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GENERAL NOTES:
<br />1. BUILDING AND DESIGN CODES:
<br />A. 2020 FLORIDA BUILDING CODE
<br />B. AISC 360-16: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
<br />(1 5 EDITION STRUCTURAL STEEL MANUAL)
<br />C. S100-16: NORTH AMERICAN SPECIFICATION
<br />FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS
<br />D. AWS STRUCTURAL STEEL WELDING CODE, D1.1-2020
<br />E. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL
<br />CONCRETE
<br />F. ACI DETAILING MANUAL, 2004
<br />G. STRUCTURAL WELDED WIRE REINFORCEMENT MANUAL OF
<br />STANDARD PRACTICE, WIRE REINFORCEMENT INSTITUTE, 2011
<br />H. TMS 402 - 2016 BUILDING CODE FOR MASONRY STRUCTURES
<br />I. CRSI MANUAL OF STANDARD PRACTICE, 2009
<br />J. SDI RD - 2017 STANDARD FOR STEEL ROOF DECK
<br />2. DESIGN LOADS:
<br />A. LIVE LOADS:
<br />UNIFORM
<br />ROOF
<br />20 PSF
<br />SLAB ON GRADE
<br />100 PSF
<br />LIVE LOAD REDUCTION ON SUPPORTING
<br />ELEMENTS IN ACCORDANCE WITH,
<br />BUILDING CODE
<br />B. DEAD LOADS:
<br />ROOF DEAD LOAD
<br />12 PSF
<br />C. WIND LOADS:
<br />3 SECOND GUST WIND SPEED:
<br />Vult = 138 MPH (Vasd = 107 MPH)
<br />EXPOSURE:
<br />C
<br />RISK CATEGORY:
<br />II
<br />D. SEISMIC LOADS:
<br />SEISMIC IMPORTANCE FACTOR: 1.00
<br />OCCUPANCY CATEGORY: II
<br />Ss: SPECTRAL ACC FOR SHORT PERIOD = 0.058g
<br />Si: SPECTRAL ACC FOR 1 SECOND PERIOD = 0.032g
<br />SITE CLASS D
<br />SDS: DESIGN SPECTRAL ACC FOR SHORT PERIOD= 0.062g
<br />SDI: DESIGN SPECTRAL ACC FOR 1 SECOND PERIOD= 0.51 g
<br />SEISMIC DESIGN CATEGORY A
<br />Fa = 1.6
<br />Fv = 2.4
<br />BASIC SEISMIC FORCE RESISTING SYSTEM: STRUCTURAL STEEL NOT
<br />SPECIFCALLY DETAILED FOR SEISMIC RESISTANCE
<br />DESIGN BASE SHEAR = 2.4 KIPS
<br />Cs = 0.01
<br />R = 3.0
<br />SEISMIC DESIGN PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />:M101190751 toy-3 .
<br />Ce: EXPOSURE FACTOR = 1.0
<br />Cr: THERMAL FACTOR = 1.0
<br />Pg = GROUND SNOW LOAD = 0 PSF
<br />F. ADDITIONAL DESIGN LOADS (ASD) INDICATED ON STRUCTURAL
<br />DRAWINGS SHALL BE IDENTIFIED AS FOLLOWS:
<br />DL = DEAD LOAD
<br />LL = LIVE LOAD
<br />WL = WIND LOAD
<br />EL = SEISMIC LOAD
<br />3. GENERAL REQUIREMENTS:
<br />A. SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED
<br />IN CONJUNCTION WITH THE DRAWINGS.
<br />B. VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK OR
<br />FABRICATING MATERIALS. NOTIFY A/E OF DISCREPANCIES BEFORE PROCEEDING WITH
<br />ANY PHASE OF WORK.
<br />C. VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES,
<br />DEPRESSIONS, PADS, AND WALL OPENINGS.
<br />D. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.
<br />E. DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS
<br />OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY
<br />DETAILED. SUCH DETAILS APPLY WHETHER OR NOT DETAILS ARE REFERENCED AT EACH
<br />LOCATION. NOTIFY ENGINEER OF CONFLICTS REGARDING APPLICABILITY OF
<br />"TYPICAL DETAILS".
<br />F. DO NOT LOAD THE SLAB ON GRADE OR SUPPORTED SLAB WITH ERECTION CRANES OR
<br />ERECTION EQUIPMENT. THE SLABS HAVE NOT BEEN DESIGNED FOR CRANE LOADS AND
<br />WILL REQUIRE AN INCREASE IN THICKNESS AND/OR REINFORCEMENT. OBTAIN A/E
<br />APPROVAL ON PROPOSED CRANE SUPPORT PLAN FOR SLABS PRIOR TO COMMENCING WORK.
<br />G. DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED
<br />FLOORS/ROOFS IN EXCESS OF 80 PERCENT OF LIVE LOAD. GENERAL CONTRACTOR WILL
<br />ENSURE THAT ALL SUB -CONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS.
<br />AVOID IMPACT WHEN PLACING MATERIALS ON POURED OR ERECTED FLOORS OR ROOF.
<br />H. THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE
<br />CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION.
<br />PROVIDE ALL MEASURES REQUIRED TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER
<br />PERSONS DURING CONSTRUCTION; INCLUDING BRACING, SHORING FOR CONSTRUCTION
<br />EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING, SHORING OF
<br />RETAINING WALLS AND OTHER TEMPORARY SUPPORTS AS REQUIRED. COMPLY WITH
<br />APPLICABLE REQUIREMENTS OF OSHA AND OTHER GOVERNING BODIES HAVING
<br />JURISDICTION AT THE SITE.
<br />1. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE
<br />ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED OPENINGS AND PROVIDE
<br />FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT,
<br />VERIFY SIZE AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR.
<br />DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE
<br />APPROVED PRIOR TO IMPLEMENTING THE CHANGES.
