W912HN-20-B-3013_VOL2_AMD2.pdf

STRUCTURAL ABBREVIATIONS

SYMBOL DESCRIPTION

AFF ABOVE FINISHED FLOOR

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

EOS EDGE OF SLAB

ES EACH SIDE

EQ EQUAL

EW EACH WAY

FF FINISHED FLOOR

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GOVT GOVERNMENT

HORIZ HORIZONTAL

IJ ISOLATION JOINT

KIP (k) 1000 POUNDS

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MAX MAXIMUM

MB METAL BUILDING

MBF METAL BUILDING MANUFACTURER

MCJ MASONRY CONTROL JOINT

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

RAD RADIUS

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 STEEL

TS THICKENED SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

WP WORKING POINT

WWF WELDED WIRE FABRIC

STRUCTURAL LEGEND

SLOPE DIRECTION

INDICATES ELEVATION REFERENCED

TO FINISHED FLOOR

KEYED PLAN NOTE

COLUMN REFERENCE LINE

(CENTER LINE OF COLUMN)

SPOT ELEVATION

SLAB DEPRESSION

BRICK WALL

CONCRETE ELEMENT

EARTH FILL

GROUT

CONCRETE MASONRY UNIT (CMU)

POROUS FILL

WELDED WIRE FABRIC (WWF)

STEEL FRAMING REFERENCE

WXxXX

DN

X

[+/- X’-X”]

X

[+/- X’-X”]

AISC SHAPE

DESIGNATION

HSSXxX AISC COLUMN

DESIGNATION

STEEL COLUMN

BF#X

BRACED/MOMENT

FRAME NUMBER

BRACED FRAME

DESIGNATION

MOMENT FRAME

DESIGNATION

STEEL JOIST NOTES:

SJ-1. DESIGN, FABRICATION AND ERECTION OF JOISTS, JOIST EXTENSIONS AND JOIST

SUBSTITUTES SHALL BE IN ACCORDANCE WITH SJI SPECIFICATIONS.

SJ-2. ALL ROOF JOISTS, JOIST EXTENSIONS AND JOIST SUBSTITUTES SHALL BE DESIGNED BY THE

STEEL JOIST FABRICATOR FOR THE DESIGN LOADS NOTED ON THE DRAWINGS INCLUDING:

1. ROOF COLLATERAL DEAD LOAD OF 15 PSF

ROOF COLLATERAL DEAD LOAD OF 7 PSF FOR UPLIFT CALCULATIONS

2. ROOF LIVE LOAD OF 20 PSF WITH LIVE LOAD DEFLECTION LESS THAN L/360.

MAXIMUM DEFLECTION FOR D+L = L/360.

3. NET UPLIFT PRESSURES, GROSS UPLIFT PRESSURES INDICATED ON S-003.

4. POSITIVE WIND PRESSURES INDICATED ON S-003.

5. JOISTS SHALL BE DESIGNED FOR LOAD COMBINATIONS REQUIRED BY IBC, ASCE,

AND UFC.

SJ-3. JOISTS, JOIST EXTENSIONS AND JOIST SUBSTITUTES SHALL BE DESIGNED TO THE

INDICATED SLOPES AND FOLLOWING CRITERIA. ROOF JOISTS SIZES SHOWN ON DRAWINGS

ARE PROVIDED FOR ESTIMATING PURPOSES, HOWEVER SHALL BE MINIMUM REQUIRED AND

ANY CHANGE REQUIRED SHALL BE SUBJECT TO CONTRACTING OFFICER APPROVAL.

SJ-4. JOIST DESIGN SHALL INCLUDE ALL REQUIRED JOIST BRIDGING. BRIDGING SHALL BE SIZED, SPACED, AND INSTALLED IN ACCORDANCE WITH SJI SPECIFICATIONS.

SJ-5. PROVIDE TOP AND BOTTOM CHORD EXTENSIONS WHERE NOTED ON DRAWINGS.

SJ-6. DO NOT CAMBER JOISTS.

SJ-7. CALCULATIONS AND DRAWINGS PREPARED AND SIGNED BY A REGISTERED ENGINEER

SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO FABRICATION

OF JOISTS.

