S02 DRAWINGS.pdf

SITE

LOCATION

1 5

4A

8A

B

U

S

L

A

N

E

O

N

L

Y

T

A

X

I

M

B

U

L

E

T

T

E

T E

N A

N T

P A

R K

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4B

POLY PL.

SCALE: N.T.S.

N

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

CONSULTANTS: ARCHITECT:

Facilities

Management1

NUCLEAR MEDICINE

SPECT-CT SITE PREP

Services

4-7-21

FE PROJECT #

630A4-20-424

Revisions: Date

20-176

NEW YORK HARBOR

HEALTH CARE SYSTEM

BROOKLYN, NY

www.fellp.com

181 Church St., Suite 100, Poughkeepsie, NY 12601 t 845-454-9704 fx 855-320-8735

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

ENGINEERING LLPLiscum

181 CHURCH STREET

POUGHKEEPSIE, NEW YORK 12601

PHONE 845-452-2268 FAX 845-452-3752

ARCHITECTURE

PLANNING INTERIORS

McCormack VanVoorhis LLP

100% CONSTRUCTION DOCUMENTS

GI-001

SHEET #: DRAWING #: DRAWING TITLE

1-MH-001

HVAC: SYMBOLS, ABBREVIATIONS & NOTES

1-ES-001 ELECTRICAL: SYMBOLS, ABBREVIATIONS & NOTES

1-FX-001

FIRE PROTECTION: SYMBOLS, ABBREVIATIONS & NOTES

HVAC:

ELECTRICAL:

FIRE PROTECTION SPRINKLER:

GENERAL:

1-ES-801 ELECTRICAL: SCHEDULES

1-MH-201 HVAC: DEMOLITION & NEW WORK

1-PL-001 PLUMBING: SYMBOLS, ABBREVIATIONS & NOTES

PLUMBING:

1-PL-101

1-ES-101 ELECTRICAL: POWER PLANS DEMOLITION & NEW WORK

1-FX-201 FIRE PROTECTION: RCP DEMOLITION & NEW WORK

1-ES-201 ELECTRICAL: LIGHTING PLANS DEMOLITION & NEW WORK

PLUMBING: MEDICAL GAS DEMOLITION & NEW WORK

1-AS-001

GENERAL INFORMATION: TITLE SHEET WITH INDEX OF DRAWINGS

ARCHITECTURAL:

1-LS-100 ARCHITECTURAL: LIFE SAFETY FLOOR PLAN

ARCHITECTURAL: SYMBOLS, ABBREVIATIONS & NOTES

1-PH-100

AS-D-100 ARCHITECTURAL: DEMOLITION FLOOR PLAN

ARCHITECTURAL: PHASING PLAN, SUMMARY, AND NOTES

1-AS-100

1-AS-101

1-AS-600

ARCHITECTURAL: PROPOSED PLAN OPTIONS 1 & 2

ARCHITECTURAL: ROOM FINISH SCHEDULE, FINISH SCHEDULE

ARCHITECTURAL: REFLECTED CEILING PLAN

C1-A2 COVER SHEET, DISCLAIMER - SITE READINESS, GENERAL NOTES & EQUIPMENT LAYOUT

GE DRAWINGS:

M1-E3

HVAC, ELECTRICAL NOTES, LAYOUT & ELEVATIONS

A3-A6 RADIATION PROTECTION, EQUIPMENT DETAILS & DELIVERY

S1-S4 STRUCTURAL NOTES, LAYOUT & DETAILS

E4-E5 POWER REQUIREMENTS & ELECTRICAL DETAILS - INTERCONNECTIONS

1-ES-102 ELECTRICAL: POWER PLANS, 3RD., 4TH, & 5TH FLOORS NEW WORK

1-S-100

1-S-200 STRUCTURAL: NOTES & SPECIAL INSPECTIONS

STRUCTURAL: SECOND FLOOR FRAMING REINFORCEMENT PLAN AND SECTIONS

STRUCTURAL:

1-AS-102

ARCHITECTURAL: EQUIPMENT PLAN AND SCHEDULE

1-T-200

STRUCTURAL: TEMPORARY SUPPORT FOR EQUIPMENT INSTALLATION

PDU

661#

CART

728#

CART

728#

CART

728#

CART

728#

PDU

661#

B

8 9

W12X35

W12X35

(E)W12X45

W12X35

W

X

W

X

W

X

W X

W

X

W

X

W

X

W

X

(E)W12X35

(E)W12X35

7'-0"X7'-0"X

A36 PL.

3'-8"X4'-0"X

A36 PL.

3'-8"X8'-8"X

A36 PL.

3'-8"X7'-0"X

A36 PL.

7'-0"X7'-0"X

A36 PL.

S100

S100

20'-4" 20'-4"

E

C

X

E

C

X

E

C

X

E

C

X

E

C

X

E

C

X

E

W

X

E

W

X

E

W

X

±2'-0"

2'-7

" ±8'-5

±2'-0"

REMOVE EXISTING TOPPING

& REPLACE WITH NEW

2" THICK CONCRETE

REINF. W/ 4X4-W2.9XW2.9 W.W.F.

S100

PARTIAL SECOND FLOOR FRAMING REINFORCEMENT PLAN AT ROOMS 508 & 510

SCALE:

" = 1'-0"

W12X35

W12X35

W12X35

(E)W16X40

(E)W16X40 (E)W16X40

(E)W16X40

(E)W16X50(E)W16X50

(E)W16X50

(E)W16X50

E

C

X

E

C

X

20'-4"

W12X35

W12X35

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

PATIENT

LIFT COLUMN

(BY ARJO)

C

C

S100

SIM.

S100

1'-6"X1'-6"X

" PL.

1'-6"X1'-6"X

" PL.

1'-6"X1'-6"X

" PL.

±6'-1

" (COORD. W/ G.E.)

±4'-1

" 1'-0

C

C O

R D

W

G

E

±9'-4

" (COORD. W/ G.E.)

1'-0

" 2'-7

" ±7'-2

C

O O

R D

W

G

E

CABLE INLET OPN'G

(COORD. W/ G.E.)

CABLE INLET OPN'G

(COORD. W/ G.E.)

CABLE INLET OPN'G

(COORD. W/ G.E.)

CABLE INLET OPN'G

(COORD. W/ G.E.)

ISO-CENTER

ISO-CENTER

S100

S100

S100

S100

S100

S100

S100

S100

S100

REMOVE EXIST.

W8X15 IF REQ'D

AT CABLE INLET

W

X

W

X

W

X

10'-2"

NOTES:

- FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS &

ELEVATIONS, TYP.

- LOCATIONS OF CONCRETE BEAMS & EXISTING BEAMS

SHOWN ARE APPROXIMATE, BASED ON LIMITED

INFORMATION. ACTUAL LOCATIONS MAY VARY.

2'-4"±3'-5"

NEW STEEL

BEAM (SEE PLAN)

NEW STEEL

BEAM (SEE PLAN)

PACK W/ NON-

SHRINK GROUT

PACK W/ NON-

SHRINK GROUT TYP.

EXISTING

C13X31.8

3-SIDES

TYP.

NEW STEEL BEAM

(SEE PLAN)

L3

"X3

"X

"X5

EA. FACE

LEVEL 2

SECTION - NEW BEAM SHEAR CONNECTION TO EXISTING

SCALE:

" = 1'-0"

S100

SECTION - CT ANCHORAGE AT ROOM 508

SCALE:

" = 1'-0"

S100

RETURN WELD

AT TOP TYP.

EXISTING STEEL

BEAM (SEE PLAN)

WHERE ANCHOR BOLT CONFLICTS

W/ CONCRETE BEAM, DO NOT DRILL

THROUGH BEAM. WELD THREADED

ANCHOR TO STEEL PLATE, TYP.

FASTEN STEEL PL. TO

FLOOR W/

" DIA. THRU-BOLTS

AT 1'-8" O.C. MAX. IN EA.

DIRECTION TYP.

ANCHOR CT W/ THRU-BOLTS

(BY CT INSTALLER, TYP.)

LEAD SHIELDING (SEE ARCH.)

STEEL PLATE

(SEE PLAN)

SECTION - CT ANCHORAGE AT ROOM 510

SCALE:

" = 1'-0"

S100

EXISTING STEEL

BEAMS (SEE PLAN)

ANCHOR CT W/ THRU-BOLTS

(BY CT INSTALLER, TYP.)

LEAD SHIELDING (SEE ARCH.)

REMOVE EXISTING TOPPING & REPLACE

W/ NEW 2" CONCRETE W/4X4XW2.9XW2.9 W.W.F.

STEEL PLATE

(SEE PLAN)

SECTION - CT ANCHORAGE AT ROOM 510

SCALE:

" = 1'-0"

S100

EXISTING STEEL

BEAMS (SEE PLAN)

LEAD SHIELDING (SEE ARCH.)

STEEL PLATE

(SEE PLAN)

WHERE ANCHOR BOLT

CONFLICTS W/ CONCRETE

BEAM OR STEEL BEAM,

WELD THREADED ANCHOR

TO STEEL PLATE, TYP.

FASTEN STEEL PL. TO

FLOOR W/

" DIA. THRU-BOLTS

AT 1'-8" O.C. MAX. IN EA.

DIRECTION TYP.

FASTEN STEEL PL. TO

FLOOR W/

" DIA.

THRU-BOLTS AT

1'-8" O.C. MAX. IN EA.

DIRECTION TYP.

NEW STEEL

BEAMS (SEE PLAN)

2'-4"±3'-5"

NEW STEEL

BEAM (SEE PLAN)

NEW STEEL

BEAM (SEE PLAN)

PACK W/ NON-

SHRINK GROUT

PACK W/ NON-

SHRINK GROUT

SECTION - CT ANCHORAGE AT ROOM 508

SCALE:

" = 1'-0"

S100

EXISTING STEEL

BEAM (SEE PLAN)

LEAD SHIELDING (SEE ARCH.)

