Amendment_0003_-KC46_2-Bay_Hangar_-_Plans.pdf
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- KC 46A Two Bay General Purpose MX Hangar Federal contract opportunity
- Solicitation number
- W912DS-19-R-0001
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Amendment 0003 -KC46 2-Bay Hangar - Plans
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SOIL PRESSURES:
MAXIMUM ALLOWABLE BEARING PRESSURE .................................4,000 PSF
MINIMUM ALLOWABLE BEARING PRESSURE
TO COUNTERACT SWELL................................................................... 600 PSF COEFFICIENT OF FRICTION................................................................0.44
ACTIVE EARTH PRESSURE COEFFICIENT.........................................0.31
AT-REST EARTH PRESSURE COEFFICIENT.......................................0.47
PASSIVE EARTH PRESSURE COEFFICIENT.......................................3.25
NO PASSIVE RESISTANCE IN THE UPPER 5 FEET SHOULD BE CONSIDERED IN THE DESIGN DUE TO THE POTENTIAL FOR VERTICAL TENSION CRACKING DURING PERIODS OF DRY CLIMATE, AND ONLY HALF OF THE
TOTAL AVAILABLE PASSIVE PRESSURE SHOULD BE USED IN THE DESIGN BELOW 5 FEET.
FOUNDING OF FOOTINGS AND SLABS: ON FIRM UNDISTURBED NATURAL SOILS OR APPROVED COMPACTED SOILS. FLOOR SLABS SHOULD BE UNDERLAIN BY A MINIMUM 40-MIL THICK VAPOR BARRIER, 6-INCH GRANULAR CAPILLARY WATER BARRIER, AND 18 INCHES OF COMPACTED SELECT GRANULAR FILL OVER
PROPERLY PREPARED NATURAL SOILS.
FOOTING EXCAVATIONS SHOULD BE PROBED ONCE EVERY 2-3 FEET TO A DEPTH OF 3-5 FEET TO ENSURE THERE ARE NO SOFT ZONES BELOW THE FOOTINGS, AND IF SOFT MATERIALS ARE ENCOUNTERED, THEY
SHOULD BE REMOVED AND REPLACED WITH COMPACTED STRUCTURAL FILL. SOIL REMOVAL AND
RECOMPACTION: PER GEOTECHNICAL INVESTIGATION AND CONTRACT DOCUMENTS. SOILS WORK SHALL
BE OBSERVED AND TESTED BY THE CONTRACTING OFFICER OR CONTRACTOR REPRESENTATIVE.
CONTRACTOR REPRESENTATIVE: SHALL OBSERVE FOOTINGS BEFORE PLACEMENT OF REINFORCING OR CONCRETE. FOOTING OBSERVATION AND COMPACTION REPORTS SHALL BE SENT TO THE CONTRACTING
OFFICER.
ROOF AND AREA DRAINAGE: SHALL BE DIRECTED AWAY FROM THE FOUNDATIONS.
BACKFILL: EXCAVATIONS SHALL BE PROPERLY BACKFILLED. BACKFILL FOR WALLS SHALL BE PERVIOUS MATERIAL ACCEPTABLE TO THE CONTRACTING OFFICER. DO NOT PLACE BACKFILL BEHIND WALLS BEFORE THEY HAVE ATTAINED THEIR DESIGN STRENGTH. SHORE AND PROTECT WALLS FROM LATERAL LOADS UNTIL
THE SUPPORTING MEMBERS ARE IN PLACE AND HAVE DEVELOPED SPECIFIC STRENGTHS.
FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION; ORGANIC SOILS AND ROOT ZONES; EXISTING FILL; OR LOOSE, SOFT, FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM
BELOW THE PROPOSED BUILDING AND PAVEMENT AREAS.
FOR ADDITIONAL SOIL INFORMATION, REFER TO THE GEOTECHNICAL REPORT LISTED IN ITEM NUMBER 1.
CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES, UNLESS NOTED OTHERWISE ON THE
DRAWINGS.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
REINFORCED CONCRETE
MATERIALS:
CEMENT................................................................. ASTM C 150, TYPE II AGGREGATE......................................................... ASTM C 33, CRUSHED ROCK REINFORCEMENT................................................. ASTM A 615, GRADE 60, TYPICAL ANCHOR BOLTS.................................................... ASTM A 36, HOOKED ANCHOR BOLTS
ASTM F 1554, HEADED ANCHOR BOLTS
CONCRETE STRENGTHS:
THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE
STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE
(145 PCF).
STRENGTH AGGREGATE SLUMP WATER/CEMENT RATIO
ITEM OF CONSTRUCTION (PSI) SIZE (IN) (IN) (LB/LB)
FOUNDATIONS/SLABS-ON-GRADE
(NOT INCLUDING HANGAR SLAB) ..........................4,500 1 4 0.57
REFER TO CIVIL DRAWINGS AND SPECIFICATION 32 13 14.13 FOR HANGAR SLAB
ELEVATED SLAB.......................................................4,000 1 4 0.57
CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR DESIGN STRENGTHS EXCEEDING 2,500 PSI.
CONCRETE SHALL BE PROPORTIONED SUCH THAT THE 7-DAY STRENGTHS ARE A MINIMUM OF SEVENTY
PERCENT OF THE SPECIFIED 28-DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING
SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS.
FOR FOUNDATIONS AND SLAB NOT INCLUDING HANGAR SLAB OR AIRFIELD PAVEMENT:
A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C 494, USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATED IN THE CONCRETE DESIGN MIXES. A HIGH- RANGE WATER-REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C 494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDING THE SLUMP DOES NOT EXCEED 9". AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C 260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR SURFACES EXPOSED TO COLD WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 6 PERCENT, PLUS OR MINUS 1 PERCENT BY VOLUME.
REINFORCEMENT:
A) SHOP DRAWINGS, FABRICATION AND PLACING SHALL CONFORM TO ACI 315 AND ACI 318. SHOP
DRAWINGS SHALL REVIEWED AND APPROVED BY THE CONTRACTING OFFICER BEFORE FABRICATION.
B) CAST-IN-PLACE CONCRETE (NON-PRESTRESSED) SHALL HAVE THE FOLLOWING MINIMUM CONCRETE
COVER:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH...........................................3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 BAR THROUGH #18 BAR..........................................................................................................2" #5 BAR, W31 OR D31 WIRE AND SMALLER.................................................................................1 1/2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:
SLABS, WALLS, JOISTS -
#14 BAR AND #18 BAR........................................................................................................1 1/2" #11 BAR AND SMALLER.........................................................................................................3/4"
BEAMS, COLUMNS -
PRIMARY REINFORCEMENT TIES, STIRRUPS, SPIRALS................................................1 1/2"
C) CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE COVER.
1.
2.
3.
4.
5.
6.
CONSTRUCTION JOINTS
ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH IBC CODE SECTION 1906.4 AND THE
TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL DRAWINGS.
ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS, OR OTHER FOREIGN
MATTER PRIOR TO PLACING ADJACENT CONCRETE.
THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS TO THE CONTRACTING
OFFICER BEFORE STARTING CONSTRUCTION.
CONSTRUCTION JOINTS SHALL BE SHORED UNTIL JOINT HAS CURED.
1.
2.
3.
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D) VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH THE SAME SIZE AND
SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS AND IN THE GENERAL NOTES.
E) HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN OR BEAM SHALL EXTEND TO WITHIN 2" OF THE FACE AND HAVE A 90 DEGREE HOOK UNLESS OTHERWISE SHOWN.
F) SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALL NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENTS OR 1-1/3 TIMES THE MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2".
NORMAL DIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE THE EQUIVALENT DIAMETER OF THE COMBINED
AREAS OF THE BARS BUNDLED.
G) TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED, UNLESS NOTED
OTHERWISE.
H) SLAB CORNERS: PROVIDE (2) - #4 x 4'-0" BARS AT RE-ENTRANT CORNERS AND EACH CORNER OF
RECTANGULAR HOLES IN SLABS. PLACE BARS DIAGONALLY AS SHOWN ON E9/S-501.
I) SPLICES (LAPS), UNLESS NOTED OTHERWISE:
i) CONCRETE LAP SPLICE PER S-602, FOR TENSION LAP SPLICE LENGTHS.
ii) IN NO CASE SHALL LAPS BE LESS THAN 24 INCHES LONG.
iii) STAGGER CONTINUOUS FOOTING BOTTOM SPLICES AT LEAST 6'-0" FROM SPLICES IN OTHER BOTTOM
REINFORCEMENT; STAGGER SPLICES FOR TOP REINFORCEMENT SIMILARLY.
iv) INDIVIDUAL SPLICES OF BARS IN A BUNDLE SHALL BE STAGGERED AT LEAST 87 EQUIVALENT BAR
DIAMETERS FOR BOTTOM BUNDLES AND 113 EQUIVALENT BAR DIAMETERS FOR TOP BUNDLES, WHERE THE EQUIVALENT DIAMETER IS BASED UPON THE COMBINED AREAS OF THE BARS BUNDLED. LAP LENGTHS FOR BARS IN BUNDLES OF 4 OR MORE, BARS SHALL BE INCREASED AN ADDITIONAL 11
PERCENT.
v) ALL LAP SPLICES ARE CLASS B UNLESS OTHERWISE NOTED ON PLANS.
ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS: SECURELY HELD IN PLACE PRIOR TO FOUNDATION
INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION BY THE CONTRACTING OFFICER.
PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, SLABS, FOOTINGS OR COLUMNS UNLESS
SPECIFICALLY DETAILED.
