conduit logistics center wildflower

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______

CIVIL ENGINEER + EXPEDITER

225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER

1185 Avenue of the Americas

New York, NY 10036

Tel 212.921.2300

GEOTECHNICAL ENGINEER

118-35 Queens Boulevard

Forrest Hills, NY 11375

Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

COVER SHEET & DRAWING LIST

N20074.00

CONDUIT LOGISTICSCENTER

WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434

1 27

S-000.00

CONDUIT LOGISTICS CENTERSTRUCTURAL DRAWING SET 153-44 S Conduit Avenue

New York, NY 11434ISSUED FOR 100% CDOCTOBER 1, 2021

STRUCTURAL SHEET LISTSHEET NO SHEET NAME 100% DD 50% CD 100% CD

S-000 COVER SHEET & DRAWING LIST ● ● ●

S-001 GENERAL NOTES I ● ● ●

S-002 GENERAL NOTES II ● ● ●

S-003 GENERAL NOTES III ● ● ●

S-004 LAP SPLICE SCHEDULES ● ● ●

S-005 LOADING DIAGRAM ● ● ●

FO-100 CELLAR AND FOUNDATION PLAN ● ● ●

S-101 GROUND FLOOR PLAN ● ● ●

S-102 GROUND FLOOR REINFORCEMENT PLAN ● ●

S-103 MIDDLE ROOF PLAN ● ● ●

S-104 UPPER ROOF PLAN ● ● ●

FO-200 FOUNDATION SECTIONS & DETAILS I ● ● ●

FO-201 FOUNDATION SECTIONS & DETAILS II ● ● ●

FO-202 FOUNDATION SECTIONS & DETAILS III ● ● ●

FO-203 FOUNDATION SECTIONS & DETAILS IV ● ● ●

S-300 LATERAL BRACING ELEVATIONS ● ● ●

S-301 MOMENT FRAME ELEVATIONS ● ●

S-302 PERIMETER ELEVATIONS ●

S-401 GROUND FLOOR SECTIONS & DETAILS II ● ● ●

S-402 GROUND FLOOR SECTIONS & DETAILS III ● ●

S-403 GROUND FLOOR SECTIONS & DETAILS IV ●

S-500 STEEL DETAILS I ● ● ●

S-501 STEEL DETAILS II ● ● ●

S-502 STEEL DETAILS III ● ● ●

S-503 STEEL JOIST DETAILS ● ●

S-600 CMU SECTIONS & DETAILS I ● ● ●

S-601 CMU SECTIONS & DETAILS II ● ● ●

1 04/09/2021 100% DESIGN DEVLOPEMENT

2 09/03/2021 ISSUED FOR 50% CD PROGRESS

3 10/01/2021 ISSUED FOR 100% CD

GR GENERAL REQUIREMENTS

GR-1 AS USED IN THESE GENERAL NOTES:"DRAWINGS" MEANS THE LATEST STRUCTURAL DESIGN DRAWINGS, UON. "SPECIFICATIONS" MEANS THE LATEST PROJECT SPECIFICATIONS, UON.“CONTRACT DOCUMENTS” IS DEFINED AS THE DESIGN DRAWINGS AND THE SPECIFICATIONS “SER” IS DEFINED AS THE STRUCTURAL ENGINEER OF RECORD FOR THE STRUCTURE IN ITS FINAL CONDITION. “DESIGN PROFESSIONALS” IS DEFINED AS THE OWNER’S ARCHITECT AND SER. “MEP” INCLUDES, BUT IS NOT LIMITED TO MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION.“CONTRACTOR” IS DEFINED TO INCLUDE ANY OF THE FOLLOWING: GENERAL CONTRACTOR AND THEIR SUBCONTRACTORS, CONSTRUCTION MANAGER AND THEIR SUBCONTRACTORS, STRUCTURAL STEEL FABRICATOR OR STRUCTURAL STEEL ERECTOR. “BASE BUILDING STRUCTURE” IS DEFINED AS THE STRUCTURAL FRAME DESIGNED BY THORNTON TOMASETTI. “STRUCTURE IN ITS FINAL CONDITION” MEANS ALL STRUCTURAL ELEMENTS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS ARE INSTALLED AND COMPLETELY CONNECTED AND INSPECTED WITH NO OUTSTANDING NON-COMPLIANCE ISSUES.“DELEGATED DESIGN” MEANS A SCOPE OF WORK THAT MEETS PERFORMANCE CRITERIA ESTABLISHED IN THE CONTRACT DOCUMENTS AND IS TO BE COMPLETED BY THE CONTRACTOR’S LICENSED ENGINEER.“SERVICE LEVEL” LOADS ARE DEFINED AS NOMINAL OR UNFACTORED LOADS TO BE COMBINED USING ALLOWABLE STRESS LOAD COMBINATIONS“STRENGTH LEVEL” LOADS ARE DEFINED AS FACTORED LOADS TO BE COMBINED USING STRENGTH DESIGN LOAD COMBINATIONS

GR-2 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE STRUCTURAL WORK WITH THE ARCHITECTURAL, CIVIL, MEP CONTRACT DOCUMENTS, AS WELL AS ANY OTHER APPLICABLE TRADES.

GR-3 THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE UNTIL THE CONSTRUCTION OF THE STRUCTURE REACHES ITS FINAL CONDITION.

GR-4 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND REMOVAL OF TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW AND EXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF THE PROJECT WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OF THE CONTRACTOR’S TEMPORARY SUPPORTS AND BRACES. CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED TO DESIGN TEMPORARY BRACING AND CONSTRUCTION SUPPORTS.

GR-5 LATERAL LOAD RESISTANCE AND STABILITY OF THE STRUCTURE IN ITS FINAL CONDITION IS PROVIDED BY CONCRETE SHEAR WALLS AND LATERAL STABILITY OF OTHER ELEMENTS IS PROVIDED THROUGH FLOOR SLABS.

GR-6 THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS.

GR-7 THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS AND COORDINATE WITH THE STRUCTURAL DRAWINGS, ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER CONSULTANTS, PROJECT SHOP DRAWINGS AND FIELD CONDITIONS.

GR-8 IN CASES OF CONFLICT BETWEEN DRAWINGS AND/OR SPECIFICATIONS AND OTHER DISCIPLINES OR EXISTING CONDITIONS, CONTRACTOR SHALL NOTIFY THE DESIGN PROFESSIONALS AND OBTAIN CLARIFICATION PRIOR TO BIDDING AND PROCEEDING WITH WORK.

GR-9 APPLY DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS WHERE CONDITIONS ARE SIMILAR TO THOSE INDICATED BY DETAIL, DETAIL TITLE OR NOTE.

GR-10 ONLY USE DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS.

GR-11 ASSUME EQUAL SPACING BETWEEN ESTABLISHED DIMENSIONS, IF NOT INDICATED ON DRAWINGS.

GR-12 CENTERLINES OF COLUMNS AND FOUNDATIONS COINCIDE WITH GRID LINE INTERSECTIONS, UON.

GR-13 CENTERLINES OF GRADE BEAMS AND WALLS COINCIDE WITH CENTERLINES OF FOUNDATIONS, UON.

GR-14 CENTERLINES OF FRAMING MEMBERS COINCIDE WITH COLUMN CENTERLINES, UON.

GR-15 THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITIES FROM DAMAGE.

GR-16 THE CONTRACTOR SHALL VERIFY THAT CONSTRUCTION LOADS DO NOT EXCEED THE CAPACITY OF THE STRUCTURE AT THE TIME THE LOAD IS APPLIED.

GR-17 THE CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATIONS WITH THE AS-BUILT TOP OF SUPPORT ELEVATIONS.

GR-18 THE CONTRACTOR SHALL VERIFY ALL OPENING SIZES AND LOCATIONS WITH OTHER DISCIPLINES. THE DRAWINGS DO NOT SHOW ALL OPENINGS REQUIRED. ADDITIONAL OPENINGS, BLOCKOUTS AND SLEEVES MAY BE REQUIRED BY OTHER DISCIPLINES AND SHALL BE CONSTRUCTED USING THE TYPICAL DETAILS AND/OR THE CRITERIA INDICATED ON THE DRAWINGS. OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS MUST BE APPROVED BY THE SER.

GR-19 ELEVATIONS INDICATED ON STRUCTURAL DRAWINGS ARE BASED ON A PROJECT DATUM INDICATED ON THE ARCHITECTURAL DRAWINGS.

GR-20 SEE ARCHITECTURAL, CIVIL, MEP, AND VERTICAL TRANSPORTATION, CONTRACT DOCUMENTS FOR ADDITIONAL INFORMATION RELATING TO THE COORDINATION OF STRUCTURAL COMPONENTS INCLUDING, BUT NOT LIMITED TO:

CIVIL:SITING OF BUILDING GRID LINES WITH RESPECT TO CITY BENCHMARKSSITE PREPARATION BACKFILLING MATERIALS AND REQUIREMENTSPAVING AND SITE ELEMENTS OUTSIDE OF BUILDING ENVELOPENEW AND EXISTING SITE UTILITIES

ARCHITECTURAL:PLAN DIMENSIONS AND PROJECT DATUMSLAB EDGE DIMENSIONSFINISH ELEVATIONSWATERPROOFING AND DAMP-PROOFING DETAILS RAMP GEOMETRY, PITS, SLAB SLOPES AND DEPRESSIONSEMBEDMENTS, INSERTS, BLOCKOUTS, ETC.EXACT OPENING SIZES FOR PIPES, DUCTS, ETC.CONCRETE FINISHES AND TOPPING SLABSCONCRETE CURBS AND HOUSEKEEPING PADSINTERIOR NON-STRUCTURAL MASONRY PARTITIONSFIRE RATINGSMETAL PAN OR PRECAST STAIRS AND SUPPORTS

MEP:PIPE AND DUCT SIZES FOR OPENING AND SLEEVE COORDINATIONFLOOR DRAINSUNDERFLOOR AND PERIMETER DRAINAGE SYSTEMSEQUIPMENT CURBSCONDUITS AND EMBEDMENTS IN WALLS AND SLABS

VERTICAL TRANSPORTATION:INSERTS, HANGERS, TRENCHES, PITS, CONDUITS IN WALLS AND SLABSEQUIPMENT SUPPORT, ELEVATOR DIVIDER BEAMS, EMBEDMENTS, AND ANCHOR RODS]

CD CODES AND DESIGN CRITERIA

CD-1 PERFORM ALL CONSTRUCTION IN CONFORMANCE WITH THE BUILDING AND DESIGN CODES REFERENCED WITHIN THESE DOCUMENTS. THE PROJECT DOCUMENTS REFER TO THE FOLLOWING CODES AND STANDARDS, UON:

NEW YORK CITY BUILDING CODE 2014

STRUCTURAL CONCRETE:"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"THE AMERICAN CONCRETE INSTITUTE (ACI 318-08)

MASONRY:"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"THE AMERICAN CONCRETE INSTITUTE (TMS 402-08/ACI 530-08/ASCE 5-08)

"SPECIFICATION FOR MASONRY STRUCTURES"THE AMERICAN CONCRETE INSTITUTE (TMS 602-08/ACI 530.1-08/ASCE 6-08)

STRUCTURAL STEEL:"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, (AISC 360-05) CONFORMING TO THE

PROVISIONS OF LOAD RESISTANCE FACTOR DESIGN, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC-LRFD)

CD-2 [LIVE LOADS (SERVICE LEVEL): GROUND FLOOR 500 PSF

CELLAR PARKING 60 PSF ROOF 20 PSF

CD-3 SUPERIMPOSED DEAD LOADS (SERVICE LEVEL):

ROOF (PHOTOVOLTAIC UNIT) 5 PSF

CD-4 OCCUPANCY OR RISK CATEGORY: II

CD-5 SNOW LOADS (SERVICE LEVEL):FLAT ROOF SNOW LOAD (Pf): 25 PSFGROUND SNOW LOAD (Pg) 20 PSFSNOW EXPOSURE FACTOR (Ce): 1.0SNOW LOAD IMPORTANCE FACTOR (Is): 1.0THERMAL FACTOR (Ct): 1.2SNOW DRIFTING PER CODE

CD-6 WIND LOAD DESIGN DATA:ORDINARY PRECAST SHEAR WALLSBASIC WIND SPEED, V 98 MPHEXPOSURE BINTERNAL PRESSURE COEFFICIENT ±0.018

COMPONENT AND CLADDING DESIGN PRESSURES

EFFECTIVE WIND AREA= 20 SFWALL= 24 PSFWALL END ZONE= 29 PSFROOF - TYPICAL = 25 PSF UPLIFT, 16 PSF DOWNROOF EDGE = 38 PSF UPLIFT, 16 PSF DOWNROOF CORNER = 53 PSF UPLIFT, 16 PSF DOWN

EFFECTIVE WIND AREA= 50 SFWALL= 23 PSFWALL END ZONE= 26 PSFROOF - TYPICAL = 24 PSF UPLIFT, 16 PSF DOWNROOF EDGE = 32 PSF UPLIFT, 16 PSF DOWNROOF CORNER = 38 PSF UPLIFT, 16 PSF DOWN

CD-7 SEISMIC LOAD DESIGN DATA (STRENGTH LEVEL):SEISMIC IMPORTANCE FACTOR (Is) 1.0Ss 0.272 gS1 0.058 gSDS 0.287 gSD1 0.092 gSITE CLASS DSEISMIC DESIGN CATEGORY BLATERAL SYSTEM DESCRIPTION STEEL CONCENTRICALLY & ECCENTRICALLY BRACED

FRAMES AND MOMENT FRAMES NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

SEISMIC RESPONSE COEFFICIENT (Cs) 0.096RESPONSE MODIFICATION FACTOR (R) 3ANALYSIS PROCEDURE DESCRIPTION [EQUIVALENT LATERAL FORCE]DESIGN BASE SHEAR 87 KIPS (PART I OF II)

24 KIPS (PART II OF II)

CD-9 IN CASES WHERE THE CONTRACTOR DETERMINES THAT SUSPENDED OR FLOOR MOUNTED EQUIPMENT LOADS EXIST WHICH EXCEED DESIGN LOADS INDICATED ON CONTRACT DOCUMENTS, CONTRACTOR SHALL SUBMIT LOAD DATA TO DESIGN PROFESSIONALS FOR REVIEW PRIOR TO PROCEEDING WITH WORK.

CD-10 DISTRIBUTE THE MAXIMUM LOAD HUNG FROM ANY STRUCTURAL MEMBER FOR DUCTWORK, PIPING ETC OVER THE MEMBER’S TRIBUTARY AREA IN A WAY THAT THE MEP DESIGN SUPERIMPOSED DEAD LOADS LISTED IN CONTRACT DOCUMENTS ARE NOT EXCEEDED. THE CONTRACTOR SHALL COORDINATE THE LOADS OF ALL TRADES AND PROVIDE ADDITIONAL SUPPORT OR DISTRIBUTION FRAMING AS REQUIRED TO ACHIEVE THE ALLOWABLE LOAD DISTRIBUTION.

CD-12 ELEVATOR GUIDERAIL SUPPORTS, MACHINE ROOMS, PITS, AND PENTHOUSES ARE BASED ON ELEVATOR TYPES INDICATED ON ARCHITECTURAL CONTRACT DOCUMENTS. CONTRACTOR SHALL SUBMIT FOR REVIEW ANY PLANNED CHANGE TO ELEVATORS TO DESIGN PROFESSIONALS PRIOR TO SUBMITTING CORRESPONDING STRUCTURAL SHOP DRAWINGS FOR ACTION.

CD-13 STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS.

CD-14 SERVICEABILITY

LIVE LOAD DEFLECTION IS LESS THAN L/360

LONG-TERM TOTAL DEFLECTION IS LESS THAN L/240

CD-15 CONNECTIONS OF SYSTEMS DESIGNED BY CONTRACTOR’S ENGINEER SUCH AS, BUT NOT LIMITED TO, CLADDING, STAIRS, ELEVATORS, ESCALATORS, PRECAST, AND MEP LOADS ARE ASSUMED TO IMPOSE VERTICAL AND/OR HORIZONTAL LOADS ON THE BASE BUILDING STRUCTURAL MEMBERS WITHOUT GENERATING TORSION IN THE SUPPORTING STRUCTURAL MEMBERS. CONTRACTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING ALL SUPPLEMENTARY BRACING MEMBERS AS REQUIRED TO PREVENT TORSION ON THE BASE BUILDING STRUCTURE.

CD-16 FOR FIRE RATING AND FIREPROOFING ASSEMBLY EVALUATIONS, CONSIDER THE FOLLOWING ASSEMBLIES RESTRAINED: COMPOSITE WIDE-FLANGE STEEL FRAMING, INTERIOR BAYS OF CONTINUOUS CAST-IN-PLACE CONCRETE CONSTRUCTION. CONSIDER ALL OTHER ASSEMBLIES UNRESTRAINED.

CD-17 THERE HAVE BEEN NO LOAD RESTRICTION FACTORS APPLIED TO THE STRUCTURAL DESIGN FOR THE PURPOSES OF SELECTING FIREPROOFING ASSEMBLIES.

DI DELEGATED DESIGN ITEMS

DI-1 THE CONTRACTOR SHALL EMPLOY OR RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THIS PROJECT IS LOCATED TO DESIGN AND DETAIL DELEGATED DESIGN ITEMS TO MEET THE PERFORMANCE AND DESIGN CRITERIA ESTABLISHED AS PART OF THE BASE BUILDING STRUCTURE INDICATED IN THE CONTRACT DOCUMENTS INCLUDING BUT NOT LIMITED TO:

STRUCTURAL STEEL CONNECTIONSLONG SPAN OPEN WEB STEEL JOISTSMETAL ROOF DECK

SU SUBMITTALS

SU-1 TWENTY WORKING DAYS PRIOR TO SUBMITTING SHOP DRAWINGS, THE CONTRACTOR SHALL SUBMIT FOR SER'S REVIEW A SCHEDULE WHICH DETAILS THE ESTIMATED QUANTITY OF SHOP DRAWINGS AND THE DATE THE SHOP DRAWINGS WILL BE RECEIVED BY THE SER. THE SER SHALL HAVE THE OPPORTUNITY TO REVIEW THE PROPOSED SCHEDULE AND SUBMIT COMMENTS TO THE CONTRACTOR. THE FINAL SHOP DRAWING SCHEDULE SHALL BE DEVELOPED AND SUBMITTED TO THE SER. IN ACCORDANCE WITH THE SHOP DRAWING SCHEDULE, THE SER WILL RETURN THE SHOP DRAWING ITEMS WITHIN TEN WORKING DAYS AFTER HAVING RECEIVED THE ELECTRONIC SHOP DRAWING.

SU-2 THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO DESIGN PROFESSIONALS. THE CONTRACTOR IS TO STAMP EACH SUBMITTAL VERIFYING THAT THE FOLLOWING IS ADDRESSED:

1. THE SHOP DRAWING IS REQUESTED.2. THE SHOP DRAWING IS BASED ON THE LATEST DESIGN.3. THE DESIGN PROFESSIONALS’ COMMENTS FROM ANY PREVIOUS SUBMITTALS ARE ADDRESSED.4. THE WORK IS COORDINATED AMONG ALL CONSTRUCTION TRADES.5. REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY CIRCLING OR CLOUDS.6. SUBMITTAL IS COMPLETE.7. SUBMITTAL DOES NOT INCLUDE SUBSTITUTION REQUEST 8. SUBMITTAL SHALL INCLUDE A STAMP INDICATING PROJECT NAME AND LOCATION, SUBMITTAL NUMBER, SPECIFICATION SECTION NUMBER.

THE SER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS WHICH THE CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVE REQUIREMENTS. THE SER’S REVIEW OF SUBMITTALS SHALL BE FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO WORK SHALL BE STARTED WITHOUT SUCH REVIEW.

SU-3 FOR COMPONENTS THAT REQUIRE ENGINEERING BY THE CONTRACTOR, PROVIDE A NOTE ON EACH SHOP DRAWING, WRITTEN AND SIGNED BY THE SUPPLIER'S ENGINEER, INDICATING THAT THE SHOP DRAWING IS IN CONFORMANCE WITH THE CALCULATIONS OF THE CONTRACTOR'S ENGINEER.

SU-4 THE FOLLOWING ITEMS REQUIRE SUBMITTALS FOR STRUCTURAL REVIEW AS OUTLINED IN THE SPECIFICATIONS:

051200 S CALC STRUCTURAL STEEL031000 S CALC CONCRETE FORMWORK032000 S CONCRETE REINFORCING LAYOUT033000 CONCRETE MIX DESIGNS033000 S CONCRETE CONSTRUCTION JOINT LAYOUT053000 S CALC STEEL DECKS = SHOP DRAWINGS REQUIRED

CALC = SUPPORTING CALCULATIONS REQUIRED, SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

SU-5 THE ITEMS IN THIS SECTION REFER TO LOADS IMPOSED BY CONTRACTOR DESIGNED SYSTEMS, SPECIFICALLY:

PHOTOVOLTAIC UNITSMEP UNITS

WHERE CONTRACTOR LOADS IMPOSED DO NOT EXCEED AND/OR CONNECTION CONDITIONS DO NOT DIFFER FROM WHAT IS INDICATED IN THE STRUCTURAL DRAWINGS, SUBMIT FOR RECORD A LETTER SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED STATING THE FOLLOWING:

“THE CONTRACTOR DESIGNED SYSTEM HAS BEEN DESIGNED TO IMPOSE LOADS ON THE BASE BUILDING STRUCTURE THAT ARE WITHIN THE LOAD LIMITS AND AT THE LOCATIONS INDICATED ON THE STRUCTURAL DRAWINGS.”

WHERE CONTRACTOR LOADS IMPOSED FOR THE FOLLOWING ITEMS EXCEED AND/OR CONNECTION CONDITIONS DIFFER FROM WHAT IS SHOWN IN THE STRUCTURAL DRAWINGS, SUBMIT FOR APPROVAL TO SER LOADS IMPOSED ON THE PRIMARY STRUCTURAL FRAME DUE TO THE DEAD, LIVE, AND WIND/SEISMIC LOADS INDICATED ON THE CONTRACT DOCUMENTS.

SUBMITTAL SHALL LIST THE DESIGN LOADS USED AND BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. SUBMITTAL SHALL INCLUDE LOCATION, MAGNITUDE AND DIRECTION OF UNFACTORED IMPOSED LOADS, GRAPHICALLY REPRESENTED IN THEIR APPROPRIATE LOCATIONS ON A COPY OF THE CONTRACT DOCUMENT STRUCTURAL FRAMING PLANS OR ELEVATIONS AS APPROPRIATE. DETAIL REFERENCES IN THE CONNECTIONS APPLICABLE AT EACH LOCATION SHALL BE NOTED ON THE SUBMITTAL DRAWINGS.

FOR EXTERIOR WALL ASSEMBLIES, THE LOADS IMPOSED SUBMITTAL SHALL BE COMPREHENSIVE INDICATING THE LOADS IMPOSED ON THE BASE BUILDING STRUCTURE AND SHALL INCLUDE THE REACTIONS BASED ON THE ACTUAL LOADS OF THE ENTIRE ASSEMBLY, INCLUDING BUT NOT LIMITED TO GLAZING, CLADDING, METAL STUD BACKUP, AND MULLIONS.

FOR MEP SYSTEMS, THE LOADS IMPOSED SUBMITTAL SHALL BE COMPREHENSIVE INDICATING THE LOADS IMPOSED ON THE BASE BUILDING STRUCTURE AND SHALL INCLUDE THE REACTIONS BASED ON THE ACTUAL LOADS OF THE ENTIRE MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION SYSTEM, INCLUDING BUT NOT LIMITED TO PIPING, DUCTS, ELECTRICAL RACEWAYS, AND EQUIPMENT WEIGHTS.

A SUBSTITUTION REQUEST MAY BE REQUIRED WHERE CONTRACTOR LOADS IMPOSED EXCEED AND/OR CONNECTION CONDITIONS DIFFER FROM THE BASIS OF DESIGN.

FN FOUNDATIONS

FN-1 THE FOUNDATION DESIGN IS BASED ON THE DRAFT GEOTECHNICAL REPORT BY TECTONIC ENGINEERING CONSULTANTS DATED SEPTEMBER 10, 2021

FN-2 FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE FOLLOWING DESIGN VALUES FROM THE GEOTECHNICAL REPORT (SERVICE LEVEL):

BEARING STRATUM EL 4'-0" NAVDNET ALLOWABLE BEARING CAPACITY: 4 TSF

SEE GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS AND INFORMATION. DESIGN VALUES SHALL BE FIELD VERIFIED BY QUALIFIED GEOTECHNICAL ENGINEER RETAINED BY THE OWNER.

FN-3 THE CONTRACTOR SHALL VERIFY FOUNDATION INSTALLATION AND CONSTRUCTION IS IN CONFORMANCE WITH THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL REPORT.

FN-4 CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL EXCAVATION. WHERE NECESSARY, SHEET AND SHORE THE EXCAVATION WITH ALL REQUIRED TIEBACKS AND BRACING AS DETERMINED BY CONTRACTOR’S ENGINEER.

FN-6 DO NOT BACKFILL AGAINST CANTILEVER RETAINING WALLS UNTIL THE CONCRETE HAS ATTAINED 100% OF ITS DESIGN STRENGTH.

CM CONCRETE MATERIALS

CM-1 CONCRETE STRENGTH SHALL MEET THE FOLLOWING 28-DAY COMPRESSIVE STRENGTHS (f' c), UON:

FOUNDATION WALLS 6,000 PSI SHALLOW/ MAT FOUNDATIONS 6,000 PSINON-SHRINK GROUT 8,000 PSICONCRETE HOUSEKEEPING PADS, AND FILL SLABS 4,000 PSI LIGHTWEIGHTBEAMS 6,000 PSICOLUMNS 6,000 PSIFORMED CONCRETE SLABS AND BEAMS 6,000 PSI

CM-2 PROVIDE NORMALWEIGHT CONCRETE WITH CURED DENSITY OF 145 +/- 5 PCF, AND AGGREGATE CONFORMING TO ASTM C33, UON. WHERE INDICATED, PROVIDE LIGHTWEIGHT CONCRETE WITH CURED DENSITY OF 112+/-3 PCF AND AGGREGATE CONFORMING TO ASTM C330.

CM-3 THE USE OF CALCIUM CHLORIDE AND OTHER CHLORIDE CONTAINING AGENTS IS PROHIBITED. THE USE OF RECYCLED CONCRETE IS PROHIBITED. PLACEMENT WITHIN AND CONTACT BETWEEN ALUMINUM ITEMS, INCLUDING ALUMINUM CONDUIT, AND CONCRETE IS PROHIBITED.

