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D E S I G N C R I T E R I A
<br />BUILDING CODE: CONCRETE
<br />DESIGN CODE: CONCRETE
<br />DESIGN METHOD: STEEL
<br />DESIGN CODE: STEEL DESIGN
<br />METHOD: STEEL JOISTS:
<br />NORTH CAROLINA STATE BUILDING CODE, 2018 EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE EQUIV.
<br />RECTANGULAR STRESS BLOCK
<br />AISC MANUAL OF STEEL CONSTRUCTION, LRFD, FOURTEENTH EDITION ELASTIC ANALYSIS,
<br />PLASTIC DESIGN
<br />SJI STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS AND LONGSPAN JOISTS
<br />S N O W L O A D
<br />TERRAIN CATEGORY
<br />GROUND SNOW LOAD (Pg)
<br />SNOW EXPOSURE FACTOR (Ce)
<br />THERMAL FACTOR (Ct)
<br />SNOW IMPORTANCE FACTOR (Is)
<br />FLAT ROOF SNOW LOAD (Pf)
<br />B
<br />15 PSF
<br />1.0
<br />1.0
<br />1.0
<br />15 PSF
<br />W I N D L O A D S
<br />MINIMUM WIND LOAD
<br />BASIC WIND VELOCITY
<br />RISK CATEGORY
<br />WIND EXPOSURE CATEGORY
<br />INTERNAL PRESSURE COEFFICIENT
<br />COMPONENTS & CLADDING
<br />10 PSF
<br />115 MPH
<br />II
<br />B
<br />±0.18
<br />CALCULATED BY PROVIDER PER ASCE 7-10
<br />S E I S M I C D A T A
<br />BUILDING OCCUPANCY CATEGORY
<br />SEISMIC IMPORTANCE FACTOR (IE)
<br />MAPPED SPECTRAL RESPONSE ACCELERATION (SS)
<br />MAPPED SPECTRAL RESPONSE ACCELERATION (S1)
<br />SITE CLASS
<br />DESIGN SPECTRAL RESPONSE ACCELERATION (SDS)
<br />DESIGN SPECTRAL RESPONSE ACCELERATION (SD1)
<br />SEISMIC DESIGN CATEGORY
<br />BASIC SEISMIC FORCE RESISTING SYSTEM
<br />RESPONSE MODIFICATION FACTOR (R)
<br />DEFLECTION AMPLIFICATION FACTOR (Cd)
<br />DESIGN BASE SHEAR
<br />NORTH-SOUTH DIRECTION
<br />EAST WEST DIRECTION
<br />ANALYSIS PROCEDURE
<br />II
<br />1.0
<br />20.0%
<br />7.8%
<br />D
<br />21.3%
<br />12.5%
<br />B
<br />NOT DETAILED
<br />3.00
<br />3.00
<br />N/A
<br />N/A
<br />EQUIV. LAT. FORCE
<br />L I V E L O A D S
<br />SLAB ON GRADE 200 PSF
<br />ROOF (MINIMUM) 17.5 PSF
<br />G E N E R A L N O T E S
<br />1.THE STRUCTURAL DRAWINGS ARE TO BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, MECHANICAL AND ELECTRICAL DRAWINGS.
<br />2.THE CONTRACTOR WILL COORDINATE BETWEEN ALL TRADES. CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND THE DRAWINGS OF
<br />OTHERS WILL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER IN A TIMELY FASHION THAT PERMITS
<br />CLARIFICATIONS WITHOUT EFFECTING THE CONSTRUCTION SCHEDULE.
<br />3.THESE DRAWINGS ALONG WITH ANY SPECIFICATIONS ISSUED CONSTITUTE THE CONTRACT DESIGN DOCUMENTS FOR THIS PROJECT. ANY
<br />DISCREPANCY BETWEEN THE TWO WILL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR STRUCTURAL ENGINEER FOR CLARIFICATION. FOR
<br />ESTIMATING PURPOSES THE CONTRACTOR WILL ASSUME THE MORE COSTLY ALTERNATIVE. NO MATERIALS MAY BE ORDERED, AND NO WORK
<br />MAY PROCEED UNTIL THE DISCREPANCY IS RESOLVED BY THE DESIGN PROFESSIONAL.
