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QUALITY CONTROL SERVICE
1. GENERAL CONTRACTOR SHALL VERIFY ALL CONDITIONS AND CHECK ALL MEASUREMENTS ON JOB AND SHALL
BE RESPONSIBLE FOR SAME.
2. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT BUILDING CODE OF ALL GOVERNING
AUTHORITIES.
3. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH SPECIFICATIONS, ARCHITECTURAL AND
MECHANICAL DRAWINGS.
4. ALL OPENINGS IN WALLS, FLOORS, ROOF, ETC. TO BE LOCATED, SIZED, FURNISHED AND INSTALLED AS PER
MECHANICAL AND ARCHITECTURAL REQUIREMENTS EVEN IF NOT SHOWN AS SUCH ON STRUCTURAL AND
ARCHITECTURAL DRAWINGS.
5. WHERE CONSTRUCTION SEQUENCING / PHASING REQUIREMENTS ARE INDICATED OR IMPLIED IN THE CONTRACT
DOCUMENTS, COORDINATE CONSTRUCTION OF BUILDING STRUCTURE TO SUIT SEQUENCING / PHASING
REQUIREMENTS AND PROVIDE ALL NECESSARY AND TEMPORARY SUPPORTS AS REQUIRED TO SAFELY
CONSTRUCT THE STRUCTURE.
6. ALL WALLS SHALL BE ADEQUATELY BRACED UNTIL ROOF OR FLOOR THEY SUPPORT ARE COMPLETELY
INSTALLED AND ARE STRUCTURALLY SOUND.
7. APPROVAL OF SHOP DRAWINGS SHALL NOT RELIEVE CONTRACTOR OF ANY CONTRACT REQUIREMENTS EVEN IF
SUCH ITEMS ARE NOT SHOWN ON SHOP DRAWINGS.
8. ALL REVISIONS TO SHOP DRAWINGS AFTER FIRST SUBMISSION MUST BE SO IDENTIFIED ON SUBSEQUENT
SUBMISSIONS.
9. REPRODUCTION OF STRUCTURAL CONTRACT DRAWINGS IS NOT TO BE SUBMITTED AS SHOP DRAWINGS.
LL = LIVE LOAD, LOWER LAYER
LLV = LONG LEG VERTICAL
LLH = LONG LEG HORIZONTAL
MAX = MAXIMUM
= = MOMENT CONNECTION
MECH = MECHANICAL
MEZZ = MEZZANINE
MIN = MINIMUM
MISC = MISCELLANEOUS
ML = MIDDLE LAYER
MOM = MOMENT
Mfx(E) = FACTORED BENDING MOMENT ABOUT X-X AXIS,
KIP-FT DUE TO EARTHQUAKE
Mfy(E) = FACTORED BENDING MOMENT ABOUT Y-Y AXIS,
KIP-FT DUE TO EARTHQUAKE
Mfx = FACTORED BENDING MOMENT ABOUT X-X AXIS,
KIP-FT
Mfy = FACTORED BENDING MOMENT ABOUT Y-Y AXIS,
KIP-FT
NF = NEAR FACE
NO. = NUMBER
NTS = NOT TO SCALE
N-S = NORTH-SOUTH
NYCCC = 2008 NYC CONSTRUCTION CODES
OWSJ = OPEN WEB STEEL JOIST
OF = OUTSIDE FACE
OPEN = OPENING
PL = PLATE
PLF = POUNDS PER FOOT
PSF = POUNDS PER SQUARE FOOT
PSI = POUNDS PER SQUARE INCH
PC = PRECAST
PROJ = PROJECTION
R = REACTION, RADIUS
Rf = FACTORED VERTICAL REACTION, KIPS
REF = REFERENCE
REINF = REINFORCE, REINFORCEMENT
REQ'D = REQUIRED
REV = REVISION, REVISED
R/W = REINFORCE WITH
SDF = STEP DOWN FOOTING
SECT = SECTION
SL = SLAB
SOG = SLAB ON GRADE
SPEC'S = SPECIFICATIONS
STD = STANDARD
STRUCT = STRUCTURAL
SQ = SQUARE
T = TOP
TMf(E) = FACTORED TORSIONAL MOMENT,
KIP-FT DUE TO EARTHQUAKE
Tf(E) = FACTORED TENSION FORCE,
KIPS DUE TO EARTHQUAKE
TMf = FACTORED TORSIONAL MOMENT, KIP-FT
Tf = FACTORED TENSION FORCE, KIPS
TEMP = TEMPERATURE
TD = TYPICAL DETAIL
TJ = TIE JOIST
TLL = TOP LOWER LAYER
TUL = TOP UPPER LAYER
TYP = TYPICAL
UL = UPPER LAYER
U/N = UNLESS OTHERWISE NOTED
U/S = UNDERSIDE
V, VERT = VERTICAL
Vf = FACTORED VERTICAL SHEAR, KIPS
VB = VERTICAL BRACING
VSC = VERTICALLY SLOTTED CONNECTION
WWF = WELDED WIRE FABRIC,
WELDED WIDE FLANGE SECTION
ABBREVIATIONS
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04/08/2021
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY AND COPYRIGHT OF WARE MALCOMB AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH WARE MALCOMB. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE. ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF WARE MALCOMB PRIOR TO THE COMMENCEMENT OF ANY WORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/08/2021
B.H.D.
B.D.
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1. COPIES OF THE SOIL INVESTIGATION REPORTS BY MELICK-TULLY AND ASSOCIATES, P.C. DATED FEBRUARY 18, 2005
AND JANUARY 10, 2019 ARE AVAILABLE FROM THE CONSULTANT. IN ADDITION, AN UPDATED SOIL INVESTIGATION
REPORT WAS PROVIDED BY GEO-TECHNOLOGY ASSOCIATES, INC. DATED APRIL 27, 2021. READ THESE REPORTS,
VISIT THE SITE AND THOROUGHLY FAMILIARIZE YOURSELF WITH ALL SURFACE AND SUBSURFACE CONDITIONS. THIS
INFORMATION IS GIVEN SOLELY AS A GUIDE. NO RESPONSIBILITY IS ACCEPTED BY THE OWNER AND THE
CONSULTANT FOR ITS CORRECTNESS, NOR SHALL ITS ACCURACY OR ANY OMISSIONS AFFECT THE PROVISION OF
THIS CONTRACT.
2. ALL FOOTINGS SHALL REST ON SOIL OF TWO (2) TONS PER SQUARE FOOT BEARING CAPACITY MINIMUM. SOILS
ENGINEER, PAID FOR BY THE OWNER, MUST VERIFY ALL FOOTING BOTTOMS PRIOR TO POURING ANY CONCRETE
FOOTINGS.
3. ALL FILLED AREAS SHALL BE COMPACTED LAYER BY LAYER TO NOT LESS THAN 95% OF THE MAXIMUM DRY DENSITY
WHEN TESTED IN ACCORDANCE WITH ASTM D1557.
4. FOUND EXTERIOR FOOTING AND OTHER FOOTINGS SUSCEPTIBLE TO DAMAGE RESULTING FROM FROST ACTION 42
INCHES BELOW GRADE.
5. FOUND NEW FOOTINGS WHICH ARE LOCATED ADJACENT TO EXISTING FOOTINGS, AT THE SAME ELEVATION AS THE
EXISTING FOOTINGS, UNLESS NOTED OTHERWISE.
6. PROVIDE STEPPED FOOTINGS NOT EXCEEDING A RISE OF 1 IN A RUN OF 2, OR AS PER DETAIL WHERE NECESSARY.
7. BACKFILLING AGAINST FOUNDATION WALLS SHALL NOT BE PERMITTED UNTIL FLOORS OR ROOF THEY SUPPORT HAS
BEEN COMPLETELY INSTALLED AND ATTAINED 100% OF ITS DESIGN STRENGTH, UNLESS OTHERWISE APPROVED BY
ENGINEER.
8. PROVIDE 15 MIL THICK VAPOR BARRIER ON 6 INCHES POROUS FILL UNDER ALL CONCRETE SLABS ON EARTH.
9. ALL COLUMN FOOTINGS SHALL BE CENTERED UNDER COLUMN CENTERLINE UNLESS OTHERWISE NOTED.
10. ALL FOOTING DOWELS TO BE SAME SIZE, NUMBER AND GRADE AS VERTICAL REINFORCEMENT IN COLUMNS, PIERS,
OR WALLS, WHICH THE FOOTING SUPPORT.
GENERAL NOTES FOUNDATIONS
CONCRETE
1. ALL OPEN-WEB STEEL JOISTS SHALL CONFORM TO LATEST SPECIFICATIONS FOR OPEN- WEB STEEL JOISTS PREPARED BY STEEL JOIST
INSTITUTE (SJI).
2. ALL OPEN-WEB STEEL JOISTS BEARING ON MASONRY WALLS SHALL BE ANCHORED TO WALL WITH BOLTS OR WELDED TO BEARING PLATE AS
REQUIRED BY THE SJI.
3. PROVIDE BOTTOM CHORD EXTENSIONS ON ALL OPEN-WEB STEEL JOISTS SUPPORTING HUNG CEILING.
4. BRIDGING SHALL BE ANGLE TYPE AS SPECIFIED IN SJI SPECIFICATIONS AND SHALL EXTEND AND BE ANCHORED TO PERIMETER STEEL BEAMS OR
MASONRY WALLS, SPACING AND SIZE SHALL BE AS PER SJI SPECIFICATIONS.
5. TOP AND BOTTOM CHORDS OF OPEN-WEB STEEL JOISTS TO CONSIST OF ANGLES, STRUCTURAL TEES, OR COLD FORMED SECTIONS.
6. JOIST MANUFACTURER SHALL SUBMIT WRITTEN CERTIFICATION THAT ALL JOISTS HAVE BEEN CAREFULLY INSPECTED PRIOR TO ERECTION AND
THAT ALL JOISTS CONFORM TO THE REQUIREMENTS OF THE JOIST SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, PARTICULARLY REGARDING
WELDED CONNECTIONS. THE CERTIFICATION SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER. IN THE EVENT THAT LIGHT GAUGE COLD
FORMED MEMBERS ARE USED, COMPLIANCE WITH APPLICABLE AISI FORMULAS SHALL BE STIPULATED.
7. DO NOT SUSPEND OR SUPPORT CONCENTRATED LOADS FROM OR ON JOISTS WITHOUT ARCHITECT'S APPROVAL. HOWEVER, WHEN SO
APPROVED, LOADS SHALL BE SUSPENDED FROM OR SUPPORTED ON TOP CHORDS AT PANEL POINTS AND DISTRIBUTED TO A MINIMUM OF TWO
JOISTS, PROVIDE REINFORCING ANGLES FROM THE SUPPORT POINT TO A BOTTOM CHORD PANEL POINT. USE ANGLE 2X2X1/4 ON EACH SIDE OF
JOIST (SEE TYPICAL DETAILS).
8. CAMBER JOISTS AS PER STANDARDS OF SJI.
1. ALL CONCRETE SHALL BE CONTROLLED CONCRETE COMPLYING WITH ACI BUILDING CODE REQUIREMENT. REFER TO THE SPECIFICATION
FOR SLUMP, MAXIMUM W/C RATIO AND AIR CONTENT.
A. FOUNDATION CONCRETE (FOOTING, WALLS, PIERS POURED INTEGRALLY WITH WALL, SLAB ON GRADE, ETC): 4000 PSI STONE
CONCRETE.
B. CONCRETE SLAB ON STEEL DECK: 4000 PSI LIGHTWEIGHT CONCRETE (115 +/- PSF)
2. REINFORCING BARS SHALL BE NEW STEEL BILLET, DEFORMED TYPE, ASTM A615 GRADE 60. WELDED WIRE FABRIC SHALL CONFORM WITH
ASTM A1064.
3. WHEN CONSTRUCTION JOINTS ARE USED IN SLABS, WALLS, OR BEAMS, THEY SHALL BE LOCATED AT POINTS OF MINIMUM SHEAR AND SHALL
BE KEYED.
4. SLABS ON GRADE TO BE POURED IN ALTERNATE BAYS OF NOT MORE THAN 600 SQ. FT. AND 25 FEET IN ANY DIRECTION OR SAWCUT TO SAME
AREA REQUIREMENTS IMMEDIATELY AFTER CONCRETE HAS SUFFICIENTLY HARDENED.
5. CONTRACTOR SHALL SUBMIT PLAN SHOWING POURING SEQUENCE AND TYPE AND LOCATION OF PROPOSED JOINTS IN ALL SLABS TO
ENGINEER FOR APPROVAL.
6. NO HORIZONTAL POUR STOPS ARE PERMITTED IN CONCRETE WALLS. PROVIDE VERTICAL POUR STOPS IN WALLS AT 50'-0" MAXIMUM
SPACING.
7. PLACE SLAB-ON-GRADE ON MATERIAL CAPABLE OF SUSTAINING 500 PSF WITHOUT SETTLEMENT RELATIVE TO THE BUILDING FOOTINGS.
8. PROVIDE 3/8" CHAMFER AT CORNERS OF ALL CONCRETE BEAMS AND COLUMNS, EXCEPT AS DIRECTED BY ARCHITECT.
9. ALL CONCRETE SLABS ON COMPOSITE DECK TO BE REINFORCED WITH WELDED WIRE FABRIC PLACED ONE (1) INCH MIN. FROM TOP OF SLAB.
10. PROVIDE MINIMUM REINFORCING IN ALL CONCRETE AS PER ACI BUILDING CODE REQUIREMENTS.
11. THE REINFORCING SPLICING LENGTH SHALL CONFORM TO ACI BUILDING CODE REQUIREMENTS, BUT IN NO CASE SHALL BE LESS THAN THE
FOLLOWING TABLE BELOW:
STRUCTURAL STEEL
1. THE STRUCTURAL STEEL CONTRACTOR SHALL VERIFY THE FOUNDATION CONSTRUCTION FOR ANCHOR BOLT LOCATION, ELEVATION OF TOP
OF CONCRETE AND BEARING PLATES, ALIGNMENT, ETC., PRIOR TO START OF ERECTING.
2. ALL STRUCTURAL STEEL FRAMING SHALL CONFORM TO THE LATEST STANDARD OF AISC IN CONNECTION WITH THE MANUFACTURE,
DETAILING, FABRICATION, DELIVERY AND ERECTION OF ALL STRUCTURAL STEEL SHAPES. SAID FRAMING ASSEMBLY AND ERECTION SHALL
ALSO COMPLY WITH THE REQUIREMENTS FOR WELDED OR BOLTED CONNECTIONS FOR BUILDINGS, AS OUTLINED BY AISC.
3. PROVIDE STRUCTURAL STEEL CONFORMING TO FOLLOWING STANDARDS:
W & WT SHAPES: ASTM A992, GRADE 50
PLATE ASTM A572, GRADE 50
ANGLES AND C SHAPE: ASTM A36
PIPE: ASTM A53, GRADE B, Fy=35 ksi
HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE B,
Fy=46 ksi FOR RECTANGULAR HSS
ASTM A500, GRADE B,
Fy=42 ksi FOR ROUND HSS
BOLT, NUT, WASHERS: ASTM A325 OR A490
WELD ELECTRODES: E70XX
ANCHOR BOLTS: ASTM F1554, GRADE 55.
4. ALL STRUCTURAL STEEL SHOP WORK TO BE WELDED OR BOLTED WITH 7/8" BOLTS.
5. NO STRUCTURAL STEEL SHALL BE CUT IN THE FIELD UNLESS REVIEWED AND APPROVED BY THE CONSULTANT.
6. WHERE MOMENT CONNECTIONS ARE CALLED FOR BUT NO VALUES ARE INDICATED, DESIGN CONNECTIONS FOR FULL MOMENT CAPACITY OF
THE SMALLER MEMBER JOINED.
7. SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF THE MEMBER AT THE POINT OF THE SPLICE. MEMBER SHALL NOT BE
SPLICED AT POINTS OF MAXIMUM STRESS. NO SPLICE SHALL BE MADE UNLESS SHOWN ON THE DRAWINGS OR REVIEWED AND APPROVED BY
THE CONSULTANT.
8. PROVIDE WELDED STIFFENER PLATES (1/4" MIN. IN THICKNESS) ON BOTH SIDES OF WEB OF BEAMS AT POINTS OF CONCENTRATED LOAD
INCLUDING BEAMS SUPPORTING COLUMNS OR RUNNING OVER TOP OF BEAM.
9. ALL COLUMNS SHALL BE FURNISHED WITH CAP PLATES AND BASE PLATES OF SIZES CALLED FOR AND SHALL BE SHOP WELDED. BASE
PLATES SHALL BEAR ON LEVELING NUTS SET 1-1/2" APPROVED NON-SHRINK GROUT, AND ANCHORED WITH FOUR 3/4" DIAMETER X 18" BOLTS
PLUS 4" HOOK. SHIM UNDER BASE PLATES AS REQUIRED.
10. GENERAL CONTRACTOR SHALL GROUT UNDER ALL COLUMN BASE PLATES WITH AN APPROVED NON-SHRINK GROUT AFTER COLUMNS ARE
SET AND PLUMBED AND PRIOR TO INSTALLATION OF SUPPORTED DECKING.
11. STEEL CONTRACTOR SHALL FURNISH LOOSE STEEL LINTELS FOR THE MASON TO INSTALL.
12. BEARING FOR STEEL LINTELS SHALL BE 8" MINIMUM UNLESS OTHERWISE NOTED ON PLAN.
13. ALL DOUBLE ANGLE LINTELS BACK-TO-BACK SHALL BE BOLTED 2'-0" MAXIMUM, 2 BOLTS MINIMUM.
14. PUNCH HOLES IN STEEL MEMBERS AT 2'-0" FOR FASTENING, BLOCKING, ETC., REFER TO ALL ARCHITECTURAL DRAWINGS.
15. PROVIDE TEMPORARY BRACING AS REQUIRED RESISTING WIND, CONSTRUCTION LOADS, ETC., DURING CONSTRUCTION.
16. PROVIDE ADDITIONAL FRAMING AROUND ELEVATOR SHAFT TO SUPPORT ELEVATOR RAILS AS REQUIRED BY ELEVATOR SUPPLIER. GENERAL
CONTRACTOR TO COORDINATE EXACT LOCATION OF FRAMING AND EMBEDDED ITEMS WITH THE ELEVATOR SUB-CONTRACTOR AND STEEL
FABRICATOR.
