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10-723-061E n 0 0 N CV 0 C 0 1651 N ,o ;ri 0 0 0 0 0 (D 1 D 0 Cn 0 Q / 0 rr� H / 0 Q) 0 n J J II n 0 a F- 0 c SS STRUCTURALSTEEL SS -1 STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS OTHERWISE NOTED ON THE CONTRACT DOCUMENTS: ROLLED SHAPES AND CHANNELS: ASTM A572 OR A992, MIN. YIELD STRENGTH 50 KSI ANGLES: ASTM A36 MIN YIELD STRENGTH 36 KSI MISCELLANEOUS ANGLES: ASTM A36 HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE B, MIN YIELD STRENGTH 46 KSI FOR RECTANGULAR HSS PLATES ASTM A572, GRADE 50 SS -2 CONNECTION MATERIAL SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS OR AS NEEDED FOR CONNECTION DESIGN: ANGLES: ASTM A36 WTS: ASTM A992 PLATES: ASTM A36, MINIMUM YIELD STRENGTH 36 KSI BOLTS: ASTM A325 OR A490 NUTS: ASTM A563 WASHERS: ASTM F436 WELD ELECTRODES: E70XX SS -3 WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS SO THAT ANY NATURAL CAMBER IS UPWARD AFTER ERECTION. SS -4 SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE BY THE SER IN WRITING. SS -5 FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT- DIPPED GALVANIZED FINISH. SS -6 PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF WATER. ALL PENETRATIONS THROUGH MAIN MEMBERS SHALL NOT EXCEED 11/8" DIA. AND SHALL BE GROUND SMOOTH. THESE DRAINS MUST BE KEPT CLEAN AND OPEN. SS -7 SHOW ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES ON THE SHOP DRAWINGS FOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. SS-8 FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE ARCHITECT AND STRUCTURAL ENGINEER. SC STRUCTURAL STEEL CONNECTIONS SC -1 ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ", AISC -LOAD AND RESISTANCE FACTOR DESIGN. SC -2 ALL CONNECTIONS, UNLESS INDICATED AS BEING FULLY DESIGNED ON THE STRUCTURAL DRAWINGS, SHALL BE DESIGNED AND DETAILED BY A LICENSED STRUCTURAL ENGINEER IN THE STATE OF FLORIDA. THE DESIGN AND DETAILING SHALL COMPLY WITH ALL APPLICABLE CODES AND SPECIFICATION SECTIONS. SC -3 UNLESS OTHERWISE NOTED, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS. DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. THESE DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE. SC -4 SUBMIT CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS TO THE SER FOR REVIEW PRIOR TO REVIEW OF SHOP DRAWINGS. FOR BIDDING PURPOSES, WHERE NO MOMENT IS INDICATED ON DRAWINGS PROVIDE FULL MOMENT CAPACITY OF MEMBER (.9 FY Z) AND WHERE NO VERTICAL SHEAR IS INDICATED ON DRAWINGS PROVIDE FULL SHEAR CAPACITY (A FY D TW). SC -5 ALTERNATE CONNECTIONS TO THOSE SHOWN ON DRAWINGS WILL ONLY BE CONSIDERED ACCEPTABLE IF CONTRACTOR FORMALLY SUBMITS ALTERNATES AND THE SER APPROVES THE SUBMITTAL. SC -6 FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UON. SC -7 DESIGN ALL CONNECTIONS FOR FORCES INDICATED ON THE DRAWINGS. CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED UON. SC -8 BEAM CONNECTION DESIGN NOTES ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS ACT CONCURRENTLY. UON, BEAM REACTIONS ACT IN GRAVITY DIRECTION WHILE AXIAL FORCES AND MOMENTS ARE TO BE CONSIDERED REVERSIBLE. EXCEPT WHERE "SNUG TIGHT" INSTALLATION IS SPECIFICALLY PERMITTED ON DRAWINGS AS "SLIP CRITICAL" DETAILING IS REQUIRED, ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED AS FULL PRETENSIONED BOLTS. BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP CRITICAL BOLTS. DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE SER. SC -9 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE, ANSIIAWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER ANSIIAWS D1.1, OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS. SC -10 USE RUNOFF TABS AT ALL BEVEL AND FULL PENETRATION WELDS. REMOVE RUNOFF TABS BY NEAT CUTS AFTER WELD IS COMPLETED, GRIND SMOOTH WHERE REQUIRED BY DETAIL. SC -11 WHERE REQUIRED BY DETAIL REMOVE WELD BACK UP BARS AND GRIND SMOOTH AFTER WELD IS COMPLETED. SC -12 DESIGN, DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR AWAY FROM CONNECTIONS. SC -13 ALL ALUMINUM IN CONTACT WITH STEEL OR OTHER NON - COMPATIBLE MATERIALS SHALL BE PROTECTED PER SECTION 2003.8.4 OF THE FLORIDA BUILDING CODE. SC -14 CLEAN CONCRETE BEARING SURFACES OF ALL BOND - REDUCING MATERIALS AND ROUGHEN SURFACES PRIOR TO SETTING BASE AND BEARING PLATES. CLEAN BOTTOM SURFACE OF BEASE AND BEARING PLATES AND SET ON SHIMS, AS REQUIRED AND INDICATED ON DRAWINGS. A. TIGHTEN ANCHOR BOLTS, CUT OFF WEDGES OR SHIMS FLUSH WITH EDGE OF BASE OR BEARING PLATE, AND PACK GROUT SOLIDLY BETWEEN BEARING SURFACES AND PLATES. CF COLD - FORMED STEEL CF -1 ALL COLD- FORMED STEEL FRAMING WORK SHALL CONFORM TO THE REQUIREMENTS OF THESE NOTES AND THOSE OF THE FLORIDA BUILDING CODE. CF -2 COATINGS FOR COLD - FORMED STEEL SHALL CONFORM TO ASTM A -653. GALVANIZED COATING SHALL CONFORM TO ASTM C -955, COATING CLASS G60. CF -3 ALL GALVANIZED STUDS SHALL BE FORMED FROM STEEL THAT CONFORMS TO THE REQUIREMENTS OF ASTM A-446 WITH YIELD STRENGTH OF 33 KSI AND WITH THE REQUIREMENTS SET FORTH IN SECTION 1.2 OF THE AISI 'SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS', LATEST EDITION. CF -4 THE CONTRACTOR SHALL SUBMIT PRODUCT DATA FOR ALL STUDS, TRACKS, STRAPS, AND FASTENERS, AND SUBMIT SAMPLES OF ALL FASTENERS. CF -5 DEPTH OF ALL FRAMING MEMBERS SHALL NOT BE LESS THAN THE VALUES SHOWN ON DRAWINGS. THE SPACING OF METAL STUDS SHALL NOT EXCEED THE SPACING SHOWN ON THE DRAWINGS. COORDINATE STUD PLACEMENT WITH LOCATIONS OF MECHANICAL, ELECTRICAL, OR OTHER SYSTEMS. CF -6 LIGHT GAGE STEEL FRAMING SIZES