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Home My WebLink AboutM2022-0001 - CalcsSTRUCTURAL CALCULATIONS M?�22-t�1 for u�0 MD Y(\kni REPLACEMENT OF ONE CONCRETE T -PILE M V Vn' Located at: 400 MORNING STAR LANE NEWPORT BEACH, CA 92660 Prepared for: SWIFT SLIP DOCK & PIER BUILDERS, INC. 6351 INDUSTRY WAY WESTMINSTER, CA 92683 Prepared by: BUILDING DIVISION PMA CONSULTING, INC. 28161 CASITAS CT. 310 "'22 LAGUNA NIGUEL, CA 92677 V. Y.T. JOB #37721SS DECEMBER 13, 2021 12/13/21 z 0 20'-G" 7'-6" v NEWPORT BAY (N) CONC "T" PILE PER TO REPLACE EXISTING, TYP (E) FLOATING DOCK — TO REMAIN. .------------ O X LJ K LI ----- ----------- —_�_ i`_ -- -----(E) 3' 0"x20'_0" -- — GANGWAY TO REMAIN. PILE T0. REMAIN, MORNING STAR LANE _ _ _ _ _ PIERHEAD LINE (E) PLATFORM TO REMAIN -------------- - — — — — — — — — — — — — — — — — I c\\ `(E) CONC SEAWALL TO REMAIN DOCK & PILING LAYOUT N.T.S. 12/13121,10:58 AM U.S. Seismic Design Maps 400 Morning Star Ln, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6219773, -117.8968421 5C3 Back bayy l dI ayestwin . GeQa pAdDver ,� Westcliff Park" � �r Date Design Code Reference Document Risk Category Site Class Fell nd Oji -Fu b Value k Ss 1.366 �a z " 0.486 MCER ground motion. (for 1.Os period) SMS 1.64 Site -modified spectral acceleration value SMI null -See Section 11.4.8 Site -modified spectral acceleration value SDs 1.093 Numeric seismic design value at 0.2 second SA SDI null -See Section 11.4.8 12/13/2021, 10:40:40 AM ASCE7-16 II D - Default (See Section 11.4.3) Type Value Description Ss 1.366 MCER ground motion. (for 0.2 second period) SI 0.486 MCER ground motion. (for 1.Os period) SMS 1.64 Site -modified spectral acceleration value SMI null -See Section 11.4.8 Site -modified spectral acceleration value SDs 1.093 Numeric seismic design value at 0.2 second SA SDI null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second F„ null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.595 MCEG peak ground acceleration FpOp 1.2 Site amplification factor at PGA PGAM 0.714 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.366 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.501 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SO 2.6 Factored deterministic acceleration value. (0.2 second) SIRT 0.486 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.527 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.827 Factored deterministic acceleration value. (1.0 second) PGAd 1.052 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.91 Mapped value of the risk coefficient at short periods CRI 0.922 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 12/13/21, 10:58 AM U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and Its sponsors and contributors assume no responsibility or ............_ . liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not Intend that the use of this Information replace the sound Judgment of such competent professionals, having experience and knowledge In the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. hfps://seismicmaps.org 2/2 PMA Consulting, Inc. T -Pile Replacement Job: 37721 SS CONSULTING STRUCTURAL ENGINEERS 400 Morning Star Lane Sheet: 28161 CASITAS CT. P (714) 717 - 7542 Newport Beach, CA 92660 Design: TPP LAGUNA NIGUEL, CA 92677 1 Loads Analvsis Date: 12/13/21 1) Seismic Design Criteria Occupancy Category: II, Standard h=13ft Soil Site Class: D a) Importance factor la = 1 Response Spectral Acc. (0.2 sec) S, = 1.366 g Response Spectral Acc.(1.0 sec) S, = 0.486 g Site Coefficient Fa = 1.2 Site Coefficient F„= 1.5 Max Considered Earthquake Acc. SMs = Fa.Sa = 1.639 Max Considered Earthquake Acc. SM, = F,,.S, = 0.736 @ 5% Damped Design SDS = 2/3(SMs) = 1.093 So, = 2/3(SM,) = 0.491 b) Seismic Design Category SDC SDC based on SDs = D SDC based on So, = D S, = 0.486 < 0.75 C) 2). a) b) Design Coefficients And Factors for Seismic Force -Resisting Svstem Nonbuilding Structure Type R = 2 — Response Modification Cost flo = 2 — Overstrength Factor Cd = 2 — Deflection Amplification factor lateral force SDC = D Approx Fundamental period, Ta = C1( h„ )x = 0.137 s x = 0.75 C1= 0.02 C„= 1.40 Assume Fundamental period, T = Ta Use T=0.137a Long -period transition period, TL = 8 s 0.8 T$ = 0.8(So, / Sos) = 0.359 s > Ta Table 1-1 &Table Table [1 Fig. Fig. Table 11 Table 11 111,61 Table 11.6.1 Table 11.6-2 Table Fig. V = Gs vv (12.8. Cs= SDS/(R/Ie) =0.546 (with Ss= 1.366g and Sm = 1.093) (12.' So, / [ T (R/le) ] = 1.792 For T5 TL (12. Imax=I SD,TL / [ T2(R/la) ] = N/A For T > TL (12.'. MAX{ 0.044SDSIs; 0.03) = 0.048 (15., )min =I 0.8S,(I./R) = N/A For S, t 0.6g V = 0.646 W V= 0.390 W (ASD) PMA Consulting, Inc. Project: T -Pile Replacement Job: 37721 SS CONSULTING STRUCTURAL ENGINEERS 400 Morning Star Lane Sheet: 28161 CASITAS CT. P (714) 717 - 7542 Newport Beach, CA 92660 Design: TPP LAGUNA NIGUEL, CA 92677 Lateral Force & Embedment Calculations Date: 12/13/21 Lateral Force at the most loaded Pile Supporting Platform T Pile Aplatf= 11 psf <<< Tributary Area of Platform to This Pile Agang= 30 ft <<< Tributary Area of Gangway to This Pile DLplatf= 15 psf <<< Platform Dead Load DLgang= 15 psf <<< Gangway Dead Load Wp hd = 3*1 *2*145 = 870 lbs <<< WT of Pile Head W (platf + gang + p hd) = 1485 lbs <<< WT of Platform, Gang & Pile Head Cs = 0.390 <<< Allowable Seismic Base Shear Coefficient Vail = Cs*[W(platf + gang + p hd)] = 579 lbs <<< Lateral Force for Pile Design Most Loaded Pile Embedment Calculations Aplatf= 11 psf Agang= 30 ft TLplatf= 65 psf TLgang= 40 psf Wplatf= Aplatf*TLplaft = 715 Ib T Pile <<< Tributary Area of Platform to This Pile <<< Tributary Area of Gangway to This Pile <<< Platform Total Load <<< Gangway Total Load Wgang= Agang*TLgang = 1200 lbs Wtot = Wplatf+Wgang+Wp hd = 2785 lbs <<< Total WT of Platform, Gang. & Pile Sfu= 500 psf <<< Ultimate Skin Friction For Sand Sf all= 185 psf <<< Allowable Skin Friction for Sand F.S. = 2.7 Ball = 1500 psf <<< Allowable End