conduit logistics center wildflower
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© 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 ______
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
GENERAL NOTES I
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
2 27
S-001.00
GENERAL NOTES
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
HIGHER THAN 40 DEG F]
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
HIGHER THAN 40 DEG F]
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]:
• 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]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:
• 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]]
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 ______
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
GENERAL NOTES II
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
3 27
S-002.00
GENERAL NOTES CONTINUED
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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 ______
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
GENERAL NOTES III
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
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
#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)
MINIMUM BAR SPACING (INCHES)
BAR SIZE
MINIMUM BAR SPACING (INCHES)
BAR SIZE
BAR SIZE
MINIMUM BAR SPACING (INCHES)
TENSION (LTS) COMPRESSION (LCS)
FOOTING/MAT REINFORCEMENTLAP SPLICE LENGTH SCHEDULE (INCHES)
BAR SIZE
MINIMUM BAR SPACING (INCHES)
TENSION LAP (LTS)
TENSION (LTS)
TENSION (LTS) COMPRESSION (LCS)
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
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
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)
MINIMUM BAR SPACING (INCHES)
BAR SIZE
BAR SIZE
MINIMUM BAR SPACING (INCHES)
TENSION (LTS) COMPRESSION (LCS)
TENSION (LTS) COMPRESSION (LCS)
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
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
© 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
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TECTONIC
SYSKA HENNESSEY
AS NOTED
LAP SPLICE SCHEDULES
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CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
5 27
S-004.00
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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 ______
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
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AS NOTED
LOADING DIAGRAM
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
6 27
S-005.00
SCALE: NOT TO SCALE1
DESIGN LOADING SCHEDULE
SCALE: NOT TO SCALE2
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
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
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Description
Scale
Seal / Signature
2020
Tel 212.492.1400
Fax 212.492.14721700 Broadway
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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
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Forrest Hills, NY 11375
Tel 718.391.9200
Fax 718.391.0607
THORNTON TOMASETTI
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TECTONIC
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AS NOTED
CELLAR AND FOUNDATION PLAN
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
7 27
FO-100.00SCALE: 1/16" = 1'-0"1
CELLAR LEVEL
SCALE: NTSA
SLAB SECTION
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
5. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING DRAWINGS:
DRAWING LISTS, GENERAL NOTES, S0 SERIES DRAWINGSAND LOADING DIAGRAMS
TYPICAL FOUNDATION DETAILS S2 SERIES DRAWINGS
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 ______
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
GROUND FLOOR PLAN
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
8 27
S-101.00
SCALE: 1/16" = 1'-0"1
GROUND FLOOR PLAN
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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 ______
