12- W912DS-09-R-00111- FUZE Structural 100 Full.pdf

PDF 12 MB Posted May 8, 2009

Attached to: Construction of a Fuze Engineering Complex at Picatinny Arsenal, New Jersey.
Solicitation number: W912DS-09-R-0011
Issued by: Department of the Army Corps of Engineers Engineering District New York

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15- W912DS-09-R-00111- FUZE Fire Protection - Fullsize	—	May 5, 2009
12- W912DS-09-R-00111- FUZE Structural 100 Full.pdf	PDF	Apr 30, 2009
14-W912DS-09-R-00111- FUZE Plumbing_100 _Full_Size.pdf	PDF	Apr 30, 2009
15- W912DS-09-R-00111- FUZE Fire Protection - Fullsize	—	Apr 30, 2009
11- W912DS-09-R-00111- FUZE_100 Submittal_INTR_FULLSIZE.pdf	PDF	Apr 30, 2009
16- W912DS-09-R-00111- FUZE_Electrical_100 _full_pdf.pdf	PDF	Apr 30, 2009
13- MW912DS-09-R-00111- FUZE echanical_100 _Full_Size.pdf	PDF	Apr 30, 2009
8- W912DS-09-R-00111- FUZE CIVIL - BLDG 3215 - full size.pdf	PDF	Apr 30, 2009
7-W912DS-09-R-00111- FUZE CIVIL - BLDG 1516 - full size.pdf	PDF	Apr 30, 2009
10-W912DS-09-R-00111- FUZE_100 Submittal_ARCH_FULLSIZE.pdf	PDF	Apr 30, 2009
9- W912DS-09-R-00111- FUZE CIVIL - MAG 1215-1216 - full size.pdf	PDF	Apr 30, 2009
6- W912DS-09-R-00111- FUZE CIVIL - BLDG 6 - full size.pdf	PDF	Apr 30, 2009
4- W912DS-09-R-00111- FUZE CIVIL - NOTES - full size.pdf	PDF	Apr 30, 2009
5-W912DS-09-R-00111- FUZE CIVIL - DETAILS - full size.pdf	PDF	Apr 30, 2009
1-W912DS-09-R-00111- FUZE_100 Submittal_GENRL_FULLSIZE.pdf	PDF	Apr 30, 2009
2-W912DS-09-R-00111- FUZE-G-003-3-16-09.pdf	PDF	Apr 30, 2009
3-W912DS-09-R-00111- FUZE G-004-3-16-09.pdf	PDF	Apr 30, 2009
Solicitation W912DS-09-R-0011.pdf	PDF	Apr 30, 2009
W912DS-09-R-0011 Sp ec's.pdf	PDF	Apr 30, 2009

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SPREAD FTG NOTATION

W18x40 c=3/4"

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

MOMENT

CONNECTION

STANDARD SHEAR

CONNECTION

CAMBER

0S-001

S U

T H

A R

S E

L L

S T

R U

C T

U R

A L

N E

N O

T E

O P

E R

A R

G T

O N

T E

F A

R T

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b y u b m it t e d b

J W

F il e n a m e

P lo t d a t t s c a le

C h ie f

A r c h

B r a n c

Z E s ig n f il e n o r a w in g c o d s c r ip t io n M a k

A R

M Y

E E p p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

Sheet of 300

ISSUED FOR BID

[-2’-9"]

INDICATES PRESENCE AND DIRECTION OF STEEL

ROOF DECK OR FLOOR DECK. TYPE, SIZE, AND

DIAPHRAGM CONNECTION STRENGTH PER PLAN

AND GENERAL NOTES

3. DETAILS OR DIMENSIONS NOT SPECIFICALLY

SHOWN ON THE DRAWINGS SHALL BE OF

SIMILAR CHARACTER AS SHOWN FOR SIMILAR

CONDITIONS.

4. STORAGE, HANDLING, PREPARATION, AND

INSTALLATION OF ALL MATERIALS SHALL BE IN

ACCORDANCE WITH MANUFACTURER’S/VENDOR’S

PRINTED RECOMMENDATIONS AND INSTRUCTIONS

UNLESS OTHERWISE NOTED ON THE DRAWINGS

OR SPECIFICATIONS.

SYMBOLS

SLOPE

FACTORED BEAM END REACTION

INDICATES SLOPED SURFACE, ARROW POINTS IN

DIRECTION OF LOWER ELEVATION

BRACKETED NEGATIVE ELEVATION USED TO EMPHASIZE

ELEVATIONS BELOW 0’-0"

CUTAWAY USED TO SHOW ELEMENTS BEYOND A SOLID

SURFACE, SUCH AS THE FLANGE OR WEB OF A STEEL

BEAM

CONCRETE

EARTH

STRUCTURAL STEEL NOTATION

FACTORED AXIAL FORCE

7. PROVIDE DIAGONAL BARS 4’-0" LONG AT ALL REENTRANT CORNERS:

A. SLABS: AS INDICATED.

B. WALLS: TWO NO. 4 BARS EACH FACE.

STEEL JOISTS AND JOIST GIRDERS

1. DESIGN IS BASED ON THE STEEL JOIST INSTITUTE STANDARD

SPECIFICATIONS, LOADS TABLES, AND WEIGHT TABLES FOR STEEL

JOISTS AND JOIST GIRDERS.

2. DESIGN FOR THE FOLLOWING LOAD CASES WITH SIMPLE SPAN

CONDITION:

A. TOTAL GRAVITY LOADS INCLUDING CONCENTRATED LOADS NOTED

ON PLAN.

B. NET UPLIFT DUE TO WIND USING ONLY GRAVITY LOADS DUE TO

ROOFING, DECKING, INSULATION, AND MEMBER SELF-WEIGHT TO

RESIST WIND UPLIFT.

3. CUT NO HOLES IN CHORD AND WEB MEMBERS UNLESS APPROVED

BY THE CONTRACTING OFFICER.

4. PROVIDE BRIDGING IN ACCORDANCE WITH SJI STANDARDS.

OCCUPANCY

CATEGORY

(SDC)

RESPONSE

MODIFICATION

FACTOR (R)

6.5

SYSTEM

OVERSTRENGTH

FACTOR

2.5

IMPORTANCE FACTORS

WIND SNOW SEISMIC

1.00 1.0 1.00

1.15 1.1 1.25

1.00 1.0 1.00

1.15 1.1 1.25

THERMAL

FACTOR

1.0

1.2

GENERAL

1. REVIEW AND VERIFY ALL AS-BUILT CONDITIONS

AND ACTUAL EQUIPMENT DIMENSIONS USING

APPROVED MANUFACTURER/VENDOR DRAWINGS

THAT AFFECT CONSTRUCTION PRIOR TO

SUBMISSION OF SHOP DRAWINGS.

2. ELEVATIONS NOTED ON STRUCTURAL DRAWINGS

ARE BASED ON AN ASSUMED GROUND FLOOR

TOP OF SLAB ELEVATION. SEE CIVIL FOR ACTUAL

TOP OF GROUND FLOOR SLAB ELEVATION (MEAN

SEA LEVEL DATUM) EQUATED TO THIS ELEVATION

FOR ALL BUILDINGS.

ASCE SECTION 12.8

SEISMIC BASE SHEAR

V = Cs * W

0.085 * W

0.160 * W

0.027 * W

0.107* W

SNOW

EXPOSURE

FACTOR,

0.9

* STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE (REF. ASCE 7 TABLE 12.2-1 H)

5. CONTRACTOR TO PROVIDE ADEQUATE BRACING FOR

STRUCTURE SO THAT IT WILL BE STABLE DURING ALL

STAGES OF CONSTRUCTION. THE STRUCTURE AND

FOUNDATION ARE DESIGNED FOR A COMPLETED

CONDITION ONLY AND, THEREFORE, REQUIRE

ADDITIONAL SUPPORT TO MAINTAIN STABILITY BEFORE

COMPLETION. TAKE SPECIAL CARE TO ADEQUATELY

BRACE COLUMNS AFTER CONNECTING TO ANCHOR

BOLTS AND PRIOR TO RELEASE BY HOISTING

EQUIPMENT.

6. INFORMATION INDICATED FOR BUILDING 6 IS BASED ON

ORIGINAL DESIGN DRAWINGS BY FRANCISCO AND JACOBS

ENGINEERING, DATED MAY 31, 1941. VERIFY AS-BUILT

CONDITIONS PRIOR TO FABRICATION OF NEW WORK.

FOUNDATIONS AND STRUCTURAL EARTHWORK

1. FOUNDATION DESIGN AND EARTHWORK IS BASED ON

"GEOTECHNICAL ENGINEERING REPORT" PREPARED BY THE

HIRANI GROUP DATED: AUGUST 19, 2008.

2. NET ALLOWABLE SOIL BEARING PRESSURE: 4000 PSF

3. AN INDEPENDENT TESTING AGENCY SHALL VERIFY THE

REQUIRED BEARING CONDITION FOR EACH

FOUNDATION AND SLAB BEFORE THEY ARE PLACED.

4. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY IF

SOIL CONDITIONS OTHER THAN IDENTIFIED IN THE

GEOTECHNICAL REPORT ARE FOUND.

5. DEWATER AS NECESSARY PRIOR TO PLACING

CONCRETE.

6. CENTER FOOTINGS ON WALLS AND COLUMNS, UON.

7. FROST DEPTH: 48 INCHES

BEAM SIZE

MASONRY

DESIGN CRITERIA

1. THE STRUCTURES ARE DESIGNED IN ACCORDANCE WITH THE INTERNATIONAL

BUILDING CODE (2006 EDITION) & UFC 3-310-01.

