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Home My WebLink AboutAIC2021006 - Revised PlansGENERAL SITE NOTES: SITE LEGEND: 11. CLEAN OUT MUST NOT BE INSTALLED IN 5'-'0" ASSOCIATION 1. EMPLOY NEWPORT BEACH STANDARD EROSION CONTROL MEASURES WALKWAY EASEMENT AND 20'-0" ASSOCIATION DRJ1}IEWAY I PARKING THROUGHOUT THE CONSTRUC TION PROCESS. STAL L EASEMENT. 2 A PUBLIC WORKS DEPAR TMENT ENCR OACHMENT PERMIT 12BUILDINGNO ELEMENTS MAY ENCROACH CROACH INT O C 9MMON WALKWAY INSPECTION IS REQUIRED BEFORE THE BUILDIN G DEPARTMENT EASEMENT, INC . ROOF ELEMENTS PERMIT FINAL CAN BE ISSUED . AT THE TIME OF PUB LIC WORKS DEPARTMENT INSPECTION IF ANY OF THE EXISTING PUBLIC 13. REGARDLESS OF CITY OF NEWPORT BEACH DIRECTION, THE IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED BY THE ASSOCIATION WILL NOT ALLOW A FILTRATION SYSTEM OR OTHER PRIVATE WORK, NEW CONCRETE SIDEWALK, CURB AND GUTTER, HOMEOWNER PURPOSE IN THE PLANTER AREA ADJACENT TO THE ALLEY/STREET PAVEMENT, AND OTHER PUBLIC IMPROVEMENTS WILL HOME. IT IS AN EASEMENT IN FAVOR THE ASSOCIATION FOR •� BE REQUIRED. ADDITIONALLY, IF EXISTING UTILITIES ARE DEEMED LANDSCAPING SUBSTANDARD, A NEW 1-INCH WATER SERVICE, WATER METER BOX, SEWER LATERAL AND/OR CLEANOUT WITH BOX LID WILL BE 14, BUILDING ELEMENTS IN THE FRONT YARD SETBACK (BAY SIDE) SHALL — — REQUIRED. 100% OF THE COST SHALL BE BORNE BY THE PROPERTY BE MAX 16" IN HEIGHT. OWNER (MUNICIPAL CODE 14.24.020 AND 14.08.030). SAID DETERMINATION AND THE EXTENT OF THE REPAIR WORK SHALL BE 15, THE ASSOCIATION WILL NOT APPROVE THE U, E OF, THE 5'4" MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. WALKWAY OR 20'-0" DRIVEWAY/GUEST PARKING/PLANTER EASEMENT FOR HOMEOWNER PURPOSES. 3. ALL PRIVATE IRRIGATION SPRINKLER HEADS SHALL BE INSTALLED AND POSITIONED IN A MANNER THAT WILL NOT CAUSE IRRIGATION 16. CONTRACTOR SHALL SCHEDULE PRE -CONSTRUCTION MEETING WITH OVERSPRAY ONTO THE PUBLIC RIGHT-OF-WAY. ARCHITECTURAL ADMINISTRATOR TO OBSERVE PRE -CONSTRUCTION CONDITION OF ASSOCIATION ELEMENTS, 4. AN APPROVED ENCROACHMENT PERMIT IS REQUIRED FOR ALL WORK ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 17. CONTRACTOR SHALL PROVIDE DRIP PANS THROUGHOUT CONSTRUCTION FOR WORKER'S CARS. CONTRACTOR SHALL BE 5. PROVIDE APPROVED BACKWATER DRAINAGE VALVE FOR FIXTURES RESPONSIBLE FOR ANY DAMAGE TO PAVERS IN ADJACENT PARKING LOCATED BELOW THE ELEVATION OF NEXT UPSTREAM MANHOLE STALLS. COVER. FIXTURES ABOVE THIS ELEVATION SHALL NOT DISCHARGE THROUGH VALVE. 6. PROVIDE 6" HOUSE STREET NUMBER VISIBLE AND LEGIBLE FROM STREET. NUMBERS SHALL BE OF NON-COMBUSTIBLE MATERIALS IN SPECIAL FIRE PROTECTION AREAS. 7, 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 AND L-18. 8, ALL STRUCTURES LIMITED TO MAX. +42" WITHIN FRONT SETBACK AND +72" WITHIN SIDE AND REAR SETBACKS MEASURED FROM EXISTING GRADE, 9. ALL REQUIRED SETBACK DIMENSIONS ARE FROM FACE OF FINISH 10. ALL WORK RELATED TO WASTEWATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BE A C-42 LICENSED SANITATION SEWER CONTRACTOR OR AN A LICENSED GENERAL ENGINEERING CONTRACTOR ABBREVIATIONS DRAWING SYMBOLS A K at L NORTH AR ROW RROW abv. above LPG Liquified Petroleum Gas Floor FOOTPRINT OF NEW HOME AUTHORIZED UNDER AFF Above Finish M CENTER LINE — — — COASTAL DEVELOPMENT PERMIT N0. A.D. Area Drain Mfg. Manufacturer) CD2020-156 (PA2020-360) av 9 Average Mtl, Metal B Min. Minimum PROPERTY LINE — — — Bd. Board N Blw. Below nic Not In Contract HIDDEN/CONCEALED LINE — — FRONT DOOR ENTRY Bldg. Building (N) New — — — — — — — Bm. Beam 0 BTU British Thermal Unit o/ Over ELEVATION CONTROL E`' C OD Outside DiameterR P PROPERTY LINE CFM Cubic Feet per Minute ODU Out Door Unit CIP Cast in place 038 Oriented Strand Board WORK POINT CMU Concrete masonry Unit P Conc. Concrete Ptd. Painted SPOT ELEVATION Cont, Continuous PV Plumbing Vent D PW Plywood Fos Dn Down R DIMENSIONS - -- -- DWV Drain/Waste Vent Req. Required E RJ Roof Joist Elasto. Elastomeric RR Roof Rafter (_ %/ (E) Existing Rm Room GRIDLINES F S FAU Forced Air Unit S.D. Storm Drain FF Finish Floor SF Square Feet ELEVATION FIN Finish - SC Scupper FJ Floor Joist Sti. Steel FG Finish Grade SS Stainless Steel FO Face of T BUILDING SECTION FOP Face of Plywood TO Top of_ FOS Face of Stud TOFF Top of Finish Floor