HomeMy WebLinkAbout1200_NEWPORT_CENTER_DR_COASTAL DEVELOPMENT PERMIT1200_NEWPORT_CENTER DR
0
CALIFORNIA C4
South Coast Area Office
200 Oceengate, Suite 1000
Long Beach, CA 90802-4302
(562) 59D-5071
AM JUL 0 9 1998 PM
71819110111112111213141816
Page: 1 of 4
Date: July 6, 1998
Permit No: 5-98-054
D�• ;g ill
On 10 June 1998, the California Coastal Commission granted to Irvine Company
Coastal' Development Permit 5-98-054, subject to the attached Standard and
Special Conditions, for development consisting of: Construction of 2 two story
50,400 sq. ft. (gross) office buildings for a total of 100,800 sq. ft. (gross) of office
space with 386 parking spaces on an existing vacant site. The maintenance of 1.6
acres of open space. The construction of a 60" storm drain through the site which
will parallel an existing 69" storm drain. Grading consists of approximately 30,006
cu. yds. which includes approximately 12,000 cu. yds. of excavation and 15,000
cu. yds. of fill including approximately 3,400 cu. yds. of import to the site. More
specifically described in the application file in the Commission offices.
The development is within the coastal zone in Orange County at 1.200 Newport
Center Drive, Newport Beach.
Issued on behalf of the California Coastal Commission on July 6, 1998.
PETER DOUGLAS By:
Executive Director Title: Coastal Program Analyst
The undersigned permittee acknowledges receipt of this permit and agrees to abide by all
terms and conditions thereof.
The undersigned permittee acknowledges that Government Code Section 818.4 which
states in pertinent part, that: "A public entity is not liable for injury caused by the issuance
... of any permit ..." applies to the issuance of this permit.
IMPORTANT: THIS PERMIT IS NOT VALID UNLESS AND UNTIL A COPY OF THE PERMIT
WITH THE SIGNED ACKNOWLEDGMENT HAS BEEN RETURNED TO THE COMMISSION
OFFICE. 14 CAL. ADMIN. CODE SECTION 13158(a).
Date
Signature of Permittee
Please sign and return,one.copy of this form to the Commission office- at, the. above
address.
5-98-054
Page 2 of 4
1. Notice of Receipt and Acknowledgment The permit is not valid and
development shall not commence until a copy of the permit, signed by the
permittee or authorized agent, acknowledging receipt of the permit and
acceptance of the terms and conditions, is returned to the Commission
office.
2. Expiration, If development has not commenced, the permit will expire two
years from the date on which the.Commission voted on the application.
Development shall be pursued in a diligent manner and completed in a
reasonable period of time. Application for extension of the permit must be
made prior to the expiration date.
3. Compliance. All development must occur in strict compliance with the
proposal set forth in the application for permit, subject to any special
conditions set forth below. Any deviation from the approved plans must be
reviewed and approved by the staff and may require Commission approval.
4. Interpretation. Any questions of intent or interpretation of any condition will
be resolved by the Executive Director or the Commission.
5. Inspections. The Commission staff shall be allowed to inspect the site and
the project during its development, subject to 24-hour advance notice.
6. Assignment. The permit may be assigned to any qualified person, provided
assignee files with the Commission an affidavit accepting all terms and
conditions of the permit.
7. Terms and Conditions Run with the Land These terms and conditions shall
be perpetual, and it is the intention of the Commission and the permittee to
bind all future owners and possessors of the subject property to the terms
and conditions.
This coastal development permit 5-98-054 approves only the development,
as expressly described and conditioned herein, for the proposed office
buildings located at 1200 Newport Center Drive in the City of Newport
Beach. Any future development, such as a change in the. intensity of use
(including a change in the number of parking spaces or a change in the use of
WOU&I WAR6_ OYD" l '_ i l l
No. 5-98-054
the structure) shall require an amendment to this permit from the Coastal
Commission or a new coastal development permit.
2. Lane Closures
To assure that the project will not have an adverse impact on coastal access,
the applicant shall not undertake any work necessitating the closure of any
lanes of traffic on Pacific Coast Highway beginning on the Friday preceding
Memorial Day of any year through Labor Day of any year.
Prior to the closure of any lanes of traffic on Pacific Coast Highway for the
period between the day following Labor Day and the Friday preceding
Memorial Day the applicant shall submit, for the review and approval of the
Executive Director, a CALTRANS encroachment permit.
Prior to issuance of the coastal development permit, the applicant shall
submit for the review and approval of the Executive Director:
a) final revised plans. These plans shall include the signed statement of the
geotechnical consultant certifying that the plans incorporate the
geotechnical recommendations contained in the geotechnical investigation
of December 29, 1997 and as supplemented by the report of February
23, 1998 both by NMG Geotechnical Inc. (Project No. 97070-1) into the
final design of the proposed development.
The approved development shall be constructed in compliance with the final
plans as approved by the Executive Director. Any deviations from the plans
shall require a Coastal Commission approved amendment to this permit, or
written'concurrence from the Executive Director that the deviation is not
substantial and therefore a permit amendment is not needed.
4. Conformance with Water Quality Standards
To assutle that contaminants which could adversely affect water quality and
human WaJth,.wiJI:be.prop-qrJy managed and will not be discharged into
coastal waters, the applicant shall adhere to the following requirements:
a) The applicant shall comply with the Storm Water Pollution Prevention
Plan for Corporate Plaza West (February 1998) prepared by the Keith
110711.1 CAI 4 • •'11 14► :11
No. 5-98-054
Page 4 of 4
Companies which implements the requirements of the State Water
Resources Control Board (SWRCB) Order No. 92-08-DWQ for the
National Pollutant Discharge Elimination System (NPDES) General
Permit No. CA5000002.
b) The applicant shall comply with the Water Quality Management Plan
for Corporate Plaza West (February 1998) prepared by the Keith
Companies to prevent off -site contamination.
c) The applicant shall comply with the requirements of State Water
Resources Control Board for WDID (waste discharge identification
number) 830S308494 when constructing the storm drain.
c:lmsofficelWinwordltempletelregnoi.dot Printed on July 6, 1998
SFR:bll
98064per.doo.
