HomeMy WebLinkAboutS003 GENERAL NOTESProject Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:06:57 PMS003
GENERAL NOTES
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
DEFORMED BAR ANCHORS AND HEADED ANCHOR STUDS
DEFORMED BAR ANCHORS (DBA) AND HEADED ANCHOR STUDS (HAS) USED TO
ANCHOR STEEL ELEMENTS TO CONCRETE SHALL BE SUPPLIED AND INSTALLED BY
THE STRUCTURAL STEEL CONTRACTOR, UNLESS NOTED OTHERWISE.
ANCHORS SHALL BE FULL-BASE WELDED USING AUTOMATICALLY TIMED WELDING
EQUIPMENT AND APPROPRIATE FERRULE IN ACCORDANCE WITH APPLICABLE
PROVISIONS OF AWS D1.5.
DEFORMED BAR ANCHORS SHALL BE TYPE C DEFORMED STEEL BARS
MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM A496, WITH A
YIELD STRENGTH OF 70 KSI.
HEADED ANCHOR STUDS SHALL BE MANUFACTURED IN ACCORDANCE WITH THE
REQUIREMENTS OF ASTM A108, WITH A YIELD STRENGTH OF 50 KSI.
WHEN APPROVED IN ADVANCE BY THE STRUCTURAL ENGINEER, INTERNALLY
THREADED WELDED COUPLERS WITH FULLY DEVELOPED THREADED-END REBAR OF
EQUIVALENT SIZE MAY BE USED IN LIEU OF DIRECT-WELDED DEFORMED BAR
ANCHORS AS NEEDED FOR CONSTRUCTION PHASING LOGISTICS AND/OR ADHERENCE
TO OSHA REQUIREMENTS.
STEEL FLOOR DECK
PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE
STEEL DECK INSTITUTE'S SPECIFICATIONS AND CODE OF STANDARD PRACTICE.
DECK MANUFACTURER SHALL PROVIDE ALL FLOOR DECK ACCESSORIES, SUCH AS
EDGE FORMS, CLOSURES, FILLERS AND POUR STOPS FOR A COMPLETE INSTALLATION,
WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.
FASTEN FLOOR DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS.
PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.
STEEL FLOOR DECK IS INTENDED TO BE INSTALLED IN AN UNSHORED CONDITION
UNLESS NOTED OTHERWISE. DECK SUPPLIER SHALL REVIEW ALL SPAN CONDITIONS
AND CONFIRM THAT THE SUPPLIED PRODUCT IS SUFFICIENT TO SAFELY SUPPORT THE
WET WEIGHT OF CONCRETE AND ASSOCIATED CONSTRUCTION LIVE LOADS WITHOUT
THE NEED FOR SHORING.
FLOOR DECK UNITS SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION
WHEREVER POSSIBLE. WHERE THREE SPAN CONDITION IS NOT POSSIBLE, NOTIFY
STRUCTURAL ENGINEER PRIOR TO FABRICATION OF DECK SO THAT EVALUATION OF
THE LESSER SPAN CONDITION(S) CAN BE PERFORMED.
PROVIDE INTERIOR STEEL FLOOR DECK WITH FINISH AS INDICATED ON THE DRAWINGS.
PROVIDE FLOOR DECK SUPPORTING EXTERIOR SLABS WITH A GALVANIZED FINISH IN
ACCORDANCE WITH ASTM A924 G90.
DESIGN DATA
NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE
WITH THE 2014 INDIANA BUILDING CODE.
SEE LOAD MAPS FOR LOADING INFORMATION.
UNLESS OTHERWISE NOTED, FLOOR FRAMING HAS BEEN DESIGNED UTILIZING
LIVE LOAD REDUCTIONS TO THE EXTENT ALLOWED BY THE BUILDING CODE.
VIBRATION CRITERIA
UNLESS NOTED OTHERWISE, ELEVATED STRUCTURAL STEEL FLOOR FRAMING
HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS OF
"VIBRATIONS OF STEEL-FRAMED SYSTEMS DUE TO HUMAN ACTIVITY" (2016) BY
MURRAY, ALLEN, UNGAR AND DAVIS, WITH ASSUMED DAMPING AND LIMITING
VIBRATION CRITERIA AS FOLLOWS:
TYPICAL FLOORS, UNO:
DAMPING RATIO, BETA = 0.020
MAXIMUM VIBRATION ACCELERATION = 0.5% OF GRAVITY
THE STRUCTURE IS NOT DESIGNED TO MITIGATE VIBRATIONS FROM VIBRATING
EQUIPMENT. EQUIPMENT CONTRACTOR SHALL PROVIDE AND INSTALL VIBRATION
ISOLATORS AS REQUIRED TO MITIGATE EQUIPMENT VIBRATION.
