W912DS-11-R-0019 Plans Package2.pdf
PDF 28 MB Posted
- Solicitation number
- W912DS-11-R-0019
About this file
PLANS (Package 2)
View the file
Other files
Show all 13
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
F I
L E
N A
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
Y
H
M M
P l o t
D a t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
IN
T
.Y
3.8 ALL REINFORCING MARKED ‘CONTINUOUS’ SHALL BE SPLICED WITH CLASS ‘B’ TENSION LAP SPLICE, U.N.O..
3.9 CONCRETE COVERAGE OF REINFORCEMENT, UNLESS NOTED:
FOOTINGS 2" TOP & 3" BOTTOM & SIDES
BASEMENT WALLS 2" EXT FACE, 3/4" INT FACE
SUMP AND PIT WALLS2" BOTH FACES
FOUNDATION RETAINING WALLS 2" BOTH FACES
BEAMS1.5" CLEAR OF STIRRUPS
3.10 CONTINUOUS WALL FOOTINGS: REINFORCED WITH 2 #5 CONTINUOUS, UNLESS SHOWN
OTHERWISE.
3.11 CONCRETE WALLS: REINFORCE 8" WALLS WITH #4 AT 10" EACH WAY IN CENTER OF WALL;
REINFORCE 12" WALLS WITH #4 AT 12" EACH WAY EACH FACE, UNLESS OTHERWISE NOTED.
3.12 WALL VERTICAL REINFORCING: DOWEL TO FOUNDATION WITH HOOKED BARS OF SAME SIZE AND
SPACING AS VERTICAL REINFORCING.
3.13 EARTH SUPPORTED SLABS: 6" THICK, REINFORCED WITH #4 AT 12" ON CENTER EACH WAY
MID-DEPTH OF SLAB, UNLESS OTHERWISE NOTED.
3.14 EXPANSION ANCHORS INTO CONCRETE SHALL BE WEDGE ANCHORS EQUAL TO ‘WEJ-IT CONCRETE
ANCHORS’, PHILLIPS ‘RED HEAD’ TYPE WS OR HILTI. U.N.O.
4.0 PRECAST CONCRETE
4.1 PRECAST MANUFACTURER IS TO BE RESPONSIBLE FOR THE DESIGN OF ALL PRECAST MEMBERS.
CALCULATIONS AND SHOP DRAWINGS SHALL BE SUBMITTED BEARING THE SEAL OF A PROFESSIONAL
ENGINEER. MANUFACTURER SHALL DESIGN HOLLOW CORE SLABS FOR FLOORS WITH A LIVE LOAD OF 50
PSF PLUS THE WEIGHT OF ANY MASONRY CURTAIN OR PARTITION WALLS. HOLLOW CORE ROOF SLABS
SHALL BE DESIGNED WITH A LIVE LOAD OF 50 PSF WITH ADDITIONAL SNOW DRIFT SHOWN ON ROOF PLAN.
HOLLOW CORE PANEL DESIGN SHALL ALSO CONSIDER THE WEIGHT OF THE CONCRETE TOPPING
THICKNESS INDICATED ON THE DRAWINGS. CONCRETE TOPPING CAN BE CONSIDERED COMPOSITE WITH
FLOOR PANELS ONLY.
4.2 THE CONTRACTOR SHALL COORDINATE ALL PRECAST CONNECTIONS AND EMBEDDED ITEMS WITH
THE PRECAST MANUFACTURER.
4.3 ERECTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL TEMPORARY BRACING UNTIL ALL
CONNECTIONS HAVE BEEN MADE AND TOPPING HAS BEEN CAST.
4.4 PRECAST MANUFACTURER TO VERIFY THAT THE HOLLOW CORE CAMBER DOES NOT INTERFERE
WITH CONSTRUCTION DETAILS OUTLINED WITHIN THE DRAWINGS.
4.5 HOLLOW CORE SLABS TO HAVE CORES PERFORATED ON BOTTOM SIDE OF SLABS.
5.0 STRUCTURAL STEEL
5.1 FABRICATE AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH AISC ‘SPECIFICATION FOR
THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. SPECIAL INSPECTION
REQUIRED. SUBMIT SHOP DRAWINGS.
5.2 STRUCTURAL STEEL: ASTM A992 OR ASTM A572, GRADE 50 WITH SPECIAL REQUIREMENTS PER
AISC TECHNICAL BULLETIN No.3, NEW SHAPE MATERIAL, DATED MARCH 1997 FOR WIDE FLANGE BEAMS
AND STIFFENER PLATES. ASTM A36 FOR BASE PLATES, COLUMN CAP PLATES, BEAM CONNECTION PLATES
AND MISCELLANEOUS STEEL CHANNELS AND ANGLES.
5.3 STEEL TUBING ASTM A500, GRADE B.
5.4 WELDED CONNECTIONS: E70XX ELECTRODES, MINIMUM SIZE FILLET WELD 3/16". WELDERS
CERTIFIED PER AWS FOR ROD & POSITION. USE A706 REINF.
5.5 ANCHOR BOLTS: ASTM A307, GALVANIZED, HEADED TYPE UNLESS OTHERWISE INDICATED.
5.6 HEADED STUDS: ASTM A108, GRADE 1015 OR 1020, COLD-FINISHED CARBON STEEL WITH
DIMENSIONS COMPLYING WITH AISC.
5.7 WHERE STEEL BEAMS ARE CONTINUOUS OVER COLUMNS, PROVIDE WEB STIFFENER PLATES EACH
SIDE OF BEAM WEB, OF THICKNESS EQUAL TO BEAM FLANGE THICKNESS, LOCATED IN ALIGNMENT WITH
COLUMN WEB OR FLANGES OR CENTER LINE OF TUBES AND PIPE COLUMNS.
6.0 WOOD CONSTRUCTION
6.1 WOOD FRAMING MEMBERS: DOUGLAS FIR LARCH OR HEM FIR No.2 OR BETTER, SPRUCE PINE-FIR No.1, U.N.O.
6.2 DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH THE
‘NATIONAL DESIGN STANDARD FOR METAL-PLATE CONNECTED WOOD TRUSS
CONSTRUCTION’ OF THE TRUSS PLATE INSTITUTE. TRUSS ERECTI0N PLANS AND
CALCULATIONS SHALL BE SUBMITTED FOR REVIEW.
6.3 TRUSS MANUFACTURER SHALL DESIGN FOR THE FOLLOWING SUPERIMPOSED
LOADS:
TOP CHORD DEAD LOAD 10 PSF
BOTTOM CHORD DEAD LOAD10 PSF
TOP CHORD LIVE LOADSEE DESIGN LOADS
TOP CHORD SNOW LOADSEE DESIGN LOADS
6.4 DESIGN ROOF TRUSSES TO RESIST A NET WIND UPLIFT PRESSURE OF 25 PSF.
6.5 IN ADDITION TO THE ABOVE LOADS, WOOD TRUSSES SHALL BE DESIGNED FOR
CONCENTRATED LOAD OF 250 LBS HUNG FROM OR SUPPORTED ON TRUSSES.
REFER TO MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND
SPECIFICATIONS FOR OTHER SPECIFIC LOADING INFORMATION AND LOCATION.
LOADING AS REQUIRED BY OTHER SUBCONTRACTORS, SUCH AS FIRE PROTECTION,
SHALL BE COORDINATED BY THE GENERAL CONTRACTOR.
6.6 ALL TEMPORARY AND PERMANENT BRACING MEMBERS AND CONNECTIONS
REQUIRED FOR WOOD TRUSSES SHALL BE DETAILED ON THE WOOD TRUSS
MANUFACTURER’S ERECTION PLANS. BRACING MEMBERS SHALL BE FURNISHED AND
INSTALLED BY THE CONTRACTOR.
6.7 TEMPORARY BRACING SHALL NOT IMPOSE ANY FORCE ON THE SUPPORTING
STRUCTURE. PERMANENT BRACING FORCES SHALL BE TRANSFERRED TO THE ROOF
DIAPHRAGM BY THE BRACING DESIGN PROVIDED BY THE TRUSS MANUFACTURER.
6.8 ALL EXTERIOR WOOD STUDS: 2x10 AT 24" O.C. MAX. SEE SHEAR WALL SCHEDULE FOR
REQUIREMENTS
6.9 WALL SHEATHING: 1/2" PLYWOOD, APA RATED SHEATHING, EXPOSURE 1, IDENTIFICATION
INDEX 24/0, LONG DIMENSION PERPENDICULAR TO SUPPORTS. WALL SHEATHING NAILING, UNLESS
OTHERWISE NOTED IN SHEAR WALL SCHEDULE: 8d GALV COMMON NAILS @ 6" O.C. AT PLYWOOD
EDGES, AND 12" O.C. AT INTERMEDIATE SUPPORTS. BLOCK ALL EDGES.
6.10 FLOOR SHEATHING: APA RATED STURD-I-FLOOR SHEATHING, EXPOSURE 1,
TONGUE-&-GROOVE EDGES. PANEL IDENTIFICATION INDEX 48/24, LONG DIMENSION OF PANEL
PERPENDICULAR TO SUPPORTS. NAIL WITH 8d RING OR SCREW SHANK NAILS AT 6" O.C. AT PLWD
EDGES AND 10" O.C. IN THE FIELD, U.N.O.
6.11 FLOOR SOFFIT SHEATHING: APA RATED SHEATHING, PLYWOOD, EXTERIOR EXPOSURE,
IDENTIFICATION INDEX 24/0, 15/32" MINIMUM THICKNESS, LONG DIMENSION PERPENDICULAR TO
SUPPORTS. NAIL WITH 6d NAILS AT 6" O.C. AT EDGES AND 12" O.C.
IN THE FIELD.
6.13 ROOF SHEATHING: APA RATED SHEATHING, PLYWOOD, EXPOSURE 1. PANEL IDENTIFICATION
INDEX 40/20, LONG DIMENSION OF PANEL PERPENDICULAR TO SUPPORTS. NAIL WITH 8d GALV
COMMON NAILS @ 6" O.C. AT PLWD EDGES AND 12" O.C. IN THE FIELD, U.N.O.