CM-4 ALL CAST-IN-PLACE CONCRETE WILL EXPERIENCE DIFFERING VARIATIONS OF CRACKING. ANY ELEMENT EXPOSED TO DIRECT WEATHER AND/OR TEMPERATURE VARIATIONS DURING CONSTRUCTION OR IN THE FINAL CONDITION IS TO BE TREATED AND REGULARLY MAINTAINED TO PREVENT PROPAGATION OF CRACKS AND WATER PENETRATION. THE CONTRACTOR SHALL DEVELOP A REGULAR MAINTENANCE PROGRAM AND SUBMIT IT TO THE OWNER.

RE CONCRETE REINFORCEMENT

RE-1 ALL CONCRETE SHALL INCLUDE REINFORCEMENT. IF REINFORCEMENT IS NOT SPECIFICALLY INDICATED ON THE DRAWINGS VERIFY WITH THE SER.

RE-2 REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES UON:

DEFORMED BARS: ASTM A615 GRADE 60WELDABLE DEFORMED BARS: ASTM A706EPOXY COATED DEFORMED BARS: ASTM A615 / A775 WELDED WIRE REINFORCEMENT ASTM A1064 EPOXY COATED WELDED WIRE REINFORCEMENT ASTM A1064 / A884

RE-3 DETAIL REINFORCEMENT BASED ON THE PROJECT REQUIREMENTS, ACI-318 AND ACI-315, UON.

RE-4 WHERE A 90-DEG, 135 –DEG OR 180-DEG HOOK IS GRAPHICALLY INDICATED, PROVIDE CORRESPONDING ACI STANDARD HOOKS UON.

RE-5 DOWELS SHALL MATCH SIZE AND SPACING OF MAIN REINFORCEMENT UON.

RE-6 REINFORCEMENT SHALL HAVE CONCRETE PROTECTION (CLEAR COVER) PER ACI 318 UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

RE-7 LAP REINFORCEMENT ONLY AT LOCATIONS AS SPECIFICALLY DETAILED ON THE DRAWINGS EXCEPT REINFORCEMENT MARKED AS CONTINUOUS CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR USING TENSION LAP SPLICES (LTS). SEE LAP SPLICE AND EMBEDMENT SCHEDULE.

RE-8 UNLESS OTHERWISE NOTED ALL LAP SPLICES ARE TO BE TENSION LAP SPLICES PER LAP SPLICE AND EMBEDMENT SCHEDULE.

RE-9 PROVIDE MECHANICAL SPLICES FOR BARS LARGER THAN #11 OR WHERE INDICATED. PROVIDE TENSILE, PRE-QUALIFIED, WELDED OR THREADED MECHANICAL SPLICES UON.

RE-10LAP WELDED WIRE REINFORCEMENT TWO PANEL SPACINGS, UON.

RE-11PROVIDE LAP SPLICE LOCATIONS AS FOLLOWS, UON:A. GRADE BEAM / WALL (TOP HORIZONTAL REINFORCEMENT): AT CENTER OF SPANB. GRADE BEAM / WALL (BOTTOM HORIZONTAL REINFORCEMENT): AT SUPPORTSC. WALL INSIDE FACE (VERTICAL REINFORCEMENT): AT SUPPORTD. WALL OUTSIDE FACE (VERTICAL REINFORCEMENT): AT STORY MIDHEIGHT OF WALL FOR BELOW GRADE FOUNDATION WALLS, AT SUPPORT FOR OTHER WALLSE. UNLESS OTHERWISE NOTED TERMINATE BARS AT DISCONTINUOUS ENDS WITH STANDARD HOOKS.

RE-12PROVIDE EPOXY COATED REINFORCEMENT AND ACCESSORIES IN AREAS OF DIRECT EXPOSURE TO THE ENVIRONMENT, CHEMICALS, OR DE-ICING.

CJ CONCRETE CONSTRUCTION JOINTS

CJ-1 PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI-318. SUBMIT SHOP DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATIONS, DETAILS AND THE PLACEMENT SEQUENCE FOR THE SER'S APPROVAL PRIOR TO PROCEEDING WITH WORK.

CJ-2 UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS, HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE PERMITTED IN FOOTINGS, PILE CAPS, MAT FOUNDATIONS, GRADE BEAMS, BEAMS, UPTURNED BEAMS, SLABS, AND WALLS WITHOUT PRIOR WRITTEN APPROVAL FROM THE SER BEFORE CONSTRUCTION.

CJ-3 PLACE VERTICAL CONSTRUCTION JOINTS TO PROVIDE A 60 FT MAXIMUM LENGTH OF CONCRETE PLACEMENT AND LOCATE AS FOLLOWS:

A. FOUNDATION WALLS: MINIMUM OF 8 FT FROM ANY WALL INTERSECTION, PILASTER, PIER, OR WALL OPENING B. BEAMS AND GRADE BEAMS: WITHIN THE MIDDLE THIRD OF THE CLEAR SPAN AVOIDING LAP SPLICES, SUBJECT TO SER APPROVAL.

CJ-4 PROVIDE CONTINUOUS WATERSTOPS AT ALL CONSTRUCTION JOINTS EXPOSED TO SOIL OR WATER, AS DESCRIBED IN THE SPECIFICATIONS AND WHERE INDICATED IN THE ARCHITECTURAL DOCUMENTS.

MA MASONRY

MA-1 LOAD BEARING, NON-LOAD BEARING, AND BACKUP WALL CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO THE FOLLOWING MATERIAL STANDARDS:

CONCRETE MASONRY UNITS: ASTM C90, NORMALWEIGHT (135 PCF) (MINIMUM NET AREA COMPRESSIVE STRENGTH 2800 PSI FOR USE WITH TYPE S OR M MORTAR OR 3050 PSI FOR USE WITH TYPE N MORTAR)MORTAR: ASTM C270, TYPE S, M OR N MORTAR USAGE(UON ON DRAWINGS): USE TYPE S OR M MORTAR WHEN MASONRY IS IN DIRECT CONTACT WITH SOIL; USE TYPE S MORTAR FOR ALL EXTERIOR AND INTERIOR LOAD-BEARING WALLS; USE TYPE N MORTAR FOR ALL EXTERIOR AND INTERIOR NON-LOAD-BEARING WALLSGROUT: ASTM C476 REINFORCEMENT: ASTM A615, GRADE 60JOINT REINFORCEMENT: ASTM A951, TRUSS OR LADDER TYPEEXTERIOR JT REINF: GALVANIZE PER ASTM A153INTERIOR JT REINF: TYPICAL GALVANIZE PER ASTM A641 RELATIVE HUMIDITY >75% GALVANIZE PER ASTM A153ADHESIVE ANCHORS: HILTI HIT-HY 270

MA-2 THE MINIMUM COMPRESSIVE STRENGTH OF THE MASONRY (f' m) SHALL BE 2,000 PSI, UON ON DRAWINGS, DETERMINED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH THE ABOVE REFERENCED SPECIFICATIONS.

MA-3 CALCIUM CHLORIDE SHALL NOT BE USED IN MORTAR OR GROUT.

MA-4 LAY MASONRY UNITS IN RUNNING BOND UON WITH UNITS DESIGNED TO ALIGN WITH WEBS IN EACH COURSE.

MA-5 ALL CELLS WITH REINFORCEMENT SHALL BE GROUTED SOLID. ALL CELLS WHERE MASONRY IS IN CONTACT WITH SOIL SHALL BE GROUTED SOLID.

MA-6 GROUT MINIMUM OF ONE (1) CELL WITH REINFORCEMENT AT EACH SIDE OF ALL OPENINGS. SEE DRAWINGS FOR ADDITIONAL REINFORCEMENT REQUIREMENTS.

SI SPECIAL INSPECTIONS

SI-1 THE FOLLOWING SPECIAL INSPECTIONS ARE REQUIRED TO BE PERFORMED IN ACCORDANCE WITH THE BUILDING CODE OF THE CITY OF NEW YORK

ITEM NYC CODE REF SECTIONSTRUCTURAL STEEL - WELLDING BC 1704.3.1STRUCTURAL STEEL - BOLTING BC 1704.3.2STRUCTURAL STEEL - HIGH STRENGTH BOLTING BC 1704.3.3STRUCTURAL COLD-FORMED STEEL BC 1704.3.4CAST IN PLACE CONCRETE BC 1704.4CONCRETE - PRECAST BC 1704.4CONCRETE DESIGN MIX BC 1905.3, BC 1913.5CONCRETE TEST CYLINDER BC 1905.6, BC 1913.10

FINAL PROGRESS INSPECTION PER DIRECTIVE 14 OF 1975, AND 1 RCNY 101-10.

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GENERAL NOTES I

N20074.00



2 27

S-001.00

GENERAL NOTES



3 10/01/2021 ISSUED FOR 100% CD

SC-6 CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED UON.

SC-7 USE NO MORE THAN TWO BOLT DIAMETERS, ALL BOLTS OF THE SAME DIAMETER SHALL BE OF THE SAME GRADE, SKIP ONE SIZE BETWEEN DIAMETERS. BOLTS FOR THIS PROJECT SHALL BE:

[3/4” DIAMETER F3125 GRADE A325 OR F1852 OR 1” DIAMETER F3125 GRADE A490 OR F2280][7/8” DIAMETER F3125 GRADE A325 OR F1852 OR 1 1/8” DIAMETER F3125 GRADE A490 OR F2280]

SC-8 BEAM CONNECTION DESIGN NOTES:

SEE PLANS AND ELEVATIONS FOR BEAM REACTIONS AND MOMENTS.

ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS SHOWN ACT CONCURRENTLY. UON, BEAM REACTIONS ACT IN GRAVITY DIRECTION WHILE AXIAL FORCES AND MOMENTS ARE TO BE CONSIDERED REVERSIBLE.

[WHERE NO AXIAL FORCE IS SHOWN, ALL BEAM CONNECTIONS HAVE BEEN DESIGNED FOR A MINIMUM AXIAL FORCE EQUAL TO 5% OF FACTORED DEAD LOAD PLUS LIVE LOAD VERTICAL BEAM SHEAR.]

EXCEPT WHERE “SNUG TIGHT” INSTALLATION IS SPECIFICALLY PERMITTED ON DRAWINGS OR “SLIP CRITICAL” DETAILING IS REQUIRED, ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED AS FULL PRETENSIONED BOLTS.

AT A MINIMUM ALL BOLTED MOMENT AND AXIAL CONNECTION SHALL HAVE PRETENSIONED BOLTS IN STANDARD HOLES. SLIP CRITICAL FAYING SURFACES ARE ONLY REQUIRED WHERE SPECIFIED IN DETAILS.

BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP CRITICAL BOLTS.

DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE SER.

SC-9 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER ANSI/AWS D1.1, OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS.

SC-10 USE RUNOFF TABS AT ALL BEVEL AND COMPLETE JOINT PENETRATION WELDS. REMOVE RUNOFF TABS BY NEAT CUTS AFTER WELD IS COMPLETED. GRIND SMOOTH WHERE REQUIRED BY DETAIL.

SC-11WHERE REQUIRED BY DETAIL REMOVE WELD BACK UP BARS AND GRIND SMOOTH AFTER WELD IS COMPLETED.

[SC-12 FOR TRUSS DETAILING USE A MINIMUM BOLT SPACING OF 3 TIMES THE BOLT DIAMETER AND A MINIMUM EDGE DISTANCE OF 2 INCHES. ALSO REFER TO TYPICAL DETAILS.]

RD STEEL ROOF DECK

RD-1 STEEL ROOF DECK SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES:

STEEL FOR DECK ASTM A653, MINIMUM YIELD STRENGTH OF 40 KSIHOT-DIP GALVANIZING ASTM A653 G60

ROOF DECK SHALL BE HOT-DIP GALVANIZED, UON

RD-2 PROVIDE STEEL ROOF DECK WITH DEPTH AND MINIMUM GAGE INDICATED ON DRAWINGS. PROVIDE ANCHORAGE TO SUPPORTING MEMBERS AS INDICATED ON DRAWINGS.

RD-2 DESIGN AND DETAIL ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS TO SUPPORT SCHEDULED DESIGN LOADS, INDICATED DIAPHRAGM SHEAR, AND INDICATED ROOF UPLIFT. ASSUME ROOF DIAPHRAGM LOADS AND ROOF UPLIFT LOADS TO BE APPLIED SIMULTANEOUSLY.

RD-2 STEEL ROOF DECK AND ITS ANCHORAGE TO STRUCTURAL FRAMING SHALL BE CAPABLE OF WITHSTANDING THE FOLLOWING MINIMUM LOADING REQUIREMENTS [(SERVICE LEVEL)][(STRENGTH LEVEL)]:

A. GRAVITY LOAD 30 PSFB. DIAPHRAGM SHEAR DESIGN FORCE 400 PLFC. NET UPLIFT FORCE 10 PSFASSUME ROOF DIAPHRAGM LOADS AND ROOF UPLIFT LOADS TO BE APPLIED SIMULTANEOUSLY.

RD-3 ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS SHALL MEET THE FOLLOWING MINIMUM FASTENING REQUIREMENTS

A. AT ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS: BY PUDDLE WELDS NOT LESS THAN 5/8 INCH DIAMETER SPACED NOT MORE THAN 12 INCHES ON CENTER MAX. B. SIDE LAPS OF ADJACENT UNITS: SHALL BE FASTENED BY SIDE SEAM WELDING OR SIDELAP SCREWS SPACED PER MANUFACTURERS ENGINEERED CALCULATIONS WITH A MAXIMUM SPACING OF 24 INCHES ON CENTER. ARC SEAM WELDS SHALL BE A MINIMUM OF 1-1/2 INCH BY 1/2 INCH.

RD-4 NO LOADS SHALL BE HUNG DIRECTLY FROM STEEL ROOF DECK WITHOUT PRIOR WRITTEN APPROVAL OF THE DECK SUPPLIER AND REVIEW BY THE SER.

RD-5 DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS FROM ARCHITECTURAL AND MEP CONTRACT DOCUMENTS, PROVIDE HEADER MEMBERS OR REINFORCEMENT AS REQUIRED BY TYPICAL DETAILS EVEN IF NOT SHOWN ON THE PLANS, AND SUBMIT PROPOSED OPENINGS THROUGH SLAB/DECK FOR REVIEW BY THE DESIGN PROFESSIONALS.

SS STRUCTURAL STEEL

SS-1 STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS OTHERWISE NOTED ON THE CONTRACT DOCUMENTS:

ASTM A6 ROLLED W SHAPES AND CHANNELS NOT GOVERNED BY MATERIAL TOUGHNESS REQUIREMENTS OF NOTE SS-9:

ASTM A572 OR A992, MINIMUM YIELD STRENGTH 50 KSI[ASTM A913, MINIMUM YIELD STRENGTH [50][65][70] KSI]

ASTM A6 ROLLED W SHAPES WITH MATERIAL TOUGHNESS REQUIREMENTS PER NOTE SS-9:(ALL STRUCTURAL STEEL INCLUDED IN THIS CATEGORY TO BE FULLY KILLED AND PRODUCED TO A FINE GRAIN PRACTICE)

ASTM A709, MINIMUM YIELD STRENGTH 50 KSI[ASTM A913, MINIMUM YIELD STRENGTH [50][65][70] KSI]

ANGLES FOR TRUSSES AND BRACES: ASTM A572 OR A529, MINIMUM YIELD STRENGTH 50 KSIMISCELLANEOUS ANGLES: ASTM A36, MINIMUM YIELD STRENGTH 36 KSI HOLLOW STRUCTURAL SECTIONS: [ASTM A500 GRADE B, MINIMUM YIELD STRENGTH 42 KSI FOR ROUND AND 46 KSI FOR RECTANGULAR HSS]

[ASTM A500 GRADE C, MINIMUM YIELD STRENGTH 46 KSI FOR ROUND AND 50 KSI FOR RECTANGULAR HSS][ASTM A1085, MINIMUM YIELD STRENGTH 50 KSI]

SEAMLESS PIPE: ASTM A53 GRADE B, TYPE S, MIN YIELD STRENGTH 35 KSI]

PLATES NOT GOVERNED BY MATERIAL TOUGHNESS REQUIREMENTS OF NOTE SS-9: ASTM A572 OR A529, MINIMUM YIELD STRENGTH 50 KSI

PLATES WITH MATERIAL TOUGHNESS REQUIREMENTS PER NOTE SS-9:(ALL STRUCTURAL STEEL INCLUDED IN THIS CATEGORY TO BE FULLY KILLED AND PRODUCED TO A FINE GRAIN PRACTICE)

ASTM A709, MIN YIELD STRENGTH 50 KSI

SS-2 CONNECTION MATERIAL SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS OR AS NEEDED FOR CONNECTION DESIGN:

ANGLES: ASTM A572 OR A529, MINIMUM YIELD STRENGTH 50 KSI UONWTs: ASTM A572 OR A992, MINIMUM YIELD STRENGTH 50 KSIPLATES: ASTM A572 OR A529, MINIMUM YIELD STRENGTH 50 KSI UONBOLTS: ASTM F3125 GRADES A325 AND F1852 OR A490 AND F2280 OR AS INDICATED IN DETAILS NUTS: ASTM A563WASHERS: ASTM F436ANCHOR RODS: ASTM F1554 GRADE 55 WITH WELDABILITY SUPPLEMENT S1HEADED STUDS ASTM A108, GRADE 1010 THROUGH 1020 HEADED STUD TYPE, COLD-FINISHED CARBON STEEL, AWS D1.1, TYPE B 3/4” DIAMETER UONWELD ELECTRODES: MINIMUM TENSILE STRENGTH 70 KSI [AT 50 KSI STEEL MATERIALS

MINIMUM TENSILE STRENGTH 80 KSI AT 65 KSI STEEL MATERIALMINIMUM TENSILE STRENGTH 90 KSI AT 70 KSI STEEL MATERIAL]

SS-3 WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS SO THAT ANY NATURAL CAMBER IS UPWARD AFTER ERECTION.

SS-4 SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE BY THE SER IN WRITING.

SS-5 FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT-DIPPED GALVANIZED FINISH OR APPROVED ZINC RICH EXTERIOR COATING SYSTEM.

SS-6 PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF WATER. ALL PENETRATIONS THROUGH MAIN MEMBERS SHALL NOT EXCEED 1 1/8" DIA. AND SHALL BE GROUND SMOOTH. THESE DRAINS MUST BE KEPT CLEAN AND OPEN.

SS-7 SHOW ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES ON THE SHOP DRAWINGS FOR APPROVAL BY THE DESIGN PROFESSIONALS.

SS-8 FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL OF THE DESIGN PROFESSIONALS.

SS-9 THE FOLLOWING STRUCTURAL STEEL SHAPES MUST MEET ADDITIONAL MINIMUM MATERIAL TOUGHNESS REQUIREMENTS (CHARPY V-NOTCH IMPACT TESTING VALUES):

ASTM A6 HOT-ROLLED W SHAPES

1. WITH FLANGE THICKNESS EXCEEDING 2 INCHES THAT ARE: A) JOINED BY COMPLETE JOINT PENETRATION WELDS THROUGH THE THICKNESS OF THE FLANGE OR WEB, OR B) ANY FLEXURAL OR TENSION MEMBER CONTAINING THERMALLY CUT HOLES OR RE-ENTRANT CORNERS/INTERNAL RADII:• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 30 FT-LB @ 40 DEG F• EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG F, 30 FT-LB @ [LAST BUT NOT

HIGHER THAN 40 DEG F]• TESTING TO BE IN ACCORDANCE WITH SUPPLEMENTARY REQUIREMENT S30, CHARPY V-

NOTCH IMPACT TEST FOR FOR STRUCTURAL SHAPES – ALTERNATE CORE LOCATION

2. [USED AS PART OF THE SEISMIC FORCE RESISTING SYSTEM• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 30 FT-LB @ 40 DEG F• EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG F, 40 FT-LB @ [LAST BUT NOT

HIGHER THAN 40 DEG F]• FOR SHAPES WITH FLANGE THICKNESS EXCEEDING 1 1/2 INCHES, TESTING TO BE IN

ACCORDANCE WITH SUPPLEMENTARY REQUIREMENT S30, CHARPY V-NOTCH IMPACT TEST FOR FOR STRUCTURAL SHAPES – ALTERNATE CORE LOCATION]

3. USED AS TRUSS MEMBERS, HANGERS[, OR PART OF THE WIND FORCE RESISTING SYSTEM]REGARDLESS OF THICKNESS OR MEANS OF CONNECTION:

• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 30 FT-LB @ 40 DEG F• EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG F, 40 FT-LB @ [LAST BUT NOT

HIGHER THAN 40 DEG F]• FOR SHAPES WITH FLANGE THICKNESS EXCEEDING 2 INCHES, TESTING TO BE IN

ACCORDANCE WITH SUPPLEMENTARY REQUIREMENT S30, CHARPY V-NOTCH IMPACT TEST FOR FOR STRUCTURAL SHAPES – ALTERNATE CORE LOCATION

ALL OTHER ASTM A6 HOT-ROLLED SHAPES

4. USED AS HANGERS REGARDLESS OF THICKNESS OR MEANS OF CONNECTION:• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 30 FT-LB @ 40 DEG F• EXPOSED TO IN SERVICE TEMPERATURES BELOW 50 DEG F, 40 FT-LB @ [LAST BUT NOT

HIGHER THAN 40 DEG F]

HSS SHAPES

5. USED AS TRUSS MEMBERS, HANGERS[, OR PART OF THE SEISMIC FORCE RESISTING SYSTEM]REGARDLESS OF THICKNESS OR MEANS OF CONNECTION:

• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 25 FT-LB @ 40 DEG F• EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG F, 40 FT-LB @ [LAST BUT NOT


PLATES AND SHAPES BUILT-UP FROM PLATES

ALL PLATE TESTING TO BE PERFORMED IN ACCORDANCE WITH WITH ASTM A673 AND PERFORMED AT FREQUENCY P.

6. BUILT-UP SHAPES UTILIZING PLATES WITH THICKNESS EXCEEDING 2 INCHES THAT ARE: A) JOINED BY COMPLETE JOINT PENETRATION WELDS THROUGH THE THICKNESS OF THE FLANGE OR WEB, OR B) ANY FLEXURAL OR TENSION MEMBER CONTAINING THERMALLY CUT HOLES OR RE-ENTRANT CORNERS/INTERNAL RADII[, OR C) USED AS PART OF THE SEISMIC FORCE RESISTING SYSTEM]:

• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 30 FT-LB @ 40 DEG F• EXPOSED TO IN SERVICE TEMPERATURES BELOW 50 DEG F, 30 FT-LB @ [LAST BUT NOT


7. ANY CONNECTION PLATE WITH THICKNESS EXCEEDING 2 INCHES THAT ARE: A) JOINED BY COMPLETE JOINT PENETRATION WELDS THROUGH THE THICKNESS, OR B) CONTAINING THERMALLY CUT HOLES OR RE-ENTRANT CORNERS/INTERNAL RADII[, OR C) ARE CONNECTED BY DEMAND CRITICAL WELDS AS PART OF THE SEISMIC FORCE RESISTING SYSTEM]:


HIGHER THAN 40 DEG F]FOR BASE PLATES SEE NOTE 8

8. [BASE PLATES OR BEARING PLATES DO NOT REQUIRE ADDITIONAL CVN VALUES][COLUMN BASE PLATES WITH THICKNESS EXCEEDING 2 INCHES THAT ARE CONNECTED TO COLUMNS IN THE SEISMIC FORCE RESISTING SYSTEM WITH DEMAND CRITICAL WELDS:


HIGHER THAN 40 DEG F]]

WELD METAL

9. [WELD METAL USED AS PART OF THE SEISMIC FORCE RESISTING SYSTEM:• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 20 FT-LB @ -20 DEG F AND 50

FT-LB @ 0 DEG F• EXPOSED TO IN SERVICE TEMPERATURES BELOW 50 DEG F, 20 FT-LB @ -40 DEG F AND 60 FT-

LB @ 0 DEG F]

10. [ALL OTHER ]WELD METAL USED FOR CJP WELDS:• WITH SERVICE TEMPERATURES MAINTAINED ABOVE 50 DEG F, 40 FT-LB @ 40 DEG F AND 20

FT-LB @ 0 DEG F• EXPOSED TO IN SERVICE TEMPERATURES BELOW 50 DEG F, 50 FT-LB @ 40 DEG F AND 30 FT-

LB @ 0 DEG F

[SS-10 STRUCTURAL STEEL MEMBERS AND CONNECTIONS THAT ARE INDICATED AS PART OF THE SEISMIC FORCE RESISTING SYSTEM SHALL COMPLY WITH SPECIFICATION SECTION 051210.]

SC STRUCTURAL STEEL CONNECTIONS

SC-1 ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, AISC-LOAD AND RESISTANCE FACTOR DESIGN.

SC-2 ALL CONNECTIONS, UNLESS INDICATED AS BEING COMPLETELY DESIGNED ON THE STRUCTURAL DRAWINGS, SHALL BE DESIGNED AND DETAILED BY A [PROFESSIONAL/STRUCTURAL] ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. THE DESIGN AND DETAILING SHALL COMPLY WITH ALL APPLICABLE CODES AND SPECIFICATION SECTIONS.

SC-3 UNLESS INDICATED AS BEING COMPLETELY DESIGNED, DETAILS ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS AND ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE.

SC-4 SUBMIT CONNECTIONS NOT SPECIFICALLY INDICATED AS COMPLETELY DESIGNED ON THE DRAWINGS TO THE SER FOR REVIEW PRIOR TO REVIEW OF SHOP DRAWINGS. FOR BIDDING PURPOSES, WHERE NO MOMENT IS INDICATED ON DRAWINGS PROVIDE FULL MOMENT CAPACITY OF MEMBER (.9 Fy Z) AND WHERE NO VERTICAL SHEAR IS INDICATED ON DRAWINGS PROVIDE FULL SHEAR CAPACITY (.54 Fy d tw).

SC-5 ALTERNATE CONNECTIONS TO THOSE SHOWN ON DRAWINGS WILL BE CONSIDERED AS A SUBSTITUTION REQUEST. SEE PROJECT SPECIFICATIONS.

SC-6 FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UON.

SC-7 DESIGN ALL CONNECTIONS FOR FORCES INDICATED ON THE DRAWINGS. CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED PER LRFD DESIGN BASIS UON.

SC-8 USE NO MORE THAN TWO BOLT DIAMETERS, ALL BOLTS OF THE SAME DIAMETER SHALL BE OF THE SAME GRADE, SKIP ONE SIZE BETWEEN DIAMETERS. BOLTS FOR THIS PROJECT SHALL BE:

[3/4” DIAMETER F3125 GRADE A325 OR F1852 OR 1” DIAMETER F3125 GRADE A490 OR F2280][7/8” DIAMETER F3125 GRADE A325 OR F1852 OR 1 1/8” DIAMETER F3125 GRADE A490 OR F2280]

SC-9 BEAM CONNECTION DESIGN NOTES:

SEE PLANS AND ELEVATIONS FOR BEAM REACTIONS AND MOMENTS.