2. SNOW AND WIND LOAD BASED ON UFC 3-310-01 FOR PICATINNY ARSENAL SITE.

C. SITE CLASS

LINEAR STATIC

D. SDS 0.256

E. SD1 0.079

F. ANALYSIS PROCEDURE:

3. LEVEL OF PROTECTION DESIGN REQUIREMENT:LOW LEVEL OF PROTECTION (LLOP)

20 PSF

5. ROOF DEAD LOADS

METAL ROOF DECK 2.5 PSF

ALLOWANCE FOR INSULATION AND ROOFING 3.5 PSF

2.5 PSF

METAL ROOF DECK 2.5 PSF

ALLOWANCE FOR INSULATION, ROOFING AND

10 PSF

ALLOWANCE FOR MEP/CEILING 10 PSF

MISC ALLOWANCE 2.5 PSF

B. BLDG 1516

ALLOWANCE FOR INSULATION AND ROOFING 3.5 PSF

ALLOWANCE FOR INSULATION AND ROOFING 8 PSF

ALLOWANCE FOR MEP/CEILING 10 PSF

MISC ALLOWANCE 2.5 PSF

C. BLDG 3215

SHEATHING 5 PSF

TRUSS, PURLINS 8 PSF

INSULATION AND ROOFING 3.5 PSF

SHEATHING 5 PSF

TRUSS, PURLINS 8 PSF

ALLOWANCE FOR INSULATION AND ROOFING 3.5 PSF

MISC ALLOWANCE 2.5 PSF

6. SNOW LOAD CRITERIA

A. GROUND SNOW LOAD (UFC 3 310-01) 35 PSF

7. WIND LOADS CRITERIA

A. DESIGN WIND SPEED 90 MPH

B. EXPOSURE C

8. SEISMIC DESIGN PARAMETERS

A. Ss 0.32

B. S1 0.07

4. LIVE LOADS

A. BLDG 6 - ROOF

C. BLDG 1516 - ROOF

D. BLDG 3215 - ROOF

60 PSF B. BLDG 6 - MECHANICAL ACCESS/CATWALK

BLDG

1215 &

METAL GRATING

ALLOWANCE FOR INSULATION, CEILING & MEP

8 PSF

12 PSF

1. ROOF: DESIGN MINIMUM VALUES (TO BE USED FOR WIND UPLIFT CONSIDERATIONS)

2. ROOF: DESIGN MAXIMUM VALUES (TO BE USED FOR GRAVITY LOAD CONSIDERATIONS)

1. ROOF: DESIGN MINIMUM VALUES (TO BE USED FOR WIND UPLIFT CONSIDERATIONS)

2. ROOF: DESIGN MINIMUM VALUES (TO BE USED FOR GRAVITY LOAD CONSIDERATIONS)

2. ROOF: DESIGN MAX VALUES (TO BE USED FOR GRAVITY LOAD CONSIDERATIONS)

1. ROOF: DESIGN MIN VALUES (TO BE USED FOR WIND UPLIFT CONSIDERATIONS)

A. BLDG 6 (NEW ADDITION ONLY)

3. MECHANICAL ACCESS & CATWALK (FOR EX BLDG): DESIGN MAX VALUES

ALLOWANCE FOR STANDING SEAM ROOF DECK

STANDING SEAM ROOF DECK

B. MINIMUM FLAT ROOF SNOW LOAD

(WHERE THERMAL FACTOR = 1.0)

8. PROVIDE CORNER BARS TO SPLICE HORIZONTAL

REINFORCEMENT AT ALL WALL AND GRADE BEAM CORNERS

UNLESS OTHERWISE NOTED. USE THE SAME SIZE AND

SPACING AS THE HORIZONTAL REINFORCEMENT. SPLICE

TOGETHER INTERSECTING WALLS OR GRADE BEAMS IN THE

SAME MANNER. WHERE GRADE BEAMS OR STRIP FOOTINGS

INTERSECT COLUMN FOUNDATIONS, EXTEND GRADE BEAM OR

STRIP FOOTING REINFORCEMENT CONTINUOUSLY THROUGH

THE COLUMN FOUNDATION.

9. UNLESS OTHERWISE INDICATED ON PLAN, PROVIDE SAW-

CUT CONTRACTION JOINTS IN SLABS-ON-GROUND

SPACED 12 FT MAX O.C. EACH DIRECTION. SAWCUT

PANELS WITH ASPECT RATIO AS CLOSE TO 1:1 AS

PRACTICABLE, BUT DO NOT EXCEED 1.5:1.

10. LAP WELDED WIRE REINFORCEMENT ONE FULL MESH EXCEPT AT

CONTRACTION AND CONTROL JOINTS.

11. PROVIDE FULL-DEPTH ISOLATION JOINTS AT ALL COLUMNS IN

ACCORDANCE WITH THE STANDARD DETAILS.

12. PROVIDE DEFORMED REINFORCING STEEL BARS CONFORMING TO

ASTM A615, GRADE 60. (EXCEPTION: PROVIDE ASTM A706 AT

LOCATIONS WHERE WELDMENT IS REQUIRED. SEE AWS D1.4 FOR

WELDING REQUIREMENTS)

13. CONDUITS IN CONCRETE SLABS SHALL BE SPACED SUCH THAT THE

CENTER TO CENTER DISTANCE BETWEEN CONDUITS IS A MINIMUM OF

THREE TIMES THE OUTSIDE DIAMETER OF THE LARGEST CONDUIT.

14. CONDUITS HAVING OUTSIDE DIAMETER LARGER THAN ONE THIRD OF

THE SLAB THICKNESS SHALL NOT BE PERMITTED. CONDUITS THAT

CROSS EACH OTHER IN SLAB SHALL NOT CONSUME AT POINT OF

INTERSECTION MORE THAN ONE THIRD OF THE SLAB THICKNESS.

15. ALUMINUM CONDUITS ARE NOT PERMITTED IN CONCRETE ELEMENTS.

STRUCTURAL AND MISCELLANEOUS STEEL

1. DESIGN IS BASED ON THE 2005 AISC SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS (AISC LRFD). FORCES INDICATED

HEREIN ARE BASED ON LRFD COMBINATIONS.

2. DESIGN IS BASED ON THE FOLLOWING MATERIAL STRENGTHS:

A. W, WT SHAPES Fy = 50 KSIFu = 65 KSI

B. M, S, HP-SHAPES, ANGLES, AND PLATES Fy = 36 KSIFu = 58 KSI

C. RECTANGULAR AND SQUARE HSS Fy = 46 KSIFu = 58 KSI

D. ROUND HSS Fy = 42 KSIFu = 58 KSI

E. STEEL PIPE Fy = 35 KSIFu = 60 KSI

F. ANCHOR RODS Fy = 36 KSIFu = 58 KSI

3. USE STANDARD FRAMED OR SEATED CONNECTIONS AS SHOWN IN THE

AISC STEEL CONSTRUCTION MANUAL UNLESS OTHERWISE NOTED. THE

FABRICATOR SHALL DESIGN ALL CONNECTIONS NOT DETAILED ON THE

DRAWINGS. UNLESS REACTIONS ARE NOTED ON THE DRAWINGS, PROVIDE

SHEAR CONNECTIONS WITH A FACTORED CAPACITY OF 30 KIPS. IN

ADDITION TO THE REQUIREMENTS ABOVE, USE AT LEAST THE MINIMUM

NUMBER OF BOLTS PER CONNECTION SHOWN IN THE "FRAMED BEAM

CONNECTION TABLE" INDICATED ON THE DRAWINGS.

4. (XXK) INDICATES A FACTORED AXIAL FORCE, POSITIVE FOR

TENSION AND NEGATIVE FOR COMPRESSION. DESIGN CONNECTIONS

FOR THESE FORCES ACTING SIMULTANEOUSLY WITH FACTORED

BEAM END REACTIONS.

5. PROVIDE BRACING CONNECTIONS THAT DEVELOP EITHER THE

FORCE NOTED ON THE DRAWINGS, OR IF NO FORCE IS SHOWN ON

THE DRAWINGS, ONE-HALF THE TENSION CAPACITY OF THE

MEMBER. DESIGN AND DETAIL CONNECTIONS SO THAT ALL FORCE

COMPONENTS WILL BE TRANSMITTED DIRECTLY TO THE

INTERSECTION OF CENTROIDS OF THE CONNECTING MEMBERS.

WHERE THIS IS NOT POSSIBLE, DESIGN CONNECTIONS FOR ALL

RESULTING ECCENTRICITIES. USE A MINIMUM OF TWO BOLTS FOR

ALL BOLTED BRACING CONNECTIONS AND DESIGN CONNECTIONS AS

BEARING-TYPE CONNECTIONS WITH THREADS IN THE SHEAR PLANE

UNLESS OTHERWISE NOTED.

6. PROVIDE MOMENT CONNECTIONS THAT DEVELOP THE END MOMENTS

INDICATED. PROVIDE CONTINUITY AND STIFFENER PLATES AT COLUMNS

AS REQUIRED.

7. USE E7018 ELECTRODES FOR A992 STEEL. USE E70XX ELECTRODES

FOR ALL OTHER STEEL.

8. USE MINIMUM WELD SIZE OF 3/16", UNLESS OTHERWISE NOTED.

9. USE 3/8" MINIMUM GUSSET PLATES, UNLESS OTHERWISE NOTED.

10. CUT NO OPENINGS IN THE STRUCTURAL MEMBERS UNLESS

SHOWN ON THE DRAWINGS OR APPROVED BY THE CONTRACTING

OFFICER.

11. DIMENSIONS OF OPENINGS AND EQUIPMENT SUPPORTS ARE

SHOWN FOR BID PURPOSES ONLY. VERIFY DIMENSIONS OF

FURNISHED EQUIPMENT PRIOR TO FABRICATION.

