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HomeMy WebLinkAboutPA2022-014_20220113_Coastal Hazards_1-10-22 P M A C O N S U L T I N G , I N C . CON SULTI NG STRUCTURAL ENGIN EER S 28161 Casitas Ct. PH. (714) 717-7542 Laguna Niguel, CA 92677 e-mail: consulting@pma-bg.com January 10, 2022 Kennedy Years Brandon Architects 151 Kalmus Drive Unit G-1 Costa Mesa, CA 92626 COASTAL HAZARDS ANALYSIS REPORT Greg & Caroline Creed; Applicant 319 Via Lido Soud City of Newport Beach, County of Orange PMA Job #42921 Dear Mr. Years, 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 22 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 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. 1PA2022-014 As reflected in the clouded area of the enclosed Table 28, based upon direct interpolation of the data for High emissions 2090 & 2100 and Low Risk Aversion, over the project’s planning horizon of 75 years, the estimated Sea-Level Rise (SLR) for year 2097 shall be approximately 3.05’, 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 +10.75’NAVD88. As of March 23, 2021, City Council of City of Newport Beach has adopted new standards establishing a minimum top of bulkhead/seawall elevation based on 5-year increments, reflected in Table 2 below from City of Newport Beach Waterfront Projects Guidelines and Standards Harbor Design Criteria for Commercial and Residential Facilities 2021 Edition. The concrete slab/deck on top of the stem wall above coping will be built higher than the minimum required +10.90’NAVD88, with a design for adaptability elevation of +14.4’NAVD88 in compliance with the City of Newport Beach waterfront Project Design Guidelines and Standards, Harbor Design Criteria Commercial & Residential. 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 Architectural Site Plan A-0.0, top of slab at 1st floor of the proposed development is at +13.11’ NAVD88=+13.31’MLLW which follows 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 above High Tide Sea level approximately until after year of 2097, based on Low Risk Aversion. 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. 2 Table No. 2 Year Structure Adopted NB Standard Design for Adaptability Permitted Elevation (feet} 1 Elevation (feet) 2 NAVD88 MLLW NAVD88 MLLW 2020 10.7 10.9 13.7 13.9 2021 -2025 10.9 11 .1 14.4 14.6 2026-2030 11 .0 11 .1 14.6 14.8 2031 -2035 11.0 11 .2 14.8 15.0 1. Derived using r.he Upper Limit of the Low Risk Aversion probabilistic sea level rise protecJion scenario for the Los Angeles tidal gauge, estimated 7 5 years into the future based on lhe State of California Sea Level Rise Guidance. 2018 Update. This scenario accounts for the upper range of what is "likely to occur" with approximately an 83 percent probability that sea level rise fidls below the elevations shown. 2. Derived using the Medium-High Risk Aversion probabilistic sea level rise protection scenario for the Los Angeles tidal gauge, estimated 7 5 years in.to the future based on the State of California Sea Level Rise Guidance, 2018 Update. This scenario accounts for increased sea level wUh approximately a l -in-200 or 0.5 percent probability that sea level rise exceeds th e elevations shown. PA2022-014 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. 