RECEIVED BY
PLANNING DEPARTMENT
CITY OF NFWPORT BEACH
AM JUL 0 9 1998 PM
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— —.-- :. ` IDENTIFICATION NUMBER rL CENTERLINE,-" 12 ALL CONCRETE SHALL BE 560=C-3250. REQUIRES A DIGALERT. D CATION NU _ _ _
;.. •` E A "PERTC - ... 1 800 227 260
---- --- 13 . THE FIRE I WILLSBE VALIID. FOR YOUR'-DIGALERT TOLL FREE
S SEWER, LINE•- E DEPARTMENT SHALL BE NOTIFIED 48 HOURS IN ADVANCE OF ALL,
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_ IBEORINGS SHOWNCHOEREONAARE BASED ON THE
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AGENERAL:. ♦ , - D MASONRY.' „«_ , ,'^''•' `', �'^' RCHI7ECTURAL PRECAS.T,CONCRETE PANEL (EXTERIOR SKIN) NOTES: �
M IGHT S NGL OR DOUBLE 17..''BASE METAL' BICKER THAN 1-1 2,.'INCHES' WHEN"SUBJECTED'TO 1. AL 'PRECAST COMP NENTS SHALL BE DESIGNED AND FABRICATED 1N r+,r Ka, ,Y-"•'} C.. ,.. ,., „+r';
1,,. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT 1. BLOCK_MASONRY UNITS,SHIAL4 BE'MEDIU WE 1 E, T / L
THE JOB SITE PRIOR"TO STARTING CONSTRUCTION AND THE:OPEN END BOND BEAM UNITS GRADE 'IN", CONFORMING TO.'AS M'C-90', ::''THROUGH -THICKNESS WELD'SHRINKAGE'-STRAINS, SHALL BE ULTRA A PLANT APPROVED 'BY:THE'CITY-OFFICIALS AND THE ARCHITECT. p
ARCHITECT'OR'ENGINEER SHALL BE NOTIFIED OF -ANY DISCREPANCIES AND UBC STANDARD 24-4. LATEST REVISION,,,MINIMUM<ULTIMATE 5ONICALLY, INSPECTED FOR'•DISCONT'INUtT1ES::DIRECTLY BEHIND
S RENGTH OF,EL CK SHALL B 1900 PSI. s` SUCH, JOINT',COMPLETION,""``,• 2., SEE REINFORCING STEEL SECTION OF GENERAL NOTES ABOUT
OR INCONSISTENCIES. O E Y
RE NFO LING '
v
2. ALL PHASES OF WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF 2 GROUT.'FOR THE `BLOCK UNITS SHALL HAVE A MINIMUM'COMPRESSIVE':' 18`.'•STRUCTURAL`•.STEEL SHALLVNOT BE'TACK,WELDED",I.N'ANY�WAY TO :•': �F'.,,"
,•". :'t - - AWED AIR F'C
E 1994:UNtFORM BUILDING CODE.': STRENGTH OF'2000.P.SI, AT"28 DAYS::',• i.REtNFORGING STEEL: J _:` 3. ALL CONCRETE SHALL HAVE +/� 1?G ENTRAINED {
„ ,
5,000 PSI, ALSO SEE''CONCRETE".°SECTION. r-
FINED N ABLE 24-A OF THE
3. THE CONTRACT STRUCTURAL DRAWINGS AND'SPECIFICATIONS. 3. MORTAR'SHALL''BE UBC;TYPE S AS'DE I T
r '
G .
METAL{ DECK " ":
i STRUCTURE. UNLESS OTHERWISE UBC 1991 EDITION. '1$00 PSI:'•',IN'2$ DAYS,' 4. :MAXIM,UM OVERALL PANEL,THICKNESS SHALL NOT EXCEED 6 ,� ' % .' •' •' ':. '..' , " REPRESENT THE FINISHED S T E .. ' r.
INDICATED. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. • ' : ., , , � ''' - `' r • • "d"J - � ° < ;
THE M AGE OF 14 DAYS
THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO 4. MINIMUM SPECIFIED STRENGTH,OF THE MASONRY. ASSEMBLAGE: In >":'1,.,,: METAL DECK'SHALL BE MANUFACTURED BY -BHP STEEL BUILDING 5. PRECAST`PANELS SHALL HAVE REACHED MINIMUM
T`: " PRObUCTs',.OF,',THE.'TYPE AND.•GAUGE AS.'.SHOWN ON PLANS. PRIOR TO WELDING OF'CONNECTIONS.
PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING SHALL BE,1500 PSI. -I'll5 p•
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT NOT BE "• �•:
'FLOOR D CK' SMALL CONFORM Tb STM!A-44 E s38'KSI AND
I
LIMITED TO, BRACING SHORING FOR CONSTRUCTION EQUIPMENT 5. `'COMPRESSIVE STRENGTH OF THE MASONRY ASSEMBLAGE SHALL'BE","'E H A $ ( Y,. ).. 6. ,THE GENERAL CONTRACTOR SHALL PROVIDE ADEQUATE SHORES FOR ALL ,
O MS,AND SCAFFOLDING. - VERIFIED BY.MASONRY PRISM TESTING IN ACCORDANCE WITH.1994-- SHALL' BE ZINC COATED PER 'AST
A 525,.G-60'.'"FLOOR DECK SHALL " CONSTRUCTION LOADS. :I
SHORING FOR THE BUILDING,, F R D NG:; w
„ UBC." BE` INSTALLED, IN -CONFORMANCE WITH ICBO'REPORT. NUMBER, 2757.
ABS 7: THE GENERAL CONTRACTOR SHALL PROVIDE PRECAST PANEL SHOP
4. OPENINGS, ETC.', SHALL NOT BE PLACED IN SL
d
K COMPOSITE .TYPE' DEFORMED T
BEAMS COLUMNS WALLS ETC. 'UNLESS SPECIFICALLY DETAILED ON 6.' 'SEE REINFORCING `STEEL SECTION OF GENERAL�,NOTES FOR ASTM-- :- 3. METAL FLOOR DEC SHALL 0 " DRAWINGS TO THE ARCHITECT,,THE CITY AND THE STRUCTURAL
,,
THE STRUCTURAL DRAWINGS. OPENINGS OR HOLES SHALL NOT BE CUT SPECIFICATIONS OF REINFORCING STEEL. PROVIDE MECHANICAL: BOND WITH.THEr;CONCRETE: ENGINEER'FOR REVIEW.
E
` - I N CONCRETE OR CM WALLS UNLESS SPECIFICALLY F I CALLY SHOWN ON THE ' - -
r U L C
a`•;r' .
4. "'ROOF.DECK SHALL CONFORM TO ASTM A 446; (Fy 38 KSI) AN 8. THE G NERAL CONTRACTOR SHALL COORDINATE SLAB BLOCKOUTS - .