SJ-8. JOISTS SHALL BE CONNECTED TO THE SUPPORTING STEEL IN ACCORDANCE WITH SJI

SPECIFICATIONS AND PROJECT CRITERIA NOTED ON DRAWINGS.

SJ-9. SWAY (DIAGONAL BRACING FRO SUSPENDED MECHANICAL EQUIPMENT SHALL ATTACH TO

THE TOP CHORD OF THE JOISTS AND NOT THE BOTTOM CHORD.

STEEL DECK NOTES:

SD-1. ROOF DECK SHALL BE GALVANIZED STEEL CONFORMING TO ASTM A653 WITH A MINIMUM

YIELD STRENGTH OF 33 KSI. STEEL ROOF DECK SHALL BE AS SHOWN ON DRAWINGS.

FASTENERS FOR ROOF DECK SHALL UTILIZE 5/8" DIA PUDDLE WELDS AT A 36/4 PATTERN TO

SUPPORT STRUCTURE AND A MINIMUM OF (4) #10 SELF TAPPING SCREWS AT SIDE LAP

CONNECTIONS.

SD-2. 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.

SD-3. CONTRACTOR SHALL COORDINATE OPENINGS IN STEEL DECK WITH ARCHITECTURAL,

MECHANICAL, AND ELECTRICAL DRAWINGS PRIOR TO DECK PLACEMENT.

SD-4. HANGING LOADS DIRECTLY FROM ROOF DECK IS PROHIBITED.

SD-5. STEEL DECK SHALL SPAN CONTINUOUSLY OVER A MINIMUM OF 4 SUPPORTS (3 SPANS) UNO.

STEEL CONSTRUCTION NOTES:

S-1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF CONNECTIONS SHALL BE IN

ACCORDANCE WITH AISC 360-16, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND

AISC 303-16, "CODE OF STANDARD PRACTICE FOR BUILDING AND BRIDGES". THE STRUCTURAL STEEL MEMBERS SHOWN IN THESE DRAWINGS HAVE BEEN ANALYZED AND DESIGNED USING AISC 360-16, LRFD METHOD.

S-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

B. PLATES AND ANGLES ASTM A36

C. HIGH STRENGTH BOLTS ASTM F3125

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

S-3. "ORDINARY CONCENTRICALLY BRACED FRAMES" ARE USED IN THE LATERAL FORCE RESISTING

SYSTEM.

S-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 IN FILLET, UNLESS OTHERWISE NOTED. CURRENT AWS CERTIFICATIONS

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

S-5. ALL BOLTED CONNECTIONS, UNLESS OTHERWISE NOTED, SHALL USE 3/4" DIAMETER HIGH STRENGTH

BOLTS WITH HARDENED CARBON STEEL WASHERS.

S-6. ALL FIELD-BOLTED SHEAR CONNECTIONS SHALL BE SNUG TIGHT BEARING-TYPE CONNECTIONS, THREADS INCLUDED IN THE SHEAR PLANE.

S-7. FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE IS NOT PERMITTED. BOLT HOLES

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

S-8. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DRAWINGS AND DESIGN CALCULATIONS FOR ANY

ALTERNATE DETAILS AND MEMBER SPLICES.

S-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.

S-10. SPLICE PERIMETER BENT PLATE DECK CLOSURE DIRECTLY ABOVE A SUPPORTING STRUCTURAL

STEEL MEMBER.

S-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.

MASONRY CONSTRUCTION NOTES:

M-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).

M-2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 2000 PSI.

M-3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH EITHER LIGHTWEIGHT OR NORMAL WEIGHT AGGREGATE. NET AREA COMPRESSIVE STRENGTH OF CONCRETE

MASONRY UNITS SHALL BE A MINIMUM OF 2650 PSI.

M-4. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT SHALL ATTAIN

A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.

M-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.

M-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.

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

OR CORED HOLES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

M-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.

M-9. UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCEMENT IN BLOCK CELLS. USE

NONMETALLIC BAR POSITIONERS.