12. APPLY ANTI-CORROSIVE COATING (1/4 IN MIN THICKNESS) TO

STRUCTURAL STEEL ELEMENTS THAT EXTEND BELOW GROUND

FLOOR LEVEL

22 PSF

SEISMIC FORCE

RESISTANCE

SYSTEM

E/W BRACED FRAMES*

N/S MOMENT FRAMES

ORDINARY REINFORCED

MASONRY SHEAR WALL

LIGHT FRAMED WALLS

SHEATHED W/ WOOD

STRUCTURAL PANELS

ORDINARY PRECAST

SHEAR WALLS

(BEARING WALL)

CONCRETE

1. DESIGN IS BASED ON ACI 318-05: BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE.

2. DESIGN IS BASED ON THE FOLLOWING MATERIAL STRENGTHS:

A. 28-DAY CONCRETE CYLINDER STRENGTH

(1) SLABS-ON-GROUND 4000 PSI

(2) FOUNDATIONS, PIERS AND FND WALLS 4000 PSI

(3) BLDGS 1215 AND 1216 PRECAST &

CAST-IN-PLACE 4000 PSI

B. REINFORCING STEEL 60,000 PSI

C. WELDED WIRE REINFORCEMENT 65,000 PSI

D. SYNTHETIC FIBER REINFORCEMENT (SEE PLANS FOR

LOCATION & DOSAGE)

3. PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT

AS FOLLOWS:

A. CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH 3 IN

B. EXPOSED TO EARTH OR WEATHER

WHERE FORMS ARE USED

NO. 6 BAR AND LARGER 2 IN

NO. 5 BAR AND SMALLER 1 12 IN

C. NOT EXPOSED TO WEATHER

OR IN CONTACT WITH GROUND

(1) SLABS AND WALLS

NO. 14 AND NO. 18 BARS 1 12 IN

NO. 11 BAR AND SMALLER 1 IN

(2) BEAMS, GIRDERS, COLUMNS:

PRIMARY REINFORCEMENT, TIES,

STIRRUPS, SPIRALS 1 12 IN

4. MAINTAIN FULL THICKNESS FOR DEPRESSED OR SLOPED

SLABS UNLESS OTHERWISE NOTED.

5. PROVIDE STANDARD HOOKS FOR ALL TOP BARS AT

DISCONTINUOUS ENDS OF MEMBERS EXCEPT FOR SLABS

ON METAL DECK AND SLABS ON GROUND UNLESS

OTHERWISE NOTED.

6. PROVIDE DEVELOPMENT LENGTH (Ld) AND SPLICE

LENGTHS AS FOLLOWS

BAR 4000 PSI

SIZE Ld SPLICE

(IN) (IN)

3 14 19

4 19 25

5 24 31

6 29 37

7 42 54

8 47 62

9 53 70

10 59 77

11 65 85

A. THESE LENGTHS APPLY ONLY TO UNCOATED

REINFORCING STEEL WITH NORMAL WEIGHT CONCRETE,

CLEAR SPACING BETWEEN BARS NOT LESS THAN 2

BAR DIAMETERS AND CLEAR COVER NOT LESS THAN

ONE BAR DIAMETER. FOR LIGHTWEIGHT CONCRETE,

MULTIPLY LENGTHS BY 1.3.

B. FOR APPLICATIONS IN WHICH HORIZONTAL

REINFORCEMENT IS SO PLACED THAT MORE THAN 12"

OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW

THE DEVELOPMENT LENGTH OR SPLICE, INCREASE THE

VALUES INDICATED BY A FACTOR OF 1.3.

E. BLDGS 6, 1516, 3215 - SLABS ON GROUND 100 PSF

X’

P X

X’

C B X

FTG MARK AND T/FTG EL

PIER MARK AND T/PIER EL

COLUMN SIZE ( FOR BP AND

AB INFO SEE 1S-601)

COLUMN BEARING MARK

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

WS WATER STOP

HIGH POINT

HIGH STRENGTH

JNT

JST

JOINT

JOIST

WEIGHT

WORK POINT

PC PRECAST

CONNECTIONCONN

SPEC SPECIFICATION

FACE OF MASONRY

HANGER

FOOTING

FRAMING

FAR SIDE

GALVANIZED

GRATING

HORIZONTAL

GRADE BEAM

GALV

HGR

HOR

GRTG

FTG

FRMG

FIELD NAILING

EQUIPMENT

EQUAL

EXPANSION

FOUNDATION

EXTERIOR

FINISH FLOOR

FLOOR

FINISH

EACH WAY

FOM

FLR

FIN

FDN

EXP

EXT

EQUIP

TOP OF STEEL

TYPICAL

VERTICAL

WELDED HEADED STUD

WITHOUT

VERIFY IN FIELD

UNLESS OTHERWISE NOTED

VERT

WHS

W/0

VIF

WITH

UON

TYP

TOS

STANDARD

SQUARE

STEEL

TOP OF CONCRETE

THREAD

TOP OF

THICK(EN)

TOP AND BOTTOM

STIFFENER

STIRRUP

TOC

THD

THK

T&B

STL

STIFF

STIR

STD

DRAWING

EACH FACE

EXISTING

DOWEL

ELEVATION

EXPANSION JOINT

ELEV

EACH

DWL

DWG

DOWN

DITTO

CONTINUOUS

DETAIL

DIMENSION

DIAMETER

DOUBLE

DIAGONAL

COMPLETE PENETRATION WELD

CENTERED

CONSTRUCTION JOINT

DIA

DIM

DIAG

DET

DBL

CTRD

CSJ

CONT

RO ROUGH OPENING

SLIP CRITICAL

SLEEVE

SLAB ON GROUND

STEEL JOIST

SIMILAR

SCHEDULE

STEEL DECK INSTITUTE

SLV

SOG

SIM

SCHED

SDI

PLATE

PROJECTION

POUNDS PER SQUARE FOOT

REFERENCE

POUNDS PER SQUARE INCH

REINFORCEMENT

REQUIRED

PARTIAL PENETRATION

PSF

REQD

REF

REINF

PSI

PROJ

CLEAR

COLUMN

CONCRETE MASONRY UNIT

CONCRETE

BRACING

BEARING

CENTER LINE

CONTRACTION JOINT

BRIDGING

BASE PLATE

BOTTOM

COL

CONC

CMU

CLR

BRG

BRDG

BRCG

BOT

ARCHITECTURAL, ARCHITECT

AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

ANCHOR BOLT

ALTERNATE

BOTTOM OF FOOTING

AMERICAN CONCRETE INSTITUTE

BOF

ARCH

BEAM

AISC

ALT

ACI

MIN MINIMUM

METAL

MEZZANINE

NEAR SIDE

OPENING

OPPOSITE HAND

ON CENTER

POUNDS PER CUBIC FOOT

OPNG

PCF

MEZZ

MTL

LONG LEG VERTICAL

LONG LEG HORIZONTAL

MATERIAL

MAXIMUM

MACHINE BOLT (A307 BOLT)

MANHOLE

MANUFACTURER

LENGTH

MFR

MAX

MATL

LLV

LLH

STRUCTURAL ABBREVIATIONS

LONG SIDE HORIZONTALLSH

NORMAL WEIGHT CONCRETENWC

HAND RAIL

BOD BOTTOM OF DECK

CAST IN PLACECIP

AESS

STRUCTURAL STEEL

ARCHITECTURALLY EXPOSED

WELDED WIRE FABRICWWF

OPEN WEB JOISTOWJ

COMPLETE JOINT PENETRATIONCJP

CLEAR OPENINGCO

LWC

14. LINTELS SHALL BEAR A MINIMUM OF 8 IN AT EACH END. PROVIDE TWO GROUTED CORES

EACH SIDE OF OPENINGS FULL HEIGHT OF WALL AND REINFORCE EACH WITH 2#5 VERTICAL

EXTENDING FROM THE FOUNDATION TO THE POINT OF LATERAL SUPPORT FROM THE WALL

ABOVE THE LINTEL LOCATION. THE FOLLOWING LINTELS MAY BE USED WHEN THE HEAD OF

THE MASONRY OPENING IS BELOW FLOOR OR ROOF BEARING ELEMENTS BY A MINIMUM

DISTANCE OF 75% OF THE LINTEL SPAN UON:

CLEAR SPAN STEEL ANGLE CMU LINTELS PRECAST CONCRETE

LINTELS AT PER 8 IN LINTELS PER 8 IN

CMU VENEER CMU WYTHE CMU WYTHE

0 TO 4’-0" L 3 ‰ X 3 ‰ X … 8" DEEP W/ 2-#5 BOT 16" DEEP W/ 1-#4 T&B

>4’-0" TO 6’-0" L 5 X 3 ‰ X3/16 8" DEEP W/ 2-#5 BOT 16" DEEP W/ 1-#4 T&B

>6’-0" TO 8’-0" L 5 X 3 ‰ X3/8 16" DEEP W/ 2-#5 BOT 16" DEEP W/ 1-#4 T&B

>8’-0" TO 12’-0" L 6 X 3 ‰ X1/2 16" DEEP W/ 2-#5 BOT 16" DEEP W/ 1-#4 T&B

0S-002

S T

R U

C T

U R

N E

T E

S E

T H

A R

15. MINIMUM REINFORCEMENT REQUIREMENTS:

A. PROVIDE AT LEAST 1-#5 BAR VERTICAL AT THE FOLLOWING LOCATIONS:

1. CORNERS

2. WITHIN 16" OF EACH SIDE OF OPENINGS

3. WITHIN 8" OF EACH SIDE OF MOVEMENT JOINTS

4. WITHIN 8" OF ENDS OF WALLS

B. PROVIDE LADDER TYPE MASONRY JOINT REINFORCEMENT CONFORMING TO

ASTM A 951, W2.8XW2.8 GALVANIZED, DEFORMED, SPACED NOT MORE THAN

16" OC.

C. PROVIDE A BOND BEAM WITH AT LEAST 2-#5 BARS AT THE TOPS AND

BOTTOMS OF WALL OPENINGS. THE BOND BEAM SHALL EXTEND NOT LESS

THAN 24" PAST THE OPENING.

D. PROVIDE A CONTINUOUS BOND BEAM WITH AT LEAST 2-#5 BARS AT

STRUCTURALLY CONNECTED ROOF AND FLOOR LEVELS AND WITHIN 16"

OF THE TOPS OF WALLS.

16. GROUT SOLID BRICK AND BLOCK BELOW GRADE.

METAL DECK

1. DESIGN IS BASED ON THE STEEL DECK INSTITUTE DESIGN MANUAL FOR

COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS.

2. PROVIDE GALVANIZED ROOF DECK WITH THE FOLLOWING MINIMUM PROPERTIES:

A. 1‰-IN DEEP, 20 GAGE, WIDE RIB TYPE, 6" RIB SPACING, I = 0.212 IN4/FT,

Sp = 0.234 IN3/FT, Sn = 0.247 IN3/FT, AND 33,000 PSI YIELD STRESS

UNLESS OTHERWISE NOTED.

