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GENERAL NOTES <br />I.)COOES <br />11 FLORIN BULDINGCODE7UEOT,2020RESIDENTIALSECTro7ER40226R606. <br />1.2 FLORIDA BULDINO CODE, 7NEDITION, MO WILDING. SEC11CN8111012 A 2107. <br />13 BUILDING COOS MWWMENT3 FOR REINFORCED CONCRETE 00 31614). <br />1.1 BIAIDING CODE REQUIREMENTS AND SPECIFICATION FOR MABONRY STRUCTURES <br />(TM. 402/BM-187 <br />iS AMERICAN SOCIETY OF CML ENGINEERS MIMMUM DESIGN LOADS FOR BUILDINGS AND <br />OTHER STRUCTURES (AECE 7.16). <br />2.)CONCRETE. <br />2.1 CONCRETECOMPRESSIVESTRENGTHAT2BDAYS: <br />2.1.1 PRECAST WSTANDMD REINFORCEMENT�000 FBI MIN. <br />2.12 PRECASTWIPRESTRESSREINFORCEMENTR000P81 <br />2.1.3 GROUTPERASTMCM-3000PSIWMAX.WWAGGREGATE,6'M11'SLL P. <br />2.2 REINFORCING BARB: <br />2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME ONFABRIGl1ON <br />STEEL <br />IN LINTEL A (GRADE I( <br />22.2 STEEL IN LINTEL (GRADE 40). BLOCK (PlACEO IN FIELD) <br />ASTESS S A61Y.1(G W A41 ). <br />2.4 PRESTRESSSTRANDSASINAODD7OWRE,STRESSI3114.D 2T0 KSI <br />2.6 DETAIL REINFORCEMENTIN ACCO COMPLY <br />WTH A 31614. <br />2.6 DONCRETIPE OPERATIONS STALL COMPLv WiN Ad STANDARDS, <br />2.8 D1.9 WRE PER AS1M A106YA1064M <br />3)MASONRV: <br />3.1 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO MW C40, NORMAL WEIGHT WTH <br />MINIMLM NET AREA COMPRESSIVE STRENGTH 2O00P81. <br />3.2 MORTAR SHALL CONFORM TO ASTM 0.270 TYPE'M' OR 1 <br />3.3 FULL MORTAR JOINTS ARE REWIRED <br />3.4 MINMLM AGGREGATE 21LOAY COMPRESSNE STRENGTH ON CMLI AND MORTAR SHALL NOT <br />BE LESS THAN FM-2000 PSI. MASON STRENGTH SWILL BE ESTABLISHED BY THE -T <br />STRENGTH METHOD' ON, ALWRNATNELY, BY THE'PMSM TEST METHOD' WHERE USM <br />REQUIREMENTS HAVE NOT BEEN MET. <br />4)STRIICTURAL: <br />4.1 SAFE LOAD VALUES ME BASED ON LINTELS HAVING A BEARING OF W(07H A MINIMT.M <br />ACCEPTABLE BE NO OF 4' MR FLORIN BULDNG CODE 7TH EDITION, 2020 RESIDENTIAL, <br />SECTION R606.6.3 OR FLORIDA BUILDING CODE 7 EDITION, 20M BULDNG, BECTION 21(NA <br />42 SAFE LOAD VALUES BASED ON RATIONAL DESIGN AWV.YBIS PER ACT 31 4 AND TMS 4 16 <br />4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATINO MAXIMUM RESISTING MOMENT AND SHEAR ATE DISTANCE AWAY FROM THE <br />FACE OF THE SUPPORT. <br />4,4 FORUNTELLENGTHATSJG'ORGREATER,VERTICAL CELL FILLED SMIDWTHOROUTAND <br />MIMMLS OPE (1) K VERTICAL REBAR IS REDURE PM EACH END OF THE LINTEL. <br />65 LINTELSTINO W REMOTER UNTIL <br />I DAYS EMSPMUT PLACEMOJIOEDTEMPORARY <br />SIpPORf, NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />FRAMING NOTES <br />1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE <br />CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 W/ (8) 10d x 1 1/2" HOG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. <br />2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER <br />SCHEDULE. <br />3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE <br />MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH <br />MANUFACTURER'S SPECIFICATIONS. <br />4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS <br />ARE TO BE GALVANIZED. <br />5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, <br />CONNECTERS ARE TO BE GALVANIZED. <br />6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE <br />CONCRETE LINTELS. <br />7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND <br />CLEAR SPAN OPENINGS. <br />8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). <br />9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE <br />SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE <br />FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS <br />LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND <br />APPROVAL. <br />10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES <br />SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED <br />FASTENER, ZF 72 P8S36, .177" " x 2 7/8" LONG, WITH WASHER Q 16" O.C. <br />11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END <br />UNLESS OTHERWISE SHOWN DIFFERENT. <br />12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON <br />RATIONAL ANALYSIS. <br />13. ALL ELEVATIONS ARE REFERENCED FROM V-0", FINISH FLOOR. UNLESS <br />NOTED OTHERWISE. <br />HEADER SCHEDULE <br />MARK <br />a a <br />DEBC&ION <br />REMARK <br />Qj <br />(2) 2X8 <br />---------,NF--------MB----------------------------------------------------------------------------- <br />8F16-1T/OM/OB <br />i <br />81`16-1T/OM/0B <br />8F16-1T/0M/0B 8F16.1T/0M/0B 8F16-1T/OM/OB <br />LBW <br />I <br />♦ ♦ <br />- - - - - - - - - - - - - - - - <br />1 <br />i <br />1 <br />� <br />1 <br />♦ <br />1 <br />♦ <br />1 <br />i <br />1 <br />BF16-1T/OM/ <br />B 8F16-1T/0M/0B <br />1 <br />1 <br />1 <br />---------------------------------------------------------------------------------------- <br />7'-0" LIFT BEAM PLAN <br />SCALE: 1/4" = 1'-0" <br />A R C N I T R C T 8 <br />6 <br />Design <br />Grou .- . <br />1441 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL32750 <br />PH:407-774-6078 <br />FAX: 407-7744078 <br />www.abdesigngroup.com <br />AA #: 0003325 <br />R <br />o� <br />i.1 <br />O <br />1 <br />atMDXV. & LOT <br />SILVERADO <br />LOT #3 <br />BLK #15 <br />PROJECT# <br />03719,001-03151 <br />MODEL: <br />"2558-HAWTHORNE" <br />GARAGE SMNG: <br />RIGHT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />150 MPH E . B <br />