HomeMy WebLinkAboutAIC2020003 - 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 ENGINEER BROUGHT TO THE ATTENTION OF THE ENG G I
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 ERECTION BRACING AND SHORING SHALL BE PROVIDED AS REQUIRED
ON ALL STRUCTURES, ADEQUATE TO PROVIDE FULL STRUCTURAL STABILITY AND
SAFETY. BRACING SHALL NOT BE REMOVED UNTIL THE ELEMENTS ARE FULLY
CONNECTED AND ARE CAPABLE OF SUPPORTING THE DESIGN LOADING.
13. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL
DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM
ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE
PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING
FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER.
14. THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION NOT TO UNDERMINE ANY
ADJACENT STRUCTURE N. DURING THE COURSE OF CONSTRUCTION. I R 0
15. CLEAN UP: NO PAINT PLASTER CEMENT, SOIL MORTAR OR OTHER RESIDUE E
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: AL T L MATERIAL FROM THE EXISTING BULKHEAD THAT IS NOT USED
AS FILL SHALL BE REMOVED FROM THE SITE & DISPOSED OF IN AN OFFICIAL
DUMP SITE.
17. SEE THE LATEST "GENERAL GRADING SPECIFICATIONS" OF THE BUILDING
DEPARTMENT FOR THE CITY'S: GENERAL NOTES, EROSION CONTROLS, REQUIRED
INSPECTIONS, GRADING FILLS/CUTS & ALL NECESSARY DOCUMENTATION.
18. POOLS, SPAS, FENCES, PATIO COVERS AND OTHER FREESTANDING STRUCTURES
REQUIRE SEPARATE REVIEWS AND PERMITS.
19. ALL A.S.T.M. SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE IN
ACCORDANCE WITH THE LATEST ISSUE OF THE A.S.T.M.
20. OBSERVATION VISITS TO THE PROJECT SITE BY THE ENGINEER SHALL NOT BE
CONSTRUED AS ANY INSPECTION AS REQUIRED BY CODE.
FOUNDATIONS
1. THE CONTRACTOR SHALL ESTABLISH ALL CONSTRUCTION LINES AND PROCEED WITH
THE EXCAVATION OF ALL FOOTINGS AS CALLED FOR ON THE DRAWINGS.
2. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED UNIFORM EARTH OR ENGINEERED
COMPACTED FILL.
3 NO REINFORCING STEEL AND NO CONCRETE SHALL BE PLACED IN ANY EXCAVATION
PRIOR TO APPROVAL BY THE BUILDING DEPARTMENT.
4. THE TOP OF ALL EXCAVATIONS SHALL BE PROTECTED AGAINST HEAVY SURCHARGE
LOADS AND FROM EROSION DUE TO RAINFALL OR SURFACE RUN-OFF DURING THE
ENTIRE CONSTRUCTION PERIOD.
5. THE SOILS REPORT DESCRIBED UNDER ITEM 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 EGA CONSULTANTS LLC 375-C MONTE VISTA AVENUE
ADDRESS
COSTA MESA, CA 92627
PHONE NUMBER.................................................................................. (949) 642-9309
SOILS REPORT DATE................................................................................... 04/23/2019
SOILS REPORT PROJECT NUMBER............................................................... BS173.1
GRADING NOTES
1. THE ANTICIPATED TOTAL VOLUME OF CUT AND FILL FOR SEAWALL CONSTRUCTION
ON THIS PROJECT WILL BE LASS THAN 50 CUBIC YARDS. THUS, GRADING PERMIT IS
NOT REQUIRED.
2. WHEN A GRADING PERMIT & PLANS ARE REQUIRED, IF NO GRADING IS ADDRESSED
ON THE PLANS - SEE THE CIVIL & ARCHITECTURAL PLANS FOR THE FINISH
GRADING ON THE SHORE SIDE OF THE BULKHEAD.
3. A PRE -GRADING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF
GRADING WITH THE FOLLOWING PEOPLE PRESENT:OWNER, GRADING CONTRACTOR,
DESIGN CIVIL ENGINEER, SOILS ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR
THEIR REPRESENTATIVES. REQUIRED FIELD INSPECTIONS WILL BE OUTLINED AT THE
MEETING.
