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AIC2020006 - Revised Plans
H TW 10.90 TW I I I I I I--- I Of W n z Q_J I � I 0- ADAPTABLE POTENTIAL BULKHEAD ELEVATION TO 14.40 TW I I I I I I I I 10.90 T.O. SEAWALL _ / 6.66 U.J FS75 -.---------T---- - - - - - - � w W • n W � CONCRETE � o Jrc-, v W 1 W ( \Y W ,Y ✓V,Y Q J i� •L y Q.tl w -:Sus" / � W v •Y W YI�Y u- W��Y •Y v'�v W Nt 'Y `1 11211, ,�oM� : vlOO: P R AIA 0 :)may r> F C A A 2ACD'Y EMI JR so C °sU 4, v v v .v w v ,✓ v •Y •Y W y � v •Y W v v W v R T b L I y W W CONCRETE 1 TW - - - - - - - - - - - 1U - - - - - - - - - - - - - - - - - - - - - - - - - --- I eawall Area of Work 1 71-0w Site Plan General Notes A. A PUBLIC WORKS DEPARTMENT ENCROACHMENT PERMIT IS REQUIRED BEFORE THE BUILDING DEPARTMENT PERMIT FINAL CAN BE ISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF ANY OF THE EXISTING PUBLIC IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER, AND ALLEY/STREET PAVEMENT WILL BE REQUIRED. ADDITIONALLY, IF EXISTING UTILITIES INFRASTRUCTURE ARE DEEMED SUBSTANDARD, A NEW 1-INCH WATER SERVICE, WATER METER BOX, SEWER LATERAL AND/OR CLEANOUT BOX AND LID WILL BE REQUIRED. 100% OF THE COST SHALL BE BOURNE BY THE PROPERTY OWNER (MUNICIPAL CODES 14.24.020 AND 14.08.030). SAID DETERMINATION AND, THE EXTENT OF THE REPAIR WORK SHALL BE MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. CONTRACTOR IS RESPONSIBLE TO MAINTAIN THE PUBLIC RIGHT OF WAY AT ALL 11MES DURING THE CONSTRUCTION PROJECT. A STOP WORK NOTICE MAY BE ISSUED FOR ANY DAMAGE OR UNMAINTAINED PORTION OF THE PUBLIC RIGHT OF WAY. B. DEVELOPMENT SHALL BE WATERPROOFED UP TO 10.6 FEET NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. RESIDENCE UNDER COASTAL DEVELOPMENT PERMIT NO. CD2020-002 12.50 TOP 1 13.50 TOP � nF WAI I y OF WALL Pemneable Area Tabulation & Kevalan PERMEABLE AREA = 634 SQUARE FEET AND IS DELINEATED BY THIS HATCHING 7.8 7.80 TW 7.58 TW FS 7.44 FS ) 7.01 7.20 7.53 7.57 7.55 7.50 b� FS FS FS FS �� F FS :. 5.5" STEP 7.56 6 INCH CMU WALL 7.79 TG 13.50 TOP STEP OF WALL 7, 1 8.66 ROCK UNDER SEPARATE 8.24 FIG 7.21 PERMIT 7'58 PROPERTY LINE F FS FS N30°18'4 "W 100.00, FS 8 s5� Fs 4 /FS52 a - O a. O D O O o O O O O o - O O D O D ° D ° a a - 0 0 O O C O O r` a O ? :J O O ? J ? ?` ` r D D a o O O O O D O a - O a it O a O D - O O O O- O a" Ov Ov fiD Ga ? ? D `- ?" O a ` O` °` a` ° O a a P a ov J Cv 0 Go. A C° Ov Oo Oo D` , °` °` 07 ° ` J ?` O a° ? ` °'' o` ?` ° ` ?` ? O O O O O G✓ t ` Qo O• po cb o? Gv Co ,.v o, OD ° ` Go ? ` CD ? ` Co O ` o0 00 ? ? 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This project conforms to all applicable planning regulations and policies in effect on this date. These plans are not to be used for construction purposes, No building permit vill be i1gsued until approval is received from the California Coastal Corril-pis ion. PLANNING DIVISION] By ii%1'� / 1 Date. s `✓ -ZONING APPROVAL IN CONCEPT ONLY - THESE Pf_�4,NT .FL•4 I'T A"OT BE AT RE17EIiEID FOR C0111`114A'CF g7TH TEIF BL1L Dr.\7c CODA',Y ORPL"BLIe If ORKSDI.P.A.RT1,1 tl'T '�l EDGEMENT t' / APPLICANTS ACKNOWE , I F it f 12.50 TOP J.'. i S 6.98 FS 7.64 7.75 FS FS 1� \7.84 FS 7.48 FS 13.50 TOP i OF WALL ZONE: SETBACKS: FRONT_ S� 1 WA V- RYR FaT1 , RIGHTSIDE '2S LEFT SIDE HEIGHT LIMIT: DISCRETIONARY APPROVALS: AIC APPRO E -) MAY 13 2022 Permeable Areas Square Footage Tabulation A 215 SF B 198 SF C 143 SF D 37 SF E 41 SF Total 634 SF 6 INCH CMU WALL UNDER SEPARATE PERMIT 7.74 FS 7.90 FS 7.66 FS 7.90 7.69 FS FS 7.91/ 7.70 TG 13.50 T01 FS 7 9�' OF WALL FS 7.10 INV 7.91 FS r Scope of Work: The proposed project includes: 1) reinforcing the existing seawall by utilizing tie -backs connecting the existing seawall to a new concrete deadrripn; 2) increasing the height of the existing seawL3ll to 10.9 feet NAVD88; 3) installing new privacy fence walls along the north and south property line wEills; 4) installing rear yard hardscape and landscape; 5) installing a built in BBQ; and 6) installing d rear yard trench drain directing runoff to a perforated drain pipe to retain run-off on site. Only the bayward, Portion of the project is within the Commission's original jurisdiction. 7.33 FS WA C.J. LIGHT ASSOCIATES Christian R. Light -Architect 1401 Quail Street, Suite 120 Newport Beach, CA 92660 (949) 851-8345 Fax (949) 851-1116 The Drawings, Specifications and other documents prepared by Architect for ibis Project are for use on the Project only and may not be used (1) on any other projects, (2) for additions to this Project, or (3) for the completion of this Project by others, unless otherwise expressly agreed by Architect in writing. The Drawings, Specifications and other documents prepared by Architect for this Project are the exclusive property of the Architect and may not be used, duplicated, copied, transferred, assigned, sold, or hypothecated without the express written permission of Architect. Architect retains all common low, 7.84 statutory, and other legal rights, including copyright, in and to the TW Drawings, Specifications and other documents prepared by Architect. 7.23 © 2018 CA light Associates FS L M FL RECEIVED Sout h C. �nst Region JUN 14, 2022 CALIFORNIA COASTAL COMMISSION U `^ N W .� ^^11 W VI }A U NVl C / • O� s U �o 0 0 m _+_ I r C/) 0 Q_ D 3: W U Z Seawall 16 Slte Plan .S Job Number: XXXX Scale: 1 /4', = 1'-Oil Date: 0 Building Dept 1 06/16/2020 ZL Building Dept 2 12/08/2020 0 Building Dept 3 06/07/2021 r-gwornia Coastal Commission ;oast District ffice D6® &,l4 --------4....... ... W I iseA) __ h 0 GENERAL REQUIREMENTS 1. CONSTRUCTION SHALL BE IN CONFORMITY WITH THE 2019 EDITION OF THE CALIFORNIA BUILDING CODE (CBC) AND ALL APPLICABLE LOCAL AND STATE CODES AND ORDINANCES. 2. SITE INSPECTION: THE CONTRACTOR SHALL EXAMINE THE PROJECT SITE & SHALL VERIFY ALL DIMENSIONS, LOCATIONS & ELEVATIONS OF THE EXISTING CONSTRUCTION.THE CONTRACTOR SHALL ALSO DILIGENTLY INVESTIGATE THE SITE FOR THE POSSIBLE EXISTENCE & LOCATION OF UNDERGROUND UTILITIES, PRIOR TO ORDERING ANY MATERIAL AND/OR COMMENCING WORK AND SHALL REPORT ANY DISCREPANCIES TO "PMA CONSULTING, INC." HEREINAFTER CALLED THE ENGINEER". 3. CONTRACTOR SHALL PROVIDE BARRICADES AND PEDESTRIAN PROTECTION AS REQUIRED BY STATE AND LOCAL CODES. 4. CONTRACTOR SHALL CONSULT WITH REPRESENTATIVES OF CITY AND UTILITY COMPANIES CONCERNING AVAILABLE FACILITIES BEFORE COMMENCING WORK OR CONNECTING TO SEWER, PIPING OR WIRING, ETC., AND REPORT ANY PROBLEMS TO THE ENGINEER. 5. CONTRACTOR SHALL FULLY PROTECT ALL ADJACENT PROPERTIES BEFORE COMMENCING ANY WORK. 6. OMISSIONS OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE DRAWINGS, NOTES, AND DETAILS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER AND RESOLVED BEFORE PROCEEDING WITH THE WORK. 7. CONTRACTOR SHALL INSTALL TEMPORARY TOILETS BEFORE START OF JOB. 8. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES. 9. TYPICAL DETAILS SHOWN A SH LL APPLY WHERE NO SPECIAL DETAILS I SHOWN. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION, OR A NOTE IS SHOWN FOR ONE CONDITION, T IT SHALL ALSO APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. 10. DRAWINGS TAKE PRECEDENCE OVER SPECIFICATIONS. DETAILED DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER GENERAL DRAWINGS AND SPECIFICATIONS. 11. WRITTEN DIMENSIONS (NOT SCALED DIMENSIONS) SHALL BE USED. 12. TEMPORARY ERECTION BRACING AND SHORING SHALL BE PROVIDED AS REQUIRED ON ALL STRUCTURES, ADEQUATE TO PROVIDE FULL STRUCTURAL STABILITY AND SAFETY. BRACING SHALL NOT BE REMOVED UNTIL THE ELEMENTS ARE FULLY CONNECTED AND ARE CAPABLE OF SUPPORTING THE DESIGN LOADING. 13. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. 14. THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION NOT TO UNDERMINE ANY ADJACENT STRUCTURE DURING THE COURSE OF CONSTRUCTION. 15. CLEAN UP: NO PAINT, PLASTER, CEMENT, SOIL, MORTAR OR OTHER RESIDUE SHALL BE ALLOWED TO ENTER THE BAY, STREETS, GUTTERS OR STORM DRAINS. ALL MATERIALS & WASTE SHALL BE REMOVED FROM THE SITE, NBMC 17.32.020. 16. DEMOLITION: ALL MATERIAL FROM THE EXISTING BULKHEAD THAT IS NOT USED AS FILL SHALL BE REMOVED FROM THE SITE & DISPOSED OF IN AN OFFICIAL DUMP SITE. 17. SEE THE LATEST "GENERAL GRADING SPECIFICATIONS" OF THE BUILDING DEPARTMENT FOR THE CITY'S: GENERAL NOTES, EROSION CONTROLS, REQUIRED INSPECTIONS, GRADING FILLS/CUTS & ALL NECESSARY DOCUMENTATION. 18. POOLS, SPAS, FENCES, PATIO COVERS AND OTHER FREESTANDING STRUCTURES REQUIRE SEPARATE REVIEWS AND PERMITS. 19. ALL A.S.T.M. SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH THE LATEST ISSUE OF THE A.S.T.M. 20. OBSERVATION VISITS TO THE PROJECT SITE BY THE ENGINEER SHALL NOT BE CONSTRUED AS ANY INSPECTION AS REQUIRED BY CODE. FOUNDATIONS 1. THE CONTRACTOR SHALL ESTABLISH ALL CONSTRUCTION LINES AND PROCEED WITH THE EXCAVATION OF ALL FOOTINGS AS CALLED FOR ON THE DRAWINGS. 2. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED UNIFORM EARTH OR ENGINEERED COMPACTED FILL. 3. NO REINFORCING STEEL AND NO CONCRETE SHALL BE PLACED IN ANY EXCAVATION PRIOR TO APPROVAL BY THE BUILDING DEPARTMENT. 4. THE TOP OF ALL EXCAVATIONS SHALL BE PROTECTED AGAINST HEAVY SURCHARGE LOADS AND FROM EROSION DUE TO RAINFALL OR SURFACE RUN-OFF DURING THE ENTIRE CONSTRUCTION PERIOD. 5. THE SOILS REPORT DESCRIBED UNDER ITEMS No.7 BELOW SHALL BE A PART OF THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN THE SOILS REPORT AND COMPLY WITH ALL RECOMMENDATIONS THEREIN. 6. PAD PREPARATION SHALL BE IN ACCORDANCE WITH THE SOILS REPORT. THE PAD SHALL BE INSPECTED AND APPROVED BY THE SOILS ENGINEER PRIOR TO PLACING ANY CONCRETE. THE PAD SHALL BE KEPT MOIST PRIOR TO THE PLACING OF CONCRETE. 7. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE SOILS REPORT ON FILE WITH THE BUILDING DEPARTMENT. SOILS REPORT PREPARED BY: ................................ COAST GEOTECHNICAL, INC. ADDRESS: ............................................................... 1200 WEST COMMONWEALTH FULLERTON, CA 92833 PHONE NUMBER: ............................................................(714) 870-1211 FAX NUMBER:.............................................................(714) 870-1222 SOILS REPORT DATE: ..................................................... 12/26/2019 SOILS REPORT NUMBER: ................................................W.O. 586419-01 ADDENDUM REPORT DATE: .......................................... 