6.14 48" MIN. DOUBLE TOP PLATES SPLICE W/(20) 10d NAILS EA. SIDE OF SPLICE, STAGGERED OR
W/SIMPSON ST6236 (OR EQ) STRAP (48" MIN. SPLICE LENGTH. TYPICAL SPLICES MUST BE OVER A
STUD OR POST).
6.15 UNLESS NOTED OTHERWISE, CONNECT BOTTOM CHORD OF ROOF TRUSS TO DOUBLE SILL
PLATE WITH A SIMPSON H3 HURRICANE TIE, OR EQUIVALENT, USING FASTENERS AS
RECOMMENDED BY CONNECTOR MFR.
6.16 TIMBER BOLTED CONNECTIONS: ASTM A307
6.17 WALL STUDS SHALL BE ALIGNED WITH ROOF FRAMING.
6.18 FRAMING CONNECTORS: CONNECTORS IN CONCEALED CONSTRUCTION: STEEL OR IRON,
ZINC COATED, SIZE TO FIT MEMBERS WHERE USED, SUFFICIENT STRENGTH TO DEVELOP THE FULL
STRENGTH OF SUPPORTED MEMBER (UNO), COMPLETE WITH ANY SPECIAL NAILS OR BOLTS
REQUIRED. CONNECTORS IN EXPOSED CONSTRUCTION: STEEL CONNECTORS OF 16 GA OR LESS
THICKNESS SHALL BE FABRICATED OF TYPE 316L STAINLESS STEEL MATERIAL AND ALL NAIL OR
SCREW FASTENERS SHALL BE STAINLESS STEEL. STEEL CONNECTORS GREATER THAN 16 GA
THICKNESS SHALL BE HOT DIP GALVANIZED AND ALL BOLTS OR OTHER FASTENERS SHALL BE
HOT-DIP GALVANIZED. AREAS INCLUDE PORCHES AND EXPOSED GLUE LAMINATED BEAMS IN ALL
STRUCTURES.
6.19 PRESSURE TREATED WOOD: PROVIDE PRESSURE TREATED WOOD AS PER SPECIFICATIONS
IN EXPOSED WOOD FRAMING. AREAS INCLUDE PORCHES AND EXPOSED GLUE LAMINATED BEAMS
IN ALL STRUCTURES.
6.20 TJI JOISTS HAVE BEEN USED ON DRAWINGS. ALTERNATIVE PRODUCTS, EQUAL TO TJI WILL
BE ALLOWED. "EQUAL" SHALL REFLECT THE SIZE, DIMENSIONS, LOADS AND SIMILAR
CONFIGURATION INSTALLATION OF TJI’S. LOAD CAPACITY SHALL NOT BE LESS THAN 95% OF THE
SPECIFIED TJI PRODUCTS.
6.21 GLUE LAMINATED MEMBERS: GLUE LAMINATED MEMBERS (GLULAMS) SHALL BE FABRICATED
IN CONFORMANCE WITH U.S. PRODUCT STANDARD PS 56-73 AND AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION (AITC) STANDARD SPECIFICATIONS FOR STRUCTURAL GLUE LAMINATED TIMBER
OF SOFTWOOD SPECIES, MANUFACTURING REQUIREMENTS, AITC 117-93. EACH MEMBER SHALL
BEAR AN AITC OR APA IDENTIFICATION MARK AND BE ACCOMPANIED BY AN AITC CERTIFICATE OF
CONFORMANCE. GLULAMS SHALL BE ALASKA YELLOW CEDAR WITH STRENGTH GRADES AS NOTED
BELOW:
SIMPLE SPAN BEAMS:
2OF-V12 (Fb = 2000 PSI, Fv = 240 PSI, E = 1400 KSI)
CONTINUOUS/CANTILEVER BEAMS:
20F-V13 (Fb = 2000 PSI, Fv = 240 PSI, E = 1400 KSI)
6.22 LAG SCREWS: PROVIDE LEAD HOLES FOR LAG SCREWS TO PREVENT SPLITTING.
CLEARANCE HOLE FOR UNTHREADED SHANK SHALL HAVE SAME DIAMETER AND LENGTH AS
UNTHREADED PORTION. LEAD HOLE FOR TREATED PORTION SHALL BE 50% TO 70% OF SHANK
DIAMETER WITH LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION.
6.23 NAIL SCHEDULE: PROVIDE MINIMUM NAIL DIAMETERS AND LENGTHS SHOWN BELOW.
DES DIA PENETRATION*
8d 0.131 1.3"
10d 0.148 1.5"
16d 0.162 1.6"
* MINIMUM PENETRATION INTO MAIN OR SIDE MEMBER OF CONNECTION. MIN TOTAL LENGTH SHALL
BE EQUAL TO THICKNESS OF CONNECTED MEMBER PLUS MINIMUM PENETRATION.
6.24 COMPOSITE SHEATHING: COMPOSITE SHEATHING MANUFACTURED OF 100% RECYCLED
TIRE RUBBER & PLASTICS. 3/8"x4’x8’ RUMBER OR EQUAL
7.0 MASONRY
7.1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530.1-08 SPECIFICATIONS.
7.2 MASONRY UNIT STRENGTH (f’m) SHALL BE 1500 PSI AT 28 DAYS.
7.3 GROUT COMPRESSIVE STRENGTH SHALL BE 2500 PSI AT 28 DAYS.
7.4 MORTAR SHALL BE TYPE S.
7.5 ALL MASONRY SHALL BE RUNNING BOND, UNLESS NOTED.
7.6 FOR EXTERIOR WALLS & INTERIOR BEARING WALLS ALL
BLOCK CELLS AND CAVITIES SHALL BE FILLED WITH GROUT. FOR
INTERIOR PARTITION WALLS, CELLS WITH REINFORCING SHALL BE
FILLED WITH GROUT.
7.7 FOR MINIMUM REINFORCING LAP SPLICE SEE TABLE ON S-203.
7.8 CONTINUOUS INSPECTION IS REQUIRED.
8.0 SPECIAL INSPECTION
8.1 SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF SPECIFICATION SECTION 01452
AND SECTION 1704 OF THE 2006 INTERNATIONAL BUILDING CODE.
8.2 INSPECTION NOTES:
A. THE CONSTRUCTION INSPECTIONS LISTED BELOW ARE IN ADDITION TO THE CALLED
INSPECTIONS REQUIRED BY SECTION 109 OF THE INTERNATIONAL BUILDING CODE,
AND CONSTRUCTION QUALITY CONTROL PERFORMED BY THE CONTRACTOR.
B. CONTINUOUS AND PERIODIC INSPECTIONS ARE REQUIRED DURING THE
PERFORMANCE OF THE WORK. AS SPECIFIED ON THE DRAWINGS.
C. THE SPECIAL INSPECTOR MUST BE CERTIFIED TO PERFORM THE TYPES OF
INSPECTION SPECIFIED AND SHALL DEMONSTRATE COMPETENCE TO THE
SATISFACTION OF THE CONTRACTING OFFICER’S REPRESENTATIVE.
D. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL
INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE
PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK
PERFORMED WITHOUT THE REQUIRED SPECIAL INSPECTION IS SUBJECT TO
REMOVAL.
8.3 SPECIAL INSPECTORS SHALL:
A. BE UNDER THE SUPERVISION OF THE CONTRACTING OFFICER’S REPRESENTATIVE.
B. OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS
AND SPECIFICATIONS.
C. FURNISH INSPECTION REPORTS, SIGNED BY THE CONTRACTOR, TO THE
CONTRACTING OFFICER’S REPRESENTATIVE. DISCREPANCIES SHALL BE BROUGHT TO
THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION;
THEN, IF NOT CORRECTED, TO THE CONTRACTING OFFICER’S REPRESENTATIVE.
D. SUBMIT A FINAL REPORT, SIGNED BY ALL SPECIAL INSPECTORS AND THE
CONTRACTOR, STATING THE WORK WAS IN CONFORMANCE WITH THE APPROVED
DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS
OF THE INTERNATIONAL BUILDING CODE.
8.4 SPECIAL INSPECTION REQUIRED FOR THE FOLLOWING:
A. CONCRETE WHERE f’c IS GREATER THAN 2,500 PSI, EXCEPT FOR SLAB ON GRADE:
DURING THE TAKING OF TEST SPECIMENS FOR SLUMP, AIR ENTRAINMENT, AND
COMPRESSIVE STRENGTH CYLINDERS AND PLACING OF CONCRETE, FOR A MINIMUM
OF ONE HOUR AT THE BEGINNING OF EACH POUR.
B. REINFORCEMENT PLACEMENT, BOLT INSTALLATION, EMBEDS.
C. EPOXY BOLTING/REBAR PLACEMENT, INSTALLATION.
D. MASONRY CONTINUOUS INSPECTION.
9.0 METAL BUILDING SYSTEMS
9.1 PROVIDE SINGLE SPAN RIGID FRAMES WITH PINNED COLUMN ENDS, TRANSFERRING NO
MOMENTS TO FOUNDATIONS.
9.2 DESIGN FRAMING PER ALL LOAD AND LOADING COMBINATION REQUIREMENTS OF ASCE 7
INCLUDING LATERAL WIND AND SEISMIC LOADS, SNOW, LIVE AND DEAD LOADS AS WELL AS
COLLATERAL LOADS AND CATENARY FORCES.
9.3 PRIMARY FRAMING MEMBERS SHALL BE BRACED AGAINST ALL APPLICABLE LATERAL LOADS, LATERAL TORSIONAL BUCKLING, ROOF DIAPHRAGM LOADS, ETC.
9.4 SECONDARY FRAMING MEMBERS SHALL BE BRACED AGAINST ALL APPLICABLE LATERAL
TORSIONAL BUCKLING, PURLIN ROLL, GIRT SAGGING, ETC.