4. A PRE -PAVING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF
GRADING WITH THE FOLLOWING PEOPLE PRESENT:OWNER, GRADING CONTRACTOR,
DESIGN CIVIL ENGINEER, SOILS ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR
THEIR REPRESENTATIVES. REQUIRED FIELD INSPECTIONS WILL BE OUTLINED AT THE
MEETING.
5. THE PROJECT GEOTECHNICAL ENGINEER SHALL INSPECT & APPROVE ALL AREAS
PRIOR THE THE PLACEMENT OF ANY FILL.
6. ALL FILLS SHALL BE INSPECTED, TESTED & APPROVED BY THE GEOTECHNICAL
ENGINEER VERIFYING MINIMUM OF 90% REQUIRED RELATIVE COMPACTION AS WELL
AS STABILITY.
7. ALL EXCAVATIONS FOR ANCHORS SHALL BE INSPECTED & APPROVED BY THE
GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE,
8. TEMPORARY EROSION CONTROL PLANS ARE REQUIRED FROM OCTOBER 15 TO MAY
15.
9. EROSION CONTROL DEVICES SHALL BE AVAILABLE ON -SITE BETWEEN OCTOBER 15
AND MAY 15.
10. BETWEEN OCTOBER 15 AND MAY 15, EROSION CONTROL MEASURES SHALL BE IN
PLACE AT THE END OF EACH WORKING DAY WHENEVER THE FIVE-DAY PROBABILITY
OF RAIN EXCEEDS 30 PERCENT, DURING THE REMAINDER OF THE YEAR, THEY
SHALL BE IN PLACE AT THE END OF THE WORKING DAY, WHENEVER THE DAILY
RAINFALL PROBABILITY EXCEEDS 50 PERCENT. SEE DETAILS N & T ON SHEET
SW-2.
11. LANDSCAPING PLANS SHALL BE SUBMITTED FOR APPROVAL, WORK COMPLETED AND
A CERTIFICATE OF CONFORMANCE RECEIVED BY THE CITY GRADING ENGINEER PRIOR
TO CLOSURE OF PERMIT, UNLESS WAIVED BY THE CITY GRADING ENGINEER.
12. TEMPORARY DESILTING BASINS, WHEN REQUIRED, SHALL BE INSTALLED AND
MAINTAINED FOR THE DURATION OF THE PROJECT.
13. DATUM: ALL ELEVATIONS ARE BASED ON MLLW OR NAVD88 DATUM.
STRUCTURAL GENERAL NOTES
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 MIRAFI COMPANY" AND SHALL BE MINIMUM 2.0' WIDE AND
BE PLACED ON THE INSIDE FACE OF THE BULKHEAD EXTENDED FROM EQUALLY THE
Q M
JOINT TO (2.0') BELOW THE FINAL MUDLINE FOR THE ENTIRE HEIGHT OF THE
BULKHEAD.
6. COMPACTION REPORT MUST BE SUBMITTED TO AND BE APPROVED BY THE BUILDING
DEPARTMENT BEFORE FOUNDATION INSPECTION.
7. A FINAL SOIL REPORT OF COMPACTION & APPROVAL SHALL BE PREPARED BY THE
PROJECT GEOTECHNICAL ENGINEER & SUBMITTED FOR BUILDING DEPARTMENT REVIEW AT
THE COMPLETION OF THE PROJECT.
8. COMPACT SOIL TO THE REQUIRED RELATIVE DENSITIES PER ASTM 155-91. DO NOT USE
HEAVY COMPACTION EQUIPMENT WITHIN 20 FEET OF THE BULKHEAD.
9. ON SITE BROKEN CONCRETE & AC PAVING MAY BE USED AS FILL PROVIDED IT DOES
NOT EXCEED 6 INCHES IN SIZE & I STACKED, LAYERED OR B N IS KED PLACED ABOVE
ELEVATION +7,0' & IS APPROVED BY THE GEOTECHNICAL ENGINEER.
CONCLUSIONS AND REOMMENDATIONS - PER SOILS
REPORTi
FROM A SOILS ENGINEERING AND ENGINEERING GEOLOGIC POINT OF VIEW, THE SUBJECT
PROPERTY IS CONSIDERED SUITABLE FOR THE PROPOSED CONSTRUCTION PROVIDED THE
CONCLUSIONS AND RECOMMENDATIONS IN THE SUPPLEMENTAL GEOTECHNICAL REPORT
ARE INCORPORATED INTO THE DESIGN AND PROJECT SPECIFICATIONS.
