HomeMy WebLinkAboutM2013-0003F Worksheet for Building Combo PermitfApplication
3 Comm'I j- Residential City of Newport Beach - Building Division tc
NOTE: PLAN CHECK FEE DUE AT TIME OF SUBMITTAL
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Project Address (Not mailing address) te No
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DescriP-bqn of Work__
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Use
Remove and replace
2 existing 12" square concrete guide pile. Same location.
--
Re -deck existing floating dock with TREX composite. decking
#Stories #Units (if Res)!
Valuation $ ( n,
Material/Labor
New/AddSF
Remodel SF�Garage/New/Add ��
OWNER'S NAME
LastFirst
Owner's Address
Owner's E-mail Address
10
r!� n uc� Jacquelyn.chung@sbcglobai.net
City Newport Beach
State Califomia Zip 1� `' Telephone 1949.631,3121
APPLICANTS NAME
Last Swift First Pete
Applicant's Address
Applicant's E-mail Address i
2027 Placentia Avenue
Jacquelyn.chung@s,bcglobal.net
City Costa Mesa
State [California Zip i9262� 7 Telephone 949.61.3121 s!
ARCHITECT/DESIGNER'S NAME Last First Lic. No�— . i
Architect/Designer's Address
Arch itect/Designer's E-mail Address
City
State �� Zip �— Telephoned
ENGINEER'S NAME
Last Bazley First Tint Lic. No. 504' 9
Engineer's Address
Engineer's E-mail Address
2500 Via Cabrillo Marina Unit 200liacquelyn.chung@s'bcglobal.net
City San Pedro
i State Califomia Zip +90731 Telephone 949.631.3121
CONTRACTOR'S NAME/COMPANY Swift Slip Dock and Pier Builders Lic. No. 797052 Clas .!A
Contractor's Address
Contractor's E-mail Address
2027 Placentia Avenue
IJacquelyn.chung@sbcglobal.net
City Costa Mesa y�
State [California Zip 92627 Telephone 949.631.3121
ENERGY P/C FEE $
FIRE P/C FEE $ PERMIT NO.
GRADING P/C FEE $
PLANNING PIC FEE $ PLAN CHECK NO.
ELEC/PLUM/MECH P/C FEE $
PLAN CHECK FEE $
DEVELOPMENT #
TOTAL FEES .PAID $ - —}
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DOCK & PIER'
BtTIMEM INC
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 UMITED 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. 1HE 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 ME BAY, STREETS. CUTTERS OR STORM DRAINS.
ALLMATERIALS & WASTE SHALL BE REMOVED FROM THE SITE, NEMC 17.32,020.
16. DEMOLITION: ALL MATERIAL FROM THE EXISTING BULKHEAD MAT IS NOT USED
AS FILL SHALL BE REMOVED FROM THE SITE & DISPOSED OF IN AN OFFICIAL
DUMPSITE
17. SEE THE LATEST -GENERAL GRADING SPECIFICATIONS" OF THE BUILDING
DEPARTMENT FOR THE CITYS: 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 DRAWNGS 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. THECONTRACTORSHALL ESTABUSH ALL CONSTRUCTION LINES AND PROCEED NTH
THE EXCAVATION OF ALL FOOTINGS AS CALLED FOR ON THE DRAWINGS.
2. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED UNIFORM EARTH OR ENGINEERED
COMPACTED FILL.
3. NO REINFORCING STEEL AND NO CONCRETE SHALL BE PLACED IN ANY EXCAVATION
PRIOR TO APPROVAL BY THE BUILDING DEPARTMENT.
4. THE TOP OF ALL EXCAVATIONS SHALL BE PROTECTED AGAINST HEAVY SURCHARGE
LOADS AND FROM EROSION DUE TO RAINFALL OR SURFACE RUN-OFF DURING THE
ENTIRE CONSTRUCTION PERIOD.
5. THE SOILS REPORT DESCRIBED UNDER ITEMS No.7 BELOW SHALL BE A
PART OF THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN THE
SOILS REPORT AND COMPLY WITH ALL RECOMMENDATIONS THEREIN.
6. PAD PREPARATION SHALL BE IN ACCORDANCE WITH THE SOILS REPORT. THE
PAD SHALL BE INSPECTED AND APPROVED BY THE SOILS ENGINEER PRIOR TO
PLACING ANY CONCRETE. THE PAD SHALL BE KEPT MOIST PRIOR TO THE
PLACING OF CONCRETE.
7. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE
SOILS REPORT ON FILE WITH THE BUILDING DEPARTMENT.
SOILS REPORT PREPARED BY:...........................................COAST GEOTECHNICAL
ADDRESS: ...................................................14747 ARTESIA BLVD.. SUITE 1-D
LA MIRADA, CA 90638
PHONE NUMBER: ..................................................................(714) 521-0169
FAX NUMBER: ...................... .......................................... (714) 521-0179
SOILS REPORT DATE: ...........................................................JANUARY 15, 2012
SOILS REPORT JOB NUMBER: ...............................................W.O. 430011-01
GRADING NOTES
1. THE ANTICIPATED TOTAL VOLUME OF CUT AND FILL FOR SEAWALL REINFORCING
ON THIS PROJECT IS GREATER THAN 50 CUBIC YARDS. THUS, GRADING PLAN &
PERMIT ARE 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. REWIRED HELD INSPECTIONS WILL BE OUTLINED AT THE
MEETING.
4. A PRE -PAVING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF
GRADING PATH 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
PR 0
R TO PLACING CONCRETE.
B.
TEMPORARY EROSION CONTROL L D
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.
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 DESILDNG BASINS, WHEN REWIRED. SHALL BE INSTALLED AND
MAINTAINED FOR THE DURATION OF THE PROJECT.
13. DATUM: ALL ELEVATIONS ARE BASED ON MLLW DATUM.
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.
HLUUIKLU IU LNSUHL IHUKUUUTI BUNUING ANU -ROUGH WMYAUIIUN.
3. WHERE MOISTURE CONTENT OF THE FILL MATERIAL IS ABOVE THE LIMITS
SPECIFIED BY THE SOILS ENGINEER THE FILL MATERIAL SHALL BE AERATED BY
BLADING OR OTHER SATISFACTORY METHODS UNTIL THE MOISTURE CONTENT IS AS
SPECIFIED.
4. AFTER EACH LAYER HAS BEEN PLACED, MIXED AND SPREAD EVENLY, IT SHALL BE
THOROUGHLY COMPACTED TO NOT LESS THAN 90 PERCENT OF THE MAXIMUM CRY
DENSITY IN ACCORDANCE WITH ASTM:D-1557-00 (5 LAYERS - 25 BLOWS PER
LAYER; 10 LB HAMMER DROPPED 18-; 4' DIAMETER MOLD) OR OTHER DENSITY
TESTS WHICH WILL ATTAIN EQUIVALENT RESULTS.
5. COMPACTION SHALL BE BY SHEEPSFOOT ROLLER, MULTY-WHEEL PNEUMATIC TIRE
ROLLER OR OTHER TYPES OF ACCEPTABLE ROLLERS. ROLLERS SHALL BE OF SUCH
DESIGN THAT THEY WILL BE ABLE TO COMPACT THE FILL TO THE SPECIFIED
DENSITY. ROLLING SHALL BE ACCOMPLISHED WHILE THE FILL MATERIAL IS AT THE
SPECIFIED MOISTURE CONTENT. ROLLING OF EACH LAYER SHALL BE CONTINUOUS
OVER THE ENTIRE AREA AND THE ROLLER SHALL MAKE SUFFICIENT TRIPS TO
ENSURE THAT THE DESIRED DENSITY HAS BEEN OBTAINED. THE FINAL SURFACE
OF THE LOT AREAS TO RECEIVE SLABS ON GRADE SHOULD BE ROLLED TO A
DENSE, SMOOTH SURFACE.
