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HomeMy WebLinkAboutPA2022-0253 - AIC PlansGENERAL 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 SHALL APPLY WHERE NO SPECIAL DETAIL IS SHOWN. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION, OR A NOTE IS SHOWN FOR ONE CONDITION, 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 ERECTIONBRACING 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. q 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. GRADING NOTES 1. THE ANTICIPATED TOTAL VOLUME OF CUT AND FILL FOR SEAWALL CONSTRUCTION ON THIS PROJECT WILL BE GREATER 50 CUBIC YARDS. THUS, GRADING PERMIT IS REQUIRED. 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. 2. 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. 3. A PRE -PAVING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF TRACTOR RESENT:OWNER GRADING CON GRADING WITH THE FOLLOWING PEOPLE P , DESIGN CIVIL ENGINEER, SOILS ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR OUTLINED AT THE I FIELD INSPECTIONS WILL BE 0 THEIR REPRESENTATIVES. REQUIRED THE U Q MEETING. 4. THE PROJECT GEOTECHNICAL ENGINEER SHALL INSPECT & APPROVE ALL AREAS PRIOR THE THE PLACEMENT OF ANY FILL. 5. ALL FILLS SHALL BE INSPECTED, TESTED & APPROVED BY THE GEOTECHNICAL ENGINEER VERIFYING MINIMUM OF 90% REQUIRED RELATIVE COMPACTION AS WELL AS STABILITY. 6. ALL EXCAVATIONS FOR ANCHORS SHALL BE INSPECTED & APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE. 7. TEMPORARY EROSION CONTROL PLANS ARE REQUIRED FROM OCTOBER 15 TO MAY 15. 8. EROSION CONTROL DEVICES SHALL BE AVAILABLE ON -SITE BETWEEN OCTOBER 15 AND MAY 15. 9. 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 L & R ON SHEET SW-2. 10. LANDSCAPING PLANS SHALL BE SUBMITTED FOR APPROVAL, WORK COMPLETED AND A CERTIFICATE OF CONFORMANCE RECEIVED BY THE CITY GRADING ENGINEE R PRIOR TO CLOSURE OF PERMIT, UNLESS WAIVED BY THE CITY GRADING ENGINEER. 11. TEMPORARY DESILTING BASINS, WHEN REQUIRED, SHALL BE INSTALLED AND MAINTAINED FOR THE DURATION OF THE PROJECT. 12. DATUM: ALL ELEVATIONS ARE BASED ON MLLW AND/OR NAVS88 DATUM. STRUCTURAL GENERAL BACKFILLING & COMPACTION NOTES 1. ALL BACKFILL SHALL CONFORM TO THE SOILS ENGINEER'S 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 14ON-SERIES NONWOVEN POLYPROPYLENE GEOTEXTILE AS MANUFACTURED BY "TC MtRAFI 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 COMPA CTION 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 E S 0 INCHES IN SIZE & I NOT STACKED LAYERED OR PLACED ABOVE ELEVATION +7.0' & IS APPROVED BY THE GEOTECHNICAL ENGINEER. 1. 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. 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 OR ASTM A 772. 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 1Y21, INTERIOR FACE 1". C) PRECAST CONCRETE ELEMENTS: AS DETAILED. D) CONCRETE SLAB ON GRADE: REINFORCING STEEL AT CENTER OF SLAB, UNLESS NOTED OTHERWISE. 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. 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 :.................................................... NON -CONTINUOUS. E) GROUTING OF PVC SLEEVES :................................................ NON -CONTINUOUS. F) PILING INSTALLATION:............................................................. NON -CONTINUOUS. G) HELICAL ANCHORS INSTALLATION IN ACCORDANCE WITH ICC ER-2794:...........................................NON-CONTINUOUS. SECTION 2.4.2 OF 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 TS , DHESIVE ANCHOR BOLTS ADHESIVE DOWELS AND ANCHOR BOL A 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. VaCEIV&D QY COMMUNITy ✓DEVELOPMENT (CIO V 2 3 :ZO22 CHY,toj: 4 ' lr Iqa 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 0 REQUIRED STRENGTH. FTHE 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 MIX. 8. SEE ARCHITECTURAL NOTES FOR COLORED OR TEXTUR ED 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 SAFEERECTION 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. TRULINE PILE WALL INSTALLATION PROCEDURES & NOTES I. INSTALLATION PROCEDURE 1. INSTALL TRULINE PILES TO THE REQUIRED DEPTH IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS UTILIZING MANUAL LABOR DIGGING AND PUSH DOWN BY BACKHOE OR SIMILAR EQUIPMENT. NO NAIIMMO ALLOWW FOR THE MTALLATION OF TRULM PLEB. 2. PUMP OUT AND REMOVE ALL SAND THAT MAY HAVE ENTERED INTO THE PILES DURING THE INSTALLATION. PLACE REINFORCEMENT AS SHOWN ON DRAWINGS. 