|
ABBREVIATIONS ABBREVI
<br />GENERAL. STRUCTURAL NOTES
<br />Applies unless noted otherwise on drawings
<br />IL
<br />0
<br />N
<br />N
<br />T
<br />0
<br />LO
<br />0
<br />T
<br />7
<br />NOTE: ABBREVIATIONS MAY OR MAY NOT HAVE
<br />PERIODS, BUT SHALL BE READ AS SAME.
<br />A.B.— — —
<br />- — ANCHOR BOLT
<br />A.B.C. — — —
<br />— — AGGREGATE BASE COURSE
<br />ACI — — —
<br />— — AMERICAN CONCRETE INSTITUTE
<br />A/C — — —
<br />— — AIR CONDITIONER
<br />A.F.F. — — —
<br />— — ABOVE FINISHED FLOOR
<br />AISC— — —
<br />— — AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION
<br />AISI — — —
<br />— — AMERICAN IRON AND STEEL
<br />INSTITUTE
<br />AITC— — —
<br />— — AMERICAN INSTITUTE OF TIMBER
<br />CONSTRUCTION
<br />ALT. — — —
<br />— — ALTERNATE
<br />ANSI— — —
<br />— — AMERICAN NATIONAL STANDARDS
<br />INSTITUTE
<br />APA — — —
<br />— — AMERICAN PLYWOOD ASSOCIATION
<br />ARCH'L — —
<br />— — ARCHITECTURAL
<br />ASTM — — —
<br />— — AMERICAN SOCIETY FOR TESTING
<br />AND MATERIALS
<br />AWS — — —
<br />— — AMERICAN WELDING SOCIETY
<br />A.W.T.S. — —
<br />— — AUTOMATIC WELDED THREADED
<br />STUDS
<br />BM — — —
<br />— —BEAM
<br />B.F.F — — —
<br />— — BELOW FINISHED FLOOR
<br />BLK — — —
<br />— —BLOCK
<br />B.O.B. — — —
<br />— — BOTTOM OF BEAM
<br />B.O.D. — — —
<br />— — BOTTOM OF DECK
<br />B.O.F. — — —
<br />— — BOTTOM OF FOOTING
<br />BRG — — —
<br />— — BEARING
<br />C — — —
<br />— — CAMBER
<br />C.C.— — —
<br />— — CENTERLINE TO CENTERLINE
<br />CFS — — —
<br />— — COLD FORMED STEEL
<br />C.G.— — —
<br />— — CENTER OF GRAVITY
<br />C.I.P. — — —
<br />— — CAST IN PLACE
<br />C.L. — —
<br />— — CENTERLINE
<br />C.L.B. — — —
<br />— — CENTERLINE OF BEAM
<br />C.L.C. — — —
<br />— — CENTERLINE OF COLUMN
<br />C.L.F. — — —
<br />— — CENTERLINE OF FOOTING
<br />C.L.W. — — —
<br />— — CENTERLINE OF WALL
<br />CLR — — —
<br />— — CLEAR
<br />CONC — — —
<br />— — CONCRETE
<br />CONC C.J. —
<br />— — CONCRETE CONTROL JOINT
<br />CONC S.J. —
<br />— — CONCRETE SAWCUT JOINT
<br />C.M.U. — — —
<br />— — CONCRETE MASONRY UNIT
<br />CONN — — —
<br />— — CONNECTION
<br />CONT — — —
<br />— — CONTINUOUS
<br />CRSI— — —
<br />— — CONCRETE REINFORCING STEEL
<br />INSTITUTE
<br />D.F. (D.F.L.) —
<br />— — DOUGLAS FIR LARCH
<br />DL — — —
<br />— — DEAD LOAD
<br />DIA — — —
<br />— — DIAMETER
<br />DN — — —
<br />— — DOWN
<br />DWG(S) — —
<br />— — DRAWING(S)
<br />E.C.— — —
<br />— —END TO CENTERLINE
<br />E.E.— — —
<br />— — END TO END
<br />E.O.S. — — —
<br />— — EDGE OF SLAB
<br />EQ -----EQUAL
<br />EQUIP — — —
<br />— — EQUIPMENT
<br />EXP. BOLT (E.B.) — EXPANSION BOLT
<br />EXP. JT (E.J.)