01/20/2020 ADDENDUM REPORT NUMBER: .........................................W.O. 586419-02 GRADING NOTES 1. THE ANTICIPATED TOTAL VOLUME OF CUT AND FILL FOR SEAWALL CONSTRUCTION ON THIS PROJECT WILL BE GREATER THAN 50 CUBIC YARDS. THUS, GRADING PERMIT IS REQUIRED - SEE ITEM 2 BELOW. 2. WHEN A GRADING PERMIT & PLANS ARE REQUIRED, IF NO GRADING IS ADDRESSED ON THE PLANS - SEE THE CIVIL & ARCHITECTURAL PLANS FOR THE FINISH GRADING ON THE SHORE SIDE OF THE BULKHEAD. 3. A PRE -GRADING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF GRADING WITH THE FOLLOWING PEOPLE PRESENT:OWNER, GRADING CONTRACTOR, DESIGN CIVIL ENGINEER, SOILS ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR THEIR REPRESENTATIVES. REQUIRED FIELD INSPECTIONS WILL BE OUTLINED AT THE MEETING. 4. A PRE -PAVING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF GRADING WITH THE FOLLOWING PEOPLE PRESENT:OWNER, GRADING CONTRACTOR, DESIGN CIVIL ENGINEER, SOILS ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR THEIR REPRESENTATIVES. REQUIRED FIELD INSPECTIONS WILL BE OUTLINED AT THE MEETING. 5. THE PROJECT GEOTECHNICAL ENGINEER SHALL INSPECT & APPROVE ALL AREAS PRIOR THE THE PLACEMENT OF ANY FILL. 6. ALL FILLS SHALL BE INSPECTED, TESTED & APPROVED BY THE GEOTECHNICAL ENGINEER VERIFYING MINIMUM OF 90% REQUIRED RELATIVE COMPACTION AS WELL AS STABILITY. 7. ALL EXCAVATIONS FOR ANCHORS SHALL BE INSPECTED & APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE. 8. TEMPORARY EROSION CONTROL PLANS ARE REQUIRED FROM OCTOBER 15 TO MAY 15. 9. EROSION CONTROL DEVICES SHALL BE AVAILABLE ON -SITE BETWEEN OCTOBER 15 AND MAY 15. 10. BETWEEN OCTOBER 15 AND MAY 15, EROSION CONTROL MEASURES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHENEVER THE FIVE-DAY PROBABILITY OF RAIN EXCEEDS 30 PERCENT. DURING THE REMAINDER OF THE YEAR, THEY SHALL BE IN PLACE AT THE END OF THE WORKING DAY, WHENEVER THE DAILY RAINFALL PROBABILITY EXCEEDS 50 PERCENT. SEE DETAILS N & T ON SHEET SW-2. 11. LANDSCAPING PLANS SHALL BE SUBMITTED FOR APPROVAL, WORK COMPLETED AND A CERTIFICATE OF CONFORMANCE RECEIVED BY THE CITY GRADING ENGINEER PRIOR TO CLOSURE OF PERMIT, UNLESS WAIVED BY THE CITY GRADING ENGINEER. 12. TEMPORARY DESISTING BASINS, WHEN REQUIRED, SHALL BE INSTALLED AND MAINTAINED FOR THE DURATION OF THE PROJECT. 13. DATUM: ALL ELEVATIONS ARE BASED ON MLLW AND/OR NAVS88 DATUM. BACKFILLING & COMPACTION NOTES 1. ALL BACKFILL SHALL CONFORM TO THE SOILS ENGINEERS REPORT AND RECOMMENDATIONS. 2. UTILITY TRENCH BACKFILL AND ANY OTHER BACKFILL MUST BE MECHANICALLY COMPACTED. JETTING AND FLOODING SHALL NOT BE PERMITTED. 3. WHERE WALLS ARE BACKFILLED ON ONE SIDE ONLY, PROVIDE SHORING OR OTHER APPROVED MEANS OF LATERAL SUPPORT UNTIL RESISTING ELEMENTS ARE ALL IN PLACE AND HAVE ATTAINED THEIR REQUIRED STRENGTHS. RESISTING ELEMENTS SHALL BE CONCRETE SLABS OR OTHER PERMANENT BUILDING COMPONENTS. 4. UNLESS NOTED OTHERWISE IN THE SOILS REPORT, ALL FILLS SHALL BE COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE REQUIREMENTS OF THE CBC APPENDIX SECTION 3313. 5. FILTER CLOTH SHALL BE MIRAFI 140N-SERIES NONWOVEN POLYPROPYLENE GEOTEXTILE AS MANUFACTURED BY "TC MIRAFI COMPANY AND SHALL BE MINIMUM 2.0' WIDE AND BE PLACED ON THE INSIDE FACE OF THE BULKHEAD EXTENDED EQUALLY FROM THE JOINT TO (2.0') BELOW THE FINAL MUDLINE FOR THE ENTIRE HEIGHT OF THE BULKHEAD. 6. COMPACTION REPORT MUST BE SUBMITTED TO AND BE APPROVED BY THE BUILDING DEPARTMENT BEFORE FOUNDATION INSPECTION. 7. A FINAL SOIL REPORT OF COMPACTION & APPROVAL SHALL BE PREPARED BY THE PROJECT GEOTECHNICAL ENGINEER & SUBMITTED FOR BUILDING DEPARTMENT REVIEW AT THE COMPLETION OF THE PROJECT. 8. COMPACT SOIL TO THE REQUIRED RELATIVE DENSITIES PER ASTM 155-91. DO NOT USE HEAVY COMPACTION EQUIPMENT WITHIN 20 FEET OF THE BULKHEAD. 9. ON SITE BROKEN CONCRETE & AC PAVING MAY BE USED AS FILL PROVIDED IT DOES NOT EXCEED 6 INCHES IN SIZE & IS NOT STACKED LAYERED OR PLACED ABOVE ELEVATION +7.0' & IS APPROVED BY THE GEOTECHNICAL ENGINEER. STEEL 1. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO A.S.T.M. A572 GRADE 50 OR A992 WITH Fy = 50 KSI. 2. STEEL PIPE COLUMNS AND OTHER STEEL PIPE STRUCTURAL MEMBERS SHALL CONFORM TO A.S.T.M. A53, GRADE B. 3. STRUCTURAL STEEL TUBING SHALL CONFORM TO A.S.T.M. A500, GRADE B, Fy = 46 KSI. 4. BOLTS SHALL CONFORM TO A.S.T.M. A307, UNLESS NOTED OTHERWISE. WHERE HIGH STRENGTH (H.S.) BOLTS ARE SPECIFIED, THEY SHALL BE MINIMUM 3/4" DIAMETER AND CONFORM TO A.S.T.M. A325 SC CLASS A UNLESS NOTED OTHERWISE ON THE PLANS. THE INSTALLATION OF H.S. BOLTS SHALL BE INSPECTED BY A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING DEPARTMENT. 5. ALL BOLTS HOLES IN STEEL MEMBERS SHALL BE STANDARD HOLES, U.N.O. 6. STRUCTURAL STEEL "NELSON" STUDS SHALL BE MANUFACTURED 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. THICK AND LIGHTER STEEL : A446, GRADE A (GALVANIZED) OR A570, GRADE 33 OR A611, GRADE C - ALL HAVING MINIMUM OF 33 KSI YIELD STRENGTH. B) FOR 16 GA. THICK AND HEAVIER STEEL : A446, GRADE D (GALVANIZED) OR A570, GRADE 50 OR A607, GRADE 50 - ALL HAVING MINIMUM OF 50 KSI YIELD STRENGTH. 8. FABRICATION AND ERECTION SHALL CONFORM TO THE 14th EDITION OF A.I.S.C. SPECIFICATIONS. 9. ALL HOLES FOR BOLTS IN STRUCTURAL STEEL SHALL BE DRILLED OR PUNCHED. BURNING OF HOLES SHALL NOT BE PERMITTED. 10. ALL STEEL SHALL BE STAINLESS, HOT DIP GALVANIZED OR EPDXY COATED. WELDING 1. ALL WELDING SHALL BE DONE USING THE SHIELDED ELECTRIC ARC PROCESS BY CERTIFIED WELDERS, USING E70XX ELECTRODES. 2. WELDING OF STEEL REINFORCING BARS SHALL BE DONE WITH LOW HYDROGEN ELECTRODES, A233, CLASS E70XX SERIES. 3. WELDS REQUIRING CONTINUOUS OR PERIODIC SPECIAL INSPECTION NEED NOT HAVE SPECIAL INSPECTION WHEN WELDING IS DONE IN AN APPROVED FABRICATOR'S SHOP, HOWEVER, THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH THE SECTION 1704.2.2 OF THE CBC. 4. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDINGS. CONCRETE 1. ALL CONCRETE MIX DESIGNS, CONFORMING TO CHAPTER 19 OF ACI 318-14, TABLE 19.3.2.1, CATEGORY (C) & CLASS C2 PER TABLE 19.3.1.1 OF ACI 318-14, SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL BEFORE ANY CONCRETE IS PLACED. ALL CONCRETE MIXES SHALL HAVE A MINIMUM CEMENT CONTENT OF 6.0 SACKS OF CEMENT PER CUBIC YARD OF MIX. ALL CONCRETE MIXES SHALL BE CERTIFIED BY A CONCRETE TESTING LABORATORY AND SIGNED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. 2. CONCRETE SHALL HAVE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI AND A 0.40 WATER -TO -CEMENT RATIO. 3. CONCRETE GROUT SHALL HAVE THE SAME COMPRESSIVE STRENGTH AS THE OTHER CONCRETE AND SHALL BE A SUITABLE MIX CONSISTING OF PEA GRAVEL, SAND, CEMENT AND WATER. MAXIMUM SLUMP SHALL BE 5 INCHES. AN APPROVED SUPERPLASTICIZING ADMIXTURE MAY BE ADDED TO INCREASE THE SLUMP TO MAXIMUM 7.5 INCHES. GROUT UNDER STEEL COLUMN BASE PLATES SHALL BE "RAPID -SET" OR "FIVE STAR GROUT" OR APPROVED EQUAL. 4. CONCRETE SHALL BE DESIGNED FOR PERMEABILITY, STRENGTH, CHEMICAL STABILITY AND ABRASION RESISTANCE, APPROPRIATE FOR ITS APPLICATION. PORTLAND CEMENT SHALL CONFORM TO ASTM C 150 TYPE I OR TYPE II MODIFIED, AND LOW ALKALI. CHEMICAL ADMIXTURES SHALL CONFORM TO ASTM C 494. CHEMICALS DESIGNED TO LIMIT CORROSION OF INTERNAL REINFORCING MAY BE USED. AIR ENTRAINMENT ADMIXTURES SHALL CONFORM TO ASTM C 260. COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C 33, AND ASTM C 330 WHERE LIGHTWEIGHT AGGREGATES ARE USED. LIGHTWEIGHT AGGREGATE, IF USED, SHALL CONSIST OF EXPANDED AND COATED SHALE OR EQUIVALENT MATERIAL OF SUFFICIENT STRENGTH AND DURABILITY TO PROVIDE CONCRETE OF THE REQUIRED STRENGTH. 5. CONCRETE TEST SAMPLES SHALL BE TAKEN IN ACCORDANCE WITH A.S.T.M. AND CBC STANDARDS. RESULTS OF THE 7 & 28 DAY TESTS SHALL BE SUBMITTED TO THE ENGINEER FOR HIS RECORDS. SLUMP TESTS ARE REQUIRED FOR ALL TEST SAMPLES AND MUST ALSO BE REPORTED. ADDITIONALLY, ALL LIGHT WEIGHT CONCRETE SAMPLES MUST HAVE THEIR IN -PLACE DENSITIES DETERMINED AND REPORTED. 6. SIDES OF FOOTING PADS MAY BE POURED AGAINST STABLE EARTH. 7. SLURRY CONCRETE, WHERE SPECIFIED OR USED, SHALL HAVE A MINIMUM CEMENT CONTENT OF 1.5 SACKS OF CEMENT PER CUBIC YARD OF MI X. X. 8. SEE ARCHITECTURAL NOTES FOR COLORED OR TEXTURED CONCRETE. 9. CONCRETE FORM WORK TOLERANCES SHALL BE IN ACCORDANCE WITH CBC AND A.C.I. STANDARDS. 10. ALL STEEL REINFORCING, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE LOCAL BUILDING DEPARTMENT INSPECTOR, PRIOR TO THE PLACING OF ANY CONCRETE. 11. ALL NECESSARY BRACES, STRONGBACKS, PICK-UP INSERTS, BOLTS, ETC., FOR PRECAST CONCRETE PANELS SHALL BE DESIGNED BY OTHERS FOR SAFE ERECTION OF THE PANELS. 12. NO CALCIUM CHLORIDE SHALL NOT BE USED IN ANY CONCRETE. 13. ALL CONCRETE TO BE CURED FOR A MINIMUM OF 3 DAYS BY A METHOD ACCEPTABLE TO THE ENGINEER. FORMS MAY BE STRIPPED ONLY AFTER THE CONCRETE HAS ATTAINED MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 14. CHAMFER EXPOSED CORNERS %" U.N.O. 1 1 • REINFORCING STEEL 1. FOR STRUCTURES EXPOSED TO SALT WATER SPLASH OR IMMERSION, REBAR REINFORCEMENT SHALL CONFORM TO ASTM A 706, UNLESS NOTED OTHERWISE ON DETAILS, AND SHALL BE EPDXY COATED PER ASTM A 934, AFTER BENDING OF THE REBARS. WELDED WIRE MESH SHALL CONFORM TO ASTM A 185 AND SHALL BE EPDXY COATED CONFORMING TO ASTM A 884, WITH ALL VISIBLE DEFECTS AND CUT ENDS REPAIR COATED. WIRES USED TO TIE REINFORCING STEEL SHALL BE EITHER EPDXY 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 WITH 24 INCH MINIMUM LAP IN EACH CASE, UNLESS NOTED OTHERWISE ON PLANS. ALL SPLICES WHEN DETAILED SHALL BE LOCATED WHERE SHOWN ON PLANS. 3. REINFORCING STEEL SHALL BE ACCURATELY PLACED AND SECURED IN POSITION WITH METAL OR CONCRETE BLOCKS, CHAIRS, SPACERS, ETC., AND WIRE TIES BEFORE PLACING ANY CONCRETE. 4. ADDITIONAL REINFORCING REQUIRED FOR ERECTION OF PRECAST CONCRETE PANELS SHALL BE ADDED PER THE CONTRACTOR'S DETAILS. 5. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE. A) CONCRETE BELOW GRADE OR IN CONTACT WITH SOIL: WHEN CAST AGAINST EARTH 3 WHEN FORMED 2. B) WALLS ABOVE GRADE: EXTERIOR FACE 1X", INTERIOR FACE 1". C) PRECAST CONCRETE ELEMENTS: AS DETAILED. D) CONCRETE SLAB ON GRADE: REINFORCING STEEL AT CENTER OF SLAB, UNLESS NOTED OTHERWISE. TH RWISE. 6. REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH CBC SECTION 1907. 7. ALL TIE WIRES SHALL BE MINIMUM 16 GAUGE, BLACK ANNEALED, CONFORMING TO A.S.T.M. A82. 8. ALL REINFORCING BARS SHALL BE FREE OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BONDING. 