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<br />DOOR DESIGN LOADS
<br />1. CODE 2014 FLORIDA BUILDING CODE
<br />2. LATERAL LOADS
<br />WIND LOADS
<br />1. ULTIMATE WIND SPEED (3-SECOND GUST) 140 MPH
<br />2. RISK CATEGORY II
<br />3. EXPOSURE CATEGORY C
<br />4. ENCLOSURE CLASSIFICATION ENCLOSED
<br />3. DOOR DESIGN WIND PRESSURE (SERVICE)
<br />MAN DOOR ±30.8 PSF
<br />SECTIONAL DOOR ±27.9 PSF
<br />ENTRY DOOR ±26.0 PSF
<br />DOOR DESIGN LOADS
<br />NTS
<br />NOTE TO BIDDERS
<br />EXISTING CONDITIONS MAY NOT REFLECT EXACT
<br />"AS -BUILT" CONDITIONS. CONTRACTOR SHALL FIELD
<br />VERIFY ALL EXISTING CONDITIONS PRIOR TO
<br />SUBMITTING FINAL BIDS. CONTRACTOR SHALL
<br />CAREFULLY COORDINATE NEW WORK AND DEMOLITION
<br />WITH ALL OTHER DISCIPLINES AND EXISTING
<br />CONDITIONS. ANY DAMAGE CAUSED BY CONTRACTOR
<br />SHALL BE REPAIRED TO OWNER'S SATISFACTION.
<br />NOTE TO BIDDERS
<br />NTS 073109 1-09
<br />082809
<br />FOUNDATION SUBSURFACE PREP NOTE
<br />UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS
<br />SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5
<br />FEET BEYOND THE BUILDING AND APPURTENANCES.
<br />APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER (REFER TO DRAWING SHEET SP1),
<br />TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING SIDEWALKS, GARDEN CENTER, PORCHES, RAMPSS,
<br />STOOPS, TRUCK WELLS/DOCKS, CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC.
<br />THE BASE AND THE VAPOR BARRIER, WHERE REQUIRED, DO NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL
<br />BUILDING AND THE APPURTENANCES.
<br />ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB, BASE, AND SUBBASE.
<br />REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS. THE 6-INCH THICK
<br />BASE MATERIAL SHALL CONFORM TO FDOT LIMEROCK MATERIAL; WITH AT LEAST 97% (BY WEIGHT) PASSING A
<br />3.5 INCH SIEVE AND THE MATERIAL SHALL BE GRADED UNIFORMLY DOWN TO DUST. THE FINE MATERIAL SHALL
<br />CONSIST ENTIRELY OF DUST OF FRACTURE. THE LIMEROCK SHALL HAVE A LIMEROCK BEARING RATIO (LBR) OF
<br />AT LEAST 100 AND NO MORE THAN 20% FINES WHEN WASHED THROUGH A NO. 200 SIEVE. THE BASE
<br />MATERIAL SHALL BE FREE OF ANY ASPHALT OR VOLATILE ORGANIC MATERIALS. INSTALL A MINIMUM 15-MIL
<br />VAPOR RETARDER, MEETING ASTM E 1745, "CLASS A" REQUIREMENTS, PLACED ABOVE THE BASE AND
<br />DIRECTLY BELOW THE SLAB. THE BASE AND SUBBASE SHALL BE PROVIDED BY THE BUILDING CONTRACTOR.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR ALL CUT AND FILL
<br />DEPTHS REQUIRED. ANY PROPOSED ALTERNATIVE BASE MATERIAL MUST BE SUBMITTED FOR APPROVAL WITHIN
<br />30 DAYS AFTER AWARD OF CONTRACT. ANY EQUIVALENT ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN
<br />WRITING BY THE CEC AND AOR.
<br />EXISTING FOUNDATIONS, SLABS, PAVEMENTS, AND BELOW -GRADE STRUCTURES SHALL BE REMOVED FROM THE
<br />BUILDING AREA, AS DIRECTED BY THE CEC OR AOR. REMOVE SURFACE VEGETATION, TOPSOIL, ROOT SYSTEMS,
<br />ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE BUILDING
<br />AREA. PROOFROLL EXPOSED SUBGRADE. REMOVE AND REPLACE UNSUITABLE AREAS WITH SUITABLE MATERIAL.