<br />— —EXPANSION JOINT
<br />E.W.— — —
<br />— — EACH WAY
<br />F.F. — — —
<br />— — FINISHED FLOOR
<br />F.O.M. — — —
<br />— — FACE OF MEMBER
<br />F.O.S. — — —
<br />— — FACE OF STEEL
<br />F.O.W. — — —
<br />— — FACE OF WALL
<br />GA — — —
<br />— — GAGE (UNIT OF MEASUREMENT)
<br />GALV — — —
<br />— — GALVANIZED
<br />G.S.N. — — —
<br />— — GENERAL STRUCTURAL NOTES
<br />GLB (GLULAM)
<br />— — GLUED —LAMINATED BEAM
<br />H.F. — — —
<br />— — HEM FIR
<br />HORIZ — — —
<br />— — HORIZONTAL REINFORCING
<br />H.S. — — —
<br />— — HEADED STUDS
<br />IBC — — —
<br />— — INTERNATIONAL BUILDING CODE
<br />ICBO — — —
<br />— — INTERNATIONAL CONFERENCE OF
<br />BUILDING OFFICIALS
<br />ICC — — —
<br />— — INTERNATIONAL CODE COUNCIL
<br />ICF — — —
<br />— — INSULATED CONCRETE FORMS
<br />I.F.W.— — —
<br />— — INSIDE FACE OF WALL
<br />I.O.D.— — —
<br />— — INTERPRETATION OF DRAWINGS
<br />JST — — —
<br />— — JOIST
<br />K(KIP) — —
<br />— — 1000 POUNDS
<br />KLF — — —
<br />— — KIPS PER LINEAR FOOT
<br />LBS (#) — —
<br />— — POUNDS
<br />LGR — — —
<br />— — LEDGER
<br />LGS — — —
<br />— — LIGHT GAGE STEEL
<br />LGSEA — —
<br />— — LIGHT GAGE STEEL ENGINEERS
<br />ASSOCIATION
<br />L.O.D.— — —
<br />— — LOCATION OF DETAILS
<br />LL ------LIVE
<br />LOAD
<br />LLH — — —
<br />— —LONG LEG HORIZONTAL
<br />LLV — — —
<br />— — LONG LEG VERTICAL
<br />MAS — — —
<br />— — MASONRY
<br />MAS C.J. — —
<br />— — MASONRY CONTROL JOINT
<br />MAX — — —
<br />— — MAXIMUM
<br />MBMA— — —
<br />— — METAL BUILDING MANUFACTURERS
<br />ASSOCIATION
<br />MECH'L— —
<br />— — MECHANICAL
<br />MFR'D — —
<br />— — MANUFACTURERED
<br />MFR('S) — —
<br />— — MANUFACTURER('S)
<br />MIN — — —
<br />— — MINIMUM
<br />N/A — — —
<br />— — NOT APPLICABLE
<br />N.T.S. — — —
<br />— — NOT TO SCALE
<br />O.C. — — —
<br />— — ON CENTER
<br />O.F.W.— — —
<br />— — OUTSIDE FACE OF WA
<br />ALL
<br />LL
<br />OPP — — —
<br />— — OPPOSITE
<br />OSHA — — —
<br />— — OCCUPATIONAL SAFETY AND
<br />HEALTH ADMINISTRATION
<br />PCI — — —
<br />— — PRECAST/PRESTRESSED CONCRETE
<br />INSTITUTE
<br />P.C. — — —
<br />— — PRECAST CONCRETE
<br />PCF — — —
<br />— — POUNDS PER CUBIC FOOT
<br />PLF — — —
<br />— — POUNDS PER LINEAR FOOT
<br />t ------PLUS
<br />OR MINUS
<br />PREFAB — —
<br />— — PREFABRICATED
<br />PSF— — —
<br />— —POUNDS PER SQUARE FOOT
<br />PSI — — —
<br />— — POUNDS PER SQUARE INCH
<br />PT — — —
<br />— — POST —TENSIONED
<br />P11 — — —
<br />— — POST —TENSIONING INSTITUTE
<br />REINF— — —
<br />— — REINFORCING
<br />SDI — — —
<br />— — STEEL DECK INSTITUTE
<br />SLH — — —
<br />— —SHORT LEG HORIZONTAL
<br />SLV — — —
<br />— —SHORT LEG VERTICAL
<br />SJI — — —
<br />— — STEEL JOIST INSTITUTE
<br />SIM — — —
<br />— — SIMILAR
<br />SQ. — — —
<br />— — SQUARE
<br />SSMA — — —
<br />— — STEEL STUD MANUFACTURERS
<br />ASSOCIATION
<br />STD — — —
<br />— — STANDARD
<br />STL — — —
<br />— — STEEL
<br />TL — — —
<br />— — TOTAL LOAD
<br />T.O.B. — —
<br />— — TOP OF BEAM
<br />T.O.C.T. — —
<br />— — TOP OF CONCRETE TOPPING
<br />T.O.D.— — —
<br />— — TOP OF DECK
<br />T.O.F. — — —
<br />— — TOP OF FOOTING
<br />T.O.L. — — —
<br />— — TOP OF LEDGER
<br />T.O.M.— — —
<br />— — TOP OF MASONRY
<br />T.O.P.— — —
<br />— — TOP OF PLATE
<br />T.O.P.C. — —
<br />— — TOP OF PRECAST CONCRETE
<br />T.O.S.— — —
<br />— — TOP OF STEEL
<br />T.O.W.— — —
<br />— — TOP OF WALL
<br />TPI — — —
<br />— — TRUSS PLATE INSTITUTE
<br />TYP — — —
<br />— — TYPICAL
<br />T&G — — —
<br />— — TONGUE AND GROOVE
<br />UBC — — —
<br />— — UNIFORM BUILDING CODE
<br />U.N.O.— — —
<br />— — UNLESS NOTED OTHERWISE
<br />VERT — — —
<br />— — VERTICAL REINFORCING
<br />WCLA — — —
<br />— — WEST COAST LUMBER ASSOCIATION
<br />WCLIB— — —
<br />— — WEST COAST LUMBER INSPECTION
<br />BUREAU
<br />W.W.F.— — —
<br />— — WELDED WIRE FABRIC
<br />WWPA— — —
<br />— — WESTERN WOOD PRODUCTS
<br />ASSOCIATION
<br />W/ -----WITH
<br />W/C — — —
<br />— — WATER TO CEMENT RATIO
<br />W/O — — —
<br />—— WITHOUT
<br />BUILDING CODE:
<br />2010 EDITION OF THE FLORIDA BUILDING CODE.
<br />LOADS:
<br />ROOFS:
<br />ROOF LIVE LOAD = 20 PSF (REDUCIBLE).
<br />ROOF DEAD LOAD = 20 PSF.
<br />LATERAL:
<br />WIND:
<br />3 SECOND WIND GUST = 105 MPH.
<br />WIND IMPORTANCE FACTOR = 1.0.
<br />EXPOSURE C.
<br />SEISMIC:
<br />SEISMIC IMPORTANCE FACTOR = 1.0.
<br />SHORT PERIOD SPECTRA = L ACCELERATION Ss 0.084.
<br />ONE SECOND SPECTRAL ACCELERATION S1 = 0.034.
<br />LONG —PERIOD TRANSITION PERIOD TI = 8.0 SEC. (2006 ONLY — SEE MAP IN FIGURE 22-15 IN
<br />ASCE 7-05)
<br />SOIL SITE CLASS D.
<br />Sds = 0.090.
<br />Sd1 = 0.055.