9. ALL BENDS IN REINFORCING SHALL BE COLD BENDS. NAILING AND FASTENERS 1. ALL NAILS AND FASTENERS SHALL BE CORROSION RESISTANT MEETING ASTM A153 CLASS D, HOT DIP GALVANIZED AND BE ACRYLIC ADHESIVE OR THERMAL PLASTIC RESIN LATEX ADHESIVE COATED. 2. ALL NAILS SHALL BE 16d (0.148" DIAMETER) HELICAL THREAD NAILS, WITH MINIMUM BENDING YIELD STRENGTH OFFYe = 90,000 PSI, U.N.O. 3. NAILING OTHER THAN ROOF OR FLOOR DIAPHRAGM SHOWN ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE CBC. 4. NAILS FOR ROOF AND FLOOR SHEATHING SHALL HAVE A MIN OF 1X" PENETRATION INTO THE FRAMING MEMBERS. 5. ALL HARDWARE SHALL BE CORROSION -RESISTANT COMPLYING WITH HDG G185 FINISH AND BE MANUFACTURED BY "SIMPSON STRONG -TIE CO., INC." (OR APPROVED EQUAL), AND SHALL HAVE A VALID ICC NUMBER ON THE PRODUCT. ANY DEVIATION FROM THE APPROVED PRODUCTS MUST BE APPROVED BY THE BUILDING DEPARTMENT, NOT BY THE FIELD INSPECTOR. 6. ALL HARDWARE SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. BLIND NAILING SHALL NOT BE ACCEPTABLE AND WILL BE REJECTED. 7. WHERE MECHANICAL OR ADHESIVE ANCHORS/DOWELS ARE INDICATED ON DRAWINGS: A) MECHANICAL ANCHORS SHALL BE STAINLESS STEEL HILT] KWIK BOLT KB-TZ AND BE INSTALLED IN ACCORDANCE WITH ICC ESR-1917 B) ADHESIVE ANCHORS SHALL BE HILTI STAINLESS STEEL "HIT-HY 200 MAX -SD" ADHESIVE INSTALLED IN ACCORDANCE WITH ICC ESR-3187 OR STAINLESS STEEL SIMPSON STRONG -TIE "SET-XP EPDXY" ADHESIVE INSTALLED IN ACCORDANCE WITH ICC ESR-2508. C) HOLES SHALL BE DRILLED WITH NON-REBAR-CUTTING DRILL BITS. D) CONTINUOUS INSPECTION IS REQUIRED FOR THE INSTALLATION OF THE ALL ANCHORS/DOWELS BY A REGISTERED SPECIAL INSPECTOR APPROVED BY THE BUILDING DEPARTMENT. THE INSPECTOR SHALL VERIFY THE INSTALLATION OF ANCHORS/DOWELS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS INCLUDING CLEANLINESS OF DRILL HOLES AND PROPER EMBEDMENT. E) UNLESS NOTED OTHERWISE ON THE DRAWINGS, USE MINIMUM %" DIAMETER AT 24" ON CENTER WITH A MINIMUM OF 5" EMBEDMENT. ANCHOR RODS 1. ANCHOR RODS/TIE-RODS SHALL CONFORM TO A.S.T.M. A722-95 GR 150 TYPE II THREADED REBAR AS MANUFACTURED BY DYWIDAG-SYSTEMS INTERNATIONAL (DSI) WITH DOUBLE CORROSION PROTECTION. 2. ROD TENSIONING: AFTER BACKFILLING & COMPACTING TO TOP OF ANCHOR BEAM, TENSION RODS TO 1,000#. COMPLETE BACKFILL & COMPACTION TO ROUGH GRADE & TENSION RODS TO 5,000#. GENERAL SPECIAL INSPECTIONS 1. PERIODIC (NON -CONTINUOUS) OR CONTINUOUS SPECIAL INSPECTION BY A CITY CERTIFIED DEPUTY INSPECTOR IS REQUIRED FOR THE FOLLOWING: A) SITE CONCRETE WORK (COPING & ANCHOR BEAM) :...........CONTINUOUS. B) INSPECT SHEET PILE FOR LENGTH & DAMAGE : .................NON -CONTINUOUS. C) T & G LOCKING OF PANELS : ................................................ NON -CONTINUOUS. D) ANCHOR ROD TENSIONING:....................................................CONTINUOUS. E) GROUTING OF PVC SLEEVES : ................................................ NON -CONTINUOUS. F) PILING INSTALLATION:............................................................ NON -CONTINUOUS. G) HELICAL ANCHORS INSTALLATION IN ACCORDANCE WITH SECTION 2.4.2. OF ICC ER-2794:...........................................NON-CONTINUOUS. SPECIAL INSPECTION IS REQUIRED FOR SEAWALL PANEL CONCRETE IF NOT CAST IN A CERTIFIED YARD. 2. CONTINUOUS SPECIAL INSPECTIONS IS REQUIRED FOR THE INSTALLATION OF ANCHOR BOLTS, ADHESIVE ANCHOR BOLTS, ADHESIVE DOWELS AND MECHANICAL ANCHORS IN ALL CONCRETE AND MASONRY WORKS. 3. SPECIAL INSPECTIONS SHALL BE DONE BY ONE OR MORE REGISTERED DEPUTY (SPECIAL) INSPECTORS, APPROVED BY THE BUILDING DEPARTMENT ONLY, HIRED AND PAID FOR BY THE OWNER. 4. SITE VISITS CONDUCTED BY THE ENGINEER ARE MERELY FOR OBSERVATION PURPOSE ONLY AND DO NOT CONSTITUTE AN INSPECTION. 5. TWO (2) PROPERLY COMPLETED AND SIGNED COPIES OF THE SPECIAL INSPECTION AGREEMENT MUST BE SUBMITTED TO THE PERMIT SERVICES DIVISION PRIOR TO ISSUANCE OF THE PERMIT. 6. AS A MINIMUM, THE DEPTH OF THE SEAWALL EMBEDMENT INTO THE GROUND SHALL BE AS SHOWN ON ELEVATIONS ON (S-1) AND MUST BE ACCURATELY MEASURED BY THE DEPUTY INSPECTOR. A COPY OF THE MEASUREMENT MUST BE SUBMITTED TO THE CITY & THE ENGINEER OF RECORD. 7. SPECIAL INSPECTION IS REQUIRED FOR ALL NEW CONCRETE AND MASONRY CONSTRUCTION, INCLUDING REINFORCING STEEL. CONCRETE REPAIR AFTER THE REINFORCING OF THE EXISTING SEAWALL IS COMPLETED IN COMPLIANCE WITH THE REQUIREMENTS AS SHOWN ON THIS SET OF DRAWINGS, IT IS RECOMMENDED THAT THE OWNER SHALL HIRE A COMPANY SPECIALIZING IN STRUCTURAL PRESERVATION TO FIX THE CURRENT CRACKS, WHERE OCCUR, AT THE EXISTING CONCRETE WALL. ABBREVIATIONS A.B. ............ ANCHOR BOLT DN .............. DOWN A.C. ........... A/C ............ ASPHALT CONCRETE AIR CONDITIONING DP ................ D.S. ............ DEEP DOWNSPOUT A.C.P. ......... ASPHALT CONCRETE PAVING DWGS .......... DRAWINGS ADDL .......... ADDITIONAL (E) ............... EXISTING A.F.F. ......... ABOVE FININSH FLOOR EA ............... EACH ALUM .......... ALUMINUM E.F. ............. EACH FACE ALT ............ ALTERNATE ELEC ............ ELECTRICAL ANOD ......... ANODIZED ELEV ............ ELEVATION ARCHT ........ ARCHITECTURAL EMBED ........ EMBEDMENT, EMBEDDED B.B. ............ BOTTOM OF BEAM E.N. ............. EDGE NAILING BET .............. BETWEEN EQ ............... EQUAL BLDG ............ BUILDING E.S. ............. EACH SIDE BLKG ........... BLOCKING E.W. ............. EACH WAY BM ............. BEAM EXIST ........... EXISTING B.N. ............ BOUNDARY NAILING EXP ............. EXPANSION BOT ............. BOTTOM EXT ............. EXTERIOR B.W. ............ BOTTOM OF WALL F.D. ............ FLOOR DRAIN C ................. CHANNEL FDN ............. FOUNDATION CANT .......... CANTILEVER F.F. ............. FINISH FLOOR C.G. ............... CENTER OF GRAVITY F.G. ............FINISH GRADE C.J. ............... CONSTRUCTION JOINT OR FIN CEILING JOIST ...............FINISH F.J FLOOR JOIST CL ................. CENTER LINE . .............. FLG FLANGE CLG .............. CEILING CLR ............. CLEAR FLR .............. FLOOR C.M.U. ......... CONCRETE MASONRY UNIT F.O.C. .......... FACE OF CONCRETE COL ............ COLUMN F.O.M. .......... FACE OF MASONRY COMPO ........ COMPOSITION F.O.S. .......... FACE OF STUD CONC .......... CONCRETE F.N. ............. FIELD NAILING CONN .......... CONNECTION F.S. ............. FAR SIDE CONT .......... CONTINUOUS FT ............... FEET OR FOOT CONST ........ CONSTRUCTION FTG ............. FOOTING CORR .......... CORRIDOR GALV ........... GALVANIZED CTR ............ CENTER GA ............... GAUGE DBL ............. DOUBLE G.I. .............. GALVANIZED IRON DET ............. DETAIL GLB ............. GLU-LAM BEAM DF .............. DOUGLAS FIR GLP ............. GLU-LAM PURLIN D.F. ............ DRINKING FOUNTAIN GYP BD ......... GYPSUM BOARD DIAG ........... DIAGONAL HDR ............. HEADER DIAPH ......... DIAPHRAGM HGR ............. HANGER DIA ............... DIAMETER HK. .............. HOOK DIM ............. DIMENSION HORIZ .......... HORIZONTAL H.P. ............. HIGH POINT RECEIVED IVED South Coast Region JUN 14 2022 CALIFORNIA r-,CASTAL COMMISSION HT ............... HEIGHT OFF ............. OFFICE T.F. TOP OF FOOTING H.S. ............. HIGH STRENGTH OPNG ...........OPENING T.B. ............. TOP OF BEAM HVAC ........... HEATING/VENTILATING & OPP HD .......OPPOSITE HAND TG ............... TAPERED GIRDER AIR CONDITIONING O.S.F. .......... OUTSIDE FACE T.G. . TOP OF GIRDER IN ................ INCH P.C. ............ PIPE COLUMN ......... THK .......... K INFO ............ INFORMATION PEN ............. PENETRATION THRU ........... THROUGH INT .............. INTERIOR PL ................ PLATE OR PROPERTY LINE T.L. TOP OF LEDGER J.B. ••••••••••••• JOIST BEARING PILAS •••••••••• PILASTER T.N. TOP OF NAILER J.G. ............. JOIST GIRDER PLYWD ......... PLYWOOD T.O. ..............TOP OF JST ............. JOIST PSF ............. POUNDS PER SQUARE FOOT T.O.P. .......... TOP OF PARAPET/PANEL JT ............. JOINT PSI ............. POUNDS PER SQUARE INCH T.O.S. TOP OF STEEL K.O. .............. KNOCK OUT P.T. ............. PRESERVATIVE TREATED TOT ..............TOTAL L ................. ANGLE R.D. ............. ROOF DRAIN TRANSF ....... TRANSFER LAT ............. LATERAL REBAR ......... REINFORCING BAR TRANSV ....... TRANSVERSE LDR ............. LEDGER R.B. ............. ROOF BEAM TS ............... TUBE STEEL LG ............... LONG REQD ........... REQUIRED T.S. ............. TOP OF SLAB LLH .............. LONG LEG HORIZONTAL REINF .......... REINFORCING T.W. TOP OF WALL LLV .............. LONG LEG VERTICAL REF ............. REFERENCE TYP ............. TYPICAL LONGIT ........ LONGITUDINAL REV ............. REVISION U.N.O. ..........UNLESS NOTED OTHERWISE L.P. ............. LOW POINT R.J. ............. ROOF JOIST VERT ........... VERTICAL LT ............... LIGHT RM .............. ROOM V.I.F. ........... VERIFY IN FIELD MATL .......... MATERIAL R:O. ............. ROUGH OPENING W/ ............... WITH MAX ............ MAXIMUM SCH ............. SCHEDULE WD .............. WOOD M.B. ............ MACHINE BOLT SECT ........... SECTION W ................ WIDE FLANGE MATL .......... MATERIAL SHTG ........... SHEATHING W / O ............ WITHOUT MAX ............ MAXIMUM SHT ............. SHEET W.P. .. ........ ..... WORK POINT M.B. .........MACHINE BOLT SIM .............. SIMILAR W.R. ............. WATER RESISTANT MECH .......... MECHANICAL S.J. ............... SAWCUT JOINT WT ............... WEIGHT MEZZ ... MEZZANINE S.P. ............... SPLICE POINT W.W.F. .......... WELDED WIRE FABRIC MFD ............. MANUFACTURED SPA ............... SPACING X ................. EXTRA STRONG MFR ............. MANUFACTURER SPECS ......... SPECIFICATIONS XX ............... DOUBLE EXTRA STRONG MIN .............. MINIMUM SQ ............... SQUARE MISC ............ MISCELLANEOUS STAGG ........... STAGGERED M.F.O. .......... METAL FRAMED OPENING STD ............... STANDARD MLB ............. MICROLLAM BEAM STIFF ........... STIFFENER M.P.H. .......... MILES PER HOUR STL ............. STEEL MTL ............. METAL S.S. ............. SELECT STRUCTURAL SYMBOLS (N) ............. NEW STRUCT ....... STRUCTURAL N.I.C. ........... NOT IN CONTRACT SYM ............. SYMETRICAL @ .............. AT NO . ............. NUMBER T & B ......... TOP & BOTTOM CENTER LINE N.S NELSON STUD OR NEAR SIDE T & G ......... TONGUE & GROVE DIAMETER . N.T.S. ............. .......... NOT TO SCALE TEMP ........... TEMPERED PLATE OR PROPERTY LINE O.0. .............ON CENTER $ .............. STEP IN FOOTING California Coastal Commission South Co t District ermitOVE _ O C-1 tJ -+ ------ -- Date:... :).......... 