DEVELOP THE LARGER OF THE BEAM SHEAR REACTION SHOWN ON PLANS OR ELEVATIONS. IF NO SHEAR REACTIONS ARE SHOWN ON PLANS OR ELEVATIONS THEN ALLOW FOR SHEAR CONNECTION WITH MAXIMUM NUMBER OF BOLTS THAT WILL FIT IN THE BEAM WEB.

DEVELOP THE LARGER OF THE MOMENT SHOWN ON PLANS OR ELEVATIONS. IF NO MOMENT REACTIONS ARE SHOWN ON PLANS OR ELEVATIONS THEN ALLOW FOR MOMENT CONNECTION THAT DEVELOPS THE FULL BEAM SECTION MOMENT CAPACITY (.9FyZ).

DEVELOP THE LARGER OF THE AXIAL FORCE DENOTED AS P OR TF SHOWN ON PLANS OR ELEVATIONS. SEE STEEL BEAM LEGEND.

ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS SHOWN ACT CONCURRENTLY. UON, BEAM REACTIONS ACT IN GRAVITY DIRECTION WHILE AXIAL FORCES AND MOMENTS ARE TO BE CONSIDERED REVERSIBLE.

[WHERE NO AXIAL FORCE IS SHOWN, ALL BEAM CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM AXIAL FORCE EQUAL TO 5% OF THE FACTORED DEAD LOAD PLUS LIVE LOAD VERTICAL BEAM SHEAR. FOR THE PURPOSES OF DESIGNING FOR THIS MINIMUM AXIAL FORCE: THE VERTICAL BEAM SHEAR AND CORRESPONDING MINIMUM AXIAL FORCE NEED NOT BE CONSIDERED TO ACT CONCURRENTLY AND BEARING BOLTS IN CONNECTIONS WITH SHORT SLOTTED HOLES PARALLEL TO THE AXIAL FORCE ARE PERMITTED. SHEAR CONNECTIONS INDICATED AS COMPLETELY DESIGNED IN THESE DRAWINGS HAVE BEEN DESIGNED TO MEET THESE MINIMUM AXIAL FORCE REQUIREMENTS.]

EXCEPT WHERE “SNUG TIGHT” INSTALLATION IS SPECIFICALLY PERMITTED ON DRAWINGS OR “SLIP CRITICAL” DETAILING IS REQUIRED, ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED AS FULL PRETENSIONED BOLTS.

AT A MINIMUM ALL BOLTED MOMENT AND AXIAL CONNECTION SHALL HAVE PRETENSIONED BOLTS IN STANDARD HOLES.

BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP CRITICAL BOLTS.

DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE SER.

SC-10ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER ANSI/AWS D1.1, OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS.

SC-11 USE RUNOFF TABS AT ALL BEVEL AND COMPLETE JOINT PENETRATION WELDS. REMOVE RUNOFF TABS BY NEAT CUTS AFTER WELD IS COMPLETED. GRIND SMOOTH WHERE REQUIRED BY DETAIL.

SC-12WHERE REQUIRED BY DETAIL REMOVE WELD BACK UP BARS AND GRIND SMOOTH AFTER WELD IS COMPLETED.

SC-13DESIGN, DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR AWAY FROM CONNECTIONS.

[SC-14 FOR TRUSS DETAILING USE A MINIMUM BOLT SPACING OF 3 TIMES THE BOLT DIAMETER AND A MINIMUM EDGE DISTANCE OF 2 INCHES. ALSO REFER TO TYPICAL DETAILS.]

SC-1 ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, AISC-LOAD AND RESISTANCE FACTOR DESIGN.

SC-2 ALL CONNECTIONS INDICATED ON STRUCTURAL DRAWINGS HAVE BEEN COMPLETELY DESIGNED.

SC-3 DETAILS INDICATED ON DRAWINGS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE.

SC-4 ALTERNATE CONNECTIONS TO THOSE SHOWN ON DRAWINGS WILL BE CONSIDERED AS A SUBSTITUTION REQUEST. SEE PROJECT SPECIFICATIONS.

SC-5 FOR CONNECTION DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UON.

SJ OPEN WEB STEEL JOISTS AND JOIST GIRDERS

SJ-1 DESIGN, MANUFACTURE, AND ERECT JOISTS AND BRIDGING IN ACCORDANCE WITH THE "STANDARD SPECIFICATION FOR OPEN WEB JOISTS" OF THE STEEL JOIST INSTITUTE (SJI), CURRENT EDITION, AS A MINIMUM.

STEEL FOR JOIST MINIMUM YIELD STRENGTH OF 50KSI

SJ-2 JOISTS AND JOIST GIRDERS SHALL BE DESIGNED AND PROVIDED BY CONTRACTOR PER THE SJI SPECIFICATIONS AS INDICATED ON THE DRAWINGS. SEE DRAWINGS FOR JOIST SPACING, LOAD CRITERIA, AND DEPTH LIMITATIONS.

SJ-3 BRIDGING SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR PER THE SJI SPECIFICATIONS.

SJ-4 BEFORE STEEL DECK IS PLACED, ATTACH ALL BRIDGING TO THE JOISTS AND ANCHOR ALL BRIDGING TERMINATING AT WALLS OR BEAMS TO THE WALLS OR BEAMS. WELD OR BOLT ALL BRIDGING CONNECTIONS TO STEEL JOISTS AND BEAMS.

SJ-5 DESIGN AND DETAIL STEEL JOISTS AND JOIST CONNECTIONS TO CARRY THE MOST SEVERE COMBINATION OF DIAPHRAGM FORCES, KICKER FORCES, GRAVITY LOADS, SNOW LOADS, AND WIND UPLIFT FORCES SHOWN ON THE DRAWINGS. IT IS NOT ACCEPTABLE TO DESIGN JOISTS FOR SJI STANDARD LOADS IN LIEU OF THE LOADS SHOWN ON THE DRAWINGS. IN ADDITION TO THE LOADS SHOWN ON THE DRAWINGS, JOISTS SHALL BE DESIGNED FOR:

A. A MINIMUM NET UPLIFT FORCE OF 21 PSF (SERVICE LEVEL), UONB. ADDITIONAL SERVICE POINT LOAD AT ANY PANEL POINT OF 700 LBS FOR LH

SJ-6 DESIGN JOISTS TO LIMIT DEFLECTION UNDER TOTAL LOAD TO SPAN LENGTH DIVIDED BY 240, UON. DESIGN JOISTS TO LIMIT DEFLECTION UNDER LIVE LOAD TO SPAN LENGTH DIVIDED BY 360, UON.

SJ-7 CAMBER JOISTS PER SJI STANDARDS, UON.

SJ-8 PROVIDE DOUBLE ANGLE TOP AND BOTTOM CHORDS.

SJ-9 HANGING AND POINT BEARING LOADS AT JOISTS SHALL ONLY BE PERMITTED AS INDICATED ON THE DRAWINGS. DESIGN JOIST FOR HANGING AND POINT BEARING LOADS AT ANY ADJACENT PANEL POINT. COORDINATE HANGING AND POINT BEARING LOADS WITH ARCHITECTURAL AND MEP DRAWINGS.

SJ-10 EXTEND BOTTOM CHORDS OF JOISTS AND JOIST GIRDERS AT COLUMNS, SEE JOIST DETAILS FOR ADDITIONAL INFORMATION. COORDINATE BOTTOM CHORD EXTENSIONS WITH ARCHITECTURAL DRAWINGS.

SJ-11 AT EDGE CONDITIONS EXTEND JOIST TOP CHORDS BEYOND SUPPORTING BEAMS TO PERIMETER ANGLE OR BENT PLATE, UNO.

SJ-12 JOIST SERIES, SEAT, AND SUPPORT INFORMATION SHOWN ON THE DRAWINGS IS A MINIMUM. JOIST DESIGN ENGINEER TO REVIEW ALL SJI REQUIREMENTS AND NOTIFY ENGINEER OF RECORD IF SELECTED SYSTEM DIFFERS FROM CONTRACT DOCUMENTS PRIOR TO FABRICATION OF JOISTS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION BETWEEN SELECTED JOIST SYSTEM AND OTHER TRADES.

SF SURVEY OF FLAT PLATE CONCRETE FLOORS

SF-1 SURVEY OF FLAT PLATE OR FLAT SLAB CONCRETE FLOORS DURING CONSTRUCTION, FOR BUILDINGS WITH FOUR FLOORS OR MORE:

A. SUBMIT A SURVEYING PLAN FOR INFORMATION 30 DAYS PRIOR TO THE START OF THE FIRST FLAT PLATE/SLAB FLOOR CONSTRUCTION.B. SUBMIT ELEVATION SURVEYS FOR RECORD AT FLOORS [XX] THROUGH [XX] IMMEDIATELY UPON COMPLETION OF SURVEYS AT THE FOLLOWING STAGES. ALL SURVEYS ARE TO THE BOTTOM OF THE SLAB:

1. PRIOR TO THE PLACEMENT OF CONCRETE2. WITHIN ONE DAY OF PLACEMENT3. AT STRIPPING OF SHORING, PRIOR TO INSTALLATION OF RESHORING4. IMMEDIATELY AFTER ALL RESHORING HAS BEEN REMOVED FROM ABOVE AND BELOW THE SLAB

C. PROVIDE ELEVATION SURVEYS AT ADDITIONAL FLOORS BASED ON THE DESIGN TEAM’S EVALUATION OF THE INITIAL SURVEY RESULTS. D. FOR EACH SURVEY PROVIDE MEASUREMENTS AT THE FOLLOWING POINTS:

1. EACH COLUMN2. EACH WALL AT INTERSECTION WITH COLUMN LINES3. EACH POINT DESIGNATED BY DRAWINGS WITH A CAMBER4. ALONG THE PERIMETER, MIDSPAN OF EACH BAY5. ALONG THE GRID LINES, MIDSPAN OF EACH BAY6. CENTER OF EACH BAY

E. BASED ON THE REVIEW OF SURVEY RESULTS, THE SER MAY MODIFY DESIGN CAMBER VALUES AND/OR COMMENT ON CONSTRUCTION METHODS (RESHORING, SEQUENCING, ETC.)]

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GENERAL NOTES II

N20074.00



3 27

S-002.00

GENERAL NOTES CONTINUED



3 10/01/2021 ISSUED FOR 100% CD

BN BID NOTES

BN-1 THIS MATERIAL SHALL BE IN ADDITION TO THAT INDICATED ON THE CONTRACT DOCUMENTS. THE BID PRICE SHALL PROVIDE FOR THE DETAILING, FABRICATION, DELIVERY, AND INSTALLATION OF THE MATERIAL IN THE BUILDING IN SUCH SIZES AND FORMS AS THE DESIGN PROFESSIONALS MAY DIRECT, WITHOUT ADDITIONAL COST TO THE OWNER.

BN-2 THE REINFORCED CONCRETE SUBCONTRACTOR SHALL INCLUDE IN THE BASE BID THE IN-PLACE COST OF THE FOLLOWING REINFORCING BARS - SIZES #4 THROUGH #9.

REINFORCING BAR QUANTITIES DO NOT INCLUDE THE FOLLOWING:a. WELDED WIRE MESH FOR SLAB ON GRADE AT RAMPb. ADDITIONAL LENGTH DUE TO SPLICES AND BENDSc. ADDITIONAL BARS AROUND PENETRATIONS

BN-3 THE PRELIMINARY STEEL QUANTITIES SHOWN BELOW ARE BASED ON 100% DESIGN DEVELOPMENT LEVEL OF ANALYSIS AND DESIGN. THEY ARE PROVIDED FOR ESTIMATING PURPOSES ONLY.

STEEL QUANTITIES DO NOT INCLUDE THE FOLLOWING:a. CONNECTION MATERIALb. MATERIAL WASTEc. STEEL STAIRS, LADDERS, HANDRAILS, LIGHTING SUPPORTS, AND OTHER MISC METALSd. SIGN SUPPORTS, EMBEDDED ITEMS, ETCe. MACHINE BEAMS, GUIDRAIL SUPPORT FRAMING

BN-4 CONTRACT DOCUMENTS ISSUED FOR BID ARE NOT ISSUED FOR CONSTRUCTION UNLESS SPECIFICALLY NOTED AS "ISSUED FOR CONSTRUCTION".

PU PURPOSE OF ISSUANCE

PU-1 THESE DRAWINGS IDENTIFIED AS "ISSUED FOR 50% CD PROGRESS" DATED 09/03/2021 ARE ISSUED FOR PRICING AND COORDINATION

STRUCTURAL STEEL COMPONENT

COLUMNS

WIDE FLANGE BEAMS

OPEN WEB STEEL JOISTS

HSS BRACE MEMBERS

CLADDING GIRTS

TONS

100

310

200

50

30

TOTAL 690

REINFORCING BARS

STANDARD DEFORMED BARS

EPOXY COATED

TOTAL

TONS

560

160

720

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GENERAL NOTES III

N20074.00



4 27

S-003.00

ABBREVIATION DESCRIPTION

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LW LIGHTWEIGHT

LWC LIGHTWEIGHT CONCRETE

M MOMENT

MATL MATERIAL

MAX MAXIMUM

MC MOMENT CONNECTION(S)

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING,FIRE PROTECTION

MEZZ MEZZANINE

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NW NORMAL WEIGHT

NWC NORMALWEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OPPOSITE HAND

OPNG(S) OPENING(S)

OPP OPPOSITE

OSL OUTSTANDING LEG

PC PIECE

PCY POUNDS PER CUBIC YARD

PERP PERPENDICULAR

PG PLATE GIRDER

PL PLATE

PRC PRECAST

PRLL PARALLEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT OR POST-TENSION(ED) OR (ING)

RAD RADIUS

REF REFERENCE

REINF REINFORCE(D) (ING) OR (MENT)

REQD REQUIRED

S&T SHRINKAGE AND TEMPERATURE

SCHED SCHEDULE(D)

SDL SUPERIMPOSED DEAD LOAD

SECT SECTION

SER STRUCTURAL ENGINEER OF RECORD

SF SQUARE FOOT (FEET)

SFRS SEISMIC FORCE RESISTING SYSTEM

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SP SPACE

SPEC(S) SPECIFICATION(S)

STD STANDARD

STL STEEL

STR STRUCTURE

STRCTL STRUCTURAL

SYM SYMMETRICAL

T TENSION

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPERATURE OR TEMPORARY

TEN TENSION

THK THICK OR THICKNESS

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V SHEAR

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WD WOOD

WP WORK POINT

WPFG WATERPROOFING

WS WATERSTOP

WWR WELDED WIRE REINFORCEMENT

ABBREVIATION DESCRIPTION

ADDL ADDITIONAL

ADJ ADJACENT

ALT ALTERNATE

APPRX APPROXIMATE

ARCH ARCHITECT OR ARCHITECTURAL

B/ BOTTOM OF

B/B BACK TO BACK

BAL BALANCE

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BTWN BETWEEN

C COMPRESSION

C/C CENTER TO CENTER

CIP CAST-IN-PLACE

CL CENTER LINE

CLR CLEAR OR CLEARANCE

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSION

CONC CONCRETE

CONN CONNECTION(S)

CONST CONSTRUCTION

CONT CONTINUOUS

db REINFORCING BAR DIAMETER

DBL DOUBLE

DCW DEMAND CRITICAL WELD

DEG DEGREE(S)

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM(S) DIMENSION(S)

DL DEAD LOAD

DWG(S) DRAWING(S)

DWL DOWEL(S)

EA EACH

ECC ECCENTRICITY

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ENGR ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXP EXPANSION

EXST EXISTING

EXT EXTERIOR

F/F FACE TO FACE

FIN FINISH(ED)

FLR FLOOR

FND FOUNDATION

FP FIREPROOF(ING)

FS FAR SIDE

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GB GRADE BEAM

GEN GENERAL

GR GRADE

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

INTRM INTERMEDIATE

JST(S) JOIST(S)

JT JOINT

K KIPS (1,000 POUNDS)

KLF KIP PER LINEAR FOOT

KSF KIP PER SQUARE FOOT

LL LIVE LOAD

ABBREVIATIONSGENERAL NOTES CONTINUED



3 10/01/2021 ISSUED FOR 100% CD

#4

#5

#6

#7

#8

#9

#10

#11

1.500

1.625

1.750

1.875

2.000

2.375

2.625

2.875

3000

22

28

33

48

55

62

70

78

4000

19

24

29

42

48

54

61

67

5000

17

22

26

38

43

48

54

60

6000

16

20

24

34

39

44

50

55

7000

15

18

22

32

36

41

46

51

8000

14

17

21

30

34

38

43

48

9000

13

16

19

28

32

36

41

45

10,0

00

12

15

18

27

30

34

39

43

11,0

00

12

15

18

27

30

34

39

43

12,0

00

12

27

30

34

39

43

15

18

3000

11

14

17

20

22

25

28

31

4000

10

12

15

17

19

22

25

27

5000

9

11

13

15

17

20

22

24

6000

8

10

12

14

16

18

20

22

7000

8

9

11

13

15

17

19

21

8000

7

9

11

12

14

16

18

19

9000

7

8

10

12

13

15

17

18

10,0

00

6

8

9

11

12

14

16

17

11,0

00

6

8

9

11

12

14

16

17

12,0

00

6

8

9

11

12

14

16

17

3000

11

14

17

20

22

25

28

31

4000

10

12

15

17

19

22

25

27

5000

9

12

14

16

18

21

23

2660

00

9

12

14

16

18

21

23

26

7000

9

12

14

16

18

21

23

26

8000

9

12

14

16

18

21

23

26

9000

9

12

14

16

18

21

23

26

10,0

00

9

12

14

16

18

21

23

26

11,0

00

9

12

14

16

18

21

23

26

12,0

00

9

12

14

16

18

21

23

26

NOTED AS Ld ON DRAWINGS

f'c (PSI)

NOTED AS Ldh ON DRAWINGS

f'c (PSI) f'c (PSI)

NOTED AS Ldc ON DRAWINGS

[MAX(1",db) + db]NOTE 2

#5

#6

#7

#8

#9

#10

#11

2.125

2.250

2.375

2.500

2.875

3.250

3.625

23

31

45

51

57

64

71

21

28

41

47

53

60

66

20

27

39

44

50

56

62

19

25

36

42

47

53

58

18

24

35

39

44

50

55

18

24

35

39

44

50

55

18

24

35

39

44

50

55

19

23

27

30

34

39

43

#4

#5

#6

#7

#8

#9

#10

#11

5.500

5.375

5.250

15

19

23

27

30

34

#5

#6

#7

#8

#9

#10

5.375

5.250

5.125

5.000

4.875

4.750

25

29

43

49

63

82

19

23

33

37

49

63

22

26

38

44

57

74

17

20

29

34

44

57

20

24

35

40

52

67

16

19

27

31

40

52

19

22

32

37

48

62

14

17

25

28

37

48

18

21

30

35

45

58

14

16

23

27

35

45

17

20

29

33

42

55

13

15

22

25

33

42

16

19

27

31

40

52

12

15

21

24

31

40

f'c = 4 KSI

TOP BARS OTHER TOP BARS

f'c = 5 KSI

OTHER TOP BARS

f'c = 6 KSI

OTHER TOP BARS

f'c = 7 KSI

OTHER TOP BARS

f'c = 8 KSI

TOP BARS

f'c = 9 KSI

OTHER OTHER

f'c = 10 KSI

TOP BARSOTHER

4.625 104 80 93 72 85 65 79 61 74 57 69 54 66 51

34

49

56

63

71

78

25

#4

#11

5.500 20 15 18 14 16 13 15 12 14 12 13 12 13 12

#5

#6

#7

#8

5.375

5.250

5.125

5.000

f'c = 3 KSI f'c = 5 KSI f'c = 6 KSI f'c = 7 KSI f'c = 8 KSIf'c = 4 KSI

#4 5.500 22

32

43

69

86

19

28

37

60

74

17

25

34

54

67

16

23

31

49

61

14

21

28

46

56

14

20

27

43

53

39

43

f'c = 5 KSI f'c = 6 KSI f'c = 7 KSI f'c = 8 KSI f'c = 9 KSI f'c = 10 KSIf'c = 4 KSI f'c = 11 KSI f'c = 12 KSI

15

19

23

14

17

20

13

16

19

12

14

17

12

14

16

12

13

15

22

25

33

42

54

12

12

15

12

12

15

12

12

15

21

24

31

40

51


#4

#5

#6

#7

#8

#9

#10

#11

5.500

5.375

5.250

5.125

5.000

4.875

4.750

4.625

20

25

29

43

49

63

82

104

18

22

26

38

44

57

74

93

16

20

24

35

40

52

67

85

15

19

22

32

37

48

62

79

14

18

21

30

35

45

58

74

13

17

20

29

33

42

55

69

13

16

19

27

31

40

52

66

13

16

19

27

31

40

52

66

13

16

19

19

23

27

30

34

39

43

f'c = 5 KSI f'c = 6 KSI f'c = 7 KSI f'c = 8 KSI f'c = 9 KSI f'c = 10 KSI f'c = 11 KSI f'c = 12 KSI

5.125

5.000

4.875

4.750

4.625

33

37

29

34

27

31

25

28

23

27

49

63

80

44

57

72

40

52

65

37

48

61

35

45

57

DEVELOPMENT LENGTH SCHEDULE (INCHES)

MINIMUM BAR SPACING(INCHES)

BARSIZE

COMPRESSIONTENSION

COLUMN REINFORCEMENTLAP SPLICE LENGTH SCHEDULE (INCHES)

MINIMUM BAR SPACING (INCHES)

BAR SIZE

TENSION (LTS) COMPRESSION (LCS)

SLAB/SLAB-ON-GRADE REINFORCEMENTLAP SPLICE LENGTH SCHEDULE (INCHES)

FOUNDATION WALL REINFORCEMENT - HORIZONTAL OUTSIDE BARSLAP SPLICE LENGTH SCHEDULE (INCHES)

FOUNDATION WALL REINFORCEMENT - VERTICAL OUTSIDE BARSLAP SPLICE LENGTH SCHEDULE (INCHES)


BAR SIZE


BAR SIZE

BAR SIZE



FOOTING/MAT REINFORCEMENTLAP SPLICE LENGTH SCHEDULE (INCHES)

BAR SIZE


TENSION LAP (LTS)

TENSION (LTS)


37

54

62

70

79

87

28

f'c = 4 KSI

15

21

24

31

40

51

21

24

31

40

51

27

31

40

52

66

SEE NOTE 5

SEE NOTE 5 SEE NOTE 5

SEE NOTE 5

SEE NOTE 5

SEE NOTE 5

#4

#5

#6

#7

#8

#9

#10

#11

5.500

5.375

5.250

15

19

23

27

30

34

39

43


15

23

31

14

20

28

13

18

25

12

17

23

12

16

22

12

15

21

33

42

51

61

72

12

14

20

12

14

20

12

14

20

32

39

48

58

69

#4

#5

#6

#7

#8

#9

#10

#11

5.500

5.375

5.250

5.125

5.000

4.875

4.750

4.625

20

25

29

48

61

75

91

109

18

22

26

43

54

67

82

97

16

20

24

39

50

61

75

89

15

19

22

36

46

57

69

82

14

18

21

34

43

53

65

77

13

17

20

32

41

50

61

73

13

16

19

31

39

47

58

69

13

16

19

31

39

47

58

69

13

16

19

19

23

27

30

34

39

43

5.125

5.000

4.875

4.750

4.625

50

62

45

56

41

51

38

47

35

44

76

92

108

68

82

97

62

75

89

57

69

82

54

65

77

FOUNDATION WALL REINFORCEMENT - HORIZONTAL INSIDE BARSLAP SPLICE LENGTH SCHEDULE (INCHES)

FOUNDATION WALL REINFORCEMENT - VERTICAL INSIDE BARSLAP SPLICE LENGTH SCHEDULE (INCHES)


BAR SIZE

BAR SIZE




15

32

39

48

58

69

32

39

48

58

69

31

39

47

58

69

SEE NOTE 5

SEE NOTE 5

DEVELOPMENT LENGTH SCHEDULE NOTES:

1. WHERE MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT LENGTH, MULTIPLY Ld BY 1.3.

2. WHERE STIRRUPS OR TIES ARE NOT PRESENT THROUGHOUT Ld, MINIMUM BAR SPACING MUST BE INCREASED TO [MAX(1", db) + 2db] FOR SCHEDULED VALUES TO BE APPLICABLE.

LAP SPLICE NOTES:

1. TABULATED VALUES ARE PER ACI 318-11 REQUIREMENTS FOR NORMALWEIGHT CONCRETE THE VALUES ON THIS SHEET DO NOT APPLY TOLIGHTWEIGHT CONCRETE

2. SEE TYPICAL DETAILS FOR CLEAR COVER

3. MINIMUM BAR SPACING DIAGRAM - "S"

4. WHERE ACTUAL CONDITIONS DIFFER FROM THE CLEAR COVER SHOWN ON THE TYPICAL DETAILS OR DIFFER FROM PROVIDED SCHEDULED BAR SIZE MINIMUM SPACING AND/OR f'c, LENGTHS SHALL BE ADJUSTED ONLY WITH THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

5. TABULATED VALUES ARE FOR NON-EPOXY COATED GRADE 60 REINFORCEMENT IN NORMALWEIGHT CONCRETE

FOR EPOXY COATED REINFORCEMENT:MULTIPLY Ld BY 1.5MULTIPLY Ldh BY 1.2Ldc IS NOT AFFECTEDMULTIPLY LTS BY 1.3 FOR "TOP BARS"MULTIPLY LTS BY 1.5 FOR ALL OTHER REINFORCEMENT

FOR GRADE 75 REINFORCEMENT:MULTIPLY Ld, Ldh, Ldc, AND LTS BY 1.25MULTIPLY Lcs BY 1.45

6. WHERE BARS OF DIFFERENT SIZES ARE LAP SPLICED IN TENSION, THE TENSION LAP SPLICE LENGTH (LTS) SHALL BE THE LARGER OF THE TENSION DEVELOPMENT LENGTH (Ld) OF THE LARGER BAR AND THE TENSION LAP SPLICE LENGTH OF THE SMALLER BAR.

7. WHERE BARS OF DIFFERENT SIZES ARE LAP SPLICED IN COMPRESSION, THE COMPRESSION LAP LENGTH (LCS) SHALL BE THE LARGER OF THE COMPRESSION DEVELOPMENT LENGTH (Ldc) OF THE LARGER BAR OR THE COMPRESSION LAP SPLICELENGTH OF THE SMALLER BAR.