SOLID SAWN MEMBERS AND GLU-LAM BEAMS
1. ALL WOOD -CONSTRUCTION FINGERS SHALL HAVE FRAMING THAT INCLUDES
CROSS -MEMBERS THAT PROVIDE RIGID CONNECTION TO THE FULL-LENGTH STRINGERS.
ALL CONNECTIONS SHALL BE MADE USING THRU-BOLTS.
A) COMMERCIAL DOCK FRAMING:
FOR INDEPENDENT LONG DOCKS THAT FLOAT FREELY AND DO NOT HAVE DOCKS
AND/OR FINGERS ATTACHED FOR STABILITY, ALL PRIMARY LOAD CARRYING
FRAMING MEMBERS SHALL BE FABRICATED FROM GLUED -LAMINATED BEAM
CONSTRUCTION, TO PREVENT WARPAGE OF THE MAJOR MEMBERS, CONTRIBUTING
TO DOCK INSTABILITY.
2. ALLOWABLE STRESSES FOR HARBOR STRUCTURES SHALL NOT EXCEED THOSE STATED
IN THE "CALIFORNIA BUILDING CODE".
3. TIMBER USED FOR WALKING DECKS SHALL HAVE A MINIMUM NET THICKNESS OF 1x
INCHES.
4. TIMBER FOR WALKING SURFACES SHALL BE DOUGLAS FIR, SELECT STRUCTURAL.
SAWN TIMBER FOR OTHER FRAMING MEMBERS SHALL BE DOUGLASS FIR, No.1
MINIMUM.
5. GLUED -LAMINATED TIMBER SHALL BE DOUGLASS FIR 24F-V8, INDUSTRIAL GRADE FOR
APPLICATION IN WET ENVIRONMENT. FABRICATION SHALL COMPLY WITH PRODUCT
STANDARD PS 56-73, "STRUCTURAL GLUED LAMINATED TIMBER".
6. WALKING SURFACES SHALL HAVE A NON-SKID FINISH AND BE MAINTAINED
PERIODICALLY OR WHEN WORN AND UNSAFE. TREATED TIMBER DECKING REQUIRES NO
FURTHER NON-SKID FINISH.
7. DIMENSIONAL LUMBER IS NOT REQUIRED TO BE PAINTED. HOWEVER, IF THE
APPLICANT CHOOSES TO PAINT, SUCH PAINT SHALL BE MAINTAINED TO GOOD
CONDITION AND APPEARANCE.
8. PLYWOOD UTILIZED WITHIN DOCK FRAMING SYSTEM SHALL BE EXTERIOR GRADE
MATERIAL. PLYWOOD SHALL NOT BE USED AS THE WALKING SURFACE FOR A DOCK
SYSTEM, UNLESS THE PRODUCT CAN BE DEMONSTRATED TO THE CITY OF NEWPORT
BEACH BUILDING DEPARTMENT THAT IS PROVIDED WITH A FACTORY -APPLIED
PROTECTIVE, NON-SKID WALKING SURFACE THAT WILL BE DURABLE AND HAS A
PROVEN PROCESS FOR PATCHING AND TOUCH-UP. INTERNAL PLYWOOD MEMBERS
SHALL BE PROVIDED IN SUCH A MANNER THAT WATER CAN BE EASILY CONVEYED
OFF THE TOP SURFACE OF THE PLYWOOD AND NOT POND OR GET TRAPPED, LEADING
TO EARLY DETERIORATION AND DRY ROT.
9. WEIGHT OF TREATED DOUGLAS FIR SHALL BE ASSUMED TO BE 35 POUNDS PER
CUBIC FOOT..
10. ALL TIMBER SHALL BE MARKED WITH THE APPROPRIATE GRADE OF MATERIAL AND
PRESERVATIVE TREATMENT, OR MAY BE SUBJECT TO REJECTION BY THE CITY
INSPECTOR.
