AND SYMBOLSLEGENDS,

ABBREVIATIONS,

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

SIZEBAR

SIZEBAR

ALL CONCRETE STRENGTHS

#18#14#11#10#9#8#7#6#5#4#3

8866555044393424201612

115 86 72 65 58 51 45 32 26 21 16

- -726558514532262116

- -948576675942342821

#18#14#11#10#9#8#7#6#5#4#3

433327242219171512108

- -423834302623191512

- -322926232017141212

DRAWING LIST

CONNECTORS

CONCRETE SYMBOLS MISCELLANEOUS SYMBOLS

REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLESABBREVIATIONS

SIZEBAR

TABLE A

SIZEBAR NORMAL WEIGHT CONCRETE , f’c (psi)

3,000 4,000 5,000 6,000 8,000

END HOOK

OF SUPPORTJOINT OR FACECONSTRUCTION

dh

7,000

#18

#14

#11

#10

#9

#8

#7

#6

#5

#4

#3

(D) FINISHED BEND DIAMETERALL GRADES

(L ) FOR STANDARD END HOOKS ON GRADE 60 BARSMINIMUM TENSION EMBEDMENT LENGTHS,

OF SUPPORTJOINT OR FACECONSTRUCTION

24"

18 "

12"

10 "

9 "

6"

5

4 "

3 "

3"

2 "

D E J A

HOOKS90

#18#14#11#10 #9 #8 #7 #6 #5 #4 #3

50"37"22"20"18"16"14"12"10" 8" 6"

43"32"19"17"15"14"12"10" 9" 7" 6"

35"27"16"14"13"11"10" 8" 7" 7" 6"

33"25"15"14"12"10" 9" 8" 7" 7" 6"

39"29"17"15"14"12"11" 9" 8" 7" 6"

31"35"15"14"11"10" 9" 8" 7" 7" 6"

180 HOOKS

36"

27"

19"

17"

15"

11"

10"

8"

7"

6"

5"

28 "

21 "

14 "

13 "

11 "

8"

7"

6"

5"

4"

3"

41"

31"

24"

22"

19"

16"

14"

12"

10"

8"

6"

f’c = 6,000 PSI

180 DEGREE HOOK 90 DEGREE HOOK

DRAWING TITLE

AB ANCHOR BOLTACI AMERICAN CONCRETE INSTITUTEADDL ADDITIONALADJ ADJACENT

AGGR AGGREGATE

ALT ALTERNATEALUM ALUMINUM

APA AMERICAN PLYWOOD ASSOCIATIONAPPD APPROVEDAPPROX APPROXIMATE

ARCH ARCHITECTURAL; ARCHITECTASSY ASSEMBLYASTM AMERICAN SOCIETY FOR TESTING AND MATERIALSAWS AMERICAN WELDING SOCIETY

& AND

BAL BALANCEBD BOARD

BLDG BUILDINGBLK BLOCK; BLOCKINGBM BEAM

BOT BOTTOM

BRG BEARINGBRKT BRACKET

BTWN BETWEENBU BUILT-UP

C STANDARD CHANNEL

CC CENTER TO CENTERCG CENTER OF GRAVITYCIP CAST-IN-PLACECJ CONSTRUCTION JOINT

CL CENTERLINECLR CLEARANCE; CLEARCMU CONCRETE MASONRY UNITCOL COLUMNCOMP COMPRESSIONCONC CONCRETE

CONN CONNECTION; CONNECTCONST CONSTRUCTIONCONT CONTINUE; CONTINUOUSCONTR CONTRACTOR

CORR CORRUGATED

CTR CENTERCTSK COUNTERSINK; COUNTERSUNK

DBL DOUBLEDEG, DEGREE

DEPT DEPARTMENTDET DETAILDIA, ~ DIAMETERDIAG DIAGONALDIAPH DIAPHRAGMDICA DRILLED-IN CONCRETE ANCHORDIM DIMENSION

DWG DRAWINGDWL DOWEL

BRCG BRACING

BMU BRICK MASONRY UNIT

EA EACHEF EACH FACEEJ EXPANSION JOINTEL ELEVATIONELEC ELECTRICALELEV ELEVATOR

ENGR ENGINEEREQ EQUAL; EARTHQUAKEEQUIP EQUIPMENTES EACH SIDEETC ET CETERAEW EACH WAYEXIST EXISTING

EXT EXTERIOREXTD EXTEND; EXTENDED

FD FLOOR DRAINFDN FOUNDATIONFF FAR FACE

FIN FINISHFL FLOOR; FLOOR LINEFLG FLANGEFOS FACE OF STUDFP FIREPROOF; FULL PENETRATION

FS FULL SIZE; FAR SIDEFT FOOT; FEETFTG FOOTING

GALV GALVANIZEDGB GRADE BEAM

GRND GROUND

HORIZ HORIZONTALHP HP SHAPES; HIGH POINTHS HIGH STRENGTH

HT HEIGHT

ID INSIDE DIAMETERIN INCHINCL INCLUDEINFO INFORMATION

JT JOINT

KO KNOCK-OUTKSI KIPS PER SQUARE INCH

L ANGLELAB LABORATORY

LF LINEAL FOOTLIN LINEAL; LINEAR

LLBB LONG LEGS BACK-TO-BACK

LP LOW POINTLSL LONG SLOTTED (HOLES)

LTWT LIGHTWEIGHTLVL LEVEL

LONGIT LONGITUDINAL

MAS MASONRYMATL MATERIALMAX MAXIMUMMB MACHINE BOLTMC MISCELLANEOUS CHANNELMECH MECHANICALMEMB MEMBRANE

MIN MINIMUM; MINUTEMISC MISCELLANEOUS

MO MASONRY OPENING

N NORTH

NF NEAR FACE

NIC NOT IN CONTRACTNS NEAR SIDENTS NOT TO SCALE

OC ON CENTEROD OUTSIDE DIAMETEROPNG OPENING

OVS OVERSIZED (HOLES)

PC PRECAST

PCP PRECAST CONCRETE PANEL

PERP PERPENDICULAR

PL PLATE

PLYWD PLYWOOD

PREFAB PREFABRICATEDPS PRESTRESSEDPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCH

PVC POLYVINYL CHLORIDE

RB RISER BARRCMD RECOMMENDREF REFERENCE

REQD REQUIREDREQT REQUIREMENT

S2S SURFACED TWO SIDES

SB SPACER BAR; SUPPORT BAR

SECT SECTION

SHT SHEET

SIM SIMILARSLBB SHORT LEGS BACK-TO-BACKSOG SLAB ON GRADESP SPIRAL

SPCG SPACINGSPECS SPECIFICATIONSSQ SQUARESSL SHORT SLOTTED (HOLES)STD STANDARDSTIFF STIFFENERSTIRR STIRRUPSTL STEELSTR STRAIGHTSTRUC STRUCTURAL

