H.08 W912HN21B3004 Drawings Vol-3.pdf

BARBINA.SEAN.ERIC.1556536194 Digitally signed by BARBINA.SEAN.ERIC.1556536194 Date: 2021.03.26 06:56:06 -04'00'

FUNK.TROY.ALAN.1039429256 Digitally signed by FUNK.TROY.ALAN.1039429256 Date: 2021.03.26 07:18:49 -04'00'

HENDREN.TRACY.LEE.1229932868

2021.03.26 08:41:47 -04'00'

A N

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E L E

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O L P

O

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M E O

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A T

C H F

A C

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SHEET ID

READY TO ADVERTISE (RTA)

F

IL

E N

A M

E

B

C

D

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F

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2 3 4 5 6 7 8 9 10

S O

L

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®of Engineers

US Army Corps k6enxjlh

02-MAR-2021 06:00

C:\Users\k6enxjlh\Desktop\Projects\ProjectWise_Projects\Sey0144\05_W912HN-##-#-####\PDF\Volume 3\GI001V3.dgn

C A

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G-001 COVER SHEET

GI001 INDEX OF DRAWINGS

GI002 GENERAL NOTES, ABBREVIATIONS

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

SB101 FOUNDATION AND SLAB PLAN

SB501 FOUNDATION, SLAB AND CMU DETAILS

SB502 FOUNDATION AND CMU DETAILS

SF101 FLOOR AND ROOF FRAMING PLAN

SF501 FLOOR AND ROOF FRAMING DETAILS

A-101 FIRST FLOOR PLAN & FINISH SCHEDULE

A-102 ROOF PLANS

A-103 OVERWATCH REFLECTED CEILING PLAN

A-201 OVERWATCH ELEVATIONS

A-310 WALL SECTIONS

A-510 ROOF/MISC DETAILS

A-602 DOOR/WINDOW DETAILS

A-800 LIFE SAFETY ANALYSIS/PLAN

F-001 FIRE PROTECTION LEGEND AND GENERAL NOTES

M-001 HVAC LEGEND

MH101 HVAC FLOOR PLAN

MH301 HVAC SECTIONS

MH501 HVAC DETAILS

MH502 HVAC DETAILS

MH503 HVAC DETAILS

MH601 HVAC SCHEDULES

MI801 HVAC CONTROLS LEGEND

MI802 DUCTLESS SPLIT SYSTEM CONTROLS

E-001 LEGEND AND NOTES

EL101 OVERWATCH LIGHTING PLAN

EL501 LIGHT FIXTURE SCHEDULE AND DETAILS

EL601 LIGHTING CONTROL SCHEDULES AND DIAGRAMS

EP101 OVERWATCH POWER PLAN

EP601 POWER ONE-LINE DIAGRAM

EP602 PANEL SCHEDULES

EY101 OVERWATCH SPECIAL SYSTEMS PLAN

EY501 SPECIAL SYSTEMS DETAILS

EG501 GROUNDING DETAILS

T-001 COMMUNICATIONS LEGEND AND GENERAL NOTES

TN101 OVERWATCH TELECOMMUNICATIONS PLAN

TN501 COMMUNICATIONS DETAILS

SHEET ID.

INDEX OF DRAWINGS

D E

S C

R

IP

T

IO

N

W

O G

L E

T H

O R

P E A

V E

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

S A

V A

N N

A H D

IS

T R

IC

T

S A

V A

N N

A H

G A

SHEET ID.

TITLESHEET ID.

TITLETITLE

SHEET LOGICMATERIALS

EARTH

DRAWING ABBREVIATIONS GENERAL NOTES

C (cont) ---------------------

CORR CORRIDOR

CP CONCRETE PIPE

CPT CARPET

CR CONTROL ROOM

CS CAST STONE

CSWK CASEWORK

CT CERAMIC TILE

CTB CERAMIC TILE BASE

CTF CERAMIC TILE FLOOR

CTR CENTER

CU FT CUBIC FEET

CW CASEMENT WINDOW

D ---------------------

D DEPTH

D LABEL CLASS D DOOR

DBL DOUBLE

DEMO DEMOLITION

DEPT DEPARTMENT

DET DETAIL

DF DRINKING FOUNTAIN

DIA DIAMETER

DIR DIRECTION

DIST DISTANCE

DOC DOCUMENT

DR DOOR

DS DOWNSPOUT

E ---------------------

E LABEL CLASS E DOOR

EA EACH

EF EACH FACE

EIFS EXTERIOR INSULATION

AND FINISH SYSTEM

EJ EXPANSION JOINT

ES EACH SIDE

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

ENTR ENTRANCE

EPS EXPANDED POLYSTYRENE

EQ EQUAL

EWC ELECTRIC WATER COOLER

EXP EXPOSED, EXPANSION

EXT EXTERIOR, EXTINGUISHER

EXT GR EXTERIOR GRADE

F ---------------------

FA FIRE ALARM

FAAP FIRE ALARM ANNUNCIATOR

PANEL

FAS BD FASCIA BOARD

FCO FLOOR CLEANOUT

FD FLOOR DRAIN

FDTN FOUNDATION

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

FED FEDERAL

FF FINISH FLOOR

FFE FINISH FLOOR ELEVATION

FF INSUL FOIL BACKED INSULATION

FGL FIBERGLASS

FH FIRE HOSE

FHP FULL HEIGHT PARTITION

FIN FINISH

FIN BS FINISH BOTH SIDES

FIN FLR FINISH FLOOR

FIN GR FINISH GRADE

FIXT FIXTURE

FLDG FOLDING

FLEX FLEXIBLE

FLG FLOORING

FLMT FLUSH MOUNT

FLR FLOOR

FM FACTORY MUTUAL

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FR FIRE RESISTANT

FRG FIBER REINFORCED GYPSUM

FRMG FRAMING

FRP FIBERGLASS REINFORCED

PLASTIC

FRTW FIRE RETARDANT TREATED

WOOD

FS FEDERAL SPECIFICATION

FSTNR FASTENER

FT FEET

FTG FOOTING

FWC FABRIC WALLCOVERING

G ---------------------

G NATURAL GAS

GALV GALVANIZED

GB GRAB BAR

GEJ GUTTER EXPANSION JOINT

G (cont) ---------------------

GFCI GOVERNMENT FURNISHED

CONTRACTOR INSTALLED

GFGI GOVERNMENT FURNISHED

GOVERNMENT INSTALLED

GFRG GLASS-FIBER-REINFORCED

GYPSUM

GLZ GLAZING

GR FL GROUND FLOOR

GUT GUTTER

GWB GYPSUM WALL BOARD

GYP BD GYPSUM BOARD

GYP PLAS GYPSUM PLASTER

H ---------------------

HB HOSE BIBB

HC HANDICAPPED

HDPE HIGH DENSITY POLYETHYLENE

HDW HARDWARE

HDWD HARDWOOD

HEPA HIGH EFFICIENCY PARTICULATE

AIR (FILTER)

HM HOLLOW METAL

HMD HOLLOW METAL DOOR

HORIZ HORIZONTAL

HR HOUR

HT HEIGHT

HYDR HYDRAULIC

I ---------------------

IBC INTERNATIONAL BUILDING

CODE

INSUL INSULATION

INT INTERIOR

ILO IN LIEU OF

J ---------------------

JAN JANITOR

JT JOINT

K ---------------------

KPD KEYPAD

KIT KITCHEN

KPL KICKPLATE

L ---------------------

LAM LAMINATE

LAV LAVATORY

LBR LUMBER

LBS POUND

LDG LANDING

LF LINEAR FEET (FOOT)

LG LIGHT GAUGE

LIB LIBRARY

LIN LINEAR

LKR LOCKER

LOC LOCATION

LT LIGHT

LVDR LOUVER DOOR

LVR LOUVER

M ---------------------

MACH RM MACHINE ROOM

MATL MATERIAL

MAX MAXIMUM

MC MOISTURE CONTENT

MD METAL DECK

MECH MECHANICAL

MECH RM MECHANICAL ROOM

MEMB MEMBRANE

MF MILL FINISH

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM, MINUTE

MIRR MIRROR

MISC MISCELLANEOUS

MLDG MOLDING (MOULDING)

