HomeMy WebLinkAboutS001 General NotesSTRUCTURAL LOADS AND CRITERIA
1. DESIGN AND CONSTRUCTION: THE 2020 BUILDING CODE OF NEW YORK STATE
A.RISK CATEGORY II
2. LIVE LOADS:
GROUND FLOOR = 100 PSF
ELEVATED FLOORS =80 PSF (50 PSF + 30 PSF PARTITION)
ROOF =20 PSF (MINIMUM ROOF LIVE LOAD)
3. DEAD LOADS:
WEIGHT OF CONSTRUCTION MATERIALS PLUS
ROOF = 8 PSF COLLATERAL (MEP, TYP.), 33 PSF COLLATERAL (MEP) WHERE NOTED
FLOOR (TYPICAL) = 12 PSF COLLATERAL (MEP, TYP.), 27 PSF COLLATERAL (MEP) AT 4TH FLOOR
4. SNOW LOADS:Is = 1.0 SEE SNOW DRIFT MAP ON S002.
Pg = 40 PSF
Pf = 31 PSF
Ce = 1.0, Ct = 1.1
5. WINDS LOADS:Iw = 1.0 (SEE COMPONENT AND CLADDING WIND LOADS,SHEET S003)
V_ult = 115 MPH (V_asd = 90 MPH)
EXPOSURE = D
GCpi = (+/-)0.18
6. RAIN LOADS:
d_s = 5"
d_h = 3"
R = 20 PSF
7. FLOOD LOADS:THE STRUCTURE IS LOCATED OUTSIDE THE 100-YEAR FLOOD HAZARD AREA BUT
INSIDE THE 500-YEAR FLOOD HAZARD AREA.
8. SEISMIC LOADS:Ie = 1.0
Ss=0.119, S1= 0.045, SDs = 0.190, SD1 = 0.126
SITE CLASS = B, SEISMIC DESIGN CATEGORY = B
BASIC SEISMIC-FORCE RESISTING SYSTEM:
STEEL SYSTEM NOT SPECIFICALLY DETAILED (ASCE 7-16 T.12.2-1 ITEM H)
BASE SHEAR = 267 KIPS, Cs=.063, R= 3, OMEGA = 3, Cd = 3
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
CONTROLLING LFRS LOAD TYPE: WIND LOAD
9. DESIGN STAIRS, STAIR COMPONENTS, CONNECTIONS, AND RAILINGS AND INCORPORATE INTO
STEEL SHOP DRAWINGS AS FOLLOWS: (LIVE LOADS SHOWN ARE IN ADDITION TO DEAD LOAD)
A. MAIN STRINGERS AND LANDINGS: 100psf
B. TREADS: LOAD PRODUCING GREATEST STRESS OF 100 PSF OR 300 LB ON 4 SQ IN.
C. HANDRAIL ASSEMBLIES: LOAD PRODUCING GREATEST STRESS OF 200 LB OR 50 PLF. APPLIED IN
ANY DIRECTION AT ANY POINT ON THE ASSEMBLY.
D. MEET NYS CODE FOR ALL DETAILS AND DIMENSIONS NOT SPECIFICALLY INDICATED.
E. COORDINATE FINAL DESIGN WITH ARCHITECTURAL DRAWINGS AND PROJECT SPECIFICATIONS.
F. MEMBER SIZES SHOWN ON THE DRAWINGS ARE MINIMUM.
G. FRAMING DETAILS SHOWN ARE SCHEMATIC. CONTRACTOR TO PROVIDE ADEQUATE
SUPPLEMENTAL FRAMING AS NEEDED TO SUPPORT STAIR AND RAILING COMPONENTS.
FOUNDATION NOTES
1. FOUNDATION DESIGN IS BASED ON A PRESUMPTIVE SOIL BEARING CAPACITY OF 4,000 PSF AFTER
COMPLETION OF SOIL IMPROVEMENT. VERIFY SOIL CONDITIONS PRIOR TO CONSTRUCTION. THE
CONTRACTOR SHALL FOLLOW THE RECOMMENDATIONS AND PROVISIONS OUTLINED IN THE
PROJECT GEOTECHNICAL REPORT AND THE SOIL IMPROVEMENT REPORT FOR THE FOUNDATION
TYPE EMPLOYED.
2. EXISTING CONDITIONS: VERIFY DIMENSIONS, ELEVATIONS, ETC., FOR EXISTING U/G UTILITIES.
PREPARE SITE TO PROPER ELEVATIONS. PROVIDE STRUCTURAL FILL AS REQUIRED OR REUSE
EXISTING SITE MATERIAL PER RECOMMENDATIONS IN THE GEOTECHNICAL EVALUATIONREPORT.
3. ENGINEERED FILL: NYSDOT ITEM 304-2 TYPE 2. 2" MAXIMUM SIZE AND NO MORE THAN 10%
PARTICLES PASSING THE #200 SIEVE. PLACE IN 6" TO 9" LIFTS. COMPACT EACH LIFT TO AT LEAST
95% MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR METHOD, WITH A MOISTURE
CONTENT WITHIN TWO PERCENT OF OPTIMUM. PROVIDE BENEATH FOOTINGS AS REQUIRED, AS
BACKFILL AGAINST FOUNDATION WALLS,AND BENEATH FLOOR SLAB AND SUBBASE MATERIAL.
4. GRANULAR FILL: NYSDOT 203.07 -SELECT GRANULAR FILL, MAY BE USED AS BACKFILL FILL
AGAINST FOUNDATION WALLS AND BENEATH FLOOR SLAB AND SUBBASE MATERIAL.
ENGINEERED FILL COMPACTION REQUIREMENTS SHALL APPLY.