3. PROVIDE NONCOMPOSITE ROOF DECK WITH THE FOLLOWING MINIMUM PROPERTIES:

A. TOTAL 4" DEEP W/ 3" CONCRETE COVER, 22 GAGE, I = 0.073 IN4/FT, Sp = 0.130

IN3/FT, Sn = 0.134 IN3/FT AND 36,000 PSI YIELD STRESS UNLESS OTHERWISE NOTED.

4. DESIGN IS BASED ON A THREE SPAN CONDITION. FURNISH HEAVIER GAGE IF

REQUIRED FOR ONE AND TWO SPAN CONDITIONS.

5. FASTENING

A. ANCHOR ROOF DECK TO EVERY STRUCTURAL STEEL SUPPORT

BY EITHER WELDING OR SCREW FASTENING.

1. WELDING: WELD BOTTOM OF RIBS TO STRUCTURAL STEEL

SUPPORTS AT A MAXIMUM OF 18" OC WITH A MINIMUM 5/8" DIAMETER

PUDDLE WELDS OR ELONGATED WELDS WITH AN EQUAL PERIMETER.

WELD FIRST AND LAST RIBS OF EACH UNIT AT ALL SUPPORTS. WELD

PERIMETER DECK UNITS TO SUPPORT STEEL PARALLEL TO DECK AT

24" OC (MAX). MAKE ALL WELDS DIRECTLY OVER SUPPORTS.

2. SCREW FASTENERS: ANCHOR DECK BY SCREWING BOTTOM OF RIBS

TO STRUCTURAL SUPPORTS AT SAME SPACING REQUIRED FOR PUDDLE

WELDS (MINIMUM NO. 12 SCREW SIZE).

B. FASTEN SIDE LAPS OF ADJACENT DECK UNITS WITH SCREWS AT MIDSPAN,

3 FOOT INTERVALS, OR AT THE SPACING RECOMMENDED BY THE DECK

MANUFACTURER, WHICHEVER IS LESS.

C. ENSURE ROOF DECK IS FASTENED TO RESIST WIND NET UPLIFT INDICATED

ON THE DRAWINGS. DECREASE FASTENER SPACING AS REQUIRED.

D. UNLESS OTHERWISE NOTED, ENSURE ROOF DECK FASTENING PATTERN CAN

DEVELOP A MINIMUM NOMINAL DIAGPHRAGM SHEAR STRENGTH OF 800

POUNDS PER LINEAR FOOT AS TABULATED IN THE STEEL DECK INSTITUTE’S

DIAPHRAGM DESIGN MANUAL (3RD EDITION)

MASONRY WORK

1. STRENGTH DESIGN METHOD AND ALLOWABLE STRESS DESIGN METHOD ARE BASED

ON ACI 530-05: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.

2. DESIGN IS BASED ON THE FOLLOWING VALUES:

A. STRENGTH AT 28-DAYS: f’m = 1,500 PSI

B. REINFORCING BAR YIELD STRENGTH: fy = 60,000 PSI

3. PROVIDE DEFORMED REINFORCING STEEL BARS CONFORMING TO ASTM A615,

GRADE 60. (EXCEPTION: PROVIDE ASTM A 706 AT LOCATIONS INDICATED WHERE

WELDMENT IS REQUIRED. SEE AWS D1.4 FOR WELDING REQUIREMENTS). LAP

REINFORCING BARS AS FOLLOWS:

#5 BAR AND SMALLER: 24 IN

#6 BAR: 38 IN

#7 BAR: 52 IN

4. PROVIDE MORTAR CONFORMING TO ASTM C 270.

A. FOR ALL MASONRY, UNLESS OTHERWISE NOTED: TYPE S

B. FOR MASONRY BELOW GRADE OR IN CONTACT WITH EARTH: TYPE M

5. PROVIDE FINE GROUT CONFORMING TO ASTM C476 WITH A 28-DAY

COMPRESSIVE STRENGTH OF 2000 PSI.

6. PROVIDE 8-IN THICK MEDIUM WEIGHT UNITS WITH MAXIMUM DENSITY OF

125 PCF AND A MINIMUM AVERAGE NET-AREA COMPRESSIVE STRENGTH OF

1900-PSI.

7. MASONRY WALL REINFORCEMENT, UNLESS INDICATED OTHERWISE

APPLICATION VERTICAL HORIZONTAL BED-JOINT

A. EXTERIOR WALLS #5 @ 32" O/C 16" O/C

B. NON-LOAD BEARING PARTITIONS #5 @ 48" O/C 16" O/C

8. ISOLATE INTERIOR PARTITION WALLS FROM INTERIOR STEEL COLUMNS.

9. PROVIDE LATERAL SUPPORT FOR INTERIOR NON-LOAD BEARING MASONRY

PARTITIONS AT INTERVALS NOT EXCEEDING 36 TIMES THEIR THICKNESS BY

EITHER OF THE TWO METHODS NOTED BELOW:

A. ANCHOR TO ROOF, DECKING, OR BEAMS IN ACCORDANCE WITH

DETAILS INDICATED ON THE DRAWINGS.

B. ANCHOR TO INTERSECTING PARTITION WALLS UTILIZING EITHER JOINT

REINFORCING SPACED VERTICALLY AT 16" O/C OR APPROVED STRAP

ANCHORS OF EQUAL CAPACITY.

10. FOR INTERIOR NON-LOAD BEARING PARTITIONS THAT DO NOT EXTEND FOR

FULL HEIGHT AND DO NOT HAVE LATERAL BRACING FROM INTERSECTING

MASONRY, LATERALLY BRACE WALLS WITH DIAGONALS UP TO THE ROOF

STRUCTURE AS INDICATED ON THE DRAWINGS.

11. FILL CONCRETE BLOCK CELLS OR VOIDS WITH GROUT AS REQUIRED FOR

INSTALLATION OF SPECIAL ITEMS AS DETAILED ON THE DRAWINGS OR NOTED

IN THE SPECIFICATIONS (I.E. BOND BEAMS, WALL OPENINGS, FRAMES, DOOR

MECHANISMS, ETC.)

LIGHTWEIGHT CONCRETE

LSV LONG SIDE VERTICAL

FRP FIBER REINFORCED PLASTIC

12. PLACE LOAD BEARING MASONRY WALLS IN A RUNNING BOND PATTERN.

13. BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS EXCEPT AT BUILDING

EXPANSION JOINTS, UNLESS OTHERWISE NOTED.

POST-INSTALLED ANCHORS

1. ANCHOR RODS FOR ADHESIVE ANCHORS SHALL BE A36 OR A307

THREADED RODS INSTALLED WITH HILTI HIT ADHESIVE ANCHORING SYSTEM

OR APPROVED EQUAL. SEE DRAWINGS FOR ANCHOR DIAMETER. PROVIDE

STANDARD EMBEDMENT DEPTH UNLESS OTHERWISE NOTED AND INSTALL IN

ACCORDANCE WITH MANUFACTURER’S INSTRUCTIONS.

2. CONCRETE AND GROUTED MASONRY: HILTI HIT RE 500 ADHESIVE ANCHORS

OR APPROVED EQUAL.

3. HOLLOW MASONRY: HILTI HIT HY 20 ADHESIVE ANCHORS OR APPROVED

EQUAL.

DEFERRED SUBMITTALS

1. SUBMIT DESIGN DOCUMENTS SEALED BY A REGISTERED ENGINEER

FOR THE FOLLOWING ITEMS FOR REVIEW AND APPROVAL BY THE COR:

A. JOISTS AND JOIST BRIDGING

B. COLD-FORMED METAL FRAMING

C. STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED HEREIN

D. STEEL STAIR FRAMING NOT SPECIFICALLY DETAILED HEREIN

E. GLAZING AND MULLIONS

F. PRE-ENGINEERED WOOD STRUCTURE.

G. PRECAST CONCRETE PLANK DESIGN.

SPECIAL INSPECTIONS

1. THE FOLLOWING SPECIAL INSPECTIONS ARE REQUIRED: IBC

SECTION

A. STEEL FABRICATION AND IMPLEMENTATION PROCEDURES 1704.2

B. STEEL CONSTRUCTION 1704.3

C. CONCRETE CONSTRUCTION 1704.4

D. MASONRY CONSTRUCTION 1704.5

E. WOOD CONSTRUCTION 1704.6

F. SOILS 1704.7

2. CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN

ACCORDANCE WITH IBC 1706.

O P

E R

HCT HOLLOW CLAY TILE

ORDINANCE GROUNDING - BLDGS 1215, 1216, & 1516

1. LIGHTENING PROTECTION SYSTEMS (LPS). ALL METAL PARTS TO INCLUDE

REINFORCEMENT IN FLOOR, PRECAST WALLS AND ROOF PANELS, LOUVERS,

VENTILATORS, DOORS AND DOOR FRAME, SHALL BE MADE ELECTRICALLY

CONTINUOUS BY BONDING (CLIPPING, BRAZING OR WELDING) AT 5 LINEAR FEET

INTERVALS. ELECTRICAL CONTINUITY SHALL BE PROVIDED ACROSS FLOOR

EXPANSION AND ISOLATION JOINTS TO FOUNDATION PEDESTALS AT 5 LINEAR

FEET INTERVALS. ELECTRICAL CONTINUITY BETWEEN WALL AND ROOF PRECAST

PANELS AND BETWEEN PRECAST WALLS AND CONCRETE PEDESTAL FOOTING

SHALL BE PROVIDED DURING CONSTRUCTION. ACCEPTABLE CONTINUITY

METHODS ARE REINFORCEMENT BARS, COPPER STRAPS, ETC.

PRE-ENGINEERED WOOD BLDG - BLDG 3215

1. DESIGN BUILDING IN ACCORDANCE WITH CODES AND LOADS SHOWN ON DRAWINGS.

2. BASED ON UFC 3-320-04A (TI 809-30), THE FOUNDATIONS SHOWN ON THE

DRAWINGS ARE FOR BIDDING PURPOSES AND TO IDENTIFY FOUNDATION TYPE AND

DETAILS REQUIRED FOR FINAL FOUNDATION DESIGN. THE FINAL FOUNDATION DESIGN

SHALL BE PERFORMED BY A REGISTERED PROFESSIONAL ENGINEER HIRED BY THE

CONTRACTOR. FINAL COLUMN REACTIONS SHALL BE SUPPLIED BY THE

PRE-ENGINEERED BUILDING MANUFACTURER. PRIOR TO CONCRETE PLACEMENT,

COORDINATE THE ANCHOR BOLT SIZE AND PLACEMENT WITH THE PRE-ENGINEERED

BUILDING MANUFACTURER.