8. "TOP BARS" ARE DEFINED AS HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT LENGTH OR SPLICE"OTHER BARS" ARE ALL BARS FOR WHICH THIS DOES NOT APPLY

FIRST BAR

SECOND BAR PLACEDOR SPLICE BAR

S S


© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

LAP SPLICE SCHEDULES

N20074.00



5 27

S-004.00



3 10/01/2021 ISSUED FOR 100% CD

DESIGN LOADING SCHEDULE

DESCRIPTIONDESIGNATION

MARKUNFACTORED SUPERIMPOSED

DEAD LOAD (PSF UON)

TYPICAL ROOF

20

CELLAR LEVEL PARKING

GROUND FLOOR RAMP/DRIVEWAY

GROUND FLOORGENERAL

1

2

3

4

UNFACTORED LIVE LOAD (PSF UON)

0

0

0

20

125

500

60

ROOF LIVE

VAN MOVEMENT

STORAGE

VAN PARKINGWATER PRESSURE

(UPLIFT)

10 PHOTOVOLTAIC UNITS + 5 MEP + 3 METAL DECK + 2 ROOFING MEMBRANE

NOTES:

1. DESIGN LIVE LOAD INCLUDES 15 PSF PARTITION ALLOWANCE

165

SNOW DRIFT SCHEDULE

DESIGNATIONMARK

A(PSF)

20

20

B(PSF)

-

30

C(FT)

-

14'-6"

AB

FACE OF BUILDING

C

DRIFT

FLAT ROOF

ASNOW DRIFT DIAGRAM

11 10 9 8 7 5 3

B

C

D

2 1

E

F

A

612 4

D.2

G

D.5

4.9

4

2

9.1 11 10 9 8 7 5 3

B

C

D

2 1

E

F

A

612 4

D.2

G

D.5

4.9

3

2

2

2

9.1

11 10 9 8 7 5 3

B

C

D

2 1

E

F

A

612 4

D.2

G

D.5

4.9

1

9.1

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

LOADING DIAGRAM

N20074.00



6 27

S-005.00

SCALE: NOT TO SCALE1

DESIGN LOADING SCHEDULE


DESIGN SNOW LOADING SCHEDULE

SCALE: 1/32" = 1'-0"3

CELLAR LEVEL LOADING PLANSCALE: 1/32" = 1'-0"

4GROUND FLOOR LOADING PLAN

SCALE: 1/32" = 1'-0"5

ROOF LOADING PLAN1 04/09/2021 100% DESIGN DEVLOPEMENT


3 10/01/2021 ISSUED FOR 100% CD

CELLAR LEVEL SHEETS NOTES

1. SEE GENERAL NOTES FOR CONCRETE COMPRESSIVE STRENGTH.

2. T/ PRESSURE SLAB = T/ FOOTING = EL -8'-5" UON

3. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING DRAWINGS:

DRAWING LISTS, GENERAL NOTES S0 SERIES DRAWINGSAND LOADING DIAGRAMS

TYPICAL FOUNDATION DETAILS S2 SERIES DRAWINGS

4. TYPICAL PRESSURE SLAB TO BE 10" THICK SLAB ON GRADE U.O.N. ON PLAN, SLAB BOTTOM REINFORCEMENT SHALL BE #5@12" OC EACH WAY CONTINUOUS AND SLAB TOP REINFORCEMENT SHALL BE #5@6" OC EACH WAY CONTINUOUS UNLESS OTHERWISE NOTED.

5. REINFORCING BARS SHALL BE PLACED IN OUTER AND INNER LAYERS AS FOLLOWS:

6. FOR 5" THICK SLAB ON GRADE, PROVIDE 6X6 W8.0XW8.0

OUTERINN

ER

1

S-302

11 10 9 8 7 5 3

B

C

D

2 1

E

F

A

612

2

S-302

5

S-302

4

D.2

G

COLUMN30X30(TYP)

20'-6

"38

'-9 1

/2"

38'-9

1/2

"38

'-9 1

/2"

38'-9

1/2

"20

'-6"

15'-6" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 30'-0" 30'-10"

12" THICK FOUNDATION WALL (TYP)

7'-0

"

10'-0"

30" THICK FOOTING (MAX) 10" THICK PRESSURE SLAB

EL. -8'-5"

16" THK STRIPFOOTING(TYP)

5" THICK RAMP SLAB ON GRADE

UP

F1F2 F2 F2 F2

F2 F3 F3 F3 F3 F3

F3F3F3F3F3F2

F2

F1F1

PROPERTY LINE

F3F2F2F1

F3

F2 F2F2F2

1

FO-203

2

FO-203

F1

10" THICK PRESSURE SLAB AT STORMWATER DETENTION TANK ZONE

F2

5'-0

"

3'-0"

D.5

4.9

5'-0"5'-0"

F2

5

FO-203

6'-6" DEEP ELEVATOR PIT, SEE ARCH

12" CONCRETE PIT WALL ALL AROUND

30" DEEP COMBINED FOOTING AT COLUMN, FOUNDATION WALL, ELEVATOR PIT SLAB

7'-6" DEEP PRECAST EJECTOR PIT, SEE MEP & ARCH

FW2

FW3

3

FO-203

9.1

F1

3

S-302

4

S-302

FW2

9'-0

"

FW

3

FW3A

FW

3A

7'-0"

FW3A

10'-0

"

F4

3'-0

"

FW1

6

FO-203

2

FO-203

FW

4

COLUMN18"x12"

COLUMN18"x12"

6'-0"

5'-0

"

5'-0"

12'-0

"

6'-0"

3'-0

"

FW3

FW

2

WATER FILTRATION SYSTEM PER CIVIL

MANHOLE ASSEMBLY PER CIVIL ON TOPPING SLAB OVER GEOFOAM CONSTRUCTION, SEE 1/FO-201

STEP FOUNDATION WALL FOOTING AS REQUIRED TO ALIGN TOP OF FOOTING WITH BOTTOM OF EJECTOR PIT

#5@12" OC

3/4"

3"

#5@6" OC

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

CELLAR AND FOUNDATION PLAN

N20074.00



7 27

FO-100.00SCALE: 1/16" = 1'-0"1

CELLAR LEVEL

SCALE: NTSA

SLAB SECTION



3 10/01/2021 ISSUED FOR 100% CD

3'-4 1/2"

3'-4

1/2

"

5'-4 1/2"

5'-4

1/2

"

1

S-302

11 10 9 8 7 5 3

B

C

D

2 1

EE

FF

A

20'-6

"38

'-9 1

/2"

38'-9

1/2

"38

'-9 1

/2"

38'-9

1/2

"20

'-6"

15'-6" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 74'-4" 30'-0" 30'-10"612

2

S-302

5

S-302

4

6

S-302

D.2

GG

18" THICK FLAT SLABEL. 5'-1"

5" THICK RAMP SLAB ON GRADE

18" THICK FLAT SLABEL. 5'-1"

COLUMN30X30(TYP)

12" THICK FOUNDATION WALL (TYP)

18" THICK CONC DROP PANEL BELOW BOTTOM OF SLAB, TYP

STEEL COLUMN ABOVE W14 (TYP)

18" THICK FLAT SLAB

UP

VARIES

DN

UP

DN

VARIES

48"

DN

DN

UP

4.9

1

FO-203

2

FO-203

5

FO-203

(TYP)

12'-6"

(TY

P)

13'-0

"

2" EXPANSION JOINT

VARIESVARIES

LOADING DOCK GATE (REFER TO ARCH DRAWINGS)

4

FO-203

20'-6

"38

'-9 1

/2"

31'-9

3/4

"

NEW TRANSFORMER VAULT, SEE ARCH

8" THICK DROP

B3

B1

B4

B7

B5

B8

B6

3

FO-203

9.1

3

S-302

4

S-302

B2

18"x12" COLUMN BELOW

12" THK SLAB

62"B9

B10

BUILT UP ASSEMBLY FOR DOCK LEVELERS, PROVIDE CONCRETE TOPPING SLAB ON GEOFOAM AS REQ'D PER DETAIL 1/FO-201, COORDINATE WITH ARCH

T/FNDN WALL AT EL +3'-7"

BUILDING ENTRANCE PER ARCH

T/FNDN WALL AT EL +3'-7"

BUILDING ENTRANCE PER ARCH

GROUND LEVEL SHEETS NOTES

1. TOP OF SLAB AND TOP OF BEAM EL+5'-1" UON THUS:

X - INDICATES CHANGE IN STRUCTURAL SLAB ELEVATION

2. SLABS TO BE 18" THICK NORMALWEIGHT CONCRETE TWO WAY SLAB WITH 18" DROP PANELS, TYPICAL UON

3. SEE GENERAL NOTES FOR CONCRETE COMPRESSIVE STRENGTH

4. SEE DRAWING S-102 FOR SLAB REINFORCEMENT


DRAWING LISTS, GENERAL NOTES, S0 SERIES DRAWINGSAND LOADING DIAGRAMS


LATERAL SYSTEM ELEVATIONS, S3 SERIES DRAWINGSCONNECTION, FORCES, AND DETAILS

CONCRETE SUPERSTRUCTURE S4 SERIES DRAWINGSSCHEDULES AND DETAILS

STEEL SUPERSTRUCTURE S5 SERIES DRAWINGSSCHEDULES AND DETAILS

MASONRY DETAILS S6 SERIES DRAWINGS

6. SYMBOLS:

INDICATES ONE-WAY SLAB Y" THICK AND SPAN DIRECTION

INDICATES ONE-WAY SLAB SPAN DIRECTION SEE ONE-WAY SCHEDULE AND ONE-WAY SLAB DETAILS

INDICATES SLOPE IN TOP OF SLAB

X"

SX

UP

Y"

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GROUND FLOOR PLAN

N20074.00



8 27

S-101.00

SCALE: 1/16" = 1'-0"1

GROUND FLOOR PLAN



3 10/01/2021 ISSUED FOR 100% CD

A

1

S-302

11 10 9 8 7 5 3

B

C

D

2 1

E

F

A

612

2

S-302

5

S-302

4

6

S-302

D.2

G

D.5

4.9

8-#9TC

7-#9

TC

9-#9TC

9-#9

TC

23-#9TC13

-#9

TC

19-#9 TC

23-#

9 T

C

19-#9TC

21-#

9T

C

29-#9TC

25-#

9T

C

2-#9TM2-#9TC

17-#9TC

20-#

9T

C

23-#9TC

24-#

9T

C

24-#9TC

27-#

9TC

2-#9

TM

26-#9TC

30-#

9TC

23-#9TC

28-#

9TC

36-#9TC

34-#

9TC

3-#9

TM

3-#

9TM

4-#

9TM

22-#

9T

C

30-#

9TC

25-#

9TC

27-#

9TC

22-#

9TC

31-#

9 T

C

3-#9

TM

2-#

9TM

2-#9

TM

2-#9

TM

2-#9

TM

20-#9TC

22-#

9T

C

2-#9

TM 26-#9TC

28-#

9TC

17-#9TC

5-#9

TC

12-#9TC

18-#

9TC

17-#9TC

17-#

9T

C

39-#9TC 35-#

9TC

4-#9

TM

10-#9TC

9-#9

TC

12-#9TC

13-#

9TC

15-#9TC

12-#

9TC

5-#9TC

17-#

9T

C

32-#9TC

26-#

9T

C

6-#9TC

3-#9

TC

28-#9TC

33-#

9TC

26-#9TC

25-#

9T

C

2-#9TM

4-#9TM

2-#9TM 2-#9TM 7-#9TM

2-#9TM 12-#9TM 2-#9TM 8-#9TM

19-#9TM

9-#9

TM

10-#9TC

16-#9TM 6-#9TM

4-#9TC

4-#9

TC

10-#9TC

23-#

9T

C

7-#9TC

15-#

9T

C

2-#9TM

2-#9TM3-#9TM

2-#5BM

8-#5

BC

25-#

5BM

20-#5BM

16-#

5BC

25-#

5BM

11-#5BM

16-#

5BC

25-#

5BM

3-#5BM

20-#

5B

M

81-#5BM

2-#5

BC

11-#5BC 3-#5BC10-#5BC 10-#5BC 3-#5BC 43-#5BC

13-#

5BM

19-#5BM

6-#5

BC

36-#5BC

8-#

5BC

20-#

5BM

22-#5BM

21-#

5BM

6-#5BM

13-#

5BC

15-#

5BM

11-#5BM

13-#

5BM

12-#5BM

12-#

5BM

2-#5BM

8-#

5BM

82-#5BM

7-#

5BC

10-#

5BC

14-#5BC 6-#5BC 9-#5BC 9-#5BC 3-#5BC 47-#5BC

14-#

5B

M

21-#5BM

14-#

5BC

9-#5

BM

11-#5BM

16-#

5BM

14-#5BM

16-#

5M

9-#5BM

21-#

5BM

73-#5M

12-#

5BM

6-#5BM12

-#5B

C

13-#

5BC

14-#5BC 8-#5BC 2-#5BC

8-#5

BC20

-#5B

M

14-#5BM

3-#

5BM

10-#5BM

10-#

5BC

12-#

5B

C

2-#5BC 9-#5BC

9-#

5BM

2-#5

BC

6-#5

BC

6-#5

BC

32-#

5BM

26-#5BM

28-#5BC

10-#

5BM

17-#5BM

67-#5BM

29-#

5BM

32-#5BC

43-#5BC

6-#

9TC

7-#

5BC

3-#9

TC

5-#5

BC

9-#5

BC 33-#5BM

48-#

5BM

2-#5

BC

5-#5BM

18-#5BC

37-#

5BC 25-#5BM

68-#

5M

24-#

5BC 6-#5BM

14-#

5BM

3-#5

BC

2-#9

TC

12-#5BC

2-#

9TC

3-#

5BC

10-#5BC

3-#5BM 23-#

5BM

17-#

5BC

19-#

5BC

9.1

3

S-302

4

S-302

12-#5BC

2-#

5BM 2-#9 TM

7-#5BC4-#5BC

2-#9

TC

18-#

5BC

10-#

5BC

11-#

5BC

10-#

5BC

34-#9TC21-#9TC24-#9TC26-#9TC 23-#9TC20-#9TC

2-#9

TM

2-#5

BC

9-#5

BC

20-#

5BC

10-#5BC

5-#9

TM

2-#5BC

3-#9TM 2-#5BM

6-#5BC6-#5BC

GROUND LEVEL SHEETS NOTES1. SEE DRAWING S-101 FOR FRAMING PLAN

2. SLAB BOTTOM BAR CLEAR COVER 3/4"

3. SLAB TOP BAR CLEAR COVER 3/4"

4. T/SLAB ELEVATION SEE FRAMING PLAN

5. SEE TYPICAL SLAB DETAILS

6. FOR COLUMN STRIP WIDTH SEE TOP BARS LEGEND

7. FOR SLAB CORNERS SUPPORTED BY BEAMS OR WALLS, SEE TYPICAL BEAM / WALL SUPPORTED SLAB EXTERIOR CORNER DETAIL

INNER LAYER

OUTER LAYER

CLEAR

2"

ASLAB SECTION

8. SLAB BOTTOM REINFORCEMENT SHALL BE #5@9" O.C. EACH WAY CONTINUOUS UNLESS OTHERWISE NOTED.

9. SLAB TOP REINFORCEMENT SHALL BE #5@9" O.C. EACH WAY CONTINUOUS UNLESS OTHERWISE NOTED.

10. SYMBOLS:

INDICATES ADDITIONAL TOP REINFORCING BARS. REFER TO TYPICAL DETAILS ON S-400 SERIES DRAWINGS.ADDITIONAL TOP COLUMN STRIP REINFORCMENETS INDICATED AS TC.ADDITIONAL TOP MIDDLE STRIP REINFORCEMENT INDICATED AS TM.

INDICATES ADDITIONAL BOTTOM REINFORCING BARS. REFER TO TYPICAL DETAILS ON S-400 SERIES DRAWINGS.ADDITIONAL BOTTOM COLUMN STIRP REINFORCMENT INDICATED AS BC.ADDITIONAL BOTTOM MIDDLE STRIP REINFORCEMENT INDICATED AS BM.

INDICATES ADDITIONAL CONTINUOUS TOP REINFORCING BARS.

INDICATES ADDITIONAL CONTINUOUS BOTTOM BARS

INDICATES ASSUMED DIRECTION OF LOAD IN DESIGN. REFER TO TYPICAL DETAIL ON S-400 SERIES DRAWINGS FOR REBAR PLACEMENT GUIDELINES. LINES ARE OMITTED ON PLANS WHEN COLUMNS ALIGN ON A REGULAR GRID PATTERN.

11. REINFORCING BARS SHALL BE PLACED IN OUTER AND INNER LAYERS AS FOLLOWS:

OU

TE

R

INNER

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GROUND FLOOR REINFORCEMENTPLAN

N20074.00



9 27

S-102.00

SCALE: 1/16" = 1'-0"1

GROUND FLOOR REINFORCEMENT PLAN



3 10/01/2021 ISSUED FOR 100% CD

LOWER ROOF LEVEL SHEETS NOTES

1. T/ STEEL AT HIGH MIDDLE ROOF = EL 28'-9" UONT/ STEEL AT LOW MIDDLE ROOF = EL 21'-9" UON

X - INDICATES CHANGE IN T/STEEL ELEVATION

2. INDICATES DECK SPAN DIRECTION

INDICATES TYPE 3B ROOF DECK (20 GAGE)








4. AT STAIRS, SEE TYPICAL DETAILS FOR TC, TCS, AND KICKER REQUIREMENTS (ST-BM-27 TO 29)

X"

R1

5. SYMBOLS:

INDICATES MOMENT CONNECTION


6. NOTATIONS:

BF INDICATES LATERAL BRACED FRAME.SEE BRACED FRAME ELEVATIONS FOR BEAM INFORMATION AND CONNECTION FORCES

HI HIGH LEVEL

LO LOW LEVEL

UP

SIZE

MOMENT CONNECTION

BEAM WEBPENETRATION MARK(SEE SCHEDULE)

NUMBER OF HEADED STUDS EQUALLY SPACED BETWEEN BEAMS

REQUIRED CAMBER (NONE IF OMITTED)

V INDICATES FACTORED VERTICAL SHEAR IN KIPS (SEE SCHEDULE IF OMITTED)M INDICATES FACTORED END MOMENT IN KIP-FEET (SEE SCHEDULE IF OMITTED)P INDICATES FACTORED END AXIAL FORCE IN KIPSH INDICATES FACTORED HORIZONTAL SHEAR FORCE IN KIPST INDICATES TORSIONAL MOMENT IN KIP-FEETTF INDICATES AXIAL FORCE TRANSFERRED THROUGH THE CONNECTION JOINT IN KIPS

DENOTES BRACED FRAME(SEE BRACED FRAME ELEVATIONS)W18X40 (30) c=1"

A

[-1 1/2"] TF200

V50

M50H20T20

V42

STEEL BEAM LEGEND

X'-XX" DEVIATION FROM TYPICAL T/STEEL ELEVATION

COLLECTOR CONNECTION

1

S-302

11 10 9 8 7 5 3

B

C

D

2 1

E

F

A

20'-6

"38

'-9 1

/2"

38'-9

1/2

"38

'-9 1

/2"

38'-9

1/2

"20

'-6"

37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 37'-2" 74'-4" 30'-0" 30'-10"

612

2

S-302

15'-6"

5

S-302

4

6

S-302

D.2

G

W14

X22

W14

X22

W12X14

W12X14

W30X108

W30X108W

12X

14W12X14

W30X108

W18X46

W12

X14

W12

X14

W12

X22

W12

X14

W14

X22

W21

X44

W21

X44

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W30X108

W30X90

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W30X108

W12

X14

W12

X14

W30X90

W12

X14

W12X14 W12X14

W12

X22

W12

X14

W12

X14

W12

X14

W12

X14

W12

X22

W12

X14

W12

X14

W12

X14

D.5

4.9

B/DECKEL = 21'-9"

BF

W18X46

7'-0"(H

I)

B/DECKEL = 21'-9"

B/DECKEL = 21'-9"

BF

84"

B/DECKEL = 28'-9"

BF

BF

BF

BF

W14X30 W14X26 W14X26

W33X118

B/DECKEL = 28'-9"

HSS8X3X3/16 VERTICAL GIRT FOR CLADDING PANELS, PERIMETER ELEVATIONS, TYP, SEE 3/S-502 FOR LIGHT GAUGE PLATES BY STEEL CONTRACTOR TO BE FIELD-INSTALLED ON GIRTS FOR CLADDING CONNECTION

MF

MF

MF

MF

MF

MF

MF

MF

MF

BF

MF

MF

MF

EL = 22'-9"

B/DECKEL = 28'-9"

W12

X22

W12

X14

MF

V70M260

V55 V55 V50

V70V70 V30M25

V30V20 V30

V25

W21

X44

V2

5V

25

W21

X44

V2

5V

25

W21

X44

V2

5V

25

W21

X44

V2

5V

15

W14

X22

V1

5V

15

V15

W21

X44

V15

V1

5V

25

V25

V25

V25

V2

5V

25

R1

R1

R1R1

R1

MF

V1

5

V1

0

V15 V10

V55

V70

V55

V70

V50V50

MF V30 W18X50 V30

V50 W27X84 V50

V25 W18X40 V25 V25 W18X40 V25 V25 W18X40 V25

W12

X14

V15

V15

M50

V15

W14

X22

V15

M50

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V15

M80

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V45V45

BF

V35 V35 V35V35 V35 V35

V85 V85

TYPICAL FOR ALL W12X14

W12X14

W18X46V30 V30

9.1

MF

3

S-302

4

S-302

W12

X14

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

V15

W14

X22

V1

5

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

MIDDLE ROOF PLAN

N20074.00



10 27

S-103.00SCALE: 1/16" = 1'-0"

1MIDDLE ROOF PLAN



3 10/01/2021 ISSUED FOR 100% CD

HIGH ROOF LEVEL SHEET NOTES

1. B/DECK EL= +59'-10 1/2" UON THUS:

X - INDICATES CHANGE IN B/DECK ELEVATION

2. INDICATES DECK SPAN DIRECTION

INDICATES TYPE 1.5B ROOF DECK (20 GAGE)








X"

R1

5. SYMBOLS:

INDICATES MOMENT CONNECTION


6. NOTATIONS:

BF INDICATES LATERAL BRACED FRAME.SEE BRACED FRAME ELEVATIONS FOR BEAM INFORMATION AND CONNECTION FORCES

HI HIGH LEVEL

LO LOW LEVEL

UP

SIZE

MOMENT CONNECTION

BEAM WEBPENETRATION MARK(SEE SCHEDULE)

NUMBER OF HEADED STUDS EQUALLY SPACED BETWEEN BEAMS

REQUIRED CAMBER (NONE IF OMITTED)

V INDICATES FACTORED VERTICAL SHEAR IN KIPS (SEE SCHEDULE IF OMITTED)M INDICATES FACTORED END MOMENT IN KIP-FEET (SEE SCHEDULE IF OMITTED)P INDICATES FACTORED END AXIAL FORCE IN KIPSH INDICATES FACTORED HORIZONTAL SHEAR FORCE IN KIPST INDICATES TORSIONAL MOMENT IN KIP-FEETTF INDICATES AXIAL FORCE TRANSFERRED THROUGH THE CONNECTION JOINT IN KIPS

DENOTES BRACED FRAME(SEE BRACED FRAME ELEVATIONS)W18X40 (30) c=1"

A

[-1 1/2"] TF200

V50

M50H20T20

V42

STEEL BEAM LEGEND

X'-XX" DEVIATION FROM TYPICAL T/STEEL ELEVATION

COLLECTOR CONNECTION

1

S-302

11 9 7 5 3

B

C

D

1

EE

FF

2

S-302

5

S-302

6

S-302

W36X135 W36X135

40LH09 40LH09 40LH09

40LH09 40LH09 40LH09

40LH09

W36X135

40LH09

W36X135

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09 40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09 40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

W27X84

40LH09

40LH09

40LH09

W27X84

40LH09

40LH0940LH09

40LH09 40LH0940LH09

40LH09 40LH09

40LH09

40LH09

40LH09

40LH09

40LH09 40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH0940LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09 40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

W30X99

40LH09

W27X84

40LH09

40LH09

40LH09

W27X84

40LH09 40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

40LH09

BF

BF

BF

BF

BF

D.5

BF

BF

4.9

4.9

2" EXPANSION JOINT

74'-4" 74'-4" 74'-4" 3'-0" 71'-4" 60'-10"

38'-9

1/2

"38

'-9 1

/2"

38'-9

1/2

"38

'-9 1

/2"

38'-9

1/2

"17

'-3 3

/4"

DIAGONAL TYPE JOIST BRIDGING PER MNFR, THIS LINE, TYP

LONG SPAN OPEN WEB STEEL JOIST, TYP

B/DECKEL 46'-7 1/2"

UP

B/DECKEL 44'-11 1/2"

UP

B/DECKEL. XX'-XX"

DN

B/DECKEL. XX'-XX"

UP

B/DECKEL 44'-11 1/2"

R1

R1

W24

X76

W24

X84

W24

X76

40LH09

V75

V75

V85

V7

5V

75

V8

5

V20 V20V20 V20

V20V20 V20 V20

W30

X99

W30

X90

W30

X90

W30

X99

W30

X90

W30

X99

W30

X99

W30

X99

V11

0V

105

V11

0V

105

V12

0V

110

V11

0V

110

V11

0V

120

V10

5V

105

V10

5V

110

V11

0V

105

V80

V8

0W

24X

84W

24X

84W

24X

76V

85

V7

5V

85V

75

V15 V15

W24

X62

V65

V6

5

3

S-302

4

S-302

REGION RESERVED FOR FUTURE TENANAT AC EQUIPMENT, MAX WEIGHT = 9,000 LB

REGION RESERVED FOR FUTURE TENANAT AC EQUIPMENT, MAX WEIGHT = 9,000 LB

V15

W30X99

V15

W30

X99

V12

0V

120

FACE OF BUILDING PER ARCH

EDGE OF DECK PER ARCH

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

UPPER ROOF PLAN

N20074.00



11 27

S-104.00

SCALE: 1/16" = 1'-0"2

UPPER ROOF PLAN



3 10/01/2021 ISSUED FOR 100% CD

DOWELSSEE COLUMNSCHEDULE

CONCRETE COLUMNSEE SCHEDULE

CLCOLUMN & FOOTING

T/ PRESSURESLABEL SEE PLAN

TY

P

3" C

LR

COLUMN CLEAR COVER

CLEAR COVER TO MATCH

BEARING STRATUM FOR NET ALLOWABLE BEARING PRESSURE SEE GENERAL NOTES (TO BE VERIFIED BY OWNER'S GEOTECHNICAL TESTING AGENCY)

ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE

LTS

WATER PROOFING(REFER ARCH DETAILS)

TYP2 9/16" CLR

D

SEE SCHEDULE

W OR L

1

1

LTS

SC

HE

DU

LE

H -

SE

E

FIRST POUR SECOND POUR

2'-0"

EQ

EQ

#4 X 4'-0" @12" OC. ALIGN WITH INTERMITTENT KEY

DO NOT CUT REINF

MAT SLAB REINF

INTERMITTENT KEY,FORM W/2X6, 5 1/2" LONG @12" OC

#4 PERIMETER AND DIAGONAL TRIM BARS SEE

MAT SLAB REINF

CLASS 'B' LAP

WHEN DEPRESSION EXCEEDS 4", PROVIDE ADDITIONAL BARS TO MATCH MAT SLAB REINF SIZE AND SPACING W/STD HOOK

MAT SLAB REINF

1

6

SLOPE OF MAT SLAB AND REINF

MA

X

7"