11. WOOD PRESERVATIVE FOR TIMBER:
A) ALL TIMBER PRODUCTS SHALL BE COATED WITH PRESERVATIVE TREATMENT TO
RETENTION LIMITS RECOMMENDED BY THE AMERICAN WOOD PRESERVERS
ASSOCIATION STANDARD M4 "STANDARD FOR THE CARE OF
PRESERVATIVE -TREATED WOOD PRODUCTS" AND AWPA STANDARD C2 "LUMBER,
TIMBER, BRIDGE TIES & MINE TIES - PRESERVATIVE TREATMENT BY PRESSURE
PROCESSES".
B) CURRENT STATE AND FEDERAL ENVIRONMENTAL REQUIREMENTS AND
GUIDELINES FOR THE TYPE AND APPLICATION OF PRESERVATIVE TREATMENTS WILL
BE STRICTLY ENFORCED.
C) ALL LUMBER MUST BEAR A STAMP BY THE AMERICAN LUMBER STANDARDS
COMMITTEE FOR CONFORMANCE TO THE AMERICAN PRESERVERS ASSOCIATION
STANDARDS.
D FIELD CUTS AND BORED SHALL RECEIVE FIELD -APPLIED PRESERVATIVE
TREATMENT IN ACCORDANCE WITH BEST MANAGEMENT PRACTICES. PRESERVATIVE
TREATMENT CHEMICALS SHALL NOT BE ALLOWED TO ENTER HARBOR WATERS.
12. ALL BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF TO A MAXIMUM
�32II
OF Y16" LARGER THAN THE BOLT DIAMETER. WOOD MEMBERS WITH HOLES NOT
MEETING THE ABOVE CRITERIA SHALL BE REMOVED AND REPLACED.
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 -%"
DIAMETER AND CONFORM TO A.S.T.M. A325 SC CLASS A UNLESS NOTED
OTHERWISE ON THE PLANS. THE INSTALLATION OF H.S. BOLTS SHALL BE
INSPECTED BY A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING
DEPARTMENT.
5. ALL BOLTS HOLES IN STEEL MEMBERS SHALL BE STANDARD HOLES, U.N.O.
6. STRUCTURAL STEEL "NELSON" STUDS SHALL BE MANUFACTURED FROM C1015,
C1017 AND C1020 COLD DRAWN STEEL CONFORMING TO A.S.T.M. A108-58T.
7. LIGHT GAUGE STEEL MEMBERS SHALL CONFORM TO A.S.T.M. STANDARDS AS
FOLLOWS:
A) FOR 18 GA. THICK AND LIGHTER STEEL : A446, GRADE A (GALVANIZED) OR
A570, GRADE 33 OR A611, GRADE C - ALL HAVING MINIMUM OF 33 KSI YIELD
STRENGTH.
B) FOR 16 GA. THICK AND HEAVIER STEEL : A446, GRADE D (GALVANIZED) OR
A570, GRADE 50 OR A607, GRADE 50 - ALL HAVING MINIMUM OF 50 KSI YIELD
STRENGTH.
8. FABRICATION AND ERECTION SHALL CONFORM TO THE 14th EDITION OF A.I.S.C.
SPECIFICATIONS,
9. ALL HOLES FOR BOLTS IN STRUCTURAL STEEL SHALL BE DRILLED OR PUNCHED.
BURNING OF HOLES SHALL NOT BE PERMITTED.
10, ALL STEEL SHALL BE STAINLESS, HOT DIP GALVANIZED OR EPDXY COATED.
WELDING
1. ALL WELDING SHALL BE DONE USING THE SHIELDED ELECTRIC ARC PROCESS BY
CERTIFIED WELDERS, USING E70XX ELECTRODES.
2. WELDING OF STEEL REINFORCING BARS SHALL BE DONE WITH LOW HYDROGEN
ELECTRODES, A233, CLASS E70XX SERIES.
3. WELDS REQUIRING CONTINUOUS OR PERIODIC SPECIAL INSPECTION NEED NOT HAVE
SPECIAL INSPECTION WHEN WELDING IS DONE IN AN APPROVED FABRICATOR'S
SHOP, HOWEVER, THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF
COMPLIANCE IN ACCORDANCE WITH THE SECTION 1704.2.2 OF THE CBC.
4. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDINGS.
CONCRETE
1. ALL CONCRETE MIX DESIGNS, CONFORMING TO CBC CHAPTER 19, SHALL BE SUBMITTED
TO THE ENGINEER FOR REVIEW AND APPROVAL BEFORE ANY CONCRETE IS PLACED.