MO MASONRY OPENING

MOD MODIFY

MB MOISTURE BARRIER

MTD MOUNTED

MTG MOUNTING

MTL METAL

MVBL MOVABLE

MWP MEMBRANE WATERPROOFING

N ---------------------

N NORTH

NA NOT APPLICABLE

NFPA NATIONAL FIRE PROTECTION

ASSOCIATION

NIC NOT IN CONTRACT

NO NUMBER

N (cont) ---------------------

NOM NOMINAL

NP NO PAINT

NRC NOISE REDUCTION COEFFICIENT

NTS NOT TO SCALE

O -------------------

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OFD OVERFLOW DRAIN

OFF OFFICE

OGL OBSCURE GLASS

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OPQ OPAQUE

OWSJ OPEN WEB STEEL JOIST

OPR OPERABLE

ORD OVERFLOW ROOF DRAIN

ORIG ORIGINAL

P --------------------

PA PUBLIC ADDRESS

PAR PARAPET

PAT PATTERN

PB PULL BOX

PBD PARTICLEBOARD

PCC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PCT PERCENT

PERF PERFORATED

PERIM PERIMETER

PH PHASE

PIL PILASTER

PL PROPERTY LINE

PL GL PLATE GLASS

PLAM PLASTIC LAMINATE

PLAS PLASTER

PLBG PLUMBING

PLG PILING

PLYWD PLYWOOD

PNL PANEL

PP PL PUSH/PULL PLATE

PR PAIR

PRCST PRECAST

PREFIN PREFINISHED

PRKG PARKING

PS CONC PRESTRESSED CONCRETE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

PTD PAPER TOWEL DISPENSER

PTDR PAPER TOWEL DISPENSER

AND RECEPTACLE

PTN PARTITION

PWR POWER

Q --------------------

QT QUARRY TILE

QTY QUANTITY

R --------------------

RB RESILIENT BASE

RBM REINFORCED BRICK MASONRY

RBR RUBBER

RC REINFORCED CONCRETE

RCP REFLECTED CEILING PLAN

RD ROOF DRAIN

RDG INS RIGID INSULATION, SOLID

REC RECESSED

REF REFERENCE

REM REMOVABLE

REP REPAIR

REPL REPLACE

REQ REQUIRE

REQD REQUIRED

RESIL RESILIENT

REST RESTROOM

RF RESILIENT FLOORING

RFG ROOFING

RH ROOF HATCH

RHR RIGHT HAND REVERSE

RL ROOF LEADER

RLG RAILING

RM ROOM

RO ROUGH OPENING

RSD ROLLING STEEL DOOR

RV ROOF VENT

RVL REVEAL

S --------------------

SB SPLASH BLOCK

SCHED SCHEDULE

SD SMOKE DETECTOR

S (cont) --------------------

SF SQUARE FOOT (FEET)

SFTWD SOFTWOOD

SGL SINGLE

SHT MTL SHEET METAL

FLASH (FLASHING)

SHTHG SHEATHING

SHV SHELVING

SIM SIMILAR

SJ SCORED JOINT

SKLT SKYLIGHT

SLNT SEALANT

SMK SMOKE

SMLS SEAMLESS

SP EL SPOT ELEVATION

SPEC SPECIFICATION

SQ SQUARE

SQ IN SQUARE INCH

SQ YD SQUARE YARD

SS STAINLESS STEEL

SSMR STANDING SEAM METAL ROOF

ST STAIRS

STC SOUND TRANSMISSION

COEFFICIENT

STD STANDARD

STL STEEL

STL JST STEEL JOIST

STL RF DK STEEL ROOF DECK

STOR STORAGE

STR STRINGERS

STRB/HRN STROBE/HORN

STRUC STRUCTURAL

SUB FL SUBFLOOR

SUSP SUSPENDED

SV SHEET VINYL

SW SIDEWALK

T --------------------

T TREAD

T/S TUB/SHOWER

TD TRENCH DRAIN

TEL TELEPHONE

TEMP TEMPORARY

TER TERRAZZO

TFF TOP OF FINISH FLOOR

TH THICK

THK THICKNESS

TK BD TACKBOARD

TMPD GL TEMPERED GLASS

TN TRUE NORTH

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOPO TOPOGRAPHY

TOS TOP OF SLAB

TRANS TRANSOM

TRTD TREATED

TV TELEVISION

TYP TYPICAL

U --------------------

UG UNDERGROUND

UH UNIT HEATER

UL UNDERWRITER

LABORATORIES

UNO UNLESS NOTED OTHERWISE

UPS UNINTERRUPTIBLE POWER

SYSTEM

V --------------------

VAV VARIABLE AIR VOLUME/UNIT

VCT VINYL COMPOSITION TILE

VERT VERTICAL

VEST VESTIBULE

VTR VENT THRU ROOF

W --------------------

W/ WITH

WC WATER CLOSET

WD WOOD

WDW WINDOW

W/O WITHOUT

WWF WELDED WIRE FABRIC

X --------------------

XFMR TRANSFORMER

A ---------------------

A LABEL CLASS A DOOR

A/C AIR CONDITION

A/C UNIT AIR CONDITIONING UNIT

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ABV ABOVE

ACC ACCESSIBLE

ACS AUTOMATIC CONTROL SYSTEM

ACS DR ACCESS DOOR

ACS PNL ACCESS PANEL

ACT ACOUSTICAL CEILING TILE

ADA AMERICANS WITH

DIDISABILITIES ACT

ADJ ADJACENT

ADMIN ADMINISTRATION

AFC ABOVE FINISHED COUNTER

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

AFS ABOVE FINISHED SLAB

AGGR AGGREGATE

AHU AIR HANDLING UNIT

AIB AIR INFILTRATION BARRIER

ALT ALTERNATE

ALUM ALUMINUM

ANOD ANODIZE

APPROX APPROXIMATE

AR AS REQUIRED

ARCH ARCHITECT

ASC ABOVE SUSPENDED CEILING

ASSY ASSEMBLY

ATC ACOUSTICAL TILE CEILING

AVG AVERAGE

AWT ACOUSTICAL WALL TREATMENT

B ---------------------

B LABEL CLASS B DOOR

BALC BALCONY

BD BOARD

BDRY BOUNDARY

BEJ BRICK EXPANSION JOINT

BFF BELOW FINISH FLOOR

BHMA BUILDER'S HARDWARE

MANUFACTURER'S

ASSOCIATION

BLDG BUILDING

BLKG BLOCKING

BLT IN BUILT-IN

BN BULLNOSE

BOS BOTTOM OF STEEL

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BSMT BASEMENT

BTWN BETWEEN

BUR BUILT-UP ROOFING

C ---------------------

C LABEL CLASS C DOOR

CAB CABINET

CATW CATWALK

CAV CAVITY

CBB CEMENTITIOUS (BACKER)

BOARD

CD CONSTRUCTION DOCUMENTS

CDW CHILLED DRINKING WATER

CEM PLAS CEMENT PLASTER

CER CERAMIC

CF CONTRACTOR FURNISHED

CFCI CONTRACTOR FURNISHED/

CONTRACTOR INSTALLED

CFE CONTRACTOR FURNISHED

EQUIPMENT

CFM CUBIC FEET PER MINUTE

CFMF COLD-FORMED METAL FRAMING

CFS CUBIC FEET PER SECOND

CG CORNER GUARD

CI CAST IRON

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLG DIFF CEILING DIFFUSER

CLG HT CEILING HEIGHT

CLL COLUMN LINE

CLO CLOSET

CLR COLOR

CMU CONCRETE MASONRY UNIT

CNDS CONDENSATE

CDR CARD READER

CO CLEANOUT

COL COLUMN

COMM COMMUNICATION

CONC CONCRETE

CONC FLR CONCRETE FLOOR

CONF CONFERENCE

CONT CONTINUE, CONTINUOUS

COORD COORDINATE

0 GRID/COLUMN

LINE DESIGNATOR

INTERIOR ELEVATION

SECTION

ROOM

NAME/NUMBER

REVISION

TAG

PLAN, BLOW-UP

DETAIL

PLAN NORTH

NORTH ARROW

W/ TRUE NORTH

INDICATION

SPOT ELEVATION

Name Elevation REFERENCE LEVEL

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

PLATE NUMBER WHERE

SECTION/DETAIL IS DRAWN

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

A-101

SIM

EXTERIOR ELEVATION

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

A-101

SYMBOLS

INTERIOR ELEVATION SYMBOL

EXTERIOR ELEVATION SYMBOL

SECTION SYMBOL

CALLOUT SYMBOL

ELEVATION SYMBOL

LEVEL SYMBOL

GENERAL SYMBOLS

Room name

Room name

150 SF

ROOM

NAME/NUMBER

W/ AREA

CENTERLINE

INDICATOR

1/2 1 21

SCALE: 1"=1'-0"

SCALE BAR

View Name1

MATCHLINE INDICATOR

VIEW TITLE BAR

1 / A-101

1 / A-102

REFERENCE

SHEETS

SAND

CONCRETE/ PRECAST

CONCRETE

STONE

BRICK

CMU

PLYWOOD

RIGID INSULATION

BATT INSULATION

GYPSUM BOARD,

PLASTER

EIFS

1. THESE LEGENDS ARE COMPOSED OF STANDARD SYMBOLS AND ARE PERTINENT TO THE CONDITIONS

ON THIS SET OF DRAWINGS TO THE EXTENT APPLICABLE.