17. THE STEEL CONTRACTOR SHALL BE RESPONSIBLE FOR EXACT LOCATION, ELEVATION AND ALIGNMENT OF ALL HUNG LINTELS, AS INDICATED
ON DRAWINGS AND SHALL PROVIDE ALL NECESSARY ADJUSTABLE CONNECTIONS PROPOSED BY AND SUBMITTED TO AND APPROVED BY THE
ARCHITECT.
18. STRUCTURAL STEEL CONTRACTOR MUST COORDINATE THE FINAL SIZE AND LOCATION OF MECHANICAL UNITS WITH MECHANICAL AND
ARCHITECTURAL DRAWINGS.
19. STRUCTURAL STEEL CONTRACTOR SHALL FURNISH AND INSTALL ANGLE FRAMING AROUND OPENINGS AND UNDER CURBS OF ALL
EQUIPMENT AS PER MECHANICAL DRAWINGS, EVEN IF NOT SHOWN ON STRUCTURAL DRAWINGS.
20. ALL BEAM TO COLUMN CONNECTIONS SHALL CONSIST OF TWO SIDED CLIP ANGLES OR THROUGH PLATE IN HSS COLUMN WITH FOLLOWING
MINIMUM ROWS:
W8, W10 & W12 - 2 ROWS
W14 & W16 - 3 ROWS
W18 & W21 - 4 ROWS
W24, W27 & W30 - 6 ROWS
W33 & W36 - 8 ROWS
UNLESS OTHERWISE APPROVED BY THE ENGINEER, SEATED CONNECTIONS SHALL NOT BE PERMITTED.
21. FOR COMPOSITE FLOOR FRAMING, THE CONNECTION USED SHALL BE ADEQUATE TO PROVIDE FOR THE REACTION DUE TO THE 150 PERCENT
OF THE MAXIMUM UNIFORMLY DISTRIBUTED LOAD THAT THE BEAM IS CAPABLE OF CARRYING FOR ITS SPAN OR HIGHER REACTION SPECIFIED.
22. A CONNECTION ENGINEER WITH NJ P.E. LICENSE HIRED BY THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STEEL CONNECTION DESIGN.
1. ALL MASONRY WALL UNITS SHALL CONFORM TO THE LATEST EDITION OF ASTM C-90 REQUIREMENTS. THE MINIMUM 28 DAY COMPRESSIVE
STRENGTH OF THE CONCRETE (fm) SHALL BE 1500 PSI ACROSS THE NET AREA (UNLESS NOTED OTHERWISE ON PLANS). AGGREGATE
FOR CONCRETE SHALL BE LIGHTWEIGHT U.N.O. ALL MASONRY IN CONTACT WITH EARTH SHALL BE CONVENTIONAL STONE CONCRETE.
2. USE TYPE S MORTAR ASTM C-270 FOR NON-REINFORCED MASONRY WALLS.
3. USE TYPE M MORTAR ASTM C-270 FOR REINFORCED MASONRY WALLS.
4. REINFORCING BARS SHALL CONFORM TO ASTM A615, AND JOINT REINFORCEMENT SHALL CONFORM TO ASTM A82.
5. PRISM TESTS FOR MASONRY SHALL BE REQUIRED AT RATE OF 1 TEST PER 5000 SQUARE FEET (MINIMUM ONE TEST PER FLOOR) PRISM SHALL
BE TESTED IN ACCORDANCE WITH ACI 530-92 SPECIFICATIONS.
6. PROVIDE MINIMUM REINFORCING WHERE REQUIRED IN ACCORDANCE WITH THE TYPICAL DETAILS.
7. ALL CONCRETE MASONRY UNITS SHALL BE BRACED DURING CONSTRUCTION UNTIL PERMANENT RESTRAINTS HAVE BEEN INSTALLED.
8. PROVIDE JOINT REINFORCING OF STANDARD 9 GAUGE LADDER TYPE REINFORCING AT 16" ON CENTER MAXIMUM VERTICAL SPACING IN ALL
MASONRY UNLESS SHOWN OTHERWISE.
9. PROVIDE MINIMUM 1-#5 @ 4'-0" O/C VERTICAL FULL HEIGHT, AND 1-#5 AT ALL WALL ENDS, CORNERS, INTERSECTIONS, OPENINGS AND EACH
SIDE OF CONTROL JOINTS.
10. VOIDS IN REINFORCED MASONRY WALLS SHALL BE FILLED WITH GROUT OF MINIMUM ULTIMATE STRENGTH OF 3000 PSI, AT REINFORCING
BARS AND ELSEWHERE AS SHOWN ON DRAWINGS.
11. THE MINIMUM SPLICE LENGTH FOR ALL RE-BARS SHALL BE 48 BAR DIAMETERS.
12. CALCIUM CHLORIDE SHALL NOT BE USED IN MORTAR OR GROUT.
MASONRY
1. STEEL DECK SHALL CONFORM TO ASTM A653, MINIMUM YIELD STRENGTH 33 ksi. HOT - DIP GALVANIZING SHALL CONFORM TO ASTM A653
COATING CLASS G60.
2. REFER TO THE PLANS FOR THE DEPTH AND GAUGE OF STEEL DECK.
3. STEEL DECK FOR ALL ROOF AND FLOOR CONSTRUCTION SHALL BE AS NOTED ON PLANS OR APPROVED EQUAL, AND SHALL BE WELDED AT
12" O.C. MAXIMUM TO SUPPORTING MEMBERS. USE MANUFACTURER'S STANDARD APPROVED WELDING WASHERS FOR 22 GAGE DECK AND
LIGHTER. SIDE LAPS TO BE WELDED AT 3'-0" MAXIMUM.
4. ALL HANGERS REQUIRED FOR CEILINGS, MECHANICAL EQUIPMENT, ETC. SHALL BE INSTALLED PRIOR TO PLACEMENT OF CONCRETE TOPPING.
5. METAL DECK CONTRACTOR, AFTER WELDING STUDS TO STRUCTURAL STEEL, SHALL BREAK AND REMOVE ALL FERRULES FROM DECK AREA
PRIOR TO PLACEMENT OF ANY CONCRETE ON METAL DECK.
6. DECK UNITS SHALL BE CONTINUOUS OVER THREE (3) SPANS WHENEVER POSSIBLE. DOUBLE OR SINGLE SPANS SHALL SATISFY ALL LOADING
AND DEFLECTION REQUIREMENTS GIVEN ON THE DRAWINGS AND SPECIFICATIONS.
7. DECK SUPPLIER TO FRAME ALL OPENINGS HAVING CLEAR DIMENSIONS OF 18 INCHES OR LESS IN ROOF AND 12 INCHES OR LESS IN FLOOR
DECK.
STEEL DECK
1. PROVIDE LINTELS OVER ALL OPENINGS OR RECESSES IN MASONRY WALLS, INCLUDING THOSE FOR MECHANICAL OR ELECTRICAL SERVICES
OR EQUIPMENT.
2. SEE TYPICAL DETAILS FOR LINTEL SIZES FOR NON-LOAD BEARING MASONRY WALL.
OWNER WILL ENGAGE AND PAY FOR AN INDEPENDENT TESTING AGENCY TO PERFORM THE INSPECTION AND TESTING. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO PROVIDE ADEQUATE PRIOR NOTICE FOR COMPLETION OF SUCH. REFER TO CHAPTER 17 "SPECIAL INSPECTIONS AND TESTS" 2018
IBC BUILDING CODE NEW JERSEY EDITION.
ROOF LIVE LOAD = 20 PSF
ROOF SNOW LOAD
GROUND SNOW LOAD (Pg) = 30 PSF
FLAT - ROOF SNOW LOAD (Pf) = 21 PSF
SNOW THERMAL FACTOR (Ct) = 1.0
SNOW EXPOSURE FACTOR (Ce) = 1.0
SNOW LOAD IMPORTANCE FACTOR (Is) = 1.0
RAIN-ON-SNOW SURCHARGE LOAD = 5 PSF
WIND LOAD
ASCE 7-16 RISK CATEGORY II
WIND SPEED = 111 MPH
WIND LOAD IMPORTANCE FACTOR (Iw) = 1.0
WIND EXPOSURE = "C"
EXTERIOR WALL COMPONENTS & CLADDING FACTORED PRESSURE:
AT GENERAL AREA = 30 PSF
CORNER AREA = 40 PSF
PARAPET = 68 PSF
ROOF COMPONENTS & CLADDING:
AT EDGE AREA = -38 PSF
AT GENERAL AREA = -22 PSF
EARTHQUAKE DESIGN DATA
0.2 SEC SPECTRAL RESPONSE ACCELERATION - (Ss) = 0.233
1.0 SEC SPECTRAL RESPONSE ACCELERATION - ((S1) = 0.055
SEISMIC USE GROUP = "I"
SEISMIC DESIGN CATEGORY = "B"
SEISMIC IMPORTANCE FACTOR = 1.0
SITE CLASS = D
DESIGN SPECTRAL ACCELERATION PARAMETERS:
S DS = 0.249
S DI = 0.087
BASIC STRUCTURAL SYSTEM = NOT SPECIFICALLY DETAILED FOR SEISMIC:
RESPONSE MODIFICATION FACTOR (R) = 3
SYSTEM OVER-STRENGTH FACTOR (Ωo) = 3
DEFLECTION AMPLIFICATION FACTOR (Cd) = 3
A. BOLT = ANCHOR BOLT
ADJ = ADJUSTABLE
AES = ARCH EXPOSED STEEL
ALT = ALTERNATE
ARCH = ARCHITECTURAL
ASL = ADDITIONAL SNOW LOAD
@ = AT
BCE = BOTTOM CHORD EXTENSION
BLL = BOTTOM LOWER LAYER
BLDG = BUILDING
BM = BEAM
B, BOT = BOTTOM
BRDG = BRIDGING
BSMT = BASEMENT
BUL = BOTTOM UPPER LAYER
B PL = BASE (BEARING) PLATE
c/c o/c = CENTER TO CENTER
c/w = CONNECT WITH
C L = CENTER LINE
CANT = CANTILEVER
CL = CLEAR
Cf = FACTORED COMPRESSIVE FORCE, KIPS
Cf(E) = FACTORED COMPRESSIVE FORCE,KIPS
DUE TO EARTHQUAKE
COL = COLUMN
= COLUMN ABOVE ONLY
= COLUMN BELOW
CONC = CONCRETE
CONSTR = CONSTRUCTION
CONT = CONTINUOUS
C/W = CONNECT WITH
C JT = CONSTRUCTION JOINT
DIAG = DIAGONAL
DET = DETAIL
DIA,Ø = DIAMETER
DIM = DIMENSION
DL = DEAD LOAD
DWG(S) = DRAWING(S)
DWL(S) = DOWEL(S)
EA = EACH
EE = EACH END
EF = EACH FACE
EL = ELEVATION
ELEV = ELEVATOR
ELECT = ELECTRICAL
EQ = EQUAL
ES = EACH SIDE
EW = EACH WAY
EX, EXIST = EXISTING
EXP JT = EXPANSION JOINT
EXT = EXTERIOR
E-W = EAST-WEST
FDN = FOUNDATION
FF = FAR FACE
FIN = FINISHED
FL = FLOOR
FT = FOOT/FEET
FT-K = FOOT-KIP
FTG = FOOTING
GA = GAUGE
GEN = GENERAL
GALV = GALVANIZED
HH = HOOKED EACH END
H, HORZ = HORIZONTAL
Hf = FACTORED HORIZONTAL FORCE, KIPS
HSC = HORIZONTALLY SLOTTED CONNECTION
IF = INSIDE FACE
INT = INTERIOR
JT = JOINT
K,KIP = 1000 lbs
KLF = KIP(S) PER FOOT
KSF = KIP(S) PER SQUARE FOOT
KSI = KIP(S) PER SQUARE INCH
LB(S) = POUND(S)
LG = LONG
12. ALL SLABS ON EARTH SHALL BE REINFORCED WITH FIBROUS REINFORCING. FIBROUS REINFORCING SHALL BE A
MINIMUM 1-1/2 ” LONG, 100% VIRGIN POLYPROPYLENE (NOT RECLAIMED MATERIAL) OR APPROVED EQUAL AND SHALL BE ADDED AT A RATE
OF 1-1/2 LBS. PER EACH CUBIC YARD OF CONCRETE. FIBROUS REINFORCING MUST BE ADDED AND MIXED INTO CONCRETE AS PER
MANUFACTURER'S RECOMMENDATIONS. THE MANUFACTURER MUST FURNISH WRITTEN PRODUCT CERTIFICATION FOR COMPLIANCE WITH
APPLICABLE MATERIAL STANDARDS OF ASTM C-1116 AND UNIFORM DISTRIBUTION OF FIBERS THROUGHOUT THE CONCRETE.
13. ALL SLABS, CONCRETE PLATFORMS, PADS, ETC., NOT POURED INTEGRALLY WITH STRUCTURAL SLABS, SHALL BE REINFORCED WITH 6X6 W
2.0X2.0 WWF MID-DEPTH OF SLAB, UNLESS NOTED OTHERWISE.
14. PROVIDE #4 NOSING BAR IN EACH CONCRETE STEP.
STRUCTURAL DESIGN PLANS FORFRATELLI BERETTA USA
700 INTERNATIONAL DRIVEBLOCK 104, LOT 4
TOWNSHIP OF MOUNT OLIVECOUNTY OF MORRIS, STATE OF NEW JERSEY
INDEX OF DRAWINGSSHEET TITLE REV.
1 S-1.0 GENERAL NOTES -
2 F-1.0 FOUNDATION PLAN -
3 F-1.1 SLAB ON GRADE PLAN -
4 S-2.0 MEZZANINE FLOOR FRAMING PLAN -
5 S-3.0 ROOF FRAMING PLAN -
6 S-4.0 VERTICAL BRACE ELEVATION & DETAILS -
7 S-5.0 FOUNDATION DETAILS -
8 S-6.0 MEZZANINE DETAILS -
9 S-7.0 ROOF DETAILS -
BAR
SIZE
DEVELOPMENT LENGTH SCHEDULE (INCHES)
#3
MIN. BAR
SPACING
(INCHES)
1.375
30
00
17
f'c (PSI)
COMPRESSION
f'c (PSI)
TENSION
40
00
50
00
60
00
70
00
80
00
30
00
40
00
50
00
60
00
70
00
80
00
30
00
40
00
50
00
60
00
70
00
80
00
#4
#5
#6
#7
#8
#9
#10
#11
NOTES:
1. TABULATED VALUES ARE FOR NON-EPOXY-COATED
REINFORCEMENT.
2. WHERE ACTUAL CONDITIONS DIFFER FROM THE PROVIDED
SCHEDULE AND/OR NOTES, LENGTH SHALL BE ADJUSTED ONLY
WITH THE APPROVAL OF THE STRUCTURAL ENGINEER.
3. LINEAR INTERPOLATE LENGTH WITH CONCRETE STRENGTH
BETWEEN THE VALUES OF THE TABLE.
