s 0.1.1 structural - general notes & legend

BYNO. DATE REVISION

Atlanta International AirportHartsfield-Jackson

CITY OF ATLANTA, GEORGIA

FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309

PEACHTREE STREET, NE

HEERY INTERNATIONAL, INC. 999

FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303

100 PEACHTREE STREET NW, SUITE 2500

STEVENS & WILKINSON, INC.

HII-0730621

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FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066

2470 SANDY PLAINS ROAD

SOUTHEASTERN ENGINEERING, INC. (SEI)

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L.L.H.

L.P.

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N.I.C.

N.S.

# - NUMBER

ARCH

ADD'L

A.F.F.

C.J.

H.S.

INFO

INT - INTERIOR

NO. - NUMBER

C.I.P.

ALT

I.E.

MAX

&

- HORIZONTALHORIZ

- CLEAR

- ARCHITECTURAL

- CAST IN PLACE

- ALTERNATE

- AND

- CENTER LINE

- AREA DRAIN

- BEAM

- BOTTOM

- CENTER TO CENTER

- ADDITIONAL

- ABOVE FINISHED FLOOR

- CONSTRUCTION JOINT

- NEAR SIDE

- ANGLE

- LONG LEG HORIZONTAL

- LONG LEG VERTICAL

- LOW POINT

- MINIMUM

- NOT IN CONTRACT

- HEADED STUD

- INFORMATION

- FOR EXAMPLE

- MAXIMUM

O.C.

O.H.

PSI

PSF

R.D.

STD - STANDARD

REINF

E.O.S.

EXP

T/F

F.D.

T/W

W/ - WITH

- PREMOLDED JOINT FILLER

- POUNDS PER SQUARE INCH

- POUNDS PER SQUARE FOOT

- ROOF DRAIN

- REINFORCE OR REINFORCEMENT

- TOP OF

- TOP OF FOOTING

- UNLESS NOTED OTHERWISE

- WELDED WIRE FABRIC

C.M.U.

CONC

CONT

D.B.A.

DIA

(E)

EL

E.O.D.

EQ

F.S.

FTG

F.V.

H.C.A.

HK

P.J.F.

T/

TYP

U.N.O.

WWF

COL

E.E.

E.W.

GALV

N.T.S. - NOT TO SCALE

OPP

SPA

S.O.G.

VERT - VERTICAL

EXT

P.C.F.

DWG(S)

do

SF

SIM

PLBG - PLUMBING

- CONCRETE MASONRY UNIT

- DEFORMED BAR ANCHOR

- EXISTING CONDITIONS

- ELEVATION

- EQUAL

- EXPANSION

- FLOOR DRAIN

- FOOTING

- DRAWING OR DRAWINGS

- DITTO

- HOOK

- FAR SIDE

- CONCRETE

- DIAMETER

- EDGE OF DECK

- EDGE OF SLAB

- FIELD VERIFY

- HEADED CONCRETE ANCHOR

- COLUMN

- EACH END

- EACH WAY

- GALVANIZED

- EXTERIOR

- CONTINUOUS OR CONTINUATION

- ON CENTER

- TOP OF WALL

- OPPOSITE HAND

- POUNDS PER CUBIC FOOT

- TYPICAL

- OPPOSITE

- SLAB-ON-GRADE

- SPACE OR SPACED

- SQUARE FOOT

- SIMILAR

- PLATEPL

HA - HANGER

SEE PLANS FOR THICKNESS

COMPACTED SUBGRADE

6" MIN. FREE DRAINING GRANULAR MATERIAL

VAPOR BARRIER, ASTM E 1745 CLASS A, MINIMUM 15 MIL.

11.

12.

4000 PSI

13.

14.

15.ALL SPLICING DEVICES SHALL DEVELOP 125% OF SPECIFIED YIELD STRENGTH (Fy) OF THE BAR.

16.

CONCRETE NOTES:

FOUNDATION NOTES:

1.

2.

3.

4.

5.

6.

7.

8.

SHALL BE COMPACTED TO AT LEAST 95% MODIFIED PROCTOR.

THE UPPER 12 INCHES OF SOILS IN THE FOOTING (COLUMN AND WALL) EXCAVATION BOTTOMS

NEW SLAB-ON-GRADE SUBBASE:

3 PSF

b. ROOFS: 20 PSF

--

--

--

--

--

--

--

6.

SNOW LOAD:

IMPORTANCE FACTOR ( I s)

GROUND SNOW LOAD (Pg)

--

--

1.0

5 PSF

b.

17.

LATEST EDITION AND OR REVISION OF THAT CODE OR STANDARD UNLESS NOTED OTHERWISE.

ANY REFERENCE TO A CODE OR STANDARD SHALL BE UNDERSTOOD TO REFER TO THE

PREPARATIONS WILL BE REQUIRED.

BY THE GEOTECHNICAL TESTING AGENCY TO DETERMINE WHETHER OTHER SUBGRADE

FOLLOWING COMPLETION OF FOUNDATION EXCAVATION, THE SUBGRADE SHALL BE INSPECTED

BEAMGIRDER

COL.

L2 L3

BEAMS AND GIRDERS:

b.

C COL.C

OF BEAM.

IN EVERY RIB AND PLACE REMAINDER OF STUDS IN RIBS STARTING AT EACH END

CENTER. WHERE MORE THAN ONE STUD PER RIB IS REQUIRED, INSTALL ONE STUD

STUDS IS REQUIRED. STUDS TO BE PLACED EQUALLY FROM EACH END TOWARD

STUDS SHALL BE PLACED DIRECTLY OVER BEAM WEB, WHERE ONLY ONE ROW OF

(a) 8 TIMES THE TOTAL SLAB THICKNESS, (b) 3'-0" O.C.

THE MAXIMUM CENTER-TO-CENTER SPACING OF SHEAR STUDS SHALL NOT EXCEED

3.

4.

5.

6.

5.

--

7.

ENGINEER OF RECORD.

DECK SPAN, UNLESS NOTED OTHERWISE, OR APPROVED BY THE STRUCTURAL

CONSTRUCTION JOINTS SHALL BE PLACED AT MID-SPAN OF THE COMPOSITE

CONSTRUCTION JOINTS SHALL NOT BE PLACED ON BEAM CENTERLINES.

APPLIED BY THE ELECTRIC-ARC.

(D.B.A.) CONFORMING TO ASTM A615 AND SPECIFICALLY MANUFACTURED TO BE

MILD STEEL, PLATES, ANGLES OR SHAPES SHALL BE DEFORMED BAR ANCHORS

AUTHORIZED IN WRITING BY THE ENGINEER. ALL DEFORMED BARS WELDED TO

WELDING OF ASTM A615 REINFORCEMENT SHALL NOT BE PERMITTED, EXCEPT AS

(25) (6) (25)

9.

3

(XX) DENOTES STUDS TO BE PLACED AS FOLLOWS:

DRAWINGS FOR REVIEW BY THE ENGINEER.

OF THIS COORDINATION SHALL BE CLEARLY DETAILED, NOTED AND SUBMITTED WITH SHOP

PRIOR TO PROCEEDING WITH STRUCTURAL WORK, MODIFICATIONS OR CHANGES AS A RESULT

ELEVATORS AND ESCALATORS WITH ALL TRADES AFFECTED AND EQUIPMENT PURCHASED

FIXTURES, MECHANICAL DUCTS, DRAINS, PLUMBING EQUIPMENT AND PIPING, ETC., INCLUDING

CONTRACTOR SHALL COORDINATE THE LOCATION OF MECHANICAL UNITS, ELECTRICAL

SPLICING DEVICE, SHALL BE INSPECTED BY THE TESTING AGENCY.

BEFORE CONCRETE OPERATIONS BEGIN, REINFORCEMENT WHICH USES A MECHANICAL

1.

2.

3.

4.

FLOOR TOLERANCES:

DESIGN LOADS:

QUALITY/CONTROL, TESTING AND INSPECTIONS:

QUALITY CONTROL SUBMITTALS SHALL BE PROVIDED IN ACCORDANCE WITH THE SPECIFICATIONS.1.

2.

--

MECHANICAL/ ELECTRICAL/ PLUMBING, TYPICAL --

--8 PSF

100 PSF

100 PSF

--

--7 PSF

8 PSF

ROOF SYSTEM (INCLUDING ALLOWANCE FOR RE-ROOFING)

CEILING (AS APPLICABLE) 3 PSF--MECHANICAL/ ELECTRICAL

150 PSF

80 PSF

150 PSF

--

b. ROOFS:

SLABS

-

-- INDICATES SPAN OF STEEL DECK AND/OR CONCRETE SLABS.

ABBREVIATIONS:

1.

2.

3.

4.

5.

6.

7.

8.

GENERAL NOTES:

9.

C

1.

CONCRETE TYPE AND USE:

2.

3.

4.

5.

6.

7.

8.

9.

10.

TYPE

REINFORCEMENT SHALL NOT BE FIELD CUT WITHOUT PRIOR APPROVAL OF THE ENGINEER.

A 0.45 150 PCF

2.

1.

CEILING/ FLOOR

5 KIPS

-

SLOPES AND EQUIPMENT PADS PRIOR TO PLACING CONCRETE.

CONTRACTOR SHALL COORDINATE THE LOCATION OF DEPRESSED SLABS, FLOOR DRAIN

F La.

1.

-

-

-

-

NUMBER IS INDICATED.

LENGTH IF ONLY ONE

SPACED ALONG THE ENTIRE

IN A DISTANCE L OR EQUALLY

STUDS EQUALLY SPACED

DENOTES NUMBER OF

APPROVAL OF THE ENGINEER.

REINFORCEMENT LARGER THAN A #4 BAR SHALL NOT BE FIELD BENT WITHOUT PRIOR

HOOKS AS DEFINED BY ACI 318, UNLESS NOTED OTHERWISE.

REINFORCING BAR HOOKS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE STANDARD

STRENGTH

COMPRESSIVE

28-DAY MINIMUM

RANGE

SLUMP

CEMENT RATIO

MAX. WATER/

WEIGHT

MAXIMUM

11.

12.

13.

13.

(AISC), 14TH EDITION.

DESIGN AND PLASTIC DESIGN OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

OF THE SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS

ALL STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS

ALL ANCHOR RODS SHALL CONFORM TO ASTM F 1554, GRADE 36.

CHANNELS: ASTM A36; ANGLES: ASTM A36, PLATES: ASTM A36, U.N.O.

W-SHAPES: ASTM A992; M-SHAPES, S-SHAPES AND HP-SHAPES: A36;

ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE

8" BOND BMS. 2#5 CONT.

8" EXTERIOR WALLS - 1#5 VERT. @ 32" O.C.

8" BOND BMS. 2#5 CONT.

8" INTERIOR WALLS - 1#5 VERT. @ 48" O.C.

UNLESS NOTED OTHERWISE ON PLANS, ALL CMU SHALL BE REINFORCED AS FOLLOWS:

ELEVATIONS AND FOR LOCATION OF WALL EXPANSION JOINTS.

SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF CONTROL JOINTS AND FOR TOP OF WALL

MASONRY NOTES:

ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID.

2.

3.

4.

5.

6.

8.

9.

10.

1.

7.

1.

STEEL NOTES:

MATERIAL FOR NUTS AND WASHERS SHALL BE COMPATIBLE FOR BOLTS.

2.

3.

4.

5.

6.

7.

8.

9.

10.

12.

15.

14.

11.

UNLESS SHOWN OTHERWISE, ALL BEAM OR GIRDER CONNECTIONS SHALL BE FRAMED

THE DESIGN OF CONNECTIONS FOR ANY PART OF THE STRUCTURE NOT INDICATED ON THE DESIGN DRAWINGS SHALL BE COMPLETED BY THE FABRICATOR. UNLESS GREATER REACTIONS ARE INDICATED ON THE DESIGN DRAWINGS, THE CONNECTION AT EACH END OF THE MEMBER SHALL DEVELOP AT LEAST 70% OF THE TOTAL UNIFORM LOAD CAPACITY OF THE MEMBER OR A MINIMUM REACTION OF 6 KIPS, WHICHEVER IS GREATER. IN NO CASE SHALL THE LENGTH OF FRAMED CONNECTIONS BE LESS THAN ONE-HALF OF THE "T" DISTANCE OF THE MEMBER WEB. ALL STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR

ROW ARE REQUIRED PER CONNECTION.

ALL SHAPED HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500,GRADE B (Fy=46 KSI). ALL ROUND HSS SHALL CONFORM TO ASTM A500, GRADE B(Fy=42 KSI).

CODE - STEEL OF THE AMERICAN WELDING SOCIETY, AWS D1.1.

ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING

PERFORMED BY THE STAIR FABRICATOR. DESIGN LIVE LOAD = 100 P.S.F.

EXCEPT AS SHOWN OTHERWISE, STRUCTURAL DESIGN OF STEEL STAIRS SHALL BE

RESULTING ECCENTRICITIES.

MEMBERS. WHERE THIS IS NOT POSSIBLE, CONNECTIONS SHALL BE DESIGNED FOR ALL

FORCE COMPONENTS ARE TRANSFERRED DIRECTLY TO THE CENTER LINES OF INTERSECTING

ALL TRUSSES AND BRACING CONNECTIONS SHALL BE DESIGNED AND DETAILED SO THAT ALL

16.