9.5 SEE GUIDE SPECIFICATION SECTION 13 34 19 FOR METAL BUILDING SYSTEM
REQUIREMENTS.
9.6 PROVIDE CHANNEL TYPE PURLIN BRACING AT INTERVALS NOT EXCEEDING
4 SPAN.
PROVIDE ANTIROLL CLIPS AT ALL PURLIN BEARING POINTS.
9.7 LIMIT LATERAL BARE-FRAME DRIFT UNDER ANY DESIGN LOAD COMBINATION TO H/400 FOR
BUILDINGS WITH INTERIOR PARTITIONS OR FINISHES ATTACHED TO FRAME (H/200 FOR
OTHER CASES).
9.8 LIMIT THE MAXIMUM COMBINED VERTICAL DEFLECTION OF PURLINS AND FRAMES TO L/240
UNDER DESIGN SNOW AND ROOF LIVE LOAD.
9.9 LIMIT THE MAXIMUM HORIZONTAL DEFLECTION OF FIRTS SUPPORTING WALL PANELS TO
L/120 OF THEIR RESPECTIVE SPANS EXCEPT THAT WHEN INTERIOR FINISHES ARE USED THE
MAXIMUM ALLOWABLE DEFLECTION SHALL BE LIMITED TO L/180 OF THEIR RESPECTIVE
SPANS.
9.10 PERMANENT BUILDING BRACING MAY BE INSUFFICIENT DURING ERECTION. DESIGN AND
PROVIDE TEMPORARY LATERAL BRACING DURING CONSTRUCTION AS NECESSARY.
9.11 COLUMN AND BASE PLATE SIZES SHALL ALLOW FOR A MINIMUM ANCHOR BOLT EDGE
DISTANCE OF 7 INCHES TO ANY VERTICAL EDGE OF CONCRETE. BASE PLATE SIZES SHALL
BE DESIGNED TO FIT ON THE FOUNDATION PROVIDED.
9.12 PROVIDE BOTTOM-FLANGE ANGLE BRACING FOR PRIMARY FRAMES ON TWO SIDES.
9.13 USE RODS, NOT CABLES, FOR WALL AND ROOF BRACING. PROVIDE BACKUP PLATES (MIN. 6"
WIDE X
4" THICK) BEHIND ALL BRACE ROD CONNECTIONS TO FRAME WEBS. WELD PLATES
TO FRAME FLANGES.
9.14 ALL WINDOW FRAMES AND THEIR CONNECTIONS SHALL BE DESIGNED WITH A CONTINUOUS
LOAD PATH BETWEEN THE WINDOW FRAME AND METEL BUILDING SECONDARY FRAMING
MEMBERS.
9.15 STRUCTURAL PRIMARY AND SECONDARY FRAMING, CROSS BRACING AND OTHER
STRUCTURAL SUPPORTING MEMBERS SHALL NOT INTERFERE WITH ARCHITECTURAL,
MECHANICAL AND OTHER BUILDING REQUIREMENTS.
9.16 CONTRACTOR SHALL COORDINATE AND VERIFY ALL ARCHITECTURAL, MECHANICAL,
ELECTRICAL AND OTHER PLANS, ELEVATIONS, SECTIONS AND DETAILS NOT SHOWN ON
STRUCTURAL DRAWINGS.
9.17 THE DESIGN ANALYSIS SHALL BE THE DESIGN OF A NEW YORK STATE LICENSED
PROFESSIONAL ENGINEER EXPERIENCED IN DESIGN OF THIS WORK AND SHALL INCLUDE
COMPLETE CALCULATIONS FOR THE METAL BUILDING AND ALL ITS COMPONENTS.
GENERAL NOTES:
1.0 GENERAL
1.1. DESIGN CRITERIA:
A. CODES AND SPECIFICATIONS:
1. GENERAL BUILDING CODE:
INTERNATIONAL BUILDING CODE, 2006 EDITION
2. CONCRETE:
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-08)
3. PRECAST CONCRETE:PCI CONSTRUCTION MANUAL
4. STRUCTURAL STEEL: STEEL CONSTRUCTION MANUAL, 13TH
EDITION
5. MASONRY:
A) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-08).
B) SPECIFICATIONS FOR MASONRY STRUCTURES
(ACI 530.1-08).
6. TIMBER:
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION,
AMERICAN FOREST AND PAPER ASSOCIATION, 2005.
B. DESIGN LOADS
1. DEAD LOADS:
ANY CHANGES IN CONSTRUCTION MATERIALS FROM THOSE SHOWN ON THE
ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE REPORTED BY THE
CONTRACTOR TO THE CONTRACTING OFFICER’S REPRESENTATIVE FOR
VERIFICATION OF LOAD CARRYING CAPACITY OF THE STRUCTURE.
2. LIVE LOADS:
A) ROOF 20 PSF
B) FLOOR (GENERAL) 50 PSF
C) CORRIDOR 100 PSF
3. SNOW LOAD:
A) GROUND SNOW LOAD (Pg) 30 PSF
B) IMPORTANCE FACTOR (I) 1.0
C) EXPOSURE FACTOR (Ce) 0.9
D) THERMAL FACTOR (Ct) 1.0
E) UNBALANCED SNOW: SEE PLANS & SCHEDULE
4. LATERAL LOADS:
A) WIND LOADS:
1) BASIC WIND SPEED 90 MPH
2) EXPOSURE B
3) IMPORTANCE FACTOR 1.0
B) SEISMIC LOADS:
1) Ss 0.31g
2) S1 0.07g
3) SEISMIC USE GROUP 1
4) DESIGN CATEGORY B
5) IMPORTANCE FACTOR (I) 1.0
6) SITE CLASS (S)
1.2 SUBMIT ALL SHOP DRAWINGS PRIOR TO CONSTRUCTION.
1.3 ALL DETAILS SHOWN ARE TYPICAL. SIMILAR DETAILS APPLY TO SIMILAR
CONDITIONS, UNLESS NOTED.
1.4 CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS
PRIOR TO FABRICATION AND CONSTRUCTION. NOTIFY THE CONTRACTING OFFICER’S
REPRESENTATIVE OF ANY DISCREPANCIES PRIOR TO FABRICATION AND
CONSTRUCTION.
2.0 FOUNDATION
2.1 GEOTECHNICAL REPORT: FOUNDATION DESIGN IS BASED ON THE
GEOTECHNICAL REPORT BY JACOBS ENGINEERING GROUP, DATED 24 MAY 2011.
2.2 MAXIMUM BEARING PRESSURE:
SPREAD FOOTINGS---------------------------- 5 KSF
CONTINUOUS WALL FOOTINGS------------ 5 KSF
2.3 ALL FOUNDATION BEARING SURFACES SHALL BE REVIEWED BY THE
CONTRACTING OFFICER’S REPRESENTATIVE PRIOR TO PLACING
CONCRETE TO INSURE THEIR COMPLIANCE WITH PRESSURES NOTED.
ALL FOOTING ELEVATIONS ARE ESTIMATED AND MAY BE ADJUSTED IN
THE FIELD BY THE CONTRACTING OFFICER’S REPRESENTATIVE.
2.4 COMPACTED FILL WITHIN THE BUILDING AREA (AND EXTENDING 10’
OUTSIDE THE EXTERIOR BUILDING LINE) SHALL MEET THE REQUIREMENTS NOTED IN
THE SPECIFICATIONS.
2.5 BACKFILL FOR FOUNDATION AND RETAINING WALLS SHALL BE A
NON-FROST SUSCEPTIBLE CLASSIFIED MATERIAL. BACKFILL SHALL BE
COMPACTED SUFFICIENTLY TO PREVENT SUBSIDENCE OF SURFACE
ADJACENT TO WALL.
2.6 FOUNDATION AND RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL
CONCRETE HAS ATTAINED THE REQUIRED 28 DAY COMPRESSIVE STRENGTH.
3.0 CONCRETE
3.1 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
3.2 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS (PSI), TYPE OF
CONCRETE, MAXIMUM W/C (WATER/CEMENTITIOUS MATERIALS RATIO), AIR CONTENT,
SLUMP, AND CONCRETE USE:
STRENGTH TYPE W/C AIR SLUMP USE
3500 PSI NORMAL WT 0.45 4-6% 3" TO 5" UNEXPOSED CONC
5000 PSI NORMAL WT 0.45 5-7% 3" TO 5"EXPOSED EXT CONC
3.3 REINFORCING BARS: ASTM A615, GRADE 60.
3.4 REINFORCING STEEL SHOWN IN SECTIONS AND DETAILS ARE A SCHEMATIC
INDICATION THAT REINFORCING EXISTS. SEE SCHEDULES, SECTION NOTES AND
GENERAL NOTES FOR ACTUAL REINFORCING REQUIRED.
3.5 REINFORCING BAR PLACING ACCESSORIES IN ACCORDANCE WITH ACI
MANUAL OF STANDARD PRACTICE. WHERE CONCRETE IS EXPOSED IN FINISHED
BUILDING, PROVIDE ACCESSORIES WITH RUSTPROOF LEGS.
3.6 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. REINFORCEMENT
SHALL NOT BE WELDED UNLESS NOTED OR APPROVED BY THE CONTRACTING
OFFICER.