<br />SUBGRADE MATERIAL SHALL BE FREE OF ORGANIC AND OTHER DELETERIOUS MATERIALS AND SHALL MEET THE
<br />FOLLOWING REQUIREMENTS:
<br />SAND, SLIGHTLY SILTY SAND, SLIGHTIY CLAYEY SAND (SP, SP-SM, SP-SC - UNIFIED SOIL
<br />CLASSIFICATION SYSTEM
<br />LESS THAN 12 % PASSING NO. 200 SIEVE
<br />ATTERBERG LIMITS: NON -PLASTIC
<br />ORGANIC CONTENT: < 5%
<br />SUBGRADE MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS AND
<br />COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM 1557) AT A
<br />MOISTURE CONTENT WITHIN 2 PERCENT BELOW TO 2 PERCENT ABOVE THE OPTIMUM.
<br />THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD
<br />FOOTINGS AT WALLS.
<br />THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION.
<br />IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALL TAKE PRECEDENCE OVER THE
<br />WAL-MART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS
<br />PREPARATION. THIS INFORMATION WAS TAKEN FROM A GEOTECHNICAL REPORT PREPARED BY AREHNA
<br />ENGINEERING, INC., DATED 4/29/2014. (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY AND IS NOT A
<br />CONSTRUCTION SPECIFICATION).
<br />1-32
<br />SPECIAL INSPECTIONS REQUIRED
<br />SPECIAL INSPECTIONS AS REQUIRED BY ENGINEER OF
<br />RECORD:
<br />PERIODIC SPECIAL INSPECTIONS:
<br />1. STEEL - REFER TO SPECIFICATION 05120
<br />2. STEEL JOISTS AND JOIST GIRDERS - REFER TO SPECIFICATION 05210
<br />3. STEEL DECK - REFER TO SPECIFICATION 05300
<br />4. CONCRETE - REFER TO SPECIFICATION 03310 AND 03312
<br />5. MASONRY - REFER TO SPECIFICATION 04200
<br />6. SOILS - VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE
<br />THE DESIGN BEARING CAPACITY
<br />CONTINUOUS SPECIAL INSPECTIONS:
<br />1. CONCRETE - REFER TO SPECIFICATION 03310 AND 03312
<br />2. MASONRY - REFER TO SPECIFICATION 04200
<br />3. POST -INSTALLED ANCHORS - REFER TO SPECIFICATION 05090
<br />DESIGN LOADS
<br />SPECIAL INSPECTIONS.
<br />NTS
<br />093011
<br />1. BUILDING CODE
<br />2014 FLORIDA BUILDING
<br />CODE
<br />2. GRAVITY LOADS
<br />A. ROOF DEAD LOADS
<br />MAX
<br />MIN
<br />-ROOFING INSULATION AND METAL DECK
<br />6 PSF
<br />3 PSF
<br />-JOISTS
<br />3 PSF
<br />2 PSF
<br />-MECH, ELEC, PLUMBING, SPRINKLERS AND MERCHANDISE
<br />6 PSF
<br />1 PSF
<br />TOTALS
<br />-------- ----------------------------------------
<br />15 PSF
<br />6 PSF
<br />B. LIVE LOADS
<br />1. ROOF
<br />20 PSF
<br />C. SNOW LOAD
<br />N/A
<br />3. LATERAL LOADS
<br />A. WIND LOADS
<br />1. BASIC WIND SPEED (3-SECOND GUST)
<br />-ULTIMATE WIND SPEED
<br />140 MPH
<br />-SERVICE WIND SPEED
<br />109 MPH
<br />2. RISK CATEGORY
<br />II
<br />3. WIND EXPOSURE CATEGORY
<br />C
<br />4. VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kh)
<br />0.87
<br />5. INTERNAL PRESSURE COEFFICIENT (GCpi)
<br />±0.18
<br />6. WIDTH OF EDGE ZONE FOR JOISTS (a)
<br />4.1 FT
<br />7. WIDTH OF EDGE ZONE FOR JOIST GIRDERS (2h)
<br />33 FT
<br />B. DESIGN WIND PRESSURE (SERVICE)