17.

18.ALL CONTRACTOR FURNISHED DESIGN, DETAILING, FABRICATION AND ERECTION OFSTRUCTURAL STEEL SHALL COMPLY WITH OSHA CONSTRUCTION SAFETY AND HEALTH

PROVIDE TEMPORARY LATERAL BRACING OF STRUCTURAL FRAMING UNTIL ALL PERMANENTLATERAL BRACING AND DIAPHRAGMS (FLOOR SLABS AND ROOF DECK) ARE COMPLETELY

IN ACCORDANCE WITH THE PLANS.

19.

20.

STANDARDS, 29 CFR PART 1926, SUBPART R, STEEL ERECTION EFFECTIVE JANUARY 18, 2002.

INSTALLED. THE STRUCTURAL ELEMENTS ARE UNSTABLE UNTIL THE STRUCTURE IS COMPLETED

AFTER FIELD ERECTION, WELDING AND BOLTING, TOUCH-UP ALL DAMAGED OR ABRADED PAINTSURFACES INCLUDING CONNECTIONS, WELDS AND BOLTS IN ACCORD WITH THE SPECIFICATIONS.

FRAMING.

DO NOT USE CUTTING TORCHES FOR CORRECTING FABRICATION ERRORS IN STRUCTURAL

DIAMETER LAPS AT ALL SPLICES). TYPICAL U.N.O.

ALL CELLS WITH VERTICAL REINFORCEMENT SHALL BE GROUTED SOLID. (PROVIDE 56 BAR

SOLIDLY WITH GROUT. ALL CELLS WITH VERTICAL REINFORCEMENT SHALL BE GROUTED SOLID.

WALLS AND EACH SIDE OF CONTROL JOINTS (U.N.O.). FILL ALL CELLS BELOW LINTEL BEARINGS

PROVIDE 1#5 VERT. AT LINTEL BEARINGS, WALL INTERSECTIONS, WALL CORNERS, END OF

IN THE ALTERNATE COURSE BELOW, TYPICAL UNLESS NOTED OTHERWISE.

ALL MASONRY SHALL BE RUNNING BOND WITH VERTICAL JOINTS LOCATED AT CENTER OF UNITS

USE LOW-LIFT GROUTING PROCEDURES ONLY. GROUT LIFTS SHALL NOT EXCEED 5'-0".

CONFORMING TO THE AISC SPECIFICATIONS SHALL BE USED.

WHERE FILLET WELDS ARE SHOWN, BUT NOT SIZED, MINIMUM SIZE OF FILLET WELDS

(C=1") -- INDICATES 1" OF POSITIVE CAMBER.

ALL BEAMS SHALL HAVE NATURAL CAMBER UPWARD, UNLESS NOTED OTHERWISE.

AUTHORIZATION FROM THE ARCHITECT, OR AS NOTED BELOW.

(2'-0") AND THE CONCRETE WALL HAS ATTAINED THE SPECIFIED STRENGTH, OR WITH

DIFFERENTIAL OF FILL ON EITHER SIDE OF A FOUNDATION WALL IS LESS THAN TWO FEET

BACKFILLING SHALL NOT BE PERFORMED WITHOUT ADEQUATE WALL BRACING, EXCEPT WHERE

EXCAVATIONS BE ALLOWED TO STAND OPEN OVERNIGHT OR DURING RAIN.

AND ACCEPTANCE BY THE OWNER'S TESTING AGENCY. IN NO CASE SHALL FOOTING

CONCRETE FOR WALL FOOTINGS SHALL BE PLACED IMMEDIATELY AFTER FINAL INSPECTION

DEAD LOADS:

LIVE LOADS:

a. FLOORS:

WIND LOADS:

SEISMIC LOADS:

DEFLECTIONS:

ASTM E 1155:

PROVIDE THE FOLLOWING FLOOR TOLERANCES AS MEASURED IN ACCORD WITH

CONCRETE OR STARTING WALL CONSTRUCTION.

SLEEVES, CONDUITS, EMBEDDED ITEMS, UTILITY PIPES, ETC. PRIOR TO PLACING

CONTRACTOR SHALL VERIFY THE TYPE, SIZE, LOCATION AND NUMBER OF OPENINGS,

SUBJECT TO PRIOR APPROVAL BY THE ENGINEER.

UNLESS OTHERWISE SHOWN ON PLANS, THE LOCATIONS OF CONSTRUCTION JOINTS ARE

RESPONSE MODIFICATION FACTOR

FOR SEISMIC RESISTANCE

STEEL SYSTEM NOT SPECIFICALLY DETAILED

BASIC SEISMIC FORCE RESISTING SYSTEM:

B

130 KIPS

1.0

C

10.2%g

14.0%g

II

ELEVATOR HOIST BEAM

ELEVATOR MACHINE ROOMS

MECHANICAL ROOMS

CORRIDORS, ABOVE FIRST FLOOR

STAIRS AND LANDINGS

ELEVATOR AND STAIR LOBBIES

UPPER FLOORS, TYPICAL (INCLUDING PARTITIONS)

--

--

--

--

--

--

--

39 PSF

ROOF LIVE + DEAD LOAD DEFLECTION < /240

ROOF LIVE LOAD DEFLECTION < /360

FLOOR LIVE + DEAD LOAD DEFLECTION < /240

FLOOR LIVE LOAD DEFLECTION < /360

a. ELEVATED FLOORS:

4 PSF--MISC.

2 PSF--

3 PSF--MISC.

DECK

SEISMIC DESIGN CATEGORY

BASE SHEAR

PROCEDURE

EQUIVALENT LATERAL FORCE ANALYSIS PROCEDURE:

IMPORTANCE FACTOR

SITE CLASSIFICATION

1-SECOND PERIOD ACC, S

SHORT PERIOD ACC, S

SEISMIC USE GROUP

DS

D1 F. ENTRANCE STRUCTURE COLUMNS

E. LANDSLIDE COLUMNS D-1 & D-2

D. COLUMN LINE 15

C. LANDSIDE COLUMNS D-3 THRU D-14

B. INTERIOR COLUMNS B-1 THRU B-14 & C-1 THRU C-14

A. AIR SIDE COLUMNS A-1 THRU A-14

ALLOWABLE SOIL BEARING PRESSURE:

STEEL DECK NOTES:

--

--

--

--

--

--

4000 PSF

4000 PSF

3000 PSF

6000 PSF

4000 PSF

4000 PSF

70 PSF OR 2000 LB.

STATE OF GEORGIA TO RESIST FORCES SPECIFIED. MINIMUM OF 2 BOLTS PER VERTICAL

1.

2.

3.

4.

STRUCTURAL DIMENSIONS.

FIGURE SHOWN IS ILLUSTRATIVE ONLY AND IS NOT INTENDED TO DEPICT THE ACTUAL

EFFECTIVE WIND AREA

ZONE

1

2

3

COMPONENTS AND CLADDING

100 SF

4

5

- +

10 SF 25 SF 50 SF

33.0 31.9 31.1 30.2

55.4 47.6 41.7 35.8

35.850.264.583.4

30.2 32.7 27.1 29.6

34.127.140.330.2

a aa

a

-++ --+

13.4

13.4

13.4

12.3

12.3

12.3

11.5

11.5

11.5

10.6

10.6

10.6

3

45 55

5

4

1

2

3

3 2

3

EDGE TO EDGE.

NO ADJACENT FLOOR OPENINGS SHALL BE LESS THAN 6" APART FROM EACH OTHER,

TERMINATE AT CONTROL JOINTS.

BOND BEAMS @ 8'-0"O.C. & AT TOP OF WALLS, U.N.O. JOINT REINFORCEMENT SHALL

PROVIDE HORIZONTAL TRUSS-TYPE JOINT REINFORCEMENT AT 16" O.C. TYPICALLY, U.N.O. &

UNLESS SHOWN OTHERWISE ON PLANS.

SEE SPECIFICATION FOR ATTACHMENT OF STEEL DECK TO STEEL SUPPORTS,

COMPOSITE DECKS, FORM DECKS AND ROOF DECKS.

IN ACCORD WITH STEEL DECK INSTITUTE (S.D.I. ) "DESIGN MANUAL FOR

DESIGN, FABRICATION AND INSTALLATION OF ALL STEEL DECK SHALL BE

NEGATIVE SIGNS SIGNIFY PRESSURES ACTING AWAY FROM THE SURFACE.

POSITIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD THE SURFACE,

500 SF

- +

200 SF

24.4 27.0 22.7 25.2

25.222.728.724.4

-+

--

---- --

--

--

--

--

-- --

--

-- --

--

--

--

--

----

--

COMPONENTS AND CLADDING WIND LOADS:

INTERNAL PRESSURE COEFFICIENT

EXPOSURE CATEGORY

BASIC WIND SPEED

C

115 MPH

--

--

--

TOLERANCES FOR FORMED SURFACES SHALL BE GOVERNED BY ACI 117.

NOT USED

GIRDER, UNLESS NOTED OTHERWISE.

ALL MOMENT CONNECTIONS SHALL DEVELOP THE FULL MOMENT CAPACITY OF THE BEAM OR

CONNECTIONS AS SHOWN IN PART 10 OF THE AISC "MANUAL OF STEEL CONSTRUCTION."

ARCH. DWGS.

AND CARRY AN U.L. CLASSIFICATION TO ACHIEVE HOURLY RATINGS AS INDICATED ON

ALL CMU SHALL CONFORM TO ASTM C90, GRADE N, TYPE I (NORMAL WEIGHT UNITS),

CONSTRUCTION CLASSIFICATION TYPE II-B.

"a" = 13.6'

PERMITTED FOR TRIBUTARY AREAS BETWEEN GIVEN VALUES.

INTERNATIONAL BUILDING CODE 2012. LINEAR INTERPOLATION IS

CALCULATED WIND LOADS ARE BASED ON ASCE 7-10 REFERENCED BY THE

PROVIDED THAT MINIMUM CONCRETE COVER IS MAINTAINED.

INSERTS OR PENETRATIONS LESS THAN OR EQUAL TO SIX INCHES (6") IN SIZE,

REINFORCEMENT IN SLABS OR WALLS MAY BE SHIFTED TO ALLOW FOR PLACEMENT OF

BEYOND EACH END OF OPENING IN ALL DIRECTIONS.

OR SLEEVE (MIN. 8 BARS PER OPENING OR SLEEVE). ALL BARS TO EXTEND 2'-0" (MIN.)

OPENINGS IN SLABS ON GRADE SHALL HAVE 2 #4 PLACED ON EACH SIDE OF OPENING

SPLICES SHALL BE CLASS "B" AS DEFINED BY ACI 318, UNLESS NOTED OTHERWISE.

ON THE STRUCTURAL DRAWINGS OR AS AUTHORIZED BY THE ARCHITECT. ALL

SPLICES OF REINFORCEMENT SHALL BE MADE ONLY AS REQUIRED OR AS PERMITTED

AMERICAN CONCRETE INSTITUTE (ACI ) STANDARDS 301 AND 318.

ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE

CONFORM TO ASTM A615.

ALL CONCRETE REINFORCEMENT SHALL BE DEFORMED GRADE 60, AND SHALL

1

3 2

3 2

a

1.

STEEL JOIST NOTES:

INSTITUTE AND AISC.

TABLES FOR STEEL JOISTS, AS ADOPTED BY THE STEEL JOIST

OF THE STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT

ALL JOIST CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS

2.

(S.J.I.) STANDARD SPECIFICATIONS.

FABRRICATOR ACCORDING TO THE STEEL JOIST INSTITUTE

JOISTS SHALL BE DESIGNED AND FABRICATED BY JOIST

3.

LOAD TABLES.

TYPICALLY IN ADDITION TO LOADS GIVEN HEREIN AND THE S.J.I.

SHALL BE DESIGNED FOR A NET UPLIFT EQUAL TO 5 PSF

ALL ROOF JOISTS SHALL HAVE ANGLE BOTTOM CHORDS AND

4.

5.

6.LIVE LOAD DEFLECTION SHALL BE LESS THAN OR EQUAL TO L/360.

7.

UPLIFT REQUIREMENTS.

BY THE JOIST FABRICATOR TO MEET S.J.I. REQUIREMENTS INCLUDING

BRIDGING FOR K-SERIES JOISTS SHALL BE DESIGNED AND SPACED

8.BRIDGING MAY BE SHIFTED TO AID THE DESIGN FOR UPLIFT.

9.

DRAWINGS.

NOTED, DETAILED AND SUBMITTED FOR REVIEW ON THE SHOP

CHANGES AS A RESULT OF THIS COORDINATION SHALL BE CLEARLY

TRADES BEFORE PROCEEDING WITH THE WORK. MODIFICATIONS AND

ASSEMBLIES AND OTHER PURCHASED EQUIPMENT WITH THE VARIOUS

UNITS, HVAC DUCTS, PLUMBING, ELECTRICAL FIXTURES, CEILING

FABRICATION, AND SHALL COORDINATE LOCATIONS OF MECHANICAL

DIMENSIONS WITH THE ACTUAL PURCHASED EQUIPMENT PRIOR TO

FOR BID PURPOSES ONLY. THE CONTRACTOR SHALL VERIFY THE

DIMENSIONS OF OPENINGS AND EQUIPMENT SUPPORTS ARE SHOWN

10.