4. CLASS B TENSION SPLICING LENGTH = 1.3 Ld.
5. COMPRESSION SPLICING LENGTH = 30 d OF BAR. FOR COLUMN
VERTICAL BARS
MIN. BAR SPACING
DIAGRAM
FIRST
BAR
SECOND BAR
PLACED
OR SPLICE BAR
1.500 22
1.625 28
1.750 33
1.875 48
2.000 55
2.375 62
2.625 70
2.875 78
15
19
24
29
42
48
54
61
67
13
17
22
26
38
43
48
54
60
12
16
20
24
34
39
44
50
55
12
15
18
22
32
36
41
46
51
12
14
17
21
30
34
38
43
48
9
11
14
17
20
22
25
28
31
8
10
12
15
17
19
22
25
27
7
9
11
13
15
17
20
22
24
6
8
10
12
14
16
18
20
22
6
8
9
11
13
15
17
19
21
6
7
9
11
12
14
16
18
19
9
11
14
17
20
22
25
28
31
8
10
12
15
17
18
22
25
27
9
14
16
21
23
26
8 8 8 8
9 9 9
12 12 12 12
14 14 14
16 16 16
18 18 18 18
21 21 21
23 23 23
26 26 26
NOTED AS Ld ON DRAWINGS
f'c (PSI)
NOTED AS Ldh ON DRAWINGS NOTED AS LdC ON DRAWINGS
LINTELS
OPEN WEB STEEL JOIST
2018 IBC BUILDING CODE NEW JERSEY EDITION
S-1.0
1
S-1.0 G
EN
ER
AL
N
OT
ES
1
1
4
4
G
H H
G.2 G.2
2
2
G.1
F
F.1
A A
A.1b
B
CC
C.1C.1
C.3
C.4
C.4
D D
D.1a
D.2D.3
D.4
D.5
D.6 D.6
D.7
D.8
E
E.1E.1
E.2
E.3
3
32.1
2.1 3.1
3.1 5
5
6
6 7
7 8
8 8.1
8.1 9
9 9.1
9.1 10
10
10.1
10.1 10.2
10.2
10.3
10.3
10.5 10.6
10.6
11
11
11.1b
11.1b
11.2
11.2
12
12
12.1
12.1
12.2
12.2
12.3
12.3 13
13 13.2
13.2
13.3
13.3
14
14
14.1
14.1
15
15
15.1
15.1 15.2
15.2 16
16 16.1
16.1
16.2
16.2
17
17
18
18 18.1
18.3
18.3 19
19
27'-8
"23
'-9"
3'-1
"22
'-3"
4'-8
"68
'-0"
4'-0
"6'
-0"
9'-0
"23
'-4"
30'-2"
241'
-6"
23'-0 1/4"
3.2
3.2
3.3
3.3
B.1
12.4
10.4
11.1a
A.1a
14.2
C.5
2.2 18.2
13.1
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6"
43'-8" 8'-10 5/8" 39'-1 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6"1'-2"
2'-1" 31'-1" 11'-2"3'-4"
4'-10" 14'-9" 4'-6" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
8'-4"4'-0"
17'-5" 4'-10 1/2"7'-7 1/2" 14'-8" 22'-3 1/2" 13'-0 1/2" 9'-2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4"4'-4"
17'-11 1/2"
1'-10 1/2"
20'-5" 11'-2" 11'-10 1/4" 24'-6 3/4"
50'-10" 53'-8" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
24'-7
"1'
-5"
9'-6
"14
'-3"
4'-8
"5'
-1"
9'-2
"9'
-6"
1'-5
" 6'-3
"2'
-1"
16'-3
"3'
-11
1/2"
17'-4
1/2
"4'
-11"
15'-2
"10
'-0"
1'-0
"2'-1
"8'
-6"
13'-9
"4'
-8"
13'-7
"6'
-9"
12'-8
"10
'-4 1
/2"
24'-7
1/2
"33
'-8"
43'-8" 8'-10 5/8" 13'-9" 25'-4 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6" 1'-2"2'-1"
31'-1" 10'-11"
3'-7"
4'-10" 19'-3" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
12'-4" 22'-3 1/2" 7'-7 1/2" 14'-8" 22'-3 1/2" 22'-2 1/2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4" 4'-4" 17'-11 1/2"
1'-10 1/2"
20'-5" 22'-3 1/2" 8 3/4" 24'-6 3/4"
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6" 30'-2" 52'-0" 52'-6" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
681'-2"
34'-4" 10'-3" 40'-7"
8'-4"12'-4"
32'-3"
4'-0"
18'-8
"13
'-7"
29'-9
1/2
"26
'-11"
3'-1
"
D.1b
17'-0
127/
256"
4'-1
1"8'
-1 1
29/2
56"
22'-2 1/2"22'-3 1/2"
19'-10"
35'-0
"12
'-8"
20'-4
"40
'-0"
9'-9
"20
'-2 1
/2"
9'-9
"37
'-8"
22'-3 1/2" 22'-3 1/2"
25'-2
"19
'-0"
42'-3" 42'-6" 42'-6" 42'-3"
46'-5 1/2" 68'-0"
44'-7" 47'-7"
30'-0
"
20'-1
"47
'-4"
15'-0
"
50'-10"
33'-2"
19'-4"
19'-3"
52'-6"
33'-6 1/4" 11'-1 3/4"
F
A
C
E
E.2
4'-0
"
MARK PLAN SIZE THICKNESS REINFORCEMENT MARK PLAN SIZE THICKNESS REINFORCEMENT MARK PLAN DIM. VERT. REINF. CLOSED TIES
P1 22"X17'' 8-#7 2 SETS OF #3@8"O/C
P2 17"X17'' 8-#7 2 SETS OF #3@8"O/C
P3 22"X15'' 8-#6 2 SETS OF #3@10"O/C
P4 22"X22'' 8-#7 2 SETS OF #3@8"O/C
CONCRETE PIER SCHEDULESPREAD FOOTING SCHEDULE
F4.0(90.50')
P2, B4
F4.0
F6.0A(92.00')P2, B5
F8.5
F4.0A(92.00')
P1, B1
F4.0A(92.00')
P2, B4
F4.0A(92.00')
P1, B1
(96.00')F6.0(96.50')
F4.0(94.50')
F7.5F9.0(97.00')
F11.5(96.50')
F6.5(97.50')
(97.50')
F5.0(97.50')
F6.5(97.50')
F9.0(97.00')
F8.5(96.00')
F6.0(96.50')
F6.5(97.50')
F5.5(97.50')
F5.5(97.50')
F6.0(97.50')
F6.5(97.50')
F5.0(97.50')
F3.5(97.50') F3.5
(97.50')F4.0A(96.00')
F3.5F4.0A
(92.00')
P1, B1
(92.00')
P2, B4
F7.5
F4.0A(92.00')
P2, B4
F5.5A(94.00')P1, B1
F8.0A(96.00')
F7.5
F3.5(97.50')
F6.0A(94.00')P2, B4
F4.5A(96.00') F5.0A
(96.00')F4.0A
(96.00')F4.5A
(96.00')F7.5A
(96.00')
F6.0A(96.00')
F4.0A(96.00') (96.00') (96.00') (96.00') (96.00') (96.00') (96.00') (96.00')
(97.50')(97.50') F3.5
(97.50')F3.5(97.50')
F5.5(97.50')
F4.0(97.50')
F5.5(97.50') (96.00')
F6.5(97.50')
F8.0(97.00')
F7.0(97.50')
F6.5(97.50')
F6.5
(97.50')
F6.5
(97.50')
F6.5
(97.50')
F6.5(97.50')
F6.0(97.50')
F4.5A(96.00')
F3.5F8.0
(97.00')(97.50') F7.0
(97.50')F8.5
(97.00')F8.5
(97.00')
F5.0A(92.00')
P1, B2
F4.0(97.50') F7.0
(96.50')
B7 {98'-1 1/2"}
F6.5(97.50')
F6.5(97.50')
F6.5(97.50')
F6.5(97.50')
F6.5(97.50')
F6.0(97.50')
(97.50')
F3.5(97.50')
F3.5(97.50')
F5.5(97.50')
F4.0(97.50')
F6.0(97.50')
F4.0A(96.00')
F5.0A(96.00')
F3.5(97.50')
F5.5A(93.00')P1, B2
F4.0A(95.00')P3, B11
F4.0A(95.00')
F4.0(97.50')
F8.5A(92.00')P1, B3
F6.0A(92.00')
F5.5A(91.00')P1, B2
F5.5A(91.00')P1, B2
F6.0A(91.00')P1, B2
F7.5A(92.00')P1, B2
F7.5(96.50') (97.50')
F7.0
(97.50')F7.0
F4.0(97.50')
F7.0(97.50')
F7.0(89.50')P1, B2
F6.0(91.00')P1, B2
F4.0A(93.00')P2, B4
P1, B1
F5.0(88.50')P1, B2
F4.0A(88.50')
F4.0A(88.50')
F4.0(90.50')P1, B1
F4.0(90.50')P1, B1
F4.5(89.50')P1, B1
F3.5(88.50')P2, B4
(88.50')
P2, B4
F6.0A 6'-0" SQ. 2'-8" 8-#5 EW- BOTTOM
F5.5A 5'-6" SQ. 2'-8" 7-#5 EW- BOTTOM
F6.5A 6'-6" SQ. 2'-8" 6-#6 EW- BOTTOM
F7.5A 7'-6" SQ. 2'-8" 7-#6 EW- BOTTOM
F4.0 4'-0" SQ. 1'-6" 6-#5 EW- BOTTOM
F4.0A 4'-0" SQ. 2'-8" 6-#5 EW- BOTTOM
F5.5 5'-6" SQ. 1'-6" 7-#5 EW- BOTTOM
F3.5 3'-6" SQ. 1'-6" 6-#5 x 15-#3- BOTTOM
F11.5 11'-6" SQ. 2'-6" 11-#8 EW- BOTTOM
F6.0 6'-0" SQ. 1'-6" 8-#5 EW- BOTTOM
F7.5 7'-6" SQ. 1'-6" 7-#6 EW- BOTTOM
F7.0 7'-0" SQ. 1'-6" 7-#6 EW- BOTTOM
F5.0A 5'-0" SQ. 2'-8" 7-#5 EW- BOTTOM
F4.5A 4'-6" SQ. 2'-8" 6-#5 EW- BOTTOM
F9.0 9'-0" SQ. 2'-0" 8-#8 EW- BOTTOM
F8.5A 8'-6" SQ. 2'-8" 8-#7 EW- BOTTOM
F8.5 8'-6" SQ. 2'-0" 8-#7 EW- BOTTOM
F8.0 8'-0" SQ. 2'-0" 10-#6 EW- BOTTOMF5.0 5'-0" SQ. 1'-6" 7-#5 EW- BOTTOM
F7.0A 7'-0" SQ. 2'-8" 7-#6 EW- BOTTOM
F4.5 4'-6" SQ. 1'-6" 6-#5 EW- BOTTOM
F6.0X7.0 6'-0"X7'-0" 1'-6" 6-_#6 T & B L.W., 7-#5 T & B S.W.
F7.0X9.0 7'-0"X9'-0" 2'-6" 6-_#8 T & B L.W., 9-#5 T & B S.W.
F7.0X9.0A 7'-0"X9'-0" 2'-8" 8-_#8 T & B L.W., 9-#5 T & B S.W.
F8.0X10.0 8'-0"X10'-0" 2'-6" 9-_#8 T & B L.W., 11-#5 T & B S.W.
(96.00')
F7.0X9.0A
(96.50')
F8.0X10.0
(97.50')
F6.0X7.0
(96.50')
F7.0X9.0
(96.50')
F8.0X10.0
(92.00')
F7.0X9.0A
F11.5(96.50')
F4.0A
F4.0A F4.0A F4.0A F4.0A F4.0A F4.0A F4.0A
F4.0A
7" SLAB WITH FIBROUS REINFORCEMENT.FIN. FLOOR ELEVATION 97.00'
F6.5 6'-6" SQ. 1'-6" 6-#6 EW- BOTTOM
F9.5 9'-0" SQ. 2'-6" 9-#8 EW- BOTTOM
TYPE 1
P5 34"X17'' 10-#8 1 SET OF #3 + #3 TIES @10"O/C
TYPE
1
1
1
1
2
TYPE 2
P5, 2-B5
P6 22"X13'' 8-#6 2 SET OF #3 @ 10" O/C 1
MARK SIZE (L x B x THICKNESS) TYPEANCHOR BOLTS
COLUMN BASE PLATE SCHEDULE
16" x 12" x 1" 4 - 3/4"
16" x 16" x 1 3/4" 4 - 3/4"
16" x 13 1/2" x 1 1/4" 4 - 3/4"
16" x 13 1/2" x 1 1/2" 4 - 3/4"
16" x 16" x 1 1/2" 4 - 3/4"
B1 16" x 13 1/2" x 1" 4 - 3/4"
14" x 14" x 1 1/4" 4 - 3/4"
16" x 16" x 1 1/4" 4 - 3/4"
13 1/2" x 13 1/2" x 1 1/4" 3 - 3/4"
16" x 16" x 1" 4 - 3/4"
13 1/2" x 13 1/2" x 1" 3 - 3/4"
16" x 12" x 1 1/4" 4 - 3/4"
B2
B3
B4
B5
B6
B7
B8
B9
B10
B11
B12
B13
B14
B15
16" x 9 1/2" x 1"
27" x 14" x 1 3/4"
24 1/2" x 14" x 1 3/4"
4 - 3/4"
6 - 1" EMB. 24"
5 - 1" EMB. 24"Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø
Ø 2
2
2
3
3
1
1
1
1
1
1
2
SEE "DETAIL C/S-4.0"
SEE "DETAIL C/S-4.0"
1
B9
B7B6
B7 B8
B2B7
B6B7
B7 B7
B7
B4
B1
B1 B1B2 B2
B6
B8 B9B7
B7B7
B7 B8
B8 {98'-1 1/2"}
B8 {98'-1 1/2"} B10 {98'-1 1/2"}
2-B15
2-B14
2-B2
2-B14
2-B14
B7 {98'-1 1/2"} B7 B7 B7 B7
B7
B7B7
B7
B7B7
B7
B7
B7
B1 B1 B1 B1 B1 B1 B1
B1
B11
B4
B1
B11
B1B7B11
B11
B11B11
B11
B7
B7 B7
B11B11
B11 B11 B11
B12
B7
B12
B12
B7
B11
P3, B11
P2, B4
P2, B4
B7
B7 {98'-1 1/2"} B7
B11
B7
P1, B2
F9.5(96.50')
B8
SLAB CONSTRUCTIONSEE DWG "F-1.1"
B12
(96.00')
(96.00')(94.00')
(94.
00')
(94.00')(92.00')
(94.00')
STEP FTG DN
(96.00')
STEP FTG DN
(92.
00')
(92.
00')
(92.00')
(92.00')
(92.
00')
(92.00') (91.00') (91.00') (92.00') (92.00')
(92.
00')
STEP FTG DNSTEP FTG DN
(90.50') (89.50') (88.50')
(96.00') (96.00') (96.00')
(96.
00')
(96.
00')
(95.
00')
(95.00')
(95.00')(93.00')
(93.
00')
(95.
00')
(95.00')
STEP FTG DN STEP FTG DN
STEP FTG DN STEP FTG DN
STEP
FTG
DN
STEP
FTG
DN
(93.00')(93.00')(91.00')(89.50')(89.
50')
(88.50')
(88.
50')
STEP
FTG
DN
STEPFTG DN
STEPFTG DN
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
18" + 4" HOOK
10'-0"
#4 BARS @ 5'-0" O.C. ALT. 15' & 20' LENGTHS
(TYP. ADJACENT TO FILL-IN SLABS)
9"
10'-0"
10'-0"
10'-0
"
10'-0"
10'-0"10'-0"
10'-0"
10'-0
"
10'-0"
(90.50')
(88.50')
F5.0X9.0 5'-0"X9'-0" 2'-8" 7-_#5 T & B L.W., 9-#5 T & B S.W.
F4.0(97.50')
B11
F3.5(97.50')
B11
F3.5(97.50')
B11
F3.5(97.50')
B11
F3.5(97.50')B11
F4.0(89.50')P3, B2
F4.0(97.50')B11
F4.0(97.50')
B11
F3.5
B11
(97.50')F3.5
B11
(97.50')F3.5
B11
(97.50')F3.5
B11
(97.50')F4.0
B11
(97.50')
F4.0
B11
(97.50')
F3.5
B11
(97.50')
F8.0
B7(97.00')
P6, B13
P6, B13
P6, B13P6, B13
P6, B13
P6, B13
P6, B13
P6, B13
F3.5
B11
(97.50')
F3.5
B11
(97.50')
B1
F5.0x9.0(96.00')
B4
F7.5
(95.00')P4, B7
P6, B13P6, B13
P6, B13 P6, B13
F4.0(96.50')
B7 {98'-1 1/2"}
F4.0(96.50')
B7 {98'-1 1/2"}
F4.0A(96.00')
4"12
"4"
11"
12"4"
11"
4"CONC.WALL
PIER TO99.00'
CONC. MAT
EX
CE
LL
EN
CE
♦ E
CO
NO
MY
♦ E
NV
IRO
NM
EN
T
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
3619
100
DA
RE
N J
. P
HIL
, P
E
SUB
UR
BA
N C
ON
SUL
TIN
G
EN
GIN
EE
RS,
IN
C.
96 U
S H
igh
way
206, Suit
e 101
Fla
nder
s, N
.J. 07836 -
973.3
98.1
776
21M
H00004200
2430 H
igh
way
34, B
ldg.
A S
uit
e 1R
Wal
l, N
.J. 08736 -
732.2
82.1
776
- C
ivil
En
gin
eers
- M
un
icip
al E
ngi
nee
rs -
- L
andsc
ape
Arc
hit
ects
--
Pla
nn
ers
- E
nvir
on
men
talis
ts -
Lan
d S
urv
eyo
rs -
CO
A N
O.:
24G
A28037500
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
4736
300
ZH
AN
H.
DIN
G,
PE
04/0
8/20
21
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THES
E DRAWINGS A
ND S
PEC
IFICATIONS A
RE
THE
PROPER
TY A
ND C
OPYRIGHT OF WARE
MALC
OMB A
ND S
HALL N
OT BE
USED
ON A
NY O
THER
WORK E
XCEP
T BY A
GREE
MEN
T WITH W
ARE
MALC
OMB. WRITTEN D
IMEN
SIONS S
HALL TAKE
PREC
EDEN
CE
OVER
SCALED D
IMEN
SIONS A
ND S
HALL B
E VER
IFIED O
N THE
JOB S
ITE. A
NY D
ISCREP
ANCY S
HALL B
E BROUGHT TO
THE
NOTICE
OF WARE MALC
OMB P
RIOR TO THE COMMEN
CEM
ENT OF ANY W
ORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/0
8/20
21
B.H.D.
B.D.
SCE-12082.011
DAT
ER
EMAR
KS03
/08/
2021
100%
STE
EL P
ACKA
GE
FRAT
ELLI
BER
ETTA
USA
700
INTE
RN
ATIO
NAL
DR
IVE,
TO
WN
SHIP
OF
MO
UN
T O
LIVE
MO
RR
IS C
OU
NTY
, N
EW J
ERSE
Y
REV
.-
03/2
9/20
21ST
EEL
PAC
KAG
E R
EVIS
ION
-04
/08/
2021
ISSU
E FO
R P
ERM
IT-
REV
ISIO
N A
S M
ARKE
D04
/29/
2021
1
REV
ISIO
N A
S M
ARKE
D05
/12/
2021
2
12" CONC.BASEMENTWALL & FOOTING
020 20 40 60
SCALE: 1" = 20'
FOUNDATION PLAN NOTES:
1. ELEVATION TOP OF FINISHED FLOOR SLAB: + 803.00' REFERRED TOAS DATUM EL.100'-0" UNLESS OTHERWISE NOTED ON PLAN.
2. ELEVATION BOTTOM OF FOOTINGS NOTED THUS ( ) ON PLAN.
3. STEP ALL FOOTINGS AT PIPES SO PIPE PENETRATES 1'-0" ABOVE BOTTOM OF FOOTING MINIMUM.
4. COORDINATE LOCATION OF ALL DOORS WITH ARCHITECTURALDRAWINGS.
NOTES:
1. GENERAL CONTRACTOR TO LAYOUT DIMENSIONS OF COLUMN CENTERLINESAT THE BEGINNING OF THE PROJECT AND IS TO NOTIFY THE ARCHITECT ANDSTEEL CONTRACTOR OF ANY DEVIATIONS FROM THE CONTRACT DRAWINGS.
