Loading...
HomeMy WebLinkAboutPA2022-033_20220203_Coastal Hazards_1-27-22 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 27, 2022 Virgil McDowell Virgil McDowell, Inc. 24215 Lema Drive Valencia, CA 91355 COASTAL HAZARDS ANALYSIS REPORT Mike Boone; Applicant 408 Via Lido Nord City of Newport Beach, County of Orange PMA Job #39721 Dear Mr. McDowell, 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 1PA2022-033 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 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 top of seawall at +12.8’NAVD88 and top of concrete deck at +11.04’NAVD88 are above the minimum required +10.90’NAVD88, and they have been designed 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 Precise Grading Plan C2, 1st floor slab elevation of the proposed development is at +11.40’ NAVD88=+11.60’MLLW which is above 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 proteclion scenario for the Los Angeles tidal gauge, estimated 75 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 into the future based on the State of California Sea Level Rise Guidance, 2018 Update. This scenario accounts for increased sea level with approximately a l -in-200 or 0.5 percent probability that sea level rise exceeds the elevations shown. PA2022-033 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 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 can be raised to top of wall elevation of +14.4’NAVD88. 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 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 3 R h • ---~~ . ---. Wave Runup Sketch Wave run up terms from ACES analysis. PA2022-033 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 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 will result in erosion and undermining the foundations of the structures and site walls at the subject site and both adjacent sites. Provided that the existing seawall is altered as reflected on the enclosed DWGS SW-1 & 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 can be increased in height to+14.4’NAVD88, without further seaward encroachment. If during this period the seawall 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. 4PA2022-033 Respectfully submitted, Plamen Petrov, P.E. Principal Enclosures: Location Map Aerial View Topographic Survey Precise Grading Plan C2 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 Drawings SW-1 & SW-2. 