INSPECTORS.

BE VISUALLY INSPECTED USING ONLY AWS CERTIFIED WELDING

ACCORD WITH THE SPECIFICATIONS. ALL FILLET WELDS SHALL

BY A QUALIFIED INDEPENDENT MATERIALS TESTING AGENCY IN

ALL STEEL JOIST CONNECTIONS WILL BE INSPECTED OR TESTED

11.

PRIOR TO FIELD PAINTING.

BE TOUCHED-UP IN ACCORD WITH SSPC-SP 2 OR SSPC-SP 3

BOLTS IN ACCORD WITH THE SPECIFICATIONS. CLEAN AREAS TO

DAMAGED PAINT SURFACES INCLUDING CONNECTIONS, WELDS AND

AFTER FIELD ERECTION, WELDING AND BOLTING, TOUCH-UP ALL

SEE 1/S7.0.1 FOR LINTEL SCHEDULE.

INTERNATIONAL BUILDING CODE 2012 WITH GEORGIA AMENDMENTS.

ALL CONSTRUCTION AND DESIGN SHALL CONFORM TO THE REQUIREMENTS OF THE

COLUMN AND PLATE TO PLATE) SHALL BE TESTED BY THE TESTING AGENCY.

ALL VERTICAL BRACING CONNECTION WELDS (BRACE TO GUSSET PLATE, GUSSET PLATE TO

ASTM A325 IN TYPE N BEARING TYPE CONNECTIONS.

BOLTS FOR TYPICAL STRUCTURAL CONNECTIONS SHALL BE FULLY TIGHTENED HIGH STRENGTH

SPECIAL INSPECTIONS).

SPECIAL INSPECTIONS) AND THE ARCHITECT (FOR THE REMAINDER OF THE TESTING AND

AGENCY. ENGAGEMENT SHALL BE BY THE OWNER (FOR A PORTION OF THE TESTING AND

QUALITY ASSURANCE INSPECTIONS AND MATERIAL TESTING SHALL BE PROVIDED BY A TESTING

OF THESE WALLS.

CONSTRUCTION EQUIPMENT SHALL NOT BE ALLOWED TO OPERATE WITHIN EIGHT FEET (8')

LIGHT, MANUALLY GUIDED VIBRATORY SLEDS OR ROLLERS. HEAVY COMPACTORS & OTHER

FILL PLACED BEHIND RETAINING AND BASEMENT WALLS SHALL BE COMPACTED USING

ADDENDUM LETTER DATED OCTOBER 7, 2013.

ATLANTA, GEORGIA", 2M PROJECT NUMBER 13-008 DATED REVISED JUNE 18, 2013 AND C.O.F.

WAREHOUSE "C" ADDITION HARTSFIELD-JACKSON ATLANTA INTERNATIONAL AIRPORT (H-JAIA)

REPORT ENTITLED; "SUPPLEMENTARY GEOTECHNICAL EVALUATION REPORT SOUTH CARGO

FOUNDATION DESIGN IS BASED ON THE FOLLOWING: MATERIALS MANAGERS & ENGINEERS, INC'S

AIR CONTENT

f'm=1500 PSI CONCRETE MASONRY

STRENGTH OF MASONRY UNITS AND MORTAR TO BE USED ARE AS FOLLOWS:

THE DESIGN COMPRESSIVE STRENGTH OF MASONRY (f'm) BASED ON THE COMPRESSIVE

3000 PSI GROUT PER ASTM C476

1800 PSI TYPE S MORTAR PER ASTM C270

750 PSI TYPE N MORTAR PER ASTM C270

MINIMUM COMPRESSIVE STRENGTH (f'c) AT 28 DAYS:

SHALL BE USED IN BELOW GRADE APPLICATIONS.

"TYPE S BELOW GRADE AND TYPE N ABOVE GRADE" AND ONLY NORMAL WEIGHT UNITS

FOR ALL WALLS AS INDICATED ON THE STRUCTURAL DRAWINGS THE MORTAR SHALL BE

ARCHITECTURAL CONCRETE.

" CHAMFER. EXCEPT AS SPECIFIED FOR 43ALL EXPOSED CONCRETE EDGES TO HAVE

TYPICAL, U.N.O.

" FOR ALL K-SERIES JOISTS21BEARING DEPTH SHALL BE 2

3" -- TRANSVERSE TO BEAM

" -- PARALLEL TO BEAM21 4

MINIMUM SPACING OF STUDS IS AS FOLLOWS:

LINE WITH COLUMN FLANGES.

" THICK WEB STIFFENERS IN BEAMS OVER ALL COLUMNS, TWO ON EACH SIDE IN 21PROVIDE

" CAP PLATE WELDED ALL AROUND AT ALL EXPOSED ENDS OF TUBULAR MEMBERS.41PROVIDE

" DECK.21"AFTER WELD LENGTH OF 3" FOR 1

" DIAMETER WITH AN 43STUDS FOR COMPOSITE FLOOR SYSTEM SHALL BE

LISTED IN THIS DOCUMENT.

CERTIFICATION THAT FINISHED FOUNDATION SUB-GRADES MEET BEARING CAPACITIES

FOR SUBGRADE PREPARATION, CONTRACTOR MUST PROVIDE GEOTECHNICAL ENGINEER'S

14.SEE 13/S 5.0.1 FOR TYPICAL CMU WALL REINFORCEMENT.

18.SEE DETAILS 9 AND 10 ON S5.0.1 FOR TYPICAL CONCRETE WALL REINFORCEMENT.

FOR REINF. WHEN LOAD DOES NOT OCCUR AT A PANEL POINT.

THESE LOADS ARE TO ACT CONCURRENTLY. SEE DETAIL 2/S7.0.2

LOAD OF 300 LBS. PLACED ANYWHERE ALONG THE TOP CHORD,

ALONG THE BOTTOM CHORD, AND FOR A SINGLE CONCENTRATED

CONCENTRATED LOADS OF 300 LBS. PLACED AT ANY ONE PANEL

LOAD TABLES, ALL MEMBERS SHALL BE DESIGNED FOR A SINGLE

IN ADDITION TO LOADS SHOWN ON THE DRAWINGS AND THE S.J.I.

c. F

F L

TYPICAL SLAB-ON-GRADE: F =25; F =20 (FOR MINIMUM LOCAL AND OVERALL)

WAREHOUSE SLAB-ON-GRADE: F =35; F =25 (FOR MINIMUM LOCAL AND OVERALL)

ELEVATED FLOOR FRAMING: F =25 (FOR MINIMUM LOCAL AND OVERALL)

o SURCHARGE - DL=50 PSF, LL=150 PSF

o COEFFICIENT OF PASSIVE PRESSURE - 3.5

o SAFETY FACTOR FOR OVERTURNING - 1.5

o SAFETY FACTOR FOR SLIDING - 1.5

o COEFFICIENT OF FRICTION - 0.40

o SOIL WEIGHT - 125 PCF

o ALLOWABLE SOIL BEARING PRESSURE - 4000 PSF

o EQUIVALENT FLUID PRESSURE - 60 PCF (AT REST)

RETAINING WALL DESIGN:

L1

CS

MR

BP

BP

LEGENDGENERAL NOTES &

STRUCTURAL -

S 0.1.1

NORTH

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

KEY MAP

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

NORTH

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

-1'-6"

T/FTG=

1/S5.0.2

CMU. SEE DETAIL

TYP. @ INTERIOR

T/FTG= -1'-4"SF-1 (TYP.)

C.J.C.J.

C.J.

C.J.

C.J.

AIR SIDE

22

A

SEE ARCH

PRECAST PANELS,

AIR SIDE

LAND SIDE

C.J. (TYP.)

C.J. (T

YP.)

SF-

2

SF-

1

SF-1

SF-1

SF-1

SF-

1

SF-1

SF-1 (TYP.)

CF-3CF-3CF-3

CF-3CF-3CF-3CF-3CF-3CF-3

SF-

2

T/FTG=-3'-6"

T/FTG=-2'-8"

T/FTG=-5'-6" T/FTG=-5'-6"

SS

SS

T/FTG=-2'-0"

T/FTG=-2'-0"

DIMENSIONSEE A2.1.1 FOR

DIMENSIONSEE A2.1.1 FOR

CF-3

DIM

EN

SIO

NS

EE

A2.1.1

FO

R

DIM

EN

SIO

NS

EE

A2.1.1

FO

R

2'-

0"

2'-

0"

CF-1 CF-1 CF-1 CF-1 CF-1 CF-1 CF-1 CF-1 CF-1 CF-1

66'-

4"

33'-

6"

DOCK LEVELERS

TYPICAL AT ALL

W24x146,

TYP

ALL C

OL.

ALO

NG CENTE

RLIN

ES

A

&

D

FOOTINGS

BETWEEN CF-3

SF-4 TYPICAL

FOOTINGS

BETWEEN CF-3

SF-4 TYPICAL

~

~

~~

SLAB MID-DEPTH

LOCATED @ RAMP

#4@8" O.C., E.W.

S

4'-0" 6'-0"

S

FOOTINGS

BETWEEN CF-1

SF-2 TYPICAL

SEE ARCH

PRECAST PANELS,

C.J. (T

YP.)

C.J. (TYP.)

-3'-6"

T/FTG=

EQ

UA

LL

Y

SP

AC

E

CO

NT

RO

L J

OIN

TS

1 2 3 4 5 6 7 8 9 10 11 12 13 14 22

A

B

C

D

D.1

E

97'-

6"

62'-

6"

25'-

0"

12'-

0"

15 16 17 18 19 20 21

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"

2'-4"

22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

10'-0"

C.J. C.J.

C.J.C.J.

C.J.

SF-1

SF-

1

SF-

1

SF-1

CF-2 CF-2

SF-

1

SF-1

SF-1

SF-1

CMU

TYP. @ INTERIOR

T/FTG.=-4'-10",

E.O.S.

@ SHOWER

DEPRESSED SLAB

ADD'L INFO. ON

SEE A4.1.1 FOR

-3'-6"

T/SLAB=

R=

48'-

5"

-3'-

6"

-3"

165

HSS6x6

x165

HSS6x6

x

TYP.

-5'-6"

T/FTG.=

9'-9" 19'-9"

E

10'-0"

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"

22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

10 11 12 13 14

25'-

0"

12'-

0"

C

D

D.1

PLAN NOTES:

1.

2.

3.

SLAB-ON-GRADE PLANFOUNDATION &

OPERATIONS LEVELSTRUCTURAL -

CS

MR

BP

BP

3

S 2.1.1

2

S 2.1.1

STRUCTURAL PARTIAL PLANSCALE: 3/16"=1'-0"

3

S 2.1.1


2

S 2.1.1

STRUCTURAL OVERALL PLANSCALE: 1/16"=1'-0"

1

S 2.1.1

TOP OF CONCRETE SLAB ELEVATION = 986.1'. ALL OTHER ELEVATIONS

FOOTING SCHEDULE

MARK

CF-2 4'-0"

(A)

LENGTH

(B)

WIDTH

(D)

DEPTH

EA. WAY U.N.O.

TOP REINF.

EA. WAY U.N.O.

BOT. REINF.NOTES

4'-0" 1'-6"

SF-1 CONT.

SF-2 CONT.

4'-0"

4'-0"

1'-0"

1'-6"

10'-0" 10'-0" 1'-6"

CONT. 5'-6" 1'-6"

CF-1 6'-0" 6'-0" 1'-8" 6 #6

6 #5

CF-3

SF-4

#5 @12" O.C.

#5@12" O.C.

#4@12" LONG

#6@12" SHORT

#4@12" LONG

#6@12" SHORT

FOOTING SCHEDULE

4

S 2.1.1

5.

S 5.0.1

5

S 5.0.1TYP.

4

S 5.0.1TYP.

6

S 5.0.1TYP.

S 5.0.1

S 5.0.1

S 5.0.1

S 5.0.2

S 5.0.2

S 5.0.2

TYP.

S 5.0.1

S 5.0.1

TYP.

S 5.0.2

S 5.0.1

S 5.0.2SIM.

S 5.0.1

S 5.0.1S 5.0.2

T/INTERIOR FOOTINGS = 1'-2" BELOW T/SLAB ELEVATION.

T/EXTERIOR FOOTINGS = 1'-6" BELOW ADJACENT GRADE (MIN.), U.N.O..

4

5

6

1

17

1

17

16

15

11

1

3

11

15

3

TYP.

AND 11/S5.02 FOR C.J. DETAIL IN WAREHOUSE.

C.J. DENOTES FLOOR CONTROL JOINT., SEE 7/S5.0.1 FOR TYPICAL C.J. DETAIL

S 5.0.1

1

S 5.0.2

12

11

S 5.0.2TYP.