<br />FOUNDATIONS:
<br />ISOLATED AND CONTINUOUS FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18 INCHES
<br />MINIMUM BELOW ADJACENT FINISHED GRADE, PAD GRADE OR EXISTING GRADE, OR MATCH EXISTING
<br />FOOTING ELEVATIONS, WHICHEVER IS DEEPER. FINISHED GRADE (PAD GRADE) IS DEFINED AS TOP OF
<br />SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER
<br />FOOTINGS. DESIGN SOIL BEARING VALUE = 1500 PSF.
<br />CONCRETE:
<br />SPECIFIED 28 DAY COMPRESSIVE STRENGTH F'c:
<br />FOUNDATIONS (DESIGN BASED ON 2,500 PSI)------------------------ 3,000 PSI
<br />INTERIOR SLAB ON GRADE (NOT MOISTURE SENSITIVE) ------------------ 3,000 PSI
<br />GENERAL:
<br />ALL CAST —IN —PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE
<br />ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED UNLESS NOTED OTHERWISE.
<br />ADMIXTURES CONTAINING CHLORIDES SHALL NOT BE USED. NO OTHER ADMIXTURES PERMITTED
<br />WITHOUT APPROVAL. FOR CONCRETE WITHOUT PLASTICIZER, MAXIMUM SLUMP 4 1/2" AT POINT OF
<br />PLACEMENT U.N.O. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON
<br />STRUCTURAL ENGINEER'S APPROVAL
<br />FOR REINFORCING INFORMATION, SEE REINFORCING SECTION OF G.S.N., PLANS, SCHEDULES AND
<br />DETAILS.
<br />UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE EMBEDMENT OF CONDUITS, PIPES, SLEEVES, ETC.
<br />OF ANY MATERIAL SHALL NOT BE PERMITTED WITHIN ANY CONCRETE STRUCTURAL ELEMENT (IE:
<br />COLUMNS, BEAMS, ELEVATED SLABS, ETC.) OR STRUCTURAL CONCRETE TOPPINGS WITHOUT THE
<br />EXPRESSED APPROVAL OF THE STRUCTURAL ENGINEER.
<br />FLY ASH — IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 25% OF TOTAL
<br />CEMENTITIOUS MATERIALS BY WEIGHT. FLY ASH SHALL BE INCLUDED IN THE CALCULATION OF
<br />W/C RATIOS SPECIFIED ABOVE. FLY ASH ADDITIVES SHALL NOT BE USED ON SLABS WITH A
<br />BURNISHED OR ACID FINISH.
<br />TEST DATA FOR EACH CONCRETE MIX SHALL BE SUBMITTED FOR REVIEW PER CHAPTER 5 OF ACI
<br />318. REFERENCE FIGURE R5.3 FOR SUBMITTAL REQUIREMENTS AND OPTIONS. CONCRETE MIX
<br />DESIGNS THAT ARE SUBMITTED WITHOUT THE APPROPRIATE TEST DATA CANNOT BE REVIEWED.
<br />SLABS ON GRADE:
<br />MAXIMUM SLUMP WITHOUT PLASTICIZER AT POINT OF PLACEMENT SHALL BE 5 INCHES. MIX
<br />DESIGNS SHALL TAKE CARE TO PROVIDE THE LARGEST POSSIBLE SIZE OF COURSE AGGREGATE WHILE
<br />MAINTAINING CONCRETE WORKABILITY. NOMINAL MAXIMUM AGGREGATE SIZE SHALL NOT BE LESS
<br />THAN 3/4 INCH NOR MORE THAN 1/3 THE DEPTH OF THE SLAB. MIX DESIGNERS SHALL SUBMIT
<br />SLAB ON GRADE DESIGNS WITH SHRINKAGE CHARACTERISTICS NOT EXCEEDING 0.00078 IN/IN TO
<br />MEET THE REQUIREMENTS OF ACI 360R-06, FIG5.6 FOR TYPICAL CONCRETE. SLABS SHALL BE
<br />PLACED ON A FLAT, SMOOTH, FIRM, COMPACTED SUBGRADE.
<br />CONCRETE SHALL BE MIXED, PLACED, FINISHED AND CURED PER LATEST EDITION OF ACI 302.1 FOR
<br />THE APPROPRIATE FLOOR CLASS TYPE PER TABLE 1.1 AND SECTION 7. CURING COMPOUND SHALL
<br />BE COMPATIBLE WITH ARCHITECTURAL FLOOR FINISH.
<br />SLABS ON GRADE SHALL BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC.
<br />CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. UNLESS
<br />APPROVED OTHERWISE IN WRITING BY THE ARCHIT
<br />ECT, ALL CONCRETE SLABS ON GRADE SHALL BE
<br />BOUND BY CONTROL JOINTS (CONSTRUCTION OR SAW CUT) PER TYPICAL DETAILS, AS SHOWN ON
<br />THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 150 SQUARE FEET.
<br />CONSTRUCTION CONTROL JOINTS NEED ONLY
<br />N OCCUR AT EXPOSED EDGES DURING POURING, ALL
<br />OTHER JOINTS MAY BE SAW CUT. SLAB REINFORCING, WHERE SHOWN, SHALL NOT EXTEND MORE
<br />THAN 125 FEET WITHOUT STOPPING THE REINFORCEMENT AT A CONTROL JOINT.
<br />VAPOR BARRIER IF REQUIRED BY ARCHITECTURAL SPECIFICATION OR SOILS REPORT SHALL CONSIST
<br />OF A MINIMUM 10 MIL MATERIAL LAPPED A MINIMUM OF 6 INCHES AND TAPED PER MANUFACTURER
<br />RECOMMENDATIONS. THE BARRIER SHALL BE PLACED ON TOP OF A SMOOTH AND COMPACTED
<br />SUBGRADE SURFACE. THE FLOOR SLAB SHALL BE PLACED OVER A FOUR INCH LAYER OF
<br />COMPACTED AGGREGATE BASE COURSE ON TOP OF THE VAPOR BARRIER. ANY DAMAGE TO VAPOR
<br />BARRIER SHALL BE REPAIRED PRIOR TO AGGREGATE COURSE PLACEMENT. CARE SHALL BE TAKEN
<br />TO KEEP MOISTURE AWAY FROM THE COMPACTED SUBBASE. SUBGRADE MUST BE ALLOWED TO DRY
<br />AFTER RAINS PRIOR TO SLAB PLACEMENT. FLOOD CURING IS NOT ALLOWED. SAND IS NOT AN
<br />ALTERNATIVE FOR THE SUBBASE COURSE.