3. PLACE 5000 PSI CONCRETE FROM BOTTOM UP USING TREMIE ALL THE WAY TO TOP OF TRULINE PILES. CONCRETE COPING CAN BE POURED AT THE SAME TIME WITH PILES. 4. WHERE CALLED OUT ON THE DRAWINGS, TRULINE PILES SHALL BE MANUFACTURED IN THE MANUFACTURING PLANT OF FORMTECH ENTERPRISES, INC. LOCATED AT 126 BEN BURTON CIRCLE IN BOGART, GEORGIA, 30622 U.S.A., AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND. SPECIFICATIONS & DETAIL V/SW-2. -ZONING APPROVAL. IN CONCEPT ON LY LY - T IIESE PLAINS HAVE NOT BEEN REVIEWED FOR COMPLIANCE WITH THE BUILDING COD OR PUBLIC WORKS DEPA MENT R U Q IRE�tiEN" APPUCANT'S ACKNOWLEDGEMENT: (SiGNA CITY OF NEWPORT BEACH ?A 2t)22 -- o 2 53 APPROVAL IN CONCEPT NO. This project conforms to all applicable planning regulations and policies in effect on this date. -. _ .. . _. . . . for constru ctron No These plans are not to be used purposes. building permit will be issued until approval is received from the California Coastal Commission. PLANNI G DIVIe��SION b 2 Z 2 Z -• 3 D ate:' 1 B�1 ZONE: 9-2- . SETBACKS: I FRONT 3 2d REAR . RIGHTSIDE 3 LEFT SIDE ' 3 HEIG HT 2H � 1ak 2� a pad DISCRETIONARY APPROVALS: 'PA 2o1Z - o 2 53 FA 262z, - 02.7 8 NOTES ABBREVIATIONS A.B. ............ ANCHOR BOLT DN .............. DOWN HT ............... HEIGHT OFF ............. OFFICE T.F. ............. TOP OF FOOTING A.C. ........... ASPHALT CONCRETE DP ................ DEEP H.S. ............. HIGH STRENGTH OPNG ...........OPENING T.B. TOP OF BEAM A/C ............ AIR CONDITIONING D.S. ............ DOWNSPOUT HVAC ........... HEATING/VENTILATING & OPP HD ......• OPPOSITE HAND TG ............... ............. TAPERED GIRDER A.C.P. ......... ASPHALT CONCRETE PAVING DWGS .......... DRAWINGS AIR CONDITIONING O.S.F. .......... OUTSIDE FACE T.G. TOP OF GIRDER ADDL .......... ADDITIONAL (E) ............... EXISTING ............... IN . INCH P.C. ............ PIPE COLUMN THK THICK A.F.F. ABOVE FININSH FLOOR EA EACH INFO """""" INFORMATION PEN ••••••••••••• PENETRATION THRU .••""'."" THROUGH ALUM .......... ALUMINUM E.F. ............ EACH FACE INT .............. INTERIOR PL ................. PLATE OR PROPERTY LINE T.L. ........... ••.•..•.•• TOP OF LEDGER ALT ............ ALTERNATE ELEC ............ ELECTRICAL J.B. ............. JOIST BEARING PILAS .......... PILASTER T.N. .............. OF NAILER ANOD ANODIZED ELEV ELEVATION J.G. . JOIST GIRDER PLYWD PLYWOOD T.O. .TOP OF ARCHT •••••••• ARCHITECTURAL EMBED •••••••• EMBEDMENT, EMBEDDED JST ••••••••••••• JOIST PSF ............. POUNDS PER SQUARE FOOT T.O.P. ....•........ ...........TOP TOP OF PARAPET/PANEL •""..... B.B. •••.••...... BOTTOM OF BEAM E.N. ............. EDGE NAILING JT ............. JOINT PSI ............. .POUNDS PER .SQUARE INCH T.O.S. TOP OF STEEL. BET .............. BETWEEN EQ ............... EQUAL K.O. .............. KNOCK OUT P.T. ............. PRESERVATIVE TREATED TOT .......... BLDG ............ BUILDING E.S. ............. EACH SIDE L ................. ANGLE R.D. ............. ROOF DRAIN ..............TOTAL TRANSF TRANSFER BLKG ........... BLOCKING E.W. ............. EACH WAY LAT ............. LATERAL " REBAR ......... REINFORCING BAR ....... TRANSV TRANSVERSE BM ............. BEAM EXIST ........... EXISTING LDR ............. LEDGER R.B. ............. ROOF BEAM ....... TS TUBE STEEL B.N. ............ BOUNDARY NAILING EXP ............. EXPANSION LG ............... LONG REQD ........... REQUIRED ............... T.S. TOP OF SLAB BOT ............. BOTTOM EXT ............. EXTERIOR LLH .............. LONG LEG HORIZONTAL REINF .......... REINFORCING T.W. ............. TOP OF WALL B.W. ............ BOTTOM OF WALL F.D. ............ FLOOR DRAIN LLV .............. LONG LEG VERTICAL REF ............. REFERENCE TYP ............. TYPICAL C ................. CANT .......... CHANNEL CANTILEVER FDN ............. F.F. .............. FOUNDATION FINISH FLOOR LONGIT ........ L.P. LONGITUDINAL LOW POINT REV ............. R.J. REVISION ROOF JOIST U.N.O. ............. .......... UNLESS NOTED OTHERWISE C.G. ............... CENTER OF GRAVITY F.G. ............FINISH GRADE ............. LT ............... LIGHT ............. RM .............. ROOM VERT V.I.F. ........... VERTICAL VERIFY IN FIELD C.J. ............... CONSTRUCTION JOINT OR FIN ............... FINISH MAIL .......... MATERIAL ..... R.O. .ROUGH OPENING ........... ............... W/ WITH CL CEILING JOIST CENTER LINE F.J. .............. FLOOR JOISTMAX ........... MAXIMUM SCH ............. SCHEDULE .............. WD WOOD ......••••••••• FLG FLANGE M.B. ............ MACHINE BOLT SECT ........... SECTION W WIDE FLANGE CLG .............. CEILINGCLR FLR .............. FLOOR MATL .......... MATERIAL SHTG ........... SHEATHING ............••• W 0 / ............ WITHOUT ............. C.M.U. CONCRETE MASONRY UNIT F. Q.C. .......... FACE OF 0 CONCRETE MAX ............ MAXIMUM SHT ............. SHEET W.P. ............... WORK POINT ......... COL COLUMN F.O.M. FACE OF MASONRY M.B. ............ MACHINE BOLT SIM '••'•"•••••.. SIMILAR W.R. ......•••••• WATER RESISTANT ,,,,,,,, COMPO ........ COMPOSITION F.O•S. .......... FACE OF STUD MECH •••••••••• MECHANICAL S.J. ............... SAWCUT JOINT WT WEIGHT CONC ••••'••' CONCRETE F.N. FIELD NAILING MEZZ .......... MEZZANINE S.P. ............... SPLICE POINT W.W.F. ..........WELDED WIRE FABRIC CONN """"" CONNECTION F.S. ............. FAR SIDE MFD MANUFACTURED SPA ............... SPACING X .. EXTRA STRONG CONS ........ CONTINUOUS FT FEET OR FOOT MFR ••••••••••••• MANUFACTURER SPECS ••••••••• SPECIFICATIONS XX ••••••••••••• .. DOUBLE EXTRA STRONG CONST CONSTRUCTION FTG ••••••••••••• FOOTING MIN """"""" MINIMUM . SQ """""""' SQUARE ........ CORR """"" CORRIDOR GALV ........... GALVANIZED MISC ............ MISCELLANEOUS STAGG ........... STAGGERED CTR CENTER GA GAUGE M.F.O. .......... METAL FRAMED OPENING STD ............... STANDARD ............ DBL ............. DOUBLE G.I. .............. GALVANIZED IRON MLB ••• ••••••••• MICROLLAM BEAM STIFF STIFFENER DET ............. DETAIL GLB ............. GLU-LAM BEAM M.P.H. ..........MILES PER HOUR STL ............. STEEL DF .............. DOUGLAS FIR GLP ............. GLU-LAM PURLIN MTL ............. METAL • S.S. ............. SELECT STRUCTURAL SYMBOLS D.F. ............ DRINKING FOUNTAIN GYP BD ......... GYPSUM BOARD (N) ............. NEW STRUCT ....... STRUCTURAL DIAG DIAGONAL NAL HDR ............ HEAD ER N.I.C. ........... NOT IN CONTRACT SYM ............. SYMETRICAL @ .............. AT ........... DIAPH DIAPHRAGM HGR .............HAG HANGER NO. ............. NUMBER T & B ......... TOP & BOTTOM CENTER LINE DIA DIAMETER HK. .............. HOOK N.S. ............. NELSON STUD OR NEAR SIDE T & G TONGUE &GROVE .............. DIAMETER ............... DIM DIMENSION HORIZ .......... HORIZONTAL N.T.S. .......... NOT TO SCALE TEMP ........... TEMPERED It .............. PLATE OR PROPERTY LINE """"""' H.P. ............. HIGH POINT O.C. ............. ON CENTER � ........... ... STEP IN FOOTING Notes must to shown A. war#AA on the title street of the plan THE MAXIMUM TIME TO COMPLETE CONSTRUCTION ON A PROJECT IS LIMITED TO THREE YEARS FROM THE DATE OF THE PERMIT FOR ALL PERMITS ISSUED AFTER AUGUST 21, 2019 AS REQUIRED BY NBMC SECTION 15.02.95. 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. s ranr£r nce up-mer -' ­1 I_111.1-° 3� hrten�+�ri!1­111 11 .` u� E lay italrstslrit a E 61,11 .. P 141 U `` Ld Q o gi RI I 11 Wl�� z ob�z in o P z O 11 o v=i a€sz V) 0 11 > LLJ w < rr 30I° 0. Z - ESS/ O IS 0�R SAGA FL-, C � 9No.0 66947 -;oA J C rTl 0�_ O- .0 ,-u * * sX CIV\\- F OF CA1-\F 11/22/2022 • V N 0 Z Cq b � _~ �Q 8 4 - J C,Vq d iI4FF 1-1 o •? U o a V-gI �a o U III U " 00 P N 00 LL LL O J 9 m Q U Z LU 0 Z a_ rl ¢ xI . 