SC SLIP CRITICAL

SDQ SPECIAL DUCTILE QUALITY

SYM SYMMETRICAL

PEN PENETRATION

T&B TOP AND BOTTOMT&G TONGUE AND GROOVETEMP TEMPERATURE; TEMPORARY

TOC TOP OF CONCRETE; TOP OF CURBTOF TOP OF FOOTINGTOS TOP OF STEELTOW TOP OF WALL

TYP TYPICAL

UBC UNIFORM BUILDING CODE

UNO UNLESS NOTED OTHERWISEUT ULTRASONIC TEST

VG VERTICAL GRAIN

W/ WITHW/O WITHOUTWD WOOD

WH WEEP HOLE

WP WORK POINTWPJ WEAKENED PLANE JOINT

SUPT SUPPORT

LOC LOCATION, LOCATE

BSMT BASEMENT

c CAMBER

CANT CANTILEVER

COORD COORDINATE; COORDINATION

DISC DISCONTINUED; DISCONTINUOUSDL DEAD LOAD

EMBED EMBEDDED

INT INTERIOR

LL LIVE LOAD

LLH LONG LEGS HORIZONTALLLV LONG LEGS VERTICAL

NFPA NATIONAL FOREST PRODUCTS ASSOCIATION

OPP OPPOSITE (HAND)OPT OPTION; OPTIONAL

OWJ OPEN WEB JOIST

PCF POUNDS PER CUBIC FOOT

PT POST-TENSION

BF BRACED FRAME

SEOR STRUCTURAL ENGINEER OF RECORD

SW SHEAR WALL

INCORPORATEDUL UNDERWRITERS’ LABORATORY,

EXP EXPANSION

CONFIG CONFIGURATION

S1S SURFACED ONE SIDE

S4S SURFACED FOUR SIDES

INSUL INSULATION

JST JOIST

V, VERT VERTICAL

HEF HORIZONTAL EACH FACE

HIF HORIZONTAL INSIDE FACEHOF HORIZONTAL OUTSIDE FACE

VEF VERTICAL EACH FACE

VIF VERTICAL INSIDE FACEVOF VERTICAL OUTSIDE FACE

K KIP (1,000 POUNDS)

CU CUBIC

YD YARD

STEEL CONSTRUCTIONAISC AMERICAN INSTITUTE OF

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

OF BUILDING OFFICIALSICBO INTERNATIONAL CONFERENCE

CUT FROM W SHAPEWT WEIGHT; STRUCTURAL TEE

R RADIUS

GA GAGE,GAUGE

DEMO DEMOLISH; DEMOLITION

P PIPE

AR ANCHOR ROD

BOS BOTTOM OF STEEL; BOSOM (WELD)

d PENNY (NAIL)

DN DOWNDO DITTO

(E) EXISTINGE EASTE-W EAST-WEST

FRMG FRAMING

FG FRICTION GRIP BOLT

GL GLUED LAMINATED (BEAM)

H HORIZONTAL

HGR HANGER

MF MOMENT FRAME

MFR MANUFACTURE; MANUFACTURERMFRG MANUFACTURING

MFB MOMENT FRAME BEAMMFC MOMENT FRAME COLUMN

ML MATCH LINE

N-S NORTH-SOUTH

PLC PLACE

REINFORCEMENTREINF REINFORCE; REINFORCING;

S AMERICAN STANDARD SHAPE; SOUTH

SCC STRUCTURAL CONSULTANT TO

SCHED SCHEDULE; SCHEDULED

SHTG SHEATHING

SPC SPACE

TRANS TRANSVERSE

UB UNIVERSAL BEAM

UC UNIVERSAL COLUMN

W WIDE FLANGE, WIDE, WEST

WF WIDE FLANGE

WL WORK LINE

MEP MECHANICAL/ ELECTRICAL/PLUMBING

MS MECHANICAL SPLICE

PLF POUNDS PER LINEAL FOOT

LSW LIGHT GAGE SHEARWALL

@ AT

HSS HOLLOW STRUCTURAL SECTION

, DEG DEGREE

# NUMBER, POUND~, DIA DIAMETER

LB, # POUND

STUD

DIRECTION OF SPAN

STEEL ROOF DECK

CONCRETE WALL

CONCRETE COLUMN EARTH

GRAVEL

MATCHLINE

SHEET NUMBER

SECTION NUMBER

SHEET NUMBER

DETAIL NUMBER

GRID LINES

EXISTING ELEMENTS

COLUMN FOOTING

COLUMN

BEAM

ONE-WAY SLAB

WALL FOOTING

F12

C4

WF2

NORTH ARROW

ANCHORCONCRETEDRILLED IN

SPAN MARKLIMIT OF DECK OR

WALL OPENINGFLOOR OR

LONGITUDINALSTEEL FLOOR DECK

TRANSVERSESTEEL FLOOR DECK

ELEVATIONTOP OF FLOOR

ELEVATIONS)(ON SHEAR WALLWALL PENETRATION

DETAIL

SECTION

PLAN VIEWSECTION

MFB3

B3

S1

2NOTE

1

dh

1

dh

2N

OTE

E

J

NOTEL , MIN NOTEL , MIN

A

14 13 12

8 9

3 4 10

16 20 19

2

EL

N

D

D

2 " MIN4db OR

DRAWING NUMBER

ARCHITECTURAL PROFILE

FUTURE CONSTRUCTION

LD LT LSB LC LCSLSBT LB

X N

THE CONTRACTOR

PH PENTHOUSE

NWC NORMAL WEIGHT CONCRETE

LWC LIGHT WEIGHT CONCRETE

LENGTHS BY 20%.3. FOR EPOXY COATED HOOKS, INCREASE THE ABOVE EMBEDMENT

2. BAR DIMENSION REQUIRED TO MANUFACTURE HOOK.

END COVER 2" SIDE COVER 2 "1. ABOVE VALUES VALID FOR ALL CASES IF:

NOTES:

STRUCTURAL STEEL

WWF WELDED WIRE FABRICWWR WELDED WIRE REINFORCEMENT

CP, CJP COMPLETE JOINT PENETRATION

PP, PJP PARTIAL JOINT PENETRATION

CJP COMPLETE JOINT PENETRATION

DBA DEFORMED BAR ANCHOR

3/S5.31

4/S5.31

CONCRETE SCHEDULE MARKS

db db

12db

STANDARD HOOKS AND EMBEDMENT

REINFORCEMENTWELDED WIRE

AESS ARCHITECTURAL EXPOSED

MEZZ MEZZANINE

PJP, PP PARTIAL JOINT PENETRATION

db BAR DIAMETER

THK THICK;THICKNESS

BEAMPOST-TENSIONED

PTB3

MOMENT FRAME BEAM

SEE "TABLE A" SEE "TABLE A"

ANCHOR RODCONCRETE

TO PLANIF NOT SHOWN, REFERVERTICAL OFFSET,

9"

TOP OF SLAB

CONFIGURATION.UPON SLAB VARY DEPENDINGSYMBOL USED WILLSYMBOL. ACTUALTHIS IS A GENERIC

NOTE:

BOLT

REINFORCING BARSLAB AND SHEAR WALL T1

WALL ELEVATION)BEAM (ON SHEARSHEAR WALL COUPLING

WELD

LD

LD

LD

LD

LD

LT

LB

LC

LCS

LSB

LSBT

: LAP SPLICE LENGTH OF HORIZONTAL BARS IN THICK CONCRETE = 1.69 x (INCHES) : TYPICAL LAP SPLICE LENGTH = 1.3 x (INCHES) : SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 x db (INCHES) : TIED COLUMN LAP SPLICE IN COMPRESSION = 30 x db (INCHES) : DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 x db (INCHES) : DEVELOPMENT LENGTH OF HORIZONTAL BARS IN THICK CONCRETE = 1.3 x (INCHES) BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db FOLLOWING REQUIREMENTS: : TENSION DEVELOPMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYING THE db : NOMINAL BAR DIAMETER (INCHES)1. NOTATIONS: NOTES:

6. MULTIPLY VALUES IN THE TABLE BY 1.3 FOR USE WITH LIGHTWEIGHT AGGREGATE CONCRETE. 5. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. SEE "GENERAL NOTES." 4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH Fy = 60 KSI. CONCRETE CAST BELOW. THIS INCLUDES BEAMS, SLABS, FOUNDATIONS, AND WALLS. 3. "HORIZONTAL BARS IN THICK CONCRETE" REFERS TO BARS WITH MORE THAN 12 INCHES OF FRESH REQUIREMENTS FOR IN NOTE 1.2. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEET THE

7 10

S5.02S5.01

S4.01

S3.02S3.01

S2.02RS2.02S2.01RS2.01S2.00RS2.00

S0.02S0.01

SECTIONS AND DETAILSSECTIONS AND DETAILS

COUPLING BEAM DETAILSTYPICAL POST-TENSIONED SLAB AND

SHEARWALL SECTIONSSHEARWALL ELEVATIONS

LOADING BLOCK REINFORCING PLANLOADING BLOCK PLANTYPICAL FLOOR REINFORCING PLANTYPICAL FLOOR PLANFOUNDATION BLOCK PLAN REINFORCING PLANFOUNDATION BLOCK PLAN

GENERAL NOTESABBREVIATIONS, LEGENDS, AND SYMBOLS

A

S0.02

NOTESGENERAL

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

20 GENERAL NOTES

GENERAL

ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE.

BUILDING CODE

ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING STANDARDS. THE PUBLICATIONS LISTED BELOW ARE THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN.

APPLICABLE CODES AND STANDARDS

ACI 318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," 2008 EDITION

AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS," 2005 EDITION, INCLUDING SUPPLEMENT NO. 1

AISC 360 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," 2005 EDITION

ASCE 7 AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES," 2005 EDITION, INCLUDING SUPPLEMENTS NO. 1 AND NO. 2

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM INTERNATIONAL)

ICC INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL - EVALUATION SERVICES (ICC-ES)

CONCRETE

MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE MATERIALS, SHALL CONFORM TO ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," EXCEPT AS NOTED BELOW. PROPORTIONS OF AGGREGATE TO CEMENTITIOUS PASTE SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER.

MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE LABORATORY AND APPROVED PRIOR TO USE. SELECTION OF CONCRETE MIX PROPORTIONS SHALL BE IN ACCORDANCE WITH ACI 301. MIX PROPORTIONS SHALL MEET OR EXCEED THE REQUIREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRINGENT OF THE REQUIREMENTS LISTED SHALL GOVERN.

MAXIMUM FLY ASH AS A PERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 30 PERCENT. FLY ASH SHALL BE CLASS C OR CLASS F, MEETING ASTM C618 REQUIREMENTS. WATER/CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING FLY ASH AND OTHER POZZOLANIC MATERIALS. MAXIMUM SIZE OF AGGREGATE SHALL BE AS LISTED BELOW.

ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE AIR-ENTRAINED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIX SPECIFICATION TABLE. TOLERANCE FOR AIR CONTENT SHALL BE +/-1 PERCENT. AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. TESTS FOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS.

THE CONTRACTOR SHALL DETERMINE SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND -2 INCHES OF THE SPECIFIED SLUMP.

THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER.

CONCRETE MIX SPECIFICATION TABLE

f’c TEST MAX MAX AIR MIN AGE W/C AGGREGATE CONTENTLOCATION (PSI) (DAYS) RATIO SIZE PERCENT

FOUNDATION AND 6,000 28 0.44 1" -LOADING BLOCK

POST-TENSIONED 6,000 28 0.40 " - SLABS

SHEAR WALLS 6,000 28 0.44 " -

REINFORCING STEEL

ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE SECURELY TIED IN PLACE WITH #16 GAGE MINIMUM ANNEALED BLACK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT." THE CONTRACTOR SHALL COORDINATE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED TO, AND REVIEWED BY, THE LABORATORY/ENGINEER BEFORE STARTING FABRICATION.

OTHERWISE ON THE DRAWINGS. #14 AND #18 BARS SHALL BE SPLICED USING MECHANICAL COUPLINGS INCLUDING SPLICES WITH SMALLER BARS. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. NO REINFORCING BARS SHALL BE SPLICED BY WELDING. HEADED BARS OR TERMINATORS SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. HEADED BARS OR TERMINATORS SHALL MEET THE REQUIREMENTS OF ACI 318 AND ASTM A970, AND HAVE A CURRENT ICC-ES REPORT.

WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES. WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4.

MINIMUM CAST-IN-PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS:

1. FOUNDATION AND LOADING BLOCK: 1 INCH

2. SLABS AND BEAMS: INCH

3. WALLS: INCH

SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS. SHOP DRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW.

SPECIAL DUCTILE QUALITY REINFORCING STEEL

VERTICAL REINFORCING IN WALLS, LONGITUDINAL AND DIAGONAL REINFORCING IN COUPLING BEAMS, AND ALL OTHER REINFORCING MARKED "SDQ" SHALL BE LOW-ALLOY STEEL DEFORMED ASTM A706. BILLET STEEL ASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF (1) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI AND (2) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL REPORTS ARE NOT AVAILABLE, THE REINFORCING SHALL BE TESTED PER THE SPECIFICATIONS AT THE CONTRACTOR’S EXPENSE.

POST-TENSIONED PRESTRESSED CONCRETE POST-TENSIONING SHOP DRAWINGS, INCLUDING PLANS AND DETAILS, SHALL BE SUBMITTED TO AND REVIEWED BY THE LABORATORY BEFORE STARTING FABRICATION.

IN ADDITION TO THE REQUIREMENTS IN THE CONCRETE MIX SPECIFICATION TABLE NOTED ABOVE, ALL POST-TENSIONED CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 3,000 PSI AT TIME OF INITIAL STRESS. THE CONTRACTOR SHALL SUBSTANTIATE CONCRETE STRENGTH BEFORE POST-TENSIONING.

POST-TENSIONING REINFORCEMENT SHALL BE UNBONDED, LOW RELAXATION, 270-KSI HIGH-TENSILE WIRE STRAND CONFORMING TO ASTM A416, WITH DIAMETER AS NOTED ON THE DRAWINGS.

POST-TENSIONING TENDONS SHALL BE ENCASED IN WATERPROOF POLYETHYLENE PLASTIC SHEATHING OF 50 MILS MINIMUM THICKNESS. SHEATHING SHALL BE OF SUFFICIENT STRENGTH TO PREVENT UNREPAIRABLE DAMAGE DURING FABRICATION, TRANSPORTATION, INSTALLATION, STORAGE, CONCRETE PLACEMENT, AND TENSIONING.