<br />MASONRY:
<br />GENERAL: -
<br />HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, MEDIUM WEIGHT, GRADE N, F'm
<br />= 1,500 PSI, RUNNING BOND, MORTAR TYPE S, 1,800 PSI. GROUT 2,000 PSI. MECHANICALLY
<br />VIBRATE GROUT IMMEDIATELY AFTER POURING AND AGAIN 5 TO 10 MINUTES LATER. PROVIDE
<br />CLEANOUTS IF GROUT LIFT EXCEEDS 5'-0" IN BLOCK WALLS. MAXIMUM GROUT LIFT SHALL BE 6'-
<br />0". WHEN APPROVED BY THE STRUCTURAL ENGINEER AND BUILDING OFFICIAL, GROUT LIFTS MAY
<br />BE GREATER THAN 6'-0" IF IT CAN BE DEMONSTRATED BY CONTRACTOR THAT THE GROUT SPACES
<br />CAN BE PROPERLY FILLED. FILL CELLS SOLIDLY WITH GROUT IN LIFTS AND STOP POURS 1 1/2"
<br />BELOW THE TOP OF A COURSE TO FORMA KEY AT POUR POINTS. UNLESS NOTED OTHERWISE ON
<br />THE PLANS, PLACE CONTROL JOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUNS OF WALL
<br />EXCEEDS 24'-0". CONTROL JOINTS SHALL NOT OCCUR AT WALL CORNERS, INTERSECTIONS, ENDS,
<br />WITHIN 24" OF CONCENTRATED POINTS OF BEARING OR JAMBS, OR OVER OPENINGS UNLESS
<br />SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. ALL MASONRY BELOW FINISHED FLOOR OR
<br />GRADE SHALL BE GROUTED SOLID.
<br />VERTICAL REINFORCING:
<br />1 #5 IN CENTER OF GROUT AT CENTER OF WALL, CONTINUOUS FULL HEIGHT OF WALL AT ALL
<br />CORNERS, INTERSECTIONS, WALL ENDS, BEAM BEARINGS, JAMBS, EACH SIDE OF CONTROL JOINTS
<br />AND AT INTERVALS NOT TO EXCEED 24" O.C. UNLESS NOTED OTHERWISE. TIE AT 8'-0" VERTICALLY,
<br />WITH SINGLE WIRE LOOP TIE BY A.A. WIRE PRODUCTS COMPANY. DOWEL VERTICAL REINFORCING TO
<br />FOUNDATION WITH DOWELS TO MATCH VERTICAL REINFORCING.
<br />HORIZONTAL REINFORCING:
<br />2 #5 IN MINIMUM 8" DEEP GROUTED CONTINUOUS BOND BEAM AT ELEVATED FRAMING ASSEMBLIES.
<br />1 #5 IN MINIMUM 8" DEEP GROUTED CONTINUOUS BOND BEAM AT TOP OF PARAPETS AND
<br />FREESTANDING WALLS. PLACE THESE BARS CONTINUOUS THRU CONTROL JOINTS PER TYPICAL
<br />DETAIL. TO MAINTAIN BOND BEAM CONTINUITY, INSTALL BENT BARS PER TYPICAL DETAILS TO
<br />MATCH HORIZONTAL BOND BEAM REINFORCING AT CORNERS AND INTERSECTIONS. STANDARD
<br />WEIGHT (NO. 9 GAGE WIRE) DUR—O—WAL OR DUR—O—WIRE (OR EQUIVALENT) LADDER TYPE JOINT
<br />REINFORCEMENT AT 16" O.C. ALL JOINT REINFORCING SHALL BE EITHER HOT —DIPPED GALVANIZED OR
<br />STAINLESS STEEL FOR INTERIOR WALLS ONLY — JOINT REINFORCING MAY BE MILL GALVANIZED AT
<br />CONTRACTORS OPTION.
<br />LAP SPLICES:
<br />LAP SPLICES FOR VERTICAL AND HORIZONTAL REINFORCING SHALL BE PER TYPICAL DETAIL DO
<br />NOT SPLICE WITHIN 8'-0" OF CONTROL JOINTS. LAP HORIZONTAL LADDER TYPE JOINT REINFORCING
<br />12" MINIMUM.
<br />FOR ADDITIONAL REINFORCING INFORMATION, SEE REINFORCING SECTION OF G.S.N., PLANS,
<br />SCHEDULES AND DETAILS.
<br />REINFORCING:
<br />ALL REINFORCING PER CRSI SPECIFICATIONS AND HANDBOOK. ASTM A615 (Fy = 60 KSI / GRADE
<br />60) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615 (Fy = 40 KSI / GRADE 40)
<br />DEFORMED BARS FOR ALL BARS #4 AND SMALLER. WHERE SHOWN ON DRAWINGS ALL GRADE 60
<br />REINFORCING TO BE WELDED SHALL BE ASTM A706. WELDED WIRE FABRIC PER ASTM A185, WIRE
<br />PER ASTM A82. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF
<br />PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY.
<br />CLEAR CONCRETE COVERAGES AS FOLLOWS:
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ------------------- 3"
<br />EXPOSED TO EARTH OR WEATHER
<br />#6 OR LARGER ----------------------------------------- 2"
<br />#5 AND SMALLER ------------------------------------- 1 1/2-
<br />ALL OTHER PER LATEST EDITION OF ACI 318
<br />ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION
<br />REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/CORROSION BY USE OF A PLASTIC OR
<br />CONCRETE CHAIR. DUCT —TAPE COVERED REINFORCING IS NOT AN ACCEPTABLE CHAIR.
