HomeMy WebLinkAbout!Binder1_StructuralSTRUCTURAL 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
REF.RAPINSPECTOR QUALIFICATIONS
CATEGORY
GENERAL QUALIFICATIONS
THE FOLLOWING TABLE COMPRISES THE MINIMUM QUALIFICATIONS FOR SPECIAL INSPECTORS FOR THIS
PROJECT IN ACCORDANCE WITH THE UNIFORM CODE, IBC CHAPTER 17. REFER TO THE PROJECT
SPECIFICATIONS AND SCHEDULE OF SPECIAL INSPECTIONS FOR ADDITIONAL INFORMATION.
1. FOR EACH CATEGORY LISTED THE FOLLOWING QUALIFICATIONS ARE ACCEPTABLE:
A. ENGINEER IN TRAINING (EIT) WITH RELEVANT EXPERIENCE.
B. NEW YORK STATE LICENSED PROFESSIONAL ENGINEER (PE) WITH RELEVANT EXPERIENCE.
CODE REFERENCE MINIMUM QUALIFICATIONS
REINFORCED CONCRETE
PRESTRESSED CONCRETE
WELDING
HIGH STRENGTH BOLTING AND
STEEL FRAME INSPECTION
MASONRY
SPRAYED FIRE-RESISTANT
MATERIALS
SOILS
INSPECTION OF FABRICATORS
EXTERIOR AND INTERIOR
ARCHITECTURAL WALL PANELS
EXTERIOR INSULATION AND
FINISH SYSTEM
SMOKE CONTROL
SEISMIC RESISTANCE
1704.4
TABLE 1704.4
1704.3;
TABLE 1704.3,ITEM 5;
TABLE 1704.4,ITEM 2;
1707.2;
2208
1704.3.3;
Table 1704.3
1704.5;
Table 1704.5.1;
Table 1704.5.3
1704.11
1704.7;
704.8;
1704.9;
704.13
1704.2
1704.10
1704.14
1707; 1708
1. CURRENT ICC REINFORCED CONCRETE SPECIAL INSPECTOR OR ACI
CONCRETE CONSTRUCTION INSPECTOR.
2. CONCRETE FIELD TESTING CAN BE BY AN ACI CONCRETE FIELD
TESTING TECHNICIAN WITH GRADE 1 CERTIFICATION.
PRETENSION TENDONS:
1. CURRENT ICC REINFORCED CONCRETE CERTIFICATION AND ICC
PRESTRESSED CONCRETE CERTIFICATION AND ACI CONCRETE
FIELD TESTING TECHNICIAN WITH GRADE 1 CERTIFICATION PLUS
ONE YEAR RELEVANT EXPERIENCE
POST-TENSION TENDONS:
1. CURRENT POST-TENSIONING INSTITUTE (PTI) CERTIFICATION.
1. CURRENT ICC STRUCTURAL MASONRY CERTIFICATION
AND ONE YEAR OF RELEVANT EXPERIENCE.
1. CURRENT ICC SPRAY-APPLIED FIRE PROOFING CERTIFICATION
AND ONE YEAR OF RELEVANT EXPERIENCE.
1. CURRENT LEVEL II CERTIFICATION IN GEOTECHNICAL ENGINEERING
TECHNOLOGY/CONSTRUCTION FROM THE NATIONAL INSTITUTE FOR
CERTIFICATION IN ENGINEERING TECHNOLOGIES (NICET).
1. CURRENT ICC STRUCTURAL STEEL AND WELDING CERTIFICATION
AND ONE YEAR OF RELEVANT EXPERIENCE.
1. CURRENT AWS CERTIFIED WELDING INSPECTOR.
2. CURRENT ICC STRUCTURAL STEEL AND WELDING CERTIFICATE
PLUS ONE YEAR OF RELEVANT EXPERIENCE.
3. CURRENT LEVEL II CERTIFICATION FROM THE AMERICAN SOCIETY
FOR NONDESTRUCTIVE TESTING (NDT).
4. CURRENT NDT LEVEL III PROVIDED PREVIOUSLY CERTIFIED AS
NDT LEVEL II.
1. PRECAST: CURRENT ICC REINFORCED CONCRETE CERTIFICATION
PLUS ONE YEAR RELEVANT EXPERIENCE.
2. BAR JOIST: SEE WELDING REQUIREMENTS.
3. METAL BUILDING: SEE WELDING REQUIREMENTS.
4. STRUCTURAL STEEL: SEE WELDING REQUIREMENTS.
1. SEE THE MASONRY REQUIREMENTS FOR THE SI OF MASONRY
VENEERS SUBJECT TO BCNYS SECTION 1704.10.
1. REGISTERED DESIGN PROFESSIONAL (RDP) WITH RELEVANT
EXPERIENCE.
2. EIT WITH RELEVANT EXPERIENCE.
1. SEE THE REQUIREMENTS IN BCNYS SECTION 1704.14.2 2.
2. THE RDP RESPONSIBLE FOR DESIGN.
1704.12
1. SEE THE APPLICABLE CATEGORIES IN THIS TABLE.
STRUCTURAL SPECIAL INSPECTIONS
1.
2.
3.
4.
5.
PERIODIC
CONTINUOUS
PERIODIC
EARTHWORK
1705.6
1.
CAST-IN-PLACE CONCRETE
2.
ACI 318: CH. 20, 20.5
25.3, 26.6.1-26.6.3 1908.4
5.
--AWS D1.4
ACI 318:26.6.4
7.
1908.10ASTM C172, C31
ACI 318: 26.4, 26.12
8.
VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO
ACHIEVE THE DESIGN BEARING CAPACITY.
VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
REACHED PROPER MATERIAL.
PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS
VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.
PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND
VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.
INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND
VERIFY PLACEMENT
REINFORCING BAR WELDING:
a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706
b. INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5/16"
c. INSPECT ALL OTHER WELDS
VERIFY REQUIRED CONCRETE MIX IS USED AT EACH LOCATION.
PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR
STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF THE CONCRETE.
INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER
APPLICATION TECHNIQUES.
VERIFY MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES
9.INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE
CONCRETE MEMBER BEING FORMED.ACI 318: 26.11.1.2(b)
SPECIAL INSPECTION NOTES
THE FOLLOWING TABLE COMPRISES THE STRUCTURAL SPECIAL INSPECTION REQUIREMENTS FOR THIS
PROJECT IN ACCORDANCE WITH THE NEW YORK STATE 2017 UNIFORM CODE AND NEW YORK STATE UNIFORM
CODE SUPPLEMENT, CHAPTER 17. REFER TO THE PROJECT SPECIFICATIONS FOR REQUIRED QUALIFICATIONS
OF PERSONNEL PERFORMING SPECIAL INSPECTION ACTIVITIES AND ADDITIONAL INFORMATION.
REFERENCE
STANDARD
UNIFORM CODE
REFERENCEAREAS OF INSPECTION AND TESTING FREQUENCY
1908.9ACI 318: 5.11-5.13
ACI 318:26.5 1908.6, 1908.7,
1908.8
1904.1, 1904.2
1908.2, 1908.3
ACI 318: CH. 19
26.4.3, 26.12
1. SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT.
2. COORDINATE WORK WITH OWNER'S TESTING AND SPECIAL INSPECTION REPRESENTATIVE.
3. PREFABRICATED ITEMS SHALL BE MANUFACTURED BY APPROVED AND CERTIFIED SHOPS.
4. REFERENCE IBC CHAPTER 17 FOR DEFINITION OF "CONTINUOUS" AND "PERIODIC".
5. REFERENCE AISC 360 CHAPTER N FOR DEFINITION OF " PERFORM" AND "OBSERVE".
6. REFERENCE ACI 530 FOR DEFINITION OF "CONTINUOUS" AND "PERIODIC".
7. REFERENCE SDI QA/QC FOR DEFINITION OF "PERFORM AND "OBSERVE".
PERIODIC
PERIODIC
CONTINUOUS
CONTINUOUS
PERIODIC
PERIODIC
CONTINUOUS
PERIODIC
PERIODIC
PERIODIC
PERIODIC
1.
4.
5.
6. INSPECTION TASKS AFTER BOLTING:
STEEL CONSTRUCTION
7.
INSPECTION TASKS PRIOR TO WELDING:
A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE.
B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES
AVAILABLE.
C. MATERIAL IDENTIFICATION (TYPE/GRADE)
D. WELDER IDENTIFICATION SYSTEM
E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)
F. CONFIGURATION AND FINISH OF ACCESS HOLES
G. FIT-UP OF FILLET WELDS
INSPECTION TASKS PRIOR TO BOLTING:
A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER
MATERIALS
B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS.
C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE,
BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)
D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL
E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING
SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET
APPLICABLE REQUIREMENTS.
F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION
PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER
ASSEMBLIES AND METHODS USED
G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER
FASTENER COMPONENTS
A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL
HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED.
B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE
PRETENSIONING OPERATION
C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED
FROM ROTATING
D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC
SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST
RIGID POINT TOWARD THE FREE EDGES
A. PLACEMENT AND INSTALLATION OF STEEL DECK
B. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS
C. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS
INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR
TO CONCRETE PLACEMENT
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
2.INSPECTION TASKS DURING WELDING:
A. USE OF QUALIFIED WELDERS
B. CONTROL AND HANDLING OF WELDING CONSUMABLES
C. NO WELDING OVER CRACKED TACK WELDS
D. ENVIRONMENTAL CONDITIONS
E. WPS FOLLOWED
F. WELDING TECHNIQUES
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
3.INSPECTION TASKS AFTER WELDING:
A. WELDS CLEANED
B. SIZE, LENGTH AND LOCATION OF WELDS
C. WELDS MEET VISUAL ACCEPTANCE CRITERIA
D. ARC STRIKES
E. K-AREA
F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)
G. REPAIR ACTIVITIES
H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT / MEMBER
NONDESTRUCTIVE TESTING OF WELDED JOINTS: AISC 360
STRUCTURAL STEEL SPECIFICATION CHAPTER N, 5.5
OBSERVE
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
AWS D1.1
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS PERFORM
1705.2
3.1
INSPECTION TASKS DURING BOLTING:
POST INSTALLED ANCHORS IN MASONRY AND CONCRETE
1. ANCHOR SIZE AND EMBEDMENT AND HOLE CLEANING (ALL)
2. HOLE CLEANING AND PREPARATION (ADHESIVE)
3. OVERHEAD APPLICATIONS (ALL)
4. HORIZONTAL ANCHORS SUPPORTING SUSTAINED TENSION (ADHESIVE)
5. ADDITIONAL INSPECTION PER MANUFACTURER'S ESR REPORT
PERIODIC
CONTINUOUS
CONTINUOUS
CONTINUOUS
CONTINUOUS
MANUFACTURER'S
INSTALLATION
INSTRUCTIONS
ACI318 AND
ESR REPORT
MASONRY CONSTRUCTION
1.
2.
ART. 1.5
530.1: ART. 2.1,2.6A
530.1: ART. 3.3B
3.
4.
5.
530.1: ART. 2.4B,2.4H
530.1: ART. 3.4,3.6A
VERIFY COMPLIANCE WITH APPROVED SUBMITTALS:
VERIFY THE FOLLOWING DURING CONSTRUCTION:
VERIFY THE FOLLOWING PRIOR TO GROUTING:
VERIFY THE FOLLOWING DURING CONSTRUCTION:
A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS
B. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS
OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES
OR OTHER CONSTRUCTION
C. WELDING OF REINFORCEMENT
D. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY
DURING COLD WEATHER (BELOW 40) OR HOT WEATHER (ABOVE 90)
E. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE
F. PLACEMENT OF GROUT
G. PLACEMENT OF ACC MASONRY UNITS AND CONSTRUCTION OF THIN-
BED MORTAR JOINTS
OBSERVE GROUT SPECIMEN PREPARATION.
ACI 530.1:
530.1: ART. 2.1C
ACI 530.1: ART. 1.4
1705.4
A. GROUT SPACE
B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS,
AND PRESTRESSING TENDONS AND ANCHORAGE
C. PLACEMENT OF REINFORCEMENT, CONNECTORS
AND ANCHORAGES
D. PROPORTIONS OF SITE-PREPARED GROUT
E. PROPER CONSTRUCTION OF MORTAR JOINTS
ACI REFERENCE:
A. PROPORTIONS OF SITE PREPARED MORTAR.
B. CONSTRUCTION OF MORTAR JOINTS
C. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES
D. LOCATION OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING
TENDONS AND ANCHORAGES
E. PROPERTIES OF THIN-BED MORTAR FOR ACC MASONRY
(PERIODIC AFTER FIRST 5,000 SF OF AAC)
ACI REFERENCE
PERIODIC
REQUIREMENTS FOR LEVEL B SPECIAL INSPECTION & TESTING
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
CONTINUOUS
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
530.1: ART. 3.2D,3.2F
530.1: ART. 2.4,3.4
530.1: ART.
3.2E,3.4,3.6A
530.1: 2.6B,2.4G.1.B
530.1: ART. 3.3B
ACI REFERENCE
ACI530.1: ART. 3.3F
ACI530: SEC
1.2.1(E), 6.1.4.3, 6.2.1
ACI530: SEC 8.1.6.72
ACI530.1: ART. 1.8C
ACI530.1: ART. 3.6B
ACI530.1: ART. 3.5,
3.6C
ACI530.1: ART.
1.4B.2.A-C.3,
1.4B.3-4
(REFERENCE AISC 360 CHAPTER N)
3.--INSPECT ANCHORS IN CONCRETE PERIODIC ACI 318: 17.8.2
4
--
INSPECT ANCHORS POST -INSTALLED IN HARDENED CONCRETE MEMBERS
a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY
INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.
b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A.
CONTINUOUS
PERIODIC
ACI 318:17.8.2.4
ACI 318: 17.8.2
6.
AISC 360
CHAPTER N
1.
COLD FORMED STEEL FRAMING
2.
3.
AISI S100-2004
FRAMING MEMBERS: SIZE, SPACING, STITCH CONNECTORS, ORIENTATION,
AND ALIGNMENT
SELF-TAPPING SCREWS FOR BEARING AND SHEAR WALLS:
SHOP AND FIELD WELDED CONNECTIONS
(BURN THROUGH WILL BE CAUSE FOR REJECTION)
A. SIZE, QUANTITY, SPACING, EDGE DISTANCE, AND LOCATION
PERIODIC
PERIODIC
PERIODIC
(SEE STRUCTURAL STEEL FOR GENERAL REQUIREMENTS)
AISI S100-2004
AWS D1.3
--
--
--
--
--
--
STEEL DECK INSTALLATION
1. INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT
A. VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK
ACCESSORIES) WITH CONSTRUCTION DOCUMENTS, INCLUDING
PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS
B. DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK
ACCESSORIES
2. INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT
A. VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES
INSTALLATION WITH CONSTRUCTION DOCUMENTS
B. VERIFY DECK MATERIALS ARE REPRESENTED BY MILL CERTIFICATIONS
THAT COMPLY WITH THE CONSTRUCTION DOCUMENTS
C. DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK
AND DECK ACCESSORIES
3. INSPECTION OR EXECUTION TASKS PRIOR TO WELDING
A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE
B. MANUFACTURER CERTIFICATION FOR WELDING CONSUMABLES
AVAILABLE
C. MATERIAL IDENTIFICATION (TYPE/GRADE)
D. CHECK WELDING EQUIPMENT
4. INSPECTION OR EXECUTION TASKS DURING WELDING
A. USE OF QUALIFIED WELDERS
B. CONTROL AND HANDLING OF WELDING CONSUMABLES
C. ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMP)
D. WPS FOLLOWED
5. INSPECTION TASKS AFTER WELDING
A. VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT,
SIDELAP, AND PERIMETER WELDS
B. WELDS MEET VISUAL ACCEPTANCE CRITERIA
C. VERIFY REPAIR ACTIVITIES
D. DOCUMENT ACCEPTANCE OR REJECTION OF WELDS
6. INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING
A. MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR
MECHANICAL FASTENERS
B. PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION
C. PROPER STORAGE FOR MECHANICAL FASTENERS
7. INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING
A. FASTENERS ARE POSITIONED AS REQUIRED
B. FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS
8. INSPECTION OR EXECUTION TASKS AFTER MECHANICAL FASTENING
A. CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS
B. CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS
C. CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER
FASTENERS
D. VERIFY REPAIR ACTIVITIES
E. DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL
FASTENERS
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
PERFORM
PERFORM
PERFORM
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
SDI QA/QC
QUALITY CONTROL
AND QUALITY
ASSURANCE FOR
INSTALLATION OF
STEEL DECK
1705.2.2
PERIODIC
PERIODIC
CONTINUOUS
PERIODIC
CONTINUOUS
CONTINUOUS
PERIODIC
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
5.6
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
6'-0"
BALANCED SNOW = 31 PSF
ON LOW ROOF -
DRIFT = 71 PSF AT
BUILDING FACE
ON LOW ROOF
BALANCED
SNOW = 31PSF6'-0"6'-0"6 '-0"
ON LOW ROOF -
BALANCED
SNOW = 31PSFON LOW ROOF -
DRIFT = 71 PSF AT
BUILDING FACE
13'-0"
13'-0"13'-0"13'-0"13'-0"13'-0"
ON MAIN ROOF -
DRIFT = 93 PSF AT
PARAPET FACE
ON MAIN ROOF -
DRIFT = 93 PSF AT
PARAPET FACE
ON MAIN ROOF -
DRIFT = 93 PSF AT
PARAPET FACE
ON MAIN ROOF -
DRIFT = 93 PSF AT
PARAPET FACE
BALANCED
SNOW = 31PSF
BALANCED
SNOW = 31PSF
BALANCED
SNOW = 31PSF
BALANCED
SNOW = 31PSF
DN
DN
DN
DN
DN
DNDNDNDNDRIFT = 93 PSF AT
WALL FACE
1
0' -
0
" MI
N1 3 ' - 1 1 7 /8 "1 1 ' - 1 1 7 /8 "1
0' -
0
" MI
Nø 5 ' - 0 "ø 4' - 0"ø 2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"
2' - 8" ±
3' - 0" ±
VIF
2' - 0" ±VIF2' - 0" ±VIF2' - 0" ±B.5 B.5
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 4:46:37 PMS002
GENERAL
NOTES AND
SPECIAL
INSPECTION
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/32" = 1'-0"
SNOW DRIFT MAP
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
REF.RAPA A
B B
C C
D
D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
6
6
F
3.9
E
5.5
5.5
5.6
5.6
A.5 A.5
B.3 B.3
2.7
2.7
D.3
E.1
E.1
DEAD = 59 KIPS
LIVE = 24 KIPS
SNOW = 3 KIPS
WIND = +2 KIPS / -2 KIPS
EQ = +1 KIP / -2 KIPS
DEAD = 130 KIPS
LIVE = 55 KIPS
SNOW = 49 KIPS
WIND = +3 KIPS / -23 KIPS
EQ = +2 KIPS / -2 KIPS
DEAD = 15 KIPS
LIVE = 6 KIPS
SNOW = 7 KIPS
WIND = +2 KIPS / -6 KIPS
EQ = 0
DEAD = 15 KIPS
LIVE = 8 KIPS
SNOW = 3 KIPS
WIND = +2 KIPS / -5 KIPS
EQ = 0
DEAD = 161 KIPS
LIVE = 110 KIPS
SNOW = 49 KIPS
WIND = +171 KIPS / -176 KIPS
EQ = +96 KIPS / -140 KIPS
DEAD = 305 KIPS
LIVE = 120 KIPS
SNOW = 57 KIPS
WIND = +10 KIPS / -35 KIPS
EQ = +5 KIPS / -8 KIPS
DEAD = 170 KIPS
LIVE = 95 KIPS
SNOW = 49 KIPS
WIND = +35 KIPS / -55 KIPS
EQ = +5 KIPS / -40 KIPS
DEAD = 20 KIPS
LIVE = 10 KIPS
SNOW = 6 KIPS
WIND = +4 KIPS / -10 KIPS
EQ = +1 KIP / -1 KIP
DEAD = 127 KIPS
LIVE = 62 KIPS
SNOW = 24 KIPS
WIND = +290 KIPS / -258 KIPS
EQ = +0 KIPS / -260 KIPS
DEAD = 182 KIPS
LIVE = 96 KIPS
SNOW = 44 KIPS
WIND = +135 KIPS / -135 KIPS
EQ = +96 KIPS / -0 KIPS
DEAD = 180 KIPS
LIVE = 118 KIPS
SNOW = 55 KIPS
WIND = +173 KIPS / -183 KIPS
EQ = +140 KIPS / -0 KIPS
DEAD = 236 KIPS
LIVE = 72 KIPS
SNOW = 39 KIPS
WIND = +123 KIPS / -188 KIPS
EQ = +158 KIPS / -23 KIPS
DEAD = 364 KIPS
LIVE = 116 KIPS
SNOW = 72 KIPS
WIND = +5 KIPS / -32 KIPS
EQ = +2 KIPS / -0 KIPS
DEAD = 328 KIPS
LIVE = 121 KIPS
SNOW = 88 KIPS
WIND = +0 KIPS / -32 KIPS
EQ = 0 KIPS
DEAD = 122 KIPS
LIVE = 65 KIPS
SNOW = 44 KIPS
WIND = +18 KIPS / -39 KIPS
EQ = +21 KIPS / -5 KIPS
DEAD = 250 KIPS
LIVE = 89 KIPS
SNOW = 42 KIPS
WIND = +245 KIPS / -200 KIPS
EQ = +0 KIPS / -230 KIPS
DEAD = 430 KIPS
LIVE = 130 KIPS
SNOW = 88 KIPS
WIND = +85 KIPS / -80 KIPS
EQ = +77 KIPS / -44 KIPS DEAD = 35 KIPS
LIVE = 20 KIPS
SNOW = 10 KIPS
WIND = +2 KIPS / -10 KIPS
EQ = +3 KIPS / -1 KIPS
DEAD = 415 KIPS
LIVE = 130 KIPS
SNOW = 100 KIPS
WIND = +8 KIPS / -50 KIPS
EQ = +8 KIPS / -2 KIPS
DEAD = 185 KIPS
LIVE = 90 KIPS
SNOW = 70 KIPS
WIND = +15 KIPS / -44 KIPS
EQ = +18 KIPS / -2 KIPS
DEAD = 136 KIPS
LIVE = 73 KIPS
SNOW = 23 KIPS
WIND = +420 KIPS / -487 KIPS
EQ = +417 KIPS / -145 KIPS
DEAD = 248 KIPS
LIVE = 110 KIPS
SNOW = 52 KIPS
WIND = +256 KIPS / -270 KIPS
EQ = +165 KIPS / -185 KIPS
DEAD = 122 KIPS
LIVE = 52 KIPS
SNOW = 50 KIPS
WIND = +7 KIPS / -18 KIPS
EQ = +4 KIPS / -6 KIPS
DEAD = 175 KIPS
LIVE = 95 KIPS
SNOW = 64 KIPS
WIND = +2 KIPS / -22 KIPS
EQ = +2 KIPS / -2 KIPS
DEAD = 68 KIPS
LIVE = 42 KIPS
SNOW = 9 KIPS
WIND = +2 KIPS / -4 KIPS
EQ = +1 KIP / -1 KIPS
DEAD = 12 KIPS
LIVE = 10 KIPS
SNOW = 10 KIPS
WIND = +1 KIP / -8 KIPS
EQ = +1 KIP / -1 KIP
DEAD = 430 KIPS
LIVE = 132 KIPS
SNOW = 89 KIPS
WIND = +85 KIPS / -80 KIPS
EQ = +77 KIPS / -45 KIPS
NOTES:
1. LOADING INFORMATION IS PROVIDED FOR THE PURPOSES OF SOIL IMPROVEMENT
DESIGN ONLY.