<br />(LOADS ALREADY INCLUDE 0.6 LOAD COMBINATION FACTOR
<br />IN ASCE 7-10, SECTION 2.4.1)
<br />1. EXTERIOR WALLS (BASED UPON 100 SQ FT)
<br />INTERIOR ZONE
<br />23.2 PSF
<br />CORNER ZONE
<br />26.0 PSF
<br />PARAPETS
<br />42.2 PSF
<br />2. ROOF UPLIFT (NET)
<br />JOIST GIRDER EDGE ZONE
<br />14.9 PSF
<br />JOIST CORNER ZONE
<br />23.4 PSF
<br />JOIST EDGE ZONE
<br />23.4 PSF
<br />JOIST INTERIOR ZONE
<br />18.8 PSF
<br />C. SEISMIC LOADS N/A
<br />1-10
<br />FOUNDATION SUBSURFACE PREPARATION -
<br />NTS D82611 1-11
<br />LEGEND
<br />000'-0" INDICATES TOP OF BOND BEAM
<br />ELEVATION AT ROOF BETWEEN
<br />CMU CONTROL JOINTS
<br />INDICATES MASONRY
<br />CONTROL JOINT
<br />ITEMS IN LEGEND MAY NOT OCCUR ON ALL PLANS
<br />LEGEND
<br />NTS
<br />073109
<br />ROOF TOP UNIT (RTU)
<br />INDICATES CONCENTRATED
<br />LOAD; REF 1-S2
<br />1-09
<br />ABBREVIATION LEGEND
<br />NOT ALL ABBREVIATIONS USED ON DRAWINGS
<br />ABBR
<br />DEFINITION
<br />ABBR
<br />DEFINITION
<br />AB
<br />ANCHOR BOLT
<br />LLH
<br />LONG LEG HORIZONTAL
<br />ACI
<br />AMERICAN CONCRETE INSTITUTE
<br />LLV
<br />LONG LEG VERTICAL
<br />AFF
<br />ABOVE FINISHED FLOOR
<br />LONG
<br />LONGITUDINAL
<br />AISC
<br />AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />MATL
<br />MATERIAL
<br />AISI
<br />AMERICAN IRON AND STEEL INSTITUTE
<br />MAX
<br />MAXIMUM
<br />ARCH
<br />ARCHITECTURAL
<br />MECH
<br />MECHANICAL
<br />ASTM
<br />AMERICAN SOCIETY FOR TESTING AND MATERIALS
<br />MFR
<br />MANUFACTURER
<br />AWS
<br />AMERICAN WELDING SOCIETY
<br />MIN
<br />MINIMUM
<br />BFF
<br />BELOW FINISHED FLOOR
<br />MISC
<br />MISCELLANEOUS
<br />BL
<br />BLOCK LINTEL
<br />MTL
<br />METAL
<br />BM
<br />BEAM
<br />NO
<br />NUMBER
<br />BO
<br />BOTTOM OF
<br />NS
<br />NEAR SIDE
<br />BOS
<br />BOTTOM OF STEEL
<br />NTS
<br />NOT TO SCALE
<br />BOT
<br />BOTTOM
<br />OC
<br />ON CENTER
<br />BRG
<br />BEARING
<br />OD
<br />OUTSIDE DIAMETER
<br />BTWN
<br />BETWEEN
<br />OH
<br />OPPOSITE HAND
<br />CJ
<br />CONTROL JOINT
<br />OPNG
<br />OPENING
<br />CL
<br />CENTER LINE
<br />PAF
<br />POWDER ACTUATED FASTENER
<br />CLR
<br />CLEAR
<br />PCF
<br />POUNDS PER CUBIC FOOT
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />PL
<br />PLATE
<br />COL
<br />COLUMN
<br />PLF
<br />POUNDS PER LINEAR FOOT
<br />CONC
<br />CONCRETE
<br />PMEJ
<br />PREMOLDED EXPANSION JOINT
<br />CONN
<br />CONNECTION
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />CONST
<br />CONSTRUCTION
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />CONT
<br />CONTINUOUS
<br />REF
<br />REFER TO
<br />DIA
<br />DIAMETER
<br />REINF
<br />REINFORCING
<br />EA
<br />EACH
<br />READ
<br />REQUIRED
<br />EIFS
<br />EXTERIOR INSULATION AND FINISH SYSTEM
<br />ROT
<br />ROTATE
<br />EJ
<br />EXPANSION JOINT
<br />RTU
<br />ROOF TOP UNIT
<br />EL
<br />ELEVATION
<br />SCHED
<br />SCHEDULE
<br />ELEC
<br />ELECTRICAL
<br />SDI
<br />STEEL DECK INSTITUTE
<br />EQ
<br />EQUAL
<br />SIM