6. THE OUTSIDE OF ALL FILL SLOPES SHALL BE COMPACTED BY MEANS OF
SHEEPFOOT ROLLERS OR OTHER SUITABLE EQUIPMENT. COMPACTION OPERATIONS
SHALL BE CONTINUED UNTIL THE OUTER NINE INCHES OF THE SLOPE IS AT LEAST
90 PERCENT COMPACTED. COMPACTING OF THE SLOPES NAY BE PROGRESSIVELY
IN INCREMENTS OF .THREE FEET TO FIVE FEET OF FILL HEIGHT AS THE FILL IS
BROUGHT TO GRADE, OR AFTER THE FILL IS BROUGHT TO ITS TOTAL HEIGHT.
7. FIELD DENSITY TEST SHALL BE MADE BE THE SOILS ENGINEER OF THE
COMPACTION OF EACH LAYER OF FILL. DENSITY TESTS SHALL BE MADE AT
INTERVALS NOT TO EXCEED TWO FEET OF FILL HEIGHT PROVIDED ALL LAYERS ARE
TESTED. WHERE THE SHEEPSFOOT ROLLERS ARE USED, THE SOIL MAY BE
DISTURBED TO A DEPTH OF SEVERAL INCHES AND DENSITY READINGS SHALL BE
TAKEN IN THE COMPACTED MATERIAL BELOW THE DISTURBED SURFACE. WHEN
THESE READINGS INDICATE THAT THE DENSITY OF ANY LAYER OR PORTION THERE
IS BELOW THE REQUIRED 90 PERCENT DENSITY, THE PARTICULAR LAYER OR
PORTION SHALL BE REWORKED UNTIL THE REWIRED DENSITY HAS BEEN
OBTAINED.
8. THE SOILS ENGINEER SHALL REVIEW THE GRADING PLANS PRIOR TO GRADING.
V INSPECTION
I. THE SOIL ENGINEER SHALL PROVIDE CONTINUOUS SUPERVISION OF THE SITE
CLEARING AND GRADING OPERATION 50 THAT HE CAN VERIFY THE GRADING WAS
DONE IN ACCORDANCE WITH THE ACCEPTED PLANS AND SPECIFICATIONS.
VI SEASONAL LIMITATIONS
1. NO FILL MATERIAL SHALL BE PLACED. SPREAD OR ROLLED DURING UNFAVORABLE
WEATHER CONDITIONS. WHEN WORK IS INTERRUPTED BY HEAVY RAINS, FILL SHALL
NOT BE RESUMED UNTIL THE FIELD TESTS BY THE SOILS ENGINEER INDICATE THE
MOISTURE CONTENT AND DENSITY OF THE FILL ARE AS PREVIOUSLY SPECIFIED.
VII EXPANSIVE SOIL CONDITIONS
1. MEN EWER EXPANSIVE SOIL CONDITIONS ARE ENCOUNTERED, THE MOISTURE
CONTENT OF THE FILL OR RECOMPACTED SOIL SHALL BE AS RECOMMENDED IN
THE EXPANSIVE SOIL RECOMMENDATIONS OF THE SOILS REPORT.
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 140N -SERIES NONWOVEN POLYPROPYLENE GEOTEXTILE
AS MANUFACTURED BY -TC MIRAFI COMPANY' AND SHALL BE MINIMUM 2.0' WADE AND
BE PLACED ON THE INSIDE FACE OF THE BULKHEAD EXTENDED EQUALLY FROM THE
JOINT TO (2.0') BELOW THE FINAL MUDLINE FOR THE ENTIRE HEIGHT OF THE BULKHEAD.
6. COMPACTION REPORT MUST BE SUBMITTED TO AND BE APPROVED BY THE BUILDING
DEPARTMENT BEFORE FOUNDATION INSPECTION,
7. A FINAL SOIL REPORT OF COMPACTION & APPROVAL SHALL BE PREPARED BY
THE PROJECT GEOTECHNICAL ENGINEER & SUBMITTED FOR BUILDING DEPARTMENT
REVIEW AT THE COMPLETION OF THE PROJECT.
8, COMPACT SOIL TO THE REQUIRED RELATIVE DENSITIES PER ASTM 155-91. DO NOT
USE HEAVY COMPACTION EQUIPMENT WITHIN 20 FEET OF THE BULKHEAD.
9. ON SITE BROKEN CONCRETE & AC PAVING MAY BE USED AS FILL PROVIDED IT
DOES NOT EXCEED 6 INCHES IN SIZE & IS NOT STACKED, LAYERED OR PLACED
ABOVE ELEVATION 47.0 & IS APPROVED BY THE GEOTECHNICAL ENGINEER.
CONCLUSIONS AND REOMMENDATIONS - PER SOILS
REPORTS
FROM A SOILS ENGINEERING AND ENGINEERING GEOLOGIC POINTF MEW, EW THE SUBJECT
PROPERTY IS CONSIDERED IT FOR THE
E OE ED SU ABLE 0 E PROPOSED CONSTRUCTION PROVIDED THE
CONCLUSIONS AND RECOMMENDATIONS IN THE SUPPLEMENTAL GEOTECHNICAL
RECOMMENDATIONS PRINTED ON SHEET S -OA ARE INCORPORATED INTO THE DESIGN AND
PROJECT SPECIFICATIONS.
EROSION CONTROL NOTES
1. TEMPORARY EROSION CONTROL DEVICES SHALL BE INSTALLED TO THE
SATISFACTION OF THE INSPECTOR, THEY SHALL BE RELOCATED OR MODIFIED AS
AND WHEN THE INSPECTOR SO DIRECTS, AS THE WORK PROGRESSES.
2. ALL LOOSE SOIL AND DEBRIS SHALL BE REMOVED FROM THE STREET AREAS UPON'
STARTING OPERATIONS AND PERIODICALLY THEREAFTER AS DIRECTED BY THE
INSPECTOR.
3. WHEN THE INSPECTOR SO DIRECTS, A 12 -INCH BERM SHALL BE MAINTAINED
ALONG THE TOP OF THE SLOPE OF THOSE FILLS ON WHICH GRADING IS NOT IN
PROGRESS.
4, STAND-BY CREWS SHALL BE ALERTED BY THE OWNER OR CONTRACTOR FOR
EMERGENCY WORK DURING RAINSTORMS.
5. EXCEPT WHEN THE INSPECTOR DIRECTS OTHERWISE, ALL DEVICES REQUIRED SHALL
BE IN PLACE AT THE END OF EACH WORKING DAY WHEN RAIN IN FORECAST, AND
SHALL BE MAINTAINED DURING THE RAINY SEASON (OCTOBER 15 TO APRIL 15).
6. SANDBAGS SHALL BE STOCKPILED ON SITE, READY TO BE PLACED IN POSITION
WHEN RAIN IS IN FORECAST, OR WHEN THE INSPECTOR SO DIRECTS. PLEASE SEE
DETAILS R&S ON DRAWING S-2.
