Drawings.2016.02-08.100CD_V2.pdf

Gehry Partners, LLP

12541 BEATRICE STREET

LOS ANGELES, CA 90066

T: 310-482-3000

F: 310-482-3006

AECOM DESIGN

3101 WILSON BLVD

SUITE 900

ARLINGTON, VA 22201

T: 703-682-4900

F: 703-682-4901

AECOM

2101 WILSON BLVD, SUITE 800

ARLINGTON, VA 22201

T: 703-340-3100

F: 703-340-3101

MAGNUSSON KLEMENCIC ASSOCIATES

(MKA)

1301 FIFTH AVE, SUITE 3200,

SEATTLE, WA 98101

T: 206-292-1200

F: 206-292-1201

L'OBSERVATOIRE INTERNATIONAL

295 LAFAYETTE ST, SUITE 915

NEW YORK, NY 10012

T: 212-255-4463

F: 212-255-8346

AECOM

8320 GUILFORD ROAD, SUITE L

COLUMBIA, MD 21046

T: 410-884-9280

F: 410-884-9271

AUERBACH POLLOCK FRIEDLANDER

266 WEST 37TH ST, 10TH FLOOR

NEW YORK, NY 10018

T: 212-764-5630

F: 212-764-5632

ESI DESIGN

111 5TH AVE

NEW YORK, NY 10003

T: 212-989-3993

F: 212-673-4061

GEOCONCEPTS ENGINEERING, INC

19955 HIGHLAND VISTA DR, SUITE 170

ASHBURN, VA 20147

T: 703-726-8030

F: 703-726-8032

MILLER, BEAM & PAGANELLI, INC

12040 SOUTH LAKES DRIVE, #104

RESTON, VA 20191

T: 703-506-0005

F: 703-506-0009

Gehry Partners, LLP ● AECOM JOINT VENTURE

AECOM/NCR

3101 WILSON BLVD

SUITE 900

ARLINGTON, VA 22201

T: 703-682-4900

F: 703-682-4901

AECOM

3101 WILSON BLVD

SUITE 900

ARLINGTON, VA 22201

T: 703-682-4900

F: 703-682-4901

DWIGHT D. EISENHOWER MEMORIAL

545 Independence Avenue

Washington, D.C. 20024

100% CONSTRUCTION DOCUMENTS

FEBRUARY 08, 2016

VOLUME II

AutoCAD SHX Text 301 7th STREET S.W.