3.7 ALL SPLICES SHALL BE CLASS ‘B’ TENSION LAP SPLICE, U.N.O.
S-001
G E
N E
R A
L N
O T
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S-002
A B
B R
E V
IA
T
IO
ABBREVIATIONS:
AND
AT(WHEN INDICATING SPACING ONLY)
ADDITIONAL
AIR CONDITIONERA/C
AB
ADJACENT
ABOVE FINISH FLOOR
AIR HANDLING UNIT
ALTERNATE
ANCHOR
APPROXIMATE
APPROVED
ARCHITECTURAL
BACK TO BACK
BALANCE
BOTTOM CHORD EXTENSION
BELOW FINISH FLOOR
BUILDING
BLOCK
BLOCKING
BEAM
BOTTOM
BRIDGING
BEARING
BRICK
BASEMENT
BASE PLATE
BETWEEN
BUILD-UP COLUMN
CHANNEL
CENTER TO CENTER
DEGREE CELSIUS
COUNTER BORE
CONTROL JOINT
COMPLETE JOINT PENETRATION
CENTERLINE
CLEAR OR CLEARANCE
CONCRETE MASONRY UNIT
CORPS OF ENGINEERS
COLUMN
COMPRESSION
CONCRETE
CONNECTION(S)
CONSTRUCTION
CONTINUOUS
CONTRACTOR
COORDINATE
CORNER
COVER PLATE
CENTER
DOUBLE
DEGREE
DESCRIPTION
DETAIL
DIAMETER
DIAGONAL
DIMENSION(S)
DEAD LOAD
DOWN
DITTO
DRAWING(S)
DOWEL(S)DWL(S)
DWG(S)
DO OR do
DN
DL
DIM(S)
DIAG
DIA OR ł
DET
DES
DEG OR °
DBL
CTR
COV PL
COR
COORD
CONTR
CONT
CONST
CONN(S)
CONC
COMP
COL
COE
CMU
CLR
CL
CJP
CJ
CBORE
C°
C / C
C
BU COL
BTWN
BSPL
BSMT
BRK
BRG
BRDG
BOT
BM
BLKG
BLK
BLDG
BFF
BCX
BAL
B / B
ARCH.
APPRV
APPROX
ANC
ALT
AHU
AFF
ADJ
ADDN
ANCHOR BOLT
EA
EF
EJ
EL
ELEC
ELEV
ENGR
EOD
EOS
EQ
EQUIP.
EW
EX
EXP
EXP ANC
EXT
EXTN
F/F
F°
FABR
FAS
FD
FDN
FF
FIN.
FLG
FLR
FRMG
FS
FT
FTG
FV
GA
GALV
GB
GC
GEN
GOVT
GR
GRD
H STUD(S)
HK
HORIZ
HS
HT
I.F.
ID
INFO
INT
INTM
JG
JST(S)
JT
K
KLF
KSF
KSI
EACH
EACH FACE
EXPANSION JOINT
ELEVATION
ELECTRICAL
ELEVATOR
ENGINEER
EDGE OF DECK
EDGE OF SLAB
EQUAL
EQUIPMENT
EACH WAY
EXISTING
EXPANSION
EXPANSION ANCHOR
EXTERIOR
EXTENSION
FACE TO FACE
DEGREE FAHRENHEIT
FABRICATOR
FASTENER
FLOOR DRAIN
FOUNDATION
FINSHED FLOOR
FINISH(ED)
FLANGE
FLOOR
FRAMING
FAR SIDE
FOOT
FOOTING
FIELD VERIFY
GAGE OR GAUGE
GALVANIZED
GRADE BEAM
GENERAL CONTRACTOR
GENERAL
GOVERNMENT
GRADE
GROUND
HEADED STUD(S)
HOOK
HORIZONTAL
HIGH STRENGTH
HEIGHT
INSIDE FACE
INSIDE DIAMETER
INFORMATION
INTERIOR
INTERMEDIATE
JOIST GIRDER
JOIST(S)
JOINT
KIPS (1000 LBS)
KIPS PER LINEAL FOOT
KIPS PER SQUARE FOOT
KIPS PER SQUARE INCH
EPS EXTRUDED POLYSTYRENE
GLUE-LAMINATED BEAMGLB
HOLLOW-CORE SLABHCS
L
LBS
LL
LLH
LLV
LONG.
LWT CONC
M
MAS
MATL
MAX
MC
MECH
MEZZ
MFR
MID
MIN
MISC
MO
NF
NIC
NO. OR #
NOM
NS
NTS
O/O
OC
OD
OPNG(S)
OPP
OSL
PAR.
PARTN(S)
PC
PCI
PCY
PEN
PERM
PERP
PIF
PL
PLBG
PLF
PNEU
PREFAB
PROJ
PSF
PSI
PT
R
RCP
RD
REF
REINF
REQD
RF
RIS
RM
RND
RTU
ANGLE
POUNDS
LIVE LOAD
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONGITUDINAL
LIGHTWEIGHT CONCRETE
MOMENT
MASONRY
MATERIAL
MAXIMUM
MOMENT CONNECTION(S)
MECHANICAL
MEZZANINE
MANUFACTURER
MIDDLE
MINIMUM
MISCELLANEOUS
MASONRY OPENING
NEAR FACE
NOT IN CONTRACT
NUMBER
NOMINAL
NEAR SIDE
NOT TO SCALE
OUT TO OUT
ON CENTER
OUTSIDE DIAMETER
OPENING(S)
OPPOSITE
OUTSTANDING LEG
PARALLEL
PARTITION(S)
PRECAST CONCRETE
POUNDS PER CUBIC INCH
POUNDS PER CUBIC YARD
PENETRATION
PERMANENT
PERPENDICULAR
PRESSURE INJECTED FOOTING
PLATE
PLUMBING
POUNDS PER LINEAL FOOT
PNEUMATIC
PRELIMINARY
PROJECTION
POUNDS PER SQUARE FT
POUNDS PER SQUARE INCH
PRESERVATIVE TREATED
RADIUS
REINFORCED CONC PIPE
ROOF DRAIN
REFERENCE
REINFORCING
REQUIRED
ROOF
RISER
ROOM
ROUND
ROOF TOP UNIT
PARTIAL PENETRATIONP.P.
O.F. OUTSIDE FACE
LEN LENGTH
PLWD PLYWOOD
SCHED
SECT
SHT
SIM
SP
SPEC(S)
SPECD
SQ
STD
STIFF.
STIR.
STL
STR
STRUCT
SUPT(S)
SYM
T&B
T&G
T.O.P.
TCX
TEMP
THK
TOB
TOF
TOJ
TOPC
TOS
TOW
TR
TYP
U.N.O.
V
VERT
W/
W/O
WC
WD
WDW
WL
WP
WPFG
WS
WT
WWF
XS
XXS
SCHEDULE
SECTION
SHEET
SIMILAR
SPACE
SPECIFICATION(S)
SPECIFIED
SQUARE
STANDARD
STIFFENER
STIRRUPS
STEEL
STRAIGHT
STRUCTURE OR STRUCT’L
SUPPORT(S)
SYMMETRICAL
TOP AND BOTTOM
TONGUE AND GROOVE
TOP OF PIER
TOP CHORD EXTENSION
TEMPERATURE
THICK
TOP OF BEAM
TOP OF FOOTING
TOP OF JOIST
TOP OF PILE CAP
TOP OF STEEL
TOP OF WALL
TREAD
TYPICAL
UNLESS NOTED OTHERWISE
SHEAR
VERTICAL
WITH
WITHOUT
WIND MOMENT CONNECTION
WOOD
WINDOW
WIND LOAD
WORK POINT
WATERPROOFING
WATERSTOP
WEIGHT
WELDED WIRE FABRIC
EXTRA STRONG
DOUBLE EXTRA STRONG
WELDED HEADED STUDWHS
SHTG SHEATHING
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S101
A
SCALE : �" = 1’-O"
SLAB/FOUNDATION PLAN
1 2 3
A
B
6" CONCRETE SLAB
6" CONCRETE PAD 6" CONCRETE PAD
C.J.
8’-6" 6’-4"
COLUMN CENTERLINE TO CENTERLINE DIMENSION TO BE
DETERMINED BY METAL BUILDING DESIGNER
COLUMN CENTERLINE TO CENTERLINE DIMENSION TO BE
DETERMINED BY METAL BUILDING DESIGNER
CONCRETE SLAB DIMENSION = 40’ - 0" MINUS EXTERIOR WALL PANEL DIMENSION REQUIREMENTS
C O
L U
M
C
N T
E R
L
N T
E R
L
IM
E N
S
IO
B
D E
T E
R M
IN
T
U
IL
D
G
S
IG
N E
R
C O
N C
R E
E N
S
X
T E
R
R
W
P
N
E N
S
Q U
IR
E M
E N
T S
6" CONCRETE PADS:
REINFORCEMENT: #4@12" O.C.E.W.
UNDER SLAB: 6" NYSDOT TYPE 2 CRUSHED STONE
6" COMPACTED SUBGRADE 95% MAXIMUM DENSITY
7’-8"
7’-8"
TYPICAL SLAB CONSTRUCTION JOINT TYPICAL SLAB CONTRACTION JOINT
N.T.S.
TOOL WITH 1/8" RADIUS EXCEPT WHERE
FLOOR COVERING IS REQUIRED2"2"
3/4" DIA. X 16" SMOOTH DOWEL AT MID-HEIGHT
OF SLAB, SPACED @ 12", GREASE ONE END
6"
2" 2"
SAWED OR FORMED JOINT 1/8" WIDE X 1 1/2" DEEP
6" SLAB
6" CAPILLARY BARRIER (STONE BASE)
12" COMPACTED SUBGRADE
VAPOR BARRIER
15" MINIMUM
2’-0"
5 #4
#4 @ 18" O.C.
DETAIL
LC
COLUMN
T.O.S.
SCALE : 1/2 " = 1’-O"
A S-101
SECTION A
10’-0"
A B
20’-0" OUT TO OUT WALL DIMENSION
COLUMN CENTER LINE TO CENTERLINE DIMENSION TO BE DETERMINED BY METAL BUILDING DESIGNER
CONCRETE SLAB DIMENSION = 20’-0" MINUS EXTERIOR WALL PANEL DIMENSION REQUIREMENTS
7" MINIMUM COLUMN ANCHOR BOLT
EDGE DISTANCE TO VERTICAL
EDGE OF CONCRETE. SEE NOTE 11
METAL BUILDING SYSTEM NOTES.
