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9.
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REINFORCING STEEL SHALL HAVE THE FOL
LOWING'CONCR
ETE _
, 1 . AL� CONC ETE SH
ALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318 2002.
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USE M S : MAXIMUM AGGREGATE SIZE APPROP }- . _ _
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T RED. SEE A.C.I. o , , _ . :
REB S `TO BE ENCOUN E � _ .
ION P T 0 THE
AR CLEARANCE _
2. ALL CONSTRUCT TESTING AND INS EC I N SHALL CONFORM TO
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I ERNA IONAL BUILDING CODE 2003 EDITION AND TH LOCAL BUILDING CODE.
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A. CONCRETE CAST AND PERMANENTLY � _ ;:
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, Y`DOCUMENTED :
DESIGN SHALL BE FUL�
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D`TO EARTH NOT FORMED 3 . _
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` HE OW R S TESTING `LABORATORY. -RESPONSIBILITY FOR ' ` = `
AND REVIEWED BY T NE , . , , ,
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THER.
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D 0 EARTH OR WEA ;
. CONCRETE FORMED AND EXPOSE T :
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OBTAIN G TH RE UIRED DES
IGN STRENGTH IS THE CONTRACTOR S.
IN E _
TYPICAL FOR CONDITIONS NOT SP CIFICALLY SHOWN _ _ . _
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X S1:01A GENERAL NQTES
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SUB ON `EACH PROPOSED MIX FOR REVIEW. _
P OVIDE DETAILS SIMILAR `TO THOSE SHOWN SUBJECT TO REVIEW.
MIT TEST DATA
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6 THROUGH 11 BARS 2
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-` G EATURES AND CON I I NS M S 0 S E EVATIONS
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S1:02A TYPICAL CONC.' DETAIL
4. VERIFY ALL EXISTIN F D T 0 DI EN I N L .
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AT POST TENSIONED DE K
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1 ,_ X X ETAI LS
, - S 1.03 ` TYPICAL PT CONC. D
AV THE FOLLOWING 28 DAY STRENGTHS
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ETC. UPON WHICH THESE DRAWINGS`RELY.
` 3. CONCRETE SHALL H E .
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. X ' X S1.03A TYPICAL PT `CONC. `DETAILS '
MINIMUM F C . HARDROCK 'CONCRETE 145 PCF U.O.N.
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P SED TO WEATHER OR NOT JN CONTACT WITH THE
C. CONCREfE NOT EX 0
X X C D CK DETAILS
N1SH
K1AN
V N S OF HE :
' X
S 1'.04 TYPI AL M ETAL E .
5. OMISSIONS OR DISCREPANCIES BETWEEN THE ARIOUS ELEME T T
GROUND.
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CONTRACT DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE
X X I AL ST L DETAILS
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MA FOOTING
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OOD`PSI
,. X S 1.05 TYP C EE
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SLABS AND WALLS
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CONSU
LTING AND STRUGTURAL
STRUCTURAL`ENGINEER BEFORE PROCEEDING WITH THE WORK. .
I EER INCE 1919
X X :05A CAL STEEL DETAILS
` ENG N 5 5
SPREAD FOOTING
'AND GRADE BEAM. 3 000 PSI :
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S 1 TYPI
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BEAMS AND COLUMNS. PRIMARY
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5 _ TY IGAL STEEL DETAILS
: X S1.0 B P o
1200 Polsom Str
San Francisco CA 941 3
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ON GRADE INTERIOR .
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6. CONTRACTOR SHALL BE RESP LE
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• 4 000 I
STR
UCTURAL SLAB NON P.T. . PS
P NI G BRACING `OR
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OWN ON THESE DRAWINGS AND ANY SHORING UNDER IN N
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. FOUNDATION OR WALL
CAST:NOT
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X X ` EL 01 �
INING WALL AND BEARING WALL. 4 000 PSI
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S2.01 OVERALL FLOOR PLAN ` LEV
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I G UI TO COMPLETE THIS WORK. "`
SCAFFOLD N RE RED
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P.T. SLAB
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; BEAM. 6 000 P X . X N L-03 `
- P.T. TRANSFER 52.03 ` OVERALL FLOOR° PLA LEVE
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PROVIDE ADDIT 0 A R
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I CTURAL DRAWINGS. FOR ITEMS AND OR DETAILS NOT SHOWN` ON <' ,
: 7. SEE ARCH TE
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IBC TABLE 720.1 1 - J
5 000 6 000 6 500 PSI X ' X S2.04 OVERALL FLOOR PLAN LEVEL 04
COLUMN. X
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I RC I ECTURAL ;WORK WITH THE �
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.- . X ' X L FLOOR PLAN LEVEL-05
LL. 4 000 S S2.05 `OVERAL
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U RAL WORK. OPENINGS W FLOORS BEAMS OR JOISTS LARGER THAN '
CONCRETE SHEAR WA X
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0. ALL PREVIOUS NOTES APPLY TO A ON R
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THOSE`SHOWN ON TYPICAL DEfAILS 0E STRUCTURAL DRAWING H LL BE
AN CONC. EXPOSED
TO WEATHER MIN. '4 750 PSI X X S2.06 OVERALL FLOOR PLAN LEVEL 06
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BY` STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK. -
REVIEWED VIDE
11. ALL SLABS 0
N EARTH SHALL HAVE JOINTS `INSTALLED TO 'PRO
X X S .07 OVERALL`FLOOR PLAN LEVEL 07
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4. SCHEDULIN
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8. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR R . . i
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OURS ARE S D ' THE JO N
PLANS. WHERE CONCREfE P TOPPE
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S2:09 OVERALL FLOOR PLAN LEVEL 09 ` s
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PERIODS OF`TIM ..