<br />J. LOADINGS FOR MECHANICAL EQUIPMENT ARE BASED ON THE UNITS SHOWN ON THE
<br />MECHANICAL DRAWINGS. ANY CHANGES IN TYPE, SIZE, OR NUMBER OF PIECES OF
<br />EQUIPMENT SHALL BE REPORTED TO THE ARCHITECT FOR VERIFICATION OF THE
<br />ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.
<br />K. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS
<br />OF ALL SLAB DEPRESSIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL
<br />SECTIONS WITH ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY
<br />TO THE ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS.
<br />FOUNDATION:
<br />FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL ENGINEERING REPORT ENTITLED
<br />"GEOTECHNICAL EXPLORATION" DOLLAR GENERAL ZEPHYRHILLS NEC OF US 301 & C AVENUE,
<br />ZEPHYRHILLS, FLORIDA PREPARED BY UNIVERSAL ENGINEERING SCIENCES DATED FEBRUARY 25,
<br />2021
<br />1. CONTRACTOR TO PROVIDE FOUNDATION & FOOTING AS REQUIRED FOR PYLON SIGN OR
<br />MONUMENTAL SIGN REF. SPECIFICATIONS
<br />2. COORDINATE STRUCTURAL PLANS AND DETAILS WITH REQUIREMENTS OF GEOTECHNICAL
<br />REPORT FOOTING DESIGN IS BASED ON 2500 PSF SOIL BEARING PRESSURE.
<br />3. CONTRACTOR SHALL TREAT SOIL BELOW SLAB FOR TERMITES PER 2020 FBC SECTION
<br />18164.
<br />4. REFER TO THE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR GENERAL REQUIREMENTS
<br />OF EARTHWORK, OVEREXCAVATION, SUBGRADE PREPARATION, FILL AND COMPACTION,
<br />WATERPROOFING AND OTHER PERTINENT REQUIREMENTS AND INFORMATION. IF THERE IS
<br />A CONFLICT BETWEEN GEOTECHNICAL REPORT AND STRUCTURAL PLANS THEN THE MORE
<br />STRINGENT CRITERIA SHALL APPLY UNLESS OTHERWISE DIRECTED BY AN RFI.
<br />5. PROTECT PIPES AND CONDUITS RUNNING THROUGH WALLS AND SLABS WITH 1/2 INCH
<br />EXPANSION MATERIAL. LOWER CONTINUOUS FOOTINGS AND GRADE BEAMS PERPENDICULAR
<br />TO PIPE RUNS TO ALLOW PIPES TO PASS ABOVE THE FOOTINGS OR THROUGH THE GRADE
<br />BEAMS. ALTERNATIVELY, PROVIDE A CONCRETE JACKET IF PIPES ARE LOW ENOUGH TO
<br />BE PLACED BELOW THE FOOTINGS AND GRADE BEAMS. LOWER FOOTINGS AND GRADE BEAMS
<br />PARALLEL TO PIPE RUNS TO AVOID SURCHARGE ONTO ADJACENT TRENCH EXCAVATIONS.
<br />6. MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED.
<br />7. ARRANGE FOR OWNER'S INDEPENDENT TESTING AGENCY TO MONITOR CUT AND FILL
<br />OPERATIONS AND PERFORM FIELD DENSITY AND MOISTURE CONTENT TESTS TO VERIFY
<br />COMPACTION AND APPROVE FOOTING SUBGRADES PRIOR TO PLACING CONCRETE.
<br />8. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER, FROST,
<br />OR ICE.
<br />9. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF
<br />AWAY FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF NEAR THE
<br />STRUCTURES.
<br />PAD PREPARATION:
<br />RE: GEOTECH REPORT
<br />1 . PROVIDE BATCH MIXING, TRANSPORTATION, PLACING AND CURING OF CONCRETE IN
<br />ACCORDANCE WITH RECOMMENDATIONS OF ACI 301 AND ACI 318. USE ASTM C 150
<br />CEMENT UNLESS NOTED OTHERWISE. PROVIDE ADMIXTURES AND SPECIAL REQUIREMENTS
<br />AS SPECIFIED.
<br />A. COMPLY WITH ACI 301 REQUIREMENTS FOR CONCRETE MIXTURES.
<br />B. CONCRETE MIX DESIGN(S) SHALL BE PROPORTIONED ACCORDING TO ACI
<br />301, FOR NORMAL -WEIGHT CONCRETE DETERMINED BY EITHER LABORATORY
<br />TRIAL MIX OR FIELD TEST DATA AS FOLLOWS:
<br />1. COMPRESSIVE STRENGTH (28 DAYS): 4000PSI (27.6MPA), WITH A
<br />MAXIMUM WATER/CEMENT RATIO OF .53, UNLESS OTHERWISE INDICATED
<br />ON THE DRAWINGS. CONCRETE MATERIALS INCLUDED IN THE MIX
<br />DESIGN SHALL BE THE SAME MATERIALS PROVIDED TO THE PROJECT,
<br />AND SHALL BE PREPARED BY AN INDEPENDENT TESTING LABORATORY
<br />APPROVED BY THE OWNER. IF SUFFICIENT BACKUP DATA IS NOT
<br />AVAILABLE, THE LABORATORY MIX DESIGN SHALL EXCEED THE DESIRED
<br />JOB STRENGTH OF CONCRETE BY 1,200PSI. FOUR COPIES OF THE MIX
<br />DESIGN SHALL BE SUBMITTED TO THE OWNER BEFORE CONCRETE
<br />WORK BEGINS.
<br />2. SLUMP: CONCRETE CONTAINING MID OR HIGH RANGE WATER REDUCER
<br />SHALL HAVE A MAXIMUM SLUMP OF 5'/" FOR THE INTERIOR SALES FLOOR
<br />SLAB AND 8" (200 MM) FOR OTHER AREAS. ALL OTHER CONCRETE SHALL
<br />NOT EXCEED 4 INCHES (100 MM UNLESS OTHERWISE INDICATED ON THE
<br />DRAWINGS.