5. SUBBASE MATERIAL: NYSDOT ITEM 304-2 TYPE 2. THE MATERIAL SHALL HAVE A MAXIMUM SIZE OF
2" AND NO MORE THAN 10% PARTICLES PASSING THE #200 SIEVE. PLACE IN 6" TO 9" LIFTS.
ENGINEERED FILL COMPACTION REQUIREMENTS SHALL APPLY.
6. COORDINATE PIPE SLEEVES THROUGH FOUNDATION WALLS AND FOOTING STEPS TO
ACCOMMODATE PIPING WITH THE MECHANICAL AND PLUMBING CONTRACTOR/DRAWINGS.
7. FOOTING BEARING ELEVATION: 4'-0" MINIMUM BELOW GRADE AT EXTERIOR WALLS. ADJUST FOR
FIELD CONDITIONS.
8. PROVIDE TEMPORARY PROTECTION AS REQUIRED FOR FOUNDATIONS EXPOSED TO WATER OR
FREEZING.
9. FOUNDATION WALL BACKFILL: ADEQUATELY BRACED WALLS OR BALANCE FILLING EACH SIDE.
CONCRETE NOTES
1. CONCRETE DESIGN AND CONSTRUCTION: ACI 318, ACI 301, AND PROJECT SPECIFICATIONS.
2. CONCRETE PROTECTION: ACI 305 HOT WEATHER CONCRETING, ACI 306 COLD WEATHER
CONCRETING. CONCRETE SHALL NOT BE PLACED ON FROZEN GROUND. PROTECT AGAINST
FROST UNTIL SPECIFIED STRENGTH IS ATTAINED.
3. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
FOOTINGS: 4,000 PSI, MAX. W/C RATIO = 0.45
PIERS AND FOUNDATION WALLS: 4,500psi, MAX. W/C RATIO = 0.45
CONCRETE EXPOSED TO WEATHER: 4,500psi, MAX. W/C RATIO = 0.45
INTERIOR SLABS ON GRADE: 3,000 PSI, 1 1/2" MAX COURSE AGGREGATE, MAX. W/C RATIO = 0.54
ELEVATED SLABS: 3,500 PSI, MAX UNIT WEIGHT = 115 PCF; AIR ENTRAINMENT 6%
4. AIR-ENTRAINMENT FOR CONCRETE EXPOSED TO FROST OR WEATHER:
(DO NOT ENTRAIN TROWEL FINISHED FLOORS)
MAXIMUM AGGREGATE SIZE AIR CONTENT
2 in 4% TO 6.5%
1.5 in 4% TO 7%
1 in 4.5% TO 7%
0.75 in 4.5% TO 7%
5. LEVELING GROUT: NON-SHRINK, ASTM C1107, 5,000 PSI MINIMUM 2-DAY COMPRESSIVE STRENGTH.
6.REINFORCING STEEL: ASTM A615, GRADE 60
WELDED REINFORCING BARS: ASTM A706 AND AWS D1.4.
WELDED WIRE FABRIC: ASTM A185, SUPPLIED IN SHEETS
7. REINFORCING BAR FABRICATION: ACI 318 FOR HOOKS AND BENDS UNO.
8.SECURE REINFORCEMENT: PROVIDE ACCESSORIES, CHAIRS, SPACERS, AND SUPPORTS.
9.LAP SPLICES: ACI-318 CLASS "B" TENSION LAP UNO.
10. REINFORCING BAR CLEAR COVER UNO:
A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"
B. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 AND LARGER = 2"
#5 AND SMALLER = 1 1/2"
C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS AND WALLS = 3/4"
ALL OTHER = 1 1/2"
11. PROVIDE DOWELS INTO FOUNDATION ELEMENTS WITH STANDARD 90 DEGREE HOOKS OF THE
SAME SIZE AND QUANTITY AS PIER AND WALL REINFORCING ABOVE THE FOUNDATION UNO.
12. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING IN WALLS AND FOOTINGS.
13. CONCRETE TESTING:
A.(1) COMPOSITE SAMPLE FOR EACH DAY'S POUR OF EACH CONCRETE MIX EXCEEDING 5 CY,
BUT LESS THAN 25 CY, PLUS (1) SET FOR EACH ADDITIONAL 50 CY OR FRACTION THEREOF
(ASTM C 172).
B. OBTAIN: SLUMP (ASTM C 143), AIR CONTENT (ASTM C 231), TEMPERATURE (ASTM C 1064), AND
UNIT WEIGHT (ASTM C 567) FOR EACH COMPOSITE SAMPLE.
C.CAST AND FIELD CURE (1) SET OF (6) STANDARD CYLINDER COMPRESSION TEST
SPECIMENS FOR EACH COMPOSITE SAMPLE (ASTM C 31). TEST (2) AT 7 DAYS, (2) AT 28 DAYS,
AND HOLD (2) FOR 56 DAYS AS REQUIRED.
D.CAST AND LABORATORY CURE (2) SET OF (6) STANDARD CYLINDER COMPRESSION TEST
SPECIMENS FOR EACH COMPOSITE SAMPLE (ASTM C 31). TEST (2) AT 7 DAYS, (2) AT 28 DAYS
AND HOLD (2) FOR 56 DAYS AS REQUIRED.
14. ELEVATED SLABS: ADJUST CONCRETE QUANTITIES TO MAINTAIN A LEVEL SLAB SURFACE AT THE
REQUIRED ELEVATIONS TO ACCOMMODATE SUPPORT DEFLECTIONS.