2. LOADS SHOWN IN GREEN BOXES ARE NOMINAL (UNFACTORED) LOADS CALCULATED
PER ASCE 7-16 AND HAVE BEEN ROUNDED UP TO THE NEAREST KIP.
3. LOADS DESIGNATED AS "WIND" ARE THE VERTICAL COMPONENTS RESULTING FROM
LATERAL WIND LOADS APPLIED TO THE BUILDING CALCULATED IN ACCORDANCE WITH
ASCE 7-16.
4. LOADS DESIGNATED AS "EQ" ARE THER VERTICAL COMPONENTS RESULTING FROM
SEISMIC LOADS CALCULATED IN ACCORDANCE WITH ASCE 7-16.
5. LOADS SHOWN DO NOT INCLUDE LIVE LOAD REDUCTION.
6. LOADS SHOWN EXCLUDE SELF-WEIGHT OF FOOTING AND WEIGHT OF SLAB-ON GRADE.
7. FOOTINGS HAVE BEEN SIZED ASSUMING A DESIGN ALLOWABLE BEARING PRESSURE OF
4000 PSF. NOTIFY STRUCTURAL ENGINEER IF THIS VALUE IS NOT ACHIEVED.
8. SLAB-ON-GRADE IS TO BE 5" THICK ON 12" OF COMPACTED SUBBASE MATERIAL.
PROVIDE SUPPORT AS REQUIRED TO CONTROL SLAB DEFLECTION IN ACCORDANCE WITH
PROJECT SPCIFICATIONS. SLAB-ON-GRADE LIVE LOAD = 100 PSF.
9. EXTERIOR PERIMETER FOUNDATION WALL LOAD = 3000 PLF (DEAD).
10. ELEVATOR SHAFT PERIMETER FOUNDATION WALL LOAD = 2500 PLF (DEAD).
ELEVATOR PIT
ESTIMATED LIVE LOAD = 50 KIPS.
SEE NOTES FOR DEAD.
PRECAST STAIR SUPPORT FOOTING
DEAD = 7 KIPS
LIVE = 4 KIPSSTAIR LANDING
FOUNDATION WALL
DEAD = 3 KLF
LIVE = 3 KLF
B.5 B.5
N
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
5.6
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.310
'
- 0" MI
N1 3 ' - 1 1 7 /8 "1 1 ' - 1 1 7 /8 "10
' - 0" MI
Nø 5 ' - 0 "ø 4' - 0"ø 2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"
2' - 8" ±
3' - 0" ±
VIF
2' - 0" ±VIF2' - 0" ±VIF2' - 0" ±2'-1 5/8"10'-0"2'-1 7/8"2'-7 1/2"
ZONE 1 ZONE 2
ZONE 2
ZONE 2
ZONE 2
ZONE 3 ZONE 3
ZONE 3ZONE 3
ZONE 3
ZONE 2 ZONE 2
ZONE 1 1 0 '-0 "10
'-0"
ZONE 3
ZONE 2
ZONE 2
ZONE 1
1 0 '-0 "1
0'-
0
"
NOTES:
1. SEE TABLE ABOVE FOR LOAD VALUES.
2. FOR WALLS: EDGE DISTANCE (WIDTH OF ZONE 5) = 10'-0" FROM EACH CORNER, EACH
WAY. BALANCE OF WALL FALLS IN ZONE 4.
B.5 B.5
N
GENERAL NOTES:
1. ULTIMATE COMPONENTS AND CLADDING PRESSURES PER ASCE 7.
2. USE ASCE 7 LOAD CASES TO CONVERT ULTIMATE VALUES TO SERVICE LOADS.
3. END ZONE DISTANCE (a) = 10'-0",
4. MEAN ROOF HEIGHT = 74'-0"
5. MINIMUM PRESSURE = +/- 16 PSF (ASCE 7 30.2)
VERTICAL PRESSURE (PSF) - ROOF WITHOUT OVERHANG
HORIZONTAL PRESSURE (PSF) - WALL
VERTICAL PRESSURE (PSF) - ROOF WITH OVERHANG
COMPONENT AND CLADDING WIND LOADS
WALL AREA
10
ZONE 4
41.4
ZONE 5
ROOF AREA
10
ZONE 1 ZONE 2 ZONE 3
16.0
20
50
100
(+ ve)(- ve)
16.0
16.0
16.0
60.6
57.2
52.7
49.3
16.0
(+ ve)(- ve)
16.0
16.0
16.0
95.1
90.3
84.0
79.3
16.0
(+ ve)(- ve)
16.0
16.0
16.0
95.1
90.3
84.0
79.3
ROOF AREA
10
ZONE 1 ZONE 2 ZONE 3
16.0
20
50
100
(+ ve)(- ve)
16.0
16.0
16.0
58.2
56.3
54.8
54.4
16.0
(+ ve)(- ve)
16.0
16.0
16.0
81.2
73.5
62.0
54.4
16.0
(+ ve)(- ve)
16.0
16.0
16.0
115.7
100.3
81.2
69.7
50
100
>500
(+ ve, WINDWARD) (- ve, LEEWARD, SIDE)
38.1
35.6
29.9
41.4
39.2
37.6
33.7
41.4
38.1
35.6
29.9
75.9
67.2
60.6
45.2
20 41.4 41.4 41.4 75.9
>500 16.0 31.4 16.0 35.2 16.0 35.2
HORIZONTAL PRESSURE (PSF) - PARAPET
WALL AREA
10
ZONE 4
42.2
ZONE 5
50
100
>500
WINDWARD LEEWARD WINDWARD LEEWARD
20
(+ ve, WINDWARD) (- ve, LEEWARD, SIDE)
42.2
38.9
36.4
30.5
(+ ve)
97.0
92.1
85.7
80.8
69.6
(- ve) (+ ve)
42.2
42.2
40.0
38.3
34.4
(- ve) (+ ve)
132.1
125.9
117.7
111.4
97.0
(- ve) (+ ve)
77.4
77.4
68.5
61.8
46.1
(- ve)
42.2
42.2
38.9
36.4
30.5
42.2
42.2
38.9
36.4
30.5
42.2
42.2
38.9
36.4
30.5
>500 16.0 41.4 16.0 68.2 16.0 68.2
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 4:46:42 PMS003
FOUNDATION
LOADING PLAN
AND C&C WIND
LOADING
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/32" = 1'-0"1 FOUNDATION LOADING PLAN
3/32" = 1'-0"2 ROOF C&C WIND ZONE MAP
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
TOP OF FOOTING ELEV
UNO (WHERE SHOWN)
LEGEND
= TOP OF FOOTING ELEVATION
UNLESS NOTED OTHERWISE
= STEP FOOTING (REFER TO TYPICAL DETAILS)
= CONSTRUCTION JOINT
= SAWCUT GROOVE JOINT (CONTROL JOINT)
= NO PIER
= NO FOOTING
= MATCH EXISTING
SF
CJ
SJ
NP
NF
ME
-5'-0"
FOOTING MARK
(SEE FOOTING SCHEDULE)FX
-96'-0"
PIER MARK
(SEE PIER SCHEDULE)
PX
TOF
ELEV
NOTES
1. DATUM ELEVATION = FINISHED GROUND FLOOR = 0'-0" (100' -0").
2. REFER TO S001 AND S002 FOR GENERAL NOTES. REFER TO S101 FOR
COLUMN AND SLAB PLAN. REFER TO S502 FOR FOUNDATION WALL AND
FOOTING SCHEDULE.
3. TOP OF PIER IS (-0'-8") UNLESS OTHERWISE NOTED.
4. (+/-) X'-XX" DENOTES TOP OF FOOTING ELEVATION WITH RESPECT TO DATUM
ELEVATION.
5. COLUMN PIERS AND GRADEWALLS SHALL BE CAST INTEGRAL. WALL
REINFORCING SHALL BE CONTINUOUS THROUGH PIERS. REFER TO TYPICAL
DETAILS.
6. COORDINATE LOCATION OF PIPES PENETRATING FOUNDATION WALLS WITH
MECH. DRAWINGS. PROVIDE PIPE SLEEVES AT PENETRATIONS, REFER TO
TYPICAL DETAILS.
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
6
6
F
3.9
E
5'-1 3/4"33'-3"14'-11 1/4"10'-5 5/8"5'-1 1/8"12'-6 5/8"16'-6 5/8"31'-6"23'-8 1/2"6'-9 1/2"24'-6 1/4"6'-11 3/4"31'-10"10'-7 7/8"16'-6"
1 8 '-8 "33.00°96'-0"
F12
96'-0"
F15.1
96'-0"
F20
96'-0"
F15.1
96'-0"
F6
96'-0"
F12
96'-0"
F15
96'-0"
F14
96'-0"
F10
96'-0"
F5
96'-0"
F8
96'-0"
F14
96'-0"
F14
96'-0"
F14
96'-0"
F10
96'-0"
F5
96'-0"
F4
96'-0"
F4
96'-0"
F10
96'-0"
F15.1
96'-0"
F8
96'-0"
F6
96'-0"
F8
96'-0"
F6
96'-0"
F15
95'-0"
F15
95'-0"
F14F12F12F12F12
F15 F15F15
F15
F15F15F 1 5
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
96'-0"
SF1
SUMP. COORDINATE WITH
ELEVATOR SUPPLIER.
95'-0"F15F 1 5
F 1 5
96'-0"
SF1 5.5
5.513'-8 3/4"18'-8 3/4"15 7/8"9"5.6
5.6 33.00°0'-3"
2
'-1"
4 '-1 "1'-3"1'-3"8'-0"1'-3"6'-8 1/2"
P6
P5
P3
P5
P3
P1
P1
P1
P5
P3P3P6P6
P3
P6
P3
P4
P3
P6P6
P6P7
A.5 A.5
B.3 B.3
2.7
2.7
D.3
99'-7"
F6
LOCATE FOOTING AT
LANDING OF PRECAST STAIR
8'-8"+/-
STRIP FOOTING.
COORDINATE WITH STAIR
LANDING.78.00°5
S501
TYP. 3
6
S500
96'-0"
SF1
2 '-1 "5 '-1 "1
S501
1
S501
1
S501
1
S501
1
S501
4
S501
3
S501 12.00°90.00°
E.1
E.1
2 '-1 "18
'-9
5
/8"13'-
5
1/4"
8
'-0
1
/8"61
'-11
1
/4"
1
'-3"
7" BRICK LEDGE (TYP)
7" BRICK LEDGE (TYP)
7" BRICK LEDGE (TYP)
7" BRICK LEDGE (TYP)
7" BRICK LEDGE (TYP)
7" BRICK LEDGE (TYP)2'-4"2'-4"
1
'-10"1'-10"
1 '-1 0 "1
'-4"2'-4"2'-4"
1'-4"
1'-4"
96'-0"
SF1
1'-4"
1'-0"1'-4"11
S501
1 '-1 0 "1'-
4
"1'-4"1'-0"1'-4"1'-0"1'-4"1'-0"1'-0"1'-0"P7
11
S501
2
S501
2
S501
2
S501
2
S501
COORD. DIMS WITH FINAL
ELEVATOR SELECTION
4'-5 3/4"
152'-5 7/8"
B.5 B.5
12
S501
N
1 0 "SIM.
SIM.
2 '-1 "0'-10"2'-
1
"
2
S501
SIM.
1
S501
SIM.
1'-0"1'-0"
P6
P3 P3 P3
PROVIDE ENGINEERED SHORING FOR
EXCAVATION TO ENSURE EXCAVATION
WILL COMPLY WITH OSHA REQUIREMENTS
AND TO ENSURE PROTECTION OF THE
ADJACENT BUILDING. COORDINATE
EXTENTS REQUIRED WITH FIELD
CONDITIONS. SUBMIT PLANS SIGNED AND
SEALED BY A REGISTERED NEW YORK
STATE PROFESSIONAL ENGINEER.
7 5/8"
ANTICIPATED
CLOSEST POINT
TO PROPERTY
LINE. COORD.
WITH SITE AND
ARCH.
APPROXIMATE LOCATION OF
PROPERTY LINE. COORDINATE WITH
SITE, ARCH. AND SURVEY
INFORMATION.DO NOT LOCATE
BUILDING BASED ON STRUCTURAL
DRAWINGS. LINE IS PROVIDED HERE
FOR INFORMATION ONLY.
20'-0"
8'-0"
1'-3"
10'-9"9'-3"10'-9"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 4:46:42 PMS100
FOUNDATION
PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"1 FOUNDATION PLAN
PIER SCHEDULE
PIER DESCRIPTION REINFORCING
P1 18" DIAMETER (6)-#7 BARS WITH #3 TIES AT 12" o/c
P3 24" X 24"(8)-#6 BARS WITH #3 TIES AT 12" o/c
P4 24" X 30"(8)-#6 BARS WITH #3 TIES AT 12" o/c
P5 30" X 30"(8)-#7 BARS WITH #3 TIES AT 12" o/c
P6 24" X 36"(8)-#7 BARS WITH #3 TIES AT 12" o/c
P7 36" X 36"FULL DEPTH ANCHOR RODS W/ #4 TIES AT 4" O/C
STRIP FOOTING SCHEDULE
MARK DESCRIPTION WIDTH DEPTH REINFORCING
SF1 CONTINUOUS STRIP FOOTING 2'-0" 1'-0" (2)-#5 BARS, CONTINUOUS
FOUNDATION WALL SCHEDULE
MARK
DESCRIPTION
THICKNESS LAYERS
VERTICAL
DOWELS
W/HOOK
VERTICAL
BARS
HORIZONTAL
BARS
F12 12" C.I.P. FOUNDATION WALL 12" 2 #5 AT 12"
O/C
#5 AT 12"
O/C
#5 AT 12" O/C
F15 15" C.I.P. FOUNDATION WALL 15" 2 #5 AT 12"
O/C
#5 AT 12"
O/C
#5 AT 12" O/C
RECTANGULAR COLUMN FOOTING SCHEDULE
MARK LENGTH WIDTH THICKNESS REINFORCING
F4 4'-0"4'-0"16" (5)-#5 BARS EA. WAY
F5 5'-0"5'-0"16" (6)-#5 BARS EA. WAY
F6 6'-0"6'-0"16" (7)-#5 BARS EA. WAY
F8 8'-0"8'-0"20" (9)-#7 BARS EA. WAY
F10 10'-0"10'-0"24" (11)-#7 BARS EA. WAY
F12 12'-0"12'-0"24" (13)-#7 BARS EA. WAY TOP AND BOTTOM
F14 14'-0"14'-0"28" (19)-#7 BARS EA. WAY
F15 15'-0"15'-0"30" (18)-#7 BARS EA. WAY TOP AND BOTTOM
F15.1 15'-0"15'-0"54" (22)-#8 BARS EA. WAY TOP AND BOTTOM
F20 20'-0"20'-0"72" (40)-#8 BARS EA. WAY TOP AND BOTTOM
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
RAPNOTES
1. DATUM ELEVATION = FINISHED GROUND FLOOR = 100'-0" (XXX' -X")
2. REFER TO S001 AND S002 FOR GENERAL NOTES. REFER TO S100 FOR
FOUNDATION PLAN.
3. SEE S502 FOR STEEL COLUMN SCHEDULE.
4. PROVIDE HSS6X4X3/8 ELEVATOR DIVIDER BEAM AT (0'-0") AND AT 12'-0" O/C MAX.
VERTICALLY.
5. BRACE FORCES SHOWN ARE ULTIMATE (FACTORED) LOADS. POSITIVE (+)
FORCES INDICATE COMPRESSION, NEGATIVE (-) FORCES INDICATE TENSION.
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
6
6
F
3.9
E
HSS8X6X5/8 BRACE
(+205K/-140K)
5.5
5.5
5.6
5.6
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
HSS8X6X5/8 BRACE(+175K/-160K)HSS6X6X1/2 BRACE(+90K/-80K)HSS6X6X5/8 BRACE
(+125K/-75K)
HSS6X6X1/2 BRACE
(+140/-100K)
HSS6X6X1/2 BRACE
(+140K/-100K)
HSS6X6X5/8 BRACE
(+130K/-30K)HSS6X4X3/87
S500
1
S501
1
S501
1
S501
1
S501
1
S501
THICKENED SLAB
5" SLAB-ON-GRADE. SEE
NOTES. SEE DETAILS.
4
S500
4
S500
4
S500
4
S500
4
S500
4
S500
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ SJSJSJSJSJSJSJSJSJSJSJSJSJSJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJ
SJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJSJ
SJ
1
S501
E.1
6
S500 HSS6X6X1/2W10X112HSS6X6X1/2W10X33HSS7X7X5/8W10X49W10X45W10X77W10X54HSS8X8X5/8W10X77W10X112W10X49W10X49W10X68W10X49W10X68HSS6X6X5/8W10X88W10X45W10X60W12X210W12X136W10X77W10X68W10X68BP-1BP-2BP-3BP-3W10X33BP-3BP-4BP-3ABP-5BP-2BP-5BP-6BP-7BP-4ABP-8BP-9ABP-9ABP-9ABP-9ABP-9BP-9BP-9BP-9BP-10BP-10PRECAST STAIR
(SEE ARCH)
RE-ENTRANT CORNER BARS
(SEE TYP DETAILS)
COLD-FORMED EXTERIOR WALLS
(SEE ARCH & NOTES)
B.5 B.5
12
S501
HSS8X6X5/8 BRACE
(+205K/-140K)HSS8X6X5/8 BRACE(+175K/-160K)HSS6X6X1/2 BRACE(+90K/-80K)HSS6X6X5/8 BRACE
(+125K/-75K)
HSS6X6X5/8 BRACE
(+130K/-30K)
N
SIM.
SIM.
1
S501 HSS4X4X5/161 '-1 "2
4'-6"BP-11LEGEND
= STEP FOOTING (REFER TO TYPICAL DETAILS)
= CONSTRUCTION JOINT
= SAWCUT GROOVE JOINT (CONTROL JOINT)
SF
CJ
SJ
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 4:46:46 PMS101
COLUMN AND
SLAB PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"1 COLUMN AND SLAB PLAN
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
-DENOTES TOP OF STEEL ELEVATION WITH RESPECT TO DATUM ELEVATION
-DENOTES THE NUMBER OF 3/4" DIA. x 5" (LONG) SHEAR STUDS.