AutoCAD SHX Text

WASHINGTON, DC

AutoCAD SHX Text 20407-0001

AutoCAD SHX Text

GENERAL SERVICES ADMINISTRATION

AutoCAD SHX Text

ARCHITECT

AutoCAD SHX Text

MEP/SECURITY/ TELECOM/LEED

AutoCAD SHX Text

CIVIL

AutoCAD SHX Text

STRUCTURAL

AutoCAD SHX Text

LIGHTING DESIGN

AutoCAD SHX Text

ENVIRONMENTAL HAZARD

AutoCAD SHX Text

AUDIO VISUAL

AutoCAD SHX Text

EXHIBIT DESIGN

AutoCAD SHX Text

GEOTECHNICAL

AutoCAD SHX Text

ACOUSTICS

AutoCAD SHX Text

LOCAL ARCHITECT

AutoCAD SHX Text

LANDSCAPE ARCHITECT

VOLUME II

SHEET # SHEET TITLE SCALE

GENERAL DRAWING INFORMATION

G0-0.0 COVER N.T.S. ● ●

G0-1.0A DRAWING INDEX - VOLUME I N.T.S. ● ●

G0-1.0B DRAWING INDEX - VOLUME II N.T.S. ● ●

STRUCTURAL

S0-1.5 ABBREVIATIONS, LEGENDS & DRAWING LIST ● ●

S0-1.6 GENERAL NOTES NTS ● ●

S0-1.7 GENERAL NOTES NTS ● ●

S0-1.8 SUPPORT BUILDING LOAD MAPS NTS ● ●

S0-1.9 TAPESTRY LOAD MAPS NTS ● ●

S0-1.10 LOAD MAPS NTS ● ●

S2-1.0 BASEMENT/FOUNDATION PLAN 1/16"=1'-0" ● ●

S2-1.1 BASEMENT/FOUNDATION PLAN - AREA 'A' 1/8" = 1'-0" ● ●

S2-1.2 BASEMENT/FOUNDATION PLAN - AREA 'B' 1/8" = 1'-0" ● ●

S2-1.3 BASEMENT/FOUNDATION PLAN - AREA 'C' 1/8" = 1'-0" ● ●

S2-1.4 BASEMENT/FOUNDATION PLAN - AREA 'D' 1/8" = 1'-0" ● ●

S2-1.5 BASEMENT/FOUNDATION PLAN - AREA 'E' 1/8" = 1'-0" ● ●

S2-1.6 BASEMENT/FOUNDATION PLAN - AREA 'F' 1/8" = 1'-0" ● ●

S2-2.0 GROUND PLAN 1/16"=1'-0" ● ●

S2-2.1 GROUND PLAN - AREA 'A' 1/8" = 1'-0" ● ●

S2-2.2 GROUND PLAN - AREA 'B' 1/8" = 1'-0" ● ●

S2-2.3 GROUND PLAN - AREA 'C' 1/8" = 1'-0" ● ●

S2-2.4 GROUND PLAN - AREA 'D' 1/8" = 1'-0" ● ●

S2-2.4A GROUND PLAN - AREA 'D' SLAB OVERLAY TYPES 1/8" = 1'-0" ● ●

S2-2.5 GROUND PLAN - AREA 'E' 1/8" = 1'-0" ● ●

S2-2.5A GROUND PLAN - AREA 'E' SLAB OVERLAY TYPES 1/8" = 1'-0" ● ●

S2-2.6 GROUND PLAN - AREA 'F' 1/8" = 1'-0" ● ●

S2-2.6A GROUND PLAN - AREA 'F' SLAB OVERLAY TYPES 1/8" = 1'-0" ● ●

S4-1.1 TAPESTRY ELEVATIONS 1/8" = 1'-0" ● ●

S4-1.2 TAPESTRY SECTIONS & DETAILS VARIES ● ●

S4-1.3 TAPESTRY SECTIONS & DETAILS VARIES ● ●

S4-1.4 TAPESTRY SECTIONS & DETAILS VARIES ● ●

S4-1.5 TAPESTRY SECTIONS & DETAILS VARIES ● ●

S4-2.1 MEMORIAL SUPPORT BUILDING PLANS VARIES ● ●

S4-2.2 MEMORIAL SUPPORT BUILDING SECTIONS VARIES ● ●

S4-2.3 MEMORIAL SUPPORT BUILDING ELEVATIONS VARIES ● ●

S4-3.1 MEMORIAL BLOCK DETAILS VARIES ● ●

S4-4.1 CANOPY PLANS VARIES ● ●

S7-1.1 CONCRETE SECTIONS AND DETAILS 1/2" = 1'-0" ● ●

S7-1.2 CONCRETE SECTIONS AND DETAILS 1/2" = 1'-0" ● ●

S7-1.3 CONCRETE SECTIONS AND DETAILS 1/2" = 1'-0" ● ●

S7-1.4 CONCRETE SECTIONS AND DETAILS VARIES ● ●

S7-1.5 CONCRETE SECTIONS AND DETAILS VARIES ● ●

S7-1.6 CONCRETE SECTIONS AND DETAILS VARIES ● ●

S8-1.1 TYPICAL FOUNDATION DETAILS VARIES ● ●

S8-1.2 TYPICAL CONCRETE DETAILS VARIES ● ●

S8-1.3 TYPICAL CONCRETE DETAILS VARIES ● ●

S8-2.1 TYPICAL STEEL DETAILS VARIES ● ●

S8-2.2 TYPICAL STEEL DETAILS VARIES ● ●

MECHANICAL

M1-0.1 MECHANICAL SYMBOLS AND LEGENDS NTS ● ●

M1-1.0 MECHANICAL NEW WORK PLAN 1/16"=1'-0" ● ●

M1-1.1 MECHANICAL NEW WORK PLAN 1/16"=1'-0" ● ●

M1-4.1 MECHANICAL ENLARGED PLAN 1/4" = 1'-0" ● ●

M1-5.1 MECHANICAL DETAILS NTS ●

M1-6.1 MECHANICAL SCHEDULE NTS ● ●

M1-6.2 MECHANICAL AIR FLOW DIAGRAMS NONE ● ●

M1-6.3 MECHANICAL CONTROL NTS ● ●

PLUMBING

M2-1.0 PLUMBING COVER SHEET NTS ● ●

M2-2.0 SITE PLUMBING PLAN 1/16"=1'-0" ● ●

M2-3.0 SUPPORT BUILDING - BASEMENT PLUMBING PLANS 1/4" = 1'-0" ● ●

M2-3.1 SUPPORT BUILDING - GROUND & ROOF PLUMBING PLANS1/4" = 1'-0" ● ●

M2-4.0 PLUMBING RISER DIAGRAMS NTS ● ●

M2-5.0 PLUMBING DETAILS NTS ● ●

M3-1.0 FIRE PROTECTION PLAN AND DETAILS 1/4" = 1'-0" ● ●

ELECTRICAL

E0-0.0 ELECTRICAL NOTES, SYMBOLS & ABBREVIATIONS NTS ● ●

E1-1.0 UTILITY PHASE 1A - DDOT DEMO 1"=30'-0" ●

E2-1.0 UTILITY PHASES 1B & 1C - PEPCO RELOCATION 1"=30'-0" ● ●

E3-1.1 UTILITY PHASE 1D - DDOT NEW - AREA A 1/8" = 1'-0" ● ●

E3-1.2 UTILITY PHASE 1D - DDOT NEW - AREA B 1/8" = 1'-0" ● ●

E3-1.3 UTILITY PHASE 1D - DDOT NEW - AREA C 1/8" = 1'-0" ● ●

E3-5.0 UTILITY PHASE 1D - DDOT STANDARD DETAILS NTS ● ●

E4-1.10 UTILITY PHASE 1E - NEW PEPCO SERVICE 1/8" = 1'-0" ● ●

E5-1.1 POWER & LIGHTNING PROTECTION - AREA A 1/8" = 1'-0" ● ●

E5-1.2 POWER & LIGHTNING PROTECTION - AREA B 1/8" = 1'-0" ● ●

E5-1.3 POWER & LIGHTNING PROTECTION - AREA C 1/8" = 1'-0" ● ●

E5-1.4 POWER - AREA D - LBJ BLDG PROMENADE 1/8" = 1'-0" ● ●

E5-1.5 POWER - AREA E - LBJ BLDG PROMENADE 1/8" = 1'-0" ● ●

E5-1.6 POWER - AREA F - LBJ BLDG PROMENADE 1/8" = 1'-0" ● ●

E5-1.7 POWER - AREA D - LBJ BUILDING BASEMENT 1/8" = 1'-0" ● ●

E5-1.8 POWER - AREA E - LBJ BUILDING BASEMENT 1/8" = 1'-0" ● ●

E5-1.9 POWER - AREA F - LBJ BUILDING BASEMENT 1/8" = 1'-0" ● ●

E5-1.10 POWER - SUPPORT BUILDING 1/4" = 1'-0" ● ●

E5-5.1 POWER DETAILS NTS ● ●

E5-5.2 LIGHTNING PROTECTION DETAILS NTS ● ●

E5-6.1 POWER DIAGRAMS NTS ● ●

E5-6.2 LIGHTNING PROTECTION DIAGRAMS NTS ● ●

E5-7.1 POWER SCHEDULES NTS ● ●

E5-7.2 POWER SCHEDULES NTS ● ●

E6-1.1 LIGHTING - AREA A 1/8" = 1'-0" ● ●

E6-1.2 LIGHTING - AREA B 1/8" = 1'-0" ● ●

E6-1.3 LIGHTING - AREA C 1/8" = 1'-0" ● ●

E6-1.4 LIGHTING - AREA D - LBJ BLDG PROMENADE 1/8" = 1'-0" ● ●

E6-1.5 LIGHTING - AREA E - LBJ BLDG PROMENADE 1/8" = 1'-0" ● ●

E6-1.6 LIGHTING - AREA F - LBJ BLDG PROMENADE 1/8" = 1'-0" ● ●

E6-1.8 LIGHTING - AREA E - LBJ BLDG BASEMENT 1/8" = 1'-0" ● ●

E6-1.9 LIGHTING - AREA F - LBJ BLDG BASEMENT 1/8" = 1'-0" ● ●

E6-1.10 LIGHTING - SUPPORT BUILDING 1/4" = 1'-0" ● ●

E6-6.0 LIGHTING CONTROL SCHEDULE NTS ● ●

E7-1.0 FIRE ALARM PLANS, DETAIL & MATRIX NTS ● ●

TELECOMM

T0-1.0 TELE- LEGENDS, ABBREVIATIONS, & DWG LIST NTS ● ●

T1-1.0 TELE- SITE DEVICE PLAN 1/20"=1'-0" ● ●

T4-1.0 TELE- ENLARGED DEVICE PLANS 1/4" = 1'-0" ● ●

T5-1.0 TELE- DETAILS VARIES ● ●

T5-1.1 TELE- CABLE ROUTING DETAILS NTS ● ●

T5-1.2 TELE- LABELING SCHEME NTS ● ●

T5-1.3 TELE- FIRESTOPPING DETAILS VARIES ● ●

T5-1.4 TELE- FIRESTOPPING DETAILS VARIES ● ●

T5-1.5 TELE- GROUNDING DETAILS VARIES ● ●

SECURITY

TY0-1.0 SEC- LEGENDS, ABBREVIATIONS & DRAWING LIST NTS ● ●

TY1-1.0 SEC- SITE DEVICE PLAN 1/20"=1'-0" ● ●

TY1-2.0 SEC- SITE DEVICE LOWER FLOOR PLAN 1/20"=1'-0" ● ●

TY4-1.0 SEC- ENLARGED DEVICE PLANS 1/4" = 1'-0" ● ●

TY5-1.0 SEC- DETAILS NTS ● ●

TY5-1.1 SEC- DETAILS NTS ●

TY6-1.0 SEC- RISER DIAGRAMS NTS ● ●

TY6-1.1 SEC- RISER DIAGRAMS NTS ●

AUDIO / VISUAL

AV0-0.0 AV SYSTEMS SYMBOL KEY & WIRING DIAGRAM NTS ● ●

AV0-1.1 AV SYSTEMS BLOCK DIAGRAM NTS ● ●

AV2-2.1 AV PLAN 1/16"=1'-0" ● ●

AV5-5.2 AV PANEL & PORTABLE EQUIPMENT DETAILS 6"=1'-0" ● ●

AV6-1.1 SUPPORT BUILDING AV PLAN 1/4" = 1'-0" ● ●

AV6-5.1 AV PANEL & PORTABLE EQUIPMENT DETAILS VARIES ● ●

DWIGHT D. EISENHOWER

MEMORIAL

Gehry Partners AECOM Joint Venture

EISENHOWER MEMORIAL COMMISSION

1629 K Street, NW Suite 801 WASHINGTON, DC 20006

G0-1.0B-NDC07001

DRAWING INDEX - VOLUME II

D A

T E

IS

S

U E

/2

/2

C O

N S

T R

U C

T

IO

N

D O

C U

M E

N T

S

/0

/2

C

O N

S T

R U

C T

IO

N

D O

C U

M E

N T

S

D A

T E

IS

S

U E

/2

/2

C O

N S

T R

U C

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N

D O

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/0

/2

C

O N

S T

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N

D O

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M E

N T

S

8'0' 12' 16'

ABBREVIATIONS, LEGENDS AND DRAWING LIST

S0-1.5-NDC07001.DWG

S0-1.5-NDC07001

:5

:3

P

M u s e r S

R p c f

M K

A

H Y

B R I D S

T R

U C lt c f g P

D F F

S W

T S M

O N

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L f il e J

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H O

W E

R \S

.5

N D

C .D

G N m o d e l:

S

H E

E v e r s io n

JAT 36X48

SRT 12/14/2012

DWIGHT D. EISENHOWER MEMORIAL

NDC07001

DWIGHT D. EISENHOWER MEMORIAL

545 INDEPENDENCE AVENUE, SW

WASHINGTON, DC 20024

Gehry Partners AECOM Joint Venture

GS-11P-10-MK-C-0038

301 7th STREET S.W.