15. ADHESIVE ANCHORS: LOCATE AWAY FROM REBAR. HILTI RE500; POWERS PE1000+; SIMPSON SET.
16. CONCRETE WALL JOINTS:(H = WALL HEIGHT)
A.CONSTRUCTION JOINTS:FOUNDATION WALLS = 30 FT MAX
RETAINING WALLS = 25 FT MAX
WALL CORNERS = H FT FROM CORNER
B.CONTRACTION JOINTS:FOUNDATION WALLS = 3H OR 15 FT MAX
RETAINING WALLS = 3H OR 12'-6" FT MAX
C.EXPANSION JOINTS: ALL WALLS = 100 FT MAX
17. SHOP DRAWINGS: SUBMIT PRIOR TO CONSTRUCTION FOR REINFORCING STEEL; CONCRETE MIX
DESIGNS; PROPOSED CONSTRUCTION JOINT LOCATIONS FOR CONCRETE ELEMENTS INCLUDING
WALLS, FOOTINGS, ELEVATED SLABS, AND TOPPING.
STEEL NOTES
1. STRUCTURAL STEEL SHALL CONFORM TO THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION
(AISC) AISC 360 -SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC 303 -CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
2.STRUCTURAL STEEL GRADES (UNLESS NOTED OTHERWISE):
W-SECTIONS: ASTM A572 (ASTM A992), Fy = 50KSI
ANGLES, PLATES & CHANNELS: ASTM A36, Fy = 36ksi
COLUMN BASE PLATES, MOMENT CONNECTION PLATES: ASTM A572, Fy = 50KSI
HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500 GRADE B, RECT 46KSI, ROUND 42KSI
PIPE: ASTM A53 GRADE B, Fy = 35ksi
ANCHOR RODS: 3/4" DIA. = ASTM F1554, GRADE 55 +S1, WELDABLE
1 1/4" DIA. = ASTM F1554, GRADE 105
BOLTS: ASTM A325N (A325X, A490N, A490X AND SC WHERE INDICATED)
SHEAR CONNECTORS: ASTM A108
WELDS: E70xx
ADHESIVE ANCHORS: ASTM F1554, GRADE 105 (OR ASTM A193 B7)
GALVANIZED STRUCTURAL STEEL: ASTM A123
GALVANIZED BOLTS, FASTENERS, AND HARDWARE: ASTM A153
3.WELDING: AWS D1.1. ALL-AROUND FILLET WELDS FOR STEEL CONNECTIONS NOT INDICATED.
4. STRUCTURAL STEEL FINISH: AS INDICATED BELOW. COORDINATE WITH THE ARCHITECTURAL
DRAWINGS AND SPECIFICATIONS. APPLY COATINGS IN ACCORDANCE WITH MANUFACTURERS
RECOMMENDATIONS, INCLUDING SURFACE PREPARATIONS. AFTER ERECTION TOUCH UP AREAS
WHERE PAINT OR GALVANIZING IS MISSING OR DAMAGED INCLUDING FIELD WELDS. VERIFY
COMPATIBILITY BETWEEN ALL LAYERS OF COATINGS. COLORS SELECTED BY ARCHITECT.
A.HOT-DIP GALVANIZE: LINTELS IN EXTERIOR WALLS, ALL EXTERIOR EXPOSED STEEL,
AND ALL STEEL OUTSIDE THE STRUCTURE'S THERMAL ENVELOPE.
B. STEEL TO RECEIVE SPRAY APPLIED FIRE RESISTANT MATERIALS: DO NOT PAINT. PREPARE
AND CLEAN PER MANUFACTURER'S INSTRUCTIONS.
C. INTUMESCENT COATINGS: WHERE INDICATED BY ARCHITECTURAL DRAWINGS. APPLY PER
MANUFACTURER'S INSTRUCTIONS.
D.ALL OTHER STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH A MODIFIED ALKYD
RUST INHIBITIVE PRIMER, 2.5 TO 3.5 MILS DFT (BASIS OF DESIGN IS TNEMEC SERIES 10).
5. BEAM CONNECTIONS: DESIGNED FOR THE LARGEST END REACTION COMPUTED FROM THE TABLE
"UNIFORM LOAD CONSTANTS" IN THE AISC MANUAL, THE REACTIONS SHOWN ON THE PLANS, OR A
SERVICE LOAD OF 10 KIPS. NOTE THAT REACTIONS SHOWN ON PLANS ARE STRENGTH (LRFD /
ULTIMATE) LEVEL.
6. FRAMED BEAM CONNECTIONS: LENGTH EQUAL TO THE SMALLER BEAM'S "T" DIMENSION UNO.
7. PROVIDE L3X3X1/4 DECK ANGLE AT THE PERIMETER OF ALL ROOFS UNO.
8. THE GENERAL CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL ROOF DECK
OPENINGS REQUIRED BY THE MECHANICAL AND ELECTRICAL CONTRACTORS AND SHALL PROVIDE
SUMP PANS OR ADDITIONAL FRAMING AS REQUIRED. CUTTING HOLES IN ROOF DECKING OR SUMP
PANS SHALL BE DONE BY THE MECHANICAL AND ELECTRICAL CONTRACTORS FOR THEIR OWN
WORK UNDER THE SUPERVISION OF THE GENERAL CONTRACTOR. HOLES SHALL BE CUT NEATLY
WITH A MAXIMUM SIZE OF PIPE OR DUCT DIMENSION PLUS 1". AN ANGLE FRAME ASSEMBLY IS
REQUIRED AT ALL ROOF OPENINGS EXCEEDING 6", REFER TO TYPICAL DETAILS.