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 5.4-6.7 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 above High Tide Sea level approximately until after year of 2097. In the event that SLR prediction of 6.70’ (Medium High-Risk Aversion) for year of 2100 holds true, the existing seawall has been designed and detailed to accommodate raise to top of wall elevation of +14.4’NAVD88, as reflected on the enclosed SW-0 thru SW-2. WAVE RUNUP AND TSUNAMI 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 & ACSE Diagram 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 3 Wave Runup Sketch Wave run,ulP t~rms from ACES anal~is. PA2022-014 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. At the highest anticipated tide in Newport Beach of +7.88’MLLW this shall result in slight 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. 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 changes 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 SLR predicted in the next 75 years. If that prediction holds true, the rapid SLR 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. The existing seawall/bulkhead is required to protect the proposed structures on the lot, the adjacent properties, public facilities and infrastructure; thus, it can’t be removed. Removal of the seawall/bulkhead 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 seawall/bulkhead is repaired/reinforced in compliance with the enclosed drawings SW-0 thru SW-2, need for a new shoreline protective devise shall not anticipated over the economic life of the proposed 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 seawall/bulkhead assembly allows to be increased in height to+14.4’NAVD88, without further seaward encroachment. If during this period the seawall/bulkhead displays any sign of distress that requires immediate attention, due to some unforeseen catastrophic or disastrous events, it 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. 4PA2022-014 Respectfully submitted, Plamen Petrov, P.E. Principal Enclosures: Location Map Aerial View Topographic Survey Architectural Site Plan A-0.0 Table 28: Projected Sea-Level Rise (in feet) for Los Angeles 2100 Low & Medium-High Risk Aversion Table 28: Projected Sea-Level Rise (in feet) for Los Angeles 2097 Low Risk Aversion Datums for Newport Bay Entrance Newport Beach OE S Quadrangle Seawall Drawings SW-0 thru SW-2 5PA2022-014 6PMA Consulting~ In~. Via lido a.,. r rill : )Sed st <9. \il'.;;s -1"" 4 ~~ LidoP-ni sua Consulting Strnctural Engineers 28161 Casitas Ct., Laguna Niguel, CA 92677 Phone: (714) 717-7542 E-Mail: P.Petrov@PMA-BG.com Via Lido PROJECT SITE Lido P nin ul esort The Gown Lot B(dal shop ' JOB. 42921 319 VIA LIDO SOUD NEWPORT BEACH, CA 92663 SHT. Ge oa DES. PBP DATE 01/10/21 ~~ ft {;(1, .T-Meek K • lee ~ 0 ,v0r. 9 r.f lb-!.::...!P .?:;$ .._rr, OC Real Estate c, ~ P oductio 1s ~ /J ttr s ... . JP ..:::.; lJ Qr ii Viat· IC/o C'> oJOUrJ LOCATION MAP PA2022-014 