TENDONS SHALL BE INSTALLED WITH A PARABOLIC DRAPE UNLESS NOTED OTHERWISE AND SHALL BE HELD IN THEIR DESIGNED POSITIONS AS SHOWN ON THE DRAWINGS. TENDON STRESSING, INCLUDING THE REQUIRED JACKING FORCES AND SEQUENCE OF TENDON STRESSING, SHALL BE AT THE DIRECTION OF THE LABORATORY.

NO CONCRETE SHALL BE PLACED UNTIL THE POST-TENSIONING TENDONS AND

LABORATORY.

CONSTRUCTION JOINTS

ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL DETAILS OR, AT THE CONTRACTOR’S OPTION, SHALL BE INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE FOLLOWING: THE SURFACE OF ROUGHENED JOINTS SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THE AGGREGATE EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL PROTRUDE A MINIMUM OF INCH. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED.

VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE HELD TO A MAXIMUM SPACING OF 40’-0".

ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE STARTING CONSTRUCTION. PROVIDE JOINTS AT LOCATIONS SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS.

SLEEVES

EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS, BEAMS, OR GIRDERS SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER.

NONSHRINK GROUT FOR BASE PLATES, SLEEVES, AND EMBEDDED STEEL

GROUT SHALL BE AN APPROVED NONSHRINK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVERED TO THE JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM 28-DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE STRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BE PROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH OR WHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPOXY GROUT SHALL BE USED.

ANCHOR RODS

ANCHOR RODS SHALL BE ASTM A193 GRADE B7 WITH CLASS 1A THREADS, UNLESS NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING HEAVY HEX NUT AND WASHER JAMMED AT THE END EMBEDDED IN CONCRETE. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE WASHER, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED.

STEEL DECK

THE STEEL DECK SHALL BE OF DEPTH AND GAGE SHOWN ON THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL BE SUBMITTED SHOWING DECK GAGE, LAYOUT, CONNECTIONS, AND CLOSURES. STEEL DECK SHALL CONFORM TO ASTM A653. THE STEEL SHALL HAVE RECEIVED, BEFORE BEING FORMED, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A653-G60. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3. PROVIDE FLASHING AND CLOSURE PLATES AT ALL PERIMETER LOCATIONS REQUIRING CLOSURE.

STEEL DECK TYPES SHALL BE VERCO TYPE N-24, OR APPROVED EQUAL.

BUILDING TOLERANCES

STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.

MISCELLANEOUS

WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS, 1/S5.01, THE INDICATED SECTION (1) IS SHOWN ON STRUCTURAL DRAWING S5.01.

REINFORCEMENT LOCATIONS HAVE BEEN INSPECTED AND APPROVED BY THE

REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (L ) UNLESS NOTED SB

S2.00

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

A B C

1

2

3

5’-5 "6’-3 "6’-3 "5’-5 "

2’-11 "

6’-3 "

6’-3 "

2’-11 "

PLAN " = 1’-0"

5’-0"

2’-6"

2’-6"

5’-0"

5’-0"2’-6"2’-6"5’-0"

6" TYP6" TYP

N

5’-0"

5’-0"

LOCSTYP (2) 5/S5.01

LOCSTYP (4)3/S5.01

TYPI.D. 5 " MIN,PVC SLEEVE,

PER 20/S5.01TENDONS, LAYOUT(40) 0.6" BOTTOM

PER 20/S5.01TENDONS, LAYOUT(60) 0.6" TOP

14/S5.01TYP AT PERIMETER

STL D

EC

KSIM,

TYP A

T

14/S

5.0

1

20/S5.01

15/S5.01TYP (32) LOCS

TYP

TYP

NOTES

14"14"

2’-6" 2’-6"

15"

15"

15"

12 "

2’-11 "2’-11 "

PER 18/S5.01TENDONS, LAYOUT(22) 0.6" BOTTOM

PER 18/S5.01TENDONS, LAYOUT(34) 0.6" TOP

18/S

5.0

1

12 "

TYP

TYP TYP TYP TYP

14" 14"

TYPTYPTYPTYP

SIDES OF DECK, TYPSEPARATE CONC ON BOTHCLOSURE PLATES TO FULLYDECKING, PROVIDE STL AT INTERSECTIONS OF STL

2. FOUNDATION IS A 4’-0" THICK POST-TENSIONED MAT FOUNDATION.

THE REFERENCE ELEVATION. 1. REFERENCE ELEVATION IS 4’-0". TOP OF FOUNDATION IS AT

POST-TENSIONING, TYP (7) LOCSPROVIDE HOLES FOR TRANSVERSE FULL DEPTH OF FOUNDATION BLOCK, TO BE COORDINATED W/ LABORATORY,STL DECK, SIZE & ORIENTATION

S2.00R

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FOUNDATION

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

N

C B A

1

2

3

REINFORCING PLAN

T & B#6 @ 12"

HORIZ REINFLOC AT INTERSECTIONS OF#6x @ 24" EW, VERTICAL,

PORTION OF BAR.3. LENGTH OF HOOKED BARS AS SCHEDULED REFERS TO STRAIGHT

REINFORCING NOTES

- E-W TOP BARS - N-S TOP BARS - N-S BOTTOM BARS - E-W BOTTOM BARS SEQUENCE:4. SLAB REINFORCING BARS SHALL BE PLACED IN THE FOLLOWING

1. SEE THE "GENERAL NOTES" FOR GENERAL REINFORCING REQUIREMENTS.

2. CENTER REINFORCEMENT ON WALL CENTERLINES UNLESS NOTED OTHERWISE.

T & B#6 @ 12"

6’-3 "6’-3 "

6’-3 "

6’-3 "

S2.01

FLOOR PLANTYPICAL

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

A B C

1

2

3

2’-6 "6’-3 "6’-3 "2’-6 "

3’-8 "

6’-3 "

6’-3 "

3’-8 "

PLAN " = 1’-0"

N

3’-2 "3’-2 "

3’-0"

3’-0"

3’-0"

3’-0"

1. REFERENCE FLOOR ELEVATIONS ARE AS FOLLOWS:

LEVEL 3: 18’-0" LEVEL 2: 14’-0" LEVEL 1: 10’-0"

NOTES

THE "TYPICAL POST-TENSIONED SLAB DETAILS." TENSIONED TWO-WAY SLAB UNLESS NOTED OTHERWISE. SEE 2. STRUCTURAL SLAB IS A 3 INCH THICK UNBONDED POST-

TOP OF SLAB IS AT THE REFERENCE ELEVATION.

