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Home My WebLink AboutM2023-0033 - Alternative Material & Methods/L12a2 3 - D633 E Rr CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT o COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION FES 15 2023 'C941po FNVP 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newoortbeachca.0ov 1 (949) 644-3200 CITY OF CASE NO.: l _ _ • NEWPORTBEACH FOR STAFF USE ONLY ® REQUEST TIT9 IFIRE COIDE) OR TITLE PROVISIONSFICATION TO OFE 5 (BUILDING CODE) Plan Check # a Stories OF THE NEWPORT BEACH MUNICIPAL CODE Occupancy Classification (See Reverse for Basis for Approval) (Fee $297) Use of Building of Units Project Status L" I REQUEST FOR ALTERNATE MATERIAL construction type Verified by OR METHOD OF CONSTRUCTION No. of Items (See Reverse for Basis for Approval) (Fee $297) Fee due For above requests, complete Sections 1, 2 & 3 below by printing in ink or typing. JOB ADDRESS: SITE ADDRESS: 439 HARBOR ISLAND DRIVE Owner MICHAEL FLETCHER Address 439 HARBOR ISLAND DRIVE NEWPORT BEACH, CA Zip 92660 Daytime Phone ( I Petitioner's DISTRIBUTION: El Owner lan Check Petitioner IMInspector ❑ Fire ❑ Other PETITIONER: Petitioner PLAMEN PETROV, P.E. (PNl#onertobe erohaecta,. gmeerl Address 28161 CASITAS CT. LAGUNA NIGUEL CA Zip 92867 Daytime Phone ( 714) 717-7542 Email: CONSULTING@PMA-BG.COM HARBOR DESIGN CRITERIA Position PRINCIPAL AT PMA CONSULTING, INC. CA Professional Lic. # C66947 02/07/23 FOR STAFF USE ONLY DEPARTMENT ACTION: In accordance with: ❑ CDC 104.11/CFC 104.9 CBC 104.10/CFC 104.8 (Alternate materials & methods) ( C Modification) ❑ Concurrence from Fire Code. Official is required. ❑ Approved ❑ Disapproved ❑ Written Comments Attached By: Date Request (DOESa seen any fire protection requirements. Request (DOESseen the structural integrity The Request is: Granted (see see reverse forp appeal information) ❑ Granted (Ratification required) Conditions of Approval: Signatures u Print Name� PositionC EF RIM T)ING OFFIGM OZ— Z7—Zp Z3, APPEAL OF DIVISION ACTION TO THE BUILDING BOARD OF APPEALS (See Reverse) (Signature, statement of owner or applicant statement fr ernt of reasons for appeal and fling fees are required.) CASHIER RECEIPT NUMBER:IcG W O - a t 24r5 Forms\modif 07/01/21 REVISED STRUCTURAL CALCULATIONS FOR MODIFICATION REQUEST for REPLACEMENT OF TWO STEEL PILES AT AN EXISTING FLOATING DOCK Located at: 439 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 #39622SS FEBRUARY 7, 2023 2/7/23 PNIA Consulting, Inc. Project: Piling Replacement Job: 39622SS CONSULTING STRUCTURAL ENGINEERS 439 Harbor Island Drive Sheet: MOD-1 28161 CASITAG CT P (714) 717 - 7542 Newport Beach, CA 92660 Design: TPP LAGUNA NIGUEL, CA 92677 Steel Piling IDate: 02/07/23 1 Docks pile design below is based on the requirements of: out & Design guidelines for Marina Berthing Facilities - Section D" - Department of Boating Waterways of the State of California -July 2005 edition >ign 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» 8.5Pill (d)min = min [ 15' or (dreq'd penetration + T) ] (h)cot off = 12 ft (pile cutoff height above MLLW) MLLW (L)pile = (h)cut off + (h)mud line + (d)min (h)mudline= 3 it below MLLW (h)cut off (h)mud line h Try, Do = 12 in (D Steel Pipe WI 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 = (w / 4)*(Do^2 - D1^2) & »» A = 12.8 inA2 S = (r / 321 -DI^4) & »» S = 36.2 in^3 I = (r / 64)*(D&4 - DiA4) & »» I = 217 inA4 Pall =? ill= Fb`S = 83527 ft-Ibs h = (h)mudline + hp + 5' <<< Point of fixity 5' below mudline = 16.5 ft «< Arm for flexural capacity calculations By the flexural capacity of the steel pipe! 