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CONTRACTOR SHALL PROVIDE _o .
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FOR THE SAFEfY OF THE BUILDING. THE �
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FORM
ED PER TYPICAL CONSTRUCTION JOINT 'DETAIL.
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ADE UATE SHORING BRACING AND G Y
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STATE AND LOCAL SAFEfY ORDINANCES.
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OT TO EXCEED 0.45 12. UNLES
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D OTHERWISE REINFORCING STEEL IN CONTINUOUS BEAMS ,
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LOW ALKALL
MAXIMUM WATER CEMENT RATIO N � _
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CATIONS'TO T � �
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CTOR
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STEEL SPLICED OVER SUFPORTS 30 DIA. MIN. :
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S AND TESTS OF A.S.T:M. C 33 AND PROJECT
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E UIREMENT
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ION.
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ARC EVIEW PRI ICAT -
HITECT FOR R OR TO FABR
cn `'X ' X S2.01.3 FOUNDATION PLAN LEVEL 01 AREA` 3A
ENDS THE TOP STEEL`S L `BE BENT DOWN 12 DIA.
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AT DISCONTINUOUS HAL t _ )
AY BE U SION OF
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> � OR 12 MIN. WHICHEVE EE DETAILS X
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:THE STRUCTURA
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X OUNDATION AND 'FRA EVE
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ALL T SUPERIMPOSED ' X
10. AFTER CO CRETE IS PLACED N NO CASE SH HE
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ON GRADE CONSTRUCTION. �
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� T L` CONCRET T E FABRIC. -
13 REINFORCE ALL'ARCHITEC URA E WI H WELDED WIR
ECIFIED DESIGN LIVE LOADS = • 02 A EA :3A `& 3B
CONSTRUCTION LOADS BE GREATER 'THAN SP X . FOUNDATION AND FRAMING N EVEL
X X S2.02 3 PLA L R
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GGREGATE FOR ALL POS RETE SLAB
SHRINKAGE A T TENSIONED CONC
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X6 W1.4XW1.4 MINIMUM U.O.N.
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OUT ANY SHORING. ' _ INKAGE SHOUL
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X X S2.02.4 F AMING N LEVE
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X 03 1 RAMING `PLAN LEVEL
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7. AGGREGATE FOR LIGHTWE C
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TR U CTU RAL STEEL
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, A. B BELOW = 3 AREA '3A & 3B "
ASIC SNOW LOAD SEE X X F EL 0
S2.03.3 ` : DATION AND RAMING PLAN LEV
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D AND l 2�
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8: CONSTRUCTIO �
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X X S2:03.4 FRAMING PLAN` LEVEL 03 AREA 4
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40 PSF ` REDUCIBLE '
CLEA
N BEFORE NEW
POUR.
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. • - MILD STEEL
o X X S2.04.1 FRAMING PLAN LEVEL 04 AREA 1
1. STEEL USAGE. .
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0 E APPROVED BY THE STRUCTURAL'ENGINEER. 1'C)W
LOCATION T B IV
OF
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+15 PSF PARTITION
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X ' X N LEVEL _04 AREA 1 PT
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S2.04.1A 'FRAMING PLA
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RO 100 PSF REDUCIBLE - `
C. KITCHEN -BALL OM
x X ; .0 . F AMING PLAN ' LEVEL 04 AREA 2 MILD STEEL
o S2 4 2 R
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NFO CED LESS SPECIFICALLY NOTED NOT )
9. ALL CONCRETE TO BE REI R UN �
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, ASTM :A572 GRADE 50
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- X X ' 2.04.2A FRAMING PLAN LEVEL-04 ,�REA 2 PT ` '
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1 PSF 0 D X
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D.` CORRIDORS & STAIRS REINFORCED .°
A `STIF NER PLATES.