9. SHOP DRAWINGS: SUBMIT FOR REVIEW PRIOR TO FABRICATION.
10. CONNCTION DESIGN:
A. AISC OPTION 2: FABRICATOR'S EXPERIENCED STEEL DETAILER SHALL SELECT OR COMPLETE
CONNECTIONS IN ACCORDANCE WITH ANSI/AISC 303.
i. SELECT AND COMPLETE CONNECTIONS USING SCHEMATIC DETAILS INDICATED AND
ANSI/AISC 360.
ii. USE LOAD AND RESISTANCE FACTOR DESIGN; DATA ARE GIVEN AT FACTORED-LOAD LEVEL.
B. AISC OPTION 3 AND 3B: DESIGN CONNECTIONS AND FINAL CONFIGURATION OF MEMBER
REINFORCEMENT AT CONNECTIONS IN ACCORDNACE WITH ANSI/AISC 303 BY FABRICTOR'S
QUALIFIED PROFESSIONAL ENGINEER.
i. USE LOAD AND RESISTANCE FACTOR DESIGN; DATA GIVEN AT FACTORED-LOAD LEVEL
MASONRY NOTES
1. CONCRETE MASONRY DESIGN AND CONSTRUCTION: TMS 402 AND TMS 602.
2. CONCRETE MASONRY UNITS: ASTM C-90. F'm = 2000 PSI.
3. CMU MORTAR: ASTM C270 TYPE M OR S. TYPE M BELOW GRADE.
4. BRICK MORTAR: ASTM C270 TYPE N. TYPE S BELOW GRADE.
5. HORIZONTAL JOINT REINFORCING: ASTM A82, 9 GA, GALVANIZED LADDER-TYPE,16" O/C UNO.
6. CONCRETE MASONRY WALL CONTROL JOINTS: REFERENCE ARCHITECTURAL DRAWINGS AND
PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND LOCATIONS. FOR CONTINUOUS
EXTERIOR AND INTERIOR WALLS, REFER TO NCMA TEK NOTES 10-2B AND AS FOLLOWS:
A. MAXIMUM JOINT SPACING: LESSER OF 1-1/2 TIMES THE WALL HEIGHT OR 25 FEET
B. CHANGES IN WALL HEIGHT
C. CHANGES IN WALL THICKNESS, SUCH AS PIPE AND DUCT CHASES AND PILASTERS
D. (ABOVE) MOVEMENT JOINTS IN FOUNDATIONS AND FLOORS
E. (BELOW) MOVEMENT JOINTS IN ROOFS AND FLOORS THAT BEAR ON A WALL
F. NEAR ONE OR BOTH SIDES OF DOOR AND WINDOW OPENINGS. PLACE AT ONE SIDE OF AN
OPENING LESS THAN 6 FT WIDE AND AT BOTH SIDES OF OPENINGS OVER 6 FT WIDE. CONTROL
JOINTS CAN BE AWAY FROM THE OPENING IF ADEQUATE TENSILE REINFORCEMENT IS PLACED
ABOVE, BELOW AND BESIDE WALL OPENINGS AS APPROVED BY ENGINEER.
G. ADJACENT TO WALL CORNERS OR INTERSECTIONS WITHIN A DISTANCE EQUAL TO HALF THE
CONTROL JOINT SPACING.
H. BOND BEAM REINFORCEMENT TO BE CONTINUOUS. SCORE SHELL 3/8" EACH SIDE.
7. BLOCK CORE GROUT FILL: ASTM C476, 3,000 PSI MINIMUM 28 DAY COMPRESSIVE STRENGTH.
PLACE IN LIFTS NOT EXCEEDING 7 COURSES IN HEIGHT UNLESS OTHERWISE APPROVED BY THE
ENGINEER
8. PROVIDE FULL HEAD AND BED JOINTS.
9. MASONRY WALLS, PARTITIONS, AND OPENINGS: COORDINATE WITH ARCHITECTURAL DRAWINGS.
10. LAP SPLICES IN VERTICAL REINFORCING: 48 BAR DIAMETERS MINIMUM, UNO.
11. STRUCTURAL STEEL LINTELS: 8" MINIMUM BEARING AT EACH END, HOT DIP GALVANIZE EXTERIOR
WALL LINTELS. LOAD BEARING LINTELS NOT INDICATED ON PLAN SHALL BE W8X21 WITH BOTTOM
PLATE UP TO 5'-0". FOR LARGER OPENINGS, CONTACT STRUCTURAL ENGINEER. REFER TO LINTEL
SCHEDULE ON SHEET S501 FOR ADDITIONAL INFORMATION.
12. MASONRY COURSING INDICATED ON THE STRUCTURAL DRAWINGS IS APPROXIMATE. REFER TO
ARCHITECTURAL DRAWINGS FOR COURSING LAYOUT. CUT UNITS AS REQUIRED TO ACHIEVE
ELEVATIONS, BEARING ELEVATIONS, AND OPENINGS INDICATED.
13. REINFORCING STEEL: A615 REINFORCING STEEL, 60 KSI TYPICAL,
A706 REINFORCING STEEL, 60 KSI AT WELDED APPLICATIONS SECURE IN
PLACE PRIOR TO PLACING GROUT, DO NOT WET-SET
14. GROUT MASONRY CELLS BELOW GRADE.
15. ADHESIVE ANCHORS: LOCATE AWAY FROM REBAR.
A. GROUTED CMU = HILTI HY200 OR POWERS AC100+ OR SIMPSON SET
B. HOLLOW CMU = HILTI HY70 OR POWERS AC100+ OR SIMPSON ACRYLIC-TIE
16. SHOP DRAWINGS: SUBMIT FOR REINFORCING STEEL, GROUT AND MORTAR MIX DESIGNS, AND
CMU PRODUCT DATA TO THE ARCHITECT FOR REVIEW BEFORE CONSTRUCTION.