2. ADDITIONAL LEGENDS AND/OR ABBREVIATIONS MAY APPEAR IN THIS SET OF DRAWINGS TO INDICATE

SPECIFIC CONDITIONS IN LIEU OF SYMBOLS SHOWN ON THIS SHEET.

A-101

SIM

A101

Ref

R ef

Ref

R ef

AE201

DISCIPLINE*:

G - GENERAL

C - CIVIL

L - LANDSCAPE

S - STRUCTURAL

A - ARCHITECTURE

DISCIPLINE DESIGNATOR

SHEET TYPE

DESIGNATOR

SHEET SEQUENCE

NUMBER

F- FIRE PROTECTION

P - PLUMBING

M - MECHANICAL

E - ELECTRICAL

T-

TELECOMMUNICATIONS

*ADDITIONAL DISCIPLINES MAY BE USED

IN THIS DRAWING SET.

DRAWING NAMING CONVENTION

SHEET ID

SHEET ID

D R

AW

N

B Y:

D

ES

IG

N

B Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

FI

LE

N

AM

E:

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

C H

EC

KE

D B

Y:

US Army Corps of Engineers ®

D

C

B

A

C

AT

EG

O

R Y

C O

D E:

AN

SI

D

E

F

G

2 3 4 5 6 7 8 9 10

M

AR

C H

W

2H N

-2 1-

B-

J.

H

AI

R

E

J.

H

AI

R

E

S.

B

AR

BI

N A

2-

0-

GI002

G

EN

ER

AL

N O

TE

S, A

BB

R

EV

IA

TI

O N

S

SA

VA

N N

AH

D

IS

TR

IC

T

W . O

G

LE

TH

O

R

PE

A

VE

SA

VA

N

N

AH

, G A

SE

YM

O U

R J

O H

N

SO

N A

IR

F

O R

C E

BA

SE

, N O

R

TH

C

AR

O

LI

N A

BE

R

KE

LE

Y G

AT

E

EN

TR

Y C

O N

TR

O

L

PO

IN

T

PO

IN

T

FY

, P

N V

KA

G

VO

LU

M E

-O

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R

W

AT

C H

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AC

IL

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J.

M

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N

AN

READY TO ADVERTISE (RTA)

M

AR

K D

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C

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TI

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AT

DESIGN CODE NOTES:

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND SPECIFICATIONS:

A. IBC 2018, INTERNATIONAL BUILDING CODE

B. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND STRUCTURES

C. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

D. ACI 360R-10, DESIGN OF SLABS ON GRADE

E. TMS 402-16, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

F. AISC 360-16, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

G. AISI S100-15, NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL

STRUCTURAL MEMBERS

H. SDI, STEEL DECK INSTITUTE: DESIGN MANUAL FOR COMPOSITE DECK, FORM DECK,

& ROOF DECK

I. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS, (8 OCT 2019)

J. UFC 3-301-01, STRUCTURAL ENGINEERING, (1 OCT 2019)

K. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS,

(12 DEC 2018)

DESIGN LOAD CRITERIA:

1. LIVE LOADS:

UNO, SLAB ON GRADE 150 PSF

UNO, ELEVATED SLABS 75 PSF

PARTITIONS NOT APPLICABLE

2. ROOF LIVE LOAD: 20 PSF (REDUCIBLE)

3. SNOW LOADS:

RISK CATEGORY II

SNOW IMPORTANCE FACTOR, Is 1.0 MINIMUM GROUND SNOW LOAD, Pg 10 PSF SNOW EXPOSURE FACTOR, Ce 0.9 SNOW THERMAL FACTOR, Ct 1.2 ROOF SLOPE FACTOR, Cs 1.0

FROST PENETRATION DEPTH 0 IN

BALANCED SNOW LOADING:

MINIMUM LOW SLOPE ROOF SNOW LOAD, Pm 10 PSF

UNBALANCED SNOW LOADING: DOES NOT CONTROL OVER ROOF LIVE LOAD

SNOW DRIFT LOADING: DOES NOT CONTROL OVER ROOF LIVE LOAD

4. WIND LOADS:

RISK CATEGORY II

WIND IMPORTANCE FACTOR, Iw 1.0

BASIC WIND SPEED, V 123 MPH

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GCpi +/- 0.18

5. COMPONENTS AND CLADDING WIND PRESSURES: SEE S-002

6. SEISMIC LOADS:

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR, Ie 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss 0.113

MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.055

SITE CLASS D

DESIGN SPECTRAL RESPONSE ACCELERATION, Sds 0.12 DESIGN SPECTRAL RESPONSE ACCELERATION, Sd1 0.09

SEISMIC DESIGN CATEGORY B

SEISMIC ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SEISMIC-FORCE RESISTING SYSTEM ORDINARY REINFORCED MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR, R 2

SYSTEM OVERSTRENGTH FACTOR 2.5

DEFLECTION AMPLIFICATION FACTOR, Cd 2 SEISMIC RESPONSE COEFFICIENT, Cs 0.06

SEISMIC DESIGN BASE SHEAR, V 0.06W

7. ANTI-TERRORISM/FORCE PROTECTION CRITERIA:

NEW BUILDING LOCATION N/A

BUILDING CATEGORY NON-INHABITED BUILDING

DESIGN LEVEL OF PROTECTION (LOP) N/A

CONVENTIONAL CONSTR STANDOFF DISTANCE N/A

APPLICABLE EXPLOSIVE WEIGHT CLASS II

STEEL DOORS AND FRAMES SPEC 08 11 13

ALUMINUM DOORS AND FRAMES SPEC 08 11 16

ALUMINUM WINDOWS SPEC 08 51 13

GLAZING SPEC 08 81 00

PROGRESSIVE COLLAPSE CRITERIA APPLIES N/A (<3 STORIES)

CONCRETE CONSTRUCTION NOTES:

1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-14) AND THE SPECIFICATIONS FOR

STRUCTURAL CONCRETE (ACI 301-16) OF THE AMERICAN CONCRETE INSTITUTE (ACI).

2. ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4000 PSI AND UTILIZE MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO (w/cm) OF 0.45. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED. SEE SPECIFICATIONS FOR AIR ENTRAINMENT

REQUIREMENTS.

3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT WITH A DENSITY OF 140 PCF TO 150 PCF UNLESS

NOTED OTHERWISE ON PLANS.

4. ALL CONCRETE SHALL BE NORMAL WEIGHT WITH A DENSITY OF 140 PCF TO 150 PCF.

5. CONCRETE SLAB ON GRADE JOINTS INDICATED ARE DIAGRAMMATIC AND DO NOT REPRESENT ALL OF

THE JOINTS REQUIRED FOR SLAB-ON-GRADE CONSTRUCTION.

6. CONTRACTOR SHALL PROVIDE JOINTS AT ALL RE-ENTRANT CORNERS INCLUDING, BUT NOT LIMITED TO, PIERS AND COLUMNS (AS SHOWN IN TYPICAL COLUMN ISOLATION JOINT), SLAB RECESSES, AND

CORNERS AND ENDS OF WALLS.

7. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP

FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.

8. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 OR ASTM A497. PROVIDE SHEET-TYPE WELDED

WIRE FABRIC. SHEET LAPS SHALL BE TIED AND LAPPED ONE FULL MESH SPACING PLUS 2".

9. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED.

CONTINUOUS REINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318. REINFORCING STEEL SHALL BE PLACED SO THAT SPACING IS GREATER THAN OR EQUAL TO 2X

BAR DIAMETER.

10. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN NO CASE SHALL

REINFORCEMENT COVER BE LESS THAN THE REQUIREMENTS OF ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2"

C. BEAM AND COLUMNS 1.5"

D. SLABS AND WALLS (NOT EXPOSED TO EARTH OR WEATHER) 1"

11. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90° HOOK A MINIMUM OF 12 BAR DIAMETERS IN LENGTH, UNLESS OTHERWISE NOTED. STIRRUPS, TIES, AND 180° HOOKS SHALL

CONFORM TO THE REQUIREMENTS OF ACI 318.

12. PROVIDE 1/2" THICK PRE-MOLDED JOINT FILLER MATERIAL WHERE SOG ABUT VERTICAL SURFACES.

13. ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED AND MAINTAINED

SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

14. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, ANCHORS, RECESSES AND OTHER EMBEDDED

ITEMS UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL NOT BE CUT TO FACILITATE

PLACEMENT OF EMBEDDED ITEMS, UNLESS INDICATED.

15. NO CONCRETE SHALL BE PLACED UNTIL THE OWNER OR THE CONTRACTING OFFICER'S DESIGNATED

REPRESENTATIVE HAS INSPECTED ALL EMBEDDED WORK, INCLUDING REINFORCEMENT.

16. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED.

17. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS EFFECTIVELY

COATED OR COVERED TO PREVENT ALUMINUM-CONCRETE REACTION AND ELECTROLYTIC ACTION

BETWEEN ALUMINUM AND STEEL.

18. CONCRETE SLAB ON GRADE JOINTS INDICATED ARE DIAGRAMMATIC AND DO NOT REPRESENT ALL OF THE JOINTS REQUIRED FOR SLAB-ON-GRADE CONSTRUCTION. SLAB PANELS BETWEEN JOINTS SHALL BE SQUARE OR NEARLY SO AND SHALL NOT EXCEED AN ASPECT RATIO WITH PANEL LENGTH GREATER THAN 1.5 TIMES THE PANEL WIDTH. MAXIMUM JOINT SPACING SHALL BE 15 FT UNLESS NOTED

OTHERWISE.

19. CONTRACTOR SHALL PROVIDE JOINTS AT ALL RE-ENTRANT CORNERS INCLUDING, BUT NOT LIMITED

TO, COLUMNS AND SLAB RECESSES.

20. IN ADDITION, CONTRACTOR SHALL COORDINATE SLAB ON GRADE JOINT REQUIREMENTS WITH SLAB-

ON-GRADE CONSTRUCTION SEQUENCING. CONTRACTOR SHALL SHOW JOINT LAYOUT ON

REINFORCING SHOP DRAWING SUBMITTAL FOR APPROVAL.

21. REFER TO CONCRETE SPECIFICATIONS FOR HOT OR COLD WEATHER CONSTRUCTION PROCEDURES.

FOUNDATION AND SLAB NOTES:

1. FOUNDATIONS FOR THIS PROJECT HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PREPARED BY THE SAVANNAH DISTRICT TITLED "BERKELEY GATE ENTRY CONTROL POINT, SEYMOUR JOHNSON AIR FORCE BASE, GOLDSBORO, NORTH

CAROLINA, WAYNE COUNTY, DATED AUGUST 2020.

2. FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON SOIL CAPABLE OF SUPPORTING AN ALLOWABLE

BEARING PRESSURE OF 1250 PSF.

3. THE CONTRACTOR SHALL HIRE AN INDEPENDENT TESTING LABORATORY AND GEOTECHNICAL

ENGINEER, REGISTERED AND LICENSED IN THE STATE WHERE THE WORK WILL BE ACCOMPLISHED, TO VERIFY THAT ALL OF THE REQUIREMENTS CONTAINED IN SPECIFICATION 31 00 00, EARTHWORK, HAVE

BEEN FOLLOWED AND ACCOMPLISHED.

4. CONTRACTOR SHALL BE PREPARED FOR AND SHALL INCLUDE COST OF FORMING FOUNDATIONS

SHOULD THE EARTH NOT PROVIDE ADEQUATE BANK STABILITY.

5. ALL EXCAVATIONS SHALL BE PERFORMED SO THAT THE SITE AND THE AREA IMMEDIATELY

SURROUNDING THE SITE WHICH AFFECTS CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND

EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS

REQUIRED TO ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH THE SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED AND BACKFILLED. REMOVAL OF

SURFACE WATER, GROUNDWATER, AND ANY PERCHED WATER CONDITIONS WHICH MIGHT BE

ENCOUNTERED DURING EXCAVATIONS, SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER TO SPECIFICATION SECTION 31 00 00, EARTHWORK FOR ADDITIONAL EXCAVATION REQUIREMENTS.

6. PLACE FOUNDATION CONCRETE THE SAME DAY EXCAVATIONS ARE MADE OR AS SOON AS PRACTICAL

THEREAFTER.

7. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADES.

8. DO NOT BEGIN EXCAVATION OPERATIONS OR INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS

BEEN COORDINATED WITH ADJACENT UNDERGROUND UTILITIES OR OTHER SUBSURFACE

STRUCTURES WITHIN THE AREA TO BE EXCAVATED.

9. ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES, AND THICKNESSES INDICATED ON THE FOUNDATION PLAN, SECTIONS, AND FOOTING SCHEDULES. EXCAVATION WIDTHS

SHALL BE A MINIMUM OF 4" GREATER THAN DIMENSIONS INDICATED.

10. PLACE 10 MIL VAPOR RETARDER ON TOP OF GRADE IN THE CRAWLSPACE OF THE BUILDING.

11. FOOTINGS SHALL BE LOWERED AS REQUIRED TO PASS UNDER UTILITY LINES. STEP CONTINUOUS

FOOTINGS DOWN AS SHOWN IN THE "TYPICAL STEPPED FOOTING DETAIL" ON SHEET SB502.

12. DRAINAGE AND DEWATERING: ALL EXCAVATION SHALL BE PERFORMED SO THAT THE SITE AND THE AREA IMMEDIATELY SURROUNDING THE SITE WHICH AFFECTS CONSTRUCTION OPERATIONS WILL BE

CONTINUALLY AND EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE AND

DEWATERING AS REQUIRED TO ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH

THE SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED AND

BACKFILLED. REMOVAL OF SURFACE WATER, GROUNDWATER, AND ANY PERCHED-WATER

CONDITIONS, WHICH MIGHT BE ENCOUNTERED DURING EXCAVATIONS SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER TO SPECIFICATION 31 00 00 EARTHWORK FOR ADDITIONAL REQUIREMENTS.

GENERAL NOTES:

1. THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER ALL BUILDING CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO ENSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, OR TIE-DOWNS.

2. THE CONTRACT DOCUMENTS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK DURING ERECTION AND CONSTRUCTION AND

SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES,

TECHNIQUES, SEQUENCES, AND SAFETY.

3. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS AND SPECIFICATIONS.

COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO, THE REQUIREMENTS

FOR SLEEVES, INSERTS, HOLES, HANGERS, AND ANCHORS.

4. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE CONTRACTING

OFFICER PRIOR TO BEGINNING WORK IN IMPACTED AREAS.

5. DETAILS TITLED OR NOTED AS "TYPICAL" APPLY NOT ONLY WHERE SPECIFICALLY INDICATED OR

REFERENCED, BUT ALSO IN ALL OTHER CASES WHERE THE NATURE OF THE CONSTRUCTION

REQUIRES THEIR USE. DETERMINE APPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION CONDITION TO ANOTHER CONDITION WHERE THE DETAIL

IS SPECIFICALLY INDICATED OR REFERENCED.

6. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X'-X"] REFERENCED TO THE FINISHED FIRST FLOOR ELEVATION DATUM [0'-0"]. SEE CIVIL DRAWINGS FOR ACTUAL DATUM

ELEVATION.

7. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER ANY

CIRCUMSTANCE.

STEEL CONSTRUCTION NOTES:

1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF CONNECTIONS SHALL BE IN ACCORDANCE WITH AISC 360-16, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" DATED JULY 7, 2016 AND AISC 303-16, "CODE OF STANDARD PRACTICE FOR BUILDING AND BRIDGES" DATED JUNE 15, 2016. THE STRUCTURAL STEEL MEMBERS SHOWN IN THESE DRAWINGS HAVE BEEN ANALYZED AND

DESIGNED USING AISC 360-16 LRFD METHOD.

2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE ABOVE-LISTED

AISC SPECIFICATION AND THE FOLLOWING:

A. WIDE FLANGE SHAPES (50 KSI) ASTM A992

B. HSS HOLLOW SHAPES (46 KSI) ASTM A500, GRADE B

C. PLATES AND ANGLES ASTM A36

D. HIGH STRENGTH BOLTS ASTM A325

E. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36

3. IT IS THE INTENTION OF THESE DESIGN DOCUMENTS TO DELEGATE THE DESIGN OF ALL STRUCTURAL STEEL CONNECTIONS TO A QUALIFIED REGISTERED ENGINEER. SIGNED AND SEALED CALCULATIONS FOR CONNECTION DESIGNS SHALL BE SUBMITTED SIMULTANEOUSLY WITH FABRICATION DRAWINGS

FOR REVIEW. UNLESS NOTED OTHERWISE ON PLANS, ALL SHEAR CONNECTIONS FOR SIMPLY

SUPPORTED BEAMS SHALL BE DESIGNED TO DEVELOP THE REACTION OF THE MAXIMUM ALLOWABLE

UNIFORM LOAD CAPACITY FOR THE BEAM SIZE AND SPAN SHOWN, ASSUMING FULL LATERAL

SUPPORT, AS TABULATED IN THE ALLOWABLE UNIFORM LOAD TABLES OF THE AISC MANUAL, 15TH

EDITION.

4. ALL SHOP AND FIELD WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL CONFORM TO AWS

STANDARDS. USE E70XX ELECTRODES UNLESS OTHERWISE NOTED. MINIMUM WELD SIZE FOR

STRUCTURAL STEEL IS 3/16" FILLET, UNLESS OTHERWISE NOTED ON PLANS. CURRENT AWS

CERTIFICATIONS SHALL BE AVAILABLE AT THE JOB SITE FOR REVIEW BY THE OWNERS'

REPRESENTATIVE.