AND DETAILS SHOWN ON CONTRACT DOCUMENTS REPRESENT A MINIMUM DESIGN INTENT TO BE FOLLOWED. FRAMING AND CONNECTIONS NOT DETAILED IN CONTRACT DOCUMENTS SHALL BE DESIGNED AND DETAILED BY FABRICATOR ACCORDING TO SPECIFICATIONS AND REQUIREMENTS HEREIN. MINIMUM GAGE OF MEMBERS IS 18 GAGE, BUT NOT LESS THAN THAT SHOWN ON THE PLANS AND DETAILS. CF -7 SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS SHOWING METHOD OF FABRICATION, ERECTION PROCEDURES, ATTACHMENT OF THE SYSTEM TO THE BUILDING, JOINTS, CONNECTIONS AND FRAMING. CALCULATIONS AND SHOP DRAWINGS SHALL BE PREPARED, SIGNED AND SEALED BY A DELEGATED ENGINEER. SEE NOTES SU -6 THRU SU -8. CF -8 ALL MEMBERS SHALL BE PROPORTIONED TO CONFORM WITH THE FOLLOWING DEFLECTION LIMITS: A. TOTAL LOAD U240 B. LIVE LOAD U360 CF -9 PROTECT COLD- FORMED STEEL ELEMENTS FROM CORROSION, DEFORMATION, AND OTHER DAMAGE DURING DELIVERY, STORAGE, AND HANDLING. CF -10 COLD - FORMED STEEL ELEMENTS SHALL BE PROTECTED WITH A WATERPROOF COVERING, AND VENTILATED TO AVOID CONDENSATION DURING STORAGE. CF -11 MECHANICAL FASTENERS SHALL BE CORROSION- RESISTANT - COATED, SELF - DRILLING, SELF - THREADING STEEL DRILL SCREWS. A. HEAD TYPE SHALL BE LOW - PROFILE HEAD BENEATH SHEATHING AND SHALL COMPLY WITH MANUFACTURER'S STANDARDS ELSEWHERE. CF -12 WELDING ELECTRODES SHALL CONFORM WITH AWS STANDARDS. CF -13 FABRICATION A. FABRICATE COLD - FORMED STEEL FRAMING AND ACCESSORIES PLUMB, SQUARE, AND TRUE -TO -LINE, AND WITH CONNECTIONS SECURELY FASTENED, ACCORDING TO MANUFACTURER'S WRITTEN RECOMMENDATIONS AND TO THE REQUIREMENTS OF THIS SECTION. 1. FABRICATE FRAMING ASSEMBLIES USING JIGS OR TEMPLATES. 2. CUT FRAMING MEMBERS BY SAWING OR SHEARING. DO NOT TORCH CUT. 3. FASTEN COLD - FORMED STEEL FRAMING MEMBERS BY WELDING OR USING SCREW FASTENERS, ACCORDING TO FABRICATOR STANDARDS. WIRE -TYING OF FRAMING MEMBERS IS NOT PERMITTED. a. COMPLY WITH AWS REQUIREMENTS AND PROCEDURES FOR WELDING, APPEARNACE AND QUALITY OF WELDS, AND METHODS USED IN CORRECTING WELDING WORK. b. LOCATE MECHANICAL FASTENERS AND INSTALL ACCORDING TO COLD- FRAMED STEEL FRAMING MANUFACTURER'S INSTRUCTIONS WITH SCREW PENETRATING JOINED MEMBERS BY NOT LESS THAN 3 EXPOSED SCREW THREADS. 4. FASTEN OTHER MATERIALS TO COLD- FORMED STEEL FRAMING BY WELDING, BOLTING, OR USING SCREW FASTENERS, ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. B. REINFORCE, STIFFEN, AND BRACE FRAMING ASSEMBLIES TO WITHSTAND HANDLING, DELIVERY, AND ERECTION STRESSES. LIFT FABRICATED ASSEMBLIES TO PREVENT DAMAGE OR PERMANENT DISTORTION. C. FABRICATION TOLERANCES: FABRICATE ASSEMBLIES LEVEL, PLUMB, AND TRUE TO LINE TO A MAXIMUM ALLOWABLE TOLERANCE OF 118 INCH IN 10 FEET (1:960) AND AS FOLLOWS: 1. SPACING: SPACE INDIVIDUAL FRAMING MEMBERS NO MORE THAN +/ -118 INCH (3MM) FROM PLAN LOCATION. CUMULATIVE ERROR SHALL NOT EXCEED MINIMUM FASTENING REQUIREMENTS OF SHEATHING OR OTHER FINISH MATERIALS. 