'de embedment (d)=? Pmax = 3280 Ibs Lboat = 40 ft << Length of Boat In = 11.5 ft 1 40 ft << 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)+(Ftlr*(Ld-Lboat)/3)+(Fcurrent*(Ld-Lboat)/3)+(PW DLFreebcard*(Ld-Lboat)/3) section 1807.3.2.1 of CBC d=A/2*(1+sgrt[1+(4.36*h/A)]} A = 2.34 * P / (S1 * b) &S1=Fp*d/3 Fp = 200 1 <<< Per soils report Memorandum by EGA Consultants dated 02/06/23 section 1806.3.4, two times increase is permitted, Fp design= 400 pcf (used in design) section 1807.3.2.1, for (d) not over 12' deep, & S1 <= 1600 psf 1/8" thickness added for 1806.1, 33% permissible increase for transient forces, corrosoin protection :: S1 = 1956 psf A = 3.92 ft dreq'd = 9 ft »» Pmax = 3280 Ibs & F = 42 ksi Pile : 12.00 in x 0.500 in thick (L)pile = 24 ft Embed = 9 ft PILE # 1 Pau Consulting, Inc. Project: Piling Replacement 1Jo1b. 396227 URAL CONSULTING STRUCTENGINEERS 439 Harbor Island Drive Sheet: MOD-2 28161 cASITAS CT. P (714) 717-7542 Newport Beach, CA 92660 Design: TPP LAGUNA NIGUEL, CA 92677 Steel Piling Date: 02/07/23 Docks pile design below is based on the requirements of: lout & Design guidelines for Marina Berthing Facilities - Section D" - Department of Boating Waterways of the State of California - July 2005 edition sign 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>> (d)min = min [ 15' or (dreq'd penetration + 3') ] (h)cut off = 12 ft (pile cutoff height above MLLW) MLLW (L)pile = (h)cut off + (h)mud line + (d)min (h)mudline= 4 ft below MLLW (h)cut off (h)mud line h Try, Do = 12 in cP 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 = (r / 4)*(DoA2 - DiA2) & »» A = 12.8 inA2 S = (r / 32Do)*(DoA4 -DiA4) & »» S = 36.2 inA3 1 = (r, /64)*(DoA4-DiA4) & »» I = 217 inA4 I Pall = 7 111= Fb-S = 83527 ft-Ibs In = (h)mudline + hp + 5' <<< Point of fixity 5' below mudline = 17.5 ft <<< Arm for flexural capacity calculations By the flexural capacity of the steel pipe! Ile embedment (d) = 7 Pmax = 3280 Ibs Lboat = 40 ft << Length of Boat h = 12.5 ft Ld= 40 ft << Length of Dock Try, b = 12.00 in TEL 164 plf << Total Env. Load DL Freeboard= 1.9 ft << Freeboard Fcument= 5 plf << Current Load Fdr= 12 plf << Wave Drift Force Pw= 15 psi << Wind Pessure Pmax = ((TEL*Lboat/2*Ld)*(2*Ld-Lboat) + (Fdr*(Ld-Lboat)/3) + (Fcurrent*(Ld-Lboat)/3) + (Pw*DLFreeboard*(Ld-Lboal)13) section 1807.3.2.1 of CBC d=A/2*{1+sgrt[1+(4.36*h/A)]} A=2.34*P/(S1"b) & S1=Fp*d/3 Fp = 200 psf <<< Per soils report Memorandum by EGA Consultants dated 02/06/23 section 1806.3.4, two times increase is permitted, Fp design= 400 psf (used in design) section 1807.3.2.1, for (d) not over 12' deep, & S1 <= 1600 psf 1/8" thickness added for 1806.1, 33% permissible increase for transient forces, corrosoin protection :: S1 = 2133 psf A = 3.60 ft dreg d = 9 ft »» Pmax = 3280 Ibs & F = 42 ksi Pile : 12.00 in x 0.500 in thick (L)pile= 25 ft Embed = 9 ft IPILE# 2