SNOW LOAD DESIGN DATA
GROUND SNOW LOAD (PG) = 20 PSF
SNOW EXPOSURE FACTOR (CE) = 1.0
THERMAL FACTOR (CT) = 1.0
SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0
MINIMUM LOW-SLOPE ROOF SNOW LOAD (PM) = 20 PSF
WIND LOAD DESIGN DATA
BASIC WIND SPEED (3-SECOND GUST) = 115 MPH
WIND EXPOSURE = C
WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION
EARTHQUAKE DESIGN DATA
SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.152
1-SECOND SPECTRAL RESPONSE (S1) = 0.083
SEISMIC IMPORTANCE FACTOR (IE) = 1.0
RISK CATEGORY = II
SITE CLASSIFICATION = D
SEISMIC DESIGN CATEGORY =C
SHORT PERIOD SPECTRAL RESPONSE (SDS) = 0.163
1-SECOND SPECTRAL RESPONSE (SD1) = 0.134
BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: STEEL SYSTEMS
NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE / ORDINARY
REINFORCED MASONRY SHEAR WALLS
ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE
RESPONSE MODIFICATION COEFFICIENT (R) = 3.0 / 2.0
SEISMIC RESPONSE COEFFICIENT (CS) = 0.054 / 0.081
LATERAL LOAD RESISTING SYSTEM
LATERAL FORCE RESISTANCE IN THE COMPLETED STRUCTURE IS PROVIDED AS
FOLLOWS: ELEVATED FLOOR SLABS AND ROOF SLABS / DECKS SERVE AS HORIZONTAL
DIAPHRAGMS TO TRANSFER LATERAL LOADS TO THE VERTICAL LATERAL LOAD
RESISTING ELEMENTS WHICH IN TURN TRANSFER THOSE LOADS TO THE FOUNDATION
SYSTEM. VERTICAL LATERAL LOAD RESISTING ELEMENTS ARE INDICATED ON THE
DRAWINGS AND CONSIST OF THE FOLLOWING, UNLESS NOTED OTHERWISE:
PLAN NORTH-SOUTH DIRECTION:
REINFORCED MASONRY SHEAR WALLS
PLAN EAST-WEST DIRECTION:
STEEL BRACED FRAMES
SERVICEABILITY LIMITS
LIVE LOAD DEFLECTION: SPAN/360 UNO
TOTAL LOAD DEFLECTION: SPAN/240 UNO
EXTERIOR EDGE BEAMS LIVE LOAD DEFLECTION: SPAN/480 OR 1/2 INCH, UNO
EXTERIOR EDGE BEAMS TOTAL LOAD DEFLECTION: SPAN/360 OR 1 INCH, UNOLOADS SUSPENDED FROM STRUCTURE
UNLESS SPECIFICALLY NOTED OTHERWISE, THE UNIFORM MEP/CEILING LOADING
ALLOWANCE SUSPENDED FROM FLOOR AND ROOF STRUCTURES SHALL BE 10 PSF.
CONTRACTOR SHALL COORDINATE AND PROVIDE SUFFICIENT SUPPORT FRAMING
FOR ITEMS SUSPENDED FROM THE STRUCTURE (DUCTWORK, PIPING, CONDUIT,
LIGHTS, CEILINGS, ETC.) TO DISTRIBUTE LOADING THROUGHOUT THE STRUCTURE
SUCH THAT THE DESIGN SUPERIMPOSED LOAD ALLOWANCE IDENTIFIED IS NOT
EXCEEDED FOR ANY STRUCTURAL ELEMENT.
IF THE CONTRACTOR DETERMINES THAT LOADS SUSPENDED WILL EXCEED THE
IDENTIFIED LOADING LIMITS FOR ANY STRUCTURAL ELEMENT, THE CONTRACTOR
SHALL CONTACT THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLING
THE LOADS.
LOADS SUSPENDED FROM HANGER TABS ON COMPOSITE STEEL FLOOR DECK SHALL
NOT EXCEED 50 LBS AT ANY SINGLE LOCATION.
LOADS SHALL NOT BE SUSPENDED FROM STEEL ROOF DECK.