<br />3. ADJUSTMENT TO CONCRETE MIXES: MIX DESIGN ADJUSTMENTS MAY BE
<br />REQUESTED BY GENERAL CONTRACTOR WHEN CHARACTERISTICS OF
<br />MATERIALS, JOB CONDITIONS, WEATHER, TEST RESULTS OR OTHER
<br />CIRCUMSTANCES WARRANT; AT NO ADDITIONAL COST TO OWNER AND AS
<br />ACCEPTED BY OWNER. LABORATORY TEST DATA FOR REVISED MIX DESIGN
<br />AND STRENGTH RESULTS MUST BE SUBMITTED TO AND ACCEPTED BY
<br />OWNER BEFORE USING IN WORK. BOTH THE CONCRETE TESTING AND
<br />INSPECTION AGENCY AND THE CONCRETE CONTRACTOR SHALL SATISFY
<br />THEMSELVES THAT THE CONCRETE MIX DESIGN WILL PRODUCE A
<br />CONCRETE WHICH WILL MEET THE SPECIFICATIONS FOR THIS PROJECT.
<br />IN ADDITION, THE GENERAL CONTRACTOR AND CONCRETE CONTRACTOR
<br />SHALL VERIFY THAT THE WORKABILITY, FINISHABILITY AND SETTING TIMES
<br />ARE APPROPRIATE FOR SLAB INSTALLATIONS. PLACEMENT SHALL BE MADE
<br />DIRECTLY FROM CONCRETE TRUCKS BY CHUTE. IF PUMPING OF THE
<br />CONCRETE IS CONTEMPLATED FOR ANY SPECIAL LOCATIONS, THE
<br />PROPORTIONS ESTABLISHED ABOVE SHALL NOT BE ALTERED TO SUIT THE
<br />CAPABILITIES OF THE PUMPING EQUIPMENT. FOR CONCRETE CONTAINING
<br />MACRO -SYNTHETIC FIBERS, ADJUSTMENTS REQUIRED TO PROVIDE
<br />REQUIRED PLACEMENT CONDITIONS MAY WARRANT USE OF ADDITIONAL
<br />WATER REDUCER. NO ADDITIONAL WATER IS PERMITTED INTO CONCRETE
<br />MIXTURE AFTER ADDITION OF MACRO -SYNTHETIC FIBERS.
<br />4. INTERIOR CONCRETE SALES FLOOR: CONCRETE SHALL BE DESIGNED TO
<br />MEET 4000 PSI COMPRESSIVE STRENGTH @ 28 DAYS AND EXHIBIT < 0.04%
<br />SHRINKAGE @ 28 DAYS. THE MIX SHALL CONTAIN APPROXIMATELY 12 CUBIC
<br />FEET OF #467 AGGREGATE (1-1/2" TOP SIZE), THE SPECIFIED WATER
<br />REDUCING ADMIXTURE AND ACHIEVE A W/CM RATIO OF 0.53 (MAX.).
<br />CONCRETE SHALL BE NON AIR -ENTRAINED AND IN NO CASE SHALL THE
<br />CONCRETE BE DESIGNED FOR LESS THAN 4000 PSI (27.6MPA) @ 28 DAYS.
<br />PROPOSED MIX DESIGN SHALL BE SIMILAR TO THE FOLLOWING
<br />PROTOTYPE MIX:
<br />MATERIALS MIX AMOUNTS
<br />CEMENT 517-564LBS.
<br />FLY ASH/SLAG PROHIBITED
<br />COARSE AGGREGATE 12 CUBIC FEET +/- .50 (#467 STONE)
<br />FINE AGGREGATE 7 CUBIC FEET +/- (ADJUST
<br />AS NECESSARY)
<br />WATER CONTENT 250 - 300LBS.
<br />AIR CONTENT (ENTRAPPED AIR ONLY) 3.0% (MAX.)
<br />W/CM 0.53 (MAX.)
<br />WATER REDUCER (TYPE A/F) 30Z.-10OZ./100WT +/- (MID RANGE
<br />PREFERRED)
<br />INITIAL SLUMP (WATER) 3"
<br />FINAL SLUMP (WITH WATER REDUCER) 5.5" (MAX)
<br />SHRINKAGE <0.04% @ 28 DAYS
<br />2. PREPARE AND SUBMIT MIXTURES FOR EACH CLASS OF CONCRETE ON THE BASIS OF
<br />LABORATORY TRIAL MIXTURES OR FIELD TEST DATA FOR REVIEW AND APPROVAL BY
<br />THE STRUCTURAL ENGINEER
<br />3. PROVIDE CONSTRUCTION AND CONTROL JOINTS AS INDICATED ON DRAWINGS. HORIZONTAL
<br />CONSTRUCTION JOINTS ARE NOT ALLOWED UNLESS SPECIFICALLY NOTED OR APPROVED BY
<br />STRUCTURAL ENGINEER. NOTIFY STRUCTURAL ENGINEER OF PROPOSED CONSTRUCTION JOINT
<br />OR CONTROL JOINT LOCATIONS THAT ARE DIFFERENT OR IN ADDITION TO JOINTS INDICATED
<br />ON DRAWINGS.
<br />4. CHAMFER EXPOSED EDGES 3/4 INCH UNLESS OTHERWISE NOTED.
<br />5. WIRE BRUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING NEW CONCRETE.
<br />CONCRETE CONT:
<br />STRUCTURAL STEEL:
<br />1 .
<br />DESIGN, DETAIL AND ERECT STRUCTURAL STEEL ELEMENTS IN ACCORDANCE WITH THE
<br />6.
<br />REFERENCE THE APPROPRIATE DISCIPLINE DRAWINGS FOR SUBSLAB PIPING, FLOOR DRAINS
<br />FOLLOWING:
<br />AND SLAB AND WALL PENETRATIONS.
<br />A. AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL
<br />STEEL FOR BUILDINGS.
<br />7.