0 ru 06 0_1 �' w ( I-P Z J 3:Q `d O � 1�1, 0 O o) � U W Z 0 W W Q Q I` Q O Im-Q Tm- t1 y , Aa11D Tl1 r UUiSlne ; rs I.Sediment, 3 from areas dlsturl l . constRict � shall . retained on e r _ e � ,� � � �, r.� . � � �.r .. a by n I tJ site using structural controls to the maximum rr,�.. ,Clus'Mntvre ter. ,rw x (� , e?�#errt pr t a let ,I �'A_r � r -°, ¢fl,;i€ � xfi = ` , ., LL,, Z Stockpiles of sail shall ice propeO/ contained to minimize sediment transport from the site to streets, drainage , , .; „ ..- � � 14 - __ - - faoilities � adjacent properties via urx�ff vehicle lacking, or wind. ., "a 1,, �k l . _ P ort r r to . ky - n8 alb �; ' . '' J Crag ,-. ,� .^'f _.--_ - _. - - . . -, 3,A� riateBMP'sf � r f r" ww l• al l .. ,. �:,. � ;::;. ,...: ,.,< , l� P Bi rant 4}Gtirl re.ated iCL Q�1) sle,, `i . l _ sh...t be Inl ..errtlk+<d tt? rrlinlrn+ze #ran ark - from the site try streets, drainage fao►Ieties, or adjr�inir3g properties txl wind or raarroif, .:.: ' �1` < V) ,, ' i r 4. Runoff from equipment and vehicle "sling st1= I t contained at construction sites unl+�r's treated to reduce ~ P , � „ , . or rent ove sediment and other pollutants. "" J i- tij ";,� r - 1 1­1 4 M t �� 1 G3 5. All construction contractor and subcontractor personnel are to be made aware or the required best mama .. anent her„ y l ;� .11 2 � - /�'j ti n h ii.�;� rca� . rL/ ac. S and . _Quest ra f r n c n r1- I rs n#ral ;lam i<ra€ •_ practices } g rn asures .v tine p feat site and arayr associated construction staging areas. , r I ; . _ �, ,,;. . 6. At the end of each day of construction v l Materials - h y r #r ct r� activity rty al construction debris and waste rnateraals shad be +�akiectecl .r . =,r, sN <;r, ' ... . >, SQ4,S6tn Sr New ut# ;z t , and property disposed in trash or recycle bins. ;,` .hrlrell�tlC S Ijo"salc9� t IY Y , : `'.4 Beat �GA 92i3 ; Lido hrlarira Vitl :_ . _ ,_ _. - _ _. , tl '�J, .. ,, , - 1 I ,. I, Construction sites shad be maintained. I suc a n _, Shopping mall,, rt h coridtkla ilia# an anticipated storm does not �r wastes or . _._ _ _ n ` v NI -t r tl off the i har s €yE I r t fern ae 01' _;. utants o de. D rraa raa he han # rrttwa er rsl w e n for perform, nd � :, , Po ge to of s o t o y h . n teary . r rrsarace a ., , I. g :. , . __ a jy� s., i.-tas1 , P�rfi , ., . W C V completion sit construction practices a where the n®t, caul scr cc2rrtnitte k �r I a r t P Y o a a . n _ .any wakeus.a_°4T -. ,, .,, , ", .: .: W standard cause o ; r threaten to cam pollution, contamination, or nuisance; or C4nt21il a hazardous substance in ; :k ,' r a a ,. re11 If" ilia reportable under Federal Regulations Cf r_ -: Po f1' Parts i 17 and 3i12- n ; _' 'f fir.., . C7 -, , � . a O _ ,. x t _ :. . e1 &. Potential I , , F ... �.. o l� t ial pollutants t include e but , ... r1t uk tti s no iict tare not iirn►tesi to. solid or liquid terrlrcdl ills else o , .. : Po {} wastes from iris stains, r , 4. . "4 spills; k .. N.... .... i .., .max,. ,+ .l•� Y. ., 9., `�v`■■ paints, F �a - sealatats glues, limes, pesticides, # rtt cirf v,+oad preservatives and sralvents asl etc fibers paint flakes ,'4, ,.., .,;, .� , . ,, (N or stucco fragments, fuels, oils, lubricants, hydraulic.$,.. ;.� Ca u i J 9 , f I , bncu�rits i�t>cf radiator or flub fertilizers, vef~iloleiep��I�y{(ynt _ : , ... rn tom _a V#1Ea. ;.::, .. . . .- _, p,® _ v Q _ f sell wale and concrete wash wit r .,,.., �:9 8 Q e concrete, detergent or fls�atable wastes; ,Wastes from and Il lri4?fe jUlprllet►k r .. , ,. � ,' .,,.,..., �ar ri g I;I �h: � lr€par l I� .., x Q @g.... .. ,. teem cleaning or chemical degreasing and sty rchlonnate to le t a . �. e9 d po b water line flushing, G ,, 7 3. U 5,. _. Thff t�Eir_ hth W , During construction, ee shall f r nett I die se of such materials Irt a ified and d controlled temporary area on , i ry ,.tra��_r�19 Z -site, II r Pirate rior � : , LIJ _ i sica separated from potential story water runoff, with ult:irmte disposal in accordance with local. I- . Icy` , t , • ', W .. ,. P ra.,Or:hii't , U state and federal requirements. i n n l� W W ' . . _ it ' :`,- (-- -.,; ::r . _ ,, , ,. s .. <<. .. ,- ,. Llcir Hratrse 9. Dewatenng of contaminated roundwater, or discharging contaminated salts via surface erosion is rohiLted. � _ .. , , 41 , `� , � ,'..', :.