1 1/2"

MIN TYPCLASS "B"

#4 PERMETER REINF TYP EA SIDE

DEPRESSION #4x4'-0" DIAG REINF TYP EA CORNER

ATRIM BARS

A

SE

E P

LAN

T/MATEL SEE PLAN

VERTICAL BARS TO MATCH SIZE AND SPACING OF MAT REINF W/CLASS "B" LAP TO MAT REINF

MAT SLAB THICKNESS

SEE ARCH

T/MATEL SEE PLAN

SE

E A

RC

H

GRATING SEE ARCH

TY

P8"

BLOCKOUT IN MAT SLAB FOR SUMP PIT SEE ARCH FOR LOCATION

1

1

LAP

LAP

SP

LIC

E2'

-6"

DOWELS TO MATCH VERT


LTS LTS

1'-0

"

WATERPROOFING(REFER TO ARCH DETAILS)

PER PLAN

#6@12" OC

#6@9" OC

LAP

SP

LIC

E1'

-4"

DOWELS TO MATCH VERT


LTS LTS1'

-0"

WATERPROOFING(REFER TO ARCH DETAILS)

PER PLAN

#6@12" OC

#6@12" OC

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

FOUNDATION SECTIONS & DETAILS I

N20074.00



12 27

FO-200.00


TYPICAL ISOLATED FOOTING - CONCRETE COLUMNNOT TO SCALE2TYPICAL PRESSURE SLAB CONSTRUCTION JOINTS


PRESSURE SLAB FOUNDATION DEPRESSIONSCALE: NOT TO SCALE

4ELEVATOR PIT AT MAT SLAB FOUNDATION

NOT TO SCALE

CONTINUOUS FOOTING AT FOUNDATION WALL - FW1 AND FW25 NOT TO SCALE

TYPICAL CONTINUOUS FOOTING AT FOUNDATION WALL - -FW3, FW3A AND FW46



3 10/01/2021 ISSUED FOR 100% CD

#4@12" TYP2 MINIMUM

TOPPING SLAB

NOTES:

1. TOPPING SLAB SHALL BE LIGHTWEIGHT CONCRETE

2. ROUGHEN SURFACE OF SLAB TO 1/4" AMPLITUDE CLEAN THOROUGHLY AND APPLY BONDING AGENT IMMEDIATELY BEFORE CASTING CURB

3. SEE ARCH DRAWINGS FOR EMBEDDED PLATES AND BLOCKOUTS REPLACE REINFORCEMENT INTERRUPTED BY BLOCKOUTS

4. AT CONTRACTORS OPTION DRILLED-IN DOWELS WITH ADHESIVE ANCHORS MAY BE PERMITTED BAR SIZE AND SPACING MAY CHANGE DEPENDING ON EMBEDMENT REQUIRED CONTRACTOR TO VERIFY WITH SER DRILLED-IN DOWELS NOT PERMITTED AT POST-TENSIONED CONCRETE BEAMS

6x6-W2.9xW2.9 WWRCONCRETE RIBS

GEOFOAM FILL

#4@12" ALTERNATE HOOK DIRECTIONNOTE 4

6x6-W2.9xW2.9 WWR

CONCRETE RIBS

GEOFOAM FILL

NOTE 2

NOTE 2TYP

TOPPING SLAB

TOPPING SLAB ELEVATION - HEIGHT H GREATER THAN 6"

TOPPING SLAB ELEVATION - HEIGHT H LESS THAN OR EQUAL TO 6"

TOPPING SLAB PLAN

6"

TYP

8'-0"

TYP

6"

TY

P

6"

TY

P

4'-0

"

T/SLABEL SEE PLAN

(2"

MA

X)

T/3

CLE

AR

T=

H

H<

=6"

H>

6"

T=

4"

H-T

(2"

MA

X)

T/3

CLE

AR

TYP

1'-6"

TYP

6"

TYP

4'-0"

TYP

6"

TYP

6"

T/SLABEL SEE PLAN

EQ EQ

TOOLED EDGES (1/8" RADIUS)

CONTINUOUS KEYWAYAT MID-DEPTH OF SLAB

FORMED, SAWED, OR TOOLED JOINT. SAWED JOINTS TO BE PERFORMEDBEFORE CONCRETE STARTS TO COOLAND AS SOON AS CONCRETE SURFACEIS FIRM ENOUGH NOT TO BE TORN ORDAMAGED BY THE BLADE

SLAB REINFORCEMENTSEE PLAN

COMPACTED SUBGRADE TYPICALSEE GEOTECHNICALENGINEERING REPORT

VAPOR BARRIER TYPICALSEE ARCHITECTURALDOCUMENTS

COMPACTED GRANULAR FILL TYPICAL SEE GEOTECHNICALENGINEERING REPORT

SEE ARCHITECTURAL DOCUMENTSFOR SEALANT REQUIREMENTS

SEE ARCHITECTURAL DOCUMENTSFOR SEALANT REQUIREMENTS

CONTRACTION JOINT

SLAB ON GRADE

T/SLAB ON GRADEEL SEE PLAN

SE

E P

LAN

T

S

LAB

TH

ICK

NE

SS

CONSTRUCTION JOINT/CONTRACTION JOINT

T

T/4

T

T/6 MIN

T/3

NOTES:

1. WHERE NOT INDICATED ON DRAWINGS PROVIDE JOINTS AT COLUMN CENTERLINES AND BETWEEN COLUMN CENTERLINES WITH SPACING OF JOINTS NOT TO EXCEED 36 TIMES THE SLAB THICKNESS (T-INCHES)

TY

P 0"

(2"

MA

X)

T/3

CLE

AR

SUPPORTS FORREINFORCEMENTPER SPECIFICATIONS

1'-0" MIN

WWR LAP 2 PANELS

WHERE REINFORCEMENT BARSARE SHOWN PROVIDE LTS

REINFORCEMENT TO BE INTERRUPTED AT JOINT

TOOLED EDGES

EQ

EQ

APPLY BOND BREAKERTO SLAB EDGE

X" DIAMOND PLATE DOWEL SYSTEM @ Y" OC

DOWELED CONSTRUCTION JOINT (WHERE INDICATED ON PLAN)

SIDE OF CONSTRUCTION JOINT

2" CLEAR COVER AT EACH

1

1

CMU WALLSEE ARCHITECTURALDRAWINGS

DOWELS TO MATCH SIZE AND SPACING OF CMU WALLVERTICAL REINFORCEMENT

CMU WALL VERTICAL REINFORCEMENT

SLAB REINFORCEMENTSEE PLAN

3#4 BOTTOM CONTINUOUS#4@18"

CLWALL/STRINGER

NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF WALLS AND STAIRS

2. SEE TYPICAL SLAB ON GRADE DETAILS FOR MORE INFORMATION

STEEL STAIR STRINGER

1'-0" 1'-0"

T/SLAB ON GRADEEL SEE PLAN

T

(1'-0

" M

IN)

2T

CLR3"

CLR

3/4"

0"

1'-0"

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

FOUNDATION SECTIONS & DETAILS II

N20074.00



13 27

FO-201.00

NOT TO SCALE1

TYPICAL CONCRETE TOPPING SLAB ON GEOFOAMDETAILS FOR ELEVATED MECHANICAL UNITS

NOT TO SCALE3

TYPICAL SLAB ON GRADE DETAILS

NOT TO SCALE

TYPICAL THICKENED SLAB ON GRADE AT NON-BEARINGCMU WALL OR STAIR STRINGER

4



3 10/01/2021 ISSUED FOR 100% CD

MARK

FW1

6000

TWALL

THICKNESS

(INCH)

12 3 #6@6"

HORIZONTALCONTINUOUS

BARS

FOUNDATION WALL SCHEDULE

CONCRETESTRENGTH

f'c (PSI)

CLEARCOVER

(INCH)

LEVEL X

CELLAR LEVEL

GROUND LEVEL

FW2

FW3

REMARKS

#5@9" #5@12"

INSIDEBARS

OUTSIDEBARS

-

6000

6000

12 3 #6@9"CELLAR LEVEL

GROUND LEVEL

#5@9" #5@12"


GROUND LEVEL

#5@9" #5@12"

-

-

FW3 A

6000


GROUND LEVEL

#5@9" #5@12" CANTILEVER

FW4

6000

12 3CELLAR LEVEL

GROUND LEVEL

#5@9" #5@12"#5@9" -

DOWELS TO MATCHSIZE AND SPACINGOF HORIZONTAL BARS

PLACE ONE BAR ATOUTSIDE CORNER

HORIZONTAL REINFSEE TYPICAL BOTTOMOF FOUNDATION WALLDETAIL OR SCHEDULE

U-BARS PER TYPICAL WALL OPENING DETAIL

ADDITIONAL BARSPER TYPICAL WALL OPENING DETAIL

#4 U-BARS TO MATCHSPACING OFHORIZONTAL BARS

END OF WALL

.

TSEE PLAN

OR SCHEDULETYPICAL

VERTICAL REINFSEE TYPICAL BOTTOMOF FOUNDATION WALLDETAIL OR SCHEDULE

LTS

LTS

2'-0

"LT

S

TYPICAL

2'-0"

OPENING DETAILS

OPENINGSEE TYPICAL WALL

VERTICAL REINFORCEMENT

NOTES:

1. SEE ARCHITECTURAL DOCUMENTS FOR WATERSTOP REQUIREMENTS

2. SEE GENERAL NOTES FOR CONSTRUCTION JOINT MAXIMUM SPACING



HORIZONTAL REINFORCEMENT

OR

SC

HE

DU

LE

TS

EE

PLA

N TY

P 0"

LTS

ADDITIONAL BARS(SIZE TO MATCH INTERRUPTEDBARS) ADD 1/2 THE NUMBER OFBARS INTERRUPTED BY OPENING+ 1 ON EACH FACE TO EACH SIDEOF OPENING

1#4 x 4'-0"EACH FACE(8 TOTAL)

INTERRUPTED BAR

1#4 x 2'-6" EACH FACE (8 TOTAL)FOR OPENINGSGREATER THAN 4"

UP TO ONE HORIZONTAL BAR EACH FACEMAY BE INTERRUPTED

NOTES:

1. MINIMUM CLEAR DISTANCE BETWEEN OPENINGS IS 2 TIMES MAXIMUM OPENING SIZE

2. FOR OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS, CONTRACTOR TO SUBMIT LOCATIONS AND SPACING TO STRUCTURAL ENGINEER FOR WRITTEN APPROVAL

#4 U-BARS TO MATCHSPACING OFINTERRUPTED BARS

OPENING LESS THAN 10" OPENING 10" TO 30"

LTS TYP

PROVIDE ADDITIONAL BARS(SIZE TO MATCH INTERRUPTEDBARS) BETWEEN ADJACENTOPENINGS IF PRESENT

H

W

ADJACENT OPENING IF PRESENT (DIAGONAL BARS NOT SHOWN)

TYPICAL UNINTERRUPTED WALL REINFORCEMENT NOT SHOWN FOR CLARITY. ADJUST WALL REINFORCEMENT TO MINIMIZE NUMBER OF INTERRUPTED BARS.

TYP2"

BAR SPACING

4" TYPICALVERTICAL T

YP

ICA

L

LTS

+ W

BA

R S

PA

CIN

G

4" T

YP

ICA

LH

OR

IZO

NT

AL

TYPICAL

LTS + H2" TYP

TYP

2"

OPENING WITHOUT CUTTING VERTICAL BARS

ADJUST SPACING TO ACCOMODATE

MARK

F1

NOTES:

1. REINFORCEMENT SHALL NOT BE SPLICED WITHOUT PRIOR WRITTEN APPROVAL FROM SER.

W

SIZE

H

2'-0"

BOTTOMBARS

REINFORCEMENT

TOPBARS

f'c = SEE GENERAL NOTES

REMARKS

ISOLATED FOOTING SCHEDULE

L

-

F2 12'-0" -

F3 13'-3" 2'-6"13'-3" -

F4 REFER DETAIL 7/FO-202

10'-0"

12'-0" 2'-6"

-

-

-

18-#610'-0"

22-#7

32-#7

PROVIDE 90 DEGREE STANDARD HOOKIF Ld GREATER THANSUPPORTING MEMBER DEPTH MINUS 3 INCHES

S = COLUMN TIE SPACING S = COLUMN TIE SPACING

CLCOLUMN

CLCOLUMN

COMPRESSIONTENSIONTYPICAL UONWHERE COLUMN NOTED AS (T) IN SCHEDULE

SS

/2

LCS

TYPICAL

1 1/2" CLEARTO TIES

EM

BE

DM

EN

T L

EN

GT

H

Ldc

SC

HE

DU

LED

T/CONCRETEEL SEE PLAN

COLUMN DOWELSSEE SCHEDULE

SUPPORTINGMEMBER

T/CONCRETEEL SEE PLAN

COLUMN VERTICALREINFORCEMENTSEE COLUMN SCHEDULE

COLUMN TIESSEE COLUMN SCHEDULENOTES

EM

BE

DM

EN

T L

EN

GT

H

Ldh

OR

Ldc

(W

/HO

OK

)S

CH

ED

ULE

D

WH

ICH

EV

ER

IS

GR

EA

TE

R

IF H

OO

K I

S R

EQ

'D

LTS

SS

/2

EM

BE

DM

EN

T L

EN

GT

H

LdS

CH

ED

ULE

D

TYPICAL

1 1/2" CLEARTO TIES

COLUMN DOWELSSEE SCHEDULE

SUPPORTINGMEMBER

COLUMN VERTICALREINFORCEMENTSEE COLUMN SCHEDULE


T/GRADE SLABEL SEE PLAN

T/GRADE SLABEL SEE PLAN

8 7

F

6

G

#5@9"-B3-15'-6"

3' -

9 1/

32"

4'-6"

F4

#5@

9"-B

3-15

'-6"

5' - 0"

5'-0"

2'-6"

REBAR LEGEND

#X@Y"-BZ-A'-A"

BAR SPACING

BAR LENGTHBAR SIZE(SEE SCHEDULE)

LAYER

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

FOUNDATION SECTIONS & DETAILSIII

N20074.00



14 27

FO-202.00


FOUNDATION WALL SCHEDULE


TYPICAL FOUNDATION WALL DETAIL - PLANSCALE: NOT TO SCALE

2

TYPICAL VERTICAL CONSTRUCTION JOINTIN CONCRETE WALL


TYPICAL WALL OPENING DETAILS


ISOLATED FOOTING SCHEDULE


TYPICAL BOTTOM OF COLUMN1" = 10'-0"

LIFT PIT FOUNDATION DETAILS -SHOWING ADDITIONALREBAR OVER #6@9" OC UNIFORM MESH AT TOP ANDBOTTOM

7



3 10/01/2021 ISSUED FOR 100% CD

2'-6

"LA

P S

PLI

CE

10'-0" WATERPROOFING(REFER ARCH DETAILS)

1'-0

"

LTS LTS


DOWELS TO MATCH VERT WALL REINF SIZE & SPACING

#6@9" V OF

#5@9 V IF

#5@12 H EF

1'-0"

CL WALL

1'-6

"

T/CORBELEL SEE ARCH

#5@12" OC

3"

1'-0"(T

YP

)

1'-0

"

2"

2#5 CONTINUOUS

PRECAST PANELPER ARCH

2'-6

"LA

P S

PLI

CE

14'-0"

WATERPROOFING(REFER ARCH DETAILS)

1'-0

"

LTS LTS



#5@9 V IF

#5@12 H EF

CL WALL

1'-6

"

#6@6 V OF

1'-0"

T/CORBELEL SEE ARCH

#5@12" OC

3"

1'-0"

(TY

P)

1'-0

"

2"

2#5 CONTINUOUS


1'-4

"LA

P S

PLI

CE

6'-0" WATERPROOFING(REFER ARCH DETAILS)

1'-0

"

LTS LTS



#5@9 V IF

#5@12 H EF

1'-0"

CL WALL

#6@12 V OF

10"

T/CORBELEL SEE ARCH

#5@12" OC

3"

10"

(TY

P)

1'-0

"

2"

2#5 CONTINUOUS


1'-4

"

7'-0"

1'-0"

CL WALL

1'-6

"

1'-4

"

1'-0"

CL WALL

RAMP SLAB ON GRADE

NOTE: BACKFILL AND RAMP SLAB TO BE COMPLETED AFTER GROUND SLAB IS CAST

VARIES

SEE TYPICAL BOTTOMOF FOUNDATION WALLDETAIL OR SCHEDULE

#5@12" MINIMUM

1-#4 CONT

CONCRETE SLABSEE PLAN

.

T/SLABEL SEE PLAN

OR SCHEDULE

TSEE PLAN

6"

BEND DOWNAS REQUIRED

PROVIDE DOWELSTO MATCH THE LARGEROF SLAB TOP BARSOR #5@12"

2'-6" MIN

LTS

ROUGHEN TO1/4" AMPLITUDE

LTS

2'-6

"

PRECAST PANEL AND CORBEL BELOW, SEE SEPARTE DETAILS

5'-0"

WATERPROOFING(REFER ARCH DETAILS)

1'-0

"

LTS LTS



#5@6 V OF

#5@12 H EF

#5@9 V IF

LAP

SP

LIC

E

#6@12" OC

#6@12" OC

1'-6

"

1'-4

"

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

FOUNDATION SECTIONS & DETAILSIV

N20074.00



15 27

FO-203.00

SCALE: 1/2" = 1'-0"1

SECTION AT FOUNDATION WALL FW2SCALE: 1/2" = 1'-0"

2SECTION AT FOUNDATION WALL FW1

SCALE: 1/2" = 1'-0"3

SECTION AT FOUNDATION WALL FW3A

SCALE: 1/2" = 1'-0"5

SECTION AT RAMP


TYPICAL TOP OFFOUNDATION WALL WITHCONCRETE SLAB1

SCALE: 1/2" = 1'-0"6

SECTION AT TANK WALL



3 10/01/2021 ISSUED FOR 100% CD

GROUND LEVELEL 20' - 0"

7 5

MID ROOFEL 43' - 11"

UPPER ROOFEL 60' - 0"

6

W18X60

W14

X14

5

W14

X82

4.9

W21X50

EL 58'-6"

EL 21'-9"

EL 5'-1"

3

S-302

HSS10X10X1/4 HSS10X10X1/4

HSS10X10

X1/2HSS10X10X1/2

V15P5

V15P5

50

V35P5

V35P5

50

65100

18'-5" 17'-9"


7 5



6

W27X84

W14

X82

W14

X74

HSS10X10X1/2

4.9

HSS10X10X1/2

W16X31

EL 58'-6"

EL 21'-9"

EL 5'-1"

HSS10X10X1/2

HSS10X10X1/2

V15P5

V15P5

7070

6565

V15P5

V15P5

15'-9" 14'-9"


CD



W14

X82

W14

X82

HSS10X1

0X1/

2 HSS10X10X1/2

PER PLAN

EL 28'-9"

EL 5'-1"

W14X34

4

S-302

HSS10X10

X1/2HSS10X10X1/2

RHS 16X12X5/16

100 100

V40P5

V40P5

V15P30

V15P30

5050


BC




W14

X74

PER PLAN

EL 28'-9"

EL 5'-1"

W14X34

W14

X74

W12X19

HSS10X

10X1

/2

HSS10X10X1/2

V40P5

V40P5

105 105

V15P5

V15P5

125 125


5 3



4


V15P5

W14

X74

W12

X74

4.9

W12

X40

PER PLAN

EL 28'-9"

EL 5'-1"


W24X68 W24X68

W21X44

V15P5

155155

V50P5

V50P5

V50P5

V50P5

120 120


5 3



W14

X74

W14

X74

V15P5

V20P5

4.9


EL 58'-6"

EL 21'-9"

EL 5'-1"


W24X62

V15P5

V20P5

155 155

W18X40W18X40

155 155



EF

W14X22


W12

X74

W14

X74

PER PLAN

EL 5'-1"

HSS10X

10X1

/2

HSS10X10X1/2

V25P5

V25P5

W24X76

105

105

V90P90

V90P90

W24X76

90 90

GENERAL BRACED FRAME NOTES:

1. REFER TO PLANS FOR TOP STEEL ELEVATIONS ANDFOR GRIDLINE DIMENSIONS

2. ALL FORCES (KIPS) ARE FACTORED AND ARE TO BECONSIDERED FULLY REVERSIBLE UNLESS OTHERWISENOTED AS FOLLOWS:

+XXX INDICATES TENSION ONLY-XXX INDICATES COMPRESSON ONLY

3. IF NOT INDICATED DESIGN BRACED FRAME BEAM TO COLUMNCONNECTIONS FOR A MINIMUM TRANSFER FORCE OF XX KIPS

4. SEE TYPICAL BRACE CONNECTION DETAILS

5. ALL BRACE AND BEAM MEMBERS ARE ORIENTED WEB VERTICALUNLESS OTHERWISE NOTED ON ELEVATION AS FOLLOWS:

(H) INDICATES MEMBER WITH WEB ORIENTED HORIZONTAL

6. SEE PLAN FOR COLUMN ORIENTATION

7. SEE STEEL COLUMN SCHEDULE FOR SHEAR BASE MARK AND SCHEDULE

8. SEE STEEL BEAM LEGEND ON FRAMING PLAN FOR KEY TO BEAMDATA AND FOR FORCES NOT SHOWN

9. ALL BRACED FRAME LINE DIAGRAMS DENOTE CENTERLINES FORBEAMS AND COLUMNS AND WORKING LINES FOR BRACES(SEE BRACE DETAILS)

10. MINIMIZE UNBRACED LENGTH OF GUSSET AT BRACE TO GUSSETCONNECTIONS

LEGEND:

TFXX INDICATES FACTORED AXIAL FORCE TRANSFERRED THROUGHTHE CONNECTION JOINT INTO THE FAR MEMBER IN KIPS

TSXX INDICATES FACTORED TENSION COLUMN SPLICE FORCEOR NET UPLIFT AT BASE IN KIPSSEE TENSION / MOMENT COLUMN SPLICE DETAIL

EPX INDICATES SHEAR EMBED PLATESEE SCHEDULE AND NOTE 7 ABOVE



E F

EL 21'-9"

EL 5'-1"

W24X62

HSS10X10X3/16 HSS10X10X3/16

W14

X82

W14

X82

LOW GIRT CLEL 44' - 3"

2020

V15P15

V15P15

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

LATERAL BRACING ELEVATIONS

N20074.00



16 27

S-300.00

SCALE: 1" = 10'-0"1

LATERAL BRACING ELEVATION 1 - GRID BSCALE: 1" = 10'-0"

2LATERAL BRACING ELEVATION 2 - GRID F

SCALE: 1" = 10'-0"3

LATERAL BRACING ELEVATION 3 - GRID 5SCALE: 1" = 10'-0"

4LATERAL BRACING ELEVATION 3 - GRID 11

SCALE: 1" = 10'-0"5

LATERAL BRACING ELEVATION 5 - GRID ESCALE: 1" = 10'-0"

6LATERAL BRACING ELEVATION 5 - GRID F

SCALE: 1" = 10'-0"7

LATERAL BRACING ELEVATION 6 - GRID 1

SCALE: 1" = 10'-0"9

LATERAL BRACING ELEVATION 6 - GRID 9



3 10/01/2021 ISSUED FOR 100% CD


5


6

EL 5'-1"

W14X30W

12X

40

W14

X74

EL 21'-9"

V25M160

V25M160


B


A

EL 21'-9"

EL 5'-1"

W12X14

W12

X40

W14

X14

5

V15M20

V25M20


B


A

EL 21'-9"

EL 5'-1"

W12X14

W12

X40

W14

X82

V15M55

V15M55


11


12

EL 21'-9"

EL 5'-1"

W12

X40

W14

X74

W12X14

V15M20

V15M20


11


12

W12

X40

W12

X82

V15M30

EL 21'-9"

EL 5'-1"

V15M30

W12X14



F G

EL 21'-9"

EL 5'-1"

W14

X82

W12

X82

W12X14

V15M20

V15M20



F G

EL 21'-9"

EL 5'-1"

W14

X82

W12

X40

W12X14

V15M25

V15M25



6

EL 21'-9"

EL 5'-1"

W12

X40

W12

X74

W16X31

V25M140

V25M140



F G

EL 21'-9"

EL 5'-1"

W12X14

W12

X40

W14

X74

V15M20

V15M20



F G

EL 21'-9"

EL 5'-1"

W12X14

W14

X74

W12

X40

V15M30

W12X14

V15M30


3


4

EL 21'-9"

EL 5'-1"

W18X35

W12

X40

W12

X40

V25M90

V25M90



F G

EL 21'-9"

EL 5'-1"

W12X14

W14

X74

W12

X40

V15M20

V15M20



ED.2 D.5

EL 21'-9"

EL 5'-1"

W12

X40

W12

X74

V15M55

W12X14

V15M55



ED.2 D.5

EL 21'-9"

EL 5'-1"

W12X14

W12

X74

W12

X40

V15M30

V15M30


3


4

EL 21'-9"

EL 5'-1"

W21X50

W12

X40

W12

X40

V40M135

V40M135

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

MOMENT FRAME ELEVATIONS

N20074.00



17 27

S-301.00

SCALE: 1" = 10'-0"1

MOMENT FRAME ELEVATION 1 - GRID A

SCALE: 1" = 10'-0"2

MOMENT FRAME ELEVATION 2 - GRID 9SCALE: 1" = 10'-0"

3MOMENT FRAME ELEVATION 3 - GRID 7

SCALE: 1" = 10'-0"4

MOMENT FRAME ELEVATION 5 - GRID BSCALE: 1" = 10'-0"

5MOMENT FRAME ELEVATION 6 - GRID F

SCALE: 1" = 10'-0"6

MOMENT FRAME ELEVATION 7 - GRID 9SCALE: 1" = 10'-0"


SCALE: 1" = 10'-0"8

MOMENT FRAME ELEVATION 9 - GRID GSCALE: 1" = 10'-0"


SCALE: 1" = 10'-0"10

MOMENT FRAME ELEVATION 11 - GRID 4.9

SCALE: 1" = 10'-0"11

MOMENT FRAME ELEVATION 12 - GRID GSCALE: 1" = 10'-0"


SCALE: 1" = 10'-0"13

MOMENT FRAME ELEVATION 14 - GRID 4.9SCALE: 1" = 10'-0"


SCALE: 1" = 10'-0"15

MOMENT FRAME ELEVATION 16 - GRID D.2

1 10/01/2021 ISSUED FOR 100% CD


11 10 9 8 7 5 3 2 1



612

CELLAR LEVELEL 6' - 6"

2

S-302

44.9

HIGH GIRT CLEL 50' - 10"


T/SIDEWALK, SEE ARCH

B/CORBEL, SEE SECTION

T/CORBEL ALIGNED WITH B/ PRECAST PANEL PER ARCH

T/GROUND FLOOR SLAB

1 '-0

"

ALIGN WITH AS INDICATED, CONFIRM OFFSET WITH PANEL SUPPLIER

CL OF VERTICAL GIRT AND LOW ROOF BEAM BELOW, TYP

TRANSLUCENT CLADDING PANEL, COORDINATE LOCATION WITH ARCH, TYP

2"

HSS8X3X3/16 GIRTS, TYP




EF D.2G D.5

4

S-302






T/GROUND FLOOR SLAB

1 '-0 "

10' MAX



BCD



A


5

S-302

D.2

4

S-302






T/GROUND FLOOR SLAB

1' -0"10' MAX



5321




2

S-302

4 4.93

S-302






T/GROUND FLOOR SLAB

1'-0

"

10' MAX



11109875



6 12


6

S-302

4.9 9.1

3

S-302






T/GROUND FLOOR SLAB

1'- 0"




2"



1

S-302

B C D



E FA


5

S-302

D.2 GD.5





T/GROUND FLOOR SLAB

1'- 0"


2"




© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

PERIMETER ELEVATIONS

N20074.00



18 27

S-302.00

SCALE: 1/16" = 1'-0"1

SITE ELEVATION - WEST

SCALE: 1/16" = 1'-0"2

SITE ELEVATION - SOUTH AT WESTSCALE: 1/16" = 1'-0"

3SITE ELEVATION - SOUTH AT EAST

SCALE: 1/16" = 1'-0"4

SITE ELEVATION - EAST AT SOUTHSCALE: 1/16" = 1'-0"

5SITE ELEVATION - EAST AT NORTH

SCALE: 1/16" = 1'-0"6

SITE ELEVATION - NORTH

1 10/01/2021 ISSUED FOR 100% CD

#5@12"DOWELS TOPWHERE NO TOP BARS EXIST

JOINT LOCATED IN MIDDLETHIRD OF SLAB CLEAR SPAN

ROUGHEN CONTACTSURFACE TO 1/4" AMPLITUDE

SLAB BOTTOM BARSCONTINUOUS THROUGH JOINTSEE PLAN OR SCHEDULE

NOTES:

1. CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LAYOUT PLAN FOR SER APPROVAL

2. FOR SLAB REINFORCEMENT NOT SHOWN, SEE PLAN OR SCHEDULE

CLSUPPORT

CLSUPPORT

2'-0" 2'-0"

T/SLABEL SEE PLAN

OR

SC

HE

DU

LE

TS

EE

PLA

N

.