CHAMFER: 3/4 INCH ON EXPOSED CORNERS.
ADMIXTURES: REVIEWED BY CONTRACTING OFFICER, NO CALCIUM CHLORIDE.
CONSTRUCTION JOINTS: HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND THOROUGHLY CLEAN ALL CONCRETE SURFACES TO RECEIVE NEW CONCRETE. LOCATION OF JOINTS TO BE REVIEWED BY THE CONTRACTING
OFFICER. WAIT 48 HOURS BETWEEN POURS.
SLAB-ON-GRADE JOINTS: LOCATION OF ALL CONSTRUCTION, CONTROL AND WEAKENED PLANE JOINTS NOT SPECIFICALLY INDICATED ON THE DRAWINGS SHALL BE REVIEWED BY THE CONTRACTING OFFICER PRIOR TO THE
PLACING OF REINFORCEMENT.
ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS SHOWN ARE ACTUAL DIMENSIONS NOT
NOMINAL DIMENSIONS (I.E., A 4-INCH SLAB IS 4 INCHES THICK, NOT 3-1/2 INCHES.)
CONCRETE CURING: SEE SPECIFICATIONS.
BOLTS IN CONCRETE: MINIMUM EMBEDMENT SHALL BE PER IBC TABLE 1911.2, BUT NO LESS THAN 7 INCHES
UNLESS NOTED OTHERWISE.
8.
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POST-INSTALLED CONCRETE ANCHORS
UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE SHALL BE AS A MINIMUM 5/8" DIAMETER x 4" EMBEDMENT WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING 4,000 LB TENSION . UNLESS NOTED OTHERWISE, ALL EPOXY ANCHORS SHALL BE AS A MINIMUM 5/8" DIAMETER WITH 6" EMBEDMENT WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING 21,306 LBS TENSION AND 9,375 SHEAR (NOMINAL STRENGTH AS
GOVERNED BY STEEL DESIGN PER ESR REPORT. INSTALL EXPANSION AND EPOXY ANCHORS PER
MANUFACTURER'S RECOMMENDATIONS. LARGER ANCHORS SHALL BE USED IF REQUIRED BY THE CONTRACTING
OFFICER.
THE USE OF EXPANSION ANCHORS OR EPOXY ANCHORS SHALL BE APPROVED BY THE CONTRACTING OFFICER
PRIOR TO USE.
1.
2.
MASONRY
SPECIAL INSPECTION SHALL BE REQUIRED FOR REINFORCED HOLLOW UNIT MASONRY.
MASONRY WALL ASSEMBLY STRENGTH, F'm = 1,500 PSI MINIMUM.
MATERIALS:
CONCRETE BLOCK..................................................ASTM C 90, TYPE 1, LOAD BEARING 1,900 PSI BLOCK WITH BOND
BEAM UNITS AT HORIZONTAL REINFORCING, DRY UNITS, YARD CURE
28 DAYS.
MORTAR...................................................................ASTM C 270, ASTM C 7810, TYPE S (DO NOT USE MASONRY CEMENT).
GROUT......................................................................ASTM C 476, ASTM C 1019. USE 2,000 PSI MIN AT 28 DAYS OR
EQUIVALENT TO BLOCK STRENGTH WHICHEVER IS GREATER WITH
SIKA GROUTED OR EQUAL, 8-10 IN SLUMP.
REINFORCEMENT....................................................ASTM A 615, GRADE 60, TYPICAL.
ASTM A 706, GRADE 60, FOR WELDED REINFORCEMENT BARS.
ANCHOR BOLTS.......................................................ASTM A 36, HOOKED ANCHOR BOLTS.
ASTM F1554, HEADED ANCHOR BOLTS.
EPOXY OR EXPANSION ANCHORS.........................ICC ES APPROVED FOR GROUT FILLED CONCRETE MASONRY.
BLOCK LAYUP: RUNNING BOND, CONCAVE COMPRESSED JOINTS. USE OPEN END UNITS AT STACKED BOND
PATTERN.
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4.
REINFORCING LAP SPLICE LENGTHS
BAR
SIZE
BAR
DIA.
(IN)
1 BAR CELL 2 BAR CELL
MASONRY F'm - 1,500 PSI
8"
CMU
12"
CMU
8"
CMU
12"
CMU
24" 24" 24" 24"#3 3/8 25" 25" 31" 31"#4 1/2 31" 31" 48" 48"#5 5/8 57" 52" 98" 98"#6 3/4 79" 61" 133" 133"#7 7/8
112" 75" 186" 186"#8 1
NOTES:
1. TYPICAL UNLESS OTHERWISE NOTED.
2. FOR F'm = 2,000 PSI, REDUCE LAP LENGTHS BY 15 PERCENT. MINIMUM LENGTH SHALL BE > 24"
GROUTING:
A) ALL CELLS WITH REINFORCING SHALL BE FILLED WITH GROUT OR AS INDICATED ON THE DRAWINGS.
B) CONSOLIDATION: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND THEN RECONSOLIDATED
BEFORE PLASTICITY IS LOST.
C) POURS OVER 5 FEET: PROVIDE CLEANOUTS IN BOTTOM COURSE AT VERTICAL REINFORCEMENT.
SPECIAL INSPECTION REQUIRED.
D) HORIZONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE GROUT POUR NOT LESS THAN 1/2
INCH BELOW THE TOP OF THE UPPERMOST UNITS GROUTED. HORIZONTAL REINFORCING SHALL BE
FULLY EMBEDDED IN GROUT.
E) GROUT SHALL BE PLACED IN CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 FEET.
PROVIDE A MINIMUM OF 1/2 INCH CLEAR BETWEEN MAIN REINFORCING AND MASONRY UNITS.
DETERMINE COMPLIANCE WITH COMPRESSIVE STRENGTH USING EITHER THE UNIT STRENGTH METHOD PER CODE SECTION 2105.3.4 OR PRISM TESTING PER CODE SECTION 2105.3.2 OR 2105.3.3.
REINFORCING CONGESTION: KNOCK OUT BLOCKS TO BE USED TO FACILITATE CONSTRUCTION.
VERTICAL CONTROL JOINTS SHALL BE LOCATED MAXIMUM 24 FEET APART; AT MAXIMUM OF 1/2 CONTROL JOINT SPACING FROM CORNERS (NO MORE THAN 12 FEET FROM CORNERS); AT CHANGES IN WALL HEIGHT;
BETWEEN MAIN AND INTERSECTING WALL; AT PILASTERS AND CHANGES IN WALL THICKNESS.
REINFORCEMENT:
A) VERTICAL: ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED
OTHERWISE. PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM.
DOWEL REINFORCEMENT TO SUPPORT MEMBERS WITH SAME SIZE AND SPACING O REINFORCEMENT AS SHOWN ON THE DRAWINGS. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE SHOP DRAWINGS FOR REVIEW, SHOWING LOCATIONS OF ALL REINFORCING STEEL, LAP
SPLICE LENGTHS AND LOCATIONS. THE SPECIAL INSPECTOR SHALL PERFORM CONTINUOUS AND
PERIODIC SPECIAL INSPECTIONS PER THE CODE.
B) SPLICE (LAPS): SEE TABLE BELOW OR 24 INCHES, WHICHEVER IS GREATER, EPOXY-COATED BARS
SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE SPECIFIED BELOW.
REINFORCING LAP SPLICE TABLE:
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STRUCTURAL STEEL
CODES:
AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION FOR STRUCTURAL STEEL FOR BUILDINGS; STEEL CONSTRUCTION MANUAL (FOURTEENTH EDITION); STRUCTURAL WELDING CODE AWS
D1.1 AND D1.4.
IDENTIFICATION:
STEEL SHAPES SHALL BE IDENTIFIED WITH MILL IDENTIFICATION MARKS IN CONFORMANCE WITH REQUIRED
ASTM.
MATERIALS:
STRUCTURAL SHAPES
WIDE FLANGE........................................ ASTM A 992GRADE 50
CHANNELS............................................. ASTM A36 GRADE 36
ANGLES, PLATES AND RODS............... ASTM A36 GRADE 36
HSS SHAPES (TUBES).......................... ASTM A 500GRADE B, Fy = 46 KSI PIPE....................................................... ASTM A 53 GRADE B, TYPE E OR S
MACHINE BOLTS................................................... ASTM A 307
NUTS...................................................................... ASTM A 563GRADE A, HEX
HIGH STRENGTH BOLTS...................................... ASTM A 325
NUTS...................................................................... ASTM A 563GRADE CL, HEAVY HEX NON-SHRINK GROUT............................................ ASTM C 1107 NON-METALLIC, 7,000 PSI STRENGTH ANCHOR BOLTS.................................................... ASTM F 1554 GRADE 36
WELDING: ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1.
A) ELECTRODES.............................................. CLASS E-70XX SERIES, LOW HYDROGEN, NOTCH TOUGHNESS
OF 20 FT/LBS AT MINUS 20 DEGREES FAHRENHEIT
B) WELDERS.................................................... CERTIFIED.
C) GROOVE AND BUTT WELDS...................... COMPLETE PENETRATION (CP), UNO.
D) FILLET WELDS.............................................SIZES SPECIFIED ARE MINIMUM STRUCTURAL WELDS.
INCREASE AS REQUIRED BY ASD TABLE J2.4.
E) FIELD WELDING.......................................... MAY BE REQUIRED TO FACILITATE CONSTRUCTION.