<br />SIMILAR
<br />EW
<br />EACH WAY
<br />SJI
<br />STEEL JOIST INSTITUTE
<br />FDN
<br />FOUNDATION
<br />SPECS
<br />SPECIFICATIONS
<br />FF
<br />FINISHED FLOOR
<br />STL
<br />STEEL
<br />FS
<br />FAR SIDE
<br />STRUC
<br />STRUCTURAL
<br />FTG
<br />FOOTING
<br />T&B
<br />TOP AND BOTTOM
<br />GA
<br />GAGE
<br />THK
<br />THICKNESS
<br />GC
<br />GENERAL CONTRACTOR
<br />TO
<br />TOP OF
<br />GYP BD
<br />GYPSUM BOARD
<br />TOC
<br />TOP OF CONCRETE
<br />HORIZ
<br />HORIZONTAL
<br />TOF
<br />TOP OF FOOTING
<br />HSA
<br />HEADED STUD ANCHOR
<br />TOGB
<br />TOP OF GRADE BEAM
<br />HSS
<br />HOLLOW STRUCTURAL SHAPE
<br />TOM
<br />TOP OF MASONRY
<br />INFO
<br />INFORMATION
<br />TOS
<br />TOP OF STEEL
<br />ISO
<br />ISOLATION
<br />TRANS
<br />TRANSVERSE
<br />JBE
<br />JOIST BEARING ELEVATION
<br />TYP
<br />TYPICAL
<br />JST
<br />JOIST
<br />UNO
<br />UNLESS NOTED OTHERWISE
<br />JT
<br />JOINT
<br />VERT
<br />VERTICAL
<br />KSI
<br />KIPS PER SQUARE INCH
<br />W
<br />WIDTH
<br />DESIGN LOADSNTS 092509
<br />1-08 C2
<br />GENERAL NOTES
<br />1.0
<br />GENERAL ------------ ----------- -------------------- --------- ---
<br />1.1
<br />THE GENERAL CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS WITHIN ONE WEEK FROM THE START OF CONSTRUCTION DATE. THE
<br />GENERAL CONTRACTOR SHALL COORDINATE ALL FIELD MEASUREMENTS AND EXISTING CONDITIONS AND KNOWN COMPLICATIONS WITH THE
<br />WALMART CONSTRUCTION MANAGER AND MATERIAL SUPPLIERS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW AND
<br />APPROVAL PRIOR TO COMMENCING WORK.
<br />1.2
<br />STEEL FRAMING IS NON -SELF SUPPORTING AND REQUIRES INTERACTION WITH OTHER ELEMENTS NOT CLASSIFIED AS STRUCTURAL STEEL TO
<br />PROVIDE THE REQUIRED STABILITY AND RESISTANCE TO LATERAL FORCES.
<br />1.3
<br />THE STEEL FRAMING AND CMU WALLS SHALL BE TEMPORARILY BRACED UNTIL ALL STEEL BRACING, ROOF DECKS, AND CMU WALLS HAVE BEEN
<br />INSTALLED AND ALL CONNECTIONS BETWEEN THESE ELEMENTS HAVE BEEN MADE.
<br />1.4
<br />THE CONTRACTOR SHALL COORDINATE THE SIZE AND LOCATION OF PENETRATIONS THROUGH THE STRUCTURE FOR MECHANICAL, ELECTRICAL
<br />AND PLUMBING WORK.
<br />1.5
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING THE EXISTING BUILDING DURING CONSTRUCTION.
<br />1.6
<br />BUILDING COMPONENTS ABANDONED BY THE SCOPE OF WORK SHALL BE SECURED TO PREVENT FALLING, LOOSENING OR CREATING DAMAGE
<br />OF ANY KIND IN THE FUTURE.
<br />2.0
<br />FOUNDATIONS
<br />AND SLABS -ON -GRADE___________________________________
<br />2.1
<br />FOOTING DESIGNS ARE BASED ON A NET SOIL BEARING PRESSURE OF 2500 PSF. IF SUITABLE BEARING MATERIAL IS NOT ENCOUNTERED AT
<br />THE ELEVATION INDICATED ON THE DRAWINGS AS INDICATED BY A LICENSED GEOTECHNICAL ENGINEER, THE CONTRACTOR SHALL
<br />OVEREXCAVATE UNTIL SUITABLE BEARING MATERIAL IS ENCOUNTERED.
<br />2.2
<br />THE CONTRACTOR MUST READ THE SOILS REPORT AND BE THOROUGHLY FAMILIAR WITH SITE AND SUBGRADE INFORMATION GIVEN THEREIN.