Bearing Apile = 1.36 sq ft <<< Area of 14" Sq. Pile Lembed= 12 ft «< Pile Embedment S pile = 1.17 ft <<< Pile Shaft Dimension Fresist = Apile*Ball + Lembed*Spite*4*Sf all = 12440 lbs > Wtot Note: For piles supporting platform utilize 14" sq. concrete piles with minimum 15' embedment into mudline (12' per design + 3' increase as required by the City). PMA Consulting, Inc. CONSULTING STRUCTURAL ENGINEERS 28161 CASITAS CT. P(714)717-7542 LAGUNA NIGUEL, CA 92677 2) T -Pile Replacement 400 Morning Star Lane Newport Beach, CA 92660 Job: 37721SS Sheet: ksi Design: TPP uare Concrete Pile at Platform Date: 12/13/21 Pile P1 I he pile design below IS based on the requirements of: "Layout & Design guidelines for Marina Berthing Facilities - Section D" - Department of Boating and Waterways of the State of California - July 2005 edition "Design Criteria & Standard drawings for Harbor Construction%City of Newport Beach - 2017 edition (d)min = min [ 15' or (dreq'd penetration + 3') ) (h)p = 13.5 ft (pile height above mudline) (H)pile = (h)p+ (d)min N=F"n<=Mall h = 18.5 ft Find (Mall) maximum Moment capacity of the pile fc = 6000 psi »» E = 4415 ksi (fc)max = 0.45 * f »» (fc)max = 2700 psi Strands per ASTM A-416 a H)pile Grade = 270 ksi »» Fu = 270 ksi Low relaxation ? (Y,N) ? N »» Fy = 0.85 * Fu b Try, a= 14 in »» A = 196 in A2 Smin = (aA3 / 6) / sgrt(2) »» Smin = 323 in A3 -(Diagonal section modulus governs) Ig = aA4 / 12 »» Ig = 3201 inA4 Dstrand = 1/2 in »» Astrand = 0.153 inA2 Nstrand = 6 :: Mu= 88000 ft -lbs Pmax = Mu / h*1.6 = 2973 libs led= 579 lbs <<< Mu for 14 in. sq conc pile with at h= 18.5 ft < Pmax thus O.K. 6 strands PMA Consulting, Inc. Project: T-Pile Replacement Job: 37721 SS CONSULTING STRUCTURAL ENGINEERS 400 Morning Star Lane Sheet: 28161 CASITAS CT. P (714) 717-7542 Newport Beach, CA 92660 Design: TPP LAGUNA NIGUEL, CA 92677 Square Concrete Pile at Platform Date: 12/13/21 P1 ix= Zy/3 Ic h = 13.5 ft b = 1.65 ft ger 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 Try, d = 9.7 ft <<< Add 3 ft to "d" per City of NB STDS Fp = 320 psf <<< 160 pcf, typ for the area, increase ice ger section 1807.3.2.1 for (d) not over 12' deep, & S1 <= 1280 psf Ser footnote note d of table 1804.2, increase Fp by 33% for transient forces. S1 = 1380 psf A = 3.06 ft Use : 14" sq x w/ s -4n^ Prestressed Concrete Pile Alternative Design Requirements Pcomp = 0 kips Pten = 0 kips Muz: 88.0 ft -kips Vu = 4.8 We o Precast/Prestressed Concrete Inst. I JOB: 209 West Jackson Blvd. Ph. 312.786.0300 SUBJECT: Chicago, IL 60606 Fax 312.786.0353 DES. BY: PBP DATE:D TXCRIFYg1 rN"° Email: info@pci.org Web www.pci.org CHK. BY: ATE: Prestressed Concrete Piling Design - Input Pile Information: Section Type Square r T;,. Solid/Hollow: Solid cy Pile Size: 14.00 in. Void Diameter: In. Chamfer: 0.75 in. Unsupported Length, t = 30.0 ft k=1 2.00 Applied Dead Load = kips Reinforcement: Pretensioned Strands: Diameter of Pretensioned Strands Area of Strand, Ape Strand Layout