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HomeMy WebLinkAbout20191204_Coastal Hazards Analysis P M A C O N S U L T I N G , I N C . CONSULTING STRUCTURAL ENGINEERS 28161 Casitas Ct. PH. (714) 717-7542 Laguna Niguel, CA 92677 e-mail: p.petrov@pma-bg.com November 15, 2019 Richard W. Barrett 930 Via Lido Nord Newport Beach, CA 92663 RE: COASTAL HAZARDS ANALYSIS REPORT FOR COASTAL DEVELOPMENT PERMIT 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 regarding Coastal Hazards Analysis for the proposed development at the subject site. The site is adjacent to Newport Bay thus, it may be subject to Coastal Hazards such as, flooding, wave runup, and erosion. This study investigates the potential for the aforementioned hazards to impact the proposed development on the site over the next 75 years and addresses compliance with Coastal Hazards Analysis Report requirements and standards of NBMC Section 21.30.15.E.2. STATEMENT OF THE PREPARER’S QUALIFICATIONS Plamen Petrov, P.E., the preparer of the Coastal Hazards Analysis Report on this project, 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 Coastal Hazards Analysis 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 Coastal Hazards Analysis Report on this project. Requirements in Appendix A for Step 1: Establish the project sea level rise range for the proposed project’s planning horizon (life of project) using the current best available science. The State of California Sea-Level Rise Guidance 2018 update developed by the Ocean Protection Council in close coordination with Policy Advisory Committee with representation PA2019-251 from California Natural Resources Agency, the Governor’s Office of Planning and Research, and the California Energy Commission provides a bold, science-based methodology for state and local governments to analyze and assess the risks associated with sea-level rise, and to incorporate Sea- Level Rise into their planning, permitting, and investment decisions, and it is considered the current best available science. As reflected in the clouded area of the enclosed Table 28, based upon direct interpolation of the data for High emissions 2090 & 2100 and Medium-High Risk Aversion, over the project’s planning horizon of 75 years, the estimated Sea-Level Rise (SLR) for year 2094 shall be approximately 6.00’, which is the Sea- Level Rise for the proposed project. Based on the highest high tide of +7.88’MLLW (7.70’NAVD88) recorded in the project area, the above established Sea-Level Rise will account for bay water level of +13.70’NAVD88. Requirements in Appendix A for Step 2: Determine how physical impacts from sea level rise may constrain the project site, including erosion, structural and geologic stability, flooding, and inundation. According to the enclosed Topographic Survey, finished 1st floor elevation of the existing development is at +12.94’ NAVD88=+13.12’MLLW which is higher than the Base Flood Elevation established for the area. Based on the SLR established in Step 1 above, 1st floor of the proposed structure will remain below High Tide sea level approximately until year of 2085. As we well know, majority of the public streets in Newport Bay area are currently at much lower elevations than the subject site and they will flood due to