F) TERMINATION............................................. WELDS TERMINATING AT ENDS OR SIDES, WHEREVER
PRACTICABLE, SHALL BE RETURNED CONTINUOUSLY AROUND
CORNERS A DISTANCE OF 2 TIMES THE NORMAL SIZE OF THE
WELD PER ASD SECTION J2.2.B.
G) LENGTHS..................................................... WHERE LENGTH IS NOT SPECIFIED, IT SHALL BE TAKEN AS
THE FULL LENGTH OF THE JOINT.
THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS), DEVELOPED BY THE FABRICATOR, IN CONFORMANCE WITH AWS 1.1 FOR REVIEW BY THE CONTRACTING OFFICER. ALL WELDS SHALL BE PRE-QUALIFIED PER AWS D1.1. THE WPS SHALL INCLUDE THE WELDING PARAMETERS
RECOMMENDED BY THE ELECTRODE MANUFACTURER.
SHOP DRAWINGS: REVIEWED BY THE CONTRACTING OFFICER BEFORE FABRICATION.
1.
2.
3.
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5.
6.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
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7 1310 1611 158 9
B1 S-203
D1 S-205
A1 S-206
16' - 5" 18' - 7" 15' - 11" 18' - 0" 15' - 4" 24' - 0" 23' - 4"
C1 C1 C1 C1 C1 C1 C1 C1C1
C5 C5 C5 C5 C5 C5 C5 C5 C5
C5
C3
C5
C5
C5
CF3.5
CF3.5
T.O.
FTG=-4'-0"
CF3.5
CF3.5
CF3.5
CF3.5
17.1
NOTE 4
NOTE 4
NOTE 4
NOTE 4
CJ CJ
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31' - 0"
CF10
T.O.
FTG=-4'-0"
CF10
T.O.
FTG=-4'-0"
CF24
T.O.
FTG=-4'-0"
CF24
T.O.
FTG=-4'-0"
CF3.5
T.O.
FTG=-4'-0"
CF3.5
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FTG=-4'-0"
CF3.5
T.O.
FTG=-4'-0"
CF3.5
CF3.5
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FTG=-4'-0"
CF3.5
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FTG=-4'-0"
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FTG=-4'-0"
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FTG=-4'-0"
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FTG=-4'-0"
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FTG=-4'-0"
2'
- 0
7'
- 4
20' - 0"15' - 4" 20' - 0" 15' - 4"
42' - 0"42' - 0"
/8
118.36° 118.36°
CJ
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2 2
E6
S-505 SIM.
E6
S-505 SIM.
A6 S-503
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
FOR TYPICAL CONCRETE, MASONRY, STEEL DETAILS, REFER TO S-500 SERIES
SHEETS. FOR SCHEDULES, REFER TO S-600 SERIES SHEETS.
ELEVATION 0'-0" = CIVIL ELEVATION 120.85.
SLAB ON GRADE SHALL BE 6" THICK CONCRETE REINFORCED WITH #4@18" O.C.
UNO. REINFORCEMENT SHALL BE PLACED 2" BELOW TOP OF SLAB. TOP OF
SLAB ON GRADE ELEVATION = 0'-0", TYP. WHERE SLAB SLOPES TO DRAIN, THE
HIGH POINTS SHALL BE AT ELEVATION 0'-0".
REFER TO CIVIL DRAWINGS FOR HANGAR PAVEMENT INFORMATION AND
JACKING POINTS AND DESIGN.
SHEET NOTES:
1.
2.
3.
4.
5.
FOOTING DESIGNATION. REFER TO FOOTING SCHEDULE ON S-602 FOR INFORMATION.
CONTINUOUS FOOTING DESIGNATION. REFER TO CONTINUOUS FOOTING SCHEDULE
ON S-602 FOR INFORMATION.
CONTRACTION JOINT OR CONSTRUCTION JOINT. SEE E1 & E3/S-501 FOR DETAILS.
COLUMN DESIGNATION. SEE COLUMN SCHEDULE ON S-602 FOR INFORMATION.
8" CONCRETE MASONRY WALL WITH #5 @24" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 12'-0" UNO.
8" CONCRETE MASONRY WALL WITH #8 @16" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 26'-0" UNO.
LEGEND
FX
CFX
--CJ--
CX
NOT USED.
INDICATES 9" THICK CONCRETE SLAB
REINFORCED WITH #4@12" O.C. T&B. TOP
OF SLAB EL. = 0'-0". ISOLATION JOINT
SHALL BE PLACE AROUND PERIMETER OF
9" SLAB.
SHEET KEYNOTES:
1.
2.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
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B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-103
ST
R
U C
TU
R
AL
F
O U
N D
AT
IO
N P
LA
N
-A R
EA
B
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 STRUCTURAL FOUNDATION PLAN - AREA B
A
KEY PLAN
B
E
G
F
C
D
0' 2' 4' 8' 16'
NORTH
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
F
G
H
I
J
242221201918 22' - 7" 21' - 2" 23' - 8" 22' - 5"
A1 S-202
CF5.5
C1
C5
C6
C6
C6
C4
C4
CF13
T.O.
FTG=-4'-0"
CF3.5
T.O.
FTG=-4'-0"
17.1
17.1
18.1
C5
27' - 2"
2'-0"x2'-0"x2'-0"
SUMP PIT
2' - 0"
7'
- 2
EQ.
EQ.
CF13
T.O.
FTG=-4'-0"
CF3.5
T.O.
FTG=-4'-0"
CF10
T.O.
FTG=-4'-0"
CF10
T.O.
FTG=-4'-0"
CF3.5
T.O.
FTG=-4'-0"
5' - 11" 5"
2' - 9" 3' - 2"
1'
- 5
E6 S-503
E1 S-503
E3 S-503
E3 S-503
SIM.
1' - 3" 1' - 5" 1' - 5"1' - 5"
1'
- 2
8'
- 1
A7 S-505
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
FOR TYPICAL CONCRETE, MASONRY, STEEL DETAILS, REFER TO S-500 SERIES
SHEETS. FOR SCHEDULES, REFER TO S-600 SERIES SHEETS.
ELEVATION 0'-0" = CIVIL ELEVATION 120.85.
SLAB ON GRADE SHALL BE 6" THICK CONCRETE REINFORCED WITH #4@18" O.C.
UNO. REINFORCEMENT SHALL BE PLACED 2" BELOW TOP OF SLAB. TOP OF
SLAB ON GRADE ELEVATION = 0'-0", TYP. WHERE SLAB SLOPES TO DRAIN, THE
HIGH POINTS SHALL BE AT ELEVATION 0'-0".
REFER TO CIVIL DRAWINGS FOR HANGAR PAVEMENT INFORMATION AND
JACKING POINTS AND DESIGN.
SHEET NOTES:
1.
2.
3.
4.
5.
FOOTING DESIGNATION. REFER TO FOOTING SCHEDULE ON S-602 FOR INFORMATION.
CONTINUOUS FOOTING DESIGNATION. REFER TO CONTINUOUS FOOTING SCHEDULE
ON S-602 FOR INFORMATION.
CONTRACTION JOINT OR CONSTRUCTION JOINT. SEE E1 & E3/S-501 FOR DETAILS.
COLUMN DESIGNATION. SEE COLUMN SCHEDULE ON S-602 FOR INFORMATION.
8" CONCRETE MASONRY WALL WITH #5 @24" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 12'-0" UNO.
8" CONCRETE MASONRY WALL WITH #8 @16" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 26'-0" UNO.
LEGEND
FX
CFX
--CJ--
CX
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-104
ST
R
U C
TU
R
A L F
O U
N D
AT
IO
N P
LA
N
-A R
EA
C
J O
IN
T B A
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
E D
ER
AL
P
LA
ZA
N
EW
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R
PO
S E M
X H
A N G
AR
BU
I L D
IN
G
PR
O J E
C T
N U
M
BE
R : P
TF
L1
6 3
N
EW
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 STRUCTURAL FOUNDATION PLAN - AREA C
A
KEY PLAN
B
E
G
F
C
D
NORTH
0' 2' 4' 8' 16'
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
J
K
L
M
N
O
P 2422212019 23
4'
- 8
4' - 10"
A1 S-202
CF13
T.O.
FTG=-4'-0"
C4
C4
C4
C4
C4
C4
C6
C6
C4 A1
S-208 17.1 A8
S-211
F18 T.O.
FTG=-4'-0"
6' - 7"
6'
- 8
E3 S-503
E6 S-503
E1 S-503
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
FOR TYPICAL CONCRETE, MASONRY, STEEL DETAILS, REFER TO S-500 SERIES
SHEETS. FOR SCHEDULES, REFER TO S-600 SERIES SHEETS.
ELEVATION 0'-0" = CIVIL ELEVATION 120.85.
SLAB ON GRADE SHALL BE 6" THICK CONCRETE REINFORCED WITH #4@18" O.C.
UNO. REINFORCEMENT SHALL BE PLACED 2" BELOW TOP OF SLAB. TOP OF
SLAB ON GRADE ELEVATION = 0'-0", TYP. WHERE SLAB SLOPES TO DRAIN, THE
HIGH POINTS SHALL BE AT ELEVATION 0'-0".
REFER TO CIVIL DRAWINGS FOR HANGAR PAVEMENT INFORMATION AND
JACKING POINTS AND DESIGN.
SHEET NOTES:
1.
2.
3.
4.
5.
FOOTING DESIGNATION. REFER TO FOOTING SCHEDULE ON S-602 FOR INFORMATION.