5. ALL BOLTED CONNECTIONS, UNLESS OTHERWISE NOTED, SHALL USE 3/4" DIAMETER HIGH STRENGTH BOLTS WITH HARDENED CARBON STEEL WASHERS AS REQUIRED FOR THE CONNECTION LOADS. IF LOADS ARE NOT INDICATED ON THE DRAWINGS, STEEL FABRICATOR SHALL SIZE CONNECTIONS FOR A MINIMUM OF ONE HALF OF THE UNIFORM LOAD CAPACITY OF THE BEAM AS INDICATED IN THE AISC

MANUAL. BEAM CONNECTIONS SHALL CONSIST OF ALL-BOLTED DOUBLE-ANGLE CONNECTIONS

UNLESS NOTED OTHERWISE. SHEAR CONNECTIONS BETWEEN BEAMS AND HSS HOLLOW COLUMNS

SHALL UTILIZE WT SECTIONS OFFSET SUCH THAT THE CENTERLINE OF THE BEAM AND CENTERLINE OF

THE COLUMN ALIGN.

6. FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT BE PERMITTED. BOLT

HOLES SHALL NOT BE CUT OR ENLARGED BY FLAME CUTTING IN THE FIELD.

7. ALL FIELD-BOLTED SHEAR CONNECTIONS SHALL BE SNUG TIGHT BEARING-TYPE CONNECTIONS, THREADS INCLUDED IN THE SHEAR PLANE.

8. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DRAWINGS AND DESIGN CALCULATIONS FOR ANY ALTERNATE DETAILS AND MEMBER SPLICES. DRAWINGS AND CALCULATIONS SHALL BE SEALED BY AN

ENGINEER LICENSED IN THE STATE OF THE PROJECT.

9. SHOP OR FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED EXCEPT AS DETAILED ON THE DRAWINGS, PERMITTED IN THE SPECIFICATIONS, AS INDICATED ON APPROVED SUBMITTALS, AND AS SPECIFICALLY APPROVED ON SHOP DRAWINGS PRIOR TO FABRICATION.

10. PAINT ALL STEEL BELOW GRADE WITH BITUMINOUS COATING.

11. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123 FOR MEMBERS AND ASTM A153 FOR CONNECTION ELEMENTS, EXCEPT THAT ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL BE BLAST CLEANED AND COATED IN ACCORDANCE WITH THE

STRUCTURAL STEEL AND PAINT SPECIFICATIONS. COORDINATE ALL STEEL FINISHES WITH

ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

12. REFER TO SPECIFICATION 05 12 00 FOR ADDITIONAL INFORMATION.

13. STAIR SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR. SUBMIT SEALED CALCULATIONS AND

SHOP DRAWINGS.

MASONRY CONSTRUCTION NOTES:

1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR

MASONRY STRUCTURES" (TMS 402-16) AND "SPECIFICATION FOR MASONRY STRUCTURES" (TMS

602-16).

2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 2000 PSI. NET AREA COMPRESSIVE STRENGTH OF

CONCRETE MASONRY UNITS SHALL BE A MINIMUM OF 2800 PSI.

3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH NORMAL

WEIGHT AGGREGATE.

4. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2500 PSI. ALL CMU ON THIS STRUCTURE SHALL BE

GROUT FILLED TO MEET BALLISTIC REQUIREMENTS.

5. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60 AND

SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP FABRICATE

REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.

6. LOCATE JOINT REINFORCEMENT 16 INCHES ON CENTER VERTICALLY AND ADDITIONALLY AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 24 INCHES BEYOND THE JAMB ON EACH SIDE.

7. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL OR PVC SLEEVES

OR CORED HOLES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

8. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT, OR

MORTAR, UNLESS EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-CEMENT CHEMICAL

REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND STEEL.

9. PLACE REINFORCEMENT IN BLOCK CELLS USING NONMETALLIC BAR POSITIONERS TO ACHIEVE COVER

REQUIREMENTS SHOWN IN MASONRY DETAILS AND SCHEDULES AND IN SPECIFICATIONS.

10. PROVIDE DOWEL REINFORCEMENT FROM WALLS INTO FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT. LAP WALL REINFORCEMENT AS SPECIFIED IN SCHEDULE ON SHEET

SB502.

11. UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCEMENT IN BLOCK CELLS. USE

NONMETALLIC BAR POSITIONERS.

12. REFER TO MASONRY SPECIFICATIONS FOR HOT AND COLD WEATHER CONSTRUCTION PROCEDURES.

13. ALL CMU WALL REINFORCEMENT SHALL HAVE STANDARD 90 DEGREE HOOKS AT TOP OF WALLS.

POST INSTALLED ANCHOR NOTES:

1. CONTRACTOR SHALL PROVIDE ANCHOR OF THE SIZE AND TYPE INDICATED IN THE DRAWINGS THAT MEET OR EXCEED THE INDICATED LOADS. THE CAPACITY OF THE ANCHOR SHALL BE MODIFIED BASED ON EMBEDMENT, EDGE DISTANCE AND SPACING OF THE ANCHOR. PRODUCT DATA AND CALULATIONS FOR THE PROPOSED ANCHOR SHALL BE SUBMITTED AT LEAST 30 DAYS PRIOR TO INSTALLATION OF THE POST INSTALLED ANCHOR. SUBMIT ANCHOR DESIGN CALCULATIONS SEALED BY A PROFESSIONAL

ENGINEER.

2. CONTRACTOR SHALL LOCATE REBAR IN CONCRETE OR CMU PRIOR TO DRILLING HOLES SO AS TO NOT

DAMAGE THE REINFORCING STEEL.

3. ALL MECHANICAL ANCHORS ANCHORED INTO CONCRETE SHALL HAVE BEEN TESTED IN ACCORDANCE

WITH ACI355.2 AND/OR ICC-ES AC193 FOR CRACKED OR UNCRACKED CONCRETE AND SESMIC

APPLICATIONS. MECHANICAL ANCHORS IN CONCRETE SHALL BE DESIGNED FOR AN ULTIMATE SHEAR

LOAD OF 2,000 LBS UNO OR AN ULTIMATE TENSION LOAD OF 1,000 LBS UNO.

4. ALL MECHANICAL ANCHORS ANCHORED INTO GROUT-FILLED CMU SHALL HAVE BEEN TESTED IN

ACCORDANCE WITH ICC-ES AC01 (EXPANSION ANCHORS) OR ICC ES AC106 (SCREW ANCHORS).

MECHANICAL ANCHORS IN GROUT-FILLED CMU SHALL BE DESIGNED FOR AN ALLOWABLE SHEAR LOAD

OF 1,000 LBS UNO OR AN ALLOWABLE TENSION LOAD OF 1000 LBS UNO.

5. SEE SECTIONS AND DETAILS WHERE ANCHORS SHALL SUPPORT COMBINED SHEAR AND TENSION

LOADS.

6. POST INSTALLED ANCHORS SHALL NOT BE INSTALLED IN HEAD JOINTS OF CMU.

7. POST INSTALLED ANCHORS SHALL NOT BE INSTALLED IN UNGROUTED CMU.

8. FOLLOW MANUFACTURER'S WRITTEN INSTRUCTIONS FOR INSTALLATION OF ALL POST INSTALLED

ANCHORS.

9. ALL ANCHORS INTO CONCRETE SHALL BE APPROVED FOR USE IN CRACKED CONCRETE AND SHALL BE

DESIGNED FOR CRACKED CONCRETE UNO.

10. A MANUFACTURER'S REPRESENTATIVE SHALL BE ONSITE TO PROVIDE ONSITE TRAINING FOR ALL OF THE ANCHORING PRODUCTS TO BE USED ON THE PROJECT. ALL PERSONNEL WHO INSTALL ANCHORS SHALL BE TRAINED A MINIMUM OF 1 WEEK PRIOR TO COMMENCEMENT OF ANCHOR INSTALLATION.