A R

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F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

Sheet of 300

ISSUED FOR BID

A4 A4 A13 A13

A D

A C

A D

A E

A C

2 21

2 3

3 3

2 21

2 3 3

2 2

A A

A C

A1.2

A C .3

A1.9

A B

A C .3

A B

A16

A7.4 A7.6

A F

2 3

A4 A4 A13 A13

A D

A C

A D

A E

A C

A A

A C

A1.2

A C .3

A1.9

A B

A C .3

A B

A16

A7.4 A7.6

A F

2 2

A17

A16

A16.6

A17

A16.6

A16

A E

A1.9

A E

A1.9

A4A1.9 A16A13

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

0S-003

ROOF

HI ROOF

LOW ROOF

T Y

TYP

SNOW INTENSITY

DRIFT

MARK

NOTE: LOADS SHOWN ARE TO BE ADDED

TO FLAT ROOF SNOW LOAD.

NTS

PRESSURE

@ HIGH PT

(PSF)

PRESSURE

@ LOW PT

(PSF)

9’-0"

8’-0"

DISTANCE

X (FT)

LOW

ROOF

HIGH

ROOF

COMPONENTS AND CLADDING - ROOF PRESSURES

EFFECTIVE

AREA

ROOF ZONES PRESSURES (PSF)

X (TYP)

A D

HI ROOF

LOW ROOF

VESTIBULE

ROOF

VESTIBULE

ROOF

VESTIBULE

ROOFVESTIBULE

ROOF

LINK

ROOF

LINK

ROOF

36 0 8’-0"

3 16’-6"

61 0

LINK/

VESTIBULE

ROOF

MID ROOF MID ROOF

a = 3’-6" a

Y P

25 PSF UNBALANCED

SNOW LOAD SURCHARGE

13’-0"

ENTIRE

AREA

B U

T H

A R

O P

T H

A R

WIND PRESSURE DIAGRAM FOR ROOFS BLDG 6 - AREAS 3 & 4

MID ROOF

SNOW DRIFT DIAGRAM BLDG 6 - AREA 3 & 4

MID ROOF

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

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NEW YORK DISTRICT

0S-004

3 3

ROOF

EFFECTIVE AREA

a a

TYP

T Y

8’0 4’ 16’

SCALE:1/8"=1’

SNOW INTENSITY

DRIFT

MARK

017.2 6’-6"

(SQ FT) PRESSURE

@ HIGH PT

(PSF)

PRESSURE

@ LOW PT

(PSF)

a a a a

RIDGE

DISTANCE

X (FT)

ROOF

ROOF ZONE PRESSURE

(PSF)

1 2 3

COMPONENTS AND CLADDING - ROOF

NOTE: LOADS SHOWN ARE TO BE ADDED

TO FLAT ROOF SNOW LOAD.

NOTE : a = 5’-8"

X (TYP)

ROOF DIAGRAM ROOF DIAGRAM

COMPONENTS AND CLADDING - WALL PRESSURES

4 5

WALL ZONES PRESSURES (PSF)EFFECTIVE

AREA

(SQ FT)

WIND LOAD DIAGRAM FOR ROOF - BLDG 1516

NOTE : a = 3’-6"

A D

�"=1’-0"

SNOW LOAD DIAGRAM - BLDG 1516

�"=1’-0"

NTS

2 9’-0"

B U

T H

A R

O P

E R

WIND LOAD DIAGRAM FOR WALLS - BLDG 6 - AREAS 3&4

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

NEW YORK DISTRICT

x x x x

ELEVATION

PLAN

0S-501

S E

T H

A R

T Y

N C

R E

T A

A1 NO SCALE

SLAB ON GRADE CONSTRUCTION

NO SCALEA2

CONSTRUCTION JOINT (CSJ)

SLAB ON GRADE

A3 NO SCALE A5 NO SCALE

CONTRACTION JOINT (CJ)

SLAB ON GRADE

THICKENED SLAB ON GROUND AT

NON LOAD BEARING MASONRY WALLS

NO SCALEB1 NO SCALEB3

PIPE & TRENCH

PLACEMENT AT FOUNDATION

NO SCALEB5

ADDITIONAL SLAB REINFORCEMENT

AT RE-ENTRANT CORNER

C1 NO SCALE

STEPPED FOOTING

C2 NO SCALE

CONCRETE STAIR ON GRADE WALL CONSTRUCTION JOINT

NO SCALEC4

NO SCALEC5

CORNER BARS

T - SLAB THICKNESS

SEE PLAN

SUBGRADE

REINFORCEMENT-

SEE PLAN

NOTE: SEE ARCH DWGS FOR WALL

LOCATIONS AND THICKNESSES.

PLACE CONCRETE FILL AROUND

SLEEVES BEFORE POURING

FOOTING, MAKE SAME WIDTH

AS FOOTING.

NO EXCAVATION

ALLOWED BELOW

THIS LINE2

NOTES: 1. SEE GENERAL NOTES FOR LAP LENGTH.

2. DIM D = FOOTING DEPTH. REFER TO WALL AND

FOOTING SECTIONS.

REINFORCING SHALL MATCH

LONGITUDINAL FOOTING BARS

IN SIZE AND NUMBERS

FOOTING REINF

TOP OF

FOOTING

DOWELS TO MATCH VERT

REINF IN WALL

TOP OF

FOOTING

1:6 MAX SLOPE

NOTE: PROVIDE #4 DWLS AT 12" OC INTO CHEEK WALL OR

BLDG WALL, TYP

PROVIDE 1/8" PER FOOT

SLOPE ON ALL EXTERIOR

STAIRS AND LANDINGS

1-#3 AT EA

NOSING

FOR FINISH SEE

ARCH DWGS

CONSTRUCTION

JOINT

NOTE:

PROVIDE CONSTRUCTION/CONTROL

JOINTS AT 30’-0" OC MAX SPACING.

AT EXTERIOR CONTROL JOINTS

COORDINATE LOCATIONS TO ALIGN

WITH MASONRY JOINTS, SEE ARCH.

BACKFILL SIDE

HORIZ WALL

REINFORCING

TYPICAL

EXPOSED WALL

SURFACE

CONTROL

JOINT

3-#4 x 4’-6" @ 6" O/C

LOCATED 2" CLR FROM

TOP OF SLAB

METAL SLEEVE

MIN

#3 @ 12"

DOWELS TO MATCH CMU

WALL REINF SIZE AND

SPACING. SEE GEN

NOTES FOR REINF INFO

NO PIPES SHALL PASS

THRU THIS PORTION OF

FOOTING

FOOTING THICKNESS

FOOTING SHALL BE STEPPED

SO THAT CONCRETE FILL

DOES NOT EXCEED 3’-0"

WALL THICKNESS

T (6" MIN)

1’-6" TYP

T/2

1’-0"

LAP LENGTH

1" 1"

1’-6"

(MIN)

3-#4 CONT

LAP LENGTH

�" CLR TYP

1’-6"

10"

LAP SPLICE

(SEE GEN NOTES)

3"3"

1 �"

T/6

5" MIN

3" MIN

3" CLR TYP

4" MAX

LAP LENGTH

2’-0" MAX

STEP HEIGHT

2 x STEP

HEIGHT MIN

2’-0" MIN

4 �" MIN

SLEEVE DIA

6" MIN

FTG THK

1’-6" MIN

2’-3"

4 �" MIN

LAP

LENGTH

WALL

REINF (SEE

PLAN)

4" DIA x 14" LONG

DOWELS AT 1’-6" OC

(LIGHTLY GREASE BOTH

ENDS OF DOWELS)

PLAN

SECTION

STEEL

COLUMN

CONSTRUCTION

OR CONTRACTION

JOINT, TYP

TOOLED JOINT AT

EXPOSED AREAS

C COLUMN

WALL

FACE OF COLUMN

OR WALL

JOINT

FILLER

VARIES

8" MIN

TYP

4" MIN

TYP

SECTION-A

STEEL COLUMN

STOP 12 OF HORIZ AT JOINT.

CONTINUE REMAINING BARS @

ALTERNATE SPACING

THROUGH JOINT

#4 @ 12" OC

1 1/2" CLR

ISOLATION JOINT AT COLUMN

VAPOR BARRIER

ISOLATION

JOINT

SLAB POUR

TERMINATE SLAB REINF AT ISOLATION JOINT.

MAINTAIN MIN COVER.

NO SCALEA4

DEPRESSION IN SLAB ON GROUND

SEE PLAN FOR

LOCATION AND

DEPTH

12" 12"

SOG REINF,

SEE PLAN

T - SLAB THICKNESS

SEE PLAN

D - DEPRESSION

DEPRESSED AREA AS

SHOWN THUS IN PLAN

MIN 2 X SLAB THICKNESS

SAWCUT

8" x DEPTH INDICATED.

FILL WITH EPOXY JOINT FILLER.

1" SAWCUT DEPTH

4" OF COMPACTED NO. 57

COARSE AGGREGATE OR 8"

IMPORTED STRUCTURAL

FILL. PROVIDE CHOKER

MATERIAL AT TOP OF

BASE COURSE.

SEE ARCH FOR WALL DRAINAGE &

WATERPROOFING MEMBRANE

EXTEND MEMBRANE OVER JOINTS

WATERSTOP, TYP @

BACKFILL CONDITION

@ INTERIOR WALLS

FIRST PLACEMENT

NO SCALED5

EQUIPMENT PAD

DIMENSION TO BE BASED ON

ACTUAL EQUIPMENT FURNISHED

EDGE OF EQUIP

6" MIN ALL SIDES

#3 @ 12" AROUND

PERIMETER (TYP)

#3 @ 12" 1’-0"

2" CLR

1’-0"

MAINTAIN ROUGH

SURFACE FOR

BOND

#4 @12"

CORNER

BARS

CORNER BARS W/ STD 90

DEG HOOK (MATCH PRIMARY

REINF SIZE AND SPACING)

WALL

REINF

(SEE

PLAN)

O P

E R

8" RADIUS TOOLED EDGES

SAWCUT AND FILL W/

FLEXIBLE JOINT SEALANT

A R

G T

O N

T E

F A

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D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

Sheet of 300

ISSUED FOR BID

NOTE: PIPE TRENCH SHALL BE LOCATED SO THAT

FOOTING WILL NOT BE UNDERMINED.