-DENOTES MOMENT CONNECTION SEE SHEET S-504
-DENOTES FRAMED OPENING. COORDINATE SIZE AND LOCATION w/
ARCH. & MECH. DRAWINGS
-BEAM MOMENT SPLICE. SEE DETAILS.
(+/-x'-xx")
[X]
LEGENDNOTES
1. DATUM ELEVATION = 100'-0" = F.F.E.
2. T.O. 2ND FLOOR STEEL ELEVATION = 113'-5 3/4"
3. D6 = COMPOSITE SLAB, 6 1/4" TOTAL THICKNESS LIGHTWEIGHT CONCRETE SLAB ON
3", 20 GA, GALVANIZED COMPOSITE METAL DECK -BASIS OF DESIGN: VULCRAFT
3.0VL. REINFORCE WITH 4 LBS/CY STRUX90/40 (GRACE) MACRO-FIBER REINFORCING.
4. BEAMS ARE EQUALLY SPACED UNLESS NOTED OTHERWISE.
5. PROVIDE A MINIMUM 1/4" BENT PLATE AT FLOOR PERIMETERS U.N.O.
6. "E.O.S." INDICATES EDGE OF COMPOSITE DECK.
7. BRACE FORCES SHOWN ARE ULTIMATE (FACTORED) LOADS. POSITIVE (+) FORCES
INDICATE COMPRESSION, NEGATIVE (-) FORCES INDICATE TENSION.
8. COORDINATE ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
OPENINGS NOT INDICATED ON PLANS SHALL CONFORM TO TYPICAL DETAIL
REQUIREMENTS.
9. PROVIDE (1)-3/4" DIA. X 5" (LONG) SHEAR STUD PER FOOT OF LENGTH U.O.N.
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
6
6
F
3.9
E
HSS6X6X5/8 BRACE
(+140K/-75K)
D6
D6
D6
D6
D6
5.5
5.5
5.6
5.6
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
0'-6" E.O.S.0'-6" E.O.S.0'-6"
E.O.S.
1 '-4 " E .O .S .1 '-4 " E .O .S .1
'-4" E.O.S.
HSS6X6X5/8 BRACE
(+140K/-75K)HSS6X6X5/8 BRACE(+130K/-90K)HSS6X6X3/8 BRACE(+100K/-65K)HSS6X6X3/8 BRACE
(+100K/-50K)
HSS6X6X3/8 BRACE
(+105K/-50K)
HSS6X6X1/2 BRACE
(+145K/-40K)
HSS6X6X1/2 BRACE
(+145K/-40K)
3
S503
TOP OF
EXTERIOR
COLUMN W/
THERMALLY
BROKEN SPLICE,
TYP. AT 3
3
S503
3
S503
13
S503
3
S503
HSS4X4X5/16 (UP)
COORD. W/ ARCH
AND GLASS WALL
SUPPLIER
12 K W18X50 20 K W18X76
3 4 K
W 2 1 X 4 8
5 6 K66
KW24
X55
23 K66
K-FT12 KW14
X38
75
K-FT1
4 K32 KW18X11934 K27 KW18X35[17]27 K18 K W24X84 11 KW16X31
87 K
W24X62 [28]
83 K 70 K W30X90 [122]105 K 73 K
W24X55 [25]
74 K
1 3 3 K -F T27 K
W 1 2 X 5 8
2 4 0 K -F T46 K
70 K
W24X55 [25]
66 K
23 KW16X26 [15]23 K74 K
W24X103
76 K 73 K
W24X55 [24]
73 K25 KW16X31 [15]25 K25 KW16X31 [15]25 KW16X3124 KW16X31 [15]24 K19 KW16X26 [17]19 K23 KW16X31 [17]23 K27 KW18X35 [17]27 K27 KW18X35 [17]27 K31 KW21X4426 K24 KW16X31 [15]24 K24 KW16X31 [15]24 K25 KW16X26 [15]25 K26 KW16X31 [15]26 K26 KW16X31 [15]26 K20 KW16X26 [15]20 K14 KW12X19 [13]14 K23 KW16X26 [15]23 K24 KW16X26 [14]20 K23 KW18X35 [18]25 K11 KW12X19 [16]12 KW16X31 27 KW18X35 [17]27 K25 KW16X31 [15]25 K24 KW16X26 [15]24 K25 KW16X31 [15]25 K23 KW16X26 [14]22 KW12X19[6]21 KW16X26 [15]21 K8 KW12X19 [8]8 K7 KW12X19 [8]7 K21 K
W18X40
31 K 13
KW14
X2221
KW16X312 5 K
W 1 8 X 3 5
2 5 K
13 KW12X1412 K6 KW10X12W 8 X 1 3
W 16X31
1 0 K
21 KW16X26 [15]17 KW12X19 [6]
W 1 0 X 3 3
W8X13W8X13W8X1337 K
W21X44 [20]
37 K10 K
W16X45 44 KW27X14658 K91 K-FT21 KW14X3892 K-FT22 K20 KW14X22 [13]21 K23 KW16X26 [14]21 K19 KW12X22 [11]17 K15 KW12X19 [17]13 K10 KW12X19 [16]12 K18 KW12X19 [11]17 K10 K
W16X4526 KW16X31 [15]26 K23 KW16X26 [15]23 KW 8 X 1 3
8 K
W16X31
7 K
W12X19 [12]6 KW8X106 K123 K-FT25 KW14X38103 K-FT23 KHSS18X6X1/220 K
W1 0 X30
12 K15 KW12X1913 KW8X13W16X31W12X19 [6]
2 3 K
W 1 8 X 3 5 [3 2 ]4 1 K27 KW18X35 [17]27 K24 KW16X31 [15]24 K23 KW16X26 [15]23 K16 K
W12X19 [11]
14 K
26 KW16X31 [15]26 K18 KW16X26 [17]18 K13 KW12X1413 KW12X19 [9]25 KW18X40 [20]23 K25 KW16X26 [15]25 K24 KW16X26 [15]24 K23 KW16X26 [15]23 K24 KW16X26 [15]24 KHSS6X4X3/8W16X3174 K
W24X55 [25]
78 K
1'-10 3/4"W16X31E.1
E.1
9" E.O.S.HSS6X6X5/82 5 K -F T9 K
2 5 K -F T3 K
SUPPLEMENTARY STRUCUTRAL SUPPORT BELOW:
UNISTRUT SYSTEM FOR MEDICAL EQUIPMENT
SUPPORT BY OTHERS. COORDINATE WITH
EQUIPMENT MNFR.
1
S503
5 3 /4 " E .O.S.
6" E.O.S.
1'-3 7/8" +/-
COLD-FORMED EXTERIOR WALLS
(SEE ARCH & NOTES)
#4'S AT 16" O/C
(SEE TYP DETAILS)
#4'S AT 16" O/C
(SEE TYP DETAILS)
1'-0" E.O.S.3'-6"4" E.O.S.13'-2 3/4" +/-1'-5 7/8" E.O.S.1 1/8" E.O.S.7 5/8" E.O.S.2 1/2" E.O.S.10" E.O.S.UP12'-0 1/4" +/-5'-1 7/8" +/-
SIMCOORD. W/ ARCH13'-1"6" E.O.S.1'-0" E.O.S.1'-0" E.O.S.7 1/8" E.O.S.8 1/4" E.O.S.
8 1 /4 " E .O .S .6 1/4" E.O.S.B.5 B.5
13
S502
15
S502
14
S502
14
S502
16
S502
HSS6X6X5/8 BRACE(+130K/-90K)HSS6X6X3/8 BRACE(+100K/-65K)HSS6X6X3/8 BRACE
(+100K/-50K)
HSS6X6X3/8 BRACE
(+105K/-50K)
5
S506
5
S506
N
6" E.O.S.
6" E.O.S.
7 1/2" E.O.S.18
'-9
5
/8"HSS1
4X6
X5/89
S506
-1'-
4
1/
4
"
-1'-4 1/4"
-1'-8 1/
4
"HSS1
0X6
X1/2-1'-8 1/4"-1 '-8 1 /4 "-1 '-8 1 /4 "4 '-0 "16
K16 KL3X3X1/4 KICKER FROM
TOP OF POST TO TOP
FLANGE OF BEAM
10
S506
2
S503
H S S 1 0 X 6 X 1 /2
2
S503
2
S503
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 4:46:47 PMS102
SECOND
FLOOR
FRAMING PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"1 SECOND FLOOR FRAMING PLAN
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
6
6W16X31 [15]
W24X103
W16X45 W16X26 [15]W16X26 [15]
W18X50 W16X26 [15]
W18X50
W30X90 [22]
W 8 X 2 1
W8
X10W 8 X 2 1 W8X2
1W8X21W8
X28
W 1 0 X 3 3W8X10W8X10
W8X10
W8X10
W8X10
W8X10W8X10W8X10W8X10W8X10W8X21W8X10W8X10
W16X26 [15]W16X31 [15]W24X68W8X10W8X10F
3.9
E
W8X10HSS6X6X5/8 BRACE
(+150K/-80K)W16X31 [15]W12X19 [17]W8
X15W8X1
0W12X19 [6]
W 1 6X31
W8X18 LOW
W21X5
5LOWW8X18 LOWW8 X18 LOWW8X18 LOWW12X19 LOWW 1 2X19 LOW
W8X10 LOW
D6
D6
D6 R1R 1
R1
R1
5.5
5.5
W8X10
W8X10
W8X10
W8X10
W8X10
W8X10
W8X10
W8X10
W8X48W8 X18 LOWW8X18 LOW
5.6
5.6
W8X10'S AT UNSUPPORTED
ROOF HATCH OPENINGS
W16X26 [15]
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
W10X12W10X121'-4" E.O.S.1'-7 1/2" E.O.S.1'-7 1/2" E.O.S.
1'-7 1/2" E.O.S.1'-7 1/2" E.O.S.11" E.O.S.
0'-11" E.O.S.HSS6X6X5/8 BRACE(+120K/-70K)HSS6X6X5/16 BRACE(+75K/-40K)HSS6X6X5/16 BRACE
(+65K/-15K)
HSS6X6X5/8 BRACE
(+120K/-55K)W12X19W12X30
W12X19W12X19
W12X19W12X19
W12X19W12X19
W12X19
W12X19
W12X19
W12X19W12X19
W12X19W12X19
W12X19
W12X19HANGING COL.,
HSS3X3X1/4
HANGING COL.,
HSS3X3X1/4
HANGING COL.,
HSS3X3X1/4
4
S503
4
S503
15
S503
15
S503
W8X10'S AT UNSUPPORTED
ROOF HATCH OPENINGS
PROVIDE COLD FORMED
HEADERS AND HANGING
WALLS AS REQUIRED TO
SUPPORT FIRE-RATED
GLAZING (SEE ARCH)
1 8 '-8 "21 K
W18X76
32 K
W12X58
HSS14X6X5/812 K65 K
W24X62 [19]
75 K 27 KW18X40 [33]27 K19 K
W21X62
13 K 81 K
W24X62 [29]
79 K26 KW18X35 [17]26 K25 KW16X31 [15]25 K126 K-FT25 KW12X40106 K-FT23 K73 K
W24X55 [24]
73 K
HSS14X6X3/840 K
W21X44 [20]
40 K
70 K
W24X55 [25]
66 K
3 1 K
W 2 1 X 4 4
4 8 K23 KW16X31 [17]23 K27 KW18X40 [33]27 K27 KW18X40 [33]27 K28 KW18X35 [17]28 K26 KW16X31 [15]26 K25 KW16X31 [15]25 K24 KW16X31 [15]24 K24 KW16X31 [15]24 K20 KW16X26 [15]20 K23 KW16X26 [15]23 K27 KW16X31 [15]27 K28 KW18X35 [30]28 K19 KW12X22 [11]17 K23 KW16X26 [14]21 KW12X19 [11]27 KW16X31 [15]27 K26 KW12X19
[32]11 K28 KW18X35 [17]28 KW12X19 [6]21 KW16X26 [15]25 K28 KW18X35 [17]28 K25 KW16X31 [15]25 K24 KW16X26 [15]24 K32 KW30X9033 K47 KW30X9062 K14 KW16X3110 KW16X31 [13]W12X19 [6]21 KW16X26 [15]21 KW12X19 [8]W12X19 [8]
22 K
W18X40
26 K
W12X19 [25]10 K18 KW16X26 [15]17 K24 KW16X31 [15]24 K23 KW16X26 [15]23 K11 KW12X1910 KHSS18X6X1/248 K
W21X44
24 K
W12X30
W16X31
W12X30 W16X31 [17]27 KW18X40 [33]27 K24 KW16X31 [15]24 K79 K
W24X55 [26]
78 K18 KW16X26 [17]18 KW12X19 [6]HSS6X4X3/8W12X19
W12X19 W16X31W16X3111 KW24X6823 K23 K24 K24 K23 K23 K22 K22 K25 K25 K23 K23 K15 K26 K13 K26 K11 K 10 K
53 K 68 K
69 K 92 K
23 K23 K10 K
W12X199'-6 3/4"3'-6"6'-6 1/2"6'-7 1/2"12'-5 1/4"5'-8"W12X19W12X19
W12X19W12X19W12X19W8X10
W8X10
HANGING COL.,
HSS5X4X1/2
3
5 K-FT5 K6 1 K -F T9 K71 K-FT21 K6 1 K -F T9 K48
K-FT11
KE.1
E.1
9" E.O.S.W12X19
W12X19
W12X19
W12X30
W12X19
W12X19 HSS6X6X5/8W10X33 W10X33 W10X33
18'-7 1/2"[LOW][LOW][LOW]
4
S506 HSS4X4X5/16UPW16X31
W 8 X 1 8
2 5 K -F T
2 5 K -F T 6" E.O.S.4
S503
4
S503
6 " E.O.S .
6" E.O.S.
#4'S AT 16" O/C
(SEE TYP DETAILS)
#4'S AT 16" O/C
(SEE TYP DETAILS)
COLD-FORMED EXTERIOR WALLS
(SEE ARCH & NOTES)
3'-0"
3'-0"
1'-0" E.O.S.COORD. W/ ARCH12'-1 7/8"12'-0 1/4" +/-HSS4X4X5/16DOWNHSS4X4X5/16DOWN1 1/8" E.O.S.1'-5 7/8" E.O.S.13'-2 3/4" +/-1'-3 7/8" +/-5'-1 7/8" +/-1'-0" E.O.S.1'-0" E.O.S.7 1/8" E.O.S.6" E.O.S.4 1/4" E.O.S.8 1/8" E.O.S.
7 1/2" E.O.S.
B.5 B.5
12
S502TYP15
S502
14
S502
14
S502
16
S502
6
S506
6
S506
SIM.
6
S506
6
S506
SIM.1'-7 1/2" E.O.S.HSS6X6X5/8 BRACE
(+150K/-80K)HSS6X6X5/8 BRACE(+120K/-70K)HSS6X6X5/16 BRACE(+75K/-40K)HSS6X6X5/16 BRACE
(+65K/-15K)
HSS6X6X5/8 BRACE
(+120K/-55K)
4
S503
N
3" E.O.S.1'-6" E.O.S.W12X19W12X195'-5 1/8"6'-7 1/2"6'-7 1/2"6'-7 1/2"6'-7 1/2"5'-1 3/4"0'-6 1/4"3'-0"5" E.O.S.3'-0"
3'-0"
11
S506
PROVIDE ANGLES TO
SUPPORT CURTAIN WALL
JAMB. COORD. WITH ARCH. 4" E.O.S.FALL PROTECTION ANCHOR
ATTACHED TO W8. SEE ARCH.
THRU-ROOF FALL PROTECTION STANCHIONS
(NOT SHOWN) ATTACHED TO W8 AT
LOCATIONS INDICATED ON ARCH DRAWINGS.
SEE ARCH AND SPECS FOR LOACTIONS AND
REQUIREMENTS. SUPPLEMENTAL W8X10'S
MAY BE REQUIRED. PROVIDE FULL-DEPTH 3/8"
WEB STIFFENERS AT FINAL LOCATIONS.
FALL PROTECTION ANCHOR
ATTACHED TO W8. SEE ARCH.
THRU-ROOF FALL PROTECTION STANCHIONS
(NOT SHOWN) ATTACHED TO W8 AT
LOCATIONS INDICATED ON ARCH DRAWINGS.
SEE ARCH AND SPECS FOR LOACTIONS AND
REQUIREMENTS. SUPPLEMENTAL W8X10'S
MAY BE REQUIRED. PROVIDE FULL-DEPTH 3/8"
WEB STIFFENERS AT FINAL LOCATIONS.
-DENOTES TOP OF STEEL ELEVATION WITH RESPECT TO DATUM ELEVATION
-DENOTES THE NUMBER OF 3/4" DIA. x 5" (LONG) SHEAR STUDS.
-DENOTES MOMENT CONNECTION SEE SHT. S-504
-DENOTES FRAMED OPENING. COORDINATE SIZE AND LOCATION w/
ARCH. & MECH. DRAWINGS
-BEAM MOMENT SPLICE. SEE DETAILS.
-ROOF STEP DOWN
(+/-x'-xx")
[X]
LEGENDNOTES
1. DATUM ELEVATION = 100'-0" = F.F.E.
2. T.O. 3RD FLOOR STEEL ELEVATION = 127'-5 3/4"
3. T.O. LOW ROOF STEEL ELEVATION = 124'-6"
4. D6 = COMPOSITE SLAB, 6 1/4" TOTAL THICKNESS LIGHTWEIGHT CONCRETE SLAB ON
3", 20 GA, GALVANIZED COMPOSITE METAL DECK -BASIS OF DESIGN: VULCRAFT
3.0VL. REINFORCE WITH 4 LBS/CY STRUX90/40 (GRACE) MACRO-FIBER REINFORCING.
5. R1 = 1 1/2", 20 GA., TYPE B, GALVANIZED METAL ROOF DECK. MINIMUM 2-SPAN
CONDITION.
6. BEAMS ARE EQUALLY SPACED UNLESS NOTED OTHERWISE.
7. PROVIDE A MINIMUM 1/4" BENT PLATE AT FLOOR PERIMETERS U.N.O.
8. "E.O.S." INDICATES EDGE OF COMPOSITE DECK.
9. BRACE FORCES SHOWN ARE ULTIMATE (FACTORED) LOADS. POSITIVE (+) FORCES
INDICATE COMPRESSION, NEGATIVE (-) FORCES INDICATE TENSION.
10. COORDINATE ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
OPENINGS NOT INDICATED ON PLANS SHALL CONFORM TO TYPICAL DETAIL
REQUIREMENTS.
11. PROVIDE (1)-3/4" DIA. X 5" (LONG) SHEAR STUD PER FOOT OF LENGTH U.N.O.
12. FOURTH FLOOR FRAMING (ABOVE) HAS BEEN DESIGNED FOR AN ADDITIONAL DL
ALLOWANCE TO SUPPORT FUTURE 3RD FLOOR USES. SEE S001.
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 4:46:49 PMS103
THIRD FLOOR
FRAMING PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"1 THIRD FLOOR FRAMING PLAN
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
HSS6X6X5/16 BRACE
(+60K/-10K)
D6
D6
D6
5.6
5.6
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
1'-4" E.O.S.1'-4" E.O.S.1'-4" E.O.S.
1'-4" E.O.S.1'-4" E.O.S.1'-4" E.O.S.HSS6X6X5/16 BRACE
(+60K/-10K)
HSS6X6X5/16 BRACE
(+65K/-15K)
HSS6X6X5/16 BRACE
(+65K/-15K)HSS6X6X5/16 BRACE(+75K/-30K)HSS6X6X5/8 BRACE.
