HomeMy WebLinkAbout20191204_Bulkhead-Seawall Cond. Report-1September 20, 2019
Richard W. Barrett
PMA CONSULTING, INC.
CONSULTING STRUCTURAL ENGINEERS
28161 Casitas Ct. PH. (714) 717-7542
Laguna Niguel, CA 92677
e-mail: p.petrov@pma-bg.com
930 Via Lido Nord
Newport Beach, CA 92663
BULKHEAD/SEA WALL CONDITIONS REPORT
Richard W. Barrett; Applicant
930 Via Lido Nord
City of Newport Beach, County of Orange
PMA Job #24918-1
Dear Mr. Barrett,
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.
OBSERVATIONS
Cursory observations of the existing seawalls were conducted by a representative of our
office on June 27, 2018 and on August 29, 2019. Observed were the visible/exposed portion of the
waterfront face of the upper seawall, waterfront face of the lower seawall and partially exposed
concrete buttress walls of lower seawall.
FINDINGS
The cast-in-place concrete seawalls were found in a generally good condition, without
evidences of distress or instability, except for a few repairable cracks on lower seawall. The
strength and stability of the lower seawall is provided by concrete buttress walls in direction
perpendicular to the seawall. Such seawall assembly doesn't need, thus doesn't have tiebacks. The
absence of coping at the upper seawall, and the existence of pool behind it gives us the base to
PA2019-251
assume that it has been constructed as a typical retaining wall consisting of concrete footing placed
underneath the pool, and cast-in-place concrete stem wall on top of footing, without tiebacks.
CONCLUSION
Based on the cursory visual observations we conclude that the existing seawalls are
required to protect the principal structure and site improvements on the lot, the adjacent properties,
public facilities and infrastructure; thus, they can't be removed. Removal of the seawalls will result
in erosion and undermining the foundations of the structures and site walls at the subject site and
both adjacent sites. Top of Lower Seawall Elevation at+ 7. I 7'NA VD88 is below the minimum
required top of seawall elevation of+ I 0.0'MLL W per City of Newport Beach Standards, but top
of Upper Seawall Elevation at+ I I .7'NA VD88 is above it. Since the two seawalls are considered
to act/perform as one protective devise for this property, together they shall be considered as
meeting the current City of Newport Beach Standards in terms of height. Once the existing lower
seawall is raised in compliance with the enclosed drawings SW-I thru SW-3, need for a new