STEEL DECK
1. STEEL DECK SHALL CONFORM TO THE STEEL DECK INSTITUTE'S CODE OF STANDARD PRACTICE,SDI
C1.0 STANDARD FOR COMPOSITE STEEL FLOOR DECK, SDI-NC1.0 STANDARD FOR NON-COMPOSITE
STEEL FLOOR DECK, AND SDI-RD1.0 STANDARD FOR STEEL ROOF DECK.
2. ROOF DECK: GALVANIZED FINISH (G-90). CONTINUOUS OVER 3 OR MORE SPANS. FASTEN WITH 5/8"
PUDDLE WELDS OR EQUIVALENT PAF'S (PER TABLE) AT 12" O/C IN FIELD AND 6" O/C IN PERIMETER
ZONES AS DEFINED BY ASCE 7, BUT NOT LESS THAN 10'-0". SIDE LAPS SHALL BE FASTENED AT 1/3
SPAN LENGTH OR 18" O/C WITH #10 SCREWS.
STEEL THICKNESS POWER ACTUATED FASTENERS (PAF'S)
7/64" TO 5/32"PNEUTEK SDK61 OR HILTI XEDNK22 THQ12
5/32" TO 1/4"PNEUTEK SDK63 OR HILTI XEDNK22 THQ12
3/16" TO 5/16"PNEUTEK K64 OR HILTI XEDN19 THQ12
>= 9/32" PNEUTEK K66 OR HILTI X-ENP-19-L15
3. NON-COMPOSITE STEEL FORM DECK: FASTEN TO SUPPORTS ACCORDING TO SDI
RECOMMENDATIONS. PERMANENT STEEL FORM DECK SHALL HAVE A GALVANIZED FINISH (G-60).
4. COMPOSITE STEEL DECK: FASTEN TO SUPPORTS ACCORDING TO SDI RECOMMENDATIONS.
COMPOSITE STEEL DECK SHALL HAVE A GALVANIZED FINISH (G-60).
5.ROOF DECK FINISH:TOP/BOTTOM = BARE/PRIMED
FORM DECK FINISH:TOP/BOTTOM = BARE/PRIMED
COMP DECK FINISH:TOP/BOTTOM = BARE/PRIMED
6.SUBMIT SHOP DRAWINGS FOR STEEL DECK FOR REVIEW PRIOR TO CONSTRUCTION.
SLAB ON GRADE NOTES
1. SLAB ON GRADE CONSTRUCTION: ACI 302 GUIDE FOR CONCRETE FLOOR AND SLAB
CONSTRUCTION. MOIST CURE 10 DAYS.
2. VAPOR BARRIER: ASTM 1745, CLASS A, 15 MIL MINIMUM.
3. SURFACE TREATMENT: PENETRATING LIQUID TREATMENT, STAR SEAL PS, CLEAR (VEXCON)
U.N.O.
4. SLOPED FLOORS: REFERENCE ARCHITECTURAL AND PLUMBING PLANS. MAINTAIN THICKNESS.
5. REENTRANT CORNERS: PROVIDE (2) #4 X 4'-0" LONG BARS ACROSS REENTRANT CORNERS OF
RECTANGULAR SLAB OPENINGS AND AROUND THE PERIMETER OF ROUND SLAB OPENINGS.
6. CONTROL JOINTS: PROVIDE AT COLUMN CENTERLINES AND 10'-0" O/C MAXIMUM.
7. MOISTURE EMISSION RATE: MAXIMUM IN 24 HOURS PRIOR TO PLACING FLOOR FINISHES OF 3 LBS
PER 1000 SQ-FT OR RATE REQUIRED BY THE FLOORING MANUFACTURER.
8. CONSTRUCTION JOINT SHOP DRAWINGS: SUBMIT PROPOSED LOCATIONS FOR REVIEW.
GENERAL CONDITIONS
1. THE INFORMATION SHOWN ON THESE DOCUMENTS IS THE BEST REPRESENTATION OF EXISTING
CONDITIONS AVAILABLE TO THE ENGINEER. IT IS THE CONTRACTORS RESPONSIBILITY TO FIELD
VERIFY THOSE FEATURES WHICH WILL AFFECT THE BID PRICE AND MAKE ALLOWANCES FOR THEM
IN THEIR BID.
2. EXISTING CONSTRUCTION ADJACENT TO NEW WORK SHALL BE ADEQUATELY SUPPORTED DURING
CONSTRUCTION. THE CONTRACTOR SHALL REPAIR NEW OR EXISTING CONSTRUCTION DAMAGED
WHILE WORK IS IN PROGRESS.
3. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE AS A COMPLETE UNIT. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR MEANS, METHODS, AND SEQUENCES OF DEMOLITION AND
CONSTRUCTION PHASES INCLUDING TEMPORARY SHORING AND BRACING. THE CONTRACTOR SHALL
COMPLY WITH ALL APPLICABLE CODES AND STANDARDS THAT PERTAIN TO MEANS, METHODS, AND
SEQUENCES OF CONSTRUCTION.
4. CONTRACT DRAWINGS AND SPECIFICATIONS: COORDINATE STRUCTURAL DRAWINGS WITH ALL
OTHER DRAWINGS AND SPECIFICATIONS. INCORPORATE COORDINATION REQUIREMENTS INTO
CONTRACTOR'S WORK.
5. DETAILS NOT SPECIFICALLY SHOWN SHALL BE SIMILAR TO THOSE SHOWN FOR THE MOST NEARLY
SIMILAR CONDITION AS DETERMINED BY THE ARCHITECT OR ENGINEER.