B/ FTG EL

SEE CIVIL DWGS

SLAB REINF NOT

SHOWN FOR

CLARITY

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

S 2A1

SHEET NOTES

KEY NOTES

8’0 4’ 16’

SCALE:1/8"=1’

1S-101

T H

S E

MATCHLINE

SEESEE

SHEET 1S-103

SEE STRUCTURAL GENERAL NOTES ON

0S-001 AND 0S-002.

EL 3’-6"

TOC

EX TOC SLAB EL = 3’-6", UON

TYPA4

1S-503

FOUNDATION AND SLAB PLAN

�" = 1’-0"

ADD COVER PLATES ON

FLANGES OF COLUMNS.

1S-508

B U

RAMP/WALKWAY TO BLDG 6 SOUTH.

REMOVE EXTERIOR WALL & EX

SLAB-ON-GROUND FOR NEW RAMP.

C. COORDINATE WITH ELEC FOR EXISTING

SLAB CUTTING AND PATCHING.

4 4" EQUIPMENT PAD, TYP. SEE 0S-501 FOR

DETAIL. COORD W/ MECH & PLUMB FOR

SIZE & LOCATION.

6’-1"

EXISTING SLAB ON GROUND

TYP 8 PLCS

DOMESTIC & FIRE WATER LINES. SEE

CIVIL FOR MINIMUM ELEVATION REQMTS.

COORD W/ EX CONDITIONS. DO NOT

PENETRATE EX WALL FTG. COORD W/ FP

& PLUMB.

6 GAS LINE. SEE PLUMB & CIVIL FOR

MINIMUM ELEVATION REQMTS. COORD W/

EX CONDITIONS. DO NOT PENETRATE EX

WALL FTG.

ELEVATIONS STATED ON PLANS ARE

RELATIVE TO TOC EL. SEE CIVIL FOR

MEAN SEA LEVEL ELEVATION.

U N

D A

A N

O P

E R

111111

1 1 1

1 3

CUT SLAB FOR ELECTRICAL CONDUIT, SEE

ELEC & 1AD-101 FOR LOCATION OF CUT.

REPAIR SLAB PER DETAIL B1/1S-503.

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

1 2 3 4 5 6

7 8

A7.47 A7.6

20’-0" 20’-0" 20’-0" 20’-0" 20’-0"20’-0" 20’-0"

6’-41 2" 6’-7" 7’-01

300’-0"

20’-0"

E X

W F

HSS6X6X3/8

F44

HSS4

X3 /8

HSS4X4X3/

E X

W F

F44

EX TOC SLAB EL = 3’-6", UON

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

SHEET NOTES

KEY NOTES

1S-102

S E

T H

A R

8’0 4’ 16’

SCALE:1/8"=1’

�" = 1’-0"

SEESEE

SHEET 1S-104

TYP

SEE STRUCTURAL GENERAL NOTES ON

0S-001 AND 0S-002.

FOUNDATION AND SLAB PLAN

1S-503

1S-508

8’-5" 5’-0"

NEW CONC

WALKWAY

& STAIR

EXISTING SLAB-ON-GROUND

EX WALKWAY & STAIR

TO REMAIN

ADD COVER PLATES ON FLANGES OF

COLUMNS.

EXTEND WALKWAY FOR DOOR ACCESS

AND PROVIDE NEW STAIR DOWN TO

GRADE LEVEL.

B U

ELEVATIONS STATED ON PLANS ARE

RELATIVE TO TOC EL. SEE CIVIL FOR

MEAN SEA LEVEL ELEVATION.

F O

U N

D A

A N

O P

E R

11111111

1 1

4 CUT SLAB FOR SANITARY LINE. SEE

PLUMBING FOR INVERT.

SANITARY LINE. SEE P-401 FOR INVERT.

COORD W/ EX CONDITIONS. DO NOT

PENETRATE EX FTG.

1S-503 4

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

HSS6X6X3/8

HSS4X4X3/

X4 X3 /8

F44

8 9 10 11 12 13 14 15 16

20’-0"

300’-0"

20’-0" 20’-0" 20’-0" 20’-0" 20’-0" 20’-0" 20’-0"

1’-0"

2 3 STEPPED FOOTING. SEE C1/0S-501.

1�" SLAB DEPRESSION, SEE A4/0S-501.

WINDOW FRAMING POST. SEE ELEV FOR

SIZE.

5 ADDL SLAB REINF. SEE B5/0S-501, TYP.

T/SHELF EL = 1’-6"7

T/SHELF EL = 0’-2"8

WALL SHELF STEP, SEE A4/1S-504, TYP.

SEE ELEC FOR COORD OF CONDUIT.

T/SHELF EL = [-0’-6"]

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

SHEET NOTES

KEY NOTES

M A

T C

H L

S E

E S

E E

S H

E E

1/8" = 1’-0"A1

FOUNDATION AND SLAB PLAN

1S-103

S E

T H

A R

SEESEE

TOP OF WALL FTG EL MATCHES TOP OF

ADJACENT COL FTGS, TYP, UON.

EDGE OF SLAB, TYP

OUTSIDE EDGE OF STEM WALL, TYP

WALL FTG, TYP

8’0 4’ 16’

SCALE:1/8"=1’

SHEET 1S-101

SEE 0S-501 FOR TYPICAL CONCRETE

DETAILS.

SLAB-ON-GROUND IS 6" THICK WITH

#3 @ 18" OC, EW.

SEE STRUCTURAL GENERAL NOTES ON

0S-001 AND 0S-002.

,C B2

1S-504

1S-601

SEE 1S-201 FOR BRACED FRAME

ELEVATIONS AND 1S-202 FOR WINDOW

FRAMING ELEVATIONS.

ALL COLUMN BASES ARE MARK CBI

UON. SEE COLUMN BASE SCHEDULE FOR

DETAILS.

,C B2

3, TYP @ INT

COL

1S-504

ALL COLUMN PIERS ARE MARK P1 UNO.

SEE PIER SCHEDULE FOR DETAILS. PIERS

ONLY AT EXTERNAL COLUMNS. T/ PIER

IS EL [-1’-2"], UON.

CB3

, CB3

" 1’-0"

6" 14’-11

T/ FTG

EL [-1’-0"]

SEE 1S-601 FOR FOOTING SCHEDULE

AND DETAILS.

1S-509

1S-508

(TYP)

1S-508

EX STAIR & WALKWAY TO REMAIN

CONTRACTION/CONSTRUCTION JOINT, TYP.

SEE A2&A3/0S-501. AT THE RAMP LOCATED

BTWN COL LINES A7.4 & A7.6, PROVIDE

CONTRACTION JOINTS @ 6’-0" OC.

TOC EL

3’-6"

1S-507

[-4

’-6

WALL

TOC SLAB EL = 0’-0", UON

RELATIVE TO TOC EL. SEE CIVIL FOR

MEAN SEA LEVEL ELEVATION.

F O

U N

D A

A N

O P

E R

TOP OF EXTERIOR COL FTGS IS EL

[-3’-6"], TYP UON. TOP OF INTERIOR

COL FTGS IS EL [-1’-0"].

4’ -6

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

BRACE #2

BRACE #4

BRACE #1

BRACE #3

E X

W F

HSS6X6X3/8

X6 X1 /4

F44

HSS4

X3 /8

X4 X3 /8

HSS4X4X3/

X4 X3 /8

E X

W F

F7 5F7

F44

A1 A2 A3 A4 A5 A6 A8A7

A8A7 A7.4 A7.6

A1.2

AC.3

A1.9

18’-10" 20’-5" 20’-5" 20’-5" 20’-10"

6’-7"

272’-4"

4’-9"

17’-8" 16’-6"

2’-5"

2’-0"

20’-10"

9’-6"

9 FOOTING STEP, SEE C1/0S-501

WALL SHELF STEP.

T/ WALL SHELF EL = 1’-6"

T/ WALL SHELF EL = 0’-2"

1’-0"

EDGE OF SLAB, TYP

OUTSIDE EDGE OF STEM WALL, TYP

WALL FTG, TYP

1 CONTROL/CONSTRUCTION JOINT, TYP.

SEE A2 & A3 ON 0S-501.

1�" SLAB DEPRESSION, SEE A4/0S-501.

WINDOW FRAMING POST. SEE ELEV FOR

SIZE.

4 ADDL SLAB REINF. SEE B5/0S-501, TYP.

5 SEE A3/1S-507 ALONG COL LINE AC.3

BETWEEN A16 & A16.6.

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

A1 1/8" = 1’-0"

M A

T C

H L

S E

E S

E E

S H

E E

1S-104

S E

L L

FOUNDATION AND SLAB PLAN

SHEET NOTES

KEY NOTES

MATCHLINE

SEESEE

8’0 4’ 16’

SCALE:1/8"=1’

SHEET 1S-102

1S-504

,C B2

SIM

TOC SLAB EL = 0’-0", UON

TOP OF WALL FTG EL MATCHES TOP OF

ADJACENT COL FTGS, TYP, UON.

SEE 0S-501 FOR TYPICAL CONCRETE

DETAILS.

SLAB-ON-GROUND IS 6" THICK WITH

#3 @ 18" OC, EW.

TOP OF EXTERIOR COL FTGS IS EL

[-3’-6"], TYP. TOP OF INTERIOR COL

FTGS IS EL [-1’-0"].

SEE STRUCTURAL GENERAL NOTES ON

0S-001 AND 0S-002.

SEE 1S-201 FOR BRACED FRAME

ELEVATIONS AND 1S-202 FOR WINDOW

FRAMING ELEVATIONS.

ALL COLUMN BASES ARE MARK CBI

UON. SEE COLUMN BASE SCHEDULE FOR

DETAILS.