FOF Face of Framing TOR Top of Roof G Typ. Typical DETAIL/WALL SECTIION Ga. Guage T.G. Top of Grate Galy. Galvanized TPS Top of Plywood Sheathing gyp. Gypsum U GSM Galy, Sheet Mtl. UL Underwriters Labratories DETAIL ENLARGEMENT GWB Gypsum Wallboard LINO Unless Noted Otherwise ��/// H V HVAC Heating, Ventilation and Air W 1 Conditioning Unit Wd. Wood I w/ With INTERIOR ELEVATION 4 2 Inv. Invert WH Water Heater J X Y DOOR NUMBER Q GLAZING NUMBER O NEW CONSTRUCTION 1 HOUR CONSTRUCTION �. OUTLINE OF NEIGHBOR HOME CITY OF NB NOTES SCOPE & PROJECT DATA 1. ISSUANCE OF A BUILDING PERMIT BY THE CITY OF NEWPORT BEACH DOES PROJECTADDRESS: LE 80 LINDA ISLE NOT RELIEVE APPLICANTS OF THE LEGAL REQUIREMENTS TO OBSERVE LEGAL DESCRIPTION: AM: 050 45139 COVENANTS, CONDITIONS AND RESTRICTIONSWHICH MAY BE RECORDED PROJECT DESCRIPTION: P LAC E(E)CANTILEVERED REf�� AGAINST THE PROPERTY 0 0 OBTAIN PLANS. YOU SHOULD R T A H LD CONTACT " CR TE E PATIO WITHNEW C hI 0.. YOUR COMMUNITY ASSOCIATIONS PRIOR TO COMMENCEMENT OF ANY CANTILEVERED CONCRETE CONSTRUCTION AUTHORIZED BY THIS PERMIT. PATIO &FIRE PIT 2. PRIOR TO PERFORMING ANY WORK IN THE CITY RIGHT-OF-WAY AN OCCUPANCY: GROUP R-3/U ENCROACHMENT PERMIT MUST BE OBTAINED FROM THE PUBLIC WORKS ZONING DISTRICT: R-1 SINGLE UNIT RESIDENTIAL DEPARTMENT HOME OWNERS ASSOC.: LINDA ISLE COMMUNITY 3. POOLS, SPAS, WALLS, FENCES, PATIO COVERS AND OTHER FREESTANDING ASSOCIATION STRUCTURES REQUIRE SEPARATE REVIEWS AND PERMITS CONSTRUCTION: TYPE V-B 4. A CAL -OSHA PERMIT IS REQUIRED FOR EXCAVATIONS DEEPER THAN 5' AND FOR SHORING AND UNDERPINNING. SCOPE OF WORK AREA CALCS: PATIO AREA (SF): 167 CONTACTS LIST OF DRAWINGS OWNER: CHRISTIAN FANTICOLA NEWPORT BEACH, CA 92660 ARCHITECTURAL 949,400.8777 A 0.1 SITE PLAN / PROJECT INFO SURVEY TOPOGRAPHIC SURVEY DESIGN PROFESSIONAL IN JR WALZ A_1.0 FLOOR PLANS RESPONSIBLE CHARGE: 510 LARKSPUR AVE, CORONA DEL MAR, CA 92625 STRUCTURAL 949.836.5977, WALZ.JR@GMAIL.COM SW-0 STfiuCT GENERAL NOTES 3W-1 SITE PLAN AND ELEVATION STRUCTURAL ENGINEER: PLAMEN PETROV - PMA CONSULTING SW-2 DETAILS 28161 CASITAS CT, LAGUNA NIGUEL, 92677 714.717.7542, CONSULTING@PMA-BG.COM COMMUNITY DEVEL&MENT NE: -`-' AUG 2 6 ZONE: � 2021 SETBACKS: FRONT h atboC �r dsZ 1� ... CITY RIGHT Sits LEFT SIDE � HEIGHT UHT; DISCRETIONARY APPROVALS: All' A0 cane1r-mL CITY OF NEVJPORT BEACH APPROVAL IN CONCEPT NO. Ths...... 1—# ..nn/....r.s In am nnnliwn n nw nw �anfa e1 .r �-ZC)ZIW, '�le ) LEGEND DESCRIPTION (123,45) MEAS. ELEVATIONS REC, BRG, & DIST, BRICK DECK WALL BUILDING PROPERTY LINE FENCE x x & BENCH MARK A,C. ASPHALT C.F, CURB FACE CONC, CONCRETE C'P' CONTROL POINT F.F. FINISH FLOOR FL FLOWLINE F, S, FINISH SURFACE G,F, GARAGE FLOOR L&T LEAD & TAG M.H. MAN -HOLE N,G, NATURAL GRADE P PLANTER P.P, POWER POLE TC TOP OF CURB T,G, TOP -GRATE T.O,R, TOP OF ROOF S&W SPIKE & WASHER WM WATER METER RdM SURVEYING INC. RON MIEDEMA L,S, 4653 23016 LAKE FOREST DR, #409 LAGUNA HILLS, CA 92653 (949) 858-2924 OFFICE (949) 422-1869 CELL RDMSURVEYING@COX.NET I TOPOGRAPHIC SURVEY JOB: 75-74 DATE: 3/26/20 CENTER LINE -7 LINDA ISLE AIC APPROVED NOV 112022 I\\- -. I UV I ..... M I-- -.-- -.I- --L-IL- -.I- (i I -�' L �,D PREPARED FOR: JR WALZ LEGAL DESCRIPTION: LOT 80 OF TRACT MAP NO, 4003 BENCH MARK; NB 4-39-77 ELEVATION - 10,85 NAVD 88 DATUM N w E +004, s of 81 16' F—M SCALE I "=8' AIC AP /��LANDT& Rl7N MIEDEMA NO, 4653 EXR 9/30/21 c A ADDRESS OF PROJECT: 80 LINDA ISLE NEWPORT BEACH, CA i I I 1 Imo. _ — — — — — — — — — — — — — PROPERTY LINE PROPERTY LINE r 5'-11 " AA14 &%V A1Sw4 ftttt% 1T JVmat4cnom �NEWPORT III Ai A1CAPpRo�F D ,Nov, Y 2022 /C APP� SEp ,- ��b 2Uzl FLOOR 1 WALZ : ARCHITECTURE LLCFANTIC4LA.LINDA ISLE - AIC cmw # DATE REVISIONS AIC bePLANS JBYCD JR WALZ o L2 -_..._ ._.._--____-- .___.._____._—_-- ..: _ __ _ _.___ . _ _...,. _ -___-_ _..___..._.__. � a 510 LARKSPUR AVENUE CORONA DEL MAR, CA 92625 — $O LINDA ISLE -_ .----_-�__;___-- ._ _ .� o ASSESSORS PARCEL#: 05045139 N o -- - --- - - --. - _ __ ___-_ -- -,-. - - - - - - IBETREPRODUCED 1/4"=1 Ail nu ; : __—_-- _- ._......_—_ 949,836,5977 v - ---__----__-.--- _-_ __ _ _ __- --._-� CHRISTIAN FA N T I C O LA Flo , Q _—.----- _.._------_.--__ _-_----_... _...-.... _-----.