CONTINUOUS FOOTING DESIGNATION. REFER TO CONTINUOUS FOOTING SCHEDULE
ON S-602 FOR INFORMATION.
CONTRACTION JOINT OR CONSTRUCTION JOINT. SEE E1 & E3/S-501 FOR DETAILS.
COLUMN DESIGNATION. SEE COLUMN SCHEDULE ON S-602 FOR INFORMATION.
8" CONCRETE MASONRY WALL WITH #5 @24" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 12'-0" UNO.
8" CONCRETE MASONRY WALL WITH #8 @16" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 26'-0" UNO.
LEGEND
FX
CFX
--CJ--
CX
NOT USED
NOT USED
5'-0"x5'-0"x6" CONCRETE STOOP WITH #3 @
18" O.C. PLACE REINFORCING 1.5" FROM TOP
OF CONCRETE. DOWEL REBAR 18" O.C. IN
STOOP INTO HANGAR FOUNDATION. DOWEL
EMBEDMENT DEPTH= 6 INCHES.
(2) HSS12x6x3/8 POSTS FOR JAMB SUPPORT.
TOP OF POSTS AT CATWALK LEVEL.
ADJUSTABLE AT TOP TO ALLOW PLUMBING.
COORDINATE EXACT LOCATIONS WITH DOOR
MANUFACTURER.
SHEET KEYNOTES:
1.
2.
3.
4.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-105
ST
R
U C
TU
R
AL
F
O U
N D
AT
IO
N P
LA
N
-A R
EA
D
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 STRUCTURAL FOUNDATION PLAN - AREA D
A
KEY PLAN
B
E
G
F
C
D
0' 2' 4' 8' 16'
NORTH
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
e3enmrt3 Polygon
L
M
N
O
P
7 1310 1611 12 14 158 9
A1 S-206
C5
C5
C5
C5
C5
C5
C5
C4
C5
C4
C3
CF24
T.O.
FTG=-4'-0"
17.1
31' - 0"
F25 T.O.
FTG=-4'-0"
8' - 0"
4' - 6" 4' - 6"
A6 S-503
A6 S-503
A6 S-503
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
FOR TYPICAL CONCRETE, MASONRY, STEEL DETAILS, REFER TO S-500 SERIES
SHEETS. FOR SCHEDULES, REFER TO S-600 SERIES SHEETS.
ELEVATION 0'-0" = CIVIL ELEVATION 120.85.
SLAB ON GRADE SHALL BE 6" THICK CONCRETE REINFORCED WITH #4@18" O.C.
UNO. REINFORCEMENT SHALL BE PLACED 2" BELOW TOP OF SLAB. TOP OF
SLAB ON GRADE ELEVATION = 0'-0", TYP. WHERE SLAB SLOPES TO DRAIN, THE
HIGH POINTS SHALL BE AT ELEVATION 0'-0".
REFER TO CIVIL DRAWINGS FOR HANGAR PAVEMENT INFORMATION AND
JACKING POINTS AND DESIGN.
SHEET NOTES:
1.
2.
3.
4.
5.
FOOTING DESIGNATION. REFER TO FOOTING SCHEDULE ON S-602 FOR INFORMATION.
CONTINUOUS FOOTING DESIGNATION. REFER TO CONTINUOUS FOOTING SCHEDULE
ON S-602 FOR INFORMATION.
CONTRACTION JOINT OR CONSTRUCTION JOINT. SEE E1 & E3/S-501 FOR DETAILS.
COLUMN DESIGNATION. SEE COLUMN SCHEDULE ON S-602 FOR INFORMATION.
8" CONCRETE MASONRY WALL WITH #5 @24" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 12'-0" UNO.
8" CONCRETE MASONRY WALL WITH #8 @16" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 26'-0" UNO.
LEGEND
FX
CFX
--CJ--
CX
NOT USED
NOT USED
NOT USED
(2) HSS12x6x3/8 POSTS FOR JAMB SUPPORT.
TOP OF POSTS AT CATWALK LEVEL.
ADJUSTABLE AT TOP TO ALLOW PLUMBING.
COORDINATE EXACT LOCATIONS WITH DOOR
MANUFACTURER.
SHEET KEYNOTES:
1.
2.
3.
4.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-106
ST
R
U C
TU
R
AL
F
O U
N D
AT
IO
N P
LA
N
-A R
EA
E
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
A
KEY PLAN
B
E
G
F
C
D
1/8" = 1'-0"A1 STRUCTURAL FOUNDATION PLAN - AREA E
NORTH
0' 2' 4' 8' 16'
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
L
M
N
O
P
1 2 3 4 5 6 7
4'
- 8
4' - 10"
A1 S-201
CF13
T.O.
FTG=-4'-0"
A1 S-207
30' - 4"
C4
C4
C4
C4
C4
C6
C4
C4
C6
F18 T.O.
FTG=-4'-0"
6' - 7"
6'
- 8
17' - 7" 23' - 8" 21' - 2" 22' - 7"
E1 S-503
E6 S-503
E3 S-503
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
FOR TYPICAL CONCRETE, MASONRY, STEEL DETAILS, REFER TO S-500 SERIES
SHEETS. FOR SCHEDULES, REFER TO S-600 SERIES SHEETS.
ELEVATION 0'-0" = CIVIL ELEVATION 120.85.
SLAB ON GRADE SHALL BE 6" THICK CONCRETE REINFORCED WITH #4@18" O.C.
UNO. REINFORCEMENT SHALL BE PLACED 2" BELOW TOP OF SLAB. TOP OF
SLAB ON GRADE ELEVATION = 0'-0", TYP. WHERE SLAB SLOPES TO DRAIN, THE
HIGH POINTS SHALL BE AT ELEVATION 0'-0".
REFER TO CIVIL DRAWINGS FOR HANGAR PAVEMENT INFORMATION AND
JACKING POINTS AND DESIGN.
SHEET NOTES:
1.
2.
3.
4.
5.
FOOTING DESIGNATION. REFER TO FOOTING SCHEDULE ON S-602 FOR INFORMATION.
CONTINUOUS FOOTING DESIGNATION. REFER TO CONTINUOUS FOOTING SCHEDULE
ON S-602 FOR INFORMATION.
CONTRACTION JOINT OR CONSTRUCTION JOINT. SEE E1 & E3/S-501 FOR DETAILS.
COLUMN DESIGNATION. SEE COLUMN SCHEDULE ON S-602 FOR INFORMATION.
8" CONCRETE MASONRY WALL WITH #5 @24" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 12'-0" UNO.
8" CONCRETE MASONRY WALL WITH #8 @16" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 26'-0" UNO.
LEGEND
FX
CFX
--CJ--
CX
NOT USED
NOT USED
5'-0"x5'-0"x6" CONCRETE STOOP WITH #3 @
18" O.C. PLACE REINFORCING 1.5" FROM TOP
OF CONCRETE. DOWEL REBAR 18" O.C. IN
STOOP INTO HANGAR FOUNDATION. DOWEL
EMBEDMENT DEPTH= 6 INCHES.
(2) HSS12x6x3/8 POSTS FOR JAMB SUPPORT.
TOP OF POSTS AT CATWALK LEVEL.
ADJUSTABLE AT TOP TO ALLOW PLUMBING.
COORDINATE EXACT LOCATIONS WITH DOOR
MANUFACTURER.
SHEET KEYNOTES:
1.
2.
3.
4.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-107
ST
R
U C
TU
R
AL
F
O U
N D
AT
IO
N P
LA
N
-A R
EA
F
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 STRUCTURAL FOUNDATION PLAN -AREA F
A
KEY PLAN
B
E
G
F
C
D
0' 2' 4' 8' 16'
NORTH
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
F
G
H
I
J
1 3 4 5 6 7
2'
- 0
22' - 5" 23' - 8" 21' - 2" 22' - 7"
A1 S-201
CF13
T.O.
FTG=-4'-0"
C5
C3
C3
C3
C4
C4
CF3.5
T.O.
FTG=-4'-0"
E7 S-514
2'-0"x2'-0"x2'-0"
SUMP PIT
CF13
T.O.
FTG=-4'-0"
CF10
T.O.
FTG=-4'-0"
EQ.
EQ.
CF3.5
T.O.
FTG=-4'-0"
CF10
T.O.
FTG=-4'-0"
30' - 4"
E1 S-503
E6 S-503
1'
- 2
1' - 5" 1' - 5"
8'
- 1
1' - 5" 1' - 3"
A7 S-505
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
FOR TYPICAL CONCRETE, MASONRY, STEEL DETAILS, REFER TO S-500 SERIES
SHEETS. FOR SCHEDULES, REFER TO S-600 SERIES SHEETS.
ELEVATION 0'-0" = CIVIL ELEVATION 120.85.
SLAB ON GRADE SHALL BE 6" THICK CONCRETE REINFORCED WITH #4@18" O.C.
UNO. REINFORCEMENT SHALL BE PLACED 2" BELOW TOP OF SLAB. TOP OF
SLAB ON GRADE ELEVATION = 0'-0", TYP. WHERE SLAB SLOPES TO DRAIN, THE
HIGH POINTS SHALL BE AT ELEVATION 0'-0".
REFER TO CIVIL DRAWINGS FOR HANGAR PAVEMENT INFORMATION AND
JACKING POINTS AND DESIGN.
SHEET NOTES:
1.
2.
3.
4.
5.
FOOTING DESIGNATION. REFER TO FOOTING SCHEDULE ON S-602 FOR INFORMATION.
CONTINUOUS FOOTING DESIGNATION. REFER TO CONTINUOUS FOOTING SCHEDULE
ON S-602 FOR INFORMATION.