<br />4.ALTERNATES OR SUBSTITUTIONS TO STRUCTURAL MATERIALS OR DESIGN ARE AT THE SOLE DISCRETION OF THE LICENSED STRUCTURAL
<br />ENGINEER OF RECORD. ANY MODIFICATION MUST BE APPROVED IN THE MANNER SET FORTH IN THE "FRONT END" SPECIFICATIONS.
<br />5.ALL STANDARDS REFERENCED WITHIN THESE DOCUMENTS ARE TO BE THE EDITIONS REFERENCED IN CHAPTER THIRTY-FIVE OF THE
<br />INTERNATIONAL BUILDING CODE.
<br />6.STRUCTURAL MEMBERS, INCLUDING BEAMS, COLUMNS, JOISTS, TRUSSES, WALLS, SLABS AND BRACING ELEMENTS, ARE DESIGNED FOR THE
<br />FINAL DESIGN LOADS GIVEN ON THIS SHEET. THE CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND BRACING. SHORING IS TO BE
<br />DESIGNED TO PRECLUDE THE OVERSTRESSING ANY STRUCTURAL ELEMENT (AS REQUIRED AT ANY STAGE OF CONSTRUCTION) UNTIL COMPLETION
<br />OF THIS PROJECT.
<br />7.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ON-SITE SAFETY. AT A MINIMUM, THE CONTRACTOR IS TO RESEARCH AND IMPLEMENT ALL
<br />SAFETY REGULATIONS IN FORCE IN THE JURISDICTION OF THIS PROJECT. PRIOR TO THE COMMENCEMENT OF WORK, THE CONTRACTOR WILL
<br />BRING TO THE ATTENTION OF THE STRUCTURAL ENGINEER ANY STRUCTURAL DETAIL THAT WOULD PRODUCE AN UNUSUALLY UNSAFE CONDITION.
<br />F O U N D A T I O N S
<br />1.THE PRIMARY BUILDING STRUCTURE IS DESIGNED FOR SUPPORT ON SPREAD FOOTINGS WITH AN ASSUMED ALLOWABLE NET SOIL
<br />BEARING PRESSURE OF 2000 PSF ON UNDISTURBED SOILS OR COMPACTED FILL.
<br />
<br />2.IF SOIL AT THE SCHEDULED FOOTING ELEVATION IS OF QUESTIONABLE BEARING VALUE, THE ARCHITECT AND STRUCTURAL ENGINEER
<br />ARE TO BE NOTIFIED IMMEDIATELY. LOWER FOOTING ELEVATIONS IF REQUIRED BY ARCHITECT AND ENGINEER TO REACH FIRM SOIL.
<br />3.CONTRACTOR IS TO PROVIDE PROPERLY DESIGNED SHEETING AND SHORING AT ALL OPEN EXCAVATIONS, OR LAY BACK THE CUT AT A
<br />SLOPE APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER IN ORDER TO ENSURE SAFE WORKING CONDITIONS AND AS NECESSARY TO
<br />COMPLY WITH ALL APPLICABLE CODES AND REGULATIONS. ALL EXCAVATIONS SHALL BE ADEQUATELY DEWATERED BEFORE PLACEMENT
<br />OF CONCRETE.
<br />C O N C R E T E
<br />1.ALL CONCRETE WORK SHALL COMPLY WITH THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI-301 AND THE
<br />BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI-318 (EDITIONS IN FORCE).
<br />2.CONCRETE MIX DESIGNS ARE REFERENCED IN THE PROJECT SPECIFICATIONS. FOR EACH DESIGN A SUBMITTAL WILL BE MADE BY THE
<br />CONTRACTOR AS OUTLINED IN THE SPECIFICATIONS.