WASHINGTON, DC

20407-0001

C E

R T

IF

IC

A T

IO

N S

K

Y

P

A N

R E

V

IS

IO

O

T E

S

GENERAL SERVICES ADMINISTRATION

SHEET SIZE:

SHEET OF

DISCIPLINE SHEET TYPE SEQUENCE

DRAWING NO.

DRAWING TITLE

FILE NAME

CHECKED BY

DRAWN BY DATE DRAFTED:

PROJECT NO.

GSA PM

SUB. DATE

SUBMISSION

DESCRIPTION

PROJECT

TITLE

BUILDING NOs.

OTHER

BUILDING NO.

CITY/ST./ZIP

STREET

NAME

D R

A W

IN

G P

R O J E

C T

B U

IL

D

IN

G

SUB A/E

PRIME A/E

CONS. CONTR.

A/E CON. NO.

C O

N T

R A

C T

O R

S G

R A P

H

IC

A L E

MARK DATE DESCRIPTION

FLOOR NO.

CONSTR. CON.

FACILITY CODE

PROJECT

A/E TASK NO.

CONS. WORK

PROJECT

MEMORIAL

DWIGHT D. EISENHOWER

LEAD ARCHITECT

T: 310-482-3000 F: 310-482-3006

LOS ANGELES, CA 90066

12541 BEATRICE ST.

GEHRY PARTNERS, LLP

DWIGHT D. EISENHOWER MEMORIAL

LANDSCAPE ARCHITECT

MEP/SECURITY/TELECOM/LEED

T: 703-682-4900 F: 703-682-4901

ARLINGTON, VA 22201

3101 WILSON BLVD, SUITE 900

AECOM DESIGN

ENVIRONMENTAL HAZARD

T: 410-884-9280 F: 410-884-9271

COLUMBIA, MD 21046

8320 GUILFORD ROAD, SUITE L

AECOM

CIVIL

T: 703-340-3100 F: 703-340-3101

ARLINGTON, VA 22201

2101 WILSON BLVD, SUITE 800

AECOM

STRUCTURAL

T: 206-292-1200 F: 206-292-1201

SEATTLE, WA 98101

1301 FIFTH AVE, SUITE 3200

MAGNUSSON KLEMENCIC ASSOCIATES (MKA)

AUDIO VISUAL

T: 212-764-5630 F: 212-764-5632

NEW YORK, NY 10018

266 WEST 37TH ST, 10TH FLOOR

AUERBACH POLLOCK FRIEDLANDER

EXHIBIT DESIGN

T: 212-989-3993 F: 212-673-4061

NEW YORK, NY 10003

111 5TH AVE

ESI DESIGN

GEOTECHNICAL

T: 703-726-8030 F: 703-726-8032

ASHBURN, VA 20147

19955 HIGHLAND VISTA DR, SUITE 170

GEOCONCEPTS ENGINEERING, INC

ACOUSTICS

T: 703-506-0005 F: 703-506-0009

RESTON, VA 20191

12040 SOUTH LAKES DRIVE, #104

MILLER, BEAM & PAGANELLI, INC

T: 703-682-4900 F: 703-682-4901

ARLINGTON, VA 22201

3101 WILSON BLVD, SUITE 900

AECOM/NCR

LOCAL ARCHITECT

LIGHTING DESIGN

T: 212-255-4463 F: 212-255-8346

NEW YORK, NY 10012

295 LAFAYETTE ST, SUITE 915

L'OBSERVATOIRE INTERNATIONAL

AECOM Joint Venture Gehry Partners

EISENHOWER MEMORIAL COMMISSION

1629 K Street, NW Suite 801 WASHINGTON, DC 20006

02/08/2016

GS-11P-12-MK-C-0005

T: 703-682-4900 F: 703-682-4901

ARLINGTON, VA 22201

3101 WILSON BLVD, SUITE 900

AECOM

A B C

D E F

INDEPENDENCE AVE.

T

H S

T R

E E

T

T

H S

T R

E E

T

ABBREVIATIONS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

ALT ALTERNATE

ALUM ALUMINUM

APA AMERICAN PLYWOOD ASSOCIATION

APPD APPROVED

APPROX APPROXIMATE

ARCH ARCHITECTURAL; ARCHITECT

ASSY ASSEMBLY

ASTM AMERICAN SOCIETY FOR

TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

& AND

BAL BALANCE

BD BOARD

BLDG BUILDING

BLK BLOCK; BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

BU BUILT-UP

C STANDARD CHANNEL

CC CENTER TO CENTER

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CL CENTERLINE

CLR CLEARANCE; CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSION

CONC CONCRETE

CONN CONNECTION; CONNECT

CONST CONSTRUCTION

CONT CONTINUE; CONTINUOUS

CONTR CONTRACTOR

CORR CORRUGATED

CTR CENTER

CTSK COUNTERSINK; COUNTERSUNK

DBL DOUBLE

DEG, ° DEGREE

DEPT DEPARTMENT

DET DETAIL

DIA, ~ DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DICA DRILLED-IN CONCRETE ANCHOR

DIM DIMENSION

DWG DRAWING

DWL DOWEL

BRCG BRACING

BMU BRICK MASONRY UNIT

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

ENGR ENGINEER

EQ EQUAL; EARTHQUAKE

EQUIP EQUIPMENT

ES EACH SIDE

ETC ET CETERA

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

EXTD EXTEND; EXTENDED

FD FLOOR DRAIN

FDN FOUNDATION

FF FAR FACE

FIN FINISH

FL FLOOR; FLOOR LINE

FLG FLANGE

FOS FACE OF STUD

FP FIREPROOF; FULL PENETRATION

FS FULL SIZE; FAR SIDE

FT FOOT; FEET

FTG FOOTING

GALV GALVANIZED

GB GRADE BEAM

GRND GROUND

HORIZ HORIZONTAL

HP HP SHAPES; HIGH POINT

HS HIGH STRENGTH

HT HEIGHT

ID INSIDE DIAMETER

IN INCH

INCL INCLUDE

INFO INFORMATION

JT JOINT

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE

LAB LABORATORY

LF LINEAL FOOT

LIN LINEAL; LINEAR

LLBB LONG LEGS BACK-TO-BACK

LP LOW POINT

LSL LONG SLOTTED (HOLES)

LTWT LIGHTWEIGHT

LVL LEVEL

LONGIT LONGITUDINAL

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MIN MINIMUM; MINUTE

MISC MISCELLANEOUS

MO MASONRY OPENING

N NORTH

NF NEAR FACE

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OVS OVERSIZED (HOLES)

PC PRECAST

PCP PRECAST CONCRETE PANEL

PERP PERPENDICULAR

PL PLATE

PLYWD PLYWOOD

PREFAB PREFABRICATED

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PVC POLYVINYL CHLORIDE

RB RISER BAR

RCMD RECOMMEND

REF REFERENCE

REQD REQUIRED

REQT REQUIREMENT

S2S SURFACED TWO SIDES

SB SPACER BAR; SUPPORT BAR

SECT SECTION

SHT SHEET

SIM SIMILAR

SLBB SHORT LEGS BACK-TO-BACK

SOG SLAB ON GRADE

SP SPIRAL

SPCG SPACING

SPECS SPECIFICATIONS

SQ SQUARE

SSL SHORT SLOTTED (HOLES)

STD STANDARD

STIFF STIFFENER

STIRR STIRRUP

STL STEEL

STR STRAIGHT

STRUC STRUCTURAL

SC SLIP CRITICAL

SDQ SPECIAL DUCTILE QUALITY

SYM SYMMETRICAL

PEN PENETRATION

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

TEMP TEMPERATURE; TEMPORARY

TOC TOP OF CONCRETE; TOP OF CURB

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UBC UNIFORM BUILDING CODE

UNO UNLESS NOTED OTHERWISE

UT ULTRASONIC TEST

VG VERTICAL GRAIN

W/ WITH

W/O WITHOUT

WD WOOD

WH WEEP HOLE

WP WORK POINT

WPJ WEAKENED PLANE JOINT

SUPT SUPPORT

LOC LOCATION, LOCATE

BSMT BASEMENT

c CAMBER

CANT CANTILEVER

COORD COORDINATE; COORDINATION

DISC DISCONTINUED; DISCONTINUOUS

DL DEAD LOAD

EMBED EMBEDDED

INT INTERIOR

LL LIVE LOAD

LLH LONG LEGS HORIZONTAL

LLV LONG LEGS VERTICAL

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

INCORPORATED

UL 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 FACE

HOF HORIZONTAL OUTSIDE FACE

VEF VERTICAL EACH FACE

VIF VERTICAL INSIDE FACE

VOF VERTICAL OUTSIDE FACE

K KIP (1,000 POUNDS)