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
GROUND FLOOR REINFORCEMENTPLAN
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
9 27
S-102.00
SCALE: 1/16" = 1'-0"1
GROUND FLOOR REINFORCEMENT PLAN
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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)
3. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING DRAWINGS:
DRAWING LISTS, GENERAL NOTES, S0 SERIES DRAWINGSAND LOADING DIAGRAMS
TYPICAL FOUNDATION DETAILS S2 SERIES DRAWINGS
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
4. AT STAIRS, SEE TYPICAL DETAILS FOR TC, TCS, AND KICKER REQUIREMENTS (ST-BM-27 TO 29)
X"
R1
5. SYMBOLS:
INDICATES MOMENT CONNECTION
INDICATES SLOPE IN TOP OF SLAB
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 ______
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
MIDDLE ROOF PLAN
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
10 27
S-103.00SCALE: 1/16" = 1'-0"
1MIDDLE ROOF PLAN
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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)
3. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING DRAWINGS:
DRAWING LISTS, GENERAL NOTES, S0 SERIES DRAWINGSAND LOADING DIAGRAMS
TYPICAL FOUNDATION DETAILS S2 SERIES DRAWINGS
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
X"
R1
5. SYMBOLS:
INDICATES MOMENT CONNECTION
INDICATES SLOPE IN TOP OF SLAB
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 ______
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
UPPER ROOF PLAN
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
11 27
S-104.00
SCALE: 1/16" = 1'-0"2
UPPER ROOF PLAN
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
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
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
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 ______
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
FOUNDATION SECTIONS & DETAILS I
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
12 27
FO-200.00
SCALE: NOT TO SCALE1
TYPICAL ISOLATED FOOTING - CONCRETE COLUMNNOT TO SCALE2TYPICAL PRESSURE SLAB CONSTRUCTION JOINTS
SCALE: NOT TO SCALE3
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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 ______
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
FOUNDATION SECTIONS & DETAILS II
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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"
12 3 #6@12"CELLAR LEVEL
GROUND LEVEL
#5@9" #5@12"
-
-
FW3 A
6000
12 3 #6@12"CELLAR LEVEL
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
FIRST POUR SECOND POUR
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
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
COLUMN TIESSEE COLUMN SCHEDULENOTES
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 ______
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
FOUNDATION SECTIONS & DETAILSIII
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
14 27
FO-202.00
SCALE: NOT TO SCALE4
FOUNDATION WALL SCHEDULE
SCALE: NOT TO SCALE1
TYPICAL FOUNDATION WALL DETAIL - PLANSCALE: NOT TO SCALE
2
TYPICAL VERTICAL CONSTRUCTION JOINTIN CONCRETE WALL
SCALE: NOT TO SCALE3
TYPICAL WALL OPENING DETAILS
SCALE: NOT TO SCALE5
ISOLATED FOOTING SCHEDULE
SCALE: NOT TO SCALE6
TYPICAL BOTTOM OF COLUMN1" = 10'-0"
LIFT PIT FOUNDATION DETAILS -SHOWING ADDITIONALREBAR OVER #6@9" OC UNIFORM MESH AT TOP ANDBOTTOM
7
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
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
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
DOWELS TO MATCH VERT WALL REINF SIZE & SPACING
#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
PRECAST PANELPER ARCH
1'-4
"LA
P S
PLI
CE
6'-0" WATERPROOFING(REFER ARCH DETAILS)
1'-0
"
LTS LTS
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
DOWELS TO MATCH VERT WALL REINF SIZE & SPACING
#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
PRECAST PANELPER ARCH
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
ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE
DOWELS TO MATCH VERT WALL REINF SIZE & SPACING
#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 ______
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
FOUNDATION SECTIONS & DETAILSIV
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
SCALE: NOT TO SCALE4
TYPICAL TOP OFFOUNDATION WALL WITHCONCRETE SLAB1
SCALE: 1/2" = 1'-0"6
SECTION AT TANK WALL
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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"
GROUND LEVELEL 20' - 0"
7 5
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
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"
GROUND LEVELEL 20' - 0"
CD
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
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
GROUND LEVELEL 20' - 0"
BC
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
HSS10X10X1/2 HSS10X10X1/2
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
GROUND LEVELEL 20' - 0"
5 3
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
4
HSS10X10X1/2 HSS10X10X1/2
V15P5
W14
X74
W12
X74
4.9
W12
X40
PER PLAN
EL 28'-9"
EL 5'-1"
HSS10X10X1/2 HSS10X10X1/2
W24X68 W24X68
W21X44
V15P5
155155
V50P5
V50P5
V50P5
V50P5
120 120
GROUND LEVELEL 20' - 0"
5 3
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
W14
X74
W14
X74
V15P5
V20P5
4.9
HSS10X10X1/2 HSS10X10X1/2
EL 58'-6"
EL 21'-9"
EL 5'-1"
HSS10X10X1/2 HSS10X10X1/2
W24X62
V15P5
V20P5
155 155
W18X40W18X40
155 155
GROUND LEVELEL 20' - 0"
UPPER ROOFEL 60' - 0"
EF
W14X22
HSS10X10X1/2 HSS10X10X1/2
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
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
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 ______
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
LATERAL BRACING ELEVATIONS
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
3 10/01/2021 ISSUED FOR 100% CD
GROUND LEVELEL 20' - 0"
5
MID ROOFEL 43' - 11"
6
EL 5'-1"
W14X30W
12X
40
W14
X74
EL 21'-9"
V25M160
V25M160
GROUND LEVELEL 20' - 0"
B
MID ROOFEL 43' - 11"
A
EL 21'-9"
EL 5'-1"
W12X14
W12
X40
W14
X14
5
V15M20
V25M20
GROUND LEVELEL 20' - 0"
B
MID ROOFEL 43' - 11"
A
EL 21'-9"
EL 5'-1"
W12X14
W12
X40
W14
X82
V15M55
V15M55
GROUND LEVELEL 20' - 0"
11
MID ROOFEL 43' - 11"
12
EL 21'-9"
EL 5'-1"
W12
X40
W14
X74
W12X14
V15M20
V15M20
GROUND LEVELEL 20' - 0"
11
MID ROOFEL 43' - 11"
12
W12
X40
W12
X82
V15M30
EL 21'-9"
EL 5'-1"
V15M30
W12X14
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
F G
EL 21'-9"
EL 5'-1"
W14
X82
W12
X82
W12X14
V15M20
V15M20
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
F G
EL 21'-9"
EL 5'-1"
W14
X82
W12
X40
W12X14
V15M25
V15M25
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
6
EL 21'-9"
EL 5'-1"
W12
X40
W12
X74
W16X31
V25M140
V25M140
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
F G
EL 21'-9"
EL 5'-1"
W12X14
W12
X40
W14
X74
V15M20
V15M20
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
F G
EL 21'-9"
EL 5'-1"
W12X14
W14
X74
W12
X40
V15M30
W12X14
V15M30
GROUND LEVELEL 20' - 0"
3
MID ROOFEL 43' - 11"
4
EL 21'-9"
EL 5'-1"
W18X35
W12
X40
W12
X40
V25M90
V25M90
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
F G
EL 21'-9"
EL 5'-1"
W12X14
W14
X74
W12
X40
V15M20
V15M20
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
ED.2 D.5
EL 21'-9"
EL 5'-1"
W12
X40
W12
X74
V15M55
W12X14
V15M55
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
ED.2 D.5
EL 21'-9"
EL 5'-1"
W12X14
W12
X74
W12
X40
V15M30
V15M30
GROUND LEVELEL 20' - 0"
3
MID ROOFEL 43' - 11"
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 ______
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
MOMENT FRAME ELEVATIONS
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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"
7MOMENT FRAME ELEVATION 8 - GRID 7
SCALE: 1" = 10'-0"8
MOMENT FRAME ELEVATION 9 - GRID GSCALE: 1" = 10'-0"
9MOMENT FRAME ELEVATION 10 - GRID 5
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"
12MOMENT FRAME ELEVATION 13 - GRID 1
SCALE: 1" = 10'-0"13