7PMA Consulting~ In~. Consulting Structural Engineers 28161 Casitas Ct., Laguna Niguel, CA 92677 Phone: (714) 717-7542 E-Mail: P.Petrov@PMA-BG.com 319 VIA LIDO SOUD NEWPORT BEACH, CA 92663 AERIAL VIEW JOB. 42921 SHT. DES. PBP DATE 01 /1 Q /22 PA2022-014 8.... AC "' BX CAN • DO EG "" Ff R. " nN GM ,cv NG BLOCKWALL ASPW\LT PAVEMENT AREA DRAIN BOTTOM OF CURB X CABLE TV BOX CENTERLINE COLUMN DRAIN OUTLET EDGE OF GUTTER ELECTRICAL VAULT FINISHED FLOOR FINISHED FLOOR GARAGE FLOWUNE FINISHED SURFACE FOUNTAIN GAS METER IRRlG,t,,TION CONTROL VALVE NATURAL GROUND PlANTERAAEA SEWER MANHOLE 1£WFORT BAY 1£WFORT BAY ~ ~ ~ ~ ~ ~ □-ro TMH () • 0 ~T.B.M.-POST TELEPHONE MANHOLE TOP OF WALL WATER METER EXISTING ELEVATION ~~TNHiD, FOUND NOTHING; SET TEMPORARY BENCHMARK SET ON A SEWER MANHOLE ELEVATION=12.68FEET BOAT SLIP ~ ~ ~ ~ POST BOAT SLIP ~ ~ TITLE REPORT/EASEMENT NOTES 319 VIA LIDO SOUO NEWPORTBEACH,CA92883 (APN:423-1116-05) NO TITLE REP0RT PROVIDED LEGAL DESCRIPTION REAL PROPERTY SITUATED IN THE CITY OF NEWPORT BEACH. COUNTY OF ORANGE. STATE OFCALIFORNIAAND IS DESCRIBED AS FOLLOWS: THE SOl/THEASTERLYONE-HALF OF LOT 907.ALLOF LOT 908, ANO THE NORTHWESTERLY ONE-HALF OF LOT 909 IN TRACT NO. 907. IN THE CITY OF NEWPORT BEACH. COUNTY OF ORANGE. STATE OFCALIFORNIAAS PER MAP RECORDED IN ~~ro:~~~~~~M~~JO~O~~~E BENCHMARK INFORMATION BENCHMARK NO: NBl-12-70 DESCRIBED BY OCS 2002-FOUND 3 ~• OCS AWMINUM BENCHw.RK DISK STAMPED "NB3-12-TO". SET IN THE NORTHWEST CORNER OF A 4 FT. BY 4.5 FT. CONCRETE CATCH BASIN. MONUMENT IS LOCATED IN THE SOUTHEAST CORNER OF THE INTERSECTION OF VIA LIDO SOUD ANO PIAZZA GENOA. 19.3 FT. NORTHEAST OF THE CENTERLINE OF VIA LIDO SOUO ANO 4 FT. EASTERl. Y OF THE SOUTHEAST BEGINNING OF CURB RETURN. MONUMENT IS SET LEVEL WITH THE SIDEWALK ELEVATION: 11.862 FEET (NA.VDB8), YEAR LEVELED 2015 BASIS OF BEARINGS THE BASISOF BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF~ LIDO SOUO HAVING A BEARING OF N27"30'00-W PER TRACT NO. 907, M.M. 28/25-36 oo@OO'D'l½l\Yi'!lrn®'D'rnm YT ~ @I? 11,@'D' ®~?,.~,, EXISTll'l3 BUILDll'«3 NORTHWESTERLY l ~2-52)<.l ~ ,( ~:~:~ I ~ ~ @@[_\JJ'D'l½Jrn&®'D'rnoo11, YT j @I? 11,@'D' ®®® ~ VICINITY MAP NO SCALE ~1 J I I I I 1! GRAPHIC SCALE I i ~ ' ; ·r ~ '0 ( IN FEET) I fl) 1 INCH •8 FT. ,0 I! I~ ~1=== ~ ACPAVEIENT I ~~EVT I ;120 tVIA E_BOL! ___ _ 0-"" --~=Lr;;JvT ""''" SURVEYOR~N '"'""'-"""""i~, .. , ~ IV---OR OR"'°"' eoRrnAIIT" OTES MONUMENT PROPERTY 12.as I ~=soRoFFSETSBE 5006TosCHEDVLE. PLEASE CAU. PAUL CRAFT GI 714-488-PAULO. CRAFT, P.LS. 8516 LICENSE RENEWAL DATE 12/31122 NOTE: SECTION 8770.6 Of THE CALIFORNIA BUSINESS ANO PROFESSIONS CODE STATES THAT THE USE Of THE WORD CERTIFY OR CERTIFICATION BY A LICENSED LAND SURVEYOR IN THE PRACTICE OF LAND SURVEYING OR THE PREPARATION OF MAPS, PLATS, REPORTS, DESCRIPTIONS OR OTHER SURVEYING DOCUMENTS ONLY CONSTITUTES AN EXPRESSION OF PROFESSIONAL OPINION REGAROING THOSE FACTS OR FINDINGS WHICH ARE THE SU6JECT Of Tl-lE CERTIFICATION ANO DOES NOT CONSTITUTE A WARRANTY OR GUARANTEE. EITHER EXPRESSED OR IMPLIED I ii~ ~ ~ I !ill ~o . .. •1 "" ~~ I •a •-u I g~1 {IJ;·~q ·•© ro u uo z ·~~ .. !