S 5.0.2

2

S 5.0.1

3

S 5.0.2

10

6. INDICATES STEPPED FOOTING DETAIL, SEE 14/S5.01.S

7. INDICATES 2- #4 x 4'-0" REINF. BARS LOCATED AT SLAB MID-DEPTH.

8. SEE ARCHITECTURAL FLOOR PLANS FOR INTERIOR AND EXTERIOR WALL DIMENSIONS.

9. INDICATES DEPRESSED SLAB. SEE 13/S 5.0.2. FOR STRUCTURAL DETAIL.

9 #9 9 #9

INTO ADJACENT FOOTING

DEVELOP LONG BARS

2

S 3.1.4

1

S 3.1.4

1

S 3.1.3

2

S 3.1.3

3

S 5.0.2SIM.

S 5.0.2

3

SIM.

S 3.1.1

1

S 3.1.1

2

S 5.0.2

13

S 5.0.1

7

(2.25" LONG, DOSE RATE = 4 LBS PER CUBIC YARD).

OF 6" TYPE A CONCRETE. REINFORCED WITH SYNTHETIC MICRO FIBERS

7.5 LBS PER CUBIC YARD). ALL OTHER SLABS-ON-GRADE SHALL CONSIST

REINFORCE WITH SYNTHETIC MICRO FIBERS (2.25" LONG, DOSE RATE =

WAREHOUSE SLAB-ON-GRADE SHALL CONSIST OF 8" TYPE A CONCRETE.

S 5.0.1

18

15

S 5.0.1

56'-

4"

SF-3 NOT USED

AS NOTED

S 2.1.1

NORTH

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

KEY MAP

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

NORTH

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

22

A4k

R=

X10

W14X22

(8)

X10

W8

W8

R=12k R=12k

(4)

W12X14 W12X14

(4) (6)

W12X14 W12X14

(6)

R=4k R=4k R=4k R=4k

R=

12k

R=

12k

(6)

W12

X14

R=

4k

R=

4k

11'-

6"

1'-10"

EQ EQ

4kR=

4kR=

4kR=

4kR=

R=

10k

R=

10k

W14

X22

(10)

1'-

5"

W12X144kR=

4kR=

2'-

0"

6"

10"

5"

E.O.S.

4"

W12X16

W16

X26

(10)

W14

X22

R=

12k

R=

12k

(10,4)

(6)

R=10kR=10k

EQEQ

NOTE 2

(4)

HA, TYP.

CATWALK

1 2 3 4 5 6 7 8 9 10 11 12 13 14 22

A

B

C

D

D.1

E

15 16 17 18 19 20 21

R=13k

(12)

R=13k

(12)

R=13k

(12)

(12)

R=14k

(12)

(14)

R=18k

(14)

R=18k

R=12k

(10)

R=

30k

R=

35k

(18)

(8)

R=7k

(18)

R=18k

R=18k

(18)

R=24k

(18)

R=26k

R=18k

(18)W16X26

W18X35

W18X35

W18X35

W18X35

W12X14

W21

X44

W16X26

W18X35

W18X35

W16X26

W16X26

W16X26

W16X26

W16X26 (12) W18X35 (18)

W18X35 (8)

R=8k

W18X35(12)

83

HSS12X4X

R=38k

R=13k

20K10

20K10

20K10

20K10

20K10

20K10

20K10

W18X40

W16x26

"43c=R=22k

R=

40k

R=

22k

X26

W16

X26

W16

R=

22k

R=22k "43c=

"2

1c=

R=

40k

"2

1c=

W16X40

R=12k

17kR=

17kR=

17kR=

17kR=

**

**

**

**

W18

X50

W18

X50

E

10'-0"

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"

22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

10 11 12 13 14 15

25'-

0"

12'-

0"

C

D

D.1

PLAN NOTES:

1.

2.

3.

4.

5.

6.

DECK BEARING ELEVATION = (-4") FROM TOP OF CONCRETE SLAB. TYPICAL U.N.O.

BP

BP

CS

MR

FRAMING PLANOFFICE LEVELSTRUCTURAL -


1

S 2.2.1

3

S 2.2.1


3

S 2.2.1


2

S 2.2.1

INDICATES SPAN OF COMPOSITE DECK. SEE DRAWING S 0.1.1 FOR STEEL DECK NOTES.

FOR LIVE LOADS SEE DRAWING S 0.1.1.

S 7.0.1

S 7.0.1

S 7.0.1

10

S 7.0.1

S 7.0.1

2

7

S 7.0.1

7

S 7.0.1

6

TYP.

S 7.0.1

4

S 7.0.1

3

S 7.0.1

8

SIM.

S 7.0.1

8

R=xxK DENOTES SHEAR AT CONNECTION (KIPS IN SERVICE) TYPICAL AT EACH END, U.N.O.

5"

E.O.S.

2"E.J.

6

EQ

UA

L

SP

AC

ES

3

EQ

SP

A

"E.O.S.

21

9

EQ

EQ

5" E.O.S.

11

11

R=

47'-

9"

TOP OF CONCRETE SLAB ELEVATION = +16'-0". ALL OTHER ELEVATIONS

S 7.0.1

16

2"

1'-

6"

E.O.S.

E.J.

S 7.0.1

15

TO

HSS

CL

12"

DECK. SEE PLAN NOTS FOR ADDITIONAL INFORMATION.ALL METAL DECK IN RAMP OPS SHALL BE 19 GAUGE GALVANIZED

NOTES:

MEZZ. BAYSTYPICAL AT ALL ALL INFORMATION

S 7.0.1

6

S 7.0.1

17

2.SEE DETAIL 6/S 7.0.1 FOR SLAB LOADING OF PRECAST.

7.SEE DETAIL 5/S 7.0.1 FOR SLAB PENETRATIONS <18".

"E.O.S.

21

9

S 7.0.1

18

SIDELAP= STITCH WELDS, 5 PER SPAN.DECK ATTACHMENT: SUPPORT= 5/8" PUDDLE WELD ON 36/4 PATTERN

" CLEAR FROM TOP OF SLAB (TOTAL THICKNESS = 4") TYPICAL U.N.O.43LOCATED

REGULAR WEIGHT CONCRETE TOPPING (TYPE A) REINFORCED WITH #4@18" O.C., E.W.

" 21", 22 GAUGE GALVANIZED COMPOSITE STEEL DECK WITH 22

1FLOOR SYSTEM: 1

4

EQ

UA

L

SP

AC

ES

4

EQ

UA

L

SP

AC

ES

2'-

2"

3'-

5"

1.

4"

8.

C & D.1

ALONG COL

LINES

SEE 2/S 2.2.1 FOR TYPICAL MEMBER SIZES FOR ALL MEZZ. BAYS.

S 3.1.1

2

S 3.1.1

1

" HAN

GER TY

P.

83

HSS

6X6X

22'-10"25'-

0" *

SEE 17/S7.0.1 SIM.INDICATES C8x11.5, R=4k,

10"

4'-

1"

3'-

5"

10"

2'-

0"

6'-

2"

6'-

2"

EQ

EQ

S 7.0.1

10

AS NOTED

S 2.2.1

2

S 2.2.1

2

S 2.2.1

MEMBER SIZES

FOR TYPICAL

56'-

4"

HORIZONTAL END REACTION=10k

NORTH

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

KEY MAP

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

NORTH

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

22

A

W8X18

+29'-6"

T/STL=

16

K2

R2

8K

1

8K

1

8K

12.5

K1

8K

1

8K

1

W8X10

16

K2

W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35 W18X35

R1R1

ELEV.= +27'-10"

DECK BEARING

DL= 1.8k ; LL= 2.2

K TYP.

HANGI

NG LO

AD

ELEV.= +27'-10"

DECK BEARING

ELEV.= +25'-6"

DECK BEARING

ELEV.= +25'-6"

W18X35 W18X35W18X35W18X35W18X35W18X35W18X35

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x26

W12x40

ELEV.= +44'-8"

", TYP.652-L4X4X

", TYP.652-L6X6X

W12x40W12x40W12x40W12x40W12x40W12x40W12x40W12x40W12x40W12x40W12x40W12x40W12x40 W12x40W12x40W12x40W12x40W12x40W12x40W12x40

R1

R1

DECK BEARING

MAIN ROOF

DECK BEARING

DECK BEARING

MAIN ROOF

DECK BEARING

MAIN ROOF

"21ELEV.= +36'-4

"21ELEV.= +36'-4

1 2 3 4 5 6 7 8 9 10 11 12 13 14 22

A

B

C

D

D.1

E

97'-

6"

62'-

6"

25'-

0"

12'-

0"

15 16 17 18 19 20 21

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"

2'-4"

22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

10'-0"

W14X22W14X22

W14X22

14K1 2.5K2

14K1

14K1

14K1

20K6

20K6

20K616K4

16K4

16K4

16K4

18K4

22K5

22K5

R2

ELEV.= +31'-8"

DECK BEARING

W8X18

+31'-4"

T/STL=

W16

X26

8

3L4

X4

X

R1

E

10'-0"

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"

22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

10 11 12 13 14

25'-

0"

12'-

0"

C

D

D.1

PLAN NOTES:

1.

2.

TOP OF STEEL ELEVATION = VARIES.

COORDINATE MECHANICAL OPENINGS WITH EQUIPMENT SUPPLIER.

3.

4.

FOR LIVE LOADS SEE DRAWING S 0.1.1

INDICATES SPAN OF 3", 20 GAUGE GALVANIZED WIDE RIB ROOF DECK.

BP

BP

CS

MR

FRAMING PLANROOF LEVEL

STRUCTURAL -


1

S 2.3.1

2

S 2.3.1

3

S 2.3.1


3

S 2.3.1


2

S 2.3.1

S 7.0.2

8

S 7.0.2

6

S 7.0.1

6

S 7.0.2

1

S 7.0.2

6

S 7.0.2

8

S 7.0.2

7

12

S 7.0.2

R1

R2

5.

TYP.

S 7.0.1

10

"E.O.D.

21

9

SIM.

DECK BEARING ELEV.= +29'-4"

6. ROOF TOP UNIT SUPPORT DESIGN BASED ON TOTAL OPERATING WEIGHT = 5,500 LBS.

E.O.D.

"

HI

RO

OF

21

9E.O.D.

"

HI

RO

OF

21

9E.O.D.

1'-

8"

LO

W

RO

OF

8'-

4" 3'-

5"

4"

S 7.0.2

5

S 7.0.2

3

R=

48'-

1"

E.O.D.

4" EXP. JT.

4

EQ

SP

AC

ES

2

EQ

SP

A7'-

2"

5'-

4"

2'-

3"

NOTE 6

CURBSUPPORT, TYP.

" AHU 83L6x6x

HSS12x4 BELOW

S 7.0.2

9

S 7.0.2

10

S 7.0.2

10

S 7.0.2

10

S 7.0.2

10

4" EXP. JT.

2'-

3"

4'-

8"

7'-

2"

2

EQ

SP

A

EQ EQ

EQ EQ

"21DECK BEARING ELEV.= +30'-4

NOTE 5

S 3.1.2

1

" DECK, WELDED, 6 PER SPAN OF 3" DECK.21SIDELAPE = #10 TEK SCREWS, 5 PER SPAN OF 1

" DECK 24/4, PATTERN FOR 3" DECK.21" PUDDLE WELD ON 36/4 PATTERN FOR 18

5SUPPORT = DECK ATTACHMENT:

", 22 GAUGE GALVANIZED WIDE RIB ROOF DECK.21 INDICATES SPAN OF 1

S 3.1.2

3

2

S 3.1.2

S 3.1.2

3

S 3.1.1

1

S 3.1.1

2

SIM.

DECK BEARING ELEV.= +29'-9"

EQ EQ

S 7.0.2

5

4"

4"

25'-

0"

SEE M 2.3.1

LOCATIONS,

TYP. AT 10

TR

US

S

RO

OF

TYP.

@

ALL ROOF PENETRATIONS SHALL BE LOCATED A MINIMUM OF 48" FROM EXPANSION JOINT, SEE 12/S 7.0.2.

AS NOTED

S 2.3.1

PRECAST, U.N.O.