-, roo�c�a gn�p W g :µ. :', 0Q� J I catering of non -contaminated groundwater requires a National Pollutant Di nay Elimination � �m Perrr�t from '_ -� W (-- Co �( the respective $we Regions i Water quality Control Board. VICINITY MAP UJ C) (/' � °C 10. Graded areas can the permitted area perimeter must drain away from the- face of slow at the conclusion of each W = W working day, Drainage is to be directed toward desilting facilities, � � P O 1-- 1 1. The p�err-nittee and contractor dull i responsitle and shall take necessary precautions to prevent public trespass SCOPE O F WORK: CY)00 ^ onto areas where impounded water creates a hazardous condition. O U "t > x I..L� ' -- - _. _ W 12. The rr`nittee and contractor ll i the ero ` control work t - ` •- ` - 1. TO REPLACE IN THE SAME .ALIGNMENT. THE EXISTING LOW/NON-COMPLIANT O O I. - with sue. Inspect _ _src+n c _ tro . o k and r`�aire that the work Is Ir1 accordance � J Z 0 SEAWALL COASTAL HAZARDS PROTECTIVE DEVICE BY UTILIZING TRULINE PILES S U) +with theafapronred plans, / WITH CAST -IN -PLACE CONCRETE COPING ATOP, TIED TO A NEW CONCRETE U 13, The pef>nitt shall notify all neral contractors, sub0ntractor!, Material suppliers, Dees, argil property DEADMAN WITH DYWIDAG TIE -BACKS. N cal > > cwftrs: that dumping of chemicals Into the storm drain system or the watershed is p(ohlibited. 2. TO CONSTRUCT A NEW CONCRETE STEM WALL OVER THE COPING WITH TOP OF N N O O W�/ 14. Equipment and workers fur emergency work shall be matte aavaiilable at all tirr duringthe rat season. Necessary N o0 Iz Iz L.L. �Y _ rY WALL ELEVATION OF +10.90 NAVD88, WITH ADAPTABILITY TO BE RAISED TO N � w w materials shall be available on site and stockpiled at convenient locations to facilitate rapid cunsttuction of +14.40 NAVD88 IN THE FUTURE. � � O temporary davices when rain is irriminent- � 11- 11U_ 3. THE CONSTRUCTION LISTED IN ITEMS 1 & 2 ABOVE WILL BE DONE WITHOUT ANY � o � Lw o 15. All removable erosion prciteot a devices shall be in place at the end of �ea-ch workim. day wre n the 5-Day Rain MECHANIZED EQUIPMENT BEYOND THE FACE OF BULKHEAD/SEAWALL. � z z Y Probability Forecast exceeds 40%. a o o bi 16.8edirr ntsfrom areas disturbers by construction shall t retained on site using an efrective our ination of NOTE TO THE BIDDERS 11 f erosion and sediment controls to the maximum extent practicable, and stockpiles of sail shall be properly �containt� SHEET OF Q to minimize sediment tra port from the site to streets, drainage facilities of adjacent properties aria runoff, AFTER THOROUGHLY EXAMINING THE CONSTRUCTION DOCUMENTS AND THE SITE: vehicle tracking, or wind- 1. NOTIFY THE ARCHITECT AND/OR THE ENGINEER IN WRITING, REGARDING ALL _ 17.Approprlate IBMPs for nstrvction=related materials, wastes, spills or residues shall be ill lerruented and retained DISCREPANCIES REQUIRING CLARIFICATION, PRIOR TO THE "BID SUBMITTAL". 2 on site, to rninifnize transport from the site to streets, drainage facilities, or adjQirli.N property bin wirw or 2. IF THE ARCHITECT AND/OR THE ENGINEER IS NOT NOTIFIED, AS REQUIRED PER _ rum- ITEM #1 ABOVE, IT SHALL MEAN THAT THE CONTRACTOR HAS CONSIDERED SW_0 J ADEQUATE CONTINGENCY IN HIS BID TO COVER ALL COSTS TO COMPLY WITH THE MOST STRINGENT CONDITIONS. W 3. THE CONTRACTOR SHALL NOT BE ENTITLED TO ANY ADDITIONAL COMPENSATION N FOR ANY DISCREPANCY DISCOVERED AFTER THE "CLOSE OF THE BID". 0- PRELIMINARY FOR CDP (E) STRUCTURE AT NEIGHBORING PROPERTY /I /I /I 1111�/ j (N) CONT CONIC DEADMEN (N) 1"0 THREADED TIE -ROD TYP (TOTAL OF 3) P TYP W_ (E) SEAWALL AT \ NEIGHBORING y PROPERTY TYP � I SITE PLAN/TIE-RODS LAYOUT (E) SEAWALL TO REMAIN AND BE PROTECTED T.O. (N) TRULINE PILES MUDLINE t PARTIAL FOOTPRINT OF THE 1ST FLOOR OF THE PROPOSED �I STRUCTURE ON THE LOT �I (UNDER SEPARATE PERMI III T.O.S.