CONTRACTION JOINT OR CONSTRUCTION JOINT. SEE E1 & E3/S-501 FOR DETAILS.
COLUMN DESIGNATION. SEE COLUMN SCHEDULE ON S-602 FOR INFORMATION.
8" CONCRETE MASONRY WALL WITH #5 @24" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 12'-0" UNO.
8" CONCRETE MASONRY WALL WITH #8 @16" O.C VERTICAL BARS. ALL CELLS WITH
REINFORCING SHALL BE FILLED WITH GROUT. TOP OF WALL ELEVATION = 26'-0" UNO.
LEGEND
FX
CFX
--CJ--
CX
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-108
ST
R
U C
TU
R
A L F
O U
N D
AT
IO
N P
LA
N
-A R
EA
G
J O
IN
T B A
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
E D
ER
AL
P
LA
ZA
N
EW
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R
PO
S E M
X H
A N G
AR
BU
I L D
IN
G
PR
O J E
C T
N U
M
BE
R : P
TF
L1
6 3
N
EW
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 STRUCTURAL FOUNDATION PLAN -AREA G
A
KEY PLAN
B
E
G
F
C
D
NORTH
0' 2' 4' 8' 16'
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
1 2 1312
A1 S-201
TRUSS 13. REFER TO S-306 FOR TRUSS INFORMATION.
24' - 0"
40' - 0"
67' - 6"
81' - 0"
W12X40
W12X96
W12X40
W12X40 24' - 0"
40' - 0"
81' - 0"
W12X40
W12X40
W12X40
W12X40
W12X40
HSS7X7X1/4
HS
S7
X7 X1
/4
HSS7X7X1/4
HS
S7
X7 X1
/4
HSS7X7X1/4
HS
S7
X7 X1
/4
HS
S7
X7 X1
/4
HSS7X7X1/4
HS
S7
X7 X1
/4
HSS7X7X1/4
HS
S7
X7 X1
/4
HSS7X7X1/4
4' - 6"195' - 1"4' - 10"
CATWALK
54' - 2"
15' - 5"20' - 6 7/8" 16' - 3 9/16" 20' - 6 7/8"
W12X35 W12X35 W12X35 W12X35
15' - 8 7/8"
W
X7
W
X6
W
X6
W12X35
W12X35 W12X35 W12X35 45' - 4"
W12X35
W12X35 W12X35 W12X35
W
X7
W
X6
W
X6
D1 S-513
14' - 9 7/8"
K)
EXTEND TOP TRUSS CHORD
OVER COLUMN P-2 TO
FRAME INTO COLUMN P-1
EXTEND TOP TRUSS CHORD
OVER COLUMN P-12 TO
FRAME INTO COLUMN P-13
45' - 4"
(+/- 30K)
K)
(+/- 20K)W12X40
K)
(+/- 20K)
K)
(+/- 35K) (+/- 25K)
K)
(+/- 50K)
K)
A1 S-211
A3 S-211
HSS6X
6X
1/4
HSS6X6X1/4
(+/- 80K)
(+/- 30K)
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
THE ELEVATION VIEW IS ONLY SHOWING STEEL IN THE PLANE OF THE COLUMN LINES. WIND GIRTS OUTSIDE THE PLANE OF THE COLUMN LINES ARE NOT SHOWN FOR CLARITY. REFER TO WIND GIRT
ELEVATIONS FOR WIND GIRT INFORMATION.
CONNECTIONS SHALL BE DESIGNED BY STEEL FABRICATOR IN ACCORDANCE WITH AISC STEEL
CONSTRUCTION MANUAL, 14TH EDITION.
PROVIDE 1/2" STIFFENER PLATE (MIN.) EACH SIDE OF BEAM AT BRACE TO BEAM INTERSECTION.
V= MAXIMUM UNFACTORED SHEAR FORCE CARRIED ACROSS CONNECTION (INDICATED SHEAR OCCURS
AT EACH END OF MEMBER, UNO.) "V" INDICATES SHEAR IN VERTICAL DIRECTION, UNO.
P= MAXIMUM UNFACTORED AXIAL LOAD (-FOR TENSION AND + FOR COMPRESSION) IN MEMBER.
FORCES INDICATED ARE UNFACTORED COMBINATIONS OF GRAVITY AND LATERAL LOADS. THESE LOADS
HAVE ALREADY BEEN REDUCED TO ACCOUNT FOR SHORT TERM WIND OR SEISMIC LOADS.
SHEET NOTES:
1.
2.
3.
4.
5.
6.
7.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-207
FR
AM
IN
G
E
LE
VA
TI
O N
A T
G R
ID
L
IN
E
P
BE
T W
EE
N
AN
D
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 ELEVATION AT GRID LINE P BETWEEN GL 1 AND 13
0' 2' 4' 8' 16'
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
FIRST FLOOR
0"
13 242314
A1 S-202
A1 S-206
24' - 0"
40' - 0"
67' - 6"
81' - 0"
67' - 6"
40' - 0"
24' - 0"
81' - 0"
W12X40
W12X40
W12X40
W12X40
W12X40
W12X40
W12X40
W12X40
TRUSS 14. REFER TO S-306 FOR TRUSS INFORMATION.
HS
S7
X7 X1
/4
HSS7X7X1/4
HS
S7
X7 X1
/4
HSS7X7X1/4
HSS7X7X1/4
HS
S7
X7 X1
/4
4' - 10"195' - 1"4' - 6"
CATWALK
54' - 2"
W12X35 W12X35 W12X35
W12X35 W12X35 W12X35
W12X35W12X35W12X35
W12X35 W12X35W12X35
EXTEND TOP TRUSS CHORD
OVER COLUMN P-14 TO
FRAME INTO COLUMN P-13.
EXTEND TOP TRUSS CHORD
OVER COLUMN P-23 TO
FRAME INTO COLUMN P-24.
W12X40
45' - 4" 45' - 4"
W
X7
W
X4
W
X4
W
X7
W
X4
W
X4
K)
(+/- 60K) (+/- 30K)
K)
(+/- 25K)
K)
A6 S-211
A8 S-211
UPPER CATWALK
80' - 11"
A1
S-515HSS6X6X1/4
HSS6X6X1/4(+/- 90K) (+/- 30K)
FOR GENERAL STRUCTURAL NOTES, REFER TO S-001, S-002, AND S-003.
THE ELEVATION VIEW IS ONLY SHOWING STEEL IN THE PLANE OF THE COLUMN LINES. WIND GIRTS OUTSIDE THE PLANE OF THE COLUMN LINES ARE NOT SHOWN FOR CLARITY. REFER TO WIND GIRT
ELEVATIONS FOR WIND GIRT INFORMATION.
CONNECTIONS SHALL BE DESIGNED BY STEEL FABRICATOR IN ACCORDANCE WITH AISC STEEL
CONSTRUCTION MANUAL, 14TH EDITION.
PROVIDE 1/2" STIFFENER PLATE (MIN.) EACH SIDE OF BEAM AT BRACE TO BEAM INTERSECTION.
V= MAXIMUM UNFACTORED SHEAR FORCE CARRIED ACROSS CONNECTION (INDICATED SHEAR OCCURS
AT EACH END OF MEMBER, UNO.) "V" INDICATES SHEAR IN VERTICAL DIRECTION, UNO.
P= MAXIMUM UNFACTORED AXIAL LOAD (-FOR TENSION AND + FOR COMPRESSION) IN MEMBER.
FORCES INDICATED ARE UNFACTORED COMBINATIONS OF GRAVITY AND LATERAL LOADS. THESE LOADS
HAVE ALREADY BEEN REDUCED TO ACCOUNT FOR SHORT TERM WIND OR SEISMIC LOADS.
SHEET NOTES:
1.
2.
3.
4.
5.
6.
7.
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-208
FR
AM
IN
G
E
LE
VA
TI
O N
A T
G R
ID
L
IN
E
P
BE
TW
EE
N
A N
D
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 FRAMING ELEVATION ALONG GRID LINE P BETWEEN 13 AND 24
0' 2' 4' 8' 16'
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
1 1
SEE FDN. PLAN
CMU WALL
DOWEL TO MATCH
VERTICAL WALL REINF.
FOOTING
REINFORCING,
SEE SCHEDULE
ON S-602
#30 FELT
GRID
CONCRETE SLAB
OR HANGAR
PAVEMENT
SE
E
SC
HE
DU
LE
COLUMN, SEE SCHEDULE
HANGAR PAVEMENT,
SEE CIVIL
#30 FELT
CONTINUE STEMWALL
REINF. THROUGH
PEDESTAL - TYPICAL
1'
- 6
CONCRETE INFILL
#3 TIES AT 10" O.C. (3
AT 2" O.C. TOP)
(18) #7 HOOKED DOWELS
1' - 8"
3" CLR. TYP
3" C
LR
. T
YP EQUAL EQUAL
SEE SCHEDULE
1' - 8"
SEE FDN.
PLAN
CMU WALL
DOWEL TO MATCH
VERTICAL WALL REINF.
HANGAR PAVEMENT,
SEE CIVILFINISHED GRADE,
SEE CIVIL
FOOTING
REINFORCING,
SEE SCHEDULE
ON S-602
PREFORMED JOINT FILLER
SE
E
SC
HE
DU
LE
SEE SCHEDULE
1' - 4"
VENEER, SEE ARCH.
INSULATION / THERMAL
BARRIER, SEE ARCH.
PERIMETER RIGID
INSULATION, SEE ARCH.