1S-601 A1

1S-504

, C B2

TYP @

INT COL

ALL COLUMN PIERS ARE MARK P1 UNO.

SEE PIER SCHEDULE FOR DETAILS. PIERS

ONLY AT EXTERNAL COLUMNS. T/ PIER

IS EL [-1’-2"], UON.

1S-504

,C B3

,C B

SEE 1S-601 FOR FOOTING SCHEDULE

AND DETAILS.

OPP HAND

1’-0"

B U

, C B3

T H

-4 6"

SANITARY PIPELINE, SEE PLUMBING.

1S-504 A4

1S-504

ELEC CONDUIT, SEE ELEC.

RELATIVE TO TOC EL. SEE CIVIL FOR

MEAN SEA LEVEL ELEVATION.

F O

U N

D A

A N

O P

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

BRACE #2

BRACE #4

F7 5 F7

5 F7

H S S X X 1/

HSS4X4X3/

X4 X3 /8

5HS

S6 X6

X1 /4

X6 X1 /4

5 HS

S6 X6

X1 /4

F44

A9 A10 A11 A12 A13 A15 A17A14A8

A16

AC.3

A16.6

17’-3" 20’-8" 20’-8" 10’-8"

272’-4"

21’-0" 14’-8"

4’-10"20’-8"

2’-0"

2’-5"

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

1S-121

S E

T H

A R

KEY NOTES

SHEET NOTES

8’0 4’ 16’

SCALE:1/8"=1’

SEE STRUCTURAL GENERAL NOTES 0S-001

AND 0S-002.

SEE 1S-502 FOR TYPICAL STEEL FRAMING

DETAILS.

TYP

1S-503

TYP

SPAN

BLDG LINE

GC COORDINATE WEIGHT WITH DESIGN OF

2550 LBS AND VERIFY SIZE AND

LOCATION W/ MECH MFR.

NEW CATWALK IS SUPPORTED BY

BOTTOM CHORD OF EX ROOF TRUSS.

SEE 1S-503 FOR EX ROOF TRUSS INFO.

SEE A2/1S-503 FOR STRENGTHENING

DETAILS TYPICAL AT ALL COLUMN LINES,

EXCEPT 1 AND 16.

HANDRAIL

1"x �" GALV STEEL BAR GRATING W/

BEARING BARS SPACED AT 1 �" OC &

CROSS BARS SPACED AT 4" OC.

T/ BAR GRATING EL IS 17’-11", TYP

C A

T W

A M

A N

O P

E R

BOT CHORD OF EX ROOF TRUSS, TYP

NEW CATWALK FRAMING PLAN

1/8 " = 1’-0"

X .5

X .5 C

X .5

BREAK IN HANDRAIL

@ WALL. COORD W/

ARCH.

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

1 2 3 4 5 6

7 8

20’-0" 20’-0" 20’-0" 20’-0" 20’-0"20’-0" 20’-0"

300’-0"

X .5

W10X33

X .5

C10X15.3 C10X15.3C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3

X .5

C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3

X .5

W10X33

SEE STRUCTURAL GENERAL NOTES 0S-001

AND 0S-002.

SEE 1S-502 FOR TYPICAL STEEL FRAMING

DETAILS.

T/ BAR GRATING EL 17’-11", TYP.

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

1S-122

S E

T H

A R

KEY NOTES

SHEET NOTES

N 8’0 4’ 16’

SCALE:1/8"=1’

TYP

1S-503

TYP

SPAN

B U

GC COORDINATE WEIGHT WITH DESIGN OF

2550 LBS AND VERIFY SIZE AND

LOCATION W/ MECH MFR.

NEW CATWALK FRAMING IS SUPPORTED

BY BOTTOM CHORD OF EX ROOF TRUSS.

SEE 1S-503 FOR EX ROOF TRUSS INFO.

SEE A2/1S-503 FOR STRENGTHENING

DETAILS TYPICAL AT ALL COLUMN LINES,

EXCEPT 1 AND 16.

HANDRAIL

1"x3/16" GALV STEEL BAR GRATING W/

BEARING BARS SPACED AT 1 3/16" OC &

CROSS BARS AT 4" OC.

BREAK IN HANDRAIL AT

LADDER, COORD W/

ARCH

C A

T W

A M

A N

O P

E R

BREAK IN HANDRAIL

@ WALL, COORD W/

ARCH

X .5

NEW CATWALK FRAMING PLAN

1/8 " = 1’-0"

BLDG LINE

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

X .5

C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3

W10X33

X .5

C10X15.3

X .5

C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3 C10X15.3

X .5

W10X33

8 9 10 11 12 13 14 15 16

20’-0"

300’-0"

20’-0" 20’-0" 20’-0" 20’-0" 20’-0" 20’-0" 20’-0"

FRAMING MEMBERS BETWEEN COLUMN

LINES ARE EQUALLY SPACED, UON.

C. SEE 1S-201 FOR VERTICAL BRACING

ELEVATIONS.

SEE STRUCTURAL GENERAL NOTES 0S-001

AND 0S-002.

D. SEE 1S-502 FOR TYPICAL STEEL FRAMING

DETAILS.

MECHANICAL ACCESS PLATFORM T/ BAR GRATING EL IS 14’-2".

SEE KEY NOTES FOR BOD & TOS EL FOR VESTIBULE ROOF & LINK ROOF.

BLDG LINE

TYP

EX BLDG LINE

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

1S-123

S E

T H

A R

SHEET NOTES

KEY NOTES

8’0 4’ 16’

SCALE:1/8"=1’

1S-505

1S-507

1S-506

TOP OF HSS COL CONN TO BOT OF

W BM.

B U

6 CONN W12 BEAM TO THE FLANGE OF

THE COL WITH A SEATED CONN.

6’-3" 6’-3"

MECH ACCESS PLATFORM, VESTIBULE ROOF & LINK ROOF FRAMING PLANS

1/8 " = 1’-0"

M E

C E

A T

F O

R M

V E

S T

U L

VESTIBULE ROOF TOP OF STEEL & BOD

EL = 13’-0"

LINK ROOF TOP OF STEEL & BOD EL =

14’-6"

HSS6x6x1/4 HANGER FROM ROOF BEAM

ABOVE, TYP.

3’-0"

10’-8"

1’-8"

HANDRAIL,

TYP

COORD DIM

W/ MECH MFR

7 TYP 8 PLCS

1"x 3/16" GALV STEEL BAR GRATING W/

BEARING BARS SPACED AT 1 3/16" OC

AND CROSS BARS SPACED AT 4" OC.

R O

A M

A N

N G

E R

O P

E R

HSS3.000x.25 POST AT ALL CORNERS

OF MECH EQUIP. COORDINATE W/ MECH

FOR LOCATION & HEIGHT. W6x25 BEAMS

FRAME TOP OF POSTS TO SUPPORT

UNIT. EA POST REQUIRES �" CAP PL

TOP & BOT. 1/4" WELD ALL AROUND

CAP PL TO HSS. BOLT W/ 4-3/4" DIA

BOLTS AT BEAM GAGE TOP & BOT OF

HSS. MOMENT CONN W6 BEAMS TO EA

OTHER. MECH UNIT WEIGHT DESIGNED

FOR 250 LBS. NOTIFY COR IF CHANGE

IN WEIGHT PRIOR TO FABRICATION.

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

W8X28

W8X28 W8X28 W8X28

W12X19

W12X30

W8X28

W8X15 W8X15

W8X15

W8X28 W8X28 W8X28

W12X19

W8X28

W8X28 W8X28 W8X28 W8X28

A1 A2 A3 A4 A5 A6 A8A7

A8A7 A7.4 A7.6

A1.2

AC.3

A1.9

18’-10" 20’-5" 20’-5" 20’-5" 20’-10"

6’-7"

272’-4"

4’-9"

17’-8" 16’-6"

2’-5"

2’-0"

20’-10"

9’-6"

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

1S-124

SHEET NOTES

KEY NOTES

S E

T H

A R

FRAMING MEMBERS BETWEEN COLUMN

LINES ARE EQUALLY SPACED, UON.

C. SEE 1S-201 FOR VERTICAL BRACING

ELEVATIONS.

8’0 4’ 16’

SCALE:1/8"=1’

TYP

SEE STRUCTURAL GENERAL NOTES 0S-001

AND 0S-002.

D. SEE 1S-502 FOR TYPICAL STEEL FRAMING

DETAILS.

BLDG LINE

1S-505

EDGE OF GRATING, TYP

B U

SIM

HSS6x6x1/4, TYP HANGERS FROM ROOF

BEAM ABOVE

1S-505

1S-507

MECHANICAL ACCESS PLATFORM T/ BAR GRATING EL IS 14’-2".

MECH ACCESS PLATFORM & VESTIBULE ROOF FRAMING PLANS

�" = 1’-0"

VESTIBULE ROOF TOP OF STEEL EL &

BOD = 13’-0".

SEE KEY NOTE 4 FOR TOS & BOD EL AT VESTIBULE ROOF.

1"x �" GALV STEEL BAR GRATING W/

BEARING BARS SPACED AT 1 �" OC &

CROSS BARS SPACED AT 4" OC

13’-8"

7’-8"

8’-10"

7’-11"

8’-7"

7’-1"

2’-10"

OPENING IS 1’-1" DIA

OPENING IS 1’-4" x 1’-4"

OPENING IS 1’-5" x 1’-5"10

OPENING IS 8" x 8"11

12 OPENING IS 1’-8" DIA

M E

C E

A T

F O

R M

V E

S T

U L

R O

A M

A N

TYP

F R

6’-3"

1S-506

A C

3" TYP FROM BM

C TO EDGE OF

GRATING, UON

3’-6"

1’-9"

OPENING IS 5’-11" NS x 2’-8" EW

OPENING IS 1’-0" NS x 10" EW

OPENING IS 1’-7" NS x 1’-3" EW

OPENING IS 2’-6" EW x 5’-0" NS

HANDRAIL, TYP

O P

E R

AC-1. DESIGN WEIGHT IS 1500 LBS. GC

TO COORDINATE IF MFR PROVIDES UNIT

WITH MORE WEIGHT. COORD W/ PLUMB

FOR SIZE AND LOCATION OF CAST IRON

PLATE EQUIP PAD.