2. ELECTRICAL CONTRACTOR TO PROVIDE GROUNDING ELECTRODE SYSTEMAS REQUIRED BY NEC SECTION 250-52.a. COORDINATE LOCATION WITHGENERAL CONTRACTOR.
3. STEP ALL FOOTINGS AT ALL PIPES & CONDUITS, SEE TYPICAL DETAIL.
4. G.C. TO CONFIRM ALL LOCATIONS AND INVERTS OF PIPES WITH MECHANICAL& ELECTRICAL CONTRACTORS.
5. THE FOUNDATION DRAWINGS SHOW ONLY GENERAL LOCATIONS AND MAYNOT INCLUDE ALL PENETRATIONS. G.C. TO SEE MECHANICAL & ELECTRICALDRAWINGS FOR FULL EXTENT OF PIPE AND CONDUIT PENETRATIONS.
1 1/2"(TYP.)
1 1/2"(TYP.)
1/2"
1/2"
1/2"
TYPE 1 TYPE 3TYPE 2
℄ COL. & PL.℄ COL. & PL.
℄ COL. & PL.
NOTE:
BOT. BASE PLATE EL. 98'-9 1/2" FOR EXTERIOR COLUMNAND EL. 99'-1 1/2" FOR INTERIOR COLUMN U.N.O.{XX-XX} INDACATES THE IRREGULAR BOT. EL. OF BASE PL.
FILL-IN SLAB(TYP.)
1-#4 CONT.
F3S-5.0
F4S-5.0
F6S-5.0
F4S-5.0
F4S-5.0
F4S-5.0
F3S-5.0
F3S-5.0
F1S-5.0
F8S-5.0
F1S-5.0
F1S-5.0
F2S-5.0
F1S-5.0
F2S-5.0
F1S-5.0
F7S-5.0
FILL-IN SLAB(TYP.)
FILL-IN SLAB(TYP.)
BASE PL.COL.
1'-6" CONC.STEM WALL
F-1.02
F-1.
0 FO
UN
DA
TIO
N P
LAN
2'x2'x2' DEEPSUMP PIT
2'x2'x2' DEEPSUMP PIT
2'x2'x2' DEEPSUMP PIT
1
1
1
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
2
3
06/1
0/20
21R
EVIS
ION
AS
NO
TED
3
3
3
F1S-5.0
F1S-5.0
START POINT OFWALL IN F4/S-5.0
1'-6"x7'-0" FOOTINGF4/S-5.0 (TYP.)
1'-6" CONC. STEM WALL INF4/S-5.0 (TYP.)
1'-6" THICKCONC. MAT
(SEE F6/S-5.0)
3
3
END POINTOF WALL IN
F4/S-5.0
PANELJOINTS
C.J. SEE NOTE 3(TYP.)
DRAIN(SEE ARCH'L DWGS. FOR ELEVATION)(TYP.)
1
1
4
4
G
H H
G.2 G.2
2
2
G.1
F
F.1
A A
A.1b
B
CC
C.1C.1
C.3
C.4
C.4
D D
D.1a
D.2D.3
D.4
D.5
D.6 D.6
D.7
D.8
E
E.1E.1
E.2
E.3
3
32.1
2.1 3.1
3.1 5
5
6
6 7
7 8
8 8.1
8.1 9
9 9.1
9.1 10
10
10.1
10.1 10.2
10.2
10.3
10.3
10.5 10.6
10.6
11
11
11.1b
11.1b
11.2
11.2
12
12
12.1
12.1
12.2
12.2
12.3
12.3 13
13 13.2
13.2
13.3
13.3
14
14
14.1
14.1
15
15
15.1
15.1 15.2
15.2 16
16 16.1
16.1
16.2
16.2
17
17
18
18 18.1
18.3
18.3 19
19
27'-8
"23
'-9"
3'-1
"22
'-3"
4'-8
"68
'-0"
4'-0
"6'
-0"
9'-0
"23
'-4"
30'-2"
241'
-6"
23'-0 1/4"
3.2
3.2
3.3
3.3
B.1
12.4
10.4
11.1a
A.1a
14.2
C.5
2.2 18.2
13.1
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6"
43'-8" 8'-10 5/8" 39'-1 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6"1'-2"
2'-1" 31'-1" 11'-2"3'-4"
4'-10" 14'-9" 4'-6" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
8'-4"4'-0"
17'-5" 4'-10 1/2"7'-7 1/2" 14'-8" 22'-3 1/2" 13'-0 1/2" 9'-2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4"4'-4"
17'-11 1/2"
1'-10 1/2"
20'-5" 11'-2" 11'-10 1/4" 24'-6 3/4"
50'-10" 53'-8" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
24'-7
"1'
-5"
9'-6
"14
'-3"
4'-8
"5'
-1"
9'-2
"9'
-6"
1'-5
" 6'-3
"2'
-1"
16'-3
"3'
-11
1/2"
17'-4
1/2
"4'
-11"
15'-2
"10
'-0"
1'-0
"2'-1
"8'
-6"
13'-9
"4'
-8"
13'-7
"6'
-9"
12'-8
"10
'-4 1
/2"
24'-7
1/2
"33
'-8"
43'-8" 8'-10 5/8" 13'-9" 25'-4 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6" 1'-2"2'-1"
31'-1" 10'-11"
3'-7"
4'-10" 19'-3" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
12'-4" 22'-3 1/2" 7'-7 1/2" 14'-8" 22'-3 1/2" 22'-2 1/2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4" 4'-4" 17'-11 1/2"
1'-10 1/2"
20'-5" 22'-3 1/2" 8 3/4" 24'-6 3/4"
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6" 30'-2" 52'-0" 52'-6" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
681'-2"
34'-4" 10'-3" 40'-7"
8'-4"12'-4"
32'-3"
4'-0"
18'-8
"13
'-7"
29'-9
1/2
"26
'-11"
3'-1
"
D.1b
17'-0
127/
256"
4'-1
1"8'
-1 1
29/2
56"
22'-2 1/2"22'-3 1/2"
19'-10"
35'-0
"12
'-8"
20'-4
"40
'-0"
9'-9
"20
'-2 1
/2"
9'-9
"37
'-8"
22'-3 1/2" 22'-3 1/2"
25'-2
"19
'-0"
42'-3" 42'-6" 42'-6" 42'-3"
46'-5 1/2" 68'-0"
44'-7" 47'-7"
30'-0
"
20'-1
"47
'-4"
15'-0
"
50'-10"
33'-2"
19'-4"
19'-3"
52'-6"
33'-6 1/4" 11'-1 3/4"
F
A
C
E
E.2
4'-0
"
SEE ARCH. DWG. FORDEPRESSION ELEVATION(TYP.)
[99.50']
[99.50']
7" SLAB WITH FIBROUS REINFORCEMENT.FIN. FLOOR ELEVATION *803.00' (TRUE),
100.00' (DATUM) U.N.O.
[99.50']
1
1
1
1
EX
CE
LL
EN
CE
♦ E
CO
NO
MY
♦ E
NV
IRO
NM
EN
T
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
3619
100
DA
RE
N J
. P
HIL
, P
E
SUB
UR
BA
N C
ON
SUL
TIN
G
EN
GIN
EE
RS,
IN
C.
96 U
S H
igh
way
206, Suit
e 101
Fla
nder
s, N
.J. 07836 -
973.3
98.1
776
21M
H00004200
2430 H
igh
way
34, B
ldg.
A S
uit
e 1R
Wal
l, N
.J. 08736 -
732.2
82.1
776
- C
ivil
En
gin
eers
- M
un
icip
al E
ngi
nee
rs -
- L
andsc
ape
Arc
hit
ects
--
Pla
nn
ers
- E
nvir
on
men
talis
ts -
Lan
d S
urv
eyo
rs -
CO
A N
O.:
24G
A28037500
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
4736
300
ZH
AN
H.
DIN
G,
PE
04/0
8/20
21
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THES
E DRAWINGS A
ND S
PEC
IFICATIONS A
RE
THE
PROPER
TY A
ND C
OPYRIGHT OF WARE
MALC
OMB A
ND S
HALL N
OT BE
USED
ON A
NY O
THER
WORK E
XCEP
T BY A
GREE
MEN
T WITH W
ARE
MALC
OMB. WRITTEN D
IMEN
SIONS S
HALL TAKE
PREC
EDEN
CE
OVER
SCALED D
IMEN
SIONS A
ND S
HALL B
E VER
IFIED O
N THE
JOB S
ITE. A
NY D
ISCREP
ANCY S
HALL B
E BROUGHT TO
THE
NOTICE
OF WARE MALC
OMB P
RIOR TO THE COMMEN
CEM
ENT OF ANY W
ORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/0
8/20
21
B.H.D.
B.D.
SCE-12082.011
DAT
ER
EMAR
KS03
/08/
2021
100%
STE
EL P
ACKA
GE
FRAT
ELLI
BER
ETTA
USA
700
INTE
RN
ATIO
NAL
DR
IVE,
TO
WN
SHIP
OF
MO
UN
T O
LIVE
MO
RR
IS C
OU
NTY
, N
EW J
ERSE
Y
REV
.-
03/2
9/20
21ST
EEL
PAC
KAG
E R
EVIS
ION
-04
/08/
2021
ISSU
E FO
R P
ERM
IT-
REV
ISIO
N A
S M
ARKE
D04
/29/
2021
1
REV
ISIO
N A
S M
ARKE
D05
/12/
2021
2
SLAB ON GRADE PLAN NOTES:
1. ELEVATION TOP OF FINISHED FLOOR SLAB: + 803.00' REFERRED TO AS DATUM EL. 100'-00" UNLESS OTHERWISE NOTED ON PLAN.
2. FLOOR SLAB: 7" CONC. SLAB PLACED ON A 6" MINIMUM LAYER OF CRUSHED STONE SUBBASE AND A 15 MIL VAPOR BARRIER.
3. C.J. - INDICATES SLAB CONSTRUCTION OR CONTROL JOINT. CONSTRUCTIONOR CONTROL JOINTS SPACED EQUALLY BETWEEN COLUMNS AT 25'-0" O.C. MAX.
4. SLAB DEPRESSIONS NOTED THUS [ ] ON PLAN FROM TOP OF FLOOR SLAB SEE ARCH. DWGS. FOR LOCATION & EXTENT.
F1.1
SLA
B O
N G
RA
DE
PLA
N
020 20 40 60
SCALE: 1" = 20'
F-1.13
2
2
2
2
F5S-5.0
F5S-5.0
F5S-5.0
06/1
0/20
21
F5S-5.0
F5S-5.0
2
2
2
2
2
2
1
1
4
4
G
H H
G.2 G.2
2
2
G.1
F
F.1
A A
A.1b
B
CC
C.1C.1
C.3
C.4
C.4
D D
D.1a
D.2 D.3
D.4
D.5
D.6 D.6
D.7
D.8
E
E.1E.1
E.2
E.3
3
32.1
2.1 3.1
3.1 5
5
6
6 7
7 8
8 8.1
8.1 9
9 9.1
9.1 10
10
10.1
10.1 10.2
10.2
10.3
10.3
10.5 10.6
10.6
11
11
11.1b
11.1b
11.2
11.2
12
12
12.1
12.1
12.2
12.2
12.3
12.3 13
13 13.2
13.2
13.3
13.3
14
14
14.1
14.1
15
15
15.1
15.1 15.2
15.2 16
16 16.1
16.1
16.2
16.2
17
17
18
18 18.1
18.3
18.3 19
19
27'-8
"23
'-9"
3'-1
"22
'-3"
4'-8
"68
'-0"
4'-0
"6'
-0"
9'-0
"23
'-4"
30'-2"
241'
-6"
23'-0 1/4"
3.2
3.2
3.3
3.3
B.1
12.4
10.4
11.1a
A.1a
14.2
C.5
2.2 18.2
13.1
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6"
43'-8" 8'-10 5/8" 39'-1 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6"1'-2"
2'-1" 31'-1" 11'-2"3'-4"
4'-10" 14'-9" 4'-6" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
8'-4"4'-0"
17'-5" 4'-10 1/2"7'-7 1/2" 14'-8" 22'-3 1/2" 13'-0 1/2" 9'-2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4"4'-4"
17'-11 1/2"
1'-10 1/2"
20'-5" 11'-2" 11'-10 1/4" 24'-6 3/4"
50'-10" 53'-8" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
24'-7
"1'
-5"
9'-6
"14
'-3"
4'-8
"5'
-1"
9'-2
"9'
-6"
1'-5
" 6'-3
"2'
-1"
16'-3
"3'
-11
1/2"
17'-4
1/2
"4'
-11"
15'-2
"10
'-0"
1'-0
"2'-1
"8'
-6"
13'-9
"4'
-8"
13'-7
"6'
-9"
12'-8
"10
'-4 1
/2"
24'-7
1/2
"33
'-8"
43'-8" 8'-10 5/8" 13'-9" 25'-4 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6" 1'-2"2'-1"
31'-1" 10'-11"
3'-7"
4'-10" 19'-3" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
12'-4" 22'-3 1/2" 7'-7 1/2" 14'-8" 22'-3 1/2" 22'-2 1/2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4" 4'-4" 17'-11 1/2"
1'-10 1/2"
20'-5" 22'-3 1/2" 8 3/4" 24'-6 3/4"
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6" 30'-2" 52'-0" 52'-6" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
681'-2"
34'-4" 10'-3" 40'-7"
8'-4"12'-4"
32'-3"
4'-0"
18'-8
"13
'-7"
29'-9
1/2
"26
'-11"
3'-1
"
D.1b
17'-0
127/
256"
4'-1
1"8'
-1 1
29/2
56"
22'-2 1/2"22'-3 1/2"
19'-10"
35'-0
"12
'-8"
20'-4
"40
'-0"
9'-9
"20
'-2 1
/2"
9'-9
"37
'-8"
22'-3 1/2" 22'-3 1/2"
25'-2
"19
'-0"
42'-3" 42'-6" 42'-6" 42'-3"
46'-5 1/2" 68'-0"
44'-7" 47'-7"
30'-0
"
20'-1
"47
'-4"
15'-0
"
50'-10"
33'-2"
19'-4"
19'-3"
52'-6"
33'-6 1/4" 11'-1 3/4"
F
A
C
E
E.2
4'-0
"
W8x10 W8x10 W8x10 W8x10W12x14 (5)
W8x10
W12x14 (9)c=1/2"
W12x14 (8)c=1/2"
W8x
10 (6
)W
8x10
(6)
W1
6x2
6 (
15
)
CANT.CANT. CANT. CANT.
CANT.
CANT.
CANT.
HSS 10X10X5/16
HSS 10X10X5/16
T.O.S.[122'-6"]
HSS 10X6X5/16HSS 10X6X5/16
HSS 10X6X5/16HSS 10X6X5/8 HSS 10X6X5/16 HSS 10X6X5/8
HSS 10X6X5/16 HSS 10X6X5/8 HSS 10X6X5/16
HSS 10X6X5/8HSS 10X6X5/16HSS 10X6X5/16
HSS 10X6X5/16
HSS 10X6X3/8
HSS 10X6X5/16
HSS 10X6X3/8
T.O.S.[122'-6"]
T.O.S. [122'-6"]
T.O.S. [122'-6"]
T.O.S. [121'-7"]
VERT. BRACING(SEE S-4)
VERT. BRACING(SEE S-4)
W8x10(TYP.)
HSS
10X
10X5
/8
HSS
8X8
X5/8
L5x5x3/8(TYP.)
HSS 10X10X3/8
Vu =
36
KH
u =
15 K
Tu =
36
K-F
T
Vu = 36 KHu = 15 KTu = 36 K-FT
W1
4x2
2 (
12
)c=
3/4
"
CANT.CANT.
HSS 10X10X3/8
HSS 4X4X3/8HSS 4X4X3/8
HSS 4X4X3/8
HSS 4X4X3/8HSS 4X4X3/8HSS 4X4X3/8
HSS 10X6X5/16HSS 10X6X3/8
HSS 10X6X5/16
HSS 10X6X5/16HSS 10X6X5/16HSS 10X6X3/8HSS 10X6X5/16HSS 10X6X3/8HSS 10X6X3/8
HSS 10X6X3/8
HSS 10X6X3/8 HSS 10X6X3/8
HSS 10X6X3/8
HSS 10X6X5/16
HSS 10X6X3/8
HSS 10X6X3/8
HSS 10X6X3/8HSS 4X4X3/8
HSS 10X6X3/8 HSS 10X6X3/8
HSS 10X6X3/8HSS 10X6X5/16
CANT.