STEEL PLATE

(SEE PLAN)

WHERE ANCHOR BOLT

CONFLICTS W/ CONCRETE

BEAM OR STEEL BEAM,

WELD THREADED ANCHOR

TO STEEL PLATE, TYP.

TABLE ANCHOR PL. &

THRU-BOLTS

BY CT INSTALLER

L3X3X

"X2'-0"

(TOTAL OF TWO [2])

IF REQ'D, CORE SLAB FOR ALT.

CABLE INLET LOCATION. DO NOT DRILL

THROUGH OR DAMAGE CONCRETE BEAMS

SECTION - TABLE ANCHORAGE ROOM 510

SCALE:

" = 1'-0"

S100

TABLE ANCHOR PL. &

EXPANSION ANCHORS

BY CT INSTALLER

SECTION - TABLE ANCHORAGE ROOM 508

SCALE:

" = 1'-0"

S100

IF REQ'D, CORE SLAB FOR ALT.

CABLE INLET LOCATION.

DO NOT DRILL THRU OR DAMAGE

CONCRETE BEAMS TYP.

±10

V.I.F.

±1'-1

V.I.F.

±10

V.I.F.

±1'-1

V.I.F.

3"X3"X

" PL.

WASHER TYP.

NEW STEEL BEAM

(SEE PLAN)

±1'-5"2'-0" 2'-0"

REMOVE EXISTING TOPPING & REPLACE

W/ NEW 2" CONCRETE W/4X4XW2.9XW2.9 W.W.F.

REMOVE EXISTING TOPPING &

REPLACE W/ NEW 2" CONCRETE

W/4X4XW2.9XW2.9 W.W.F.

REMOVE EXISTING TOPPING & REPLACE

W/ NEW 2" CONCRETE W/4X4XW2.9XW2.9 W.W.F.

WHERE ANCHOR BOLT

CONFLICTS W/ CONCRETE

BEAM OR STEEL BEAM,

WELD THREADED ANCHOR

TO STEEL PLATE, TYP.

EXISTING C13X31.8

ENCASED

IN CONCRETE

±1'-7"

I S

O

C E

N T

E R

±1'-5" ±1'-7"

I S

O

C E

N T

E R

±7"

I S

O

C E

N T

E R

±7"

I S

O

C E

N T

E R

NOTE:

DO NOT DRILL THROUGH

OR DAMAGE ANY EXISTING

CONCRETE BEAMS TYP.

EXISTING C13X31.8

ENCASED

IN CONCRETE

2"

2"

NOTCH ANGLE

AT BEAM

NOTES:

- REMOVE & REPLACE EXISTING

SPRAY-FIREPROOFING AS REQ'D TO

MAKE CONNECTIONS TO EXISTING

STEEL BEAMS.

- PROVIDE SPRAY FIRE-PROOFING AT

ALL NEW STEEL BEAMS. SEE ARCH.

FOR ADDITIONAL REQUIREMENTS TYP.

N

O

C

DEPTH B N WT

" 28"

"12"

"16"

L 4"x3

"xTxB

B

GIRDER

W

" CLR.

"Ø A325-N-STD

" CLR.

B

D E

P T

H

DETAIL - STEEL BEAM TO STEEL BEAM SHEAR CONNECTION

NOTE TO SCALE

S100

634#

AT PIVOT

488#

ON WHEELS

1863#

1863#

552#

552#

553#

553#

503#

503#

CT FLOOR LOAD DIAGRAM

SCALE:

" = 1'-0"

S100

VERIFY LOADS

W/ FINAL G.E.

DRAWINGS.

A

LEVEL 2

EL. = 52-0"

LEVEL 3

EL. = 66'-0"

1'-3

SIMPSON SCS62-5/118

CLIP EA. FACE

(TOTAL OF TWO [2])

W/ (3)-#14 SHOULDERED

SCREWS TO STUD IN

"PATTERN S1" & (2)-1/4" DIA.

TITEN HD TO CONCRETE (2

" EMBED.)

M

I N

G A

P

M

I N

LIFT COLUMN

(BY ARJO)

ATTACHMENT SCREWS

TO STUD FRAMING (BY ARJO)

600T125-43

362S162-43

362S162-43

" GYPSUM BOARD

7 8

600T125-43

#10 SCREWS @ 1'-0" O.C. TYP.

" MAX.

STANDOFF

L3X3X

"X6"

EA. FACE

(4)-#10 TEK SCREWS

TO COLUMN TYP.

STEEL PL.

(SEE PLAN)

" DIA. THRU-BOLT TYP.

" DIA. HAS ROD W/ HILTI

HIT HY200 (2-3/4" EMBED.) TYP.

AA

BUILT-UP STUD

BRACE COLUMN "C1"

PATIENT LIFT

COLUMN

(BY ARJO)

SECTION - BUILT-UP STUD BRACE COLUMN "C1" AT PATIENT LIFT COLUMN

SCALE:

" = 1'-0"

S100

PATIENT LIFT RAIL

(BY ARJO)

A - A

BUILDING DESIGN LOADS:

ROOMS 508 & 510 LIVE LOAD: 40 PSF

SITE CLASS: D (ASSUMED)

OCCUPANCY CATEGORY: IV

Ss: 0.2775

S1: 0.0714

Sds: 0.292

Sd1: 0.114

SEISMIC DESIGN CATEGORY: C

SEISMIC IMPORTANCE FACTOR Ie: 1.5

PATIENT LIFT SAFE WORKING LOAD: 440 LBS.

PATIENT LIFT LIFTER SELF-WEIGHT: 27 LBS.

MISC. G.E. CT EQUIPMENT: SEE PLAN & CT FLR LOAD DIAGRAM

BASIC WIND SPEED: 98 MPH (AT 33FT ASD LEVEL)

WIND IMPORTANCE FACTOR: 1.15

WIND EXPOSURE: C

70 South Franklin Street, Wilkes-Barre, PA 18701

570 | 824-6340 info@edpons.comedpons.com

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

CONSULTANTS: ARCHITECT:

Facilities

Management o n e e i g h t h i n c o e f o t t h r e e i n c h e s o t o n e a d a l f i n c h e o t o n e i n o t t h r e e q u a r t e r s i n o t o n e h a l f i n o t t h r e e e i g h t h s i n o t o n e q u a r t e r i n o t

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

NUCLEAR MEDICINE

SPECT-CT SITE PREP

Services

4-07-21

FE PROJECT #

630A4-20-424

Revisions: Date

20-176

NEW YORK HARBOR

HEALTH CARE SYSTEM

BROOKLYN, NY

www.fellp.com

181 Church St., Suite 100, Poughkeepsie, NY 12601 t 845-454-9704 fx 855-320-8735

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

ENGINEERING LLPLiscum

181 CHURCH STREET

POUGHKEEPSIE, NEW YORK 12601

PHONE 845-452-2268 FAX 845-452-3752

ARCHITECTURE

PLANNING INTERIORS

McCormack VanVoorhis LLP

100% CONSTRUCTION DOCUMENTS

AutoCAD SHX Text

2ND FLOOR FRAMING

AutoCAD SHX Text

REINFORCEMENT PLAN

AutoCAD SHX Text 1-S-100

AutoCAD SHX Text

ME

AutoCAD SHX Text

ME

AutoCAD SHX Text Designed By:

AutoCAD SHX Text Drawn By:

AutoCAD SHX Text FE Project No.

AutoCAD SHX Text 20-176

AutoCAD SHX Text

ME

AutoCAD SHX Text

ME

DESIGN STRESSES

CONCRETE (STRENGTH DESIGN) MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS:

ALL INTERIOR CONCRETE-------------------------------------------------------------------------F'C=4,000PSI

REINFORCING BARS (ASTM A615 OR ASTM A706, GRADE 60)-------------------------------- FY=60,000PSI

WELDED WIRE REINFORCEMENT (ASTM A185)---------------------------------------------------- FS=30,000PSI

STRUCTURAL STEEL W AND S SHAPES

(ASTM A992 OR ASTM A572/50)-------------------------------------------------------------------FY=50,000PSI

STRUCTURAL STEEL OTHER SHAPES (ASTM A36)------------------------------------------------FY=36,000PSI

ANCHOR RODS (F1554, GRADE 36) UNLESS OTHERWISE NOTED-------------------------- FY=36,000PSI

HOLLOW STRUCTURAL SECTIONS (ASTM A500, GRADE B)

RECTANGULAR-----------------------------------------------------------------------------------------FY=46,000PSI

ROUND-----------------------------------------------------------------------------------------------------FY=42,000PSI

CODES AND STANDARDS

1. BUILDING HAS BEEN DESIGNED TO, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH

THE FOLLOWING BUILDING CODES AND STANDARDS:

1.1. 2014 NEW YORK CITY BUILDING CODE

2. UNLESS EXPLICITLY MODIFIED IN THE CONTRACT DRAWINGS AND SPECIFICATIONS, THE

CONTRACTOR SHALL COMPLY WITH THE FOLLOWING STANDARDS:

2.1. ASCE/SEI 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

2.2. ACI 301-10, SPECIFICATIONS FOR STRUCTURAL CONCRETE.

2.3. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

2.4. ACI 530-13 / ASCE 5-13 / TMS 402-2013, BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES.

2.5. ANSI/AISC 341-10, SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.

2.6. ANSI/AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.

2.7. AWS D1.4/D1.4M-2011, STRUCTURAL WELDING CODE - STEEL.

2.8. SJI 44TH EDITION CATALOG OF STANDARD SPECIFICATIONS AND LOAD TABLES FOR

STEEL JOISTS AND JOIST GIRDER.

2.9. SDI - NO. MOC2, SDI MANUAL OF CONSTRUCTION WITH STEEL DECK, 2006.

2.10. AISI S100-12, NORTH AMERICAN SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL

STRUCTURE MEMBERS.

CONCRETE CONSTRUCTION

1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST BUILDING CODES REQUIREMENTS

FOR REINFORCED CONCRETE ACI 318 AND ACI DETAIL MANUAL, EXCEPT THAT CONSTRUCTION AND REMOVAL OF

FORMS AND RESHORING SHALL BE INSPECTED BY THE CONTRACTOR'S ENGINEER.

2. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVERAGE. PLACE BARS AS NEAR TO THE

CONCRETE SERVICE AS THE MINIMA PERMIT WHEREVER POSSIBLE, UNLESS NOTED OTHERWISE:

2.1. CONCRETE POURED AGAINST EARTH 3"

2.2. FORMED CONCRETE IN CONTACT WITH EARTH 2"

2.3. EXTERIOR FACE OF WALLS 2"

2.4. ALL OTHER WALL FACES AND SLABS

2.5. BEAMS AND COLUMNS 1

" (2" FOR EXTERIOR)

3. WELDED WIRE REINFORCEMENT FOR SLABS ON GROUND SHALL HAVE A MINIMUM COVERAGE OF 1" AND

MAXIMUM TOP COVERAGE OF 1

", UNLESS OTHERWISE NOTED. REINFORCEMENT SHALL BE POSITIVELY

SUPPORTED AND MAINTAINED IN THIS POSITION DURING PLACEMENT OF CONCRETE.

4. FURNISH BAR SUPPORTS WHERE NECESSARY DURING CONSTRUCTION.

5. PROVIDE PLASTIC-COATED (NOT PLASTIC-TIPPED) OR STAINLESS STEEL CHAIRS IN ALL CONCRETE EXPOSED TO

VIEW IN COMPLETED STRUCTURE.

6. PROVIDE PIPE SLEEVES AND INSERTS IN CONCRETE WORK WHERE REQUIRED. SEE ARCHITECTURAL AND

MECHANICAL DRAWINGS.

7. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING MINIMUM REINFORCING:

7.1. SLAB ON GROUND, SLAB ON DECK, AND TOPPINGS (2" MINIMUM): 4 X 4-W2.9 X W2.9 WELDED WIRE

REINFORCEMENT IN FLAT SHEETS.

7.2. WALLS: #4 @ 12" ON CENTER EACH WAY (FOR EACH 6" OF WALL THICKNESS).

8. CONSTRUCTION JOINTS SHALL BE POSITIONED SO AS NOT TO CHANGE THE STRUCTURAL DESIGN

REQUIREMENTS. FRAMED FLOORS AND ROOFS SHALL HAVE CONSTRUCTION JOINTS SO THAT THE RATIO OF

LENGTH TO WIDTH OF A SINGLE POUR SHALL NOT EXCEED 2. THE LOCATION AND SIZE OF ALL CONSTRUCTION

JOINTS SHALL BE APPROVED BY THE ENGINEER. SUBMIT PROPOSED POUR LAYOUT FOR ENGINEER'S REVIEW

AND APPROVAL TWO WEEKS PRIOR TO PLACING CONCRETE.

9. WELDING REINFORCING BARS (INCLUDING TACK WELDING) IS NOT PERMITTED WITHOUT PERMISSION OF

ENGINEER IN WRITING. WHERE AND WHEN PERMITTED, WELDING REBARS SHALL COMPLY WITH ASTM A706 (FY=60

KSI) AND WELDING SHALL CONFORM TO AWS D1.4. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS.

10. PROVIDE HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS IN SUPPORTED SLABS AND WALL FOOTINGS;

MINIMUM 1

" DEPTH WITH HEIGHT EQUAL TO ONE-THIRD OF MEMBER DEPTH, UNLESS OTHERWISE SHOWN OR

NOTED.

11. ALL EXPOSED CORNERS OF COLUMNS, WALLS, AND STEEL MEMBERS ENCASED IN CONCRETE ARE TO BE

CHAMFERED 45°. MINIMUM CHAMFER TO BE

12. UNLESS NOTED OTHERWISE IN PROJECT SPECIFICATIONS OR DRAWINGS, ALL EXPOSED CONCRETE SUBJECTED

TO FREEZING AND THAWING SHALL HAVE A MINIMUM CEMENT CONTENT OF 610 POUNDS PER YARD, A MAXIMUM

WATER/CEMENT RATIO OF 0.40, AND 6% ±1% OF ENTRAINED AIR.

13. SLAB THICKNESS INDICATED OVER STEEL FORM DECK INCLUDES FORM DEPTH. PROVIDE FORM DECK

CONTINUOUS OVER AT LEAST THREE SUPPORTS AND WELD TO EACH SUPPORT AT MINIMUM 12" INTERVALS. USE

DECKING THAT WILL SAFELY SUPPORT ALL CONSTRUCTION LOADS, INCLUDING WET WEIGHT OF CONCRETE. LIMIT

DEFLECTION OF DECKING TO 1/240 OF SPAN WHEN LOADED WITH WET WEIGHT OF CONCRETE AND

CONSTRUCTION LOADS

14. BEND ALL HORIZONTAL WALL AND FOOTING BARS 1'-0" AROUND CORNERS OR PROVIDE CORNER BARS WITH 2'-0"

LAP.

15. KEY AND DOWEL ALL AREAWAYS AND OTHER PROJECTING ELEMENTS TO SUPPORTING WALLS WITH #4 @ 12" ON

CENTER EXTENDING 1'-0" INTO SUPPORTING WALLS UNLESS NOTED

16. PROVIDE FOUNDATION DOWELS FOR ALL WALLS, PIERS, AND COLUMNS SAME SIZE AND SPACING AS VERTICAL

STEEL.

17. HORIZONTAL FLOORS SUPPORTED BY DEFLECTING STRUCTURAL MEMBERS (STEEL JOISTS, UNSHORED STEEL

BEAMS, ETC) SHALL BE FINISHED LEVEL. THE SLAB THICKNESS NOTED IS MINIMUM. ADD CONCRETE AS

NECESSARY TO OVERCOME MEMBER DEFLECTIONS. SHORED CONSTRUCTION SHALL BE FINISHED TO A

CONSTANT DEPTH.

18. ALL BARS INTERRUPTED BY STRUCTURAL STEEL SHALL EXTEND TO WITHIN 1" OF STRUCTURAL STEEL FLANGE OR

WEB AND HAVE A 90° HOOK UNLESS OTHERWISE SHOWN.

19. DRAWINGS SHOW TYPICAL REINFORCING CONDITIONS. CONTRACTOR SHALL PREPARE DETAILED PLACEMENT

DRAWINGS OF ALL CONDITIONS SHOWING QUANTITY, SPACING, SIZES, CLEARANCES, LAPS, INTERSECTIONS, AND

COVERAGE REQUIRED BY THE STRUCTURAL DETAILS, APPLICABLE CODE, AND TRADE STANDARDS. CONTRACTOR

SHALL NOTIFY REINFORCING INSPECTOR OF ANY ADJUSTMENTS FROM TYPICAL CONDITIONS WHICH ARE

PROPOSED IN PLACEMENT DRAWINGS TO FACILITATE FIELD PLACEMENT OR REINFORCING STEEL AND

CONCRETE.

20. BAR BENDS ARE TO BE MADE COLD. BARS SHALL NOT BE BENT AFTER ANY PORTION OF THE BAR IS ENCASED IN

CONCRETE.

21. SPLICES (GRADE 60 DEFORMED BARS):

21.1. LAP ALL COMPRESSION SPLICES 30 BAR DIAMETERS OF THE LARGER BAR.

21.2. LAP ALL TENSION SPLICES IN ACCORDANCE WITH THE FOLLOWING TABLES. PROVIDE CLASS B TENSION LAP

SPLICES UNLESS OTHERWISE NOTES.

21.3. INCREASE TENSION OR COMPRESSION SPLICE LENGTHS BY THE FOLLOWING FACTORS. INCREASES ARE

CUMULATIVE:

21.3.1. EPOXY-COATED TOP BARS 1.3

21.3.2. EPOXY-COATED OTHER BARS 1.5

21.3.3. LIGHTWEIGHT CONCRETE 1.3

21.4. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE BELOW.

21.5. MECHANICAL SPLICES SHALL DEVELOP 125% OF THEIR YIELD STRENGTH OF THE BAR AND ARE REQUIRED

FOR TENSION TIE MEMBERS. MECHANICAL SPLICES IN ADJACENT BARS SHALL BE STAGGERED AT LEAST 30".

CLASS B TENSION LAP SPLICE

BAR F'C=3000PSI F'C=4000PSI F'C=5000PSI

SIZE TOP OTHER TOP OTHER TOP OTHER

#3 28" 22" 24" 19" 22" 17"

#4 37" 29" 33" 25" 29" 23"

#5 47" 36" 41" 31" 36" 28"

#6 56" 43" 49" 37" 43" 34"

#7 81" 63" 71" 54" 63" 49"

#8 93" 72" 81" 62" 72" 56"

#9 105" 81" 91" 70" 81" 63"

#10 118" 91" 102" 79" 92" 70"

CLASS A DEVELOPMENT LENGTH, LD

BAR F'C=3000PSI F'C=4000PSI F'C=5000PSI

SIZE TOP OTHER TOP OTHER TOP OTHER

#3 22" 17" 19" 15" 17" 13"

#4 29" 22" 25" 19" 23" 17"

#5 36" 28" 31" 24" 28" 22"

#6 43" 33" 37" 29" 34" 26"

#7 63" 48" 54" 42" 49" 38"

#8 72" 55" 62" 48" 56" 43"

#9 81" 62" 70" 54" 63" 48"

#10 91" 70" 79" 61" 70" 54"

GENERAL

1. ALL NEW CONSTRUCTION SHALL COMPLY WITH THE CONTRACT DOCUMENTS AND THE BUILDING CODE.

2. TYPICAL DETAILS AND GENERAL NOTES APPLY TO ALL PARTS OF THE WORK EXCEPT WHERE

SPECIFICALLY DETAILED OR UNLESS OTHERWISE NOTED.

3. THE STRUCTURAL DRAWINGS ILLUSTRATE STRUCTURAL MEMBERS. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL

PROVISIONS DURING THE CONSTRUCTION OF THE STRUCTURAL MEMBERS.