18" MINIMUM
FINISH FLOOR = 0’-0"
S101
S-101 S-101
S-101
B
B S-101 S-101
S-101
O P
E R
A T
IO
N S /S
T O
R A
G E B
L D
G
F O
U N
D A
T
IO
N A
N D
F L
O O
R F
R A
M
IN
G P
L A
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
8" CMU WALL
SPREAD FOOTING
B
A R D
IA
M L
A P
#6 @ 12"
#5 @ 16" O.C. T&B
#5 @ 10" O.C. T&B
(2) #5 BARS
BOND BEAM DETAIL
N.T.S.
8" CONC WALL
BENT #5 BAR
STATION 1: FOUNDATION AND WALL PLAN FOUNDATION AND WALL SECTION
8"
(1) #6 (1) #6
DOOR OR
WINDOW
OPENING
(1) #6
TYPICAL PLAN SHOWING TWO SOLID WALLS
INTERSECTING AT A CORNER W/ OPENING
L A
P S
P L
IC
M
IN
6" GRAVEL FILL
6" GRAVEL FILL
6" GRAVEL FILL
BOND BEAM @
TOP OF WALL
CONCRETE PAD
FOR STAIRS -
SEE ARCH. DWGS
S-102
#4 BARS @ 18"
(1) #45 @ 18" O.C.
#4 @ 18" O.C. VERT AT
WALL CENTER
2’-6"
N.T.S.
S-102
S T
A T
IO
N F
O U
N D
A T
IO
N A
N D W
A L L P
L A
N W
IT
H
D E
T A
IL
DETAIL A
4 #4
BSECTION B
S-103 S-103
S-103 S-103
A
B
1 2
A
A
COLUMN
6" CONC. PAD
AMMO BREAKDOWN PLAN: 64 SQF
6" SLAB
6" CAPILLARY BARRIER (STONE BASE)
12" COMPACTED SUBGRADE
VAPOR BARRIER
15" MINIMUM
5 #4
#4 @ 18" O.C.
LC
COLUMN
A
ASECTION A
B
A B
COLUMN CENTER LINE TO
CENTERLINE DIMENSION TO
BE DETERMINED BY METAL
BUILDING DESIGNER
CONCRETE SLAB DIMENSION = 8’-0"
DETAIL
4’-0"
3’-0"
6"6"
TABLE POST
CONCRETE SLAB
B B
3" CLEAR
#3 @ 12" O.C.
B
SEE ARCHITECTURAL DRAWINGS FOR TABLE LOCATIONS.
PROVIDE PIPE SLEEVE
TABLE POST
8’-0"
8’-0"
8’-0"
S-103 S-103
S-103 S-103
S-103 S-103 S-103 S-103
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
8FT4FT01234
SCALE: 1/4" = 1’-0"
GRAPHIC SCALE
S-103
A M
M U
N
IT
E A
K D
O
D G
F O
U N
D A
T
A N
F L
O
A M
A
9’-0"
@ COL
3’-8"
S503
S-501
S-503
S-504
S-202
S-507
S-505
48’-0"
16"x10" CONC FTG
W/(3) #3. BOT/FTG @
-7’-0"
8" CMU NON-BEARING WALL SHOWN
ABOVE, TYP ALL DRAWINGS. VERT
REINF #5 @ 24" O.C. HORIZ REINF #4 @
48" O.C. SOLID GROUT WALL
6" CONC SLAB ON GRADE W/
#4 @ 14" O.C. EA WAY, TYP
THRU-OUT
P3STD W/3/4"x
6"X10" BASE PL &
(4) 3/4"x5" EMB
ADHESIVE
ANCHORS @ 3"
GAGE & 7" SPG
CONC STAIR FDN &
WALL. SIMILAR TO
NORTH (PLAN)
STAIR W/#4 @ 12"
E.W.
CONT FOOTING 12" DEEP
16"x10" CONC FTG
W/(3) #4. BOT/FTG @
-7’-0"
8" CONC FDN WALL @
STAIR W/#4 @ 12"
E.W.
CONC STAIR FDN &
8" WALL. BOT/FTG
@ -7’-0"
M T
L
S T
A
IR
U P
8" CONC BEARING WALL
TYP AT BASEMENT ONLY
8" CONC FDN WALL @
STAIR W/#4 @ 12"
E.W.
FO
-1"
FO
-1"
8" CONC. PRECAST HOLLOW
CORE SLAB w/ 2" TOPPING
SLAB TYP THRU OUT
HSS 4"x4"x1/4" FULL HT TO
ROOF, SEE NOTE 3.
HSS BASE PLATE PER DET
6/S-018 TYP 2 PLACES
8" CMU NON-BEARING
WALL, TYP
8" CMU BEARING WALL
SOLID GROUT, TYP
ABOVE BASEMENT
2’-6" SQ
MOUSE HOLE
BLOCK OUT TYP
LINTEL DET
1/S-502, TYP
COL FOR
STAIR SUPT
ABOVE
C x .7
M T
L
S T
A
IR
U P
C x .7
8"x5’-0"x5’-0" CONC STOOP w/ #4 @ 8" E.W.
OPP.
FOUNDATION & BASEMENT PLAN
FIRST FLOOR FRAMING PLAN
T.O. SLAB = -8’-8"
T.O. HCS = 0’-0"
LEGEND
NON-BEARING WALLS
21’-6"
FO
-1"
FO
-1"
W x
W x
O P
N G
W x
W x
2’-6" 2’-6"
5’-0"
21’-6"
2’-0" 2’-0"
2’-6" 2’-6"
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S-104
O F F
E N
S E
D E
F E
N
IL
D
IN
G
F O
U N
D A
T
D
F
IR
O
A N
NOTES:
8" HOLLOW-CORE CONCRETE (HCS) LAYOUT IS FOR SCHEMATIC PURPOSE ONLY.
MANUFACTURER TO DETERMINE ACTUAL LAYOUT, TYP ALL FRAMING PLANS.
LOCATION OF OPENINGS IN HCP PER ARCH DRAWINGS. MANUFACTURER MAY CHANGE
THE OPENING LOCATION WITH CONTRACTING OFFICER’S REPRESENTATIVE APPROVAL
ONLY, TYP ALL FRAMING PLANS.
HCP MANUFACTURER TO PROVIDE SPECIAL PLANKS BEARING DETAIL AT HSS COLUMN
LOCATIONS, TYP.
CMU NON-BEARING PARTITION WALLS LOCATION, ABOVE AND BELOW, SHALL BE PER
ARCH. DRAWINGS, TYP ALL FRAMING PLANS
CMU LINTELS IN BEARING WALLS:
SHORE DOOR OPENINGS w/ 4x8 @ OPENING EDGES & @ 2’ MAX SPACING. SHORE
WINDOW OPENINGS w/ 2x8 @ PENING EDGES & @ 2’ MAX SPACING. PROVIDE 4x8 FLAT
TOP & BOTTOM PLATES.
1.
2.
3.
4.
5.
O.D.
4’-0"
8" CONC PRECAST
HOLLOW CORE SLAB
w/ 2" TOPPING SLAB
TYP THRU OUT
LINTEL DET. 1/S-013, TYP.
WALL, TYP.
8" CMU NON-BEARING
W x
W x
8" CMU BEARING
WALL, TYP.
O P
N G
W x
C12X20.7
C
X
W6X15
BELOW
C
X .7
C
X .7
8" CONC PRECAST HOLLOW CORE SLAB w/ S
LOPED TOPPING SLAB (2" MIN).
SEE HIGH ROOF PLAN, SHT S-008
CMU WALL BELOW &
ABOVE, SEE ARCH.
36"x36" ROOF A
CCESS HATCH
OPNG
RAPPELLING ANCHOR
SIM
W x
W x
T.O. HCS = +17’-4"T.O. HCS = +8’-8"
METAL
GRATE
LANDING
2’-6" SQ MOUSE
HOLE SEE ARCH FOR
LOCATION
SECOND FLOOR FRAMING PLAN ROOF FRAMING PLAN
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S-105
O F F
E N
S E
D E
F E
N
IL
D
IN
G
S E
C O
O
A N
A
A M
TYP.
2’-0"
TYP.
2’-0"
S-508
ADD SNOW DRIFT LOAD
OF 21 PSF ADJACENT TO
PARAPET WALL. TYP.
ROOF SC
UPPER
T.O. PARAPET
+ 20’-8"
RAPPELLING ANCHOR, SEE
ARCH FOR LOCATION. TYP.
PARAPET
SLOPE
1/8:1’-0"
WALL ABOVE,
TYP
W8x18 LIN
TEL BM
OR EQ TYP AT (3) 2x12
USE SIMPSON HU212-3TF HANGER
CMU SIDE WALL BE
LOW HIGH ROOF
ADD SNOW DRIFT LOAD
OF 55 PSF ADJACENT T
O SIDE WALL
PARAPET
(2 )2 x O
R x
O .C
(3 x
2x12 TYP
(3 x
SIMPSON H1 A
T EA. RAFTER
RIM JOIST
CMU SIDE WALL BE
LOW HIGH ROOF
3/4" PLYWOOD ROOF S
HTG AT HIGH ROOF
W8x18 LINTEL BM
USE SIMPSON A35 OR EQ EA SIDE AT RIDGE
BEAM TO HEADER BELOW, TYP
L 6"x6"x3/8" OUTRIGGER EM
BEDDED IN CONC TYP
4x10 HEADER TO SUPPORT RID
GE BM W/SIMPSON HH4 HANGE
R OR EQ EA END
SEE DORMER ROOF
FRAMING PLAN THIS
SHEET
(3 x
(3 x
(3) 2x12
(2) 2x6 W/SIMPSON H
U HANGER OR EQ.