E.O.D.=FACE OF

"21ELEV.= +36'-4

DECK BEARING

"21ELEV.= +36'-4

DECK BEARING

S 3.1.2

5

S 3.1.2

4

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

A

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

2

S 3.1.1WALL SECTION

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

1

S 3.1.1WALL SECTION

W16

W18

W16

W16

D D.1

T/SLAB=+16'-0"

"2

12

8

S 7.0.1

20" JOISTW18

9

S 7.0.1

14

S 7.0.1

12

S 7.0.1

12

S 7.0.1

+ 3" METAL DECK

ROOF MEMBRANE + RIGID INSULATION(T/MAST = +60'-0")

LIGHT MAST

T/SLAB= 0'-0"

(DATUM)

SEE 1/S7.01

CMU LINTEL

SLAB-ON-GRADE

SEE 13/S7.0.1

OF CMU WALL

LATERAL SUPPORT

SEE ARCH. ELEVATIONS

LOADING DOCK DOORS,

W12

T/PARAPET=39'-4"

B.O. PRECAST

+16'-0" T.O. CMU/

+39'-4"

+25'-0"

+22'-6"

STEEL FRAME OUT TO OUT DIMENSION = 187'-0"

25'-0" 12'-0"

4'-

0"

"2

12

HSS6X6 HANGER TO MAIN FRAME

20" JOIST

"21+36'-4

DECK BEARING=

C

RIDGE= 44'-8"

DECK BEARING @

"21ELEVATION= +36'-4

DECK BEARING

W8

W24, SEE 1/S 2.1.1SEE 2/S 2.2.1

MAIN FRAME,

HANGER TO

HSS6X6

B/STL=+28'-0"

W8

W24

W12

W24

W12

BEYOND

PIER & FOOTING

W12

13

S 7.0.2

W.P. (C OF COLUMN & C OF BOTTOM CHORD)L LW.P. (C OF COLUMN & C OF BOTTOM CHORD)L L

BY PRECASTER

AT EACH BUILDING COLUMN. CONNECTIONS

FOR LATERAL LOADS AND BE BRACED

DESIGNED TO SPAN HORIZONTALLY

AIRSIDE PRECAST SHALL BE

PRECAST ABOVE

LOAD SUPPORTED BY

BELOW, CMU LATERAL

SUPPORTED BY CMU

PRECAST GRAVITY LOAD

" DECK21" CONC. ON 12

12

= 90k (SERVICE)

TENSION LOAD

= 70k (SERVICE)

TENSION LOAD

LINEAR LENGTH OF WALL

APPROXIMATELY 270# PER

PRECAST VENEER WEIGHS

PER STUD SUPPLIER.

STUD CONNECTION

BP

BP

CS

MR

WAREHOUSEWALL SECTIONSSTRUCTURAL -

AS NOTED

S 3.1.1

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

"832-L6X6X

TYP.

43

"83

2-

L6x6

x

TYP.

D.1DBA

12'-0"185'-0"

12'-6"

"4112'-2

T=110k

T=80k

T=50k

T=30k

T=20k

T=20k

T=C=20k

T=

C=20k T

=C=20k

T=

C=

30k

T=

C=

15k

T=20k

T=20k

T=25k

T=45k

T=15

0k

T=18

0k

C=10

0k

T=

65k

C=

120k

C=

50k

C=

35k

C=

20k

C=

15k

T=

C=

15k

C=

15k

C=

15k

C=

25k

C=

35k

C=

50k

C=

65k

W12x53W12x53W12x53 T=155kT=155kW12x53

C=175k

W12x58

W12x58 W12x58

W12x58

W12x58

SPLICE (TYP.)

CENTERLINE

S 7.0.3

6

S 7.0.3

4

S 7.0.3

3

S 7.0.3

2

S 7.0.3

1

S 7.0.3

9

S 7.0.3

4

S 7.0.3

2

S 7.0.3

8

S 7.0.3

11

S 7.0.3

7

S 7.0.3

10

S 7.0.3

5

7 SPACES 12'-6"=87'-6""=97'-6"418 SPACES @ 12'-2

C

W24

W24

W18 W18

C=175k

TRUSS ELEVATIONSCALE: 1/8"=1'-0"

1

S 3.1.2

O.H.

O.H.

83

HS

S6

X6

X

83

HS

S6

X6

X

87'-6"97'-6"

**** **

***********

NOTE 8

* * * * * * * * * * * *

** ** ** **

1 2 3

W8x31 W8x31 W8x31

S 3.1.2

3

S 3.1.1

1

1 2

C

D

D.1

BOTTOM CHORD PART PLANSCALE: 1/16"=1'-0"

4

S 3.1.2

9 10 11 12 13 14 15

AW8x31 W8x31 W8x31 W8x31W8x31

BOTTOM CHORD PART PLANSCALE: 1/16"=1'-0"

5

S 3.1.2

S 3.1.1

2

S 3.1.2

3SIM.

BP

BP

CS

MR

TRUSS ELEVATIONSTRUCTURAL -

S 7.0.3

12

S 7.0.3

13

TYP. TRUSS BRACING ELEVATIONSCALE: 1/8"=1'-0"

3

S 3.1.2

NOTES:

TRUSS BRACING PART PLANSCALE: 1/8"=1'-0"

2

S 3.1.2

S 7.0.3

14

S 7.0.3

15

***

NOTES:

1.

2.

3.

4.

5.

6.7.

8.

9.

2.

3.4.

THREADED ROD CROSS BRACING TO OCCUR AT EVERY OTHER TRUSS PANEL POINT (MAX SPACING = 25'-0").1.

PROVIDE SPACERS BETWEEN ANGLES @ 1/4 POINTS.

SPACING BETWEEN DOUBLE ANGLES TO MATCH GUSSET PLATES.

ALL GUSSET PLATES TO BE ONE THICKNESS.

NOTES:

2.

3.

1.

AS NOTED

S 3.1.2

AN ADDITIONAL 10k OF VERTICAL LOAD.

ALL CONNECTIONS TO BUILDING COLUMNS SHALL BE DESIGNED WITH

LOCATIONS TO BE SHIPPED LOOSE AND WELDED ON SITE.

LAST DIAGONAL WEB MEMBER @ EACH END OF TRUSS AND @ SPLICE

ENGINEER OF RECORD.

DETAILER TO COORDINATE WITH CONTRACTOR AND STRUCTURAL

CAMBER @ MEZZANINE DEPENDENT ON CONSTRUCTION SEQUENCE.




ALL TRUSS SPLICES SHALL BE FULL PENETRATION WELD SPLICES.

.21 INDICATES 2-L6x6x

.83 INDICATES 2-L5x5x

CAMBER 3" AT RIDGE LINE.

10.

PROVIDE SPACERS BETWEEN ANGLES @ 1/4 POINTS AND MIDPOINT.



BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

FRAME ELEVATION ALONG COLUMN LINE A - SOUTH ENDSCALE: 1/8"=1'-0"

1

S 3.1.3

FRAME ELEVATION ALONG COLUMN LINE A - NORTH ENDSCALE: 1/8"=1'-0"

2

S 3.1.3

W24

W24

W12

1 2

W24

3

W12

W24

4

W12

W24

5

W12

W24

W12

6

W24

7

W12

W14x43

W12

W24

8

W24

9

W12 W12

W24

W12

W14x43

10 11

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

MA

TC

HLIN

E

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-

L6X6X

83

2-

L6X6X

14'-6"

W14x43

W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31

W24

W24

W12

W14x43

W24

W24

W12

W24

W24

W12

W24

W24

W24

W12

W24

W12W12

W14x43

W12

W24

W12

W14x43

W12

W14x43

W24

W24

11 12 13 14 15 16 17 18 19 20 21 22

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

W12W12

MA

TC

HLIN

E

83

2-L6X6X

83

2-L6

X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-L6

X6X

83

2-L6X6X

83

2-

L6X6X

W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31

14'-6"

BP

BP

CS

MR

FRAME ELEVATIONSSTRUCTURAL -

17

S 7.0.3

18

S 7.0.3

16

S 7.0.3

17

S 7.0.3

18

S 7.0.3

16

S 7.0.3

AS NOTED

S 3.1.3

2.

3.4.PROVIDE SPACERS BETWEEN ANGLES @ 1/4 POINTS.



1.

NOTES:

ALL BRACING & BRACING CONNECTIONS DESIGN TO RESIST AN AXIAL FORCE OF T=C=15k (SERVICE).

T/STL

T/STL

1. SEE 1/S 3.1.3 FOR ADDITIONAL INFORMATION.

NOTE:

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

FRAME ELEVATION ALONG COLUMN LINE D - SOUTH ENDSCALE: 1/8"=1'-0"

1

S 3.1.4

FRAME ELEVATION ALONG COLUMN LINE D - NORTH ENDSCALE: 1/8"=1'-0"

2

S 3.1.4

W24

W24

W12

1 2

W24

3

W12

W24

4

W12

W24

5

W12

W24

W12

6

W24

7

W12 W12

W24

8

W24

9

W12 W12

W24

W12

10 11

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

W16 W16 W16 W16 W16 W16 W16 W16 W16 W16

MA

TC

HLIN

E

83

2-L6X6X8

3

2-L6

X6X 8

3

2-L6

X6X

83

2-L6X6X83

2-L6X6X

83

2-L6

X6X

T=C=15

k T=C=15k T=C=15

k T=C=15k

T=C=

15kT=C=

15k

MC2, NOTE 2

MC1, NOTE 1

W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31

W24

W24

W24

W24

W12

W24

W24

W12

W24

W24

W24

W12

W24

W12W12 W12

W24

W12

W24

W24

11 12 13 14 15 16 17 18 19 20 21 22

26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"22'-0"2'-4"22'-0"22'-0"26'-8"26'-8"30'-8"26'-8"26'-8"26'-8"26'-8"26'-8"26'-8"

W16

W12

W16

W12

W16 W16 W16 W16 W16 W16 W16 W16

W12

W16

MA

TC

HLIN

E

83

2-L6X6X 8

3

2-L6X6X8

3

2-L6

X6X

83

2-L6X6X8

3

2-L6

X6X

83

2-L6X6X8

3

2-L6

X6X

T=C=

15k

T=C=15kT=C=15

k T=C=15kT=C=15

k T=C=15kT=C=15

k

MC2, NOTE 2

MC1, NOTE 1

W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31 W8X31

BP

BP

CS

MR

FRAME ELEVATIONSSTRUCTURAL -

19

S 7.0.3

18

S 7.0.3

18

S 7.0.3

19

S 7.0.3

AS NOTED

S 3.1.4

T/STL=SEEPLAN

T/STL=SEE PLAN

1. SEE 1/S 3.1.3 FOR ADDITIONAL INFORMATION.

NOTE:

2.

3.

4.




1.

NOTES:

5.

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

W/ ARCH. DRAWINGS.

COORDINATE NUMBER OF TREADS AND RISERS

SIZE WITH MECHANICAL/ELECTRICAL.

COORDINATE EXACT LOCATION AND

PLATE WASHER

NUT AND

HEAVY HEX

TACK

CONCRETE

TOP OF

GROUT (MIN.)

2" NON-SHRINK

L

HEAVY HEX NUT

TYPE A

NOTES:

1.

PEMB SUPPLIER

BASE PLATE, BY

14"

BELOW

BASE PLATE

EDGE OF SLAB

C.J.

TO MATCH ADJACENT S.O.G.)

(TOLERANCE OF SURFACE

TO ALIGN WITH S.O.G.

TROWELLED FINISH

CONT. KEY

EQ.

EQ.

H/

3

1"

SAWED JOINT

H/4

BARRIER

VAPOR

NOTES:

CONSTRUCTION JOINTCONTROL JOINT

AT EXPOSED SLABS

INSTALL JOINT FILLER

NOTE #3

SEALANT

JOINT

3"

NOTE: MAXIMUM SPACING = 20'-0" TYP.

CONTROL JOINT

SPLICE

LAP SEALANT

JOINT

CONT.

2"X4" KEY

1" JOINT

SEALANT

JOINT

D

WATERSTOP

CONT.

D/

3

P.J.F.

1"

1"

EXPANSION JOINT

CONSTRUCTION JOINT

SP

LIC

E

LAP

SP

LIC

E

LAP

SPLICE

LAP

CL

AS

S

B

NOTES:

FOR WALL REINFORCEMENT, SEE SECTIONS AND DETAILS.

VERTICAL REINFORCEMENT NOT SHOWN.2.

1.

CL

AS

S

BHORIZONTAL REINFORCEMENT

CORNER BARS TO MATCH

HOOK

ALTERNATE

SP

LIC

E

LAPS

PLIC

E

LAP

CLASS B

SPLICE

LAP

CL

AS

S

B

NOTES:

FOR WALL REINFORCEMENT, SEE SECTIONS AND DETAILS.

VERTICAL REINFORCEMENT NOT SHOWN.2.

1.

CL

AS

S

B

HORIZ. REINF.

SPACING AS

SAME SIZE AND

6" TYP. 8" TYP.

EACH WAY

TOP AND BOTTOM

1'-

6"

4'-

0"

EQ.

3'-0"

3'-

0"

E.W.

#4@12" 0.C.

1'-

0"

TYP.

SLAB REINF.

FOR SUMP PIT

2'-0"x2'-0' BLOCKOUT

6"

SUMP PIT BEYOND

8"

E.W.

#4@12" O.C.

EQ. EQ.

2"

5"

WALL CORNEREND OF WALL

OPENING

WALL INTERSECTION

NOTES:

1.

CONTROL JOINT

C CONTROL JOINT

CMU WALL OPENING

CMU LINTEL OVER

2'-

0"

(M

AX.)

4'-0" (MIN.)

SEE PLAN

H

LAP (TYP.)

CLASS B

FOR ELEVATION

SEE PLAN

(MIN.)

1'-0"

FOOTING REINF.

LARGER OF ADJACENT

REINF. TO MATCH

S

S

INDICATED ON PLAN BY THE SYMBOL S

#4@12" O.C.

3 #4 CONT.

3T

1

1

EQ.EQ.

T

H,

SE

E

PL

AN

STAIR FABRICATOR.

CONNECTION BY

1

1

STEEL STAIR

1'-6"

#4@12" O.C.