SLR way before the development on this site becomes subject to flooding. FLOODING HAZARD The primary hazard due to flooding from the ocean waters for this site, like majority of the sites located adjacent to Newport Bay, would be due to long term Sea-Level Rise. The current water levels in Newport Bay are reflected on the enclosed Datums for Newport Bay Entrance. According to the enclosed seawall DWGS SW-1 thru SW-3, top of the proposed Concrete Stem Wall at Lower Seawall shall be at +10.00’ NAVD88 which equals +10.12’ MLLW and top of Existing Upper Seawall is at +11.7’NAVD88 which equals +11.88’MLLW and follows the current City of Newport Beach Waterfront Projects Guidelines and Standards. While Sea-Levels have been Rising for decades, higher rates of raise are forecast for the coming century because of climate change – see enclosed table 28. Increases can be attributed to warmer temperatures, which cause water to expand, as well more liquid mass caused by melting of ice caps. Current estimates of future SLR generally fall in the range of 4.5-6.7 ft for the year 2100. Global warming may impact flooding in other ways as well. Warmer water could intensify North Pacific storms, bringing greater wind and wave energy to shoreline in winter and higher intensity precipitation. The Newport Beach Peninsula portion of the Pacific Institute California Flood Risk Map is shown herein as OE S Quadrangle. The dark blue colored areas show the areas where a 100-year Sea- Level Rise of 55 inches is added to the existing FEMA coastal flood elevation shown in light blue. Obviously, the entire Newport Bay area will be affected if sea level rises 55 inches by the year 2100. If the sea level rises in the next several decades as currently estimated, regional measures to mitigate the potential flooding hazard shall be taken. As determined in Step 2 above, 1st floor elevation of the proposed structure will remain below High Tide sea level approximately until PA2019-251 year of 2085. After that, if necessary, the seawalls can be raised in accordance with the attached STD-601-L to an elevation of +13.7’NAVD88 (based on 6.0 feet of SLR) without bayward encroachment of the bulkhead footprint to protect the structure on the lot from flooding. WAVE RUNUP Wave runup is the uprush of water from wave action on a shore barrier intercepting Stillwater level. On steeply sloped shorelines, the rush of water up the surface of the natural beach, including dunes and bluffs, or the surface of a manmade structure, such as revetment or vertical wall can result in flood elevations higher than those of the crest of wind-driven waves. See wave Runup Sketch below. Due to its location, this site is not a subject to typical ocean waves and the associated wave runup. Bay generated waves that may arrive at this site are very small wind waves and boat wakes. These types of waves are generally dampened by the moored vessels and dock systems located in front of the site and have no significant energy and runup effect. Tsunami type waves that approach from the ocean shoreline will likely not reach the site for several reasons. There is no significant near field source of a tsunami like the geologic conditions of some other places on Earth such as Japan, for example. A far