<br />2.3
<br />THE BUILDING PAD WILL INCLUDE, BUT NOT BE LIMITED TO THAT WHICH IS PRESENTED IN THE "FOUNDATION SUBSURFACE PREPARATION"
<br />DESCRIPTION. THE "FOUNDATION SUBSURFACE PREPARATION" SHALL GOVERN OVER DISCREPANCIES OR OPTIONS NOTED IN THE SOILS REPORT.
<br />2.4
<br />EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH. MINIMUM BEARING DEPTH IS 18" BELOW ADJACENT FINISHED
<br />GRADE. THICKENED SLAB EDGES FOR STOOPS, ETC. SHALL BE 16 INCHES (UNO).
<br />2.5
<br />STANDARD PROCEDURES OF FROST PROTECTION FOR FOUNDATIONS AND EXCAVATIONS SHALL BE EMPLOYED FOR WINTER CONSTRUCTION.
<br />BACKFILLING OF EXCAVATIONS SHALL BE DONE AS SOON AS POSSIBLE TO PROTECT FOUNDATIONS FROM FROST.
<br />2.6
<br />SLABS -ON -GRADE ARE UNREINFORCED CONCRETE UNLESS NOTED OTHERWISE.
<br />2.7
<br />PROVIDE SAW CUT JOINTS AT 12'-0" OC MAXIMUM SPACING UNLESS NOTED OTHERWISE ON THE CONTRACT DRAWINGS.
<br />2.8
<br />PROVIDE (2) #4 BAR, 4'-0" LONG DIAGONALLY AT REENTRANT CORNERS IN TOP OF SLAB.
<br />2.9
<br />"CJ" INDICATES SAW CUT CONTRACTION JOINT IN SLAB -ON -GRADE, "CONST JT" INDICATES DOWELED CONSTRUCTION JOINT IN
<br />SLAB -ON -GRADE. REF SPECIFICATION SECTION 03312.
<br />2.10
<br />HORIZ BARS IN FOOTINGS AND STEM WALLS SHALL BE CONTINUOUS. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS UNO. REF
<br />"CORNER BAR REINF DETAIL".
<br />2.11
<br />FOUNDATION WALLS SHALL HAVE TEMPORARY BRACING BEFORE BACKFILL IS PLACED AGAINST THEM. TEMPORARY BRACING SHALL NOT BE
<br />REMOVED UNTIL WALL IS PERMANENTLY BRACED.
<br />2.12
<br />FOUNDATION PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER. PENETRATIONS SHALL BE THROUGH FOUNDATION
<br />STEMWALL OR 6" CLEAR BELOW FOOTING.
<br />3.0
<br />CONCRETE AND REINFORCING STEEL_____________________________________
<br />3.1
<br />MINIMUM COMPRESSIVE STRENGTH (F'c) AT THE END OF 28 DAYS SHALL BE AS FOLLOWS (REF SPECIFICATIONS):
<br />A. STRUCTURAL CAST -IN -PLACE CONCRETE 3,000 PSI SPECIFICATION SECTION 03310
<br />B. EXTERIOR CAST -IN -PLACE CONCRETE SLABS REF SPECS SPECIFICATION SECTION 03310
<br />C. INTERIOR CAST -IN -PLACE CONCRETE SLABS 3,500 PSI SPECIFICATION SECTION 03312
<br />FOR ALL OTHER CONCRETE PROPERTIES REFER TO SPECIFICATIONS.
<br />3.2
<br />REINFORCING STEEL SHALL MEET ASTM SPECIFICATION A 615, DEFORMED BAR, GRADE 60 OR ASTM SPECIFICATION A 706, DEFORMED BAR,
<br />GRADE 60.
<br />3.3
<br />REFER TO ACI 318 FOR CONCRETE COVER, ACI 315 FOR DETAILING PRACTICES AND FABRICATION, AND ACI 301 FOR STANDARD PRACTICE FOR
<br />MIXING AND PLACING CONCRETE.
<br />3.4
<br />LEAN CONCRETE - MIN 2 1/2 SACKS PORTLAND CEMENT PER CUBIC YARD.
