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Home My WebLink AboutM2022-0031 - Alternative Material & Methods04P, CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 l Newport Beach, CA 92658-8915 www.newoortbeachce.00v 1 (949) 644-3200 CASE NO.: ® REQUEST FOR MODIFICATION TO PROVISIONS OF TITLE 9 (FIRE CODE) OR TITLE 15 (BUILDING CODE) OF THE NEWPORT BEACH MUNICIPAL CODE (See Reverse for Basis for Approval) (Fee$297) ❑ REQUEST FOR ALTERNATE MATERIAL OR METHOD OF CONSTRUCTION (See Reverse for Basis for Approval) (Fee $297) For above requests, complete Sections 1, 2 & 3 below by printing in ink or typing. JOB ADDRESS: SITE ADDRESS: 440 HARBOR ISLAND DRIVE Owner EDWARD CONTRERAS Address 440 HARBOR ISLAND DRIVE NEWPORT BEACH, CA Zip 92660 Daytime Phone ( ) FOR Plan Check # RECEIVED BY COMMUNITY DEVELOPMENT MAR 10 2023 ul) Occupancy Classification Awrl Use of Building ill # of Units Project Status Construction Type T VB Verified by M K No. of Items TZ�� Fee due DISTRIBUTION: ❑ Owner ❑ Plan Check Petitioner ❑ Inspector Fire ❑ Other PETITIONER: Petitioner PLAMEN PETROV, P.E. (Petitioner to m arcnaecr or engine! Address 28161 CASITAS CT. LAGUNA NIGUEL, CA Zip 92667 Daytime Phone ( 714 ) 717-7542 Email CONSULTING@PMA-BG.COM HAHBUH S I ANUAHUS. PLEASE SEE SUBMI I I LU SELL 1 8-5 STAMPED AND SIGNED BY THE FOR ON 03/08/23 WITH 3 VUSTIFICATIONIFINDINGS OF EQUIVALENCY: CODE SECTIONS: HARBOR DESIGN CRITERIA DUE TO THE ENCOUNTERED HARD LAYER OF STRATA (BEDROCK), THE PILES SECTION A.2(k)3c COULDN'T BE DRIVEN IN TO THE REQUIRED 15' OF EMBEDMENT PER THE CURRENT CITY STANDARDS. SINCE THE 03-08-23 IS71'-D", WE FIND THE ACHIEVED Petitioner's \ Position PRINCIPAL AT PMA CONSULTING, INC. Signature /ii�� CA Professional Lip. # C66947 Date: 03/08/23 FOR STAFF USE ONLY DEPARTMENT ACTION: In accordance with: ❑ CBC 104.11/CFC 104.9 ACBC 104.10/CFC 104S (Alternate materials & methods) (CBC Modification) ❑ Concurrence from Fire Code Official is required. ❑ Approved ❑ Disapproved ❑ Written Comments Attached By: Date WRequesl (DOES) ssen any fire protection requirements. equest (DOES (DOES NOT ssen the structural integrity The Request is: ranted ❑ Denied (See reverse for appeal information) ❑ Granted (Ratification required) Conditions of Approval: Signa ition CHIGF at nl rinl r_ nrc(Iq�(� n 3 —ZZ `"ZOZ3 Print Name APPEAL OF DIVISION ACTION TO THE BUILDING BOARD OF APPEALS (See Reverse) (Signature, statement of owner or applicant, statement of reasons for appeal and fling fees are required.) CASHIER RECEIPT NUMBER: Al - ono 92Z15 Forms\motif 07/01/21 STRUCTURAL CALCULATIONS for REVISION DELTA 1 Located at: 440 HARBOR ISLAND DRIVE NEWPORT BEACH, CA 92660 Prepared for: SWIFT SLIP DOCK & PIER BUILDERS, INC. 6351 INDUSTRY WAY WESTMINSTER, CA 92683 Prepared by: PMA CONSULTING, INC. 28161 CASITAS CT. LAGUNA NIGUEL, CA 92677 JOB #39522SS MARCH 8, 2023 3/8/23 PMA consulting, Inc. CONSULTING STRUCTURAL ENGINEERS 28161 CASITAS CT. P (714) 717 - 7512 LAGUNA NIGUEL, CA 92677 1 Dock, Piling & Gangway Repl 440 Harbor Island Drive Newport Beach, CA 92660 Job: 39522SS Sheet: Design: TPP Steel Piling Date: 03/08/23 PILE # 1 I he pile design below is based on the requirements of: "Layout & Design