6. SURVEY SUBMITTAL: ENGAGE A LICENSED SURVEYOR TO ESTABLISH DIMENSION AND ELEVATION
CONTROL OF THE BUILDING FEATURES PRIOR TO THE START OF CONSTRUCTION. ESTABLISH
CONTROL POINTS AT KEY BUILDING FEATURES, BUILDING CORNERS, COLUMN LOCATIONS, FOOTING
LOCATIONS, AND OVERALL LAYOUT TO ENSURE GEOMETRIC CLOSEOUT. SUBMIT FOR RECORD A
SEALED CONTROL POINT DRAWING.
7. ANCHOR ROD SURVEY AS-BUILT PLAN: ENGAGE A LICENSED SURVEYOR TO PREPARE AN AS-BUILT
SURVEY OF ANCHOR RODS. SUBMIT SEALED ANCHOR ROD SURVEY PLAN FOR RECORD.
8. SHOP DRAWINGS PREPARED BY SUPPLIERS AND SUBCONTRACTORS SHALL BE REVIEWED AND
SIGNED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMISSION TO THE ARCHITECT AND
ENGINEER. REPRODUCTIONS OF THE STRUCTURAL DRAWINGS SHALL NOT BE USED FOR THE
PREPARATION OF SHOP DRAWINGS. MANUFACTURED COMPONENTS SHALL BE SIGNED AND SEALED
BY A LICENSED PROFESSIONAL ENGINEER PRIOR TO SUBMISSION.
ANCHORS AND FASTENERS
1. PROVIDE THE FOLLOWING ANCHORS UNLESS NOTED OTHERWISE ON PLANS AND DETAILS. PROVIDE
GALVANIZED FASTENERS AT ALL LOCATIONS OUTSIDE THE STRUCTURE THERMAL ENVELOPE AND
AS NOTED. PROVIDE STAINLESS-STEEL (SS) ANCHORS AND FASTENERS AS NOTED. PROVIDE
ANCHORS AND FASTENERS NOT LISTED BELOW, AS SPECIFICALLY NOTED ON PLANS.
SUBSTITUTIONS FOR ANCHORS NOTED ON PLANS SHALL BE APPROVED BY THE ENGINEER.
A. POWER ACTUATED FASTENERS (PAF): HILTI XU KNURLED SHANK FASTENER, 0.157" DIAMETER,
OR EQUIVALENT. PENETRATION DEPTH (MINIMUM): 1 1/2" CONCRETE, 1" MASONRY, AND 1/2"
STEEL.
B. GENERAL MECHANICAL EXPANSION ANCHORS (MEA): HILTI KWIK BOLT III, DeWALT POWER-
STUD+SD2, OR SIMPSON WEDGE-ALL. GALVANIZED AS NOTED.
C. MECHANICAL EXPANSION ANCHORS FOR USE IN CRACKED CONCRETE (MECRA): HILTI KWIK
BOLT TZ, DeWALT POWER-STUD+SD1, OR SIMSPON STRONG-BOLT. GALVANIZED AS NOTED.
D. STAINLESS STEEL MECHANICAL EXPANSION ANCHORS (SSMEA): HILTI KWIK BOLT III, DeWALT
POWER-STUD+SD4/SD6, OR SIMPSON WEDGE-ALL.
E. HEAVY DUTY SCREW ANCHOR (HDSA): HILTI KWIK HUS, DeWALT SCREW BOLT+,
SIMPSON TITEN-HD.
F. HEAVY DUTY SLEEVE ANCHORS (HDSLA): DeWALT POWER-BOLT+.
G. SLEEVE ANCHORS (SLA) POWERS LOK-BOLT, HILTI HLC SLEEVE ANCHOR, SIMPSON SLEEVE-ALL.
H. NAIL SET ANCHORS (NSA): DeWALT ZAMAC HAMMER-SCREWS.
I. GENERAL ADHESIVE ANCHORS IN CONCRETE: HILTI RE500, DeWALT PE1000+,
OR SIMPSON SET-XP.
J. 10.)POST INSTALLED REBAR (60 BAR DIAMETER EMBEDMENT UNO): HILTI HY200 OR
DeWALT AC200+.
K. ADHESIVE ANCHORS IN GROUTED MASONRY: HILTI HY270, DeWALT AC100+, OR SIMPSON ET-H
L. ADHESIVE ANCHORS IN HOLLOW CMU: HILTI HY270 OR POWERS AC100+ OR SIMPSON SET-XP.
PROVIDE SCREEN TUBES PER MANUFACTURER'S RECOMMENDATIONS AND STAINLESS STEEEL
(SS) AS NOTED.
COLD-FORMED STEEL FRAMING
1. LIGHT GAGE FRAMING (CFSF) SHALL CONFORM TO THE NORTH AMERICAN SPECIFICATION FOR
THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.
2. MEMBERS TO HAVE MINIMUM YIELD STRESS OF 50 KSI AND SHALL HAVE A MINIMUM FLANGE
WIDTH OF 15/8" AND A RETURN LIP LENGTH OF 1/2". WHERE FLANGE WIDTHS OF 2" ARE SPECIFIED,
THE RETURN LIP LENGTH SHALL BE 5/8", WHERE FLANGE WIDTHS OF 3" ARE SPECIFIED, THE
RETURN LIP LENGTH SHALL BE 5/8".
3. SIZES AND GAGE (THICKNESS) SHOWN ON THE DRAWINGS ARE MINIMUM.
A.TRACK GAGE: 54 MIL MINIMUM
B. STUD GAGE: 54 MIL MINIMUM
4. BUILT UP MEMBERS SHALL BE FASTENED TOGETHER TO CREATE COMPOSITE MEMBERS PER AISI.
5.CFSF FINISH: ASTM A924 GALVANIZED, G60.