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STRUCTURAL LEGEND

SLOPE DIRECTION

INDICATES ELEVATION

REFERENCED

TO FINISHED FLOOR

KEYED PLAN NOTE

COLUMN REFERENCE LINE

(CENTER LINE OF COLUMN)

SPOT ELEVATION

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SLAB DEPRESSION

BRICK WALL

CONCRETE ELEMENT

COMPACTED EARTH FILL

GROUT

CONCRETE MASONRY UNIT

(CMU)

POROUS FILL

WELDED WIRE FABRIC (WWF)

AISC SHAPE DESIGNATION

INDICATES # OF SHEAR STUDS WELDED

TO TOP FLANGE OF BEAM PER

GENERAL NOTES

HSSXxX

BPX

AISC COLUMN

DESIGNATION

BASE PLATE SIZE

STEEL COLUMN

BRACED FRAME LOCATION

BRACED/MOMENT

FRAME DESIGNATION

STEEL FRAMING REFERENCE

WXxXX [XX]

(B/M)F#X

[X]

BEAM END REACTION

[X]

MOMENT CONNECTION

DESIGNATION

LIGHT GAUGE STEEL NOTES:

1. ROOF LAYOUT AND COMPONENTS SHOWN ON THE DRAWINGS ARE FOR GENERAL CONFIGURATION ONLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DIMENSIONS, ELEVATIONS, CONNECTION DETAILS, QUANTITIES, ETC. NECESSARY FOR THE COMPLETE DESIGN, FABRICATION, AND ERECTION

OF THE FRAMING SYSTEM. THE CONTRACTOR SHALL COORDINATE THE DESIGN WITH THE

ARCHITECTURAL PLANS, ELEVATIONS, AND DETAILS. DESIGN SHALL BE COORDINATED WITH THE

MECHANICAL CONTRACTOR AND WEB MEMBERS SHALL BE COORDINATED TO ACCOMODATE

EQUIPMENT, DUCTS, AND PIPES, AS REQUIRED. COORDINATE MEP LAYOUTS WITH EQUIPMENT

SUPPLIERS.

2. COLD-FORMED TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.

3. LIGHT GAUGE FRAMING MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS.

4. ALL CALCULATIONS AND DRAWINGS USED IN THIS DESIGN MUST BE SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER AND SUBMITTED FOR APPROVAL. IN ADDITION TO THE CALCULATIONS, THE SUBMITTAL SHALL INCLUDE DETAILS OF THE CONNECTIONS, ERECTION PLAN, LAYOUT, OUTRIGGERS, BRIDGING, AND BOTH TEMPORARY AND PERMANENT BRACING INCLUDING DIAPHRAGM FORCES, HEADERS, SILLS, AND JAMBS..

5. THE CONTRACTOR SHALL SUBMIT COMPLETE PRODUCT CATALOGS FROM THE MATERIAL

MANUFACTURER FOR REVIEW PRIOR TO FABRICATION. THE CATALOGS SHALL INDICATE

QUALIFICATION, MATERIAL SPECIFICATIONS, DESIGN REFERENCES, ETC.

6. ALL COLD-FORMED STEEL MEMBERS, THEIR COMPONENTS, AND CONNECTION MATERIAL SHALL BE

GALVANIZED. PREPARE AND REPAIR DAMAGED GALVANIZED COATINGS ON FABRICATED AND

INSTALLED LIGHT GAUGE METAL FRAMING WITH GALVANIZING REPAIR PAINT ACCORDING TO ASTM

A780 AND/OR THE MANUFACTURER'S RECOMMENDATIONS.

7. COLD-FORMED STEEL MEMBERS SHALL BE Fy=33KSI FOR MEMBERS 43 MILS (18 GA) AND Fy=50KSI FOR

MEMBERS 54 MILS (16 GA) AND HEAVIER. USE MIN 6" WIDE STUDS AT TRUSSES UNO.

8. ALL WELDING OF LIGHT GAUGE STEEL SHALL COMPLY WITH AWS D1.1 AND AWS D1.3 FOR WELDING

BASE MATERIAL LESS THAN 1/8" THICK.

9. TRUSS DEFLECTION LIMITS SHALL BE IN ACCORDANCE WITH IBC 2018.

10. BRIDGING AND BRACING OF TRUSS COMPRESSION MEMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE TRUSS MANUFACTURERS DESIGN AND DIRECTIONS. TRUSSES SHALL BE BRACED SECURELY BOTH DURING ERECTION AND AFTER PERMANENT INSTALLATION BY THE CONTRACTOR. ERECTION

BRACING SHALL HOLD TRUSSES STRAIGHT AND PLUMB UNTIL DECKING AND PERMANENT TRUSS

BRACING HAVE BEEN INSTALLED. ALL BRACING SHALL BE INSTALLED PRIOR TO THE LOADING OF THE

TRUSSES. THE BOTTOM CHORD SHALL NOT BE ASSUMED TO BE LATERALLY SUPPORTED BY THE

CEILING CONSTRUCTION.

11. TRUSS TOP CHORD SHALL HAVE A MINIMUM THICKNESS OF 54 MIL (16 GA).

STEEL DECK NOTES:

1. ROOF DECK SHALL BE GALVANIZED STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 50 KSI. STEEL ROOF DECK SHALL BE AS SHOWN ON DRAWINGS. ROOF DECK OVER LT GAUGE TRUSSES SHALL BE FASTENED TO TRUSSES WITH #12 TEK SCREWS WITH A 36/7 PATTERN AND

(4) #10 SELF TAPPING SCREWS PER SPAN AT SIDE LAP CONNECTIONS. ATTACH TO ROOF BENT PLATES

AT HIPS, RIDGE AND EDGES AT 6" O.C.

2. NON-COMPOSITE FLOOR DECK FOR SHALL BE GALVANIZED STEEL CONFORMING TO ASTM 653 WITH A MINIMUM YIELD STRENGTH OF 50 KSI. NON-COMPOSITE STEEL FLOOR DECK SHALL BE AS SHOWN ON

DRAWINGS. NON-COMPOSITE FLOOR DECK SHALL BE FASTENED TO THE SUPPORTING STRUCTURE

WITH 5/8" PUDDLE WELDS AT A 36/5 PATTERN AND SIDELAPS WITH (2) #10 TEK SCREWS PER SPAN.

FASTEN DISCONTINUOUS SIDE OF FORM DECK TO SUPPORTING STRUCTURE WITH 5/8" PUDDLE WELDS

UNLESS OTHERWISE NOTED.

3. PROVIDE ALL RIDGE PLATES, VALLEY PLATES, CLOSURE PLATES, POUR STOPS, AND ALL OTHER

ACCESSORIES REQUIRED FOR COMPLETE INSTALLATION IN ACCORDANCE WITH THE DECK

MANUFACTURER'S RECOMMENDATIONS.

4. CONTRACTOR SHALL COORDINATE OPENINGS IN STEEL DECK WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS PRIOR TO DECK PLACEMENT.

5. HANGING LOADS DIRECTLY FROM ROOF DECK IS PROHIBITED.

6. STEEL DECK SHALL SPAN CONTINUOUSLY OVER A MINIMUM OF 4 SUPPORTS (3 SPANS) UNO.

STRUCTURAL ABBREVIATIONS

SYMBOL DESCRIPTION

AFF ABOVE FINISHED FLOOR

AHU AIR HANDLING UNIT

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

BOC BOTTOM OF CONCRETE

BOF BOTTOM OF FOOTING

BOM BOTTOM OF MASONRY

BOS BOTTOM OF STEEL

BOT BOTTOM

BRG BEARING

BTWN BETWEEN

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONN CONNECTION

CONC CONCRETE

CONT CONTINUOUS

CONSTR CONSTRUCTION

DCJ DOWELED CONSTRUCTION JOINT

DEG DEGREE

DIA DIAMETER

DN DOWN

DWG(S) DRAWING(S)

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

EOF EDGE OF FOUNDATION

EOS EDGE OF SLAB

EQ EQUAL

ERV ENERGY RECOVERY VENTILATOR

EW EACH WAY

FF FINISHED FLOOR

FDN FOUNDATION

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GFGI GOVT

HORIZ HORIZONTAL

IJ ISOLATION JOINT

SYMBOL DESCRIPTION

KIP (k) 1000 POUNDS

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MAX MAXIMUM

MBM METAL BUILDING MANUFACTURER

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

MFR MANUFACTURER

MIN MINIMUM

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

PJF PREMOLDED JOINT FILLER

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCEMENT

REQD REQUIRED

SCHED SCHEDULE

SE SLAB EDGE

SJ SAWED CONTRACTION JOINT

SJI STEEL JOIST INSTITUTE

SIM SIMILAR

SL SLOPE(D)

SOG SLAB ON GRADE

SPCG SPACING

STD STANDARD

T&B TOP AND BOTTOM

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF SLAB

TS THICKENED SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VEF VEHICLE EXHAUST FAN

VERT VERTICAL

WP WORKING POINT

WWF WELDED WIRE FABRIC

SPECIAL INSPECTION NOTES:

1. INSPECTION OF FABRICATORS SHALL BE CONDUCTED IN ACCORDANCE WITH IBC 2018,

SECTION 1704.2.5.

2. INSPECTION OF STEEL CONSTRUCTION SHALL BE CONDUCTED IN ACCORDANCE WITH IBC 2018, SECTION 1705.2.

3. INSPECTION OF CONCRETE CONSTRUCTION SHALL BE CONDUCTED IN ACCORDANCE WITH IBC 2018, SECTION 1705.3 AND TABLE 1705.3.

4. INSPECTION OF MASONRY CONSTRUCTION SHALL BE CONDUCTED IN ACCORDANCE WITH IBC 2018, SECTION 1705.4.

5. INSPECTIONS FOR WIND AND SEISMIC RESISTANCE SHALL BE AS PER IBC 2018, SECTION 1705.11

AND 1705.12.