PERMITED

L/3NO JOINTS L/3

PERMITED

L/3NO JOINTS

2-#5 T&B CONT MIN

#5@12"TADDITIONAL

D LESS THAN T MINUS 2 INCHESBOTTOM BARS INTERRUPTED BY STEP

T/SLABEL SEE PLAN

T

2'-6"

1'-0" MIN

6D

6" M

AX

D

T/SLABEL SEE PLAN

T

T/SLABEL SEE PLAN

T

T/SLABEL SEE PLAN

T

SLAB BOTTOM BARSSEE PLAN OR SCHEDULE




SLAB TOP BARSSEE PLANOR SCHEDULE

SLAB TOP BARSSEE PLAN ORSCHEDULE

MINIMUM OVERALL LENGTH OF TOP BARS AS INDICATED ON PLAN

LTS

.

.

6" M

AX

D

D LESS THAN T MINUS 2 INCHESTOP AND BOTTOM BARS INTERRUPTED BY STEP

LTS Ld MIN

1'-0" MIN

6D

LTS

.

.

.

.

2-#5 T&B CONT MIN

NOTES: ADDITIONAL BARS

1. PROVIDE ADDITIONAL BARS ON EACH SIDE OF OPENING FOR TOP AND BOTTOM BARS THAT ARE INTERRUPTED BY OPENINGS DISTRIBUTE REPLACEMENT BARS EQUALLY TO BOTH SIDES OF OPENING AT 3" SPACING

2. PROVIDE A MINIMUM OF 2 BARS EACH SIDE OF OPENING TOP AND BOTTOM WHERE NO TOP BARS ARE PRESENT, PROVIDE ADDITIONAL TOP BARS SHOWN ABOVE

3. AT CLUSTERED OPENINGS, PROVIDE THESE ADDITIONAL BARS AROUND THE CLUSTER PLUS THE ADDTIONAL BARS SHOWN IN THE CLUSTERED OPENING DETAIL

SLABOPENING

UNINTERRUPTEDBARS

INTERRUPTEDBARS

OPENING SIZE(LARGER DIMENSION

OF OPENING)

SLABOPENING

1-#4 TOP BARSFOR OPENINGSGREATER THAN1'-0"

12" - 36"

0 - 12"

NOTES:

1. REFER TO PLANS FOR ADDITIONAL BARS AROUND OPENINGS

2. SEE STRUCTURAL DRAWINGS FOR QUANTITY AND LOCATIONS OF OPENINGS. CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH MEP DRAWINGS NOTIFY STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES FOR REVIEW AND APPROVAL

3. FOR TWO-WAY SLAB SEE TYPICAL TWO-WAY SLAB OPENING LIMITATIONS. FOR OPENING NOT MEETING LIMITATIONS OR GREATER THAN 3 FEET, SUBMIT OPENINGS TO SER FOR APPROVAL

4. FOR ONE-WAY SLABS WHERE THE OPENING DIMENSION PERPENDICULAR TO THE DIRECTION OF THE SPAN IS GREATER THAN 2 FEET, SUBMIT OPENINGS TO SER FOR APPROVAL

5. WHERE ADJACENT OPENINGS ARE NOT SEPARATED BY 2X THE LARGEST OPENING DIMENSION OR WOULD INTERRUPT THE ADDITIONAL REINFORCEMENT FROM THE ADJACENT OPENING, SUBMIT OPENINGS TO SER FOR APPROVAL

TOP BARSALL SIDE

1 - #4

NONE

ADDITIONAL BARS WHERE BARS ARE INTERRUPTED ADDITIONAL TOP BARS WHERE NO TOP BARS ARE PRESENT

ADDITIONAL TOP BARS

L + LT S2 x Ld W

L + LT S2 x Ld

W +

LT

S2

x Ld

L

W +

LT

S2

x Ld

3" TYP

3" TYP

L + LT S2 x Ld W

L + LT S2 x Ld

W +

LT

S2

x Ld

L

W +

LT

S2

x Ld

ADDITIONAL BARS AT EACH LAYER (SIZE TO MATCH INTERRUPTED BARS) ADD 1/2 THE NUMBER OF BARS INTERRUPTED BY OPENING + 1 ON EACH SIDE OF OPENING

LARGER OFL + LTS

OR 2 x Ld WL + LTS

2 x Ld

WL + LTS

2 x LdL + LTS

2 x Ld

"A "

1'-6"

"B"

TYPICAL SLAB REINFORCEMENT1-#4 TOP AND BOTTOM

CLUSTERED OPENING ADDITIONAL REINFORCEMENT

NOTES: CLUSTERED OPENINGS

1. THE REINFORCEMENT REQUIREMENTS AT CLUSTERED OPENING ARE IN ADDITION TO THE TYPICAL SLAB OPENING DETAIL REQUIREMENTS AROUND THE ENTIRE CLUSTER

2. FOR ONE-WAY SLABS, WHEN CLUSTERED OPENING IS GREATER THAN 2 FEET, SUBMIT TO SER FOR APPROVAL.

3. FOR TWO-WAY SLABS, WHEN CLUSTERED OPENING DOES NOT MEET TWO-WAY SLAB OPENING LIMITATIONS OR IS GREATER THAN 3 FEET, SUBMIT TO SER FOR APPROVAL

MA

X

3'-0

".

MAX

3'-0".

OPENING SIZE FOR DETERMININGSLAB REINFORCEMENT ATCLUSTERED OPENINGS

TYPICAL OR HOOK

CLEAR DISTANCE TOADJACENT OPENING

LESS THAN 1'-0"

CLE

AR

DIS

TA

NC

E T

OA

DJA

CE

NT

OP

EN

ING

LES

S T

HA

N 1

'-0"

3'-0

" M

AX

MAX

3'-0".

3'-0

" M

AX

MAX

3'-0" .

1-#4 TOP AND BOTTOM

TYPE 1 TYPE 3TYPE 2SEE TYPE 1 FOR INFORMATION NOT SHOWN SEE TYPE 1 FOR INFORMATION NOT SHOWN

1-#4 TOP AND BOTTOM



NOTES:

1. INDICATES ZONE WHERE OPENINGS ARE NOT PERMITTED WITHOUT WRITTEN APPROVAL BY SEROPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS MUST BE COORDINATED AND APPROVED BY SER

2. OPENINGS MEETING THE LIMITATIONS ABOVE SHALL BE PROVIDED WITH REINFORCEMENT AS SHOWN ON PLAN AND FOLLOWING TYPICAL SLAB OPENING DETAILS INCLUDING ADDITIONAL BARS FOR INTERRUPTED REINFORCEMENT

3. OPENINGS SHALL BE SHOWN ON COORDINATED PENETRATON DRAWINGS AND REINFORCEMENT SHOP DRAWINGS FOR SER REVIEW

4. OPENINGS NOT MEETING THESE LIMITATIONS MUST BE SUBMITED TO THE SER FOR COORDINATION, DESIGN, AND APPROVAL PRIOR TO SUBMITTING SHOP DRAWINGS

COLUMN

CLCOLUMN

CLCOLUMN

CLCOLULMN

CLCOLUMNS

/2

CO

LUM

N S

TR

IPM

IDD

LE S

TR

IP

S/2

CO

LUM

N S

TR

IP

MA

X

S/2

MAX

L-S/2

MAX

S/8

MA

X

S/8

S/2

COLUMN STRIP MIDDLE STRIP

S/2

COLUMN STRIP

TYPICAL

1'-0".

MA

X

S/1

6

MAX

S/16

DIAMETER TYPICAL

COLUMN WIDTH OR

LONG SPAN

L

SH

OR

T S

PA

N

S

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GROUND FLOOR SECTIONS &DETAILS II

N20074.00



19 27

S-401.00


TYPICAL SLAB CONSTRUCTION JOINTSCALE: NOT TO SCALE

2TYPICAL STEP IN SLAB DETAILS


TYPICAL SLAB OPENING DETAILS


TYPICAL TWO-WAY SLAB OPENING LIMITATIONS


2 10/01/2021 ISSUED FOR 100% CD

NOTES:

1. TOP OF BEAM IS ASSUMED TO BE TOP OF SLAB UON.

2. LEFT END AND RIGHT END OF BEAM ARE DEFINED ON BEAM ORIENTATION KEY PLAN

3. WHERE REINFORCEMENT IS NOTED AS "SEE ADJ BEAM", REINFORCEMENT IS TO BE CONTINUED FROM ADJACENT BEAM

4. SEE TYPICAL BEAM SECTION DETAIL WHERE NO SIDE BARS ARE INDICATED

BAR LENGTH

BAR SIZE

NUMBER OF BARS

REINFORCEMENT LEGEND:

3#9x7'-2"

BEAMMARK

B1

B2

W

(IN)

30

12

SIZE

H

(IN)

66

36

LONG

6#6

3#6

LEFT END TOP BARS

SHORT

6#6 -

REINFORCEMENT

BOTTOM BARS

6#14

3#9

2x6#14x41'-0"

SIDE BARS

EACH FACESEE NOTE 4

3#5 EF

TYPE

4C

STIRRUPS

SIZE

#5

SPACINGFROM EACH END

6"

f'c = SEE GENERAL NOTES

REMARKS

CONCRETE BEAM SCHEDULE

LONG

RIGHT END TOP BARS

SHORT

BOTTOM BARS IN 3 LAYERS (SHORT BARS ON UPPER LAYER)

LONG SHORT

B3 24 36 5#5 5#8 3#5 EF #4

#4

B4 30 36

B5 30 36

B6 30 36

SEE ADJ BEAM 5#14

SEE ADJ BEAM

4#6 3#5 EF #4

- 3#5 EF #5

- 3#5 EF #5

10#5 EF

4#14

B7 30 36

B8 30 36

5#14

SEE ADJ BEAM

SEE ADJ BEAM

SEE ADJ BEAM

-

SEE ADJ BEAM

-

-

-

-

3#6

5#5

5#14

5#14

5#14

5#14

5#14

-

-

4#14x12'-3"

5#14x12'-3"

-

5#14x12'-3"

-

5#14

4#8

5#14

-

-

4#6x14'-4"

-

5#14x14'-4"

3#5 EF

3#5 EF

2C

4C

4C

4C

4C

4C

4C

#5

#5

6"

12"

6"

4"

4"

4"

4"



-

-

-

-

-

B9 12 74 2#7x7'-6" 2C #4 9" BOTTOM BARS IN 2 LAYERS (SHORT BARS ON UPPER LAYER)

B10 12 - - 2D #4 9"

3#7

2#524

3#7

2#5

2#7x7'-6" 3#7

2#5

2#7x8'-0" 12#5 EF

-- -

NOTES:

1. LN DENOTES LARGER OF ADJACENT SPANS

2. TOP BAR LENGTH TO BE LARGER OF LENGTH INDICATED ON PLAN AND LENGTH INDICATED ABOVE

3. ADDITIONAL MULTI-BAY BOTTOM BARS TO BE SPLICED AS SHOWN ABOVE AND EXTEND 6" INTO SUPPORT AT BAR END

CLEND

SUPPORT

CLINTERIORSUPPORT

CLINTERIORSUPPORT

SE

E P

LAN

CLE

AR

CO

VE

RCLEAR

2"

MINIMUM

0.33 L1

MINUMUM

0.33 LN

L1 - END CLEAR SPAN

MINUMUM

0.33 LN

L2 - INTERIOR CLEAR SPAN

MINIMUM

0.33 LN

SE

E P

LAN

T

MINIMUM

0.33 LN

L3

SE

E P

LAN

CLE

AR

CO

VE

R

TY

P

0".

FOR ALL BOTTOM BARS

LTS PERMITTED IN THIS REGION

TYPICAL

6".

SE

E P

LAN

DR

OP

PA

NE

LT

HIC

KN

ES

S

BOTTOM BARSSEE PLAN

TOP BARSSEE PLAN

ADDITIONALSINGLE BAYBOTTOM BARSSEE PLAN

90° STANDARD HOOKTILT FROM VERTICALIF NECESSARY TO MAINTAIN CLEAR COVER

EXTEND TWO BOTTOM BARSIN COLUMN STRIP TO PASSTHROUGH COLUMN CORESAND BE TERMINATED WITHSTANDARD 90° HOOK

DROP PANELTYPICAL

BEAM WIDTH

COLUMN OR

TYPICAL

6".

NOTES:

1. LN DENOTES LARGER OF ADJACENT SPANS

2. TOP BAR LENGTH TO BE LARGER OF LENGTH INDICATED ON PLAN AND LENGTH INDICATED ABOVE

3. ADDITIONAL MULTI-BAY BOTTOM BARS TO BE SPLICED AS SHOWN ABOVE AND EXTEND 6" INTO SUPPORT AT BAR END

CLEND

SUPPORTBEYOND

CLINTERIORSUPPORTBEYOND

CLINTERIORSUPPORTBEYOND

SE

E P

LAN

CLE

AR

CO

VE

R

CLEAR

2"

MINIMUM

0.22 L1

MINIMUM

0.22 LN

L1 - END CLEAR SPAN

MINUMUM

0.22 LN

L2 - INTERIOR CLEAR SPAN

MINIMUM

0.22 LN

MINIMUM

0.22 LN

L3

SE

E P

LAN

CLE

AR

CO

VE

R

TY

P

0".

TYPICAL

6".

SE

E P

LAN

DR

OP

PA

NE

LT

HIC

KN

ES

S

BOTTOM BARSSEE PLAN

TOP BARSSEE PLAN

ADDITIONALSINGLE BAYBOTTOM BARSSEE PLAN

6"

DROP PANEL BEYONDTYPICALTYPICAL

6".

6"

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GROUND FLOOR SECTIONS &DETAILS III

N20074.00



20 27

S-402.00

NOT TO SCALE1

FLAT PLATE REBAR PLACEMENT DETAIL


CONCRETE BEAM SCHEDULE


TYPICAL TWO-WAY FLAT SLAB - COLUMN STRIP


TYPICAL TWO-WAY FLAT SLAB - MIDDLE STRIP

1 10/01/2021 ISSUED FOR 100% CD

90 DEGREE STANDARD HOOK UON AS HEADED ORMECHANICAL ANCHORTYPICAL

SIDE BARSSEE TYPICALBEAM SECTION90 DEGREE

STANDARD HOOKAT SIDE BARS

NOTES:

1. ELEVATION AS SHOWN REPRESENTS STIRRUP ARRANGEMENT AT COLUMN SUPPORTS

2. FOR STIRRUP ARRANGEMENT AT BEAM SUPPORT SEE TYPICAL DETAILS AT BEAM JOINT SUPPORT

3. CONTRACTOR TO MINIMIZE NUMBER OF SPLICES

4. IF SPLICES ARE REQUIRED THE SPLICES SHALL BE LOCATED WHERE INDICATED ON THIS DETAIL

FACE OF BEAMBEYOND WHEREAPPLICABLE SEENOTE 1 & 2

LONG TOP BARSSEE SCHEDULE

SHORT TOP BARSSEE SCHEDULE

LONG BOTTOM BARSSEE SCHEDULE

SIDE BARSSEE TYPICALBEAM SECTION

EXTEND TOP BARS INTO SLAB

FACE OF COLUMNOR WALL WHEREAPPLICABLE

CLSPAN

CLSUPPORT

CLSUPPORT

CLSUPPORT

CLSUPPORT

2

S-403


SHORT BOTTOM BARS CENTER AT MIDSPAN UON ON SCHEDULE


SHORT BOTTOM BARSSEE SCHEDULE

END SPAN INTERIOR SPAN CANTILEVER SPAN

SCHEDULED STIRRUPS

TYPICAL

MINIMIZE 2" CLEARMIN AT ENDS

T/BEAMEL SEE PLAN

6"

0"


SHORT TOP BARS CENTER ONSUPPORT UONON SCHEDULE


SHORT TOP BARSSEE SCHEDULE

STIRRUPS

SCHEDULED

CLSPAN

SCHEDULED STIRRUPS

LEFT END RIGHT END LEFT END RIGHT END

TYPICAL

Ld

90 DEGREE HOOK UON ASHEADED OR MECHANICALANCHOR ONLY WHEREBARS CANNOT EXTENDINTO SLAB

SEE SCHEDULE LTS

TYPICAL

LTS LTS

STIRRUP TYPICAL

3" FROM FACE OFSUPPORT TO FIRST

UO

N

0" T

YP

UO

N

0" T

YP

LTS SEE SCHEDULE

LTS

STIRRUPSSEE SCHEDULE

SIDE BARSSEE NOTE 1

BOTTOM BARSSEE SCHEDULE

TOP BARSSEE SCHEDULEAND NOTE 2

NOTES:

1. IF H IS GREATER THAN 36" PROVIDE SIDE BARS #5@10" MINIMUM UNLESS OTHERWISE NOTED IN SCHEDULE

2. WHERE TWO LAYERS OF BARS ARE REQUIRED, TOP OR BOTTOM, PLACE SHORT BARS AS INNER LAYER

CLBEAM

TO SLAB REINFORCEMENT

3" FROM FACE OF SUPPORT

SEE SCHEDULE

W

EQ

EQ

EQ SE

E S

CH

ED

ULE

H

WH

ICH

EV

ER

GR

EA

TER

LEA

R D

ISTA

NC

E0'

- 1"

O

R d

b

CLEAR DISTANCE 1" OR db WHICHEVER IS GREATER

MULTIPLE LAYERSWHERE REQUIREDBY BEAM SCHEDULEOR TO AVOID SPACINGCLOSER THAN MINIMUM BAR SPACING INDICATED IN LAP SPLICE SCHEDULE

T/BEAM AND SLABEL SEE PLAN

TO

ST

I RR

UP

S

1 1/

2" C

LEA

R M

INIM

UM

TO

ST

IRR

UP

S

1 1/

2" C

LEA

R

TO STIRRUPS

1 1/2" CLEAR

LEFTEND

RIGHTEND1B2

RIG

HT

EN

DLE

FT

EN

D1B

1

LEFT

END

1B3

RIGHT

END

LEFTEND

RIGHTEND

1B4

BEAM MARKSEE SCHEDULE

LEFTEND 1PT4

RIGHTEND

RIG

HT

EN

DLE

FT

EN

D1P

T1

CANTILEVERSPAN

CANTILEVERSPAN

4 LEGS - TYPICALINTERIOR BEAM

4 LEGS - BEAM WITH TORSION

2 LEGS - TYPICALINTERIOR BEAM

2 LEGS - BEAM WITH TORSION

4 LEGS - FREESTANDING BEAM4 LEGS - EDGE BEAM

2 LEGS - EDGE BEAM 2 LEGS - FREESTANDING BEAM

W

H H

W

H

W

H

W

H

W W

H

W

H H

W

ATYPE 2A

ETYPE 4A

BTYPE 2B

FTYPE 4B

CTYPE 2C

GTYPE 4C

DTYPE 2D

HTYPE 4D


NOTES:

1. CONTRACTOR SHALL SUBMIT CONCRETE CONSTRUCTION JOINT LAYOUT FOR REVIEW AND APPROVAL (REFER TO GENERAL NOTES AND SPECIFICATIONS) PRIOR TO REINFORCEMENT SUBMITTAL.

2. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED WITHOUT WRITTEN APPROVAL FROM SER.

BOTTOM BARS CONTINUOUS THROUGH JOINTSEE SCHEDULE

SIDE BARSSEE TYPICALBEAM SECTION


T/BEAMEL SEE PLAN

H

TOP BARSSEE SCHEDULE

NOTEADDITIONALSTIRRUPS

ROUGHEN CONTACTSURFACE TO 1/4"AMPLITUDE

2" 2" LTS


BOTTOM BARSSEE SCHEDULE

TOP BARSSEE SCHEDULE

90 DEGREE STANDARDHOOK TYPICAL

TYPICAL SLABREINFORCEMENTSEE PLAN

CLBEAM

T/HIGH SLABEL SEE PLAN

T/LOW SLABEL SEE PLAN

SEE SCHEDULE

W

NOTES:

1. SEE TYPICAL BEAM SECTION FOR INFORMATION NOT SHOWN

SE

E S

CH

ED

ULE

H

COLUMN VERTICALREINFORCEMENTSEE SCHEDULE

SEE PLAN FOR SLABTHICKNESS ANDREINFORCEMENT

SEE BEAM SCHEDULE FORSIZE AND REINFORCEMENT

90 DEGREE STANDARDHOOK TYPICAL


CLCOLUMN

T/SLABEL SEE PLAN

B/BEAM OR SLABEL SEE PLAN

WHERE BEAM REINFORCEMENTTERMINATES AT COLUMNORIENT HOOK TOWARD BEAM

WHERE BEAMS FRAME INTOCOLUMN FROM FOUR SIDESTOP TIE IS LOCATED 1 1/2"BELOW SHALLOWEST BEAM

S = COLUMN TIE SPACING

TY

PIC

AL

S1

1/2"

CLCOLUMN

T/SLABEL SEE PLAN

B/SLAB

OV

ER

PO

UR

1/2"

MA

X

MIN2"

REMOVE ANY OVERPOUR AT PERIMETER OF COLUMN

16-#7

#4@6" OC

2'-6"

2'-6

"

8-#6

#4@6" OC

1'-6

"

1'-0"

A) COLUMN (30"X30") B) COLUMN (18"X12")

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

GROUND FLOOR SECTIONS &DETAILS IV

N20074.00



21 27

S-403.00


TYPICAL BEAM ELEVATIONSCALE: NOT TO SCALE

2TYPICAL BEAM SECTION


BEAM ORIENTATION KEY PLANSCALE: NOT TO SCALE

4BEAM STIRRUP TYPES


TYPICAL BEAM CONSTRUCTION JOINT - ELEVATION


TYPICAL SLAB / BEAM DETAILAT CHANGE OF SLAB ELEVATION


TYPICAL TOP OF COLUMNSCALE: NOT TO SCALE

8TYPICAL COLUMN OVERPOUR TOLERANCE

1 10/01/2021 ISSUED FOR 100% CD


TYPICAL CONC COLUMN REINFORCING

CLCOLUMN

AISC SIMPLE SHEAR CONNECTIONDOUBLE ANGLE, SHEAR END PLATE, OR EXTENDED SINGLE PLATE CONNECTION TO COLUMN WEB (DOUBLE ANGLE ON NEAR AND FAR SIDE SHOWN)

WELD OR BOLT AT BEAM WEB(DOUBLE ANGLE SHOWN)

AISC SIMPLE SHEAR CONNECTIONDOUBLE ANGLE, SHEAR END PLATEOR SINGLE PLATE CONNECTION TOCOLUMN FLANGE (SINGLE PLATE SHOWN)

NOTES:

1. WHERE BEAM AXIAL FORCE IS INDICATED BY PLAN OR NOTES, SINGLE PLATE, DOUBLE ANGLE, OR SHEAR END PLATE CONNECTION SHALL BE USED

K

WHERE NO OTHERSTIFFENERS EXIST

WHERE STIFFENER FROMTRANSVERSE CONN EXISTS

STABILIZER PLATE (3/8" MINIMUM) WELDED TO COLUMNFLANGES

EXTENDEDSINGLE PLATE

USE STIFFENERS FROMMOMENT CONNECTIONIF PRESENT IN LIEU OFSTABILIZER PLATE

SHAPEDEXTENDEDSINGLE PLATE

CLCOLUMN

CLBEAM

STABILIZERPLATE

detSTIFFENER PLATEFROM TRANSVERSECONNECTION

PLAN VIEW

SECTION AT COLUMN WEB

0' - 1 17/ 32"

VA

RIE

S

CLSUPPORTING

BEAM

SINGLEPLATESHOWN

SINGLEANGLESHOWN

SUPPORTING BEAM

NO SINGLE ANGLE OR SINGLEPLATE CONNECTIONS ATSUPPORTING BEAM ENDS

SUPPORTEDBEAM

SHEAR ENDPLATE SHOWN

DOUBLEANGLESHOWN

NOTES:

1. SUPPORTED BEAMS PRIMARILY SUPPORT DISTRIBUTED LOADS FROM SLABS OR DECKING

2. SUPPORTING BEAMS SUPPORT SIGNIFICANT POINT LOADS FROM ONE OR MORE SUPPORTED BEAMS OR FROM COLUMNS BEING TRANSFERRED. SUPPORTING BEAMS MAY BE SUPPORTED BY COLUMNS OR BY OTHER SUPPORTING BEAMS