,•= STRUCTURAL DRAWINGS. METHOD OF CUTTING SHALL CONFORM WITH _ 7. .MINIMUM LAP OF REINFORCING STEEL'SHALL-BE 4$ EAR DIAMETERS; E "��" •`:y,,;', ,
STRUCTURAL DETAILS. OVERCUTTING AT ENDS OF OPENINGS SHALL BUT NOT LESS THAN 2'-0" MINIMUM., E,GALVINIZED IN ACCORDANCE WITH ASTM A-525, G-60." ROOF ;, REQUIRED FOR'PRECAST PANEL.CONNECT.IONS'. Oki
" m_
_,-- NOT BE PERMITTED. IF ADDITIONAL OPENINGS TO THOSE SHOWN ON
B
,DECK SHALL, BE"INSTALLED 1N-CONFORMANCE WITH iCBO REPORT -
THE STRUCTURAL DRAWINGS ARE REQUIRED, NOTIFY THE ARCHITECT 8...' GROUTING PROCEDURE FOR LIFTS EXCEEDING FOUR FEET: PROVIDE NUMBER,2757. 9. THE MANUFACTURER'S RESPONSIBILITIES:
AND STRUCTURAL ENGINEER PRIOR TO,ANY CUTTING. CLEAN-0UT OPENINGS AT THE BOTTOM OF THE LIFT IN-EVERY'CELL:' ,
TO BE ,FILLED. LIFT NOT TO EXCEED 8'-0"_. 5. ALL`bECK,THAL WILL BE COVERED WITH ROOFING OR WATERPROOFING 9.01 THE PRECAST SKIN PANEL MANUFACTURER SHALL SUBMIT
HALL HAVE POSITIVE VENTING FOR INSULATING CONCRETE'OR, "
5. ALL ASTM SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL.BE OF CALCUL�4TIDNS, SHOP DRAWINGS AND COMPLETELY �G';,x.1
S
THE •LATEST REVISION. 9. MINIMUM GROUTING: ;FILL ALL CELLS. STRUCTURAL CONCRETE'.•' DETAILED ATTACHMENT CONNECTIONS FOR GRAVITY AND j
LATERAL LOAD DESIGN (ALL DOCUMENTS STAMPED AND{ O''' "
N PER UBC CHAPTER 17 BY UALIFIED V RTICAL EXPANSION i A BE PROVIDED S SHOYNJ ON THE 6.- •ATTACHMENT, TO"SUPPORTS-AND AT SIDE .LAPS SHALL BE AS SHOWN ON SIGNED 'BY THE REGISTERED ENGINEER IN THE STATE OF L1-s
6. CONTINUOUS 1NSPECTIO A Q 10 E JOINTS SHALL A
PERSON'WHOSE QUALIFICATIONS ARE REVIEWED BY THE ARCHITECT FOUNDATION PLAN WITH `PROPER CONTINUITY FOR BOND.BEAM AND THE•DRAWiNGS.,CALIFOF�NiA HOLDING A VALID LICENSE) TO THE ,� -_
IRED FOLLOWING .,..CHORD BARS. VERTICA P JOIN SHALL' T BE PLACE BUILDING DEPARTMENT, THE PROJECT ARCHITECT AND THE °
AND BUILDING DEPARTMENT SHALL BE REQU FOR THE HOR S VERTICAL.'EXPANSION ANSION T l NO D :• .
TYPES OF WORK: -;'THROUGH ANY OPENING, JAMB OF OPENING,_PIER.AND OR PILASTER.;-'':': 7: DECKING`CONTRACTOR SHALL SUPPLY SHOP; DRAWINGS SHOWING PROJECT STRUCTURAL ENGINEER AND OBTAIN THE APPROVAL
" / LOCATION, GAUGE AND SIZE OF EACH PIECE OF DECKING; SHOP IN WRITING PRIOR,TO FABRICATION OF PANELS.
1 A L CONCRET WORK INVOLVING CONCRETE STRENGTH GREATER 11 CONTINUOUS INSPEOTION,OF•WORK'1NVOLVING MASONRY_1S,REQUIRED. DRAWINGS SHALL ALSO SHOW ALL CLOSURE -CONDITIONS, WELDS, 'TO
8 THAN 2500 PSI. SUPPORTS AND SIDE LAP DETAILS.- 9.02 ALL PRECAST ELEMENTS SHALL BE DESIGNED PER THE
8.2 ALL FIELD WELDING. OF STRUCTURAL MEMBERS. 12. USE RUNNING BOND ONLY:FOR STRUCTURAL MASONRY.;'" - REQUIREMENTS OF THE 1994 EDITION OF UNIFORM BUILDING ",,v - '`�` 1
WORK INVOLVtNG.HIGH STRENGTH BOLTS. "' HE CODE, INCLUDING BUT NOT LIMITED TO SEISMIC AND WIND
8.. 'DECKING CONTRACTOR SHALL SUPPLY SHOP'DRAWJNGS SHOWINGS AR
6.4 BOLT" INSTALLATION IN CONCRETE AND MASONRY WHERE SHOWN 13. EXPANSION BOLTS,- IF REOUJRED, SHALL BE.USED ONLY WITH.THE STUD CONNECTOR DETAILS,AND STUD LAYOUT FOR EACH BEAM: REQUIREMENTS OF CHAPTER 16. I 1 1 / j '
ON bRAWINGS. REVIEW AND WRITTEN INSTRUCTIONS FROM THE PROJECT, STRUCTURAL "
ENGINEER. KNESS OF PROVIDEALL .Y 1
:} ':DECK F Y
9 EAR STUDS SHALL BE^WELDED THROUGH ONLY ONE THIC THE 'MANUFACTURER SHALL PREPARE AND PROVID
7. IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE CK US] METHODS., DECK SHALL BE THE DOCUMENTS THE SATISFACTION O THE CITY
NOT FULLY SHOWN ON THE DRAWINGS OR CALLED FOR IN THE. NOTES 14., EXPANSION BOLTS, -IF REOUIRED,'SHALL BE USED ONLY ,WITH THE PREPUNCHED;"WHERE MORE THAN ONE LAYER OF DECKING OCCURS AT'A ',' OFFICIALS AND -THE ARCHITECT.