1’-1"1’-1"

TYP

1’-8 "

TYP

7 "

TYP

7

"

TYP

" TYP

"

1"~ HOLES

1"~ HOLES

EQ SPCG(2) " TENDONS

2 " 2 " "

2

"2

"2

"

(9) " TE

ND

ONS

EQ SPCG(2) " TENDONS

2 " 2 " "

2

"2

"2

"

(9) " TE

ND

ONS

TYP UNO2"~ HOLE,

S2.01R

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

" = 1’-0"

N

REINFORCING PLAN

1

2

3

A B C

6’-3 "6’-3 "

6’-3 "

6’-3 "

PORTION OF BAR.3. LENGTH OF HOOKED BARS AS SCHEDULED REFERS TO STRAIGHT

REINFORCING NOTES

- E-W TOP BARS - N-S TOP BARS - N-S BOTTOM BARS - E-W BOTTOM BARS SEQUENCE:4. SLAB REINFORCING BARS SHALL BE PLACED IN THE FOLLOWING

1. SEE THE "GENERAL NOTES" FOR GENERAL REINFORCING REQUIREMENTS.

MARK REINFORCING REMARK

T1

T2

T3

MARK REINFORCING REMARK

BOTTOM REINFORCING SCHEDULE

B1

B2

B3

B4

#3x4’-10" @ 18"

TOP REINFORCING SCHEDULE

MARK REINFORCING REMARK

X1

X2

X3

X4

CTR AT CORNER

TRIM REINFORCING SCHEDULE

2. CENTER REINFORCEMENT ON WALL CENTERLINES UNLESS NOTED OTHERWISE.

HOOK AT END#3x3’-0" @ 10"

#3x6’-0" @ 10"

(5) #3x4’-10" @ 5"

HOOK AT END#3x3’-0" @ 10"

#3x4’-10" @ 8"

#3x4’-10" @ 10"

CTR AT CORNER

TYP AT SLAB PERIMETER

(3) #5 @ 3", MID-DEPTH

(1) #3x2’-0" T&B

(1) #4x4’-0" TOP

#3 CONT, MID-DEPTH

B2

T2

B1

T2

B1 B2

T2

B1

B3

T2

B3

T2

X4 X4

X4 X4

X1

B2

T2

B1

T2

B1 B2

T2

B1

B3

T2

B3

T2

X4 X4

X1

X1

T3

B4

T3

B4

X1

TYP (4) LOCS X3

T1

TYP

1’-6

"

(1) #3 T&B

(1) #3 TOP

(1) #3 TOP

X2 X2

X2

X2

TYP

1’-6"

(2) #3 BOT

(2) #3 BOT

T1

T1 T1

BOT#3 @ 16 "

S2.02

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

PLAN " = 1’-0"

N

A B C

1

2

3

2’-6 "6’-3 "6’-3 "2’-6 "

2 "

6’-3 "

6’-3 "

2 "

2’-11"

2’-8"

2’-8"

2’-11"

2’-6"

1’-1

0 "

1’-1

0 "

2’-6" TYP

TYP

TYP

TYP

TYP

TYP

TYP

TYP

2’-3"2’-3"

3’-10"3’-10"

TYP

4’-2"

4’-2"

TYP

TYP

1’-1 "5 "

1’-2 "

3"3"

5 "1’-1 "

6 " TYP6 " TYP

TYP (2) LOCSIN BLOCK MID-DEPTH, CONC FILLED, CTRHSS12x8x x17’-0",

(2) LOCSSLEEVE, TYP5 " I.D. PVC

3 "

3 "

7 "11 "

5 "

5 "

2 " TYP1’-4 "

TYP

TYP

TYP

1’-10 "1’-10 "

TYP (2) LOCSPVC SLEEVES,(4) 2 " I.D.

TYP (2) LOCSPVC SLEEVES,(4) 2 " I.D.

UNDERSIDE OF MATTYP (18) LOCS @ STUD IN CTR OF PL, GR50, W/ (1) 1"~x6" EMBED PL1"x6"x1’-0"

5/S5.025/S5.02OPP HAND

TYP (86) LOCS10/S5.02

5/S5.02 OPP HAND5/S5.02

9/S

5.0

2

2 "

TYP

2 "

TYP

NOTES

18/S

5.0

2

20/S5.02

OPP HAND20/S5.02

PER 18/S5.02TENDONS, LAYOUT(18) 0.6" TOP

PER 18/S5.02TENDONS, LAYOUT(18) 0.6" BOTTOM

PER 20/S5.02TENDONS, LAYOUT(15) 0.6" BOTTOM

PER 20/S5.02TENDONS, LAYOUT(15) 0.6" TOP

PER 20/S5.02TENDONS, LAYOUT(15) 0.6" TOP

PER 20/S5.02TENDONS, LAYOUT(15) 0.6" BOTTOM

PER 18/S5.02TENDONS, LAYOUT(18) 0.6" TOP

PER 18/S5.02TENDONS, LAYOUT(18) 0.6" BOTTOM

TYP TYP

18/S

5.0

2

2. FOUNDATION IS A 2’-2" THICK POST-TENSIONED MAT FOUNDATION.

THE REFERENCE ELEVATION. 1. REFERENCE ELEVATION IS 22’-9 ". TOP OF FOUNDATION IS AT

2’-0"

TYP

(4) 5" SPCS, TYP

1 "

TYP

4"

TYP

3 " TYP 4" TYP

5 " TYP

(11) 5

" SPCS,

TYP

(11) 5

" SPCS,

TYP

4" TYP

5 " TYP

3 " TYP

8 "

TYP

8 "

TYP

TYP

1 "

TYP

4"

TYP

1 " TYP 4" TYP4" TYP

1 " TYP

S2.02R

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

N

" = 1’-0"

C B A

1

2

3

REINFORCING PLAN

PORTION OF BAR.3. LENGTH OF HOOKED BARS AS SCHEDULED REFERS TO STRAIGHT

REINFORCING NOTES

- E-W TOP BARS - N-S TOP BARS - N-S BOTTOM BARS - E-W BOTTOM BARS SEQUENCE:4. SLAB REINFORCING BARS SHALL BE PLACED IN THE FOLLOWING

1. SEE THE "GENERAL NOTES" FOR GENERAL REINFORCING REQUIREMENTS.

2. CENTER REINFORCEMENT ON WALL CENTERLINES UNLESS NOTED OTHERWISE.

REINFORCING.5. LOCATE VERTICAL REINFORCING AT INTERSECTIONS OF HORIZONTAL

FACE BAR(1) #9 MID-DEPTH

T&B(5) #9 @ 11"

T&B(2) #9 @ 12"

(2) #9 @ 12" T&B

(4) #9 @ 7" T&B

(64) #6 x VERT

(32) #9 x VERT

(2) #9 @ 8" T&B(3) #9 @ 8 " T&B

(2) #9 @ 10 " T&B

(2) #9 @ 12" T&B

VERT(10) #9 x

T&B(5) #9 @ 11"

(32) #9 x VERT

(2) #9 @ 12" T&B

(64) #6 x VERT

(4) #9 @ 7" T&B

FACE BAR(1) #9 MID-DEPTH

(2) #9 @ 8" T&B

(2) #9 @ 10 " T&B

(10) #9 x VERT

(3) #9 @ 8 " T&B

(2) #9 @ 12" T&B

VERT(10) #9 x

FACE BARDEPTH(1) #9 MID-

FACE BARDEPTH(1) #9 MID-

T&B(2) #9 @ 12"

VERT(10) #9 x

(65) #6 x VERT

(5) #9 @ 11" T&B

(65) #6 x VERT

(5) #9 @ 11" T&B

@ SLEEVESTOP MIDDLE BART&B, CTR ON GRID,(3) #9 @ 8 "