<br />3.ALL REINFORCING STEEL IS TO BE TIED TO PREVENT DISPLACEMENT DURING CONCRETE PLACEMENT. TACK WELDING OF
<br />REINFORCEMENT STEEL IS PROHIBITED.
<br />4.THE CONTRACTOR WILL SUBMIT A COMPLETE LIST OF ACCESSORIES AND PLACING DETAILS WITH SHOP DRAWINGS.
<br />5.ALL REINFORCING STEEL IS TO BE CONTINUOUS. LAP BARS 40 DIAMETERS FOR BARS #6 AND SMALLER OR 48 DIAMETERS FOR BARS #7
<br />AND LARGER AT SPLICE UNLESS NOTED OTHERWISE ON SCHEDULES OR DETAILS.
<br />6.THE LOCATION OF ALL LAP SPLICES WILL BE SHOWN ON SHOP DRAWINGS.
<br />7.NO CONCRETE ELEMENT MAY BE CORED TO PLACE THROUGH ITEMS (ie PIPES, ELECTRICAL LINES, ETC.). ALL THROUGH ITEMS
<br />PENETRATING HORIZONTAL SURFACES ARE TO BE PLACED IN SCHEDULE 40, STEEL, PIPE SLEEVES OF A DIAMETER SUFFICIENT TO
<br />ACCOMMODATE THE THROUGH ITEM. AT PENETRATIONS IN THE VERTICAL PLANE OF ELEMENTS THE PIPE SLEEVE DIAMETER WILL BE
<br />INCREASED BY AN AMOUNT TO PROVIDE 1 1/2" CLEAR DIMENSION AROUND THE THROUGH ITEM.
<br />8.REFER TO ARCHITECTURAL DRAWINGS FOR ALL WATERPROOFING OF CONCRETE BELOW GRADE.
<br />9.NO HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED IN CONCRETE ELEMENTS. LOCATE VERTICAL CONSTRUCTION JOINTS AT THE
<br />MIDDLE THIRD OF THE SPAN. PROVIDE 2x4, CONTINUOUS, BEVELED KEYWAYS AT SLABS AND (ONE MINIMUM) AND 2X8 BEVELED KEYWAY AT
<br />BEAMS. SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL.
<br />10.ALL INTERSECTING BEAMS, WALLS, AND FOOTINGS SHALL HAVE CORNER BARS. REFER TO TYPICAL DETAILS.
<br />S T E E L
<br />1.DIMENSIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE PROVIDED AS A CONVENIENCE AND ARE SOLELY TO CONVEY THE QUANTITY AND
<br />NATURE OF THE STRUCTURAL STEEL LAYOUT. ALL FINAL DIMENSIONS ARE TO BE COORDINATED BY THE CONTRACTOR WITH THE PROJECT
<br />ARCHITECT BEFORE MATERIAL IS ORDERED OR FABRICATIONS HAS BEGUN.
<br />2.UNLESS SPECIFICALLY INDICATED OTHERWISE ON THE DRAWINGS, SHEAR CONNECTIONS ARE TO BE DESIGNED USING THE AISC ALLOWABLE
<br />STRESS DESIGN METHOD FOR THE MINIMUM SERVICE LOAD REACTIONS PROVIDED ON THE FRAMING PLANS. ADDITIONALLY, SINGLE ANGLE
<br />CONNECTIONS ARE PROHIBITED AND MEMBERS WILL BE FURNISHED WITH A MINIMUM NUMBER OF WEB BOLT ROWS AS FOLLOWS:
<br /> MEMBER DEPTH MIN. NUMBER OF WEB BOLT ROWS
<br /> W4 -W10 2 BOLTS
<br /> W12 OR GREATER 3 BOLTS
<br />
<br />3.GENERALLY, 3/4" DIA., ASTM A-325-N BOLTS ARE TO BE USED FOR ALL BOLTED SHEAR CONNECTIONS UNLESS OTHERWISE INDICATED. THE
<br />FABRICATOR MAY USE OTHER DIAMETER BOLTS WHERE AISC RECOMMENDATIONS REQUIRE A SMALLER BOLT FOR GAGE OR BLOCK SHEAR
<br />REASONS OR WHERE STRENGTH REASONS REQUIRE LARGER DIAMETER BOLTS. THE PROVIDER OF BOLTS WILL PAINT THE HEADS OF THE
<br />NONSTANDARD BOLTS WITH IDENTIFYING COLORS UNIQUE TO A PARTICULAR DIAMETER OF BOLT AND WILL STRIPE THE FRAMING MEMBER AT THE
<br />CONNECTION SITE OUTSIDE THE FAYING SURFACE WITH THE CORRESPONDING COLOR.