guidelines for Marina Berthing Facilities - Section V - Department of Boating and Waterways of the State of California - July 2005 edition "Design Criteria & Standard drawings for Harbor Construction"- City of Newport Beach - 2021 edition Cut off » 12.0' ....................... hp = 8.50 It .... above MLLW Point of application>> 8:§'.................. P ax (d)min = min [ 15' or (dreq'd penehation + T) ] (h)cut off = 12 It (pile cutoff height above MLLW) MLLW (L)pile = (h)cut off + (h)mud line + (d)min (h)mudline= 3 ft below MLLW (h)cut off (h)mud line h Try, Do = 12 in $ Steel Pipe W/ Fy - 42 ksi (d)min Wall (t) = 0.375 in nominal thickness E = 29000 ksi I Wall (t) = 0.349 in design thickness If Do / t = 32.0 < 3300 / Fy »» Fb = 0.66 * Fy 33001 Fy = 78.6 »» Fb = 27.72 ksi Point of Fixity A = IT / 4)'(DoA2 - DiA2) & »» A = 12.8 i02 S = (n / 32Do)*(Do-4 -DiA4) & »» S = 36.2 inA3 1 = (r / 64)*(DoA4 - DiA4) & »» I = 217 in^4 Pall = ? mall = rD - 5 = 83527 ft-Ibs In = (h)mudline + hp + 5' <<< Point of fixity 5' below mudline 16.5 It <<< Arm for flexural capacity calculations Pall = Mall / h = 5062 Ibs > Pmax GA. <<< By the flexural capacity of the steel pipe! tie emoeament (a) = 7 Pmax = 3511 Ibs Lboat = 40 ft << Length of Boat h = 11.5 ft Ld= 42.5 It << Length of Dock Try, b = 12.00 in TEL 164 plf << Total Env. Load DL Freeboard= 1.9 ft << Freeboard Fcurrent= 5 plf << Current Load Fdr= 12 plf << Wave Drift Force Pw= 15 psf << Wind Pessure Pmax = ((TEL*Lboat/2*Ld)-(2*Ld-Lboat) + (Fdr*(Lc1-Lboat)/3) + (Fcurrent*(Ld-Lboat)/3) + (Pw*DLFreeboard*(Ld-Lboat)/3) section 1807.3.2.1 of CBC d=A/2*{1+sgrt[1+(4.36*h/A)]} A = 2.34 * P / (S 1 * b) &S1=Fp*d/3 Flo = 320 psf <<< Passive soils pressure for bedrock 'er section 1806.3.4, two times increase is permitted, Fp design= 640 psf (used in design) 'er section 1807.3.2.1, for (d) not over 12' deep, & S1 <= 2560 psf 1/8" thickness added for 'er 1806.1, 33% permissible increase for transient forces, corrosoin protection :: S1 = 3413 psf A = 2.41 ft dreq'd = 7 ft »» Pmax = 3511 Ibs & F = 42 ksi Pile : 12.00 in x 0.500 in thick (L)pile= 22 ft Embed = 7 If PILE # 1 Pld Consulting, Inc. Project: Dock, Piling & Gangway Repl Job: 39522SS CONSULTING STRUCTURAL ENGINEERS 440 Harbor Island Drive Sheet: 2e161 CASITAs cT. P(7t4)in-7542 Newport Beach, CA 92660 Design: TPP LAGUNA NIGUEL, CA 62677 Steel Piling Date: 03/08/23 PILES # 2 & 3 Design Criteria for Piles supporting Floating Docks The pile design below is based on the requirements of: 1) "Layout & Design guidelines for Marina Berthing Facilities - Section D" - Department of Boating and Waterways of the State of California - July 2005 edition 2) "Design Criteria & Standard drawings for Harbor Construction"- City of Newport Beach - 2021 edition Cut off » 12.0' ............................ . hp = 8.50 ft above MLLW Point of application>> 8.5' _ P ax r (d)min = min [ 15' or (dreq'd penetration + S) ] (h)cut off= 12 it (pile cutoff height above MLLW) MLLW (L)pile = (h)cut off + (h)mud line + (d)min (h)mudline= 6 it below MLLW off line In Try, Do = 12 in �P Steel Pipe W/ Fy = 42 ksi (d)min Wall (t) = 0.375 in nominal thickness E = 29000 ksi I Wall (t) = 0.349 in design thickness If Do / t = 32.0 < 3300 / Fy »» Fb = 0.66 * Fy 3300 / Fy = 78.6 »» Fb = 27.72 ksi Point of Fixity A = ('rr / 4)*(Do^2 - DiA2) & »» A = 12.8 inA2 S = (2r / 32Do)*(DoA4 -DiA4) & »» S = 36.2 inA3 I = (r / 64)*(DoA4 - Di44) & »» I = 217 inA4 Pall = ? man = Fo-s = 83527 ft-Ibs In = (h)mudline + hp + 5' <<< Point of fixity 5' below mudline = 19.5 it <<< Arm for flexural capacity calculations Pall = Mall / h = 4283 Ibs > Pmax GA. <<< By the flexural capacity of the steel pipe! ue empetlment Itll ='t Pmax = 3511 Ibs Lboat = 40 ft << Length of Boat h = 14.5 it Ld= 42.5 ft << Length of Dock Try, b = 12.00 in TEL 164 off << Total Env. Load DL Freeboard= 1.9 ft << Freeboard Fcurrent= 5 off << Current Load Fdr= 12 plf << Wave Drift Force Pw= 15 psf << Wind Pessure Pmax = ((TEL*Lboat/2*Ld)*(2*Ld-Lboat) + (Fdr*(Ld-Lboat)/3) + (Fcarrent*(Ld-Lboat)/3) + (1pw*DLFreeboard*(Ld-Lboat)/3) section 1807.3.2.1 of CBC d=Al2*(1+sent [1+(4.36*h/A)]} A=2.34*P/(S1*b) &S1=Fp*d/3 Fp = 320 psf <<< Passive soils pressure for bedrock Per section 1806.3.4, two times increase is permitted, Flo design= 640 psf (used in design) Per section 1807.3.2.1, for (d) not over 12' deep, & S1 <= 2560 psf 1/8" thickness added for Per 1806.1, 33% permissible increase for transient forces, corrosion protection :: S1 = 3413 psf A = 2.41 it dreq'd = 7 ft »» Pmax = 3511 Ibs & F = 42 ksi Pile: 12.00 in x 0.500 in thick (L)pile = 25 ft Embed = 7 ft IPILES # 2 & 3 3 1)A' STD PIPE zxcLFAB LOTS SS, FIR $ PE➢ AS N PILE UP PER Cll' srne ,nP sHCWN rYv " sr>NMRos rYP (rv) GgnGwAr ki NOLs95 RAwrvG /(z)ea rvA1ls T—D.P. Vie'=(E)DECK PErePosr 1rP >YP m 1 �s�az��r.a. (E) senwAu DECKING L='v 6" N FLOATING TO MAttT zk° hP 2-s- TMP- oocK='q=_�_ PLATFORJxa sas -' d_f--17 2x BLOCPOST IF r%i6"0 HOLES �(E) SEAWALL bi nP Y qPi�' Vi" II (3)20E GALV NAIL$ E ELEV ELEJ ON BOTH \ 7 /M=LL6w, ENDS FAR® FA Posr AN IN SEE (E) MUOUNE - ��` lo' BRACKFf wRX 1-2xnFADER SHAPED & 2xi2 STRINGER ttP Wcwar .YZ'm M 6. BOLTED ro ry RE RON 11 II I O EA Euo --0 GANGWAY SECTION NTS_ A GANGWAY BRACKET N.T.B. g II (N) 12"0 STEEL U M-0't GUIDE PILE SCHEDULE BELOW 1-0 6 POSTS EA 510E EOUALLY sPCOR 1'-a' 1X4 CLEAR �✓J`�PILE pE51GNATION lYP O Jx4 sS. OOUC 2xCLEAR DOUG FR 1 ^ FlR POsr TAN / 00aG FlR � —.NGwaY BRACKET 51 W/(J);L% A . TYP GANGWAY ELEVATION PLATE ie PLATE ]: 1.... - ADHESIVE ANCHORS, 6' E.B. TP 12 S.S. S4s FlR-UNDER STRAIGHT —(E) BOND PER AM DECKING AT Q° SPACING TO MATCH PLATFORM A DOCK - DIBLOCKWG & %F0 TIE ROD TRwC£R STRRUP AT EACH HANDRAIL POT ® El.C4 TRINFIR "-s. G DOCK, GANGWAY AND PILES ELEVATION GANGWAY HANGER - SIDE N.Ts. L M PLATE k A/141G"m r ADHESNE ANCHares, 6 EMBED ttP PLATE Rs IF 1 Z LEI°- ----- —� "& J 1Xc" AT SINGLE TRINGFA It Ns —\ }11s" AT DOUBLE STRINGER (E) corvG PER PwN � �j 1 3,A' BENT STRIP TP __—iDaCO HOLES THE EKAN 0 GANGWAY HANGER - TOP I NT% F R STRINGER STIRRUP SLSEL PILE 5 LEGUL£ CHNSES' PILE PILE NO STEEL PILE Sze GRADE OF NA Gul MIN ry (m) RD�ED INTOE. PLE 1£ Gm E LINE L MIN (FT), OEENG L OAD o m„ 00 j (xrP=) O IS'.o III API sL <2 � w sL x4z t pp i,wmosao AP <z An GO Q GO DO z U z 5s NTs. K Q GO Q U ¢ m O m H O� Q a o�DO W $ z O Q ❑ W DO QDO N O 0 U 0 z :sXu Z W 0 Q J w K WpmF Yg<GO W DO Q ❑ $ z o LF N > LF > - A� xLL o A S-5 M