GLB 5-1/8x21-1/2 RIDGE BEAM
(3) 2x12
(2 x
O .C
(3 x
(3 x
(3) 2x12
(3) 2x12
NOTE:
ALL RAFTERS AND SAWN BEAMS SHALL BE HEM-FIR #1 OR
BETTER, OR SPRUCE-PINE SELECT STRUCTURAL
OVERHANG AT DORMER
3’-3"
9’-0"
HIGH ROOF FRAMING PLAN
S-106
O F F
E N
S E
D E
F E
N
IL
D
IN
G
H
IG
A M
A N
F L
O
A M
A N
S
O .C
M A
X
T R
U S
S E
S
S-506
S-003
S-003
(3) 2X12 BELOW,
TYP.
SEE HIGH ROOF
FRAMING PLAN
(2) 2x6
2x6 STUDS @ 16" O.C.
SIM
DORMER ROOF FRAMING
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
(2) 2x10
27’-4"
12’-2"11’-5"3’-9"
29’-5"
7"
SCALE: 1/2" = 1’-0"
(2) 2x10 (2) 2x10
(2) 2x10(2) 2x10
B M x
B M x
B M x
B M x
B M x
B M x
(2) 2x10
2x10
@ 16" TYP
x
T Y
P 2x10
@ 16" TYP
SCALE: 1/2" = 1’-0"
8x8 POST, TYP
8x8 POST, TYP10"x2’-0" CONC STEM WALL
2’x2’ CONT CONC FTG
FLOOR FRAMING PLAN
FOUNDATION PLAN
CONCRETE PAD FOR
STAIRS - SEE ARCH.
DWGS
S-201
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S-107
G R
E N
A D
E
N N
E
A
IN
E R
F O
U N
D A
T
D
F L
O
A M
A
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
.DETAIL A
S-103 S-103
SECTION A
COLUMN CENTER LINE TO
CENTERLINE DIMENSION TO
BE DETERMINED BY METAL
BUILDING DESIGNER
7" MINIMUM COLUMN ANCHOR
BOLT EDGE DISTANCE TO VERTICAL
EDGE OF CONRETE. SEE NOTE 11
METAL BUILDING SYSTEM NOTES.
#4 @ 18" O.C.
LC
8’-0"
6" CONC.
PAD
COLUMN
CONCRETE SLAB DIMENSION = 8’-0"
VAPOR BARRIER
6" SLAB
15" MINIMUM
5 #4
6’-0"
8’-0"
A
COL
B
A
A
A S-103 S-103
A S-103 S-103
18" MINIMUM
SLAB/FOUNDATION PLAN
1 2
A
B
COLUMN CENTER LINE TO
CENTERLINE DIMENSION TO
BE DETERMINED BY METAL
BUILDING DESIGNER
6" CAPILLARY BARRIER
(STONE BASE)
12" COMPACTED
SUBGRADE
S-108
O
N T
R
IL
D
IN
G
F O
U N
D A
T
A N
F L
O
A M
A
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
STATION 2 FOUNDATION AND WALL PLAN
6" GRAVEL FLOOR6" GRAVEL FLOOR 6" GRAVEL FLOOR
6" GRAVEL FLOOR6" GRAVEL FLOOR6" GRAVEL FLOOR
6" GRAVEL
FLOOR
UP
B
A R D
IA
M L
A P
#6 @ 12"
#5 @ 16" O.C. T&B
#5 @ 10" O.C. T&B
(2) #5 BARS
N.T.S.
8" CONC WALL
BENT #5 BAR
FOUNDATION AND WALL SECTION
8"
(1) #6 (1) #6
DOOR OR
WINDOW
OPENING
(1) #6
TYPICAL PLAN SHOWING TWO SOLID WALLS
INTERSECTING AT A CORNER W/ OPENING
L A
P S
P L
M
IN
BOND BEAM @
TOP OF WALL
#4 BARS @ 18"
(1) #45 @ 18" O.C.
S-109
WALL CENTER
#3 BAR @ 24" O.C.
N.T.S.
BOND BEAM FULLY GROUTED
BOND BREAKER
4" THICK FLOOR CONCRETE OVER 1 1/2"x20 GAGE GALV. DECK WITH 4x4-W1.6xW1.6 WWF.
4" THICK FLOOR CONCRETE
OVER 1 1/2"x20 GAGE
GALV. DECK WITH
4x4-W1.6xW1.6 WWF.
SEE ARCH. DWGS FOR STAIR
AND RAILING DETAILS
BOND BEAM DETAIL FLOOR DECK-FLOOR CONNECTION
WALL CENTER
STATION 2 SECOND FLOOR
SLAB AND WALL PLAN
SEE ARCH. DWGS FOR DIMENSIONS
#4 BARS @ 18"
4" DRAIN IN WALL - COORDINATE TO AVOID REINFORCING STEEL
SEE ARCH. DWGS FOR LOCATIONS
2’-6"
4 X 4 X
16 CONT. ALONG PERIMETER
O
U N
D A
T
A N
F L
O
A M
A
A T
IO
8’-0"
"2
N
T
N
T
E
CONCRETE
STOOP
21"x24" CONT CONC FTG w/ (2) #6
T&B AND #3 HOOP TIES @ 12" O.C
. TYP.
8x8 P.T. WOO
D POST
HAND RAIL
SEE ARCH.
8x8 BRACING
8x8 P.T. WOO
D POST
10" CONC STEM WALL w/ #4 VERT
@ 12" & (3) #4 HORIZ
2x8 STUD
WALL
2x4 TREATED
DECKING
TREATED JOIST
@ 16" O.C. (1)
WALL SHTG
UNDER CO
MPOSITE S
HTG
SIMP HRS416Z EA
SIDE w/ (16) SDS 1/
4x2-1/2
SECTION @ STAIRS
FINISH GRADE - SEE CIVIL DWGS.
S-507
8’-0"
N
T
E
R
L
N
T
24"x24" CONT CONC FTG w/ (2) #6
T&B AND #3 HOOP TIES @ 12" O.C
. TYP.
8x8 P.T. WOO
D POST
2x4 TREATED
DECKING
TREATED JOIST
@ 16" O.C. (1)
8x8 P.T. WOO
D POST
10" CONC STEM WALL w/ #4 VERT
@ 12" & (3) #4 HORIZ
2x8 STUD WALL
WALL SHEATHING U
NDER COMPOSITE S
HEATHING
8x8 BRACING
SIMP HRS416Z EA
SIDE w/ (16) SDS 1/
4x2-1/2
NOTES:
(1) LAP JOISTS @ BEARING AN
D NAIL w/ (2) 16d
RAIL NOT SHOWN
SEE 3/S-010
(2) 4x8 P.T., TYP
BLOCK BETWEEN JOI
STS @ SUPPORT
SIMP ML26Z w/
(8) SDS1/4x2-1/2:
(4) @ POST &
(4) @ DBL 2x12
3/8" COMPOSITE S
HTG OVER 3/4" P.T.
PLWD
FL
OOR FRAMING
SECTION GRENADER TRAINER1
(2) 10d @ POST & 10d @ 12"
INTO RAIL BELOW
(2) 10d @ POST, TYP
RAIL CONNECTION @ POST:
L2x2x1/8x3" HDG, DRILLED FOR (
2) SDS1/4x2" SCREWS @ POST &
(2) 8dx1-1/2 NAILS @ RAIL, TYP
RAIL CONNECTION DETAIL3
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
E
V A
T
IO
N S
G R
E N
A D
IE
N N
E
A
IN
A
S O
N
IN
F O
R C
IN
G
S C
H E
D U
D
T Y
P
IC
T A
BOND BEAM LOCATIONS
PLACE BARS AT CENTER OF WALL
COMMENTSREQUIREMENTSDESCRIPTION
(2) #5 CONTINUOUS
NOTE:
1. VERTICAL BARS TO BE CONTINUOUS FULL HEIGHT OF WALL WITH LAP SPLICES AT WALL LIFTS PER DRAWINGS & SPECS.
2. PROVIDE DOWELS FROM FOUNDATION TO MATCH SIZE AND LOCATION OF VERTICAL BARS.
VERTICAL BARS AT CORNERS AND EACH
SIDE OF DOORS AND WINDOWS
#5 @ 8" UP TO SECOND STORY FLOOR
#5 @ 24" ABOVE SECOND STORY
PIER LENGTH : 0" TO 48"
(1) #3 @ 8" O.C.
PIER LENGTH : 48" TO 72"
(1) #3 @ 16" O.C.
PIER LENGTH : 72" AND OVER
(1) #3 @ 24" O.C.
HOOK EACH END AROUND VERTICAL BAR. SHEAR REINFORCING
NOT REQUIRED AT PARAPETS OR AT BED JOINTS COMMON TO
BOND BEAM
BOND BEAM REINFORCING TO BE CONTINUOUS AT WALL
CORNERS AND INTERSECTIONS, LAP BARS 24".
BEND STD
HOOK AROUND VERT BAR.
1 CONTINUOUS BELOW EACH WINDOW
2 CONTINUOUS ABOVE EACH WINDOW
1 CONTINUOUS AT TOP OF WALL OR PARAPET
1 CONTINUOUS AT EACH HOLLOW CORE SLAB BEARING
ELEVATION BOND BEAMS @ 48" O.C. MAX.
VERTICAL REINFORCING
SHEAR REINFORCING IN
BED JOINT -
(2) #6 CONTINUOUS
REINFORCING IN BOND BEAMS
"PIER" DESIGNATED MASONRY WALL REINFORCING SCHEDULE
(2) #6
PIER LENGTH OPENING
(2) #6
(2) #6
(2) #6
BOND BEAM
BOND BEAM
C M
U
O P
E N
IN
G P
IE
R L
E N
G T
H
PIER LENGTH OPENINGOPENING
VERT REINF
SEE SCHED
SCHEDULED SHEAR
REINFORCING
VERT. REINF.
SEE SCHED.