4. DRAWINGS ARE NOT TO BE SCALED.

5. REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, OPENINGS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC. REFER TO MECHANICAL AND ELECTRICAL

PLANS FOR SLEEVES, OPENINGS, AND HANGERS FOR PIPES, DUCTS, AND EQUIPMENT.

6. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS WHICH

IMPACT THE WORK. FIELD VERIFY SIZES, ELEVATIONS, HOLE LOCATIONS, ETC., PRIOR TO FABRICATION.

7. THE CONTRACTOR SHALL CAREFULLY REVIEW THE DRAWINGS TO IDENTIFY THE SCOPE OF WORK

REQUIRED, VISIT THE SITE TO RELATE THE SCOPE OF WORK TO EXISTING CONDITIONS AND DETERMINE

THE EXTENT TO WHICH THOSE CONDITIONS AND PHYSICAL SURROUNDINGS WILL IMPACT THE WORK.

8. EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS

REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION.

9. THE CONTRACTOR SHALL RESOLVE ANY CONFLICTS ON THE DRAWINGS OR IN THE SPECIFICATIONS

WITH THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.

10. ANY DEVIATION, MODIFICATION, OR SUBSTITUTION FROM THE APPROVED SET OF STRUCTURAL

DRAWINGS SHALL BE SUBMITTED TO THE OWNER, ARCHITECT, AND ENGINEER FOR REVIEW/APPROVAL

PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS.

11. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORES, BRACES, AND GUYS REQUIRED TO

SUPPORT ALL LOADS TO WHICH THE BUILDING STRUCTURE AND COMPONENTS, SOILS, OTHER

STRUCTURES AND UTILITIES MAY BE SUBJECTED DURING CONSTRUCTION. SHORING SYSTEMS SHALL

BE DESIGNED , SIGNED , AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION

WHERE THE PROJECT IS LOCATED.

12. THE CONTRACTOR SHALL PROVIDE MEANS, METHOD , TECHNIQUES, SEQUENCES, AND PROCEDURE OF

CONSTRUCTION AS REQUIRED.

13. THE CONTRACTOR SHALL PROTECT ALL WORK, MATERIALS, AND EQUIPMENT FROM DAMAGE AND

SHALL PROVIDE PROPER STORAGE FACILITIES FOR MATERIALS AND EQUIPMENT DURING

CONSTRUCTION.

14. SITE VISITS PERFORMED BY ARCHITECT/ENGINEER DO NOT INCLUDE INSPECTIONS OF MEANS AND

METHODS OF CONSTRUCTION PERFORMED BY CONTRACTOR.

15. STRUCTURAL OBSERVATIONS PERFORMED BY ARCHITECT/ ENGINEER DURING CONSTRUCTION ARE

NOT THE CONTINUOUS AND SPECIAL INVESTIGATION SERVICES AND DO NOT WAIVE THE

RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE BUILDING DEPARTMENT INSPECTOR OR THE

TESTING AGENCY. OBSERVATIONS ALSO DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND

SHALL NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION.

16. THE CONTRACTOR SHALL REVIEW SHOP DRAWINGS FOR COMPLETENESS AND COMPLIANCE WITH

CONTRACT DOCUMENTS. CONTRACTOR SHALL STAMP SHOP DRAWINGS PRIOR TO SUBMISSION TO

ARCHITECT AND ENGINEER.

17. REVIEW OF THE SHOP DRAWINGS BY THE ARCHITECT'S ENGINEERS SHALL NOT BE CONSTRUED AS AN

AUTHORIZATION TO DEVIATE FROM THE CONTRACT DOCUMENTS.

18. SHOP DRAWINGS WILL NOT BE PROCESSED IF THEY ARE INCOMPLETE , LACK COORDINATION WITH

RELEVANT PORTION OF CONTRACT DOCUMENTS, LACK CALCULATIONS IF REQUIRED, OR IF

DEVIATIONS, MODIFICATIONS, AND SUBSTITUTIONS ARE INDICATED WITHOUT PRIOR WRITTEN

APPROVAL FROM ARCHITECT/ENGINEER.

19. ALL POST INSTALLED ANCHORS AND REBAR SHALL BE INSTALLED PER THE MANUFACTURER'S

PRESCRIBED INSTALLATION INSTRUCTIONS.

19.1. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE

ON-SITE TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL

ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE

CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

19.2. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY

OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND

EDGE CLEARANCES INDICATED ON THE DRAWINGS.

19.3. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC

ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE

CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO

LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATION OF THE CONCRETE

ANCHORS, BY FERROSCAN, GPR, X-RAY, CHIPPING, OR OTHER MEANS.

19.4. THE CONTRACTOR SHALL RECORD THE ANCHOR EMBEDMENT, AMBIENT TEMPERATURE,

TEMPERATURE OF CONCRETE OR MASONRY SUBSTRATE, TEMPERATURE OF THE EPOXY, AND THE

SUBSTRATE MOISTURE CONDITIONS AT THE TIME OF ALL ADHESIVE ANCHOR AND ADHESIVE REBAR

DOWEL INSTALLATIONS. DO NOT INSTALL ANCHORS IF THE TEMPERATURES ARE OUT OF THE

MANUFACTURER'S PRESCRIBED ACCEPTABLE RANGE. DO NOT INSTALL ANCHORS IN

WATER-SATURATED CONCRETE OR SUBMERGED CONDITIONS, UNLESS SPECIFICALLY AUTHORIZED

TO DO SO BY THE ENGINEER OF RECORD. PREPARE THE ADHESIVE PER THE MANUFACTURER'S

INSTRUCTIONS. ALLOW FOR ADEQUATE CURING TIME, PRIOR TO APPLYING LOAD TO THE

ANCHORS. THE REQUIRED CURING TIME MAY BE DEPENDENT ON THE SUBSTRATE MOISTURE

CONDITIONS, TEMPERATURE AT THE TIME OF THE INSTALLATION, AND TEMPERATURE DURING THE

CURING PROCESS. REFER TO THE MANUFACTURER'S INSTRUCTIONS FOR THE REQUIRED CURING

TIME.

19.5. DO NOT DRILL FOR OR INSTALL POST-INSTALLED ANCHORS INTO CONCRETE UNTIL IT HAS CURED

FOR A MINIMUM OF 28 DAYS AND HAS REACHED THE REQUIRED DESIGN COMPRESSIVE STRENGTH.

19.6. OVER-HEAD ADHESIVE ANCHORS REQUIRE CONTINUOUS INSPECTIONS, PER THE IBC CODE. ALL

OTHER ADHESIVE ANCHOR INSTALLATIONS REQUIRE PERIODIC INSPECTIONS PER THE NYC CODE.

DEMOLITION

1. THE CONTRACTOR IS TO OBTAIN AND PAY FOR ALL NECESSARY PERMITS FOR THE DEMOLITION

AND REMOVAL WORK.

2. NOTIFY ALL LOCAL AGENCIES HAVING JURISDICTION.

3. LOCATE EXISTING UNDERGROUND UTILITIES IN ALL AREAS OF CONSTRUCTION. COORDINATE

WITH UTILITY COMPANIES FOR ANY SHUT-OFF REQUIREMENTS OF STILL ACTIVE LINES. CALL THE

NY ONE-CALL CENTER.

4. DEMOLITION PROCEDURES, SHORING REQUIREMENTS, SEQUENCE TECHNIQUES, ETC., EITHER

GIVEN IN OR IMPLIED BY THESE DRAWINGS, ARE SUGGESTIONS ONLY. CONTRACTOR SHALL

RETAIN, AT HIS OWN EXPENSE, A PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION

WHERE THE PROJECT IS LOCATED TO DETERMINE ALL CONSTRUCTION PHASE REQUIREMENTS.

CONTRACTOR SHALL SUBMIT DRAWINGS , SIGNED AND SEALED BY HIS ENGINEER, TO THE

OWNER AND ENGINEER FOR CONCEPT REVIEW AND RECORD PURPOSES. CONTRACTOR SHALL

BE SOLELY RESPONSIBLE FOR THE PROTECTION, STABILITY, ETC., OF EXISTING AND NEW

STRUCTURES DURING EXECUTION OF THE WORK.

5. BEFORE UNDERTAKING ANY DEMOLITION WORK, ASCERTAIN THE EXISTING CONDITIONS OF THE

PROPERTIES AND BUILDINGS ADJOINING OR IN CLOSE PROXIMITY OF THE PREMISES BY SURVEY.

6. CONTRACTOR SHALL PERFORM ALL WORK IN SUCH A MANNER AS TO PROTECT EXISTING AND

ADJACENT STRUCTURES AND BE RESPONSIBLE TO PROPERLY REPAIR ANY DAMAGE THAT

OCCURS AS A RESULT OF HIS WORK. CONTRACTOR SHALL REPAIR ALL DAMAGES TO STREETS,

SIDEWALK, UTILITY LINES, OR ANY OTHER PUBLIC OR PRIVATE PROPERTIES RESULTING FROM

THE EXECUTION OF THE WORK AT NO COST TO THE OWNER OR ENGINEER.

7. CEASE OPERATIONS AND NOTIFY OWNER AND ENGINEER IMMEDIATELY IF SAFETY OR INTEGRITY

OF STRUCTURE APPEAR TO BE ENDANGERED. PROPERLY BRACE AND SUPPORT STRUCTURE

BEFORE RESUMING OPERATIONS.

8. NOTIFY OWNER AND ENGINEER IMMEDIATELY IF ANY PORTION OF EXISTING STRUCTURE WHICH

IS NOT TO BE DEMOLISHED IS DAMAGED. CONTRACTOR SHALL PAY FOR ALL REPAIR COSTS,

INCLUDING DESIGN AND INSPECTION EXPENSES.

9. DO NOT CUT OR ALTER ANY STRUCTURAL MEMBERS WITHOUT WRITTEN AUTHORIZATION OF THE

ENGINEER UNLESS INDICATED ON THE STRUCTURAL DRAWINGS.

10. DO NOT ALLOW RESULTING DEBRIS TO ACCUMULATE. DISPOSE OF THE MATERIAL IN A LEGAL

MANNER.