7. PROVIDE A PLASTIC COVER OVER GRADED SLOPES. PLACE SANDBAGS ON TOP OF
PLASTIC TO PREVENT THE PLASTIC COVER FROM MOVING, AND AS DIRECTED BY
THE INSPECTOR.
REPORTED.
6. SIDES OF FOOTING PADS MAY POURED AGAINST STABLE EARTH.
7. SLURRY CONCRETE, WHERE SPECIFIED
FIED OR USED, SHALL HAVE A MINIMUM CEMENT
CONTENT IT 1.5 SACKS OF CEMENT PER CUBIC YARD OF MIX.
8. SEE ARCHITECTURAL NOTES FOR COLORED OR TEXTUREDACCO 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 THE PLACING OF ANY CONCRETE.
11. ALL NECESSARY BRAA CES,PICK-UP INSERTS, BOLTS, ETC„ FOR
PRECAST CONCRETE PANELSS SHALL
BE BE DESIGNED By OTHERS FOR SAFE ERECTION
OF THE PANELS.
12. NO CALCIUM CHLORIDE SHALL NOT BE USED IN ANY CONCRETE.
13. ALL CONCRETE 70 BE CURED FORA 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.
CONST ........
CONSTRUCTION
FTC .............
FOOTING
..............
MISC
.,....., ..........,....�......
SQ
�..,...,
CORR ..........CORRIDOR
GALV ...........GALVANIZED
CA
,....,......MISCELLANEOUS
M.F.O. .,.,,,,,,,METAL
FRAMED OPENING
...............SWARF
STAGC ...........STAGGERED
CTRCENIER
DBL """"""
...............GAUGE
O1 . ..............
GALVANIZED IRON
MLD
MICROLLAM BEAM
SID ...............
STANDARD
.............DOUBLE
DET .............
DETAIL
GLB .............
CLU -LAM BEAM
M.P.H. ..........MILES
PER HOUR
STIFF ...........
SDFFENER
DF ..............
DOUGLAS FIR
LLP .............
CLU -LAM PURIIN
MIL .............
METAL
STL .............
STEEL
D.F. ............
DIAC
DRINKING FOUNTAIN
DIACONAL
GYP BID .........GYPSUM
HDR .............HEADER
BOARD
(N) .............
N.I.C. ...........NOT
NEW
IN CONTRACT
S.S. .............SELECT
STRUCT .......STRUCTURAL
STRUCTURAL
...........
OIAPH .........
DIAPHRAGM
HCR .............HANGER
NO. .............
NUMBER
SY1A .............
SYMETRICAI
DIA ...............
DIAMETER
HK. ..............
H WK
N.S. .............
NELSON STUD OR NEAR SIDE
T & B .........
TOP &BOTTOM
DIM .............
DIMENSION
HORIZ ..........
ILP . .............
HORIZONTAL
HIGH POINT
N,T.S. ..........
O.C. .............
NOT TO SCALE
ON CENTER
T & G .........
TEMP ...........
TONGUE & GROVE
TEMPERED
REINFORCING STEEL
I. FOR STRUCTURES EXPOSED TO SALT WATER SPLASH OR IMMERSION, REBAR REINFORCEMENT
SHALL CONFORM TO ASTM A 706, AND SHALL BE EPDXY COATED PER ASTM A 934, AFTER
BENDING OF THE REBARS. WELDED WORE 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 SPUCED BY LAPPING 42 BAR DIAMETERS IN
CONCRETE AND 48 BAR DIAMETERS IN MASONRY KITH 24 INCH MINIMUM LAP IN EACH
CASE, UNLESS NOTED OTHERWISE ON PLANS. ALL SPUCES 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 REWIRED 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 KITH SOIL: WHEN CAST AGAINST EARTH 3",
MEN FORMED 2-.
B) WALLS ABOVE. GRADE: EXTERIOR FACE IN'. INTERIOR FACE 1'.
C) PRECAST CONCRETE ELEMENTS: AS DETAILED.
D) CONCRETE SLAB ON GRADE: REINFORCING STEEL AT CENTER OF SLAB. UNLESS NOTED
OTHERMSE.
6. REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE YAM CBC SECTION 1907.
7. ALl TIE WIRES SHALL BE MINIMUM 16 GAUGE, BLACK ANNEALED, CONFORMING TO A.S.T.M.
A82.
B. 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.
STEEL
1. STRUCTURAL STEEL SHAPES 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 8.
3. STRUCTURAL STEEL TUBING SHALL CONFORM TO A.S.T.M. A500, GRADE B. Fy = 46 KSI,
4. ALL 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 YEILD STRENGTH.
6) FOR 16 GA. THICK AND HEAVER STEEL : A446, GRADE D (GALVANIZED) OR A570,
GRADE 50 OR A607, GRADE 50 - ALL HAVING MINIMUM OF 50 KSI YEILD STRENGTH.
8. FABRICATION AND ERECTION SHALL CONFORM TO AISC 360-05 SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS..
9. ALL HOLES FOR BOLTS IN STRUCTURAL STEEL SHALL BE DRILLED OR PUNCHED.
BURNING OF HOLES SHALL NOT BE PERMITTED.
10. ALL STEEL COMPONENTS USED IN MARINE ENVIRONMENT SHALL BE HOT -DIP GALVANIZED
WITH A MINIMUM OF 3 MILS OF ZINC, OR EPDXY COATED PER ASTM A 934 AND
MANUFACTURERS RECOMMENDATIONS, OR SHALL BE STAINLESS STEEL.
NAILING AND FASTENERS
I. ALL NAILS AND FASTENERS SHALL BE CORROSION RESISTANT MEETING ASTM A153
CLASS 0, HOT DIP GALVANIZED AND BE ACRYLIC ADHESIVE OR THERMAL PLASTIC
RESIN LATEX ADHESIVE COATED.
2. ALL NAILS SHALL BE 16d (0.148" DIAMETER) HELICAL THREAD NAILS, WITH MINIMUM
BENDING YIELD STRENGTH OF FY = 90000P
S U.N.O.
3. NAILING OTHER THAN ROOF RDIAPHRAGM
00 O FLOOR THED TTi
SHOWNON E DRAWIN HA
GS SHALL
BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE CBC.
4. NAILS FOR ROOF AND FLOOR SHEATHING SHALL HAVE A MIN OF IN' PENETRATION INTO
THE FRAMING MEMBERS.
5. ALL HARDWARE SHALL BE CORROSION -RESISTANT COMPLYING WITH HDG G185 FINISH
AND BE MANUFACTORED BY "SIMPSON STRONG -TIE CO., INC." (OR APPROVED EQUAL),
AND SHALL HAVE A VALID ICC NUMBER ON THE PRODUCT. ANY DEVIATION FROM THE
APPROVED PRODUCTS MUST BE APPROVED BY THE BUILDING DEPARTMENT, NOT BY THE
FIELD INSPECTOR.
6. ALL HARDWARE SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. BLIND
NAILING SHALL NOT BE ACCEPTABLE AND WILL BE REJECTED.
7. WHERE MECHANICAL OR ADHESIVE ANCHORS/DOWELS ARE INDICATED ON DRAWINGS:
A) MECHANICAL ANCHORS SHALL BE HILII KWIK BOLT KB -TZ AND BE INSTALLED IN
ACCORDANCE NTH ICC ESR -1917
B) ADHESIVE ANCHORS SHALL BE HILTI "HIT -RE 500 -SD" ADHESIVE AND BE
INSTALLED IN ACCORDANCE WITH ICC ESR -2322.