(+100K/-30K)
1
S503
1
S503
15
S503
15
S503
1
S503
11 K
W18X50
11 K 48 K
W18X76 [22]
48 K 34 K
W18X65
20 KW16X31 [17]20 K10 KHSS14X6X5/810 K86 K
W24X76 [19]
87 K 29 KW18X35 [17]29 K517 K-FT
90 K
W24X84
360 K-FT
79 K 90 K W30X99 [31]
117 K 28 KW18X35 [17]28 K89 K
W24X68 [31]
88 K
27 KW16X31 [15]27 K85 K
W24X103
78 K 79 K
W24X55 [24]
79 K 27 KW16X31 [15]27 K81 K
W24X62 [30]
85 K 107 K-FT25 KW12X40139 K-FT27 K77 K
W24X62 [29]
71 K
52 K
W18X40 [46]
25 K
3 3 K
W 2 1 X 4 4
5 2 K
12 K
W18X50
10 K43 K
W21X44 [20]
43 K11 K
W16X45
11 K 26 KW16X31 [15]26 K26 KW16X31 [15]26 K25 KW21X50 [15]25 K27 KW16X31 [15]27 K25 KW18X35 [17]25 K13 KW16X31 [17]13 K29 KW18X35 [17]29 K29 KW18X35 [17]29 K30 KW18X35 [17]30 K30 KW18X35 [17]30 K28 KW16X31 [15]28 K28 KW16X31 [15]28 K25 KW16X31 [15]25 K26 KW16X31 [15]26 K27 KW16X31 [15]27 K27 KW16X31 [15]27 K22 KW16X26 [15]22 K25 KW16X31 [15]25 K29 KW18X40 [15]29 K21 KW12X22 [11]19 K25 KW21X50 [14]23 KW12X19 [3]W24X6852 K-FT19 K27 KW16X31 [15]27 K16 KW12X19 [9]14 K26 KW16X31 [15]26 K30 KW18X35 [17]30 K10 KW12X19 [6]28 KW16X31 [15]28 K30 KW18X35 [17]30 K42 KW27X8450 K59 KW30X9967 K28 KW21X4837 KW16X31 [13]W12X19 [6]23 KW16X31 [15]23 K28 KW16X31 [15]28 KW12X19 [5]W12X19 [5]
36 K
W21X48
42 K
W 16X3 1
10 KW16X31 [13]11 K24 KW16X26 [15]18 KW12X19 [10]23 KW12X1423 K10 KHSS18X6X1/210 K25 KW16X31 [15]25 K20 KW16X31 [17]20 K29 KW18X35 [17]29 K29 KW18X40 [15]29 K21 KW12X1421 K27 KW16X31 [15]27 KW12X19 [6]25 KW16X31 [15]25 KW12X19W16X31W16X31W12X19W12X19W12X19W12X30
W12X19
W12X19
W12X19
W12X19 W12X19W12X19
W12X19W12X19 W12X19
W12X19W12X19 W12X30
W12X19W12X19
W12X19
W12X19W12X19W12X19
W12X19W12X19
W12X19W12X30
W12X19W12X19W12X30
W8X10
W8X10
5" E.O.S.W12X19
W12X30
W12X19
W12X19
W12X19
HSS14X6X5/8HSS6X6X5/8HSS4X4X5/16UPW12X19
W12X19
W16X31
W16X31
3'-9 5/8"
3'-9 5/8"9" E.O.S. COORD. W/ ARCH11'-3"1'-0" E.O.S.4" E.O.S.9'-6 3/4"3'-6"6'-6 1/2"6'-7 1/2"6'-7 1/2"5'-9 3/4"5'-8"#4'S AT 16" O/C
(SEE TYP DETAILS)
#4'S AT 16" O/C
(SEE TYP DETAILS)
COLD-FORMED EXTERIOR WALLS
(SEE ARCH & NOTES)6" E.O.S.6" E.O .S .
6" E.O.S.12'-0 1/4"4 1/4" E.O.S.8 1/8" E.O.S.
PROVIDE COLD FORMED
HEADERS AND HANGING
WALLS AS REQUIRED TO
SUPPORT FIRE-RATED
GLAZING (SEE ARCH)
5'-1 7/8" +/-13'-2 3/4" +/-1'-3 7/8" +/-
1'-0" E.O.S.6" E.O.S.1 1/8" E.O.S.1'-5 7/8" E.O.S.7 1/8" E.O.S.RADIAL STAIR BY OTHERS.
PROVIDE HSS14X4X5/16
STAIR STRINGERS (MIN.)1'-0" E.O.S.B.5 B.5
15
S502
14
S502
14
S502
16
S502
HSS6X6X5/8 BRACE.
(+100K/-30K)HSS6X6X5/16 BRACE(+75K/-30K)HSS6X6X5/16 BRACE(+75K/-30K)HSS6X6X5/16 BRACE(+75K/-30K)N
3" E.O.S.1'-6" E.O.S.5'-5 1/8"6'-7 1/2"6'-7 1/2"6'-7 1/2"6'-7 1/2"5'-1 3/4"0'-6 1/4"0'-10 7/8" E.O.S.3'-9 5/8"
0'-10 7/8" E.O.S.3'-9 5/8"
PROVIDE ANGLES TO
SUPPORT CURTAIN WALL
JAMB. COORD. WITH ARCH.
7 1/2" E.O.S.
SLAB
OPENING
(TYP.) SEE
DETAILS.
SEE ARCH.
-DENOTES TOP OF STEEL ELEVATION WITH RESPECT TO DATUM ELEVATION
-DENOTES THE NUMBER OF 3/4" DIA. x 5" (LONG) SHEAR STUDS.
-DENOTES MOMENT CONNECTION SEE SHT. S-504
-DENOTES FRAMED OPENING. COORDINATE SIZE AND LOCATION w/
ARCH. & MECH. DRAWINGS
-BEAM MOMENT SPLICE. SEE DETAILS.
(+/-x'-xx")
[X]
LEGENDNOTES
1. DATUM ELEVATION = 100'-0" = F.F.E.
2. T.O. 4TH FLOOR STEEL ELEVATION = 143'-5 3/4"
3. D6 = COMPOSITE SLAB, 6 1/4" TOTAL THICKNESS LIGHTWEIGHT CONCRETE SLAB ON
3", 20 GA, GALVANIZED COMPOSITE METAL DECK -BASIS OF DESIGN: VULCRAFT
3.0VL. REINFORCE WITH 4 LBS/CY STRUX90/40 (GRACE) MACRO-FIBER REINFORCING.
4. BEAMS ARE EQUALLY SPACED UNLESS NOTED OTHERWISE.
5. PROVIDE A MINIMUM 1/4" BENT PLATE AT FLOOR PERIMETERS U.N.O.
6. "E.O.S." INDICATES EDGE OF COMPOSITE DECK.
7. BRACE FORCES SHOWN ARE ULTIMATE (FACTORED) LOADS. POSITIVE (+) FORCES
INDICATE COMPRESSION, NEGATIVE (-) FORCES INDICATE TENSION.
8. COORDINATE ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
OPENINGS NOT INDICATED ON PLANS SHALL CONFORM TO TYPICAL DETAIL
REQUIREMENTS.
9. PROVIDE (1)-3/4" DIA. X 5" (LONG) SHEAR STUD PER FOOT OF LENGTH U.N.O.
10. FOURTH FLOOR DESIGNED WITH ADDITIONAL DEAD LOAD ALLOWANCE TO SUPPORT
FUTURE USE OF THIRD FLOOR. SEE S001.
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 4:46:51 PMS104
FOURTH
FLOOR
FRAMING PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"1 FOURTH FLOOR FRAMING PLAN
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5HSS14X6X5/8W21X44 W16X31 [15]
W18X50W16X26 [15]W16X26 [15]W16X26 [15]
W30X90 [39]W24X62W16X31 [15]W16X31 [15]W12X19 [7]W16X26 [15]W16X26 [15]W16X26 [15]W18X35 [17]W16X31 [15]W16X31 [9]W16X26 [15]W16X26 [15]
D6
D6
D6
5.6
5.6
W16X31W10X12
W16X26 [15]
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
W10X121'-4" E.O.S.1'-4" E.O.S.1'-4" E.O.S.
1'-4"E.O.S.1'-4" E.O.S.HSS6X6X5/8 BRACE
(+100K/-10K)HSS6X6X5/16 BRACE(+35K/-15K)HSS6X6X3/8 BRACE(+60K/-35K)HSS6X6X3/8 BRACE
(+70K/-15K)
HSS6X6X5/16 BRACE
(+55K/-10K)
1
S503
1
S503
15
S503
15
S503
1
S503W16X31W12X19W12X30
W12X19
W12X30W12X19
W12X19
W12X19
W12X19
W12X30
W12X1912 K
W18X50
12 K 45 K
W18X76 [20]
45 K 32 K
W18X65
19 KW16X31 [17]19 K71 K
W24X62 [19]
76 K 27 KW18X35 [17]27 K507 K-FT
82 K
W24X84
382 K-FT
74 K 22 KW16X31 [17]22 K88 K
W24X62 [31]
81 K
25 KW16X31 [15]25 K73 K
W24X55 [24]
73 K 91 K-FT20 KW14X38111 K-FT21 K66 K
W21X55 [26]
57 K
32 K
W18X35 [17]
20 K
2 0 K
W 1 8 X 3 5
1 5 K
40 K
W21X44 [20]
40 K11 K
W16X45
11 KHSS14X6X5/825 KW16X26 [15]25 K28 KW18X35 [17]28 K12 KW16X31 [17]12 K27 KW18X35 [17]27 K27 KW18X35 [17]27 K31 KW18X35 [17]31 K26 KW18X35 [17]26 K29 KW18X35 [30]29 K24 KW16X31 [15]24 K24 KW16X31 [15]24 K24 KW16X31 [15]24 K18 KW16X31 [15]13 KW12X19 [4]W12X19 [11]25 KW16X31 [15]25 K23 KW16X31 [17]23 K33 KW24X8434 K48 KW30X9059 K14 KW16X3110 KW12X19 [9]W12X19 [9]
W16X31 [13]W12X19 [6]21 KW16X26 [15]21 K24 K
W21X44
28 K
W 16X31
9 KW12X19 [13]10 KW12X19 [6]25 KW16X26 [15]25 KHSS18X6X1/2W16X31 W16X3127 KW18X35 [17]27 K24 KW16X31 [15]24 K26 KW16X31 [15]26 K18 KW16X26 [17]18 KW12X19 [6]W12X19 [7]23 KW16X26 [15]23 KHSS6X4X3/8?W16X3174 K
W24X55 [25]
78 K
W12X30
W12X30
W12X19
W12X19
W12X19
W12X19
W12X19W12X19W12X19W12X19W12X19W12X19W12X19
W12X19W12X19W12X19W12X19
W12X19
W12X19
W12X19W12X19
W12X30
W12X19W12X19W12X19W8X10
W8X10 23 K24 K24 K20 K17 K23 K24 K23 K20 K23 K24 K23 K23 K24 K24 K20 K18 K20 K27 K26 K25 K24 K17 K30 K30 K27 K26 K25 K24 K10" E.O.S.5" E.O.S.69 K53 K
W12X30 HSS6X6X5/8W16X31
W16X31 HSS6X6X5/8W16X31 HSS4X4X5/16DOWN50 K-FTSUPPLEMENTARY STRUCUTRAL SUPPORT BELOW:
UNISTRUT SYSTEM FOR MEDICAL EQUIPMENT
SUPPORT BY OTHERS. COORDINATE WITH
EQUIPMENT MNFR.
COLD-FORMED EXTERIOR WALLS
(SEE ARCH & NOTES)
RADIAL STAIR BY OTHERS.
PROVIDE HSS14X4X5/16
STAIR STRINGERS (MIN.)
4'-7"
4'-7"
#4'S AT 16" O/C
(SEE TYP DETAILS)
#4'S AT 16" O/C
(SEE TYP DETAILS)6" E.O.S.6" E.O .S .12'-0 1/4"6" E.O.S.
PROVIDE COLD FORMED
HEADERS AND HANGING
WALLS AS REQUIRED TO
SUPPORT FIRE-RATED
GLAZING (SEE ARCH)
8 1/8" E.O.S.4 1/4" E.O.S.5'-1 7/8" +/-13'-2 3/4" +/-1'-3 7/8" +/-
1'-0" E.O.S.6" E.O.S.1 1/8" E.O.S.1'-5 7/8" E.O.S.7 1/8" E.O.S.1'-0" E.O.S.9" E.O.S.COORD. W/ ARCH12'-2"5'-3"5'-1 1/8"3'-6"6'-6 1/2"6'-7 1/2"6'-7 1/2"5'-9 3/4"5'-8"4" E.O.S.7 1/2" E.O.S.
1'-0" E.O.S.
B.5 B.51'-6" E.O.S.15
S502
14
S502
14
S502
16
S502
HSS6X6X5/8 BRACE
(+100K/-10K)HSS6X6X5/16 BRACE(+35K/-15K)HSS6X6X3/8 BRACE(+60K/-35K)HSS6X6X3/8 BRACE
(+70K/-15K)
HSS6X6X5/16 BRACE
(+55K/-10K)
N
3" E.O.S.5'-5 1/8"6'-7 1/2"6'-7 1/2"6'-7 1/2"6'-7 1/2"5'-1 3/4"0'-6 1/4"4'-7"
10" E.O.S.4'-7"
PROVIDE ANGLES TO
SUPPORT CURTAIN WALL
JAMB. COORD. WITH ARCH.
SLAB
OPENING
(TYP.) SEE
DETAILS.
SEE ARCH.
-DENOTES TOP OF STEEL ELEVATION WITH RESPECT TO DATUM ELEVATION
-DENOTES THE NUMBER OF 3/4" DIA. x 5" (LONG) SHEAR STUDS.
-DENOTES MOMENT CONNECTION SEE SHT. S-504
-DENOTES FRAMED OPENING. COORDINATE SIZE AND LOCATION w/
ARCH. & MECH. DRAWINGS
-BEAM MOMENT SPLICE. SEE DETAILS.
(+/-x'-xx")
[X]
LEGENDNOTES
1. DATUM ELEVATION = 100'-0" = F.F.E.
2. T.O. 5TH FLOOR STEEL ELEVATION = 157'-5 3/4"
3. D6 = COMPOSITE SLAB, 6 1/4" TOTAL THICKNESS LIGHTWEIGHT CONCRETE SLAB ON
3", 20 GA, GALVANIZED COMPOSITE METAL DECK -BASIS OF DESIGN: VULCRAFT
3.0VL. REINFORCE WITH 4 LBS/CY STRUX90/40 (GRACE) MACRO-FIBER REINFORCING.
4. BEAMS ARE EQUALLY SPACED UNLESS NOTED OTHERWISE.
5. PROVIDE A MINIMUM 1/4" BENT PLATE AT FLOOR PERIMETERS U.N.O.
6. "E.O.S." INDICATES EDGE OF COMPOSITE DECK.
7. BRACE FORCES SHOWN ARE ULTIMATE (FACTORED) LOADS. POSITIVE (+) FORCES
INDICATE COMPRESSION, NEGATIVE (-) FORCES INDICATE TENSION.
8. COORDINATE ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
OPENINGS NOT INDICATED ON PLANS SHALL CONFORM TO TYPICAL DETAIL
REQUIREMENTS.
9. PROVIDE (1)-3/4" DIA. X 5" (LONG) SHEAR STUD PER FOOT OF LENGTH U.O.N.
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 4:46:56 PMS105
FIFTH FLOOR
FRAMING PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"1 FIFTH FLOOR FRAMING PLAN
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
S D
S D
S DFFREF.RAPSD
SD
-DENOTES TOP OF STEEL ELEVATION WITH RESPECT TO DATUM ELEVATION
-DENOTES THE NUMBER OF 3/4" DIA. x 5" (LONG) SHEAR STUDS.
-DENOTES MOMENT CONNECTION SEE SHT. S-XXX
-DENOTES FRAMED OPENING. COORDINATE SIZE AND LOCATION w/
ARCH. & MECH. DRAWINGS
-BEAM MOMENT SPLICE CONNECTION. SEE DETAILS.
(+/-x'-xx")
[X]
LEGENDNOTES
1. DATUM ELEVATION = 100'-0" = F.F.E.
2. T.O. ROOF STEEL ELEVATION = 172'-10 3/8"
3. T.O. PENTHOUSE STEEL ELEVATION = 182'-9"
4. D6 = COMPOSITE SLAB, 6 1/4" TOTAL THICKNESS LIGHTWEIGHT CONCRETE SLAB
ON 3", 20 GA, GALVANIZED COMPOSITE METAL DECK -BASIS OF DESIGN: VULCRAFT
3.0VL. REINFORCE WITH 4 LBS/CY STRUX90/40 (GRACE) MACRO-FIBER
REINFORCING.
5. PENTHOUSE ROOF DECK TO BE MIN. 1/2" WOOD STRUCTURAL SHEATHING PANEL.
FASTEN AT 6" O.C., PERIMETER, 12" O.C. FIELD. SEE ARCH.
6. R1 = 1 1/2", 20 GA., TYPE B, GALVANIZED METAL ROOF DECK. MINIMUM 2-SPAN
CONDITION.
7. PROVIDE A L3x3x1/4 EDGE-OF-DECK ANGLE OR 1/4" BENT-PLATE, EDGE-OF-DECK
PLATE AT ROOF PERIMETERS U.N.O. COORDINATE OVERHANGS WITH
ARCHITECTURAL DRAWINGS.
8. SEE S103 FOR LOW ROOF FRAMING.
9. MECHANICAL UNITS TO BE SUPPORTED OFF ROOF STRUCTURE WITH THERMALLY
BROKEN STANCHION (BASIS OF DESIGN: THALER) OR AS SHOWN ON .
/8 S504
A A
B B
C C
D D
1
1
2
2
3
3
3.8
3.8
4
4
5
5
R1
R1
R1
S106
2
5.6
5.6
HATCHED REGION INDICATES
ALLOWANCE FOR ADDITIONAL
MECHANICAL LOAD OF 25PSF
A.5 A.5
B.3 B.3
2.7
2.7
D.3 D.3
1/4" PER FOOT (UP)
1/4" PER FOOT (UP)
9
S504
9
S504
W8X4018 KW18X35W18X3512 KW21X4838 KW14X26W16X31W16X26W10X22W14X22W14X22W12X2220 KW18X4018 K20 KW18X4018 K19 KW18X4018 K16 KW18X3514 K17 KW21X4815 K18 KW16X40W18X35W18X35W18X35W18X35W14X26W14X2215 KW21X4813 K10 KW16X26W16X26W16X26W16X2611 KW21X4411 KW14X22W14X22W14X22W14X22W12X19W14X22W14X22W14X22W12X19W16X31W16X31W16X31W16X31W16X31W18X35W18X35W18X3539 KW21X6244 KW14X2610 KW14X2610 KW14X2610 K30 KW16X3115 KW14X22W14X22W14X22W14X22W14X22W12X22W14X22W12X19W12X19W14X22W12X22W14X22W8X13W6X9W10X12W16X31 W8X1312 KW18X3514 K14 K
W16X26
14 K
W10X12W12X14W8X13W8X24W8X24W8X24W14X22W14X22W14X22W8X13W8X13W8X13W8X13W14X26-0'-5 1/8"0'-2 5/8"0'-2 5/8"0'-10 1/4"0'-10 1/4 "
1 '-4 3/8"
1'-4 3/8"2'-2 1/4"
-0'-5 1/8"0'-2 5/8"0'-2 5/8"0'-10 1/4"0'-10 1/4"1'-6 1/8"1'-6 1/8"2'-2 1/8"2'-2 1/8"2'-2 1/4"0'-0"0'-2 5/8"0'-2 5/8"0'-10 1/4"0'-10 1/4"1'-6 1/8"1'-6 1/8"2'-2 1/8"-0'-5 1/8"-0'-5 1/8"-0'-5 1/8"0'-2 5/8"0'-2 5/8"0'-10 1/4"0'-10 1/4"1'-6 1/8"1 '-7 3 /4 "2 '-2 "1'-6 1/8"2'-2 1/4"2'-2 1/4"2'-2 1/8"1'-4 3/8"
W18X60W8X35 W24X62 W18X50 W24X68 W33X118W 1 8 X 4 0 W33X118W21X55W21X55W24X62W21X44
W33X118 W18X76 W24X55 W24X62 W24X62W30X99
W 2 1X44
W18X35
W24X76W12X53
LOWLOWLOW ELEVATOR HOIST BEAMS -
COORDINATE LOCATIONS AND
ELEVATIONS WITH ELEVATOR
SUPPLIER
14 K14 K16 K14 K14 K16 K13 K16 K16 K16 K16 K14 K16 K16 K16 K14 K13 K13 K13 K13 K15 K11 K16 K16 K16 K14 K33 K13 K13 K13 K13 K15 K11 K38 K38 K 38 K84 K 43 K 44 K91 K 217 K-FT
63 K
398 K-FT
79 K
23 K-FT8 K31 K-FT6 K25 K-FT5 K11 K 15 K 43 K 41 K 18 K18 K 17 K
79 K 51 K 34 K 33 K77 K 48 K 36 K 35 K
EQUIPMENT SUPPORT RAILS. SEE DETAILS.
COORDINATE EXTENTS AND POSITION WITH
MECH. PROVIDE ADDITIONAL
INTERMEDIATE FRAMING AS REQUIRED BY
UNITS. MIN. SIZE: GALV. L4X4X5/16.
W8X13
W8X13
W8X13 4'-0" MAX.12'-0" MAX.ACCU, 750 LBS. (TYP.,
SEE MECH.)
CU, 150 LBS. (TYP.,
SEE MECH.)
DOAS, 3500 LBS.
(SEE MECH.)
DOAS, 3500 LBS.
(SEE MECH.)
DOAS, 3000 LBS.
(SEE MECH.)
ACCU, 750 LBS. (TYP.,
SEE MECH.)
ROOF DRAIN.
COORD. WITH MEP.
ROOF DRAIN.
COORD. WITH MEP.
E.1
E.1
EQUIPMENT SUPPORT RAILS. SEE DETAILS.
COORDINATE EXTENTS AND POSITION WITH
MECH. PROVIDE ADDITIONAL INTERMEDIATE
FRAMING AS REQUIRED BY UNITS. MIN. SIZE:
GALV. L4X4X5/16.