SEE PLAN

SLAB-ON-GRADE,

ARCH. & STAIR SHOP DWGS.

OF THICKENED SLAB W/

COORDINATE LOCATION

CLASS B

ALTERNATE FACES

@ JOINT.

DISCONTINUOUS

REINFORCEMENT

HORIZ.21

CLASS B

REINFORCEMENT

MATCH HORIZONTAL

CORNER BARS TO

#4@12"O.C.

EQUIPMENT

FOR ELEVATOR

2'-6"x2'-6" BLOCKOUT

#6@9" O.C.

163

ELEV. SUPPLIER

COORD. W/

165L5x5x

3#4

C.J.

3" (TYP.)

EDGE OF SLAB

BELOW

BASE PLATE


TROWELLED FINISH

S 5.0.1

12

EDGE OF SLAB

BELOW

BASE PLATE

3" (TYP.)

1. INDICATED ON PLANS BY C.J.

6% PASSING A NO. 200 SIEVE) GRANULAR MATERIAL.

3. SUB-BASE: MINIMUM OF 6" OF CLEAN (LESS THAN

CONTROL JOINTS.

2. CONSTRUCTION JOINTS MAY BE USED IN LIEU OF


TROWELLED FINISH

EDGE OF SLAB

1'-

0"

1'-0"

1"

3'-0"

REINF.

TYP. SLAB

#6@12" O.C.

2 #4 CONT.

#4@12" O.C. (TYP.)

(TYP.)

#4 NOSING BAR

NOTE:

1.

#5@12"O.C.

HOUSEKEEPING PAD

#3@18" O.C., E.W.

ROUGHEN SURFACE

SEE PLAN

CONC. SLAB ON GRADE,

NOTE:

#4 CONT.

AT PERIMETER

#4@18" O.C.

3

S 5.0.1HOUSEKEEPING PAD ON S.O.G.NOT TO SCALE

1

S 5.0.1LOADING DOCK STAIR SECTIONNOT TO SCALE

16

S 5.0.1 NOT TO SCALE

TYP. THICKENED SLAB @ CMU WALL

11


ELEVATOR PIT SECTION12

S 5.0.1

NOT TO SCALE

ELEVATOR DOOR @ PITSECTION - SUPPORT FOR

15


STAIR CONNECTION TO SLAB DETAIL 14


SECTION - STEPPED FOOTING

13


TYP. CMU WALL REINFORCING DETAIL

10


TYP. WALL REINFORCING (2 LAYERS) 9


TYP. WALL REINFORCING (1 LAYER) 8


7


TYPICAL SLAB-ON-GRADE JOINTS 6


TYP. CORNER ISOLATION JOINT DETAIL

2


TYP. ANCHOR ROD DETAIL

ASTM A1554, GRADE 36, U.N.O.

ALL ANCHOR RODS SHALL CONFORM TO

5

S 5.0.1

NOT TO SCALE

ISOLATION JOINT DETAIL

4

S 5.0.1

NOT TO SCALE

TYP. EXTERIOR ISOLATION JOINT

DETAIL AT STEEL COLUMN

1:10 SLOPE

THIC

KN

ES

S

FO

OTIN

G

ADJ

AC

EN

T

GRATING OVER SUMP

6"

TYPICAL VERTICAL C.I.P. WALL JOINTS

28-DAY STRENGTH

CONC. HAS ATTAINED

S.O.G. IS PLACED &

BRACE WALL UNTIL

3 #4 CONT.

FINISH

CONCRETE

RUBBED

SLOPE DOWN

FIELD BEND

(LAP AS REQ'D.)

#5@8" O.C. CONT.

#5@8" O.C. VERT.

ALTERNATE HOOK

VARIES

INTO COL. REINF.

CONTINUES 2'-0"

WALL FTG. REINF.

(LAP AS REQ'D.)

3 #4 CONT.

17


RAMP SECTION

1'-

2"

2'-0" 1'-0"

2"

CL

R.

2'-0"

3" CLR.8"

1'-

0"

1'-

7"

T/RAMP

"

TYP.

43

"21

"21

"2

1"

21

"21

"43

"

TYP.

43

AT EXPOSED SLABS

INSTALL JOINT FILLER

1'-

0"

MIN.

CLR.

3"

(MIN.)

6"

CL

R.

3"

ELE

VA

TO

R

MA

NU

F.

CO

OR

DIN

ATE

W/

56

BA

R

DIA.

LAP

WALL

TOP AND BOTTOM

REINF. W/ 2 #5 @

BOND BEAM

INTO DOCK WALL

HOOK REINFORCEMENT

SECTIONS.

EXTERIOR WALLS IN ADDITION TO THAT SHOWN ON OTHER WALL

ALL REINFORCING BARS SHOWN ARE #5 BARS FOR INTERIOR AND

FOR WALL REINF.

SEE 17/S5.0.1

TYP. DOUBLE COLUMN

1" U.N.O.

REINF. INFO.

FOR ADD'L WALL

SEE 9/S5.0.1

REINF. INFO.

FOR TYP. WALL

SEE 9/S5.0.1

TOP & BOTT.

TYP. 4 SIDES

WATERSTOP

CONT. WATERSTOP

@18" O.C.

" x 6" WIDE 21PL

ANCHOR

HEADED STUD

43

x12" LONG

21

" P.J.F.21

" P.J.F21

" P.J.F.21

" P.J.F.21

(@ EA. ANCHOR ROD)

"x3"x0'-3"21P

" P.J.F.21

SAWED JOINT

" WIDE81

"43

" WIDE81

H

SE

E

PL

AN

1:3 SLOPE

"2

11

"2

11

"2

1

CONT. WATERSTOP

NOTES:

2'-

3"

1'-0"

SEE CIVIL

HOOK @ THIS END

SLAB REINF., SEE PLAN.

18


RAMP TERMINATION SECTION

ADJACENT FOOTING

2 #4 HOOKED INTO

" P.J.F.21

3" (TYP.)

@ BRACE AS NEEDED

ENLARGE BLOCK-OUT

BAR SIZE TOP BARS OTHER BARS

(f'c = 3000 PSI)

TENSION DEVELOPMENT LENGTH SCHEDULE

MINIMUM REINFORCING

BAR SIZE TOP BARS OTHER BARS

(f'c = 4000 PSI)

TENSION DEVELOPMENT LENGTH SCHEDULE

MINIMUM REINFORCING

BAR SIZE TOP BARS OTHER BARS BAR SIZE TOP BARS OTHER BARS

(f'c = 3000 PSI)

LAP SPLICE LENGTH SCHEDULE

MINIMUM REINFORCING

(f'c = 4000 PSI)

LAP SPLICE LENGTH SCHEDULE

MINIMUM REINFORCING

16

S 5.0.1REINFORCING DEVELOPMENT AND LAP LENGTH SCHEDULES

#3 1'-10" 1'-5"

#4 2'-5" 1'-10"

#5 3'-0" 2'-4"

#6 3'-7" 2'-9"

#7 5'-3" 4'-O"

#8 6'-0" 4'-7"

#9 6'-9" 5'-2"

7'-7" 5'-10"

8'-5" 7'-6"

#10

#11

#3 1'-7" 1'-3"

#4 2'-1" 1'-7"

#5 2'-7" 2'-0"

#6 3'-1" 2'-5"

#7 4'-6" 3'-6"

#8 5'-2" 4'-0"

#9 5'-10" 4'-6"

6'-7" 5'-1"

7'-3" 5'-7"

#10

#11

#3 2'-4" 1'-10"

#4 3'-1" 2'-5"

#5 3'-11" 3'-0"

#6 4'-8" 3'-7"

#7 6'-9" 5'-3"

#8 7'-9" 6'-0"

#9 8'-9" 6'-9"

9'-10" 7'-7"

8'-5"

#10

#11

#3 2'-0" 1'-7"

#4 2'-8" 2'-1"

#5 3'-4" 2'-7"

#6 4'-0" 3'-1"

#7 5'-10" 4'-6"

#8 6'-8" 5'-2"

#9 7'-7" 5'-10"

8'-6" 6'-7"

9'-5" 7'-3"

#10

#1110'-11"

1. ALL VERTICAL WALL REINFORCEMENT NOT SHOWN FOR CLARITY.

2. SEE SPECIFICATIONS (033000) FOR WATERSTOP INFORMATION.

CS

MR

BP

BP

SECTIONS AND DETAILSSTRUCTURAL -

AS NOTED

S 5.0.1

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

8"

#4@12" O.C.

FIELD BEND

SEE PLAN

TOP/SLAB,

SLOPE

6"

CONDUIT

2'-0"

BEND

FIELD

PLATE PA

PLATE PB

#4@12" O.C.

CL

AS

S

NOTES:

1.

2.

SIZE OF DOCK LEVELER IS BASED ON MINIMUM CAPACITY.

COORDINATE WITH MANUFACTURER OF DOCK LEVELER.

3.COORDINATE EMBEDDED CONDUIT WITH ELECTRICAL DWGS.

TYP.

TYP.G

SEE PA

G

G

SEE PB

SEE PA

DOCK WALL

FACE/

DOCK LEVELER.

MANUFACTURER OF

COORDINATE WITH

NOTE:

S 5.0.2

10" 3"3"

3"

16"

5"

6"

6"

6"

1"

7" 7" 7"

L

PLATE PBPLATE PA

NOTES:

COORDINATE WITH MANUFACTURER OF DOCK LEVELER.2.

1#4 CONT.

ASSEMBLY

FOR FRAME

SEE 7/S 5.0.2

2#4 CONT.

163

STUDS @ 6" O.C.

" DIA. x 6" LONG 21W/

41L4x4x

STUDS (16-REQ'D.)

" DIA. x 6" LONG 21

41

ALL ANGLES AND PLATES SHALL BE GALVANIZED.1.

DOWELS TO MATCH CMU

#5 CONT.

CONC. SLAB - SEE PLAN

SEE PLAN

T/SLAB

T/FDN - SEE PLAN

FOR SIZE & REINF.

SEE PLAN & SCHEDULE

CONCRETE FOOTING -

8" CMU WALL

#5 CONT.


SEE PLAN

T/SLAB

T/FDN - SEE PLAN

FOR SIZE & REINF.

SEE PLAN & SCHEDULE

CONCRETE FOOTING -

SITE PLAN

SEE CIVIL

BY PRECASTER

PRECAST WALL

STUD

18" PAST HEADED

2 #4 E.W. EXTEND

CONFINEMENT STEEL

PRECASTER

CONNECTION BY

CONTRACTOR

INSTALLED BY FDN

EMBED BY PRECASTER

SEE FOOTING SCHEDULE

FOR SIZE AND REINF.,

SEE PLAN

T/SLAB

FINISH

CONCRETE

RUBBED

GRADING PLAN

SEE CIVIL

3'-8"

1'-0"1'-6"

GRADING PLAN

SEE CIVIL

1'-0"1'-6"


FOR SIZE AND REINF.,

FINISH

CONCRETE

RUBBED

SEE PLAN

T/SLAB

1'-10"

FIELD BEND

#4@10" O.C.

#6@10" O.C.

5A

S 5.0.2

3"

3"

4'-0"

2'-

0"

6 #8

#4 TIES @6" O.C.

T/SLAB

PEMB COLUMN

T/FTG

GRADING PLAN

SEE CIVIL

FOR ADD'L FOOTING INFO.


CMU REINF. W/

DOWEL TO MATCH

6

4'-

0"

1'-6"

IN CONCRETE

SET BOLLARD

PAINT

GROUT COMPLETELY

SLAB-ON-GRADE

SHAPE TO DRAIN

4'-

0"

1'-6"

1'-

0"

6"

6"

T/PAD)

(2" CLEAR FROM

#4@12" O.C. E.W.

#5 CONT.


SEE PLAN

T/SLAB

T/FDN - SEE PLAN

FOR SIZE & REINF.

SEE PLAN & SCHEDULE

CONCRETE FOOTING -

SITE PLAN

SEE CIVIL

W/ DOCK LEVELER SUPPLIER.

PA & PB. COORDINATE FRAME ASSEMBLY REQUIREMENTS

REFER TO DETAIL 8/S 5.0.2 FOR PLATE DETAILS

NOTE:

BEYOND

CMU WALL

7

S 5.0.2

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

3

S 5.0.2

CONT. FOOTING DETAIL @

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

2

S 5.0.2


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

1

S 5.0.2


LOAD BEARING CMU WALLSCALE: 1/2"=1'-0"

4

S 5.0.2AIRSIDE FOUNDATION DETAIL

DOCK LEVELER FRAMEASSEMBLY DETAILNOT TO SCALE

6


SECTION @ DOCK LEVELER

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

5

S 5.0.2

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

5A

S 5.0.2PIER DETAIL

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

10

S 5.0.2 SCALE: 1/2"=1'-0"

9

S 5.0.2BOLLARD DETAILEXTERIOR ON-GRADE EQUIPMENT PAD

8


DOCK LEVELER PLATE DETAIL

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

13

S 5.0.2

EXTERIOR PRECAST WALL AIRSIDE DOOR

CORNERS

BARS @ RE-ENTRANT

FOR SIZE & REINF.