HSS 10X6X5/16
W2
4x5
5 (
24
)
W27x102 (140) c=3/4"
W18x40(2) (5) (1)(1) (2)
W1
2x1
4 (
8)
W1
2x1
4 (
8)
W1
2x1
4 (
8)
W18x40 (43) c=3/4"
W1
2x1
9
W24x55(3) (3)
W1
2x1
9 (
8)
W2
4x5
5 (
8)
W12x14 (6)
W1
2x1
4(4
)
W1
2x1
4(4
)
W1
2x1
4(4
)
W1
2x1
4(4
)
W12x19 (4)
W1
2x4
0(3
)(4
)(6
)
W12x40 (17)W12x14 (6)
W12x14 (8)
W1
4x2
2 (
8)
W27x178 (70)
W27x178 (100)
W2
7x8
4 (
46
) c=
3/4
"
W27x94(26) (26) (2) (26) (26)
W27x84(10) (10) (2) (10) (10)
W24x55(10) (10) (2) (10) (10)
W1
4x2
2 (
10
) c=
1/2
"
W1
4x2
2 (
10
) c=
1/2
"
W1
4x2
2 (
10
) c=
1/2
"
W1
4x2
2 (
10
) c=
1/2
"
W2
4x5
5 (
28
)W
27
x84
(14
)W
16
x26
(1
2)
W27x94 (52) W16x31 c=1'
W2
7x8
4 (
50
) c=
3/4
"
W2
7x8
4 (
50
) c=
3/4
"
W1
4x2
2 (
21
)
W1
4x2
2 (
21
)
W2
7x8
4 (
50
) c=
3/4
"
W2
7x8
4 (
50
) c=
3/4
"
W2
7x8
4 (
50
) c=
3/4
"
W2
7x1
29
c=
1-1
/4"
W1
4x2
2 (
21
)
W1
4x2
2 (
21
)
(58
)(5
6)
W1
6x3
1
W2
4x5
5
W24x55
W24x55
W1
8x4
0 (
14
)
W30x108 (80) c=1-1/4"
W1
6x3
1 (
14
)
W1
2x1
6 (
24
)W
14
x22
(1
0)
W12x19 (10)
W24x55 (20)
W27x102 (26) c=1-1/4"
W16x26 (36) c=3/4"
W1
4x2
2 (
10
) c=
3/4
"
W1
4x2
2 (
10
) c=
3/4
"
W1
4x2
2 (
10
) c=
3/4
"
W8x10
W12x19 (10)
W1
4x2
2 (
10
) c=
3/4
"
W16x26 (36) c=3/4"
W1
4x2
2 (
10
) c=
3/4
"
W1
4x2
2 (
10
) c=
3/4
"
(2) (2)
W2
4x5
5
(6)
(7)
W2
4x5
5 (
30
) c=
3/4
"
W24x55 (40)
W2
1x5
0 (
30
) c=
3/4
"
W24x76 (58)
W24x55 (92)
W27x129 (151) c=1-1/4"
W16x26 (36) c=3/4"
W1
2x1
4 (
8)
W2
4x5
5 (
48
) c=
1-1
/4"
W2
1x5
0 (
44
) c=
1-1
/4"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
3/4
"
W1
2x1
4 (
8)
W2
4x5
5 (
48
) c=
1-1
/4"
W2
1x5
0 (
44
) c=
1-1
/4"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
3/4
"
W1
2x1
4 (
8)
W2
4x5
5 (
48
) c=
1-1
/4"
W2
1x5
0 (
44
) c=
1-1
/4"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
3/4
"
W3
0x9
0 c
=1
"(4
8)
(40
)
W24x55 (60)(10) (10) (3) (10) (10)
W2
4x5
5(1
9)
(7)
W24x62 c=3/4"(26) (26) (3) (26) (26)
W24x62 c=3/4"(25) (25) (3) (25) (25)
W2
1x5
0 (
44
) c=
1-1
/4"
W1
6x2
6 (
24
) c=
1"
W27x84 (15) (15) (3) (15) (15)
W1
4x2
2 (
10
) c=
3/4
"
W18x35 c=1"(11) (11) (7) (8) (7)
W2
4x5
5 (
48
) c=
1"
W1
2x1
4 (
8)
W2
4x5
5 (
48
) c=
1"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
3/4
"
W2
4x5
5 (
48
) c=
1"
W1
2x1
4 (
8)
W2
4x5
5 (
48
) c=
1"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
3/4
"
W2
4x5
5 (
48
) c=
1"
W1
2x1
4 (
8)
W2
4x5
5 (
48
) c=
1"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
3/4
"
W21x44 (82)
W2
4x5
5 (
48
) c=
1"
W1
2x1
4 (
8)
W2
4x5
5 (
50
) c=
1"
W1
6x2
6 (
24
) c=
1"
W1
4x2
2 (
10
) c=
1/2
"
W2
4x5
5 (
30
)W
24
x55
(9)
(3)
(9)
W24x55 (30) c=3/4"
W24x55 (48) c=1-1/2"
W24x55 (48) c=1-1/2"
W2
4x5
5 (
32
) c=
3/4
"
W24x55 (30) c=3/4"
W1
6x2
6 (
32
)W
14
x22
(1
0)
c=1
/2"
W27x84 (57) c=1-1/2"
W1
4x2
2 (
10
) c=
1/2
"
W1
4x2
2 (
10
) c=
1/2
"
W1
4x2
2 (
10
) c=
3/4
"
W21x44 c=3/4"(9) (9) (3) (9) (9)
W1
4x2
2 (
10
) c=
3/4
"
W1
4x2
2 (
10
) c=
3/4
"
W1
4x2
2 (
10
) c=
3/4
"
W1
4x2
2 (
10
) c=
3/4
"
W2
4x5
5(6
)(3
)(6
)W
14
x22
(1
0)
c=1
/2"
W2
4x5
5(6
)(3
)(6
)
W24x84 (30)
W24x84 (50) c=1"
W24x84 (50) c=1"
W24x84 (30)
W18x35 c=3/4"
(10
)(1
0)
(2)
(10
)(1
0)
W18x40 (50)
W16x26 (24) c=1"
W16x26 (24) c=1"
W16x26 (24) c=1"
W16x26 (24) c=1"
(13)
W2
4x5
5(1
0)
(3)
(10
)
W21x44 (30) c=3/4"
W21x44 (38) c=1-1/4"
W21x44 (38) c=1-1/4"
W21x44 (30) c=3/4"
W2
1x4
4(1
0)
(3)
(10
)
W21x44 (30) c=3/4"
W21x44 (38) c=1-1/4"
W21x44 (38) c=1-1/4"
W21x44 (30) c=3/4"
W2
1x4
4(1
0)
(3)
(10
)
W21x44 (30) c=3/4"
W21x44 (38) c=1-1/4"
W21x44 (38) c=1-1/4"
W21x44 (30) c=3/4"
W2
1x4
4(1
0)
(3)
(10
)
W21x44 (30) c=3/4"
W21x44 (38) c=1-1/4"
W21x44 (38) c=1-1/4"
W21x44 (30) c=3/4"
W2
1x4
4(1
0)
(3)
(10
)
W21x44 (30) c=3/4"
W21x44 (38) c=1-1/4"
W21x44 (38) c=1-1/4"
W21x44 (33) c=1"
W1
2x1
4
(5)
(2)
W12x14 (8)
W12x14 (8)
W12x14 (9)
W12x14 (8)
W18x35 (12)
W12x14 (8)
W12x14 (8)
W2
1x4
4(1
0)
(3)
(10
)
W12x14 (8)
W12x16 (8) c=1/2"
W12x16 (8) c=1/2"
W12x14 (8)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W2
7x1
46
W12x14 (8)
W12x14 (8)
W12x14 (8)
W12x16 (8) c=1/2"
W12x16 (8) c=1/2"
W12x14 (8)
W12x14 (8)
W12x14 (8)
W8x10
W1
2x1
4
W12x14 (8)
W1
6x2
6(7
)(3
)(7
)
W12x14 (8) c=1/2"
W12x14 (10) c=3/4"
W12x14 (10) c=3/4"
W1
2x1
4
W12x14 (8) c=1/2"
W12x14 (8) c=1/2"
W12x19 c=3/4"(11) (11)
W8x10 (4)
W1
4x2
2W
12
x14
W12x14 (8)
W12x14 (8)
W12x14 (8)
W1
4x2
2 (
11
)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W24x55(23)
W2
4x1
62
(2
0)
W12x14 (9) c=1/2"
W12x14 (14) c=1"
W12x14 (14) c=1"
W12x14 (10) c=1"
W12x14 (9) c=3/4"
W1
4x2
2 (
12
)(2
) W12x14 (9)
W1
4x2
2 (
11
)W
14
x22
(1
2)
W1
2x1
4 (
4)
W1
2x1
4(5
)(4
)W
12
x19
(2
4)
(4)
(3)
(4)
W1
2x1
4 (
6)
W8x10
W21x44
W21x44
W21x44
W21x44
W12x14 (6) W12x14 (8) W12x14 (8) W12x14 (8) W12x14 (9)
W12x14 (8)W12x14 (8)
W12x14 (8)
W8x10
(14
)
(5)
(5)
W8x10
HSS 14x10x5/8 (BELOW)
W14x22 (22) c=3/4"
(2)-HSS 10x10x3/8
(SEE ARCH'L DWGS. FOR ELEV.)
W2
7x8
4 (
51
) c=
3/4
"
W2
7x8
4 (
48
) c=
3/4
"
W2
7x8
4 (
48
) c=
3/4
"
W2
7x8
4 (
48
) c=
3/4
"
W2
7x8
4 (
48
) c=
3/4
"
W2
7x8
4 (
46
) c=
3/4
"
W2
7x8
4 (
46
) c=
3/4
"
W2
7x8
4 (
46
) c=
3/4
"
W2
7x8
4 (
46
) c=
3/4
"
W3
0x9
0
(SEE ARCH'L DWGS. FOR ELEV.)
W2
4x5
5 (
49
) c=
1-1
/4"
W2
4x5
5 (
47
) c=
1"
W2
4x5
5 (
48
) c=
1"
W2
4x5
5 (
47
) c=
1"
W2
4x5
5 (
47
) c=
1"
W2
4x5
5 (
47
) c=
1"
W2
4x5
5 (
47
) c=
1"
W2
4x5
5 (
29
)
W2
4x5
5 (
45
) c=
1"
W2
4x5
5 (
49
) c=
1"
W2
4x5
5 (
49
) c=
1"
W24x55 (48)W12x19 (5)W12x14 (6)
W1
2x1
9 (
8)
W1
2x1
9 (
8)
W18x35 (10)
W1
8x3
5 (
33
) c=
1"
W1
8x3
5 (
30
) c=
1"
W8x10 (6)
W1
8x3
5 (
30
) c=
1"
W2
4x5
5 (
48
) c=
1-1
/4"
W2
4x5
5 (
48
) c=
1-1
/4"
W2
4x5
5 (
48
) c=
1-1
/4"
W2
4x5
5 (
49
) c=
1-1
/4"
W12x19 (8)
W1
2x1
9 (
9)
W12x19 (8)W1
2x1
9 (
9)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W12x19 (10) W12x14 (8)
W1
2x1
9 (
6)
W12x19 (8)
W1
2x1
9
W12x19
W1
6x2
6W
16
x26
(1
1)
W8x10
W14x22 (10) W16x26 (24)
W1
6x2
6 (
10
)
W16x26 (24)
W1
6x2
6 (
12
)
W16x26
W1
6x2
6 c
=3
/4"
(12
)(3
)(1
1)
W1
4x2
2 (
10
)
W8x10
W8x10
W1
4x2
2(8
)(4
)
W16x26 (24) c=3/4"W14x22 (16) c=1"
W14x22 (11)
W1
4x2
2 (
10
)
W14x22(8) (4)
W12x19 (35) c=3/4"
W1
4x2
2 (
12
)
W12x14 (8)
W12x14 (8)
W12x14 (8)
W14x22 (10)
W2
1x4
4 (
20
)
W12x19 (10)
W21x44 (38) c=1"
W21x44 (38) c=1"
W21x44 c=1-1/2"(61) (19)
W12x19 (10)
W2
7x1
14
(1
1)
W12x19 W27x94 c=3/4"
W14x22 (8)
W2
4x7
6 (
44
)
W21x44 (15) c=3/4"
HSS8x8x3/8
W2
1x4
8 (
7)
W18x35 (26)W12x19 (8)
W18x35
W1
6x2
6 (
9)
W1
6x2
6(4
)(4
)(2
)(6
)
W12x14W12x14
W8
x10
W21x44
W8
x10
W16x26
W8
x10W12x14 (6)
W14x22 (10)W14x22 (10)
W1
2x1
9 (
10
)
W14x22 (10)
W1
2x1
9 (
10
)
W14x22 (10)
W1
2x1
9 (
10
)
W14x22 (10)
W1
2x1
9 (
8)
W14x22 (10) W14x22 (10)
W1
2x1
4 (
6)
W8x10 (6)
W12x16 (16) c=1" W12x14 (8) W12x16 (16) c=1-1/4" W12x14 (8) W12x14 (9)
W1
2x1
4 (
6)
W16x26
W21x48
(38) (35)
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W8
x10
W12x14 (6)
W12x14 (6)
W12x14 (6)
W12x14 (6)
W12x14 (6)
W8
x10W14x22 (10)
W1
2x1
9 (
8)
W1
2x1
4 (
12
)
W12x14 (8) W12x14 (8)
W1
2x1
4 (
8)
W12x14 (8)
W16x26 (24) c=3/4"
(18) (8)
(4)
(4)
(4)
(4)
(4)
(5)
(2)
(5)
(10) (10) (2) (10) (10)
W1
6x2
6 (
24
)
W12x14 (8)
W8x10
W8x10
HSS 10X6X5/16
W12x19
HSS 14x10x5/8 (BELOW)(SEE ARCH'L DWGS. FOR ELEV.)
0"
0"
W8x10
W1
4x2
2 (
10
)
2" EXPANSION JOINT
W12x19 (6)
W24x55 (14)
2" EXPANSION JOINT
EX
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JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THES
E DRAWINGS A
ND S
PEC
IFICATIONS A
RE TH
E PROPER
TY A
ND C
OPYRIGHT OF WARE MALC
OMB A
ND S
HALL N
OT BE USED
ON A
NY O
THER
WORK EXCEP
T BY A
GREEMEN
T WITH W
ARE MALC
OMB. WRITTEN D
IMEN
SIONS S
HALL TAKE PREC
EDEN
CE OVER
SCALED D
IMEN
SIONS A
ND S
HALL B
E VER
IFIED O
N THE JOB S
ITE. A
NY D
ISCREP
ANCY S
HALL B
E BROUGHT TO
THE NOTICE OF WARE MALC
OMB P
RIOR TO THE COMMEN
CEM
ENT OF ANY W
ORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/0
8/20
21
B.H.D.
B.D.
SCE-12082.011
DAT
ER
EMAR
KS03
/08/
2021
100%
STE
EL P
ACKA
GE
FRAT
ELLI
BER
ETTA
USA
700
INTE
RN
ATIO
NAL
DR
IVE,
TO
WN
SHIP
OF
MO
UN
T O
LIVE
MO
RR
IS C
OU
NTY
, N
EW J
ERSE
Y
REV
.-
03/2
9/20
21ST
EEL
PAC
KAG
E R
EVIS
ION
-04
/08/
2021
ISSU
E FO
R P
ERM
IT-
REV
ISIO
N A
S M
ARKE
D04
/29/
2021
1
REV
ISIO
N A
S M
ARKE
D05
/12/
2021
2
S-2.
0 M
EZZA
NIN
E FL
OO
RFR
AM
ING
PLA
N
MEZZANINE FLOOR FRAMING PLAN NOTES:
1. ELEVATION TOP OF FINISHED FLOOR SLAB: +121'-8", AND TOP OF STEEL +121'-1 1/2" U.N.O.BASED ON FINISH GROUND FLOOR DATUM EL. 100'-0" UNLESS OTHERWISE NOTED ON PLAN.
2. SPACE ALL STEEL MEMBERS EQUALLY UNLESS OTHERWISE NOTED ON PLAN.
3. FLOOR SLAB CONSTRUCTION: 4 1/2" L.W. CONC. + 6X6-W2.9xW2.9 W.W.F. ON 2"-19 GA.COMPOSITE METAL FLOOR DECK (GALVANIZED). TOTAL THICKNESS 6 1/2"
1 1/2"X3/16" STEEL GRATING.
4. (xx) INDICATES 3/4"Ø X 5 1/2" LONG HEADED STUDS.
5. C=xx INDICATES BEAM CAMBER AS REQUIRED. MIN. CAMBER IS 3/4".
6. INDICATES MOMENT CONNECTION. PROVIDE 30 FT-KIPS U.N.O.
7. INDICATES HANDRAIL.
8. PROVIDE HSS 6x6x5/16 FOR ELEVATOR RAILS WHERE IT IS REQ'D.
DESIGN LOADSSELF WEIGHTSDL = 25 PSFLL = 125 PSF (MACHINE)
LL = 150 PSF (RACK)
LL = 40 PSF (CATWALKS)
S-2.04
RO
OF
DEC
K
SEE
S-3.
0
9'-0"
26 PSF
40 PSF
LOWER ROOF SNOW LOAD
SLOPE
S2S-6.0
S2S-6.0
S4S-6.0
S3S-6.0
S5S-6.0
S6S-6.0
S6S-6.0S6
S-6.0
SIM.
S7S-6.0
S1S-6.0
020 20 40 60
SCALE: 1" = 20'
GRATING
Mu-60FT-KIPS
Mu-60FT-KIPS
GRATING
GRATING
TOP SLAB EL. 114'-9"T.O.S EL. 114'-2 1/2"
LADDER BYOTHERS.