• .. -< t " z a r . C") D.. <D < ~ :::i:oO'l~ (.) ::J < '<t -009 1l: Cl) ::c l8 < 0 (.) '7 a: 0 < C") Cl :J UJ ~ O.:i::cc., o.. -1-z o>a:o.. I-~~~ C"):s: UJ z Lyi 1~ Sim Nil i ti 1 ex 1 ~ PA2022-014 DN UP CLCL -------------------------------- Best Fit Report-------------------------------- Pt No. Point Northing Point Easting Offset to Entity Northing on Entity Easting on Entity ------------- -------------------- ------------------ ------------------ ------------------ ------------------ 0 5023.8149 4338.2923 -0.03 5023.7893 4338.2927 1 4930.6839 4386.7527 0.02 4930.6938 4386.7717 2 4824.2251 4442.2259 -0.01 4824.2205 4442.2171 BA SIS OF BEA RING SN27°30'00"WPER TR. NO. 907, M.M. 28/25-36 90.00' HELD ON PL PROD NORTHWESTERLY 1_ 2 OF LOT 909 SOUTHEASTERLY 1_2 OF LOT 907 TRACT NO. 907, M.M. 28/25-36 LOT 908 NORTHWESTERLY 1_ 2 OF LOT 907 1 VIA LIDO SOUDVIA EBOLIN27°30'00"W 59.98'N62°30'00"E 90.00' N62°30'00"E 90.00'N27°30'00"W 59.98'(12.51)FFG (12.39)FS (12.49)FS (12.83)FS(12.53)AD (12.79)FS(12.52)AD (12.80)FS (12.77)FS (13.14)FF (12.71)FS (12.66)FS (13.07)FF (12.68)FS (37.17)CHIMNEY TO (12.37)AD (12.76)FS (33.92)RIDGE (12.64)FS (12.65)FS(39.46)CHIMNEY TOP (36.52)RIDGE (13.09)FS (13.07)FS (12.92)FS (12.52)FS (12.57)FS (12.60)FFG (12.49)FS(12.56)FS (12.49)FS (12.36)FS(12.58)FS (12.84)FS (12.93)FS (12.87)FS (13.13)FF (12.90)FS (12.83)FS (12.44)NG (12.83)AD (34.12)RIDGE (12.74)AD (12.68)SMH~RIM (12.57)AC (12.61)AC (12.73)AC (12.77)AC (12.58)AD (12.61)FS(12.77)FS (12.55)AD(12.67)FS (13.01)FS (34.22)RIDGE (12.83)FS (13.24)FF(37.42)CHIMNEY TOP (12.72)NG (12.88)AD (12.86)FS (12.72)AD (18.92)TWS(18.65)TW (18.86)TWS(18.50)TW (12.31)TX(11.83)FL (12.31)TX(11.77)FL (12.41)TX(11.96)FL (12.49)TC(11.96)FL (12.47)TC(11.96)FL (12.19)TX(11.78)FL(12.09)BX (12.04)EG (11.90)FL(11.99)EG (11.93)EG(11.86)DO(11.85)DO (11.93)EG (12.03)BX (12.04)BX (12.45)FS (12.50)FS (12.73)FS (12.18)FS (12.56)FS (12.61)FS (12.61)FS (12.67)FS (12.70)FS (17.66)TW (12.77)FS (12.74)TS (11.94)BS (11.85)AD(11.90)FS(12.53)FS(12.53)SLIP(12.48)SLIP (10.21)BS (10.21)BS(2.50)SLIP (2.50)SLIP (10.28)SLIP (2.32)SLIP (2.31)SLIP (10.21)SLIP (13.29)FS (18.51)TW(14.93)TW (17.84)TW(12.38)FS (13.03)FS (18.61)TW(12.65)FS (36.50)TOP OF DOME (12.72)FS EXISTINGBUILDING EXISTINGBUILDING EXISTINGBUILDING PROPERTYLINE PROPERTYLINE PROPERTYLINE PROPERTYLINE CURB &GUTTER EVT TMH EVT TG ICVWMWM CATVSCOGM CLM CLM CLM GATE GATE GATE 8"PALM BBQ BBQ FTN POSTRAMP 8"PALM FOUND LEAD, TACK& TAG, LS4184 FOUND LEAD, TACK& TAG, LS4125 PA PA PA 3' TALLGLASS FENCE 3' TALLGLASS FENCE AC PAVEMENT DN UP ROOM TAGROOM NAME ? 1 10.00'SPOT ELEVATION KEYNOTE TAG REVISION TAG PROPERTY LINE TAG90 00' 00"20.00'N E FIREPIT-AS SELECTED TO BE LISTED AND APPROVED, VERIFY W/. OWNER –PROVIDE POWER AND GAS AS REQUIRED –INSTALL AND MAINTAIN CLEARANCES PER MFGR. AND SECTION 308 OF CFC RECESSED MAIN SERVICE PANEL -400 AMP MAX. (MAINTAIN 36" CLEAR FROM FACE OF PANEL TO ANY OBSTRUCTION) –GC TO COORDINATE W/. UTILITY COMPANY A/C CONDENSER / HEAT PUMP -TO BE IN COMPLIANCE OF SECTION 307.3 OF CPC AS SELECTED, VERIFY W/. OWNER -SIZE TBD, SEE T-24 ENERGY REPORT FOR MORE INFO –PROVIDE POWER AND SOUND DAMPENING PAD AS REQ’D. –INSTALL AND MAINTAIN REQUIRED CLEARANCES PER MFGR. INSTRUCTION DIMENSION NOTE:ALL DIMENSIONS ARE TO FACE OF SHEATHING (EXT. WALLS) OR FACE OF STRUCTURE (F.O.S.) TYP. U.N.O. ROUNDED TO THE NEAREST 1/8" AND INTERIOR PARTITIONS ARE DIMENSIONED FROM FACE OF STRUCTURE TO FACE OF STRUCTURE (F.O.S.) U.N.O. -CONTACT ARCHITECT IN WRITING FOR ANY CLARIFICATION OF NOTED DIMENSIONS, DO NOT SCALE PLANS. GENERAL NOTE:SEE SHEET A-3.0 FOR ROOF PLAN INFORMATION NOT SHOWN ON THIS SHEET (INCLUDING EAVE DETAILS AND PROJECTION DISTANCES). C.N.B. NOTES:1. ISSUANCE OF A BUILDING PERMIT BY THE CITY OF NEWPORT BEACH DOES NOT RELIEVE APPLICANTS OF THE LEGAL REQUIREMENTS TO OBSERVE COVENANTS, CONDITIONS AND RESTRICTIONS WHICH MAY BE RECORDED AGAINST THE PROPERTY OR TO OBTAIN PLANS YOU SHOULD CONTACT YOUR COMMUNITY ASSOCIATIONS PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION AUTHORIZED BY THIS PERMIT. 2. PRIOR TO PERFORMING ANY WORK IN THE CITY RIGHT-OF-WAY AN ENCROACHMENT PERMIT MUST BE OBTAINED FROM THE PUBLIC WORKS DEPARTMENT. 3. A CAL-OSHA PERMIT IS REQUIRED FOR EXCAVATIONS DEEPER THAN 5' AND FOR SHORING AND UNDERPINNING. 4. ELECTRICAL SERVICE TO BE UNDERGROUND FOR NEW CONSTRUCTION, REPLACEMENT BUILDING OR ADDITIONS TO AN EXISTING BUILDING EXCEEDING 50% OF THE GROSS FLOOR AREA OF THE EXISTING BUILDING. (NBMC 12.32.015) 5. FIELD INSPECTOR TO REVIEW AND APPROVE UNDERGROUND ELEC. SERVICE REQUIREMENT PRIOR TO CONCRETE PLACEMENT. 6. EDISON COMPANY APPROVAL IS REQUIRED FOR METER LOCATION PRIOR TO INSTALLATION. LANDSCAPE NOTES:1. ENCROACHMENT PERMIT REQ'D. FOR ANY WORK PROPOSED IN THE PUBLIC R.O.W. 2. IF APPLICABLE, REF. PRELIMINARY LANDSCAPE PLANS, FOR ALL HARDSCAPE & PLANTING AREAS WITH RESPECTIVE HEIGHTS AND MATERIALS. POOL:1. PROVIDE AN ALARM FOR DOORS AND WINDOWS WITH SILL HEIGHTS LESS THAN 60-INCHES ABV.F.F. OF THE DWELLING THAT FORMS A PART OF THE POOL ENCLOSURE. THE ALARM SHALL BE LISTED AS A WATER HAZARD ENTRANCE ALARM IN ACCORDANCE WITH UL 2017. THE DEACTIVATION SWITCH SHALL BE AT LEAST 60" ABOVE THE FLOOR IF THE RESIDENCE IS NOT REQUIRED TO BE ACCESSIBLE. (CBC 3109 & ISPSC 305.4) 2. SUCTION OUTLETS SHALL BE DESIGNED AND INSTALLED WITH SUCTION ANTIENTRAPMENT GRATE IN ACCORDANCE WITH ANSI/APSP-16 PER CBC 3109 SECTION (B) OF 115928. SUCTION ENTRAPMENT AVOIDANCE FOR POOL AND SPA SHALL BE PROVIDED IN ACCORDANCE WITH APSP-7 PER ISPSC SECTION 310. 3. PROVIDE POWER SAFETY COVER IN COMPLIANCE WITH ASTM F1346-91 FOR POOL & SPA (CBC 3109 SECTION (3) OF 115922 & ISPSC 305). 4. POOL ENCLOSURE FENCE SHALL BE 60-INCHES MIN. ABV. FS/NG MEASURED ON THE SIDE THAT FACES AWAY FROM SWIMMING POOL W/. MAX VERTICAL CLEARANCE OF 2-INCHES BETWEEN FS/NG AND BOTTOM OF THE FENCE/BARRIER MEASURED ON THE SIDE OF FENCE THAT FACES AWAY FROM SWIMMING POOL. OPENING, GAP, AND VOID IN ENCLOSURE FENCE OR GATE SHALL NOT ALLOW THE PASSAGE OF 4-INCHES DIAMETER SPHERE OR LARGER. OUTSIDE SURFACE (FACING AWAY FROM SWIMMING POOL) OF THE POOL ENCLOSURE INCLUDING THE GATE TO BE FREE OF PROTRUSIONS, CAVITIES, OR OTHER PHYSICAL CHARACTERISTICS THAT WOULD SERVE AS HANDHOLDS