SEE PLAN & SCHEDULE

CONCRETE FOOTING -

SEE CIVIL

SITE PLANSEE PLAN

T/SLAB

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

12

S 5.0.2CUSTOMER SERVICEKNEE WALL DETAIL

CURTAIN WALL

#5@12" O.C.2'-

6"

1'-0"1'-0"1'-0"

LAP

"B"

3"

C WALL = C FOOTING

SEE ARCH. FLOOR PLAN

C WALL = C FOOTING

#4@18"O.C.

1 #4 CONT.

x 4'-0" LONG

#4@18"O.C.1

2

2'-0"

1'-0"

MIN.

TYPICAL DEPRESSED SLAB

10"

11

S 5.0.2TYPICAL HEAVY SLAB CONTROL JOINTNOT TO SCALE

SEE NOTE #2

"H"E

Q.

EQ.

.25"H"

1" FORMED JOINT

(FULL LENGTH OF JOINT

SEMI-RIGID EXPOXY JOINT FILLER

TOP/S.O.G.

DOWEL

3.

1.

2.

INDICATED ON PLAN BY C.J.

DOWELS SHALL BE SMOOTH AND MEET ASTM A36. SAW CUT ENDS

AND REMOVE BURRS.

DOWELS SHALL BE SUPPORTED IN "DOWEL BASKETS" SO THAT THEY

ARE PARALLEL AND LEVEL. PREVENT "DOWEL BASKETS" FROM MOVING

DURING CONCRETE OPERATIONS.

COMPLETELY GREASE BOTH ENDS OF DOWEL TO ALLOW FOR HORIZONTAL

MOVEMENT.

PROTECT JOINT DURING CONSTRUCTION. CLEAN JOINT OF LAITTANCE,

NOTES:

DOWELS: 1" DIAMETER x 18" LONG @ 12" O.C.

DEBRIS AND CURING COMPOUND AND PROVIDE SEMI-RIGID EPOXY

JOINT FILLER (BASIS OF DESIGN: METZGER/McGUIRE'S MM-80).

AR

CHIT

EC

TU

RE

DIM

EN

SIO

N

W/

CO

OR

DIN

ATE

3"

JOINT DETAIL

FOR EXPANSION

SEE 2/A8.1.3

NOTE 3

3.

" P.J.F.21

" P.J.F.21

" P.J.F.21

STUDS @ 12" O.C.

21W/

41L3x3x

" P41

STUDS (4-REQ'D.)

21

" P.J.F.21

" MIN. CLEARANCE BETWEEN STUDS.211

"2

11'-

7

"2

1

"411

"41

"2

112

VAPOR BARRIER

VAPOR BARRIER

VAPOR BARRIER

4.SEE DETAIL 5/S5.02 FOR WALL REINFORCEMENT.

SEE PLAN

SEE PLAN

3"

T/PIER2'-

0"

LOADING DOCK @ COLUMN

LINES 12 & 13

SIM. @ COLUMN

ANCHOR ROD DETAIL

SEE 2/S 5.0.1 FOR

@ SIM.

ADD'L #8

@

SIM.

4'-

4"

TYP.

3" CLR.,

3"

WALL VERT. REINF.

EXTEND TIES TO

CS

MR

BP

BP


WALL REINF.

SEE 5/S5.0.2 FOR

AS NOTED

S 5.0.2

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

SEE

PLAN

2@12

0"

METAL DECK

BENT PLATE

FLANGE ONLY, NOT TO

WELD STUDS TO BEAM

STEEL LINTEL SCHEDULE

CONCRETE MASONRY LINTEL SCHEDULE

CONCRETE LINTEL SCHEDULE

SPAN FOR EACH 4" OF WALL THICKNESS

UP TO 2'-0"

2'-1" TO 5'-0"

5'-1" TO 6'-0"

6'-1" TO 7'-0"

7'-1" TO 8'-0"

8'-1" TO 9'-0"

2. ALL ANGLES IN EXTERIOR WALLS SHALL BE GALVANIZED.

1. END BEARING AT EACH OF STEEL LINTELS SHALL BE

ONE INCH PER FOOT OF SPAN, BUT NOT LESS THAN 8"

NOTES:

16"

DE

PT

H

DE

PT

H

8"

SPAN DEPTH6" WALL 8" WALL 12" WALL

REINFORCEMENT

2 #4 TOP & BOT.

2 #5 TOP & BOT.

2 #5 TOP & BOT.

2 #8 TOP & BOT.

2 #8 TOP & BOT.

2 #5 TOP & BOT.

2 #6 TOP & BOT.

2 #6 TOP & BOT.

2 #7 TOP & BOT.

NOT USED

1 #5 TOP & BOT.

1 #6 TOP & BOT.

1 #6 TOP & BOT.

1 #7 TOP & BOT.

NOT USED

16"

8"

8"

16"

16"

UP TO 4'-0"

5'-1" TO 8'-0"

4'-1" TO 5'-0"

8'-1" TO 10'-0"

10'-1" TO 12'-0"

UP TO 4'-0"

4'-1" TO 5'-0"

5'-1" TO 8'-0"

8'-1" TO 10'-0"

10'-1" TO 12'-0" 16"

16"

16"

2 #5 TOP & BOT.

2 #5 TOP & BOT.

2 #8 TOP & BOT.

2 #8 TOP & BOT.

2 #7 TOP & BOT.

2 #6 TOP & BOT.

2 #6 TOP & BOT.

2 #5 TOP & BOT.

NOT USED

2 #5 TOP & BOT.

NOT USED

NOT USED

NOT USED

NOT USED

16"

16"

WALL

WIDTH

DE

PT

H

SCHEDULED TOPBARS CONTINUOUS

SCHEDULED BOTTOMBARS CONTINUOUS

#3 @ 8" O.C. (SPANS > 8'-0")#3 @ 18" O.C. (TYPICAL)(MIN. 4 STIRRUPS)

2 #8 TOP & BOT. NOT USEDNOT USED16"12'-1" TO 14'-7"

12'-1" TO 16'-0" 16" 2 #8 TOP & BOT.NOT USED

2 #8 TOP & BOT.

2 #8 TOP & BOT.

L

NOTE: PROVIDE 8" MINIMUM END BEARING EACH END.

NOTE: PROVIDE 8" MINIMUM END BEARING EACH END.

SPAN DEPTH6" WALL 8" WALL 12" WALL

REINFORCEMENT

ON FULLY GROUTED CMU CELLS REINF. W/ 1 #5.

PASS CONTINUOUSLY

WEB TO ALLOW TOP BARS TO

AND BREAK AWAY PART OF

ABOVE U-BLOCK WITH GROUT

FILL CONCRETE MASONRY UNITBARS CONTINUOUSLY

SCHEDULED TOP

BARS CONTINUOUSLY

SCHEDULED BOTTOM

4'-0" 4'-0"

SEE PLAN

TOP/SLAB,

#4@12" O.C.

3 #4 CONT.

GIRDER

SEE PLAN

TOP/SLAB,

NOTE:

1.

SP

AN

OF

DE

CK

3" (T

YP.)

MAX. SIZE OF OPENING <18"x18" OR 18" DIA.

CONCRETE HAS ACHIEVED 28-DAY STRENGTH.

COMPOSITE DECK TO REMAIN IN PLACE UNTIL

#4x5'-0" LAP W/DBA

EXTERIOR FACE OF SLAB

AT COLUMNS)

(NOTCH AS REQUIRED

" BENT PLATE165

SEE PLAN

T/CONC. SLAB,

GIRDER @ 12" O.C.

WELD DECK TO

2'-4"

FABRICATOR

CONN. BY STEEL

@ 3'-0" O.C.

EMBED PLATE

5"

5"

DOUBLE ANGLE CONN.

BOLTED/WELDED

HSS, TOP & BOT.

TACK WELDED TO

HEAVY HEX NUT

6"

8" BOND BEAM

@ 4'-0" O.C.

#6x1'-2"

PRECAST PANEL

GROUTING INTO

PRESSURE INJECTION

4'-0"

A

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

12

S 7.0.1

ELEC. SPECS.

STANDARD PER

ROUND LIGHT

PANEL

PRECAST CONCRETE

RADAR REFLECTING

27'-

9"

A.F.F.

36'-

3"

A.F.F.)

(U

PP

ER

BR

AC

KE

T

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

11

S 7.0.1EXTERIOR CATWALK DETAIL

4

S 7.0.1

NOT TO SCALE

2


TYPICAL EXTERIOR SLAB EDGETYPICAL SECTION AT 3

S 7.0.1 NOT TO SCALEFLOOR EXPANSION JOINT

5

S 7.0.1

NOT TO SCALE

TYPICAL OPENING IN SLABON COMPOSITE DECK

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

6

S 7.0.1SCALE: 3/4"=1'-0"

10

S 7.0.1

INTERIOR WALKWAY DETAILSCALE: 3/4"=1'-0"S 7.0.1AIRSIDE CMU WALL SUPPORT9

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

8

S 7.0.1 DETAILSCALE: 3/4"=1'-0"

7

S 7.0.1SLAB AND BEAM CONNECTIONTO CMU

CONNECTION TO PRECAST

1

S 7.0.1

LINTEL SCHEDULE

TO ROOF DECK

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

13

S 7.0.1

SECTION - LATERAL SUPPORTFOR CMU WALLS

"

GAP

1

ROOF DECK

FILLED W/ GROUT

W/ 2 #5 CONT.

BOND BEAM REINF.

5'-0"

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

14

S 7.0.1

5'-

0"

8"

R=5'-

0"

ANGLE

1" CURVED

PAINTED

METAL SIDING,

CORRUGATED

SLAB REINF. AT GIRDER

AIRSIDE LIGHT POLE CONNECTION

HANDRAIL WELDED"

CL

R.

43

"2

11

SEE PLAN

"

GAP

43

REQUIRED SLAB RECESS

SEE ARCH. FOR

EXP. JT. SYSTEM,

SEE 2/ S7.0.1SLAB EDGE DETAILSEE TYP. EXT.

T/SLAB

2" BELOW

2 #5,

6"

EXTERIOR CANOPY DETAIL

SEE

PLAN

0"

METAL DECK

SEE PLAN

T/CONC. SLAB,

16


TYPICAL EXTERIOR SLAB EDGE

"2

11

L

EXTERIOR FACE

OF SLAB

NOTE:

1.SEE 2/S 7.0.1 FOR ADD'L INFO.

C4x5.4

C4x5.4

C8x11.5

C8x11.5

OPEN

15

S 7.0.1

NOT TO SCALE

OPENING IN COMPOSITE DECK

TYP. SUPPORT FRAMING AT

NOTES:

MAX. SIZE OPENING = 60"x60"

MIN. SIZE OPENING = 18"x18"1.

2.

3.

C BEAM

C BEAM

WEB

WEB TO

PENETRATIONS.

SEE 5/S 7.0.1 FOR SMALLER

WITH OTHER DISCIPLINE DRAWINGS.

COORDINATE SIZE AND LOCATIONS

D+L)

LOADS (SERVICE

SEE PLAN FOR

BY PRECASTER,

EMBED PLATE

LL=1,200# (SERVICE)

DL=600# (SERVICE)

LOAD @ EMBED:

LL=

2,6

40# (S

ER

VIC

E)

DL=

1,8

00# (S

ER

VIC

E)

LO

AD

@

EM

BE

D:

LL=

2,0

00# (S

ER

VIC

E)

DL=

300# (S

ER

VIC

E)

LO

AD

@

EM

BE

D:

DL=400# (SERVICE)

(@ LO CONN., ULT.)

=1,800#

(@ HI CONN., ULT.)

WL=2,430#

LOAD @ CONNECTION:

CMU WALL REINF.

SLAB TO MATCH

HOOK DOWEL INTO

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

17

S 7.0.1

IN SIZE AND SPACING

CMU WALL REINF.

MATCH VERTICAL

VERTICAL BAR TO

CMU ON ELEVATED SLAB

EMBEDMENT

EPOXY W/ 3"

C5x6.7

18

S 7.0.1

CONNECTION AT FRONT19

S 7.0.1

SCALE: 1"=1'-0"

ENTRY COLUMNSCALE: 1"=1'-0"

CONNECTION SECTION

W16x31

19

S 7.0.1

EE

TYP.

T/SLAB (TYP.)

" BELOW 211

2 #4x4'-0",

"

CL

R.

21

1

CL

R."

21

1

(FLAT)21x38

31 - P

165x2

1x3211 - L3

(L.L.V.)165x2

11 - L4x3

(L.L.V.)165x2

11 - L5x3

(L.L.V.)83x2

11 - L5x3

(L.L.V.)83x2

11 - L6x3

xCONT.83L4x4x

xCONT.83L4x4x

SIDE OF SPLICES IN BENT PLATE

SIDE OF COLUMNS AND EACH

PROVIDE ADD'L DBA'S AT EACH

BAR ANCHORS (DBA) @ 18" O.C.

21

43W/

SINGLE PLATE CONN.

xCONT.83L6x4x

83L4x4x

165HSS6x4x

43L4x4x

PLATE

" CAP41

(LLV)

xCONT. 83L6x4x

@ 4'-0" O.C.