9
S504
9
S504
2 0 K
1 8 K
COLD-FORMED FRAMING TO
CREATE PARAPET. SITE OR
PREFAB ELEMENTS. SEE
ARCH FOR FINAL PROFILE.
MAX SPACING 24" O.C.
COLD-FORMED FRAMING TO
CREATE PARAPET. SITE OR
PREFAB ELEMENTS. SEE
ARCH FOR FINAL PROFILE.
MAX SPACING 24" O.C.
HSS6X6X5/16 (HIGH)
HSS6X6X5/16 (HIGH)
HSS6X6X5/16 (HIGH)
HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)
HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)HSS6X6X5/16 (HIGH)4" SCHEDULE 40 POSTS. SEE
DETAILS. (TYP.)
4" SCHEDULE 40 POSTS. SEE
DETAILS. (TYP.)W27X841
S506
5'-8 1/8"4'-1 3/8"
5'-2"
W16X31
W16X31 W14X26W14X261
0' - 0"
MI
N1 3 ' - 1 1 7 /8 "1 1 ' - 1 1 7 /8 "1
0' - 0" MI
Nø 5 ' - 0 "ø 4' - 0"ø 2' - 0"2' - 0"2' - 0"2' - 0"2' - 0"
2' - 8" ±
3' - 0" ±
VIF
2' - 0" ±VIF2' - 0" ±VIF2' - 0" ±10
S504
5'-3 5/8"5'-0"ROOF FRAMES
AS REQUIRED FOR
MECH EQUIP.
B.5 B.5
PROVIDE (2) 3'X4' KNOCK
OUT PANELS IN COLD-
FORMED FRAMING AT
ROOF LEVEL (SEE ARCH)
T.O.S. = 173'-5 3/4" +/-
(COORD. W/ STAIR MNF)
7
S506
7
S506
15
S502
SIM.
15
S502
SIM.7'-8 1/2"7'-8 1/2"8'-2"9" E.O.S.SLAB D6. COORD.
WITH ARCH AND
TYP. DETAILS
B
1
B.3
600S162-54 AT 24" O/C
1
S506
7'-8 1/2"7'-8 1/2"8'-2"W12X26
W12X26
W12X26
W12X26
W12X19W12X19W12X19W12X19W12X19W12X19W12X26
W12X26
W12X26
W12X26
W12X19W12X19W12X19W8X21W8X21W8X21HSS6X6X5/8HSS6X6X5/8HSS6X6X5/8HSS6X6X5/8HSS6X6X5/8HSS6X6X5/8HSS6X6X5/8HSS6X6X5/8214 SF
S600
STAIR 2
B.5
3/16" = 1'-0"1 ROOF FRAMING PLAN
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 4:47:08 PMS106
ROOF
FRAMING PLAN
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/16" = 1'-0"2 PENTHOUSE FRAMING PLAN
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
SUBBASE: SELECT STRUCTURAL FILL, MIXED #`
AND #2 CRUSHED STONE. PROVIDE UNDERSLAB
DRAIN PER GEOTECHNICAL REPORT.
GEOTEXTILE FABRIC UNDERLAY (MIRAFI 500X
OR EQUIVALENT)
VAPOR BARRIER: 15 MIL CLASS A
REINFORCING: W2.9XW2.9 6"X6" WWF OR
5 LBS/CY STRUX/90 (GRACE) OR FORTA-
FERRO (FORTA) MACRO-FIBER
REINFORCEMENT. SEE NOTE, LEFT.
SAWCUT GROOVE JOINT (SJ):
1 1/4" X 1/8", FILL WITH EPOXY
1 3/4"5"
1'-0" MIN.
CONSTRUCTION JOINTS (CJ)
SAWN JOINT W/
EPOXY FILLER
FIRST POUR
LIGHTLY GREASE (BOND
BREAKER) OR PROVIDE
PLASTIC DOWEL SLEEVE
3/4" DIAMETER SMOOTH
DOWEL, ASTM A36, 12" O/C
SLAB FORM
SECOND POUR
SUBGRADE: SELECT
IMPORTED STRUCTURAL FILL
(COMPACTED AND PROOF-
ROLLED) OR BEDROCK
NOTE: AT THE CONTRACTOR'S OPTION -
THE "DIAMOND DOWEL SYSTEM" BY PNA
CONSTRUCTION TECHNOLOGIES MAY BE
USED IN LIEU OF ROUND DOWELS.
PROVIDE 1/4" x 4 1/2" x4 1/2" DOWELS AT
18" o.c. INSTALL IN ACCORDANCE WITH
THE MANUFACTURER'S INSTRUCTIONS.
NOTE:
TYPICAL AT ALL SLAB
AND FOUNDATION RE-
ENTRANT CORNERS
RE-ENTRANT
CORNER4'-0"RECTANGULAR
SLAB OPENING
(2) #4 BARS,
2 LAYERS WHEN
T > = 8"
1/2" JOINT FILLER WITH
SEALANT AT WALL OR
OBSTRUCTION
2
"
2
"COORDINATEWITH ARCH.1
5
REFER TO PLAN
FOR SLAB
INFORMATION
CONTRACTOR OPTION:
CONSTRUCTION JOINT
LOCATION SEE PLANTT#3 BAR, PROVIDE
CORNER BARS
D
#3 X 36" AT 12" O/C
WHEN "D" GREATER
THAN 4"2"REFER TO SITE FOR
SIDEWALK LOCATIONS
AND DETAILS
TOP OF SLAB
SEE PLAN
FOUNDATION WALL
SEE PLAN
#4's AT 12" O.C. MAX
36"
24"
WALL BEYOND
CONCRETE SLAB SEE
PLAN FOR SLAB
REINFORCEMENT
(4) #4 BARS
3/4" DIA SMOOTH DOWEL X 18"
AT 12" O/C, WITH PLASTIC
DOWEL SLEEVE OR COAT 1/2
WITH BOND BREAK
INSULATION,
REFER TO ARCH.
PROVIDE AT DOOR OPENINGS WITH THRESHOLD TJOINT FILLER WITH
EPOXY SEALANT
DOOR AND THRESHOLD
REFER TO ARCHITECTURAL
TOP OF SLAB
SEE PLAN
PROVIDE AT DOOR OPENINGS WITHOUT THRESHOLD TFILL WITH EPOXY SEALANT
REFER TO OPENING WITH
THRESHOLD FOR BALANCE
OF REQUIREMENTS
1.5 X T1" BOX OUT
TO CLEAR
BASEPLATE
(TYP.)
EXTERIOR WF COLUMN,
SIMILAR AT HSS
COLUMN PIER
ISOLATION JOINT
BASEPLATE, GEOMETRY
VARIES
CONSTRUCTION
JOINT
OR CONTROL JOINT
MAX. JOINT SPACING
IN EITHER
DIRECTION
10'-0", U.N.O.
CONSTRUCTION OR
CONTROL JOINT
INTERIOR
COLUMN PIER
WF-COLUMN, SIMILAR
AT HSS
ISOLATION JOINT AROUND
COLUMN WITH 1/2" EXPANSION
MATERIAL AND SEALANT
2" MIN
2"
M
I
N
#5 AT12" O/C
#5 AT12" VERT.
EACH FACE
#5 AT12" HORIZ.
EACH FACE
12"12"12"6"6"8"SLAB PER PLAN0'-6"PROVIDE (2) CORNER BARS
ELEVATOR SUMP PIT
TYP.
REINFORCING
NOT SHOWN
(VERIFY)
2'-0"SQ.
#4 BARS AT 6" O/C EA WAY
COORD. SUMP PIT
SIZE AND LOCATION
WITH ELEVATOR
SUPPLIER
#5 AT12" O/C
DWL'S TO MATCH
VERT. REINF. BY SIZE
AND LOCATION
WATERPROOFING
(SEE ARCH)
#5 CONT.
COORD. W/
ELEVATOR
CONTRACTOR
TOP OF SLAB
2X4 KEYWAY 2X4 KEYWAY
0'-0"
TOP OF SLAB
SLAB PER PLAN
#5 CONT.
8" CMU W/ #5 VERT'S AT 32" O/C.
DRILL AND GROUT INTO
CONCRETE WALL (EMBED 8")24"X24" #4 BAR AT 12" O/C
POUR SLAB OVER WALL
AT DOOR OPENINGS
TYP FNDN WALL REINF AT INTERSECTION TYP FNDN WALL REINF AT SKEWED CORNERTYP FNDN WALL REINF AT CONSTRUCTION JOINT TYP FNDN WALL REINF AT CORNER AND END
TYP FNDN WALL REINF AT INTERSECTION TYP FNDN WALL REINF AT SKEWED CORNERTYP FNDN WALL REINF AT CONSTRUCTION JOINT TYP FNDN WALL REINF AT CORNER AND END
SEE PLAN
FOR ANGLE
SEE PLAN
FOR ANGLE
CONSTRUCTION JOINT -SEE
GENERAL NOTES FOR SPACING
WALL REINF
PROVIDE CORNER BARS AS SHOWN.
MATCH SIZE AND SPACING OF
HORIZONTAL WALL REINFORCING.
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING
STANDARD HOOK
CONTINUOUS KEY,
1/3 WALL THICKNESS
DOWELS TO MATCH
HORIZ.
REINFORCEMENT
SIZE AND SPACING
OR HOOK HORIZ.
BARSHORIZONTAL
REINFORCING
PROVIDE CORNER BARS AS
SHOWN. MATCH SIZE &
SPACING OF HORIZONTAL
WALL REINFORCING.
CONSTRUCTION JOINT
WALL REINF
"U"-BARS @ OPENINGS AND
DISCONTINUOUS ENDS. MATCH
SIZE AND SPACING OF HORIZ.
WALL REINFORCING.
LAP OUTSIDE HORIZONTAL BARS OR
PROVIDE CORNER BARS AS SHOWN.
MATCH SIZE AND SPACING OF
HORIZONTAL
WALL REINFORCING.
VERTICAL
REINFORCING
SEE PLAN
HORIZONTAL
REINFORCING
SEE PLAN
STANDARD HOOK
DOWELS TO MATCH
HZ REINF SIZE AND
SPACING OR HOOK
HORIZONTAL BARS
LAP OUTSIDE HZ BARS OR
PROVIDE CORNER BARS AS
SHOWN; MATCH SIZE AND
SPACING OF HZ WALL REINF
CONTINUOUS KEY,
1/3 WALL THICKNESS
2" CLEAR
2"
VERTICAL
REINFORCING
2"
SMOOTH DOWELS:
MATCH WALL REINF
DIA, SLEEVE ONE
END OR COAT WITH
BOND BREAKER
PER ACI
LAP SPLICE
T
TTT TT TTTT
T TPER ACILAP SPLICEP ER AC ILAP S PLIC E
PER ACILAP SPLICEPER ACILAP SPLICEPER ACILAP SPLICEPROVIDE CONSTRUCTION JOINT
WITHIN 3'-0" OF CORNER
SMOOTH DOWELS: MATCH
WALL BAR DIA; SLEEVE
ONE END OR COAT WITH
BOND BREAKER
CONSTRUCTION JOINT
PER ACI
LAP SPLICE
0" (TYP)0" (TYP)CONSTRUCTION JOINT -SEE
GENERAL NOTES FOR SPACING
CONT. REINFORCING
SEE FOUNDATION
SECTION FOR SIZE
AND NUMBER OF
BARS.SLEEVED PIPE w/ 1
1/2" COMPRESSIBLE
MATERIAL AROUND
PIPE
REFER TO PLAN
AND SCHEDULES
IF PIPE FALLS IN THESE
LOCATIONS
BACKFILL AND COMPACT
TRENCH SEE SPEC. FOR
COMPACTION
REQUIREMENTS
SEE DETAIL
EXTEND FOOTING
SEE DETAIL
5/S502
SEE DETAIL
SLEEVE PIPE
EXTEND FOOTING:
SLEEVE PIPE & CAST
FOOTING TO BOTTOM
OF TRENCH
DEPRESS
FOOTING
AND SLEEVE PIPE
SLEEVE PIPE
(4) #4 BARS x 4'-0" LONG,
DIAGONALLY PLACED.
PROVIDE
ONE LAYER EACH FACE FOR
WALL >/=8" THICK
LINK-SEAL OR APPROVED
EQUIVALENT. COORDINATE
w/MECHANICAL DWGS.
INSTALL
PER MANUFACTURER'S
INSTRUCTIONS, FOR
OPENINGS > OR EQUAL TO 8"
FOUNDATION WALL
CORE HOLE AS REQUIRED
(LESS THAN 12"). DO NOT
CUT THROUGH
REINFORCEMENT. GROUT
HOLE WITH NON-SHRINK,
NON-METALLIC GROUT (5
STAR OR EQUAL) TO FORM
A WATERTIGHT CONDITION.
SLEEVE OPENING
GREATER THAN
OR EQUAL TO 8"
SCHED. 40, GALV.
OR
APPROVED EQUAL
PIPE PENETRATION DETAILS AT CONTINUOUS WALL FOOTINGS
EXTEND FOOTING
SECTION
ELEVATION
0'-6"TD
SLEEVE DIA
1.5 X W0'-2"WT COLD JOINT
SLEEVE PIPE 1.5 X W6" MIN 6" MINTOP OF
FOOTING 3" MINCOVERUSE THIS DETAIL TO:
1. CHANGE FOOTING ELEVATION
2. LOWER FOOTING TO FIRM
BEARING
3. AVOID PIPE PASSING THROUGH
FOOTING 1'-6" MAXSEE PLANSLEEVE PIPE w/ 1 1/2"
COMPRESSIBLE
MATERIAL AROUND PIPE
CONT. REINFORCING
(SEE FOUNDATION
SECTION FOR SIZE
AND NUMBER OF
BARS)
6" MIN
3" MIN
1.5 X A ATTT MI
NP E R A C IL A P S P L IC E
(2)-#4's CONT.
SLAB-ON-GRADE
REFER TO PLAN
1
1
2'-0"1'-0"TCOLD FORMED WALL,
SEE NOTES
CONT. TRACK AT BOTTOM
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 4:47:09 PMS500
DETAILS AND
SECTIONS
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"1 SLAB ON GRADE
3/4" = 1'-0"2 RE-ENTRANT CORNER
3/4" = 1'-0"3 DEPRESSED SLAB
3/4" = 1'-0"4 SLAB POUR OUT
3/4" = 1'-0"5 ISOLATION JOINT
3/4" = 1'-0"6 SECTION AT ELEVATOR
3/4" = 1'-0"9 FOUNDATION WALL JUNCTIONS
3/4" = 1'-0"10 PIPE PENETRATION
3/4" = 1'-0"8 STEP FOOTING - CONCRETE WALL
3/4" = 1'-0"7 THICKENED SLAB
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
F.F.E. =
SEE PLAN
PIER = SEE PLAN
-8" BELOW FFE UNO
FOOTING, SEE
SCHEDULE FOR SIZE
AND REINFORCING
APPROVED BEARING
GRADE
REFER TO PIER SCHEDULE
FOR
PIER SIZE AND REINFORCING
COLUMN (SEE PLAN.)
INFILL w/ CONCRETE
BASE PLATE AND
ANCHOR RODS REF
SCHEDULE
1/2 " ISOLATION JOINT
WITH EPOXY SEALANT
(TYP)
CONCRETE SLAB (TYP)
REFER TO PLAN
TOF =
SEE PLAN 2"(3) SPA AT 2"
#3 TIES AT 12" O/C
EQ UNO EQ UNOREF PLANT3" CLR3" CLR
GL
COLD FORMED METAL STUDS (SEE ARCH.)
FIRST FLOOR
EL. (+) 0'-0"
FOOTING EL.
REFER TO PLAN
SLAB ON GRADE (SEE PLAN.)
BRICK (SEE ARCH.)
#5 CONT. AT TOP OF WALL
3'-0" MIN. (SEE PLAN)1'-0"CAST IN PLACE
FOUNDATION WALL
CONT. FOOTING
(2)-#5 CONT.
PERIMETER DRAIN SYSTEM,
COORD. W/ SITE PLAN
REINFORCING (SEE SCHEDULE)
INSULATION, SEE ARCH.
GL
1'-3"2'-8"8"7"
1'-3"
GL
"SIM."
10" AT
"SIM." OCCURS
AT COL. LINES
3.9 AND E ONLY.
F.F.E. = SEE PLAN
FOOTING, SEE SCHEDULE FOR
SIZE AND REINFORCING
APPROVED BEARING GRADE
CONCRETE SLAB (TYP.)
REFER TO PLAN
1/2 " ISOLATION JOINT WITH EPOXY SEALANT
(TYP)
INFILL w/ CONCRETE
AFTER SLAB IS CURED
BASE PL. AND ANCHOR
BOLTS (SEE DETAILS.)
COLUMN (SEE PLAN.)
B.O.F. =
SEE PLAN TGL
ROUND CAST-IN-PLACE
PIER (SEE SCHEDULE)
C.I.P. FOOTING
(SEE SCHEDULE)
DOWELS TO MATCH VERTS.
GALV. BASEPLATE
COLUMN (SEE PLAN)
(4) 3/4" DIA. GALV.
ANCHOR BOLTS
1'-6"1'-6"T.O.F.
SEE PLAN
T.O. PIER
+2'-0"
5/16
(3) SPA. AT 2"
#3 TIES AT 12" O/C
8"3"3"W10: 1-1/4"X16" DIA. BASE PLATE
HSS: 3/4"X14" DIA. BASE PLATE
LEVELING PL. AND GROUT PAD
GL
BP-1
BP-9/9A
CJP1'-6"1'-6"
9/16
(4) 3/4" ANCHOR RODS
2'-5"2'-5"
6 1/2"6 1/2"2 1/2"2 1/2"
2 1/2"2 1/2"4"4"BP-1
GL
GL
GL
GL
2'-4"
19"9"1'-6"BP-2
GL
GL
1'-6"
9"9"1'-6"6 1/2"11 1/2"BP-3/3A
THICKNESS = 2 1/4"THICKNESS = 2 1/4"
THICKNESS AT BP-3 = 1"
THICKNESS AT BP-3A = 1 1/2"
GL
GL
1'-4"
8"8"1'-4"6 1/2"9 1/2"BP-4/4A
THICKNESS AT 4 = 3/4"
THICKNESS AT 4A = 1 1/4"11 1/2"6 1/2"2" TYP.
BP-5
THICKNESS = 2 1/4"
GL
GL
2'-4"
19"9"1'-6"6 1/2"11 1/2"2" TYP.
BP-6
THICKNESS = 2 1/4"2'-5"2'-5"
6 1/2"6 1/2"2 1/2"2 1/2"
2 1/2"2 1/2"4"4"GL
GL
GL
GL
2'-7"
22"9"1'-6"BP-7
THICKNESS = 2 1/4"11 1/2"6 1/2"2" TYP.
BP-8
THICKNESS = 2 1/4"
GL
GL
2'-7"
22"9"1'-6"11 1/2"6 1/2"2" TYP.
THICKNESS AT BP-9 = 1 1/2"
THICKNESS AT BP-9A = 2"
(12)-1 1/4" ANCHOR
RODS, EMBED
FULL DEPTH (SEE
D/1 PIER DETAIL)
1/2" GUSSET
PLATE (TYP)
3"x7" SHEAR LUG
12" LONG, EA. WAY
TYP
6"
(4)-3/4" ANCHOR
RODS
2 1/4"x7 1/2"
SHEAR LUG
16" LONG
1/2" GUSSET PLATE
(4)-3/4" ANCHOR
RODS
CJP
1/4
(4)-3/4" ANCHOR
RODS
1/4
CJP
(4)-3/4" ANCHOR
RODS
2 1/4"x7 1/2"
SHEAR LUG
16" LONG
1/2" GUSSET PLATE
(4)-1 1/4"
ANCHOR RODS.
EMBED FULL
DEPTH (SEE
PIER DETAIL)
1/2" GUSSET
PLATE (TYP)
3"x7" SHEAR LUG
12" LONG, EA. WAY
CJP
(4)-3/4" ANCHOR
RODS
2 1/4"x7 1/2"
SHEAR LUG 16"
LONG, EA. WAY
1/2" GUSSET PLATE
(4)-3/4" ANCHOR
RODS
2 1/4"x7 1/2"
SHEAR LUG 16"
LONG, EA. WAY
1/2" GUSSET
PLATE
CJP
CJP
2" TYP CJP
GL
2'-6"
10"20"1'-8"BP-10
THICKNESS = 2 1/4"10"10"(4)-3/4" ANCHOR
RODS
2 1/4"x7 1/2"
SHEAR LUG 16"
LONG, EA. WAY
1/2" GUSSET PLATE
GL
2" TYP
BP-11
HSS 4X4 POST BASE
THICKNESS = 5/8"
INSTALL ALIGNED WITH
CENTER OF CFMF WALL
RUNNER TRACK
8"
3"10"5"
TOP OF CONCRETE
FOUND. WALL
(2) 5/8" DIA. X 6"
LONG HEAVY DUTY
SCREW ANCHORS.
