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CODES <br />1.1 FLORIDA BUILDING COOErM EgT10N, 2020 RESICENRrY SECTIONS R90I28 R608. <br />1.2 FLORIDA BUILdNG CODE,'RN EDITON, 20208UILgfd3, SEClION5198128210T. <br />+.3 BMLgNO CODE REQUIREMENTS FOR REINFORCED CONCRETE TAd 318-19). <br />1.9 BUICODE REQUIREMENTS AND SPECIFMATNAJ FOR MASONRYSiRUGTUI✓ES <br />(IMs dOW <br />1.5 AMERK:ANSOCISOCIETYOFgVILENGINEERS MINIMUM DESIGN LOADS FOR BUILgNGS AND <br />OTHER STRUCTURES (ASCE T-+e). <br />2.)CONCRETE <br />2.1 CON CRETECOMPRESSNGTHAT 2B MY5: <br />22..11.11 PRECTD-DREINFORM PSI MIN. <br />PRES-PRESTRESS RJENFORCEMEINTWPSI <br />22E GROATPER ASTM G]6-30m PSI NPMAX 3I8'AGGREGATE, 8'TO ii'SLLlAP. <br />3 SlRdNGBAR$: <br />2.2A 21 STEEL PLACED IN PRECAST LINTEL AT TMEOF FABRICATgJ <br />ISlA1 A618/A618M (GRADE 80) <br />22.2 STEEL IN LINTEL AND IQ90q(OUTBLOCK (PIACED IN FIELD) <br />ATRE AS15/AS+SM (GRACE 40). <br />2.3 PRESTRESS STRANDS AS IN M182-VkRE, STRESSRELIEVED2A1 KSI <br />2.9 DETAIL IN AIONS aC(.'OROMTCE VIITHAQ3+8-+d. <br />2.5 CONCRETING OPERATIO 10S,!LCpARYIMTH ACI STANDARDS. <br />2.8 D9.SN+RE PER ASTMA108YA+869M <br />3.1 <br />3)3Aso CONCRETE MASONRY MTS ES-NGI'NFORM TOASTM CBD,NORMAL WEIGHTVUTH <br />MORTAR NET AREA COMPRESSIVE STRENGTH 2G05PSI, <br />3.2 MORTAR SHA 101-OREREWI E. TVPE MOR S' <br />3.3 MIMM RTAR EO IF ARE REOIIIRED <br />39 BE LESS AGGREGATE PSI. CASONRY SliRENS Ix HA OF LBEE ANDMORTARSINLLNOT <br />BELESSTHANFM= OF PSI. MASONRY STRENGTH SWILL BET MEli SHED BY THSMAT <br />REDLSRMEIW HA OR,ALTERNATIVELY, BY llf'PRISM TESTMETHOO'VR£RE USM <br />REQUREMENTS HAVE NDTBEEN MET <br />4) 4.1iUCT1RAL: <br />4.1 SAFE LOADVFTANLE ILES EARIM OF IPER FLORIDA LIRIELS HANG OODE NG OF B' AMTIi A RESIDE <br />ACCEPTABLE B .OR FLOAl-ER GCODBUILDINGE-O , EdT - 2020 .71-21- <br />SAFELOR808.8.3IXi ED OA BMLOINGCWEr1H EgTON, 2020 BdIDING,ND- 21B4.1 <br />9.2 OESIG R VAY IW&UATE ON RATONATED L NA FROM THE <br />ES A E LOAD AND TM8 402-18 <br />9.3 DESIGNER MAY EvgM- R CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATNG MAl(IMUM RESISPNGMOMENTAND SHEN2 ATtl pSTANCEANlTY FROM 11E <br />FACE OF THE SUPPORT <br />9.9 FOR LINTELLENGTH AT6'F'OREB-IS REQUIR DAT EA FILLED SOLID ELINTEL. TPNO <br />MNTELS ONE (1)E5VERTICAL-N IS REQUIRED EACH END OFTHELINTEL. <br />9.5 LINTELST, NOT BE GREATER THPN 2 DAYS <br />S-ESPANLUSTREEMENT.PROVIDED hT8PgtARY <br />SUPPORT, NOT BE REMWED UNTIL 2 OAVS AFTER GRWT 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" HDG NAILS, WOOD TO WOOD: <br />SIMPSON H1OA OR LGT2 WW IDd 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 GALVANZED. <br />6. 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 2A 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 PBS36, .177" "x 2 7/8" LONG, WITH WASHER @ 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 0'-0", FINISH FLOOR. UNLESS <br />NOTED OTHERWISE. <br />HEADER SCHEDULE <br />MARK <br />DESORPTION <br />REMARK <br />,U <br />(2) 2X12 <br />--------------------------------------------I------------------------------------����� ; <br />%, 8F16-lT/OM/ B 8F16-lT/0M/0B 1 <br />� 1 <br />1 <br />,% 1 <br />m %% m 1 <br />g %` 1 <br />g ♦�-------------- <br />% 4* % <br />% 4p % 1 <br />a `♦ � % % 1 <br />% _ 1 <br />------ - L---7! <br />% 1 1 <br />8F16-lT/0M/0B <br />8RF14-lT/0Ml0B <br />--------------cam <br />♦ <br />i J* ,,�� ♦0 <br />i <br />%% <br />�% <br />L _ J <br />8F16-lT/0M/0B <br />8F16-lT/0M/0B 8F16-lT/0M/0B 8F16-lT/0M/0B <br />- - - - - - ----------•a--------------------------------------------------------------------- p---------- <br />T-O" <br />LIFT BEAM PLAN <br />SCALE: 1/4" = V-0" <br />A C N I T E C T E <br />Design <br />Grou 1... <br />41 N. RONALD REAGAN BL1 <br />LONGWOOD, FL 32750 <br />PH: 407-774-6078 <br />FAX: 407-7744078 <br />www.abde igngroup.com <br />AA #: 0003325 <br />W <br />y <br />Cam+ <br />V <br />O <br />R <br />F <br />sU83Drv. & I4oT <br />SILVERADO <br />LOT #10 <br />BLK #15 <br />PROJECT# <br />03719.001-10151 <br />MOaEL- <br />2558-HAWTHORNEB <br />GARAGE SWING: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />15A MPH EJA B Of <br />DAATE 03/02/21 <br />SCALE. 1/4"=1'-0" <br />81-IEZT <br />s <br />