field tsunami reaching the ocean shoreline will likely not reach the site because of the distance and developments between the shoreline and this site. A near or far field tsunami propagating into Newport Bay proper would likely cause a seiche or standing wave on the order of 1.3 feet traveling within the bay. Even at the highest anticipated tide in Newport Beach of +7.88’MLLW this shall not result in overtopping of the bulkhead/seawall. Due to its very infrequent occurrence – 500-year recurrence interval – tsunami should not be considered a significant impact over the life of the proposed structure -75 years. .. ··.·, := / Limit of Wave Runup '~----, Stillwater Elevation Hypothetical Slope Wave Runup Sketch PA2019-251 EROSION HAZARD Erosion refers to the wearing or washing away of coastal lands. Beach erosion is a chronic problem along many open ocean shores of the United States. To meet the needs for comprehensive analysis of shoreline movement, the United States Geological Survey has conducted analysis of historical shoreline changes along open ocean sandy shores of the conterminous United States and has produced an Open-File Report 2006-1219 entitled “National Assessment of Shoreline Change Part 3: Historical Shoreline Change and Associated Coastal land Loss Along Sandy Shorelines of the California Coast”. The report looks at survey data of the following periods: 1800s, 1920s-1930s, and 1950s-1970s, whereas the lidar shoreline is from 1998-2002. The report looks at both long-term and short-term changes. According to the report, the average rate of long-term shoreline change for the State of California was 0.2±0.1 m/yr., and accretional trend. The average rate of short-term shoreline change for the state was erosional; with an average rate of -0.2±0.4 m/yr. The beach footprint of this site is stabilized and not subject to significant long-term erosion. Review and analysis of historical aerial photographs and field measurements for seawall repairs in the area show no change in the position of the shoreline over the last several decades. The future shoreline changes over the next 75 years are assumed to be the same as in the previous several decades. However, there is a rapid rate of Sea-Level Rise predicted in the next 75 years. If that prediction holds true, the rapid Sea- Level Rise may accelerate shoreline erosion, but it shall not impact the structure on the subject lot over its economic life. CONCLUSION In conclusion, flooding, wave runup and erosion will not significantly impact this property over the proposed life of the development. Both existing seawalls, lower and upper are required to protect the existing structures 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. Once the existing lower seawall is raised in compliance with the enclosed drawings SW-1 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-601-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. PA2019-251 Respectfully submitted, Plamen Petrov, P.E. Principal Enclosures: Location Map Aerial View Topographic Survey Table 28: Projected Sea-Level Rise (in feet) for Los Angeles Datums for Newport Bay Entrance City of Newport Beach – STD-601-L Newport Beach OE S Quadrangle Seawall Drawings SW-1 thru SW-3 PA2019-251 PMA l;onsol-ting"' In~. Consulting