CU CUBIC

YD YARD

STEEL CONSTRUCTION

AISC AMERICAN INSTITUTE OF

ANSI AMERICAN NATIONAL

STANDARDS INSTITUTE

OF BUILDING OFFICIALS

ICBO INTERNATIONAL CONFERENCE

CUT FROM W SHAPE

WT 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 DOWN

DO DITTO

(E) EXISTING

E EAST

E-W EAST-WEST

FRMG FRAMING

FG FRICTION GRIP BOLT

GL GLUED LAMINATED (BEAM)

H HORIZONTAL

HGR HANGER

MF MOMENT FRAME

MFR MANUFACTURE; MANUFACTURER

MFRG MANUFACTURING

MFB MOMENT FRAME BEAM

MFC MOMENT FRAME COLUMN

ML MATCH LINE

N-S NORTH-SOUTH

PLC PLACE

REINFORCEMENT

REINF 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

THE CONTRACTOR

PH PENTHOUSE

NWC NORMAL WEIGHT CONCRETE

LWC LIGHT WEIGHT CONCRETE

STRUCTURAL STEEL

WWF WELDED WIRE FABRIC

WWR WELDED WIRE REINFORCEMENT

CP, CJP COMPLETE JOINT PENETRATION PP, PJP PARTIAL JOINT PENETRATION

CJP COMPLETE JOINT PENETRATION

DBA DEFORMED BAR ANCHOR

AESS ARCHITECTURAL EXPOSED

MEZZ MEZZANINE

PJP, PP PARTIAL JOINT PENETRATION

db BAR DIAMETER

THK THICKNESS, THICK

WELD

A 1

STEEL SHAPE

BEAM CAMBER

BEAM HAUNCH

BEAM WEB PENETRATION

CONNECTION

SLIP CRITICAL

INDICATES

THE MINIMUM

MORE THAN

OF STUDS WHEN

TOTAL NUMBER

CONNECTION

MOMENT

INDICATES

NOTED OTHERWISE.

BACKSPAN UNLESS

SECTION SAME AS

CANTILEVER BEAM

MEMBER

BOTH ENDS INDICATE SLOPING

TOP OF STEEL. DIMENSIONS AT

DIMENSION FROM REFERENCE

W36x135 (64) c=1-1/8"

SC [-14"]

BEAM CALLOUT KEY

7. INDICATES BEAM HAUNCH PER TYPICAL HAUNCHED BEAM DETAILS.

DETAIL.

6. INDICATES BEAM PENETRATION PER "TYPICAL BEAM PENETRATION"

REFER TO TYPICAL STEEL DETAILS FOR SIZES AND CONNECTIONS.

5. WHERE NO BEAM SIZE IS CALLED OUT ADJACENT TO FLOOR OR ROOF OPENING,

SECONDARY. SEE "GENERAL NOTES" FOR CRITERIA.

4. BEAMS ARE PRIMARY MEMBERS FOR FIREPROOFING UNLESS NOTED AS

CONNECTION.

3. "M" IN PLACE OF STEEL SHAPE INDICATES W10x12 WITH MINIMUM

2. SPACE STUDS PER "TYPICAL SHEAR STUD PLACEMENT" DETAIL.

DEPTH. SEE "GENERAL NOTES" FOR STEEL CONNECTIONS.

1. NO REACTION AT EITHER END INDICATES MINIMUM CONNECTION FOR BEAM

NOTES:

SIZE

BAR

SIZE

BAR

SIZE

BAR

ALL CONCRETE STRENGTHS

#18

#14

#11

#10

#9

#8

#7

#6

#5

#4

#3

#18

#14

#11

#10

#9

#8

#7

#6

#5

#18

#14

#11

#10

#9

#8

#7

#6

#5

REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLES

f'c = 3,000 PSI f'c = 4,000 PSI

LD LDLT LTLSB LSB LSBTLSBT

LC LCSLB

LD

LD

LD

LD

LD

LT

LB

LC

LCS

LSB

LSBT

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

: 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:

SIZE

BAR

TABLE A

SIZE

BAR NORMAL WEIGHT CONCRETE , f'c (psi)

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

END HOOK

OF SUPPORT

JOINT OR FACE

CONSTRUCTION

dh

7,000

#18

#14

#11

#10

#9

#8

#7

#6

#5

#4

#3

(D) FINISHED BEND DIAMETER

ALL GRADES

(L ) FOR STANDARD END HOOKS ON GRADE 60 BARS

MINIMUM TENSION EMBEDMENT LENGTHS,

OF SUPPORT

JOINT OR FACE

CONSTRUCTION

24"

18‚"

12"

10ƒ"

9•"

6"

5‚

4•"

3ƒ"

3"

2‚"

D E J A

HOOKS

90°

#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•"

21ƒ"

14ƒ"

13‚"

11ƒ"

8"

7"

6"

5"

4"

3"

41"

31"

24"

22"

19"

16"

14"

12"

10"

8"

6"

180 DEGREE HOOK 90 DEGREE HOOK

NOTE

dh dh

N O T E

E

J

NOTEL , MIN NOTEL , MIN

A

D D

2•" MIN

4db OR

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:

d b d b d b

STANDARD HOOKS AND EMBEDMENT

SEE "TABLE A" SEE "TABLE A"

STEEL MEMBERS

CHANNEL

ANGLE

DOUBLE ANGLE

STEEL BEAM

SLBB LLBB

HOLLOW SECTION

RECTANGULAR

SQUARE OR

SECTION PLAN VIEW

SECTION, PIPE

CIRCULAR HOLLOW

ELEVATION

FRONT

ELEVATION

BACK

STEEL SYMBOLS

MOMENT CONNECTION

COLUMN ENDS HERE

COLUMN IN SECTION

SHEAR CONNECTION

COLUMN STARTS HERE

MOMENT FRAME CONNECTION

COLUMN SECTION

CONCRETE ENCASED STEEL

CONNECTORS

STUD

ANCHOR

CONCRETE

DRILLED IN

PLAN VIEWSECTION

ANCHOR ROD

CONCRETE

BOLT

COLUMN FOOTING

COLUMN

BEAM

ONE-WAY SLAB

WALL FOOTING

F12

C4

WF2

B3

S1

CONCRETE SCHEDULE MARKS

CONCRETE SYMBOLS

DIRECTION OF SPAN

STEEL ROOF DECK

CONCRETE WALL

CONCRETE COLUMN

SPAN MARK

LIMIT OF DECK OR

WALL OPENING

FLOOR OR

LONGITUDINAL

STEEL FLOOR DECK

TRANSVERSE

STEEL FLOOR DECK

REINFORCEMENT

WELDED WIRE

TO PLAN

IF NOT SHOWN, REFER

VERTICAL OFFSET,

9"

TOP OF SLAB

CONFIGURATION.