OR SPECIFICATIONS, THEN THEIR CONSTRUCTION"SHALL BE OF THE 'REVIEW AND WRITTEN INSTRUCTIONS FROM THE PROJECT'STRUCTURAL. STUD LOCATION.: CERAMIC FERRULES SHALL BE REMOVED PRIOR 70
SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT qRE SHOWN OR ENGINEER. E - -- 9.03 PRECAST, -DESIGN SHALL INCLUDE GRAVITY AND WIND LOADS �', r''i
" ",, CALLED FOR AND SHALL BE REVIEWED BY THE ARCHITECT. r ••,'• - - '`':: ";, - IMPOSED ON THE'PANELS BY THE GLAZING SYSTEM AND/OR "'„E.
r ING-CONCRET . •,. 'PLAC
15. TYPICAL UNLESS NOTED OTHERWISE'ON.THE PLAN AND DETAIL; DOWEL
10 ' ALL DECK: WELDING SHALL BE PERFORMED USING PREQUALIFIED SOFFIT FRAMING. M O'`"'�,i
8. IN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR ALL'MASONRY WALLS TO.FOOTINCS WITH ONE DOWEL AT EACH
PROCEDURES BY WELDERS.EXPERIENCED IN LIGHT GAUGE STEELt,'�`,,`<:#±
,.
DETAILS. THE'CONTRACTOR•SHALL VERIFY ALL CONDITIONS AND ,VERTICAL WALL REBAR."A,SIZE OF DOWEL TO MATCH VERTICAL,'WALL WELD I G. N 9.04 A MINIMUM OF TWO WEEKS OF TIME SHALL BE GIVEN FOR
DIMENSIONS IN THE FIELD BEFORE PROCEEDING WITH SUBSEQUENT REBAR. v REVIEW OF. ALL SHOP DRAWINGS. �,;'�
`.:. •
c, WORK. ANY DISCREPANCIES BETWEEN CONDITIONS INDICATED AND •`' 11 UNLESS NOTED OTHERWISE ON THE PLANS, THE FLOOR BEAMS DO NOT
ACTUAL FIELD CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF 16. AT ALL CORNERS AND INTERSECTIONS OF ALL MASONRY WALLS ,'' 'REQUIRE TEMPORARY SHORING FOR THE, WET CONCRETE LOAD IMPOSED 9.05 THE MANUFACTURER SHALL KEEP RECORDS OF CONCRETE
„ „ E OSITE ACTION. ;
THE ARCHITECT AND STRUCTURAL ENGINEER FOR CLARIFICATION PROVIDE 2 0 x2 0 HORIZONTAL BENT BARS EQUAL SIZE 'AND CYLINDER BREAKS AND SLUMP OF CONCRETE FOR EACH Oh: S
ON THE. BAR STEEL PRIOR T- COMP
' + PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR t0 AND/OR IN NUMBER TO HORIZONTAL •REINFORCING IN WALL. POUR. FOR EACH TYPE OF UNIT AND COPIES SHALL BE SENT
.' CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE 12.,'DECKING'CONTRACTOR'SHALL SUPPLY ALL LING TO THE ARCHITECT.
WY
" CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST .TO THE 17. ELECTRICAL BOXES, CONDUITS, PLUMBING PIPES, ETC. SHALL NOT,'_•'•,j CLOSURES AT COLUMNS AND SHAFT'OPENING OR DECK PENETRATIONS _
OWNER. BE .PLACED IN ANY CELL,OR COURSE THAT CONTAINS REINFORCING.- AND SHALL SUPPLY ALL SUPPORT' FRAMING WHERE NECESSARY FOR " 9:06 THE MANUFACTURER SHALL DESIGN, DETAIL AND SUPPLY (OR
" SUCH OPENINGS.; " COORDINATE WITH THE GENERAL CONTRACTOR) ALL I
9:' ALL WORK SHALL BE DONE IN CONFORMANCE WITH THE PROJECT NECESSARY STRUCTURAL STEEL AND/OR HARDWARE TO r'
13.-- DECKING -SHALL NOT"BE USED TO'SUPPORT ANY HANGER LOADS
MANUAL. ANY DISCREPANCIES BETWEEN THE CONTRAGT DRAWINGS AND SUPPORT PRECAST ELEMENTS. ;
" THE PROJECT MANUAL SHALL BE BROUGHT TO THE ATTENTION OF THE " GREATER THAN 25 POUNDS, UNLESS SHOWN OTHERWISE IN
ARCHITECT AND STRUCTURAL ENGINEER FOR CLARIFICATION PRIOR TO MANUFACTURERS RECOMMENDATIONS: 9:07 SPANDREL PANELS' PERIMETER STRUCTURAL STEEL BEAMS �.','' "?
PROCEEDING WITH THE WORK INVOLVED. ANY WORK INSTALLED PRIOR a "' ARE DESIGNED FOR TH
`E VERTICAL LOAD OF PRECAST PANELS
TO OR IN CONFLICT WITH SUCH.CLARIFiCATION SHALL BE CORRECTED „'`, 14. CONTRACTOR SHALL DETERMINE TEMPORARY SHORING OF, THE METAL ACTING CONCENTRICALLY ON THE BEAM. HORIZONTAL x': +`'♦
DECK'IS REQUIRED ,FOR WET CONCRETE AND . CONSTRUCTIONLOADS. FORCES AT THE BOTTOM OF THE BEAM AND OR TORSIONAL „1
' ,, .• •:', BY`THE CONTRACTOR AT `HIS EXPENSE. " ILS SHALL BE
Enf N EL: 15 CKING SHALL, BE CONTINUOUS, FOR A MINIMUM S "OF ,TWO SPANAPPROVEDHBYLTHE STRUCTURABRENGNNEERTA ° I
RE NFORCI G STE UNLESS SHOWN OTHERWISE.
� 1. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM'IN
VERTICAL'SUPPORT POINTS FOR PRECAST ELEMENT AT "",'
1�1FOUNDATIONS: 18. TRENCHES ,AND DEPRESSIONS 1N'THE CONCRETE TOPPING ARE NOT y ENT FRAMES SHALL BE AT LEAST 36 AWAY FROM FACE r
A-815 GRADE 60, UNLESS NOTED.OTHERWISE. REINFORCING TO BE - PERMITTED UNLESS SHOWN'ON THE DRAWINGS, OFCOLUMN. lr+� %,s
1. FOUNDATION DESIGN IS BAS N EPOR
WELDED. SHALL BE ASTM A708.
z.