6.PROVIDE ALL ACCESSORIES, SUCH AS TRACKS, CLIPS, WEB STIFFENERS, AND ALL CONNECTORS
REQUIRED FOR A COMPLETE INSTALLATION MEETING BUILDING CODE REQUIREMENTS AND
MANUFACTURER RECOMMENDATIONS.
7.STRUCTURAL PERFORMANCE: PROVIDE COLD-FORMED STEEL MEMBERS CAPABLE OF
WITHSTANDING DESIGN LOADS WITHIN LIMITS AND UNDER CONDITIONS INDICATED.
A. DESIGN LOADS: AS INDICATED ON THE DRAWINGS AND LOADS REQUIRED
BY THE GOVERNING BUILDING CODE FOR THE PROPOSED OCCUPANCY.
B. DEFLECTION LIMITS: DESIGN FRAMING SYSTEMS TO WITHSTAND DESIGN
LOADS WITH DEFLECTIONS NOT GREATER THAN THE FOLLOWING:
i.) EXTERIOR LOAD-BEARING WALL FRAMING: HORIZONTAL DEFLECTION
OF 1/600 OF THE WALL HEIGHT SUPPORTING BRICK VENEER.
i.) EXTERIOR LOAD-BEARING WALL FRAMING: HORIZONTAL DEFLECTION
OF 1/360 OF THE WALL HEIGHT SUPPORTING VENEER OTHER THAN BRICK.
ii.) INTERIOR LOAD-BEARING WALL FRAMING: HORIZONTAL DEFLECTION
OF 1/360 OF THE WALL HEIGHT UNDER A HORIZONTAL LOAD OF 5psf.
ii.) INTERIOR NON-LOAD-BEARING WALL FRAMING: HORIZONTAL DEFLECTION
OF 1/360 OF THE WALL HEIGHT UNDER A HORIZONTAL LOAD OF 5psf.
iii.) EXTERIOR NON-LOAD-BEARING FRAMING: HORIZONTAL DEFLECTION
OF 1/600 OF THE WALL HEIGHT SUPPORTING BRICK VENEER.
iii.) EXTERIOR NON-LOAD-BEARING FRAMING: HORIZONTAL DEFLECTION
OF 1/600 OF THE WALL HEIGHT SUPPORTING VENEER OTHER THAN BRICK.
iv.) FLOOR AND ROOF JOISTS: VERTICAL DEFLECTION OF 1/360 (LIVE)
AND 1/240 (TOTAL) OF THE SPAN.
8.WELDING: AWS D1.3 FOR WELDING SHEET STEEL IN STRUCTURES. CONSULT AWS D19.0, WELDING
ZINC COATED STEEL, AND ANSI STANDARD Z49.1 FOR INFORMATION REGARDING SAFE WELDING
PROCEDURES. WELDS SHALL BE TOUCHED-UP WITH A ZINC-RICH RUST-INHIBITIVE PRIMER.
A. SUGGESTED METHODS FOR FIELD WELDING: 1/8" E60XX, GASLESS MIG
B. WELDS SHALL BE INSPECTED BY A QUALIFIED INSPECTOR
C. BURN THROUGH WILL BE CAUSE FOR REJECTION
9.SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED BY AN ENGINEER LICENSED IN THE
STATE OF NEW YORK SIGNED AND FOR COLD-FORMED STEEL FRAMING, CONNECTIONS, AND
ACCESSORIES PRIOR TO CONSTRUCTION.
1.SUBMITTALS:
A.PRODUCT DATA OR MANUFACTURER'S SPECIFICATIONS AND INSTALLATION INSTRUCTIONS
FOR THE UNISTRUT SYSTEM.
B.SHOP DRAWINGS: INCLUDE DETAILS OF CUTS, CONNECTIONS, CAMBER, HOLES, AND OTHER
PERTINENT DATA. INDICATE WELDS BY STANDARD AWS SYMBOLS AND SHOW SIZE, LENGTH,
AND TYPE OF EACH WELD.
C.CALCULATIONS: PROVIDE CALCULATIONS, SIGNED AND SEALED BY AN ENGINEER
REGISTERED IN THE STATE OF NEW YORK, FOR ALL UNISTRUT MEMBER AND
CONNECTION DESIGN.
2.QUALITY CONTROL TESTING DURING CONSTRUCTION:
A.THE OWNER WILL ENGAGE AN INDEPENDENT TESTING AND INSPECTION AGENCY.
THE CONTRACTOR SHALL COORDINATE TIMING AND ACCESSIBILITY WITH THE
INSPECTOR. THE TESTING AGENCY ENGAGED BY THE OWNER SHALL PERFORM
THE FOLLOWING SERVICES IN CONNECTION WITH UNISTRUT:
B.INSPECT ALL MEMBERS FOR PROPER POSITION.
C.PERFORM VISUAL INSPECTION OF ALL WELDS AND BOLTED CONNECTIONS.
D.INSPECT ALL FULL PENETRATION WELDS AND 15% OF ALL FILLET WELDS,
RANDOMLY SELECTED WITH MAGNETIC PARTICLE INSPECTION (ASTM E 709)
3.UPON COMPLETION, CERTIFY THAT ALL STRUCTURAL STEEL ON THE PROJECT, INCLUDING
WELDING AND BOLTING OF MEMBERS, WAS DONE UNDER INSPECTION OF THE TESTING
AGENCY CONCERNED AND IS IN ACCORDANCE WITH THE REQUIREMENTS OF PERTINENT
CODES, AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.