ANCHOR RODS
PLATE WASHER SIZE AND BASE PLATE HOLE DIAMETER SCHEDULE
ANCHOR BOLT
SEE SCHEDULE FOR SIZE
1/4" LEVELING PLATE -MATCH BASE PL. SIZE
(OMIT AT BASE PLATES WITH SHEAR LUGS)
FINISH END OF COLUMN
AND BASE PLATE SURFACE
ACCORDING TO AISC 360 M2.4
AND M4.4 REQUIREMENTS
3/4" NON-SHRINK GROUT -
SEE SPECIFICATIONS
BASE PLATE
EMBEDMENT UNOA36 WASHER PLATE -
(TYP.) WELD TO BASE PLATE
NOTES:
1. PLATE WASHERS: ASTM A36, ROUND OR SQUARE
2. WELD WASHERS TO BASE PLATES WITH MIN FILLET WELD.
3. INCREASE EDGE DISTANCE FOR WASHER PLATE SIZE
GREATER THAN 3 1/2" FOR WELD.
4. DIA WASHER PLATE HOLE = DIA ANCHOR ROD + 1/16"
ANCHOR
ROD
DIAMETER
MAXIMUM
HOLE
DIAMETER
WASHER
PLATE
ROUND/SQUARE
MINIMUM
WASHER
THICKNESS WASHER PLATE
REFER TO TABLE
BASE PLATE3/4" DIA...............1-1/4" DIA..................= 16"= FULL DEPTHWASHER PLATE DETAIL
BASE PLATE HOLE
DIA REFER TO TABLE
1/4" MIN(TYP)1-1/4"3"1/2"2-1/16"
3/4"2"1/4"1-5/16"
DOUBLE NUT OR TACK WELD
AT COLUMNS WITH SHEAR LUGS
PROVIDE LEVELING NUT. NOTE
THAT ADDITIONAL GROUT WILL
BE REQUIRED. SEE DETAILS.
GL
10'-6"
9'-0"
7'-6"
6'-6"
5'-6"
4'-6"
4" WALL 8" WALL
WALL TYPES
L3 1/2x 3 1/2x 5/16 (LLV)
TYPICAL LINTEL SCHEDULE
L4x 3 1/2x 5/16 (LLV)
L5x 3 1/2x 5/16 (LLV)
L6x 3 1/2x 5/16 (LLV)
(2) - L3 1/2x 3 1/2x 5/16 (LLV)
(2) - L4x 3 1/2x 5/16 (LLV)
(2) - L5x 3 1/2x 5/16 (LLV)
(2) - L6x 3 1/2x 5/16 (LLV)
W8x10 + PL. 5/16"x 7 1/2"
W8x15 + PL. 5/16"x 7 1/2"
NOTES:
MAXIMUM
MASONRY
OPENING
9) ALL COMPONENT PARTS OF EXTERIOR LINTELS SHALL BE HOT-DIP GALVANIZED AND PAINTED.
1) UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS, PROVIDE LINTELS FOR EXTERIOR
MASONRY OPENINGS IN ACCORDANCE WITH THE SCHEDULE ABOVE.
2) PROVIDE 8" MIN. BEARING EACH END ONTO SOLID GROUTED CMU.
3) BLOCK WALLS SHALL BE GROUTED SOLID 3 COURSES BELOW BEARING x 24" LONG, MINIMUM. PROVIDE REINFORCING EACH
SIDE OF DOOR OPENINGS AND GROUT FULL HEIGHT. REFER TO TYPICAL MASONRY WALL ELEVATION.
4) SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MASONRY OPENINGS NOT SHOWN.
5) ALL WF LINTELS SHALL HAVE 1/2" DIA. x 6" LONG STUD ANCHORS WELDED TO THEIR TOP FLANGE @ 16" O.C. WALL
REINFORCING SHALL BE WELDED TO LINTEL AT SPACING INDICATED. GROUT REINFORCED CELLS.
6) INSTALL ANGLES WITH LONG LEG VERTICAL.
7)SEE DETAILS FOR OPENINGS GREATER THAN SHOWN.
8) FOLLOW B.I.A. RECOMMENDATIONS WHERE LINTELS INTERSECT VERTICAL RELIEF JOINTS.
FIRST FLOOR
EL. (+) 0'-0"
FOOTING EL.
REFER TO PLAN3'-0" MIN. (SEE PLAN)GL
SEE 1/S501 FOR
ADDITIONAL INFORMATION
2'-1" AT "SIM."
1'-3" TYP.2'-8"CONCRETE FOOTING
(SEE SCHEDULE)
CONCRETE PIER
(SEE SCHEDULE)
(3) SPA AT 2"
BASE PLATE
(SEE BASE
PLATE DETAILS)
STEEL COLUMN
(SEE PLAN)
1/2 " ISOLATION JOINT
WITH EPOXY SEALANT
(TYP)
INFILL WITH CONCRETE
AFTER SLAB CURES
0'-8"INSIDE FACE OF WALL
STUDS ALIGNS WITH
GRIDLINE (SEE PLAN).
EXCEPT AT "SIM" -
INSIDE FACE OF STUD
IS 10" FROM GRIDLINE.
1'-2 1/2"1'-6 1/2"1 3 1 /2 "8"3/8
1'-8 3/4"1'-4 3/4"8 "3/8
1/2" MIN. GUSSET PLATE 1/2" MIN. GUSSET PLATE
BEAM FLANGE CONNECTION BEAM WEB CONNECTION
BASE PLATE AND ANCHOR RODS
(SEE BASE PLATE DETAILS)
BASE PLATE AND
ANCHOR RODS
(SEE BASE PLATE
DETAILS)
FIRST FLOOR
EL. (+) 0'-0"
FOOTING EL.
REFER TO PLAN3'-0" MIN. (SEE PLAN)GL
SEE 1/S501 FOR
ADDITIONAL INFORMATION
1'-3"2'-8"#4 TIES AT 4" O/C
EXTEND ALL ANCHOR
RODS TO BOTTOM
LAYER OF FOOTING
REINFORCMENT
(EMBEDMENT = 8'-9")
BASE PLATE
(SEE BASE
PLATE DETAILS)
STEEL COLUMN
(SEE PLAN)
1/2 " ISOLATION JOINT
WITH EPOXY SEALANT
(TYP)
INFILL WITH CONCRETE
AFTER SLAB CURES
1'-0"TOP OF PIER
CONCRETE FOOTING
(SEE SCHEDULE)
0'-7"
3'-0"X3'-0"
CONCRETE PIER
INSIDE FACE OF WALL
STUDS ALIGNS WITH
GRIDLINE (SEE PLAN).
BASE PLATE W/ SHEAR LUGS
(SEE BASE PLATE DETAILS)2"PROVIDE LEVELING
NUTS AT ALL SHEAR
LUG BASE PLATES
BOX OUT TOP OF
PIERS TO ALLOW FOR
INSTALLATION OF
SHEAR LUGS. GROUT
AREA SOLID WITH
NON-SHRINK GROUT
FIRST FLOOR
EL. (+) 0'-0"
TOP OF PIER 1'-0"CONCRETE PIER
(SEE SCHEDULE)
*REINFORCING NOT
SHOWN FOR CLARITY*
9/16
FOOTING EL.
REFER TO PLAN
CONCRETE FOOTING (SEE PLAN)
DOWELS TO MATCH VERTS
8" CMU W/ #5 BARS AT 32" O/C
(GROUT SOLID)STRUCTURAL FILL
(SEE NOTES)
STRUCTURAL FILL
(SEE NOTES)
5" SLAB-ON-GRADE W/ #4 BARS AT
12" O/C (TOP) AND 6" O/C (BOT)
#4 DOWELS AT 32" O/C
24"
24"
CHAMFER EXPOSED
SLAB CORNERS
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 4:47:12 PMS501
DETAILS AND
SECTIONS
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"3 INTERIOR FOOTING WITH PIER
3/4" = 1'-0"1 FOUNDATION WALL W/ BRICK
3/4" = 1'-0"4 INTERIOR COLUMN FOOTING
3/4" = 1'-0"5 EXTERIOR FOOTING WITH PIER
3/4" = 1'-0"8 BASE PLATE DETAILS
3/4" = 1'-0"6 BASE PLATE ANCHOR BOLTS
12" = 1'-0"7 LOOSE LINTEL SCHEDULES
3/4" = 1'-0"2 COLUMN PIER W/ BRICK
3/4" = 1'-0"9 TYPCIAL GUSSET PLATE DETAILS
3/4" = 1'-0"11 PIERS AT D/1 AND A/1
3/4" = 1'-0"10 TYPCIAL SHEAR LUG DETAILS
3/4" = 1'-0"12 CMU STAIR LANDING
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
BLOCK & STRAP FOR WALL STUDS
CONTINUOUS STRAP EACH SIDE
FASTEN AT EACH INTERSECTION
w/ (1)-#10-16 SCREW. FASTEN AT
EACH BLOCK with (3)-#10-16 SCREWS
USE (2)-TRACKS SOLID BLOCKS
AT 8'-0"C-C BETWEEN STRAPS,
CUT FLANGES & BEND WEB TO FORM
A 4" OVERLAP. USE (2)-#10-16 SCREWS,
EACH SIDE
PROVIDE BRIDGING AT 48" O/C
6"x11/4 54 MIL x 6"Lg.
RUNNER TRACK,
SCREW ATTACHED
TO FULL HEIGHT STUD
w/ (6)-#10-16 SCREWS
& TO HEADER
w/ (3)-#10-16 SCREWS
EACH FLANGE
FULL HEIGHT JAMB STUDS
SEE ELEVATION FOR MEMBER
SIZE & QUANTITY (JACK STUDS NOT
SHOWN)
(2)-UNPUNCHED STUDS
SEE ELEVATION FOR
MEMBER SIZES
(1)-#10-16 SCREW
TYP. EACH FLANGE
(2)-2"x2"x16ga. CLIP ANGLES, ONE TOP &
BOTTOM OF HEADER.1/2" LESS THAN
STUD WIDTH, USE: (3)-#10-16 SCREWS
ON EACH LEG AS SHOWN ABOVE.
CRIPPLE
STUDS
ATTACH TOP & BOTTOM TRACK USING:
(2)-#10-16 SCREWS AT 16"O.C.
(2)-2"x2"x54 MIL. CLIP ANGLES,
ONE TOP & BOTTOM OF HEADER.
1/2" LESS THAN STUD WIDTH,
USE: (3)-#10-16 SCREWS
ON EACH LEG AS SHOWN ABOVE.
CRIPPLE
STUDS
JACK STUD(S)
1/2"
1/2"
EQUIVALENT
HEADER
ATTACHMENT
1"1"
1 /2 "1 /2 "
E Q U IV A L E N T
1 "1 "ALTERNATE BOX HEADER CONNECTION
6"x1 1/4 54 MIL x 6"Lg. RUNNER
TRACK, SCREW ATTACHED TO
FULL HEIGHT STUD WITH (6)-#10-16
SCREWS & TO HEADER WITH (3)-#
10-16 SCREWS EACH FLANGE
FULL HEIGHT JAMB STUDS SEE ELEVATION
FOR MEMBER SIZE & QUANTITY
(2)-UNPUNCHED STUDS
SEE ELEVATION FOR
MEMBER SIZES
(1)-#10-16 SCREW TYP. EACH
FLANGE
(2)-2"x2"x54 MIL. CLIP ANGLES, ONE TOP &
BOTTOM OF HEADER. 1/2" LESS THAN STUD
WIDTH, USE: (3)-#10-16 SCREWS ON EACH LEG
AS SHOWN ABOVE.
CRIPPLE STUDS
ATTACH TOP & BOTTOM TRACK
USING: (2)-#10-16 SCREWS AT
16"O.C..
1/2"
1"
1/2"
EQUIVALENT
1"
HEADER
ATTACHMENT
POST BUILT-UP WITH TRACK EACH SIDE
TRACK
TRACK RUNNER
ATTACH EACH SIDE
STUD
NOTE: FASTEN BUILT-UP
MEMBERS TOGETHER
AT 12" O.C. Max.
(2)-JAMB ANCHORAGE TO STRUCTURAL WITH STUD STIFFENER
1"3"3"ATTACH TO SLAB
USING: (4)-0.143" DIA. P.D.F.'s
w/ 1 1/4" Min. EMBED.,
LOCATED AS SHOWN IN DETAILS
SEE DETAILS FOR JAMB
ASSEMBLY METHOD.
TRACK RUNNER
6" Lg. SECTION OF STUD TO
STIFFEN TRACK.
USE (2)-#10-16 SCREWS
ON BOTH SIDES.
(1)-#10-16
SCREW
AT EACH
FLANGE
TOPVIE
W
TOP VIEW
O P E N IN G
Min.SPACING(OPTION #1)
JAMB STUDS WITH
TRACK BLOCKS
(OPTION #2)
BACK TO BACK JAMB
STUDS WITH TRACK COVER
68 MIL STUDS AT JOIST OR
BEAM BEARING HEADERS, 54
MIL STUDS AT BEARING
WALLS (U.N.O.), MATCH WALL
STUDS OTHERWISE
PROVIDE OPTION #2 AT JOIST OR BEAM
BEARING HEADER LOCATIONS. PROVIDE
54-MIL TRACK AND FASTENERS FOR 100%
COMPOSITE PROPERTIES PER NAS-2012
(2)-JAMB STUDS
ATTACH JAMB MEMBERS
USING 6" SECTION OF
RUNNER TRACK, Min. USE
(8)-#10-16 SCREWS AS
SHOWN
24" O.C. Max.ATTACH JAMB
STUD TO TRACK (NOT
SHOWN) WITH (2)-#
10-16 SCREWS AT
16"O.C.
(2)-JAMB STUDS
CAP JAMB w/ TRACK
FOR WINDOW
ATTACHMENT.
EXTEND 6" ABOVE
HEADER AND 6"
BELOW SILL
CONN.
PARTIAL-HEIGHT WALL BASE CONNECTION
DIETRICH EASY CLIP T975
W/ 1/2" DIA. HILTI KWIK
BOLT ANCHOR (TYP. AT
SLAB ON GRADE) OR 1/2"
DIA. THRU-BOLT AT
ELEVATED SLAB
SIMPSON H10 TIE-DOWN
ANCHOR WITH 1/2" HILTI
KWIK BOLT (SLAB ON
GRADE) OR 1/2" THRU-
BOLT (ELVATED SLAB) AT
KNEE WALL ENDS
600S200-54 STUDS AT
16" O/C MAX, SEE PLAN
FOR STUD DEPTH
600T200-68
TRACK TOP
AND BOTTOM
CONCRETE SLAB REFER
TO PLAN
DOUBLE STUD AT
KNEE WALL END
(2) BAYS OF SOLID BLOCKING
AT 8' O.C. (VERT.) MAX. AT
EACH END OF WALL
TYPICAL STUDS.
SEE SCHEDULE.
SLIP TRACK (43 MIL MIN.),
WIDTH AS REQUIRED
W/ 3" MIN. LEGS
(2) POWER ACTUATED
FASTENERS TO DECK
ABOVE AT EACH STUD
BRIDGING PER DETAIL 1/S502
WITHIN 12" OF TOP OF STUD
"1 1/2" MAX.
BLOCKING END
CONNECTION
PER1/S500.2
NOTES:
ALTERNATE 1 - PROVIDE CLARKDIETRICH MAXTRACK NON-
STRUCTURAL 2 1/2" LEG SYSTEM OR EQUIVALENT. FASTEN TO
DECK AS SHOWN.
ALTERNATE 2 -PROVIDE CLARKDIETRICH FAST TOP CLIP (OR
EQUIVALENT) AT EACH STUD IN LIEU OF SLIP TRACK.
12ga FRAMING ANGLE
MIN. (3) POWDER
ACTUATED FASTENERS
(SEE NOTES)
BRACES AT 48" o.c.
(3) #12 SELF
DRILLING SCREWS
EACH END
NON-BEARING WALL
STUDS. SEE
SCHEDULE. SEE ARCH.
EX. SLAB ON DECK.
(ORIENTATION VARIES)
CEILING LINE
SEE ARCH.+/
-
45°12ga FRAMING ANGLE
MIN. (3) POWDER
ACTUATED FASTENERS
(SEE NOTES)
BRACES AT 48" o.c.
(3) #12 SELF
DRILLING SCREWS
EACH END
NON-BEARING WALL
STUDS. SEE
SCHEDULE. SEE ARCH.
EX. SLAB ON DECK.
(ORIENTATION VARIES)
CEILING LINE
SEE ARCH.+/-
45°12ga FRAMING ANGLE
ANCHORED TO TOP
TRACK WITH (3) #12
SELF DRILLING
SCREWS.
FASTENER/CONNECTOR SCHEDULE
SCREWS
CONNECTOR
METAL TRACK
STUD-TO-STUD
WOOD FRAMING
or PLYWOOD
SUBSTRATE
#10-16 x 5/8" PAN HEAD
DESCRIPTION
BUILDEX "TEKS"
COMPASS "DARTS"
GRABBER SELF-DRILLING
PRODUCT
#10-16 x 5/8" HEX HEAD BUILDEX "TEKS"
COMPASS "DARTS"
GRABBER SELF-DRILLING
METAL-TO-
STRUCTURAL STEEL
#12-24 x 11/4" HEX HEAD,
#5 TIP
BUILDEX "TEKS"
HILTI KWIK-PRO
#14-20 x 2 3/4" PHILLIPS
FLAT HEAD, #4 WINGS
BUILDEX "TEKS"
HILTI KWIK-PRO
CONCRETE
or GROUTED C.M.U.
P.D.F.'s
(Powder
Driven
Fasteners)STRUCTURAL STEEL
0.143" DIA. (Min. Shank)
11/4" Embedment
POWERS .300 HEAD DRIVE PAN
HILTI 0.145" DIA. X-DNI
0.143" DIA. (Min. Shank)
5/8" (Min. Length)
POWERS .300 HEAD DRIVE PAN
HILTI X-DNI
** PRODUCTS BY OTHER MANUFACTURERS MAY BE ACCEPTABLE,
PLEASE CONTACT OUR OFFICE OR SUBMIT PRODUCT DATA.
COLD FORMED STUDS,
BEYOND (SEE ARCH.)
CL
STEEL BEAM, SEE PLAN
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
MC6X18 EACH END OF
WINDOW OPENING. PROVIDE
VERT. SLIP CONN. TO BEAM.
HSS6X4X1/2. MAY BE
BROKEN BACK AT
ANGLED STOREFRONT.
THERMAL BREAK
MATERIAL AT EACH
CONNECTION (BASIS OF
DESIGN: FABREEKA TIM)
3/4" A325 BOLTS AT 4'-0"
O.C. MAX.
GALV. L8X8X1/2 LINTEL, 1/2"
SHORTER THAN OPENING,
EA. END.
ANCHOR MC6'S TO SLAB
WITH (2) 3/8"X 5" HEAVY DUTY
SCREW ANCHORS WITHIN
CONT. BOTTOM TRACK.
PROVIDE 1/2" THICK
BASEPLATE.
1 1/2" MIN.
PROVIDE BLOCKING
AROUND OPENING
PER ARCH.
L3X3X1/4 KICKER TO
SLAB AT EACH MC6 AND
AT VERTEX IN HSS
T.O. SLAB
(SEE PLAN)
NOTE: DETAIL APPLIES AT BRICK
MASONRY OPENINGS GREATER
THAN 7'-6", OR WHERE THE WALL
CHANGES DIRECTION WITHIN THE
OPENING.
WT6X8 AT 4'-0" O.C.
CL
STEEL BEAM, SEE PLAN
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
(2) 3/4" A325 BOLTS AT
EACH WT
PROVIDE BLOCKING
AROUND OPENING PER
ARCH. (NOT SHOWN)
L3X3X1/4 KICKER TO
SLAB AT EACH WT
NOTE: DETAIL APPLIES AT BRICK
MASONRY OPENINGS GREATER
THAN 7'-6", OR WHERE THE WALL
CHANGES DIRECTION WITHIN THE
OPENING.
GALV. L8X8X1/2 LINTEL, 1/2"
SHORTER THAN OPENING,
EA. END.
THERMAL BREAK
MATERIAL AT EACH
CONNECTION (BASIS OF
DESIGN: FABREEKA TIM)
SHEATHING -COORD.
WITH ARCH.
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
CL
SEE PLAN
E.O.S.
FIRE CAULK GAP (SEE ARCH)
CONCRETE SLAB ON METAL DECK
(SEE PLAN)
SLAB EDGE REINFORCING
(SEE SLAB EDGE DETAIL)
8" CMU W/ #5 BARS AT 48" O/C,
DRILL AND GROUT INTO SLAB
(EMBED 5")
8" CMU W/ #5 BARS AT 48" O/C
STEEL BEAM (SEE PLAN)
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
CL
SEE PLAN
E.O.S.
CONCRETE SLAB ON METAL DECK
(SEE PLAN)
SLAB EDGE REINFORCING
(SEE SLAB EDGE DETAIL)
STEEL BEAM (SEE PLAN)
FIRE CAULK GAP (SEE ARCH)
STEEL TO BE COATED IN
INTUMESCENT PAINT.