- ATED DE 29 1997 9.08 COLUMN COVERS: NO COLUMN COVERS PRECAST -SKI
NMG GEOTECHNICAL, INC.,JOB 97070 1 D C 2. CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS.SHALL ( N
i(I QF '" :1� '? - tip" ='x.•,. ,
2. ALL SITE WORK,' EXCAVATION, RECOMPACTI AND GRADING SHALL BE BE:AS FOLLOWS: COVERING STRUCTURAL COLUMN VERTICALLY) SHALL BE''
SUPPORTED FOR'GRAVITY LOADS FROM THE STRUCTURAL'„
1 PERFORMED IN COMPLIANCE WITH THE SOILS REPORT. A. CON T P D CT'Y''AGA NST EARTH .3" CLEAR.' STEEL COLUMN. THERE SHALL BE NO EXCEPTIONS TO .THIS
, CRE E LACE DIRE J-, ! .. REQUIREMENT:, i
3, EXCAVATIONS 'SHALL BE OBSERVED BY THE SOILS ENGINEER SO THAT
ANY NECESSARY MODIFICATIONS TO THE RECOMMENDATIONS OF THE B..'STRUCTURAL SLAB, 3/4" CLEAR TOP. AND BOTTOM ,UNLESS, „
EVERY VERTICAL COLUMN PRECAST "SKIN" ELEMENT SHALL
NOTED OTHERWISE•. STEEL STAIRS:
SOILS REPORT CAN BE MADE BASED ON THE SOIL CONDITIONS - BE DESIGNED AND DETAILED BY THE MANUFACTURER TO SPAN ,. '
s;' ENCOUNTERED. 1_�' ,,'' FROM FLOOR TO FLOOR.,
•,. C.' FORMED CONCRETE EXPOSED TO EARTH OR ATHER, /2 1.',' "STAIRS AND. REQUIRED :SUPPORT"ELEMENTS,NOT+SHOWN ON STRUCTURAL Culp& Tanner " „I
CLEAR (2".CLEAR FOR #6 OR, -LARGER). DRAWINGS:SHALL_BE•DESIGNED'BY THE CONTRACTOR PER THE MINOR LATERAL. LOADS CONNECTIONS WITH APPROVAL FROM "T
r 4. THE EXCAVATION OF THE UPPER SOILS, THE MOISTURE CONDITIONING" ( Structural Engineers'
IL SHALL REQUIREMENTS OF THE ARCHITECTURAL- DRAWINGS AND 'THE .UBC 1,994 - THE STRUCTURAL ENGINEE MAY BE MADE TO THE COLUMNS.
THE COMPACTION OF ALL'REQUIREDF L. R
OF'THE SOILS, AND_ _ - ) 23686 Butcher Dr(ve
T FACE F „ D. INTERIOR BEAMS AND ,COLUMNS,-1 1/2 .CLEAR 0, O ..
, BE OBSERVED AND TESTED BY ,THE SOILS ENGINEER. _ EDITION USING t00 PSF LIVE LOAD« HARDWARE AND ANY CONNECTIONS REQUIRED SHALL BE Lake F
STIRRUP ' COMPLETELY.OESIGNED BY THE MANUFACTURER AND o(714) 951-1171 92830
- (714) ss1-1171 '
_ 5. STRUCTURE SHALL BE SUPPORTED ON SPREAD FOOTINGS WITH A MAXIMUM 2.`, STAIRS SHALL BE DESIONED.AND FABRICATED.SUCH THAT LOADS ARE COORDINATED.BETWEEN'THE GENERAL CONTRACTOR, THE FAX 951-0902
E._., FORMED CONCRETE NOT INCLUDED ABOVE,':3/4"'CLEAR. 1
BLE BEARING PRESSURE AS RECOMMENDED IN THE SOILS REPORT. • 1, .'TRANSFERRED CONCENTRICALLY.TO.SUPPORTING MEMBERS; (MEMBERS STEEL FABRICATOR AND OTHER TRADES. .
° F 1500 P F WITH INCREASES FOR DEPTH AND SIZE PER THE SOILS REPORT,. SHOWN ON STRUCTURAL DRAWINGS) OR ECCENTRLCALLY WITH PROPER _
3. WIRE MESH. SHALL., CONFORM TO ASTM A-185, AND SHALL BE LAPPED " BRACING SO THAT NO TORS,tON IS, .INDUCED INTO SUPPORTING 9.09 IF THE.MANUFACTURER REQUIRES ADDITIONAL STEEL "
8. RAINING WALLS HAVE BEEN DESIGNED FOR A FREE=DRAINING 1-1/2"SPACES. MEMBERS. FRAMING. FOOTING. FOOTING EMBEDS AND ITS CONNECTIONS -
t CONDITION. DESIGN.FOR THE FRAINAGE SYSTEM SHALL BE BY OTHERS " TO. SUPPORT'THE_SKIN. THEN THE MANUFACTURER SHALL
4. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. / COORDINATE' -THE REQUIRED ITEMS WITH THE GENERAL
CAL,AND SHALL MEET THE REQUIREMENTS OF THE.SOILS REPORT. 3., '' STAIR HANDRAIL PLANS ANO°CALCULATIONS'SHALL BE SIGNED BY A
5: REINFORCING'STEEL SHALL BE SPLICED AS SHOWN ON THE SUBMITTED LICENSBUILDIIL"OR STRUCTURAL ENGINEER AND CONTRACTOR. .
SUBMITTED TO'THE BUILDING DEPARTMENT AND "THE: ARCHITECT', ;FOR '
;' "".:v' REINFORCING LAP SPLICE SCHEDULE_UNLESS OTHERWISE SHOWN'ON p 9.1 j
THE DRAWINGS.
REVILIN'PRIOR"TO F BRICA710N 0 THE 'MANUFACTURER SHALL PROVIDE DETAILED SHOP
` ♦ �" DRAWINGS TO THE STRUCTURAL ENGINEER AND THE f',•"'
4, - THE CONTRACTOR SHALL COORDINATE AND PROVIDE'-FOOTINGS'WHERE ARCHITECT OF ALL'CHANGES AND REVISIONS HE WISHES TO
6. CONTRACTOR SHALL NOT .PLACE ANY REINFORCING UNTIL REVIEWED REQUIRED FOR STAIR SUPPORT' AS'DESIGNED.BY.THE STAIR MAKE;,TO THE CONTRACT DOCUMENTS.
r
C CONCRETE: SHOP DRAWINGS ARE RECEIVED ON -THE JOB. FABRICATOR'S ENGINEER,'` '
7, SPECIAL-INSPECTION'SHALL,',BE' REQUIRED FOR REINFORCING STEEL,'
1: CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING s 5. STAIR HANDRAILS ANDri,T5'CONNECTIONS. SHALL'BE'OESIGNED BY.