ALL CONCRETE MIXES SHALL HAVE A MINIMUM CEMENT CONTENT OF 6.0 SACKS OF
CEMENT PER CUBIC YARD OF MIX. ALL CONCRETE MIXES SHALL BE CERTIFIED BY A
CONCRETE TESTING LABORATORY AND SIGNED BY A CALIFORNIA REGISTERED CIVIL
ENGINEER.
2. CONCRETE SHALL HAVE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI AND
A 0.40 WATER -TO -CEMENT RATIO.
3. CONCRETE GROUT SHALL HAVE THE SAME COMPRESSIVE STRENGTH AS THE OTHER
CONCRETE AND SHALL BE A SUITABLE MIX CONSISTING OF PEA GRAVEL, SAND,
CEMENT AND WATER. MAXIMUM SLUMP SHALL BE 5 INCHES. AN APPROVED
SUPERPLASTICIZING ADMIXTURE MAY BE ADDED TO INCREASE THE SLUMP TO MAXIMUM
7.5 INCHES. GROUT UNDER STEEL COLUMN BASE PLATES SHALL BE "RAPID -SET" OR
"FIVE STAR GROUT" OR APPROVED EQUAL.
4. CONCRETE SHALL BE DESIGNED FOR PERMEABILITY, STRENGTH, CHEMICAL STABILITY
AND ABRASION RESISTANCE, APPROPRIATE FOR ITS APPLICATION. PORTLAND CEMENT
SHALL CONFORM TO ASTM C 150 TYPE I OR TYPE II MODIFIED, AND LOW ALKALI.
CHEMICAL ADMIXTURES SHALL CONFORM TO ASTM C 494. CHEMICALS DESIGNED TO
LIMIT CORROSION OF INTERNAL REINFORCING MAY BE USED. AIR ENTRAINMENT
ADMIXTURES SHALL CONFORM TO ASTM C 260. COARSE AND FINE AGGREGATE SHALL
CONFORM TO ASTM C 33, AND ASTM C 330 WHERE LIGHTWEIGHT AGGREGATES ARE
USED. LIGHTWEIGHT AGGREGATE, IF USED, SHALL CONSIST OF EXPANDED AND COATED
SHALE OR EQUIVALENT MATERIAL OF SUFFICIENT STRENGTH AND DURABILITY TO
PROVIDE CONCRETE OF THE REQUIRED STRENGTH.
5. CONCRETE TEST SAMPLES SHALL BE TAKEN IN ACCORDANCE WITH A.S.T.M. AND CBC
STANDARDS. RESULTS OF THE 7 & 28 DAY TESTS SHALL BE SUBMITTED TO THE
ENGINEER FOR HIS RECORDS. SLUMP TESTS ARE REQUIRED FOR ALL TEST SAMPLES
AND MUST ALSO BE REPORTED. ADDITIONALLY, ALL LIGHT WEIGHT CONCRETE SAMPLES
MUST HAVE THEIR IN -PLACE DENSITIES DETERMINED AND REPORTED.
6. SIDES OF FOOTING PADS MAY BE POURED AGAINST STABLE EARTH.
7. SLURRY CONCRETE, WHERE SPECIFIED OR USED, SHALL HAVE A MINIMUM CEMENT
CONTENT OF 1.5 SACKS OF CEMENT PER CUBIC YARD OF 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
PRECAST CONCRETE PANELS SHALL BE DESIGNED BY OTHERS FOR SAFE ERECTION OF
THE PANELS.
12. NO CALCIUM CHLORIDE SHALL NOT BE USED IN ANY CONCRETE.
13. ALL CONCRETE TO BE CURED FOR A MINIMUM OF 3 DAYS BY A METHOD ACCEPTABLE
TO THE ENGINEER. FORMS MAY BE STRIPPED ONLY AFTER THE CONCRETE HAS
ATTAINED MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
14. CHAMFER EXPOSED CORNERS -'a" U.N.O.
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
H H
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.
......... .. TOP OF NAILER
ANOD ........
ANODIZED
ELEV ............
ELEVATION
J.G.
.............
JOIST GIRDER
PLYWD .........
PLYWOOD
OF
ARCHT .......