Number of Strands Strand Modulus, Epe Strength of Strand, fp„ Fraction of fp„ used for Initial Stress Initial Strand Stress, fpe Mild Reinforcement (SpiraYTies): Use Library Section or Enter Custom Properties El 00 Square Circular Octagonal Unsupported Length of Pile for Slenderness Evaluation Effective Length Factor Applied Dead Load on Pile from Structure = 0 5 in. 0.153 int = Circular 6, = 28,000 ksi 270.0 ksi 0.75 = 202.5 ksi Spiral or Ties = Spiral , Wire or Bar Size = I W4.0 Wire or Bar Diameter = 0.226 in. Minimum Cover to Face of Spiral/Tie = 2.501;1 in. Concrete Properties: Concrete Strength at Transfer, fe; Specified Concrete Strength fe Concrete Unit Weight, we Ambient Relative Humidity, H Concrete Ultimate Strain, S. Resistance Factors & Slenderness: Resistance Factor for Flexure, i1iFI1X Resistance Factor for Compression,�comp Method used for Slenderness Calculations Design Points (Optional): P„ (kips) I . Mu (k -ft) = = = _ = 4.00`' ksi ksi kcf in./in. 6.00 0.150 .+i -75 .; 0.003"` 0.90 = 0.70 ACI Typically, 0.5 in. dia. SHEET OF Stress -Strain Information for 270 ksi only (Used for Shrinkage Loss) \\192.168.1.129\PMA BusinesslPROJECTSISWIFT SLIP DOCK 8 PIER BUILDERS INCW1731782O W Bay Version 1 0 10/7/2004 0 8/19/201710:56 Precast/Prestre: 209 West Jackson Blvd. Chicago, 160606 ru°Jrnseires-a✓'l ME Email: info@pci.org d Concrete Inst. Ph. 312.786.0300 Fax 312.786.0353 Web www.pci.org JOB: SUBJECT: DES. BY: PEP CHK. BY: DATE:D ATE: Prestressed Concrete Piling Design - Output 14 in. Solid Square Pile 6 - 0.5 in. Dia Strands with W4.0 Spiral Gross Area, A = 194.9 int Moment of Inertia, I = 3,150 in Radius of Gyration, r = 4.02 in. Unsupported Length, C = Effective Length Factor,k = kf/r = Applied Dead Load = Concrete Unit Weight, wn = Ambient Relative Humidity, H = Concrete Ultimate Strain, e=, _ Concrete Strength at Transfer, fd = Specified Concrete Strength f, _ Strand Modulus, Eps = Area of Strand, APs = Strength of Strand, fp„ _ Prestress Loss and Effective Stresses: Initial Strand Stress, fPo = Initial Loss, AfPIL _ Effective Stress in Strands after Transfer, fpi = Effective Prestress Force in Strands after Transfer, FP; _ Total Loss, AfPTL _ Effective Stress in Strands after All Losses, fp, = Effective Prestress Force in Strands after All Losses, FP, = Effective Prestress in Concrete: Effective Prestress in Concrete Pile, fps Concrete Cover: Concrete Cover to Spiral = Concrete Cover to Strands = Design Points as Input: 30 ft (Input) 2.00 (Input) 179.1 0.0 kips (Input) 0.150 kcf 75% 0.003 in./in 4.00 ksi 6.00 ksi 28,000 ksi 0.153 int 270 ksi 202.5 ksi 4.9 ksi 197.6 ksi 181.4 kips 25.7 ksi 176.8 ksi 162.3 kips (Input) (Input) (Input) (Input) (Input) (Input) (Input) (Input) (Input) 0.833 ksi = FP,/A 2.50 in. (Input) 2.73 in. Max. Moment w/ Slenderness (k -ft) 88.0 88.0 88.0 88.0 88.0 88.0 OF 0192.168.1.1291PMA Business\PROJECTS%SWIFT SLIP DOCK& PIER BUILDERS INCW17317820 W Bay Version 1.0 10fM004 0 811PM1710:66 