2. SQUARENESS: FABRICATE EACH COLD - FORMED STEEL FRAMING ASSEMBLY TO A MAXIMUM OUT -OF- SQUARE TOLERANCE OF 118 INCH (3MM). CF -14 INSTALL CONTINUOUS TOP AND BOTTOM TRACKS SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELY AND SECURELY ANCHOR AT CORNERS AND ENDS AT SPACING RECOMMENDED BY MANUFACTURER BUT NO GREATER THAN 24" (610MM) FOR NAIL OR POWDER- DRIVEN ANCHORS. SI SPECIAL INSPECTIONS SI -1 REFER TO SHEETS S -0.3 FOR THE SPECIAL INSPECTION PLAN. SI -2 THE FOLLOWING STRUCTURAL ITEMS REQUIRE SPECIAL TESTING AND /OR INSPECTIONS: 1. NEW STEEL FRAMING FOR SUPPORT OF CURTAIN WALL AND CANOPY. 2. STRUCTURAL ATTACHMENT OF NEW GLAZING SYSTEM TO THE BUILDING ENVELOPE AND VERIFICATION OF GLAZING AS SPECIFIED. 3. ATTACHMENT OF NEW CANOPY CLADDING INCLUDING PLYWOOD AND ALUCOBOND VENEER. 4. EXISTING EXTERIOR WALL OPENINGS INFILLED WITH COLD - FORMED STEEL FRAMING. 5. REINFORCEMENT IN NEW CONCRETE CURBS AND PLANTERS. 6. PRODEMA CLADDING ATTACHMENTS TO THE BUILDING ENVELOPE. 7. ALUCOBOND VENEER CLADDING AT WINDOWS. 8. STRUCTURAL ATTACHMENT OF NEW REAR DOOR AND VERIFICATION OF DOOR AS SPECIFIED. AC ARCHITECTURAL CLADDING AC -1 TYPICAL DETAILS INDICATE GENERAL CRITERIA FOR ASSUMED CONNECTIONS OF ARCHITECTURAL CLADDING TO BASE BUILDING STRUCTURE. PROVIDE DESIGNS THAT MEET INDICATED CRITERIA AND CONFORM TO LISTED CODES AND STANDARDS. REFER TO SUBMITTALS SECTION IN THESE GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. PA POST- INSTALLED ANCHORS PA -1 EPDXY - ANCHORED REINFORCING BAR AND ADHESIVE ANCHORING SYSTEMS: HIT -HY 150 EPDXY ADHESIVE ANCHOR HILTI, TULSA, OK OVERHEAD AND /OR CONSTANT TENSION EPDXY ANCHOR INSTALLATIONS NOT SHOWN ON THE DRAWINGS SHALL NOT BE PERMITTED UNLESS EACH CONDITION IS REVIEWED AND APPROVED IN WRITING BY THE SER. PA -2 ALTERNATIVE SYSTEM EQUIVALENT TO OR EXCEEDING THE PROPERTIES OF THE SYSTEM ABOVE WILL BE CONSIDERED. PA -3 FIELD DRILLED EXPANSION ANCHOR SYSTEMS: KWIK BOLT 3 HILTI, TULSA, OK PA -4 ALTERNATIVE SYSTEM EQUIVALENT TO OR EXCEEDING THE PROPERTIES OF THE SYSTEM ABOVE WILL BE CONSIDERED. PA -5 ANCHORS ARE TO BE MINIMUM 3/4" DIAMETER WITH A MINIMUM EMBEDMENT OF 6 11, UON. PA -6 INSTALL ANCHORS TO MEET THE REQUIREMENTS INDICATED IN THE CONTRACT DOCUMENTS AND THE MANUFACTURER'S RECOMMENDATIONS, PA -7 LOCATE, BY NON- DESTRUCTIVE MEANS, AND AVOID ALL EXISTING REINFORCEMENT PRIOR TO INSTALLATION OF ANCHORS. IF EXISTING REINFORCING LAYOUT PROHIBITS THE INSTALLATION OF ANCHORS AS INDICATED IN THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE DESIGN PROFESSIONALS IMMEDIATELY. PA -8 INSTALL MASONRY ANCHORS IN SOLID MASONRY OR IN HOLLOW