= +9.00'NAVD88 IIII 15'-0') 2'-611 5'-0" 1 IIII I / 13' I W W W Y W W W Y W W W W W W W Y W W W W W W W i 4'-0" OUTSIDE FACE OF (N) CONIC COPING TO ALIGN WITH OUTSIDE - FACE OF THE (E) REMOVED LOW CONIC SEAWALL 7'-16�' 5-0" 2' =!- -z--J I.13' (N) WD V STEPS PER Y W W W W W W Y JW Y .V W .l• W i• W W W W N 53°36'38"E 30.00' TYP I (N) GANGWAY K UNDER \\Sw-v SEPARATE PERMIT II II-0" 11'-0" 30' -0" T (N) SEAWALL, SEE SITE PLAN FOR LENGTH 4'-0" I� VI/ r / (E) STRUCTURE AT NEIGHBORING V/ PROPERTY V Y PROPERTY r LINE TYP I I pia — (N) LANDSCAPE +� Q AREA TYP 3: ozz L__ PLAN NORTH (E) SEAWALL AT NEIGHBORING PROPERTY TYP (N) TRULINE PILES SEE V TYP SW- - IH 0 in N R APPLY DETAIL W- AT THE ENTIRE PERIMETER OF ANY EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN COMPLIAQNCE WITH ITEM 6 UNDER "EROSION CONTROL NOTES" ON SHEET SW-0. & BE PROTECTED PROPERTY LINE TYP T.O. (N) _CONC STEM WALL ELEV= +10.90' NAVD88=+11.10' M.L.L.W. T.O. (N) CONIC COPING ELEV= +7.90' NAVD88=+8.10' M.L.L.W_ MUDLINE (N) TRULINE PILE TYP CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT I BUILDING DIVISION STRUCTURAL OBSERVATION GENERAL NOTES 1. STRUCTURAL OBSERVATION IS REQUIRED FOR THIS PROJECT IN 7. IF THE CITY'S FORM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL ACCORDANCE WITH CBC 1710. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVER'S LETTERHEAD, STATE SITE ADDRESS, PLAN CHECK & PERMIT OBSERVATION OF THE STRUCTURAL SYSTEM BY A LICENSED DESIGN NUMBERS, STAGES & ELEMENTS OBSERVED, DATE OBSERVED, & COMPLETE PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONTACT INFORMATION FOR STRUCTURAL OBSERVER. CONSTRUCTION DOCUMENTS. 8. ALL STRUCTURAL OBSERVATION REPORTS, REGARDLESS OF FORM USED, 2. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE SHALL INCLUDE THE LICENSE STAMP & SIGNATURE OF THE STRUCTURAL REQUIRED INSPECTIONS BY THE CITY OF NEWPORT BEACH. OBSERVER RESPONSIBLE FOR THE PROJECT. 3. THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONAL TO PERFORM 9. EACH STRUCTURAL OBSERVATION REPORT SHALL BE GIVEN TO THE OWNER STRUCTURAL OBSERVATION SITE VISITS, AND TO ISSUE ALL STRUCTURAL OR OWNER'S REPRESENTATIVE, PROJECT CONTRACTOR, AND THE BUILDING OBSERVATION REPORTS. INSPECTOR. 4. THE DESIGN ENGINEER SHALL IDENTIFY THE REQUIRED STRUCTURAL 10. THE CONTRACTOR SHALL RESOLVE ALL DEFICIENCIES & THE FINAL OBSERVATION SITE VISITS ON THE STRUCTURAL OBSERVATION SCHEDULE. STRUCTURAL OBSERVATION REPORT ISSUED PRIOR TO FINAL INSPECTION OR 5. THE REQUIRED SITE VISITS SHALL AT A MINIMUM INCLUDE THE FOLLOWING: ACCEPTANCE OF STRUCTURAL WORK BY THE BUILDING INSPECTOR. A. OBSERVATION OF THE FOUNDATION SYSTEM PRIOR TO FINAL CONCRETE 11. THE FINAL STRUCTURAL OBSERVATION REPORT SHALL STATE THAT THE POUR; STRUCTURAL SYSTEM CONFORMS TO THE APPROVED CONSTRUCTION B. OBSERVATION OF BUILDING FRAMING PRIOR TO CALLING FOR THE CITY DOCUMENTS & THAT ALL PREVIOUSLY OBSERVED DEFICIENCIES HAVE BEEN OF NEWPORT BEACH "COMPLETE FRAMING INSPECTION"; AND, CORRECTED. C. FINAL OBSERVATION OF THE COMPLETED STRUCTURE. 12. FINAL INSPECTION OR OTHER ACCEPTANCE OF THE STRUCTURAL SYS• TEM ADDITIONAL SITE VISITS MAY BE NEEDED AS DETERMINED BY THE DESIGN BY THE CHIEF BUILDING OFFICIAL, OR DESIGNEE, WILL NOT OCCUR UNTIL THE ENGINEER OR STRUCTURAL OBSERVER. FINAL STRUCTURAL OBSERVATION REPORT IS RECEIVED. 6, THE STRUCTURAL OBSERVER SHALL PREPARE A STRUCTURAL OBSERVATION 13. THE LICENSED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL REPORT FOR EACH STAGE OF CONSTRUCTION OBSERVED. THE CITY OF PREPARE ALL CONSTRUCTION DOCUMENT CHANGES RELATING TO THE NEWPORT BEACH "STRUCTURAL OBSERVATION REPORT" FORM, OR A STRUCTURAL SYSTEMS. REVIEW & APPROVAL OF SUCH CHANGES BY THE SIMILARLY FORMATTED REPORT, SHALL BE USED FOR ALL STRUCTURAL CHIEF BUILDING OFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THE RESIGN OBSERVATION REPORT. PROFESSIONAL AND/OR CONTRACTOR PRIOR TO INSTALLATION ANDIOR CONSTRUCTION OF SAID CHANGES. STRUCTURAL OBSERVATION SCHEDULE SITE ADDRESS: 504 38TH STREET PC #: TO BE COMPLETED BY THE DESIGN ENGINEER, AND INCLUDED