S8S-6.0
1
1
1
111
1
1
1
1
1
2
2
2
2
06/1
0/20
21
2
2
2
2
1
1
4
4
G
H
G.2
2
2
G.1
A
C
C.1
C.4
D
D.2
D.6
E.1
3
32.1
2.1 3.1
3.1 5
5
6
6 7
7 8
8 8.1
8.1 9
9 9.1
9.1 10
10
10.1
10.1 10.2
10.2
10.3
10.3
10.5 10.6
10.6
11
11
11.1b
11.1b
11.2
11.2
12
12
12.1
12.1
12.2
12.2
12.3
12.3 13
13 13.2
13.2
13.3
13.3
14
14
14.1
14.1
15
15
15.1
15.1 15.2
15.2 16
16 16.1
16.1
16.2
16.2
17
17
18
18 18.1
18.3
18.3 19
19
27'-8
"23
'-9"
3'-1
"22
'-3"
4'-8
"68
'-0"
4'-0
"6'
-0"
9'-0
"23
'-4"
30'-2"
241'
-6"
23'-0 1/4"
3.2
3.2
3.3
3.3
12.4
10.4
11.1a 14.2
2.2 18.2
13.1
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6"
43'-8" 8'-10 5/8" 39'-1 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6"1'-2"
2'-1" 31'-1" 11'-2"3'-4"
4'-10" 14'-9" 4'-6" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
8'-4"4'-0"
17'-5" 4'-10 1/2"7'-7 1/2" 14'-8" 22'-3 1/2" 13'-0 1/2" 9'-2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4"4'-4"
17'-11 1/2"
1'-10 1/2"
20'-5" 11'-2" 11'-10 1/4" 24'-6 3/4"
50'-10" 53'-8" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
24'-7
"1'
-5"
9'-6
"14
'-3"
4'-8
"5'
-1"
9'-2
"9'
-6"
1'-5
" 6'-3
"2'
-1"
16'-3
"3'
-11
1/2"
17'-4
1/2
"4'
-11"
15'-2
"10
'-0"
1'-0
"2'-1
"8'
-6"
13'-9
"4'
-8"
13'-7
"6'
-9"
12'-8
"10
'-4 1
/2"
24'-7
1/2
"33
'-8"
43'-8" 8'-10 5/8" 13'-9" 25'-4 3/8" 13'-6 5/8" 7'-7"5'-11 3/8"
8'-3" 27'-11" 25'-6" 25'-6" 25'-6" 19'-10" 10'-4" 17'-4" 33'-6" 1'-2"2'-1"
31'-1" 10'-11"
3'-7"
4'-10" 19'-3" 15'-1" 10'-3" 19'-0" 12'-3"
1'-0"
12'-4" 22'-3 1/2" 7'-7 1/2" 14'-8" 22'-3 1/2" 22'-2 1/2" 22'-4 1/2" 11'-1 3/4" 11'-1 3/4" 4'-4" 17'-11 1/2"
1'-10 1/2"
20'-5" 22'-3 1/2" 8 3/4" 24'-6 3/4"
43'-8" 48'-0" 35'-4" 27'-11" 25'-6" 25'-6" 25'-6" 30'-2" 52'-0" 52'-6" 44'-7" 44'-7" 44'-7" 44'-6" 44'-8" 24'-2" 20'-5" 47'-7"
681'-2"
34'-4" 10'-3" 40'-7"
8'-4"12'-4"
32'-3"
4'-0"
18'-8
"13
'-7"
29'-9
1/2
"26
'-11"
3'-1
"17
'-012
7/25
6"4'
-11"
8'-1
129
/256
"
22'-2 1/2"22'-3 1/2"
19'-10"
35'-0
"12
'-8"
20'-4
"40
'-0"
9'-9
"20
'-2 1
/2"
9'-9
"37
'-8"
22'-3 1/2" 22'-3 1/2"
25'-2
"19
'-0"
42'-3" 42'-6" 42'-6" 42'-3"
46'-5 1/2" 68'-0"
44'-7" 47'-7"
30'-0
"
20'-1
"47
'-4"
15'-0
"
50'-10"
33'-2"
19'-4"
19'-3"
52'-6"
33'-6 1/4" 11'-1 3/4"
F
A
C
E
E.2
4'-0
"
1,00
0 lb
s
30K
10
W18x3
5
W24x55
30K8
30K7
30K7
30K7
W18x3
5
30K8
W18
x35
30K-SP
30K-SP
30K8
30K8
W18x3
5
30K9
30K-SP
30K-SP
30K-SP
30K-SP
W18x3
5
30K8
30K-SP
30K-SP
30K-SP
30K-SP
W24x55
HSS 10x10x3/8
W18x35
W18x4
0W
24x5
5 c
=1-1
/4"
W12x2
2
W21x48 c=3/4"
W1
4x2
2 c
=3/4
"W
14x2
2
W21x48 c=3/4"
W18x3
5
W18x35 c=3/4"
30K
930K
10
30K
11
30K
930K
10
30K
-SP
30K
930K
10
30K
-SP
W12
x14
30K
-SP
30K
10
30K
-SP
30
K-S
P30K
10
30K
-SP
30
K-S
P30K
10
30K
11
W18x3
5
W18x40
W24x6
2 c
=3/4
"
W18x40
30K
11
30K
8
W18x35
36LH
07
30K
836LH
07
30K
836LH
07
30K
836LH
07
W18x35
W16x26
30K
7
W18x35
36LH
07
W18x35
W18x35
30K
736LH
07
30K
736LH
07
36LH
07
36LH
07
W18x35
W16x26
30K
736LH
07
W18x35
W18x35
30K
736LH
07
30K
736LH
07
30K
736LH
07
30K
736LH
07
W18x35
W16x26
30K
7
W14x30 c=3/4"
36LH
-SP
W18x35
W18x35
30K
736LH
-SP
30K
736LH
07
30K
-SP
36
LH
-SP
30K
-SP
36LH
-SP
W24x5
5 c
=3/4
"
W18x35
30K
7
W18x35 c=1"
36
LH
-SP
W21x48 c=3/4"
W18x35 c-3/4"
30K
-SP
30K
-SP
36
LH
-SP
30K
-SP
36
LH
-SP
30K
-SP
44LH
09
44LH
09
44LH
09
W24x62 c=1-1/4"
16K
3
W24x76 c=1-3/4"
W24
x55
W24x76 c=1-3/4"
44LH
-SP
W30x90 c=1-1/2"
W24x68 c=2-1/4"
30K
-SP
16K
330K
844
LH
-SP
30K
-SP
16K
330K
844
LH
-SP
30K
-SP
16K
330K
844LH
09
30K
816K
330K
-SP
44LH
09
30K
816K
330K
-SP
44LH
09
30K
816K
330K
-SP
44LH
09
30K
816K
330K
-SP
44LH
09
30K
816K
330K
844LH
09
30K
816K
330K
844LH
09
W24x6
2W
14x2
2W
24
x55
W21x5
0W
14x2
2W
24x6
2W24x76 c=1"
W14x2
2
W24x76 c=2"
W24x5
5
W24x76 c=2"
W21x5
0
W27x94 c=1-3/4"
W14x2
2W
33x1
18
W21x48 c=1-1/4"
30K
816K
-SP
30K
-SP
44LH
09
44LH
09
30K
816K
-SP
30K
-SP
44LH
09
44LH
09
16K
-SP
30K
-SP
44LH
09
44LH
09
16K
330K
844LH
09
44LH
09
30K
816K
330K
844LH
09
44LH
09
30K
816K
330K
844LH
09
44L
H-S
P
30K
816K
-SP
30K
-SP
44L
H-S
P
30K
816K
-SP
30K
-SP
44L
H-S
P
W21x48 c=1-1/4"
30K
816K
-SP
30K
-SP
44L
H-S
P
W21x48 c=1"
16K
3
W24x62 c=1-1/2"
30K
9
W24x62 c=1-1/2"
W30x90 c=1"
W30x90 c=1-1/4"
44L
H-S
P
16K
330K
944L
H-S
P
30K
916K
330K
944L
H-S
P
30K
916K
330K
-SP
44L
H-S
P
30K
916K
330K
-SP
44LH
09
30K
916K
330K
944LH
09
16K
330K
944LH
09
W21x48 c=1-1/4"
16K
330K
944LH
09
30K
9
W21x48 c=1"
16K
3
W24x62 c=1-1/2"
30K
-SP
W24x62 c=1-1/2"
W27x84 c=1-1/4"
W30x90 c=1"
44LH
09
30K
916K
330K
-SP
44LH
09
44LH
09
30K
916K
330K
9
44LH
09
30K
916K
330K
944LH
09
44LH
09
16K
330K
9
44LH
09
16K
330K
944
LH
-SP
44LH
09
W21x48 c=1-1/4"
30K
916K
330K
-SP
44
LH
-SP
44LH
09
30K
916K
330K
-SP
44LH
09
44L
H-S
P30K
9
W21x48 c=1"
16K
3
W24x62 c=1-1/2"
30K
9
W24x62 c=1-3/4"
W30x90 c=1"
W30x90 c=1"
44L
H-S
P30K
916K
330K
944LH
09
44LH
09
16K
330K
944LH
09
44LH
09
16K
330K
944LH
09
44LH
09
30K
916K
330K
-SP
44LH
09
30K
916K
330K
-SP
44
LH
-SP
W14
x22
W24x5
5
W18x35
30K
916K
330K
944LH
09
14K
1
JOIST BRIDGING(TYP.)
30K
916K
330K
944LH
09
14K
1
W21x48 c=1"
16K
3
W24x62 c=1-1/2"
30K
9
W24x62 c=1-1/2"
W27x84 c=1-1/4"
W14x2
2
W24x68 c=1-1/2"
W21x44
16K
330K
944
LH
-SP
14K
-SP
30K
916K
330K
-SP
HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X3/8
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X5/16
HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X1/2HSS 10X10X5/16HSS 10X10X5/16HSS 10X10X1/2HSS 10X10X5/16
HSS 10X10X5/16HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16 HSS 10X10X3/8
HSS 10X10X3/8 HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X1/2
HSS 10X10X5/16 HSS 10X10X5/16 HSS 10X10X5/16 HSS 10X10X3/8 HSS 10X10X3/8 HSS 10X10X5/16 HSS 10X10X5/16 HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X1/2
HSS 10X10X5/16 HSS 10X10X5/16 HSS 10X10X5/16 HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS 10X10X5/16
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X1
/2H
SS 1
0X10
X1/2
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8H
SS 1
0X6X
3/8
HSS
10X
6X3/
8
HSS
10X
10X1
/2
HSS
10X
10X1
/2
HSS
10X
10X1
/2
HSS
10X
10X1
/2
HSS
10X
10X5
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/4
HSS
10X
10X5
/8H
SS 1
0X10
X3/8
HSS
10X
10X5
/8
HSS
10X
10X5
/16
HSS
10X
10X1
/2
HSS
10X
10X3
/4
HSS
10X
10X5
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X5
/16
HSS
10X
10X5
/16
HSS
10X
10X1
/2
HSS
10X
10X1
/2
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X3
/8
HSS
10X
10X5
/16
HSS
10X
10X3
/8
HSS
10X
10X3
/8
44
LH
-SP
14K
-SP
30K
916K
330K
-SP
44
LH
-SP
14K
-SP
30K
916K
330K
91
4K
1
30K
916K
330K
944LH
09
14K
1
16K
330K
944LH
09
14K
1W
18x3
5
W18x35
16K
330K
91
4K
1
30K
9
W21x48 c=1"
16K
3
W24x62 c=1-1/2"
30
K-S
P
W24x62 c=1-1/2"
W30x90 c=1-1/4"
W21x4
4
W18x35
30K
916K
330
K-S
P44LH
09
16K
330K
944LH
09
16K
330K
944LH
09
30K
916K
330K
944LH
-SP
W30x90 c=1-1/4"
16K
330
K-S
P44LH
-SP
16K
330
K-S
PW
30x1
08 c
=1-1
/2"
16K
344LH
09
W21x48 c=1"
16K
3
W24x62 c=1-1/2"
W24x68 c=1-3/4"
44LH
09
W27x84 c=1-1/2"
44LH
09
16K
3
36LH
10
16K
3
36LH
12
16K
330K
-SP
36LH
12
16K
3W
16x2
6W
21x4
4
W33x118 c=3/4"
16K
330K
-SP
14K
1
16K
330K
-SP
14K
1
16K
330K
-SP
14K
1
W24x55 c=1"
16K
3
W24x68 c=1-1/2"
W24x68 c=1-3/4"
14K
1
W24x62 c=1-1/2"
30K
-SP
HSS
10X
10X5
/16
16K
330K
-SP
16K
1
30K
-SP
16K
330K
-SP
16K
-SP
30K
-SP
16K
330K
-SP
16K
-SP
30K
-SP
16K
330K
916K
2
30K
-SP
16K
230K
-SP
14K
1
30K
-SP
16K
230K
-SP
14K
1
28K
10
16K
230K
914K
1
W24x5
5W
18x3
5W
24
x55
W18x3
5
W12x1
4
14
K1 14K
-SP
14
K-S
P 16K
2
16K
3
16K
3
W18x35 c=3/4"
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
8
CANT.
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
30K
-SP
30K
-SP
1,212
lbs
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
30K
-SP
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,00
0 lb
s
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
L5X5X3/8(TYP.)
30K
-SP
1,212
lbs
30K
-SP
30K
-SP
30K
10
30K
10
30
K10
30K
-SP
44LH
-SP
W30x9
0
W30x9
0
44LH
09
W30x9
0
44
LH
09
30K
7
30K
7
W12x1
4
W12x1
4
W10x1
2
W10x1
2
W10x1
2W
8x2
4
10K
1
10K
1
W18x40 c=1"
12K
1
10K
1
10K
1
10K
110K
1
12K
1
12K
1
12K
1
12K
1
12K
1
12K
1
12K
1S
P
12K
1S
P
12K
1
12K
1
12K
1
12K
1
12K
1
12K
1
12K
1
12K
1
12K
1S
P
12K
1
30K
10
30K
10
30K
10
30K
10
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
30K
9
W14x30 c=3/4"
30K8
W12x19W12x14W12x14
W12x1
4
W12x1
4
W12x14W12x14
W12x14 W8x24 18K4
18K4
30K8
W12x1
4
W12x1
4
W18x35
W30x99 c=1-3/4"
W12x1
4
W12x1
4
W12x14
W10x1
2
W10x1
2
W8x2
4W
10x1
2
28K
7S
P
28K
7S
P
HSS
10X
6X3/
8H
SS 1
0X6X
3/8 44LH
09
44LH
09
40LH
08
44LH
09
W30x9
0 c
=1"
44LH
09
44LH
09
44LH
09
44LH
09
44LH
09
44LH
09
44LH
09
44LH
09
441
lbs
HSS
10X
6X3/
8
HSS
10X
6X3/
8
HSS 10X6X3/8
W12x14
30K
-SP
30K
-SP
30K
7
Pu =
40K
Pu =
40K
Pu =
30K
Pu =
40K
Pu =
80K
Pu =
40K
Pu =
40K
2" EXPANSION JOINT
HSS 10X6X3/8HSS 10X6X3/8
HSS 10X6X3/8
HSS 10X6X3/8
HSS 10X10X5/16
W12x14
441
lbs
1,00
0 lb
s1,
000
lbs
1,433 lbs
1,48
0 lb
s
722
lbs
1,212
lbs
1,212
lbs
441
lbs
441
lbs
441
lbs
1,212
lbs
1,212
lbs70
0 lbs
700 l
bs
722
lbs
722
lbs
722
lbs
722
lbs
1,00
0 lb
s1,
000
lbs
700 l
bs
1,00
0 lb
s
1,00
0 lb
s
1,212
lbs
1,212
lbs
1,212
lbs
1,212
lbs
441
lbs
441
lbs
772
lbs
772
lbs
441
lbs
1,00
0 lb
s
441
lbs
9,490 lbs
441
lbs
550 l
bs
550 l
bs
550 l
bs
550 l
bs
441
lbs
441
lbs
TO
BE
RE
INF
OR
CE
DT
O B
E R
EIN
FO
RC
ED
TO
BE
RE
INF
OR
CE
D
L5X5X3/8(TYP.)
TO BE REINFORCED
TO BE REINFORCED
EX
CE
LL
EN
CE
♦ E
CO
NO
MY
♦ E
NV
IRO
NM
EN
T
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
3619
100
DA
RE
N J
. P
HIL
, P
E
SUB
UR
BA
N C
ON
SUL
TIN
G
EN
GIN
EE
RS,
IN
C.
96 U
S H
igh
way
206, Suit
e 101
Fla
nder
s, N
.J. 07836 -
973.3
98.1
776
21M
H00004200
2430 H
igh
way
34, B
ldg.
A S
uit
e 1R
Wal
l, N
.J. 08736 -
732.2
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- C
ivil
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- L
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- E
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men
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Lan
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CO
A N
O.:
24G
A28037500
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
4736
300
ZH
AN
H.
DIN
G,
PE
04/0
8/20
21
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THES
E DRAWINGS A
ND S
PEC
IFICATIONS A
RE
THE
PROPER
TY A
ND C
OPYRIGHT OF WARE
MALC
OMB A
ND S
HALL N
OT BE
USED
ON A
NY O
THER
WORK E
XCEP
T BY A
GREE
MEN
T WITH W
ARE
MALC
OMB. WRITTEN D
IMEN
SIONS S
HALL TAKE
PREC
EDEN
CE
OVER
SCALED D
IMEN
SIONS A
ND S
HALL B
E VER
IFIED O
N THE
JOB S
ITE. A
NY D
ISCREP
ANCY S
HALL B
E BROUGHT TO
THE
NOTICE
OF WARE MALC
OMB P
RIOR TO THE COMMEN
CEM
ENT OF ANY W
ORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/0
8/20
21
B.H.D.
B.D.
SCE-12082.011
DAT
ER
EMAR
KS03
/08/
2021
100%
STE
EL P
ACKA
GE
FRAT
ELLI
BER
ETTA
USA
700
INTE
RN
ATIO
NAL
DR
IVE,
TO
WN
SHIP
OF
MO
UN
T O
LIVE
MO
RR
IS C
OU
NTY
, N
EW J
ERSE
Y
REV
.-
03/2
9/20
21ST
EEL
PAC
KAG
E R
EVIS
ION
-04
/08/
2021
ISSU
E FO
R P
ERM
IT-
REV
ISIO
N A
S M
ARKE
D04
/29/
2021
1
REV
ISIO
N A
S M
ARKE
D05
/12/
2021
2
S-3.