STEEL CONSTRUCTION

1. STEEL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS AND CODE OF STANDARD PRACTICE, AND THE AWS STRUCTURAL WELDING CODE.

2. STRESSES OCCURRING DURING FABRICATION, SHIPMENT, AND ERECTION SHALL BE TEMPORARY AND NOT EXCESSIVE.

STRESSES AT ALL TIMES SHALL BE LESS THAN DESIGN AND ALLOWABLE STRESSES. THE FULL DESIGN AND

LOAD-CARRYING CAPACITY OF THE STEEL WORK SHALL NOT BE IMPAIRED DUE TO FABRICATION, SHIPMENT, OR

ERECTION PROCEDURES. THROUGHOUT THE COMPLETE PROCESS, THE STABILITY OF ALL INDIVIDUAL MEMBERS AND

ASSEMBLIES SHALL BE MAINTAINED.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL ERECTION PROCEDURES AND SEQUENCES WITH

RELATION TO TEMPERATURE DIFFERENTIALS AND WELD SHRINKAGE.

4. ALL ADDITIONAL STEEL REQUIRED FOR ERECTION PROCESSES SHALL BE PROVIDED AT NO ADDITIONAL COST AND SHALL

BE REMOVED UNLESS APPROVED BY THE OWNER IN WRITING.

5. CONNECTIONS - WELDED OR HIGH STRENGTH BOLTED:

5.1. HIGH-STENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS

USING ASTM A325 OR A490 BOLTS".

5.2. A325SC OR A490SC WITH HARDENED WASHERS: USE FOR ALL MOMENT CONNECTION, WIND CONNECTIONS, HANGERS, AND OTHER CONNECTIONS AS NOTED ON DRAWINGS.

5.3. A25N OR A490N WITH HARDENED WASHERS: USE FOR ALL CONNECTIONS OTHER THAN SLIP CRITICAL CONNECTIONS.

5.4. PROVIDE HARDENED WASHERS UNDER NUTS AT ALL HIGH-STRENGTH BOLTS, EXCEPT WHERE PLATE WASHERS ARE

USED PER AISC SPECIFICATIONS.

5.5. UNLESS SNUG TIGHT CONNECTIONS ARE NOTED ON THE DRAWINGS AS BEING PERMITTED, ALL BOLTS SHOULD BE

TIGHTENED TO FULL PRETENSIONING LOAD.

5.6. USE STANDARD HOLES WITH THE FOLLOWING EXCEPTIONS: OVERSIZE HOLES ARE PERMITTED WHEN BOLTS ARE

LOADED IN TENSION; SHORT SLOTTED HOLES ARE PERMITTED FOR SHEAR LOADING PERPENDICULAR TO THE SLOT.

5.7. PROVIDE BEVELED WASHERS ON ALL CONNECTION TO SLOPING FLANGES OF I SECTIONS AND CHANNELS WHERE

SLOPE EXCEEDS 1:20.

5.8. WHERE MINIMUM AISC FILLET WELD THICKNESS REQUIREMENT EXCEEDS WELDS SHOWN ON DETAILS, OR WELD SIZE

IS NOT SPECIFIED, PROVIDE MINIMUM AISC WELD.

5.9. WHEREVER POSSIBLE, USE FRAMED BEAM CONNECTIONS AS LISTED IN TABLE 10-1 TO 10-3 OF AISC MANUAL OF

STEEL CONSTRUCTION, 13TH EDITION. THE LENGTH OF CONNECTION SHALL NOT BE LESS THAN ONE-HALF OF THE T

DISTANCE OF BEAM WEB.

5.10. WHERE REACTION IS NOTED, DEVELOP SAME. WHERE NOT NOTED, FOR NON-COMPOSITE BEAMS, CONNECTIONS

SHALL DEVELOP ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY OF THE BEAM; FOR COMPOSITE BEAMS, SEE

TABLE LISTED IN TYPICAL DETAILS.

6. WELDING ELECTRODES SHALL BE E70XX EXCEPT WHERE OTHER ELECTRODES ARE REQUIRED FOR COMPATIBILITY WITH

MATERIAL BEING WELDED

7. ALL SLIP CONNECTIONS SHALL BE PROVIDED WITH A MEANS OF PREVENTING THE NUTS FROM UNTHREADING.

8. SHOP DRAWINGS ARE REQUIRED AND SHALL NOTE TYPE OF ELECTRODES, SIZE OF ALL WELDS, AND TYPE AND SIZE OF

ALL BOLTS. SHOP DRAWINGS SHALL BE PREPARED UNDER SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN

THE JURISDICTION WHERE THE PROJECT IS LOCATED.

9. PAINTING, UNLESS OTHERWISE NOTED:

9.1. PROVIDE ONE SHOP COAT AND ONE FIELD COAT OF RUST-INHIBITIVE PAINT.

9.2. DO NOT PAINT BEAMS THAT ARE ENCASED IN CONCRETE OR TO RECEIVE SPRAYED-ON FIREPROOFING.

9.3. OMIT PAINT AT SLIP CRITICAL CONNECTIONS AND AREAS TO BE WELDED.

10. SEE ALL CONTRACT DRAWINGS & SPECIFICATIONS FOR MISCELLANEOUS STEEL REQUIREMENTS.

11. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY A RECENTLY CERTIFIED WELDER.

12. ALL WELDING AND HIGH STRENGTH BOLTING MUST BE INSPECTED BY A QUALIFIED TESTING LABORATORY. LABORATORY

SHALL BE APPROVED BY THE ARCHITECT AND/OR ENGINEER.

13. DO NOT WELD TO EXISTING STEEL WITHOUT WRITTEN APPROVAL FROM THE ENGINEER.

14. PROVIDE FILLS AT SPLICES OF PARTS DIFFERING BY MORE THAN

" IN THICKNESS.

15. MISCELLANEOUS HANGING LOADS SUCH AS STAIR STRINGERS, PIPES, MECHANICAL UNITS, ETC., SUPPORTED BY STEEL

MEMBERS SHALL BE APPLIED IN SUCH A MANNER THAT NO TORSIONAL FORCES ARE INDUCED IN THE STEEL MEMBERS, i.e., LOADS SHALL PASS THROUGH THE CENTERLINE OF WIDE FLANGE SECTIONS AND THROUGH THE SHEAR CENTER OF

CHANNELS.

VERIFICATION AND INSPECTION

1. INSPECTION OF REINFORCING STEEL, INCLUDING

PRESTRESSING TENDONS, AND PLACEMENT.

2. INSPECTION OF REINFORCING STEEL WELDING IN

ACCORDANCE WITH TABLE 1704.3, ITEM 5B.

3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR

TO AND DURING PLACEMENT OF CONCRETE WHERE

ALLOWABLE LOADS HAVE BEEN INCREASED.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

5. AT THE TIME FRESH CONCRETE IS SAMPLED TO

FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

6. INSPECTION OF CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION TECHNIQUES.

7. INSPECTION FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES.

8. INSPECTION OF PRESTRESSED CONCRETE:

a. APPLICATION OF PRESTRESSING FORCES.

b. GROUTING OF BONDED PRESTRESSING TENDONS IN

THE SEISMIC-FORCE-RESISTING SYSTEM.

9. ERECTION OF PRECAST CONCRETE MEMBERS.

10. VERIFICATION OF IN-SITU CONCRETE STRENGTH,

PRIOR TO STRESSING OF TENDONS IN POSTTENSIONED

CONCRETE AND PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND STRUCTURAL SLABS.

11. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

CONTINUOUS PERIODIC

REFERENCED

STANDARD

REFERENCE

- ACI 318: 3.5,

7.1-7.7

X

X

X

X

N/AN/A

N/AN/A

N/AN/A

AWS D1.4

ACI 318: 3.5.2

ACI 318: CH. 4

5.2-5.4

X

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

X -

ACI 318: 5.9,

5.10

N/AN/A

ACI 318: 5.11 -

5.13

ACI 318: 18.2

ACI 318: 18.18.4

ACI 318: CH. 16

ACI 318: 6.2

ACI 318: 6.1.1

CONCRETE SPECIAL INSPECTIONS

VERIFICATION AND INSPECTION

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

b. MANUFACTURER’S CERTIFICATE OF COMPLIANCE REQUIRED.

2. INSPECTION OF HIGH-STRENGTH BOLTING:

a. BEARING-TYPE CONNECTIONS.

b. SLIP-CRITICAL CONNECTIONS.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

b. MANUFACTURERS’ CERTIFIED MILL TEST REPORTS.

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

a. IDENTIFICATION MARKINGS TO CONFORM TO AWS

SPECIFICATION IN THE APPROVED CONSTRUCTION

DOCUMENTS.

b. MANUFACTURER’S CERTIFICATE OF COMPLIANCE REQUIRED.

5. INSPECTION OF WELDING:

a. STRUCTURAL STEEL:

1) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS.

2) MULTIPASS FILLET WELDS.

3) SINGLE-PASS FILLET WELDS > 5/16 ˝

4) SINGLE-PASS FILLET WELDS < 5/16 ˝

5) FLOOR AND ROOF DECK WELDS.

b. REINFORCING STEEL:

1) VERIFICATION OF WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A 706.

2) REINFORCING STEEL-RESISTING FLEXURAL AND

AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT

FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED

CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT.

3) SHEAR REINFORCEMENT.

4) OTHER REINFORCING STEEL.

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE

WITH APPROVED CONSTRUCTION DOCUMENTS:

a. DETAILS SUCH AS BRACING AND STIFFENING.

b. MEMBER LOCATIONS.