UPON SLAB

VARY DEPENDING

SYMBOL USED WILL

SYMBOL. ACTUAL

THIS IS A GENERIC

NOTE:

MISCELLANEOUS SYMBOLS

EARTH

GRAVEL

MATCHLINE

SHEET NUMBER

SECTION NUMBER

SHEET NUMBER

DETAIL NUMBER

GRID LINES

EXISTING ELEMENTS

NORTH ARROW

ELEVATION

TOP OF FLOOR

DETAIL

SECTION

EL

ARCHITECTURAL PROFILE

FUTURE CONSTRUCTION

3/S5.31

4/S5.31

DRAWING TITLEDRAWING NUMBER

DRAWING LIST

S0-1.5

S0-1.6

S0-1.7

S0-1.8

S2-1.0

S2-2.0

S4-1.1

S4-1.2

S4-2.1

S4-3.1

S4-4.1

S7-1.1

S7-1.2

S8-1.1

S8-1.2

S8-2.1

ABBREVIATIONS, LEGENDS AND DRAWING LIST

GENERAL NOTES

GENERAL NOTES

GROUND PLAN

TAPESTRY ELEVATIONS

TAPESTRY SECTIONS AND DETAILS

CONCRETE SECTIONS AND DETAILS

CONCRETE SECTIONS AND DETAILS

TYPICAL FOUNDATION DETAILS AND SCHEDULE

TYPICAL CONCRETE DETAILS

BASEMENT/ FOUNDATION PLAN

SIZE

BAR

#18

#14

#11

#10

#9

#8

#7

#6

#5 f'c = 8,000 PSI

LD LT LSB LSBT

MEMORIAL SUPPORT BUILDING PLANS AND DETAILS

CANOPY PLANS AND DETAILS

S7-1.3 CONCRETE SECTIONS AND DETAILS

S7-1.4 CONCRETE SECTIONS AND DETAILS

TYPICAL STEEL DETAILS

DS1-1.1 STRUCTURE DEMOLITION KEY PLAN

DS2-1.1 COURTYARD DEMOLITION PLANS AND SECTIONS

DS2-1.2

DS2-1.3

UTILITY TUNNEL DEMOLITION PLANS AND SECTIONS

UTILITY TUNNEL DEMOLITION SECTIONS

S0-1.9

MEMORIAL BLOCK DETAILS

S0-1.10

CONCRETE SECTIONS AND DETAILSS7-1.5

S2-1.1 BASEMENT/ FOUNDATION PLAN - AREA 'A'

S2-1.2 BASEMENT/ FOUNDATION PLAN - AREA 'B'

S2-1.3 BASEMENT/ FOUNDATION PLAN - AREA 'C'

S2-1.4 BASEMENT/ FOUNDATION PLAN - AREA 'D'

S2-1.5 BASEMENT/ FOUNDATION PLAN - AREA 'E'

S2-1.6 BASEMENT/ FOUNDATION PLAN - AREA 'F'

S2-2.1 GROUND PLAN - AREA 'A'

S2-2.2 GROUND PLAN - AREA 'B'

S2-2.3 GROUND PLAN - AREA 'C'

S2-2.4 GROUND PLAN - AREA 'D'

S2-2.5 GROUND PLAN - AREA 'E'

S2-2.6 GROUND PLAN - AREA 'F'

S4-1.3 TAPESTRY SECTIONS AND DETAILS

S4-2.2

S4-2.3

S8-2.2 TYPICAL STEEL DETAILS

MEMORIAL SUPPORT BUILDING SECTIONS

MEMORIAL SUPPORT BUILDING SECTIONS

TAPESTRY LOAD MAPS

EXISTING LBJ PROMENADE LOAD MAP

S7-1.6 CONCRETE SECTIONS AND DETAILS

SUPPORT BUILDING LOAD MAPS

S2-2.4A

S2-2.5A

S2-2.6A

S4-1.4 TAPESTRY SECTIONS AND DETAILS

S4-1.5 TAPESTRY SECTIONS AND DETAILS

S8-1.3 TYPICAL CONCRETE DETAILS

GROUND PLAN - AREA 'D' SLAB OVERLAY TYPES

GROUND PLAN - AREA 'E' SLAB OVERLAY TYPES

GROUND PLAN - AREA 'F' SLAB OVERLAY TYPES

SS STAINLESS STEEL

S0-1.6-NDC07001

GENERAL NOTES

S0-1.6-NDC07001.DWG

:5

:5

P

M u s e r S f

M K

A

H Y

B R I D S

T R

U c f g P

D F F

S W

T S M

O N

O .P e J

E I S

E N

H O

W E

R \S

.6

N D

C .D d e l:

S

H E r s io n

JAT 36X48

SRT 12/14/2012

DWIGHT D. EISENHOWER MEMORIAL

NDC07001

DWIGHT D. EISENHOWER MEMORIAL

545 INDEPENDENCE AVENUE, SW

WASHINGTON, DC 20024

Gehry Partners AECOM Joint Venture

GS-11P-10-MK-C-0038

301 7th STREET S.W.

WASHINGTON, DC

20407-0001

C E

R T

IF

IC

A T

IO

N S

K

A N

R E

V

IS

T E

S

GENERAL SERVICES ADMINISTRATION

SHEET SIZE:

SHEET OF

DISCIPLINE SHEET TYPE SEQUENCE

DRAWING NO.

DRAWING TITLE

FILE NAME

CHECKED BY

DRAWN BY DATE DRAFTED:

PROJECT NO.

GSA PM

SUB. DATE

SUBMISSION

DESCRIPTION

PROJECT

TITLE

BUILDING NOs.

OTHER

BUILDING NO.

CITY/ST./ZIP

STREET

NAME

D R

A W

IN

G P

R O J E

C T

B U

IL

D

IN

G

SUB A/E

PRIME A/E

CONS. CONTR.

A/E CON. NO.

C O

N T

R A

C T

O R

S G

R A P

A L E

MARK DATE DESCRIPTION

FLOOR NO.

CONSTR. CON.

FACILITY CODE

PROJECT

A/E TASK NO.

CONS. WORK

PROJECT

MEMORIAL

DWIGHT D. EISENHOWER

LEAD ARCHITECT

T: 310-482-3000 F: 310-482-3006

LOS ANGELES, CA 90066

12541 BEATRICE ST.

GEHRY PARTNERS, LLP

DWIGHT D. EISENHOWER MEMORIAL

LANDSCAPE ARCHITECT

MEP/SECURITY/TELECOM/LEED

T: 703-682-4900 F: 703-682-4901

ARLINGTON, VA 22201

3101 WILSON BLVD, SUITE 900

AECOM DESIGN

ENVIRONMENTAL HAZARD

T: 410-884-9280 F: 410-884-9271

COLUMBIA, MD 21046

8320 GUILFORD ROAD, SUITE L

AECOM

CIVIL

T: 703-340-3100 F: 703-340-3101

ARLINGTON, VA 22201

2101 WILSON BLVD, SUITE 800

AECOM

STRUCTURAL

T: 206-292-1200 F: 206-292-1201

SEATTLE, WA 98101

1301 FIFTH AVE, SUITE 3200

MAGNUSSON KLEMENCIC ASSOCIATES (MKA)

AUDIO VISUAL

T: 212-764-5630 F: 212-764-5632

NEW YORK, NY 10018

266 WEST 37TH ST, 10TH FLOOR

AUERBACH POLLOCK FRIEDLANDER

EXHIBIT DESIGN

T: 212-989-3993 F: 212-673-4061

NEW YORK, NY 10003

111 5TH AVE

ESI DESIGN

GEOTECHNICAL

T: 703-726-8030 F: 703-726-8032

ASHBURN, VA 20147

19955 HIGHLAND VISTA DR, SUITE 170

GEOCONCEPTS ENGINEERING, INC

ACOUSTICS

T: 703-506-0005 F: 703-506-0009

RESTON, VA 20191

12040 SOUTH LAKES DRIVE, #104

MILLER, BEAM & PAGANELLI, INC

T: 703-682-4900 F: 703-682-4901

ARLINGTON, VA 22201

3101 WILSON BLVD, SUITE 900

AECOM/NCR

LOCAL ARCHITECT

LIGHTING DESIGN

T: 212-255-4463 F: 212-255-8346

NEW YORK, NY 10012

295 LAFAYETTE ST, SUITE 915

L'OBSERVATOIRE INTERNATIONAL

AECOM Joint Venture Gehry Partners

EISENHOWER MEMORIAL COMMISSION

1629 K Street, NW Suite 801 WASHINGTON, DC 20006

02/08/2016

GS-11P-12-MK-C-0005

T: 703-682-4900 F: 703-682-4901

ARLINGTON, VA 22201

3101 WILSON BLVD, SUITE 900

AECOM

A B C

D E F

INDEPENDENCE AVE.

T

H S

T R

E E

T

T

H S

T R

E E

T

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.

ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. 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.