MASONRY THAT HAS BEEN GROUTED SOLID AT LEAST ONE COURSE ABOVE AND ONE COURSE BELOW THE ANCHOR, UON. BN BID NOTES BN -1 THE CONTRACTOR'S AND ALL SUBCONTRACTOR'S BIDS SHALL INCLUDE ADD /DEDUCT UNIT PRICES FOR EACH OF THE ITEMS LISTED. THE COST FOR ANY UNUSED PORTIONS OF THE LISTED QUANTITIES SHALL BE CREDITED TO THE OWNER. BN -2 THIS MATERIAL SHALL BE IN ADDITION TO THAT INDICATED ON THE CONTRACT DOCUMENTS THE BID PRICE SHALL PROVIDE FOR THE DETAILING, FABRICATION, DELIVERY, AND INSTALLATION OF THE MATERIAL IN THE BUILDING IN SUCH SIZES AND FORMS AS THE ARCHITECT AND STRUCTURAL ENGINEER MAY DIRECT, WITHOUT ADDITIONAL COST TO THE OWNER. BN -3 IF NO CONNECTION FORCES ARE INDICATED ON THE DRAWINGS, STRUCTURAL STEEL SUBCONTRACTOR SHALL ASSUME THAT BEAM AND GIRDER CONNECTIONS ARE CAPABLE OF DEVELOPING AT LEAST 50 PERCENT OF THE UNIFORMLY DISTRIBUTED LOAD CAPACITY OF THE MEMBER USING THE REACTION FROM THE ALLOWABLE LOAD OF THE BEAM AS TABULATED IN THE AISC LRFD MANUAL OF STEEL CONSTRUCTION. FOR COMPOSITE BEAMS MULTIPLY THE UNIFORMLY DISTRIBUTED LOAD CAPACITY BY 2.0 TO ACCOUNT FOR THE TRANSFORMED COMPOSITE CROSS SECTION. BN -4 CONTRACT DOCUMENTS ISSUED FOR BID ARE NOT ISSUED FOR CONSTRUCTION UNLESS SPECIFICALLY NOTED AS "ISSUED FOR CONSTRUCTION ". ABBREVIATIONS AND SYMBOLS ADDL ADDITIONAL ADJ ADJACENT ALT ALTERNATE APPRX APPROXIMATE ARCH ARCHITECT OR ARCHITECTURAL B/ BOTTOM OF B/B BACK TO BACK BLDG BUILDING BLK BLOCK LONG LONGITUDINAL LP LOW POINT LW LIGHTWEIGHT LWC LIGHTWEIGHT CONCRETE M MOMENT MATL MATERIAL MAX MAXIMUM MC MOMENT CONNECTION(S) MECH MECHANICAL CULL 0 SE-CT1OAl Thornton Tomtasetti Thornton Tomasetti, Inc. 101 NE Third Avenue, Suite 1170 Fort Lauderdale, FL 33301 -1199 T 954.903.9300 F 954.903.9331 COA #k 7519 TT Project No. K10013.00 seal/signature:. MATTHEW OL1E NDE"R PE FL LIC: NO. PE. M)h - w. �•�C� "9 ;J I yUUV V Y J G U 0 t c. U VI:G BLKG BLOCKING MEP f vv G4• c w � V MECHANICAL, ELECTRICAL, PLUMBING, BM BEAM SUITE * 202 FIRE PROTECTION • W BOT BOTTOM MEZZ Y W .. . Y •u . • MEZZAN INE V •` `�� V BRDG BRIDGING MFR _ V • t5 V M V MANUFACTURER W. .t • BRG BEARING MID MIDDL_F. .... BTWN BETWEEN MIN MINIKIAi' C COMPRESSION MISC V Y ♦ V • U V MISCEitANEOUS '' C/C CENTER TO CENTER NIC NOT IN CONTRACT CIP CAST -IN-PLACE NO NUMBER CL CENTER LINE NOA NOTICE OF ACCEPTANCE CLR CLEAR OR CLEARANCE NOM NOMINAL CMU CONCRETE MASONRY UNIT NS NEAR SIDE COL COLUMN NTS NOT TO SCALE COMP COMPRESSION NW NORMAL WEIGHT CONC CONCRETE NWC NORMALWEIGHT CONCRETE CONN CONNECTION(S) OC ON CENTER CONST CONSTRUCTION OD OUTSIDE DIAMETER CONT CONTINUOUS OF OUTSIDE FACE DB REINFORCING BAR DIAMETER OH OPPOSITE HAND DBL DOUBLE OPNG(S) OPENING(S) DEG DEGREE(S) OPP OPPOSITE DET DETAIL OSL OUTSTANDING LEG DIA DIAMETER P/T POST - TENSIONED