5PA2022-033 6PMA Consulting~ In~. Consulting Structural Engineers 28161 Casitas Ct., Laguna Niguel, CA 92677 Phone: (714) 717-7542 E-Mail: P.Petrov@PMA-BG.com 408 VIA LIDO NORD NEWPORT BEACH, CA 92663 LOCATION MAP JOB. 39721 SHT. DES. PBP DA TE 01 /26 /22 PA2022-033 7PMA Consulting!! In~. Consulting Structural Engineers 28161 Casitas Ct., Laguna Niguel, CA 92677 Phone: (714) 717-7542 E-Mail: P.Petrov@PMA-BG.com 408 VIA LIDO NORD NEWPORT BEACH, CA 92663 AERIAL VIEW JOB. 39721 SHT. DES. PBP DA TE 01 /26 /22 PA2022-033 8 VIAGRAZ~AN~ I I I I I I I I ICI~ ADJ~CENT RESIDENCE --,....,.-,-,--,--------------------------, ~ 0 z 0 g ~ I ' ' ---;,v: ii~ I Ip~ I L_~J· I ,, I 'i I I I I ,0Y ft°' L---~, ~t : I I I ~ ADJ~C[NTRESIDENCE Lit'_ ,();,"' '---~~---l--->11 I ~urun~MT ,-CONC ~U? RID(;E DATE;7/YJ/20 I I I OWNER: l<Fv'l',l&\tCIOCOOP 116'N.GENOA NEWPORT BEACH. CA 92663 PREPAAEO BY: FORKERT ENGIIIEERIIIG & SURVEYING, IIIC. 22311BROOKHURSTST,STE203 HUNTINGTON BEACH. CA 92646 (71~~793 ~ OF BEARING: THE CENTERLl'IE Of \.IA LEO ~~TB~~~6~~R c..... ~ = SAND 8ENCHt.W'l:K: NB:3-21•92 ~A~~~~:SEET(NAVQS&) TBM:LEAOAHOTACKLS46S3 ELEV-'TlON• 12.00' y1Y yY LEG-'L OESCR1PTION: LOT 43 OFTRACTMN>NO.. 7028 w IZ ,:i ICl 'ili I,: '"' ,~ lii5 ABBREVIATIONS " CONC rn DWY EP ESMT m Fl FF rn Fe FS FG GB GFF HH HS I.P. " IRCV OG eA " """ ,., '°" "'' e/w SOW>< S.F.N se, 5'H T.8.M. ,c m ff " ;oc ,w ~ AREA DRAIN CONCRETE DROP INLET DRIVEWAY EDGE OF PAVEMENT EASEMENT FOUND FLOW LINE FINISH FLOOR FlREH'ffiRANT FINISH PAD FINISH SURFACE FlNISHGRADE GRADE BREAK GARAGE FINISH FLOOR HANOHOLE HIGHPOINT IRON PIPE INVERT ELEVATION IRRIGATION CONTROL VALVE ORIGINAL GROUND PLANTER AREA PORPERTY UNE PROPOSED LEAD AND TACK MONUMENT NOTHING RIGHT OF WAY SIDE WALK SEARCHED FOUND NOTHING SPIKE SEWER MANHOLE TEMPORARY BENCHMARK TOP Of CURB TOP Of DRAIN TOP or FOOTING TOP or GRATE TOP OF CONCRETE TOP Of WALL WATER METER WATER VALVE LOT AREA: 3,149 SF /~ 1~■8' SUR\'EYOR OR ENGIIIEER SHALL PERMANENTl Y MONUMENT PROPERTV CORNERS OR OFFSETS BEFORE STARffiQ QRADIIIQ TOPOGRAPHIC SURVEY 408 VlA LIDO NORD NEWPORT BEACH, CALIFORNIA f--------1 PA2022-033 9 CONSTRUCTION NOTES: (DcONSTRUCT 5" MIN CONCl!ETE Df!l~AY @CONSTRUCT 4• CONCl!Eft HNIOSCAPE. @INSTALL4"FLATGRA1EORAIN ©INSTALL 4"A1RIVMGRATEDRAIN @INSTAU. 4"PVCSORJ5DRAINUNE. S-0.01 t.11<1 @INSTAU.TRENCHORAINPERDETAILSl£ETC2 EARTHWORK __,_.,_ _.._.,_ "111 I S"lOPSOIL MN.:J. Tg::r-~':""--JJl8:::.~~"CRWIED ROa( Lll:..j I.AP~2s:i.:"TOP @PER~IN/ ,, ,, -------------~-~---------, :t: ~lg ' I l]J1"']: ~·· I Jd ; .~ ~.-;-•• ~ . GARAGE • 8 . z . -~ · • · FP:10.51 ! i ' " -. ' -= lBM•12.00 .1ll ,,II'"' I 111 l 11 :; I I II : I ('.