@ SLEEVESTOP MIDDLE BART&B, CTR ON GRID,(3) #9 @ 8 "

S3.01

ELEVATIONSSHEARWALL

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

C B A 1 2 3

TYP

TYP

FDN

LVL 1

LVL 2

LVL 3

LDG BLK

17 19 20

15

NORTH - SOUTH WALL ELEVATION EAST - WEST WALL ELEVATION " - 1’-0" " - 1’-0" KEY PLAN

FDN

LVL 1

LVL 2

LVL 3

LDG BLK

3’-2 "

5’-2 "

1’-7 "1’-7 "

7 "7 "7 " 7 "

REINFORCING SCHEDULE AND NOTES

OPP H

AN

D17/S

3.0

1

19/S3.01OPP HAND

19/S3.01

17/S

3.0

1

A

LSBT

LD

SPLICE LENGTH BAR SIZE

"SHEAR WALL ELEVATIONS."8. SEE "SHEAR WALL SECTIONS" FOR REINFORCING NOT SHOWN ON

MARK REMARKSREINFORCING

SHEAR WALL REINFORCING SCHEDULE

V1

V2

V3

H1

H2

#4 @ 10" EF

#3 @ 10" EF

#6 @ 10" EF

#6 @ 5" EF

#4 @ 9" EF

26"32"38"

# 4# 5# 6

TYPICAL. 4. EXTEND TIE REINFORCING PATTERNS INTO FOUNDATION 2’-6",

BOTTOM OF FOUNDATION. OF VERTICAL BARS IN WALLS AND COLUMNS. HOOK DOWELS AT5. DOWELS INTO FOUNDATION ARE TO MATCH SIZE AND SPACING

THE SMALLER BAR AND OF THE LARGER BAR, TYPICAL. 7. HORIZONTAL LAP SPLICES SHALL BE THE LARGER OF OF

HOOK AT EDGE OF WALL OPENINGS

10/S3.02

V1

H1

V1 V2

H1

V2

11"11"

A

B

B

SEE NOTE 5SEE NOTE 5

10/S3.02

V3

H2

NOTES:

QUALITY. SEE "GENERAL NOTES" FOR CRITERIA.1. ALL VERTICAL REINFORCING SHALL BE SPECIAL DUCTILE

UNLESS NOTED OTHERWISE. 2. ALL VERTICAL REINFORCING IN A LINE HAS THE SAME BAR MARK,

BEAM DETAILS."3. DENOTES A COUPLING BEAM MARK, PER THE "COUPLING

LENGTHS AS FOLLOWS: 6. VERTICAL BAR SPLICES SHALL HAVE SPLICE

NOTE 6

TYP

20/S3.0220/S3.02

NOTE 6

TYP

3 "

3’-0" 2’-6"2’-6"3’-0"

TYPTYP TYP TYP

10/S5.01

TYP (6) LOCS

10/S5.01

TYP (6) LOCSTYP

LABORATORY, TYP (3) LOCSOF COREWALL, COORDINATE WITHLOOP FERRULE ON INSIDE FACE "~ DAYTON SUPERIOR F42

4" TYP

3 "

TYP

4" TYP

LABORATORY, TYP (6) LOCSOF COREWALL, COORDINATE WITHLOOP FERRULE ON INSIDE FACE "~ DAYTON SUPERIOR F42

9 "2 " 9 " 2 "

3 "

9 "2 "9 " 2 "

3 "

A C

1

3

S3.02

SECTIONSSHEARWALL

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JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

C B A

1

2

3

20 10 1" = 1’-0"1" = 1’-0" LEVEL 1 SHEARWALL SECTION

C B A

1

2

3

CLEAR FROM END OF WALL. 3. WHERE HORIZONTAL REINFORCEMENT ENDS WITHOUT HOOK, EXTEND END OF BAR TO "

VERTICAL AND HORIZONTAL PLACEMENT. ENDS. CROSSTIE ORIENTATION SHALL BE ALTERNATED END FOR END FOR CONSECUTIVE2. EACH CROSSTIE SHOWN SHALL HAVE 90 DEGREE AND 135 DEGREE HOOKS AT OPPOSITE

1. ALL REINFORCEMENT IS DEFINED PER "SHEAR WALL ELEVATIONS" UNLESS NOTED HERE.

NOTES:

11"

11"

LSBT

HORIZ REINF, TYPSPCG TO MATCHU-BARS W/SIZE &

@ 4", TYP#3 CROSSTIES

@ 2", TYPCROSSTIE #3 HOOP &

TYP

LSBT

HORIZ REINF, TYPSPCG TO MATCHU-BARS W/SIZE &

@ 4", TYP#3 CROSSTIES

TYP

LSBT

HORIZ REINF, TYPSPCG TO MATCHU-BARS W/SIZE &

@ 4", TYP#3 CROSSTIES

TYP

CLEAR FROM END OF WALL. 3. WHERE HORIZONTAL REINFORCEMENT ENDS WITHOUT HOOK, EXTEND END OF BAR TO "

VERTICAL AND HORIZONTAL PLACEMENT. ENDS. CROSSTIE ORIENTATION SHALL BE ALTERNATED END FOR END FOR CONSECUTIVE2. EACH CROSSTIE SHOWN SHALL HAVE 90 DEGREE AND 135 DEGREE HOOKS AT OPPOSITE

1. ALL REINFORCEMENT IS DEFINED PER "SHEAR WALL ELEVATIONS" UNLESS NOTED HERE.

NOTES:

11"

11"

LEVELS 2 & 3 SHEARWALL SECTION

SHOWN, TYP (4) LOCSBEAM DETAILS IN LIEU OF REINFWALL CONFINING PER COUPLING AT COUPLING BEAMS, PROVIDE

GREATER WALL WIDTH, TYP.REBAR COVER TO ACCOMODATE LEVEL BELOW & INCREASE LOCATIONS & GEOMETRY FROM LEVEL 3, MAINTAIN REBAR AT THICKENED WALL ABOVE

S4.01

BEAM DETAILSSLAB AND COUPLING

POST-TENSIONEDTYPICAL

2/17/2012

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JOB NUMBER: 96451.00

SCALE:

DATE: O1/23/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

PL

AN

PT TENDON

1’-6"

TO PT CABLE RUNEDGES ARE NOT PERPGROMMETS WHERE SLABDIAG CUT LONGCONTR SHALL USE

TENDON ENDS ARE CUTW/ NON-SHRINK GROUT AFTERPOCKETS SHALL BE PACKEDEND ONLY. STRESSINGGROMMETS AT STRESSING

PT TENDONTO PT CABLE RUNEDGES ARE NOT PERPGROMMETS WHERE SLABDIAG CUT LONGCONTR SHALL USE

TENDON ENDS ARE CUT.W/ NON-SHRINK GROUT AFTERPOCKETS SHALL BE PACKEDEND ONLY. STRESSINGGROMMETS AT STRESSING

NOTED ON PLANSTAGGER REINF AS

1’-0

" CLR M

AX

SEE PLANTOP REINF

THESE DIM EW @ 12" MAX SPCGTOP REINF TO BE DISTRIBUTED W/

SPCG PER PLANDISTRIBUTED TENDONS,

SLAB EDGE

ON PLANS, TYPBM AS INDICATEDWALL, COL OR

REMAIN STRAIGHTTENDON SHALL

SEE PLANSADDED TENDONS,

CL SUPT CL SUPT CL SUPT

SHOWN ARE TO CG OF TENDON.NOTED ON PLANS. DIMSSLAB HIGH & LOW PTS ARETENDON DIM FROM BOT OF

REMAIN STRAIGHTTENDON SHALL

ADDED TENDON ANCHORABOVE & BELOWPROVIDE #4x3’-0"