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
#5 AT 16" O.C.
(4) #5
CONTINUOUS
EACH FACE
11"
#5 DOWELS AT 16" O.C.
CL
R.2"
8"
(2) #5 CONT. BARS
4"
2" CLR. TYP.
SEE FDN.
PLAN
COLUMN, SEE SCHEDULE
DOWEL TO MATCH
VERTICAL WALL REINF.
HANGAR PAVEMENT OR
SLAB-ON-GRADEFINISHED GRADE,
SEE CIVIL
FOOTING
REINFORCING, SEE
SCHEDULE ON S-602
#30 FELT FOR SLAB ON GRADE;
PREFORMED JOINT FILLER FOR
HANGAR PAVEMENT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
VENEER, SEE ARCH.
INSULATION / THERMAL
BARRIER, SEE ARCH.
PERIMETER RIGID
INSULATION, SEE ARCH.
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
CONTINUE STEMWALL
REINF. THROUGH
PEDESTAL - TYPICAL
1'
- 6
CONCRETE INFILL
CMU WALL
#3 TIES AT 10" O.C. (3
AT 2" O.C. TOP) (10) #5 HOOKED DOWELS
2' - 3" 1' - 2"
CL
R.2"
8"
4"
E9 S-503
EXTERIOR
CONCRETE,
SEE CIVIL
WALL BEYOND
SEE FDN.
PLAN
FOOTING
REINFORCING,
SEE SCHEDULE
ON S-602
#30 FELT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
PERIMETER RIGID
INSULATION, SEE ARCH.
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
(4) #5
CONTINUOUS
EACH FACE
#5 DOWELS AT 16" O.C.
CL
R.2"
HANGAR PAVEMENT,
SEE CIVIL
SEE FDN.
PLAN
CMU WALL
DOWEL TO MATCH
VERTICAL WALL REINF.
FINISHED GRADE,
SEE CIVIL
FOOTING
REINFORCING,
SEE SCHEDULE
ON S-602
SE
E
SC
HE
DU
LE
SEE SCHEDULE
1' - 4"
VENEER, SEE ARCH.
INSULATION / THERMAL
BARRIER, SEE ARCH.
PERIMETER RIGID
INSULATION, SEE ARCH.
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
#5 AT 16" O.C.
(4) #5
CONTINUOUS
EACH FACE
11"
#5 DOWELS AT 16" O.C.
CL
R.2"
8"
(2) #5 CONT. BARS
4"
2" CLR. TYP.
CONCRETE SLAB
#30 FELT
EXTERIOR
CONCRETE,
SEE CIVIL
WALL BEYOND
SEE FDN.
PLAN
CONCRETE SLAB
FOOTING
REINFORCING,
SEE SCHEDULE
ON S-602
#30 FELT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
PERIMETER RIGID
INSULATION, SEE ARCH.
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
(4) #5
CONTINUOUS
EACH FACE
#5 DOWELS AT 16" O.C.
CL
R.2"
GRID
GRID
(10) #5 HOOKED
DOWELS
#3 TIE SETS AT 10" O.C.
(3 AT 2" O.C. TOP)
CONCRETE
PEDESTAL
2'
- 4
EQ
EQ
1' - 4" 11" 1' - 2"
CONTINUE STEM
WALL REINFORCING
THROUGH PEDESTAL
2" C
LR
. T
YP
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-503
FO
U
N D
AT
IO
N D
E T
AI
LS
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
3/4" = 1'-0"A6 TYPICAL INTERIOR HANGAR COLUMN FOUNDATION
3/4" = 1'-0"E1
TYPICAL EXTERIOR WALL FOUNDATION
SECTION AT HANGAR
3/4" = 1'-0"E6
TYPICAL FOUNDATION SECTION AT
EXTERIOR COLUMN AT HANGAR
3/4" = 1'-0"E3
FOUNDATION SECTION AT DOOR
AT HANGAR
3/4" = 1'-0"A1 EXTERIOR WALL FOUNDATION SECTION
3/4" = 1'-0"A3 TYPICAL FOUNDATION SECTION AT DOOR
3/4" = 1'-0"E9 TYPICAL CONCRETE PEDESTAL DETAIL
0' 1' 2' 3'3" 6" 0' 1' 2' 3'3" 6" 0' 1' 2' 3'3" 6" 0' 1' 2' 3'3" 6"
0' 1' 2' 3'3" 6"0' 1' 2' 3'3" 6"0' 1' 2' 3'3" 6"
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
SEE FDN.
PLAN
HSS COLUMN,
SEE SCHEDULE
DOWEL TO MATCH
VERTICAL WALL REINF. CONCRETE SLAB
FINISHED GRADE,
SEE CIVIL
FOOTING
REINFORCING, SEE
SCHEDULE ON S-602
#30 FELT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
VENEER, SEE ARCH.
INSULATION / THERMAL
BARRIER, SEE ARCH.
PERIMETER RIGID
INSULATION, SEE ARCH.
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
CONTINUE STEMWALL
REINF. THROUGH
PEDESTAL - TYPICAL
1'
- 6
CONCRETE INFILL
CMU WALL
#3 TIES AT 10" O.C. (3
AT 2" O.C. TOP)
(8) #5 HOOKED DOWELS
1' - 9"1' - 4" @ 8" CMU 5"
5/8" GUSSET
PLATE
7/16
TYP.
HSS BRACE
NOTCH AT
GUSSET PLATE
TYP.
1"CLR.
1"
1/4 8
1/4 8
8"
4"
SEE FDN.
PLAN
HSS COLUMN,
SEE SCHEDULE
DOWEL TO MATCH
VERTICAL WALL REINF.
CONCRETE SLAB
FOOTING
REINFORCING, SEE
SCHEDULE ON S-602
#30 FELT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
CONTINUE STEMWALL
REINF. THROUGH
PEDESTAL - TYPICAL
1'
- 6
CONCRETE INFILL
CMU WALL
(8) #5 HOOKED DOWELS
11"8"
CL
R.2"
2" CLR. TYP.
CONCRETE SLAB
#30 FELT
#3 TIES AT 10" O.C. (3
AT 2" O.C. TOP)
1' - 4"
E4 S-505
SEE FDN.
PLAN
CONCRETE SLAB
FOOTING
REINFORCING, SEE
SCHEDULE ON S-602
#30 FELT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
WALL BEYOND
CL
R.2"
CONCRETE SLAB
(3) #4 CONTINUOUS
#4 VERTICALS AT
12" O.C.
(2) #5 CONTINUOUS
BOTTOM
8"8"
SEE FDN.
PLAN
DOWEL TO MATCH
MASONRY REINF.
CONCRETE SLAB
FOOTING
REINFORCING, SEE
SCHEDULE ON S-602
#30 FELT
SE
E
SC
HE
DU
LE
SEE SCHEDULE
GRID
EQUAL EQUAL
TYP.
3" CLR.
TY
P.
3" C
LR
CMU WALL
CL
R.2"
CONCRETE SLAB
#30 FELT
(3) #4 CONTINUOUS
(2) #5 CONTINUOUS
TOP
#4 VERTICALS AT
12" O.C.
(2) #5 CONTINUOUS
BOTTOM
8"8"
GRID
GRID
(8) #5 HOOKED
DOWELS
#3 TIE SETS AT 10" O.C.
(3 AT 2" O.C. TOP)
CONCRETE
PEDESTAL
11"8"8"
CONTINUE STEM
WALL REINFORCING
THROUGH PEDESTAL
CONCRETE SLAB
#30 FELT
HSS COLUMN,
SEE SCHEDULEGRID
CONCRETE INFILL
SEE FDN.
PLAN
FOOTING
REINFORCING, SEE
SCHEDULE ON S-602
SE
E
SC
HE
DU
LE
SEE SCHEDULE
EQUAL EQUAL
8"
8"
1' - 0" 2' - 0"
8"
EDGE OF STEM WALL
BEYOND #4@12" O.C.
REFER TO FOOTING
SCHEDULE FOR
REINFORCING INFO
WALL REINF.
#4 @ 12"O.C.
#4 @ 12"O.C. MAX. (4) #3 HORIZ. BARS
1/
2"
#4 HORIZ. @12" O.C.
#4 HORIZ. @9" O.C.
COMPACTED FILL
BETWEEN SUMP PIT AND
TOP OF FOOTING
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-505
FO
U
N D
A T
IO
N D
ET
A I
LS
J O
IN
T B A
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
E D
ER
AL
P
LA
ZA
N
EW
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R
PO
S E M
X H
A N G
AR
BU
I L D
IN
G
PR
O J E
C T
N U
M
BE
R : P
TF
L1
6 3
N
EW
Y O
R K
D
IS
TR
IC
T
3/4" = 1'-0"A4 TYPICAL ADMIN COLUMN @ BRACE LOCATIONS
3/4" = 1'-0"E1
FOUNDATION SECTION AT INTERIOR COLUMN
AND MASONRY WALL AT ADMIN AREA
3/4" = 1'-0"E9
FOUNDATION SECTION AT INTERIOR
DOOR AT ADMIN AREA
3/4" = 1'-0"E6
FOUNDATION SECTION AT INTERIOR
MASONRY WALL AT ADMIN AREA
3/4" = 1'-0"E4 DETAIL
3/4" = 1'-0"C1 TYPICAL INTERIOR COLUMN FOUNDATION
0' 1' 2' 3'3" 6" 0' 1' 2' 3'3" 6" 0' 1' 2' 3'3" 6" 0' 1' 2' 3'3" 6"
0' 1' 2' 3'3" 6"
0' 1' 2' 3'3" 6"
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
A7 SUMP PIT SECTION
0' 1' 2' 3'3" 6"
1'
- 8
PE
R
SC
HE
DU
LE
PER SCHEDULE
TYP.