6. INCLUDE SPECIAL INSPECTIONS REQUIREMENTS IN CONTRACTOR'S QUALITY CONTROL (CQC)PLAN.

7. THE CONTRACTOR SHALL RETAIN THIRD PARTY QUALITY CONTROL AGENCIES TO CONDUCT SPECIAL

INSPECTIONS REQUIRED BY IBC. INSPECTING AGENCY SHALL PROVIDE REPORTS OF SPECIAL

INSPECTIONS DIRECTLY TO THE GOVERNMENT.

ZONE 1

ROOF

OVERWATCH FACILITY

COMPONENTS AND CLADDING GROSS WIND PRESSURES (PSF)

ULTIMATE

('a' = 3'-0")

WALL

1. GROSS WIND PRESSURES SHOWN ABOVE CORRESPOND TO WIND

PRESSURE DIAGRAMS.

2. WIND PRESSURES SHOWN SHALL BE USED IN CONJUNCTION WITH LOAD

COMBINATIONS SPECIFIED IN SECTIONS 2.3 AND 2.4 OF ASCE 7-16.

3. NEGATIVE WIND PRESSURES REPRESENT WIND PRESSURES ACTING

AWAY FROM THE COMPONENT AND CLADDING SURFACES.

4. VALUES IN TABLES ARE GROSS VALUES.

ZONE 2e

+38 / -41

ZONE 4 ZONE 5ZONE 3

10 SF

EFFECTIVE

WIND

AREA

20 SF

50 SF

100 SF

+36 / -39

+34 / -37

+32 / -35

ROOF WALL

45 5

TYP

a

2e

2r

2r 2r1 12e 2e

2e

+28 / -47

+20 / -42

+16 / -38

ZONE 2r

+38 / -51

+36 / -47

+34 / -43

+32 / -39

+28 / -63

+25/ -58

+20 / -51

+16 / -46

+28 / -82

+25 / -74

+20 / -63

+16 / -55

+28 / -63

+25 / -58

+20 / -51

+16 / -46

ROOF OVERHANG

ZONE 3ZONE 1 ZONE 2

-73

-66

-56

-48

-99

-94

-87

-82

TYP

a

2r

+25 / -47

-99

-94

-87

-82

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READY TO ADVERTISE (RTA)

COMPONENT AND CLADDING WIND PRESSURES1

M

AR

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O

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10' - 0"

SB501

S

S

TOF EL = 102.00

NO SLAB ON GRADE

UNDER OVERWATCH.

PLACE VAPOR RETARDER

ON TOP OF GRADE.

TD TYP

5' - 6" 8'

6"

SB501

STAIR COLUMN FOOTING, SEE SB501.

LOCATION BY STAIR VENDOR

TOS EL = 104.5

TOF = 104.5

1. FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS,

SEE S-001 AND FOLLOWING.

2. SEE SB501 AND FOLLOWING FOR SLAB AND FOUNDATION

SECTIONS AND DETAILS.

3. SEE CIVIL DRAWINGS FOR DATUM.

4. TOP OF FTG EL = 103.33 UNO

5. S DENOTES FOOTING STEP. SEE DETAIL ON SB502.

6. ALL FOOTINGS AND WALL FOOTINGS SHALL BE CENTERED

UNDER COLUMNS AND WALLS, U.N.O.

7. COORDINATE UNDERGROUND UTILITY LINES WITH CIVIL,

ELECTRICAL PLUMBING, AND FIRE PROTECTION

DRAWINGS PRIOR TO CONSTRUCTION OF FOOTINGS AND

SLABS-ON-GRADE.

8. DRAINAGE AND DEWATERING: ALL EXCAVATION SHALL BE

PERFORMED SO THAT THE SITE AND THE AREA

IMMEDIATELY SURROUNDING THE SITE WHICH AFFECTS

CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND

EFFECTIVELY DRAINED. THE CONTRACTOR SHALL

PROVIDE DRAINAGE AND DEWATERING AS REQUIRED TO

ENSURE THAT ALL FOOTING EXCAVATIONS ARE

ACCOMPLISHED WITH THE SUBGRADE SOILS REMAINING

DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED AND

BACKFILLED. REMOVAL OF SURFACE WATER,

GROUNDWATER, AND ANY PERCHED-WATER CONDITIONS,

WHICH MIGHT BE ENCOUNTERED DURING EXCAVATIONS

SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER

TO SPECIFICATION 31 00 00 EARTHWORK FOR ADDITIONAL

REQUIREMENTS.

1. SEE S-001 AND S-002 FOR GENERAL STRUCTURAL NOTES,

ABBREVIATIONS, AND DESIGN CRITERIA.

2. SEE SB501 AND FOLLOWING FOR SLAB ON GRADE

DETAILS AND SECTIONS.

3. TOP OF CONCRETE SLAB-ON-GRADE ELEVATION = 0'-0".

ALL ELEVATIONS INDICATED FROM THIS DATUM. SEE CIVIL

DRAWINGS FOR EXACT ELEVATION.

4. COORDINATE UNDERGROUND UTILITY LINES WITH CIVIL,

ELECTRICAL, PLUMBING, AND FIRE PROTECTION

DRAWINGS PRIOR TO CONSTRUCTION OF FOOTINGS AND

SLABS-ON-GRADE.

5. SLAB-ON-GRADE (STOOP) SHALL CONSIST OF 5" THICK

CONCRETE REINFORCED WITH 6X6 W2.9XW2.9 WWF

LOCATED AT 1/3-DEPTH FROM TOP OF SLAB.

6. TD DENOTES TURN DOWN. SEE DETAIL ON SHEET SB501.

SHEET ID

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READY TO ADVERTISE (RTA)

PLAN NORTH

04 8268 02 4 8134

SCALE: 1/4"=1'-0"

SCALE AND NORTH ARROW

OVERWATCH FOUNDATION PLAN1

OVERWATCH SLAB PLAN2

FOUNDATION PLAN NOTES

SLAB PLAN NOTES

M

AR

K D

ES

C

R

IP

TI

O

N D

8" FULLY GROUTED

CMU

BRICK VENEER,

SEE ARCH

FILL WITH GROUT

TO GRADE

EXT. GRADE,

SEE CIVIL

(6) #5 T&B

CONT,

HOOKED AT

CORNERS.

SEE 3/SB502

#5 TRANSVERSE @ 12"

OC T&B

#5 DOWEL @ 16" OC, STD

HOOK AT BOT

TOF

INSULATION, SEE

ARCH

4' - 6"

#5 @ 16" OC, CENTERED IN

CELL. GROUT ALL CELLS OF

WALL.

GRADE UNDER BUILDING

SHALL BE HIGHER THAN

EXTERIOR GRADE

2' - 3"

OUTSIDE FACE OF CMU

1'

0" 1

(4) #5 CONT, PROVIDE

CORNER BARS AT

CORNERS

WWF, SEE PLAN

FF

1'

8"

1' - 0"

GRADE,

SEE CIVIL

DOUBLE REINF IN 8" CMU

SINGLE REINF IN 8" CMU

EQ

NOTES:

ALL CELLS WITH REBAR SHALL BE FILLED WITH GROUT.

BARS SHALL BE LOCATED WITH REBAR POSITIONERS AND

SHALL BE ACCURATELY LOCATED PRIOR TO INSTALLATION

OF GROUT.

LAP REBAR PER ACI 530.

1/

2"

EQ

16" MAX 16" MIN 16" MAX

(2)#5 HORIZONTAL

GROUTED SOLID

EXTEND 24"

BEYOND EDGE OF

OPENING

GROUT

OPENING

AFTER

INSTALLING

CONDUIT

A

A A-A

SEE CIVIL

WALL CORNER

OPENING - WALL TERMINATION

VERTICAL WALL

REINFORCING

WALL INTERSECTION#5 IN 2 CELLS EA

SIDE OF OPENING

NOTES:

1. INTERMEDIATE HORIZONTAL BOND BEAM REINFORCING SHALL TERMINATE AT CMU CONTROL JOINTS.

REINFORCING FOR BOND BEAMS AT TOP OF WALLS SHALL BE CONTINUOUS.