(IN(: Oll£:12/9/21 OWNER/DEVELOPER; MR.MIKE BOONE '118\M.UDONORO NEWPORT BEACH,CA,92663 PREPARED BY: FORKERT ENGINEEFING & SURVE'r"N3, INC. 22311BROOKHURSTST,STE203 HUNfflGTON BEACH, CA 926-!6 (71~=793 OATE ~! ' ' ' '--TOS•11.40 FP.9.90 12"CONCRETE '"'"' ~•ROCK I I I I I I I I ,,r1 /" L __ ------1-~ ----7 12.7.& TW I ;Y· 1•=4• I I I I I I SOILS ENGINEER/GEOLOGIST: I 8ENCHw.RK; LE~ DESCRIPTION; COAST GEOTECHJIICAL 1200 W. COMMONWEAL.:Tl-1 AVE FUU£RTON, CA 92833 Pl-t714-870o1211 W.0.613421oCl1 DATED; MAY 19 ,2021 N83,2142 ELEVATl'.>N: 11.912 FEET (NAW68) YEARLEVELED:201S TBM; LEAD AND TACK LS .f653 ELEVATlON•11.llD' Tl-IE SOUTHEASTERLY 20 FEET OF LOT 4TTN-IDTliE NORTHWESTERLY 1SFEET OF LOT 478 OF TRACT MAP NO. 907 ...,. ..• "' -El.S.P. .. -00 " ow, "" "' ~, ""' " ~ "' ~ ~ ~ " ~ "' '"' .. ~ ~ . "· ~"' ~i i i ca,c .li 'b.'!J, "'' """ = " .. .. " .,., P.U.E. r SAND FDLAoT ,~ i i I: PRECISE GRADING PLAN 408 VIA LIDO NORD NEWPORT BEACH, CALIFORNIA SHEET: C2 PA2022-033 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. 10PA2022-033 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. 11PA2022-033 12PA2022-033 13 DHQ: ♦-------+-­MHW: 4.68 PA2022-033 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 PA2022-033 15GENERAL REQUIREMENTS 1. CONSTRUCTION SHAU BE IN CONFORMITY V.,TH THE 2019 EDITION Of THE g~~ll~~N~:/UILDING CODE (CBC) AND ALL APPLICABL£ LOCAL ANO STATE CODES ANO 2 SITE INSPECTION: ll1E CONTRACTOR SHML EXAMINE THE PROJECT SITE & SHALL ~~l~~~g~~i'~~·~fg~Ro~~Ati_E~~~n~~~Er:Tl~~N~~S~NA\E THE SITE FOR THE POSSIBLE EXISTENCE & LOCATION Of UNDERGROUND UTILITIES. PRIOR TO ORDERING ANY MATERIAL AND/OR COMMENCING WORK ANO SHALL REPORT ANY DISCREPANCIES 3. ~~N~~1r~~N~~~~cp~i~-~[ H~:~~~~~~ '.;.~~iE~~~~NNCl~~~~CTION AS ~~~JR,fgTg: iJ~[E ti~sbf{~~0ge:J;RESENTATIVES Of CITY AND UTILITY COMPANIES CONCERNING AVAILABL.£ FACILJTlES BErORE COMMENCING WORK OR CONNECTING TO SEWER, PIPING OR WIRING, ETC., ANO REPORT ANY PROBLEMS TO TliE ENCINEER 5 CONTRACTOR SHALL Fl.IL.LY PROTECT ALL ADJACENT PROPERTIES BEFORE COMMENCING AN'r'WClRK. 6 g~;,~~~N~H~~ C~ti:1~~1JG~~1:\NHtr~;TI~~E~r~t~N:iE~:A~~G~,E;~~S6 AND BEFORE PROCEEDING WITH THE WORK 7 CONTRACTOR SHALL INSTALL TEMPORARY TaLETS BEFORE START Of JOB. 8. NOTES AND DETAILSONDRAWINGSSHALLTAKEPRECEDENCEOVERTHESEGENERAL NOTES 9. TYPICAL DETAILS SHOWN SHALL APPLY 'M-IERE NO SPECIAL DETAIL IS SHO'Ms. WHERE A DETAIL TYPICAL DETAIL, SECTION, TYPICAL SECTION, OR A NOTE IS SHOWN FOR ONE ~g~~g1g~~~~~:LL ALSO APPLY FOR ALL LIKE OR SIMILAR CONDITlONS UNLESS 10.DRAWINGSTAKEPRECEDENCEOVERSPECIFlCATIONS. DETAILEDDRA'MNGSAND SPECIF'ICATIONS TAKE PRECEDENCE OVER GENERAL DRAWINGS AND SPECIFICATIONS :~•. ~1;5~A~~M~~~ig;~N(~~:a~~L;~DDl~~~~~s~;,~L~EB~R~~gED AS REQUIRED ~~F~. ~1:1~~R~~·A~D~iu('~ 1~:t1~DGN~LLLJ~~ti:E~~ ~T~l~1;";_¢ND CONNECTED ANDARECAPABLEOFSUPPORTINGTHEDESIGN LOADING 13. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDlilONS DURING THE COURSE OF CONSTRUCilON OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY: TliAT TlilS REQUIREMENT SHALL APPLY CONilNUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS: AND TliAT TliE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD 11-,E O'M'IER AND Tl,[ ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECilON :1HM ~EE pi~t~~~1~~~N~E ~R~~N o:1iRP~~~~• EEN)(~~~~~G FOR LJABILITY ARISING 14.TliECONTRACTORSHALLEXERCISEEXTREMECAUilONNOTTOUNDERMINEANY ADJACENT STRUCnJRE DURING Tl,[ COURSE OF CONSTRUCTION 15.Cl.EANUP:NOPAINT,PL.ASTER,CEMENT,SOIL,MORTAROROTHERRESIDIJESHALLBE ALLOWED TO ENTER T11E BAY, STREETS, CUTTERS OR STORM DRAINS. ALL MATERIALS & 16. ~~~it:LLA~ :!~0R~~ ;:g~ ~: ~x~TI~gM;u~JHtig2~AT IS NOT USED AS FlLL SHALLBEREMOVEDFROMTI-lESITE&DISPOSEDOFINANOmCIALDUMPSITE. 17.SEETl-lELATEST"CENERALGRADINGSPECIFICAilONS"OFTI-,EBUILDINCDEPARTMENT FOR THE aTYS: GENERAL NOTES, EROSION CONTROLS, REQUIRED INSPECTIONS, GRADING FILLS/CUTS & AJ.L NECESSARY DOCUMENTATION 18, :~~~RE ~:~,.;;~c~sE,::~o A~g~~ld~ OTHER FREESTANDING STRUCTURES 19. ALLA.S.U.1. SPEaFlCAilONS NOTED ON Tl,[ DRA'MNGS SHALL BE IN ACCORDANCE WITHTI-lELATESTISSUEOFTHEA.S.TJ,1 20.0BSERVAilONVISITSTOTHEPRO..ECTSITEBYTI-,EENGINEERSHALLNOTBE CONSTRUEDASANYINSPECilONASREQUIREDBYCODE. FOUNDATIONS ~r™cE~ik5!~{iR 0[H1LE0~t~j~~R~L~~u~:~N~NN~tii~ S:R~~Et6P~~ ™E EXCAVATION Of ALL FOOilNGS AS CALLED FOR ON 11-,E DRAWINGS. 3. FOOTINGSSHALLBEARONNATlJRALUNDISnJRBEDUNIFORMEARTI-,ORENGINEERED COMPACTED FILL NOREINFORCINCSTEELANDNOCONCRETESHALLBEPLACEDINANYEXCAVAilON PRIORTOAPPROVALBYTliEBUILDINGDEPARTMENT 5. THETOPOFALLEXCAVATIONSSHALLBEPROTECTEDAGAINSTHEAVYSURCHARGE LOADS AND FROM EROSION DUE TO RAINFALL OR SURFACE RUN-Off DURING n-JE ENTIRE CONSTRUCTION PERIOD. 6. THE SOILS REPORT DESCRIBED UNDER ITEM NO. 9 BELOW SHALL BE A PART OF THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN 11-,E SOILS REPORT AND COMPLY 'MTI-l ALL RECOMMENDATIONS TI-lEREIN, 7. PADPREPARATIONSHALLBEINACCORDANCE'MTHTI-lESOILSREPORT,THEPADSHALLBE INSPECTEDANDAPPROVEDBYTHESOILSENGINEERPRIORTOPL.ACINGANYCONCRETE.THE PAD SHALL BE KEPT MOIST PRIOR TO TI-lE PLACING OF CONCRETE 8. NOPIPESORCONDUITSSHALLEXTENDUNDERISOLATEDCOLUMNFOOilNGSORUNDER CONilNUOUS WALL FOOTINGS UNUSS SPECIFICALLY DETAILED OR APPROVED BY T11E ENGINEER AND THE BUILDING OFTlaAL. 