<br />4.0
<br />STRUCTURAL STEEL_____________
<br />4.1
<br />STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM YIELD STRENGTH AND SPECIFICATIONS:
<br />STRUCTURAL STEEL YIELD ASTM SPECIFICATION
<br />A. WIDE FLANGE STEEL SHAPES: 50 KSI A 992
<br />B. SQUARE AND RECTANGULAR STEEL TUBING: 46 KSI A 500 GRADE B
<br />C. BARS, PLATES, CHANNELS, ANGLES, AND ANCHOR BOLTS: 36 KSI A 36 (UNO)
<br />D. HEADED STUD ANCHORS: 50 KSI A 108 (GRADE DESIGNATIONS 1010 TO 1020 INCLUSIVE)
<br />4.2
<br />BOLTS FOR STEEL BEAM AND COLUMN CONNECTIONS SHALL BE 3/4" DIAMETER ASTM A 325-N HIGH -STRENGTH BOLTS, UNO. ALL BOLTED
<br />CONNECTIONS ARE BEARING TYPE. ALL BOLTS SHALL BE TIGHTENED SNUG TIGHT, UNO.
<br />4.3
<br />WELDING SHALL MEET ANSI/AWS D1.1 STRUCTURAL WELDING CODE. ELECTRODES SHALL BE 70 KSI LOW HYDROGEN.
<br />4.4
<br />THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ADEQUACY OF CONNECTIONS THAT ARE NOT DESIGNED OR FULLY DETAILED ON
<br />THE CONTRACT DOCUMENTS.
<br />4.5
<br />PROVIDE DOUBLE NUTS AND DOUBLE WASHERS FOR STEEL COLUMN ANCHOR BOLTS TO ALLOW FOR ADJUSTMENT IN BASE PLATE ELEVATION.
<br />4.6
<br />PROVIDE 1 1/2 INCH NON -SHRINK GROUT UNDER BASE PLATE AFTER ERECTION.
<br />4.7
<br />PROVIDE L5x3x1/4 (LLV) FIELD -FABRICATED FRAME BETWEEN JOISTS AT OPENINGS IN ROOF GREATER THAN 10"x10", UNO, (INCLUDING ROOF
<br />DRAIN OPENINGS).
<br />5.0
<br />STEEL JOISTS______________________________________
<br />5.1
<br />HANGERS SUPPORTING MECHANICAL EQUIPMENT FROM JOIST CHORDS SHALL BE LOCATED WITHIN 3 INCHES OF JOIST PANEL POINTS OR JOIST
<br />SHALL BE REINFORCED PER "JOIST REINFORCING AT POINT LOADS" DETAIL. HANGER LOADS GREATER THAN 100 POUNDS SHALL NOT BE
<br />ATTACHED TO THE EDGE OF CHORD ANGLES AND SHALL BE CENTERED ON JOIST CHORD.
<br />5.2
<br />JOISTS SHALL RESIST THE NET UPLIFT PRESSURE ON ROOF SHOWN IN THE DESIGN LOADS.
<br />5.3
<br />SPECIAL JOISTS THAT REQUIRE SPECIFIC ORIENTATION SHALL BE TAGGED AT ONE END. DEFINE LOCATION OF TAGGED END ON ERECTION
<br />DRAWINGS.
<br />5.4
<br />DIAGONAL BRIDGING SHALL BE PROVIDED BETWEEN ADJACENT JOISTS WHENEVER BOTTOM CHORD HORIZONTAL BRIDGING IS DISCONTINUOUS.
<br />5.5
<br />JOIST MANUFACTURER SHALL DESIGN THE COMPRESSION CHORD OF ALL JOISTS SUPPORTING ROOF TOP UNITS, AND OTHER STRUCTURES FOR
<br />AN UNBRACED LENGTH APPLICABLE TO THE CONDITIONS AT THE PROJECT WHERE THE UNBRACED LENGTH IS GREATER THAN THE SJI MAXIMUM.
<br />6.0
<br />STEEL DECK_____________
<br />6.1
<br />ROOF DECK SHALL BE PAINTED TYPE "B" (WIDE RIB) THREE SPAN MIN AS SHOWN ON ROOF FRAMING PLAN. REFER TO THE "ROOF DIAPHRAGM
<br />CONNECTION DIAGRAM AND SCHEDULE" FOR ATTACHMENT PATTERN OPTIONS.
<br />6.2
<br />PROVIDE 2 LAYERS OF ROOF DECK WHERE SINGLE SPAN CONDITION EXISTS. MAKE DIAPHRAGM CONNECTIONS AFTER PLACEMENT OF BOTH
<br />LAYERS OF ROOF DECK.
<br />6.3
<br />WHEN THE ROOF DECK IS WELDED, WELDING RODS SHALL BE E 6022.