<br />AIR ENTRAINING ADMIXTURE MANYFACTURER SHALL PROVIDE WRITTEN CERTIFICATION
<br />B. AISC MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRENGTH DESIGN.
<br />THAT THE AIR -ENTRAINING ADMIXTURE IS COMPATIBLE WITH OTHER REQUIRED ADMIXTURES
<br />C. AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
<br />ALL EXTERIOR SLABS SHALL BE ENTRAINED (4%-6%). AIR-ENTRAING SHALL NOT BE USED IN
<br />D. AWS STRUCTURAL WELDING CODE, D1 .1.
<br />INTERIOR CONCRETE.
<br />2.
<br />PROVIDE STRUCTURAL STEEL OF THE FOLLOWING ASTM DESIGNATIONS UNLESS OTHERWISE
<br />8.
<br />COMPLY WITH RECOMMENDATIONS IN ACI 302.1 R FOR SCREEDING, RESTRAIGHTENING AND
<br />NOTED:
<br />FINISHING OPERATIONS FOR CONCRETE SURFACES. DO NOT WET CONCRETE.
<br />A. STRUCTURAL STEEL WIDE FLANGE SHAPES: ASTM A 992
<br />B. EDGE ANGLES, BENT PLATES, HANGERS AND BRACES: ASTM A 36
<br />A. INTERIOR FLOOR SLABS: MACHINE TROWEL FINISH
<br />C. STRUCTURAL PIPE: ASTM A 53, GRADE B, TYPE E OR S
<br />B. EXTERIOR SLABS: LIGHT FLEXIBLE BRISTLE BROOM FINISH
<br />D. HOLLOW STRUCTURAL SHAPES: ASTM A 500, GRADE C
<br />E. BASE PLATES AND MISCELLANEOUS STEEL PLATES: ASTM A 36
<br />REINFORCING STEEL:
<br />F. ANCHOR RODS: ASTM F 1554, GRADE 36
<br />1.
<br />PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES
<br />3.
<br />CONNECTION MATERIALS:
<br />IN ACCORDANCE WITH ACI 315 AND ACI 318.
<br />A. BEAM -COLUMN STIFFENER PLATES AND DOUBLER PLATES TO MATCH THE GRADE STEEL
<br />OF STRUCTURAL ELEMENT
<br />2.
<br />PROVIDE NEW BILLET STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A 615,
<br />B. HIGH STRENGTH BOLTS (SLIP CRITICAL JOINTS FOR ALL BRACES WHERE SPECIFIED):
<br />GRADE 60 DEFORMED.
<br />ASTM A 325
<br />C. HARDENED STEEL WASHERS: ASTM F 436
<br />3.
<br />COORDINATE PLACEMENT OF CAST -IN -PLACE EMBEDS AND ANCHOR RODS. SET ANCHOR
<br />RODS WITH A TEMPLATE. SECURELY ATTACH EMBED ITEMS TO FORMWORK OR REINFORCING.
<br />4.
<br />WELD MINIMUM SIZE AND STRENGTH:
<br />A. PROVIDE MINIMUM SIZE OF FILLET WELDS AS SPECIFIED IN TABLE J2.4 OF THE AISC
<br />4.
<br />PROVIDE CLASS "B" REINFORCEMENT SPLICES FOR CONTINUOUS REINFORCEMENT. PROVIDE
<br />MANUAL.
<br />STANDARD 90-DEGREE HOOKS IN ACCORDANCE WITH ACI 318, UNLESS OTHERWISE NOTED.
<br />B. PROVIDE MINIMUM EFFECTIVE THROAT THICKNESS OF PARTIAL PENETRATION GROOVE
<br />WELDS AS SPECIFIED IN TABLE J2.3 OF THE AISC MANUAL.
<br />5.
<br />MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING STEEL UNLESS
<br />C. DEVELOP THE FULL TENSILE STRENGTH OF THE MEMBER ELEMENT JOINED ON ALL SHOP
<br />OTHERWISE NOTED:
<br />AND FIELD WELDS UNLESS OTHERWISE NOTED ON THE DRAWINGS.
<br />A. CONCRETE CAST AGAINST EARTH: 3 INCHES
<br />D. WHERE CONNECTIONS ARE NOTED ON DRAWINGS AS MOMENT CONNECTIONS, PROVIDE
<br />B. CONCRETE EXPOSED TO WEATHER
<br />WELDS TO DEVELOP FULL FLEXURAL CAPACITY OF THE LESSER MEMBER.
<br />NO. 6 AND LARGER: 2 INCHES
<br />E. PROVIDE ELECTRODES FOR FIELD OR SHOP WELDING THAT CONFORM TO ASTM A 233
<br />NO. 5 AND SMALLER: 1 1/2 INCHES
<br />(CLASS 70).
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:
<br />F. ALL WELDS ARE CONTINUOUS FOR THE FULL LENGTH OF THE CONNECTION UNLESS
<br />SLABS AND WALLS
<br />OTHERWISE NOTED ON DRAWINGS.
<br />1/2
<br />NO. 14 AND NO. 1 8: 1 1/2 INCHES
<br />NO. 1 1 AND SMALLER: INCHES
<br />5.
<br />PROVIDE MINIMUM OF TWO BOLTS PER CONNECTION. PROVIDE MINIMUM BOLT DIAMETER OF
<br />3/4 INCH.
<br />6.
<br />DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR
<br />APPROVED BY STRUCTURAL ENGINEER,
<br />6.
<br />PROVIDE BOLTS, NUTS AND WASHERS THAT ARE HOT DIP GALVANIZED ACCORDING TO ASTM
<br />A 153, CLASS C WHEN USED TO CONNECT STEEL ELEMENTS THAT ARE HOT DIP GALVANIZED
<br />7.
<br />WHEN SPECIFICALLY APPROVED, PROVIDE WELDED REINFORCEMENT IN ACCORDANCE WITH
<br />AFTER FABRICATION.