OR FOOTHOLDS WHICH COULD ENABLE A CHILD S.Y.S.B.4' - 0"F.Y.S.B. 10' - 0"F.O.F.4' - 0"4' - 0 1/2"4' - 0"4' - 0 1/2"F.O.F.4' - 0"F.O.F.4' - 0"F.O.F.4' - 1 1/2"F.O.F.2' - 7"F.O.F.4' - 0"4' - 2"2' - 9"F.O.F.30' - 0 7/8"30' - 2 7/8"F.O.F.33' - 6" F.Y.S.B.4' - 0" F.O.F. 4' - 0"4' - 0 1/2" F.O.F. 10' - 0" 10' - 2" F.Y.S.B.4' - 0" F.Y.S.B.4' - 0" F.O.F. 12' - 11 7/8" 13' - 0 3/8" 33' - 6 1/2" F.O.F.10' - 5 1/8"10' - 5 5/8" 16' - 6 1/2" F.O.F. 16' - 6"4' - 2"4' - 2"4' - 2"F.O.F.4' - 1 3/8"4' - 1 7/8"F.O.F. 4' - 0" 4' - 2"S.Y.S.B.4' - 0"S.Y.S.B.4' - 0"10' - 0"20' - 2 1/2"CLR.23' - 0 1/4"CLR. 20' - 1" 2-CAR GARAGE PANTRY/MUD ELEV. 1-CAR GARAGE POWDER POOL BATH MEDIA ROOM ENTRY HALL KITCHENDININGGREAT ROOM WINE RM FOYER 1 1 1 1 1 1 1 1 1 2 2 2 2 3 3 3 4 CLR.1' - 6"CLR.3' - 0"5 555 55 6 (N.) DOCK(BY SEP. PERMIT) 7 7 8 8 8 9 9 SPA (BY SEP. PERMIT) CL. TO PL.22' - 6" N62°30'00"E 90.00' N62°30'00"E 90.00'N27°30'00"W59.98'N27°30'00"W59.98'10 10 11 11 11 12 13 13 14 15 19.11' 16 16 16 16 16 16 16 171812' - 0"2' - 1"- --- 13.11' T.O.S PT.2 -12.39 FS PT.1 -12.64 FS PT.4 -12.77 FS PT.3 -12.70 FS DATE REVISIONS OWNER INFORMATION: PROJECT STATUS PLAN CHECK NO. 151 KALMUS DRIVE, SUITE G-1COSTA MESA, CA 92626714.754.4040WWW.BRANDONARCHITECT PROJECT CONTACT THESE DOCUMENTS ARE THE PROPERTY OF BRANDON ARCHITECTS INC., AND ARE NOT TO BE DUPLICATED, ALTERED OR UTILIZED IN ANY WAY BY ANY OTHER PARTY WITHOUT THE EXPRESSED AUTHORIZATION OF BRANDON ARCHITECTS. ANY UNAUTHORIZED DUPLICATION OR ALTERATION OF THESE DOCUMENTS BY ANY PARTY IS A VIOLATION OF BRANDON ARCHITECTS EXPRESSED COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS THERETO, AND IS SUBJECT TO FULL CIVIL LIABILITIES AND PENALTIES. THESE PLANS ARE ALSO NOT TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT OBTAINING WRITTEN AUTHORIZATION AND EXPRESSED PERMISSION BY BRANDON ARCHITECTS, WHO SHALL THEN BE HELD HARMLESS AND ABSOLVED OF ANY LIABILITY PROJECT ADDRESS: SITE PLAN NOTESA ANNOTATION LEGENDB KEYNOTESC BRAND ON ARCHITECTS 11/19/2021 ARCHITECTURAL SITE PLANCREED RESIDENCEGREG AND CAROLYN CREED218 VIA LIDO NORD NEWPORTBEACH, CA 92663 HOA 319 VIA LIDO SOUDNEWPORT BEACH, CA 92663 A-0.0 TBD BRIAN JOWETT PROJECT NORTHTRUE NORTH 1/8" = 1'-0"1 ARCHITECTURAL SITE PLAN 1 PROPERTY LINE 2 FRONT YARD SETBACK3SIDE YARD SETBACK4RECESSED MAIN SERVICE PANEL, 400 AMP MAX. (MAINTAIN 36" CLEAR FROM FACE OF PANEL TO ANYOBSTRUCTION) 5 (N.) PROPERTY LINE WALL - PLASTER FINISH TO MATCH (MAX. 6' ABV. N.G.)6 INTERIOR STAIRS/STEPS - REF. PLANS7EXTERIOR GUARDRAIL - MIN. 42" HEIGHT - 4" MAX. SPHERE OPENING, REF. DTL. 4/AD-1 8 EXTERIOR GLASS HANDRAIL - 34" - 38" ABV. NOSING (36" TYP. U.N.O.), REF. DTL. 4/AD-19FIREPIT - PROVIDE GAS STUB-OUT, REF. LAND. DWGS., VERIFY W/. OWNER10(E.) WATER METER LOCATION - (REF. SURVEY & CIVIL DWGS.)11 CENTERLINE OF STREET12(E.) SEWER C.O. LOCATION - (REF. SURVEY & CIVIL DWGS.)13 (E.) UTILITY VAULT LOCATION - (REF. SURVEY & CIVIL DWGS.)14 (E.) TELEPHONE MANHOLE LOCATION - (REF. SURVEY & CIVIL DWGS.)15 (E.) SEWER M.H. - (REF. SURVEY & CIVIL DWGS.) 16 FOOTPRINT OF EXISTING STRUCTURE, TO BE REMOVED17BBQ - VERIFY APPLIANCE W/. OWNER18COUNTERTOP - VERIFY APPLIANCE W/. OWNER - 42" TALL PROJECT NORTHTRUE NORTH 1/8" = 1'-0"2 GRADE PLANE EXHIBIT PT.1 -12.64 F.S. PT.2 -12.39 F.S. PT.3 -12.70 F.S. PT.4 -12.77 F.S. 50.5/4 = 12.625 NO. REVISION DATE9 EB EB I EB EB ' / "--------_/ I I I I I I I I I I I I ) ___ Q_ ------____ )J_ __ PA2022-014 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. 