shoreline protective devise is not anticipated over the economic life of the existing 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 seawalls assemblies allow to be increased in height per the
enclosed STD-60 I-L without further seaward encroachment. If during this period the seawalls
displays any sign of distress that requires immediate attention, they 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:
Seawall DWGS SW-I thru SW-3
STD-60I-L
PA2019-251
GENERAL REQUIREMENTS COOSTR'lJCTION SHALL BE IN CONFO!IMITT WTH THE 2016 EDITION Of Tl<E (C8C)AN0AU..t.PPUCABL.ELOCA1,ANOSTATE DI.IMP SHE \7SE(TH(LAl(ST""GENERALGRAl>INGsP(CIric ... 110NS"OfTH(8u1L0ING DEPARTMENT rQR TME CITYS· GENERAL .. OTES, ERO~ON CONTIIO..S. lltOUIRED STEEL STR\JCTURAL STEELSIMPES IINOPLAT[SSHALL CONFORM 10.0.STU. A~72 CR...0£ 2 ~~tf:(0~;~it :~.K~~~RE ilEEL PIPE STRUCTURAL l.l[MBERS SH,'.LL ) ..St:t~;TUFM.L STEEL TUBING $H,\ll CONFORt,110 ,._STM ... soc, GF/,1.0[ B, fy • BO\.TSSHALLC0NFORM T0AS.Tl.t A307, UNLESSN0TED0TH(RNS£ WHERE HIGH STR[tlCTH (H.S.) 90\.TS ARE SPt'.ClflED. THEY SHALL BE MINlt.lUM 11," i~!~1~]; p;;e~~i:;~ti~~~t~i~~crit~~~:1~:~r:ILDINC ALLSOLTSHOl.($1NST((LM(M9ERSSH,.LLBESTAN0AR0HCll.[S,UNO 1 t1~1]e: c\~t ;e~~:i~4:~H~1Jt¾~1l~ci~irt!~s;lt A)f0Rl8Gl<THICKANOLICl<TEIISTEH:A••6,CIIA0[A(GALVANl(E0) ~~L~~~~E~tT~E JJ 011 A611, CIIAO[ C -ALL HAIIINO MINIWUM Of JJ KSI B)FOR16GA.THICK AN0H[A\ll[RST[£l M◄6.0IIAO[D(CALVANIZED) '., iJ~jJ~f~~~~i~~f ~f i~ri~i:~:]~;~;~~:;.;:::' REINFORCING STEEL filf~:if~~i~L~~J~~;{~l~~~i~,., JC[D8YLAPl'1N0•2BAROIAWETERS WITH2•INCHl,IINIWUMLAPIN ALLSPLK:ESWH[NOE!AILEO >-NDS£C1JR£DINf>OSlllONW1lH MUALORCONCR(TCBLOCKS,CHAIIIS,SPACERS,[TC, AN0..,RE'!1E58EFOREf't.ACIHC ANYCONO!El(. A00Il()HALR[INFOIICINCR[QUIREOFOR[RECT,O,.OF'PRECASTCONCRETEPANEL5 SHALLBEAODEDPERlHECONTRAClOR'SOElAILS S ~:;'~~i,.o;.~<;:~E COVER FOR RCINfORCJNG Sl((L St<ALl 0( AS FOi.LOWS, UNL[SS A) CON~'! :~~~O ~-AO[ OR IH CONTACT WITH SOIL. -....[N CAST ACAINST [ARlH Y, ~l ;~~!s~~c:~EE~:!~:~: r:~c ~~~i~~rRIOf! FAG£ ,· 0) ;~i~¥!i~SH;;;~~;~N~~~;;~;~; ;;;:;;; ;;:;;~ONOlED : ~~I~2L~~~1~~;:c,:A:: r::c:o 118~~s~EAS£ 011 OTHEll l,IAT(~AL LIKELY STRUCTURAL GENERAL NOTES WELDING CONCRETE l2N0CALCIUWCHLORIClESt<ALLNOTBEUSEDINANYCCINCRCTE l3ALLCONCIIETETOBECUREOFOIIA,._NIWU1,10fJOAYSBYAMETHOOACC[PTABL[ TOTHE[NCINECR f0RW$1,1AYBESlRIPPE00NLYAnCRTHECONCRt1"£HAS ATTAIN(Ql,IINlWUl,ICQMPRCSSIYESTRENCTHOfJOOO~ U.CHAl,lfEREXPOSEOCORN[RSil"UN.0 NAILING AND FASTENERS SOLID SAWN IIEIIBERS AND GLUwLAII BEAIIS ALLWOOO-CONSlRUCllONfINC(RSSHALLHA\/EFRAMINCTHATINCLUD£S