9 FOUNDATION DESIGN IS BASED ON TI,[ RECOMMENDATIONS CONTAINED IN TI-lE SOILS REPORT ONFIL£'Mil,THEBUILDINGDEPARTMENT. SOILS DESIGN PARAMETERS USED IN TliE DESIGN ALLOWABU SOILS BEARING PRESSURE FOR CONilNUOUS FOOilNGS 1500 PSF ACilVE SOILS PRESSURE FOR SITE RETAINING WALL .............................. 80 PCF PASSIVE SOILS PRESSURE.. .. .. 250PCF ~toST/~~is~:itiLT~~VENUE FlJL1£RTON,CA92833 .......................................................................... (7H) 870-1211 ~~~~ =~~g:; ~~MBER.... -----~5t1¼~~;;_01 STRUCTURAL GENERAL NOTES STEEL 1.STRUCTURALSTEELSHAPESANDPLATESSHALLCONFORMTOA.S.T.M.A572GRADE500R A992 'MTI-, Fy -50 KSI 2. STEEL PIPE COLUMNS AND OTI-lER STEEL PIPE STRUCTURAL MEMBERS SHALL CONFORM TO A.S.T.M. A53, GRADE B 3. :s~UCTlJRAL STEEL TUBING SHALL CONFORM TO A.S.T.M. A500, GRADE 8, Fy -46 4, BOLTS SHALL CONFORM TO A.S.T.M. A307, UNLESS NOTED OTI-lER\\IISE. WHERE HIGH ~~~~~: T~·!1.~~~T;J~~E sf~i'.:kE~,/~~[E~~A:fo~~ ~~~~~f o~A~f;L:~i T11E INSTALLATION OF H.S. BOLTS SHALL BE INSPECTED BY A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING DEPARTMENT. 5. ALL BOLTS HOl..£S IN STEEL MEMBERS SHALL BE STANDARD HOLES, U.N.O. 6. STRUCnJRAL STEEL "NELSON" STUDS SHALL BE MANUFACnJRED FROM C1015, C1017 AND C1020 COLD DRAWN STEEL CONFORMING TO A.S.T.M. A108-58T. 7. LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO A.S.T.M. STANDARDS AS FOLLOWS A) FOR 18 GA. TI-llCK AND LIGHTER STEEL: A446, GRADE A (GALVANIZED) OR A570, GRADE .B OR A611, GRADE C -ALL HAVING MINIMUM OF 33 KSI YIELD STRENGTI-,. 8) FOR 16 GA. T111CK AND HEAVIER STEEL : A446, GRADE D (GALVANIZED) OR A570. 8. FAc:R1g;TI1% o:N;~rf:C~1~~D~H~LL-C~~LFi~VI~~ ~~M~TE~ i~I~~~ '!1ci:-LDA.(~~NGTI-l. SPECIFICATIONS 9. ALL HOLES FOR BOLTS IN STRUCTURAL STEEL SHALL BE DRILLED OR PUNCHED BURNINGOFHOLESSHALLNOTBEPERMITTED 10. ALL STEEL SHALL BE STAINLESS, HOT DIP GALVANIZED OR EPOXY COATED REINFORCING STEEL 1. FOR STRUCTURES EXPOSED TO SALT WATER SPLASH OR IMMERSION, REBAR REINFORCEMENT SHALL CONFORM TO ASTM A 706 AND BE INTERMEDIATE GRADE ~~s;,~~~si,;o:N~\~CL e;E;NiNgRit~~S. A~iD G~fCL ~oE 'G~~~s1c6~~~A~~R ASTM A 934 OR ASTM A 775. WELDED WIRE MESH SHALL CONFORM TO ASTM A ~8~st~DDi~~\Ls 8}N~Pgi; fS;sTEiEi~~Fg~~~i. T~R~~T~s~D8~~ ~t1RE~~~ORCING STEEL SHALL BE EITHER EPOXY COATED STEEL, OR A 316 STAINLESS STEEL 2. REINFORCEMENT MARKED CONTINUOUS MAY BE SPLICED BY LAPPING 42 BAR DIAMETERS IN CONCRETE AND 48 BAR DIAMETERS IN MASONRY 'MTH 24 INCH MINIMUM LAP IN EACH CASE, UNLESS NOTED OTHERWISE ON PLANS. ALL SPLICES WrlEN DETAILED SHALL BE LOCATED WrlERE SHOWN ON PLANS 3 REINFORCING STEEL SHALL BE ACCURATELY PLACED AND SECURED IN POSITION IMTH METAL OR CONCRETE BLOCKS, CHAIRS, SPACERS, ETC., AND ,,.,,RE TIES BEFORE PLACING ANY CONCRETE. 