DIAG DIAGONAL PC PIECE DIM(S) DIMENSION(S) PCY POUNDS PER CUBIC YARD DL DEAD LOAD PERP PERPENDICULAR DWG(S) DRAWING(S) PG PLATE GIRDER DWL DOWEL(S) PL PLATE EA EACH PRC PRECAST ECC ECCENTRICITY PRLL PARALLEL EF EACH FACE PSF POUNDS PER SQUARE FOOT EL ELEVATION PSI POUNDS PER SQUARE INCH ELEC ELECTRICAL PT POINT ENGR ENGINEER RAD RADIUS EOS EDGE OF SLAB REF REFERENCE EQ EQUAL REINF REINFORCE(D) (ING) OR (MENT) EQUIP EQUIPMENT REQD REQUIRED EW EACH WAY SCHED SCHEDULE(D) EXP EXPANSION SDL SUPERIMPOSED DEAD LOAD EXST EXISTING SECT SECTION EXT EXTERIOR SER STRUCTURAL ENGINEER OF RECORD F/F FACE TO FACE SF SQUARE FOOT (FEET) FIN FINISH(ED) SHT SHEET FLR FLOOR SIM SIMILAR FND FOUNDATION SOG SLAB ON GRADE FP FIREPROOF(ING) SP SPACE FS FAR SIDE SPEC(S) SPECIFICATIONS) FTG FOOTING STD STANDARD GA GAGE, GAUGE STL STEEL GALV GALVANIZED STR STRUCTURE GB GRADE BEAM STRCTL STRUCTURAL GEN GENERAL SYM SYMMETRICAL GR GRADE T TENSION HHMS HEX HEAD MACHINE SCREW T &B TOP AND BOTTOM HK HOOK TI TOP OF HORIZ HORIZONTAL TEMP TEMPERATURE OR TEMPORARY HT HEIGHT TEN TENSION ID INSIDE DIAMETER THK THICK OR THICKNESS IF INSIDE FACE TYP TYPICAL INFO INFORMATION UON UNLESS OTHERWISE NOTED INT INTERIOR V SHEAR INTRM INTERMEDIATE VERT VERTICAL JST(S) JOIST(S) VIF VERIFY IN FIELD JT JOINT W/ WITH K KIPS (1,000 POUNDS) W/O WITHOUT KLF KIP PER LINEAR FOOT WD WOOD KSF KIP PER SQUARE FOOT WP WORK POINT LL LIVE LOAD WPFG WATERPROOFING LLH LONG LEG HORIZONTAL WS WATERSTOP LLV LONG LEG VERTICAL WWR WELDED WIRE REINFORCEMENT CULL 0 SE-CT1OAl Thornton Tomtasetti Thornton Tomasetti, Inc. 101 NE Third Avenue, Suite 1170 Fort Lauderdale, FL 33301 -1199 T 954.903.9300 F 954.903.9331 COA #k 7519 TT Project No. K10013.00 seal/signature:. MATTHEW OL1E NDE"R PE FL LIC: NO. PE. M)h - w. �•�C� "9 GENERAL NOTES I, S-0.2 16 ;J I architect NORBERTO ROSENSTEIN ARCHITECT , INC. ARCHTECW - KrER R DESICIJ - PLAN 126 S. FEDERAL HIGHWAY SUITE * 202 DANIA BEACH, FLORIDA 33004 PH: (954) 922 -6551 FAX: (954) 922 -7388 EMAIL-info *rosensteinaretfdect.com WEB: wwwrosensteinarchdect.com STATE REG. NO. AR0016674 NATL. REG. NO. 69178 COPYRIGHT © 2010 NORBERTO ROSENSTEIN ARCHITECT, INC. ALL RIGHTS RESERVED. THIS DOCUMENT OR PARTS THEREOF, MAY NOT BE REPRODUCED IN ANY FORM WITHOUT PERMISSION. DESIGNED :.,... "`.: „:.. '.,.» 3 :.;. DRAWN ,, *r 4U. CHECKED .: =s.. I HEREBY CERTIFY THAT THESE PLANS WHERE PREPARED BY ME OR UNDER MY SUPERVISION, AND TO THE BEST OF MY KNOWLEDGE, COMPLY WITH ALL APPLICABLE CODES. #* elton + len iz A R Q U I T E C T O S A S O C I A D O S RUT .76.575.840 -8 AURELIO GONZALEZ 3330 VITACURA 8-11 -2010 REVISION R E V I S 1 0 N S COMM. DATE 2010 -31 8 -5 -2010 Casaide(iRs. 5701 SUNSET DRIVE SUITE B -10 FLORIDA, 33143 SOUTH MIAMI GENERAL NOTES I, S-0.2 16