--__ .. _-- ANID ISRNOTI TO OR COPIED IN WHOLE OR IN PART WITHOUT PERMISSION. IT IS NOT TO BE USED ON ANY OTHER PROJECT AND Flo �~ �' _._ --------_-_ A 1.0 ___._- Z.J GMAIL. COM WALR@ °�' _ -J c� _---- -- ... --- ------..... _ --- ------ .. _-_.....__ ._._... - ------ --_- _---- � IS TO BE RETURNED ON REQUEST. �, '�.� s � QI�t?� }p 8�� 08.25,2021 o •-- ---- - __ - - I- - - I - I I I - --- I -_ - . AL NOTES �_ < 0 1,-" '� ;I 0 - I 1-1 I co � if GENERAL REOUIREMENTS 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 R, PIPING OR WIRING, ETC., AND REPORT ANY PROBLEMS I TO THE ENGINEER. 5. CONTRACTOR SHALL FULLY PROTECT ALL ADJACENT PROPERTIES BEFORE RK. 6. OMISSIONS OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE DRAWINGS, NOTES, AND DETAILS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER RE 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 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 TING 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 K ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING 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 WI ATEST 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 I 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 SION 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: ................. I .... I ............ � ......................... (714) 870-1222 SOILS REPORT DATE: ...................... � ............................. 11/04/20 SOILS REPORT NUMBER: ................................................ W.O. 605020-01 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 HE 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, 5 AND MAY 15, EROSION CONTROL MEASURES SHALL BE IN ACH 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 DESILTING 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 REINFORCING STEEL 1. ALL BACKFILL SHALL CONFORM TO THE SOILS ENGINEER'S REPORT AND 1. FOR STRUCTURES EXPOSED TO SALT WATER SPLASH OR IMMERSION, REBAR RECOMMENDATIONS. REINFORCEMENT SHALL CONFORM TO ASTM A 706, UNLESS NOTED OTHERWISE ON 2. U11LITY TRENCH BACKFILL AND ANY OTHER BACKFILL MUST BE MECHANICALLY DETAILS, AND SHALL BE EPDXY COATED PER ASTM A 934, AFTER BENDING OF THE . COMPACTED. JETTING AND FLOODING SHALL NOT BE PERMITTED. 775. WELDED WIRE MESH SHALL CONFORM TO ASTM A 3. WHERE WALLS ARE BACKFILLED ON ONE SIDE ONLY, PROVIDE SHORING OR OTHER 185 AND SHALL BE EPDXY COATED CONFORMING TO ASTM A 884, WITH ALL NTIL RESISTING ELEMENTS ARE ALL IN PLACE VISIBLE DEFECTS AND CUT ENDS REPAIR COATED. WIRES USED TO TIE REINFORCING AND HAVE ATTAINED THEIR REQUIRED STRENGTHS, RESISTING ELEMENTS SHALL BE STEEL SHALL BE EITHER EPDXY COATED STEEL, OR A 316 STAINLESS STEEL. OTHER PERMANENT BUILDING COMPONENTS. 2. REINFORCEMENT MARKED CONTINUOUS MAY BE SPLICED BY LAPPING 42 BAR 4. UNLESS NOTED OTHERWISE IN THE SOILS REPORT, ALL FILLS SHALL BE COMPACTED TO A DIAMETERS IN CONCRETE AND 48 BAR DIAMETERS IN MASONRY NTH 24 INCH MINIMUM OF 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE REQUIREMENTS OF THE MINIMUM LAP IN EACH CASE, UNLESS NOTED OTHERWISE ON PLANS. ALL SPLICES CBC APPENDIX SECTION 3313. WHEN DETAILED SHALL BE LOCATED WHERE SHOWN ON PLANS, 5. FILTER CLOTH SHALL BE MIRAFI 14ON-SERIES NONWOVEN POLYPROPYLENE GEOTEXTILE AS 3. REINFORCING STEEL SHALL BE ACCURATELY PLACED AND SECURED IN POSITION MANUFACTURED BY "TC MIRAFI COMPANY" AND SHALL BE MINIMUM 2.0' WIDE AND BE WITH METAL OR CONCR�`I`E BLOCKS, CHAIRS, SPACERS, ETC., AND WIRE TIES PLACED ON THE INSIDE FACE OF THE BULKHEAD EXTENDED EQUALLY FROM THE JOINT TO 4. BEFORE PLACING ANY CONCRETE, ADDITIONAL REINFORCING REQUIRED FOR ERECTION OF PRECAST CONCRETE PANELS (2.0') BELOW THE FINAL MUDLINE FOR THE ENTIRE HEIGHT OF THE BULKHEAD. SHALL BE ADDED PER THE CONTRACTOR'S DETAILS. 6. COMPACTION REPORT MUST BE SUBMITTED TO AND BE APPROVED BY THE BUILDING 5. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, E FOUNDATION INSPECTION. UNLESS NOTED OTHERWISE. 7. A FINAL SOIL REPORT OF COMPACTION & APPROVAL SHALL BE PREPARED BY THE A) CONCRETE BELOW GRADE OR IN CONTACT WITH SOIL:WHEN CAST AGAINST EARTH PROJECT GEOTECHNICAL ENGINEER & SUBMITTED FOR BUILDING DEPARTMENT REVIEW AT THE COMPLETION OF THE PROJECT. 3", WHEN FORMED 2". 