4 ADDITIONAL REINFORCING REQUIRED FOR ERECTION OF PRECAST CONCRETE PANELS SHALL BE ADDED PER THE CONTRACTOR'S DETAILS. 5 WELDED IMRE FABRIC FOR SLABS ON GRADE SHALL CONFORM TO A.S.T.M. A185, BE IN FLAT SHEETS AND HAVE A MINIMUM LAP OF ONE PARALLEL STRAND BUT NOT LESS Tl1AN 6". 6 MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERVIISE. A) CONCRETE BELOW GRADE OR IN CONTACT Wlll1 SOIL: WHEN CAST AGAINST EARTI-, 3", WrlEN FORMED 2" 8) WALLS ABOVE GRADE; EXTERIOR FACE 2", INTERIOR FACE 2", C) PRECAST CONCRETE ELEMENTS: AS DETAILED D) CONCRETE SLAB ON GRADE: REINFORCING STEEL AT CENTER OF SLAB, UNLESS NOTED OTHERV/1SE. 7. REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE \rv1TH CBC SECTION 1907. 8. ALL TIE W1RES SHALL BE MINIMUM 16 GAUGE. BLACK ANNEALED. CONFORMING TO A.S.T.M. A82. 9. ALL REINFORCING BARS SHALL BE FREE OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BONDING 10. ALL BENDS IN REINFORCING SHALL BE COLD BENDS. CONCRETE 1 ALL CONCRETE MIX DESIGNS, CONFORMING TO CBC REQUIREMENTS SHALL BE SUBMITTED TO ~~1f\!~1¥s:1f1t?ti:~if;~~:c~!~[if~c~R~J;ff\1 !{~Ji;~sNJN~ER 2 r~5oi~Ji:Z%~~~:~~:~~l~;~:;x~~1E\~5:I?fJ~:~o~~i!:O:EiE00s°H:J ~~ A EXCEED4". 3 CONCRETE GROUT SHALL HAVE 11-,[ SAME COMPRESSIVE STRENGTli AS 11-,E OTliER ::~::;1:~M:}~~~;;~:~?:ru~1~ir:~~~:~=R~.~?:~ri~~~t~L~~?R~i~~i~~ COLUMN BASE PLATES SHALL BE "POR-ROK. OR "FIVE STAR GROUT" OR APPROVED EQUAL 4 CONCRETE SHALL BE DESIGNED FOR PERMEABILITY, STRENGTH, CI-IEMICAL STABILITY AND ABRASIONRESISTANCE.APPROPRIATEFORITSAPPLICATION.PORTLANDCEI.IENTSHALL ~~1~~~ii1E 2!~ s~ J~oT;lMfi:~t~~~~tl?;~l:~::~g[Jf!i~~:~™ c 260. COARSE AND FlNE AGGREGATE SHALL CONFORM TO ASTM C 33, AND ASTM C 330 ~~:si'i~~~c,.iitoGc,.iEg1;;~;;iEJfCt~G~ru;rJ;t:N:Gs:w:i!I· i ~t~~cfE~LL 5 ~~1i1~s~1~:~r;~TY ~f;:~J~d~Nfs~cf5l~~:i:tJJ;:~i~c:;GINEER FOR HIS RECORDS. SLUMP TESTS ARE REQUIRED FOR ALL TEST SAMPLES AND MUST ALSO ~~ffgf!tW~Jffoti~~\WuilA~~:~~::: :::~s MUST HAVE HIR ~~1:i~~i~~~!i~tit:~r~~irfJ!~~DH:::R:;IMUM CEMENT CONTENT ~~z~~;J5;0RM WORK TOl..£RANCES SHALL BE IN ACCORDANCE Will, CBC AND A.C,I 10.ALLSTEELREINFORCING,ANCHORBOLTS,DO\\£LSANDOTHERINSERTSSHALLBESECURED 'i:-i:~~:i~G A~~ l~S:~~1;;gR:~.Tl-lE LOCAL BUILDING DEPARTMENT INSPECTOR, PRIOR TO 11· t~l/t~si:~lLiR~~~ii. i:i~i~~~\~1~Klli~tf6~~:..,r°i:rcW;fN· ~RJl~cAANVLS. 