<br />7.0
<br />LIGHT
<br />GAGE STEEL FRAMING___________________________________
<br />7.1
<br />FOR 18 GAUGE AND LIGHTER FRAMING, CONNECTIONS SHALL BE MADE USING SELF -DRILLING, SELF -TAPPING SCREWS OR
<br />POWDER ACTUATED FASTENERS.
<br />7.2
<br />FOR 16 GAUGE AND HEAVIER FRAMING, CONNECTIONS SHALL BE MADE USING SELF -DRILLING SELF -TAPPING SCREWS, POWDER ACTUATED
<br />FASTENERS, OR BY WELDING AS INDICATED ON THE DRAWINGS.
<br />7.3
<br />SELF -DRILLING SELF -TAPPING SCREW OR POWDER ACTUATED FASTENER CONNECTIONS ARE NOT PERMITTED TO BE USED WHERE WELDED STUD
<br />CONNECTIONS ARE SHOWN ON THE DRAWINGS.
<br />7.4
<br />ALL 18 GAUGE AND LIGHTER FRAMING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. ALL 16 GAUGE AND HEAVIER FRAMING SHALL HAVE
<br />A MINIMUM YIELD STRENGTH OF 50 KSI.
<br />7.5
<br />WHERE DETAILED CONNECTIONS OCCUR AT BRIDGING HOLES, INSTALL 16 GA x V-0" TRACK OVER STUD WITH (4) #10 SELF -DRILLING SCREWS
<br />EACH LEG. CENTER TRACK ON CONNECTION.
<br />8.0
<br />MASONRY
<br />--- ---------------- -------------
<br />8.1
<br />CONCRETE MASONRY UNITS SHALL MEET ASTM SPECIFICATION C 90. THE SPECIFIED DESIGN COMPRESSIVE STRENGTH OF CONCRETE MASONRY
<br />(F'm) SHALL BE 2000 PSI. THE NET AREA COMPRESSIVE STRENGTH OF THE CONCRETE MASONRY UNITS SHALL BE 2800 PSI.
<br />8.2
<br />MORTAR SHALL BE A PREBLENDED DRY MIX CONFORMING TO ASTM C 1714 AND MEETING THE PROPERTY SPECIFICATIONS OF ASTM C 270
<br />TYPE "S" MORTAR. MASONRY CEMENT SHALL NOT BE USED FOR MORTAR.
<br />8.3
<br />GROUT SHALL MEET ASTM SPECIFICATION C 476 AND HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI.
<br />8.4
<br />GROUT SHALL BE MECHANICALLY CONSOLIDATED USING A VIBRATOR WITH A MAXIMUM 3/4" DIAMETER HEAD.
<br />8.5
<br />HORIZONTAL JOINT REINFORCEMENT SHALL BE LADDER TYPE, (REF SPECS). JOINT REINFORCEMENT SHALL BE SPACED AT 8" OC BELOW
<br />FINISHED FLOOR AND IN PARAPETS AND 16" OC ABOVE FINISH FLOOR.
<br />8.6
<br />CONCRETE MASONRY SHALL BE LAID IN RUNNING (COMMON) BOND.
<br />8.7
<br />CONCRETE MASONRY BELOW FINISHED FLOOR SHALL BE NORMAL WEIGHT UNITS AND SHALL HAVE ALL CELLS FULLY GROUTED. CONCRETE
<br />MASONRY ABOVE FINISHED FLOOR SHALL BE LIGHT WEIGHT OR NORMAL WEIGHT AND SHALL BE GROUTED ONLY AT REINFORCED CELLS AND
<br />BOND BEAMS, UNO.
<br />8.8
<br />INSTALL TEMPORARY BRACING AT ALL CMU WALLS. 00 NOT REMOVE TEMPORARY BRACING UNTIL WALL IS PERMANENTLY BRACED BY
<br />CONNECTION TO THE ROOF STRUCTURE.
<br />8.9
<br />REFER TO DETAILS FOR PRIMARY WALL REINFORCEMENT.
<br />8.10
<br />REFER TO CMU WALL REINFORCING DIAGRAM AND TYPICAL MASONRY WALL OPENING DIAGRAM AND SCHEDULE FOR ADDITIONAL REINFORCING AT
<br />OPENINGS, CONTROL JOINTS, CORNERS AND ENDS OF WALL PANELS.
<br />8.11
<br />REFER TO FOUNDATION AND FRAMING DETAILS, FOR ADDITIONAL BOND BEAM LOCATIONS AND EMBEDDED ITEMS.