AHU-3. DESIGN WEIGHT IS 85OO LBS. GC

TO COORDINATE IF MFR PROVIDES UNIT

WITH MORE WEIGHT. BM PLACEMENT

CENTERFOUNDER CURB. COORD W/ MFR.

DH-1. DESIGN WEIGHT IS 2500 LBS. GC

TO COORDINATE IF MFR PROVIDES UNIT

WITH MORE WEIGHT. BM PLACEMENT

CENTERFOUNDER CURB. COORD W/ MFR.

F. FOR W8 BEAMS AT OPENING PERIMETER,

LOCATE CENTERLINE OF BEAM 0’-3" FROM

EDGE OF OPENING, UON.

L4x3 SLV - TENSION ONLY. DESIGN

CONN FOR 10K OF TENSION. FIELD

WELD TO BOT FLANGE OF EACH

INTERSECTING W8 BM W/ �" WELD.

(TOP OF ANGLE EL = BOT OF W8 BM).

ALL OPNGS FRAMING THRU GRATING NOT

NOTED ARE L6x6x5/16 PLACED AT OPNG

DIMENSION, ON ALL SIDES NOT FRAMED BY

OTHER BEAMS.

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

W8X28 W8X28 W8X28 W8X28 W8X28

W8X28 W8X28 W8X28

W8X28

W12X19

L4 X X

L X X

L4 X X /8

W8X15

C8X11.5

W8X28W8X28

W8X28 W8X28

W8X28

W8X28 W8X28

W8X28

W8X28 W

W8X28 W8X28W8X28

W8X28 W8X28

W8X28W8X28

A9 A10 A11 A12 A13 A15 A17A14A8

A16

AC.3

A16.6

17’-3" 20’-8" 20’-8" 10’-8"

272’-4"

21’-0" 14’-8"

4’-10"20’-8"

2’-0"

NEW YORK DISTRICT

A1 1/8" = 1’-0"

M A

T C

H L

S E

E S

E E

S H

E E

1S-133

S E

T H

A R

SHEET NOTES

KEY NOTES

FRAMING MEMBERS BETWEEN COLUMN

LINES ARE EQUALLY SPACED, UON.

D. SEE 1S-201 FOR VERTICAL BRACING

ELEVATIONS.

ROOF FRAMING PLAN

BOD

EL 20’-7�"

BOD

EL 18’-7�"

8’0 4’ 16’

SCALE:1/8"=1’

(BTWN GRIDS

A4 & A13)

(BTWN GRIDS

A1 & A4)

S L

O P

E S

L O

P E

1S-505

E. SEE 1S-502 FOR TYPICAL STEEL

FRAMING DETAILS.

ROOF DECK IS 1 �" METAL DECK. SEE

GENERAL NOTES FOR ADDL INFO.

SEE STRUCTURAL GENERAL NOTES 0S-001

AND 0S-002.

TYP

HI BOD EL 31’-8�"

LO BOD EL 23’-8�"

HI BOD EL 27’-5�"

LO BOD EL 23’-8�"

(BTWN GRIDS

A4 & A14)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

H I B

5 5

5 2

LO & HI

BEAMS 5 5

6 6 6 6 6

6 FACTORED BEAM CONNECTION MOMENT

OF 80 KIP-FT @ BOTH ENDS OF BEAM

TOP CHORD EXTENSION TYP ALL JOISTS

EDGE OF ROOF DECK, TYP

1S-504

1S-505

BOD EL VARIES, SEE PLAN

(BTWN GRIDS

A1.9 & A4)

TYP

1S-507

1S-203 A3

1S-203

OPP HAND

B U

2’-6"

1S-509

1S-504

1S-507

TYP

1S-203

FACTORED BEAM CONNECTION MOMENT

OF 140 KIP-FT @ BOTH ENDS OF BEAM

FACTORED AXIAL LOAD OF 10K AT BM

TO BM CONN

LINK ROOF

BELOW, SEE

1S-123

HSS HANGERS, BELOW. SEE B3/1S-505 FOR

CONNECTION DETAILS.

WINDOW FRAMING POST. SEE 1S-202 FOR

SIZE.

9 14"x14" OPNG. COORD W/ MECH.

SEE C1/1S-502 FOR FRAMING.

9’-0"5’-6"

EL 15’-4�"

BOD EL = 23’-4 1/2" ALONG AB

BETWEEN A1 & A2.

SEE 0S-003 FOR ROOF SNOW LOADS

AND SEE 0S-001 FOR ROOF DEAD

LOADS FOR JOIST DESIGN.

R O

A M

A N

O P

E R

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

W12X30 W12X30

C8X11.5

K S

K S P

K S

W12X30

W X

K S

K S P

BRACE #3 BRACE #4

K S

W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22

W14X22

W14X22W14X22 W14X22 W14X38 W14X38W14X22 W14X22

BRACE #1 BRACE #2

W12X19

W14X22

W12X30 W12X30 W12X30 W12X30

C8X11.5

W 1X

W12X30

W14X26 W14X26

W X

W12X30W12X30 W14X38W14X38

A1 A2 A3 A4 A5 A6 A8A7

A1.2

AC.3

A1.9

18’-10" 20’-5" 20’-5" 20’-5" 20’-10"

272’-4"

17’-8" 16’-6"

2’-5"

2’-0"

6 FACTORED BEAM CONNECTION MOMENT

OF 80 KIP-FT @ BOTH ENDS OF BEAM

FACTORED AXIAL FORCE OF 10K AT BM

TO BM CONN

FACTORED BEAM CONNECTION MOMENT

OF 140 KIP-FT @ BOTH ENDS OF BEAM

TYP

*** Safety Pays ***

*** Support Value Engineering - It Pays ***

NEW YORK DISTRICT

M A

T C

H L

S E

E S

E E

S H

E E

1S-134

SHEET NOTES

KEY NOTES

S E

T H

A R

A1 1/8" = 1’-0"

FRAMING MEMBERS BETWEEN COLUMN

LINES ARE EQUALLY SPACED, UON.

1 EDGE OF ROOF DECK, TYP.

ROOF FRAMING PLAN

BOD

EL 20’-7�"

BOD

8’0 4’ 16’

SCALE:1/8"=1’

(BTWN GRIDS

A4 & A13)

2 TOP CHORD EXTENSION TYP ALL JOISTS

(BTWN GRIDS

A13 & A17)S

L O

P E

S L

O P

1S-505

1S-504

E. SEE 1S-502 FOR TYPICAL STEEL FRAMING

DETAILS.

SEE STRUCTURAL GENERAL NOTES 0S-001

AND 0S-002.

ROOF DECK IS 1 �" METAL DECK. SEE

GENERAL NOTES FOR ADDL INFO.

18’-7�"

HI BOD EL 31’-8�"

LO BOD EL 23’-8�"

HI BOD EL 27’-5�"

LO BOD EL 23’-8�"

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

(HI BM)

(LO BM)

H I B

5 5 5 2

LO & HI

BEAM

5 5

6 6 6 6 6 66

1S-504

1S-505

2’-6"

BOD EL VARIES, SEE PLAN

1S-504

S L

O P

B U

1S-509

OPP HAND

1S-504

1S-507

SEE 1S-201 FOR VERTICAL BRACING &

1S-202 & 1S-203 FOR WINDOW FRAMING

ELEVATIONS.

HSS HANGER, BELOW. SEE B3/1S-505 FOR

CONN DETAILS.

WINDOW FRAMING POST. SEE ELEV FOR

SIZE.

2’-10"

14"x14" OPNG. COORD W/ MECH.

SEE C1/1S-502 FOR FRAMING.

7’-2" 6’-2"

EL 15’-4�"

BOD EL = 23’-4 1/2" ALONG AB

BETWEEN A15 & A17.

SEE 0S-003 FOR ROOF SNOW LOADS

AND 0S-001 FOR ROOD DEAD LOADS FOR

JOIST DESIGN.

R O

A M

A N

O P

E R

A R

G T

O N

T E

F A

D w n b y

D e s ig n e d b y

R e v ie w e d b y

D a t e

R e v

C k d b b m it t e d b e n a m t d a t t s c a ie f

A r c h

B r a n

Z E s ig n f il e n a w in g c o d s c r ip t io n M a

A R

E E p r

M a r k

D a t e

A p p r

US Army Corps of Engineers

21 4 5

Sheet reference number:

2 4 51

T R

R K

N Y

F U

E E

M P

L E

BLDG

W E

Sheet of 300

ISSUED FOR BID

W X

W12X30 W12X30 W12X30 W12X30

K S

K S P

K S

BRACE #4

K S

W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22

W14X38 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22

BRACE #2

W12X30 W12X30 W12X30 W12X30 W12X30

W 1X

W12X30W12X30

W14X26W14X26

C8X11.5

W12X30W12X30 W14X38

A9 A10 A11 A12 A13 A15 A17A14A8

A16

AC.3

A16.6

17’-3" 20’-8" 20’-8" 10’-8"

272’-4"

21’-0" 14’-8"

4’-10"20’-8"

2’-0"

NEW YORK DISTRICT

A1 A2

A C

E V

A T

S E

T H

A R

8’0 4’ 16’

SCALE:1/8"=1’

1S-201

N G

E R

(SEE

PLAN)

C O

A N

C O

A N

C O

A N

A6 A7

BOD

EL SEE PLAN

TOC

EL SEE PLAN

TOC

EL SEE PLAN

BOD

EL SEE PLAN

TOC

EL SEE PLAN

BOD

EL SEE PLAN

BM (SEE PLAN)

EL SEE PLAN

LO BOD

EL SEE PLAN

T/FTG

SEE PLAN FOR FTG

SIZE AND REINF (TYP)

EL SEE PLAN

BOD

TOS

SEE PLAN SEE PLAN

SEE PLAN

C L

(+-25K)

-2

5K)

HI BOD

W BM

NTS

NTS NTS

-2

5K)

(+-25K)

GRATING BETWEEN COL LINES A4 TO A13

SEE PLAN FOR MOMENT IN CONN, TYP

2L 4x

3x 3/

2L4x3x3/8…

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 Nov 14, 2017.