C) HOLES SHALL BE DRILLED WITH NON-REBAR-CUTTING DRILL BITS.
0) 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 98' DIAMETER AT 24
ON CENTER WITH A MINIMUM OF 5" EMBEDMENT.
ANCHOR RODS
1. ANCHOR RODS/TIE-RODS SHALL CONFORM TO A.S.T.M. A722-95 OR 150 TYPE 11
THREADED REBAR AS MANUFACTURED BY DYWIDAG-SYSTEMS INTERNATIONAL
(DSI) WITH DOUBLE CORROSION PROTECTION,
2. ROD TENSIONING: AFTER BACKFILLING & COMPACTING TO TOP OF ANCHOR
BEAM, TENSION RODS TO 1,000#. COMPLETE BACKFILL & COMPACTION TO
ROUGH GRADE & TENSION RODS TO 5,000#.
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 SPECIAUZING IN STRUCTURAL
PRESERVATION TO FIX THE CURRENT CRACKS, WHERE OCCUR, AT THE EXISTING
CONCRETE WALL.
GENERAL SPECIAL INSPECTIONS
I. PERIODIC (NON -CONTINUOUS) OR CONTINUOUS SPECIAL INSPECTION BY A CITY
CERTIFIED DEPUTY INSPECTOR IS REWIRED FOR THE FOLLOWING:
A) SITE CONCRETE WORK (COPING & ANCHOR BEAM) :..........NON -CONTINUOUS.
B) INSPECT SHEET PILE FOR LENGTH & DAMAGE ................NON -CONTINUOUS.
C3 T & G LOCKING OF PANELS :............................................... NON -CON P NUOU S.
D ANCHOR ROD TENSIONING : .................................... ..............NON -CONTINUOUS.
E) GROUTING OF PVC SLEEVES :.......... ....................... ..............NON -CONTINUOUS.
F) PILING INSTALLATION : ................................. ..........................NON -CONTINUOUS.
F) HEUCAL ANCHORS INSTALLATION :....................................... NON -CONTINUOUS.
SPECIAL INSPECTION IS REWIRED FOR SEAWALL PANEL CONCRETE IF NOT CAST
IN A CERTIFIED YARD.
2. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR THE INSTALLATION OF
ANCHOR BOLTS, ADHESIVE ANCHOR BOLTS, ADHESIVE DOWELS AND MECHANICAL
ANCHORS IN ALL CONCRETE AND MASONRY WORKS.
3. SPECIAL INSPECTIONS SHALL BE DONE BY ONE OR MORE REGISTERED DEPUTY
(SPECIAL) INSPECTORS, APPROVED BY THE BUILDING DEPARTMENT ONLY, HIRED
AND PAID FOR BY THE OWNER.
4. SITE VISITS CONDUCTED BY THE ENGINEER ARE MERELY FOR OBSERVATION
PURPOSE ONLY AND DO NOT CONSTITUTE AN INSPECTION.
5. TWO (2) PROPERLY COMPLETED AND SIGNED COPIES OF THE SPECIAL INSPECTION
AGREEMENT MUST BE SUBMITTED TO THE PERMIT SERVICES DIVISION PRIOR TO
ISSUANCE OF THE PERMIT.
6. AS A MINIMUM, THE DEPTH OF THE SEAWALL EMBEDMENT INTO THE GROUND SHALL
BE AS SHOWN ON ELEVATIONS ON (S-1) AND MUST BE ACCURATELY MEASURED BY
THE DEPUTY INSPECTOR. A COPY OF THE MEASUREMENT MUST BE SUBMITTED TO
THE CITY &THE ENGINEER OF RECORD.
7. SPECIAL INSPECTION FOR ALL NEW CONCRETE CONSTRUCTION, INCLUDING
REINFORCING STEEL, IS REQUIRED.
IkvI
VICINITY MAP
SCOPE OF WORK.
TO REINFORCE THE EXISTING SEAWALL
CONNECTING THE NEW CONCRETE COPIP
CONCRETE DEADMAN.
NOTE TO THE BIDDERSs
AFTER THOROUGHLY EXAMINING THE CONSTRUCT]
1. NOTIFY THE ARCHITECT AND/OR THE ENGINEI
DISCREPANCIES REQUIRING CLARIFICATION, PR
2. IF THE ARCHITECT AND/OR THE ENGINEER IS
ITEM #1 ABOVE, IT SHALL MEAN THAT THE C
ADEQUATE CONTINGENCY IN HIS BID TO COVE
THE MOST STRINGENT CONDITIONS.
3. THE CONTRACTOR SHALL NOT BE ENTITLED T
FOR ANY DISCREPANCY DISCOVERED AFTER T
f stiveture: Dc - c -
recompacted for rmform support o. __. ,_ . e)ter romoyah near the may necessary
• � �
equivalent. Onsrle sols are expected to require cement treatment due to high mofsturr.
race<or 3mu aquas.. per square _ ._
p p.. quare loot of rl th to a` rnaxittiunt value of 3<000 pounds
�', 1.. ds per agnate foot,
. _.
(oath : ' ,
ng is at H/3 above the hast of die retaining wall. For •
if weflo�se conditions am -countered,
I,
- ie .. ..
conditions or export and unpait ofdrier material to achieve compaction .requirements:
,
maybe used for earth materials at. thus site. ) f - ._ •' - �
f passive pnessati'c and friction are combnre when
� poi - , ---
:angles, the oflhe.Cesul[aof force trader earUtgnake-loadrtq
evaluating the lateral resistance, the value of the passive pleasure should be, limited to 2/3: of the
The existing he -hacks and bulkhead deadmap are anticipated to be replaced in�accordance witht(fe
Excavanop heloma shall be observed and approved by a tepreseniative of
values given above.:
ro
All retaigmg structures should include appropriate allowance
-
structural engineers dealt".
COAST GEOTECHNICAL,. INC prior to proceedjng. If a rock stabilization trial is necessary,
where appli-l'k.
excavation depths will need to be sufficient to provide a minnumn of 3.o feet of cement located
Mitigation of loose and rivet earth materials ns possible by removal and recompadion. In-situ soils
compacted fillsoil or approved impot soil above the rockmat for support of the fonrabots.
SETTLEMENT
exhibit high incision, contents add will require air. drying, blending with cement or replacement
SEISMIC DESIGN
riartp raise fls fill soil Tho anB€;noted excavatiori-lioftonts-iia expose wetcgllditions which are
V Y I�
• .. - . _ . .,., required
Subsequent rill soils shall be placed [ eight ric lifts, -
q p a g It r., h 1 fls, moisture condlftoneJ. as regrrred
The � e h - � `•
Io :n coated to be of the order of one lochia.
maximum Iota! - are sbe ess
.. ...
The '
:.•_ _..
expected to require trick that stabilization..
!, 4
and compacted to a minimum of 90! relative compaction.
p. p-.., on. 7"hls poetess shall'tie'.. followed
D3 ,, _, _
i
ffercismi settlements are expected
expected than
be Ilse .than one-haft{itch measured. eve a spare oCfort y
neat source fault to lilt subject site Js the New reit Iii
t l._ t
... -
finish grade.
er
feet; 5eisrnicall diced total and zlitferentiaLsaitlentetif could be higher:
- Y'n _
Newport Inglewood Fault rsaType Bfautf witltamagpitnper
CONCLUSIONS AND RECOMMENDATIONS.