LABORATORY AND COPIES OF DESIGN -SHALL BE SENT TO THE 'PER UBC_CHAPTER 17.- THE CONTRACTOR FOR MINIMUM 50 POUNDS PER LINEAR FOOT OF :
v` ARCHITECT. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE `' HORIZONTAL LOAD ON THE TOP OF`THE, RA1Lt" „
8.. ALL REINFORCING STEEL MUST BE CONTINUOUS TYPICALLY EXCEPT LICEAS I
" SUBMITTED TO'THE BUILDING DEPARTMENT ,AND ARCHITECT. ALL DETAILED.. ALL SSTEEL MUSTLOCAENS MUST BE VERIFIED WITH THE
CONCRETE SHALL-CONTAIN,rA,POLYMER BASED WATER REDUCING
ARCHITECT/ENGINEER. " DESIGN -BUILD ITEMS'AND REQUIREMENTS:
. - AOM I XTURE :.' n: .. ',. f Y. -
9. WELDING OF -ALL REINFORCING STEEL SHALL FOLLOW AWS D1.4 79 1. THE GENERA4'CONTRACTOR SHALL SUBMIT PLANS, DETAILS AND
2.' PORTLAND CEMENT SHALL CONFORM 70 ASTM C-150;,TYPE If, "
„
T HALL CONFORM TO STM C-33. OR LATEST EDITION. USE LOW HYDROGEN ELECTRODES PER TABLE " „' "CALCULATIONS FOR ALL "DESIGN -BUILD" ITEMS, TO THE BUILDING a;
REV I S I DNS.'".
AGGREGATE FOR STONE CONCRE E 5 A DEPARTMENT, THE ARCHITECT' AND THE,STRUCTURAL ENGINEER, FOR D Ote D e s C ri t1Q n
F 5-1 AND SECTION,' S-9 OF AWS'PRE-HEATING SHOULD BE DONE AS
3, ; ANCHOR BOLTS. AND OTHER CONCRETE PE 'TAB 5 2. M1 8 6 5 98 ADDENDUM f'
ALL REINFORCING BARS b
REVIEW PRIOR TO'FABRICA
INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING 10. ALL. DETAILING OF REINFORCEMENT SHALL CONFORM TO'THE',;, J 2. SHOP DRAWINGS AND CALCULATIONS AS NECESSARY FOR
CONCRETE. REQUIREMENTS OF THE-,ACI CODE. "DESIGN-BUtLO" ITEMS SHALL'BOTH BE SIGNED BY A PROFESSIONAL
LIGHTGAGE METAL FRAMING:•,'•. Q A
1,,. ALL L,IGHTGAGE.METAL FRAMING NOT SPECIFIED BY SIZE, GAGIE'AND ENGINEER LICENSED IN CALIFORNIA. HE SHALL BE RESPONSIBLE ,
4.- THE MAXIMUM SLUMP SHALL NOT EXCEED 3" +/- 1" FOR FOOTINGS, 11, REINFORCING STEEL SHALL NOT BE TACK WELDED IN ANY WAY NOR, " CO FT URAT ON ON TH UCTURA FOR SUBMITTING TO, GAINING ACCEPTANCE/REVIEW FROM, AND
SLABS ON EARTH AND MASS CONCRETE, AND 44: +/- 1" FOR OTHER SHALL ANY STRUCTURAL'STEEL BE TACK WELDED TO REINFORCING WFORS ESIAGN-BU pSiGNED MEETING ANY OTHER REQUIREMENTS OF THE BUILDING DEPARTMENT
CONCRETE. STEEL.. DI AND ARCHITECT. j
" .BINF
ORMAT.ION CTOR'' ESEERSECTION FM .. 1
5. MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE AS 3 "DESIGN -BUILD" IT
" CONNECTCIONSRAF•A L LIGHTGA METAL' "DES - EMS/ELEMENTS (AS DESCRIBE BELOW) SHALL BE
FOLLOWS:, (MINIMUM"5 SACKS OF CEMENT PER CUBIC YARD) 2• OF,. M L GE ME AL G,MEO MEMBERS (MEMBER IGN BUI qq�� � I
O H ,:AND THE GENERAL CONTRACTOR SHALL
TO. MEMBER AND', EMBER TO PR"I,MARY'STRUCTURE):N T SHOWN ON THE,,' DESIGNEDBY T ERS Q ?
DRAWINGS SHALL'BE DESIGNED. BY.THE CONTRACTOR,' COORDINATE WITH OTHER TRADES AND THE ARCHITECT. CULP &
' A. 'SLABS ON GRADE 2500 PSI TANNER HAS NOT DESIGNED THESE DESIGN -BUILD ITEMS. DESIGN
B. FOUNDATIONS 3000 PSI 3. DESIGN 'SHAL BE IN ACCORDANCE WLTH,ALL,fAPPLICABLE,'CODES, SHALL INCLUDE -THE DESIGN OF THE ELEMENT AND ITS CONNECTION
C. SLABS OVER METAL DECK 3000,Psi D BC,' AISC, AISI AND,AWS.'' TO THE, STRUCTURE. Q a
INCLU INO: 4.1,994 U
D. ALL OTHER CONCRETE 3000 PSI
F__ STRUCTURAL STEELi BEARING, AND T j
4: LATERAL LOAD CRITERIA'- SEE SECTION K�'• " 3.1.• ALL METAL';STUDS;`.INTERIOR. EXTERIOR,'
1,. STRUCTURAL STEEL SHALL"CONFORM,TO AND'
STANDARD 22-1,AND, NON -BEARING', I
6. ANY CONCRETE FILLS OR EQUIPMENT PADS CAST OVER STRUCTURAL L 0
' SLABS SHALL HAVE A MINIMUM OF �j3 AT 18" O.C. EACH WAY AT THE SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE 5. DES IGN. SHALL ALLOW FOR DIFFERENTIAL VERTICAL FLOOR, 3.2. ALL CURT'IN WALL WINDOW WALL, 'LOUVRE 'AND GLAZING dd
SLAB CENTERLINE,AND NO. 3'DOWELS FROM THE STRUCTURAL SLAB TO " WITH THE AISC SPECIFICATIONS AND, CODE OF STANDARD PRACTICE DEFLECTIONS OF,BEAMS OF L/380 FOR',LIVe;,LOAD.: Q i
'• THE PAD (ONE FOR EVERY 10 SQUARE FEET MINIMUM OF 4 PER PAD). AS AMENDED TO DATE... MS. SYSTE
I) 8: DES`tGN SHALL ALLOW FOR' LATERAL DEFLECTIONS'DUE TO SEISMIC''
UN 2.^ "WIDE FLANGE SHAPES SHALL,'CONFORM TO ASTM A572; GRADE 50..'- FORCES PER.1994 UBC:,SECTION 1628«8• 3.3. ALL HANDRAILS,'GUARDRAILS, STAIR FRAMING; LANDINGS,
7.'r';' ALL STRUCTURAL CONCRETE IS TO BE REINFORCED. LESS SHOWN
'",: ; W NGS SLABS ARE TO HAVE A MINIMUM
OTHERWISE ON THE DRA I AND THEIR SUPPORT THAT IS NOT SPECIFICALLY SHOWN AND
REINFORCEMENT PERCENTAGE OF 0.20 CONTINUOUS EACH WAY qND 3. ANGLES,, CHANNELS,',PLATES. AND TEE�SHAPES SHALL CONFORM'TO. :' 7, CONTRACTOR SHALL COORDINATE THE CONNECTION•:OFr WINDOW SYSTEMS DETAfLEO ON THE STRUCTURAL DRAWINGS. SHEET T I T L E ,
t ASTM A36. �. - AND'OTHER ARCHITECTURAL t.TEMS TO ,LIGHTGAGE, METAL FRAMING 4 -_ -
WALLS ARE TO HAVE MINIMUM REINFORCEMENT PERCENTAGE OF 0.25
MEMBERS., LOADS FROM THE SHALL 8E INCLUDED 'IN THE 3• suaPORTS AND CONNECTIONS FOR PIPES. SPRINKLER AND
CONTINUOUS IN BOTH DIRECTIONS. 4.' PIPES'SHALL TO ASTM A-53,,'TYPE "S", GRADE ,B. DESIGN OF THE _LIGHTGAGE METAL FRAMING `MEMBERS "-' WASTE LINES, DUCTS, CONDUITS, susPENDED CEILINGS,
SOFFITS, LIGHTS. AND MECHANICAL, EQUIPMENT.
8. CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LAYOUT DRAWINGS
5. STRUCTURAL TUBES SHALL ,CONFORM TO ASTMA-500, GRADE B.'Fya46 8. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS.AND;CALCUTATIONS i
TO THE ARCHITECT AND ENGINEER, FOR REVIEW•' KS 1,; ' SIGNED BY A CALIFORNIA REGISTERED CIVIL --ENGINEER FOR REVIEW 3.5. ALL PRECAST, ELEMENTS." GENERAL,.. NOTES.
.
„ I C
9.-- PROJECTING CORNERS OF BEAMS, COLUMNS, ETC., SHALL BE FORMED " BY THE BUILDING OFF AL• AND THE;,AR ARCHITECT..
6. ALL BOLTS, NUTS'AND. WASHERS SHALL CONFORM -TO 3 8 "I
ASTM A-325 " ANY STRUCTURE THAT'IS NOT. SHOWN ON THE STRUCTURAL
WITH 3/4, CHAMFER UNLESS DETAILED OTHERWISE. UNLESS NOTED OTHERWISE ON DRAWINGS. 9 BRACING OF LIGHTGAGE' METAL•FRAMING'TO THE BOTTOM FLANGE OF DRAWINGS BUT IS REQUIRED BY OTHER DISCIPLINES, SUCH " „'I
GEED 30� THE STRUCTURAL STEEL BEAMS IS NOT PERMITTED UNLESS SHOWNARCHITECTURAL,'MECHANICAL, ELECTRICAL.'LANDSCAPE, `'.
10. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EX OF SLAB 7 „ INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL OTHERWISE ON THE STRUCTURAL DRAWINGS. .,' ETC.
THICKNESS UNLESS.SPEC,IFICALLY DETAILED AND SHALL BE LOCATED CONFORM TO THE REQUIREMENTS OF THE NINTH EDITION AISC
IN THE MIDDLE 1/3 OF THE SLAB. CLEAR SPACING BETWEEN 4.,,,':SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE Job No. gj_1BY.
SPECIFiCAT10NS. CONTACT FACES OF STEEL AT CONNECTIONS WHERE 10." SIZES OF. -LIGHTWEIGHT METAL FRAMING SHALL COMPLY WITH THE SHEET N U MB E R
ADJACENT GONOUITS OR'PIPES SHALL BE A'MINIMUM OF 2 TIMES THE SUBMITTED TO THE ARCHITECT OR, ENGINEER OF RECORD, WHO SHALL
HIGH STRENGTH BOLTS ARE ,USED SHALL NOT BE PAINTED.' HOLES ARCHITECTURAL,DRAWINGS:,
LARGER O.D. REVIEW THEM W 1 TH A NOTATION INDICATING THAT THE DEFERRED Project Director
- FOR HIGH STRENGTH BOLTS :SHALL BE BOLT DIAMETER + 1/18". _ SUBMITTAL DOCUMENTS HAVE'BEEN FOUND TO BE iN GENERAL
11.. CONTINUOUSLY MONITOR CONCRETE PLACING' OPERATIONS TO MAINTAIN 1t.'.EXTER'IOR LIGHTGAGE-METAL FRAMING SHALL HAVE A G-60 - '
TRAM OR 8. SLIP CRITICAL -CONNECTIONS SHALL,BE USED WHERE: SHOWN ON THE GALVANIZED COATING PER ASTM 525.' ALL OTHER LIGHTGAGE METAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND IN Drawn By,' NA
LEVEL FLOOR BY USE OF AN INSTRUMENT LEVEL, SIT, GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE S � O O _ DRAWINGS. FRAMING SHALL BE PRIMED WITH RUST INHIBITIVE PAINT MEETING 0' Checked By ., TC
s ''.LASER. - - - " - - THE-PERFORMANCE:REQUIREMENTS OF"TT-P-636-C: - - - : CONTRACT DOCUMENTS. .THE CONTRACTOR SHALL'BE RESPONSIBLE FOR
FORWARDING THE SUBMITTAL DOCUMENTS TO THE BUILDING OFFICIAL.