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 ASSOCIATION PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION AUTHORIZED BY THIS PERMIT. PRIOR TO PERFORMING ANY WORK IN THE CITY RIGHT-OF-WAY AN ENCROACHMENT PERMIT MUST BE OBTAINED FROM THE PUBLIC WORKS DEPARTMENT. r- t-�o�� e�r�latla� x ,HOsp�t;�I PI'�syt�r�ar1� t� 21 r : VICINITY MAP THE PROPOSED WORK WITHIN THE COASTAL COMMISSION AREA OF JURISDICTION CONSISTS OFi 1: REINFORCE THE EXISTING SEAWALL BY UTILIZING DYWIDAG TIE -BACKS CONNECTING THE EXISTING SEAWALL TO A NEW CONCRETE DEADMAN. 2: INCREASE THE HEIGHT OF THE SEAWALL TO AN ELEVATION OF +10.9'NAVD88, WITH DESIGN FOR ADAPTABILITY TO BE RAISED IN THE FUTURE TO +14.4'NAVD88 IF DEEMED NECESSARY. L� AB NOTE TO THE BIDDERSe AFTER THOROUGHLY EXAMINING THE CONSTRUCTION DOCUMENTS AND THE SITE: 1: NOTIFY THE ARCHITECT AND/OR THE ENGINEER IN WRITING, REGARDING ALL DISCREPANCIES REQUIRING CLARIFICATION, PRIOR TO THE "BID SUBMITTAL". IF THE ARCHITECT AND/OR THE ENGINEER IS NOT NOTIFIED, AS REQUIRED PER ITEM #1 ABOVE, IT SHALL MEAN THAT THE CONTRACTOR HAS CONSIDERED ADEQUATE CONTINGENCY IN HIS BID TO COVER ALL COSTS TO COMPLY WITH THE MOST STRINGENT CONDITIONS. THE CONTRACTOR SHALL NOT BE ENTITLED TO ANY ADDITIONAL COMPENSATION FOR ANY DISCREPANCY DISCOVERED AFTER THE "CLOSE OF THE BID". W f"- Q r) z 0 w 0 z N O Q 0 ry Q Z3 C5 0 w 0 w V) w z n 0 w 0 N N N 01 Q c L c J o w ; J Q c w (10 w V ESS/ O / S /IS R o 0 F 6947 .0 N Z C9 � 0 6 � T`n J O J'J cIV\�, �Q 9TF OF CA1- 08/02/2021 cq � r r (� cq a .d t5 • r b d 00 r W W 0 W LL LL LU cL G Q 0 rrnn V ZQ �U 0 _w XJ W W W J U Z ct a) 0Qcnm LLB 3:M � CL Z W W W 0 (fl Z SHEET OF IZ Q Z U 06 LLI 0 Z Q W LLJ 0 Q U it 0 SW-0 U Z z J V) z Z U a CL a 6" 6" I I i (3)#6 CONT EA FACE #4 TIES TYP I � I J q1L_L \ � (2)#5 EA WAY x V-6" LONG @ EACH NOTE ANCHOR ROD FOR INFORMATION NOT SHOWN, SEE DETAIL B I DEADMAN ELEVATION N.T.S. HEAT SHRINK SLEEVE CENTERED OVER COUPLER () DELETE GROUT SLEEVE ON FIELD CUT TENDONS COUPLER INSTALLATION PROCEDURE: 1. APPLY CORROSION INHIBITING GREASE TO THE BARE ENDS OF THE BARS AND THE INSIDE OF THE COUPLER. 2. CONNECT THE TWO BAR ENDS WITH THE COUPLER. EACH END SHALL BE SCREWED INTO THE COUPLER HALF THE LENGTH OF THE COUPLER. 3. TORQUE BAR ENDS TOGETHER (200 FT. LBS). 4. ADD ANOTHER COAT OF GREASE TO BARE BAR AND COUPLER AND WRAP WITH TWO LAYERS OF DENSO TAPE. 5. CENTER HEAT SHRINK SLEEVE OVER COUPLER AND APPLY HEAT UNTIL SLEEVE IS FULLY RECOVERED. DCP COUPLER DETAIL 2 BAGS MIN. SANDBAGS (TYP) TYPICAL SECTION TYPICAL ELEVATION SANDBAG VELOCITY REDUCER DETAIL I VELOCITY REDUCER DETAIL CORRUGATED PVC SHEATHING (SHOP GROUTED FULL LENGTH) ROD COUPLER G (OPTIONAL), SEE 3" CLR ALL AROUND TYP A (6)#6 CONT (2)#5 BOTH WAYS I Or @ ANCHOR RODS I_ ANCHOR PLATE 1 "x8"x8" I I W/ANCHOR NUT BEHIND (2)#5 _ VERT & HORIZ BARS #4 TIES @ 16" O.C. U.N.O. NOTE: FOR INFORMATION NOT SHOWN, SEE DETAILS A & K Z! A SECTION AT DEADMAN N.T.S. B EQ EQ COUPLER PER ICC ESR-3367 SPECIAL INSPECTION IS REQUIRED N.T.S. I L TWO ROWS OF SANDBAGS THREE BAGS HIGH ONE ROW OF SANDBA S TWO BAGS HIGH TC E OF SLOPE SLOPE CURB FACE, 100' MAX. NE ROW OF SANDBAGS WHERE OCCURS TWO BAGS HIGH TOE OF SLOPE PROTECTION DETAIL M O N I NOTE: THIS DETAIL SHALL APPLY AT THE ENTIRE PERIMETER OF ANY EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN COMPLIANCE WITH ITEM 6 UNDER "EROSION CONTROL NOTES" ON SHEET S-0. TOE OF SLOPE PROTECTION N.T.S. R GROUT SLEEVE 2 LAYERS OF MOLDABLE DENSO TAPE OVER BARE BAR AND COUPLER SPACE BETWEEN COUPLER AND BAR TO BE COMPLETELY FILLED WITH CORROSION INHIBITING GREASE PREPARATION FOR FIELD CUT BARS_ 1. CUT CORROSION PROTECTION AND THREAD BAR WITH AN ABRASIVE SAW (DO NOT USE A TORCH). 2. CAREFULLY REMOVE 6" (±X") CORRUGATED AND CEMENT GROUT FROM THE END OF THE NEW CUT. T.O. FUTURE STEM WALL _ ELEV=+14.40' NAVD88 r- �� FUTURE CONC STEM WALL 1 IF DEEMED NECESSARY AA i 1 TO ACCOMMODATE SEA LEVEL RISE i (N) CONC STEM WALL/ U i GUARDRAIL SEE DETAIL 3'-0" I i PLANTER T.O. (Iq LL ELEV=+10.90' _ NAVD88=+11.10' MLLW I• •II (N) 6" CONC WALL W @ (N) F.S. ELEV=+9.12' NAVD88=+9.32' MLLW N M I w �- cn PROPOSED GRADE ELEV=_+7.40" NAVD88=+7.60' MLLW T.O. E COPING ELEV=+6.74' 0 NAVD88=+6.94'f MLLW k -H 0 > U _ _ C)I o MEAN HIGH TIDE o li` I ___j CENTER LINE OF CONN TYP Q I I (E) DREDGE LINE/MUDLINE MEAN LOWER LOW WATER =+0.00' M.L.LW. 'I..I (E) CONC PANELS TO REMAIN & BE PROTECTED N.T.S. I G I TYPICAL SECTION S /#4 18 O.C. EA WAY T.G. ELEV=8.33'NAVD88 W I (N) WD DECK ON PEDESTAL SYSTEM BY OTHERS noun -i io (N) 2'-0" WIDE CONT CONC FTG W/(2)#4 CONT INSTALL (N) FILTER CLOTH AT PANEL JOINTS PER NOTES ON SHEET S-0 OR SEAL PANEL JOINTS AT BAYWARD FACE OF PANELS TO AVOID SOIL MIGRATION CHAMFER TYP Y2" VERT "V" REVEAL @ MAX 8'-0" O.C. (N) #4 EPDXY COATE ADHESIVE PINS @ 12" O.C. 6" EMBED TYP (N) 12" THICK CAST -IN -PLACE CONC STEM/RETAINING WALL (N) #4 EPDXY COATE PINS AT EA VERT TY (N) EPDXY COATED #4 CONT @ MAX 12" O.C. Y2" HORIZ "V" REVEAL L—AT T.O. (E) COPING ELEV CHIP -OUT AND REMOVE ALL CRACKED & LOOSE CONC MIN 6" THK LAYER AND ALL RUSTED EXISTING REINFORCING, AND RE -POUR MONOLITHICALLY WITH CONC STEM WALL (N) (3)#6 CONT REBARS AT COPING (N) TIE -BACK PER PLAN TYP CORRUGATED PVC SHEATHING SHOP GROUTED FULL LENGTH WITH THE FOLLOWING GROUT MIX: 1 BAG (94 LBS.) TYPE III PORTLAND CEMENT 4.5-5 GAL WATER 0.75 LBS. INTRUSION AID LS An wmmwiIm� man 01 I• •I II GRADE 4" (N) BLDG WALL, CONC SLAB & FTG UNDER SEPARATE PERMIT FOR (N) CONT CONC DEADMAN TYP SEE�g� FOR TYP COUPLER, WHERE READ, SEE rG p 0 I 1'-6" ANCHOR NUT. TORQUE ASREQ—� GROUTING TBEG ORE I 1n } 1" MIN COVER w a 0 IV � I � —'I I O I I � I I w I I � T.O. (N) F.F. ELEV=+9.12' NAVD88 QROFESS/ ORISSO LA C/) C9 No.0 66947 �n o OF CA`i� 08/02/2021 • � r Cq r Cq CN U o • 4un I9 v Cd artj Cq cw +•s a� � Cq a N N � � 00 0 0 o � Q CD z Ld (U Z C)EER ILIJ o Z > O ~ it J bi W LL J z w 915 w 3 11 w V) a� w abi �a cif M N U N.T.S. K wW RAPID SET NON- 0 SHRINK GROUT w W Q SEAL AROUND HOLE z = w w BEFORE GROUTING 0 CORRUGATED PVC LL U)SHEATHING (SHOP Q -C GROUTED FULL LENGTH W M a DYWIDAG THREADBAR z CCi _0 W PER PLAN 0 G (.0 Z I-E 1 x9"0 u''u��ollllllUUU ad W HO E S FOR GROUT 5" I.D. STD PIPE I a..a TUBES a SLEEVE WELDED TO d d ° BEARING PLATE 1/4 • . .� I .4• GROUT SLEEVE d d I AFTER STRESSING, �- (N) CONC TYP I ° I TREAT SURFACE WITH Q BONDING AGENT AND 0 FILL WITH RAPID SET to (E) CONC COPING 1" MIN NON -SHRINK GROUT & PANEL AFTER z Q STRESSING U NOTE. � CONTRACTOR SHALL APPLY EPDXY COAT ON THE FACE OF ANY REBAR w 0 OR TIE CUT DURING CORE DRILL TO PREVENT RUST DEVELOPMENT. — J W CORE DRILL DETAIL N.T.S. Q W Q � - I I I I I II I I E I 1- I • I to -� —.. I r i:I dL I •d :. . :I (E) CONC '=L COPING /(N) TIE -BACK PER PLAN `V (E) (3)#6 CONT 1.6nt ' I REBARS ASSUMED AT a COPING (E) CONC PANEL 8"f 4 I' d° NOTE: CONTRACTOR SHALL APPLY EPDXY COAT ON THE FACE OF ANY REBAR OR TIE CUT DURING CORE DRILL TO PREVENT RUST DEVELOPMENT. T SECTION AT COPING & CAP N.T.S. U w (D CN Ne CD � v RECEIVED California Coastal Co 'scion Z v South Coast Region south Co t District Ro U J JUN 14 2012 Permit N _fie r ... � W 5 O J� m ----_- -- - -� U_ CALIFORNIA OASTAL COMMISSIO! ° EFFE 1� 5��: z_ O (M CL Q Date: --- �- W W W � W z C) O N > O O d- O 11� Ld Ld N o Z Z o� Y Iw Co 7) Q 0 W U SHEET OF V SW-2 J ITI UNDERGROUND SERVICE ALERT GENERAL NOTES 1. ALL WORK SHALL CONFORM TO CHAPTER 15 OF THE NEWPORT BEACH MUNICIPAL CODE (NBMC), THE PROJECT SOILS REPORT AND SPECIAL REQUIREMENTS OF THE PERMIT. 2. DUST SHALL BE CONTROLLED BY WATERING AND/OF JUST PALLIATIVE. 3. SANITARY FACILITIES SHALL BE MAINTAINED ON THE SITE DURING CONSTRUCTION PERIOD. 4. WORK HOURS ARE LIMITED FROM 7:00 AM TO 6:30 PM MONDAY THROUGH FRIDAY; 8:00 AM TO 6:00 PM SATURDAYS; AND NO WORK ON SUNDAYS AND HOLIDAYS PER SECTION 10-28 OF THE NBMC. 5. NOISE, EXCAVATION, DELIVERY AND REMOVAL SHALL BE CONTROLLED PER SECTION 10-28 OF THE NBMC. 6. THE STAMPED SET OF THE APPROVED PLANS SHALL BE ON THE JOB SITE AT ALL TIMES. 7. PERMITTEE AND CONTRACTOR ARE RESPONSIBLE FOR LOCATING AND PROTECTING UTILITIES, 8. APPROVED SHORING, DRAINAGE PROVISION AND PROTECTIVE MEASURES MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING THE GRADING OPERATION. 9. CESSPOOLS AND SEPTIC TANKS SHALL BE ABANDONED IN COMPLIANCE WITH THE UNIFORM PLUMBING CODE AND APPROVED BY THE BUILDING OFFICIAL. 10. HAUL ROUTES FOR IMPORT OR EXPORT OF MATERIALS SHALL BE APPROVED BY THE CITY TRAFFIC ENGINEER AND PROCEDURES SHALL CONFORM WITH CHAPTER 15 OF THE NBMC. 11. POSITIVE DRAINAGE SHALL BE MAINTAINED AWAY FROM ALL BUILDINGS AND SLOPE AREAS. 12. FAILURE TO REQUEST INSPECTIONS AND/OR HAVE REMOVABLE EROSION CONTROL DEVICES ON -SITE AT THE APPROPRIATE TIMES SHALL RESULT IN A "STOP WORK" ORDER. 13. ALL PLASTIC DRAINAGE PIPES SHALL CONSIST OF PVC (SDR 35) WITH GLUED JOINTS. 14, NO PAINT, PLASTER, CEMENT, SOIL, MORTAR OR OTHER RESIDUE, SHALL BE ALLOWED TO ENTER STREETS CURBS, GUTTERS OR STORM DRAINS. ALL MATERIALS AND WASTES SHALL BE REMOVED FROM THE SITE. GRADING NOTES 1. GRADED SLOPES SHALL BE NO STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL, 2. FILL SLOPES SHALL BE COMPACTED TO NO LESS THAN 90 PERCENT RELATIVE COMPACTION OUT TO THE FINISHED SURFACE. 3. ALL FILLS SHALL BE COMPACTED THROUGHOUT TO THE MINIMUM OF 90 PERCENT RELATIVE COMPACTION AS DETERMINED BY ASTM TEST METHOD 1557, AND APPROVED BY THE SOILS ENGINEER. COMPACTION TEST SHALL BE PERFORMED APPROXIMATELY EVERY TWO FEET IN VERTICAL HEIGHT AND OF SUFFICIENT QUANTITY TO ATTEST TO THE OVERALL COMPACTION EFFORT APPLIED TO THE FILL AREAS. 4. AREAS TO RECEIVE FILL SHALL BE CLEARED OF ALL VEGETATION AND DEBRIS, SCARIFIED AND APPROVED BY THE SOILS ENGINEER PRIOR TO PLACING OF THE FILL. S. FILLS SHALL BE KEYED OR BENCHED INTO COMPETENT MATERIAL. 6. ALL EXISTING FILLS SHALL BE APPROVED BY THE SOILS ENGINEER OR REMOVED BEFORE ANY ADDITIONAL FILLS ARE ADDED. 7. ANY EXISTING IRRIGATION LINES AND CISTERNS SHALL BE REMOVED OR CRUSHED IN PLACE AND BACKFILLED AND APPROVED BY THE SOILS ENGINEER. 8. THE EXACT LOCATION OF THE SUBDRAINS SHALL BE SURVEYED IN THE FIELD FOR LINE AND GRADE. 