<br />ALL DIMENSIONS REFERENCED IN DRAWINGS AS "CLEAR" SHALL BE FROM FACE OF STRUCTURE TO
<br />EDGE OF REINFORCING, AND SHALL NOT BE LESS THAN STATED, NOR GREATER THAN "CLEAR"
<br />DIMENSION PLUS 3/8". ALL OTHERS SHALL BE PLUS OR MINUS 1 /4" TYPICAL UNLESS NOTED
<br />OTHERWISE.
<br />FIELD BENDING OR STRAIGHTENING OF DEFORMED BARS SHALL BE LIMITED TO #5 BARS AND
<br />SMALLER AND SHALL BE FIELD BENT OR STRAIGHTENED ONLY ONCE. ANY BEND SHALL BE LIMITED
<br />TO 90 DEGREES. IF FIELD BENDING OR STRAIGHTENING OF #6 BARS OR LARGER IS REQUIRED, OR IF
<br />A SECOND BEND IS REQUIRED FOR 5 BARS AND SMALLER HEAT SHALL BE APPLIED FOR BENDING
<br />Q # G
<br />OR STRAIGHTENING. CONTRACTOR SHALL SUBMIT PROCEDURE FOR APPLYING HEAT TO ENGINEER
<br />FOR REVIEW AND APPROVAL PRIOR TO BENDING OR STRAIGHTENING BARS.
<br />LAP SPLICES IN CONCRETE:
<br />ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT
<br />CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS
<br />PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. DOWEL
<br />VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90—DEGREE HOOKS UNLESS NOTED
<br />OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
<br />LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST
<br />EDITION OF ACI 318.
<br />DRYPACK:
<br />DRYPACK SHALL BE 5,000 PSI NON —SHRINK GROUT, FIVE STAR OR EQUIVALENTS. INSTALL
<br />DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL
<br />DRYPACK UNDER BASE PLATES AFTER THE STRUCTURAL STEEL FRAME HAS BEEN PLUMBED BUT
<br />PRIOR TO SUPPORTED DECKING BEING INSTALLED.
<br />STRUCTURAL STEEL: -
<br />ALL CONSTRUCTION PER LATEST AISC STEEL CONSTRUCTION MANUAL ALL WIDE FLANGE STEEL
<br />SHALL BE ASTM A992 (Fy = 50 KSI). ALL MISCELLANEOUS STEEL UNLESS NOTED OTHERWISE SHALL
<br />BE ASTM A36 (Fy = 36 KSI).
<br />ALL STRUCTURAL ROLLED STEEL MEMBERS WITH Fy GREATER THAN 36 KSI ARE TO BE IDENTIFIED
<br />WITH AN ASTM SPECIFICATION MARK OR TAG PER IBC SEC. 2203.1.
<br />UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE ASTM A307. ALL BOLTS SHALL BE INSTALLED
<br />WITH STEEL WASHERS AT SHORT SLOTTED HOLES USING SNUG TIGHT INSTALLATION, UNLESS NOTED
<br />OTHERWISE.
<br />EXPANSION AND EPDXY ANCHORS:
<br />ALL EXPANSIVE ANCHORAGE FOR CONCRETE INSTALLATION ONLY SHALL BE PER SIMPSON 'STRONG —
<br />BOLT' WEDGE ANCHOR (ICC ESR-1771) OR APPROVED EQUIVALENT. ALL EXPANSIVE ANCHORAGE
<br />FOR MASONRY INSTALLATION ONLY SHALL BE PER SIMPSON WEDGE—ALLANCHOR ICC ESR-1396) OR APPROVED EQUIVALENT. ALL ADHESIVE (EPDXY) ANCHORAGE FOR CONCRETE SHALL BE PER
<br />SIMPSON 'SET—XP' SYSTEM WITH DUAL SIDE BY SIDE CARTRIDGES (ICC ESR-2508) OR APPROVED
<br />EQUIVALENT. ALL ADHESIVE EPDXY ANCHORAGE FOR MASONRY SHALL BE PER SIMPSON SET'
<br />SYSTEM WITH DUAL SIDE BY SIDE CARTRIDGES (ICC ESR-1772) OR APPROVED EQUIVALENT. ALL
<br />ANCHORS SHALL BE INSTALLED WITH STEEL WASHERS AT SHORT SLOTTED HOLES AND
<br />TIGHTENED/TORQUED PER MANUFACTURERS RECOMMENDATIONS.
<br />WELDING:
<br />UNLESS NOTED OTHERWISE, ALL WELDS PER LATEST EDITION OF THE AWS STANDARDS. ALL WELDING
<br />SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT
<br />EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE
<br />THOSE ISSUED BY AN ACCEPTED TESTING AGENCY. ALL WELDING DONE BY E70 SERIES LOW
<br />HYDROGEN RODS UNLESS NOTED OTHERWISE. FOR GRADE 60 REINFORCING BARS, USE E90 SERIES.
<br />THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY
<br />SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE
<br />SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW.
<br />STEEL DECKING:
<br />GENERAL: -
<br />ALL STEEL DECK SHALL BE MANUFACTURED AND ERECTED IN ACCORDANCE WITH LATEST EDI11ON
<br />OF SDI AND ICC ER-1735P OR APPROVED EQUIVALENT. STEEL DECK SHALL BEAR ON SUPPORTS A
<br />MINIMUM OF 2 INCHES. ENDS OF SHEETS MUST BE LAPPED A MINIMUM OF 2 INCHES OVER
<br />SUPPORTS.
<br />WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK SHALL PERFORM ALL WELDING. DECK
<br />WELDING MAY BE ACHIEVED WITH E60 SERIES NON LOW HYDROGEN RODS (MINIMUM).
<br />SCREWS WHERE INDICATED SHALL BE #12-24 TRAXX PER ICC ER-3056 OR APPROVED EQUIVALENT.