8. COMPACT SOIL TO THE REQUIRED RELATIVE DENSITIES PER ASTM 155-91. DO NOT USE B) WALLS ABOVE GRADE:EXTERIOR FACE lh", INTERIOR FACE 1". HEAVY COMPACTION EQUIPMENT WITHIN 20 FEET OF THE BULKHEAD. C) PRECAST CONCRETE ELEMENTS:AS DETAILED. 9. ON SITE BROKEN CONCRETE & AC PAVING MAY BE USED AS FILL PROVIDED IT DOES NOT D) CONCRETE SLAB ON GRADE: REINFORCING STEEL AT CENTER OF SLAB, UNLESS EXCEED 6 INCHES IN SIZE & IS NOT STACKED, LAYERED OR PLACED ABOVE ELEVATION NOTED OTHERWISE. +7.0' & IS APPROVED BY THE GEOTECHNICAL ENGINEER. 6. REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH CBC SECTION 1907. 7. ALL TIE WIRES SHALL BE MINIMUM 16 GAUGE, BLACK ANNEALED, CONFORMING TO STEEL A.S.T.M. A82. 8. ALL REINFORCING BARS SHALL BE FREE OF RUST, GREASE OR OTHER MATERIAL 1. STRUCTURAL. STEEL SHAPES AND PLATES SHALL CONFORM TO A.S.T.M. A572 GRADE LIKELY TO IMPAIR BONDING. 50 OR A9�..2 WITH Fy = 50 KSI. 9. ALL BENDS IN REINFORCING SHALL BE COLD BENDS. 1 2. STEEL PIPE COLUMNS AND OTHER STEEL PIPE STRUCTURAL MEMBERS SHALL CONFORM TO A.S.T,M. A53, GRADE B. NAILING AND FASTENERS 3. STRUCTURAL STEEL TUBING SHALL CONFORM TO A.S.T.M. A500, GRADE B, Fy = 46 KSI. 1. ALL NAILS AND FASTENERS SHALL BE CORROSION RESISTANT MEETING ASTM 4. BOLTS SHALL CONFORM TO A.S.T.M. A307, UNLESS NOTED OTHERWISE. WHERE A153 CLASS D, HOT DIP GALVANIZED AND BE ACRYLIC ADHESIVE OR 3/ HIGH STRENGTH (H.S.) BOLTS ARE SPECIFIED, THEY SHALL BE MINIMUM 4" THERMAL PLASTIC RESIN LATEX ADHESIVE COATED. DIAMETER AND CONFORM TO A.S.T.M. A325 SC CLASS A UNLESS NOTED 2. ALL NAILS SHALL BE j6d (0.148" DIAMETER) HELICAL THREAD NAILS, WITH OTHERWISE ON THE PLANS. THE INSTALLATION OF H.S. E30LTS SHALL BE MINIMUM BENDING YIELD STRENGTH OF FyB = 90,000 PSI, U.N.O. INSPECTEU BY A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING 3. NAILING OTHER THAN ROOF OR FLOOR DIAPHRAGM SHOWN ON THE DRAWINGS DEPARTMENT. . SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE CBC. 5. ALL BOI_r,� HOLES IN STEEL MEMBERS SHALL BE STANDARD HOLES, U.N.O. 4. NAILS FOR ROOF AND fLOOR SHEATHING SHALL HAVE A MIN OF lh" 6. STRUCTUNAL STEEL "NELSON" STUDS SHALL BE MANUFACTURED FROM C1015, PENETRATION INTO TH� FRAMING MEMBERS. C1017 AND C1020 COLD DRAWN STEEL CONFORMING TO A.S.T.M. A108-58T. 5. ALL HARDWARE SHALL BE CORROSION- RESI STAN T COMPLYING WITH HDG G185 7. LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO A.S.T.M. STANDARDS AS FINISH AND BE MANUFACTURED BY "SIMPSON STRONG -TIE CO., INC." (OR FOLLOWS: APPROVED EQUAL), AND SHALL HAVE A VALID ICC NUMBER ON THE A) FOR ' 18 GA. THICK AND LIGHTER STEEL : A446, GRADE A (GALVANIZED) OR PRODUCT. ANY DEVIATION FROM THE APPROVED PRODUCTS MUST BE A570. 9RADE 33 OR A611, GRADE C - ALL HAVING MINIMUM OF 33 KSI YIELD APPROVED BY THE BUIWING DEPARTMENT, NOT BY THE FIELD INSPECTOR, STRENQTH, 6. ALL HARDWARE SHALL BE INSTALLED PER MANUFACTURER'S B) FOR '16 GA. THICK AND HEAVIER STEEL : A446, GRADE D (GALVANIZED) OR I RECOMMENDATIONS. BLIND NAILING SHALL NOT BE ACCEPTABLE AND WILL BE A570, 91kADE 50 OR A607, GRADE 50 - ALL HAVING MINIMUM OF 50 KSI YIELD REJECTED. . STRENqTH. 7. WHERE MECHANICAL OR ADHESIVE ANCHORS/DOWELS ARE INDICAl`lED ON 8. FABRICATIbN AND ERECTION SHALL CONFORM TO THE 14th EDITION OF A.I.S.C. DRAWINGS: SPECIFIWIONS. A) MECHANICAL ANCHORS SHALL BE STAINLESS STEEL HILTI KWIK BOLT KB-TZ 9. ALL HOLEt FOR BOLTS IN STRUCTURAL STEEL SHALL BE DRILLED OR PUNCHED. AND BE INSTALLED IN ACCORDANCE WITH ICC ESR-1917 BURNING (Jr HOLES SHALL NOT BE PERMITTED. B) ADHESIVE ANCHORS SHALL BE HILTI STAINLESS STEEL "HIT-HY 200 MAX -SD" 10. ALL STEEL SHALL BE STAINLESS, HOT DIP GALVANIZED OR EPDXY COATED. ADHESIVE INSTALLED IN ACCORDANCE WITH ICC ESR-3187 OR STAINLESS STEEL SIMPSON STRONG -TIE "SET-XP EPDXY" ADHESIVE WELDING 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 1. ALL WELDING SHALL BE DONE USING THE SHIELDED ELECTRIC ARC PROCESS BY ANCHORS/DOWELS BY A REGISTERED SPECIAL INSPECTOR APPROVED CERTIFIED WELDERS, USING E70XX ELECTRODES. I 2. WELDING OF STEEL REINFORCING BARS SHALL BE DONE WITH LOW HYDROGEN BY THE BUILDING DEPARTMENT. THE INSPECTOR SHALL VERIFY THE ELECTRODES, A233, CLASS E70XX SERIES. INSTALLATION OF ANCHORS/DOWELS IN ACCORDANCE WITH 3, WELDS REQUIRING CONTINUOUS OR PERIODIC SPECIAL INSPECTION NEED NOT HAVE MANUFACTURER'S RECOMMENDATIONS INCLUDING CLEANLINESS OF DRILL � SPECIAL INSPEC11ON WHEN WELDING IS DONE IN AN APPROVED FABRICATOR'S HOLES AND PROPER EMBEDMENT. SHOP, HOWEVER, THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF E) UNLESS NOTED OTHERWISE ON THE DRAWINGS, USE MINIMUM %" DIAMETER COMPLIANCE IN ACCORDANCE WITH THE SECTION 1704.2.2 OF THE CBC. AT 24" ON CENTER WITH A MINIMUM OF 5" EMBEDMENT. 4. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDINGS. ANCHOR RODS I 1. ANCHOR RODS/TIE-RODS SHALL CONFORM TO A.S.T.M. A722-95 GR 150 1. ALL CONCRETE MIX DESIGNS, CONFORMING TO CHAPTER 19 OF ACI 318-14, TABLE TYPE 11 THREADED REBAR AS MANUFACTURED BY DYWIDAG-SYSTEMS 19.3.2.1, CATEGORY (C) & CLASS C2 PER TABLE 19.3.1.1 OF ACI 318-14, SHALL BE INTERNATIONAL (DSI) WITH DOUBLE CORROSION PROTECTION. SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL BEFORE ANY CONCRETE IS 2. ROD TENSIONING: AFTER BACKFILLING & COMPACTING TO TOP OF ANCHOR PLACED. ALL CONCRETE MIXES SHALL HAVE A MINIMUM CEMENT CONTENT OF 6.0 BEAM, TENSION RODS TO 1,000#. COMPLETE BACKFILL & COMPACTION TO R CUBIC YARD OF MIX. ALL CONCRETE MIXES SHALL BE ROUGH GRADE & TENSION RODS TO 5,000#. CERTIFIED BY A CONCRETE TESTING LABORATORY AND SIGNED BY A UALItUMIA 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 SUPERPLAS11CIZING 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 STM C 150 TYPE I OR TYPE 11 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 F 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 F001ING 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 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 ANELS SHALL BE DESIGNED BY OTHERS FOR SAFE EREC11ON 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 X" U.N.O. 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) : ........... NON -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 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 ESIVE 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 O 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 ELEVATION 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 . ............ ' ANCHORBOLT DN .............. DOWN HT ............... HEIGHT OFF ............. OFFICE T.F . ............. TOP OF FOOTING A.0 . ........... ASPHALT CONCRETE DP ................ DEEP H.S . ............. HIGH STRENGTH OPNG ........... OPENING T.B . ...... � ...... TOP OF BEAM A/C ............ AIR CONDITIONING D.S . ............ DOWNSPOUT HVAC ........... HEATING/VENTILATlNG & OPP HD ....... OPPOSITE HAND TG ............... TAPERED GIRDER A.C.P . ......... ASPHALTCONCRETE PAVING DWGS .......... DRAWINGS AIR COND1110NING 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 . .............. TOP OF NAILER ANOD ......... ANODIZED ELEV ............ ELEVATION J.G . ............. JOIST GIRDER PLYWD ......... PLYWOOD T.0 .............. TOP OF ARCHT ... ..... ARCHITECTURAL EMBED ... � .... EMBEDMENT, EMBEDDED JST ............. JOIST PSF ............. . POUNDS PER SQUAREFOOT T.O.P . .............. .......... TOP OF PARAPET/PANEL B.B . ............ BOTTOM OF BEAM E.N . ............. EDGE NAILING JT ............. JOINT PSI ............. POUNDS PER SQUAREINCH T.O.S TOP OF STEEL BET .............. BETWEEN EQ ............... EQUAL K.0 . .............. KNOCK OUT P-T . ............. PRESERVATIVE TREATED . TOT .......... TOTAL BLDG ............ BUILDING E.S . ............. EACH SIDE L ................. ANGLE R.D . ............. ROOF DRAIN .............. TRANSF TRANSFER BLKG ........... BLOCKING I 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 ............. � ... CHANNEL FUN ... � ......... FOUNDAT10N LONGIT ........ LONGITUDINAL REV ............. REVISION U.N.0 . UNLESS NOTED OTHERWISE CANT .......... CANTILEVER F.F . .............. FINISH FLOOR L.P . ............. LOW POINT R.J . ............. ROOF JOIST VERT .......... VERTICAL C.G . ............... CENTER OF GRAVITY F.G . ............ FINISH GRADE LT ............... LIGHT RM .............. ROOM V.I.F . ........... ........... VERIFY IN FIELD C.J . ............... CONSTRUCTION JOINT OR FIN FINISH MATL .......... MATERIAL R.0 . ............. ROUGH OPENING W/ ............... WITH CEILING JOIST ............... F.J FLOOR JOIST MAX ............ MAXIMUM SCH ............. SCHEDULE WD .............. WOOD CL ......... � ....... CENTER LINE . .............. FLG FLANGE M,B . ............ MACHINE BOLT SECT ........... SECTION W ................ WIDE FLANGE CLG .............. CLR CEILING CLEAR .............. FLR .............. FLOOR MATL .......... MATERIAL SHTG ........... SHEATHING W/O ............ WITHOUT ............. C.M.0 . ......... CONCRETE MASONRY UNIT F.O.0 . .......... FACE OF CONCRETE MAX M.& ............ MAXIMUM MACHINE BOLT SHT ............. SIM .............. SHEET SIMILAR W-P . ............... WORK POINT W.R WATER RESISTANT COL ............ COLUMN F.O.M . .......... F.O.S FACE OF MASONRY FACE OF STUD MECH ............ .......... MECHANICAL S.J . ............... SAWCUT JOINT . WT ............... ............. WEIGHT COMPO ........ CONC COMPOSITION CONCRETE . .......... F.N . ............. FIELD NAILING MEZZ .......... MEZZANINE S.P . ............... SPLICE POINT W.W.F . .......... WELDED ORE FABRIC .......... CONN CONNECTION F.S . ............. FAR SIDE MFD ............. MANUFACTURED SPA ............... SPACING X ................. EXTRA STRONG .......... CONT CONTINUOUS FT ............... FEETOR 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.0 . .......... METAL FRAMED OPENING STU ............... STANDARD ............ DBL DOUBLE GJ . .............. 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 I S.S . ............. SELECT STRUCTURAL D.F . ............ DRINKING FOUNTAIN GYP BD ......... GYPSUM BOARD (N) ............. NEW STRUCT ....... STRUCTURAL 0 DIAG DIAGONAL HUR ............. HEADER N.I.0 . ........... NOTIN CONTRACT SYM ............. SYMETRICAL .............. AT ........... DIAPH DIAPHRAGM HG3R ............. HANGER NO . ............. NUMBER T & 8 ......... TOP & BOTTOM $ ........ CENTER LINE ......... DIA ............... DIAMETER HK; .............. HOOK N.S . ............. NELSON STUD OR NEAR SIDE T & G ......... TONGUE & GROVE *** .... *****" DIAMETER DIM DIMENSION HQkIZ ..... .... HORIZONTAL N.T.S . .......... 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TO REINFORCE THE EXISTING SEAWALL BY UTILIZING DYWIDAG TIE -BACKS - CONNECTING THE EXISTING SEAWALL TO NEW CONCRETE DEADMEN. 0 0 < > N N > 0 , N 0 cy 2. TO CONSTRUCT NEW CANTILEVERED CONCRETE DECK IN THE SAME FOOTPRINT 00 tf) cl�_ [-- AS THE EXISTING, WITH CURB STEM WALL ALONG THE BAYWARD EDGE OF THE C) ro �__ w / 11-1 I w CO - DECK WITH TOP OF WALL ELEVATION OF +10.90'NAVD88. N 0 CL W [:� T_ z z , y Z� w 3: :E 0 F ui .,� co < 0 Of a: 0 0 C) NOTE TO THE BIDDERS, . .. . m AC7=0 TUnDnH(IUIV C*VAkAlKllklrl TUC' rInKICTOWITInKi nnt�HkAV SHEET OF Nlo ANU Int ollr_: 1. NOTIFY THE ARCHITECT AND/OR THE ENGINEER IN WRITING, REGARDING ALL DISCREPANCIES REQUIRING CLARIFICATION, PRIOR TO THE "BID SUBMITTAL". 2. IF THE ARCHITECT AND/OR THE ENGINEER IS NOT NOTIFIED, AS REQUIRED PER ITEM #1 ABOVE, IT SHALL MEAN THAT THE CONTRACTOR HAS CONSIDERED NCY IN HIS BID TO COVER ALL COSTS TO COMPLY WITH THE MOST STRINGENT CONDITIONS. 3. THE CONTRACTOR SHALL NOT BE ENTITLED TO ANY ADDITIONAL COMPENSATION FOR ANY DISCREPANCY DISCOVERED AFTER THE "CLOSE OF THE BID". sw-0 I I I II I (E) PL BLOCK WALL—,- 0I■I II 1■1 II I I I '�I III I I■I III 21-011 21- II I I d' I11 II I N ill III I�I r�I (E) BLDG AT NEIGHBORING I 0 I■I _ (I PROPERTY I I■I F_ CI I L__T(_I o I�I 1 L II I:I I �11 I ----------------� I III z jjj I 11 1 (N) 1 "0 DYWIDAG II THREADED TIE —ROD TYP I■) 1 (I (TOTAL OF 4) i�l I II I■I I (I I 1■I I II I f�l II I11 (I L___ ■ I■I I II �=== I■ .A r ■ I ' A eY . .4j a a I■ e I 4Q d. 1, PROPERTY LINE PROPERTY LINE SITE PLAN/TIE-RODS LAYOUT (E) BULKHEAD TO REMAIN & BE PROTECTED TYP /A1\ -1 AA1Tr"l'1 LINDA ISLE NEWPORT BAY (E) BULKHEAD, SEE SITE PLAN FOR LENGTH I\ 1\ —1 A P+ f'. /l 1 I A— !1 Il A .. I L©� 1 LL- II III (N) CONT CONIC III DEADMAN TYP III II I ,on 6'-0" 2'-0" 2t-0" III I II I �II � II f II � u II II L__ T_ -J �N IIL��Tl IIT III I III III II III f\1\ ^Y 1/ ^I 1I1 P1 /(+ I IAIAI I I (E) PL BLOCK WALL L I (E) BLDG AT NEIGHBORING PROPERTY i ( L--------cli - PROPERTY LINE (E) TIE —BACK TO REMAIN TYP (FIELD VERIFY EXACT LOCATIONS) (N) PLANTER TYP --------- - (E) BULKHEAD TO REMAIN & BE PROTECTED TYP (E) GANGWAY TO REMAIN OR BE REPLACED UNDER SEPARATE PERMIT (E) BULKHEAD TO REMAIN & BE PROTECTED TYP PROPERTY LINE TYP (E) PL BLOCK WALL TYP E CONC CURB STEMLEV=+10.90 N VD88 (N) ANCHOR CONN TYP (E) CONC COPING TO REMAIN (E) DREDGE LINE/MUDLINE (E) CONC PANEL TO REMAIN TYP CITY OF NEWPORT BEACH COMNIUNITY DEVELOPMENT DEPARTMENT I BUILDING DIVISION STRUCTURAL OBSERVATION GENERAL NOTES 1. STRUCTURAL OBSERVATION IS REQUIRED FOR THIS PROJECT IN j, IF THE CITY FOFM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL ACCORDANCE WITH CDC 1110. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVERS 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 WFORMAT.ION FOR STRUCTURAL OBSERVER. CONSTRUCTION DOCUMENTS. S 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 OWNERS REPRESENTATIVE, PROJECT CONTRACTOR. AND TFE 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 OBSERVATIONSCHEDULE. 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 OBSF.RVATON REPORT SHALL STATE THAT THE POUR; STRUCTURAL SYS-EM CONFORMS TO THE APPROVED CONSTRUCTION E OBSERVATION OF BUILDING FRAMING PRIOR TO CALLING FOR THE CITY DOCUMENTS & THAT ALL PREVIOUSLY OBSERVED DEFICIENCIES HAVE BEEN OF NEWPORT BEACH "COMPLETE FRAMING INSPECTOOW; 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. B. 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' FORMA, OR A STRUCTURAL SYSTEMS. REVIEW & APPROVAL OF SUCH CHANGES BY THE SIMILARLY FORIAATTED REPORT, SHALL BE USED FOR ALL STRUCTURAL CHIEF BUILDING OFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THE DESIGN OBSERVATION REPORT. PROFESSIONAL ANNOR CONTRACTOR PRIOR TO INSTALLATION ANDfOR CONSTRUCTION OF SAO CHANGES. STRUCTURAL OBSERVATION SCHEDULE r EADDRESS: 80 LINDA ISLEECONPLEi EO BYTHEDESIGN ENGINEER, AND INCLUDEDON THECONSIRUCT/ON DRAW/NGS.ED ON THE PROJECT SCOPE, PLEASE IDENTIFY THE ELEMENTSANW OR CONNED (IONS THAT REQUIRE STRUCTURAL OBSERVATION. SPECIFY THE INTERVAL STAGE OF CONSTRUCTION WHEN THE STRUCTURAL OBSERVATION WILL BE PERFORMED, E 1 STRUCTURAL ELEMENTS AND10R SCHEDULED INTERVAL OR STAGE OF CONSTRUCTION CONNECTIONS TO BE OBSERVED ❑ FOOTINGS, SLAB FOUNDATION, ANCHORS � ❑ MAT FOUNDATKN, PRESTRESSED CONC. SLAB 0 G CI CAISSON, PILE, GRADE BEAM CONCRETE DEADMEN do TIE -BACKS 0 OTHER: CONNECTIONS PRIOR TO POURING CONCRETE C1 CONCRETE 3 ❑MASONRY CJ WOOD OR MANUFACTURED SHEAR PANELS fA - ❑ OTHER: Q STEEL MOMENT OR BRACED FRAME uj0 CONCRETE MOMENT FRAME LL ❑ Mr1ASONRY WALL FRAME ❑ OTHER: IM CONCRETE DECK PRIOR TO POURING CONCRETE 1:1 STEEL DECK s❑ WOOD C1 OTHER: FINAL I& FINAL OBSERVATION & REPORT f(Y(It9.'u1RUftUR..+�Ctis°wpJtA:iL;7G&iiF%t�IES S${HEWIE tI.?3.11 AICAPPIjOVE1) SEP ~ 8 2021 ABC APPROVED i NOV 112022 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. N.T.S. w ti qi n_ 00 c=i SR c� j V) Z 0 n 6 0 > X a 6 a Lij o odig a U Z 0 bb 0 Z 7�� 0 0<<< � QRpFESS/p�, Isso CD No.0 66947 ;;o Mj J I 9�F OF CAl-�F 08/10/2021 Cq Cq � r � � r r� p U C3 W Qj c-I cq l� 00 cq L0 J CD O C3 U � F- U Q c/) LL. O z U i z f" Q i _cO CL w � Q � = u- LLJ 0 U co Z \I F_ Z Q U ;o J C:) Co W C] N z W � W Q U > C� Z -j m v W W U- -Jm W w 06 � _j z 0< Z oo Z°- CL Ww0W I_w- W U) 00 z U O O Q > 00 N Lo O Ci f- W Q n N � z x LIJo o DO 0 o� bi SHEET OF SW-1 ■'%1 0■ V l_lr A A/ n C A I1A/ A I II cI IrII A TIoft k1 NOTE: VERIFY ALL ELEVATIONS. N.T.S. V '3) EPDXY COATED ONT #6 EA FACE 4 EPDXY COATED TIE TYP CORRUGATED PVC 3" CLR ALL SHEATHING (SHOP AROUND TYP GROUTED FULL LENGTH) ROD COUPLER G (OPTIONAL), SEE V_6" o Ill) 7" A i (6) EPDXY COATED CONT #6 0 Li - - b I II' (2) EPDXY COATED #5 BOTH I (I 0 WAYS @ ANCHOR RODSuj III WAYS EPDXY COATED #5 EA ANCHOR PLATE 1 "x9"x9" I I- \ WAY x 1' 6" LONG @ EACH W/ANCHOR NUT BEHIND ANCHOR ROD (2) EPDXY COATED #5 \ I' VERT & HORIZ BARS #4 EPDXY COATED NOTE NOTE: TIES @ 16" O.C. FOR INFORMATION NOT SHOWN, SEE DETAIL B FOR INFORMATION NOT SHOWN, SEE DETAILS A & K DEADMAN ELEVATION N.T.S. A SECTION AT DEADMAN N.T.S. B 1 10 EQ 1k EQ /-- COUPLER HEAT SHRINK CENTERED OVI 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 n on(10 AAIAI ( eAK1nRorc (NP) TYPICAL SECTION TYPICAL ELEVATION SANDBAG VELOCITY REDUCER DETAIL VELOCITY REDUCER DETAIL N.T.S. I L TWO ROWS OF SANDBAGS THREE BAGS HIGH ONE ROW OF SANDBAGS TWO BAGS HIGH T E OF SLOPE - — - -- - -- ---- - - ---------------------------- ---------- ----------- ------- ------------------- -...... -- SLOPE CURB FACE, 100' MAX NE ROW OF WHERE OCCURS , SANDBAGS