MOMENT FRAME ELEVATION 14 - GRID 4.9SCALE: 1" = 10'-0"
14MOMENT FRAME ELEVATION 15 - GRID 1
SCALE: 1" = 10'-0"15
MOMENT FRAME ELEVATION 16 - GRID D.2
1 10/01/2021 ISSUED FOR 100% CD
GROUND LEVELEL 20' - 0"
11 10 9 8 7 5 3 2 1
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
612
CELLAR LEVELEL 6' - 6"
2
S-302
44.9
HIGH GIRT CLEL 50' - 10"
LOW GIRT CLEL 44' - 3"
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
GROUND LEVELEL 20' - 0"
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
EF D.2G D.5
4
S-302
HIGH GIRT CLEL 50' - 10"
LOW GIRT CLEL 44' - 3"
T/SIDEWALK, SEE ARCH
B/CORBEL, SEE SECTION
T/CORBEL ALIGNED WITH B/ PRECAST PANEL PER ARCH
T/GROUND FLOOR SLAB
1 '-0 "
10' MAX
HSS8X3X3/16 GIRTS, TYP
GROUND LEVELEL 20' - 0"
BCD
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
A
CELLAR LEVELEL 6' - 6"
5
S-302
D.2
4
S-302
HIGH GIRT CLEL 50' - 10"
LOW GIRT CLEL 44' - 3"
T/SIDEWALK, SEE ARCH
B/CORBEL, SEE SECTION
T/CORBEL ALIGNED WITH B/ PRECAST PANEL PER ARCH
T/GROUND FLOOR SLAB
1' -0"10' MAX
HSS8X3X3/16 GIRTS, TYP
GROUND LEVELEL 20' - 0"
5321
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
CELLAR LEVELEL 6' - 6"
2
S-302
4 4.93
S-302
HIGH GIRT CLEL 50' - 10"
LOW GIRT CLEL 44' - 3"
T/SIDEWALK, SEE ARCH
B/CORBEL, SEE SECTION
T/CORBEL ALIGNED WITH B/ PRECAST PANEL PER ARCH
T/GROUND FLOOR SLAB
1'-0
"
10' MAX
HSS8X3X3/16 GIRTS, TYP
GROUND LEVELEL 20' - 0"
11109875
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
6 12
CELLAR LEVELEL 6' - 6"
6
S-302
4.9 9.1
3
S-302
HIGH GIRT CLEL 50' - 10"
LOW GIRT CLEL 44' - 3"
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
GROUND LEVELEL 20' - 0"
1
S-302
B C D
MID ROOFEL 43' - 11"
UPPER ROOFEL 60' - 0"
E FA
CELLAR LEVELEL 6' - 6"
5
S-302
D.2 GD.5
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
2"
CL OF VERTICAL GIRT AND LOW ROOF BEAM BELOW, TYP
TRANSLUCENT CLADDING PANEL, COORDINATE LOCATION WITH ARCH, TYP
HSS8X3X3/16 GIRTS, TYP
© 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
PERIMETER ELEVATIONS
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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 BOTTOM BARSSEE PLAN OR SCHEDULE
SLAB BOTTOM BARSSEE PLAN OR SCHEDULE
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
OPENING SIZE FOR DETERMININGSLAB REINFORCEMENT ATCLUSTERED OPENINGS
OPENING SIZE FOR DETERMININGSLAB REINFORCEMENT ATCLUSTERED OPENINGS
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 ______
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
GROUND FLOOR SECTIONS &DETAILS II
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
19 27
S-401.00
SCALE: NOT TO SCALE1
TYPICAL SLAB CONSTRUCTION JOINTSCALE: NOT TO SCALE
2TYPICAL STEP IN SLAB DETAILS
SCALE: NOT TO SCALE3
TYPICAL SLAB OPENING DETAILS
SCALE: NOT TO SCALE4
TYPICAL TWO-WAY SLAB OPENING LIMITATIONS
1 09/03/2021 ISSUED FOR 50% CD PROGRESS
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"
BOTTOM BARS IN 2 LAYERS (SHORT BARS ON UPPER LAYER)
BOTTOM BARS IN 2 LAYERS (SHORT BARS ON UPPER LAYER)
-
-
-
-
-
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 ______
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
GROUND FLOOR SECTIONS &DETAILS III
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
20 27
S-402.00
NOT TO SCALE1
FLAT PLATE REBAR PLACEMENT DETAIL
SCALE: NOT TO SCALE4
CONCRETE BEAM SCHEDULE
SCALE: NOT TO SCALE2
TYPICAL TWO-WAY FLAT SLAB - COLUMN STRIP
SCALE: NOT TO SCALE3
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
LONG BOTTOM BARSSEE SCHEDULE
SHORT BOTTOM BARS CENTER AT MIDSPAN UON ON SCHEDULE
LONG BOTTOM BARSSEE 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"
LONG TOP BARSSEE SCHEDULE
SHORT TOP BARS CENTER ONSUPPORT UONON SCHEDULE
LONG TOP BARSSEE 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
STIRRUPSSEE SCHEDULE
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
FIRST POUR SECOND POUR
T/BEAMEL SEE PLAN
H
TOP BARSSEE SCHEDULE
NOTEADDITIONALSTIRRUPS
ROUGHEN CONTACTSURFACE TO 1/4"AMPLITUDE
2" 2" LTS
STIRRUPSSEE SCHEDULE
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