<br />4.FULLY TENSION ALL BOLTS WHERE DESIGNATED ON STRUCTURAL DRAWINGS AND AT MOMENT CONNECTIONS, INCLUDING BOLTS RESISTING
<br />ONLY GRAVITY LOADS. PROVIDE ASTM A-325-SC BOLTS AT CONNECTIONS WHERE INDICATED ON DRAWINGS. PREPARE FAYING SURFACES AT SUCH
<br />CONDITIONS PER AISC REQUIREMENTS.
<br />5.SINGLE PLATE SHEAR CONNECTION IS THE PREFERRED METHOD OF ATTACHMENT BETWEEN BEAMS AND GIRDERS AND WHERE HORIZONTAL
<br />FRAMING MEMBERS ATTACH TO COLUMNS AT ANGLES OTHER THAN 90°.
<br />6.COLD BENDING OF PLATE MATERIAL IS NOT PERMITTED FOR USE IN SKEWED CONNECTIONS. HEAT MEMBER OR BUILD UP FROM TWO PLATES
<br />AS REQUIRED AND FULLY TEST ANGLE FOR WELD DEFECTS.
<br />7.ALL COPES AND CUTS IN STRUCTURAL MEMBERS ARE TO BE MADE FREE OF NOTCHES OR OTHER STRESS CONCENTRATORS. COPES ARE TO
<br />BE CUT AT A MINIMUM RADIUS OF 1/2".
<br />8.ALL ROLLED STEEL MEMBERS ARE TO FABRICATED WITH MILL CAMBER UP.
<br />9.COLUMN SPLICES ARE NOT ANTICIPATED ON THIS PROJECT. THE FABRICATOR MAY REQUEST COLUMN SPLICES SUBJECT TO APPROVAL BY THE
<br />STRUCTURAL ENGINEER OF RECORD. ALTHOUGH THE ACTUAL TYPE OF SPLICE WILL BE DETERMINED ON AN INDIVIDUAL BASIS, AISC TYPE VIIID
<br />COLUMN SPLICES MAY BE ASSUMED FOR PRICING PURPOSES.
<br />10.ALL WELDS ARE TO CONFORM WITH ANSI/AWS D1.1 STANDARD AND ARE TO BE MADE BY CERTIFIED WELDERS.
<br />11.ALL FULL AND PARTIAL PENETRATION WELDS IN MOMENT CONNECTIONS ARE TO MEET CYCLICAL LOADING STANDARDS.
<br />12.A WELD SCHEDULE FOR ALL FIELD WELDS WILL BE FURNISHED BY THE ERECTOR. THIS SCHEDULE IS TO BE PREPARED BY A COMPETENT
<br />DESIGNER OF WELDS AND WILL INDICATE AT A MINIMUM PREHEAT, THE WELD FILLER MATERIAL, THE PROPER WELD DEPOSITION RATE AND THE
<br />WELDING MACHINE SETTINGS.
<br />13.THE TOP FLANGES OF ALL MEMBERS ARE TO REMAIN UN-PRIMED AND UNPAINTED UNLESS EXPOSED TO VIEW. ADDITIONALLY, MEMBERS TO
<br />RECEIVE SPRAY APPLIED FIRE PROOFING OR MEMBERS EMBEDDED OR ENCASED IN CONCRETE ARE TO REMAIN UN-PRIMED AND UNPAINTED
<br />14.ALL STEEL ELEMENTS AND CONNECTIONS WHICH WILL BE PERMANENTLY EXPOSED TO EXTERIOR CONDITIONS SHALL BE HOT DIP GALVANIZED
<br />AFTER FABRICATION.