UNISTRUT NOTES
MEDICAL EQUIPMENT SUPPORT
1.INSTALL MEDICAL EQUIPMENT ACCORDING TO MANUFACTURER'S INSTRUCTIONS. THE
INFORMATION INDICATED ON THE STRUCTURAL DRAWINGS IS BASED ON "BASIS OF DESIGN"
EQUIPMENT WITHOUT THE FINAL SELECTION AND ROOM SPECIFIC DATA FROM
VENDORS/MANUFACTURERS.
2.MACHINE EQUIPMENT BASE PLATES: INSTALL WITH HIGH STRENGTH GROUT AND SIZE AND
QUANTITY OF RECOMMENDED ANCHORS. CONCRETE SURFACE SHALL BE LEVEL TO WITHIN 1/32"
OVER 10'-0" IN ANY DIRECTION UNLESS VENDOR SPECIFIC DATA IS LESS STRINGENT. GRIND, FILL
AND/OR OTHERWISE MODIFY THE CONCRETE SURFACE TO ACHIEVE THE VENDOR SPECIFIC
MINIMUM REQUIREMENTS.
3.EQUIPMENT FOUNDATION LAYOUT: PROVIDE ALL NECESSARY BOX-OUTS, RECESSES, AND HOLES
REQUIRED BY VENDOR TO INSTALL THE EQUIPMENT. REFER TO THE BASIS OF DESIGN EQUIPMENT
DATA SHEETS.
4. EQUIPMENT FOUNDATIONS: 4,000 PSI MINIMUM CONCRETE (FOOTING MIX).
5.UNISTRUT FRAMING: UNISTRUT FRAMING SHOWN IS CONCEPTUAL. SEE UNISTRUT NOTES THIS
SHEET FOR ADDITIONAL INFORMATION. PROVIDE CHANNEL STRUT FRAMING BY UNISTRUT (R). 12
GAGE (97 MIL) MINIMUM WALL THICKNESS. PROVIDE CONNECTORS, SPRING NUTS, BRACES,
THREADED ROD, ANCHORS, STANDARD MANUFACTURER'S BEAM CLAMPS, AND OTHER
APPURTENANCE REQUIRED FOR A COMPLETE INSTALLATION. PROVIDE ENGINEERED DRAWINGS
SEALED BY AN ENGINEER LICNESED IN THE STATE OF NEW YORK FOR EACH INSTALLATION.
6.BARIATRIC SUPPORT FRAMING: FRAMING SHOWN IS CONCEPTUAL. COORDINATE FRAMING LAYOUT
WITH THE FINAL ROOM SPECIFIC BARIATRIC LIFT CONFIGURAITON. PROVIDE ENGINEERED
DRAWINGS SEALED BY AN ENGINEER LICNESED IN THE STATE OF NEW YORK FOR EACH
INSTALLATION.
7.MEDICAL EQUIPMENT BOOM SUPPORT FRAMING: FRAMING SHOWN IS CONCEPTUAL. COORDINATE
FINAL BOOM SUPPORT FRAMING STRUCTURAL DESIGN AND LAYOUT WITH FIELD LOCATED BOOM
ISO-CENTER AND FINAL EQUIPMENT SELECTION BY OWNER. PROVIDE ENGINEERED DRAWINGS
SEALED BY AN ENGINEER LICNESED IN THE STATE OF NEW YORK FOR EACH INSTALLATION.
DELEGATED DESIGN
PROVIDE DOCUMENTS, DOCUMENTATION, AND INFORMATION INDICATED PREPARED BY A
PROFESSIONAL ENGINEER LICENSED IN THE STATE THE WORK IS PERFORMED.
1. TEMPORARY SHORING
2. SOIL BEARING AND SURFACE CONDITIONS FOR STRUCTURAL WORK ON EARTH OR FILL
3. STRUCTURAL STEEL CONNECTIONS
4. STAIRS, GUARDRAILS, AND RAILINGS
5. CONCRETE FORMWORK
6. COLD-FORMED STEEL (OR METAL) FRAMING (CFSF, OR CFMF)
7. PRECAST CONCRETE ELEMENTS
8. PERFORMANCED-BASED DESIGN
9. MEDICAL EQUIPMENT SUPPORT FRAMING
10. ANCHORS AND FASTENERS IN-LIEU OF SPECIFIED FASTENERS
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
Planning
Interior Design
11 12
H
I
11 12
H
I
619 West State Street
Ithaca, New York 14850
132 E. Jefferson Street
Syracuse, New York 13202
p 607 273 7600 www.holt.com
phone: (585) 482-8130
www.jensenbrv.com
ROCHESTER, NEW YORK 14609
1653 EAST MAIN STREET
Structural Engineering Consultants2/10/2021 4:46:31 PMS001
GENERAL
NOTES
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDINGSTRUCTURAL DRAWING LIST
SHEET NO.SHEET TITLE
S001 GENERAL NOTES
S002 GENERAL NOTES AND SPECIAL INSPECTION
S003 FOUNDATION LOADING PLAN AND C&C WIND LOADING
S100 FOUNDATION PLAN
S101 COLUMN AND SLAB PLAN
S102 SECOND FLOOR FRAMING PLAN
S103 THIRD FLOOR FRAMING PLAN
S104 FOURTH FLOOR FRAMING PLAN
S105 FIFTH FLOOR FRAMING PLAN
S106 ROOF FRAMING PLAN
S500 DETAILS AND SECTIONS
S501 DETAILS AND SECTIONS
S502 DETAILS AND SECTIONS
S503 DETAILS AND SECTIONS
S504 DETAILS AND SECTIONS
S505 COLUMN SCHEDULE & BRACED FRAME ELEVATION
S506 DETAILS AND SECTIONS
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021