PLUS DROP PANEL. D = DEPTH OF SLAB OR DEPTH OF SLAB W = COLUMN WIDTH2. LEGEND: DIRECTLY OVER COLUMN EACH WAY.1. A MINIMUM OF TWO TENDONS ARE TO PASS NOTES:

4. DRAPE TENDON IN PARABOLIC PROFILE BETWEEN LOW AND HIGH POINTS. CENTERLINE OF EXTERIOR SUPPORTS.3. TENDON LOW POINTS AT EXTERIOR SPANS ARE LOCATED 0.4xL FROM 5. DROP PANELS, WHERE THEY OCCUR, ARE NOT SHOWN FOR CLARITY.

1

PLACED AS SHOWNREINF MAY BE SECT A

SECT B

BANDED TENDONS DISTRIBUTED TENDONS

REINFORCING AT INTERIOR SUPPORT REINFORCING AT EXTERIOR SUPPORT

CANTILEVERED SLABINTERIOR SPANINTERIOR SUPPORTEXTERIOR SPANEXTERIOR SUPPORT

SECTION A

2 5

7 10

12 15

16 20

11

17

1’-0"2"

EQ

EQ SEE

2 " MIN 2 " MIN

EQ

EQ SEE

PL

AN

6"

CLR MIN

EQ

EQ

3’-6"

"L"

3’-6"

EQ

EQ

EQ

EQ

PLAN

SECTION B

SLAB EDGE" DET"TYP PT ANCHOR ATHAIRPIN BARS. SEE

TYPICAL POST-TENSIONED REINFORCING AT SUPPORT FOR TWO-WAY SLABS

TYPICAL POST-TENSIONED TENDON PROFILE

TYPICAL POST-TENSIONED ANCHOR AT SLAB EDGE

(6) TENDONS MAX PER BUNDLE

TENDON BUNDLE

TENDONS AT SKEW2" CLR BTWN

LAST TENDONLd MIN PAST

FOR EA BUNDLECURVED SECTIONOVER LENGTH OF#4 x @ 12"

WHERE OCCURSADJ BUNDLE OF TENDONS

TYPICAL SKEWED TENDONS

"X"

PT TENDONS

PT SLAB

PT SLAB

HAIRPINS& EXTENT OFPER NOTE 3CURVED SECTLENGTH OF

(6) PER BUNDLE, MAXBANDED TENDONS,

"W"1.5xD

6" MIN

6 " THICK SLAB OR LESSOR GREATER. 8" MIN FOR3" MIN FOR 7" THICK SLAB

3’-6"

TENDONSSTRAIGHT

SLOPEMAX HORIZ

1

12

6" MIN AT DEAD END COVER AT STRESSING END,

SEE NOTE 2TENDON ANCHOR,

SEE NOTE 2TENDON ANCHOR,

6" MIN AT DEAD END COVER AT STRESSING END,

2. PLACE ANCHORS VERTICALLY IN SLABS GREATER THAN OR EQUAL TO 7 INCHES THICK. PLACE ANCHORS HORIZONTALLY FOR SLABS LESS THAN 7 INCHES THICK.

1. BANDED TENDON DETAIL APPLIES FOR GROUPS OF FOUR OR MORE TENDONS WHERE ANCHOR SPACING IS LESS THAN 12 INCHES.

NOTES:

3. MINIMUM LENGTH OF CURVED SECTION IS EQUAL TO 20/X (IN FEET).2. WHERE "X" IS 12 OR GREATER, NO HAIRPINS ARE REQUIRED.1. LIMIT "X" TO 6 AT MINIMUM.

NOTES:

ALL BANDS LAST HAIRPIN. TYP ATEXTEND 1’-6" BEYONDGROUP W/ (2) #4 T&B,ANCHOR & EA END OF ANCHOR#4x HAIRPINS BTWN EA

1.5xD

"W"

1.5xD

1.5xD "W" 1.5xD

1.5xD

"W"

1.5xD

UNLESS NOTED OTHERWISE.2. TENDON LOW POINTS ARE LOCATED MIDWAY BETWEEN HIGH POINTS 1. SEE PLANS FOR TENDON LAYOUT. NOTES:

NOTED ON PLANSTAGGER REINF AS

LAST TENDON, MINEXTEND 6" BEYONDREQD & STAGGER,BARS, LAP 2’-6" AS(2) #4 CONT BACKUP

LAST TENDON, MINEXTEND 6" BEYONDREQD & STAGGER,BARS, LAP 2’-6" AS(2) #4 CONT BACKUP

TYPLABORATORY, TYPPROVIDED BY SLEEVES TO BE DEBONDED REBAR,

"4 "

TYPTYP

WALLEDGE OF

SECTIO

N

HOOPS @ 7"(3) TYPE 1

12" TYP

2 HOOPS @ 2 "(4) TYPE 1 & TYPE

FOR CLARITYNOT SHOWN WALL REINF

EQ

EQ

6 "6 "

"

CLR

" CLR ES

"

CLR

#3x TYPE 1 HOOPS

SHOWN FOR CLARITYSLAB REINF NOT

WITH LABORATORYAS SHOWN. COORDINATENOTCH BM & SLAB "AT EACH END OF BEAM,

REINF EF(4) #3 SKIN

#3x TYPE 2 HOOPS3 "

SECTION

9" TYP2’-2"

TYPE B COUPLING BEAM

TYPE A COUPLING BEAM

2 " TYP

CTR IN BMIN 1 " I.D. DUCT,(2) 0.6" TENDONS

WITH LABORATORY, TYP EA END OF BMCENTERED IN BM WIDTH, COORDINATEFERRULE TOP & BOT OF BM, "~ DAYTON SUPERIOR F42 LOOP

EXTENTS SHOWN@ 2" OC IN WALL OVER STEEL PER 10/S3.02CROSSTIES CONFINING PROVIDE #3 HOOPS &

TYP

T&

B5"

TYPLABORATORY, TYPPROVIDED BY SLEEVES TO BE DEBONDED REBAR,

"4 "

TYPTYP

WALLEDGE OF

SECTIO

N

HOOPS @ 7"(3) TYPE 1

12" TYP

2 HOOPS @ 2 "(4) TYPE 1 & TYPE

FOR CLARITYNOT SHOWN WALL REINF

EQ

EQ

6 "6 "

"

CLR

" CLR ES

"