C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

CONTINUOUS PERIODIC

REFERENCED

STANDARD

REFERENCE

APPLICABLE ASTM

MATERIAL SPECIFICATIONS;

AISC 360, SECTION A3.3

X -

- X --

- X

N/A N/A

AISC 360, SECTION M2.5 -

ASTM A 6 OR ASTM A 568

ASTM A 6 OR ASTM A 568

AAISC 360, SECTION A3.5

AWS D1.1 -

N/AN/A

N/AN/A

N/AN/A

X

N/AN/A

AWS D1.3

N/AN/A

N/AN/A

N/A

N/A

X

AWS D1.4

ACI 318: 3.5.2

N/A

N/A

N/A N/A

N/A

N/A

STEEL SPECIAL INSPECTIONS

MINIMUM QUALIFICATIONS FOR SPECIAL INSPECTORS

N/AN/A

REINFORCED CONCRETE

WELDING

MASONRY

SPRAYED FIRE-

RESISTANT MATERIALS

INSPECTION OF FABRICATORS

EXTERIOR AND INTERIOR

ARCHITECTURAL WALL PANELS

SMOKE CONTROL

SEISMIC RESISTANCE

1.CURRENT ICC REINFORCED CONCRETE SPECIAL INSPECTOR OR ACI

CONCRETE CONSTRUCTION INSPECTOR.

2. CONCRETE FIELD TESTING CAN BE BY AN ACI

CONCRETE FIELD TESTING TECHNICIAN WITH GRADE 1 CERTIFICATION.

3. ENGINEER-IN-TRAINING (EIT) WITH RELEVANT EXPERIENCE.

4. NEW YORK STATE LICENSED PROFESSIONAL ENGINEER

(P.E.) WITH RELEVANT EXPERIENCE.

1. CURRENT AWS CERTIFIED WELDING INSPECTOR.

2. CURRENT ICC STRUCTURAL STEEL

AND WELDING CERTIFICATE PLUS ONE

YEAR OF RELEVANT EXPERIENCE.

3. CURRENT LEVEL II CERTIFICATION FROM THE AMERICAN

SOCIETY FOR NONDESTRUCTIVE TESTING (NDT).

4. CURRENT NDT LEVEL III PROVIDED PREVIOUSLY CERTIFIED

AS NDT LEVEL II.

1. CURRENT ICC STRUCTURAL MASONRY CERTIFICATION AND ONE

YEAR OF RELEVANT EXPERIENCE.

2. EIT WITH RELEVANT EXPERIENCE.

3. P.E. WITH RELEVANT EXPERIENCE.

1. CURRENT ICC SPRAY-APPLIED FIRE PROOFING CERTIFICATION

AND ONE YEAR OF RELEVANT EXPERIENCE.

2. EIT WITH RELEVANT EXPERIENCE.

3. P.E. WITH RELEVANT EXPERIENCE

1. PRECAST: CURRENT ICC REINFORCED CONCRETE

CERTIFICATION PLUS ONE YEAR RELEVANT EXPERIENCE.

2. BAR JOIST: SEE WELDING REQUIREMENTS.

3. METAL BUILDING: SEE WELDING REQUIREMENTS.

4. STRUCTURAL STEEL: SEE WELDING REQUIREMENTS

1. P.E. WITH RELEVANT EXPERIENCE.

2. EIT WITH RELEVANT EXPERIENCE.

3. SEE THE MASONRY REQUIREMENTS FOR THE SI OF MASONRY

VENEERS SUBJECT TO BCNYS SECTION 1704.10.

1. SEE THE REQUIREMENTS IN BCNYS SECTION 1704.14.2 2.

2. THE RDP RESPONSIBLE FOR DESIGN.

1. SEE THE APPLICABLE CATEGORIES IN THIS TABLE.

1.

2.

3.

4.

5.

1.

2.

1.

2.

3.

4.

A. SPECIAL INSPECTION

SPECIAL INSPECTION WILL BE IN ACCORDANCE WITH

NYC BUILDING CODE.

SPECIAL INSPECTION IS REQUIRED OF MATERIALS,

INSTALLATION, FABRICATION, ERECTION OR PLACEMENT OF

COMPONENTS AND CONNECTIONS REQUIRING SPECIAL

EXPERTISE TO ENSURE COMPLIANCE WITH APPROVED

CONSTRUCTION DOCUMENTS.

COORDINATE SCHEDULES WITH THE AGENCY PERFORMING

SPECIAL INSPECTIONS TO ENSURE AMPLE TIME IS AVAILABLE TO

PERFORM THE REQUIRED TASKS.

THE SPECIAL INSPECTOR SHALL PROVIDE REPORTS TO THE

LOCAL BUILDING OFFICIAL, REGISTERED DESIGN PROFESSIONAL

IN CHARGE, AND THE OWNER'S DESIGNATED REPRESENTATIVE.

THESE REPORTS MUST BE IN COMPLIANCE WITH THE NYC CODE.

THE SPECIAL INSPECTOR SHALL IMMEDIATELY NOTIFY

THE CONTRACTOR IN WRITING OF NON-CONFORMANCE TO THE

APPROVED CONSTRUCTION DOCUMENTS, NYC BUILDING CODE,

OR OTHER VIOLATIONS OF THE APPLICABLE REFERENCED

MATERIAL STANDARDS IN THE NYC BUILDING CODE WITHIN THE

SCOPE OF THE SPECIAL INSPECTION REQUIREMENTS.

THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL

REPORT TO THE BUILDING OFFICIAL, REGISTERED DESIGN

PROFESSIONAL IN RESPONSIBLE CHARGE, AND OWNER'S

REPRESENTATIVE STATING WHETHER WORK REQUIRING

SPECIAL INSPECTION WAS INSPECTED, REPORTED, AND FOUND

TO BE IN COMPLIANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS, NYC BUILDING CODE, AND THE APPLICABLE

REFERENCED MATERIAL STANDARDS IN THE NYC BUILDING CODE.

FINAL REPORTS SHALL CATALOG ALL INSPECTION,

TESTING, AND RELATED ENGINEER SIGNED REPORTS.

B. STRUCTURAL OBSERVATION

STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF

THE STRUCTURAL SYSTEM BY A REGISTERED DESIGN

PROFESSIONAL FOR GENERAL CONFORMANCE TO THE

APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFICANT

CONSTRUCTION STAGES AND AT COMPLETION OF THE

STRUCTURAL SYSTEM. THESE OBSERVATIONS DO NOT WAIVE

THE RESPONSIBILITY FOR THE INSPECTION AS DEFINED BY

SPECIAL INSPECTION.

THE STRUCTURAL OBSERVER IS NOT INSPECTING FOR OSHA

COMPLIANCE AND TEMPORARY CONSTRUCTION, SUCH AS

BRACING, SHORING, MEANS AND METHODS, ETC.

COMMENTS:

PERIODIC SPECIAL INSPECTION: THE PART-TIME OR

INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL

INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS

PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS

BEING PERFORMED AND AT THE COMPLETION OF WORK.

CONTINUOUS SPECIAL INSPECTION: THE FULL-TIME

OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN

APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE ARE

WHERE WORK IS BEING PERFORMED.

ITEMS NOT SHOWN MAY REQUIRE CONTINUOUS OR PERIODIC

SPECIAL STRUCTURAL INSPECTION AT THE DISCRETION OF THE

ENGINEER. ITEMS LISTED MAY REQUIRE ALTERNATE

FREQUENCIES OF INSPECTION OTHER THAN SHOWN.

WELDING OF REINFORCING STEEL IS NOT ACCEPTABLE UNLESS

DIRECTED BY THE ENGINEER OF RECORD.

COLD-FORMED STEEL

· THE STEEL STUD MANUFACTURERS ASSOCIATION

STANDARDS ARE USED IN THIS PACKAGE. ANY

MANUFACTURER WHOSE PRODUCT GEOMETRIES MEETS OR

EXCEEDS SSMA STANDARDS ARE ACCEPTABLE. SEE TABLES

BELOW FOR SSMA NOMENCLATURE.

362 S 162 - 33

THICKNESS (MILS)

FLANGE SIZE (

IN)

MEMBER TYPE

WEB SIZE (

IN)

· THE FIRST SET OF NUMBERS INDICATE THE WEB SIZE

(NOMINAL MEMBER DEPTH):

6" MEMBER = 600

" MEMBER = 362

14" MEMBER = 1400

· FLANGE DESIGNATIONS:

STRUCTURAL STUD/JOIST (1

" FLANGE) S162

STRUCTURAL STUD/JOIST (2" FLANGE) S200

RUNNER TRACK (1

" LEG) T150

· THE LAST TWO NUMBERS INDICATE THE STEEL THICKNESS:

GAGE DESIGN MINIMUM SSMA

20 0.0346" 0.0329" 33 MILS

18 0.0451" 0.0428" 43 MILS

16 0.0566" 0.0538" 54 MILS

14 0.0713" 0.0677" 68 MILS

12 0.1017" 0.0966" 97 MILS

STUD

· ALL FIELD CUTTING OF STUDS MUST BE DONE BY SAWING

OR SHEARING. TORCH CUTTING OF COLD-FORMED

MEMBERS IS UNACCEPTABLE.

· NO NOTCHING OR COPING OF STUDS IS ALLOWED, UNLESS

STATED WITHIN THIS DRAWING PACKAGE.

· ENDS OF STUDS MUST SEAT FIRMLY IN RUNNER TRACK,

WHICH MUST HAVE FULL BEARING ON STRUCTURE.

· SPLICING OF WALL STUDS IS NOT ALLOWED, UNLESS

OTHERWISE STATED WITHIN THIS DRAWING PACKAGE.

ALL 16GA AND HEAVIER MEMBERS MUST

BE 50KSI MINIMUM.

CONNECTIONS

· ALL SCREW CONNECTIONS BASED ON CCFSS TECHNICAL

BULLETIN VOL. 2, NO. 1 WHICH OUTLINES THE AISI

SPECIFICATION PROVISIONS FOR SCREW CONNECTIONS.

· FOR SCREWS

" MINIMUM CLEARANCE MUST BE

MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS. A

" MINIMUM ON CENTER SPACING MUST BE MAINTAINED

BETWEEN ADJACENT SCREWS.

· POWER DRIVEN FASTENER SYSTEMS, EXPANSION ANCHOR

SYSTEMS, MASONRY SCREW SYSTEMS, AND ADHESIVE

ANCHOR SYSTEMS CONNECTIONS ARE BASED ON

LITERATURE PUBLISHED BY HILTI FASTENING SYSTEMS, INC.