<br />8.12
<br />PROVIDE HORIZONTAL REINFORCEMENT AS INDICATED IN THE CMU WALL REINFORCING DIAGRAM. USE OPEN KNOCK OUT BOND BEAM BLOCK.
<br />DO NOT USE TROUGH TYPE BLOCKS FOR BOND BEAMS. DO NOT CONTINUE BOND BEAM REINFORCING THROUGH CONTROL JOINTS, UNO.
<br />8.13
<br />MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTION. REF SPECIFICATION SECTION 04200 FOR REQUIREMENTS.
<br />8.14
<br />INSTALL EMBEDDED STEEL ITEMS FOR OVERHEAD DOORS IN GROUTED CELLS. COORDINATE LOCATIONS OF EMBEDDED ITEMS WITH OVERHEAD
<br />DOOR MANUFACTURER.
<br />9.0
<br />POST
<br />-INSTALLED ANCHORS______________________________________________________
<br />9.1
<br />POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN APPROVAL FROM
<br />ENGINEER OF RECORD PRIOR TO USING POST -INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS. REFER TO
<br />SPECIFICATION 05090 FOR ADDITIONAL INFORMATION.
<br />10.0
<br />SUBGRADE AND BASE
<br />10.1
<br />THE TESTING AGENCY SHALL VERIFY THE SUBGRADE IS COMPACTED TO THE OPTIMUM MAXIMUM DRY DENSITY AS SPECIFIED IN THE PAD
<br />PREPARATION, A QUALIFIED REPRESENTATIVE OF THE TESTING AGENCY SHALL WITNESS PROOF ROLLING OF THE SUBGRADE TO IDENTIFY
<br />UNACCEPTABLE AREAS OF THE BUILDING PAD. THE CONTRACTOR SHALL RECOMPACT OR REMOVE AND REPLACE SOFT AREAS AS DETERMINED
<br />TO BE UNACCEPTABLE BY THE TESTING AGENCY. THE TESTING AGENCY SHALL PROVIDE A REPORT TO THE OWNER,
<br />10.2
<br />THE TESTING AGENCY SHALL VERIFY THE AGGREGATE BASE IS COMPACTED TO THE OPTIMUM MAXIMUM DRY DENSITY AS SPECIFIED IN THE
<br />PAD PREPARATION JUST PRIOR TO PLACING THE SLAB. A QUALIFIED REPRESENTATIVE OF THE TESTING AGENCY SHALL WITNESS PROOF
<br />ROLLING OF THE SUBBASE TO IDENTIFY UNACCEPTABLE AREAS OF THE BUILDING PAD. THE CONTRACTOR SHALL REPAIR SOFT AREAS AS
<br />DIRECTED BY THE TESTING AGENCY. RUTTING DUE TO PROOF ROLLING DEEPER THAN 1/2 INCH IN THE SUBBASE SHALL BE UNACCEPTABLE,
<br />THE TESTING AGENCY SHALL PROVIDE A REPORT TO THE OWNER AND THE ENGINEER STATING THE SUBGRADE AND SUBBASE IS ACCEPTABLE.
<br />10.3
<br />NOTIFY IMMEDIATELY THE OWNER'S REPRESENTATIVE AND ENGINEER IF UNUSUAL SOIL CONDITIONS ARE FOUND.
<br />10.4
<br />PROTECT EXISTING STRUCTURES, UTILITIES, PROPERTY, ETC. RESTORE ALL ITEMS DAMAGED, AS REQUIRED BY OWNER'S REPRESENTATIVE, AT NO
<br />COST TO OWNER OR WITHOUT EXTENSION OF CONTRACT TIME.
<br />10.5
<br />DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE OF AREA.
<br />10.6
<br />DISPOSE OF EXCAVATED MATERIAL AS REQUIRED BY OWNER'S REPRESENTATIVE.
<br />GENERAL NOTES
<br />ABBREVIATION LIST ` % NTS 080913 1-31
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<br />ISSUE BLOCK
<br />/ l \ 12/04/15 REISSUE
<br />CHECKED BY:
<br />BJH
<br />DRAWN BY.
<br />CMP
<br />PROTO:
<br />LBA
<br />PROTO CYCLE:
<br />051514
<br />DOCUMENT DATE:
<br />120415
<br />JBA PROJ#:
<br />1435000706
<br />LIQUOR BOX
<br />GENERAL
<br />NOTES
<br />SHEET:
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