During earthwork operations, arepresentative of COASTOBOTECIINICAL, INC. shall be present
Based on the 2010 CBC and latitude. 33617791ongilifde -1
to Ienfy cornpiialrce with these,reconnverdaliorn.
BULKHEAD WISRADE
seismic design parameters are provided.
Development of the site as lawposefl is considered feasible front a soils engineering standpoint:,
'I],e bulkhead is expe€ted to be upgraded will, newdeadoun slid tiebacks
Silt Class =E
provided that (lie recommendations stated hereat are incorporated in tire. design mid.. Are
GENFRALGRADING NOTES'.
-
+ Mapped 0.2 Second Spectral Response Acceleration, S:
implemented in the field,
Tire colire grading operation :ghotdd be done m accordance with the attached "Specifications i'on-
The bulkhead may utilize the following design vaineswith submerged conditions;
" Mapped One Second Spectral Response AccOetatiohS
Grading". Any import Fill materials to the site should not have an expansion index greater than 20,
Bearing_ Value 1,500 p.f`& 1,200 psfsabnorged
Site Coefficient from Table 1613A3 3(1), Fit = 0.9
PROPOSED GRADING
aadshall betested and proud by our laboratory.
PI c -
Passive Pressam 300 ps£ffr &200sf/
pft submerged.
Site Coefficienlfirom Table 161TA53(2), F"u=L4
CocPliciont ofFricRiou 0.08
Maximum Design Spectod Response Acceleration lm -.s
Grading :plans were not available in the time thisreportwas prepared. Proposed gradeare
Grading and/or foundation_ plans should be reviewed by the soil erspineet and --geologist AU
• Maximum Design Spectral Response Acceleration fore
anticipated :to be rise(] about 18 inches above of iginal grade duc.to projected flood plain.
tccomincedations are subject to=nmdificatpoir-upon review of such plans.
• 5%Design SpecrahResponse Acceleration lo. short pe,
-
• 5% Design Spectral Response Acceleration far "tie -Scor
COAST GEOTECHNICAL INC.
COAST GEOTECHNICAL, INC..
COAST GEOTECHNICAL,'INC.
COAST GEO'THCHNICAL INC.
M ]enY.Grcuff f a. W 0,430011=d1
Mi J rYG tial y.. :ti',0.430011-01
Mr. J rcY Go,ell o W.0,430011-01
Mr. J 'tyG bel ii
U tccNucat E neo n ti r a r ut;.__.� January 15, 2012
Gcor I r al C re:_ vng Inv t G loaner 15 20r-2
G ole¢bnf I Bne,nee r roan vest tido...
(va.._ _ Jg':l5 2012.
iZ
tc Imrcal T.,i
��_ R ne lu�esrigadan...
DRAINAGE
__—
Gcomcbrul Consultant. OfparticaW importance world be -e
Foundation excavation review fondle all structures
PLOO;II.SLAHS
Positive drainage should be planned for the site.. Drainage should be directed away fromstmemes
:• Reinforcement placement for all foundations-xhangas
in structural loading conditions, postponed developrin
It is out understanding the residence >vill utilize a slab on grade. The shah shall be'suppoted on.
via ion emiliblc conduits to suitable disposal areas. The structure should utilize roof glitters acid
ii ownership.
'
,.l on nership..
engineered fill compacted W amium um of'90% relative compaction.
down spouts tied directly to yard drainage;
• Slab subgrado compaction testing
..
Slab steel placement, primary and appartetuntshuctutres
This repel is issued with the understanding that rt.is'the .ret
Minimum gcoteehuicul itecernmendadons for. a slab on grate is a _five inch actual slab with 94 hills
_
r i
Unlined
Ui I ncd flowerbeds, planter, and lawns shoulrt not be conslrucfed against the perimeter of floe
,
re rasenativc� to ensure that the information and
- V • I t il recommetda
+• --' - " "-
]2 OCEW tied rata-lbe:fanndahnns with if4baisevety two feet. Design by the eng,neer
structure f- '' - is ii
;. T .such IarMscapmg (against Ilse perimeter of astnnctme) is plaited, d shank! be properly
Contpaahoft of utrhtyliench backLfl.
it -
the attention of true At•ehileats td. n'neersfoi c, r"e"ar
at $ Rt. 0n p q. ck oral
maybe more severe..
drainer. and lined or provided. will, an underground moisture barrier. Irrigation should be kept to a
s. Hardscapesubgmile testing
aha accessary steps are taken to we that the Combretots r
mitummn. -
recommendations m dtefietd.
Sabgrade sed should be,kept moist prior to casting (lie slab. However, if the soils it grade become
•: Bulkhead will backfills
dishnrbed:during conatYllClion, they should be brought W approximately optimum moisture content
Wirile the CBC recommends 5% Stene away front stinctur•€s for laadscutte areas, 2°1, slope. is.
Tempacoyeonstmctia t cuts:
This report is subimt_to review by the controlling authorities.
and compacted to a ftri); unyieldingconditionprior tp placing conercle.
all wable where justified. Our juslilmalioniis the use mof drains tiedinto a ea drains, the ase of
opportunity to be o£serviccto yot_t.-
area drains, and site grading which will mitigate the potential for moisture problems beneath a slats
Hr areas where a moisture sensitive Flpo covering will 1pe used, .a vapor barrier consisting of a
ori de. Iiardsea a areas shall be sloped aminimum,of2%where within ten feet of fin, residence
'bra p p
ENG'INEF,RING-CONSULTATION TESTING&OBSERVATIONRespectfully
; :
submitted.
plastic film (10 mil polyvinyl chloride or equivalent) should be used The vapor barrier should be
uldess allowedolhetwise by'dic building officiate
- - - ..
COAST GEOTECHNICAL INC.
properly lapped and sealed. Since the vapor barrier will prevent moishim from draining fmm'fresh
We wall be pleased to provide additional input with respect tofoundationdesign once methods of
concrete, a better concretefinish can usually be obtained if at least 1 -inches of sant. is spread over
P
TEMPORARY CU'T'S
construction have been detemilned• Areas W receive fill should be inspected when unsuitable
Ute vappr'barliet prior t9 placement ofr:on€tete,
materials have been removed and prior 1o. placement of fill,amt foil should observed andtested
Temporary constructionconstructioncuts are anticipated for grading and construction of the project. d7rG�
for completion as it is placed.
Ming -Taring Chen
£ollaWing 1'eCOlnilllerldBtmnS are for mrameharged conditions, and am subject W modification based:
-RCF SdOt=t
EXPANSIVE SOILS
off: field observations;
AGENCY REVIEW!
Results of expans,ontests indicate that thcnear surface soils have. a. very tow expansion potential.
Temporary excavations will be made from property line: down to the excavation Bottom at a'1 -i1
All sort,geologic and structural aspects ;of the proposed development are subject to the rev`-:
p p )... new ltd'
gradient. As hills are placed the grading contractor shall bench into Elie construction cut, This.
d
approval of the gOvcmntg agency(a). 1t shorddb€ tecogn]zedthat the govc[ning agcncy(S) can
RARDSCAPE AND SLABS'
process will provide adequate compaction beneath the proposed structure, and adequate support for
diefate file manner in which the project proceeds. They could approveor darty any aspect .4Gthe-
adjacent oldsito structures.