ALTERNATE MANUFACTURER'S FASTENERS OF

COMPARABLE SPECIFICATIONS AND LOAD CAPACITIES ARE

ACCEPTABLE.

FASTENER / CONNECTOR SCHEDULE

NOTES: SEE SECTIONS AND DETAILS FOR LOCATION

AND NUMBER OF CONNECTORS

CONNECTOR

SCREWS

SUBSTRATE

METAL TRACK

STUD - TO -

STUD

METAL - TO -

STRUCTURAL

STEEL

WOOD FRAMING

OR PLYWOOD

DESCRIPTION

#10-16 x 5/8"

PAN HEAD

#10-16 x 5/8"

HEX HEAD

#12-24 x 1 - 1/4"

HEX HEAD, #5 TIP

#14-20 x 2 - 3/4"

PHILIPS FLAT HEAD,

#4 WINGS

PRODUCT

BUILDEX "TEKS" COMPASS

"DARTS" GRABBER SELF

DRILLING

BUILDEX "TEKS" COMPASS

"DARTS" GRABBER SELF

DRILLING

BUILDEX "TEKS"

HILTI KWIK-PRO

BUILDEX "TEKS"

HILTI KWIK-PRO

70 South Franklin Street, Wilkes-Barre, PA 18701

570 | 824-6340 info@edpons.comedpons.com

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

CONSULTANTS: ARCHITECT:

Facilities

Management o n e e i g h o t t h r e e i n c h e o t o n e a l f i n c h e o t o n e i n o t t h r e e q u a r t e r s i n o t o n e h a l f i n o t t h r e e e i g h t h s i n o t o n e q u a r t e r i n o t

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

NUCLEAR MEDICINE

SPECT-CT SITE PREP

Services

4-07-21

FE PROJECT #

630A4-20-424

Revisions: Date

20-176

NEW YORK HARBOR

HEALTH CARE SYSTEM

BROOKLYN, NY

www.fellp.com

181 Church St., Suite 100, Poughkeepsie, NY 12601 t 845-454-9704 fx 855-320-8735

22 Mulberry St., Suite 2A, Middletown, NY 10940 t 845-343-1481 fx 845-343-4986

ENGINEERING LLPLiscum

181 CHURCH STREET

POUGHKEEPSIE, NEW YORK 12601

PHONE 845-452-2268 FAX 845-452-3752

ARCHITECTURE

PLANNING INTERIORS

McCormack VanVoorhis LLP

100% CONSTRUCTION DOCUMENTS

AutoCAD SHX Text

SECTIONS & NOTES

AutoCAD SHX Text 1-S-200

AutoCAD SHX Text

ME

AutoCAD SHX Text

ME

AutoCAD SHX Text Designed By:

AutoCAD SHX Text Drawn By:

AutoCAD SHX Text FE Project No.

AutoCAD SHX Text 20-176

AutoCAD SHX Text

ME

B

8 9

T100

PARTIAL SECOND FLOOR FRAMING PLAN - TEMPORARY SUPPORT FOR MOVING CT EQUIPMENT INTO PLACE

SCALE:

" = 1'-0"

±20'-4" TEMPORARILY REMOVE EXISTING WINDOW 20'-4" 20'-4"

±2'-8" ±14'-0" TEMPORARY WALL OPENING

T100

±3'-8"

T100

T100

MC8X20X10'-0" PLANK

REMOVE & REPLACE TOPPING,

PER DWG. S100, PRIOR TO THE

INSTALLATION OF ANY EQUIPMENT TYP.

INSTALL ALL REINFORCING BEAMS PER DWG.

S100, PRIOR TO THE INSTALLATION

OF ANY EQUIPMENT TYP.

T100

MC8X20X10'-0" PLANK MC8X20X10'-0" PLANKMC8X20X10'-0" PLANK

MC8X20X10'-0" PLANK

MC8X20X10'-0" PLANK

MC8X20X10'-0" PLANK MC8X20X10'-0" PLANK

INDICATES STEEL PLATES

BELOW TOPPING CONCRETE

(SEE DWG. S100.)

7 8 9

PARTIAL ELEVATION NORTH FACADE - EAST SIDE - NORTH WING

SCALE:

" = 1'-0"

T100

LEVEL 2

EL. = 52-0"

LEVEL 3

66'-0"

EXISTING TYPE L WINDOW

±20'-4" EXISTING "TYPE L" WINDOW TO BE TEMPORARILY REMOVED

& RE-INSTALLED AFTER CT EQUIPMENT IS INSTALLED

±14'-0" OF CMU BACKUP WALL

TO BE TEMP. REMOVED & REPLACED

20'-4" 20'-4"

REMOVE & RE-INSTALL

STONE AS REQ'D

±2'-8"

A

LEVEL 2

EL. = 52-0"

LEVEL 3

EL. = 66'-0"

1'-3

EXISTING 4" STONE

EXISTING 8" STONE

EXISTING SLAGBLOK

FLOOR SYSTEM

EXISTING WALL

FINISH ON

FURRING (V.I.F.)

EXISTING

SLATE SILL

EXISTING WINDOW UNIT

SECTION - TEMPORARY OPENING IN EXISTING EXTERIOR WALL

SCALE:

" = 1'-0"

T100

A

LEVEL 2

EL. = 52-0"

LEVEL 3

EL. = 66'-0"

1'-3

EXISTING SLAGBLOK

FLOOR SYSTEM

C

L E

A R

A N

C E

V

I F

A

LEVEL 2

EL. = 52-0"

LEVEL 3

EL. = 66'-0"

1'-3

RE-INSTALL

EXISTING

4" STONE

RE-INSTALL

EXISTING

8" STONE

EXISTING SLAGBLOK

FLOOR SYSTEM

EXISTING

SLATE SILL

RE-INSTALL

ORIGINAL WINDOW

REMOVE SECTION

OF WINDOW

REMOVE

VENEER STONE &

NON-BEARING

BACKUP WALL

FULLY GROUTED

6" CMU

FULLY GROUTED

10" CMU

FULLY GROUTED 10"

CMU BOND BEAM

W/ (2)-#4 CONT.

EXISTING SHELF

ANGLE (V.I.F.)

EXISTING SHELF

ANGLE (V.I.F.)

#5 A706 GRADE 60

(WELDABLE)

VERT. @ 16" O.C.

RE-INSTALL

ALL DOWELS TYP.

WALL TIES

(BY MASONRY

CONTRACTOR) TYP.

CAREFULLY CHIP OUT

CONCRETE AS REQ'D

TO WELD REBAR TO EXISTING

BEAM FLANGE. GROUT

CONCRETE OPENING SOLID

WHEN FINISHED. TYP.

EXISTING W16X40 (V.I.F.)

EXISTING CONDITION TEMPORARY WALL OPENING REPAIR OF TEMPORARY WALL OPENING

E80 WELD

ELECTRODE

EXISTING 8" CMU

EXISTING 4" CMU

FURRING

& GYPSUM BOARD

EXISTING W16X40 (V.I.F.)EXISTING W16X40 (V.I.F.)

EXISTING SHELF

ANGLE (V.I.F.)

NOTE:

FIELD VERIFY ALL

EXISTING

CONDITIONS TYP.

STEEL BEAM

(SEE PLAN)

CT EQUIPMENT

NEW

REINFORCED

TOPPING

CASTER

TEMP. CHANNEL

ON FLAT

(SEE PLAN)

CASTER

TEMP. CHANNEL

ON FLAT

(SEE PLAN)

SECTION - EQUIPMENT ON TEMPORARY CHANNELS

NOT TO SCALE

T100

MASONRY CONSTRUCTION

1. MASONRY WALLS SHOWN ON STRUCTURAL DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH BUILDING

CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530 / ASCE 5 / TMS 402).

2. MASONRY WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL BE CONSTRUCTED IN ACCORDANCE WITH

SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1 / ASCE 6 / TMS 602) AND THE PROJECT

SPECIFICATIONS. IF THERE ARE ANY CONFLICTS BETWEEN THE TWO, THE MORE RESTRICTIVE REQUIREMENT

SHALL BE APPLICABLE.

3. DETERMINE THE COMPRESSIVE STRENGTH OF MASONRY (F'M) BY THE UNIT STRENGTH METHOD (SECTION 1.4, B.2 OF ACI 530.1 / ASCE 6 / TMS 602).

3.1. MORTAR PROPERTIES SHALL BE DETERMINED BY TESTS PER ASTM C780 AND MORTAR SHALL BE

STRENGTH TESTED IN ACCORDANCE WITH ASTM C39 (3" DIAMETER X 6" LONG CYLINDERS).

3.2. THE STRENGTH OF GROUT SHALL BE DETERMINED BY TESTS IN ACCORDANCE WITH ASTM C1019.

4. INTERSECTING BEARING WALLS SHALL BE ANCHORED BY ONE OF THE FOLLOWING METHODS:

4.1. FIFTY PERCENT OF THE UNITS AT THE INTERSECTION SHALL BE LAID IN AN OVERLAPPING MASONRY

BONDING PATTERN, WITH ALTERNATE UNITS HAVING A BEARING OR NOT LESS THAT 3" ON THE UNIT

BELOW.

4.2. WALLS SHALL BE TIED BY GALVANIZED STEEL STRAPS 1

" X

" X 24" WITH 2" BEND AT 90° AT EACH END.

GROUT STRAPS SOLID INTO CORES OF BLOCK AT 24" MAXIMUM VERTICAL SPACING.

THE ABOVE DO NOT APPLY AT CONTROL JOINTS OR WHERE NON-LOAD-BEARING PARTITIONS ABUT

BEARING WALLS.