ARCHITECTURAL
EMBED ........
EMBEDMENT, EMBEDDED
JST
.............
JOIST
PSF .............
.0.
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
.........
BLDG ............
BUILDING
E.S. .............
EACH SIDE
L .................
ANGLE
R.D. .............
ROOF DRAIN
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 .................
CHANNEL
FDN .............
FOUNDATION
LONGIT
........
LONGITUDINAL
REV .............
REVISION
U.N.O.
.......... 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
MATL
.,........
MATERIAL
R.O. .............
ROUGH OPENING
W/ ,,,,,,,,,,,,,,,WITH
CEILING JOIST
...............FINISH
F.J.
FLOOR JOIST
MAX
............
MAXIMUM
SCH .............
SCHEDULE
WD .............
.WOOD
CL .................
CENTER LINE
..............
FLG
M.B.
............
MACHINE BOLT
SECT ...........
SECTION
W ...............,
WIDE FLANGE
CLG ..............
CLR
CEILING
CLEAR
..............FLANGE
FLR ..............FLOOR
MATL
..........
MATERIAL
SHTG ...........
SHEATHING
W/0
•••••••• WITHOUT
.............
C.M.U. .........
CONCRETE MASONRY UNIT
F.O.C. ..........
FACE OF CONCRETE
MAX
............
MAXIMUM
SHT .............
SIM
SHEET
SIMILAR
W.P. ...............
WORK POINT
COL .......
COLUMN
F.O.M. ..........
FACE OF MASONRY
M.B.
MACHINE BOLT
S.J.
SAWCUT JOINT
W,R.
............ WATER RESISTANT
COMPO
COMPOSITION
F.O.S. ••••••••••
FACE OF STUD
MECH
..........
MECHANICAL
"""""""'
•••••••••••••••
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
..........
CONT
CONTINUOUS
FT
FEET OR FOOT
MFR
.............
MANUFACTURER
SPECS .........
SPECIFICATIONS
XX ............... DOUBLE EXTRA STRONG
..........
CONTT ,,,,,•„
CONSTRUCTION
FTG .............
FOOTING
MIN
MISC
..............
MINIMUM
MISCELLANEOUS
SQ ...............
STAGG
SQUARE
STAGGERED
CORR ..........
CORRIDOR
GALV ...........
GA
GALVANIZED
GAUGE
M.F.O.
............
..........
METAL FRAMED OPENING
...........
STD ...............
STANDARD
CTR ............
DBL
CENTER
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
@
AT
DIAG ...........
DIAGONAL
HDR .............HEADER
N.I.C.
...........
NOT IN CONTRACT
SYM .............
T B
SYMETRICAL
TOP & BOTTOM
..............
t
CENTER LINE
DIAPH
DIAPHRAGM
H .............
HANGER
NO .
.............
NUMBER
& .........
..............
.........
DIA ...............
DIAMETER
HK. ..............
HOOK
N.S.
.............
NELSON STUD OR NEAR SIDE
T & G .........
TONGUE &GROVE
0 .............
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
REINFORCING STEEL
1. FOR STRUCTURES EXPOSED TO SALT WATER SPLASH OR IMMERSION, REBAR REINFORCEMENT
SHALL CONFORM TO AST MA 706 UNLESS NOTED OTHER
WISE ON DETAILS, AND SHALL BE
EPDXY COATED PER ASTM A 934, AFTER BENDING OF THE REBARS. WELDED WIRE MESH SHALL
CONFORM TO ASTM A 185 AND SHALL BE EPDXY COATED CONFORMING TO ASTM A 884, WITH
ALL VISIBLE DEFECTS AND CUT ENDS REPAIR COATED. WIR
ES USED TO TIE REINFORCING STEEL
SHALL BE EITHER EPDXY COATED STEEL OR A 316 STAINLESS
L SS STEEL.
2. REINFORCEMENT MARKED CONTINUOUS MAY BE SPLICED B M Y LAPPING 42 BAR DIAMETERS IN
CONCRETE AND 48 BAR DIAMETERS IN MASONRY WITH 24 N S 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 %", 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.
NAILING AND FASTENERS
ALL NAILS AND FASTENERS SHALL BE CORROSION RESISTANT MEETING ASTM A153 CLASS
D HOT DIP GALVANIZED AND BE ACRYLIC ADHESIVE 0 THERMAL
R MA PLASTIC RESIN LATEX
ADHESIVE COATED.