<br />S T E E L J O I S T S
<br />1.STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST STEEL JOIST INSTITUTE SPECIFICATIONS.
<br />JOIST MANUFACTURER SHALL BE A MEMBER OF THE S.J.I.
<br />2.UNLESS SPECIFICALLY INDICATED OTHERWISE ON THE DRAWINGS, K-SERIES JOISTS SHALL BEAR A MINIMUM OF 21/2" ON STEEL SUPPORTS
<br />AND EACH END SHALL BE WELDED TO SUPPORTS USING A MINIMUM OF 2 -1/8" x 1" LONG FILLET WELDS. INCREASE WELD SIZE AND LENGTH AS
<br />REQUIRED TO SATISFY UPLIFT REQUIREMENTS.
<br />3.BOLT JOISTS AT COLUMN LINES IN ACCORDANCE WITH S.J.I. STANDARD SPECIFICATIONS AND PROVIDE BOTTOM CHORD EXTENSIONS.
<br />4.JOIST BRIDGING IS INDICATED SCHEMATICALLY ON THE STRUCTURAL DRAWINGS. PROVIDE HORIZONTAL AND/OR DIAGONAL BRIDGING AND
<br />ACCESSORIES AS REQUIRED TO FULLY COMPLY WITH S.J.I. SPECIFICATIONS AND TO RESIST THE UPLIFT PRESSURES INDICATED.
<br />5.PROVIDE TOP CHORD EXTENSIONS AND CEILING EXTENSIONS AS INDICATED AND AS NECESSARY TO SATISFY ARCHITECTURAL
<br />REQUIREMENTS.
<br />M A T E R I A L S
<br />1.STEEL
<br />WIDE FLANGE MEMBERS ASTM A992, Fy = 50KSI
<br />ANGLES & CHANNELS ASTM A36, Fy = 36KSI
<br />PLATES & BARS (GENERAL)ASTM A36, Fy = 36KSI
<br />PLATES & BARS (MOMENT CONNECTIONS)ASTM A572, Fy = 50KSI
<br />HOLLOW STRUCTURAL SECTIONS (RECTANGULAR)ASTM A500 GRADE B, Fy = 46KSI
<br />MISCELLANEOUS PIPES ASTM A53, Fy = 35KSI
<br />BOLTS (FRAMING MEMBERS)ASTM A352-N
<br />ANCHOR RODS ASTM F1554 GRADE 55, WELDABLE
<br />ROOF DECKING ASTM A653SQ, GRADE 33 GALV.
<br />2.REINFORCING STEEL
<br />GENERAL REINFORCING ASTM A615, Fy = 60KSI
<br />WELDED WIRE FABRIC ASTM A185, IN FLAT SHEETS
<br />3.WELD ELECTRODES
<br />GENERAL -ROLLED OR FORMED MEMBERS E70xx ELECTRODES, CVN = 20#-FT AT 40 DEG.
<br />DECKING TO FRAME WELDS E70xx OR E60xx
<br />4.CONCRETE
<br />FOOTINGS MIX F'c = 3000PSI NORMAL WEIGHT
<br />SLABS ON GRADE MIX F'c = 4000PSI NORMAL WEIGHT
<br />5.GROUT F'c = 3000PSI
<br />FIRE PROTECTION
<br />1.THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SEALED FIRE PROTECTION DESIGN AS REQUIRED BY NC BUILDING CODE.
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<br />SERVICES,PLLCRALE I G HCreatively Inspired - Technically ExecutedLicense #: P-03392715 Ashton Dr., Suite 104Wilmington, NC 28412Voice: (910) 475-1208 Fax: (919) 322-0116www.SummitDE.comDESIGN AND ENGINEERING SERVICESPROJECT NO.
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<br />THIS DRAWING & THE DESIGN INTENT OF THIS
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<br />CONSTRUCTING, USING, MAINTAINING,
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