Cll0SS-M[W8[11S THAT PIIOVIO[ IIICIO CONN[CTION TO TH[ fULL·LENCTH STRINC(IIS ALLCONNECTIONSSHALLBElolAO[US.NCTHIIU-801.T'S. IN TH[ CALIFORNIA BUILDINC CODE" 3 l~~~g USED FOR WALKING OECl<S SHALL HAVE A ... NIMUW NET THICKNESS or 1/1 '!1M8[R FOR WAI.KING SURF ... C[S SHALL BC DOUGLAS fill. SELECT STRl>CTl!R ... L ~~'::u~!,18(11 FOR OTHER rR"""JNC M[ ... BERS SHALL BE DOUCI.ASS FIR, No1 5 ~~1~:.;~~:~r~~~Rg::1:~t°E,~~;,~ f~~~:r~~pl~~~I~iLR~~i fO~ ST>-NOA.110 PS 56-73. "SlllUClURAL CI.U[O L ... MINATCO TI"'8EII" CUBIC FOOT. 10ALLllW8ERS><ALLBEMAR•[DWTHTHEAPPROPRIATCCllADCorwATCRIAL""O PR[SEIIVAllY[Tll[Al"'[Nl,0RMAY8[SU8J[CTTOREJECTICINBYTH[CITY IN5P(CTOR 1I.WOOOPR[S!:RVAllV[FIJRl<M8[11: !~l~i~%fJf.~:~{ii~l1~~'f~~:;::;~,, ~l~~~~i{i~:!,~~:[~~~A~~~~~<:ciNE~~:\~~~!t~:~~M[NTS WILL ~~:~~rs~ ~~;a:~~~~ ;~...w~E 8!wl~c:~c~111~11~~c:s~N~T~~5 ~~~~l:1:r£;!f~~rii~~~,0!f2i~;\f{:~V£~!:~iRt:snVE 12.ALLBOI.THOUSINWOOOMEMB[IISSHALLB[_..l,IINll,IUWQr)n"TOAWAXIWUM ~E~~~L~r~a~~N Cii;%.:'-~~WIIR(~O l,l!~r:iPL"!~~OHDl(S NOT QENERAL SPECIAL INSPECTIONS ABBREVIATIONS ASl'HALTCCJo<C>lU[ OP All'ICONDITI°"'NG 05 A5PH ... Ll CONCRETE PA\ONG DWl)S -~-t "" '" '" '" "" r.os. " "' ,. ,, .. =oo ,~, ,H[IC><I Hl(;H51RCNGTH 0PHG OP[NINC ..OPPOSITCHANO OUTSIO[f>.C( Plf>CCQ..""N 10POff001INC TQl>Ofll[AW =~A~~~~~TINC • OPP HO 1 ... nREOCIROER ~-= "' ~00 R(IHf "' ~· "' "' = St<TG THRU TliROUGH :::-~~T['/;" PROP[RTYUN[ ... , .lOPOfl[OGER .. PI.T'M)OO 1.0 ... TOPOf "'B "'ACHl~(a<'.M.T S,M :~=tri:· ~!r ... g~1t&:~g ~A .,.15e MISCHlAN(~ METALfll.....COOPEN"'G MleRoi.LAW B[AM 5llff W.P.H .MILES P[R ~OUR "'TL M[l_..L \1: ii]1:~1, 00 ~--,~ ;:;:;' SYMBOLS o,,.,.,.c,rR .PLAT[()RPRQP[R!Y-,N( '. -0 SCOPE OF WORK, TO RAISE THE EXISTING SEAWALL AS REFLECTED ON SH£E1S SW-2 & SW-J NOTE TO THE BIDDERS, AFT(RlHOROUGHLY(XAMININCTHECONSTRUCllONDOCUM(NTSANDTHESITE NOTIF"YTHEARCHIT[CTANO/ORTHEENQNEERINWRITING,REGARDINGALL OISCREPANCIESREQUIRINCCLARlflCATION.PR10RTOTHE"BIOSUB!IITT ... L" 2 IFTH(AIICHIT(CTANO/ORTHE(NCINEERISNOTNOTIFIED,_..SR(OUIREDPER ~trol~r~8~~T1~c~~~L1:~~; ~l~A~OT~~-i~N:~tc~~~"r~ CCOON;~~~~Tli THEMOSTSTRING(NTCOND1110N$. J THE CONTRACTOR SH"Ll NOT BE ENTITLED TO ANY ADDITIONAL COMPENSATION fORANYDISCREPANCYOISCOVEREDAFTERTI-IE'CLOSEOfTHEBID". M I:: ~ w 0:: "' 0:: (.) < ~:i CD 0 (.) s' z~ 0 OJ 0 Cl>--0:: :JO'. < ~~ I >;: () ii: ~~ SW-1 PA2019-251
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RAISE THE EXISTING SEAWALL
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930 VIA UDO NORD
NEWPORT BEACH, CA 92663