9. ALL TRENCH BACKFILLS SHALL BE COMPACTED THROUGHOUT THE MINIMUM OF 90 PERCENT RELATIVE COMPACTION, AND APPROVED BY THE SOILS ENGINEER. THE BUILDING DEPARTMENT MAY REQUIRE CORING OF CONCRETE FLATWORK PLACED OVER UNTESTED BACKFILLS TO FACILITATE TESTING. 10. THE STOCKPILING OF EXCESS MATERIAL SHALL BE APPROVED BY THE BUILDING DEPARTMENT, 11. ALL CUT SLOPES SHALL BE INVESTIGATED BOTH DURING AND AFTER GRADING BY AN ENGINEERING GEOLOGIST TO DETERMINE IF ANY STABILITY PROBLEM EXISTS. SHOULD EXCAVATION DISCLOSE ANY GEOLOGICAL HAZARDS OR POTENTIAL GEOLOGICAL HAZARDS, THE ENGINEERING GEOLOGISTS SHALL RECOMMEND AND SUBMIT NECESSARY TREATMENT TO THE BUILDING DEPARTMENT FOR APPROVAL. 12. WHERE SUPPORT OR BUTTRESSING OF CUT AND NATURAL SLOPE IS DETERMINED TO BE NECESSARY BY THE ENGINEERING GEOLOGIST AND SOILS ENGINEER, THE SOILS ENGINEER WILL OBTAIN APPROVAL OF DESIGN, LOCATIONS AND CALCULATIONS FROM THE BUILDING DEPARTMENT PRIOR TO CONSTRUCTION. 13. THE ENGINEERING GEOLOGIST AND SOILS ENGINEER SHALL INSPECT AND TEST THE CONSTRUCTION OF ALL BUTTRESS FILLS AND ATTEST TO THE STABILITY OF THE SLOPE AND ADJACENT STRUCTURES UPON COMPLETION. 14. THE ENGINEERING GEOLOGIST SHALL PERFORM PERIODIC INSPECTIONS DURING GRADING. 15. NOTIFICATION OF NONCOMPLIANCE: IF IN THE COURSE OF FULFILLING THEIR RESPONSIBILITY, THE CIVIL ENGINEER, THE SOILS ENGINEER, THE ENGINEERING GEOLOGIST OR THE TESTING AGENCY FINDS THAT THE WORK IS NOT BEING DONE IN CONFORMANCE WITH THE APPROVED GRADING PLANS, THE DISCREPANCIES SHALL BE REPORTED IMMEDIATELY IN WRITING TO THE PERSON IN CHARGE OF THE GRADING WORK AND TO THE BUILDING INSPECTOR. RECOMMENDATIONS FOR CORRECTIVE MEASURES, IF NECESSARY, SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT FOR APPROVAL. CITY OF NEWPORT BEACH, CALIFORNIA COUNTY OF ORANGE PRECISE GRADING PLAN 619 36TH STREET, NEWPORT BEACH CALIFORNIA 92663 APN: 423-082-11 NOTES TO OWNER, CONTRACTOR, & ARCHITECT EROSION CONTROL NOTES 1. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT IS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, 2. NO UTILITY SEARCH WAS CONDUCTED. A UTILITY SEARCH BY THE CONTRACTOR SHALL BE CONDUCTED AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES FOUND ON THE SITE AND TO NOTIFY THE OWNERS OF THE UTILITIES IMMEDIATELY UPON THEIR DISCOVERY. 3. EARTHWORK AND OTHER CONSTRUCTION ITEM QUANTITIES SHOWN ON THESE PLANS ARE ESTIMATES FOR PERMITTING PURPOSES ONLY AND SHALL NOT USED FOR CONSTRUCTION COST ESTIMATES OR FOR BIDDING PURPOSES. THE CONTRACTOR SHALL DEVELOP OWN QUANTITIES FOR BIDDING PURPOSES. 4. A SOILS INVESTIGATION MUST BE MADE BY A QUALIFIED SOILS ENGINEER AND/OR GEOLOGIST. SOIL AND EARTH ACCEPTABILITY ARE NOT UNDER PURVIEW OR THE RESPONSIBILITY OF THE DESIGN ENGINEER FOR THIS PLAN. CIVILSCAPES ENGINEERING DOES NOT TEST OR OBSERVE SOIL CONDITIONS PRIOR TO, DURING OR AFTER CONSTRUCTION AND HAS NO RESPONSIBILITY FOR SOILS (EARTH) STRUCTURES. 5. ALL RETAINING WALL DESIGNS ARE TO BE BUILT PER STRUCTURAL ENGINEER'S PLAN AND PER SEPARATE PLAN AND PERMIT. 6. REFER TO SOILS REPORT FOR GRADING RECOMMENDATIONS. 7. CONTRACTOR SHALL VERIFY EXISTING ELEVATION, PROTECT ALL EXISTING UTILITIES, AND DOWNSTREAM DRAIN. 8. TOPOGRAPHIC SURVEY SHOWN HEREON FOR REFERENCE PURPOSES ONLY. 9. TOPOGRAPHIC SURVEY PREPARED BY: APEX LAND SURVEYING INC., HUNTINGTON BEACH, CA 92646 10. VERIFY EXISTING TOPOGRAPHIC ELEVATIONS AND NOTIFY CIVILSCAPES ENGINEERING OF ANY CONFLICTS PRIOR TO CONSTRUCTION. 11. NO UTILITY SEARCH WAS CONDUCTED. CONTRACTOR SHALL PROTECT UTILITIES OR STRUCTURES FOUND ON THE SITE AND NOTIFY CIVILSCAPES ENGINEERING OF ANY CONFLICTS, 12. EXTERIOR FOUNDATIONS WALLS SHALL COMPLY WITH THE DETAILS AS SHOWN BELOW: 13. PAD ELEVATION IS ASSUMED TO BE BASED ON ARCHITECTURAL FLOOR PLAN WITH AT LEAST 5" THICK CONCRETE AND 4" THICK BASE WITH VAPOR BARRIER PER SOILS REPORT. CONTRACTOR TO VERIFY WITH LATEST APPROVED SOILS REPORT AND STRUCTURAL ENGINEER FOR EXACT SLAB RECOMMENDATIONS. 14. A PUBLIC WORKS DEPARTMENT ENCROACHMENT PERMIT INSPECTION IS REQUIRED BEFORE THE BUILDING DEPARTMENT PERMIT FINAL CAN BE ISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF AN OF THE EXISTING PUBLIC IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER, AND ALLEY/STREET PAVEMENT WILL BE REQUIRED AND 100% PAID BY THE OWNER. SAID DETERMINATION AND THE EXTENT OF THE REPAIR WORK SHALL BE MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. 15. AN APPROVED ENCROACHMENT PERMIT IS REQUIRED FOR ALL WORK ACTIVITIES WITHIN THE PUBLIC RIGHT OF WAY. AN ENCROACHMENT AGREEMENT IS REQUIRED FOR ALL NON-STANDARD IMPROVEMENTS WITHIN THE PUBLIC RIGHT-OF-WAY. 16. ALL WORK RELATED TO WATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BY A C-34 LICENSED PIPELINE CONTRACTOR OR AN 'A' LICENSED GENERAL ENGINEERING CONTRACTOR. 17. ALL WORK RELATED TO WASTEWATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BY A C-42 LICENSED SANITATION SEWER CONTRACTOR OR AN 'A' LICENSED GENERAL ENGINEERING CONTRACTOR. 18. REMOVE ALL EXISTING LANDSCAPE ELEMENTS. 19. REMOVE EXISTING NON -GRASS PARKWAY ELEMENTS BETWEEN SIDEWALK AND CURB. REPLACE WITH SOD TO MATCH EXISTING AS REQUIRED. 20. REFER TO SOILS REPORT FOR GRADING RECOMMENDATIONS AND OVER -EXCAVATION REMOVALS AND COMPACTION REQUIREMENTS. 21. PIPE MATERIAL MAY BE SUBSTITUTED IF APPROVED BY ENGINEER. 22. INCLUDE ALL REQUIRED JOINTS AND FITTINGS. PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. 23. UTILITIES SHALL BE CONSTRUCTED AND INSTALLED PER CALIFORNIA PLUMBING CODE AND CITY PLUMBING CODE. SERVICE LINES AND METER SIZES SHALL BE CONFIRMED BY PLUMBING ENGINEER OR CONTRACTOR PRIOR TO CONSTRUCTION. 24, CONSTRUCT TRENCH, BEDDING, AND BACKFILL PER MANUFACTURER'S INSTALLATION INSTRUCTIONS, ASTM D 2321, AND SOILS REPORT. 25. ALL FIXTURES, EQUIPMENT, PIPING AND MATERIALS SHALL BE LISTED. 26. CONTRACTOR SHALL VERIFY ELEVATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES 1. ALL LOOSE SOIL AND DEBRIS SHALL BE REMOVED FROM PAVED SURFACES. AREAS UPON STARTING OPERATIONS, AND PERIODICALLY THEREAFTER. 2. SEDIMENT CONTROL MEASURES (I.E. GRAVEL BAGS OR EQUIVALENT) SHALL BE IMPLEMENTED AT THE PERIMETER OF ALL DISTURBED SOIL AREAS TO CONTROL RUN-ON AND RUN-OFF. 3. GRAVEL BAGS AND NECESSARY MATERIALS SHALL BE AVAILABLE ON SITE AND STOCKPILED AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES OR TO REPAIR ANY DAMAGED EROSION CONTROL MEASURES, WHEN RAIN IS IMMINENT. A STAND-BY CREW SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. 4. MATERIALS AND WASTE WITH THE POTENTIAL TO POLLUTE URBAN RUN-OFF SHALL BE USED IN ACCORDANCE WITH LABEL DIRECTIONS AND SHALL BE STORED IN A MANNER THAT EITHER PREVENTS CONTACT WITH RAINFALL OR CONTAINS CONTAMINATED RUN-OFF FOR TREATMENT AND DISPOSAL. 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. PUBLIC WORKS NOTES 1. PRIOR TO PERFORMING AND WORK IN THE CITY RIGHT-OF-WAY AN ENCROACHMENT PERMIT MUST BE OBTAINED FROM THE PUBLIC WORKS DEPARTMENT, 2. A PUBLIC WORKS DEPARTMENT ENCROACHMENT PERMIT INSPECTION IS REQUIRED BEFORE THE BUILDING DEPARTMENT PERMIT FINAL CAN BE ISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF ANY OF THE EXISTING PUBLIC IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER, AND ALLEY/STREET PAVEMENT WILL BE REQUIRED. ADDITIONALLY, IF EXISTING UTILITIES INFRASTRUCTURE ARE DEEMED SUBSTANDARD, A NEW 1-INCH WATER SERVICE, WATER METER BOX, SEWER LATERAL AND/OR CLEANOUT WITH BOX AND LID WILL BE REQUIRED. 100% OF THE COST SHALL BE BORNE BY THE PROPERTY OWNER (MUNICIPAL CODES 14.24.020 AND 14.08.030). SAID DETERMINATION AND THE EXTENT OF THE REPAIR WORK SHALL BE MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. CONTRACTOR IS RESPONSIBLE TO MAINTAIN PUBLIC RIGHT OF WAY AT ALL TIMES DURING THE CONSTRUCTION PROJECT. A STOP WORK NOTICE MAY BE ISSUED FOR ANY DAMAGE OR UNMAINTAINED PORTION OF PUBLIC RIGHT OF WAY. 3. AN ENCROACHMENT AGREEMENT IS REQUIRED FOR ALL NON-STANDARD IMPROVEMENTS WITHIN THE PUBLIC RIGHT OF WAY. ALL NON-STANDARD IMPROVEMENTS SHALL COMPLY WITH CITY COUNCIL POLICY L-6. 4. CONTRACTOR REMOVE ALL EXISTING DECORATIVE MATERIAL WITHIN THE PUBLIC RIGHT-OF-WAY. 5. ALL LANDSCAPING WITHIN THE PUBLIC RIGHT-OF-WAY SHALL HAVE A MAXIMUM GROWTH CHARACTERISTIC OF 36-INCHES. OWNER ARCHITECT JT & LT NB LLC 11216 RESEVOIR SANTA ANA, CA 92705 CIVIL ENGINEER/ SURVEYOR WILL ROLPH CIVILSCAPES ENGINEERING, INC. 28052 CAMINO CAPISTRANO, STE 213 LAGUNA NIGUEL, CA 92677 949.464,8115 will@civilscapes.com C.J. LIGHT ASSOCIATES 1401 QUAIL STREET, STE. 120 NEWPORT BEACH, CA 92660 949.851.8345 GEOTECHNICAL CERTIFICATION I HIS GRADING PLAN HAS BEEN REVIEWED BY THE UNDERSIGNED AND FOUND TO BE IN CONFORMANCE WITH THE RECOMMENDATIONS AS OUTLINED IN THE FOLLOWING SOILS REPORT FOR THIS PROJECT ENTITLED: GEOTECHNICAL ENGINEERING INVESTIGATION PROJECT No.: W.O. 586419 DATED: DECEMBER 26, 2019 FIRM NAME: COAST GEOTECHNICAL, INC. BY: DATE: ENGINEERING GEOLOGIST VICINITY MAP NO SCALE SHEET INDEX SITE DATA: Cl TITLE SHEET C2 GRADING & DRAINAGE PLAN C3 EROSION CONTROL PLAN C4 GEOTECHNICAL NOTES EARTHWORK QUANTITIES RAW CUT RAW FILL OVER EXCAVATION SHRINKAGE 5%± NET 0 CUBIC YARDS 150 CUBIC YARDS 200 CUBIC YARDS 10 CUBIC YARDS 160 CUBIC YARDS (IMPORT) SOILS ENGINEER REFER TO GEOTECHNICAL INVESTIGATION FOR ADDITIONAL INFORMATION: EGA CONSULTANTS, INC. 375-C MONTE VISTA AVENUE COSTA MESA, CA 92627 949.642.9309 EXCAVATION NOTES: 1. CONTRACTOR SHALL USE THE CITY STANDARD FORM "30-DAY NOTICE OF INTENT TO EXCAVATE" TO NOTIFY ADJACENT PROPERTY OWNERS BY CERTIFIED MAIL 30 DAYS PRIOR TO STARTING EXCAVATION OF SHORING. CITY STANDARD FORM CAN BE OBTAINED AT: http://www.newportbeachca,gov/home/showdocument?id=17395. PROOF OF CERTIFIED DELIVERY IS REQUIRED AT THE TIME OF PERMIT ISSUANCE. 2. CAL -OSHA PERMIT IS REQUIRED FOR EXCAVATIONS DEEPER THAN 5` AND FOR SHORING AND/OR UNDERPINNING, 3. CONTINUOUS SPECIAL INSPECTION, PER SECTION 1705.6, SHALL BE PERFORMED BY THE GEOTECHNICAL ENGINEER DURING SHORING AND EXCAVATION OPERATIONS AND DURING REMOVAL OF SHORING. 