- proposed improvement and/or €o d.d.thend ixh,cft Wundatrortand gmding.opriens arc accepttattlK
If hardscapo and slab subgradc areasarc planned or replaced, the subgrade'shalt be overexeavated
Supplemental gcoteelimead consulting in respmtse: to agency requests for additional information.
and mcompactcd to a -minimum of 901A relative compaction. The depth of removal. .and
All-exeavationssitall be made inaccordance rwith tile mgglalumsOffleshroofCaliforil]a,Division
could be required atilt will bechargerionatime and ='materials basis.
recompactlon is estimated to extend 3 feet below grade. Deeper removal and reaon,paction may
of .Industrial Safety. These recommended temlxmmny excavation slopes do not preclude local
requited if uhaeceptable condition are encountered. "Riese areas require compaction testing_ during.
tavel ngp and slou_ghing..
grading aad prior to placement ofconoiete,
LIMITATIONS
AlQcuts'shonld be observed 6yahe project geologist or geotechnical engineer. Field observations
Will determine: final construction mods allowed_ If adverse conditions are exposed, remedial
This report presorts rc?coomlmaiduimi.s pertainingto the subject €ite based on the assumptlgu that
-
CREMICAL, ANALYSIS
measures will bumcommended.
the sulisttriaoe conditions do not deviate appreciably fmm-those disclosed by out, exploratory
excavathim, Our recommendations are, based on the teclmicalhlfomation, our an terstandingof dtq-
AJt onsite soil sample has been analyzed for soluble sulfates. While the test result is considered
proposed. construction, :and our expericow in thegeotecimicah field.. We do not guarantee the
negligible with 65 ppm. dile to lite corrosive rahue of the cnvamunent, metal piping that aohtes,in
SUPPLEMENTAL CONSULTING'.
pebomnnce of the project, only thm,nar engineering wok and judgments inert the star,dand of care
contact with the soil should be wrapped or coated to reduce corrosion, Type if concrete may be
of ora pledimsior at this time. _
utilized based on soluble sulfaly: however, the saltwater environ ntay, cause dainage to exposed
During, construction, a number of reviews by this ()free are recommended to verify site
conemic mill a designedconcrete should be considered pet the CIBC. - -
geotechnical conditions and conformance with [lie irtennons of the recommendations for
In view of the general conditions in lia arca, the possibilityofdiffere t local soil conditions -ma
conslrvction..Although at .11 possible geotechnical observation and testing services
y
exist Any devralioA oritnexpecled emiditiet observed dwing Coiishuciron s(ibidJ bebmughtaoihc
by the City of Newport Beach, ilia following site reviews aro advised, some of which will probably
attention of [tic Geotechn,cal Enghtev: Ill this, way, tiny supplemental tecem nendations=can be
beSrequa'ed ity lheCr[yi
made with a .minimum Of delay necessary to the: project, If the proposed construction will differ
• Shte grading:
our presort understanding of the project, the existing information and Possibly new factors
may have: to be evaluated Any design changes anit. the finished plans should be reviewed by the
of �o
0, I ! O
-- - - -
(E) GRADE
9. ERECTION OF PRECAST CONCRETE MEMBERS.
-
X
ACI 318: CH. 16
O I I O
10. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO
E BULKHEAD & TO
CONC DEAMAN
PLAN FOR LENGTH
I
W I LJ
STRESSING OF TENDONS IN POSTTENSIONED CONCRETE AND
PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS
AND STRUCTURAL SLABS.
_
%
ACI 318: 6.2
N
OM. C) ''
11. INSPECT FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED,
—
X
ACI 318: 6.1.1
=-2.50' MLLW.
(N) 10 THREADED TIE -ROD
FOR DEADMAN
tn.0" 15' Lo
6'-10Yz'± 6'-8 I't
I Xz ,.
o. WHERE APPLICABLE, SEE ALSO SECTION 1707.1, SPECIAL INSPECTION
FOR SEISMIC
RESISTANCE.
TYP (TOTAL OF 3)
SECTION 1-1
TYP EA END
R
APPLY DETAIL S-2 AT THE ENTIRE PERIMETER OF ANY
EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN
COMPLIAONCE WITH ITEM 6 UNDER "EROSION CONTROL
NOTES" ON SHEET S-0.
SITE PLAN
(E) GRADE
--�
- (N) CONT CONC DEADMAN
ELEV=+7.50'± MLLW
(N) PLANTER UNDER
(N) CONT
`I
E BULKHEAD & TO
CONC DEAMAN
PLAN FOR LENGTH
M
SEPARATE PERMIT TYP
�ll
DESIGN WATER LEVEL
1 ELEV ON WATER
LOWEST TIDE
SIDE=+0.00' M.L.LW.
(ESTIMATED)
=-2.50' MLLW.
(N) 10 THREADED TIE -ROD
FOR DEADMAN
CONSTRUCTION TYP
I
TYP (TOTAL OF 3)
K
TERMINATE PLANTER
�(E)
(E) RETURN SEAWALL PANELS
S-2
PROPERTY LINE FENCE WALL
AT GANGWAY,
I
W/NEW CONC COPING ATOP
S-2
AND PLANTER TO BE REPLACED
L
(FIELD VERIFY EXACT LENGTH
WHERE OCCURS
"� \
DESIGN ELEV AT TOP OF N CONC
UNDER SEPARATE PERMIT TYP
OF RETURN SEAWALL)
3_2
WALL TO RE REPLACED
-
\
r
FACE OF EXISTING
DESIGN ELEV AT (N) FINISH
N 36'26'32',W 28.57'
SEAWALL AT THE
SURFACE=+9.00'± M.L.L.W.=+8.62' NAVD88
ADJACENT PROPERTY
FACE OF EXISTING
1"0 DIAGONAL THREADED
I K TYP
SEAWALL AT THE
DYWIDAG TIE -ROD
I
S-2
I�
ADJACENT PROPERTY
FOR BUL HEAD
I I
OUTSIDE FACE OF
(N) CONC COPING
ELEVATIO
(N) COPING TYP
PROPERTY LINE
I
I I
4-0±
I
10 -4±
(E)CONC PANEL
IIIIIIII II- I
SII-
I I
TO REMAIN TYP
28'-7"±
I L I I I.v1I I1G--1
I I IISITI-11
(VERIFY)
SECTION 1-1
TYP EA END
R
APPLY DETAIL S-2 AT THE ENTIRE PERIMETER OF ANY
EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN
COMPLIAONCE WITH ITEM 6 UNDER "EROSION CONTROL
NOTES" ON SHEET S-0.
SITE PLAN
(E) GRADE
ELEV=+7.50'± MLLW
PROPERTY LINE
(N) CONT
`I
E BULKHEAD & TO
CONC DEAMAN
PLAN FOR LENGTH
E BULKHEAD & TO
�ll
DESIGN WATER LEVEL
1 ELEV ON WATER
LOWEST TIDE
SIDE=+0.00' M.L.LW.
(ESTIMATED)
=-2.50' MLLW.
LINES OF EXCAVATION
FOR DEADMAN
CONSTRUCTION TYP
EA END
SECTION 1-1
TYP EA END
R
APPLY DETAIL S-2 AT THE ENTIRE PERIMETER OF ANY
EXCAVATED MATERIAL PILED UP AT THE PROJECT SITE IN
COMPLIAONCE WITH ITEM 6 UNDER "EROSION CONTROL
NOTES" ON SHEET S-0.