10PA2022-014 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. 11PA2022-014 12PA2022-014 13 DHQ: ♦-------+-­MHW: 4.68 PA2022-014 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 419000mE3707000mN37 07000mN08 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 informationagree 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 14 PACIFIC INSTITUTE PA2022-014 15 en -I :u C: 0 -I C: :u ► r- G) m z m :u ► r- z 0 -I m en PA2022-014 16I I I I I I I I I +-I I I I I I I I I I I I I I ,- 1 I I ,- 1 I +-I I I I I I I I I I I I B " I l!i ~ ~ • z m IE "0 0 :2J -4 m > < ~# 0 en ~;";, 0;2022 REINFORCING THE EXISTING SEAWALL LOCATED AT: 'Tl ~ 42921 319VIALIDOSOUO ~ ~ TPETRDV NEWPORT BEACH, CA 92663 (") P.PETROV SITE PLAN & ELEVATION ~ PRELIMINARY FOR CDP I I I ~~s : §~ I o I N ~ ~ ~"'-~"'-"' ~ ""'-"--"'-"' ~ "--"'-"' ~ "=-=---NtJ2·3QOO"E 90.00' ----- ~;;;E~l ~" t~=:J I I I I I I I I I I I I I /-~=-~------ -----_______ !___ --------N62'3(Jf)01U/O,/JO' ----- » 0c'\.~~"~~"½ ~ ~ i~(i: 1v--1 ___ , ----~'~,·-~,·~· ~"'~-------, OWNER/ APPLICANT GREG & CAROLYN CREED 218 VIA LIDO NORO NEWPORT BEACH, CA 92663 PMA Consulting. Inc. s Coo~Sou=ml ~ 28161CaaitasCt.,LagunaNiguel,CA'J2677 Phone< (7H)717-75-12 E-Mwl, P .Pecro..OPMA-BC.oom < ; r-6 0 "' 0 C 0 PA2022-014 17NOTE : -ffi FOR INFORMATION NOT SHOWN, SEE DETAILO. DEADMEN ELEVATION ANCHOR NUT TORQUE />S ~ii~T~E[ORE (3)EP0XYCOATED CONTf/6EAFACE 14 EPOXY COATED TIE TrP (2) EPOXY COATED f/5 EA :JH--◊1-~~DLONG@ EACH A RWIDSETNON-SHRINKGROUT SEALAROUNDHOLE BEFORE GROUTING CORRUGATED PVC SHE ... Tl-llNG (SHOP GROUTED FULL LENGTH) D'r'WIDAG THREAOBAR PERPl>-N 5"1.D.STDPIPESLEEVE WELDED TO BEARING "'" CORRUGATED PVC 3"CLR SHEATHING(SHOP AROONI GROUTEDFULLLENGrn) ~g~g~~;EEµ ANCHOR PLATE 1"x9"x9" W/ANCHOR NUT BEHIND l'-6" : "~ WRTE~~o~~T~!5 #4EPOXi'COATED TIES@ 16" O.C NOTE: FOR INFORMATION NOT SHOWN. SEE DETAI LS@& E9. SECTION AT DEADMEN HEATSHRINKSLEE\IE CENTERED OVER COUPLER B n ~filiTE ciR?t~Nt~ir: ON L___:~~C~JE~i~ COUPLER COMPLETELi'FILLED Will-I CORROSION INHIBITING ~:2~1J~:~~U~]~.~N~Rm!Pi1~fll-lE BARE EN~~E~;E Tl-IE BARS AND 1"E 2. C0NNECTTI-lE TWOBARENDSWITI-l Tl-IE COUPLER. EACHENDSHALLBESCREViED INTOTl-lECOUPLERHALFTl-lELENGTl-lOFTl-lECOUPLER. ~: ~°'.;'.~o¾~R E~~! TT~E~~~s~2~o FJARlfSJAR AND COUPLER AND WRAP 'MTH CORE DRILL (E) COPING FOR TWO LAYERS OF DENSO r,i.,p[. ANCHORC0NN.AFTERSTRESSING. 5.CENTERHEATSHRINKSLEE\IEO\IERCOUPLERANDAPPLi'HEATUNTI LSLEE\IEIS TREAT SURFACE WITH BONDING FULLY RECOVERED AGENT AND FILL WITH RAPID SET PREPARATION fOB EIEI p QJT BABS· NON-SHRINK GROUT I. CUT CORROSION PROTECTION AND THREAD BAR 'MTH AN ABRASIVE SAW (DO NOT NOTE: CARE SHALL BE EXERCISED BY Tl-IE CONTRACTOR NOT TO CUT USE A TORCH) -~i ~~ET~~~~~ Rcf;N~r:~iGNJE~~~ ~H~.;iR~~LING 2. 