<br />ASTM A 706 GRADE 60. USE LOW HYDROGEN ELECTRODES FOR WELDING OF REINFORCEMENT
<br />7
<br />PROVIDE SIMPLE SHEAR CONNECTIONS FOR STEEL CONNECTIONS NOT SPECIFIED OTHERWISE
<br />IN CONFORMANCE WITH "RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL",
<br />UTILIZING HIGH STRENGTH BEARING BOLTS IN SINGLE OR DOUBLE SHEAR. PROVIDE DOUBLE
<br />AMERICAN WELDING SOCIETY, AWS D12.1. PROVIDE ASTM GRADE 40 REINFORCING BARS
<br />ANGLE OR SINGLE PLATE SHEAR TAB BOLTED CONNECTIONS.
<br />WHERE DETAILED BARS ARE TO BE WELDED TO A STEEL SECTION.
<br />A. UNLESS LARGER REACTION IS SHOWN ON DRAWINGS, PROVIDE MINIMUM DESIGN FORCES
<br />8.
<br />WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN REINFORCING.
<br />AS FOLLOWS:
<br />1. NONCOMPOSITE BEAMS: BEAM -TO -BEAM OR BEAM -TO -COLUMN CONNECTION TO
<br />9.
<br />PROVIDE CONTINUOUS HORIZONTAL WALL REINFORCEMENT WITH 90-DEGREE BENDS AND
<br />DEVELOP THE REACTION OF CONNECTED BEAM. OBTAIN END REACTION FROM
<br />EXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL BAR PLACING DETAILS.
<br />ALLOWABLE UNIFORM LOAD TABLES IN PART 2 OF THE AISC MANUAL OF STEEL
<br />CONSTRUCTION.
<br />10.
<br />WHEN SHOWN ON DRAWINGS PROVIDE FIBRILLATED POLYPROPYLENE FIBERS ENGINEERED
<br />AND DESIGNED FOR USE IN CONCRETE COMPLYING WITH ASTM C1 116, TYPE III, 1/2 TO
<br />8.
<br />ADD TO REACTIONS LISTED ABOVE, LOADS OR REACTIONS OF MEMBERS SUPPORTED BY
<br />1 1/2 INCHES LONG.
<br />BEAM WITHIN THREE FEET OF BEAM END AND VERTICAL COMPONENTS OF FORCES IN
<br />BRACE MEMBERS FRAMING INTO BEAM.
<br />w A A C- !1 w 1 rl %/-
<br />1. REINFORCED MASONRY WORK AND MATERIALS TO BE IN ACCORDANCE WITH THE BUILDING
<br />CODE FOR MASONRY STRUCTURES: TMS 402.
<br />2. REINFORCED MASONRY TO CONFORM TO THE SPECIFICATIONS FOR MASONRY STRUCTURES
<br />TMS 602 -2016 (WITH THE EXCEPTIONS NOTED IN JOB SPECIFICATIONS.
<br />3. PROVIDE CONCRETE MASONRY UNITS (CMU) OF NORMAL WEIGHT (125 PCF MINIMUM),
<br />GRADE N, TYPE I OR II, CONFORMING TO LATEST EDITION OF ASTM C 90.
<br />LAY UNITS IN RUNNING BOND UNLESS OTHERWISE NOTED.
<br />4. PROVIDE MASONRY ASSEMBLAGES WITH MINIMUM PRISM STRENGTH (fm) OF 2,000 PSI,
<br />TESTED IN ACCORDANCE WITH ASTM C 140.
<br />5. PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE ASTM C 426 LIMITS FOR DRYING
<br />SHRINKAGE OF CONCRETE BLOCKS.
<br />6. PROVIDE VERTICAL REINFORCEMENT IN CMU WALLS AS SHOWN IN DRAWINGS. FILL THE
<br />REINFORCED CELLS SOLID WITH GROUT. MAXIMUM HEIGHT OF GROUT POURS TO BE AS
<br />PER THE SPECIFICATION FOR MASONRY STRUCTURES TABLE NO. 7. UNTIL WALL IS
<br />PERMANENTLY BRACED BY ROOF.
<br />7. LAY HOLLOW UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE
<br />SHELLS. PROVIDE FULL MORTAR COVERAGE FOR WEBS WHEN ADJACENT TO GROUTED CELLS.
<br />8. ALIGN VERTICAL CELLS TO BE FILLED WITH GROUT TO PROVIDE CONTINUOUS UNOBSTRUCTED
<br />VERTICAL CELLS. REMOVE OVERHANGING MORTAR OR OTHER OBSTRUCTION AND DEBRIS FROM
<br />THE INSIDES OF CELL WALLS. PROVIDE GROUT WITH 8 INCH SLUMP AND CONSOLIDATE BY
<br />MEANS OF HAND TAMPING TO ENSURE COMPLETE FILLING OF CELLS.
<br />9. INSTALL ANCHORS, ACCESSORIES, AND OTHER ITEMS TO BE BUILT IN AS WORK PROGRESSES.
<br />10. PERFORM CUTTING AND FITTING OF MASONRY WITH MASONRY SAWS PROVIDING CUT
<br />FINISHED UNITS.
<br />11. CELLS AT OR BELOW FINISHED GRADE ARE TO BE GROUTED SOLID.
<br />12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, DO NOT SLOPE
<br />DOWEL MORE THAN ONE HORIZONTAL TO SIX VERTICAL.
<br />13. WALL SHALL RECEIVE TEMPORARY BRACING. TEMPORARY BRACING SHALL NOT BE REMOVED
<br />UNTIL WALL IS PERMANENTLY BRACED BY ROOF.
<br />14. SPECIAL INSPECTION IS REQUIRED AS FOLLOWS:
<br />A. DURING PREPARATION OF REQUIRED PRISMS OR TEST SPECIMENS.
<br />B. DURING THE LAYING OF MASONRY UNITS.
<br />C. DURING PLACEMENT OF REINFORCING STEEL.
<br />D. FOR GROUT SPACES PRIOR TO CLOSING OF CLEANOUTS AND GROUTING.