Axial Load Moment (kips) (k -ft) 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 \ 6 0 0 30 ft (Input) 2.00 (Input) 179.1 0.0 kips (Input) 0.150 kcf 75% 0.003 in./in 4.00 ksi 6.00 ksi 28,000 ksi 0.153 int 270 ksi 202.5 ksi 4.9 ksi 197.6 ksi 181.4 kips 25.7 ksi 176.8 ksi 162.3 kips (Input) (Input) (Input) (Input) (Input) (Input) (Input) (Input) (Input) 0.833 ksi = FP,/A 2.50 in. (Input) 2.73 in. Max. Moment w/ Slenderness (k -ft) 88.0 88.0 88.0 88.0 88.0 88.0 OF 0192.168.1.1291PMA Business\PROJECTS%SWIFT SLIP DOCK& PIER BUILDERS INCW17317820 W Bay Version 1.0 10fM004 0 811PM1710:66 13 Precast/Prestressed Concrete Inst. 209 West Jackson Blvd. Ph. 312.786.0300 Chicago, IL 60606 Fax 312.786.0353 'Eo rz"W" Email: info@pci.org Web www.pci.org JOB: SUBJECT: DES. BY: PEP CHK. BY: DATE:D ATE: Prestressed Concrete Piling Interaction Diagram :1H M 400 Axial Load Wn (kips) 200 U -200 -400 0 14 in. Solid Square Pile 6 - 0.5 in. Dia. Strands fc= 6 ksi ACI Method for Slenderness, kl/r = 179.1 Cross -Section 0 20 40 60 80 100 120 Moment, IlMn (k -ft) }( Design Points ----------- -------------------------------- ------------ ------ Axial Load, APB Moment, SMR (kips) (k -ft) Pure Compression 631.8 0.0 Maximum Axial Load 505.5 52.8 Maximum Moment* 237.6 104.7 OFlex = 0.90 Comp = 0.70 81.8 89.6 Pure Bending 0.0 90.1 ------- ------- Max Axial Load With Slenderness —Basic with Phi Factor -175.6 Cross -Section 0 20 40 60 80 100 120 Moment, IlMn (k -ft) Key Points on Basic Interaction Diagram including 0 Factors: Axial Load, APB Moment, SMR (kips) (k -ft) Pure Compression 631.8 0.0 Maximum Axial Load 505.5 52.8 Maximum Moment* 237.6 104.7 � Break Point 81.8 89.6 Pure Bending 0.0 90.1 Maximum Tension -175.6 25.0 Pure Tension -131.4 0.0 SHEET OF 1 * Based on point of maximum moment before 0 factors are applied i M92.168.1.12MIPMA BushesMPROJECTSISWIFT SLIP DOCK & PIER BUILDERS INCW1731782O W Bay Vemion 1.0 10=004 0 8/19/201710:56 Precast/Prestressed Concrete Inst. J06: 209 West Jackson Blvd. Ph. 312.786.0300 SUBJECT: Chicago, IL 60606 Fax 312.786.0353 I DES. BY: pap =oxul,=ixcmmc Email: info@pci.org Web W .pci.org CHK. BY: Stress -Strain Curve 270 ksi Low Relaxation Strand (PCI BDM Eq 8.2.2.5-1) 300 405 Y 200 a 150 aei 100 50 DATE:D ATE: 0.010 0.015 0.020 0.025 0.030 Strain (in./in.) Compute Stress Strain Stress (in./in.) (ksi) r0 O030 '85.50 f&1= eb1[887 + 27,61.3/11 + (112.46,;)7.361117.36] < 270 ksi OF 0.035 \1192.168.1.1291PMABusiness\PROJECTS\SWIFT SLIP DOCK& PIER BUILDERS INCW17317820 W Bey Version 1.0 10/7/20040 8/19/201710:56 CITY OF NEWPORT BEACH CITY OF SITE HERPORT BEACH MY p�CrFrC OCEgN VICINITY MHP EXISTING SQ PILE TO REMAIN (3 TOTAL) `1 (E),SEAWALL c (E) FLOATING DOCK W � Dw PROFILE IJ JETTY SOUNDINGS ARE EXPRESSED IN FEET AND DENOTE ELEVATIONS BASED ON MEAN LOWER LOW WATER. PIERHEAD LINE `--------------�}----_ EXISTING FLOATING DOCK TO REMAIN EXISTING 14" SQ. T -PILE TO BE REMOVED & REPLACED EXISTING GANGWAY TO REMAIN EXISTING PILE SUPPORTED