12.NOCALCIUMCHLORIDESHALLNOTBEUSEDINANYCONCRETE 13. ALL CONCRETE TO BE CURED FOR A MINIMUI.I OF 3 DAYS BY A METI-lOO ACCEPTABLE TO TliE ENGINEER. FORMS MAY BE STRIPPED ONLY AFTER Tl,[ CONCRETE HAS ATTAINED MINIMUMCOMPRESSIVESTRENGTHOF3000PSI. 14.CHAMFEREXPOSEDCORNERS'W U.N.0. 15. SPECIAL INSPECTION FOR ALL CONCRETE IS REQUIRED. MASONRY 1.MASONRYUNITSSHALLCONFORMTOA.S.T.M.C90,GRADEN-1,Wlil,DESIGNSTRfNGTI-,f,n 2, 2~i~ fJ!lJH!'t.t°~fTYPE V PER ASTMC150 ""'™"-3.MORTARSHALLBETYPESCONFORMINGTOA.S.T.M.C270,MINIMUMCOMPRESSIVESTRENGTI-, fc -2000 PSI AT 7 DAYS. 4. MORTAR SHALL BE IN ACCORDANCE 'MTI-l TABLE 2103.8 OF THE CBC 5. IF MORTAR IS TO BE COLORED, INERT COLORING PIGMENTS MAY BE USED, BUT NOT 10 EXCEED SIX (6) PERCENT BY WEIGHT Of CEMENT. CARBON BLACK SHALL BE LIMITED TO 6. ~~~E Flciti7oNR\1~%~ALL CONFORM TO A.S.T.M. C144. 7. AN ALLOWABLE MORTAR AD~IXTlJRE SHALL BE SUCONEM "RED LABEL" MANUFACTURED BY SIKA CORPORATION. 8. HYDRATED LIME SHALL CONFORM TO A.S.T.M. C207 = 9.ALLCELLSSHALLBEGROUTED,UNLESSNOTEDOTHER'MSEONTI-,EDRAWINGS. 10.GROUT SHALL CONFORM TO A.S.T.M. C476 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGT11 t'c-2000 PSI. 11.CfilSBEINGFILLEDSHALLHAVEl/c:RTICALALIGNMENT. 12-~YJ~R~ti'.1.G :At~JAR, OTliER OBSTRUCilON OR DEBRIS SHALL BE REMOVED FROM INSIDE 13.MAX HEIGHT OF THE GROUT POUR SHALL BE 4'-D" UNUSS CLEANOUT OPENINGS A.R£ PRO'IIDEDATil,EBOTTOMOfl}j[CELLSBEINGFlll£D 14.IF WORK IS STOPPED FOR ONE HOUR OR LONGER. PROVIDE A HORIZONTAL CONSTRUCTION JOINT BY STOPPING THE GROUT 1½" BELOW 11-,E TOP Of TliE BLOCK. 15.AN ALLOWABLE GROUT ADMIXTURE SHALL BE "GROUT AID" MANUFACnJRED BY SIKA ~~s!~~,~?s~,2~~1~g:.5~stW~cCONSTRUCTION IS REQUIRED AND SHALL COMPLY WIT}j 17.~t:t~s~:~ BE RESPONSIBLE FOR ENFORCING ALL CODE REQUIREMENTS FOR MASONRY CITY OF Nl::Wl'ORT BEACH COM~IUNITI' Ot'.\'[LOP/\1£;<,,'T O[PARTMF'-1''T I BUILDING DIVISION STRUCJYRAl-OBSEB'fAIPI GENERAL NOTES I.~ -■ --RIii NS l'lllBI' • 1 ~IME«n-■---•-.a.•011.---.aDDN:IE __ ,,_~_, ... ,.__,.. -.. -r, ..... a.s ..... DG>o&-_,. .... -----··---.s:,as1.._,,,--.,:am-•auu11c -FCll--,QTOIME-CX-ICJ~<olt~-o:'O■hlU:UJooco::u.ans 11. Oll-------•--;i_ ~---'"!1----IME ~-"■-11_1_001ME"111,1;"1aM. -.o-.. -="'----·---, .... --.~·~---TO-.. ~~-•·uo-~a-TOIME--~---1.-TO-.. .. lnu::n.-.. Oll_._.11111e.NOfiJOJll<WICTOI_IH!_DMi -~ -• .._ ___ f;UffllMER--• -,u,1111!..,..IJIO"'!~-.:i«U.f. $ THE..:.WD ___ Ol•--THE-1 __,._"'OIOIIM!""'--'UI--TO!""I~ I. IME~---•~--D. --~-OICDo■1!U:fOI-MCIIYOF --~-.,..---""· -··---'"'--""'r,,u;r.