SHEAR REINFORCING
IN BED JOINT
(2) #6 (TYP)
BAR LAPS
O P
E N
IN
G
PIER BETWEEN OPENINGS
TYPICAL PLAN SHOWING
PIERS INTERSECTING AT A CORNER
TYPICAL PLAN SHOWING TWO
TYP. SPANDREL BEAM AT WINDOWS
PLACEMENT OF PIER REINFORCING AT
WALL SUPPORTING HOLLOW CORE SLAB
VERT REINF SEE
SCHEDULE
SCHEDULED SHEAR
REINFORCING
EDGE OF
SLAB
BEARING
#4 STIRRUP 3 PER SPANDREL
ONE @ 4" FROM EDGE OF
WINDOW ONE AT CENTER OF
WINDOW
C M
U
8" CMU
C M
U
O P
E N
IN
G
1 2 3 4
PIER SPANDREL PIER SPANDREL PIER SPANDREL
T H
IR
D S
T O
R Y
S E
C O
N D S
T O
R Y
F
IR
S T F
L O
O R
ROOF PLAN
SECOND STORY PLAN
FIRST STORY PLAN
BASEMENT PLAN
C M
U B
E A
R
IN
G W
A L L S
C O
N C
R E
T E B
A S
E M
E N
T
B E
A R
IN
G W
A L L S
MASONRY WALL REINFORCING ELEVATION
TYPICAL "PIER" DESIGNATED
(2) #5 TYP ABOVE OPNGS AT CONC WALLS.
(2) #6 EA SIDE OF OPNG TYP AT
CONC WALLS.
SHEAR REINFORCING TYP LAP VERT. BARS AT SIDE OF DOOR
W/VERTICAL BARS AT SIDE OF WINDOW A MIN
OF 48".
VERTICAL
REINFORCING TYP
CONT. BOND BEAM TYP 2 ROWS ABOVE
OPG 1 ROW BELOW OPG
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S-203
A
S O
N
IN
F O
R C
IN
G
S C
H E
D U
REQUIREMENTSDESCRIPTION COMMENTS
"SOLID" DESIGNATED MASONRY WALL REINFORCING SCHEDULE
IN MASONRY WALLS AND PIERS
#3
#4
#5
#6
18"
25"
31"
52"
BAR DIA MIN. LAP SPLICE (OR 15")
MINIMUM LAP SPLICE FOR REINFORCING
IBC 2006, SECTION 2107.2.3
NOTE:
1. VERTICAL BARS TO BE CONTINUOUS FULL HEIGHT OF WALL WITH LAP SPLICES AT WALL LIFTS PER DRAWINGS & SPECS.
2. PROVIDE DOWELS FROM FOUNDATION TO MATCH SIZE AND LOCATION OF VERTICAL BARS.
VERTICAL BARS AT CORNERS AND EACH
SIDE OF DOORS AND WINDOWS
VERTICAL REINFORCING
SHEAR REINFORCING IN BED JOINT
BOND BEAM LOCATIONS
MATCH "PIER" DESIGNATED LOCATIONS AROUND OPENINGS BOND
BEAMS @ 48’ O.C. MAX.
(2) #5 CONTINUOUS
NONE REQUIRED
#5 @ 8" CONTINUOUS AT SECOND STORY
#5 @ 24" CONTINUOUS ABOVE SECOND STORY
(2) #6 CONTINUOUS
PLACE BARS AT CENTER OF WALL
BOND BEAM REINFORCING TO BE CONTINUOUS AT WALL CORNERS AND
INTERSECTIONS, LAP BARS 24"
T.O. SLAB
T.O. SLAB
T Y
P
IC
T A
IL
S
(2) #6
8"
FLOOR ELEV
(2) #6 (2) #6
L A
P S
P L
IC
E P
P S
P L
H E
D U
L E
BOND BEAM PER
SCHEDULE (@ 48" O.C.
MAX)
VERT REINF PER
SCHED
DOOR OR
WINDOW
OPENING
TYPICAL "SOLID" WALL DETAIL
TYPICAL PLAN SHOWING TWO SOLID WALLS
INTERSECTING AT A CORNER W/ OPENING2 3
TYP. "SOLID" DESIGNATED MASONRY WALL REINF. ELEVATION1
O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
F
E N
S E
D E
F E
N
D G
D E
T A
IL
S
CONDUIT PENETRATION
4" DIA MAX
IN HOLLOW CORE FLOOR SLAB
TYPICAL ELECTRICAL PENETRATION
TYPICAL LINTEL DETAIL
CMU
8"
LINTEL
SHORE
TOPPING SLAB
#4 VERT @ 8" O.C. ALT DIRECTION
OF HOOK
(2) #5 BOND BEAM
REINFORCING IN LINTEL
BLOCK OVER DOORS AND
WINDOWS
CONDUIT MUST BE
CENTERED ON CORE
CENTER
CORE-DRILL TOPPING SLAB AND PANEL
FOR CONDUIT PENETRATION
PRECAST HOLLOW
CORE SLAB
8"
CONDITION AT SIGNAL RACEWAY
CONDITION AT "FUTURE" SIGNAL RACEWAY
RACEWAYS (SEE ELECTRICAL DRAWINGS FOR EXACT LOCATIONS)
TYPICAL BLOCK-OUTS IN MASONRY WALLS FOR ELECTRICAL SIGNAL
36" LAP36" LAP
MAX.
8"
BLOCK-OUT
MASONRY WALL
TOPPING SLAB BLOCK-OUT TOPPING SLAB
PRECAST
HOLLOW
CORE SLAB
PRECAST
HOLLOW
CORE SLAB
SCALE: 1" = 1’-0"
DROP BOND BEAM
REINFORCING BELOW
BLOCK-OUT
MAINTAIN BOND BEAM
REINFORCING BELOW
BLOCK-OUT
MASONRY WALL
- SOLID, PIER,
RUBBLE OR
CURTAIN
DESIGNATION
3"
VERT WALL
REINF
REINF
HORIZ WALL
24"x24’ CORNER BAR MATCH HORIZ
REINF SIZE AND SPACING
VERT WALL
REINF
REINF
HORIZ WALL
CONC SLAB ON GRADE JOINTS
TYPICAL CONCRETE WALL INTERSECTION
CONSTRUCTION
CONTROL
PREVENT BOND
KEYED JOINT TODISCONTINUOUS REINFORCING
AT JOINT
AT JOINT
DISCONTINUOUS REINFORCING SAW CUT T/4
T
#6 SMOOTH DOWELS, 24"
LONG @ 12" O.C. GREASE
ONE END TO PREVENT
BOND
24"x24" CORNER BAR MATCH HORIZ
REINF SIZE AND SPACING ALT HOOKS
AT WALL
3 4
1"
1"
2"
3/16
BOLT TO PLATE TYP.
NUT TO PLATE. TYP.
3/16
STEEL PLATE, T &
B, SEE ARCH.
TYP. RAPPELLING ANCHOR DETAIL SECTION AT INTERIOR STAIR METAL PAN STAIR SUPPORT
3"’
T Y P .2"
PLANK
HOLLOW CORE
TOPPING SLAB
METAL STAIR
PAN
METAL PAN STAIR
L3"x3"x3/16"x6"
BEYOND
MC STRINGER
L3"x3"
SUPPORT AT
WALL
CONT
MC12x10.8
EXP. BOLTS 5"
LONG @ 24" O.C.
MAX STAGGER
STEEL "O" RING. 3"
INTERIOR DIAMETER.
SEE ARCH DTL
2/A-017
BENT BOLT WITH WASHERS AND
NUTS. DRILL PLANK AT
APPROPRIATE LOCATION, TO AVOID
TENDONS. SEE ARCH ROOF PLAN
FOR ANCHOR LOCATION.
5 6 7
33/16
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
S-502
F
E N
S E
D E
F E
N
D G
F O
U N
D A
T
T A
IL
S
FOUNDATION SECTION FOUNDATION SECTION FOUNDATION SECTION FOUNDATION SECTION
(D O
W E
L E
M B
E D
8" CONC WALL
SEE PLAN SEE PLAN
8" CONC WALL 8" CONC WALL 8" CONC WALL
(D O
W E
L E
M B
E D
(D O
W E
L E
M B
E D
#5 @ 10" O.C. T&B
#5 @ 16" O.C. T&B
(2) #6 TOP OF WALL (2) #6 TOP OF WALL
#4 @ 12" O.C. HORZ.
#5 @ 16" O.C. T&B
#5 @ 10" O.C. T&B
#5 @ 16" O.C. T&B
#5 @ 10" O.C. T&B #5 @ 12" O.C.
#5 @ 16" O.C.
(2) #6 TOP OF WALL
FOR BALANCE OF INFO
NOTE:
SEE DET 1/S-012
ALT BEND TYP.
2"x6" CONT
KEY
(2) #6
BOTTOM OF WALL
#5 @ 10" O.C. VERT AT
WALL CENTER
12"x12", #3
@ 16" O.C.
(2) #6
BOTTOM OF WALL
2"x6" CONT.
KEY
#5 @ 10" O.C. VERT AT
WALL CENTER
12"x12", #3
@ 16" O.C.
DOWEL TO MATCH CMU REINFORC
EMENT, SEE SCHEDULE
24"x24", #3
@ 16" O.C.
DOWEL TO MATCH CMU REINFORC
EMENT, SEE SCHEDULE
#5 @ 10" O.C. VERT AT
WALL CENTER
#5 @ 10" O.C. VE
RT AT WALL CEN
TER #4 @ 12" O.C
. HORIZ
(2) #6
BOTTOM OF WALL
(2) #6 TOP O
F WALL
(2) #6
BOTTOM OF WALL
2"x6" CONT.
KEY
NOTE:
FOR REINF AROUND WALL OPENINGS
SEE DET 5/S-016, TYP
#4 @ 12" O.C.
HO RIZ
#4 @ 12" O.C.
HORZ.
FINISHED GRA
DE
FINISHED GRADEFINISHED GRADE
1 2 3 4
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
F
E N
S E
D E
F E
N
D G
D E
T A
LAP
18" MIN
16"
SCALE: 3/4" = 1’-0"
A
A - A
8" 8"8"
2"2"
A
2"
C L
R
16"
BACKER ROD AND SEALANT (TYP.)