COLUMN TIESSEE COLUMN SCHEDULENOTES
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 ______
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
GROUND FLOOR SECTIONS &DETAILS IV
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
21 27
S-403.00
SCALE: NOT TO SCALE1
TYPICAL BEAM ELEVATIONSCALE: NOT TO SCALE
2TYPICAL BEAM SECTION
SCALE: NOT TO SCALE3
BEAM ORIENTATION KEY PLANSCALE: NOT TO SCALE
4BEAM STIRRUP TYPES
SCALE: NOT TO SCALE5
TYPICAL BEAM CONSTRUCTION JOINT - ELEVATION
SCALE: NOT TO SCALE6
TYPICAL SLAB / BEAM DETAILAT CHANGE OF SLAB ELEVATION
SCALE: NOT TO SCALE7
TYPICAL TOP OF COLUMNSCALE: NOT TO SCALE
8TYPICAL COLUMN OVERPOUR TOLERANCE
1 10/01/2021 ISSUED FOR 100% CD
SCALE: NOT TO SCALE9
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 ______
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
STEEL DETAILS I
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
SCALE: NOT TO SCALE1
TYPICAL BASE PLATE DETAILSCALE: NOT TO SCALE
2TYPICAL ANCHOR ROD DETAIL
SCALE: NOT TO SCALE7
ANCHOR ROD SCHEDULE
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
2L, 2C, 4L, HSS OR W BRACESEE TYPICAL DETAILS FOR BRACE TO GUSSET CONNECTION
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
2L, 2C, 4L, HSS OR W BRACESEE TYPICAL DETAILS FOR BRACE TO GUSSET CONNECTION
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, 2C, 4L, HSS OR W BRACESEE TYPICAL DETAILS FOR BRACE TO GUSSET CONNECTION
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
CAP AND SEAL WELD AT EXTERIOR LOCATIONSTYPICAL
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
CAP AND SEAL WELD AT EXTERIOR LOCATIONSTYPICAL
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
CAP AND SEAL WELD AT EXTERIOR LOCATIONSTYPICAL
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 ______
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
STEEL DETAILS II
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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 ______
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
STEEL DETAILS III
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
24 27
S-502.00
SCALE: 12" = 1'-0"2
STEEL COLUMN SCHEDULE SCALE: 12" = 1'-0"3
STEEL COLUMN NOTES
1 09/03/2021 ISSUED FOR 50% CD PROGRESS
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 ______
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
STEEL JOIST DETAILS
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
SCALE: NOT TO SCALE4
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
1 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
BARS AT EACH CELLIN JAMB 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
BARS AT EACH CELLIN JAMB ZONE
BAR AT LINTELBEARING CELL
BAR AT LINTELBEARING CELL
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 ______
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
CMU SECTIONS & DETAILS I
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
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
PLAN AND/OR SLAB EDGEREINFORCEMENT SEE TYPICAL DECK DETAILS
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
PLAN AND/OR SLAB EDGEREINFORCEMENT SEE TYPICAL DECK DETAILS
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" .
..
PLAN AND/OR SLAB EDGEREINFORCEMENT SEE TYPICAL DECK DETAILS
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
SLAB REINFORCEMENT SEE PLAN
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
SLAB REINFORCEMENT SEE PLAN
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 ______
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Tel 646.661.4200
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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
CMU SECTIONS & DETAILS II
N20074.00
CONDUIT LOGISTICSCENTER
WILDFLOWER153-44 S Conduit AvenueNew York, NY 11434
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
1 04/09/2021 100% DESIGN DEVLOPEMENT
2 09/03/2021 ISSUED FOR 50% CD PROGRESS
3 10/01/2021 ISSUED FOR 100% CD
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