<br />E. DURING ALL GROUTING OPERATIONS.
<br />FORWARD INSPECTION RESULTS TO THE ENGINEER OF RECORD.
<br />15. GROUT FILL CORES SHALL CONFORM TO ASTM C478 WITH A
<br />MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI IN 28 DAYS.
<br />16. MORTAR SHALL COMFORM TO ASTM C270
<br />A. MASONRY BELOW GRADE: TYPE M MORTAR
<br />B. EXTERIOR ABOVE GRADE MASONRY: TYPE S MORTAR
<br />17. GALVANIZED HORIZONTAL REINFORCEMENT SHALL HAVE W1.7 (9 GAGE) SIDE AND CROSS
<br />RODS SPACED 16" ON CENTER. LAP REINFORCEMENT 7".
<br />9. BRACE CONNECTIONS SHALL BE IN ACCORDANCE WITH THE DETAILS SHOWN ON THE
<br />DRAWINGS. ANGLE SIZES, PLATE SIZES, AND SIZE AND LENGTHS OF WELDS SHALL BE
<br />DESIGNED IN ACCORDANCE WITH THE FOLLOWING:
<br />A. DESIGN CONNECTIONS OF DIAGONAL MEMBERS TO DEVELOP THE LOADS SHOWN ON
<br />THE BRACE DETAILS.
<br />B. WHERE FORCES ARE NOT INDICATED ON THE DETAILS, DESIGN CONNECTIONS OF
<br />DIAGONAL MEMBERS TO DEVELOP THE FULL TENSILE CAPACITY OF THE DIAGONAL
<br />MEMBER.
<br />C. SIZE GUSSET PLATES AND ALL WELDS TO RESIST THE FORCE OF THE DIAGONAL
<br />MEMBERS. PLATES AND WELDS SHALL BE SIZED FOR TENSIONS, SHEARS, AND
<br />MOMENTS CAUSED BY CONCENTRIC AND ECCENTRIC FORCES.
<br />D. ALL BRACE CONNECTIONS SHALL USE WELDS OR FULLY TENSIONED A325 CLASS
<br />A SLIP CRITICAL BOLTS.
<br />10. STEEL FABRICATION:
<br />A. FABRICATE AND ASSEMBLE STRUCTURAL MEMBERS/ASSEMBLIES IN SHOP TO
<br />GREATEST EXTENT POSSIBLE.
<br />B. CAMBER OF STRUCTURAL STEEL MEMBERS IS INDICATED ON THE DRAWINGS.
<br />WHERE POSSIBLE, CAMBER OF BEAMS TO BE APPLIED BY COLD BEND PROCESS.
<br />CAMBER INDICATED ON DRAWINGS IS INTENDED TO BE FINAL CAMBER AT TIME
<br />OF ERECTION, AND WITHIN A TOLERANCE OF MINUS ZERO TO PLUS ONE -EIGHTH
<br />INCH FOR EACH TEN FEET OF MEMBER LENGTH.
<br />C. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR
<br />APPROVAL BY THE A/E.
<br />D. BE RESPONSIBLE FOR ALL ERRORS OF DETAILING ON THE SHOP DRAWINGS,
<br />ERRORS IN FABRICATION, AND THE CORRECT FITTING OF STRUCTURAL STEEL
<br />MEMBERS.
<br />E. CONFORM TO THE AISC CODE OF STANDARD PRACTICE, FOR ERECTION TOLERANCES.
<br />FIELD MODIFICATION TO STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR
<br />APPROVAL BY THE A/E.
<br />F. CLEAN STEEL OF RUST, LOOSE MILL SCALE AND OTHER FOREIGN MATERIALS
<br />WHERE REQUIRED FOR FABRICATION, FITTING UP, OR WELDING.
<br />G. DO NOT CUT STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES
<br />WITHOUT PRIOR REVIEW AND APPROVAL OF THE A/E.
<br />11. HOT DIP GALVANIZE AFTER FABRICATION ALL STRUCTURAL STEEL AND THEIR CONNECTIONS
<br />PERMANENTLY EXPOSED TO THE OUTSIDE. ITEMS INCLUDED BUT NOT LIMITED TO:
<br />A. SHELF ANGLES.
<br />B. PARAPET WALL SUPPORTING MEMBERS
<br />C. EMBEDDED PLATES IN CONCRETE
<br />D. BUILDING CLADDING SUPPORT STEEL
<br />E. EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMS THAT
<br />REQUIRE HOT DIPPED GALVANIZATION.
<br />12. PROVIDE GROUT FOR BASE PLATES THAT IS NON -SHRINK, NON-METALLIC GROUT WITH
<br />MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 6000 PSI. COMPLETE GROUT WORK PRIOR
<br />TO PLACING ROOF CONCRETE OF A SINGLE STORY BUILDING OR PRIOR TO PLACING
<br />SECOND FLOOR CONCRETE OF A MULTIPLE STORY BUILDING.
<br />13. SUBMIT CALCULATIONS FOR CONNECTION DESIGNS NOT DETAILED ON DRAWINGS. DESIGN
<br />CONNECTIONS UNDER SUPERVISION OF REGISTERED PROFESSIONAL ENGINEER, REGISTERED
<br />IN THE STATE WHERE PROJECT IS BEING CONSTRUCTED, EMPLOYED BY THE STEEL
<br />FABRICATOR. DESIGN CALCULATIONS TO BE SEALED BY FABRICATOR'S REGISTERED
<br />PROFESSIONAL ENGINEER. SHOP DRAWINGS SUBMITTED WITHOUT COMPLETE DESIGN
<br />CALCULATIONS WILL NOT BE REVIEWED. WHERE PREDESIGNED CONNECTIONS ARE TAKEN
<br />DIRECTLY FROM TABLES IN AISC MANUAL, CALCULATIONS NEED NOT BE SUBMITTED PROVIDED
<br />JOB DESIGN CONDITIONS PRECISELY MATCH THOSE ASSUMED IN THE AISC MANUAL.