BUILDING CODE INTERNATIONAL BUILDING CODE (IBC),

ACI 318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE,"

REQUIREMENTS FOR MASONRY STRUCTURES,"

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION,

"SPECIFICATION FOR STRUCTURAL JOINTS USING

AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION,

SUPPLEMENT NO. 1

AISC 360 AMERICAN INSTITUTE OF STEEL CONSTRUCTION,

"SPECIFICATION FOR STRUCTURAL STEEL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

(ASTM INTERNATIONAL)

AWS A2.4 AMERICAN WELDING SOCIETY, "SYMBOLS FOR

WELDING AND NONDESTRUCTIVE TESTING,"

1998 EDITION

AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURAL

WELDING CODE - STEEL," 2006 EDITION

AWS D1.4 AMERICAN WELDING SOCIETY, "STRUCTURAL

WELDING CODE - REINFORCING STEEL,"

1998 EDITION

AWS D1.8 AMERICAN WELDING SOCIETY, "STRUCTURAL

WELDING CODE - SEISMIC SUPPLEMENT,"

2005 EDITION

ICC INTERNATIONAL CODE COUNCIL, INTERNATIONAL

CODE COUNCIL - EVALUATION SERVICES (ICC-ES)

MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE,

AND SELECTION OF CONCRETE MATERIALS, SHALL CONFORM TO ACI 301,

"SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS," 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.

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.

MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT 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 SIZE OF AGGREGATE SHALL BE AS LISTED BELOW. 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.

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 AIR MAX

MIN AGE W/C CONTENT AGGREGATE

LOCATION (PSI) (DAYS) RATIO PERCENT SIZE

CONCRETE, CURBS,

SIDEWALKS

EXTERIOR EXPOSED 4,000 28 0.45 4.5 1"

SLABS ON GRADE

INTERIOR SLABS 4,000 28 0.50 - 1"

ON GRADE

CONCRETE ON 4,000 28 0.44 - ƒ"

STEEL DECK

AND SLABS

CONCRETE PLACED IN MONOLITHIC PLACEMENTS WHERE THE MINIMUM OF ALL

THREE DIMENSIONS EXCEEDS 4'-0" SHALL BE CONSIDERED "MASSIVE CONCRETE"

AND SHALL BE SUBJECT TO THE APPLICABLE REQUIREMENTS OF ACI 301,

ASTM C150 TYPE III CEMENT IS PROHIBITED. UNLESS OTHERWISE SPECIFIED,

USE MODERATE OR LOW HEAT OF HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT

WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR PORTLAND CEMENT

WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG.

ADDITIVES CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED

RETARDING, RETARDING HIGH-RANGE WATER REDUCING, OR RETARDING

PLASTICIZING ADMIXTURE SHALL BE USED.

THE TEMPERATURE OF CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED

90 DEGREES FAHRENHEIT PER ASTM C94. THE AMBIENT TEMPERATURE AT TIME

OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT OR BE LESS THAN

35 DEGREES FAHRENHEIT. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING

SHALL NOT EXCEED 160 DEGREES FAHRENHEIT. CONFORM TO THE REQUIREMENTS

OF ACI 305.1 AND ACI 306.1 FOR HOT-WEATHER AND COLD-WEATHER

CONCRETING, RESPECTIVELY. IF COOLING METHODS ARE EMPLOYED, THEY SHALL

NOT INCREASE THE WATER-CEMENT RATIO OR SLUMP BEYOND ALLOWABLE LIMITS.

THE CONCRETE SHALL BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE

DROP DOES NOT EXCEED 20 DEGREES FAHRENHEIT IN ANY 24-HOUR PERIOD AFTER

PLACEMENT.

SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND TEST RESULTS

INCLUDING HEAT OF HYDRATION TEST DATA TO THE ENGINEER BEFORE

CONSTRUCTION OF MASSIVE CONCRETE.

ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS

NOTED OTHERWISE. BARS SHALL BE SECURELY TIED IN PLACE WITH #16

DOUBLE-ANNEALED IRON WIRE. BARS SHALL BE SUPPORTED ON ACCEPTABLE

CHAIRS. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE

ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING OF REINFORCED CONCRETE

STRUCTURES." 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

ARCHITECT/ENGINEER BEFORE STARTING FABRICATION.

NO REINFORCING BARS SHALL BE SPLICED BY WELDING. AT THE CONTRACTOR'S

OPTION, MECHANICAL BUTT SPLICING USING AN EXOTHERMIC WELDING PROCESS

AND HIGH-STRENGTH SLEEVES OR MECHANICAL CONNECTION SPLICING MAY BE

USED, PROVIDED THAT THE MECHANICAL SPLICES SHALL HAVE A CURRENT ICC-ES

REPORT DEMONSTRATING THAT THE PRODUCT CAN ACHIEVE A MINIMUM TENSILE

STRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR.

SPLICE DEVICES SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

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

OTHERWISE ON THE DRAWINGS. #14 AND #18 BARS SHALL BE SPLICED USING

MECHANICAL COUPLINGS TO SPLICED BARS REGARDLESS OF SIZE. ACCEPTABLE

COUPLINGS ARE LENTON REINFORCING STEEL COUPLERS (ICC-ES ER-3967). #14

AND #18 BARS SHALL NOT BE LAP SPLICED.

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. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:

ALL SIZES: 3 INCHES

2. CONCRETE EXPOSED TO EARTH OR WEATHER:

#5 BAR OR SMALLER: 1• INCHES

#6 BAR OR LARGER: 2 INCHES

3. OTHER CONCRETE:

WALLS - INTERIOR FACE:

#14 AND #18 BARS: 1• INCHES

#11 BARS AND SMALLER: ƒ INCH

SLABS:

#14 AND #18 BARS: 1• INCHES

#11 BARS AND SMALLER: ƒ INCH

BEAMS AND COLUMNS - TIES, STIRRUPS, SPIRALS:

INTERIOR FRAMES: 1• INCHES

EXTERIOR FRAMES: 2 INCHES

WELDED WIRE FABRIC (WWF) SHALL BE ELECTRICALLY WELDED AND CONFORM TO

ASTM A185. AN 8-INCH MINIMUM LAP SHALL BE PROVIDED FOR SIDE AND END

LAPS. WELDED WIRE FABRIC SHALL BE SUPPORTED ON APPROVED CHAIRS.

REFER TO ARCHITECTURAL DRAWINGS FOR FINISH REQUIREMENTS, REVEALS,

OPENINGS, DETAILS, AND DIMENSIONS NOT SHOWN. HORIZONTAL PRECAST

MEMBERS SHALL BE CAST, STRESSED, TRANSPORTED, AND ERECTED IN A

HORIZONTAL, UPRIGHT POSITION. SUPPORTS DURING TRANSPORTATION AND

ERECTION SHALL APPROXIMATE THOSE IN THE FINAL STRUCTURE. WHERE

NECESSARY, THE CONTRACTOR SHALL PROVIDE AND INSTALL ADDITIONAL

REINFORCING (STEEL STIFFENERS, BRACING, LIFTING INSERTS, ETC) TO

RESIST ERECTION AND TRANSPORTATION STRESSES. LIFTING INSERTS SHALL BE

INSTALLED AT LOCATIONS WHERE THEY WILL BE HIDDEN BY CONSTRUCTION OR

OTHERWISE COVERED. FINISH ALL PANELS WHICH WILL BE COVERED WITH

TOPPING SLABS WITH ROUGH SCREED FINISH TO ENSURE BONDING OF THE

APPLIED CONCRETE. SUBMIT DETAILED SHOP DRAWINGS OF ALL PRECAST

CONCRETE WORK TO THE ARCHITECT FOR REVIEW BEFORE STARTING FABRICATION.

ALL PRECAST CONCRETE CONNECTIONS (PLATES, ANGLES, ETC) SHALL BE

GALVANIZED STEEL. REMOVE GALVANIZING WHERE FIELD WELDING IS REQUIRED,

AND PAINT FIELD WELDS WITH ONE COAT OF "GALVACON" OR APPROVED EQUAL.

SEE SHEAR STUD CONNECTORS NOTE FOR STUDS WELDED TO CONNECTIONS. FIELD

WELDING SHALL BE DONE BY AWS-CERTIFIED WELDERS IN ACCORDANCE WITH

AWS D1.1.

ALL CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH THE

TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL DRAWINGS

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

SLABS, BEAMS, AND GIRDERS SHALL BE SUBMITTED TO THE STRUCTURAL

ENGINEER FOR REVIEW BEFORE STARTING CONSTRUCTION.

ALL CONSTRUCTION JOINTS FOR SLABS ON DECK SHALL BE IN ACCORDANCE WITH

THE TYPICAL SLAB ON DECK CONSTRUCTION JOINT DETAIL SHOWN ON THE

EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS,

BEAMS, OR GIRDERS SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS

APPROVED BY THE ENGINEER.

ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE

ANCHORS OF SIZE, NUMBER, AND SPACING AS SHOWN ON THE DRAWINGS. HOLES

SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE INSTALLED IN STRICT

ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND AN

APPROVED ICC-ES REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN

ACCORDANCE WITH THE GENERAL NOTES AND THE APPROVED ICC-ES REPORT.

WHERE A SPECIFIC TYPE OF ANCHORAGE IS SPECIFIED ON THE DRAWINGS,

SUBSTITUTION FOR A DIFFERENT TYPE OF ANCHORAGE (INCLUDING SUBSTITUTING

FOR CAST-IN-PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR

WRITTEN APPROVAL.

ACCEPTABLE MECHANICAL ANCHORS SHALL BE AS FOLLOWS: HILTI "KWIK BOLT

TZ" CARBON AND STAINLESS STEEL EXPANSION ANCHOR (ICC-ES ESR-1917),

SIMPSON STRONG-TIE "STRONG-BOLT" WEDGE ANCHOR (ICC-ES ESR-1771), OR

APPROVED ALTERNATIVE WITH A CURRENT ICC-ES REPORT INDICATING THAT THE

ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE.

UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR

EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE

NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, AND MINIMUM ANCHOR

SPACING SHALL BE 8 ANCHOR DIAMETERS.

STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND

WHERE SPECIFICALLY INDICATED ON THE DRAWINGS. NO STEEL REINFORCEMENT

SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLES SHALL

BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE

ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL

ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE

ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF

ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE.

ACCEPTABLE ADHESIVE (EPOXY) ANCHORS SHALL BE AS FOLLOWS: HILTI

"HIT-RE 500-SD" ADHESIVE ANCHOR (ICC-ES ESR-2322), SIMPSON STRONG-TIE

"SET-XP" ADHESIVE ANCHOR (ICC-ES ESR-2508), OR APPROVED ALTERNATIVE

WITH A CURRENT ICC-ES REPORT INDICATING THAT THE ANCHOR IS PERMITTED

FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED

OTHERWISE, ANCHORS SHALL BE ASTM A36 THREADED ROD OR ASTM A615,

GRADE 60 REINFORCING STEEL DOWELS.

UNLESS NOTED OTHERWISE ON THE DRAWINGS, MINIMUM EFFECTIVE ANCHOR

EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE

NEAREST CONCRETE EDGE SHALL BE 6 ANCHOR DIAMETERS, AND MINIMUM ANCHOR

SPACING SHALL BE 6 ANCHOR DIAMETERS.

HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD

TO PRODUCE A HOLE WITH A ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS

NOT PERMITTED. NO REINFORCING SHALL BE CUT TO INSTALL ADHESIVE

ANCHORS. THE TWO-PART ADHESIVE SHALL BE MIXED, APPLIED, AND CURED IN

STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION

INSTRUCTIONS IN THE ICC-ES REPORT. ALL PLACEMENT AND CURING SHALL BE

CONDUCTED WITH CONCRETE AND AIR TEMPERATURES ABOVE 50 DEGREES

FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONCRETE.

POSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT

DISTURBED DURING THE CURING PERIOD. DEFECTIVE OR ABANDONED HOLES

SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESIVE

MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE

STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND

COLUMNS. THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A

COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT

CONCRETE.

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.

ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC

CONDUIT. ALUMINUM CONDUIT IS PROHIBITED.

FOR CONDUIT PLACED IN CONCRETE FLAT SLABS OR SLABS THAT ARE PART OF A

CONCRETE SLAB AND BEAM SYSTEM, CONDUIT SHALL HAVE A MAXIMUM OUTSIDE

DIAMETER OF 1/6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDED

WITHIN THE MIDDLE THIRD OF THE SLAB DEPTH. MINIMUM CLEAR DISTANCE

BETWEEN CONDUITS SHALL BE THREE TIMES THE CONDUIT DIAMETER.

FOR CONDUIT PLACED IN SLABS ON STEEL DECKING, CONDUIT SHALL ONLY RUN

IN THE STEEL DECK FLUTES PER THE TYPICAL CONDUIT IN SLAB ON STEEL DECK

DETAIL. CONDUIT SHALL NOT BE PLACED ABOVE DECK FLUTES IN EITHER

DIRECTION. THIS CONDUIT SHALL ROUTE UNDER THE SLAB ON METAL DECK OR

AN ALTERNATIVE LOCATION WHICH SHALL BE COORDINATED BY THE CONTRACTOR

WITH THE ARCHITECT AND OTHER TRADES.

FOR CONDUIT PLACED IN SLABS ON STEEL DECKING, CONDUIT SHALL RUN IN THE

STEEL DECK FLUTES PER THE TYPICAL CONDUIT IN SLAB ON STEEL DECK

DETAIL. CONDUIT PLACED ABOVE DECK FLUTES SHALL HAVE A MAXIMUM OUTSIDE

DIAMETER OF 1 INCH, SHALL HAVE A MINIMUM OF ƒ INCH OF CONCRETE

COVER ABOVE AND BELOW THE CONDUIT, AND SHALL NOT CROSS ANY OTHER

CONDUIT ABOVE DECK FLUTES. MINIMUM SPACING OF CONDUITS SHALL BE

18 INCHES.

CONDUIT SHALL BE FIRMLY CHAIRED AND TIED TO PREVENT DISPLACEMENT

DURING POURING. PLACE #4 AT 12 INCHES ADDITIONAL REINFORCING ABOVE

CONDUIT RUNNING ABOVE STEEL DECK FLUTES AND ABOVE AND BELOW CONDUIT IN

CONCRETE SLABS, PERPENDICULAR TO THE CONDUIT. THE ADDED REINFORCING

SHALL EXTEND 1'-0" PAST THE CONDUIT ON BOTH SIDES.

ALL STEEL SHALL CONFORM TO THE FOLLOWING:

W-SHAPES ASTM A992, Fy=50 KSI

ASTM A913, Fy=50 KSI

ALL ANGLES AND CHANNELS ASTM A36, Fy=36 KSI

UNLESS NOTED OTHERWISE

SQUARE OR RECTANGULAR ASTM A500, GRADE B,

STRUCTURAL TUBE (HSS) Fy=46 KSI

ROUND STRUCTURAL TUBE (HSS) ASTM A500, GRADE B,

Fy=42 KSI

STEEL PIPE DIAMETER LESS ASTM A53, TYPE E OR S,

THAN OR EQUAL TO 12 INCHES GRADE B, Fy=35 KSI

MATERIAL CALLED OUT ON ASTM A36, Fy=36 KSI

PLANS AS (A36)

MATERIAL CALLED OUT ON ASTM A913, Fy=65 KSI

PLANS AS (Fy=65 KSI)

ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSI

NOTED OTHERWISE ASTM A588, Fy=50 KSI

ASTM A441, Fy=50 KSI

GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL

CONNECTIONS UNLESS NOTED OTHERWISE.

ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP

DRAWINGS SHALL BE SUBMITTED AND REVIEWED BY THE ARCHITECT/ENGINEER

BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND OTHER

DIMENSIONAL TOLERANCE FOR BUILT-UP MEMBERS SHALL BE PER AWS D1.1.

FOR ASTM A6 HOT-ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE

THICKNESS OF 2 INCHES OR GREATER, CHARPY V-NOTCH TESTING SHALL BE

PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S30 WITH

A MINIMUM VALUE OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT.

EXCEPTIONS SHOWN IN THE AISC SPECIFICATION SECTION A3.1C MAY BE USED

FOR MEMBERS THAT ARE NOT PART OF THE SEISMIC LOAD-RESISTING SYSTEM.

IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.1C,

HOT-ROLLED SHAPES THAT ARE PART OF THE SEISMIC LOAD-RESISTING SYSTEM

WITH FLANGES OF 1• INCHES AND THICKER SHALL HAVE A MINIMUM CHARPY

V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT TESTING

IN THE ALTERNATE CORE LOCATIONS AS DESCRIBED IN ASTM A6 SUPPLEMENTARY

REQUIREMENT S30. PLATES OF 2 INCHES AND THICKER SHALL HAVE A MINIMUM

CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 70 DEGREES FAHRENHEIT

MEASURED AT ANY LOCATION PERMITTED BY ASTM A673.

STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM

DECK SPAN LOCATION UNLESS NOTED OTHERWISE. MINIMUM CONNECTIONS SHALL

BE A TWO-BOLT CONNECTION USING ‡-INCH-DIAMETER A325 BOLTS IN

SINGLE SHEAR. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED,

AND INSPECTED IN ACCORDANCE WITH THE AISC SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS. THE CRITERIA FOR SLIP-CRITICAL

CONNECTIONS SHALL APPLY TO ALL CONNECTIONS UNLESS NOTED OTHERWISE AS

SNUG-TIGHT. BOLTS IN CONNECTIONS OF BEAM-TO-BEAM/GIRDER MAY BE SNUG

TIGHT, UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL (SC). WHERE

CONNECTIONS ARE NOTED AS SNUG-TIGHT, THE CONTRACTOR MAY INSTALL PER

THE CRITERIA FOR SNUG-TIGHT BOLTS. SLIP-CRITICAL CONNECTIONS SHALL

USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307

BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING

NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS NOTED OTHERWISE.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF

OPTIONAL DETAILS SHOWN ON THE DRAWINGS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT

INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND

OTHER AIDS.

STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4

SYMBOLS. ALL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND IN

ACCORDANCE WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM

SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE

THICKNESS. THE MINIMUM WELD SIZE SHALL BE ‰ INCH. FIELD WELDING

SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE

SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO

FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY

TO COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT

PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE

THROAT THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN

ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM

70 KSI). LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF

OPENING THEIR HERMETICALLY SEALED CONTAINERS, OR SHALL BE REDRIED PER

AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REDRIED NO MORE THAN ONE

TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED.

ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN

WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. ALL WELDING

PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S

RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S

TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION.

COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND

THE SPECIAL INSPECTOR.

ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED

UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO

‚ INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. REDUCTION IN

TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL

OF THE ENGINEER.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND

WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED

ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS,

COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL

PARTS.

ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 1A THREADS, UNLESS

NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING

DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH

HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR

SECURING THE BASE PLATE TO THE ANCHOR RODS. 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 DOUBLE NUT, 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 EXCEPT AFTER EVALUATION BY THE

CONTRACTOR'S ERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD

NUTS SHALL BE INSTALLED TO A SNUG-TIGHT CONDITION. NO HEATING OR

BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE MATERIAL

SHALL NOT BE ENLARGED BY BURNING.

FLOOR SLABS SHALL BE CONSTRUCTED TO THE ELEVATIONS SHOWN ON THE

STRUCTURAL DRAWINGS. REFER TO THE SPECIFICATIONS FOR FLOOR

TOLERANCES. THE CONTRACTOR SHALL INCLUDE THE QUANTITIES OF THE ADDED

CONCRETE DUE TO THE STEEL DECK DEFLECTION. DESIGN CAMBER SHOWN FOR

THE STEEL BEAMS HAS BEEN CALCULATED BASED ON THE DEFLECTION OF THE

BEAM DUE TO THE WEIGHT OF THE STEEL AND CONCRETE SLAB.

MINIMUM SLAB REINFORCING IS WWF 6x6-W2.9xW2.9, UNLESS NOTED OTHERWISE.

ALL SHEAR CONNECTOR STUDS SHALL BE ƒ INCH IN DIAMETER UNLESS NOTED

OTHERWISE. ACCEPTABLE TYPES SHALL BE "TRU-WELD" (ICC-ES ER-3741) OR

"NELSON" (ICC-ES ER-2614). SHEAR CONNECTOR STUDS SHALL BE

AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED

BY MANUFACTURER OF STUDS. STEEL STUD MATERIAL, WELDING, AND

INSPECTION SHALL BE IN ACCORDANCE WITH AWS D1.1. SHEAR STUDS SHALL BE

PLACED AT A MAXIMUM SPACING OF 2'-0" ON CENTER FOR ALL BEAMS

SUPPORTING A STEEL DECK WITH CONCRETE FILL OR A CAST-IN-PLACE CONCRETE

SLAB. THIS SPACING SHALL ALSO APPLY WHEN THE NUMBER OF STUDS IS NOT

INDICATED ON THE PLANS. SEE "SHEAR STUD PLACEMENT" FOR LAYOUT

CRITERIA. STEEL DECK SHOP DRAWINGS DETAILING THE SHEAR STUD PLACEMENT

SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE INSTALLATION.

THE STEEL DECK SHALL BE OF DEPTH SHOWN ON THE STRUCTURAL DRAWINGS.

GAGE OF DECK SHALL BE DETERMINED BY THE CONTRACTOR BASED ON THE SPAN

CONDITIONS, SHORING REQUIREMENTS, CONSTRUCTION LOADS, DEFLECTION

REQUIREMENTS, AND THE SUPERIMPOSED LOADS SHOWN ON THE DRAWINGS, LOAD

DIAGRAMS, AND NOTES. MINIMUM GAGE IS 20. MAXIMUM DEAD LOAD

DEFLECTION IS ƒ INCH OR L/180. WRITTEN VERIFICATION OF

CONFORMANCE FOR ALL CONDITIONS IN THE STRUCTURE SHALL BE SUBMITTED FOR

ACCEPTANCE PRIOR TO FABRICATION. THE CAPACITIES OF THE DECK SHALL BE

BASED ON CURRENT ICC-ES REPORTS. SHOP DRAWINGS SHALL BE SUBMITTED

SHOWING DECK GAGE, LAYOUT, FASTENING, STUD LAYOUT, AND CLOSURES. IF

ANY SHORING IS TO BE USED, IT SHALL BE APPROVED BY THE GENERAL

CONTRACTOR AND SHALL BE SHOWN ON THE SHOP DRAWINGS. UNITS SHALL SPAN

OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE

FRAMING DOES NOT PERMIT. THE AISI SPECIFICATIONS SHALL GOVERN THE

DESIGN OF ALL DECK UNITS. STEEL DECK AND ALL OF ITS FLASHINGS 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.

CONCRETE BONDING-TYPE UNITS SHALL BE FORMED WITH DEFORMATIONS TO

PROVIDE AN INTERLOCK BETWEEN THE CONCRETE AND STEEL. UNLESS SHOWN

OTHERWISE, UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE ENDS

OF THE UNITS AND AT INTERMEDIATE SUPPORTS AT 12 INCHES ON CENTER WITH

ƒ-INCH-DIAMETER PUDDLE WELDS; WHERE TWO UNITS ABUT, EACH UNIT

SHALL BE SO FASTENED TO THE STEEL SUPPORTS. THE SIDE LAPS OF ADJACENT

UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY 1•-INCH TOP SEAM WELDS

AT 2'-0" ON CENTER OR BUTTON PUNCHED AT 2'-0" ON CENTER. DECK UNITS

SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES BY

ƒ-INCH-DIAMETER PUDDLE WELDS AT 1'-0" ON CENTER. ƒ-INCH-

DIAMETER SHEAR STUDS WELDED THROUGH DECK MAY BE USED IN PLACE OF

ƒ-INCH-DIAMETER PUDDLE WELDS. DESIGN AND PROVIDE FLASHING AND

CLOSURE PLATES AT WALL ENDS OF ALL UNITS, AROUND COLUMNS, AND AT ALL

PERIMETER LOCATIONS REQUIRING CLOSURE. COORDINATE ALL CLOSURES WITH

ELEVATOR, STAIR, ESCALATOR AND OTHER ARCHITECTURAL DETAILS. THE DECK

INSTALLATION, WHEN COMPLETE, SHALL BE READY TO RECEIVE CONCRETE.

STEEL DECK TYPES SHALL BE VERCO TYPE W, ASC TYPE W, OR APPROVED EQUAL.

LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH

SECTION 1605 OF THE BUILDING CODE.

LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS.

SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN

ACCORDANCE WITH THE BUILDING CODE (SECTION 1608).

GROUND SNOW LOAD: Pg = 25 PSF

IMPORTANCE FACTOR: Is = 1.0

WIND LOADS AT BUILDING: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE

BUILDING CODE (SECTION 1609) ADJUSTED TO ACCOMMODATE A RECURRENCE

INTERVAL OF 100 YEARS.

EXPOSURE: B

IMPORTANCE FACTOR: Iw = 1.0

ENCLOSURE CLASSIFICATION: RANGER STATION: ENCLOSED

INTERNAL PRESSURE COEFFICIENT: RANGER STATION: GCpi = 0.18

SEISMIC LOADS:…