TWO BAGS HIGH TOE OF SLOPE PROTECTION DETAIL 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. \-GROUT SLEEVE. DELETE GROUT SLEEVE ON FIELD CUT TENDONS —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" (t Y4") CORRUGATED AND CEMENT GROUT FROM THE END OF THE NEW CUT. MIN Y2" THICK FULLY TEMPERED BIRD PROTECTION GLASS PANELS WITH MIN Fb=14 KSI. INSTALL CONT POLYVINYL CHLORIDE SETTING BLOCK AT BOT OF CONT 1Y2" WIDE x 3Y2" DEEP GROOVE CENTERED AT CONC AND FILL ABOVE WITH "RAPID SET" OR "POR-ROC" NON -SHRINK GROUT 10" CONC CURB/STEM WALL Y2" "V" REVEAL @ MAX 8'-0" O.C. EA FAC E %4" CHAMFER TYP -H I m 2" N CLR TYP I I T.O. FUTURE STEM WALL ELEV =+14.40' NAVC�88--� �TRANSV DIR FUTURE CONC STEM WALL -\ (N) BLDG WALL, AIC APPROVED A/C,, (N) TEMPERED IF DEEMED NECESSARY (N) 6" THK CONC DECK CONC SLAB & FTG GLASS GUARDRAIL, TO ACCOMMODATE SEA W/CANT REINFORCED W/#5 @ I { UNDER SEPARATE NOV 2022 p � 0vpr� SEE DETAIL T i LEVEL RISE 6 O.C. AT T&B IN TRANSV i PERMIT ►20 �j \� 3'-4"t loll 3'--0" DIR & #4 @ 12" O.C. i PER ARCHT OF LONGIT DIR T.O. CURB ELEV= _ _ THE HOUSE +10.90' NAVD88 SLOPE PER CIVI------------------------------- T.O.S. ELEV=+10.53' NAVD88 #4 NOSE - \ - - - - (N) 10" CONC BAR TYP _I-1i1=1T�1 I f-1�-! 11=T I-T_ i�- CURB/STEM WALL =III=III=III=III=III=11�--11%1�- ( r TIIII�Mu,01, 111111=11, " E GRADE (�1 SLOPE PER CIVIL -III-IT-III-III-111=111-I ( ) T.O. (N) DECK ELEV =T.O. (E) -" III=1I1=III=III=1I1=1�' DECK ELEV=+8.69' NAVD88 v-0" 1I °\ \DRAINAGE N 4 @ 18 18 ------ " n w o 5'-0" CANT - el IPER CIVIL- - - - - - I ( O.C. DOWELS FOR (N) o 0 v _ I BY OTHERS �16 CONC DEAMAN +� v�w o I �� --J TYP SEE B b -J FOR TYP COUPLER, WHERE REQD, SEE T - - - CENTER LINE OF CONN TYP Q I a I I I I - i° I (N) #4 @ 18" O.C. ADHESIVE I ( DOWELS 6" EMBED Iv I 6" loll O °O °.. (E) CONC PANELS (' TO REMAIN & BE I °I PROTECTED Id 41 (E) DREDGE I _ ' °i INSTALL (N) FILTER CLOTH LINE/MUDLINE i�..° ,i AT PANEL JOINTS PER NOTES ON SHEET SW-0 OR SEAL PANEL JOINTS AT BAYWARD I-III=1IhIII III _� FACE OF PANELS TO AVOID =I 11=_ 11I, :T_1=III=1 I-1 I I 11 I! =T_III III_II!-III. III- SOIL MIGRATION l. --1 � I_I I_I � I-� I °' I -I 1I[FrEfl�- 11 CD o I I I=111_ .I3 III=1iI_ N (.a .° III ��III w I I= a_ I - I. 9°I la al N.T.S. I G I TYPICAL SECTION 0 - 2" 0 CONT TOP RAIL SUPPORTED BY MINIMUM OF THREE GLASS BALUSTERS #4 @ 12" O.C. CONT TYP #4@12" O.C. e� .N U Al CANT CONC DECK TYP DECK REINF PER K #5@6" O.C. EXTENDED 3'-0" MIN BEYOND UPPER MOST CONC STEP (N) CORRUGATED PVC (N) TIE -BACK - SHEATHING SHOP GROUTED PER PLAN TYP 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 24' MIN, SEE PLAN i �I I ( I II (E) TIE -BACK & DEADMAN, WHERE OCCUR, TO REMAIN TYP z g W� U� o 1�» V) O a� Li U Lij o 0 � z a o z U °<1 <1a o eROFESS/� is c� No.0 66947rrnn a -� ij s� SIv1� l� OF CA1 08/10/2021 • r cv •� t cn N N a NOTE: IN CASE IF PROPOSED BUILDING FOOTINGS INTERFERE WITH THE TIE -BACKS, DEEPEN FOOTINGS PER STRUCTURAL ENGINEER OF THE BUILDING REQUIREMENTS <[ LO AND PROVIDE SCHEDULE 40 PVC SLEEVES FOR MINIMUM .J to 2" CLEAR DISTANCE AROUND TIE -BACKS. Q CD Q N.T.S. K _U U Z < to RAPID SET NON- ANCHOR NUT. SHRINK GROUT LL Q TORQUE AS READ BEFORE ° . °. 4 °4 SEAL AROUND HOLE Q Z O V ° °.� � � BEFORE GROUTING � Q GROUTING Eft Z ~ CORRUGATED PVC a ~ 1" MIN 4 SHEATHING (SHOP Q Q COVER ° °4 ° . 4 I GROUTED FULL LENGTH) Q. ,: ..°.. .I GROUT I,v ° DYWIDAG THREADBAR z = LL W TUBES :;:::: ,.;:.:... PER PLAN 3: U Z O cfl BEARING f: PLATE lY2" x9"O ° W/HOLES a .. . 44 ° 4..4 ° FOR GROUT I Q ° I 5" I.D. STD PIPE TUBES ° 4 ' 4 SLEEVE WELDED TO ° °. ° a BEARING PLATE /4 ° 4- — GROUT SLEEVE 14 ) CORE DRILL (E) COPING E--- ° a I FOR ANCHOR CONN. Q 1 �4 .4 AFTER STRESSING, a TREAT SURFACE WITH (E) CONC COPING 1" MIN BONDING AGENT AND LU & PANEL AFTER STRESSING PGROUT NION SITH HRINK Z Q NOTE: F:. U CONTRACTOR SHALL APPLY EPDXY COAT ON THE FACE OF ANY REBAR (n O OR TIE CUT DURING CORE DRILL TO PREVENT RUST DEVELOPMENT. X J CD < rn P CORE DRILL DETAIL N.T.S. Cw w w = < U E— Z m W W cr J - F- u- a 0 Z Z LL Q w w w uw W u) C:) 00 Z 0 o O <t > N N > O O 00 LC) c I- \ w �a N O z Y CL m Q� w Q L7 O 71 _ CJ SHEET OF SW-2 -r � r- � r � i � � r- r� r-� � -r r r►-r � r� � I ., I r-� 1 n r r%-r 1 r\ K I A T r\ 11 A I" ) M M A 11 I N .T. S. I 1 V