CLR

#3x TYPE 1 HOOPS

SHOWN FOR CLARITYSLAB REINF NOT

WITH LABORATORYAS SHOWN. COORDINATENOTCH BM & SLAB "AT EACH END OF BEAM,

REINF EF(4) #3 SKIN

#3x TYPE 2 HOOPS3 "

SECTION

9" TYP2’-2"

2 " TYP

EXTENTS SHOWN@ 2" OC IN WALL OVER STEEL PER 10/S3.02CROSSTIES CONFINING PROVIDE #3 HOOPS &

TYP

T&

B5"

CTR IN BMIN 1 " I.D. DUCT,(2) " TENDONS

WITH LABORATORY, TYP EA END OF BMCENTERED IN BM WIDTH, COORDINATEFERRULE TOP & BOT OF BM, "~ DAYTON SUPERIOR F42 LOOP

(2) #3 T&B DEBONDED REINF

(2) #3 T&B DEBONDED REINF

S5.01

AND DETAILSSECTIONS

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CHECKED: JMM

JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

8 9

3

10

20

7

1

6

5

15

18

13 14 11 12

12"

#3x @ 4" SECTION

FDN

NUTS & WASHERSANCHOR RODS W/ MATCHING(2) 1 "~ A193 GRADE B7

3’-8"

EM

BE

DM

ENT

12"9"

PER PLAN, TYPFDN REINF

FRAME BY OTHERSBASEPLATE & REACTION

1" NON-SHRINK GROUT

SECTION

6"6"6"6"

6"

6"

PER PLANFDN REINF

(9) #6 VERTS

AR

12"

SECTION

FDN

3’-8"

EM

BE

DM

ENT

8"3 "

PER PLAN, TYPFDN REINF

1" NON-SHRINK GROUT

JACK BY OTHERSBASEPLATE &

ES STL DECK#3x @ 4"

NUTS & WASHERSANCHOR RODS W/ MATCHING(4) 1 "~ A193 GRADE B7

SECTION

WALL ELEVSPER SHEARWALL REINF

2"

4"

8"

4"

8"

2"

WALL ELEVSPER SHEARWALL REINF

PER PLANFDN REINF

(4) #6 VERTS ES

PER PLANSTL DECK

AR, TYP

2

FDN

EQ

EQ

EQ

AT SIMSTL DECK

#6x @ 12"

PER PLANFDN REINF

DETAILDETAIL 1" = 1’-0"1" = 1’-0"

1" = 1’-0"1" = 1’-0" SECTION SECTION

DETAIL

6"

6"

3"

6"

3"

(20) BOT TENDONS

(20) TOP TENDONS

FDN

LABORATORY, TYPTO BE PROVIDED BYDEBONDED AR, SLEEVES

LABORATORY, TYPTO BE PROVIDED BYDEBONDED AR, SLEEVES

STL DECKEACH SIDE OF REINF SHOWN ON AT SIM, PROVIDE

HORIZ FACE BARS(2) #6 CONT.

FDN

PER PLAN, TYPFDN REINF

6 " TYP6 " TYP

6" TYP

NTS

1. FOUNDATION MILD REINFORCING NOT SHOWN FOR CLARITY.

NOTES:

PER SECTIONVERT REINF

PER SECTIONVERT REINF

DETAIL3" = 1’-0"

PER PLAN

TOS1 "

1’-3

"

3"3"

WALL ELEVSPER SHEARWALL REINF

I.D. 2"PVC SLEEVE, LENGTH OF WALL

EXTEND FULLABOVE SLEEVE,ADD (1) #3 EF

CLARITYSHOWN FORSLAB REINF NOT

ADD (2) #4x EF3’-0"

(20) TOP TENDONS

(20) TOP TENDONS

(20) BOT TENDONS

P-60 #6 TENSION BAR8-TON DAYTON SUPERIOR

P-53 LIFTING EYE8-TON DAYTON SUPERIOR

ADDED #3 HORIZ REINF HOOK EA END AROUND @ 4" OC, CTR ON SLEEVE,(6) #3x CROSSTIES

STL DECK PER PLAN6"

6"

3 "

6"

3 "

(10) BOT TENDONS

(10) TOP TENDONS

FDN

10" TYP10" TYP6" TYP

1. FOUNDATION MILD REINFORCING NOT SHOWN FOR CLARITY.

NOTES:

(12) TOP TENDONS

(12) TOP TENDONS

(12) BOT TENDONS

DETAILNTS

STL DECK PER PLAN, TYP

S5.02

AND DETAILSSECTIONS

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CHECKED: JMM

JOB NUMBER: 96451.00

SCALE:

DATE: O2/21/2012

APPROVED:

DAMENOTRE

TESTSHEARWALL

REVISION DATE

8 9

3 4

10

20

2

7

1

6

5

15

18

13 14 11 12

DETAIL1" = 1’-0"

2

8 "8 "

4 "

2 "

2 "

11"

REINF PER PLANLDG BLOCK

LDG BLOCK

DETAIL1" = 1’-0"

LDG BLOCK

1’-8"

2"

TYP

6"

2"

TYP

6"

2" TYP

2"

TYP

"

CLR,

TYP T

&B

CL HSSCL EMBED

16"

40"

IN EACH PVC SLEEVE TO PREVENT BENDING OF SLEEVE. 1. DURING CONCRETE CASTING, INSERT 1 " THREADED RODS

NOTES:

ON EMBED IN PLANBELOW EMBED, CENTERED(1) #5 x ABOVE &

1 "~x 21" STUDSGR50, W/ (4) 1 " EMBED PL,

PVC SLEEVES(8) 2 " I.D.

TO EA END OF LOADING BLOCKABOVE & BELOW HSS, EXTEND(2) #7 CONT HORIZ FACE BARS

LDG BLOCK

3"3 "

3"

3 "

(8) TOP TENDONS

(7) TOP TENDONS

1. MAT MILD REINFORCING NOT SHOWN FOR CLARITY.

NOTES:

LDG BLOCK

3"

3"

3"

3"

(8) TOP TENDONS

1. MAT MILD REINFORCING NOT SHOWN FOR CLARITY.

NOTES:

2

12"12"

(10) BOT TENDONS

(8) BOT TENDONS

(10) TOP TENDONS

(8) BOT TENDONS

(7) BOT TENDONS

6"

2’-6"

" NON-SHRINK GROUT

LABORATORY, TYPTO BE PROVIDED BYDEBONDED REBAR SLEEVES

SHEAR WALL ELEVSWALL REINF PER

OF WALLEXTEND TO EA ENDADDL (3) #3 @ 6" HEF,

END ANCHORD-158-C #9 FEMALEDAYTON SUPERIOR

& LOC W/ LABORATORYCOORDINATE QUANTITYFOR GROUTING,2" I.D. SLEEVES

SLEEVE3" I.D. PVC

PER PLANMAT REINF

PROVIDED BY LABORATORYPL & WASHER TO BE

EQEQ, TYP

3" TYP

EQEQ, TYP

3" TYP

CROSSTIES @ EA WALL VERTADDL (3) ROWS OF #3 x

LDG BLOCK

DETAIL1" = 1’-0"

DETAILNTSDETAILNTS

8 UN THREADSALL-THREAD ROD W/ 1 "~ A193 GRADE B7

HSS PER PLAN