOTIE-8ACl(S w a:: 0 0 ::;: r. ! TYPICAL SECTION T = """"":Y--""\_ SEAL "''" SCHE040 STEEL PIPE : SECTION -m' . t -' . PLAN ANCHOR NUT TOROUEAS R(QOBEFORE GROUTING K RAPIO.SET""""NoN-SHRINKGROUT SEALAROUNOHOLE BEFOR(CROUTING :::j <( ~g;EJ~~'iR(rO~~.PINC ~ ~~;~ ~~~~~~l~CvilTH ~ ~l~~~;:l:i:;~~EJ ~ r2 a:: w I (/) .. >-a:: c3 0 (3 ~ :i z (.) 0 :lj Q >--~ Q'. ~~ :;;w ~z NOTE: CARE SHALL BE EXERCISED BY THE CONTRACTOR NOT TO cur 1--~~ ~~E T~\T~~~~~ Ro~N~~;ch~~NOE~~II~~ 1~~;~~g:LLINC ~ ra w ~ P CORE DRILL DETAIL Q w ~ I o I I I I I I (E)POUREO-IN-PLACE I •: OYWIOAG THREAOB-.R PERPL',N CORRUGATED PVC SHEATHING(SHOP >-0 . ~ ~ ~ ~ -<( w ~ ~ ~ ~ 0 ,_~"'I UJ u. <( <( ~ ...J ~ u 5 ~ ~ ~ g ~ ~ ~ ii, ~1~ ~ . CROUTt:0 FULL LENCTH)lf--'--'--'---1 1 ALLVOIOS'MTHINTHESTt:ELCAPSHALLBEFILLEOWITHCORROSIQNiNHIBITOR CONCWALL~ 5"10.STOPIPE SLEEVE WELDED TOBEARINCPL.ATE CREASE QR CEMENT CROUT 2 CORROSIONINHIBITORCREASESHALLCONFORMTOTH(LATESTPTINANUAL RECOMNENOAnONS, ANO SHALL BE WATERPROOF, NON-CORROSIVE, AND NON-HARCENINCSEALINCCQl,,IPAUNO COVER CAP DETAIL NOTE: EP0XYCOATFAC(OFANYRE8ARCUT8YCOR(ORILL SW-2 U I CORE DRILL DETAIL V PA2019-230
NOTE:
2-#4 CONT. EPOXY-COATED-~
PER ASTM A934
8" CONCRETE BLOCK WALL ADDED
TO TOP OF EXISTING BULKHEAD
#5 @ 24" O.C. DRILL AND EPOXY BARS PER--
MANUFACTURER'S RECOMMENDATIONS INTO
EXISTING COPING
TOP OF IMPROVEMENTS
8"
. "
6" -" • "
MIN. ____ ",------•I
EXISTING TIE R~D--:\ • • •; '.
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"
TOP OF IMPROVEMENTS MIN.
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8"
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EXISTING TIE ROD~ _____________________ ",-------:,"
\--------------
ALTERNATE 11 8 11
(POURED-IN-PLACE CONCRETE)
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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.
PROPERTY, BULKHEAD
OR OTHER BAYWARD
LIMIT
ti) 00 w ....
1-1 0 a:: ....
<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