1. ALL NAILS SHALL BE 16d (0.148" DIAMETER) HELICAL THREAD NAILS, WITH MINIMUM
BENDING YIELD STRENGTH OF FYB = 90,000 PSI U.N.O.
2. NAILING OTHER THAN ROOF OR FLOOR DIAPHRAGM SHOWN ON THE DRAWINGS SHALL
BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE CBC.
3. NAILS FOR ROOF AND FLOOR SHEATHING SHALL HAVE A MIN OF %" PENETRATION
INTO THE FRAMING MEMBERS.
4. ALL HARDWARE SHALL BE CORROSION -RESISTANT 0 C MPLYING WITH HDG G185 FINISH
AND BE MANUFACTURED BY "SIMPSON STRONG -TIE CO., INC." (OR APPROVED EQUAL),
AND SHALL HAVE A VALID ICC NUMBER ON THE PRODUCT. ANY DEVIATION FROM THE
APPROVED PRODUCTS MUST BE APPROVED BY THE BUILDING DEPARTMENT, NOT BY
THE FIELD INSPECTOR.
5. ALL HARDWARE SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. BLIND
NAILING SHALL NOT BE ACCEPTABLE AND WILL BE REJECTED.
6. WHERE MECHANICAL OR ADHESIVE ANCHORS/DOWELS ARE INDICATED ON DRAWINGS:
A MECHANICAL ANCHORS SHALL BE STAINLESS STEEL HILTI KWIK BOLT KB- TZ AND BE
INSTALLED IN ACCORDANCE WITH ICC ESR-1917
B) ADHESIVE ANCHORS SHALL BE STAINLESS STEEL HILTI II HIT-HY 200 MAX-SD"
ADHESIVE
INSTALLED IN ACCORDANCE WITH ICC ESR-3187 OR STAINLESS STEEL SIMPSON
STRONG -TIE '(SET-XP EPDXY" ADHESIVE INSTALLED IN ACCORDANCE WITH ICC
ESR-2508.
C) HOLES SHALL BE DRILLED WITH NON-REBAR-CUTTING DRILL BITS.
D) CONTINUOUS INSPECTION IS REQUIRED FOR THE INSTALLATION OF THE ALL
ANCHORS/DOWELS BY A REGISTERED SPECIAL INSPECTOR APPROVED BY THE
BUILDING DEPARTMENT. THE INSPECTOR SHALL VERIFY THE INSTALLATION OF
ANCHORS/DOWELS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
INCLUDING CLEANLINESS OF DRILL HOLES AND PROPER EMBEDMENT.
E) UNLESS NOTED OTHERWISE ON THE DRAWINGS, USE MINIMUM %" DIAMETER AT 24" ON
CENTER WITH A MINIMUM OF 5" EMBEDMENT.
CITY OF NEWPORT BEACH ��
APPROVAL IN CONCEPT NO.
This project conforms to all applicable planning regulations
and policies in effect on this date.
These plans are not to be used for construction purposes. No
building permit Wit be issued until approval is received from the
California Coastal Commission.
PLANNING DIVISION
L Pla. 3/tk 2_o
�►.1 a�,Q 6, A�sE.- �ate�---- --
- ZONING APPROVAL IN CONCEPT ONLY -
THESE PLANS KAVEATOT BEEN
O.
I . i
APPLICANT'
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
ANCHOR BOLTS, ADHESIVE ANCHOR BOLTS, ADHESIVE DOWELS AND
MECHANICAL ANCHORS IN ALL CONCRETE AND MASONRY WORKS.
3. SPECIAL INSPECTIONS SHALL BE DONE BY ONE OR MORE REGISTERED DEPUTY
(SPECIAL) INSPECTORS, APPROVED BY THE BUILDING DEPARTMENT ONLY,
HIRED AND PAID FOR BY THE OWNER.
4. SITE VISITS CONDUCTED BY THE ENGINEER ARE MERELY FOR OBSERVATION
PURPOSE ONLY AND DO NOT CONSTITUTE AN INSPECTION.