Structural Engineers 28161 Casitas Ct., Laguna Niguel, CA 92677 Phone: (714) 717-7542 E-Mail: P.Petrov@PMA-BG.com 930 VIA LIDO NORD NEWPORT BEACH, CA 92663 LOCATION MAP JOB. 24918-1 SHT. DES. PBP DATE 09/20/19 PA2019-251 PMA C;onsulting., In~. Consulting Structural Engineers 28161 Casitas Ct., Laguna Niguel, CA 92677 Phone: (714) 717-7542 E-Mail: P.Petrov@PMA-BG.com 930 VIA LIDO NORD NEWPORT BEACH, CA 92663 AERIAL VIEW JOB. 24918-1 SHT. DES. PBP DATE 09/20/19 PA2019-251 /, ,:; y ,/ ,/, '6 0 -z, Si C) \ ,/, ,,/, /, ,/ , ,/ ) -MONUMENT A TJON NOTE: SURVEYOR OR ENGINEER SHALL PERMANENTl Y MONUME:NT PROPERTY CORNERS OR OFPSETS BffORE STARTING GRADING. 1HtSISHOTAIIOl/NOAltYSU'i'\£Y.ll!£ltlPOCllAPHCIUIURESASSHOIIIH Cf!<lli'SIIAl'IIAYEAO.l/51EDl!El.All\'£7tl1'£PI.AT""""COUP!E-OFA IJOIJHPMY$1N!lo(Y. LEGEND ~-•· ~-•· ~-•· ltP•ltPSLaaE" ltlt•TOCSI.Cf'C "•flHISliFUXIR GFF•CNfAGERIOSHFtOOR ltl!•IO'IIOOf' Bll'•SACICIMIJ{ SC0•$£11[lfaLlHOI/T PP•POllfltl'OlE lfV•ll'AWIVAL\1£ 1111 • ... mi lf£1£lf llMl•~8ENCHIMRIC S.F.H.•S£N!Cllmf"OUHOHOTHINC \•CO<IDILWC t•PlffPOfrtl,Jo£ TOPOGRAPHIC MAP LOT J2B 1RACT NO. 907 930 \1A LIDO NORD NEWPORT BEACH CA. 0CS 80/CHll,,llll< NIIJ-2>-n El.fY. • U,f>2 HA>t)M D,l1tAI SW1H COAST~ J214 Q.AY ST. H<:IIPCWT llCM.H CA. (!Uf}U>---.0 PA2019-251 Probabilistic Projections (in feet) (based on Kopp et al. 2014) H++ scenario (Sweet et al. 2017) *Single scenario MEDIAN LIKELY RANGE 1-IN-20 CHANCE 1-IN-200 CHANCE 50% probability sea-level rise meets or exceeds… 66% probability sea-level rise is between… 5% probability sea-level rise meets or exceeds… 0.5% probability sea-level rise meets or exceeds… Low Risk Aversion Medium - High Risk Aversion Extreme Risk Aversion High emissions 2030 0.3 0.2 - 0.5 0.6 0.7 1.0 2040 0.5 0.4 - 0.7 0.9 1.2 1.7 2050 0.7 0.5 - 1.0 1.2 1.8 2.6 Low emissions 2060 0.8 0.5 - 1.1 1.4 2.2 High emissions 2060 1.0 0.7 - 1.3 1.7 2.5 3.7 Low emissions 2070 0.9 0.6 - 1.3 1.8 2.9 High emissions 2070 1.2 0.8 - 1.7 2.2 3.3 5.0 Low emissions 2080 1.0 0.6 - 1.6 2.1 3.6 High emissions 2080 1.5 1.0 - 2.2 2.8 4.3 6.4 Low emissions 2090 1.2 0.7 - 1.8 2.5 4.5 High emissions 2090 1.8 1.2 - 2.7 3.4 5.3 8.0 Low emissions 2100 1.3 0.7 - 2.1 3.0 5.4 High emissions 2100 2.2 1.3 - 3.2 4.1 6.7 9.9 Low emissions 2110* 1.4 0.9 - 2.2 3.1 6.0 High emissions 2110* 2.3 1.6 - 3.3 4.3 7.1 11.5 Low emissions 2120 1.5 0.9 - 2.5 3.6 7.1 High emissions 2120 2.7 1.8 - 3.8 5.0 8.3 13.8 Low emissions 2130 1.7 0.9 - 2.8 4.0 8.1 High emissions 2130 3.0 2.0 - 4.3 5.7 9.7 16.1 Low emissions 2140 1.8 0.9 - 3.0 4.5 9.2 High emissions 2140 3.3 2.2 - 4.9 6.5 11.1 18.7 Low emissions 2150 1.9 0.9 - 3.3 5.1 10.6 High emissions 2150 3.7 2.4 - 5.4 7.3 12.7 21.5 STATE OF CALIFORNIA SEA-LEVEL RISE GUIDANCE APPENDIX 3: SEA-LEVEL RISE PROJECTIONS FOR ALL 12 TIDE GAUGES | 72 TABLE 28: Projected Sea-Level Rise (in feet) for Los Angeles Probabilistic projections for the height of sea-level rise shown below, along with the H++ scenario (depicted in blue in the far right column), as seen in the Rising Seas Report. The H++ projection is a single scenario and does not have an associated likelihood of occurrence as do the probabilistic projections. Probabilistic projections are with respect to a baseline of the year 2000, or more specifically the