4. A LICENSED SURVEYOR SHALL PROVIDE HORIZONTAL AND VERTICAL MONITORING OF SHORING IMPROVEMENTS ON ADJACENT PROPERTIES AND PROVIDE RESULTS WITH A REPORT TO THE SHORING DESIGN ENGINEER & TO THE BUILDING INSPECTOR ON A DAILY BASIS DURING THE EXCAVATION & SHORING, AND ON A WEEKLY BASIS THEREAFTER. WHERE DEWATERING IS REQUIRED, MONITORING SHALL CONTINUE UNTIL DEWATERING IS STOPPED. SITE ADDRESS: 619 36TH STREET, NEWPORT BEACH APN: 423-082-11 GENERAL PLAN LAND USE: RT TWO -UNIT RESIDENTIAL ZONING DISTRICT: R-2 TWO -UNIT RESIDENTIAL COASTAL ZONE: YES BENCHMARK BENCHMARK NO.: NB2-7-77 DESCRIBED BY OCS 2002 FOUND 3 3/4" OCS ALUMINUM BENCHMARK DISK STAMPED "N132-7-77" SET IN THE SOUTHWEST CORNER OF A 7 FT, BY 4.5 FT. CONCRETE CATCH BASIN. MONUMENT IS LOCATED IN THE SOUTHEAST CORNER OF THE INTERSECTION OF SUPERIOR AVENUE AND PACIFIC COAST HIGHWAY, 400 FT. EASTERLY OF THE CENTERLINE OF SUPERIOR AVENUE AND 48 FT. SOUTHERLY OF THE CENTER MEDIAN ALONG PCH. MONUMENT IS SET LEVEL WITH THE SIDEWALK. NAVD88 ELEVATION = 8.565 (LEVELED 2015) RECEIVEU South Coast Reoion JUN 14 2022 CALIFORNIA `)ASTAL CO* mmlS51op ] ZV JZ a Q M CD 04 0 (1) W � Z�Wwv CAW Jm MLu U� Z W0 um I REVISIONS I NO. I REVISION I DATE Q(zOf ESS /p� R �F D.CD s z C 76698 F CAS\ JOB NO. 19042 DATE 2/2/2021 SHEET NO. c 1 SHEET NO. 1 OF 4 CONCRETE ST8M'`WA`Cf = PER STRUCTURAL PLAN 8.48 BULKr" EADN Q! j-Te'-f UE CONCRETE STEM WALLY PER STRUCTURAL PLAWG_ FINISHED SURFACE GRADING PLAN SCALE: 1" = 8' STORM DRAIN PLAN Gimi(c"l=n PI nnR FINISHED GRADE 15 STEM WALL DETAIL ONO SCALE �7.16 , FS * SLAB SHALL BE UNDERLAIN BY A MINIMUM OF 4 INCHES J" (MAX) LARGER GRAVEL OR 2" (MAX) STONE PER CRC R403.2. CONTRACTOR SHALL REFER TO ARCHITECTURAL AND STRUCTURAL PLANS TO CONFIRM DEPTH, THICKNESS, AND ELEVATION OF FLOOR. * VERTICAL DISTANCE PER 2016 CRC SECTION R317.1 MAY BE REDUCED PROVIDED THAT WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, THAT REST ON EXTERIOR FOUNDATION WALLS ARE MADE OF NATURAL DURABLE OR PRESERVATIVE -TREATED WOOD IN ACCORDANCE WITH CODE. CONTRACTOR SHALL NOTIFY CIVILSCAPES ENGINEERING IF THERE ARE ANY CONFLICTS ** CONSTRUCT STEM WALL AS NECESSARY TO PROVIDE MINIMUM SEPARATION DISTANCE BETWEEN WOOD SHEATHING AND SURFACE PER 2016 CRC SECTION R317.1. FOUNDATIONS WITH STEM WALLS SHALL HAVE ONE NO.4 BAR WITHIN 12 INCHES FROM TOP OF WALL AND ONE NO.4 BAR LOCATED 3 TO 4 INCHES FROM BOTTOM OF FOOTING (MINIMUM) PER 2016 CRC SECTION R403.1.3.1. REFER TO STRUCTURAL DRAWINGS FOR DETAILS. *** MINIMUM GRADE AWAY FROM FOUNDATION SHALL BE PER 2016 CRC SECTION R401.3. CONTRACTOR SHALL NOTIFY CIVILSCAPES ENGINEERING IF THERE ARE ANY CONFLICTS. W CK t) rn - 7.16 FS FL PER PLAN 5% MIN. 5 % MIN. GRAVEL BASE/ FINISHED GRADE PER PLAN �� FLOWLINE DETAIL ONO SCALE 0 8 16 SCALE IN FEET 1 INCH =8 FEET 6-I1\10H E CONSTRUCTION NOTES 10 HARDSCAPE PER ARCHITECT'S PLAN. O2 DRIVEWAY PER ARCHITECT'S PLAN. 30 PLANTER AREA PER ARCHITECT'S PLAN. ® WALL OR FENCE PER ARCHITECT'S PLAN. OFLAT PERMEABLE WOOD DECKING SUPPORTED ON BISON PEDESTAL SYSTEM OVER SLOPED CONCRETE BASE PER ARCHITECT'S PLAN. © FURNISH & INSTALL 4-INCH SDR-35 PVC STORM DRAIN (OR APPROVED EQUAL) PER CPC. INCLUDE REQUIRED JOINTS AND FITTINGS PER CPC. CONSTRUCT TRENCH, BEDDING, AND BACKFILL PER ASTM D 2321 AND SOILS REPORT. O7 FURNISH & INSTALL 6" NDS SPEE-D BASIN W/6" GREEN ATRIUM GRATE PER DETAIL HEREON. ® FURNISH & INSTALL. 6" NDS SPEE-D BASIN W/6" BRASS SQUARE GRATE PER DETAIL HEREON. OIF EXISTING METER IS SUBSTANDARD, REMOVE AND REINSTALL 1-INCH WATER METER PER CITY OF NEWPORT BEACH STANDARD DRAWING STD-502-L. PROTECT SERVICE LINE FROM METER TO WATER MAIN. METER AND SERVICE SIZE SHALL BE CONFIRMED BY MEP CONSULTANT. ** 10 FIELD VERIFY LOCATION AND CONDITION OF EXISTING SEWER LATERAL TO SATISFACTION OF CITY ENGINEER. REMOVE EXISTING CLEANOUT AND PROVIDE NEW SEWER CLEANOUT WITH TRAFFIC RATED BOX PER CITY OF NEWPORT BEACH STANDARD DRAWING STD-406-L. 11 REMOVE AND REINSTALL NEW GAS SERVICE AND METER PER GAS COMPANY'S STANDARDS AND SPECIFICATIONS. 12 RECONSTRUCT DRIVEWAY APRON PER NEWPORT BEACH CITY STANDARD PLAN STD-163-L. W = 16', X = 3'. 13 TEMPORARY PIPE & BOARD SHORING PER STRUCTURAL PLAN DETAIL 15/S7. 14 NDS TRENCH DRAIN WITH 4" WIDE (MIN.) GRATE. 15 CONSTRUCT CONCRETE STEMWALL PER STRUCTURAL PLANS AND DETAIL HEREON. 16 CONSTRUCT SIDEWALK & PRIVATE DRAIN THROUGH CURB PER CITY OF NEWPORT BEACH STANDARD DRAWING STD-184-L. 17 CONSTRUCT AND GRADE FLOWLINE PER DETAIL HEREON. 18 5" THICK CLEAN MEXICAN BEACH PEBBLE PER ARCH. PLAN OVER FINISHED GRADE; ADD 5" TO FG ELEVATIONS HEREON FOR TOP OF GRAVEL ELEVATION. 19 CONSTRUCT MINIMUM 12" WIDE X 12" DEEP FULL DEPTH ASPHALT CONCRETE PATCHBACK ALONG ENTIRE LENGTH OF NEW GUTTER; TACK COAT ALL SURFACES PRIOR TO PATCHBACK PLACEMENT. ©0 CONNECT DOWNSPOUT TO ONSITE STORM DRAIN SYSTEM PER DETAIL HEREON. 21 FURNISH & INSTALL 3-INCH SDR-35 PVC STORM DRAIN (OR APPROVED EQUAL) PER CPC. INCLUDE REQUIRED JOINTS AND FITTINGS PER CPC. CONSTRUCT TRENCH, BEDDING, AND BACKFILL PER ASTM D 2321 AND SOILS REPORT. 2© CONSTRUCT 12 LINEAR FEET OF PERFORATED PIPE AND GRAVEL TRENCH PER DETAIL HEREON. 23 CONSTRUCT 1-1/2" FORCEMAIN; CONNECT TO PUMP DISCHARGE. ALL WORK RELATED TO WASTEWATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BY A C-42 LICENSED SANITATION SEWER CONTRACTOR OR AN A LICENSED GENERAL ENGINEERING CONTRACTOR. ALL WORK RELATED TO WATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BY A C-34 LICENSED PIPELINE CONTRACTOR OR AN A LICENSED GENERAL ENGINEERING CONTRACTOR. LEGEND TS TOP OF STEM WALL TOP TOP OF SLOPE TRW TOP OF RETAINING WALL FF FINISHED FLOOR ELEVATION TG TOP OF GRATE TC TOP OF COPING OR TOP OF CURB TR TOP OF RAILING PA PLANTER AREA TW TOP OF WALL LS LANDSCAPE ✓C DOWNSPOUT FS FINISHED SURFACE FL FLOW LINE FG FINISHED GRADE GB GRADE BREAK S AROUND RISER PIPE (TYP) HP HIGH POINT INV INVERT I PVC RISER WITH GFF GARAGE FINISHED FLOOR SPOUT INSIDE RISER PIPE EG EXISTING GRADE BFF BASEMENT FINISHED FLOOR TRW TOP OF RETAINING WALL ( ) EXISTING SPOT ELEVATION DRAIN PIPE PER STORM DRAIN PLAN - - PROPERTY LINE AND LIMIT -OF -WORK PROPOSED WALL PERMEABLE RAISED DECK PER ARCHITECTURAL PLAN III^ GRAVEL BASE BELOW DECK PER DETAIL HEREON o DOWNSPOUT CONNECTION DETAIL © NO SCALE RECEIVED South Coast Region JUN 14 2022 CALIFORNIA 7ASTAL COIVIMISSIO�,! LANDSCAPING OR PAVERS —� 3" COVER MINIMUM 4" DIA. PERFORATED PVC DRAIN PIPE W/ PERFORATIONS AT BOTTOM 18" CO 3/4" CRUSHED ROCK o � —WRAP SIDES AND BOTTOM OF _ TRENCH WITH FILTER FABRIC; PROVIDE 12" 4" MINIMUM OVERLAP AT TOP OF TRENCH 2 PERFORATED DRAIN PIPE AND TRENCH © NO SCALE C'7 N W O O a z - CL m II CD U Q �U O W c z � . Lo 7 Q z 00 04 LO UZ� 00 Q d' N _I O) U) z (1) b; J (102.6) EXISTING ELEVATION; CONTRACTOR SHALL FIELD OR VERIFY ELEVATIONS PRIOR TO CONSTRUCTION AND REVISIONS 102.6 REPORT ANY DISCREPANCIES TO CIVILSCAPES NO. REVISION I DATE ENGINEERING ci r',nr -rri NDS SPEE-D BASIN DETAIL 00 NO SCALE NDS ATRIUM GRATE OR FLAT GRATE SLOPE TO DRAIN --TED SOIL DRAIN _NGTH AS REQUIRED) Q?pFESS/p D EQUAL 0 �\PO D of F,G Z #201 SPEE-D BASIN ED EQUAL Uj C 76698 s rn DRAIN PIPE ELEVATION JOB NO. 19042 STONE DATE 2/2/2021 SHEET NO. C2 SHEET NO. 2 OF 4 Uj FF=9.12 ° Il P/L EXISTING FENCE TO BE REMOVED AND REPLACED WITH 6" CMU RETAINING/SCREEN WALL PER SEPARATE PERMIT 5" MEXICAN BEACH PEBBLE OVER FG/FL �FG PER C2 EXISTING GROUND TEMPORARY SHORING -PER STRUCTURAL PLAN DETAIL 15/S7 SECTION A -A SCALE: V=4' D �1 O 0 DIAL TWO WORKING BEFORE DAYS BEFORE YOU DIG ,;t11� YOU 'DIG TOLL FREE CALL 811 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT P/L O] w 6" CMU RETAINING/SCREEN o z WALL PER SEPARATE PERMIT 5" MEXICAN 0 > BEACH PEBBLE 9.00 TS W Q a x OVER FG/TG W w (7.401 7.70TG GFF=7.89 FG PER C2 f III EXISTING GROUND TEMPORARY 1:1 SLOPE FOR_,,_� OVER -EXCAVATION _ P/L ADAPTABLE POTENTIAL FUTURE BULKHEAD r ELEVATION TO 14.40 TW �I I I I I 1n 9n I I CONCRETE STEM WALL PER STRUCTURAL PLAN EXISTING COPING TO BE REPAIRED PER STRUCTURAL PLAN EXISTING CONCRETE PANELS TO REMAIN PER STRUCTURAL PLAN SECTION B-B SCALE:1"=4' 36" CONCRETE PERIMETER PER ARCH. PLAN FLAT WOOD DECK ON BISON PEDESTAL SYSTEM OVER CONCRETE BASE 7FW EXISTING + GROUND \ TEMPORARY 1:1 SLOPE FOR OVER -EXCAVATION/ \_ SECTION D-D SCALE:1"=4' Q 0 J d 0 0 W LL 0 5" MEXICAN BEACH PEBBLE OVER FG 7.9% r SCALE:1"=4' P/L L1J Uj Uq Q0 m 7.16 FS P/L TEMPORARY 1.1 SLOPE FOR OVER -EXCAVATION EXISTING FENCE TO BE REMOVED AND REPLACED WITH 6" CMU RETAINING/SCREEN WALL PER SEPARATE PERMIT EXISTING FLOWLINE IER BUILDING DETAIL ON (ADJACENT SHEET C2 V NEIGHBOR) SECTION E-E SCALE. V=4' PER TEMPORARY SHORING PERSTRUCTURAL PLAN DETAIL 15/S7 WQMP NOTE: MANY IMPROVEMENTS TO HARDSCAPE OR LANDSCAPE IN THE FUTURE MAY REQUIRE COMPLIANCE WITH A WATER QUALITY MANAGEMENT (WQMP) REPORT TO TREAT STORMWATER FOR THE ENTIRE SITE. IMPERVIOUS AREA = 2,367 SQUARE FEET AND IS DELINEATED BY THIS HATCHING 0 8 16 SCALE IN FEET 1 INCH =8 FEET NOTES EROSION CONTROL CONSTRUCTION 'EI 8 SE-6 OA INSTALL SAND (OR GRAVEL) BAG BARRIER PER CASQA S OB INLET PROTECTION PER DETAIL HEREON NOTES: 1. CONTRACTOR SHALL PROVIDE ONSITE CONCRETE WASHOUT FACILITY AND COMPLY WITH CASQA BMP WM-8. 2. ALL REMOVABLE EROSION PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE S-DAY RAIN PROBABILITY FORECAST EXCEEDS 40%. 3. SEDIMENTS FROM AREAS DISTURBED BY CONSTRUCTION SHALL BE RETAINED ON SITE USING AN EFFECTIVE COMBINATION OF EROSION AND SEDIMENT CONTROLS TO THE MAXIMUM EXTENT PRACTICABLE, AND STOCKPILES OF SOIL SHALL BE PROPERLY CONTAINED TO MINIMIZE SEDIMENT TRANSPORT FROM THE SITE TO STREETS, DRAINAGE FACILITIES OF ADJACENT PROPERTIES VIA RUNOFF, VEHICLE TRACKING, OR WIND. 3. APPROPRIATE BMPS FOR CONSTRUCTION -RELATED MATERIALS, WASTES, SPILLS OR RESIDUES SHALL BE IMPLEMENTED AND RETAINED ON SITE TO MINIMIZE TRANSPORT FROM THE SITE TO STREETS, DRAINAGE FACILITIES, OR ADJOINING PROPERTY BY WIND OR RUNOFF. 2 BAGS (MIN.) TYP. SECT. TYP. ELEV. SAND BAG DETAIL ANO SCALE TEMPORARY PVC PIPE EXTENSION FOR EROSION PURPOSES PVC PIPE DRAIN PER PRECISE GRADING PLAN FUTURE ROUND GRATE TG ELEV PER PLAN DS RISER B AREA DRAIN INLET PROJECTION NO SCALE RECEIVED South Coast Region JUN 14 2022 CALIFORNIA 1_20ASW MIVIMISSIO! li co N w E U) v OW Zco 0 �� N cn U) > � V � Q � J O U w c Z Q co UzLO 00 < -t N J O) U) I REVISIONS I NO. I REVISION I DATE Q(3FESS/p� CFO �p M D Ld F CD S Z C 76698 m fV jog No. 19042 DATE 2/2/2021 SHEET NO. I C 3 SHEET NO. 3 OF 4 rn 3 a 0 z 0 C9 N 0 rn 0 0 m z U) s M rn N 0 rn U d 'O d: a COAST GEOTECHNICAL, INC. J r and NT NB LLC 9 W. ®. 586419-01 Cleotechnical Engiineering investf'gatim December 26, 2019 GENERAL GRADING NOTES All existing strictures shall be demolished and all vegetation and debris shall be stripped and hauled from the site, The entire grading operation shall be done in accordance with the attached "Specifications for Grading!