REFER TO ARCH FOR FIRE
RATING REQUIREMENTS
AND DETAILS
8" CMU W/ #5 BARS AT 48" O/C,
DRILL AND GROUT INTO SLAB
(EMBED 5")
8" CMU W/ #5 BARS AT 48" O/C
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
CL
SEE PLAN
E.O.S.
SEE 14/S502 FOR
ADDITIONAL INFORMATION
FIRE CAULK GAP
(SEE ARCH)
SHAFT WALL
(SEE ARCH)
STEEL BEAM
(SEE PLAN)
8" CMU W/ #5
BARS AT 48" O/C
(WELD TO TOP
OF BEAM)
3/8" CLOSURE PLATE
CL
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 4:47:12 PMS502
DETAILS AND
SECTIONS
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"1 BRIDGING DETAILS
3/4" = 1'-0"2 HEADER AND JAMB STUD
3/4" = 1'-0"3 BOX HEADER CONN. - ALT
3/4" = 1'-0"4 BUILT-UP POST
3/4" = 1'-0"5 DOOR JAMB ANCHORAGE
3/4" = 1'-0"6 TIED JAMB STUD
3/4" = 1'-0"7 KNEE WALL BASE CONNECTION
3/4" = 1'-0"8 TOP OF WALL - FULL HEIGHT PARTITION
3/4" = 1'-0"9 TOP OF CFMF WALL - ABOVE CEILING
3/4" = 1'-0"10 TOP OF CFMF WALL - BELOW CEILING
3/4" = 1'-0"11 FASTENER AND CONNECTOR SCHEDULE
3/4" = 1'-0"12 LONG SPAN OR BENT LINTEL
3/4" = 1'-0"13 LONG SPAN OR BENT LINTEL - HIGH WINDOW
3/4" = 1'-0"14 ELEVATOR SHAFT 1
3/4" = 1'-0"15 ELEVATOR SHAFT 2
3/4" = 1'-0"16 ELEVATOR SHAFT 3
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
ACOLD FORMED STUDS (SEE ARCH.)
SLAB EDGE (SEE DETAILS.)
SHEAR STUDS (SEE PLAN.)
CL
SEE PLAN
E.O.S.
STEEL BEAM (SEE PLAN.)
6-1/4" COMPOSITE
SLAB (SEE PLAN.)
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
DECK DIRECTION
VARIES AT "SIM".
SLIP CONNECTION AT EACH STUD
PROVIDE CURTAIN WALL
ATTACHMENTS AS REQUIRED.
(BY OTHERS, U.N.O.)
POURSTOP SCHEDULE
(t </= 7")
0" - 5"
1/4" BENT PL.
12 GA.
14 GA.
16 GA.
5" - 7"
7" - 9"
9" - 14"
14" - 17" 5/16" BENT PL.
" L " POURSTOP GAGE
FOR DIM.
"L" -SEE
SCHEDULE
BELOW
FOR DIM.
"L" -SEE
SCHEDULE
BELOW
#3 BARS, 3'-0" EXT., WITH STANDARD
HOOKS, AT16" O.C. (REQUIRED
WHERE "L" IS GREATER THAN 4"). #3
BARS x 3'-0" EXT., w/ STANDARD
HOOKS, @ 9" O.C. (REQUIRED WHERE
"L" IS GREATER THAN 12")
CONCRETE
SLAB
METAL DECK
WIDE FLANGE
BEAM
SEE PLAN FOR SIZE
POUR STOP -SEE
SCHEDULE BELOW
#3 BARS, 3'-0" EXT., WITH STANDARD
HOOKS, @ 16" O.C. (REQUIRED WHERE
"L" IS GREATER THAN 4"). #3 BARS x
3'-0" EXT., w/ STANDARD HOOKS, @ 9"
O.C. (REQUIRED WHERE "L" IS
GREATER THAN 12")
CONCRETE
SLAB
METAL DECK
WIDE FLANGE BEAM
SEE PLAN FOR SIZE
CELL CLOSURE
AND POUR STOP
DECK PARALLEL TO SLAB EDGE DECK PERPENDICULAR TO SLAB EDGE
NOTE:
NOTE:
"L" IS TYPICALLY 1" FOR
INTERIOR MECHANICAL SHAFTS
(UNLESS NOTED OTHERWISE ON
PLAN)
NOTE:
"L" IS TYPICALLY 1" FOR INTERIOR
MECHANICAL SHAFTS (UNLESS
NOTED OTHERWISE ON PLAN)
SEE PLAN FOR SHEAR
STUDS
17" - 18" 3/8" BENT PL.
EXT.SEE PLANS EXT.SEE PLANS
1" (TYP)
EDGE OF OPENING
NOTE: USE L3X3X1/4
FRAMING WHERE WF
SIZES ARE NOT SHOWNPROVIDE 2 -#4 BARS ALONG
EACH SIDE OF OPENING. EXTEND
BARS
24" BEYOND LIMITS OF OPENING
PROVIDE 1 -#4
BAR x 3'-0" LONG
DIAG. @ EACH
CORNER OF
OPENING (TYP.)
L4x3 1/2X5/16
(LLH) END
CLIPS X 4" LG.SEE ARCH. OR MECHDWGS. FOR SIZEWF BEAM
SLAB OPENINGS
GREATER THAN 12" x 12"
SLAB OPENINGS
12" x 12" OR LESS
OPENINGS GREATER THAN 24" x 24" SHALL BE
REINFORCED WITH THE ANGLE FRAME
INDICATED IN "TYPICAL DETAIL AT FRAMED SLAB
OPENINGS"
SEE ARCH. AND/OR MECH. DWGS. FOR EXACT
NUMBER,SIZE & LOCATION OF ALL SLAB OPENINGS.
THIS DETAIL APPLIES TO ALL SLAB OPENINGS
GREATER THAN 24" x24".
TYPICAL DETAIL AT FRAMED SLAB OPENINGS
NOTE: ALL OPENINGS SHALL BE FORMED BY
CONSTRUCTION OF A SLEEVE OR "BOX-OUT"
SET DIRECTLY ON THE METAL DECK. UNDER
NO CIRCUMSTANCES SHALL THE METAL
DECK BE CUT UNTIL THE CONCRETE HAS
BEEN IN PLACE FOR A MINIMUM OF THREE
DAYS. THESE REQUIREMENTS ARE TYPICAL
FOR ALL OPENINGS, REGARDLESS OF SIZE.
DWGS. FOR SIZES
SEE ARCH. OR MECH.
L3X3X1/4
L3X3X1/4L3X3X1/4L3X3X1/4
NOTE:
NO REINFORCEMENT REQUIRED WHERE "L" IS 6" OR
LESS, IN DIRECTION PERPENDICULAR TO DECK.
CONCRETE STOP RQD. @ OPENINGS. REFER TO
TYPICAL DETAILS FOR CONCRETE DECK
REINFORCING.
68 MIL SHEET
6" MIN. (TYP.)13" MAX13" MAX
L
1/8"1-4
1/8 2 1/2
EA. RIB
1'-0" MAX. OPENING
C4x5.4, TOE UP,
(EACH SIDE)
NOTE:
POUR STOP REQUIRED AT ALL OPENINGS. REFER TO
TYPICAL DETAIL FOR REINFORCING. FOR OPENINGS
GREATER THAN 1'-0" x 2'-0" MAX. REFER TO TYPICAL
DETAIL.
2'-0" MAX. OPENING
24" MIN. (TYP.)
1/8 0'-1"
EA. RIBL3X3X1/4 @ L<4'-0"L5X3X1/4 @ L<6'-0"LBEAM, SEE PLAN (TYP.)
COLUMN, SEE PLAN
ROOF DRAIN /
SANITARY, REFER
TO MECHANICAL
DWGS.
EDGE OF DECK
BENT PL., REFER
TO SCHEDULE
CMU, REFER TO
ARCHITECTURAL
SEAT ANGLE (TYP.)
L3X3X5/16 -WELDED
TO FACE OF COLUMN
OR TOE OF FLANGES
COLUMN
REFER
TO PLAN
EDGE OF DECK,
REFER TO
SCHEDULE
BEAM REFER
TO PLAN
L2 1/2X2 1/2X1/4" (TYP.)
BETWEEN BEAMS
BEAM
REFER
TO PLAN
L2 1/2X2 1/2X1/4
WELDED TO EDGE
OF BEAM FLANGE
FACE OF COLUMN
1/4" BENT PLATE
L3X3X1/4" -
WELDED TO FACE
OF COLUMN OR
TOE OF FLANGE
SPECIAL DETAIL @
MOMENT
CONNECTIONS
A
12ga BENT PL., LAP 3"
WITH
MAIN POUR STOP
#5 REBAR, 3'-0" LG.
12ga BENT PL., LAP 3"
WITH
MAIN POUR STOP
12ga PL., CUT
TO FIT COL.
0'-3"0'-3"
#5 REBAR, 3'-0" LG.
0'-3"0'-3"
FLOOR BEAM (SEE PLAN)
#4 X 6'-0" AT 16" O.C.
OVER FLOOR GIRDERS
FLOOR GIRDER (SEE
PLAN FOR
LOCATION)
(2)-#5x6'-0" LONG
EACH SIDE OF
COLUMN
@ MID-DEPTH OF SLAB
SHEAR STUDS (TYP). BREAK
METAL DECK OVER GIRDER AS
REQUIRED TO INSTALL STUDS
#4 AT 16" o/c, 6'-0" LG.
OVER GIRDERS
WWF, SEE PLAN
GALV. COMPOSITE
DECK, SEE PLAN
STEEL FABRICATOR NOTE:
PROVIDE DOUBLE ANGLE SHEAR
CONNECTIONS OR EXTENDED SHEAR TAB
CONNECTIONS AS INDICATED IN TYPICAL
DETAILS.
BEAM SEE
PLAN
CONCRETE
SLAB, SEE
PLAN
3/4" COVER
ADD #4 @ 12" O.C.
DOWEL x 4'-0" LONG
FORMED
BULKHEAD
CONSTRUCTION JOINTS SHALL BE PLACED AT
ONE THIRD OF THE DISTANCE BETWEEN
BEAMS
WHEN PARALLEL TO BEAMS AND AT ONE
THIRD
THE SPAN LENGTH WHEN PERPENDICULAR TO
THE BEAM. SAW-CUT JOINTS ARE
PROHIBITED.
2`-0"2`-0"
3/4" DIA STUDS
PROVIDE PAIRS AS
RQD., SEE NOTE
3/4" DIA. STUD, WELD
PER AWS RQMTS.
NOTE:
NUMBER OF EQUALLY SPACED
STUDS NOTED [NN] ON PLANS.
PLACE STUD IN EACH RIB OF
DECK AT EQ. SPA. IF # STUDS >
# RIBS, ADD EQ. NUMBER OF
STUDS AT EACH END IN PAIRS
TO ACHIEVE TOTAL
BREAK DECK
AS REQUIRED
GIRDER
BEAM
ELEVATION
1" CLEAR
3/4" DIA. STUDS
PROVIDE PAIRS AS
RQD. SEE NOTE
COLD FORMED STUDS OR CURTAIN
WALL WINDOW SYSTEM (SEE ARCH.)
CLOSURE PLATE. SEE DETAILS.
CL
STEEL BEAM (SEE PLAN.)
6-1/4" COMPOSITE
SLAB (SEE PLAN.)
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
PROVIDE SLIP CONNECTION AT
TOP OF STUDS.
COLD FORMED STUDS (SEE ARCH.)
SLIP CONNECTION AT EACH
STUD
SLAB EDGE (SEE DETAILS.)
SHEAR STUDS (SEE PLAN.)
CL
SEE PLAN
E.O.S.
STEEL BEAM (SEE PLAN.)
6-1/4" COMPOSITE
SLAB (SEE PLAN.)
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
DECK DIRECTION
VARIES AT "SIM".
BUILD-OUT EDGE PER ARCH.
PROVIDE CURTAIN WALL
ATTACHMENTS AS REQUIRED.
(BY OTHERS, U.N.O.)
SEE S503 FOR ADDITIONAL
INFORMATION
5/16" MIN. SLAB EDGE
CL
SEE PLAN
E.O.S.
6-1/4" COMPOSITE
SLAB (SEE PLAN.)
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
DECK DIRECTION
VARIES AT "SIM".
1/2" DIA. x 8" LONG HEADED
STUDS AT 8" O.C.
#3, 6'-0" EXT. WITH STD-HOOK
AT 8" O.C. TIED TO HEADED
STUDS
THERMALLY BROKEN (BASIS OF
DESIGN FABREEKA TIM), GALV.
CURTAIN WALL SUPPORT ANGLE.
COORDINATE WITH CURTAIN WALL
REQUIREMENTS. ASSUME L5X5X3/8
MIN. PROVIDE POST-INSTALLED
ANCHORS AT 8" O.C. LOCATED
BETWEEN HEADED STUDS
SECOND FLOOR T.O.S.
113'-5 3/4"
HALFEN ADJUSTABLE BRICK
SUPPORT SYSTEM AND
CONCEALED LINTEL (BY OTHERS)
THERMAL BREAK MATERIAL
(BASIS OF DESIGN "FABREEKA
TIM"), 1/2" THICKNESS ASSUMED
OPENING TO BE SHORED UNTIL
MORTAR IS CURED AND
SHORING REMOVAL APPROVED
BY LINTEL SUPPLIER.
HSS BRICK SUPPORT. SEE
PLAN
WT9X17.5 AT 6'-0"
O.C. MAX.
TYP. CFMF WALL STUDS.
PROVIDE TOP SLIP CONN.
SEE DETAILS. (BEYOND)
FLOOR SLAB. SEE PLAN.
STOREFRONT OR SECOND
COURSE OF BRICK. SEE ARCH.
PER ARCH.
C6X8.2 AT EACH WT
L3x3x1/4 KICKER AT EA. C6
W/ 1/4" GUSSET
CL
BEAM. SEE PLAN.
BLOCKING AND SEALANT.
SEE ARCH.
NOTE: WHERE HSS
PASSES COLUMN, LOWER
KICKER TO BE
HORIZONTALLY
CONNECTED TO COLUMN
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 4:47:13 PMS503
DETAILS AND
SECTIONS
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"1 TYP. PERIMETER SECTION
3/4" = 1'-0"16 SLAB EDGE DETAILS
3/4" = 1'-0"5 CONCRETE DECK OPENING FRAME
3/4" = 1'-0"6 FLOOR DECK OPENING - 13" SQ. MAX
3/4" = 1'-0"7 TYPICAL FLOOR DECK OPENING - 2'-0" MAX
3/4" = 1'-0"8 DECK SUPPORT AT COLUMNS
3/4" = 1'-0"9 DECK SUPPORT AT CORNER COLUMNS
3/4" = 1'-0"10 DECK SUPPORT AT PERIMETER COLUMNS
3/4" = 1'-0"11 TYPICAL SLAB REINFORCING AT COLUMNS
3/4" = 1'-0"12 FLOOR BEAM TO GIRDER CONNECTION
3/4" = 1'-0"13 CONSTR. JOINT - SLAB ON METAL DECK
1" = 1'-0"14 STUDS ON BEAMS / GIRDERS
3/4" = 1'-0"15 SECTION AT WRAP
3/4" = 1'-0"3 EDGE DETAIL - LOW CLEARANCE
3/4" = 1'-0"4 SLAB EDGE AT CURTAIN WALL SUPPORT
3/4" = 1'-0"2 HSS BRICK SUPPORT
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
A
A
A
MOMENT CONNECTION TO FLANGE
TOP OF COLUMN
WF COLUMN,
SEE PLAN
BEAM SEE PLAN
BEAMS FRAMING
FROM OTHER
SIDES NOT SHOWN
(N) SC BOLTS TOP AND
BOTTOM FLANGE
STIFFENER PLATE
WELDED 3 SIDES (TYP.)
MATCH FLANGE PLATE
THICKNESS
EXTENDED PLATE SHEAR
CONNECTION TYPICAL
WELDED
FLANGE
PLATE
BEAM
SEE PLAN
(N) SC BOLTS TOP AND
BOTTOM FLANGE
BEAM
SEE PLAN
WELDED
FLANGE
PLATE
BEAM-SEE PLAN
FOR SIZE
STANDARD SHEAR
CONNECTION TYPICAL
BEAMS FRAMING FROM
OTHER SIDE NOT SHOWN
(N) SC BOLTS TOP AND
BOTTOM FLANGE
STIFFENER PLATE WELDED
3 SIDES (TYP.) MATCH
FLANGE PLATE THICKNESS
WF COLUMN
SEE PLAN
(N) SC BOLTS TOP
AND BOTTOM FLANGE
(N) SC BOLTS TOP
AND BOT. FLANGE
EXTENDED PLATE
SHEAR CONN.
BEAM FRAMING
FROM OTHER
SIDE NOT SHOWN
(N) SC BOLTS
TYP. TOP AND
BOTTOM
FLANGE
EXTENDED PLATE
SHEAR CONN.
(TYP.)
WELDED
FLANGE PLATE
BEAM
SEE PLAN
WF COLUMN
SEE PLAN
SECTION A
X
CJP
AS
NOTED
X
CJP
AS
NOTED
X
CJP
AS
NOTED
MOMENT CONNECTION TO FLANGE
INTERMEDIATE
BEAM MOMENT
(K-FT)NPLATE (t)
(IN)
NOTES:
1. N = ROWS OF (2) 7/8" DIAMETER A490 SLIP CRITICAL (SC) BOLTS U.N.O.
2. PLATE WIDTH TO MATCH COLUMN WIDTH
3. CJP = COMPLETE JOINT PENETRATION WELD TYPE TC-U4a
4. FLANGE STIFFENER: Y = PROVIDE STIFFENER, N = NOT REQUIRED
5. WEB STIFFENER: PLATE R" THICK X Y" EXTENSION (N = NOT REQUIRED), Z
= R, 2S = PROVIDE ON TWO SIDES OF WEB
WELD
(X)
FLANGE
STIFFENER
MOMENT CONNECTION TO WEB
WEB STIFF.
R X Y
WF COLUMN, SEE
PLAN
BEAM SEE PLAN
FLANGE STIFFENER
WEB STIFFENER, R" THICK
(2S) TWO SIDES AS NOTED
WELDED
FLANGE
PLATE
BEAM
SEE PLAN
Z
Y" TOP AND BOTTOMt
t
WEB STIFFENER
WEB STIFFENER, R" THICK
(2S) TWO SIDES AS NOTED
W14X38 125 3/4"3/8"3 Y N
W10 62 3/4"1/4"2 Y N
W8 48 3/4"1/4"2 Y N
W12X40 139 3/4"3/8"5 Y N
W12X58 240 1"CJP 8 Y N
W24X68
W24X62
71 3/4"5/16"3 N N
W24X84 517 1"CJP 8 N N
W18 398 3/4"3/8"8 N N
W33 23 1/2"1/4"2 N N
25 1/2"1/4"2 N NW12X26
STANDARD SHEAR CONNECTION NUMBER
OF BOLTS SHALL BE DESIGNED USING
BEAM UNIFORM LOAD CAPACITIES,
UNLESS BEAM REACTION IS NOTED.
3/4"DIA. A325 BOLTS, LARGER
DIA. MAY BE REQ. (TYPICAL)
REFER TO PLAN FOR BEAM SIZE
STANDARD SHEAR
CONNECTION
REFER TO PLAN FOR BEAM SIZE
3/4" DIA. A325 BOLT PAIRS
TO MATCH FLANGE
STRENGTH
WELD
OPTIONAL
CONTINUOUS CONNECTION
SIMPLE CONNECTION
PLATE =FLANGE WIDTH + 1"
FLANGE THICKNESS + 1/8"
PLATE =FLANGE WIDTH -1"
FLANGE THICKNESS + 1/4"
PL. ASTM A572 Gr.50 (TYP.)
EXTENDED ENDPLATE SHEAR CONNECTION
AT CONTRACTOR'S OPTION. BOLTS SHALL
CARRY 100% OF ECCENTRIC MOMENT
L
BOLTS IN STD. HOLES
EXTENDED SINGLE
PLATE
SHEAR CONNECTION OR
DOUBLE ANGLE AT WEB
REFER TO
PLAN
FOR BEAM SIZE
3/4" DIA. A325 BOLTS LARGER
DIAMETER MAY BE
REQUIRED
WIDE FLANGE OR HSS COLUMN
(REFER TO COLUMN
SCHEDULE)
STANDARD DOUBLE ANGLE SHEAR
CONNECTION. DESIGN WITH BEAM
UNIFORM LOAD CAPACITIES,
UNLESS BEAM REACTIONS NOTED
SEAL WELD
CAP PLATE
HSS COLUMN, REFER TO PLAN5/8" CAP PLATE
CL
1/2" STIFFENER PLATE
EA. SIDE OF BEAM WEB
REFER TO
PLAN
FOR BEAM SIZE
(4)-3/4" DIA. A325 BOLTS
COLUMN, REFER TO PLAN
1" CAP PLATE
CL
(N) ROWS SC
BOLTS TOP AND
BOTTOM FLANGE
DBL ANGLE OR
EXTENDED PLATE
SHEAR CONN.