average relative sea level over 1991 - 2009. High emissions represents RCP 8.5; low emissions represents RCP 2.6. Recommended projections for use in low, medium-high and extreme risk aversion decisions are outlined in blue boxes below. *Most of the available climate model experiments do not extend beyond 2100. The resulting reduction in model availability causes a small dip in projections between 2100 and 2110, as well as a shift in uncertainty estimates (see Kopp et al. 2014). Use of 2110 projections should be done with caution and with acknowledgement of increased uncertainty around these projections. PA2019-251 PA2019-251 DHQ: ♦-------+-­MHW : 4.68 PA2019-251 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 ~ 2" ~~---~---+,-------, 6" MIN. 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. EXISTING TIE ROD ~ _. _ .. · l_ _ .. '-.·· ) .. -·· ALTERNATE "B" (POURED-IN-PLACE CONCRETE) EPOXY SHALL CONFORM TO ASTM C881 STANDARD AND BE USED IN STRICT ACCORD WITH THE MANUFACTURERS PRINTED INSTRUCTIONS. 8" / PROPERTY, BULKHEAD OR OTHER BAYWARD LIMIT ----=T T -ELEVATION + 10.0 M.L.L.W. U) &, w.-t ; .s cc = >N .... ROUGHEN FOR BOND AND APPLY EPOXY EXISTING COPING C I ", ~EXISTING BULKHEAD I PROPERTY, BULKHEAD OR OTHER BAYWARD LIMIT 1 ELEVATION + 10.0 I M.L.L.W. ROUGHEN FOR BOND AND APPLY EPOXY BONDING AGENT PER MANUFACTURER'S RECOMMENDATIONS. EXISTING COPING --------EXISTING BULKHEAD REV. 01/17 CITY OF NEWPORT BEACH APPROVED: DETAIL FOR RAISING BULKHEADS Drawn: R. OKADA Date: JULY 2004 DRAWING NO. PUBLIC WORKS DIRECTOR Scale: N.T.S. STD-601-L PA2019-251 Newport BeachNewport Beach Costa MesaCosta MesaCosta MesaCosta MesaHuntington BeachHuntington Beach ¬«1 ¬«55 ¬«1 ¬«55 117°52’30"W 117°52’30"W 117°55’0"W 117°55’0"W 117°57’30"W 117°57’30"W 118°0’0"W 118°0’0"W 33°37’30"N 33°37’30"N 33°35’0"N 33°35’0"N 33°32’30"N 33°32’30"N 33°30’0"N 33°30’0"N 407000mE 407000mE 08 08 09 09 410 410 11 11 12 12 13 13 14 14 15 15 16 16 17 17 18 18 419000mE 419000mE3707000mN 3707000mN08 08 09 09 3710 3710 11 11 12 12 13 13 14 14 15 15 16 16 17 17 18 18 19 19 3720 37203721000mN3721000mN This information is being made available for informational purposes only. Users of this information agree by their use to hold blameless the State of California, and its respective officers, employees, agents, contractors, and subcontractors for any liability associated with its use in any form. This work shall not be used to assess actual coastal hazards, insurance requirements, or property values and specifically shall not be used in lieu of Flood Insurance Studies and Flood Insurance Rate Maps issued by the Federal Emergency Management Agency (FEMA). Data Sources: US Geological Survey, Department of Commerce (DOC), National Oceanic and Atmospheric Administration (NOAA), National Ocean Service (NOS), Coastal ServicesCenter (CSC), Scripps Institution of Oceanography, Phillip WIlliams and Associates, Inc. (PWA), US Department of Agriculture (USDA), California Coastal Commission, and National Aeronautics and Space Administration (NASA). Imagery from ESRI and i-cubed. Created by the Pacific Institute, Oakland, California, 2009. California Flood Risk: Sea Level Rise 00.511.520.25 Miles 01230.5 Kilometers 1: 2: 3: 4: 5: 6: 7: 8: Seal Beach Newport Beach Tustin not