3. FOR AISC SIMPLE SHEAR CONNECTIONS AT SUPPORTED BEAM ENDS, DOUBLE ANGLE, SINGLE PLATE, SINGLE ANGLE, OR SHEAR END PLATE MAY BE USED UNLESS OTHERWISE NOTED

4. WELDED/BOLTED OR BOLTED/BOLTED CONNECTIONS PER AISC ARE PERMITTED

WEB DOUBLER PLATE(S) SEE SCHEDULE

CL COLUMN

STIFFENER PLATES EACH SIDE TYPICAL SEE SCHEDULE

FLANGE PLATE TYPICAL

SEE DECK SUPPORTTYPICAL DETAIL

SEE BEAM SHEARCONNECTIONTYPICAL DETAILS

DIAGONAL STIFFENER PLATEPERMITTED IN LIEU OFHORIZONTAL STIFFENER WHERESLOPE DOES NOT EXCEED

2 MINIMUM

1

ORWEB DOUBLER PLATE(S)SEE SCHEDULE

SEE BEAM SHEARCONNECTIONTYPICAL DETAILS

SHIM AT BOTTOMFLANGE AS REQUIRED TYPICAL

NOTES:

1. ALL BOLTED MOMENT AND AXIAL CONNECTIONS AT A MINIMUM SHALL HAVE PRETENSIONED BOLTS IN STANDARD HOLES AT FLANGES AND WEBS UNLESS OTHERWISE NOTED

2. BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP CRITICAL BOLTS

3. AT CONTRACTOR'S OPTION, WEB DOUBLER PLATES CAN TERMINATE OUTSIDE STIFFENER PLATE. CONTRACTOR'S ENGINEER MUST FULLY DESIGN THE CONNECTION

3 SIDESSEE SCHEDULE

STIFFENER PLATES EACH SIDE TYPICAL SEE SCHEDULE

-

---

-

---

TYP

TYP

TYP

3 SIDES SEESCHEDULE

ABEAMS SAME DEPTH

(BOLTED SHOWN)B

BEAMS VARIABLE DEPTH

(WELDED SHOWN)

CL COLUMN

WELD FULL WIDTH AND DEPTH OF COLUMN

WITH SQUARE ANCHOR ROD PATTERNOUTSIDE COLUMN

ANCHOR RODS PERCOLUMN SCHEDULE ANDANCHOR ROD SCHEDULE

GROUT HOLES AS REQUIRED FOR GROUT INSTALLATION TOACHIEVE FULL BEARING (TYPICAL); (2) 2" DIAMETER VENT HOLES MINIMUM WHEN 'B' OR 'N' IS GREATER THAN 24"

FINISHED COLUMN END SURFACE

ANCHOR ROD

FINISH BASE PLATE FORPLATE THICKNESS 2" OR LESS;PRESS OR MILL BASE PLATEFOR THICKNESS 2" - 4"; AND MILL BASE PLATE FOR THICKNESS GREATER THAN 4"

NON-SHRINK GROUT

CLCOLUMN

CLCOLUMN

CLCOLUMN B

EQ

EQ

N

EQ EQ

t

2 1/2" FOR UP TO 1 1/2" DIA ROD3 1/2" FOR UP TO 2" DIA ROD4" FOR UP TO 2 1/2" DIA ROD

NOTES:

1. SEE COLUMN SCHEDULE FOR BASE PLATE SIZE, ORIENTATION AND THICKNESS

2. BASE PLATE THICKNESS SHOWN ON SCHEDULE IS A MINIMUM. DIMENSION AFTER ALL MILLING IS COMPLETED

3. COLUMN STABILITY DURING ERECTION IS RESPONSIBILITY OF CONTRACTOR

4. SEE ANCHOR ROD SCHEDULE AND TYPICAL ANCHOR ROD DETAIL FOR ADDITIONAL INFORMATION

5. CONTRACTOR'S OPTION TO FIELD WELD COLUMNS TO BASEPLATES FOR HEAVY BASEPLATES

6. ANCHOR ROD CONFIGURATION IS TO USE SQUARE PATTERN OUTSIDE COLUMN. IF SPECIFIED BASE PLATE SIZE DOES NOT PERMIT OUTSIDE PLACEMENT

USE SQUARE PATTERN INSIDE COLUMN. USE RECTANGULAR ANCHOR ROD CONFIGURATION WHERE NOTED

5/16

T/CONCRETEEL SEE PLANS, DETAILS,OR SCHEDULES

AELEVATION

BW8, W10, W12, W14 PLAN

2" M

INIM

UM

4" M

INIM

UM

CO

VE

R

T/CONCRETEEL SEE PLANS, DETAILS OR SCHEDULES

SEE ANCHOR ROD SCHEDULE FOR WELD A

FULLY TIGHTENED DOUBLE NUTS OR HEX BOLT HEAD

MINIMUM EMBEDMENT LENGTHPER ANCHOR ROD SCHEDULE /COLUMN SCHEDULE

NOMINAL GROUT THICKNESS PER SCHEDULE A

HEAVY HEX NUT

SQUARE OR ROUND PLATEWASHER WITH STANDARD HOLESIZE AND THICKNESS PERSCHEDULE A

MINIMUM ANCHOR ROD PROJECTIONABOVE BASE PLATE PER SCHEDULE ATHREAD LENGTH

BASE PLATE W/ OVERSIZED HOLE, PER SCHEDULE A

MIN PROJABOVE

BASE PL

MINWASHER

t

MINWASHER

SIZE

BASE PLHOLE DIA

ANCHORROD

DIAMETER

SCHEDULE A

NOMINALGROUT

THICKNESS

ANCHOR ROD PER ANCHOR RODSCHEDULE / COLUMN SCHEDULE

BOTTOM OF CONCRETE

BOTTOM OF BASE PLATE

SETTING NUT AND PLATE WASHER (1/2" MINIMUM WASHER THICKNESS) OR SHIM STACK AT CONTRACTOR'S OPTION / COORDINATION

1' -

2 3/

4"

0' -

4"

0' -

5 1/

2"0'

- 3

3/4"

1' -

11 5

/16"

3/4" 1-5/16" 2" 1/4" 3" 2"

1" 1-13/16" 3" 3/8" 3-1/2" 2"

1-1/4" 2-1/16" 3" 1/2" 4" 3"

1-1/2" 2-5/16" 3-1/2" 1/2" 4" 3"

1-3/4" 2-3/4" 4" 3/4" 5" 3"

2" 3-1/4" 5" 3/4" 5" 4"

2-1/2" 3-3/4" 5-1/2" 1" 5-1/2" 4"

0' -

2 1/

2"

A

1

ANCHOR RODS

4

REMARKS

ANCHOR ROD SCHEDULE

NUMBER TYPEEMBED LENGTH

3/4" DIA ASTM F1554 GR 55 (SUPP S1) 1'-6"

ANCHORROD

MARK

2

3

4

5

NOTES:

1. SEE TYPICAL ANCHOR ROD AND BASE PLATE DETAILS

2. WHERE WELD 'A' IS NOT SHOWN, TACK-WELD AS REQUIRED FOR ERECTION

WELD A

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

STEEL DETAILS I

N20074.00



22 27

S-500.00

NOT TO SCALE3

TYPICAL BEAM TO COLUMN SHEAR CONNECTION

NOT TO SCALE4

TYPICAL EXTENDED PLATE BEAM TOCOLUMN WEB SHEAR CONNECTION

NOT TO SCALE5

TYPICAL BEAM TO BEAM SHEAR CONNECTION (4TYPES)

NOT TO SCALE6

TYPICAL BEAM TO COLUMN FLANGE MOMENT CONNECTION - BOLTED/WELDED


TYPICAL BASE PLATE DETAILSCALE: NOT TO SCALE

2TYPICAL ANCHOR ROD DETAIL


ANCHOR ROD SCHEDULE



3 10/01/2021 ISSUED FOR 100% CD

TYPICAL FULL HEIGHT FITTED STIFFENER AT SPANDREL OR BRACED BEAM CONNECTIONAT FIRST ADJACENT BEAM EACH SIDE OF THE WORK POINT

WP

AT BRACE WORK POINT(S) PROVIDE EITHER TYPICAL SPANDREL OR BRACED BEAM KICKER CONNECTION OR TYPICAL FULL HEIGHT FITTED STIFFENER AT SPANDREL OR BRACED BEAM CONNECTION IF BEAM IS PRESENT

CLBEAM

2L, 2C, 4L, HSS OR W BRACESEE TYPICAL DETAILS FOR BRACE TO GUSSET CONNECTION

CL

BRACE

NOTE:

1. BRACE WORK POINTS ARE ECCENTRIC AT SIMILAR CONDITION

.

CLBRACE

TY

PIC

AL

MIN

IMIZ

E

GUSSETPLATE

TYPICAL FULL-HEIGHTUNFITTED STIFFENERAT BRACED BEAMCONNECTION TYPICAL UON

Kde

t

WP

STIFFENER PLATE3/8" THK MINIMUM

CLBEAM


CL

BRACE

TYPICAL FULL HEIGHT FITTED STIFFENER AT SPANDREL OR BRACED BEAM CONNECTIONAT FIRST ADJACENT BEAM EACH SIDE OF THE WORK POINT

AT BRACE WORK POINT(S) PROVIDE EITHER TYPICAL SPANDREL OR BRACED BEAM KICKER CONNECTION OR TYPICAL FULL HEIGHT FITTED STIFFENER AT SPANDREL OR BRACED BEAM CONNECTION IF BEAM IS PRESENT

GUSSETPLATE

MIN

IMIZ

E

TYPICAL FULL-HEIGHTUNFITTED STIFFENERAT BRACED BEAMCONNECTION TYPICAL UON

Kde

t

COLUMN WEB

CONN OUTSIDE OF COLUMNCONN WITHIN COLUMN

EXTENDED SINGLE PLATE

STABILIZER PLATE

WP

..

CLCOLUMN

CLBEAM


GUSSET PLATE CENTERED ON BEAM WEB

CL

BRACECL BRACE

2L, SHEAR END PLATEOR SINGLE PLATE(2L SHOWN)

TY

PIC

AL

MIN

IMIZ

E

3 SIDES

3 SIDES

2L, SHEAR END PLATEOR SINGLE PLATE(2L SHOWN)


2L, END PLATE, OR SINGLE PLATE

GUSSET PLATECENTERED ON BEAM WEB

WP

CLBEAM

CLCOLUMN

CL

BRACE

CLBEAM

MIN

IMIZ

E

3 SIDES

3 SIDES

1" MAXIM

UM TO END OF

SLOT SEAL AT EXTERIOR

LOCATIONS

SLOT WIDTH: GUSSET THICKNESS + 1/8" MAXIMUM PROVIDE RADIUS AT END OF SLOT IN HSS

CAP AND SEAL WELD AT EXTERIOR LOCATIONSTYPICAL

WP

0' - 1"

GUSSET PLATE

CL

HSS

SLOTTED HSS

NOTE:

1. ERECTION BOLTS (IF REQUIRED) NOT SHOWN

TYPICALEACH SIDEOF GUSSET

A

GUSSET PLATE

END PLATE

DETAIL A

WP

GUSSET PLATE

CL

HSS

HSS

HSS

CL

HSS

1/2"

WELD FORECCENTRICITY

1" MAXIM

UM TO END

OF SLOT SEAL AT

EXTERIOR LOCATIONS

GUSSET PLATE

SLOT WIDTH :GUSSET THICKNESS + 2X SPLICEPROVIDE RADIUS EQUAL TO 1/2 SLOT WIDTH AT END OF SLOT IN HSS

DETAIL A

GUSSET PLATE

SPACER PLATE TO MATCH GUSSET


WP

A

0' - 1"

CL

HSS

CL

HSS

SLOTTED HSS

SLOTTED HSS

1/2"

SPLICE PLATE

1" MAXIM

UM TO END OF

SLOT SEAL AT

EXTERIOR

LOCATIONS

2L EACH SIDE


WP

0' - 1"

GUSSET PLATE

CL

HSS

1/2"

THROUGH PLATE TO MATCH GUSSET

SLOTTED HSS

1" MAXIM

UM TO END OF

SLOT SEAL AT EXTERIOR

LOCATIONS


WP

0' - 1"

GUSSET PLATE

CL

HSS

THROUGH PLATE TO MATCH GUSSET

SLOTTED HSS

1/2"

WEB CONNECTION PLATE OR WT (NS & FS) OR 4L ANGLES

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

STEEL DETAILS II

N20074.00



23 27

S-501.00

SCALE: 3/4" = 1'-0"1

TYPICAL CONCENTRIC BRACE CONNECTION TO BEAMSCALE: NOT TO SCALE

2TYPICAL ECCENTRIC BRACE CONNECTION TO BEAM

SCALE: 3/4" = 1'-0"3

TYPICAL BRACE CONNECTION TO COLUMN WEB AND BEAM

SCALE: 3/4" = 1'-0"4

TYPICAL BRACE CONNECTION TO COLUMN FLANGE AND BEAMSCALE: 1 1/2" = 1'-0"

5TYPICAL SLOTTED HSS BRACE TO GUSSET CONNECTION - WELDED

SCALE: 1 1/2" = 1'-0"6

TYPICAL ONE SIDED HSS BRACE TO GUSSET CONNECTION

SCALE: 1 1/2" = 1'-0"7

TYPICAL SLOTTED HSS BRACE TO GUSSETCONNECTION WITH SPLICE PLATES

SCALE: 1 1/2" = 1'-0"8

TYPICAL SLOTTED HSS BRACE TO GUSSETCONNECTION WITH CLAW ANGLES

SCALE: 1 1/2" = 1'-0"9

TYPICAL HSS BRACE TO GUSSET CONNECTION WITHWT / CHANNEL / SPLICE PLATE NS & FS



3 10/01/2021 ISSUED FOR 100% CD

A

-

REMARKS

COLUMN MARK

SHEAR BASE MARK

ANCHOR BOLT MARK

BASE PLATE SIZE(B X N X t)

LOW MID ROOF

UPPER ROOF

COLUMN MARK

1

18"X

18"X

0.75

"W

12X

40

20

25

XXX

XXX

B-5,C-5, D-5

1

21"x

21"x

0.75

"W

14X

82W

14X

82

50

65

C-7,C-9,D-7,D-9,E-7,E-9,

E-5'

1

23"x

23"x

1"W

14X

90

130

135

W14

X90

103

105

C-7,C-9,D-7,D-9,E-5,E-7,

E-9

E-4.9, F-1, F-4.9,F-5

1

21"x

21"x

0.75

"W

14X

74

35

50

W14

X74

10

15

G9

1

21"x

21"x

0.6

25"

W14

X82

20

30

-

XXX

XXX

G9

E-4

1

18"x

18"x

0.75

"W

12X

40

25

40

W12

X40

10

15

A-9.1, B-9.1

1

18"x

18"x

0.75

"--

XXX

XXX

--

XXX

XXX

REMARKS

COLUMN MARK

SHEAR BASE MARK

ANCHOR BOLT MARK

BASE PLATE SIZE(B X N X t)

LOW MID ROOF

UPPER ROOF

COLUMN MARK

A-9, D.2-2, D.2-3, D.2-4

1

18"x

18"x

0.75

"W

12X

40

25

30

--

XXX

XXX

A-5, A-6, A-7, A-8, G-5, G-6, G-7, D.2-4.9, D.2-1

A-9, D.2-2, D.2-3, D.2-4

--

1

21"x

21"x

1.1

25"

W14

X82

90

130

W14

X82

55

70

B-7,F-7,F-9, F-11

B-5,C-5, D-5

B-11,C-11,D-11,E-1, E-11, E-3,

F-3

1

21"x

21"x

1.1

25"

W14

X74

65

75

W14

X74

E-4.9, F-1, F-4.9,F-5

B-11,C-11,D-11,E-1, E-11, E-3,

F-3

E-4A-9.1, B-9.1

B-9

1

23"x

23"x

1"W

14X

145

85

130

W14

X14

5

55

70

B-9B-7,F-7,F-9, F-11

1

18"x

18"x

0.6

25"

W12

X40

20

25

XXX

XXX

A-12, A-11, B-12, C-12, D-12, E-12, F-12, G-1, G-2, G-3, G-4,

G-4.9, G-11, G-12,

--

HIGH MID ROOF

--

W14

X74

35

50

W14

X82

20

30

W12

X40

10

15

HIGH MID ROOF

--

XXX

XXX

W14

X82

70

90

W14

X74

W12

X40

A-12, A-11, B-12, C-12, D-12, E-12, F-12, G-1, G-2, G-3, G-4,

G-4.9, G-11, G-12,

A-5, A-6, A-7, A-8, G-5, G-6, G-7, D.2-4.9, D.2-1

20

25

XXX

XXX

W12

X40

15

25

W14

X82

50

65

50

65

W14

X14

5

55

70

65

75

55

55

W14

X90

103

105

NOTES:

1. FOR TOP OF STRUCTURAL SLAB ELEVATIONS SEE PLANS

2. FOR TYPICAL COLUMN, ANCHOR ROD, AND SHEAR BASE DETAILS, SEE S-500 SERIES DRAWINGS

3. INDICATES COLUMN SPLICE

4. THE DESIGNATION "SEE ELEV" INDICATES THAT THE COLUMN IS PART OF THE LATERAL FORCE RESISTING SYSTEM. SEE MOMENT FRAME OR BRACED FRAME ELEVATIONS FOR COLUMN INFORMATION

5. FOR BASE PLATE SIZE BxNxt, WIDTH 'B' IS ORIENTED PARALLEL TO COLUMN FLANGE AND LENGTH 'N' IS ORIENTED PARALLEL TO COLUMN WEB. FOR RECTANGULAR AND ROUND HSS COLUMNS, WIDTH 'B' IS ORIENTED PARALLEL TO XXX AND LENGTH 'N' IS ORIENTED PARALLEL TO YYY

6. FOR BOTTOM OF BASE PLATE ELEVATION REFER TO TYPICAL ANCHOR ROD DETAIL

7. COLUMN LOADS SHOWN ON SCHEDULE ARE AS FOLLOWS:

XXX = SERVICE AXIAL DEAD LOAD IN KIPS x 1.2XXX = SERVICE AXIAL LIVE LOAD IN KIPS x 1.6

8. ALL COLUMN SHAFTS SHALL BE FABRICATED WITH COLUMN CAMBER TO ACCOMMODATE ANTICIPATED COLUMN SHORTENING. LENGTH TO BE ADDED TO EACH COLUMN LIFT IS AS FOLLOWS: NONE

PLATE TO EXTEND 2 RIBS PAST OPENINGEACH SIDE

NOTES:

1. FOR EDGE OVERHANG GREATER THAN 2" SEE TYPICAL ROOF DECK AT EDGE

2. NO REINFORCEMENT REQUIRED IF OPENING IS 6"x6" OR SMALLER PROVIDED ONLY ONE RIB IS INTERRUPTED

3. CLUSTERED OPENINGS WITH CLEAR SPACE LESS THAN 1'-0" SHALL BE TREATED AS ONE LARGE OPENING AND PROVIDE THE REINFORCEMENT OR CHANNEL FRAMING AS PER DETAIL ABOVE

4. ATTACH DECK TO CHANNELS TYPICAL

5. TYPE D SHALL NOT BE USED TO SUPPORT MECHANICAL EQUIPMENT

6. TYPE F FRAMING SHALL BE COORDINATED WITH EQUIPMENT SUPPORT FRAMING

ROOF DECK

FOR OPENING SIZE AND LOCATION SEE ARCHITECTURE ANDMEP DRAWINGS

C8X

11.5

PROVIDE 1/4" HILTI KWIK-FLEX SELF-DRILLING SCREWSOR APPROVED EQUAL

1/8" PLATE ATTACHED TOTOP OF DECK AS SHOWN

C8X11.5

C8X11.5

RO

OF

DE

CK

S

PA

N D

IRE

CT

ION

FOR OPENING SIZEAND LOCATION SEEPLAN AND MEP DRAWINGS

SECTION A

TYPE D

X

2'-0

" M

AX

XX

5'-0" MAXIMUM

1' - 1 9/ 16"

1'-0" MAX

ROOF DECKSPAN DIRECTION

TYPE F

C8X

11.5

BEAM OR JOIST (SEE PLAN)

3/8"X3 1/2"WX5 1/2"D SHEAR PL (Leh = 1 1/2")W/ (2)3/4" DIA A325 BOLTS(COMPLETELY DESIGNED CONNECTION)

1/4 1/4

3"3"

2"

2" UON

BEAM OR JOIST (SEE PLAN) L6X4X3/8 AT JOIST

SUPPORT

TYPICAL 1'-0"

1/4

L6X41/4 3@12

AT BEAM SUPPORT AT JOIST SUPPORT

CLOSURE PIECE TO BE DESIGNED AND PROVIDED BY STEEL DECK CONTRACTOR COORD WITH ARCH DRAWINGS

≤ 0'-10"

≤ 1'-0"

≤ 1'-4"

L

12 GAGE

10 GAGE

1/4"

THICKNESS OFPLATE ORCLOSURE

PLATE AS REQUIRED SEE SCHEDULE FOR SIZE

4-12MINIMUM

SEE PLAN

L

1"3/16

NOTES:

1. AT CONTRACTOR'S OPTION SINGLE BENT PLATE (OR EQUIV ANGLE) MAY BE USED PROVIDED IT IS FIELD INSTALLED AND ACCOMMODATESSLAB EDGE TOLERANCES

1" AS DETAILED2" MAXIMUM

≤ 1'-9" 3/8"

≤ 2'-2" 1/2"

ANGLE KICKER AT EACH VERTICAL GIRT PER 6/S-503

CLADDING PANEL PER ARCH

HSS GIRT PER PLAN WHERE APPLICABLE2" TYP

3/4" DIA THRU BOLT, FINGER TIGHTEN NUT AND DAMAGE THREADS, TYP

3" LONG SLOTTED HOLE IN PLATE, TYP

PL 3/8X9

5/16

5/16 FIELD WELD FOR ADJUSTABILITY AS REQ'D

3"

4 1/

2"

3"1

1/2"

Kde

t

3/8" STIFFENER AT HSS GIRT LOCATIONS, FIELD WELD FOR ADJUSTABILITY AS REQ'D

CLADDING PANEL PER ARCH

HSS GIRT PER PLAN

(2) 3/4" DIA THRU BOLTS

PL3/8X9

PL 3/8X9

5/16

5/16

MIDDLE ROOF BEAM PER PLAN, ALIGN LOCATION WITH GIRT

L4X4X3/8, TYP

3/4" DIA THRU BOLT, TYP

HORZ HSS GIRT

VERT HSS GIRT

CLADDING PANEL PER ARCH1"1"1"

(2) 1/4" DIA HILTI KWIK FLEX SELF-DRILLING SCREWS OR APPROVED EQUAL @ 12" MAX SPACING

FIELD-INSTALLED CONT 12 GAUGE 50 KSI ANGLE OR BENT PLATE, PROVIDE FLUSH SURFACE FOR BACK FACE OF CLADDING PANEL

HORZ OR VERT HSS GIRT

FASTENER BY CLADDING PANEL MNFR

2"

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

STEEL DETAILS III

N20074.00



24 27

S-502.00

SCALE: 12" = 1'-0"2

STEEL COLUMN SCHEDULE SCALE: 12" = 1'-0"3

STEEL COLUMN NOTES


2 10/01/2021 ISSUED FOR 100% CD

SCALE: 3/4" = 1'-0"1

TYPICAL ROOF DECK AT OPENINGSCALE: 3/4" = 1'-0"

4TYPICAL ROOF DECK AT EDGE

SCALE: 1 1/2" = 1'-0"5

TYPICAL GIRT CONNECTIONS

A

-

B

-

A

-

B

-

A

-

A

-

B

-

C

-

CLCOLUMN

3/8" STABILIZER PLATE

DO NOT WELD

1/4

3 SIDES TYPNOTE 2

STABILIZER PLATE3/8" MINIMUM THICKNESSSEE NOTE 2

DO NOT WELD

1/4

TYP SEENOTE 2

3/4" THICK CAP PLATE

MIN

6"

MINIMUM 1/2" DIAMETER BOLTS IN SLOTTED HOLESCONNECTION BY CONTRACTOR

5/16

WEB ANDFLGS

1/2" TYP

SEE DETAIL A FOR CONNECTION AT COLUMN WEB

0' -

6"

6" MINIMUM TYP

k1 + 1/2" MAX

k1 MIN

3/8" PLATE

1/4

NS/FS TYPNOTE 2

JOIST AT COLUMN

NOTES:

1. PROVIDE SIMILAR CONNECTION AT HSS COLUMNS.

2. IF TEMPORARY ERECTION BRACING IS ATTACHED TO THE BOTTOM CHORD STABILIZER PLATE, THE CONNECTION OF THE STABILIZER PLATE TO THE COLUMN MUST BE DESIGNED BY THE CONTRACTOR FOR THE ERECTION STABILITY LOADS AND THE REQUIRED PLATE AND WELDS MAY EXCEED THAT SHOWN IN THIS DETAIL.

BCONNECTION AT COLUMN WEB

AELEVATION

CLSUPPORT

CLBEAM

JOIST TOP CHORD

BEAM SUPPORT

JOIST TO BEAM CONNECTION BY CONTRACTOR

1/2" MINIMUM1" MAXIMUM

AELEVATION

BPLAN

B/DECKEL SEE PLAN

BEAM GAGESTANDARD

CLSUPPORT

CLBEAM

JOIST TOP CHORD

BEAM PER PLAN

WT OR HSS BETWEEN JOIST SEATSPER PLAN

CONTINUOUS WT OR HSS BETWEEN JOIST SEATS

BEAM PER PLAN

ATTACH ROOF DECK TO WT OR HSS PER DIAPHRAGM REQUIREMENTS

JOIST BEYOND

0' -

2"

2" CLEAR TYP

1/4 3-12TYP AT WT

1/4 3-12TYP AT HSS

AELEVATION

BPLAN

NOTES:

1. THE TOTAL SUPERIMPOSED LOAD ON ANY JOIST SHALL NOT EXCEED THE LOADING SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING CONCENTRATED AND UNIFORM LOADS. CONTRACTOR SHALL COORDINATE ALL SUBCONTRACTORS HANGING METHODS, LOCATIONS, AND LOADS WITH LIMITS PROVIDED IN STRUCTURAL DRAWINGS.

2. HANGING CONCENTRATED LOADS SHALL BE APPLIED CONCENTRIC TO THE JOIST CHORD.

3. JOIST REINFORCEMENT IS NOT REQUIRED FOR CONCENTRATED LOADS LESS THAN 100 POUNDS.

4. CONCENTRATED LOADS LOCATED WITHIN 3" OF THE PANEL POINT CAN BE CONSIDERED TO ACT AT THE PANEL POINT.

5. FOR CONCENTRATED LOADS THAT DO NOT MEET THE CRITERIA OF NOTES 3 AND 4, PROVIDE JOIST REINFORCEMENT PER THIS DETAIL. TOTAL LOAD APPLIED TO THE JOIST MUST SATISFY NOTE 1.