BEAM FRAMING
FROM OTHER
SIDE NOT SHOWN
(N) ROWS BOLTS
TOP AND BOTTOM
FLANGE
DBL ANGLE OR
EXTENDED PLATE
SHEAR CONN.
(TYP.)
WELDED
FLANGE PLATE
BEAM
SEE PLAN
HSS COLUMN
SEE PLAN
SECTION A
1/4"
BEAM MOMENT
(K-FT)NPLATE (t)
(IN)
NOTES:
1. N = ROWS OF (2) 3/4" DIAMETER A325
PRETENSIONED BOLTS U.N.O.
2. PLATE TO BE 50 KSI STEEL U.N.O.
3. EXTENDED SHEAR CONNECTION DESIGNED BY
FABRICATOR'S ENGINEER MAY BE PROVIDED IN
LIEU OF DBL ANGLE SHEAR CONNECTION.
WELD
(X)
MOMENT CONNECTION
TO HSS
t
CLIP CORNER AT
90 DEG. CONN.
DOUBLE MOMENT CONNECTIONS:
TIGHTEN BOLTS IN BOTTOM
FLANGES AFTER DEAD LOADS
APPLIED (TYP.)
CJP TO COLUMN AT
MOMENT CONNECTIONS
t
W8X28 35 1/2 1/4 3
W10X33 61 1/2 3
W12X58 133 3/4 4
W14X38 75 3/4 3
2" MIN.
6" MIN.
1/4
1/4
1/4
2" MIN.
BEAM PER PLAN
DOUBLE ANGLE SHEAR CONNECTION:
CONNECTION DEPTH = BEAM "T"
DIMENSION WITH 3/4" A325-N
CJP
TYP.
3 SIDES
FOR OPENINGS 2'-0"
SQUARE MAX
SPAN OF DECK
FOR OPENINGS 2'-0"
TO 6'-0" SQ. MAXREFER TOPLANCL BEAM
L4x4x1/4L4x4x1/4SPAN OF DECK
L4x4x1/4
L4x4x1/4
L4x4x3/8L4x4x3/8
L4x4x3/8
L4x4x3/8SEAT ANGLE
L4x4x3/8 x 6"
CL BEAM
NOTES:
1. COORDINATE EXACT OPENING SIZE AND LOCATION WITH ACTUAL
EQUIPMENT USED AND WITH ARCHITECTURAL AND M.E.P.
DRAWINGS.
A B
2'-0" MAX
2'-0" MAX6'-0" MAX
6'-0" MAX
6'-0" MAXCOORD. WITH MECH.MAX. 4'-0"STEEL DECK
ROOF BEAM, SEE PLAN
THERMALLY BROKEN SPLICE
(BASIS OF DESIGN: FABREEKA TIM)
PIPE 4STD AT 12'-0" MAX.
1/2" STIFFENER PLATE AT EA.
POST, EACH WAY
W8X18 MECHANICAL UNIT SUPPORT RAIL
*NOTE: ALL EXTERIOR EXPOSED STEEL TO BE HOT-DIP GALVANIZED
3/16
3/16
PROVIDE ADDITIONAL
INTERMEDIATE SUPPORTS AS
REQUIRED BY UNITS TO BE
INSTALLED. MIN. SIZE L4X4X5/16.
(NOT SHOWN)0'-10"0'-10"
L3X3X1/4 KICKER AT EA.
BRACE W/ 1/4" GUSSET
(OMIT AT GRIDLINES "A"
AND "D")BEAM, SEE PLAN
PIPE 4" STD. AT 12' o.c.
MAX
COLD FORMED FRAMING BY OTHERS AT 24" O.C.
MAX. SEE ARCH FOR PROFILES. MAY BE SITE-BUILT
OR PRE-FAB TRUSSES. CLAD PER ARCH.
THERMALLY BROKEN SPLICE (BASIS OF
DESIGN: FABREEKA TIM)
LOCATE IN APPROX. CENTER OF INSULATION.
T.O. STEEL
(VARIES - SEE PLAN)
T.O. PARAPET
(VARIES - SEE ARCH.)
BEARING ELEV.
(CONSTANT, SEE ARCH.)
PIPE 4" STD. AT 12' o.c. MAX
HSS6X6X5/16, CONT.
PROVIDE ACCESS PANELS
AS REQURIED FOR FALL
PROTECTION
ATTACHMENT POINTS.
PROVIDE ATTACHEMENT
LUG DIRECTLY WELDED
TO HSS. OR ATTACH
AROUND HORIZ HSS.
STEEL FRAMING. SEE PLAN.
MIN. 5'-0" COORDINATE WITH
PROVIDE HURRICANE
TIES AT EACH BEARING
POINT.
FIRE RETARDANT TREATED WOOD SHEATHING (1/2"
PERFORMANCE CATEGORY). FASTEN TO COLD-
FORMED FRAMING WITH COMPATIBLE FASTENERS
AT 4" O.C. (EDGE) AND 12" O.C. FIELD.
ROOF MEMBRANE,
SEE ARCH.
COLD-FORMED EXTERIOR WALL FRAMING
AND/OR CURTAIN WALL SYSTEM PROVIDE
DEFLECTION CLIP TO BEAM AT EACH STUD .2" TYP.L3X3X1/4 KICKER AT EA.
BRACE W/ 1/4" GUSSET
(OMIT AT GRIDLINES "A"
AND "D")
BEAM, SEE PLAN
PIPE 4" STD. AT 12' o.c.
MAX
COLD FORMED FRAMING BY OTHERS AT 24" O.C.
MAX. SEE ARCH FOR PROFILES. MAY BE SITE-BUILT
OR PRE-FAB TRUSSES. CLAD PER ARCH.
THERMALLY BROKEN SPLICE (BASIS OF
DESIGN: FABREEKA TIM) LOCATE IN
APPROX. CENTER OF INSULATION.
T.O. STEEL
(VARIES - SEE PLAN)
T.O. PARAPET
(VARIES - SEE ARCH.)
BEARING ELEV.
(CONSTANT, SEE
ARCH.)
PIPE 4" STD. AT 12' o.c. MAX
HSS6X6X5/16, CONT.
PROVIDE ACCESS PANELS
AS REQURIED FOR FALL
PROTECTION
ATTACHMENT POINTS.
PROVIDE ATTACHEMENT
LUG DIRECTLY WELDED
TO HSS. OR ATTACH
AROUND HORIZ HSS.
STEEL FRAMING. SEE PLAN.
MIN. 5'-0" COORDINATE WITH
PROVIDE HURRICANE
TIES AT EACH BEARING
POINT.
FIRE RETARDANT TREATED WOOD SHEATHING (1/2"
PERFORMANCE CATEGORY). FASTEN TO COLD-
FORMED FRAMING WITH COMPATIBLE FASTENERS
AT 4" O.C. (EDGE) AND 12" O.C. FIELD.
ROOF MEMBRANE,
SEE ARCH.
COLD-FORMED EXTERIOR
WALL FRAMING AND/OR
CURTAIN WALL SYSTEM
PROVIDE DEFLECTION CLIP
TO BEAM AT EACH STUD .
TOP MOUNT JOIST
HANGER AT EACH JOIST
8" X 54 MIL MIN. CFMF ROOF
JOISTS AT 24" O.C. MAX.
INFILL CFMF
MIN. (1) LAYER FIRE
RETARDANT SHEATHING (3/4"
PERFORMANCE CATEGORY)
FASTEN TO COLD-FORMED
FRAMING WITH COMPATIBLE
FASTENERS AT 4" O.C. (EDGE)
AND 12" O.C. FIELD. MAKE UP
ELEV. WITH ADDITIONAL
LAYERS OR HAT CHANNELS TO
PRODUCE SURFACE FLUSH
WITH TOP OF DECK.
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 4:47:16 PMS504
DETAILS AND
SECTIONS
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"5 TYPICAL MOMENT CONNECTIONS AT W-COL.
3/4" = 1'-0"1 BEAM TO BEAM CONN.
3/4" = 1'-0"2 BEAM TO COLUMN CONNECTION
3/4" = 1'-0"3 BEAM OVER COLUMN CONNECTION
3/4" = 1'-0"4 TYPICAL MOMENT CONNECTIONS AT HSS
3/4" = 1'-0"6 FR MOMENT SPLICE
3/4" = 1'-0"7 TYPICAL FRAMING AT OPENINGS
3/4" = 1'-0"8 MECHANICAL UNIT RAILS
3/4" = 1'-0"9 PARAPET FRAMING - BEAMS PARALLEL
3/4" = 1'-0"10 PARAPET FRAMING - BEAMS PARALLEL AT GRID 1
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
FIRST FLOOR 100'-0"
SECOND FLOOR T.O.S. 113'-5 3/4"
THIRD FLOOR T.O.S. 127'-11 3/4"
ROOF T.O.S. SLOPES, SEE PLAN
COLUMN LOCATIONS A-1 A-2 A-3 A-4 B-1 B-2 B-3 B-4 B-5 B.3-6 B.5-1 C-1 C-2 C-3 C-4 C-5 C-5.5 D-1 D-2 D-2.7 D-3 D-3.9 D.3-3.8 E.1-3.9 E-F E-3.9W10X49W10X68W10X49W10X112W10X68W10X77W10X68W10X68 COLUMN LOCATIONS
FOURTH FLOOR T.O.S. 143'-5 3/4"
FIFTH FLOOR T.O.S.157'-5 3/4"
LOW ROOF T.O.S.124'-6"
T.O.F.96'-0"
FIRST FLOOR 100'-0"
SECOND FLOOR T.O.S. 113'-5 3/4"
THIRD FLOOR T.O.S. 127'-11 3/4"
ROOF T.O.S. SLOPES, SEE PLAN
FOURTH FLOOR T.O.S. 143'-5 3/4"
FIFTH FLOOR T.O.S.157'-5 3/4"
LOW ROOF T.O.S.124'-6"
T.O.F.96'-0"
A.5-5W10X49 W10X77HSS8X8X5/8HSS6X6X5/8W10X88W12X210W12X136W10X77W10X54W10X33W10X45W10X60W10X49W10X45W10X112HSS7X7X5/8HSS6X6X1/2W10X33HSS6X6X1/2W10X68T.O. PIER - SHEAR LUG
T.O. PIER - STANDARD 99'-4"
99'-0"
FIRST/GROUND F.F.E.
100'-0"
SECOND FLOOR T.O.S.
113'-5 3/4"
ROOF T.O.S.
172'-10 3/8"
THIRD FLOOR T.O.S.
127'-11 3/4"
FOURTH FLOOR T.O.S.
143'-5 3/4"
FIFTH FLOOR T.O.S.
157'-5 3/4"
VARIES
S501
9S501
9
SEE S101 FOR
BRACE SIZES
SEE S102 FOR
BRACE SIZES
SEE S103 FOR
BRACE SIZES
SEE S104 FOR
BRACE SIZES
SEE S105 FOR
BRACE SIZES
S506
2
S506
2
S506
2
S506
2
S506
2
S506
3
S506
3
OPP.
HAND
S506
3
S506
3
OPP.
HAND
S506
3
S506
3
OPP.
HAND
S506
3
S506
3
OPP.
HAND
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 4:47:17 PMS505
COLUMN
SCHEDULE &
BRACED
FRAME
ELEVATION
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING1/4" = 1'-0"
STEEL COLUMN SCHEDULE
1/4" = 1'-0"
TYPICAL BRACE ELEVATION
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021
ROOF T.O.S.
172'-10 3/8"
ROOF T.O.S.
172'-10 3/8"
1
MEP Roof
175' -9 25/64"
MEP PENTHOUSE
183' -4"PENTHOUSE FRAMING
PLAN
182'-9"
PENTHOUSE FRAMING
PLAN
182'-9"
ROOF JOISTS. SEE PLAN. AT GRIDLINE 1, BEAR
JOISTS ON CFMF WALL. AT OPP. END, PROVIDE
JOIST HANGERS.
1/2" MIN. WOOD STRUCTURAL PANEL. SEE NOTES. SEE ARCH.
CANTILEVERED STEEL BEAMS. MOMENT
CONNECT THRU COLUMNS. SEE PLAN. SEE
DETAILS. SEE NOTES
ROOF DECK. SEE
PLAN. SEE NOTES.
COLD FORMED
METAL FRAMING
AT 24" O.C. MAX.
SEE ARCH FOR
FINISHED PROFILE.
SEE NOTES.
RIGIDLY CONNECT CFMF
TO STRUCTURAL STEEL
AS REQUIRED TO
PRODUCE ARCH.
REQUIRED SHAPE.
THERMALLY BROKEN MOMENT SPLICE
CFMF WALL. NOTE -
WALL IS NOT
ALIGNED WITH
COLUMN ON SOUTH
SIDE OF ENCLOSURE
STEEL COLUMN.
SEE PLAN
ROOF BEAM. SEE PLAN.
SEE DETAILS FOR
MOMENT CONNECTIONS.
CONDITIONED SPACE UNCONDITIONED
SPACE
POST BASES
WELDED OR
BOLTED TO TOP
FLANGE OF
BEAMS.
CURTAIN WALL
CAPTURE
BRACKETS (BY
OTHERS)
ROOF DECK. SEE
PLAN. SEE NOTES.
0.17:12
-1'-7"
-1'-8 5/8"
CFMF KNEE WALL (SEE ARCH.)
TYP 4
PLACES
TYP 4
PLACES
HSS BRACE
(SEE PLAN)
HSS BRACE
(SEE PLAN)
1/2" MIN. GUSSET PLATE
STEEL BEAM
(SEE PLAN)WORK POINT
CL
STEEL BEAM (SEE PLAN)
CONCRETE SLAB
ON METAL DECK
(SEE PLAN)
HSS BRACE
(SEE PLAN)
STEEL COLUMN
(SEE PLAN)
1/2" MIN. GUSSET PLATE
WORK POINT
T.O. SLAB
(SEE PLAN)
T.O. STEEL
(SEE PLAN)
CL 6 1/4" COMPOSITE SLAB (SEE PLAN)
B.O. SUPPORT COORD. W/ MNFR2'-3 3/4"3/8" DIA. HANGER RODS AT 30" O/C BY MNFR
(COORD W/ DOOR MNFR FOR HOLE LOCATIONS)
W10X33
STEEL BEAM (SEE PLAN)1'-9"1 1/2"9"1 1/2"1 1/2"1 1/2"6 1/2"5"6 1/2"12"
W10X112 COLUMN. SEE PLAN
1 1/4" THICK COLUMN BASE AND
CAP PLATES. SEE SECTION.
STRUCTURAL THERMAL
BREAK MATERIAL (BASIS OF
DESIGN FABREEKA TIM).
ALIGN TOP OF THERMAL
BREAK WITH TOP OF
INSULATION. SEE ARCH.
(8) 3/4" DIA. A325,
THERMALLY
ISOLATED BOLTS.
EXTERIOR FINISH
ASSEMBLY WITH
INSULATION. SEE ARCH.
HSS6X6 COLUMN.
SEE PLAN
3/4" THICK
COLUMN BASE
AND CAP PLATES.
SEE SECTION.
(4) 3/4" DIA. A325,
THERMALLY
ISOLATED BOLTS.1 1/2"1 1/2"9"1 1/2"
12"
SECTION - HSS6X6SECTION - W10
CL
COLD-FORMED METAL STUDS.
SEE NOTES, SEE ARCH.
ROOF MEMBRANE. SEE ARCH.
ROOF DECK. SEE PLAN
INSULATION. SEE ARCH.
5/16" BENT PLATE
STEEL BEAM. SEE PLAN
DEFLECTION CONNECTION
AT EACH STUD
INSULATION AND BRICK.
SEE ARCH.
NOTE: AT "SIM." DECK RUNS
OPPOSITE DIRECTION
VARIES. SEE ARCH.
1/4" CLEAR
ROOF DECK (SEE PLAN)
ROOFING MEMBRANE (SEE ARCH)
8" CMU W/ #5 BARS AT 48" O/C
1/4" BENT PLATE W/ VERT.
SLOTTED HOLES. FASTEN TO
UNDERSIDE OF ROOF DECK
3/8" DIA. MASONRY SCREW
ANCHOR AT 2'-0" O/C
FIRE CAULK GAP (SEE ARCH)
HSS3X3X1/4 DOOR FRAME.
SEE ARCH FOR LOCATIONS
AND DIMENSIONS.
1/2" THICK X 10" X 3" BASE
PLATE AT EACH POST
(2) 3/8" X 3 1/4" HEAVY
DUTY SCREW ANCHORS
AT EACH POST
1/2" GUSSET WITH (2) VLSSL
HOLES. (SLIP CONNECTION)1 1/2"6"10"4"L6X4X5/16 BY 16" LONG (MIN.) AT
EACH POST. IF FIELD CONDITIONS
PERMIT, ANGLE MAY BE CONT. OVER
DOOR. PROVIDE (2) 3/8" X 3 1/4"
HEAVY DUTY SCREW ANCHORS FOR
EACH POST. SEE NOTE. COORDINATE
WITH FIELD CONDITIONS.
NOTE: TOP CONNECTION MAY BE TO STEEL
IF REQUIRED. WELD TOP ANGLE TO STEEL
BEAM WITH MIN (4) 1/4" FILLET WELD OR
PROVIDE (2) 3/4" A325 BOLTS AT EACH
VERTICAL POST.
(2) 5/8" A307 BOLTS
TOP OF SLAB
(SEE PLAN)
BOTTOM OF
DECK ABOVE
(SEE PLAN)
1
THIRD FLOOR T.O.S.
127'-11 3/4"
COMPOSITE SLAB. SEE PLAN FOR EXTENTS.
HEADED STUDS. SEE NOTES.
SUPPORT ANGLE FOR CURTAIN WALL.
L6X6X3/8" ASSUMED. COORD WITH
CURTAIN WALL SUPPLIER.
3/4" DIA. HOLLOW-BOLT OR
APPROVED EQUIVALENT AT 12"
O.C.
THERMAL BREAK MATERIAL. BASIS
OF DESIGN: FABREEKA TIM.
CURTAIN WALL. SEE ARCH.
SECOND FLOOR T.O.S.
113'-5 3/4"
3.9
HALFEN ADJUSTABLE
BRICK SUPPORT SYSTEM
AND CONCEALED LINTEL
(BY OTHERS)
THERMAL BREAK
MATERIAL (BASIS OF
DESIGN "FABREEKA TIM"),
1/2" THICKNESS ASSUMED
OPENING TO BE SHORED UNTIL
MORTAR IS CURED AND
SHORING REMOVAL APPROVED
BY LINTEL SUPPLIER.
HSS BRICK SUPPORT. SEE
PLAN
L3X3X1/4 KICKERS AT 6'-0"
O.C. (MAX.)
TYP. CFMF WALL STUDS.
PROVIDE TOP SLIP CONN.
SEE DETAILS.
FLOOR SLAB. SEE PLAN.
AT AREAS NOT ENCLOSED BY
STOREFRONT, PROVIDE (2)
BRICK REVEAL AT BOTTOM OF
WALL. COORD. WITH ARCH.
STOREFRONT. SEE ARCH.
PER ARCH.BLOCKING AND SEALANT.
SEE ARCH.
SECOND FLOOR T.O.S.
113'-5 3/4"
3.9
HALFEN ADJUSTABLE
BRICK SUPPORT SYSTEM
AND CONCEALED LINTEL
(BY OTHERS)
THERMAL BREAK
MATERIAL (BASIS OF
DESIGN "FABREEKA TIM"),
1/2" THICKNESS ASSUMED
OPENING TO BE SHORED
UNTIL MORTAR IS CURED
AND SHORING REMOVAL
APPROVED BY LINTEL
SUPPLIER.
HSS BRICK SUPPORT. SEE
PLAN
MIN. 3/4" GUSSET. AND
SHEAR CONNECTION TO
HSS BRICK SUPPORT.
DESIGN LOAD = 15 KIPS
TYP. CFMF WALL STUDS.
PROVIDE TOP SLIP CONN.
SEE DETAILS.
FLOOR SLAB. SEE PLAN.
THERMALLY BROKEN
COLUMN SPLICE. SEE
5/S506.
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 4:47:21 PMS506
DETAILS AND
SECTIONS
02/05/2021
2018089
RF Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"1 SECTION THRU PENTHOUSE
3/4" = 1'-0"2 BRACE FRAME 1
3/4" = 1'-0"3 BRACE FRAME 2
3/4" = 1'-0"4 FOLDING PARTITION SUPPORT
3/4" = 1'-0"5 THERMALLY BROKEN COLUMN SPLICE
3/4" = 1'-0"6 LOW ROOF EDGE DETAIL
3/4" = 1'-0"7 TOP OF ELEVATOR SHAFT
3/4" = 1'-0"8 REINFORCED DOOR FRAME
3/4" = 1'-0"11 SECTION AT CURTAIN WALL AND STAIR 2
3/4" = 1'-0"9 BRICK SUPPORT AT 3.9 LINE
3/4" = 1'-0"10 BRICK SUPPORT AT W-SHAPE COL.
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021