LOADS IMPOSED ON STRUCTURE
LOADS IMPOSED ON THE STRUCTURE BY EQUIPMENT AND SYSTEMS (INCLUDING
BUT NOT LIMITED TO, ARCHITECTURAL PRECAST CONCRETE, CURTAIN WALL,
CLADDING, STAIRS, ELEVATORS, ESCALATORS, MEP EQUIPMENT, DUCTWORK,
CONDUIT, LIGHTS, CEILINGS, ETC.) SHALL IMPART ONLY VERTICAL AND HORIZONTAL
LOADS ON THE STRUCTURE WITHOUT INDUCING TORSIONAL LOADS ON THE
SUPPORTING STRUCTURAL ELEMENTS, UNLESS SPECIFICALLY INDICATED
OTHERWISE.
THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING (BY THE CONTRACTOR'S
PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS
CONSTRUCTED), SUPPLYING, AND INSTALLING ALL NECESSARY SUPPLEMENTAL
BRACING, KICKERS, RELATED CONNECTIONS, ETC., AS REQUIRED TO PREVENT
APPLYING TORSIONAL LOAD TO THE SUPPORTING STRUCTURE.
DESIGN CALCULATIONS AND DETAILS, SIGNED AND SEALED BY THE CONTRACTOR'S
LICENSED PROFESSIONAL ENGINEER, FOR ALL SUPPLEMENTAL MATERIALS AND
CONNECTIONS UTILIZED TO PREVENT APPLYING TORSIONAL LOAD TO THE
STRUCTURE, SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER FOR REVIEW
PRIOR TO FABRICATION.EXPANSION ANCHORS
EXPANSION ANCHORS SHALL BE HILTI “KWIK BOLT TZ”OR AN EQUIVALENT
SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.
ANCHOR FINISH SHALL BE CARBON STEEL FOR INTERIOR EXPOSURES AND AISI 316
STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.
ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER’S
REPRESENTATIVE.
ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT HAS
ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.
ADHESIVE ANCHORS FOR SOLID SUBSTRATES (THREADED ROD AND REBAR)
ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HY 200" OR AN
EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.
THREADED ANCHORS SHALL BE ASTM A36 RODS FOR INTERIOR EXPOSURES AND
AISI 316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.
ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S
REPRESENTATIVE.
ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL
IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.
ADDITIONALLY, ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR
MASONRY WITH AN AGE OF LESS THAN 21 DAYS.
MINIMUM EMBEDMENT DEPTH SHALL BE 8 DIAMETERS UNLESS NOTED OTHERWISE.
ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES
ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES SHALL BE HILTI "HIT-HY 270" WITH HILTI
“HIT-SC”SCREEN TUBE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE
STRUCTURAL ENGINEER, UNO.
ANCHORS SHALL BE ASTM A36 THREADED RODS FOR INTERIOR EXPOSURES AND AISI
316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.
ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.
CONCRETE UNIT MASONRY
CONCRETE MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT
CODE-REFERENCED EDITION OF BUILDING CODE REQUIREMENTS AND SPECIFICATIONS
FOR MASONRY STRUCTURES (TMS 402/602).
CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE
REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH
OF 2,800 PSI, UNO. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH (F'M) OF 2,000 PSI AT 28 DAYS, UNO.
ALL MASONRY TO BE LAID IN RUNNING BOND, UNO. ALIGN CELLS TO ALLOW PROPER
REINFORCEMENT PLACEMENT AND GROUTING.
MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.
FULLY MORTAR FACE SHELLS ON HEAD AND BED JOINTS. PROVIDE FULL MORTAR
COVER ON ALL WEBS AT GROUTED CELLS.
GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH
ASTM C476 (MINIMUM 28-DAY COMPRESSIVE STRENGTH = 2,000 PSI, UNO). COARSE AND
FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL
GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE GROUT SHALL
BE USED.
GROUT SOLID ALL CELLS WITH REINFORCEMENT.
GROUT SOLID ALL CELLS AT BELOW-GRADE CMU IN CONTACT WITH SOIL.
PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY
CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT
INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS.
SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND
FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT 16 INCHES ON CENTER,
UNLESS NOTED OTHERWISE.
BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING
MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, JOISTS,
ETC. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW
BEARING ELEVATION, UNLESS NOTED OTHERWISE.
PROVIDE MASONRY CONTROL JOINTS AT 25'-0" OC MAXIMUM, UNO. LOCATE JOINTS IN
ACCORDANCE WITH NCMA TEK 10-2C "CONTROL JOINTS FOR CONCRETE MASONRY
WALLS - EMPIRICAL METHOD" AT OFFSETS, SETBACKS, WALL INTERSECTIONS,
CORNERS, CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR EDGE OF OPENINGS.
REVISION SCHEDULE
NO. DESCRIPTION DATE
2 ADDENDUM 2 07/02/2021
09/16/21