<br />STRUCTURAL STEEL CONT:
<br />14. PROVIDE WASHERS FOR ALL CONNECTIONS WITH STANDARD, OVERSIZE AND SHORT
<br />SLOTTED HOLES. FOR LONG -SLOTTED HOLES PROVIDE WASHERS OR A CONTINUOUS
<br />BAR OF SUFFICIENT SIZE TO COMPLETELY COVER THE SLOT. PLATE WASHERS OR BARS
<br />TO BE MINIMUM OF 5/16 INCH THICK FOR LONG -SLOTTED HOLES.
<br />15. WIDE FLANGE BEAM CONNECTIONS TO TUBE COLUMNS SHALL BE MADE WITH BOLTED
<br />SHEAR TAB PLATE TYPE CONNECTIONS UNLESS OTHERWISE NOTED ON PLAN. ONE-SIDED
<br />CONNECTIONS SHALL BE DESIGNED AS ECCENTRIC CONNECTIONS.
<br />16. FURNISH STEEL SHOP DRAWINGS FOR ARCHITECT'S AND STRUCTURAL ENGINEER'S REVIEW
<br />PRIOR TO FABRICATION. INCLUDE WELDING PROCEDURES, TESTING PROGRAMS FOR
<br />WELDING AND HIGH STRENGTH BOLTING, COATING MATERIAL AND ERECTION SEQUENCE
<br />ON SHOP DRAWINGS.
<br />17. MILL STEEL COLUMN ENDS TO FIT FLUSH WITH BASE PLATE, CAP PLATE AND END PLATES.
<br />FIELD ASSEMBLY OF THESE STEEL ELEMENTS TO THE COLUMNS IS PROHIBITED.
<br />18. HEADED STUDS (SHEAR AND ANCHOR) AND DEFORMED ANCHORS:
<br />A. PROVIDE HEADED STUDS (SHEAR AND ANCHOR) MADE OF MATERIAL CONFORMING TO
<br />ASTM A 108.
<br />B. PROVIDE DEFORMED ANCHORS MADE OF MATERIAL CONFORMING TO ASTM A 496.
<br />C. WELD STUDS ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. MANUAL ARC
<br />(STICK) WELDING OF HEADED STUDS AND/OR DEFORMED ANCHORS IS NOT ALLOWED.
<br />19. PRIOR TO DECK PLACEMENT, VERIFY THAT STEEL BEAMS BEARING ON MASONRY HAV
<br />8 INCH MINIMUM BEARING AND ARE ANCHORED AS SHOWN ON DRAWINGS.
<br />20. PROVIDE TEMPORARY SHORING OR BRACING DURING CONSTRUCTION PHASE, PRIOR TO
<br />COMPLETING CONNECTIONS AND POURING OF FLOOR SLAB. TEMPORARY CONSTRUCTION
<br />BRACING OF THE STRUCTURAL STEEL FRAME IS THE RESPONSIBILITY OF THE
<br />CONTRACTOR AND SHALL REMAIN IN PLACE UNTIL AFTER THE PERMANENT BRACING
<br />SYSTEM HAS BEEN COMPLETED.
<br />21. CLEAN STEEL TO BE PAINTED IN ACCORDANCE WITH STEEL STRUCTURES PAINTING COUNCIL
<br />POWER TOOL CLEANED SSPC-SP3.
<br />22. ALL STRUCTURAL STEEL SHALL BE SHOP PRIMED WHITE OR LIGHT GREY TO PROVIDE DRY
<br />FILM THICKNESS NOT LESS THAN 1.0 MIL: ASPHALTIC PAINTS ARE NOT ACCEPTABLE.
<br />LIGHT GAGE STEEL:
<br />1. PROVIDE ALL STUDS AND/OR JOISTS AND ACCESSORIES OF THE TYPE, SIZE, GAGE AND
<br />SPACING SHOWN ON THE DRAWINGS.
<br />2. DESIGN ALL STRUCTURAL MEMBERS IN ACCORDANCE WITH AMERICAN IRON AND STEEL
<br />INSTITUTE (AISI) "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED
<br />STEEL MEMBERS"
<br />3. FORM ALL FRAMING MEMBERS FROM CORROSION RESISTANT STEEL, CORRESPONDING TO
<br />THE REQUIREMENTS OF ASTM A653 AND THE FOLLOWING STRENGTH REQUIREMENTS:
<br />FRAMING MEMBER GAGE MINIMUM YIELD
<br />STUDS, JOISTS 20,18 33 KSI
<br />STUDS, JOISTS 10,12,14,16 50 KSI
<br />RUNNERS, SOLID BLOCKING 20 33 KSI
<br />4. PLACE ALL COLD -FORMED STEEL STUD WALL BRIDGING HORIZONTALLY WITH A MAXIMUM
<br />VERTICAL SPACING OF FOUR FEET UNLESS OTHERWISE NOTED. AS AN OPTION, CONTINUOUS
<br />COLD -FORMED CHANNELS MAY BE POSITIONED THROUGH THE STUD PUNCH OUTS AS
<br />BRIDGING PROVIDED THE CHANNEL IS PROPERLY FASTENED TO EACH STUD.
<br />5. INSTALL AXIALLY LOADED STUDS IN A MANNER WHICH WILL ASSURE THAT THEIR ENDS ARE
<br />POSITIONED AGAINST THE INSIDE OF RUNNER WEB PRIOR TO FASTENING.
<br />6. FASTEN COMPONENTS WITH SELF -DRILLING SCREWS OR WELDING. PROVIDE SCREWS OF
<br />SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION. WIRE TYING OF
<br />COMPONENTS IS NOT PERMITTED. TOUCH UP ALL WELDS WITH A ZINC -RICH PAINT.
<br />LIGHT GAGE STEEL CONT:
<br />7. WELDING OF COLD -FORMED STUDS MAY BE PERFORMED USING A MINIMUM
<br />ONE -EIGHTH INCH AWS TYPE 6013 WELDING ROD.