3"
1' - 8"
5/16
THICKNESS
PER SCHEDULE
PEDESTAL PER
FOUNDATION
DRAWINGS
ANCHOR BOLTS
PER SCHEDULE
TY
P.3"
3/8
2"
1' - 0"
7"
SHEAR KEY,
HSS8X8X3/8"
NON-SHRINK
GROUT
HOLE DIA. PER
SCHEDULE10" 10"
GUSSET PLATE
BY OTHERS
1' - 8"
5/16
HOLE DIA. PER
SCHEDULE
1' - 8"1' - 8" 10" 10"
TYP.
5" 1' - 8"
TY
P.5"
1'
- 8
PE
R
SC
HE
DU
LE
THICKNESS
PER SCHEDULE
PEDESTAL PER
FOUNDATION
DRAWINGS
ANCHOR BOLTS
PER SCHEDULE
3/8
2"
1' - 0"
7"
SHEAR KEY,
HSS8X8X3/8"
NON-SHRINK
GROUT
GUSSET PLATE
BY OTHERS
5/16
HOLE SIZE PER
SCHEDULE
7"
PE
R
SC
HE
DU
LE
THICKNESS
PER SCHEDULE
PEDESTAL PER
FOUNDATION
DRAWINGS
ANCHOR BOLTS
1/
4"
NON-SHRINK
GROUT
TYP.
4"
TY
P.4"
PER SCHEDULE
7"
7" 8"
8" 7"
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-506
TY
PI
C
AL
B
AS
E
PL
AT
E
D
ET
AI
LS
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
3/4" = 1'-0"E1 TYPICAL SHEAR KEY BASEPLATE AT HANGAR
0' 1' 2' 3'3" 6" 3/4" = 1'-0"E7 BASE PLATE AT COLUMN I/13
0' 1' 2' 3'3" 6"
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
ROOF DECK FASTENER PATTERN
STEEL DECK SCHEDULE
LOW
ROOF 1.5B20
MARK
1.5"
DEPTH
B
TYPE
GAGE I
in4/ft
0.201
Sp in3/ft
0.234
Sn in3/ft
0.247 fy ksi
SUPPORTS
PATTERN TYPE
36/4 5/8" PUDDLE WELDS
DECK TYPE SECTION PROPERTIES FASTENERS
SPACING
12" O.C.
TYPE
#10 SCREWS
DESIGN
DIAPHRAGM
SHEAR
(plf)
36/4 PATTERN
DECK CONNECTIONS:
USE (4) #10 TEK SCREWS PER SPAN AT SIDELAP.
PINS SHALL BE HILTI ENP2 SERIES OR EQUAL, POWER DRIVEN FASTENERS.
WELDS MAY BE SUBSTITUTED FOR PINS WHEN ATTACHING TO STRUCTURAL STEEL SHAPES GREATER THAN 1/4" THICKNESS.
DECK MANUFACTURER SHALL SUBMIT AN ICBO NUMBER AND/OR CALCULATIONS, PREPARED IN ACCORDANCE WITH THE SDI DIAPHRAGM DESIGN MANUAL, SECOND EDITION, TO SHOW THE STEEL DECK AND THE CONCRETE FLOOR SYSTEM HAS AN EFFECTIVE DIAPHRAGM SHEAR CAPACITY EQUAL
OR GREATER THAN THE VALUE SHOWN IN THE SCHEDULE.
SIDE LAPS
SCREWS SHALL BE SELF-DRILLING TEKS SCREWS.
HANGAR
ROOF 1.5B20 1.5" B 20 0.201 0.234 0.247 33 36/4 5/8" PUDDLE WELDS 12" O.C. #10 SCREWS
ANCHOR BOLT SCHEDULE
HEAVY HEX NUT AND
WASHER
CONNECTED PLATE
1" GROUT BED
LEVELING NUT
AND WASHER
ANCHOR RODS SHALL BE
ASTM F1554 GR. 36 UNO
TACK WELD NUT TO
THREADED ROD
TOP OF
CONCR.
EM
BE
DM
EN
T
ANCHOR BOLT DIAMETER
(IN.)
EMBEDMENT
(IN.) (U.N.O.)
1/2 8 5/8 9 3/4 12 7/8 17 1 20
1 1/4 24 1 1/2 30
NOTE: IF EMBEDMENTS INDICATED EXTEND BEYOND BOTTOM
OF REINFORCING IN FOOTING, SHORTEN ANCHOR BOLT SUCH
THAT NUT IS AT SAME ELEVATION AS BOTTOM FOOTING
REINFORCING. ALL INFORMATION IN THIS TABLE IS
SUPERSEDED BY ANY CONTRADICTORY INFORMATION LISTED
ON SPECIFIC DETAILS.
MINIMUM REINFORCING
DEVELOPMENT AND SPLICE LENGTH
SCHEDULE PER ACI 318
NOTES:
1. TABULATED DATA IN THIS SCHEDULE IS APPLICABLE TO MOST BAR
CONDITIONS BUT MAY NOT APPLY TO ALL CASES. PLEASE REFER TO
CODE REQUIREMENTS FOUND IN ACI 318 AND/OR CRSI DESIGN
HANDBOOK (LATEST EDITIONS) FOR MORE STRINGENT REQUIRED
MINIMUM DEVELOPMENT AND SPLICE LENGTHS.
2. THIS TABLE ASSUMES THAT NON-EPOXY-COATED STRAIGHT BARS
HAVE CONCRETE COVER > Edb.
3. THIS TABLE ASSUMES NON-EPOXY-COATED HOOKED BARS.
4. VALUES FOR MINIMUM SPLICE LENGTH ARE BASED ON CLASS B
SPLICE VALUES.
#3
REINFORCING YIELD STRENGTH, Fy = 60 KSI f'c = 4,000 PSI
BAR
SIZE
REQUIRED DEVELOPMENT
LENGTH
STRAIGHT
BARS (IN.)
HOOKED
BARS (IN.)
#4
#5
#6
#7
#8
#9
#10
#11
REQUIRED
SPLICE
LENGTH (IN.)
FOOTING SCHEDULE
MARK REINF. TYP. U.N.O.
(EA. WAY U.N.O.)
FOOTING SIZE
F3
F6
3'-0"x3'-0"x1'-0"
6'-0"x6'-0"x1'-2"
(3) #5 E.W, BOTTOM
(6) #5 E.W, BOTTOM
F5 5'-0"x5'-0"x1'-0" (5) #5 E.W, BOTTOM
F4 4'-0"x4'-0"x1'-0" (4) #5 E.W, BOTTOM
F18 18'-0"x18'-0"x2'-6"
F25
#7@10" O.C., E.W., TOP & BOTTOM
25'-0"x25'-0"x3'-6" #8@8" O.C., E.W., TOP & BOTTOM
CONTINUOUS FOOTING SCHEDULE
MARK REINF. TYP. U.N.O.
(EA. WAY U.N.O.)
FOOTING SIZE
CF5 5'-0" W x 1'-6" (THICK) #5 @12" O.C., E.W., TOP & BOTTOM
CF10 10'-0" W x 2'-0" (THICK) #6@10" O.C., E.W., TOP & BOTTOM
CF13 13'-0" W x 2'-6" (THICK) #7@10" O.C., E.W., TOP & BOTTOM
CF3.5 3'-6" W x 1'-6" (THICK) #5 @12" O.C., E.W., TOP & BOTTOM
CF5.5 5'-6" W x 1'-6" (THICK) #5 @12" O.C., E.W., TOP & BOTTOM
CF24 24'-0" W x 3'-6" (THICK) #8@8" O.C., E.W., TOP & BOTTOM
STEEL COLUMN SCHEDULE
COLUMN
MARK
C1
ADMIN/ LOW ROOF
FIRST FLOOR
BASE PLATE
ANCHOR BOLTS
* BASE AND CAP PLATES MAY BE A36 OR A592. CAP PLATES ARE 1/4" THICKNESS AT
NON-BEARING CONDITIONS. 3/4" THICKNESS @ BEARING CONDITIONS.
* ANCHOR BOLTS F1554, GR. 36 U.N.O.
C2
HS
S 8x
8x 3/
C3
W x2
C4
W x1
C5
HANGAR ROOF
HS
S x1
0x 3/
C6
NON-BRACED
LOCATIONS
TYPE "3"
3/4"x1'-4"x1'-4"
BRACED
LOCATIONS
SEE A7& A9/S-504
NON-BRACED
LOCATIONS
BRACED
LOCATIONS
SEE A7 & A9/S-504
(4) - 3/4" DIA.
NON-BRACED
LOCATIONS
TYPE "3"
3/4"x1'-2"x1'-2"
BRACED
LOCATIONS
NON-BRACED
LOCATIONS
BRACED
LOCATIONS
(4) - 3/4" DIA.
W x1
W x7
SEE A7& A9/S-504
SEE A7 & A9/S-504
SEE E7/S-506
3"x2'-6"x2'-6"
(12) 1 1/2" DIA. ASTM
F1554 GR. 105 x
24" EMBED.
NON-BRACED
LOCATIONS
TYPE "1"
1 1/4"x1'-6"x1'-6"
BRACED
LOCATIONS
EXCEPT I/1 & I/24
SEE E1/S-506
2"x2'-2"x2'-2"
NON-BRACED
LOCATIONS
(4) - 1 1/2" DIA.
x24" EMBED.