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REINFORCING ND FE ,
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40 PS NON REDUCIBLE
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X X :04.3 AMING PLAN LEVEL 04 'AREA `3A & 3B MIL
= X
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- L BE FOUR iNCHES UNLESS NOTED :OTHERWISE. �
' 10. MAXIMUM SLUMP .SHAL
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` 2 PSF X X S2.04.3A` FRAMING PLAN LEVEL 04
F. COURT LOADING DOCK : X
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RAM MS A I
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B. NON F E BEA
- REA 1 STEEL .
X X .05.1 FRAMING PLAN �EVEL 05 A MILD
G. STORAGE
5 SF NON REDUCIBLE
X S2
12 P
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LATES SILL P TES ETC. : 8 000 PSI MIN.
AT
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1.` UND R- BASE P LA
1 GROUT E
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X: X L OS AREA 1 PT
MECHANICAL FLOOR
X
S
2.05.1A FRAMING PLAN LEVE
H. PSF E UIPM NT WEIGHT )
70 + E
Q �
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� AREA MILD STEEL
> X EL 05
X .05.2 FRAMING PLAN LEV
DE 50 X
S2
U.O.N. AST A992 OR ASTM A913 GRA .
C. FRAME BEAMS. M
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913 GRAD 50. _
ERA LUMNS. U.O.N. ASTM A992 OR ASTM A
1 . DESIGN:LATERAL LOADS. -
ME CO
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AREA PT
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THICKNES AND S
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ALL CON
TINUITY PLATES COVER PLATES AND S IFFE
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EISMIC. _PER IBC 2003 `EDITION A LED OTH RW SE.'
c�
S UNLESS `SPECIFICALLY DET I E I
TO MATCH FRAME BEAM OR FRAME COL
UMN GRADE.
- : X -05 AREA 3A & :36 PT
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ILD :S EL
X X ` 6.1 FRAMING ":P N LEVEL 06 AREA 1 M TE `
13. PROJECTING CORN�RS OF BEAMS WALLS :COLUMNS
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OUP. : I :
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'FORMED WITH A 3 4 CHA1�fER : . ' _ - AR PT
X X S .06.1 FRAMING PLAN LEVEL 06 EA 1
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ARCHITECTURAL DRAWINGS. =
6 AREA MILD' STEEL
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X X S2.06.2 FRAMING PLAN LEVEL 0 2
. J E. ASTM A53 GRADE B
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F. P P
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SEISMIC'COEFFICIENT. -
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V .02
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._ X X ' . M G P LEVEL 06 AREA 2 PT
X
S2 06.2A FRA IN
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: � ONTRACTOR SHALL ENSURE THAT • TO MATCH BEAM GRADE °
14. PRIOR TO PLACING CONCREfE THE C G. BEAM PENETRATION REINFORCING.
. _ ,
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AXIMUM DRIFT. -,0.02H & '36 MILD 'STEEL:
M 06 AREA 3A
X X : 6.3 ``FRAMING .P�AN LEVEL
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A BED NTS INCLUDING COLUMN ANGHOR BOLTS ARE PROPERLY
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` X EL 06 AREA 3A & `3B PT
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X : S2:06.3A FRAMING PLAN LEV
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LOCATED ND SE UREL TI
H. BASE; PLATES.
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X REA 1 MILD STEEL
WIND. 90 MPH EXPOSURE B - . X
X X S2.07.1 FRAMING PLAN LEVEL 07 A
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` 'LESS THAN OR E UAL TO
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DING DESIGN LOAD. 28 PSF -
OVER 4 T0 6:. A572 GRADE 42
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X S2.07.1A FRAMING PLAN LEVEL 0
SUB IT 0 A ION PLAN FOR ALL PROPOSED JOINTS NOT INDICATED ON '
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15. M L C T ;O
. X -07 AREA 2 ' MILD :STEEL
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X S2.07.2 FRAMING PLAN LEVEL
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DRAWINGS FOR APPROVAL PRIOR TO 'WORK. �
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S M 325 X IYPICAL
AT A
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D SIGN SNOW LOADS. U� ''
13. E
X X S2.07.2 A ING PLAN` LEVEL-07 AREA 2 " PT .
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ALSO DETAILS OR SCHEDULES
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X X S2.07.3 FRAMING PLAN LEVEL �� -
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CONTRACTOR SHALL BE RESPONSIBLE- FOR PROTECTION OF C N «
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X , S6.01 SECTIONS AND DEfAILS
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