<br />8. SECURELY ANCHOR RUNNERS TO THE SUPPORTING STRUCTURE. PROVIDE COMPLETE,
<br />UNIFORM, AND LEVEL BEARING SUPPORT FOR THE BOTTOM RUNNER.
<br />9. SECURELY ANCHOR ABUTTING LENGTHS OF RUNNER TO A COMMON STRUCTURAL
<br />ELEMENT BUTT -WELDED OR SPLICED.
<br />10. PLUMB, ALIGN, AND SECURELY ATTACH STUDS TO THE FLANGES OF BOTH UPPER AND
<br />LOWER RUNNERS. SPLICES IN STUDS ARE NOT PERMITTED.
<br />11. PROVIDE HEADERS AND SUPPORTING STUDS FOR FRAMING OF WALL OPENINGS.
<br />12. STABILITY BRIDGING SHALL BE INSTALLED AT A MAXIMUM 4'-0" O.C. FOR SUSPENDED
<br />SOFFITS UNLESS OTHERWISE NOTED.
<br />13. DESIGN OF METAL STUD FRAMING SHOWN IS BASED ON CEE TYPE (1 5/8" FLANGE)
<br />STUDS BY DALE INDUSTRIES.
<br />14. SHOP DRAWINGS AND CALCULATIONS FOR COLD FORMED METAL FRAMING TO BE
<br />SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE
<br />WHERE THE PROJECT IS LOCATED.
<br />PRE-ENGINEERED METAL BUILDING (PEMB)
<br />A. PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL DESIGN AND
<br />FURNISH ALL FRAMING TYPICAL UNLESS SPECIFICALY STATED ON THE
<br />STRUCTURAL DRAWINGS OTHERWISE.
<br />B. PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL PROVIDE SHOP
<br />DRAWINGS IN A TIMELY MANNER PRIOR TO FABRICATION TO VERIFY LOADS
<br />USED FOR FOUNDATION DESIGN.
<br />C. FOUNDATION DESIGN AS SHOWN ON STRUCTURAL DRAWINGS IS PRELIMINARY
<br />ONLY. ITEM B. SHOULD BE SUBMITTED FOR FINAL DESIGN.
<br />D. PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL DESIGN & SUPPLY
<br />ENGINEERING FOR ROOF OPENINGS, ROOF TOP UNITS, AND ANY HUNG LOADS
<br />WITH OTHER TRADES.
<br />THE SCOPE OF THE PRE -MANUFACTURED METAL BUILDING STRUCTURE
<br />SHALL INCLUDE THE DESIGN, ENGINEERING, FABRICATION, DELIVERY, AND
<br />ERECTION OF THE COMPLETE STRUCTURAL STEEL FRAMING AND EXTERIOR
<br />SKIN PACKAGE. THE METAL BUILDING MANUFACTURER SHALL BE CERTIFIED
<br />BY AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) METAL BUILDING
<br />CERTIFICATION PROGRAM
<br />REQUIRED NATIONAL ACCOUNT VENDORS
<br />COMPANY CONTACTS PHONE # REQUIRED ITEMS
<br />RAINBIRD IRRIGATION LOCAL RAIN BIRD DISTRIBUTER WWW.RAINBIRD.COM IRRIGATION SYSTEMS
<br />EUCLID CHEMICAL
<br />COMPANY
<br />RETRO-PLATE SYSTEMS
<br />PROTOTYPE MANAGEMENT TEAM
<br />COMPANY I CONTACTS PHONE #
<br />MJM ARCHITECTS I GARY CONWAY 615-244-8170 1 www.mimarch.com
<br />ENTECH
<br />CONSULTANT:
<br />SEAL: GARY MAEDA, PE 68724
<br />� ; •4� P1 �') fP
<br />N®.68724
<br />STATE .f,
<br />THIS DRAWING SHALL NOT BE USED FOR
<br />CONSTRUCTION PURPOSES'UNTIL THE SEAL AND
<br />SIGNATURE OF THE RESPONSIBLE REGISTRANT
<br />APPEARS ON THE DRAWING, AND PROPER PERMIT
<br />FORMS AND RELATED FEES ARE TRANSMITTED BY
<br />THE OWNER, OWNER'S AGENT OR CONTRACTOR
<br />TO THE AUTHORITY HAVING JURISDICTION.
<br />DATE
<br />ISSUED FOR
<br />REV
<br />03/29/2021
<br />PEMB COORDINATION
<br />05/20/2021
<br />CIVIL SUBMISSION
<br />05/20/2021
<br />DUKE COORDINATION
<br />06/07/2021
<br />PEMB COORDINATION 02
<br />08/09/2021
<br />CIVIL RESUBMISSION 1
<br />08/25/2021
<br />OWNER REVIEW
<br />1 1 /08/2021
<br />REVISED ELEVATIONS
<br />1 1 /29/2021
<br />PERMIT SUBMITTAL
<br />Project Manager
<br />Drawn
<br />L. LONG
<br />D. GRIFFIN
<br />Project Leader
<br />Checked
<br />L. LONG
<br />Date
<br />Dept Mgr Approval
<br />02/23/2021
<br />G MAEDA
<br />Client
<br />PALMETTO ZEPHYRHILLS - GALL BLVD., LLC
<br />P.O. Box 1615,
<br />Thomasville, GA 31 799
<br />Office: (229) 226-1 1 77
<br />Contact: Daniel Tubb
<br />Project
<br />DOLLAR GENERAL
<br />Corner of Gall Boulevard and C
<br />Avenue,
<br />Zephyrhills, FL 33542
<br />(City of Zephyrhills)
<br />Store #: 23227
<br />Drawing Title
<br />STRUCTURAL
<br />GENERAL NOTES
<br />DO NOT SCALE DRAWING
<br />Project No.
<br />Drawing No.
<br />JCDT.20.0451
<br />S1
<br />
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