0 R
OO
F FR
AM
ING
PLA
N
ROOF FRAMING PLAN NOTES
1. ELEVATION TOP OF STEEL NOTED THUS [ ] ON PLAN (TO UNDERSIDE OF METAL ROOF DECK) W/ REFERENCEDDATUM ELEVATION 100'-0" FOR F.F. ON GROUND. THE HIGHEST ELEVATION UNDER THE ROOF DECK ALONGGRID "A" IS [141'-1 3/8"], AND UNDER THE ROOF DECK ALONG GRID "E.1" IS [137'-4 1/2"]. LINEARLY INTERPOLATEBETWEEN GRIDS "E.1" AND "A".
2. JOIST BRIDGINGS SHOWN ARE SYMBOLIC. JOIST CONTRACTOR SHALL DESIGN THE CROSS AND HORIZONTALBRIDGINGS AND THEIR SIZES AS PER REGULATED BY STEEL JOIST INSTITUTE.
3. ROOF DECK: 1 1/2" - 20 GA. TYPE "B" (WIDE RIB) METAL ROOF DECK (SHOP APPLIED WHITE PRIMER ON THEBOTTOM FACE).
4. PROVIDE FRAME AROUND ALL ROOF DRAINS & AT ALL OTHER ROOF OPENINGS LARGER THAN 10" AS PERTYPICAL DETAIL.
5. COORDINATE SIZE & LOCATION OF ALL ROOF OPNGS. W/ ARCH. & MECH. DWGS. SPACE ALL STEEL MEMBERSEQUALLY UNLESS OTHERWISE NOTED ON PLAN.
6. ( S ) - INDICATES SLOPING MEMBER.
7. ALL JOISTS ARE TO BE DESIGNED WITH THE FIRST BOTTOM CHORD PANEL POINT SET SO THE UPLIFTBRIDGING WILL NOT INTERFERE WITH THE SPRINKLER SYSTEM. JOIST DESIGNATED WITH SP HAVEADDITIONAL MID PANEL POINT LOADS APPLIED TO TOP OR BOTTOM CHORD - SEE PLANS.
DESIGN LOADSSELF WEIGHT
SDL = 15 PSF (GENERAL)
SDL = 65 PSF (PIPES & POWER 1)
SDL = 40 PSF (PIPES & POWER 2)
LL (OR SNOW) = 26 PSF
S-3.05
020 20 40 60
SCALE: 1" = 20'
LOWER ROOFSEE S-2.0
RO
OF
DEC
K
ROOF DECK ROOF DECK
[140'-0 3/4"]
[141'-1 3/8"]
[139'-7 3/8"]
[138'-4 1/4"]
[137'-4 1/2"]
[137'-0"][136'-0"][136'-0"] [137'-0"][136'-0"] [137'-0"][136'-0"] [137'-0"][136'-0"] [137'-0"][136'-0"] [137'-0"][136'-0"] [137'-0"][137'-0"]
[136'-0"]
[137'-0"]
[138'-6"]
SLO
PE
SLOPE
SLOP
E
SLOPE
SLO
PE
SLOPE
SLO
PE
SLOPE
SLOPE SLOPE SLOPE
SLOPE
SLOPE
SLOPE
SLOPE
SLOPE SLOPE
SLO
PE
R2S-7.0
R1S-7.0
R2S-7.0
R1S-7.0
R4S-7.0
R3S-7.0
ROOF DIAPHRAGM LOADSMAIN WIND FORCES:LONGITUDINAL:
WEST OF EXPANSION JOINT: 99 KIPSEAST OF EXPANSION JOINT: 115 KIPS
TRANSVERSE:WEST OF EXPANSION JOINT: 152 KIPSEAST OF EXPANSION JOINT: 214 KIPS
SEISMIC FORCE:WEST OF EXPANSION JOINT: 289 KIPSEAST OF EXPANSION JOINT: 248 KIPS
NOTES:
1. PRECAST WALL PANELS WILL RESIST THE ROOFDIAPHRAGM LOADS EXCEPT ON EXPANSION JOINT SIDE.
2. EXPANSION JOINT IS LOCATED BETWEEN GRIDS 10 & 10.1.
1
1
1
1
1
1
2
22
2
2
2
2
2 2
2 2
2 2
2
2
2
2
2
RR4S-7.0
RR2S-7.0
RR2S-7.0
RR2S-7.0
2
2
2
2
2
2 2
2
2
2
2
0"ADD HSS 4X2 1/2X1/4
BTWN. JOISTS(TYP. ALONG GRID "3")
2 2
2
22 2
RR1S-7.0
2
2
05/1
7/20
21
2
2
2
22
2
2
RR3S-7.0
2
22
2
2
2
2
2
[137'-0"]
H E3 D4 C6
ROOF T.O.S
F.F. +100.00'
SLOPE
HS
S 10X
10X
1/2
HS
S 10X
10X
1/2
HS
S 10X
10X
1/2
HS
S 10X
10X
1/2
H
S
S
8
X
8
X
3
/
8
H
S
S
8
X
8
X
3
/
8 H
S
S
8
X
8
X
3
/
8
H
S
S
8
X
8
X
3
/
8
W24X62
W21X50
N
u
=
1
2
0
K
N
u
=
1
2
0
K
N
u
=
1
0
0
K
N
u
=
1
0
0
K
[137'-3 1/4"]
[138'-4 1/4"]
[139'-0 5/8"]
33'-2"
47'-6"
DETAIL A
DETAIL B
DETAIL C
Nu=75K
Nu=100K
℄ COL.
℄BEAM
℄B
R
A
C
I
N
G
B
R
A
C
I
N
G
GUSSET PL.CONN. PL.
ROOF BEAM
1/4" CAP PL. MIN.
(TYP. FOR HSS)
CONN. PL.
CONN. PL.
CO
LU
MN
BOLTS.
(TYP.)
DETAIL AN.T.S
CONN. PL.
℄BR
A
C
I
N
G
℄B
R
A
C
I
N
G
BOLTS.
(TYP.)
DETAIL BN.T.S
℄ COL.
℄B
R
A
C
I
N
G
CONN. PL.
GUSSET PL.
B
R
A
C
I
N
G
F.F.
A A
COL. BASE PL.
(SEE F-1.0 FOR SIZE)
CONC. FOOTING
GUSSET PL.
COL. BASE PL.
(SEE F-1.0 FOR SIZE)
1"Ø ANCHOR BOLT X 2'-0" EMB.
OMIT THIS ANCHOR @ GRID "H"
SECTION A-A
SE
E
EL
EV
AT
IO
N
3 1
/2
"
1'-2
"
1/2
"
SEE BASE PL.
SCHDL/ F-1.0
1 3/4" (TYP.)
1 3/4" (TYP.)
1/2" @ GRID "H"
3 1/2" (TYP.)
DETAIL CN.T.S
1-1/2" NON-SHRINK GROUT
BOLTS (TYP.)
3X3X3/8 PL. WELDED TO BASE PL. (TYP.)
EX
CE
LL
EN
CE
♦ E
CO
NO
MY
♦ E
NV
IRO
NM
EN
T
NJ
P
RO
FE
SS
IO
NA
L E
NG
IN
EE
R
LIC
EN
SE
N
O. 2
4G
E0
36
19
10
0
DA
RE
N J
. P
HIL
, P
E
SUB
UR
BA
N C
ON
SUL
TIN
G
EN
GIN
EE
RS,
IN
C.
96 U
S H
igh
way
206, Suit
e 101
Fla
nder
s, N
.J. 07836 -
973.3
98.1
776
21M
H00004200
2430 H
igh
way
34, B
ldg.
A S
uit
e 1R
Wal
l, N
.J. 08736 -
732.2
82.1
776
- C
ivil
En
gin
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- M
un
icip
al E
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nee
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- L
andsc
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Arc
hit
ects
--
Pla
nn
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- E
nvir
on
men
talis
ts -
Lan
d S
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eyo
rs -
CO
A N
O.:
24G
A28037500
NJ
P
RO
FE
SS
IO
NA
L E
NG
IN
EE
R
LIC
EN
SE
N
O. 2
4G
E0
47
36
30
0
ZH
AN
H.
DIN
G,
PE
04/08/2021
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY AND COPYRIGHT OF WARE MALCOMB AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH WARE MALCOMB. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE. ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF WARE MALCOMB PRIOR TO THE COMMENCEMENT OF ANY WORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/08/2021
B.H.D.
B.D.
SCE-12082.011
DA
TE
RE
MA
RK
S
03/08/2021
100%
S
TE
EL P
AC
KA
GE
FR
AT
EL
LI B
ER
ET
TA
U
SA
700 IN
TE
RN
AT
IO
NA
L D
RIV
E, T
OW
NS
HIP
O
F
MO
UN
T O
LIV
E M
OR
RIS
C
OU
NT
Y,
N
EW
JE
RS
EY
RE
V.
-
03/29/2021
ST
EE
L P
AC
KA
GE
R
EV
IS
IO
N-
04/08/2021
IS
SU
E F
OR
P
ER
MIT
-
RE
VIS
IO
N A
S M
AR
KE
D-
04/29/2021
S-4.0 V
ER
TIC
AL
B
RA
CE
EL
EV
AT
IO
N &
D
ET
AIL
S
VERTICAL BRACINGS ALONG COLUMN GRIDS "10" AND "10.1"N.T.S
1'-2 1/2"
10 1/2"
10 1/2"
10 1/2"
NOTE:
BRACING LOADS ARE TENSION ONLY (FACTORED).
S-4.0
6
1'-1
/2"
2'-1
1 1/
2"3'
-6"M
IN.
8'-0" 8"
7"
1'-0"
EX
CE
LL
EN
CE
♦ E
CO
NO
MY
♦ E
NV
IRO
NM
EN
T
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
3619
100
DA
RE
N J
. P
HIL
, P
E
SUB
UR
BA
N C
ON
SUL
TIN
G
EN
GIN
EE
RS,
IN
C.
96 U
S H
igh
way
206, Suit
e 101
Fla
nder
s, N
.J. 07836 -
973.3
98.1
776
21M
H00004200
2430 H
igh
way
34, B
ldg.
A S
uit
e 1R
Wal
l, N
.J. 08736 -
732.2
82.1
776
- C
ivil
En
gin
eers
- M
un
icip
al E
ngi
nee
rs -
- L
andsc
ape
Arc
hit
ects
--
Pla
nn
ers
- E
nvir
on
men
talis
ts -
Lan
d S
urv
eyo
rs -
CO
A N
O.:
24G
A28037500
NJ
PRO
FESS
ION
AL
ENG
INEE
RLI
CEN
SE N
O. 2
4GE0
4736
300
ZH
AN
H.
DIN
G,
PE
04/0
8/20
21
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THES
E DRAWINGS A
ND S
PEC
IFICATIONS A
RE
THE
PROPER
TY A
ND C
OPYRIGHT OF WARE
MALC
OMB A
ND S
HALL N
OT BE
USED
ON A
NY O
THER
WORK E
XCEP
T BY A
GREE
MEN
T WITH W
ARE
MALC
OMB. WRITTEN D
IMEN
SIONS S
HALL TAKE
PREC
EDEN
CE
OVER
SCALED D
IMEN
SIONS A
ND S
HALL B
E VER
IFIED O
N THE
JOB S
ITE. A
NY D
ISCREP
ANCY S
HALL B
E BROUGHT TO
THE
NOTICE
OF WARE MALC
OMB P
RIOR TO THE COMMEN
CEM
ENT OF ANY W
ORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/0
8/20
21
B.H.D.
B.D.
SCE-12082.011
DAT
ER
EMAR
KS03
/08/
2021
100%
STE
EL P
ACKA
GE
FRAT
ELLI
BER
ETTA
USA
700
INTE
RN
ATIO
NAL
DR
IVE,
TO
WN
SHIP
OF
MO
UN
T O
LIVE
MO
RR
IS C
OU
NTY
, N
EW J
ERSE
Y
REV
.-
03/2
9/20
21ST
EEL
PAC
KAG
E R
EVIS
ION
-04
/08/
2021
ISSU
E FO
R P
ERM
IT-
REV
ISIO
N A
S M
ARKE
D04
/29/
2021
1
REV
ISIO
N A
S M
ARKE
D05
/12/
2021
2
S-5.
0 FO
UN
DA
TIO
N D
ETA
ILS
1'-6" MIN.
ALL SIDES
** ELIMINATE WRAPAT FLOOR DRAINS
TYPICAL SLAB PENETRATION DETAILN.T.S
SLAB PENETRATION
DOUBLE WRAP SLABPENETRATIONS WITH 1/2" SOFT
FOAM ISOLATION MATERIAL
SINGLE MAT OF6X6-W4.0XW4.0 W.W.F.
AROUND PENETRATION@ 2" BELOW TO OF SLAB
1/4"SAWCUT 2" DEEP
EPOXY FILL
@ CONTROL JOINT
@ CONSTRUCTION JOINT
SLAB-ON-GRADE JOINT DETAILSN.T.S
PLATE DOWELBASKET WHERE
INDICATED
1/2" DIA. SMOOTH BAR x 2'-0" LG @2'-0" O/C (GREASE ONE END ONLY)
PROVIDE 2" DEEPSLOT TO BE EPOXYFILLED.
1/4"
WAREHOUSE DOOR JOINT DETAILSN.T.S
SAWN CONTROLJOINT @ BACK OFPANEL (TYP.)
SAWCUT 2" DEEPPROVIDE WASH ON
OUTSIDE EDGE BEYONDDOOR THRESHOLD (TYP.)
HAUNCH SLABEDGE DOWN TOCONT. FOOTING
3" MIN.
TYPICAL ISOLATION JOINT DETAILSN.T.S
@ PERIMETER COLUMNS
@ INTERIOR COLUMNS
SLAB CONSTRUCTION ORCONTROL JOINT
(SEE PLAN)
CONC. CURB
PAPER JOINT EDGE OF SLAB
EDGE OFBASE PL.
℄
℄
℄
℄
SLAB CONSTRUCTION ORCONTROL JOINT
(SEE PLAN)
EDGE OFBASE PL.
EDGE OF GROUTDBL WRAP 1/2" SOFT
FOAM AROUND COL'SDUCT TAPE IN PLACE
CONT. WALLFOOTING
PRECAST CONC.WALL PANELS
2'-0
"2'
-0"
2'-0
"2'
-0"
2'-8" MIN.
EL. - SEE PLAN
GRADE
3'-6
" M
IN.
2'-8
"
PROVIDE TIE BARSTO KEEP REINF.
ALIGNED AS REQ.(TYPICAL)
PROVIDE BLOCK OUT INFOOTING POUR @ ROOFLEADER DROPS. GROUTVOIDS SOLID AFTERLEADERS ARE INSTALLED.
1'-4
"EM
BED
.
6"
2'-8
"3'-6
" M
IN.
NOTES:
1. SET SHIMS UNDER STRCTURAL WALL PANEL & GROUTUNDER ENTIRE WALL PANEL.
2. REINFORCEMENT SEE SECTION F1 DETAIL.
℄PANEL JOINT
STEP LOCATION
CONSTRUCTION JOINT
1
1 REINFORCING BARS:SAME NUMBER AND SIZE ASCONTINUOUS REINFORCING
CONTINUOUSREINFORCING
WALL PANEL
CONTINUOUSREINFORCING
1" ALLOWANCE FORSHIMS & GROUTS
1" ALLOWANCE FORSHIMS & GROUTA
3'-0"2"
FOOTING STEP SECTIONN.T.S
FIN. FLOOR ELEV.
2'-8" MIN.
3-#5 CONT.T. & B.
#3 @ 24" O/CT. & B.
EL. - SEE PLAN
SECTION - F1/S-5.0N.T.S
SECTION - F2/S-5.0N.T.S
℄
℄
FTG. & WALL PANEL
3'-6
" MIN
.5'
-0"
MAX
.
FIN. FLOOR ELVE.
3" C
LR.
3" C
LR.
1" A
LLO
WAN
CE
FIN. GRADE
6"X6" PRESETPLASTIC SHIMS &
CONT. GROUT(SEE NOTE #1)
2'-8"
PROTECT SLOPE WITHVISQUEEN DURINGCONSTRUCTION
PANEL TO FOUNDATIONCONNECTION BY PRECAST SUPPLIER
COMPACTED GRANULAR BACKFILL
9"
CONSTRUCTION JOINT℄
SLAB REINFORCING1/2"Ø X 9" COIL ROD
1/2"Ø COIL INSERT
#4
FIELD WELD 6" MIN. LAP
WALL TIES
FLOOR SLAB
PRECAST WALL PANEL(SEE ARCH'L DWGS.)
CONTROL DIMENSIONINSIDE FACE OF WALL
SECTION - F3/S-5.0N.T.S
℄
5'-0
"
FIN. FLOOR ELEV.
FIN. GRADE
1'-6"
9"
CONSTRUCTION JOINT℄
SLAB REINFORCING1/2"ØX9" COIL ROD
1/2"Ø COIL INSERT
#4
FIELD WELD 6" MIN. LAP
WALL TIES
FLOOR SLAB
PRECAST WALL PANEL(SEE ARCH'L DWGS)
CONTROL DIMENSIONINSIDE FACE OF WALL
SECTION - F4/S-5.0N.T.S
7'-0"
3'-6
" MIN
.VA
RIE
S
1'-6"2'-0"
#4 CONT. @ 12" O/CT. & B.
#6 @ 10" O/C
#5 @ 10" O/C
#4 CONT.@ 12" O/C E.F.
NOTE:
SET SHIMS UNDER STRCTURALWALL PANEL & GROUT UNDERENTIRE WALL PANEL.
6"X6" PRESETPLASTIC SHIMS &
CONT. GROUT(SEE NOTE #1)
COMPACTED GRANULAR BACKFILL
PANEL TO FOUNDATION WALLCONNECTION BY PRECAST SUPPLIER
ELEVATOR PIT DETAILN.T.S
8"
5'-0
"
7"
10"
12"
EXTEND WALL REINF.2'-0" INTO SLAB AS SHOWN
L 5X5X3/8 FOR ELEV. SILLCO-ORDINATE W/ELEVATOR CONTR.