163HSS6x3x

PLATE

" CAP41

POLE)

PLACES EA.

(OCCURS TWO

BRACKET

21HSS12x4x

4 - #5 DBA'S

"x6"x1'-2" W/21

EMBED PLATE

@ 24" O.C.

SIDE OF WALL)

(ALTERNATE EA.

x0'-6"41L4x4x

@ 24" O.C.

ANGLE FRAME

41L3x3x

BAR GRATING

" STEEL 1631"x

" MIN.21GROUT,

NON-SHRINK

CAPACITY=1800# PER ANCHOR)

@ 18" O.C. (MIN. SHEAR

INTO FULLY GROUTED CELL

21W/

xCONT. EDGE ANGLE41L4x4x

PER ANCHOR)

(MIN. SHEAR CAPACITY=3000#

INTO FULLY GROUTED CELLS

21AND 6 -

43W/3 -

DOUBLE ANGLE CONN.41L4x4x

ANCHOR)

CAPACITY=5000# PER

@ 24" O.C. (MIN. SHEAR

EA. SIDE OF WALL)

ANCHORS (ALTERNATE

432 -

x0'-9" W/41L4x4x

41L3x3x

" P83

PER BEAM CONNECTION

434 -

(TYP.)

2'-0"

41

41

2@124

1

165

163

163

4"16

3

163

163

8

3

163

163

41

4

1

3"8

1

" BELOW T/SLAB431 #4,

12'-6" O.C. (MAX)

HANGER ROD @

43

1'-1" 1'-1"

2" EXP. JOINT

W/CONCRETE

METAL DECK

" PLATE @ 36" O.C.21

2" CLR.

2"

165

21CLEVIS #2

"x6"x0'-9"83P L

W12

CONNECTION @ HANGER

FROM T/CMU WALL

WL=1,200# (ULT.)

LOAD @ ANCHOR:

TO COMPOSITE DECK

"215'-6

CS

MR

BP

BP


AS NOTED

S 7.0.1

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

BEAM, SEE PLAN

L

TYP.

TYP.

CLEAR OPN'G

TYP.

TYP.

BEAM

TYP.

LOAD

CONCENTRATED

LOAD

CONCENTRATED

12 163

T/ METAL DECK

41

41

41

NOTES:

OPEN

SE

E

PL

AN

S

C C

EA. ANGLE

TYP. EA. END

163

MECHANICAL & ARCH.

PLAN AND PLUMBING,

OF OPENINGS, SEE ROOF

FOR LOCATION AND SIZE1.

163L4x4x

S 7.0.2

ROOF DECK

163

SEE ARCH.EXP. JT. SYSTEM,

2'-4"

TYP.

1


TYPICAL JOIST SUPPORT DETAIL5


3


TYP. SUPPORT FRAMING AT ROOF OPENINGS 2

S 7.0.2TYPICAL JOIST DETAIL AT POINT OF

NOT TO SCALE

4


SECTION

6


SECTION - TYPICAL AT ROOF JOIST7

S 7.0.2

NOT TO SCALE

TYPICAL SECTION ATROOF EXPANSION JOINT

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

8

S 7.0.2DETAIL

4

9

S 7.0.2

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

EXTERIOR WALL BRACING@ CUSTOMER SERVICE

VARIES

PRECAST FACADE

CURTAIN WALL

JOIST

BEAM OR

JOIST

BEAM OR

ACHIEVE FULL BEARING

GROUT AS REQUIRED TO

CELL

FULLY GROUTED

BOND BEAM

SECTION AT ROOF

ELEVATION

DECK BEARING

SEE PLAN FOR

BOND BEAM

SLOPE

TO MATCH ROOF

SLOPE T/EMBED

L

SPACING = 19'-0"

SUPPORTS MAXIMUM

THIRD POINTS

WELDED SPACERS @

41

10


PIPE SUPPORT DETAIL

CONCENTRATED LOADS

AND PLUMBING CONTRACTORS.

COORDINATE EXTENT OF FRAMES W/ SPRINKLER

NOTE:

NOTE:

SEE STEEL JOIST GENERAL NOTES FOR ADD'L INFO.

LL=

2,1

00# (S

ER

VIC

E)

DL=

2,4

00# (S

ER

VIC

E)

MA

X.

LO

AD

@

EM

BE

D:

HSS, SEE PLAN

PER FASTENERS)

SHEAR CAPACITY=400#

ON 36/4 PATTERN (MIN.

MECHANICAL FASTENER JOIST PANEL POINT, EA. SIDE

FROM POINT OF LOAD TO

BRACE163(2) L2x2x

ON TRUSS CHORD ANGLES

"x3"x1'-0" CENTERED 83P

x0'-6"83L5x5x

x0'-6" LONG21L6x6x

JOIST BEARING ANGLE,

(LLH)165L6x4x

CONT. CURVED

" BENT PLATE83

HEADED STUDS

21W/ 4 -

"x4"x0'-10"21P

=1200# PER ANCHOR)

(MIN. SHEAR CAPACITY

ANCHORS @ 36" O.C.

W/ EXPANSION41L3x3x

(TYP.)

" MAX. 211

4

1

2@124

1

CHORD

TRUSS BOTT

4" EXP. JOINT

1'-0"1'-0"

TRUSSES

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

11

S 7.0.2

DETAIL

4

1 2@12

OF STEEL STRUCTURE

TO 3" OF VERTICAL MOMENT

PRECASTER, TO ALLOW UP

PRECAST ATTACHMENT BY

10"

" BENT PLATE21

10"

" P83

L

6"

163

TYP.

W12

W12

MANUFACTURER

SIZE WITH EQUIPMENT

COORDINATE OPENING

C8x11.5

83L6x6x

12

S 7.0.2

ROOF FAN SUPPORT FRAMINGNOT TO SCALE

NOTE 6 (TYP.)

WELD FOR SHEAR BOLT FOR SHEAR

M

"41

M

M

BACK-UP BAR, TYP.

NOTE 1

NOTE 2

NOTE 3

NOTE 4

"41

5.

1.

2.

3.

4.

NOTES:

SIZE WELD TO TRANSFER SHEAR INCLUDING EFFECT OF ECCENTRICITY.

WHERE "A" IS 3" OR LESS, PROVIDE A SINGLE STIFFENER PLATE.

C C

6.

14


TYP. BEAM-TO-COLUMN MOMENT CONNECTION

NOTE 3

B-U4a

B-U4a

B-U4a

OF BEAM AND OF COLUMN COINCIDE, UNLESS NOTED OTHERWISE.

SHEAR PLATE ONE SIDE ONLY, SIZE AS REQUIRED. OFFSET PLATE SO

BEAM-TO-COLUMN WEB

DISTANT FROM COLUMN FACE. ALL OPEN HOLES SHALL BE FILLED WITH BOLTS.

ROWS TO BE COMPLETELY FILLED SHALL HAVE BOLTS OMITTED AT GAGE MOST

HOLES ARE PERMITTED IN SHEAR PLATE ONLY. BEAMS NOT REQUIRING ALL

CONTACT SURFACE OF BOLTED PARTS SHALL BE CLASS A. SHORT SLOTTED

CONNECTION SHALL BE SLIP-CRITICAL TYPE WITH ALL BOLTS FULLY TENSIONED.

A325 TYPE BOLTS, SIZE AND QUANTITY AS REQUIRED TO TRANSFER SHEAR.

BEAM FLANGES.

PROVIDE STIFFENER PLATES AS REQUIRED TO FULLY DEVELOP CAPACITY OF

PLATE SHALL BE SAME GRADE OF STEEL AS BEAM.

FLANGE TO ACCOMODATE MILL VARIATIONS IN BEAM DEPTH AND OUT-OF-SQUARE.

STIFFNER PLATE THICKNESS SHALL BE INCREASED 1/2" OVER MATCHING BEAM

13

S 7.0.2

LANDSIDE ROOF EDGE DETAIL

"219

163

2@12

" P83

L

12"

3"

1"

(AT TRUSS BOTT CHORD)

2-MC8x18.7

(AT ROOF BEAMS)

2 - C5x6.7

LINEAR LENGTH OF WALL

APPROXIMATELY 120# PER

PRECAST VENEER WEIGHS

PER STUD SUPPLIER.

STUD CONNECTION

CS

MR

BP

BP


AS NOTED

S 7.0.2

BYNO. DATE REVISION



FC NUMBER:

A/E PROJECT NUMBER.

WBS NUMBER:

DATE:

APPROVED BY:

CHECKED BY:

DESIGNED BY:

DRAWN BY:

SCALE:

SHEET NO:

D.07.55.009

FC-6006007929-A

SEAL

FAX: 404.946.2017

PHONE: 404.419.9190

ATLANTA, GA 30309



FAX: 404.521.6204

PHONE: 404.522.8888

ATLANTA, GA 30303



HII-0730621


AIR C

AR

GO B

UIL

DIN

G C, 100

% C

ON

ST

RU

CTIO

N D

OC

UM

EN

TS IS

SU

ED F

OR BID,

NO

VE

MB

ER 2

5, 2014

FAX: 404.522.3823

PHONE:404.522.3801

ATLANTA, GA 30303

44 BROAD STREET

MATRIX 3D

11/25/2014

FAX: 770.321.3935

PHONE: 770.321.3936

MARIETTA, GA 30066



NO

T R

ELE

AS

ED F

OR C

ON

ST

RU

CTIO

N

XXX X X

T/ S.O.G.

T/ FTG EL.

1"

PLATE

CC

16

S 7.0.3

NOT TO SCALE

TYPICAL COLUMN FOOTING DETAILAT BRACE LOCATIONS

STEEL COLUMN

1'-0" (MIN.)

L

BEAMC

BRACE

C

P

POINT

WORK

T/SLAB

1" (MIN.)

BRACE

C

1" (MIN.)

SECTIONNOT TO SCALE

17

S 7.0.3SECTIONNOT TO SCALE

18

S 7.0.3

BRACE

C

BRACE

C

1" (

MA

X.)

1" (MAX.)

LP

WORK POINT

COL = FTG, U.N.O.

SEE SCHEDULE

FOOTING,

COLUMN BLOCKOUT

" P.J.F. AROUND21

TYP.

TYP.

X

SECTIONSCALE: 1"=1'-0"

5

S 7.0.3SECTIONSCALE: 1"=1'-0"

4


3


2


1

S 7.0.3


10


9


8


7


6

S 7.0.3

W24

W12W12

W12

W12 W12

W12 W12W12

W12W12W12

W24

HS

S6

X6HS

S6

X6

1

12

NOTE 2

SPLICE, SEE

PENETRATION WELD

SHOP SPLICE COMPLETE


11


12


13


14

S 7.0.3

3"MIN.

" PLATE83

BOLTS

43W/

21CLEVIS NO.2

" PLATE83

2"

3"

" GUSSET PLATE83

4"MIN.


15

S 7.0.3

2'-0" TYP.

2'-0" TYP.

21L8x4x

2-

L6x6

2-

L6x6

2-

L6x6

2-

L6x6

2-L6x6 2

-L6x6

2-

L6x6

2-

L6x6

2-

L6x6

2-

L6x6

2-

L6x6

2-

L6x6

2-

L6x6

2-L6

x6

2-L6

x6

2-

L6x6

WELD OR BOLTED SPLICE

SPLICE: PENETRATION FIELDNOTE 3


19

S 7.0.3

FOR ADD'L INFO.

SEE 17/S 7.0.3

FOR ADD'L INFO.

SEE 14/S 7.0.2

VERTICAL REACTION = 100K)

(HORIZONTAL REACTION = 100K

BOLTED CONNECTION

DET #3

SEE

NOTE 1

SEE

NOTE 1

SEE DET #3

SEE

NOTE 1

SEE

DET #3

SEE

DET #3

SEE

163

TYP.

163

TYP.

163

163

TYP.

(HORIZONTAL REACTION = 100K)

BOLTED CONNTECTION

(VERTICAL REACTION = 80K)

BOLTED CONNTECTION

VERTICAL REACTION = 140K)

(HORIZONTAL REACTION = 130K

BOLTED CONNECTION = 20K)

VERTICAL REACTION

= 80K

(HORIZONTAL REACTION

BOLTED CONNECTION

BP

BP

CS

MR

TRUSS SECTIONSSTRUCTURAL -

S 7.0.3

1.

2.

SHEET NOTES:

DEVELOP THE FORCES SHOWN IN THE TRUSS DIAGRAM ON SHEET S3.1.2.

FILLET WELDS TYPICAL UNLESS NOTED OTHERWISE. FILLET WELDS SHALL

125% OF THE FORCE INDICATED ON THE TRUSS DIAGRAM ON SHEET S3.1.2.

OR BOLTED SPLICE. BOLTED SPLICES SHALL BE DETAILED TO DEVELOP

FIELD SPLICE AS LOCATED, SHALL BE COMPLETE PENETRATION FIELD WELD

AS NOTED

ALL ROOF BEAMS TO MATCH ROOF SLOPE CANTILVERS.3.

4. ALL REACTIONS ARE SERVICE LEVEL LOADS WITH ASD LOAD COMBINATIONS.

s 0.1.1 structural - general notes & legend

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