ON THE CONSTRUCTION DRAWINGS. BASED ON THE PROJECT SCOPE, PLEASE IDENTIFY THE ELEMENTS AND/OR CONNECTIONS THAT REQUIRE STRUCTURAL OBSERVATION. SPECIFY THE INTERVAL OR STAGE OF CONSTRUCTION WHEN THE STRUCTURAL OBSERVATION WILL BE PERFORMED. TYPE STRUCTURAL ELEMENTS AND/OR SCHEDULED INTERVAL OR STAGE OF CONSTRUCTION CONNECTIONS TO BE OBSERVED ❑ FOOTINGS, SLAB FOUNDATION, ANCHORS 1n Z a ❑ MAT FOUNDATION, PRESTRESSED CONC. SLAB O o ❑ CAISSON, PILE, GRADE BEAM LL ■ OTHER: CONCRETE FOR TRULINE PRIOR TO POURING CONCRETE PILES COPING & DEADMAN ❑ CONCRETE ❑ MASONRY ❑ WOOD OR MANUFACTURED SHEAR PANELS y ❑ OTHER: ❑ STEEL MOMENT OR BRACED FRAME uj ❑ CONCRETE MOMENT FRAME 14- ❑ MASONRY WALL FRAME ❑ OTHER: ❑ CONCRETE U m ❑ STEEL DECK x IL ❑ WOOD ❑ OTHER: FINAL ■ FINAL OBSERVATION & REPORT FORMSISTRUCTURAL OBSERVATION GENERAL NOTES & SCHEDULE M2011 ,K,\ nAK,n,A,A„ (N) 1x4 S4S RAILING N � >I� U SR 0 6� z o � z0 6 z a cn 0 N1' CL � 3�ga C) Ee$ z aaa 81 Q�OFESS/�,I IS FAG' CD No.0 66947 rr l Ld -� O m p, ` �7 9TF OF CAI-�F 11/22/2022 • Cq Cn Cq Lo b [ 0 Cq U � W Cq ti a LL H O J O U Q O < Q U U� a_ Q \ z Q 0 z p W Q z W z O 0 J Q r- Q Q 0- M J z O S. Q U H Q W I- = w W Q W 0 Q m 06 (n LU F- z 0 ~ ~ Do O �CL U co � 0 LL, IW— a. J Lo Z U) N N > > N N O O O NF— 00 0 \ d W W o CL Ld \ z z Y 0 O0 � U SHEET OF 0- 0 U 1.. O LL z w SEAWALL ELEVATION T SECTION AT WOOD STEPS N.T.S. V PRELIMINARY FOR CDP FUTURE T.O.W_ELEV�-=+14.40' NAVD88 _ _ _ _ 1'-6" =+14.60' MLLW FUTURE FLOOD PROTECTED -I- - - Lli cw �� �� 11 7 A T.O. (N) GUARDRAIL- ELEV_+12.50' - _ =+12.80' MLLW CONC STEM WALL IF DEEMED NAVD88 _ _ - I I S NECESSARY TO ACCOMMODATE SEA LEVEL RISE A o �� N �(3) EPDXY COATED CORRUGATED PVC 3" CLR ALL 1 SHEATHING SHOP AROUND TYP ( PROPERTY LINE AT FACE -� -�I 3'-O"-I-(N) BLDG WALL, gCONT #6 EA FACE 6) EPDXY COATED GROUTED FULL LENGTH) Tc OF STEM WALL & COPING I I PLANTER WIDTH ICONC SLAB &FTG I I I SEPARATE cn Z� #4 EPDXY COATED TIE TYP ONT #6 T.O. CN)TEM WALL ELEV_ _ _ _ _ _ _ I UNDER F_ z w z :lz" -I, , ROD COUPLER - 1 - +10.90 NAVD88 (N) F.S. BY (N) HARDSCAPE PERMIT �, o h� G - - - (OPTIONAL), SEE =+11.10 MLLW I I OTHERS BY OTHERS I #4@18 O.C. I � z o J j _ -' • J a J N FLOOD PROTECTED I z Q O I BENT AS SHOWN o _ U o V, Z a o 0 oz 9 CONC STEM WALL I ; I I I T.O. (N) SLAB ELEV=+9.00' A C° u_ Q a _ `�' 0 I I I NAVD88=+9.20'f MLLW zw _I SLOPE PER CIVIL --_ -- ---- ------ w z mm 3 �--L I M I o O ESTABLISHED GRADE= I I-rrr=r_rr art �_r1=rr1=nrLNJ I -I r=irl=, +I -III-III-III-III=III-III=III-III ''Lu ' ( 10 Al- I • �r T.O. N COPING ELEV= C) _ +7.90 NAVD88 � +7.40' NAVD88=+7.60' MLL� I 1 I =HII-III=III= -III-III=III=L=L-III=III- _ _ _ _ _ N _I n_I 11_ III—III-1 I I-1 I I=1 I I-111 THICKENED EDGE U CL OF CONN � _ OF SLAB „ I I z �� . I I =+8.10 MLLW -' - - - o (N) #4 x 1 -0 LG o z =.: I II lnl I I I I= 1 I w ,,, 7Q 2 EPDXY COATED 5 BOTH o O I I- w I U a L - @ 18 O.C. N Lip - WAYS @ ANCHOR RODS - ICI- o �o I - - - - - - - - ADHESIVE DOWELS J I` • I— I N zU o „ �- I 4 EMBED oz g ANCHOR PLATE %"x9"x9" I I ^ a a a W/ANCHOR NUT BEHIND - - _ _ FOR TYP - (N) 2'-0" WIDE (2) EPDXY COATED #5 EA WAY x V-6" LONG @ EACH (2) EPDXY COATED #5 1' VERT & HORIZ BARS #4 EPDXY COATED COUPLER, 6 w z CONC FTG WHERE G OUTSIDE(N) J o TYP W 2 4 CONT )# QRpFESS/ ANCHOR ROD TIES @ 16 O.C. a m o /( READ, SEE - �� IS OR SO F` NOTE ; NOTE; CDCOPING TO ALIGN - w LA FOR INFORMATION NOT SHOWN, SEE DETAIL B - —s A K FOR INFORMATION NOT SHOWN, SEE DETAILS & - - WITH OUTSIDE FACE OF V N z THE (E) REMOVED LOW (N) TIE -BACK - CONC SEAWALL - PER PLAN TYP �� z C� No.0 66947 � m n X CIV\�- 9�F DEADMEN ELEVATION N.T.S. A SECTION AT DEADMEN N.T.S. B CORRUGATED PVC SHEATHING OF CA1 SHOP GROUTED FULL LENGTH WITH THE FOLLOWING GROUT MIX: 11 /22/2022 EQ EQ COUPLER PER ICC ESR-3367 1 BAG (94 LBS.) TYPE III PORTLAND CEMENT • 1 SPECIAL INSPECTION IS REQUIRED. E4.5-5 GAL WATER I LINE/MUD NE �I I 0.75 LBS. INTFUSION AID LS FOR (N) CONT III- CONC DEADMAN - --- - - - - - _N.G. ELEV= _ - - - El - - - - - - I I (I I TYP SEE g o ' (* ) +0.10' NAVD88 44 =+0.30' MLLW