2. HORIZONTAL BARS SHALL BE ANCHORED AROUND VERTICAL BARS WITH A STANDARD HOOK.

VERTICAL WALL

REINFORCING

EQ EQ

EQEQ

5/

8"

EQ EQ

SEE PLAN

WALL

OPENING

EQ EQ

HORIZONTAL BOND BEAM

REINFORCING WITH 90

DEGREE SPLICE BAR

HORIZONTAL BOND BEAM

REINFORCING WITH 90

DEGREE SPLICE BAR

HORIZONTAL BOND BEAM

REINFORCING WITH 180

DEGREE HOOKS AT WALL

ENDS

BOND BEAM AT TOP OF WALL AND AT

FLOOR LEVEL - SEE PLAN AND

DETAILS FOR LOCATIONS AND

REINFORCING

PLACE METAL LATH OR WIRE SCREEN

OVER CORES NOT TO BE FILLED

(SHEET METAL AND FELT

PROHIBITED)

VERTICAL REINFORCING WITH MATCHING

DOWELS INTO FOUNDATION. SEE PLAN

FOR SIZE AND LOCATION. PROVIDE BAR

POSITIONERS PER PROJECT

SPECIFICATIONS SECTION 04 20 00.

HORIZONTAL JOINT REINFORCING @ 16"

O.C. STARTING AT FIRST COURSE ABOVE

FOUNDATION. LAP SPLICES 8". USE

PREFABRICATED L'S AND T'S AT WALL

INTERSECTIONS.

GROUT FILLED CELL AT REINFORCING

LOCATIONS - PLACE AND CONSOLIDATE

GROUT IN 5 FOOT LIFTS (MAX)

MORTAR CROSS WEBS ADJACENT TO

FILLED CELLS

ASTM C90 CMU UNITS IN RUNNING BOND

FOUNDATION OR THICKENED SLAB

SET FIRST COURSE IN

FULL MORTAR BEDDING

PROVIDE CLEAN OUT

OPENINGS AT GROUT

FILLED CELL LOCATIONS

2'-6"x2'-6"x1'-4" DEEP

FOOTING WITH (3)#5

EW

3/4"x10"x10" BASE

PLATE WITH

(4)-5/8" DIA

ANCHOR BOLTS

WITH 10" EMBED

T/FTG

MATCHES PAD ELEV

COLUMN, BY STAIR VENDOR

2" NON SHRINK GROUT

GRADE, SEE CIVIL AND ARCH.

MULTI-WYTHE

BRICK WALL,

SEE DETAILS THIS

SHEET

EXT. GRADE,

SEE CIVIL

(4) #4 T&B

#4 TRANSVERSE @ 12"

OC T&B3' - 6"

#3 DOWEL W/ 12" HOOK @ 8" OC,

CENTERED IN WALL AND GROUTED

WITH 3000 PSI GROUT. EXTEND

FULL HT OF WALL

1'

0"

SEE PLAN FOR DIMENSIONS AND

PILASTERS. EXTEND FOOTING 2

FEET PAST PILASTERS.

REINFORCE PILASTERS SIMILAR

TO PILASTERS SHOWN ON CIVIL

SHEETS.

TOP OF FOOTING 8" BELOW GRADE

PROVIDE W1.7 LADDER

TYPE TIES AT 8" OC

MAX VERTICAL

SHEET ID

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READY TO ADVERTISE (RTA)

0SCALE: 3/4"=1'-0" 12 2

TYPICAL WALL FOOTING DETAIL1 TYPICAL TURN DOWN DETAIL (TD)2

0SCALE: 3/4"=1'-0" 12 2

CMU WALL REINFORCING DETAIL3

CONDUIT OPENING THROUGH CMU FDN WALLS4 TYPICAL CMU WALL REINFORCING DETAIL5 TYPICAL CMU CONSTRUCTION DETAIL6

0SCALE: 3/4"=1'-0" 12 2

TYPICAL STAIR COLUMN FOOTING7

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NOT TO SCALE

NOT TO SCALENOT TO SCALENOT TO SCALE

TYPICAL ELECTRONIC SIGN DETAIL8

0SCALE: 3/4"=1'-0" 12 2

NOTES:

1. LENGTHS SHOWN IN THIS SCHEDULE SHALL BE USED UNLESS SPECIFICALLY NOTED

OTHERWISE ON DRAWINGS.

2. LAPPED BARS SHALL BE WIRE TIED TO THE GREATEST EXTENT POSSIBLE.

3. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT

GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE

REQUIRED LENGTH INDICATED OR 8" MAX.

4. VERTICAL REINFORCEMENT SHALL BE HELD IN PLACE USING BAR POSITIONERS AS

REQUIRED IN GENERAL NOTES AND SPECIFICATIONS.

BAR SIZE

SPLICE LENGTH

#3

8-in CMU

REINFORCEMENT IN

CENTER OF WALL

CMU REINFORCING SPLICE LENGTH SCHEDULE

#4 #5 #6 #7 #8 #9

NP

TRANSVERSE BARS

CONTINUOUS WALL

FOOTING REINFORCING

CONTINUOUS WALL

FOOTING REINFORCING

'Z' BARS SAME SIZE AND

NUMBER AS CONTINUOUS

REINFORCING, BEND AS

SHOWN

(TYPICAL)

24" LAP SPLICE

8" STEP

16" MIN

16" STEP

32" MIN

MIN

1' - 0"

" M

AX

8"

M

IN

" M

AX

8"

M

IN

3" CLR

NOTES:

1. WHERE THREE BARS OCCUR, CENTER BAR SHALL BE HAVE 90 DEGREE STANDARD HOOK.

TYPICAL FOOTING

REINFORCING, (TYP)

PLAN AT

CORNER

PLAN AT

INTERSECTION

BARS, (TYP)

0" BETWEEN

3' - 0"

3'

0"

'L' BAR TO MATCH

HORIZONTAL

REINFORCING

BA

R

S, (T

YP

0" B

ET

W

EE

N

TYPICAL FOOTING

REINFORCING, (TYP)

1'

6"

HOOKED SPLICE BAR

TO MATCH

HORIZONTAL FOOTING

OR WALL

REINFORCING

BARS, (TYP)

0" BETWEEN

1' - 6" 1' - 6"1' - 6"

SHEET ID

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US Army Corps of Engineers ®

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READY TO ADVERTISE (RTA)

REBAR SPLICE LENGTH (CMU) SCHEDULE1 TYPICAL STEPPED FOOTING DETAIL2 TYPICAL CONT FTG REINF DETAIL3

M

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NOT TO SCALE NOT TO SCALE NOT TO SCALE

1. FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS,

SEE S-001 AND S-002.

2. SEE SF501 AND FOLLOWING FOR ROOF SECTIONS AND

DETAILS

3. COORDINATE ALL ROOF DIMENSIONS, ELEVATIONS,

OPENINGS AND PENETRATIONS WITH ARCHITECTURAL,

MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. SEE

ARCHITECTURAL FOR ROOF PENETRATION WATERPROOFING

DETAILS.

4. TRUSS BEARING EL SHALL BE 118.70 UNO.

5. ROOF DECK SHALL BE 1.5B22 GAUGE METAL DECK. SEE

STEEL DECK NOTES FOR ATTACHMENT.

6. COLD FORM STEEL TRUSS TRUSS SPACING SHALL NOT

EXCEED 4'-0" O.C. UNO.

7. PROVIDE CONTINUOUS 1/4" BENT PLATE WITH 4" LEGS AT ALL

RIDGES.

8. TRUSS MANUFACTURER PROVIDE LT GA STRUCTURAL

MEMBER ALONG ALL HIP RIDGES TO SECURE THE 1/4" BENT

PLATE.

SF501

SF501

W8X10

STEEL STAIR BY

FABRICATOR, SEE

SPEC.

SF501

SF501

TRUSS DESIGNER DESIGN DRAG TRUSS FOR 150

PLF ULT DUE TO WIND LOAD TYP ALL 4 SIDES

GIRDER TRUSS

SF501

MECH UNIT HANGING FROM TRUSS. DESIGN

TRUSS FOR 200 LBS LOAD. CONTRACTOR

PROVIDE SUPPORT FOR UNIT (UNISTRUT, ETC).

CMU WALL BELOW

1. FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS,

SEE S-001 AND S-002.

2. SEE SF501 AND FOLLOWING FOR FLOOR SECTIONS AND

DETAILS

3. COORDINATE ALL ROOF DIMENSIONS, ELEVATIONS,

OPENINGS AND PENETRATIONS WITH ARCHITECTURAL,

MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. SEE

ARCHITECTURAL FOR ROOF PENETRATION WATERPROOFING

DETAILS.

4. TOP OF STEEL EL = 109.00 UNO. TOS EL = 109.33.

5. FLOOR DECK SHALL BE 1.5C22 GAUGE METAL DECK. SEE

STEEL DECK NOTES FOR FASTENERS. CONCRETE TOPPING

ON FORM DECK SHALL BE 4000 PSI 2 1/2" THICK (4" TOTAL

SLAB THICKNESS) AND REINFORCED WITH 6x6-W2.9/W2.9

WWF AT MID DEPTH.

SHEET ID

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2 3 4 5 6 7 8 9 10

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READY TO…