5tJ.f?tl"lw R~~\IE 6" (± )i") CORRUGATED AND CEMENT GROUT FROM Tl-IE END CORE DRILL DETAIL ~2 BAGS MIN. SANDBAGS (ro>) Fl-~,,/~ 111~L~ SANDBAG VELOCITY REDUCER DETAIL VELOCITY REDUCER DETAIL TOE OF SLOPE PROTECTION DETAIL = Tl-llS DETAIL SHALL APPLY AT THE ENTIRE PERIMETER OF ANY EXCAVATED MATERIAL PILED UP AT Tl-IE PROJECT SITE IN COMPLIANCE 'Mll-1 ITEM 6 UNDER"EROSIONCONTROLNOTES"ONSHEETS-0 F L DCP COUPLER DETAIL ~~•pJ~g&FULLi' LAMINATED BIRD PROTECTION GLASS PANELS PER ICC ESR-3642 ta~I\t::s STEEL(JCOUPLES PERPANELTi'P) WEMco:~ curTOm ii' ~ ~~p~~-' ----~ t G ~~l;K~N0~~~STAL ~~~~'i~TiJE~L tj"• STAN00ff5°MIN EMBEDTi'P(ICC ESR-4266) ~~Ni1fu::~LACE ~ ~ (N) TEMPERED & LAMI NATED I GLASS GUARDRAIL I J'-OL ~~:~-T~~:6~~f:tL~·40'± +--ifil_F~S_,__EL.zy~tfil _J NAVD88•+1J.J1'± ~LLW ~Ii (N)CONC SLAB I ' . ,. ~ (E) STEM WALL -+9.56'± r'·';,,1B':'.,'':h-au:w ~ J>J ~-c--~-, . ""'"' ""' --i .. OfCONNTTP I• (E) CONC COPING :•. ,· ,·. I I: I TrP ~ •• (E)CONCPANEL ~.• le 1· I * 1·•1 ', I :1 ' I f4 ADHESIVE 6" DOWELS6° I EMBEDAT 12" W,',LL Ti'P (,) "' ··1~ UNDER «>0 SEPARATE ._!,ffi PERMIT i ~~)RT~BAC~ RECOMMENDED INSTALLATIONOFFl LTER CL01"ATPANELJ0INTS PER NOTES ON SHEET !i1~j;:~~~ ~ioLFACE SAND MIGRATION (N)SCHED40PVC SLEEVE W/CENTRAIJ2ERS FOR MIN 2" CLEAR AROUND TIE-BACK UNDER SEPARATE PERMIT "" DECKING ON PEDESTALS OVER 6" C0NC SOC :{14~~2• O.C. EA ~i~}NJ CONT Ti'PSEE~ ~i~RVPRE~oouPs"' ®--------\ ----~EB (c),ic-""' I / &OeAO""" ___J/ ftE~:M~C~ ~ J,JCK, INCASEIFPROPOSEDBUI LDINGFO0TI NGSI NTERFERE ~----------L·_J ~i~J~E~m!t{E~:;~;~1:R1g~1~~~u~ TYPICAL SECTION AT SPA e ~ (N) TEMPERED & LAMI NATED I NECESSARY TO GLASS GUARDRAIL---+--l I ACCOMMODATE SEA --7--7 FUTURE CONC STEM WALL If DEEMED I I LEVEL RISE _;:'~'=~'.~±± ! ! i ½, NAVD68-+1J.J1'± MLLW ~Ii (N)CCX-.C SLAB DECKING ON PEDESTALS 0VER6°CONC ~OG~ ~1::12· ,-/',-I I I I : : ~~N~LDG WALL, IT.O.(N)Sl.AB UNDER~B&nc 2"CLEARDISTANCEAROUNDTIE-BACKS ••1 ;l_ELEV-+1J.l1' PERMIT PARATE Z (El STEM WALL : ~-:1:l ai: -J. ,,,!\-scoe -----~'-""f" '° [e o :-=t'f')\_ l'.=, "-----~I r-rB~P1~+956± I I I I I• <DeeSMC ,• "'-' °'"' I ( -.• +rn±M<Iw _ , oowccs,· 1 erno,ac 1 ' 1-0-' ·I I ::c.;: '"I '" I I -~) '' ' ' -· ' /i --_, ---'""" --.,7 i h ... ·-""' 14---o ~::::::;.:_.rt·-' ---_ _ V ,., I I • : -----1 1'. I (E)CONCPANELTTP__J.: ,. I ,· ,. 1· i' * 1·•1 ~tRT~8AC~ RECOMMENDED INSTALLATIONOFFl LTER CLOTH AT PANEL JOINTS PER NOTES ON SHEET ]ru~rsO~TS~ ~~LFACE OF PANELS TO AVOID SA.ND MIGRATION (cJ,ic-a,c, I / ·'""""" ___J/ ftE:fM~C~ = ' K '' I :j ' I INCASEIFPROPOSEDBUI LDINGFOOTINGSI NTERFERE WllH1"EllE-BACKS,DEEPENFOOTINGSPER ~----------L'_J ;:ii~~ii E;g~~~~~?~o ~~~~~~s ~~I RM~~Nu~ 2"CLEARDISTANCEAROUNDTIE-BACKS. j Cl) (!) z .= .i .e ~ ·1~ I l-H~, "i' l~ .,JJE. i '"!· --u i i i =-Cl w w a: u ~ ~ "' (!) ~ (!) ~ ffi 5 ~ :i ~~ 0 ID Q,--'"' ~~ ~w NZ ~ ra X "' w 8l ~ 5 0 .. §i ~!:i:"'::I (.) OOCJ fs w g ~ LL~:!~ ~g;~ 0::: ...J (") z a. 0 - > (.) ~ 0 c::: ~ ~ 0 :ii z ~a: LL e l , >-' S Ll c::: SHEET <( z ~ SW-2 :J w TOE OF SLOPE PROTECTION ,.,.s. R SECTION AT GUARDRAIL S TYPICAL SECTION V 8: PRELIMINARY FOR CDP PA2022-014