% Any import fill materials to the site shall not have an expansion index greater than 20, and shall be tested and approved by our laboratory. Samples must be submitted 48 hours prior to import. C ading and/or foundation recommendations are subject to modification upon review of final plans by the Geotechnical Engineer. Please submit plans to COAST GEOTECHNICAL, Inc. when rivailable. GRADING RECOMMY,NDATIONS I.emoval and recompaction of existing earth materials will be required to provide adequate support for foundations and site improvements. Earthwork for foundation support shall include l�e entire building pad and shall extend a minimum of three feet outside exterior footing lines. L3ased on in place densities and consolidation tests, soils found at a depth of three feet below existing grade and deeper have adequate geotecbmcal properties to provide adequate support of proposed fills and the structure; as such, removals to a depth of three feet below existing grade or to one foot below proposed footing bottoms, whichever is greater, are anticipated; however, field observations made at the time of grading shall determine final removal limits. To provide adequate support along property lines excavations shall be sloped at a 1:1 (H:V) gradient from property line down to the excavation bottom. As fill soils are placed the grading contractor shall bench into the 1:1 construction out to final grade. Temporary excavations along property lines are shown on Plate 4. Turing earthwork operations, a motive of COAST GEOTECHNICAL, INC. shall be present t) verify compliance with these recommendations. Subsequent to approval of the excavation bottom, the area shall be scarified six inches, moisture conditioned as needed, and compacted to d minimum of 90% relative compaction. will soils shall be placed in six to eight inch loose lifts, moisture conditioned as needed, and Compacted to a minimum of 90% relative compaction. This process shall be utilized to finish grade. Due to the caving nature of the on -site sands, it is highly recommended that the upper two }feet of fill be mixed with Portland cement to mitigate the potential for caving of the foundation excavations. COAST GEOTECHNICAt, INC. 7T and NT NB LLC. 10 W. O. 58641 -01 Geotechnical En 'aid egdn lnvestigation December 26: ` 019 Grading for hardscape areas shall consist of removal and recompaction of loose surficial dolls. Removal depths are estimated at one to two feet. Earthwork shall be performed in accordance with previously specked methods. FOUNDATIONS - RESIDENCE The residence is recommended to be supported by a mat foundation. The structural engineer should design the thickness and reinforcement requirements for the mat foundation for the building based on the anticipated loading conditions. The mat foundation slab should be at least twelve inches thick, .with perimeter footing a minimum of 24 inches below the lowest adjacent grade. A modulus of subgrade reaction of 100 pci may be used in the design of the mat foundation. Calculations are provided on Plate I. Reinforcement shall be determined by the structural engineer. The mat foundation may utilize an allowable bearing value of 1,800 pounds per square foot. This value is for dead plus live load and may be increased by 1/3 for total including seismic and wind loads where allowed by code. Calculations are provided on Plate G. The structural engineer's reinforcing requirements should be followed if more stringent. Alternate foundations and or additional ground modification techniques, for support of the structure, can be addressed upon request of the project manager. All foundation plans are subject to review and approval of the soils engineer. All foundation bottoms shall be observed and approved by COAST GEOTECHNICAL, inc• prior to placement of the capillary break. FOUNDATIONS SECONDARY STRUCTURES Property line walls, planter walls, and other incidental foundations may utilize conventional foundation design. Continuous spread footings or isolated pads placed a minimum depth of 24 inches below lowest adjacent grade may utilize an allowable bearing value of 1,500 pounds per square foot. 111is value is for dead plus live load and may be increased 1/3 for total including seismic and wind loads where allowed by code. Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations with grade beams. Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, hlc., prior to placement of steel or concrete to verify competent soil conditions. If unacceptable aoil conditions are exposed mitigation will be recommended. COAST GEOTECHNICAL, INC. JT and NT NB LLC 13 W. 0. 586419-01 Geotecimical EnWneerine Invesdaation December 26. 2019 Utility lines shall be placed at appropriate depths. Shallow pipes can be damaged by the forces imposed by compacting backfill soils. If shallow pipes are not capable of withstanding the forces of backfill compaction, slurry backfill will be recommended. HARDSCAPE AND SLABS Hnddscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of at least one foot. Deeper removal and recompaction may be required if unacceptable conditions are encountered. These areas require testing just prior to placing concrete. Hnddscape shall be at least four inches thick and reinforced with #3 bars on 18 inch centers both ways. CHEMICAL ANALYSIS An on -site soil sample showed a soluble sulfate content of 59 ppm, which is a negligible sulfate exposure. Concrete with Type Il 2,500 psi may be utilized; however, the saltwater environ may cause damage to exposed concrete and a designed concrete should be considered. DRAINAGE Positive drainage should be planned for the site. Drainage should be directed away from structures via non -erodible conduits to suitable disposal areas. The structure should utilize roof gutters and down spouts tied directly to yard drainage. Pipes used for storm/site water drainage should be stout enough to withstand the force of compaction of the soils above. This force can be considerable, causing some weaker pipes to collapse. Drainage pipes shall have a smooth interior. Pipes with a corrugated interior can cause the buildup of deleterious matter, which can impede or block the flow of site waters and, as such, are not recommended. All storm/site water drainage pipes should be in conformance with the requirements of Table 1102.5 of the California Plumbing Code. Unlined flowerbeds, planters, and lawns should not be constructed against the perimeter of the structure. If such landscaping (against the perimeter of a structure) is planned, it should be properly drained and lined or provided with an underground moisture bonier. Irrigation should be kept to a minimum. The current CBC recommends five percent slope away from structures for landscape areas within ten feet of the residence. Hadscape areas shall be sloped a minimum of two percent where within ten feet of the residence unless allowed otherwise by the building official. Minimum drainage shall be one percent for hadscape areas and two percent for all other areas. We do not recommend the use of infiltration best management practice (BMP) such as bottomless trench drains, infiltration trenches, infiltration basins, dry wells, permeable pavements or similar systems designed primarily to percolate water into the subsurface soils within five feet of foundations. Due to the physical characteristics of the site earth materials, infiltration of waters into COAST GEOTECHNICAL, INC. JT and NT NB LLC 11 W. 0. 586419-01 Geotechnical EngiaaeringInyestigation December 26, 2019 Foundations shall be reinforced with a minimum of four #5 bars, two top and two bottom, The structural engineer's recommendations for reinforcement shall be utilized where more severe, LATERAL DESIGN Lateral restraint at the base of footings and on slabs may be assumed to be the product of the dead load and a coefficient of friction of 0.35. Passive pressure on the face of footings may also be used to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the rate of 300 pounds per square foot of depth to a maximum value of 3,000 pounds per square foot, may be used for compacted fill at this site. Calculations are provided on Plate H,.If passive pressure and friction are combined when evaluating the lateral resistance, then the value of the passive pressure should be limited to 2/3 of the values given above. FLOOR SLABS Due to liquefaction potential at the subject site, it is recommended that a inat foundation be used for the proposed structure. The minimum thickness of the mat slab is twelve inches. Slab on grades shall be designed in accordance with current CBC codes. Site soils are non -plastic. Slab on grade areas shall be supported on engineered fill compacted tg a minimum of 90% relative compaction and exhibiting proper moisture content. Subgrade soil "should be kept moist prior to casting the slab. However, if the soils at grade become disturbed during construction, they should be brought to approximately optimum moisture content &:lid rolled to a firm, unyielding condition prior to placing concrete. COAST GEOTECHNj(�AL, Inc. to verify adequacy of subgrade spoils prior to placement of vapor barrier or capillary break. Section 4.505.2.1 of the California Green Code requires the use of a capillary break between the slab subgrade and vapor barrier. The capillary break material shall comply with the requirements of the local jurisdiction and shall be a minimum of four inches in thicLkness. Geotechnically coarse clean sand is acceptable; however, some localities require the use of. four inches of gravel (1/2-inch or larger clean aggregate). If gravels are used, a Heavy filter fabri-C (Mirafi 140N) shall be placed over the gravels prior to placement of the recommended vapof barrier to r im- e puncturing of the vapor barrier. Additionally, a vibratory plate should be used over the gravels prior to placement of the recommended filter fabric to smooth out any sheep protuberances and consolidate the gravels. Slab areas should be underlain by a vapor retarder consisting of an engirt erect plastic film (as described by ASTM:E-1745). In areas where a moisture sensitive floor %verirng will be used and/or where moisture infiltration is not desirable, a vapor barrier with a %rmeance of less than 0.01perms (consistent with ACI 302.2R-06) such