5. CORNERS OF BEARING WALLS SHALL BE BUILT IN RUNNING BOND.

6. PROVIDE A MINIMUM OF 24" DEPTH OF SOLID MASONRY UNDER THE BEARING ENDS OF ALL BEAMS, BEAM

LINTELS, AND LH AND DLH SERIES JOISTS; 16" DEPTH OF SOLID MASONRY UNDER THE BEARING ENDS OF ALL K

SERIES JOISTS AND SLABS; AND 8" OF SOLID MASONRY UNDER THE BEARING ENDS OF LOOSE LINTELS.

7. PROVIDE HORIZONTAL JOIST REINFORCEMENT PER ASTM A82, GALVANIZED, AT 16" ON CENTER VERTICALLY.

SEE SPECIFICATIONS. UNLESS OTHERWISE NOTED, PROVIDE A GALVANIZED LADDER TYPE JOINT

REINFORCEMENT.

8. WELDING REINFORCING BARS (INCLUDING TACK WELDING) IS NOT PERMITTED WITHOUT PERMISSION OF

ENGINEER IN WRITING.

9. PROVIDE SHOP DRAWINGS WHICH INDICATE SIZE, SPACING, BENDING DETAILS, AND TYPE OF ALL

REINFORCING BARS PLACED IN MASONRY WALLS.

10. PROVIDE DOWELS FROM SUPPORTING MEMBER (FOOTING, BEAM, OR SLAB) FOR ALL REINFORCED WALLS

SAME SIZE, LOCATION, AND SPACING AS WALL REINFORCING.

11. WALL REINFORCING SHALL BE HELD IN POSITION DURING GROUTING.

12. FOR BARS AT FACE OF WALL, MAINTAIN

" CLEARANCE FROM INSIDE FACE OF CMU TO REINFORCING.

13. SPLICES (GRADE 60 DEFORMED BARS):

13.1. ALL LAP SPLICES SHALL BE TYPE 2 (AS DEFINED IN THE TABLE BELOW), UNLESS OTHERWISE NOTED ON

THE DRAWINGS. TYPE 1 SPLICES SHALL BE USED THE FOLLOWING CONDITIONS:

13.1.1. DOWELS FROM FOUNDATIONS TO BASEMENT WALLS (THOSE WALLS BELOW GRADE, RESISTING

LATERAL EARTH PRESSURES FROM ONE SIDE, AND LATERALLY SUPPORTED AT THE TOP AND

BOTTOM OF THE WALL).

13.1.2. DOWELS FROM SUPPORTING ELEMENTS TO WIND WALLS (THOSE WALLS ABOVE GRADE RESISTING

LATERAL FORCES FROM ONE SIDE, AND LATERALLY SUPPORTED AT THE TOP AND BOTTOM OF THE

WALL).

13.1.3. ALL REINFORCING (DOWEL AND VERTICAL BARS) IN FOUNDATION WALLS (THOSE WALLS WITH EQUAL

LATERALS EARTH PRESSURES ON EACH SIDE FOR THE FULL HEIGHT OF THE WALL).

13.1.4. ALL REINFORCING (DOWEL AND VERTICAL BARS) IN COMPRESSION PIERS (THOSE PIERS SUBJECT

ONLY TO DOWNWARD VERTICAL LOADS, NOT THOSE SUBJECT TO UP-LIFT AND/OR MOMENT)

13.2. INCREASE SPLICE LENGTH BY 50% FOR EPOXY-COATED REINFORCING.

13.3. SPLICE LENGTHS GREATER THAN 60" REQUIRE HIGH LIFT GROUTING. THE CONTRACTOR, AT THEIR

OPTION, MAY USE OPEN-ENDED MASONRY UNITS OR MECHANICAL SPLICES FOR EASE OF CONSTRUCTION.

BAR MASONRY LAP SPLICE LENGTH

SIZE TYPE 1 (40DB) TYPE 2 (72DB)

#3 15" 27"

#4 20" 36"

#5 25" 45"

#6 30" 54"

#7 35" 63"

#8 40" 72"

DESIGN STRESSES

REINFORCING BARS (ASTM A615 OR ASTM A706, GRADE 60)-------------------------------- FY=60,000PSI

MC STEEL CAHNNELS (ASTM A36)---------------------------------------------------------------------- FY=36,000PSI

MASONRY---------------------------------------------------------------------------------------------------------F'M=1,500PSI

LOAD-BEARING CMU (ASTM C55 OR C90)

BRICK (ASTM C216 GRADE SW)

MORTAR-------------------------------------------------------------------------------------------------- TYPE M OR S

GROUT (ASTM C476)--------------------------------------------------------------------------------- 3,000PSI

DEMOLITION

1. THE CONTRACTOR IS TO OBTAIN AND PAY FOR ALL NECESSARY PERMITS FOR THE DEMOLITION

AND REMOVAL WORK.

2. NOTIFY ALL LOCAL AGENCIES HAVING JURISDICTION.

3. LOCATE EXISTING UNDERGROUND UTILITIES IN ALL AREAS OF CONSTRUCTION. COORDINATE

WITH UTILITY COMPANIES FOR ANY SHUT-OFF REQUIREMENTS OF STILL ACTIVE LINES. CALL THE

NY ONE-CALL CENTER.

4. DEMOLITION PROCEDURES, SHORING REQUIREMENTS, SEQUENCE TECHNIQUES, ETC., EITHER

GIVEN IN OR IMPLIED BY THESE DRAWINGS, ARE SUGGESTIONS ONLY. CONTRACTOR SHALL

RETAIN, AT HIS OWN EXPENSE, A PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION

WHERE THE PROJECT IS LOCATED TO DETERMINE ALL CONSTRUCTION PHASE REQUIREMENTS.

CONTRACTOR SHALL SUBMIT DRAWINGS , SIGNED AND SEALED BY HIS ENGINEER, TO THE

OWNER AND ENGINEER FOR CONCEPT REVIEW AND RECORD PURPOSES. CONTRACTOR SHALL

BE SOLELY RESPONSIBLE FOR THE PROTECTION, STABILITY, ETC., OF EXISTING AND NEW

STRUCTURES DURING EXECUTION OF THE WORK.

5. BEFORE UNDERTAKING ANY DEMOLITION WORK, ASCERTAIN THE EXISTING CONDITIONS OF THE

PROPERTIES AND BUILDINGS ADJOINING OR IN CLOSE PROXIMITY OF THE PREMISES BY SURVEY.

6. CONTRACTOR SHALL PERFORM ALL WORK IN SUCH A MANNER AS TO PROTECT EXISTING AND

ADJACENT STRUCTURES AND BE RESPONSIBLE TO PROPERLY REPAIR ANY DAMAGE THAT

OCCURS AS A RESULT OF HIS WORK. CONTRACTOR SHALL REPAIR ALL DAMAGES TO STREETS,

SIDEWALK, UTILITY LINES, OR ANY OTHER PUBLIC OR PRIVATE PROPERTIES RESULTING FROM

THE EXECUTION OF THE WORK AT NO COST TO THE OWNER OR ENGINEER.

7. CEASE OPERATIONS AND NOTIFY OWNER AND ENGINEER IMMEDIATELY IF SAFETY OR INTEGRITY

OF STRUCTURE APPEAR TO BE ENDANGERED. PROPERLY BRACE AND SUPPORT STRUCTURE

BEFORE RESUMING OPERATIONS.

8. NOTIFY OWNER AND ENGINEER IMMEDIATELY IF ANY PORTION OF EXISTING STRUCTURE WHICH

IS NOT TO BE DEMOLISHED IS DAMAGED. CONTRACTOR SHALL PAY FOR ALL REPAIR COSTS,

INCLUDING DESIGN AND INSPECTION EXPENSES.

9. DO NOT CUT OR ALTER ANY STRUCTURAL MEMBERS WITHOUT WRITTEN AUTHORIZATION OF THE

ENGINEER UNLESS INDICATED ON THE STRUCTURAL DRAWINGS.

10. DO NOT ALLOW RESULTING DEBRIS TO ACCUMULATE. DISPOSE OF THE MATERIAL IN A LEGAL

MANNER.

SUGGESTED SEQUENCE OF WORK:

1. FIELD-VERIFY ALL DIMENSIONS & EXISTING CONDITIONS. NOTIFY

ENGINEER IF EXISTING CONDITIONS ARE DIFFERENT THAN WHAT IS

SHOWN ON THESE DRAWINGS.

2. INSTALL ALL PERMANENT REINFORCEMENT BEAMS AND FRAMING,

PER CONSTRUCTION DOCUMENTS.

3. REMOVE EXISTING TOPPING, AND INSTALL STEEL REINFORCEMENT

PLATES AND REINFORCED TOPPING, PER CONSTRUCTION

DOCUMENTS. ALLOW TOPPING SLAB TO CURE TO ITS FULL 28-DAY

COMPRESSIVE STRENGTH.

4. CREATE TEMPORARY WALL OPENING. CAREFULLY REMOVE

VENEER STONE AND EXISTING WINDOWS FOR RE-INSTALLATION.

DO NOT STORE MASONRY OR HEAVY LOADS ON THE SLAGBLOK

FLOOR FRAMING.

5. PLACE TEMPORARY CHANNELS ON FLOOR, SPANNING OVER

UNDERSLAB STEEL BEAMS.

6. CRANE EQUIPMENT INTO LEVEL 2 ROOM, ONE PIECE AT A TIME.

PLACE EQUIPMENT CASTERS ON STEEL CHANNELS, AND MOVE

PIECE OF EQUIPMENT TO ITS PERMANENT LOCATION PRIOR TO

MOVING THE NEXT PIECE OF EQUIPMENT INTO THE LEVEL 2 SPACE.

7. ONCE ALL EQUIPMENT HAS BEEN MOVED TO THE PERMANENT

LOCATIONS, REPAIR THE TEMPORARY WALL OPENING.

NOTES:

1. THE CONTRACTOR SHALL MAINTAIN WEATHER TIGHTNESS OF THE FACILITY AND

EXTERIOR WALL DURING THE ENTIRE CONSTRUCTION AND CT EQUIPMENT DELIVERY

PROCESS.

2. THE CONTRACTOR SHALL REPLACE ALL FLASHING, DAMAGED OR REMOVED DURING THE

TEMPORARY…