BRACED LOCATIONS
SEE E1/S-506
(6) 1 3/4" DIA. x
24" EMBED
NON-BRACED
LOCATIONS
TYPE "1"
1 1/4"x1'-6"x1'-6"
BRACED
LOCATIONS
EXCEPT E/6 & E/19
SEE E1/S-506
2"x2'-2"x2'-2"
NON-BRACED
LOCATIONS
TYPE "1"
1 1/4"x1'-6"x1'-6"
BRACED
LOCATIONS
SEE E1/S-506
1.5"x2'-2"x2'-2"
NON-BRACED
LOCATIONS
NON-BRACED
LOCATIONS
ANGLED BRACED
LOCATIONS: I/1 &
I/24
SEE E1/S-506
2"x2'-6"x2'-6"
ANGLED BRACED
LOCATIONS:E/6 &
E/19
SEE E1/S-506
2"x2'-6"x2'-6"
(4) - 1 1/2" DIA.
x24" EMBED.
(4) - 1 1/2" DIA.
x24" EMBED.
BRACED LOCATIONS
SEE E1/S-506
(6) 1 3/4" DIA. x
24" EMBED
BRACED LOCATIONS
SEE E1/S-506
(6) 1 3/4" DIA. x
24" EMBED
US Army Corps of Engineers ®
SHEET
IDENTIFICATION
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
SU
BM
IT
TE
D B
Y:
SI
ZE
C H
EC
KE
D B
Y:
AN
SI
D
IS
SU
E D
AT
E:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
D
AT
E M
AR
K
D
ES
C R
IP
TI
O N
D . E
LL
ED
G E
S-602
S T R
U C
TU
R
A L S
C H
ED
U
L E S, S H
EE
T
JO
IN
T
BA
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
ED
ER
AL
P
LA
ZA
N E W
Y O
R K, N Y
C . T
R
AN
C . T
R
AN
A.
M
AG
IN
N
IS
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R P O
SE
M
X H
AN
G
AR
BU
IL
D
IN
G
PR
O
JE
C T
N U
M
BE
R : P
TF
L1
N E W
Y O
R K
D
IS
TR
IC
T
AD
D
ED
U M
IN
R
ES
PO
N
SE
T
O B
ID
D
ER
IN
Q U
IR
IE
S
D
EC
FD
FDFD
FD
FD FD
A1
AE201
ELECTRICAL
COMM
GO-81
BREAK
CTK
TIRE SHOP
CORRIDOR
WOMEN
MEN
JANITOR
MECHANICAL
VESTIBULE
VESTIBULE
122J 117H
1A
5A
109A
5A 10
1A
6A
7A
7A
117C122E
122F 117D
122B 117B
122D
110A 110B
113A
4A 10
2A
108A
AE401
D5
AE401
A2
AE401
A5
C5
AE302
A3
AE303
A6
AE305
A3
AE304
A1
AE310
A1
AE305
A
B
C
D
E 7 8 9 10 11 13 15 16 17 18
LOCKER
112A
LOCKER
116C
CORRIDOR
CORRIDOR
CORRIDOR
112A 116A
8" 1'-1" 16'-5" 18'-7" 15'-11" 1'-4" 8" 5'-8" 8" 9'-8" 15'-4" 24'-0" 15'-0" 8" 5'-8" 8"1'-4" 28'-4 1/2" 8'-6 1/2" 1'-1" 8"
170'-8"
'-8
1'- 1"
'-6
'-2
'-3
6'-
8"
1'- 1"
4'- 3"
'-5
2'-
6"
'-8
1'- 9"
3'- 4"
7"
'-8
1'- 1"
4'- 3"
'-5
2'-
7'- 2"
'-0
1'-
0"
1'- 9"
3'- 4"
7"
'-8
7"
7'-5" 9'-11" 15'-4" 12'-1" 11'-11" 9" 14'-0" 7'-3"
'-8
AE501
D7
AE501
A4
AE501
D7
OPP
AE501
A4
OPP
AE501
A7
B1
B1
B1
A2
B1
B1
A1 B1
B1
A2
B1
A2
A2
A1
B1
A2
B1
B1 A1
C1
E1
E1
1'-2" 16'-0" 1'-5" 1'-7" 8'-4" 6'-0"
8"
3'-4"
1'-8"
8" 6'-4" 8'-4" 2'-0" 4'-4" 1'-0" 6'-4" 2'-8" 16'-0" 2'-4 1/2"
1'-8"
3'-4"
8"
8"
'-7
'-2
'-3
8" 5'-
4"
1"
7" 1'-
5"
4"3'- 4"
1'- 8"2'-
4"
'-0
1'-
1'-
1" 1'-
1" 6'-
4"
'-1
AR
EA
B
AR
EA
G
AR
EA
C
AR
EA
B
AR
EA
A
AR
EA
A
4" 3'- 4"
1'- 8" 8"
C1
ALCOVE
ALCOVE
SHOWER
116B
SHOWER
112B
AI205
A1
AI205
D1
17.1 18.1
A3
AE402
AE402
E4
D6
AE203
AE102
F1 AE102
F3
A4
AE305
A2
7'-6 1/2"
'-0
65'-4"
122A
2C
B1
1'-0" 5'-0"
1'-0"
7'- 4"
NOTE: REFER TO PLANS FOR BOLLARD LOCATIONS
AND STOOP LOCATIONS
3" AS SCHEDULED 3"
2'- 0"
2'- 0"
3" 3"
US Army Corps of Engineers ®
SHEET ID
U S
AR
M
Y C
O R
PS
O
F
EN
G
IN
EE
R
S
DR
AW
N
BY
DE
SI
GN
ED
B Y:
SU
BM
IT
TE
D
BY
SI
ZE
CH
EC
KE
D
BY
AN
SI
D
IS
SU
E
DA
TE
CO
NT
RA
CT
N O.
SO
LIC
IT
AT
IO
N
NO
G
2 3 4 5 6 7 8 9 10
F
E
D
C
B
A
DA
TE
MA
RK
DE
SC
RI
PT
IO
N
AE102
FL
O
O R
P
LA
N
AR
EA
A
J O
IN
T B A
SE
M
C G
U
IR
E/ D
IX
/L
AK
EH
U R
ST
, N
EW
J
ER
SE
Y
F
E D
ER
AL
P
LA
ZA
N
EW
Y O
R K , N Y
J
LA
R
SS
O N
G U
EC
KE
R
Q R
EM
Y
R W
EN
TE
SE
PT
EM
BE
R
RTA SUBMITTAL
KC
-4
6A T
W O
B
AY
G
EN
ER
AL
P U
R
PO
S E M
X H
A N G
AR
BU
I L D
IN
G
PR
O J E
C T
N U
M
BE
R : P
TF
L1
6 3
N
EW
Y O
R K
D
IS
TR
IC
T
1/8" = 1'-0"A1 FLOOR PLAN - AREA A
A
KEY PLAN
B
E
G
F
C
D 0' 2' 4' 8' 16'
SHEET KEYNOTES
1 BRICK EXPANSION JOINT
2 BOLLARDS RE: STRUCT FOR DETAILS
3 WATER BOTTLE FILLER RE: PLUMBING
4 STAINLESS STEEL CTK SERVICE COUNTER
5 EMERGENCY EYEWASH/SHOWER RE:
PLUMBING
6 DOWNSPOUT TO STORM SYSTEM, MATCH
ADJACENT SURFACES
7 CONCRETE STOOP, RE: STRUCT
8 GYP BOARD EXPANSION JOINT COVER
9 CMU EXPANSION JOINT COVER
10 NOT USED
11 FLOOR DRAIN, RE: PLUMBING
SLOPE FLOOR TO DRAIN
NORTH
GENERAL SHEET NOTES
1 INSTALL CORNER GUARDS AT ALL
OUTSIDE CORNERS OF GYPSUM BOARD
WALLS.
2 FINISH FLOORELEVATION OF 0'-0" IS
EQUIVALENT TO 120.85' CIVIL ELEVATION.
1/4" = 1'-0"F1
TYPICAL BOLLARDS AND STOOP AT
DOUBLE DOORS
1/4" = 1'-0"F3
TYPICAL BOLLARDS AT OVERHEAD
DOOR
0' 1' 2' 4' 8' 0' 1' 2' 4' 8'
NORTH NORTH
AD
DE
ND
UM
IN
R
ES
PO
NS
E T O
B
ID
DE
R
IN
QU
IR
IE
S 0 3
D
EC
1 8
| S-103 |
| Sheets |
| S-103 - STRUCTURAL FOUNDATION PLAN -AREA B |
| S-104 - STRUCTURAL FOUNDATION PLAN -AREA C |
| S-105 - STRUCTURAL FOUNDATION PLAN -AREA D |
| S-106 - STRUCTURAL FOUNDATION PLAN -AREA E |
| S-107 - STRUCTURAL FOUNDATION PLAN -AREA F |
| S-108 - STRUCTURAL FOUNDATION PLAN -AREA G |
| S-207 - FRAMING ELEVATION AT GRID LINE P BETWEEN 1 AND 13 |
| S-208 - FRAMING ELEVATION AT GRID LINE P BETWEEN 13 AND 24 |
| S-503 - FOUNDATION DETAILS |
| S-506 - TYPICAL BASE PLATE DETAILS |
| S-602 - STRUCTURAL SCHEDULES, SHEET 1 |
| S-104 |
| Sheets |
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