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
AIR CARGO BUILDING C
AIR C
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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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
NO
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- AT
- DIAMETER - HIGH POINT
- HEADED WELDED STUD
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A.D.
BM
BOT
C.C.
CLR
H.P.
H.W.S.
L
L.L.V.
L.L.H.
L.P.
MIN
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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
STRUCTURAL PARTIAL PLANSCALE: 1/8"=1'-0"
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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 -
STRUCTURAL OVERALL PLANSCALE: 1/16"=1'-0"
1
S 2.2.1
3
S 2.2.1
STRUCTURAL PARTIAL PLANSCALE: 3/16"=1'-0"
3
S 2.2.1
STRUCTURAL PARTIAL PLANSCALE: 1/8"=1'-0"
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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 -
STRUCTURAL OVERALL PLANSCALE: 1/16"=1'-0"
1
S 2.3.1
2
S 2.3.1
3
S 2.3.1
STRUCTURAL PARTIAL PLANSCALE: 3/16"=1'-0"
3
S 2.3.1
STRUCTURAL PARTIAL PLANSCALE: 1/8"=1'-0"
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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.
PROVIDE SPACERS BETWEEN ANGLES @ 1/4 POINTS.
SPACING BETWEEN DOUBLE ANGLES TO MATCH GUSSET PLATES.
ALL GUSSET PLATES TO BE ONE THICKNESS.
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.
SPACING BETWEEN DOUBLE ANGLES TO MATCH GUSSET PLATES.
ALL GUSSET PLATES TO BE ONE THICKNESS.
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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.
SPACING BETWEEN DOUBLE ANGLES TO MATCH GUSSET PLATES.
ALL GUSSET PLATES TO BE ONE THICKNESS.
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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.
PROVIDE SPACERS BETWEEN ANGLES @ 1/4 POINTS.
SPACING BETWEEN DOUBLE ANGLES TO MATCH GUSSET PLATES.
ALL GUSSET PLATES TO BE ONE THICKNESS.
1.
NOTES:
5.
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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
TO ALIGN WITH S.O.G.
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
TO ALIGN WITH S.O.G.
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
S 5.0.1 NOT TO SCALE
ELEVATOR PIT SECTION12
S 5.0.1
NOT TO SCALE
ELEVATOR DOOR @ PITSECTION - SUPPORT FOR
15
S 5.0.1 NOT TO SCALE
STAIR CONNECTION TO SLAB DETAIL 14
S 5.0.1 NOT TO SCALE
SECTION - STEPPED FOOTING
13
S 5.0.1 NOT TO SCALE
TYP. CMU WALL REINFORCING DETAIL
10
S 5.0.1 NOT TO SCALE
TYP. WALL REINFORCING (2 LAYERS) 9
S 5.0.1 NOT TO SCALE
TYP. WALL REINFORCING (1 LAYER) 8
S 5.0.1 NOT TO SCALE
7
S 5.0.1 NOT TO SCALE
TYPICAL SLAB-ON-GRADE JOINTS 6
S 5.0.1 NOT TO SCALE
TYP. CORNER ISOLATION JOINT DETAIL
2
S 5.0.1 NOT TO SCALE
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
S 5.0.1 NOT TO SCALE
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
S 5.0.1 NOT TO SCALE
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
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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.
CONC. SLAB - SEE PLAN
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"
SEE FOOTING SCHEDULE
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.
SEE FOOTING SCHEDULE
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.
CONC. SLAB - SEE PLAN
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
CONT. FOOTING DETAIL @
SCALE: 3/4"=1'-0"
1
S 5.0.2
CONT. FOOTING DETAIL @
LOAD BEARING CMU WALLSCALE: 1/2"=1'-0"
4
S 5.0.2AIRSIDE FOUNDATION DETAIL
DOCK LEVELER FRAMEASSEMBLY DETAILNOT TO SCALE
6
S 5.0.2 NOT TO SCALE
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
S 5.0.2 NOT TO SCALE
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
SECTIONS AND DETAILSSTRUCTURAL -
WALL REINF.
SEE 5/S5.0.2 FOR
AS NOTED
S 5.0.2
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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
S 7.0.1 NOT TO SCALE
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
S 7.0.1 NOT TO SCALE
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
SECTIONS AND DETAILSSTRUCTURAL -
AS NOTED
S 7.0.1
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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
S 7.0.2 NOT TO SCALE
TYPICAL JOIST SUPPORT DETAIL5
S 7.0.2 NOT TO SCALE
3
S 7.0.2 NOT TO SCALE
TYP. SUPPORT FRAMING AT ROOF OPENINGS 2
S 7.0.2TYPICAL JOIST DETAIL AT POINT OF
NOT TO SCALE
4
S 7.0.2 NOT TO SCALE
SECTION
6
S 7.0.2 NOT TO SCALE
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
S 7.0.2 NOT TO SCALE
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
S 7.0.2 NOT TO SCALE
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
SECTIONS AND DETAILSSTRUCTURAL -
AS NOTED
S 7.0.2
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
AIR CARGO BUILDING C
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
2470 SANDY PLAINS ROAD
SOUTHEASTERN ENGINEERING, INC. (SEI)
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
S 7.0.3SECTIONSCALE: 1"=1'-0"
3
S 7.0.3SECTIONSCALE: 1"=1'-0"
2
S 7.0.3SECTIONSCALE: 1"=1'-0"
1
S 7.0.3
SECTIONSCALE: 1"=1'-0"
10
S 7.0.3SECTIONSCALE: 1"=1'-0"
9
S 7.0.3SECTIONSCALE: 1"=1'-0"
8
S 7.0.3SECTIONSCALE: 1"=1'-0"
7
S 7.0.3SECTIONSCALE: 1"=1'-0"
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
SECTIONSCALE: 1"=1'-0"
11
S 7.0.3SECTIONSCALE: 1"=1'-0"
12
S 7.0.3SECTIONSCALE: 1"=1'-0"
13
S 7.0.3SECTIONSCALE: 1"=1'-0"
14
S 7.0.3
3"MIN.
" PLATE83
BOLTS
43W/
21CLEVIS NO.2
" PLATE83
2"
3"
" GUSSET PLATE83
4"MIN.
SECTIONSCALE: 1"=1'-0"
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
SECTIONSCALE: 1"=1'-0"
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.