<br />ROOF DECK:
<br />DECK SHALL BE 1 1/2" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL, WITH MINIMUM YIELD
<br />STRESS OF 38 KSI, WITH MINIMUM S = 0.248 IN3 AND I = 0.216 IN4 PER FOOT OF WIDTH. DECK
<br />SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 2 SPAN
<br />MINIMUM AND SHALL BE ATTACHED FOR A MINIMUM DIAPHRAGM SHEAR CAPACITY OF 400 PLF
<br />USING THE FOLLOWING MINIMUM ATTACHMENTS:
<br />SCREW DECK TO SUPPORTING MEMBERS WITH 4 — SCREWS PER SHEET AT ENDS, END LAPS AND AT
<br />INTERMEDIATE SUPPORTS, AND AT 12" O.C. AT PERIMETER BEAMS AND OPENING EDGES RUNNING
<br />PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON PUNCHES AT 12" O.C.
<br />COLD FORMED STRUCTURAL STEEL FRAMING:
<br />GENERAL:
<br />ALL COLD FORMED STEEL COMPONENTS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE PER
<br />SSMA. COMPONENTS SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH
<br />MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF
<br />"SPECIFICATIONS FOR THE DESIGN OF COLD —FORMED STEEL STRUCTURAL MEMBERS" BY THE AISI
<br />AND ICC ER-4943P OR APPROVED EQUIVALENT. STEEL FOR COLD FORMED MEMBERS SHALL HAVE
<br />A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MIL THICKNESS AND LESS, AND MINIMUM YIELD
<br />STRENGTH OF 50 KSI FOR 54 MIL THICKNESS AND GREATER. STEEL FOR BRIDGING SHALL HAVE A
<br />MINIMUM YIELD STRENGTH OF 33 KSI. STEEL SHALL BE GALVANIZED AT LOCATIONS EXPOSED TO
<br />WEATHER AND WHEREVER NOTED.
<br />WHERE WELDING IS SHOWN ON DRAWINGS IT SHALL BE PERFORMED BY WELDERS EXPERIENCED IN
<br />LIGHT GAGE STRUCTURAL STEEL FRAMING WORK. DO NOT NOTCH FLANGES OF MEMBERS WITHOUT
<br />EXPRESSED APPROVAL OF THE ENGINEER OF RECORD.
<br />SCREWED COLD FORMED TO COLD FORMED CONNECTIONS I.E.: 97 MIL TO 97 MIL MAX SHALL BE
<br />HIL11 "KWIK—PRO" SELF —DRILLING TAPPING SCREWS PER ICC ESR-2196, OR ICC APPROVED
<br />EQUIVALENT. SCREW SIZE SHALL BE #10 X 3/4" MINIMUM AND MUST PROTRUDE THROUGH AND
<br />BEYOND THE CONNECTED STEEL MEMBERS A MINIMUM OF THREE FULL THREADS. SCREWS SHALL
<br />BE INSTALLED WITH A MINIMUM EDGE AND END DISTANCE OF THREE SCREW DIAMETERS.
<br />MIL THICKNESS / GAGE NUMBER REFERENCE:
<br />27 MIL ------ 22 GA 54 MIL ------ 16 GA
<br />33 MIL ------ 20 GA 68 MIL ------ 14 GA
<br />43 MIL ------ 18 GA 97 MIL ------ 12 GA
<br />WALLS:
<br />STRUCTURAL STEEL STUD WALLS SHOWN ON PLAN SHALL BE INSTALLED PER STUD/SPACING AS
<br />NOTED BELOW, AND BOTTOM TRACKS SHALL BE INSTALLED WITH 1/2" DIA ANCHOR BOLTS AT 2'-8"
<br />O.C. TYPICAL U.N.O. ATTACHMENT OF STUDS TO TRACKS PER TYPICAL DETAILS U.N.O. ALL
<br />STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK.
<br />UNLESS NOTED OTHERWISE, INSTALL DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS AND
<br />ISOLATED BEARING POINTS OF FRAMING MEMBERS ABOVE. BRIDGING SHALL BE INSTALLED PER
<br />MANUFACTURER'S RECOMMENDATION WITH THE FOLLOWING MINIMUM REQUIREMENTS:
<br />FOR AXIAL LOAD BEARING WALLS, INSTALL BRIDGING PER TYPICAL DETAILS. FOR WALLS WITH NO
<br />AXIAL LOAD, INSTALL BRIDGING AT MID —HEIGHT FOR WALLS LESS THAN OR EQUAL TO 10'-0" HIGH,
<br />AND 5'-0" O.C. MAXIMUM FOR WALLS GREATER THAN 10'-0" HIGH. IN ADDITION, BRIDGING SHALL
<br />BE INSTALLED AT ROOF LINES AND ELSEWHERE AS NOTED ON THE DRAWINGS. SOLID BLOCKING
<br />SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS. FOR NON —BEARING
<br />PARTITIONS AND SOFFITS, SEE ARCHITECTURAL DRAWINGS.
<br />SSMA STRUCTURAL STEEL STUDS AND TRACKS SHALL BE AS FOLLOWS — TYPICAL U.N.O.:
<br />SPECIAL INSPECTION - STRUCTURAL ONLY:
<br />SPECIAL INSPECTIONS SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A STATE
<br />REGISTERED STRUCTURAL ENGINEER WHO IS FAMILIAR WITH THE STRUCTURAL DESIGN OF THIS
<br />PROJECT. THE SUPERVISING STRUCTURAL ENGINEER SHALL SEAL THE SPECIAL INSPECTION
<br />CERTIFICATE.
<br />SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE
<br />INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION. "SPECIAL STRUCTURAL INSPECTION"
<br />SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE BUILDING JURISDICTION
<br />INSPECTIONS REQUIRED BY SECTION 109 OF THE INTERNATIONAL BUILDING CODE. SPECIAL
<br />INSPECTION IS REQUIRED PER CHAPTER 17 FOR THE FOLLOWING:
<br />CONCRETE CONSTRUCTION:
<br />1. CONCRETE:
<br />A. DURING THE TAKING OF TEST SPECIMENS.