5. TWO (2) PROPERLY COMPLETED AND SIGNED COPIES OF THE SPECIAL
INSPECTION AGREEMENT MUST BE SUBMITTED TO THE PERMIT SERVICES
DIVISION PRIOR TO ISSUANCE OF THE PE
RMIT.
6. AS A MINIMUM THE
DEPTH OF THE SEAWALL EMBEDMENT I U N INTO THE GROUND
SHALL BE AS SHOWN ON ELEVATIONS ON (S-1) AND MUST BE ACCURATELY
MEASURED BY THE DEPUTY INSPECTOR, A COPY OF THE MEASUREMENT MUST BE
SUBMITTED TO THE CITY & THE ENGINEER OF RECORD.
7. SPECIAL INSPECTION IS REQUIRED FOR ALL NEW CONCRETE AND MASONRY
CONSTRUCTION, INCLUDING REINFORCING STEEL.
CONCRETE REPAIR
AFTER THE REINFORCING OF THE EXISTING SEAWALL IS COMPLETED IN
COMPLIANCE WITH THE REQUIREMENTS AS Q 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.
ZONE: - I
SETBACKS: n�
FRONT GS` _�.l�ew vPIE (jd, )
R � (,�.CS f Qa�" --.-
___ ( _
RIGHTSIDE �
4 ' -,�
::
LEFT SIDE 4 '
HEIGHT LIMIT: D- °_r_� �` --'x.
DISCRETIONARY APPROVALS: j q ®®y, -.1. , - _ -
,\�,,.
1.
_ r .- -
r 11
AIC APPROVED
LIAR 19 2020
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.
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SCOPE OF WORK:
ADD ACAST-IN-PLACE CONCRETE CAP TO THE EXISTING SEAWALL.
NOTE TO THE BIDDERSi
AFTER THOROUGHLY EXAMINING THE CONSTRUCTION DOCUMENTS AND THE SITE:
1. NOTIFY THE ARCHITECT AND/OR THE ENGINEER IN WRITING, REGARDING ALL
DISCREPANCIES REQUIRING CLARIFICATION, PRIOR TO THE "BID SUBMITTAL".
. 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
ADEQUATE CONTINGENCY 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".
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- ELEVATION
NEWPORT BAY
(E) PL WALL
PROPERTY LINE
�j (E) SEAWALL AT NEIGHBORING (E) SEAWALL, SEE SITE PLAN FOR LENGTH
PROPERTY TO REMAIN & BE
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— (E) PRE -CAST CONC
SEAWALL
NO
T.O. (E) BLOCK WALL ELEV=+12.20' NAVD88
(N) STEM WALL_ ELEV=_+_10.60' N_AVD88
=+10.78'f MLLW
T.O._(E) SEAWALL ELEV=+9.24' NAVD88
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 FORM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL
ACCORDANCE WITH CBC 1710. 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 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 FORTHE PROJECT.
3. THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONALTO 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 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 FOLLOWNG:
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 INSPECTIOM; 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 DESIGN
OBSERVATION REPORT.
PROFESSIONAL AND/OR CONTRACTOR PRIOR TO INSTALLATION AND/OR
CONSTRUCTION OF SAID CHANGES.
STRUCTURAL OBSERVATION SCHEDULE
SITEADDRESS: 1140 WEST BAY AVENUE
I PC#:
TO BE COMPLETED BY THE DESIGN ENGINEER, AND INCLUDEDON 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
I@ FOOTINGS, SLAB FOUNDATION, ANCHORS
CONCRETE CAP PRIOR TO POURING CONCRETE
0
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❑MAT FOUNDATION, PRESTRESSED CONC. SLAB
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❑ WOOD OR MANUFACTURED SHEAR PANELS
h
❑ OTHER:
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❑ MASONRY WALL FRAME
❑ OTHER:
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❑ STEEL DECK
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❑ OTHER:
FINAL
® FINAL OBSERVATION & REPORT
FORMSSTRUCTLMLOSSERVANGN GENEFALNOTE$.& SCHE W LE 11-29-11.
0 " A101
. "� ion
MAR 19 2020
N T
APPLY DETAILS W- & W- AT THE ENTIRE PERIMETER
OF ANY EXCAVATED MATERIAL PILED UP AT THE PROJECT
SITE IN COMPLIANCE WITH ITEM 9 UNDER "GRADING NOTES"
ON SHEET SW-0.
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