L2X2X1/4 EACH SIDE TYPICAL

CL OF PANEL POINT

CL OF PANEL POINT

CL CONCENTRATED LOAD APPLIED TO TOP CHORD

CL CONCENTRATED LOAD APPLIED TO BOTTOM CHORD

3/16 2

TYP EACHANGLE

> 3"

> 3"

KICKER LOCATED AS INDICATEDON PLANS OR STEEL SECTIONSAND DETAILS(SEE NOTE 1)

DESIGN JOIST FOR ADDITIONALLOAD IMPOSED BY KICKER ASINDICATED ON PLAN OR IN STEEL SECTIONS AND DETAILS

PL 3/8"

L3X3X1/4X4'-0" ATTACHED TO DECK PER GENERAL NOTES

L4X4X1/4 BETWEEN JOISTSALIGN WITH JOIST FIRSTINTERIOR PANEL POINT

EDGE BEAM

LATERAL SUPPORT BYEXTERIOR WALL CONTRACTOR

SEE ARCHDWGS FOREXTERIOR WALL

SEE ARCH DRAWINGSFOR EXTERIOR WALL

OUTRIGGER CHANNELANGLE OR PLATESEE ROOF DECK EDGEDETAILS

PLATE 3/8" TYPICAL

JOIST

EDGE BEAM

LATERAL SUPPORT BYEXTERIOR WALL CONTRACTOR

DESIGN JOIST FOR ADDITIONAL LOAD IMPOSED BY KICKERAS INDICATED ON PLAN

REINFORCE JOIST WEBPER TYP DETAILS WHEREKICKER DOES NOT ALIGNWITH JOIST PANEL POINT

KICKER SPACED AS INDICATEDON PLANS OR TYPICAL STEELSECTIONS AND DETAILS(SEE NOTE 1)

.

P.

P

(2)L3X3X1/4 ATTACHED TO DECK PER GENERAL NOTES

NOTES:

1. PROVIDE THE FOLLOWING KICKER SIZES CORRESPONDING TO THE NOTED KICKER LENGTHS:

L3X3X1/4 FOR L <= 8 FTL4X4X5/16 FOR L <= 12 FTL5X5X7/16 FOR L <= 16 FT

AKICKER TO PARALLEL JOIST TOP CHORD

BKICKER BETWEEN PERPENDICULAR JOISTS

3/16

3/16TYP

3/163 SIDES TYP

3/163 SIDES TYP

3/163 SIDESTYP

3/16

3/163 SIDESTYP

3/16 3" MINTYP

3/16

3/16TYP

SEE PLAN

CLJOIST

CLBEAM

CLBEAM

L4X4X5/16 MINIMUM CONTINUOUS EDGE ANGLE

PROVIDE ADDITIONAL WEB MEMBERS AS REQUIRED PER TYPICAL DETAIL FOR POINT LOADS LOCATED OFF PANEL POINTS.

DESIGN JOIST FOR ADDITIONAL 0.75 KIP GRAVITY VERTICAL FORCE PLUS 0.75 KIP REVERSIBLE WIND VERTICAL FORCE AT EACH BRACE CONNECTION(SERVICE LOADS)

C5X9 OUTRIGGER @ 6'-0" OC MAXIMUM

STIFFENER PLATE 3/8"FULL DEPTH

PLATE 3/8"

JOIST

L3X3X3/8 TO MATCH LOCATIONOF OUTRIGGER

BEAM PER PLAN

WELD STEEL DECKTO EDGE ANGLE

L4X4X5/16 MINIMUM CONTINUOUS EDGE ANGLE

WF BEAM PER PLAN

HSS5X3X5/16 MINIMUM OUTRIGGER AT 6'-0" OC MAXIMUM SPACING

(1/4) 5EACH SIDE

DESIGN JOIST FOR P = 1.5 KIP (SERVICE) HORIZONTAL BRACE FORCE AND FOR CORRESPONDING VERTICAL BRACE FORCE

PROVIDE L3X3X1/4 TO JOISTPANEL POINT ALIGNED WITHJOIST WEB

PLATE 3/8"

STIFFENER PLATE 3/8" FULL DEPTH. CENTER ON HSS OUTRIGGERS

WELD STEEL DECK TO EDGE ANGLE

EXTEND STEEL DECK CONTINUOUS TO END OF OVERHANG

DECK SUPPORT WHERE REQUIRED NOT SHOWN

DESIGN JOIST CONNECTION & TOP CHORD FOR 1.5 KIP HORIZONTAL FORCE FROM DECK OVERHANG

VARIES (1.5 MIN)

1

PROVIDE TYPICAL DECK CONNECTION AT PARALLEL MEMBER AT ANGLE

3/16

VARIES (1.5 MIN)

1

.

P

.

P

ALARGE OVERHANG, <30"

JOIST PERPENDICULAR TO BEAMB

LARGE OVERHANG, <30"

JOIST PARALLEL TO BEAM

SEE PLAN

CLBEAM

CLBEAM

1/2" 1/2"

SEE PLAN

NOTE:

1. SEE [ST-JST-014] FOR ADDITIONAL HANGING LOAD LIMITATIONS

REINFORCING ANGLESPER [ST-JST-014]

SUPPORT FRAMING FOR HUNG PIPES BY MEP CONTRACTOR, LOCATE AT JOIST PANEL POINTS WHERE POSSIBLE

JOIST

ROOF DECK

CLJOIST

CLJOISTCL

JOISTCL

JOIST

SUPPORT FRAMING FOR HUNG PIPES BY MEP CONTRACTOR

SUB FRAMING FORHUNG PIPES BY MEPCONTRACTOR

CLPIPE

CLPIPE

SUPPORT FRAMING FOR HUNG PIPES BY MEP CONTRACTOR, LOCATE AT JOIST PANEL POINTS WHERE POSSIBLE

JOIST

AELEVATION

BELEVATION 1

CELEVATION 2

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

STEEL JOIST DETAILS

N20074.00



25 27

S-503.00

NOT TO SCALE1TYPICAL JOIST TO TOP OF COLUMN DETAILS

NOT TO SCALE2TYPICAL JOIST TO BEAM DETAIL

NOT TO SCALE

TYPICAL DECK SUPPORT BETWEEN JOISTS3


TYPICAL JOIST REINFORCEMENT AT CONCENTRATED LOAD

SCALE: 3/4" = 1'-0"5

TYPICAL KICKER TO JOIST DETAILS AT EDGE BEAM

SCALE: 3/4" = 1'-0"6

TYPICAL EDGE OF DECK AT JOISTS OUTRIGGER DETAILSCALE: 1" = 1'-0"

7TYPICAL MEP HANGER AT JOIST DETAIL


2 10/01/2021 ISSUED FOR 100% CD

3

4

3

4

2

1

DUCT OPENINGSEE MECHANICAL DRAWINGSSIZE NEAREST TO BLOCK MODULE

NO CONTROL JOINTS ARE TO BE LOCATED AT OPENING CORNERSTYPICAL

STEEL ORPRECAST LINTEL

VERTICAL IN FIRST CELL ATALL OPENINGS TO

UNDERSIDE OF LINTEL

VERTICAL IN SECOND CELL AT ALL OPENINGS FULL HEIGHT

VERTICAL IN FIRST CELL OF LINTEL AT OPENING TYPICAL

VERTICAL REINFORCEMENT IN FIRST CELL AT ALL ENDS, INTERSECTIONS, CONTROL JOINTS OR CORNERS SEE SCHEDULE

TYPICAL WALL REINFORCEMENTSEE TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE

SEE CMU SILL AND LINTEL SCHEDULE FOR REINFORCEMENT

DOWELS SEE BASE OF WALL DETAILS

3" MAXIMUM (3/4" CLEAR MINIMUM TO BOTTOM SHELL)

SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) FOR REINFORCEMENT

SEE TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE

SCHEDULE FOR REINFORCEMENTIN JAMB AND PIER ZONES

NOTES:

1. FOR WALL OPENING LIMITATIONS SEE TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS

2. FOR JAMB AND PIER ZONE CRITERIA SEE TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS

DISTANCE TO 1ST TYPICAL WALL BAR SHALL NOT EXCEED 1/2 SCHEDULED BAR SPACING AWAY FROM JAMB ZONE

DISTANCE TO 1ST TYPICAL WALL BARSHALL NOT EXCEED 1/2 SCHEDULED BAR SPACING AWAY FROM JAMB ZONE

T/WALL

T/SLAB

STEEL ORPRECAST LINTEL

SEE LINTEL SCHEDULE AND NOTE 1

OPENING LENGTH L1

SEE TYPICAL TOP BRACE DETAILS FOR TOP OF WALL CONNECTIONS

END OF WALL

3. MAXIMUM PIER HEIGHT SHALL NOT EXCEED 5 TIMES PIER WIDTH. FOR PIER HEIGHTS EXCEEDING THIS CRITERIA PIER WIDTH SHALL BE INCREASED SUCH THAT PIER WIDTH ≥ PIER HEIGHT/5

WA

LL H

EIG

HT

JOINT

CONTROL 2'-0" MINIMUM

.

PIE

R H

EIG

HT

(N

OT

E 3

)

TYPICAL

8" LINTEL BEARING

SEE LINTEL SCHED & NOTE 1

OPENING LENGTH L2

TYPICAL, 2'-0" MINIMUM

TENSION EMBED

MAXIMUM

1/2 TYPICAL SPACING

8"

SEE NOTE 2

JAMB ZONEMAXIMUM

1/2 TYPICALSPACING

SEE NOTE 2

JAMB ZONE 8"

8"

SEE NOTE 2

PIER ZONE 8"

PIER WIDTH

TYPICAL

2'-0" MIN BETWEEN OPENINGS

2'-0

" M

INIM

UM

TE

NS

ION

EM

BE

D

SILL REINFORCEMENT PER TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL)

2#4 AT T/WALL BOND BEAMTYPICAL, UON

NO CONTROL JOINTSARE TO BE LOCATEDAT OPENING CORNERS,TYPICAL

VERTICAL IN FIRST CELL AT ALL OPENINGS FULL

HEIGHTSEE SCHEDULE

VERTICAL IN FIRST CELL OF LINTEL AT OPENING TYPICAL

NOTES:

1. FOR WALL INFORMATION NOT SHOWN, SEE TYPICAL CMU NON-BEARING WALL ELEVATION WITH STEEL OR PRECAST LINTELS

2. SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) FOR ADDITIONAL INFORMATION

DOWELS SEE BASE OF WALL DETAILS

3" MAXIMUM AT CMU LINTEL(3/4" CLEAR MINIMUM TOBOTTOM SHELL)

LINTEL UNITS

SEE TYPICAL CMU NON-BEARINGWALL PLAN DETAIL AT ADJACENTWALL OPENINGS FOR JAMB AND

PIER ZONE CRITERIA

SEE TYPICAL CMU SILLAND LINTEL SCHEDULE(NON-BEARING WALL)FOR REINFORCEMENT

T/WALL

T/SLAB

PIE

R H

EIG

HT

WA

LL H

EIG

HT

"H

"

.

OPENING LENGTH L1 OPENING LENGTH L2

JAMB ZONE PIER ZONE

PIER WIDTH

PW

2'-0"

NOTE:

1. SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) AND/OR TYPICAL STEEL LINTEL SCHEDULE (NON-BEARING WALL) FOR

ADDITIONAL INFORMATION

T/SLAB

T/WALL

OP

EN

ING

PROVIDE HORIZONTALREINFORCEMENTIN TOP JOINT

BOND BEAM

PREMOLDED EXPANSION JOINTMATERIAL 1" TYPICAL

TYPICAL VERTICAL REINFORCEMENTSEE SCHEDULE

SEE TYPICAL WALL ELEVATIONS FOR CRITERIA

SEE PLAN AND TYPICAL DETAILS FOR SLAB REINFORCEMENT

SEE TYPICAL TOP BRACE DETAILS

BOTTOM OF SUPPORTSEE PLAN

GROUT TOP COURSE SOLID

PROVIDE HORIZONTALREINFORCEMENTIN FIRST COURSE

TYPICAL HORIZONTALREINFORCEMENTSEE SCHEDULE

SEE NOTE 1

SEE TYPICAL BASE OF WALL DETAILS

SEE NOTE 1

OP

EN

ING

WALL WITHCMU LINTEL

NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR THE EXACT LOCATION OF MASONRY WALL OPENINGS

2. SUM OF OPENING WIDTHS L1 PLUS L2 ON EITHER SIDE OF PIER SHALL NOT EXCEED 24'-0", AND ANYINDIVIDUAL OPENING SHALL NOT EXCEED 12'-0" IN WIDTH. FOR CONDITIONS EXCEEDING THIS CRITERIA,ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO CONSTRUCTION

3. W1 AND W2 REFERS TO WIDTH OF JAMB ZONE BASED ON ADJACENT CLEAR OPENING L1 AND L2,RESPECTIVELY AS PER TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE

4. PIER ZONE REFERS TO MINIMUM WIDTH OF PIER AS SCHEDULED ON TYPICAL CMU NON-BEARINGWALL JAMB AND PIER ZONE SCHEDULE

5. SEE TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE FOR REINFORCEMENT

BARS AT EACH CELLIN JAMB ZONE

BARS AT EACH CELLIN PIER ZONE


SEE NOTE 3

JAMB ZONE W1

CLEAR OPENING

L1

SEE NOTE 4

PIER ZONE = PIER WIDTH

CLEAR OPENING

L2

CMU WALL WITH CMU LINTEL

CMU WALL WITH STEEL OR PRECAST LINTEL

SEE NOTE 3

JAMB ZONE W2

BAR AT LINTELBEARING CELL

BARS AT EACH CELLIN PIER ZONE




SEE NOTE 3

JAMB ZONE W1

CLEAR OPENING

L1

SEE NOTE 4

PIER ZONE

PIER WIDTH

CLEAR OPENING

L2

SEE NOTE 3

JAMB ZONE W2

VERTICAL REINFORCEMENTSEE SCHEDULE

JAMB OR PIER WIDTH SEE SCHEDULEFILL SOLID WITH GROUTVERTICAL REINFORCEMENTTO BE PROVIDED IN EACH CELL

PROVIDE X"ISOLATION JOINT

FIRST TOP BRACE TO BE LOCATED AT ENDS OF WALL TYPICAL

1' -

3 5/

8"

VERTICAL REINFORCEMENT AT EACH WALL END, TYPICALSEE SCHEDULE

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

CMU SECTIONS & DETAILS I

N20074.00



26 27

S-600.00

NOT TO SCALE1

TYPICAL CMU NON-BEARING WALL ELEVATION WITH STEEL OR PRECASTLINTELS

NOT TO SCALE2

TYPICAL CMU NON-BEARING WALL ELEVATION WITH CMU LINTELS

NOT TO SCALE3

TYPICAL CMU NON-BEARING WALL SECTIONNOT TO SCALE

4TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS

NOT TO SCALE5

TYPICAL PLAN DETAIL AT FULL HEIGHT MASONRYWALL JOINT INTERSECTION



3 10/01/2021 ISSUED FOR 100% CD

A

BD

AL4X4X3/8X1'-3" LONG AT 4'-0" OCSEE NOTE 1

SEE TYPICALCMU NON-BEARING WALLELEVATIONS FORINFORMATION

5/8" DIA EXPANSION ANCHOR4" MINIMUM EMBEDTWO PER ANGLE

NOTE:

1. AT CONTINUOUS WALL INTERSECTIONS, SEE TYPICAL PLAN DETAIL AT MASONRY WALL WITH INTERLOCKED INTERSECTIONS FOR BRACE SPACING REQUIREMENTS

2"

1" M

INIM

UM

CLE

AR

(-0"

,+1/

2")

L4X4

1'-0"CAST IN PLACE CONCRETE SLAB

ADETAIL

NOTE:

1. PROVIDE ADDITIONAL SHIMS IN 1/16" MAXIMUM INCREMENTS SO BENT PLATE CAN SLIDE WITHOUT BINDING OR SHOWING SIGNIFICANT TRANSVERSE PLAY

WALLTYPE

ASSEMBLYSPACING

12"

ANCHORSIZE

ANCHOREMBEDMENT

3/4" DIA 6 5/8"

10"

8"

6"

4'-0" 3/4" DIA 6 5/8"

5/8" DIA 5"

3/8" DIA 3 1/2"

4'-0"

4'-0"

BENT PLTHICKNES

S

1/2"

3/8"

3/8"

3/8"

MAXIMUM WALL HEIGHT

26'-0"

17'-0"

19'-0"

14'-0"

SEISMIC DESIGN CATEGORY

A, B, C

10" 4'-0" 3/4" DIA 6 5/8" 1/2"23'-6"

A, B, C

A, B, C

A, B, C

A, B, C

12" 3/4" DIA 6 5/8" 5/8"29'-0"A, B, C

12" 4'-0" 3/4" DIA 6 5/8"

8"

6"

5/8" DIA 5"

3/8" DIA 3 1/2"

4'-0"

4'-0"

1/2"

3/8"

3/8"

18'-0"

15-0"

14'-0"D,E, F

10" 4'-0" 3/4" DIA 6 5/8" 1/2"23'-6"

12" 3'-0" 3/4" DIA 6 5/8" 5/8"29'-0"

D,E, F

D,E, F

D,E, F

D,E, F

8" 5/8" DIA 5"4'-0" 1/2"19'-0"D,E, F

4'-0"

4'-0"

Δ = MAGNIFIED STORY DRIFT 1-1/2" MINIMUMUON ON GENERAL NOTES

SPACINGSEE SCHEDULE

A36 BENT PLATESEE SCHEDULEL6X4X3/8 LLV

ECCENTRIC SHIM PLATE4"X6" X BENT PLATE THICKNESSSEE NOTE 1

Δ Δ. 1'-0" .

..

PLAN AND/OR SLAB EDGEREINFORCEMENT SEE TYPICAL DECK DETAILS

TYPICAL

2" MINIMUM

0"2"3 1/2" MAXIMUM

3" MINIMUM ENGAGEMENTOF BENT PLATEWALL

REINFORCEMENTSEE SCHEDULE


HILTI HAS-E RODS DRILLED IN WITH ADHESIVE ANCHOR.ANCHOR SIZE AND EMBEDMENTSEE SCHEDULE

1'-4"X9"X3/8"EMBED PLATE

(4)3/4" DIA X 4 1/2" LONG HEADED STUDS GAGE = 12" MINIMUM EDGE DISTANCE = 8"

COMPRESSIBLEJOINT FILLER

6"

SEE BASE OF WALL DETAILFOR ADDITIONAL INFORMATION

3/16 5"

3/16 5"(-

0",

+1/

2")

1" M

IN C

LEA

R

3"

4"

0' -

3 1/

4"0'

- 3"

GROUT TOP COURSE SOLID

3 1/2" MAXIMUM

3" MINIMUM ENGAGEMENT OF BENT PLATEWALL REINFORCEMENT

SEE SCHEDULE


HILTI HAS-E RODS DRILLED IN WITH ADHESIVE ANCHOR.ANCHOR SIZE AND EMBEDMENTSEE SCHEDULE

(4)1/2" DIA EXPANSION ANCHORS3 1/4" MINIMUM EMBED TYPICAL UONUSE (4)3/4" DIA EXPANSION ANCHORS3 3/4" MINIMUM EMBED AT 12" WALLS10" MINIMUM EDGE DISTANCE

COMPRESSIBLEJOINT FILLER

SEE BASE OF WALL DETAIL FOR ADDITIONAL INFORMATION

(-0"

, +

1/2"

)

1" M

IN C

LEA

R

0' -

2 23

/32"

0' -

2 1/

2"

4" 8" 1 1/2"

MIN4"

GROUT TOP COURSE SOLIDΔ = MAGNIFIED STORY DRIFT 1-1/2" MINIMUM

UON ON GENERAL NOTES

A36 BENT PLATESEE SCHEDULE

L6X4X3/8 LLV

ECCENTRIC SHIM PLATE4"X6" x BENT PLATE THICKNESSSEE NOTE 1

Δ Δ. 1'-0" .

..


0"

SPACINGSEE SCHEDULE

EMBED PLATE AT EXTERIOR EDGE OF CONCRETE SLAB - OPTION 1 POST INSTALLED AT EXTERIOR EDGE OF CONCRETE SLAB - OPTION 2

ADETAIL

BDETAIL

CDETAIL

DDETAIL

2" 8" 2"

2"

NOTE:

1. DETAILS ONLY APPLY WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: - VERTICALLY SPANNING NON-STRUCTURAL WALL BRACED AT TOP - NORMAL WEIGHT CONCRETE SLABS

WALL REINFORCEMENTSEE SCHEDULE

#4 DOWELS TO MATCH VERTICAL REINFORCEMENT SPACINGNOT TO EXCEED 48" OC

#4 CONTINUOUS

STANDARD HOOK

T/SLABEL SEE PLAN

2'-0

" LA

P S

PLI

CE

HORIZONTAL REINFORCEMENTSEE TYPICAL CMU NON-BEARINGWALL SECTION

SLAB REINFORCEMENT SEE PLAN

0"

WALL REINFORCEMENTSEE SCHEDULE

#4 DOWELS TO MATCH VERTICAL REINFORCEMENT SPACINGNOT TO EXCEED 48" OC

T/SLABEL SEE PLAN

2'-0

" LA

P S

PLI

CE HORIZONTAL REINFORCEMENT

SEE TYPICAL CMU NON-BEARINGWALL SECTION


DRILL-IN DOWELSWITH ADHESIVE ANCHORS

4"

NOTE:

1. PROVIDE #3 x 1'-8" LONG HAIRPIN FOR SEISMIC DESIGN CATEGORY C; AND #4 x 2'-0" LONG HAIRPIN FOR SEISMIC DESIGN CATEGORY D, E & F

MINIMUM #4 @ 12" HOOKED BARS AT ALL EDGE CONDITIONS. REFER TO PLANS FOR ADDITIONAL REQUIREMENTS

#4 DOWEL TO MATCH VERTICAL REINFORCEMENT SPACING NOT TO EXCEED MAX DOWEL SPACING PER EDGE OF SLAB DOWEL SCHEDULE

T/SLABEL SEE PLAN

MINIMUM 1#4 CONTINUOUS NOSING BAR


2'-0

" LA

P S

PLI

CE

CL WALL/ CL DOWEL UON

HAIRPIN SEE DETAIL D

0"

SEISMIC DESIGN

CATEGORY

DOWEL TYPE

MAX #4 DOWEL SPACING (SEE

NOTE 1)

HAIRPIN PER DETAIL D

A, B CIP OR DRILLED IN

48" NO

D,E,F CIP 48" FOR 6" & 8" WALLS32" FOR 10" & 12" WALLS

YES

EDGE OF SLAB DOWEL SCHEDULE

C CIP YES

IMPORTANCE FACTOR

Ip

1.0/1.5

1.5

1.0/1.5

C CIP 48" YES1.0

48" TYP UON24" FOR WALLS H>20'-0"

4"

DTYPICAL ANCHOR REINFORCEMENT - PLAN

CTYPICAL DETAIL AT EDGE OF SLAB

ACAST-IN DOWELS - OPTION 1

(INTERIOR WALL)B

DRILLED-IN DOWELS - OPTION 2

(INTERIOR WALL)

EDGE OF SLAB

CIP WALL DOWEL

HAIRPIN TIGHT TO DOWEL SEE NOTE 1

CONTINUOUS NOSING BAR

HOOKED SLAB EDGE REINFORCEMENT PER PLAN AND SCHEDULEMINIMUM #4 @ 12" OC

L4X4X3/8" AND BENT PLATE 3/8" X 4" X 1'-0" LG EACH SIDE STAGGERED

PROVIDE HORIZONTAL JOINT REINFORCEMENT IN TOP JOINT

SEE TYPICAL CMU NON-BEARING WALL ELEVATIONS FOR INFORMATION

4" M

INIM

UM

EM

BE

DM

EN

T

DISTANCE

8" MINIMUM EDGE

(-0"

, +1 /

2")

1" M

INIM

UM

CLR

INSTALL BENT PLATE PRIOR TO PLACEMENT AND GROUTING OF TOP CELLS

PREMOLDED EXPANSION JOINT MATERIAL

3/4" DIA EXPANSION ANCHOR2 PER ANGLE

6" 6" 6" 6"

2'-0" 2'-0" 2'-0"

4'-0"

1'-0"1'-0"1'-0" 1'-0"

BENT PLATE

L4X4

CMU WALL BELOW

MIN4" 2"

ADETAIL

T/WALL

CUT BLOCK INFILL

TYPICAL TOP OF WALL BOND BEAM STOPS SHORT OF BEAM WHERE INTERRUPTED

5'-0" LONG BOND BEAM IN FIRST FULL COURSE BELOW BEAM

PROVIDE TOP BRACE AT ALTERNATE SIDES OF WALL ON EACH SIDE OF BEAM SEE TYPICAL TOP BRACE DETAILS

LOCATE VERTICAL REINFORCEMENT IN EACH CELL ADJACENT TO BEAM WHEN TOP OF WALL BOND BEAM IS INTERRUPTED

T/SLAB

(-0"

, +

1/2"

)

1" M

INIM

UM

CLR

EXPANSION JOINT

2'-0

"

TYPICAL WALL REINFORCEMENT SEE TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE

CONCRETE BEAM SEE PLAN

© Gensler

Date Description

Project Name

Project Number

Description

Scale

Seal / Signature

2020

Tel 212.492.1400

Fax 212.492.14721700 Broadway

Suite 400

New York, NY 10019

United States

STRUCTURAL ENGINEER

51 Madison Avenue

New York, NY 10010

Tel 917.661.7800

Fax 917.661.7801

DRAWING NO. ______ OF ______


225 W 34th Street

New York, NY 10122

Tel 646.661.4200

MEP+FP ENGINEER


New York, NY 10036

Tel 212.921.2300




Tel 718.391.9200

Fax 718.391.0607

THORNTON TOMASETTI

BOHLER

TECTONIC

SYSKA HENNESSEY

AS NOTED

CMU SECTIONS & DETAILS II

N20074.00



27 27

S-601.00

NOT TO SCALE2

TYPICAL TOP BRACE DETAIL AT INTERIOR CMU WALLTO UNDERSIDE OF CONCRETE SLAB

NOT TO SCALE1

TYPICAL TOP BRACE DETAIL OF NON-BEARING CMU WALL AT EXTERIOR EDGE OFCONCRETE SLAB

NOT TO SCALE5

TYPICAL BASE OF CMU NON-BEARING WALL DETAIL AT CONCRETE SLAB

NOT TO SCALE3

TYPICAL TOP BRACE DETAIL AT INTERIOR CMU WALLTO UNDERSIDE OF CONCRETE BEAM

NOT TO SCALE4

TYPICAL DETAIL OF CMU NON-BEARING WALL ATPERPENDICULAR CONCRETE BEAM



3 10/01/2021 ISSUED FOR 100% CD

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