V A
R
IE
S
8" CMU
V A
R
IE
S
8" CMU
M A
X
M A
X
BACKER ROD & SEALANT
SEE ARCH.
(3) #4
#4 NOSE BAR
JOINT FILLER
STRUCTURAL
WALL
CONC
BASEMENT
WALL
VOID DAM
VARIES
NON-SHRINK
GROUT
4’-0"
LANDING
5’-0" 3’-0"
DO NOT TURN BOND BEAM
REINFORCING INTO
STRUCTURAL WALL
#4 VERTICAL BAR AT
END OF WALL
CURTAIN WALL
(NON-STRUCTURAL)
/8
G
F L E
C T
IO
N
/8
G
F L E
C T
IO
N
S T
A R
T W
A
IT
H
M
IN
A L U
N
IT
FLOOR
SLAB w/
TOPPING
/8
G
F L E
C T
IO
N BACKER ROD AND
SEALANT (TYP.)
CENTER
ANCHOR
BOLTS IN
HOLLOW CORE
FDN
RETURN @
SIDES, TYP
#4 @12" W/ STD BEND
EA END
REINFORCE WALL
HORIZONTALLY WITH #4 IN BOND BEAM
WITHIN 16" OF TOP AND BOTTOM OF
WALL AND 48" O.C. BETWEEN. REINFORCE
WALL VERTICALLY WITH #4 @ 24" O.C.
#4x28" @ 24" O.C. DRILL
AND EPOXY INTO SLAB
ON GRADE
ANCHOR BOLTS INTO CORE OF PRE-CAST (NOT WEB). ANGLE VERTICAL LEG TO BE 4",
ANGLE HORIZONTAL LEG TO VARY AS REQUIRED TO PLACE ANCHOR BOLTS IN
OF ANCHOR BOLTS.
NON-STRUCTURAL CMU WALL NOTES:
1. VERTICAL BARS TO BE CONTINUOUS FULL HEIGHT OF WALL.
2. PROVIDE DOWELS FROM FOUNDATION TO MATCH SIZE AND LOCATION OF VERTICAL BARS.
3. BOND BEAM REINFORCING TO BE CONTINUOUS AT WALL CORNERS AND INTERSECTIONS, LAP
BARS 24"
REINFORCE WALL
HORIZONTALLY WITH #4 IN BOND BEAM
WITHIN 16" TOP AND BOTTOM OF WALL
AND @ 48" O.C. BETWEEN.
REINFORCE WALL VERTICALLY WITH #4 @
24" O.C.
#4x18" @ 24" O.C. DRILL AND EPOXY
INTO TOPPING SLAB ONLY. DO NOT
PENETRATE INTO PRECAST
PANELS.
#4 @ 12" O.C. ALT.
BEND
#4 @ 12" O.C.
BENT â�� 3/8"x x1’-0" LONG
SOLID GROUT
BOTTOM 2
COURSES
FDN @
ELEC RM @
SIM DET
FDN @
STAIR W/
CONC
STOOP
8" CONC FDN
WALL @ STAIR
#4 @ 12" (W/ CORNER BARS
INTO RETURN FDN WALLS)
TYPICAL CURTAIN WALL (NON-STRUCTURAL)
DETAIL STARTING AT SLAB ON GRADE
TYPICAL PLAN SHOWING CURTAIN WALL (NON-
STRUCTURAL) ABUTTING STRUCTURAL WALL NON-STRUCTURAL CMU WALL NOTES
EXTERIOR CONCRETE STAIRTYPICAL CURTAIN WALL (NON-STRUCTURAL) DETAIL STARTING AT ELEVATED SLAB
1 2
4 5
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
F F
E N
S E
D E
F E
N
REINFORCING
ROOFFLOOR
TOPPING SLAB
ROOF
BUILDING
NUMBER
REINFORCING
SHEAR FRICTION
FLOOR
SHEAR FRICTION/TOPPING SLAB REINFORCING SCHEDULE
#4 @ 16" O.C.
EACH WAY
#3 @ 16" O.C #4 @ 16" O.C.
#3 @ 16" O.C
EACH WAY
D E
T A
IL
S
4"
/2
4"
4"
4"
/2
/2
/2
SINGLE BAR CONDITION
DOUBLE BAR CONDITION
BEND
BEND
30"
SINGLE BAR CONDITION
DOUBLE BAR CONDITION
BEND
BEND
30"
DOUBLE BAR CONDITION
SINGLE BAR CONDITION
BEND
BEND
30"
30"
BEND
BEND
DOUBLE BAR CONDITION
SINGLE BAR CONDITION
ROOF LEVEL
30"
BEND
BEND
SINGLE BAR CONDITION
DOUBLE BAR CONDITION
ROOF LEVEL
#4 CONT
ALTERNATE
BEND
CMU
PARAPET
CMU
PARAPET
#4 CONT
SHEAR FRICTION
REINFORCING (SEE SCHEDULE)
BLOCK-OUT
CMU AT BENT
BAR *
TOPPING SLAB REINFORCING SEE
SCHEDULE
SHEAR FRICTION REINFORCING (SEE
SCHEDULE)
NEOPRENE BEARING STRIP PER
SLAB MANUFACTURER
VOID DAM PER SLAB
MANUFACTURER
FLOOR
SHOWN, ROOF
SIMILAR
TOPPING SLAB
REINFORCING SEE
SCHEDULE
BLOCK-OUT CMU AT
BENT BAR
BLOCK-OUT CMU AT
BENT BAR
TOPPING SLAB
REINFORCING
SEE
SCHEDULE
FLOOR
SHOWN, ROOF
SIMILAR
NEOPRENE BEARING STRIP PER
SLAB MANUFACTURER
VOID DAM PER SLAB
MANUFACTURER
SHEAR FRICTION REINFORCING (SEE
SCHEDULE). ALT BEND
TOPPING SLAB
REINFORCING
SEE
SCHEDULE
BLOCK-OUT CMU AT
BENT BAR
VOID DAM PER SLAB
MANUFACTURER
NEOPRENE BEARING STRIP PER
SLAB MANUFACTURER
SHEAR FRICTION REINFORCING (SEE
SCHEDULE)
NOTE:
PANEL MAY OR MAY NOT INTERSECT CMU WALL REFERENCE
PRECAST PANEL SHOP DRAWINGS FOR EXACT CONDITION AS
REQUIRED FOR PANEL DESIGN
SHEAR FRICTION REINFORCING (SEE
SCHEDULE)
TOPPING SLAB
REINFORCING SEE
SCHEDULE
BLOCK-OUT CMU AT
BENT BAR
"ROUNDED" CONC. FILL SEE
ARCH.
"ROUNDED" CONC. FILL SEE
ARCH.
* DUE TO CAMBER IN HCP INSIDE FACE SHELL OF
CMU MAY HAVE TO BE TRIMMED TO CLEAR HCP.
NOTE:
PANEL MAY OR MAY NOT INTERSECT CMU WALL REFERENCE
PRECAST PANEL SHOP DRAWINGS FOR EXACT CONDITION AS
REQUIRED FOR PANEL DESIGN
FLOOR SHOWN, ROOF
SIMILAR
/2
4"
3" BEARING
3"
3" BEARING
3"
3"
3" BEARING
S C
H E
D U
L E O
N S -0
T
Y P
L A
P S
P L
IC
E P
E R
M
IN
V A
R
IE
S
M
IN
V A
R
IE
S
CONNECTION DETAIL W/
WALL PERPENDICULAR TO SLAB SPAN
TYPICAL HOLLOW CORE SLAB TYPICAL HOLLOW CORE SLAB
WALL PARALLEL TO SLAB SPAN
CONNECTION DETAIL W/
CONNECTION DETAIL W/ WALL AT SLAB JOINT
TYPICAL HOLLOW CORE SLAB
TYPICAL ROOF PARAPET DET. W/
WALL PARALLEL TO SLAB SPAN
TYPICAL ROOF PARAPET DETAIL W/
WALL PERPENDICULAR TO SLAB SPAN
1 2
4 5
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
D
C
A
B
M A
R K
A P
P R
US Army Corps of Engineers
D A
T E
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T D
A T
E
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N A
P P
R
D A
T E
C O
N T
R A
C T N
O
SHEET OF XXX
IP
S
H O
R T
D E
S
IG
N
A N
S I
D
U S
E R
N A
M E
P L
O T
T E
D B
Y
S
Y T
IM
E
M E
U S
E R
N A
M E
S u b m i t t e d b y
D D
M M
M
Y Y
M M
P l t e
New York District
U S
A R
M Y E
N G
IN
E E
R D
IS
T R
IC
T
N E
W Y
O R
K h tt p /w w w .n a n .u s a c e .a rm y .m il
SHEET
REFERENCE
NUMBER
P R
O J E
C T
U R
B A
N A
S S
A U
L T C
O U
R S
E
U S
M A
W E
S T P
O
F
E N
S E
D E
F E
N
D G
D E
T A
IL
S
2"
1"
2"
8"
1" 2"
6’-0"
1’-2" 1/2"x12"x6" TOP â�� w/
W BEAM PER PLAN
3/16
ALTERNATE BEND
8" HOLLOW CORE SLAB
VOID DAM
NEOPRENE BEARING STRIP
SEE PLAN
CMU
3/16
SEE PLAN
CMU
VOID DAM
NEOPRENE BEARING STRIP
8" HOLLOW CORE SLAB
WALL AT SIM
1/4
1/4
W8 PER PLAN
3/16
(2) #6
(2) #6
3/16
1/2" SPLICE PL
3/16
1" NON-SHRINK GROUT
EMBED PLATE 1/2"x4"x8" w/(2) 5/8x6" WHS @ 3" O.C.
W BEAM P
ER PLAN
2" MIN TOPPING SLAB S
EE SCHEDULE FOR…
This is the start of the file's text. The full file is on GovTribe.
File details come from the government source that posted it. Updated .