as 15 mil. Stego WrWp Vapor Barrier, or COAST GEOTECHNICAL, INC. JT and NT NB LLC 14 W. G. 586419-01 Geotecimical EWj eerm Inve<stieation December 26,201 the subsurface earth materials has a risk of adversely affecting below grade structures, building foundations and slabs, and hardseape improvements. From a geotechnical viewpoint surface drainage should be directed to the street. The WQMP requirement shall be addressed by the Civil Engineer. ENGINEERING CONSULTATION, TESTING & OBSERVATION We will be pleased to provide additional input with respect to foundation design once methods of construction have been determined. Grading and foundation should be reviewed by this office prior to commencement of grading so that appropriate recommendations, if needed, can be made. Areas to receive fill should be observed when unsuitable materials have been removed and prior to placement of fill. Fill should be observed and tested for compaction as it is placed. SUPPLEMENTAL CONSULTING During construction, a number of reviews by this office are recommended to verify site geotecbmcal conditions and conformance with the intentions of the recommendations for construction. Although not all possible geotechnical observation and testing services are required. The following site reviews are advised, some of which will probably be required by the City of Newport Beach: • Cr whng and excavations review for main structures • Foundation excavations • Slab subgrade compaction testing prior to placement of the capillary break or waste slab • Slab steel placement, primary and appurtenant structures • Compaction of utility trench backfill • Hadscape subgrade compaction AGENCY REVIEW All soil, geologic and structural aspects of the proposed development are subject to the review and approval of the governing agency(s). It should be recognized that the governing agency(s) can dictate the manner in which the project proceeds. They could approve or deny any aspect of the proposed improvements and/or could dictate which foundation and grading options are acceptable. Supplemental geotechnical consulting in response to agency requests for additional information could be required and will be charged on a time and materials basis. LIMITATIONS This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our exploratory COAST GEOTECHNICAL, INC. JT and NT NB LLC 12 W. C. 586419-01 Geotechnical En&eeriw2 Invesd ation December 26, 2019 equivalent, should be considered, and a qualified water proofing specialist should be consulted. The vapor barrier should be underlain by the above described capillary break materials and filter cloth. The capillary break materials should be compacted. to a uniform condition prior ' to placement of the recommended filter cloth and vapor barrier. The vapor barrier should be properly lapped and sealed. SEISMIC DESIGN Based on the current CBC the following seismic design parameters are provided. These seismic design values were determined utilizing latitude 33.6t9624 and longitude-117.930678 and calculations from the SEAOC/OSHPD seismic design calculator and' are attached. A. conservative site class D was assigned to site earth. materials. • Site Class = D • Mapped 0.2 Second Spectral Response Acceleration, Ss=1.700g • Mapped One Second Spectral Response Acceleration Si = 0.628g • Site Coefficient from Table 1613A.3.3(1), Fa =1.0 • Site Coefficient from Table 1613A.3.3(2), Fv =1.5 • Maximum Design Spectral Response Acceleration for &tt period, Sms =1.700g • Maximum Design Spectral Response Acceleration for oge-second period, Sm, = 0.942g • 5% Design Spectral Response Acceleration for short peiod, Sos = 1.133g • 5% Design Spectral Response Acceleration for one-serWd period, So1= 0.628g SETTLEMENT The maximum total post -construction static settlement is dpiticipated to be on the order of 1/2 inch. Differential settlements are expected to be less than 1/2 inr4� measured between adjacent structural elements over a distance of 40 feet. Seismic induced sd lements are addressed under previous sections. SUBSIDENCE & SEIRESKAGE Subsidence over the site is anticipated to be negligible. Sinkage of reworked materials should be in the range of 5 to 10 percent. EXPANSIVE SOILS Results of expansion tests indicate that the new surface soiis have a very low expansion potential. UTILITY LINE BACKFILLS All utility line backfills, both interior anal exterior, sil�ti be compacted to a minimum of 90% relative compaction and shall require testing at a maxiffim of two -foot vertical intervals. COAST GEOTECHNICAL, INC. JT and NT NB LLC 15 W. a. 586419-01 Geotecimical EW&eering Investigation December 26 2019 excavations. Our recommendations are based on the technical information, our understanding of the proposed construction, and our experience in the geotechnical field. We do not guarantee the performance of the project, only that our engineering work and judgments meet the standard of care of our profession at this time. In view of the general conditions in the area, the possibility of different local soil conditions may exist. Any deviation or unexpected condition observed during construction should be brought to the attention of the Geotechnical Engineer. In this way, any supplemental recommendations can be made with a minimum of delay necessary to the project. If the proposed construction will differ from our present understanding of the project, the existing information and possibly new factors may have to be evaluated. Any design changes and the finished plans should be reviewed by the Geotechnical Consultant. Of particular importance would be extending development to new areas, changes in structural ,loading conditions, postponed development for more than a year, or changes in ownership. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the Architects and Engineers for the project, and incorporated into the plans and that the necessary steps are taken to see that the contractors and subcontractors carry out such recommendations in the field. This report is subject to review by the controlling authorities for this project. We appreciate this opportunity to be of service to you. Respectfully submitted: RECEIVED COAST GEOTECM UCAL, INC. South Coast Region JUN 14 2022 CALIFORNIA 7ASTAL COMMISSION Ming-Tarng Chen RCE 54011 M N w E (� U O � Z �CL M N to O .> CL V v Q � J U W C0- Z�. Z Z LID Z O (D O N 't U U) ' REVISIONS I NO. I REVISION I DATE O ODF ESS D. �, F s z Ld C 76698 � fv F CAQ JOB No. 19042 DATE 2/2/2021 SHEET NO. C4 SHEET NO. 4 OF 4 28.05 j IDGE 6.75 6.98 24.73 �14�97 I 8.74 FS 6.78 8.28 TW F 8.79 FSl 11.3 EAVE T 30.95 BULKHEAD I IDE TVA/ 9•96 9•88 TW 9.98 If 10.03 0. 0 / TW FS 8.26 6W 6.66 6 9 7.80 56 - TW �- FS 36° 8'49" F� FS STEP 6.78 CITY OF NEWPORT BEACH, CALIFORNIA COUNTY OF ORANGE TOPOGRAPHIC MAP 619 36TH STREET LOT 10, BLOCK 636, M.M. 4/98 APN: 423-082-11 BENCHMARK: OCS BENCHMARK:1J-78-04 DESCRIPTION: DESCRIBED BY OCS 2005 - FOUND 3 3\4" OCS ALUMINUM BENCHMARK DISK STAMPED "1J-78-04", SET IN THE SOUTHERLY CORNER OF A CURVED 4 FT. BY 8 FT, CONCRETE CATCH BASIN. MONUMENT IS LOCATED IN THE SOUTHERLY PORTION OF THE INTERSECTION OF PACIFIC COAST HIGHWAY AND NEWPORT BOULEVARD, 125 FT. SOUTHWESTERLY OF THE CENTERLINE OF PCH AND 180 FT. SOUTHERLY OF THE CENTERLINE OF NEWPORT BOULEVARD ALONG THE WESTERLY SIDE OF THE SOUTHBOUND PCH TO NORTHBOUND NEWPORT BOULEVARD ON -RAMP. MONUMENT IS SET LEVEL WITH THE TOP OF THE CURB. NAVD88 ELEVATION = 11.948 (LEVELLED 2015) I TWO STORY BUILDING 7.56 I GFF I i 621 36TH STREET 7.S 15.88 / / T %// / .0,211A/E 7.4 -758 - 738- .55 4 7.52 FS FS FS S FS FS 81FL RECORD OWNER: JT & LT NB LLC 11216 RESEVOIR SANTA ANA, CA 92705 SURVEY NOTE BOUNDARY SURVEY SHALL BE PERFORMED AND PROPERTY CORNER MONUMENTS SHALL BE SET PRIOR TO PRE -GRADE MEETING SITE DATA: SITE ADDRESS: 619 36TH STREET, NEWPORT BEACH APN: 423-082-11 GENERAL PLAN LAND USE: RT TWO -UNIT RESIDENTIAL ZONING DISTRICT: R-2 TWO -UNIT RESIDENTIAL COASTAL ZONE: YES BULKHEAD OUTBID _ . 7.70 '�_ -% 100. 783 7.80 i ieic 7.8 7.51 7.61 7.57 7.71 7.52 7.52 2 o 8.25 G FGY-'�7�.67FS FS -FS � ST1 f� ---FS- -FS - -Fs- -FS -Tw �W 81FL Tw 1 152, 7!3� 8.48 m .58 FS i / / 5 6 7J/3� / 7,521 47 / FS 6 90TC TW 8.48 7.32 8TW FS 7.87 IFS/ /FS F F /FS / / 7!47/ �, $; bS� 7.49 83FL 1,251 TW FS 8.55 FS / � 7.92 FS 8.27 7.31 TW 8.15 STEP FS FS T o 6.74 TW FS STEP 8!5' /GF ( o BULKHEAD OUTSIDE �7.31 7.39 57 STEP / ~ GF m \ ONE STORY BUILDING 8.46 FS 7.90 / 8.487.94 FS 8. S, FF WOOD 619 3 6 1 �T R E Efi DOCK STEP ��1' \ 1= ~ DOCK 8.46 STEP �-- - - 7P142� 82-11 / / m 7.75 / E EZ M YE/ z 6 97TC 7.59 7.91 STEP \ �// / /��� 6.93 STEP FS / 91FL TOP IN I E 7.38 d TS5 7.95 \ // / \ F LO 8,44 TG z 7.35 FS / \ / / // / / SCO 16 m TW FS 8.47 EAVE 2. " BOLLARD 8.24 7.V7�3 TW 7.93 / 7.86 7.81 -/ / 7.45' "39 TW F8 T62 8.68 FS 93/ �/ S S O FS7l%01 7,59 FSS'20 6 97TC 6.72 S TW //FS// / FS �j /i5/��/�/ // FS /�/` 7.54 7.52 7.44 13.72 87FL BULKHEAD OUTSIDE 8.23 7.76 FS FS F 3.7 24 721TC 8.50 8.67 FS -� 7-8� -n.R7- -Z-ZO - ��27.58 FS 13.61 13.70 8.9 M85FL TW TW TW 11.5 FS FS FS N36°18'49"W FS S FS 100.00' TF TF TF 7 8 7.71 FG 7.48 7.59 7.73 16. � 13.68 S 11.65 8.69 7.80 EAVE DECK COR 0 7.91 TW TW 8,39 7.92 FS- -� -� -F� F9S0 7.33 T 7 $ FL FG STEP7.92 7 6'4 % / 7 7 66 ,1 ?� .1� FS • 6.90 7.50 8.80 STEP F // F/, 6S FS F E V / TC TW 16r94 % / // 7.8/ / �/. /7! � �f FG 7.51 EAVE FS FS / FG 7.48 / FS TWO STORY BUILDING 617 36TH STREET •7.16 7.2' FS 6.8 VICINITY MAP NO SCALE LEGEND FF FINISHED FLOOR FG FINISHED GRADE FS FINISHED SURFACE AT AERIAL TARGET GRASS EDGE OF GRASS EG EDGE OF PAVEMENT CONC EDGE OF CONCRETE FL FLOW LINE BLDG BUILDING TG TOP OF GRATE TILE TILE FENCE FENCE GATE GATE WALL SIDE OF WALL THRESH EDGE OF THRESHOLD GFF GARAGE FINISHED FLOOR TC TOP OF CURB TRW TOP OF RETAINING WALL TW TOP OF WALL SMH SEWER MANHOLE NG NATURAL GRADE a..° HARDSCAPE / BUILDING WALL - STREET CENTERLINE -- - - - BOUNDARY LINE - - - - RIGHT-OF-WAY WALL RECEIVED Soi Ith Coast Region JUN 14 2022 (.:ALIFORNIA C,':VN tAL COMMISSION) 0 8 16 SCALE IN FEET INCH =8 FEET M N to 0 o Zr'_ CU c N a-_ v .v � <C o U W �_ (D� �z� L) < z N � d: 0a� N J C37 I Q Uiw u a IL W a � z W N L) G� a�WU) uj a �OW'rLu '^ CO�vMF- ZOO 0d �'" IL � W 0 Z w REVISIONS - NO. REVISION DATE QROF ESS Ip� s y Ld C 76698 a, O o N 0 JOB NO. 19042 DATE 11 /7/2019 z SHEET NO. ) TOPOc-D N 0 rn U �7 O ll: SHEET NO. 1 OF 1 0 T 7- I