o _ _ _- _ -,_ -I I I -I I I -I I HEAT SHRINK SLEEVE GROUT SLEEVE ' 1 I 1=I � I=I I � I=I I - " III El I •� W� z CENTERED OVER COUPLER -� '-8 2 LAYERS OF MOLDABLE DENSO TAPE a (*) DELETE GROUT SLEEVE ON OVER BARE BAR AND COUPLER I= I�I o FIELD CUT TENDONS c� Z �' a SPACE BETWEEN COUPLER AND BAR TO BE COMPLETELY FILLED WITH (N) 8 THICK TRULINE PILES o ° w PER PLAN, FILLEDO WITH CORROSION INHIBITING GREASE U z � o CONC AS SHOWN TYP a � o _ T m Zuj COUPLER INSTALLATION PROCEDURE: PREPARATION FOR FIELD CUT BARS o -I 25'-0" U.N.O. ON PLAN III 0 o m 1. APPLY CORROSION INHIBITING GREASE TO THE BARE ENDS OF 1 THE BARS AND THE INSIDE OF THE COUPLER. 1. CUT CORROSION PROTECTION AND THREAD BAR WITH AN z 00 w II II a 2. CONNECT THE TWO BAR ENDS WITH THE COUPLER. EACH END ABRASIVE SAW (DO NOT USE A TORCH). w _ -I SHALL BE SCREWED INTO THE COUPLER HALF THE LENGTH OF 2. CAREFULLY REMOVE 6" (t Y4") CORRUGATED AND CEMENT _j III THE COUPLER. GROUT FROM THE END OF THE NEW CUT. z 7. 3. TORQUE BAR ENDS TOGETHER (200 FT. LBS). 4. ADD ANOTHER COAT OF GREASE TO BARE BAR AND COUPLER w AND WRAP WITH TWO LAYERS OF DENSO TAPE, LL 5. CENTER HEAT SHRINK SLEEVE OVER COUPLER AND APPLY LL HEAT UNTIL SLEEVE IS FULLY RECOVERED. Q J DCP COUPLER DETAIL N.T.S. G TYPICAL SECTION AT SEAWALL N.T.S. K 0 m 0_0 v o� 1 MIN TYP I RAPID SET NON- Lf�)± Q LLI U AFTER STRESSING I SHRINK GROUT TYP (N) CONC I TYP SEAL AROUND HOLE #4 CLOSED CONC COPING J Q W 0 Z COPING BEFORE GROUTING TIES TYP �,P Q Q W ANCHOR NUT. I.: _: TYP Q TORQUE AS CORRUGATED PVC #5 CONT @ 06 ~ Q 3/4" CHAMFER TYP READ BEFORE } :. SHEATHING (SHOP EA FACE � J � < Q GROUTING TYP GROUTED FULL o Q 2 BAGS MIN. SANDBAGS (TYP) GROUT LENGTH) TYP I:. .. • I TUBES �....:. #5 CONT @ EA FACE Y2" "V" REVEAL @ EE3 MAX 8'-0" O.C. ( I BEARING PLATE EA FACE 3" I • • 3" 1Y2"x10"SQ CLR I I CLR W/HOLES FOR I EPDXY GROUT TUBES I (DAG TYP EADBAR TYPICAL SECTION TYPICAL ELEVATION • • I CO COATED VERT TYP PER PLAN ) " @ 12" O.C. (N) EPDXY COATED 5" I.D. STD PIPE 14/ SLEEVE WELDED TO MW LL #4 CONT ©MAX SANDBAG VELOCITY REDUCER DETAIL ISE 12" 0 C. • BEARING PLATE TYP 1 " MIN I 1'-8" COVER TYP GROUT SLEEVE TYP COLD JOINT I I COPING OPTIONAL I • • I BLOCKOUT (N) COPING FOR (N) 8" THICK TRULINE ANCHOR CONN. AFTER s 2'-0" TYP /4" CHAMFER K PILES PER PLAN, STRESSING, TREAT SURFACE - TYP FILLED WITH CONC WITH BONDING AGENT AND Y2" "V" REVEAL AT FILL WITH RAPID SET M TOP OF COPING I NON -SHRINK GROUT TYP ELEVATION • • CORRUGATED PVC cfl VELOCITY REDUCER DETAIL 1 "=1" L q. SHEATHING SHJ FOR BLOCKOUT AT I,` ; CLR TIE —BACK TO COPING CONN N.T.S. N CORNER OF COPING N.T.S. P Q C , . GROUTED FULLOP ANCHOR PLATE SEE i` ;:: <a`:` TYP LENGTH TYP U D ETAI Lr N TYP • .......::..:::..... - - - - - - - ----------------- --- -- ------------------------------------------------------------------------ . 6" W W Q TWO ROWS OF SANDBAGS (N) 20" WIDE I • TYP 0 Q w m THREE BAGS HIGH ONE ROW OF SANDBA S CAST I N PLAC E CONC COPING U) W ~ TWO BAGS HIGH W/(6)#6 EPDXY (N) TRULINE PILE 800 SERIES f II_- O �— TOE OF SLOPE COATED CONT DYWIDAG W/(2)#6 VERT REBARS Q 00 0- Q ----------------------------- - ----- - ------ -- - - -------------- - ------ ------- ---------- -- -- --- REBARS IN #4 TH READ B AR " " CENTERED AT PILE & #4 O (.) M SLOPE CLOSED TIES @ PER PLAN TYP 36HORIZ @ 12 O.C. EXTEND d- O W W 12" O.C. TYP TYP 1 1 VERT REBARS 19 ABOVE TOP J Lo Z 0 (N) 8" THICK OF PILE FOR 21" TOTAL CV N O N N r- > O > O TRULINE PILES PER PLAN, FILLED WITH CONC AS SHOWNCN EMBED INTO CONC COPING TYP U.N.O. ,�"� [`� I I AI AP D CURB FACE, 100' MAX. NE ROW OF WHERE OCCURS SANDBAGS TWO BAGS TYP -- w w HIGH o Or w z F- z y TOE OF SLOPE PROTECTION DETAIL w °° - 0 Or w NOTES SHEET OF NOTE: . 1. FOR INFO NOT SHOWN, SEE THIS DETAIL SHALL APPLY AT THE ENTIRE PERIMETER OF ANY EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN COMPLIANCE WITH ITEM 6 DETAILS & K V UNDER "EROSION CONTROL NOTES" ON SHEET S-0. - - SW-2 TOE OF SLOPE PROTECTION 1"=1" R SECTION AT COPING N.T.S. S SECTION AT NEW TRULINE PILES N.T.S. V PRELIMINARY FOR CDP