SITE PLAN
• _ -o•
P
E BULKHEAD & TO
(E) BULKHEAD, SEE SITE
PLAN FOR LENGTH
E BULKHEAD & TO
REMAIN & BE PROTECTED
REMAIN & BE PROTECTED
TYP
K
TERMINATE PLANTER
PROPERTY LINE TYP
S-2
AT GANGWAY,
I
L
WHERE OCCURS
(E) PROPERTY LINE FENCE
DESIGN ELEV AT TOP OF N CONC
3_2
WALL TO RE REPLACED
COPING =+10.50' M.LL.W.=+10.12' NAVO88
DESIGN ELEV AT (N) FINISH
SURFACE=+9.00'± M.L.L.W.=+8.62' NAVD88
(N) ANCHOR CONN TYP
_T _T
I I I I I I I I I I I
I I
I I I I I I I
(N) CONC COPING
I I I I I I
I I I I I I I I I I I i
I
I I
I I I I I
I I I I I I I
(E) DREDGE LINE
IIIIIIII II- I
SII-
I I
a,',,
IIS1I= I I ISI I S I
1r1=I-
I L I I I.v1I I1G--1
I I IISITI-11
(E) RETURN SEAWAL
I
I
I I I
(E) CONC PANEL TYP
( I I I I I I I I I I I I I
I I
I I I I I I I
NOTE VERIFY ALL ELEVATIONS.
ELEVATION
U
V-15"
1" T' A
CORRUGATED PVC 3" CLR ALL
SHEATHING (SHOP AROUND TYP g -k6 CONT
GROUTED FULL LENGTH)
ROD COUPLER _E ._
a
�
2" 4"
LINE OF SAW CUT OF THE J
#—
(E) CONC BULKHEAD WALL
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE
(N) F . BY
2-#5 BOTH WAYS
WATER SIDE=+0.00' M.L.LW.
_
@ ANCHOR RODS
DIAPHRAGM
OTHERS
ANCHOR PLATE 1 x 8 x 8 W/'__
f (-
0 CONCRETE
ANCHOR NUT BEHIND 2-g5
= —_
VERT & HORIZ BARS
0 MAT FOUNDATION
0 MASONRY
0 STEEL BRACED FRAME
0 STEEL DECK
g4 TIES @ 16" O.C.
NOTE :
FOR INFORMATION NOT SHOWN, SEE DETAILS
0 CONCRETE MOMENT FRAME
DETAIL
GRADE BEAMS
N.T.S.
F
0 STEPP'G/RETAIN'G
CLOSED TIES PER
0 MASONRY WALL FRAME
0 OTHERS:
PLAN TYP
WOOD WOODALLS
CONC COPING TYP
HILLSIDE SPECIAL
s
'I
CONT REINFPER
PLAN @ EA FACE
3
CONT PER
PLLAN @IEA FACE
a
�
2" 4"
LINE OF SAW CUT OF THE J
#—
(E) CONC BULKHEAD WALL
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE
(N) F . BY
CONSTRUCTION STAGES CHECKED BELOW:
WATER SIDE=+0.00' M.L.LW.
_
(E) DREDGE LINE
DIAPHRAGM
OTHERS
O CONCRETE
0 STEEL MOMENT FRAME
0 CONCRETE
WALLS, PIERS
0 MAT FOUNDATION
0 MASONRY
0 STEEL BRACED FRAME
0 STEEL DECK
❑ CAISSON, PILES,
0 WOOD
0 CONCRETE MOMENT FRAME
0 WOOD
GRADE BEAMS
IN
0 STEPP'G/RETAIN'G
0 OTHERS:
0 MASONRY WALL FRAME
1" MIN
COVER
NUT.
AS
x 8" SQ
RI
1" MIN I ..-j_:.. -
,FTER STRESSING i � 1 ^
I
CONC PANEL
I
I
I
%"CHAMFER TYP /
1. IN ACCORDANCE WITH SECTIONS 1709.2 OR 1709.3 OF C8C 2010,
LINE OF SAW CUT OF THE J
#—
(E) CONC BULKHEAD WALL
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE
DESIGN WATER LEVEL ELEV ON
CONSTRUCTION STAGES CHECKED BELOW:
WATER SIDE=+0.00' M.L.LW.
_
(E) DREDGE LINE
DIAPHRAGM
RAPID SET NON -
SHRINK GROUT 0
CONC COPING -
SEAL AROUND HOLE
BEFORE GROUTING
CORRUGATED PVC
SHEATHING (SHOP
GROUTED FULL LENGTH)
THREADBAR
PER PLAN � TYPICAL SECTION
PER PLA
5" I.D. STD PIPE
SLEEVE WELDED TO
BEARING PLATE
GROUT SLEEVE
BLOCKOUT WALL FOR
ANCHOR CONN. AFTER
STRESSING, TREAT
SURFACE WITH BONDING
AGENT AND FILL WITH
RAPID SET NON -SHRINK
GROUT
ADHESIVE DOWEL
PER PLAN TYP
3/4" CHAMFER —� NOTE : FOR INFO NOT SHOWN, SEE DET(--) .
DETAIL N.T.S. L COPING DETAIL N.T.S. M
-za . oVzs/�z -zs . os/is/os
TWO ROWS OF SANDBAGS
THREE BAGS HIGH
ONE ROW OF SANDBA S
TWO BAGS HIGH
RE OF SLOPE
.._.. ___ ......_-._._.._—. .-.._......_......_.....__.__ __.......... ..... ........
SLOPE 2 BAGS MIN. SANDBAGS (TYP)
) T��
3 FACE, 100 MAX NE ROW OF ''l+}+}--��— _
2E OCCURS SANDBAGS — — — —
TWO BAGS
HIGH TYP. SECTION TYPICAL ELEVA 77ON
TOE OF SLOPE PROTECTION DETAIL
SANDBAG VELOCITY REDUCER 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.
TOE OF SLOPE PROTECTION N.T.S. R I VELOCITY REDUCER DETAIL I N.T.S. I S
4.5-5 AL Woo./ i�r� n rvn isnnu PLAN TYP z
CEME CAL WATER 1
0.75 LBS. INTRUSION AID LS
(N) ,y6 x 30" LONG ADHESIVE DOWELS LIN
12" EMBED @ 12 O.C. COI
LINE OF TEMPORARY EXCAVATION FOR
SEAWALL CONSTRUCTION/REINFORCING
PER SOILS REPORT RECOMMENDATIONS
19F-4"
(N) FILTER CLOTH AT PANEL JOINTS
(E) CONC BULKHEAD TO REMAIN & BE
PROTECTED. THE ASSUMED MIN -"0
VERTICAL BARS @ 19j" O.C. IN
COMPLIANCE WITH CITY OF NEWPORT
BEACH STANDARD PLAN No. 1062
DATED 12-12-1950 NOT SHOWN FOR
CLARITY
STRUCTURAL OBSERVATION (o4/o8/1o)
1. IN ACCORDANCE WITH SECTIONS 1709.2 OR 1709.3 OF C8C 2010,
THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO
PERFORM STRUCTURAL ONSERVATIONS AS DEFINED IN SECTION 1702
OF CBC 2010.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE
STRUCTURAL ONSERVER FOR REQUIRED OBSERVATIONS DURING THE
CONSTRUCTION STAGES CHECKED BELOW:
FOUNDATION
WALL
FRAME
DIAPHRAGM
0 FOOTING, STEM
O CONCRETE
0 STEEL MOMENT FRAME
0 CONCRETE
WALLS, PIERS
0 MAT FOUNDATION
0 MASONRY
0 STEEL BRACED FRAME
0 STEEL DECK
❑ CAISSON, PILES,
0 WOOD
0 CONCRETE MOMENT FRAME
0 WOOD
GRADE BEAMS
0 STEPP'G/RETAIN'G
0 OTHERS:
0 MASONRY WALL FRAME
0 OTHERS:
FOUNDATION,
WOOD WOODALLS
HILLSIDE SPECIAL
ANCHORS
® OTHERS:
0 OTHERS:
CONCRETE COPING,
CONCRETE DEADMEN, &
TIE-RODS/TIE-BACKS
CONNECTIONS TO THEM
3. UPON COMPLETION OF WORK, THE STRUCTURAL OBSERVER SHALL
SUBMIT A REPORT TO THE OWNER. THE REPORT SHALL IDENTIFY ANY
REPORTED DEFICIENCIES THAT HAVE NOT BEEN RESOLVED.
4. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, A FINAL
REPORT BY THE STRUCTURAL OBSERVER WHICH STATES THAT ALL
OBSERVED DEFICIENCIES HAVE BEEN RESOLVED IS REQUIRED BEFORE
ACCEPTANCE OF THE WORK BY THE BUILDING OFFICIALS.
STRUCTURAL OBSERVATION
LOWEST TIDE (ESTIMATED)
M.L.LW.
F' ` Form - Worksheet fo uilding Combo Permit AoDlicat'on oke, R�
F' Comm'I rp-4esidential City of Newport Beach - Building Division " I
NOTE: PLAN CHECK FEE DUE AT TIME OF S I ` �"
V L;1Vs
j uiiding I Grading �prainage riElec Mech Pfum cuvacuj i
Project Address (Not mailing address) i oor ,
�X � I •
� L-\ CC
Description of Work
Use
'
`vim'f,
# Stories ; # Units (if Res);
Valuation $
New/Add SF _ Remodel SF _ _---� Garage/New/Add
MateriallLabor cop�VNC I
OWNER'S NAME Last�� First
�-- �
Owner's Address Owner's E-mail Address
City StateF Zip. �'"j_ ryrp��� Telephone
APPLICANT'S NAME Last �ji'`•s�'�---- ( First
Applicant's Address Applicant's E-mail Address
i
City State C Zip Telephone
---
ARCHITECT/DESIGNER'S NAME '
Last Y-- c_1 First ��e�� �- Lic. No.
Arch itect/Designer's Address - Architect/Designer's E-mail Address
i
4--r-c 16-_lp0
���,; i
City �a,�Z �X'Ne.-1 -y State Zip �z- Z, TelephoneEki-
ENGINEER'S NAME Last First Lic. No.
Engineer's Address Engineer's E-mail Address
City E State 1 Zip �� Telephone
CONTRACTOR'S NAMEICOMPANY Lic. No. - _' CIass��
Contractor's Address Contractor's E-mail Address
City State Zip I Telephone- i
JFIRE
ENERGY PIC FEE $ ---
PIC FEE $ PERMIT NO.
GRADING P/C FEE $�P G PIC FEE $ PLAN CHECK NO.
ELEC/PLUM/MECH PIC FEE $ PLAN CHECK FEE $ �t �S ' Gi �---�
DEVELOPMENT # TOTAL FEES PAID $
NOW
1010312011 06:46 949646782P
10/0312011 16:31 949721506-x:-
FIJIVACATIONS
HESSELGESSER BARFIE
H (B OR PERAHT
TRANSFER APPLICA,HON
829 Harbor Island Drive
Newport 13eaeh, CA 92660
949-644-3044
PAGE 01101
PAGE 02/02
*Date of A►pplicakon:
101
iy� � Permit Number:
"Property Address:
3413
Finley AVe. , Newport
Beach, Ca 92663
**Buyer' -g Names: � .. �---_ JERONE P. GREUBEL
Billing Address:
Ge:-
Telephone No.:r7i`/ • w 74 9 71Y �7?/-
Buyers Signatures:
x"�sglie�;'s ��1`ar�es
i=Tle1" Signal' res
Joint Owner Signature:
S. Pomeroy
"Escrow Company; West Coast Escrow Phone# (949) 721 5000
**Address 140 Newport Center Dr., #100, Newport Beach, Ca 92660
"Escrow Number: �T_n����_.TR ��Fax �(9,t2) 721 soi o
CIo5In9 Date (Estimate): November 2, 2011
x *STARRED ITEMS MUST BE COMPLETE TO BEGIN THE PROCESS.
Inspection` Date: iC (ei It I
Fee Paid: o2770
Application Complet • ,
Reinspection Date:
R Ch5ok No. __L2 t oZ
iz:itgnarurelUars
Special Condiffons: This permit is revocable by the City Council
in accordance with Title 17 of the Newport Beach Municipal Cade.
October 19, 2011
West Coast Escrow
Fax# 949.721-501.0
Re: Pier Permit 434-3413
3413 Finley Ave.
Escrow #ST -03973 -JR
Dear West Coast Escrow,
The City of Newport Beach has inspected the above pier and found it to meet
City standards. Once we receive the application signed by the buyer and
seller the pier will be transferred.
Thanks for your help and if you require further assistance in this matter please
call 949.644.3044.
Sincerely,
Z/ a Alal&lge
Lisa Walters
Harbor Resources Division
Date:
Inspection Requested By
Inspector:
Pier Address:,341
Harbor Resources Department
Ulk
� c{
9
Pier Transfer
Reinspection
GFI Present Yes Need None Needed Yes Need
,m r
Anti -Siphon / Backflow Present
Other Comments
Eelgrass
Date Time n Eelgrass Within 15` of Project
r] Eelgrass Within 15` - 30` of Project
F1No Eelgrass in Project Area
Pump Out
Pier Location
Yes No
Operational
Recommended Action
Encroachmenet
Address of Complaining Party
Boat Description
CF Number
Location on Dock
Comments / Observations
Other Request
Map Output
Page 1 of 1
http://www6.city.newport-beach.ca.uslservleticom. esri.esn'map.Esrimap? S erviceName=n... 10/17/2011
CITY OF NEWPORT BEACH
MARINE SAFETY DEPARTMENT
RECORD OF ORAL INFORMATION
FromIn person
Address: C3�d0� Telecon
TO: r%/—//0"
� Z/- 3 �//-3
I IM.S. DIRECTOR i I
ASST.DIRECTOR I I 1
Div.
SUBJECT: �/!�� ��✓�/ File:
G
Date: 4 r�
Outline of Information received (rte given, Ex
Tony:
I called Greg Boston, got no answer,
left word with answering service on
T-tesd$y..... Wednesday .... tried him
again Thursday.
Would you please follow up on this?
Man's name is Pomeroy..... lived
i%�
here 40 years- 3413 Finley Avenue,
673-6775. Says has never seen the
Channel as dirty... , smelly.. etc. �''/✓� "iC
"Don't have those two guys with the
gray boat come thru, cause they
don't do any good .... with their
little net"
Said he knew this would happen when
commercial marina went in ... etc.
Action Required Person Responsible Date Due:
a.
"OA
c Vrl N
cm� Ca:��ornia'
C/ep///s
. rIeS
s:, 28.,5,7-7. z a 7 2Z—. 7
IRS c 0
//,I IV/V,4:4
Ilh
ANCHOR P/,LZS
4 _ %� / '} i�% 7-0