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GENERAL NOTES <br />1.)CODES <br />i.t FLORIDABULDING CODE fiM EDITION, MI T RESIDENTML SECT-R4023 AR80S. <br />1.2 FLORpA BUILDMO CODE,fiN EDRpN, 201]BUKUNG, SECTpNB tY01.26210]. <br />1.3 BUKDING CODE REOUREMENTS FOR REINFORCEDCONCREIE(ACI 3IS-14). <br />to SLIM CODEREOUREMENTSANDSPECIFICAT FORMASONRI'SIRUCTUILES(ACI <br />=L136AC SYLI-13) <br />1.5 .OTHERSNRUCTURESO(AF SCCNEK ) EN0O} <br />2)CONCRETE: <br />2.12CONCRETE STRENGTH <br />MEERS 28 <br />M <br />PREAWYSTANDARD REINFGQCEtMUM DME6MIN. N <br />2t3 ME-CA"REBTRREF RCEMENT4I S <br />2.13 pMR A6TM C47S-0 PSI Wl MAX. W AGGREGATE, <br />3 FOR BUIIDMQS ANO <br />e' TO tt' SLUW. <br />23 REINFORCING BARS: <br />22.1 SiFcl PIACED M PREGST LMTEL AT TBIE OF FABRMATION ASTM A815 (GRADE W) <br />223 STEEL3STRA ASIM IS7- LOCTRESS DMFELD)ASTM p615 (GRADE 40} <br />2.3 PEESTRES88TMN08 A6TM MI6]-W6E, STRE88 RELIEVED <br />zK81 <br />2.4 OETAK REMFO CEMEOPERATIONS <br />f SI.HALL COMPLY <br />W A JIB. <br />2S CONCRETNG OPERATpHS SHALL COAPLV WITH AG STANDpIL08. <br />2.6 O4s W"1E PERASTN A496 <br />9.1 CONCRETE M0.9OIilY UiRB(CMU)SHALL CONFORM TO ASIM GW, NORMAL WEIGFff W11H <br />MWMUA NET AEFA COMPRE93NE STRENGTH 2655PM. <br />3.2 FULL AR SNALL MORTAR JOINTS RM TOASTM C-TRI TYPE'ti OR'3' <br />3.4 MINIML AGGREGATE <br />MWT9 ARE REQUIRED <br />3A BE LESS AGGREGATE 2B Mi. OASONRY STR STRENGTH SHALL <br />L BE EST BL M ED BY SHAH NOT <br />BELESSMETHO OIL <br />PSI.MNATIVEBTRENOE SHALL BEESTABLISIED BY TIEM <br />STRENGTH METHOD' Oil, ALTERNATIVELY, BY THE'PMBAI TESTMETHOD' WFETE USM <br />REOUREMEMS HAVE NDT BEEN MET. <br />4)BTRUCMLO <br />4.1 ACEPTABLEB SAR OF4SEDONLRIDA HAVING COEARINGDE OF6'(WITH ,M7REMOM <br />ACCEPTABLE BE3 OR FLORIDA 4' PER FLORIDA C BUILDING CODE STH E [BALDING. <br />G. S SECTION <br />MML, <br />SECTION LOAD R036.6DVAL ESBASEDOBUILDING CODE BTA ANALYSIS <br />ER CII318 AN SECTION 2104.1 <br />4.2 DESIGNER <br />VALUES <br />EVALUATE <br />CO RATIONALDESIGNL AW1 FROMTH ESAFE LO6 NW A ES B <br />4.3 CALCL ET MAY EVALUATE CONCENTRATED RATE MOMENT <br />AND <br />HEAR THE DISTANCE <br />AWBIF FROM <br />CALCULATING MAxMUA RESISTING MOMENT AND SHEAR AT 5 DISTANCE AWAY FROM TIE <br />FACE OF THE SUPPORT. <br />4A FOR LMTEL LENGTH AT SA'OR GREATER, VERTICAL CELL FILLED BOLA WRH GROUT AND <br />MNtELS THAT <br />ARE <br />VERTICAL THAN <br />1 IB REWMEDAN EACH ENDBE RO THE LMTEL. <br />4.5 LINTFIRTH NOT <br />REMOTER THAN 2 DAYS <br />YSAFTER CLEAR GROUT PLACEMENT. <br />SUPPORT NOT BE REMOVED UNTIL 2 dlY3 AFTER GROUT PIACEMEM. <br />FRAMING <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)1Od x 1 112" HOG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 W/ IOd 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 />S. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, <br />CONNECTERS ARE TO BE GALVANIZED. <br />5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE <br />CONCRETE LINTELS. <br />6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND <br />CLEAR SPAN OPENINGS. <br />7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). <br />8. 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 />9. PLACE 20 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 @ 16" O.C. <br />10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END <br />UNLESS OTHERWISE SHOWN DIFFERENT. <br />11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON <br />RATIONAL ANALYSIS. <br />12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS <br />NOTED OTHERWISE. <br />HEADER SCHEDULE <br />MARK <br />8, <br />SIZE DESCRIPTION <br />REMARK <br />p <br />(2)2X12 <br />7'-0" <br />fiF18-1TIOMi B <br />I! <br />o <br />! <br />LL <br />9 <br />8F16-lT/OM/OB <br />5'-10" <br />! <br />! <br />t <br />a <br />! <br />! <br />! <br />8 <br />! <br />! <br />6 <br />E <br />! <br />m <br />�v <br />¢ <br />! <br />�N <br />LIFT BEAM PLAN <br />SCALE: 1/4" = V-0" <br />6 <br />Grown <br />L441 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL 32750 <br />PH: 407-77441078 <br />FAX: 407-774-4078 <br />wwWAbdnlgngroup.eom <br />L AA N: 0003325 <br />aysaly ae roT: <br />SILVERADO <br />LOT #1 <br />BLK #13 <br />PROJECT# <br />03719,000-01 <br />MODElu <br />"2558-HAWTHORNE" <br />GARAGE SVIINdG: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />150 MPH EXP. B <br />DATE;R T <br />06/11/20 <br />DCALE: 1/4"=11-0" <br />8*1EET <br />s� <br />