WALL REINF.:#4 @ 12" E.W. E.F
SLAB REINF.#4 @ 12" BE.W.
6" PVC WATERSTOPALL AROUND ELEV.
DWLS.SAME AS VERT. REINF. IN
2'-0
"
#4 @ 12" O/CT. & B.
E.W.
12"
SUMP PIT
11
12"
12"
12"
INSULATION(SEE ARCH. DWGS.)(TYP.)
CONC. SLAB
FINISHES(SEE ARCH'L. DWGS.)
1/2" PRE-MOLDEDJOINT FILLER
#4 @ 12" O.C.2'-0" 2'-0"
COMPACTEDEARTH
FTG. PLAN
#4 HOOKED @ 24" O.CSTAGGERED (TYP.)
@ 12" O.C STAGGERED@ SECT. F2 & F3
PROVIDE ISOLATIONJOINT FILLER MATERIAL(TYP.)
INSULATION(SEE ARCH. DWGS.)(TYP.)
CONC. SLAB +SYN. FIBER
PRECAST CONC. WALL PANEL(SEE ARCH'L. DWGS.)
#4 HOOKED @ 24" O.CSTAGGERED (TYP.)
4" 1'-7"
STAIR WALL(SEE ARCH'L. DWGS.)
DEPTH OF SLAB
TYPICAL FOOTING FOR STAIR WALL DETAILN.T.S
TYPICAL INTERIOR COLUMN FOOTING DETAILN.T.S
3.0" 2-#4 CONT.
8.0" 8.0" #3 @ 24" O/C
COL. & BASE PL.(SEE PLAN)
CAP W/ CONC. AFTER COL. IS SET
1 1/2" NON-SHRINK GROUT
1/2" PRE-MOLDEDJOINT FILLER
SEE PLAN & FTG. SCHED.FOR SIZE & REINF.
4-3/4" DIA. ANCHOR BOLTSX 18" LG. +4" HK. & LEV. NUTS
SEE PLAN
**
℄
FIN. GRADE
1'-6"
PRECAST WALL PANEL(SEE ARCH'L. DWGS.)
3'-6
" MIN
.
1'-6"6" #5 @ 12"O/CT. & B. E.W.
#6 @ 12" O/CV.E.F.
#4 @ 12" O/CH.E.F.
SEE"SECTION - F3/S-5.0"
NOTE AND DETAIL
EL. 88.50'
7" CONC. SLABW/ FIBROUS REINF.
EL. 93.50'
EL. 95.00'
PANEL TO FOUNDATION WALLCONNECTION BY PRECAST SUPPLIER
CRUSHEDSTONE
BACKFILLED
2'-0"SPLICING
EL. 100.00'
12" 6"
2'-6"SPLIC
ING
12"
#4 @ 12" O/CH.E.F.
#5 @ 12" O/CV.E.F.
5"
7"
#4 ALTERNATE15' & 20' LENGTH
FLOOR SLAB
SECTION - F6/S-5.0N.T.S
12"
3"
FLOOR SLAB(SEE PLAN)
6"8"6"
2-#5 CONT.#4 @ 12" O.C
12"
1/2" PRE-MOLDEDJOINT FILLER
8" CONC. WALL W/#4 V. & H.E.FDOWELS TO
MATCH VER. BARS
EXTEND BAR 4'-0"INTO SLAB
SECTION - F7/S-5.0N.T.S
℄
#4 HOOKED(SEE "SECTION - F1/S-5.0"
DETAIL)
GROUT BETWEEN WALL & PIER
PRECAST CON. WALL PANEL
7"
CONC. WALL FOOTINGBEYOND
ANCHOR BOLTS(SEE SCHEDULE)
STEEL COL.
1 1/2" NON-SHRINKGROUT
COL. BASE PL.
CONC. PIER(SEE SCHEDULE)
2-#4 @ 3" TIESAT TOP
CONC. FOOTING(SEE SCHEDULE)
SECTION - F8/S-5.0N.T.S
** = 12" (TYP) OR 2'-0"WHERE SHOWN ON PLAN
TEMPERINGROOM
F.F.F.F.CONCRETE SLAB, 7" THICK
VAPOR BARRIER, 15 MIL
CRUSHED STONE, 6" THICK
VAPOR BARRIER, 15 MIL
BITUMINOUS MEMBRANE
LEAN CONCRETE, 4" THICK
GLYCOL SYSTEM, 4" THICK
STYROFOAM, 7" THICK
INSULATED METAL PANEL
SECTION - F5/S-5.0N.T.S
CONCRETE SLAB, 7" THICK
2'-8
" MIN
.
S-5.07
SIDEWALK(SEE SITE DWGS.)
8" BOND BEAM AS REQ'D.W/ 2-#5 AT TOP OF WALL
2'-0" MIN.
TYPICAL NON LOAD BEARING MASONRYWALL REINFORCING ELEVATION
N.T.S
FLOOR OR ROOF LINEBENT THE REBARS 3'-0" INTOOTHER SIDE OF WALL(TYP.)
CMU WALL
WALL FOOTING
#5 MIN.(TYP.)
1-#5 T. & B.OF OPNG.
SEELINTELSCHEDULE
#4 (8"ABOVEFTG.)
1-#5 E.S.OF OPNG.(MIN.)
NOTE:
SEE GENERAL NOTE FOR HORIZONTAL JOINT REINFORCEMENT.
4'-0" MAX.
3'-0"X3'-0"MAX.
WALLOPNG.
8"
FILL LINTEL W/MASONRYGROUT
NOTE:
1. REFER TO ARCH'L. DWGS. FOR LOCATIONS,SIZE AND EXTENT OF NON LOAD BEARINGMASONRY WALLS.
2. MIN. LINTEL END BEARING 8".
MASONRY LINTEL SCHEDULE
CLEAR SPAN h (in) REINFORCEMENT
UP TO 4'-0" 8" 2-#4
>4'-0" TO 6'-0" 8" 2-#4
>6'-0" TO 8'-0" 8" 2-#5
8'-0" TO 10'-0" 1'-4" 2-#5
h
DOWELTO MATCHVER. BAR(TYP.)
12" CONC. WALLREINF. W/ #4 @ 12" O/CH. & V. E.F.
FTG. SEE "SECTION - F1/S-5.0"
#4 @ 1'-0"O/C E.W.
#4 @ 12" O.C.2'-0" 2'-0"
#4 @ 1'-0" O.C. (TYP. 3 SIDES)2'-0" 2'-0"
#4 @ 1'-0"O/C E.W
1/2" Ø SMOOTH DOWELSX 2'-0" LG. @ 1'-0" O/C
(GREASE ONE END ONLY)
SLAB ON GRADE(SEE F-1.1 PLAN)
L 3X3X1/4 CONT. W/ 1/2"ØX 6" STUDS @ 1'-0" MAX.
NOTCH FOR DOOR(SEE ARCH'L. DWGS.)
SLOPE
PRECAST CONC.WALL PANEL
(SEE ARCH'L. DWGS.)
TYPICAL SECTION AT LOADING DOCKN.T.S
41
PAVEMENT(SEE SITE DWGS.)
CONNECTED TO WALL PANELAS PER "SECTION - F3/S-5.0"PROVIDE REBARS IN THE SLABAS WELL
1
1
NOTE:GRADE VARIES.SEE SITE DRAWINGS
2
06/1
0/20
21
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04/08/2021
JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY AND COPYRIGHT OF WARE MALCOMB AND SHALL NOT BE USED ON ANY OTHER WORK EXCEPT BY AGREEMENT WITH WARE MALCOMB. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS AND SHALL BE VERIFIED ON THE JOB SITE. ANY DISCREPANCY SHALL BE BROUGHT TO THE NOTICE OF WARE MALCOMB PRIOR TO THE COMMENCEMENT OF ANY WORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/08/2021
B.H.D.
B.D.
SCE-12082.011
DA
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MA
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03/08/2021
100%
S
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04/29/2021
S-6.0 M
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S
6" E.O.S.
(TYP.)
6" E.O.S.
(TYP.)
E.O.S.
(SEE ARCH'L. DWGS)
NOTE:
INFILL BEAMS ARE NOT SHOWN FOR CLARITY
HSS COL.
SECTION - S2/S-6.0N.T.S
SECTION - S1/S-6.0N.T.S
BEAM TO COLUMN CONN.FOR MEZZANINE FRAMING
N.T.S
NOTE:
LENGTH OF WELD EQUALS FLANGE BEAM WIDTH. (8" MAX.)
(SEE NOTE)4"
1/4" (3"-12")
3'-6
"
XXXX
℄ COL.
TYPICAL FLOOR GIRDER/BEAMCONNECTION WITH COLUMN
N.T.S
FLOOR GIRDER
EACH SIDE
THROUGH
PLATE
PIECE OF WT FOR
INFILL BEAM
4-1/2" CONC. SLAB ON
2" METAL FLR. DECK
GAGE METAL
CLOSER STRIP
1/4" BENT PL.
POURSTOP (TYP.)
STEEL BEAM
(SEE PLAN)
4-1/2" CONC. SLAB ON
2" METAL FLR. DECK
STEEL BEAM
(SEE PLAN)
1/4" BENT PL.
POURSTOP (TYP.)
PRECAST CONC.
WALL PANEL
(SEE ARCH'L. DWGS.)
SHEAR CONNECTION
AS REQUIRED
L 5X3-1/2X1/2 LENGTH = BM. FLG. + 1"
℄BEAM
℄COLUMN & BEAM
℄COLUMN & BEAM
4-1/2" CONC. SLAB ON
2" METAL FLR. DECK
1/4" BENT TOE BOARD
ALONG THE EDGE
RAILING 2" Ø PIPE
@ 6'-0" MAX.
3/8" CONN.
PL. @ EACH
RAILING POST.
E.O.S
(SEE ARCH'L DWGS)
STEEL BEAM
(SEE PLAN)
PARTITION WALL
(SEE ARCH'L. DWGS.)
4-1/2" CONC. SLAB ON
2" METAL FLR. DECK
1/4" BENT PL.
POURSTOP (TYP.)
℄COLUMN & BEAM
℄ WALL & BEAM
NOTE:
SEE PLAN FOR BEAM SIZES
T.O.S MEZZ.
EL. 121' - 1 1/2"
SECTION - S4/S-6.0N.T.S
SECTION - S3/S-6.0N.T.S
SECTION - S5/S-6.0N.T.S
PRECAST CONC.
WALL PANEL
(SEE ARCH'L. DWGS.)
T.O.S VARIES
EL. 122'-6" AT "E"
EL. 121'-7" AT "F"
1.0' ±
7"
SEE "SECTION - S1/S-6.0" DETAIL
STEEL EMBEDMENT
BY WALL PANEL CONTRACTOR
T.O.S. EL. 122' - 6"
℄ COLUMN & BEAM
℄BEAM
PRECAST EMBED. PL. AS REQ'D
- WELD TUBE TO EMBED. PL.
(TYP.)
PRECAST CONC. WALL PANEL
(SEE ARCH'L. DWGS.) (TYP.)
PIECE OF HSS 4X3X3/8 (L.S.V.)
SECTION - S6/S-6.0N.T.S
W-SHAPE OR TUBE STEEL BEAM
(SEE PLAN) (TYP.)
PIECE OF L 6X6X3/4 X 4" LG.
SHIM AS REQ'D.
SECTION - S7/S-6.0N.T.S
STEEL EMBEDMENT
BY WALL PANEL CONTRACTOR
PIECE OF L 6X6X3/4 X 4" LG.
PRECAST CONC.
WALL PANEL
(SEE ARCH'L. DWGS.)
SHIM AS REQ'D.
L 8X8X3/4 CONT.
5/16 (3-12)
STEEL BEAM
(SEE PLAN)
EL. - SEE ARCH'L. DWGS.
5/16 (3-12)
S-6.0
8
4"
1/4" (3"-12")
1-1/2" STEEL BAR
GRATING
1/2" BENT PL. CONT.
3/8" CONN.
PL. @ EACH
RAILING POST.
E.O.S
(SEE ARCH'L DWGS)
SECTION - S8/S-6.0N.T.S
℄ COLUMN & BEAM
SEE "SECTION - S4/S6-0"
6-1/2"
(TYP.)
PRECAST WALL PANEL AND
ASSOCIATED STEEL ANGLES
DELETED.
EX
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2430 H
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JOB NO.:
DRAWN BY.:
PA/PM:
SHEET
THES
E DRAWINGS A
ND S
PEC
IFICATIONS A
RE
THE
PROPER
TY A
ND C
OPYRIGHT OF WARE
MALC
OMB A
ND S
HALL N
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USED
ON A
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THER
WORK E
XCEP
T BY A
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MALC
OMB. WRITTEN D
IMEN
SIONS S
HALL TAKE
PREC
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OVER
SCALED D
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SIONS A
ND S
HALL B
E VER
IFIED O
N THE
JOB S
ITE. A
NY D
ISCREP
ANCY S
HALL B
E BROUGHT TO
THE NOTICE
OF WARE
MALC
OMB P
RIOR TO THE
COMMEN
CEM
ENT OF ANY W
ORK
CAUTION: IF THIS SHEET IS NOT 30"x42" IT IS A REDUCED PRINT
04/0
8/20
21
B.H.D.
B.D.
SCE-12082.011
DAT
ER
EMAR
KS03
/08/
2021
100%
STE
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700
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2
S-7.
0 R
OO
F D
ETA
ILS
1/2" END OF JOIST
7"
2" EDGE OFMTL. DECK
7"
3/8" OPNG.
NOTE:
DETAIL APPLIES TO ALL OPNGS. 10" OR LARGER. REINFORCEOPNGS. LESS THAN 10" BY WELDING 16 GA. SHEET METAL TO ROOFDECK. EXTEND SHEET METAL 1'-0" BEYOND ALL FACES OF OPNG.
NOTES:
1. ADDITIONAL WEB MEMBERS NOT REQUIRED FOR X<3".2. NO CUTTING OR DRILLING OF JOIST MEMBERS IS PERMITTED.
JOIST REINFORCING DETAILN.T.S
TYP
CONCENTRATEDLOAD
EXTRA L 2X2X1/4 WEBMEMBER EACH SIDE OF JOISTX
X
HANDINGLOAD
1/8 1 1/12
℄
SECTION - R1/S-7.0N.T.S
SECTION - R2/S-7.0N.T.S
6" BEARING
4" BEARING
SEAT DEPTH 2 1/2" TYPICAL,PROVIDE 5" AT LH JOIST SUPPORT COL.
K JOIST
SEAT DEPTH 5"
LH JOIST
THRU. PL. FOR STEEL BEAM CONN.(BEAM NOT SHOWN FOR CLARITY)
PIECE OF WT FOR JOIST BOT.CHORD EXTENSION(TYP.)
HSS COL.
TYPICAL ROOF COLUMN CONNECTIONN.T.S
TYPICAL ROOF OPENINGN.T.S
L 5X5X3/8 - ALL WELDED CONST.
CLIP L 5X5X3/8 X 6"LG. E.E.
℄JOISTS OR BEAMS
L 5X5X3/8
CLIP ANGLE
PRECAST EMBED. PL.AS REQ'D - WELD L
TO EMBED. PL. (TYP.)
CONT. L4X4X3/4
CONT. CLOSURESTRIP (TYP.)ROOF DECK(SEE PLAN) (TYP.)
E.L. T.O. WALL(SEE ARCH'L. DWGS.)
PRECAST CONC.WALL PANEL
(SEE ARCH'L. DWGS.) (TYP.)
AT COL. EXTENDBOTT. CHORD OFJOIST & CONNECTTO COL. (TYP.)
JOIST(SEE PLAN) (TYP.)
JOIST(SEE PLAN)
(TYP.)
PRECAST EMBED. PL.AS REQ'D - WELD BENT PL.
TO EMBED. PL. (TYP.)
E.L. T.O. WALL(SEE ARCH'L. DWGS.)
PRECAST CONC.WALL PANEL
(SEE ARCH'L. DWGS.) (TYP.)
ROOF DECK(SEE PLAN) (TYP.)
CONT. HORIZ. BRIDGINGT. & B. (TYP.)
X- BRIDGING@ END BAYSONLY (TYP.)
CONT. 1" BENT PL.
1/4" STIFFER PL.E.F.
4 - 7/8"ØBOLTS MIN.
ROOF STEEL BEAM(SEE PLAN)
HANGER(SEE PLAN)
3/4" PL.MIN.
SECTION R3/S-7.0N.T.S
℄BEAM℄BEAM
ROOF STEEL BEAM(SEE PLAN) (TYP.)
ROOF DECK
14 GA. DECK ENCLOSUREEACH SIDE
COVER(SEE ARCH'L. DWGS.)
ROOFING AND INSUL.(SEE ARCH'L. DWGS.)
SECTION R4/S-7.0N.T.S
1'-0"
2"EXPANSION
JOINT
℄BEAM ℄BEAMSTEEL BEAM(SEE PLAN) (TYP.)
℄ JOIST
℄
STEEL BEAM(SEE PLAN) (TYP.)
HANGER
S-7.09
.5/16 (3 E.E., 3-12)
PL 10X1/2 FULL LENGTH
W24X68
.1/4 (3 E.E., 3-12)
PL 6X3/8 FULL LENGTH
W14X22OR W12X22 .
1/4 (3-12)
ROOF DECK
ROOF BEAM(SIZE VARIES)
HSS 4X2 1/2X1/4
SECTION - RR1/S-7.0N.T.S
SECTION - RR2/S-7.0N.T.S
SECTION - RR4/S-7.0(ALONG GRID "3")
N.T.S
2
05/1
7/20
21
.1/4 (3 E.E., 3-12)
PL 8X3/8 FULL LENGTH
W14X30
SECTION - RR3/S-7.0N.T.S