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RICHARD W. BARRETT
930 VIA UDO NORD
NEWPORT BEACH. CA 92663
l'IUA C'ons11lCil1g, Ju ... ~ PA2019-251
!llfilS:. I. DIC 24" 'MOE, 18" DEEP TRENCH :2.PL.-.CEflLTI:RCL0lHINTH[TRENCHEXTENOING12"11ERTICALONE>,CHSIDE J FILL SOllOU 8. or THE TRENCH Wl'fl-1 CRUSHED ROCK • POURINPLACEORINST"LLPRECASTCONCRETESUPPORTPIERS"T""AXIMUM s·-o·o.C.TOHOLDTHECH ... NNELORAINLE'-'EL ~-FILL 'fl-IE REST or THE TRENCH WITH CRUSHED ROCK 10 4" FROM TOP OF TRENCH (E)DREOCE UNE/Ml.OUNE ._ _________ _ BOTTOMLESS TRENCH DRAIN F TYPICAL SECTION SANDBAG VELOCITY REDUCER DETAIL VELOCITY REDUCER DETAIL TIIQRO~OFSANDBACS 1H/?£f 8AG5 HIGH L N£ ROW OF SANDBAGS Tlli(la,.c.s HICH TOE OF SLOPE PROTECTION DETAIL l HClE:. THISO£T,l,ILSHALLAPPL'l't.1THEENTIREPERIMETEROFANYEXCA\IA?t0 MUtRIALPILEOUPATTHEPROJECTSIU IIIICOMPLl.,.NCEWITHllEUII UNDER "EROSION CONTROL NOl(S" ON SHEET s~o. TOE OF SLOPE PROTECTION A ' ' ' I --, ~ (N)BOllOMLESS Ci::::, I TRENCHDR ... IN,SEEV -: i i -_J~' --~-+ ~lL~o:~:ut:;rss ~------------------L-~ I I I I I I I I I I I I I I I I I (E)CAS'I-IN-PL.ACE--1 CONC s&,W.-,LL I I I ~ T SECTION AT STEM WALL & DECK (N)PT h•ClEARDOUGrlR w/(2)f6 SS SCREWS PERPOSTT't'P (N)OECKPERPUIN -------- - - --·n-D.J=.u.r;:-·111=111=-· r(E)COIIICEIUTIRESS ----..,.t'_ WALL PCR P\,l,N ------K .NFO NOT SHOW SEC SECTION •~•. V f-m f-L!J 0:: <( 0:: " <( ~ :c "' 0" s: z cli 0"' 0 g >-0:: J °' <( ~~ I >~ 0 0:: ~~ SW-3 PA2019-251
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 ~LJ..cce:=!===;:=--ELEVATION
#5 @ 24" O.C. DRILL AND EPOXY BARS PER
MANUFACTURER'S RECOMMENDATIONS INTO
EXISTING COPING
TOP OF IMPROVEMENTS
2"
6" ----I > • I?
MIN. ____ 1>-.---,I
EXISTING TIE ROD~ ------------------• ·I\)
\--------------
ALTERNATE "A"
(CONCRETE BLOCK)
11/2" CHAMFER (TYPICAL)-----~
#4 CONT. EPOXY COATED A934 ----
CONCRETE: f'c = 5,000 PSI (MIN.)----
I? I >
8"
+ 10.0 M.L.L.W.
ROUGHEN FOR BOND
AND APPLY EPOXY
EXISTING COPING
EXISTING BULKHEAD
PROPERTY, BULKHEAD
OR OTHER BAYWARD
LIMIT
W /C RATIO = 0.40 (MAX.)
!ELEVATION+ 10.0
M.L.L.W.
.. ~---L-----1--------l-___L_-~
NOTE:
#5 @ 24" O.C. DRILL AND EPOXY BARS PER
MANUFACTURER'S RECOMMENDATIONS
INTO EXISTING COPING
TOP OF IMPROVEMENTS
6"
MIN.
ALTERNATE "B"
(POURED-IN-PLACE CONCRETE)
EPOXY SHALL CONFORM TO ASTM C881 STANDARD AND BE
USED IN STRICT ACCORD WITH THE MANUFACTURERS PRINTED
INSTRUCTIONS,
I •
CITY OF NEWPORT BEACH APPROVED:
DETAIL FOR RAISING
BULKHEADS
Drawn: R. OKADA
Date: JULY 2004
DRAWING NO.
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
PA2019-251