PIER TO li REMAIN SCOPE OF WORK: REMOVE EXISTING 14" SQ. PIER T -PILE & REPLACE WITH NEW 14" X &T -PILE. BULKHEAD LINE (E) SEAWALL PLAN VIEW APPLICANT'S NAME FINLAY, ROB & MARY JOB ADDRESS 400 MORNING STAR LN DATE 01/05/2022 NEWPORT BEACH, CA 92660 r I (E) PIER a l (E) GUIDE i (2 TOTAL) TNPILEX3 I I I M.L.L.W. I I ARBOR 'FLOOR `1 (E),SEAWALL c (E) FLOATING DOCK W � Dw PROFILE IJ JETTY SOUNDINGS ARE EXPRESSED IN FEET AND DENOTE ELEVATIONS BASED ON MEAN LOWER LOW WATER. PIERHEAD LINE `--------------�}----_ EXISTING FLOATING DOCK TO REMAIN EXISTING 14" SQ. T -PILE TO BE REMOVED & REPLACED EXISTING GANGWAY TO REMAIN EXISTING PILE SUPPORTED PIER TO li REMAIN SCOPE OF WORK: REMOVE EXISTING 14" SQ. PIER T -PILE & REPLACE WITH NEW 14" X &T -PILE. BULKHEAD LINE (E) SEAWALL PLAN VIEW APPLICANT'S NAME FINLAY, ROB & MARY JOB ADDRESS 400 MORNING STAR LN DATE 01/05/2022 NEWPORT BEACH, CA 92660 CITY OF NEWPORT BEACH CITY OF SITE B NENFORT EiCH , !1 A. �f I MY PT IpIC aQ*gN VICINITY MAwww W, mvmmP EXISTING SQ PILE TO REMAIN (3 TOTAL) (E) PIER (N)14"X3' T -PILE (E) GUIDE PILE (2 TOTAL) �' Mlm I I � I HARBOR FLOOR i (E) SEAWALL (E) FLOATING DOCK PROFILE Ll JETTY SOUNDINGS ARE EXPRESSED IN FEET AND DENOTE ELEVATIONS BASED ON MEAN LOWER LOW WATER. PIERHEAO LINE - _ - _ _ - - - L 1 EXISTING FLOATING DOCK TO REMAIN EXISTING 14" SQ. T -PILE TO BE REMOVED & REPLACED EXISTING GANGWAY TO REMAIN EXISTING PILE SUPPORTED PIER TO R REMAIN SCOPE OF WORK: REMOVE EXISTING 14" SQ. PIER T -PILE & REPLACE WITH NEW 14" X 3'T -PILE. BNLKHEAO LINE (E) SEAWALL PLAN VIEW APPLICANT'S NAME FINLAY, ROB & MARY JOB ADDRESS 400 MORNING STAR LN NEWPORT BEACH, CA 92660 DATE 01/05/2022 CITY OF NEWPORT BEACH CITY OF SITE NEWPORT BEACH i t p"CrrIC dCegN VICINITY NHP i MY. 11111.111710 EXISTING SQ PILE TO REMAIN (3 TOTAL) (E),$EAWALt (E) FLOATING DOCK irm PROFILE " JEtt1' SOUNDINGS ARE EXPRESSED IN FEET AND DENOTE ELEVATIONS BASED ON MEAN LOWER LOW WATER. PIERHEAD LINE `__ -__ f------_ EXISTING FLOATING DOCK TO REMAIN EXISTING 14" SQ. T -PILE TO BE REMOVED & REPLACED EXISTING GANGWAY TO REMAIN EXISTING PILE SUPPORTED PIER TO F'L REMAIN SCOPE OF WORK: REMOVE EXISTING 14" SQ. PIER T -PILE & REPLACE WITH NEW 14" X 3'T -PILE. BULKHEADLINE (E) SEAWALL of m I (E) PIER wl APPLICANT'S NAME FINLAY, ROB & MARY JOB ADDRESS 400 MORNING STAR LN NEWPORT BEACH, CA 92660 DATE 01/05/2022 (E) GUIDE PILE (2 TOTAL) TNPILEX3 I I M.L.L.W. I I ARBOR Li .'FLOOR (E),$EAWALt (E) FLOATING DOCK irm PROFILE " JEtt1' SOUNDINGS ARE EXPRESSED IN FEET AND DENOTE ELEVATIONS BASED ON MEAN LOWER LOW WATER. PIERHEAD LINE `__ -__ f------_ EXISTING FLOATING DOCK TO REMAIN EXISTING 14" SQ. T -PILE TO BE REMOVED & REPLACED EXISTING GANGWAY TO REMAIN EXISTING PILE SUPPORTED PIER TO F'L REMAIN SCOPE OF WORK: REMOVE EXISTING 14" SQ. PIER T -PILE & REPLACE WITH NEW 14" X 3'T -PILE. BULKHEADLINE (E) SEAWALL PLAN VIEW APPLICANT'S NAME FINLAY, ROB & MARY JOB ADDRESS 400 MORNING STAR LN NEWPORT BEACH, CA 92660 DATE 01/05/2022