-, STRUCTURAL 06SERVATION SCHEOlllE MT£ IIDOREIS· 408 Y1A LIDO NORD ro•~•,nc--MCI-OIIIIC!_TIIW_ I ~I;;' ""':,,,,~==--~=••---~ -n-r~~ ~~~O:.:':~ ~IIUff-llUI-OICOIIRlllrna ■MXl!Nll, .... ,0.,,0,,IOIIINIXll'IS PRIORTOPOURINGCOHCll{TE ~5 ---~ c.o&a:IO.OU.<WU ... -D-1 E a~ ~ ISSUANCEOFABUILDINC~~ITBY™EOTY OFNEWPORT8EACliOOESNOTREUE\IE APF'LICANTSOFmELEGALRECOIREMENTSTO OBSERVE COVENANTS, CONDlnONs AND RESTRICTIONSWHICHMAYBERECORDEDAGAINST ™EPROPERTYOR TOClllTAIN PLANS. YOU SHOULDCONTACTTOURCOt.lMUNITYASSOCIAnON PRIOR TO COMl,IENCE~EJfl OF ANY CONSIBUCnONAUTl-lORIZEOBYTHSPERMIT. PRIORTO~FORMINGANYWORKIN THECIT'f RIGHT-OF-WAYANENCROACHMENTPERMITMUST 8E08TAINEOfllOMTHEPU8UCWORKS OEPARTMENT. i z w 01/2 ,l .: I_ .. , p Jlid ..Jln i if Ji • w 8 a, ~ ~ I <( Cl"· o::i: ~~ 0 a, gt-J er ,$0 ~i .. z 0 <I) ~" ~ (!) I-fa ~ (!) <( (0 UJ ~@ ~ ~ 1-1-u z CJ)<( Cl • < ~ 8 ~~ ffi w ~ ~~ b ~ ~ g ~ ~ a:: :s: :$ 0 c2 ~<(>~ ~ I ...J w cow UJ I SCOPE OF WORK, < rn ,1 z '-' 1. TO CONSTRUCT NEW CMU INFILL FOR 11-,E EXISTING STAIRCASE PASSAGE AT NORTI-,-WEST END OF THE GARDEN WALL/SEAWALL AS SHOWN ON SITE PL.AN 2. ~D c~~l~LSN~~ ~EJiNG FOR STAIRCASE 1N Tl-IE MIDDLE OF n,E GARDEN ~:L~(or=~~Ak'iA~ C,.~N~JJ~ i~wSl~up~fJUf~D Gt:f~~s wt~Lfw=~~ALL AT NOTE TO THE BIDDERS, AFTER 11-,0ROUGHLY EXAMINING Tl-IE CONSTRUCTION DOCUMENTS AND Tl,[ SITE: 1. NOTIFY T11E ARCHITECT AND/OR Tl,[ ENGINEER IN 'M<ITING, REGARDING ALL DISCREPANCIESREQUIRINGCLARIFICAilON,PRIORTOil,E"BIDSUBMITTAL". 2. IF THE ARCHITECT AND/OR TI-lE ENGINEER IS NOT NOTIFIED, AS REQUIRED PER ITEM #1 ABOVE, IT SHALL MEAN THAT THE CONTRACTOR HAS CONSIDERED ~~~t~ i:~~i:fcc~~~~~N:.ID TO COVER ALL COSTS TO COMPLY Will, 3. THE CONTRACTOR SHALL NOT BE ENTITLED TO ANY ADDITlONAL COMPENSAilON FORANYDISCREPANCYDISCOVEREDAFTERTHE"Q.OSEOFTHEBID" ~ > ~ ~ :i z'.L I 5 SW-1 PA2022-033 160 :0 p o/!l c:J ' lifi G) 8 z z u, :0 m c! :0 z ~ r G (/) m 5::1 i5 z C ~ r r (/) m 5::1 i5 z < -~ ~ " :,: ~ Cl) ~ I I'-) I I I I I I I I I r----c-. ~vi I I I I I I I I I 0~''01;27;22 ALTER THE EXISTING GARDEN WALL/ SEAWALL LOCATED AT: P.f-'t.lkOV CIILCKLU 1-'.l-'I lkOV 408 VIA LIDO NORD NEWPORT BEACH, CA 92663 SITE PLAN AND DETAILS t~@ tit) OVINtR/N-'PLICMI MIKE BOONE 408 VIA LIDO NORD NEWPORT BEACH, CA 92663 VIA LIDO NORD 11·-s·± (El CMU G,1,RDEN Wi>J..1/SE.l,WALL 4'-7".t CUT 9·-n._ (E) Cr.tu GAADEN 3'-5"±(N)CMUGAAOENWAll/ OREUAIN AT(E)WAL.LW,'Jl/SrAWALLTOREliWN F"ORST,t,1R NEWPORT BAY PMA Con!iulting, Ine. c' Cu:t"""tingStru<,;u,..JE.ngi,'°""" "' 211161 CasilllSO., l.4'11IlaNig11el, G\ 9'MTI EM..il~~~~wtto PA2022-033