M-10. PROVIDE DOWEL REINFORCEMENT FROM WALLS INTO FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT. LAP WALL REINFORCEMENT AS INDICATED IN SCHEDULE ON SF601.

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CLR

3"2'

0"

8"

TY

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2" C

LR

TY

P 2"

C

LR

(4) #6 BOT

#4 STIRRUPS @ 3" OC, 0'-0" - 1'-0"

#4 STIRRUPS @ 6" OC, 1'-0" - 4'-0"

#4 STIRRUPS @ 9" OC, 4'-0" - CENTER

DISTANCES FROM EF OF PILE

(3) #6 TOP,

(1) ADD #6 TOP AT CANTILEVER BEAMS

#5 @ 12" OC EW T&B,

BOTTOM MOST AND TOP MOST BARS

SPAN PLAN NORTH - PLAN SOUTH

#4 CROSS-TIE @ 12" OC MAX,

HOOK EACH END

2' - 0"

CL

C

LR3"

C

LR4"

8"

1' - 6"

2'

1"

STIRRUP

TOC

SEE PLAN

T/BEAM

SEE PLAN

C

LR

1/

2"

CL

1/2 PREMOLDED JOINT FILLER

INTERIOR CONCRETE SLAB,

SEE PLAN NOTES

RIGID INSULATION

CMU WALL, SEE PLAN

AND SCHEDULE

VERTICAL DOWEL TO MATCH WALL

REINFORCEMENT SIZE AND SPACING,

LAP SPLICE PER CMU SPLICE LENGTH

SCHEDULE VAPOR RETARDER

ELEVATED DECK EXTERIOR TO

BUILDING SLOPES APPROX 1/8" PER 12"

AWAY FROM BUILDING, SLOPE IS

FORMED BY TOP OF BEAM ELEVATIONS

PROVIDE #5 X 3'-0" LONG MIN

BENT BAR AT SLOPE CHANGE,

TOP AND BOTTOM, MATCH

PRIMARY REINF SPACING

0" C

LR

0"

C

LR

CL

1/2" PREMOLDED JOINT FILLER

SEE SF506 FOR BASE PLATE AND

ANCHOR BOLT INFORMATION

(2) #4 STIRRUPS @ 6" OC

CENTERED ABOVE PILE

PRESTRESSED CONCRETE PILE,

SEE 3/SF501 AND SPECIFICATION

FOR INFORMATION

CL

(4) #6 DOWEL W/ 90 DEG STD HOOK,

6" MIN EMBED, EPOXY GROUTED

(1) #6 EF X 4'-0" LONG

DISCONTINUE (4) BEAM BOTTOM BARS

AT PILE, NOT SHOWN

1'

/2

1' - 6"

C

LR4"

180 DEG HOOK

STIRRUP

TOC

SEE PLAN

T/BEAM

SEE PLAN

6" M

IN

3"

M

IN

CLR

3"2'

0"

8"

TY

P

2" C

LR

TY

P 2"

C

LR

(4) #6 BOT

#4 STIRRUPS @ 3" OC, 0'-0" - 1'-0"

#4 STIRRUPS @ 6" OC, 1'-0" - 4'-0"

#4 STIRRUPS @ 9" OC, 4'-0" - CENTER

DISTANCES FROM FACE OF

INTERSECTING BEAM

(3) #6 TOP,

(1) ADD #6 TOP AT CANTILEVER BEAMS

#5 @ 12" OC EW T&B,

BOTTOM MOST AND TOP MOST BARS

SPAN PLAN NORTH - PLAN SOUTH

#4 CROSS-TIE @ 12" OC MAX,

HOOK EACH END

2' - 0"

CL

C

LR4"

C

LR4"

8"

1' - 6"

2'

0"

STIRRUP

TRANSVERSE CONCRETE BEAMS SPAN

PLAN NORTH - PLAN SOUTH

TOC

SEE PLAN

T/BEAM

SEE PLAN

C

LR

1/

2"

CLR

3"

(2) #6 BOT, CONT THRU CANTILEVER

#4 STIRRUPS @ 3" OC, 0'-0" - 1'-0"