<br />B. CONTINUOUS INSPECTION DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, UNLESS
<br />NOTED OTHERWISE.
<br />C. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING THE
<br />PLACEMENT OF CONCRETE AROUND BOLTS.
<br />(EXCEPTION: NO INSPECTION IS REQUIRED FOR PLACEMENT OF CONCRETE AROUND FOUNDATION
<br />ANCHOR BOLTS.)
<br />D. NO INSPECTION IS REQUIRED FOR PLACEMENT OF SLAB ON GRADE CONCRETE. INSPECTION OF
<br />SLAB ON GRADE REINFORCING IS REQUIRED PER "REINFORCING STEEL" SECTION BELOW.
<br />E. NO INSPECTION IS REQUIRED FOR THE PLACEMENT OF FOUNDATION CONCRETE. INSPECTION OF
<br />FOUNDATION REINFORCING IS REQUIRED PER "REINFORCING STEEL" SECTION BELOW.
<br />2. REINFORCING STEEL• INSPECTION OF IN —PLACE REINFORCING FOR CONFORMANCE PRIOR TO THE
<br />CLOSING OF FORMS OR THE DELIVERY OF CONCRETE TO THE JOBSITE FOR THE FOLLOWING:
<br />A. REINFORCING FOR ALL CONCRETE REQUIRED TO HAVE INSPEC11ON NOTED ABOVE.
<br />B. REINFORCING FOR CONCRETE FOUNDATIONS.
<br />C. REINFORCING FOR SLABS ON GRADE.
<br />D. REINFORCING FOR ALL MASONRY REQUIRED TO HAVE INSPECTION NOTED BELOW.
<br />1. WELDING:
<br />A. PERIODIC VISUAL INSPECTION OF ALL FIELD WELDS.
<br />B. CONTINUOUS INSPECTION OF ALL MULTIPASS FILLET WELDS OR SINGLE PASS FILLET WELDS
<br />LARGER THAN 5/16".
<br />C. VERIFICATION OF VALID WELDER'S CERTIFICATES.
<br />D. ALL STRUCTURAL STEEL FABRICATORS SHALL EMPLOY AN AWS CERTIFIED INDEPENDENT TESTING
<br />LAB TO PROVIDE SHOP WELD INSPECTIONS PER CODE. INSPECTION REPORTS SHALL BE SUBMITTED
<br />TO ENGINEER OF RECORD PRIOR TO STEEL INSTALLATION.
<br />MASONRY CONSTRUCTION:
<br />STUD SIZE —MILS SPACING TRACK SIZE —MILS
<br />1. STRUCTURAL MASONRY-
<br />3 5/8" — 362S162-43 16" O.0 362T125-54
<br />A. DURING PREPARATION OF PRISMS.
<br />4" — 40OS162-43 16" O.C. 40OT125-54
<br />B. INSPECTION OF IN —PLACE REINFORCING FOR CONFORMANCE PRIOR TO THE DELIVERY OF GROUT
<br />6" — 60OS162-43 16" O.C. 60OT125-54
<br />TO THE JOBSITE.
<br />C. CONTINUOUS INSPECTION DURING PLACEMENT OF GROUT.
<br />SSMA NON—STRUCTURAL/NON—BEARING INTERIOR STEEL STUDS AND TRACKS SHALL BE AS FOLLOWS
<br />D. CLEANOUTS PRIOR TO CLOSING.
<br />— TYPICAL U.N.O.: (DESIGN BASIS = 5 PSF INTERIOR LOAD, DEFLECTION LIMIT = L/240).
<br />SPECIAL CASES:
<br />MAX WALL HEIGHT STUD SIZE —MILS STUD SPACING
<br />TRACK SIZE —MILS
<br />1. EXPANSION, EPDXY, ADHESIVE, AND SCREW ANCHORS: DURING THE PLACEMENT OF ALL
<br />0'-0" TO 12'-8" 3 5/8" 362S125-27 24" O.0
<br />362T125-27
<br />ANCHORS SHOWN ON STRUCTURAL DRAWINGS. ADDITIONAL INSPECTIONS REQUIRED FOR REPAIR
<br />12'-9" TO 14'-6" 3 5/8" 362S125-27 16" O.C.
<br />362T125-27
<br />DETAILS SHALL BE PERFORMED AT THE CONTRACTOR'S EXPENSE.
<br />14'-7" TO 19'-6" 6" 60OS125-27 24" O.C.
<br />600T125-27
<br />A. INSPECTION OF HOLE DIAMETER, HOLE DEPTH AND DRILL BIT CONFORMANCE.
<br />19'-7" TO 22'-4" 6" 60OS125-27 16" O.C.
<br />60OT125-27
<br />B. INSPECTION OF HOLE CLEANING WITH WIRE BRUSH AND COMPRESSED AIR.
<br />22'-5" AND GREATER — NOTIFY STRUCTURAL ENGINEER
<br />C. INSPECTION OF ANCHOR INSTALLATION USING SPECIFIED PRODUCT AND MANUFACTURER'S
<br />FOR ADDITIONAL INFORMATION, SEE ARCHITECTURAL DRAWINGS.
<br />RECOMMENDED INSTALLATION PROCEDURES.
<br />SHOP DRAWINGS:
<br />SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED
<br />BY ARCHITECTURAL SPECIFICATIONS. CONTRACTOR SHALL PROVIDE A MINIMUM OF 2 HARD COPY
<br />SUBMITTAL SETS OF EACH ITEM TO CTS FOR REVIEW, UNLESS NOTED OTHERWISE IN ARCHITECTURAL
<br />SPECIFICATIONS. ELECTRONIC SUBMITTALS ARE NOT ACCEPTABLE.
<br />THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL ITEMS NOT IN
<br />ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW.
<br />VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD CONDITIONS.
<br />MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS
<br />FROM CONTRACT DOCUMENTS. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR
<br />FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S
<br />REVIEW, UNLESS NOTED ACCORDINGLY.
<br />THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT
<br />DOCUMENTS AT ANYTIME BEFORE OR AFTER SHOP DRAWING REVIEW.