printed Laguna Beach not printed not printed not printed867 1 2 3 54 §¨¦ £¤ ") ¬« Interstate US Highway State Highway County Highway Grid coordinates: UTM Zone 11N meters Adjoining Quadrangles: Map extents match USGS 7.5 minute topographic maps Project funded by the California Energy Commission’s Public Interest Energy Research Program, CalTrans, and the California Ocean Protection Council Newport Beach OE S Quadrangle NAD83 GCS degrees Coastal Zone Boundary Current Coastal Base Flood (approximate 100-year flood extent) Sea Level Rise Scenario Coastal Base Flood + 1.4 meters (55 inches) Landward Limit of Erosion High Hazard Zone in 2100 PACIFIC INSTITUTE PA2019-251 " ,. ~-!~ ~~ ~~ ~~ QF ~~ 0" ~~ 8~ ;~ aa "► p~ :1 ~~ ~-~ ~ ~ ~ ~-:~;a ~ o Ill r: •O i i I. ~;~ ij~ ! ;;I •0 , ~,, t ~m t i ;;j~~ !~ ~ a I t~. ~~" -4 ~0 ~:::;~ ~~,., z ~.,, ~~~ ~a i "' ~. ;;~ ~i ~ !! ~0 0 ~i ~ ~1 ~ ~ ~ :II < ~..,1 ' F ;II 0 .... ~ii ~~ i :a ~-z iii; e--~::1 !z~!P I :::j !l ' 8~~ ~~" < ~~: !~ ~ I: ► I ~~i 0 ; § ~ ,, 0 • ! 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BARRETT 1--2-4-9 1-8---,1 930 VIA LIDO NORD S ,_"_•~_'P_ET_R_O~VA__,_N_E_W_P_O_R_T_B_E_A_C_H_, C_A_9_2_66_3 ________ _, 930 VIA LIDO NORD SITE PLAN & ELEVATION NEWPORT BEACH, CA 92663 CHECKED P.PETROV ;a 0§ ~~ n !! .~ -~ ~ ·-1!8 i ~ ,_ --- j••i!iii!1H i I I. I I . l l . i , i I I I ' I PMA C:oruoulting, Ine. CJnouhingS!ructund ~ 28t6l c...itasCt..LagunaNigud,CA92677 F,~~~1~~.<Xllll I I i I -ljJ :1 ii'i j:H rid;1~ 'I I ;jlil ! thl!•~ i ' ji! ~ ,!! I ,n1 ii ' • I • I • ! i . I I ' t r - 1 I I I I I I I I !). I • I ' I ' I I I L_ ••1iili!l!l'!lli1 1m11i.1 ;:11 !W;lil'I!· 1h!i1!l11I 1!•111.:• jw:•11iili1,i1•i .. ,I' I' II. .. . . . . jilll '1· 1i1li I ! 11111 !ii :i · 11! i ,; ii -~i .,!111 h, REVISIONS I I! ;~ ij '1 -?f .~ ~- ~ . i "" PA2019-251 A = 1.DIG24"WIDE ,1B"DEEP1RENCH . 2. PLACE Fll lER CLOTH IN THE TRENQ-1 EXTENDING 12" VERTICAL ON E-'CH SIDE. J . FILL BOTTOM 8" OF THE TRENCH W!TH CRUSI-IED ROCK 4. POOR IN PLACE OR INSTALL PRECAST CONCRElE SUPPORT PIERS AT MAXIMUM a·-o• o.c. TO HOLD THE CHAN NEL DRAIN l£VEL s. FILL THE REST or THE TRENCH WITH CRUSHED ROCK TO 4• FROM TOP or TRENCH BOTTOMLESS TRENCH DRAIN! I , rs I F • /-2 BAGS MIN. SANDBAGS (TYP) a:;~L~ SANDBAG VELOCITY REDUCER DETAIL VELOCITY REDUCER DETAIL I ,.,.s TKO ROWS OF SANDBAGS THREE BAGS HIGH TOE OF SLOPE PROTECTION DETAIL ' = THIS DETAIL SHAU APPLY AT THE ENTIRE PERIME'TER Of ANY EXCAVATED MATERIAL PILED UP AT THE PRO..ECT SITE IN COMPLIANCE 'NITH ITEM 6 UNDER "EROSION CONTROL NOTES" ON SHEET S-0. TOE OF SLOPE PROTECTION L R ~11 "11 " ~1 ~~ ~g~ ! ~ (N)lO'CONC ~~~tRAIL PEROETAIL/v •+10.0' NA'A:188 •+10.18' MLLW •+7.17'± NAV088 -+7.35'± MLLW ~~S~~l~LACE CONC SEAWALL (E)DREDGE LINE/MUDLINE I I -------------~ TYPICAL SECTION Tlv(E)GUARDRAIL II II I II II " ~;,';~fd:1--l~~~;~~~~~~~--, r r , , , , _r i --;---x-____ L~~;-~;" ~ II --(E) UPPER _ I I ;Ii c 11 : : : --1 g~b-l~P~~ ~ ~ J J -r -· r -r -r-r -r -r 1 : h~ / p~~0/~N :: STORAGE : 1 t J J J 1 I f _JI "i ~ _IJ J J -S ~ -~ : (N)P;T.2x10 II I I j _L...-----f""~~ti-,p2 ~1o (E)POOL f f I I 0 16 o.c. II I ! ---r I O (N) P.T. J • B LOR J J J j j J I j j I I t-rJ ~1l::.:'~'~:;! oc f f f J f f f f f J f i: : 1 1 _J ,. 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