9. THE STRUCTURAL < STEEL FABRICATOR SHALL FURNISH SHOP "DRAWINGS ' Dole ' 12-22=97 _ , •
" 12.` CONCRETE SLABS OVER METAL.bECK: ':", - , RESPONSIBILITY FOR THE DESIGN SHOWN ON THESE DOCUMENTS RESTS
OF ALL" STEEL FOR ENGINEERS REVIEW PRIOR_ TO FABRICATION.' ALL
L., �i -,
STEEL FABRICATION SHALL BE PERFORMED IN A'SHOP APPROVED BY„
-r , WITH THE INDIVIDUAL WHOSE PROFESSIONAL SEAL APPEARS THEREON. S Scole',
OF SHEETS
" ''• ,,' 12.1. ALL CONCRETE TOLERANCES SHALL CONFORM TO THOSE •. T
THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL E E
" ESTABLISHED I N AC I 1 17-90 EXCEPT' AS NOTED BELOW. THE BU 1 LD I NG ,DEPARTMENT . THEIR DESIGN AND SIJBM l TTAL DOCUMENTS HAVE BEEN APPROVED BY THIS Df1ClYlTlf CONTAINS ItFOfdMTION MaPRIETARY TO NIXARAND VA=hPARTNERS
THE BU f LD I NG OFF i C 1 AL . INC. Nq IS RENISIED IN MFIOENCE FOR THE UNITED %ACE OF IVALATION, BIDDING OR a
12: 2. .FLOOR FINISH TOLERANCES SHALL CONFORM TO AC I 1 17-90 " 10. ALL WELDING SHALL BE PERFORMED BY EXPER 1 ENCED . CERTIFIED ' - " REVIEW. THIS DMUNT OR ITS OONTENTS VAY NDT BE USED FOR ANY OTTERHtNDSE AND ,
WELDERS USING THE ELECTRIC ARC WELD t NC PROCESS'"AND 70 XX W NOT BE REPR�UCED OR DISCIOSED TO OTHERS WITHOUT THE PRIOR WRITTENCOSENT
TH THE .FOLLOWING L 1 M I TS: SERIES ELECTRODES . :WELD 1 NG SHALL CONFORM TO A i SC AND AWS ~' . " Of ICURAta, VASp.E13 PARTNERS• INC. ALL RIGHTS RESERI'ED, COPYRIGHT t975.
WAREHOUSE SLABS: 3/16" MAXIMUM :, - - -' - , - - . • -
STANDARDS `
PROJECT DESIGN' ORITERIA;`
OTHER SLABS: 5/16" MAXIMUM 11. EXCEPT WHERE EN CASED'INL,CONCRETE, MASONRY OR SPRAYED -ON'
12.3. SLABS ON METAL DECK SHALL NOT BE THINNER THAN THE D UNLESS NOTED 1 CODE: 1994 UBC. " g Coast istrict Office :.'' _: ''" " DIMENSION SHOWN ON THE PLANS.' THICKNESS MAY EXCEED OTHERWISEIONITHELDRAWENGSHALL BE SHOP PAINTED
South st IJ Ofti �
THE SPECIFIED AMOUNT BY AS MUCH AS ONE INCH IN 2 LIVE LOADS I O �.
12. OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS APPROVED .►
RANDOM LOCATIONS BUT"THE AVERAGE ADDITIONAL '�/y��
THICKNESS SHALL' NOT EXCEED 1/2" FOR THE AREA SPECIFICALLY DETAILED, STEEL MEMBERS SHALL BE SHORED WHEN A•'' ROOF,LIVE LOAD 20 PSF'' permit 0. '•
' " TRIBUTARY TO ANY BEAM. PERMISSIBLE HOLES ARE CUT WITH TORCH AFTER STEEL IS ERECTED:' „ (REOUCED,PER,UBC)
THE SHORES SHALL REMAIN IN PLAOE UNTIL STEEL.,•TEMPERATUREB.','FLOOR LIVE LOAD 80 PSF W
B i
^' ` •' '. " " HAS RETURNED ,TO AIR TEMPERATURE. �'� (REDUCED PER UBC): .';"'. ,
' 12.4: STEEL FRAMING SUPPORTING SLABS ON METAL DECK WILL
" r•.'' EXIT LOAD -_' 100 PSF
DEFLECT UNDER THE WEIGHT OF THE WET, CONCRETE,` C.-'CORRIDOR'AND
13. STUD ANCHORS SHALL BE:NELSON STUD ANCHORS'(N.S.A.) AND SHALL'• D. "PARTITION LOAD AT FLOORS''_' 20 PSF " EFFECTIVE IS
HOWEVER THE CAMBER SHOWN ON ANY STEEL BEAM 1S NOT TO
I':*'.•..' ",.`,;''• ..' BE INSTALLED ACCORDING'TO•THE MANUFACTURER'S RECOMMENDA= = E. PENTHOUSE FLOOR 50 PSF +'EQUIPMENT" -LOADS Dates
,',`'_"' BE USED BY THE CONTRACTOR AS THE ANTICIPATED AMOUNT j..,
OF, DEFLECTION OF,THE BEAM UNDER THE LOAD OF THE WET
T IONS. EXCEEDING 'SO RSF .JUN ,J,'8 j D t ,
99 8
THE'CONTRACTOR SHALL ACCOUNT FOR THIS '
"' DEFLECTION IN SETTING AND ADJUSTING.SCREED GUIDES. .
14 . ALL `WELDS NOT SPECIFIED ,SHALL BE CONT I NUOUS' F I LLET 'WELDS _ 3. LATERAL .LOADS:, Q(�OFESS/�jlj
I
• , SIZE OF WELD SHALL:.BE BASED' ON 'AISC STANDARDS FOR THICKER .., ' . " ' .y " ' ' , ', , �- ', ' �' ` . '` -, - Q�Q 9� CAUFORNIA
N " k. , Pool F� COASTAL COINMISSI Y PART' JOINED: AV',: WF D,
12,5.. THE -CONTRACTOR SHALL VERIFY BY MEANS OF FIELD SURVE ON
a. WIND SPEED 70''MPH 2ONE.r, y
+ FRAMING PLATFORM AND CLOSURES-' •
DATA THAT THE STEEL H COVERED TO .THE JOBS ITE: FIRE 'EXPOSURE `':' EXPOSURE -':'- EXPOSURE C'. "' NO r^
PRIOR TO PLACING 15. STRUCTURAL STEEL S ALL BE DE „ „ „ m CO54250
,, ARE WITHIN THE SPECIFIED TOLERAN RIO
>' EXCESSIVE RUST, MILL'SCALE,'GREASE, ETC. "
µ, M TAL .DECK'. ., /
Ct
ANY CONCRETE ON E
B. 'SEISMIC EXP.�
4 AT I ON GROOVE. WELDS S ALL HAVE I 1 .0 " Q
?, 18. ALL PARTIAL AND FULL PENETR H,- ;;1.;
12.6. CLOSURE ANGLES SHALL NOT BE USED AS A SCREED GUIDE. „- '.,4+ Z
h p- ^'.,,• - . ,*, . ,".`,' NON-0ESTRUCT I VE TESTING PERFORMED BY EITHER ULTRASONIC. Z 0.
E BASIC RATE OF TESTING SHALL BE RW 12
TESTING OR RADIOGRAPHY. TH `. F Q�
'te ) '. „ !• a y, , .. y
100% BUT MAY BE'REDUCED`AS ALLOWED BY'SECTION,.1703 OF THE S 1.0
> ,' :, - ,- ., . ": •" UNIFORM BUILDING -CODE.
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