#4 STIRRUPS @ 6" OC, 1'-0" - 4'-0"

#4 STIRRUPS @ 9" OC, 4'-0" - CENTER

DISTANCES FROM FACE OF

INTERSECTING CANTILEVER BEAM

(2) #6 TOP, CONT THRU CANTILEVER

#5 @ 12" OC EW T&B,

BOTTOM MOST AND TOP MOST BARS

SPAN PLAN NORTH - PLAN SOUTH

1' - 0"

CL

C

LR3"

6"

1'

/2

STIRRUP

TY

P

2" C

LR

9"

TY

P

2" C

LR

C

LR4"

TOC

SEE PLAN

T/BEAM

SEE PLAN

1'

/2 " C

LR2"

CLR

3"

(4) #6 BOTTOM

#4 STIRRUPS @ 3" OC, 0'-0" - 1'-0"

#4 STIRRUPS @ 6" OC, 1'-0" - 4'-0"

#4 STIRRUPS @ 9" OC, 4'-0" - CENTER

DISTANCES FROM EF OF PILE

(3) #6 TOP

#5 @ 12" OC EW T&B,

BOTTOM MOST AND TOP MOST BARS

SPAN PLAN NORTH - PLAN SOUTH

#4 CROSS-TIE @ 12" OC MAX,

HOOK EACH END

2' - 0"

CL

C

LR3"

1' - 6"

1'

/2

STIRRUP

TY

P

2" C

LR

1' - 3"

TY

P

2" C

LR

C

LR4"

TOC

SEE PLAN

T/BEAM

SEE PLAN

1'

/2 " C

LR

1/ 2"

CLR

3"

(2) #6 BOT, CONT THRU CANTILEVER

#4 STIRRUPS @ 3" OC, 0'-0" - 1'-0"

#4 STIRRUPS @ 6" OC, 1'-0" - 4'-0"

#4 STIRRUPS @ 9" OC, 4'-0" - CENTER

DISTANCES FROM FACE OF

INTERSECTING CANTILEVER BEAM

(2) #6 TOP, CONT THRU CANTILEVER

#5 @ 12" OC EW T&B,

BOTTOM MOST AND TOP MOST BARS

SPAN PLAN NORTH - PLAN SOUTH

1' - 0"

CL

C

LR3"

6"

1'

/2

STIRRUP

9"

C

LR4"

TOC

SEE PLAN

T/BEAM

SEE PLAN

1'

/2

"TY

P 2"

C

LR

TY

P

2" C

LR

EXISTING DECK

CLR

1/2"

C

LR2"

NOTE:

AT SIMILAR, GALVANIZED GUARDRAIL,

NO EXISTING DECK

12"

14"

3" COVER

3" COVER

SECTION

12" x 12" OPTION

FOR BID PURPOSES ONLY

ALTERNATE STRAND PATTERNS ACCEPTABLE

SECTION

14" x 14" OPTION

FOR BID PURPOSES ONLY

ALTERNATE STRAND PATTERNS ACCEPTABLE

3/4" CHAMFER MIN 3/4" CHAMFER MIN

FINAL PILE SIZE SHALL BE DETERMINED BY THE CONTRACTOR'S PRESTRESSED CONCRETE PILE MFR PREDICATED ON THE LOADING AND DRIFT LIMIT CRITERIA ON S-001 AND SPECIFICATION 31 62 13.20

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ELEVATED DECK, CONCRETE BEAM1

ELEVATED DECK, EXTERIOR MASONRY WALL9ELEVATED DECK, INTERIOR STEEL COLUMN8

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

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2 0

ELEVATED DECK, CONCRETE BEAM OVER PILE2

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

ELEVATED DECK, TRANSVERSE CONCRETE BEAM4

0'

SCALE: 1-1/2" = 1' - 0"

1' 2'

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

0' 1' 2' 3'

SCALE: 1" = 1' - 0"

ELEVATED DECK, PERIMETER BEAM5 ELEVATED DECK, PERIMETER BEAM6

ELEVATED DECK, PERIMETER BEAM7

PRESTESSED CONCRETE PILE DETAILS3