<br />THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN
<br />INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SHALL NOT BE
<br />CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
<br />ENSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS.
<br />THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE
<br />DESIGNING OR SUBMITTING AUTHORITY.
<br />REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP
<br />DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR.
<br />GENERAL NOTES:
<br />THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. EXCEPT
<br />WHERE NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
<br />PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH
<br />MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO
<br />CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE
<br />RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE
<br />OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO (NOR
<br />SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS).
<br />WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS
<br />SHALL BE THE LATEST EDITION AND/OR ADDENDA. ANY ENGINEERING DESIGN, PROVIDED BY
<br />OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER
<br />RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
<br />NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES
<br />AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO
<br />SIMILAR WORK ON THE PROJECT, AND/OR AS PROVIDED FOR IN THE CONTRACT DOCUMENTS.
<br />WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND
<br />SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL
<br />DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT.
<br />ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, CIVIL, MECHANICAL,
<br />PLUMBING AND ELECTRICAL ITEMS WITH THE APPROPRIATE TRADE DRAWINGS AND SUBCONTRACTORS
<br />PRIOR TO CONSTRUCTION.
<br />TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE.
<br />CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD
<br />SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
<br />OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL
<br />BE RESPONSIBLE FOR ALL NECESSARY CHANGES, APPROVALS AND THE COORDINATION OF THE
<br />WORK WITH ALL RELATED TRADES AND SUPPLIERS.
<br />DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
<br />A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS
<br />TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATION.
<br />B. THE SPECIAL INSPECTOR IS NOT AUTHORIZED TO APPROVE DEVIATIONS FROM THE DESIGN
<br />DRAWINGS OR SPECIFICATIONS, AND ALL DEVIATIONS MUST BE APPROVED BY THE STRUCTURAL
<br />ENGINEER OF RECORD PRIOR TO PROCEEDING WITH THE WORK. ALL REQUESTS FOR DEVIATIONS
<br />SHALL BE INITIATED BY THE CONTRACTOR VIA WRITTEN REQUEST FOR INFORMATION (RFI).
<br />C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND
<br />TO THE ENGINEER OR ARCHITECT OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE
<br />IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE
<br />DESIGN AUTHORITY AND THE BUILDING OFFICIAL.
<br />D. CONTRACTOR SHALL PROVIDE THE SPECIAL INSPECTOR ACCESS TO ALL ITEMS REQUIRING
<br />SPECIAL INSPECTION. ACCESS SHALL BE PROVIDED BY IN —PLACE LADDERS, SCAFFOLDS, LIFTS
<br />AND/OR OTHER EQUIPMENT OPERATED BY THE CONTRACTOR'S PERSONNEL AS REQUIRED FOR SAFE
<br />OBSERVATION. INSPECTOR IS NOT RESPONSIBLE OR AUTHORIZED TO OPERATE CONTRACTOR'S
<br />EQUIPMENT.
<br />E. UPON COMPLETION OF THE ASSIGNED WORK THE ENGINEER OR ARCHITECT SHALL COMPLETE
<br />AND SIGN THE APPROPRIATE FORMS CERTIFYING THAT TO THE BEST OF THEIR KNOWLEDGE THE
<br />WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE
<br />WORKMANSHIP PROVISIONS OF THE CODE.
<br />LOCATION OF DETAILS
<br />DETAILS
<br />SHEET
<br />DESCRIPTION
<br />01-19
<br />S-1.2
<br />TYPICAL DETAILS
<br />101-219
<br />S-3.1
<br />FOUNDATION/FRAMING DETAILS
<br />THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY — NOT FOR CONSTRUCTION
<br />OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED AM
<br />WRITTEN SIGNATURE.
<br />PROJECT NUMBER 12-994
<br />PROJECT MANAGER RAD
<br />PROJECT ENGINEER APB
<br />PROJECT DRAFTER DB
<br />CARUSO, TU RLEY • SCOTT. I N C
<br />consulting structural engineers
<br />1215 West Rio Salado Parkway, Suite 200
<br />Tempe, Arizona 85281 (480) 774-1700 (774-1701 FAX)
<br />www.ctsaz.com
<br />BAKERY CAFE:
<br />#1693
<br />SYSTEM: G3 (GLOW)
<br />PROTOTYPE UPDATE: 2012- 1
<br />M 1-
<br />W
<br />W�
<br />LU
<br />LU 0
<br />Z _j
<br />Z
<br />W W
<br />a.
<br />o
<br />a�
<br />J
<br />7
<br />LU
<br />U
<br />aLE
<br />00.o00
<br />®� 0.
<br />o � N LLa o�y
<br />oZ co 0 °
<br />o
<br />a
<br />��RR
<br />®V°� oQ
<br />o IL)¢ °
<br />0° /� Z0100
<br />s
<br />I'Iltill111111,`
<br />W
<br />"'
<br />M
<br />M
<br />M
<br />W
<br /><N
<br />1..1/
<br />W
<br />Z
<br />Q
<br />a.UtiN
<br />M
<br />T-
<br />W
<br />LL
<br />Q
<br />0
<br />j
<br />00
<br />j
<br />Q
<br />(D
<br />t
<br />LL
<br />U
<br />=
<br />=
<br />W
<br />PERMIT/BID SET
<br />ISSUED 09.26.12
<br />0
<br />C0
<br />W
<br />ISSUE DATE: 08.30.12
<br />PROJECT NUMBER: 120705
<br />DRAWN BY: Amel Fazlic
<br />DPM: Jennifer A. Richter
<br />DM: R. Lance Willis
<br />CPM: Pete Ott
<br />11 SHEET NO: 11
<br />S-1.1
<br />GENERAL
<br />STRUCTURAL NOTES
<br />12994-Sll
<br />t
<br />��AI■■■Illl�alll�l■■�IAIAI�lIIR��L�RmI� [IIII[MINIMN III. FRI��■��I�■�� OS
<br />
|