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GENERAL NOTES <br />1.)CODES <br />1.1 FLORIDA BUILDING CODE 71h EDITION, 2020 RESIDENTIAL SECTIONS R403.2 8 R600 <br />t.2 FLUMDA BILDING CDDE. Th EDITION, MO WILDND, SECMIX S lWI.2 & 2107. <br />1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE(ACI 31614). <br />14 BUILDING 000E REQUIREMENTS MD SPECIDCATION FOR MASONRY STRUCTURE <br />(RMS 402ROb16) <br />1.0 AMEMC SODETY OF CALL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDING <br />OTHER 6TRUC7URES(ASCE 7161 <br />2.) CONCRETE <br />2.1 CONCRETE COMPRESSIVE STRENGTH AT28 DAYS: <br />2.1.1 PRE-CASTWSTANDARD REINFORCEMENT) PSI MIN. <br />2.1.2 PRELASTWRRESTRESSREIFOMC ENTO PSI <br />2.1.3 GROUTPERA WT 76.3000PSINYMA ,WWAGOREGATE.YT011'SLUAP. <br />22.1 STEELPIACEDINPRECASTLINMLATTIMEOFFABRICATON <br />ASTM A015A615M (GRADE W) <br />2.22 STEELINUNTELAND KN I(OUTBLOCI((PIACEDIN FIELD) <br />ASTMAS­' <br />(GRADE 40). <br />2.3 PRES1RESSSTRANDSASTMA4101-WRE,ETRESSREUEVED270"I <br />2.4 DETAIL REINFORCEMENT IN ACCORDANCE WTH AO 318-14, <br />2.3 CONCRETING OPERATIONS SMALL COMPLYNI'IHACISTANDAROB. <br />26 D4.5WIRE PERASTMA108NA108NM <br />3)MASONRY. <br />3.1 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASW C->N, NORMAL WEIGHT WITH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2O00PSI. <br />3.2 MORTAR SHALL CONFORM TO ASTM 0-270 TYPE "M' OR'S" <br />33 FULL MORTAR JOINTS ARE REQUIRED <br />34 MINIMUM AGGREDATE 284)AY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT <br />BE LESS THAN FM = 2w0 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE 'UNIT <br />STRENGTH METHOD' Oft, ALTERNATIVELY, BY THE'PRISM TEST METHOD' WHERE USM <br />REQUIREMENTS -NOT BEEN MET. <br />4)STRUCTURAL: <br />4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF W (WITIH A MINIMUM <br />ACCEPTABLE BEARING OF 4' PER FLORIDA BLILDW CODE 71H EDITION, 2.0 RESIDENTIAL. <br />SECTION R600.S.3 OR ROM DA BUILDING CODE 7TH EDITION, 20M BUILDING, SECTION 21N 1 <br />4.2 SAFE LOAD VALUES BASED ON RATIONAL DESIGN ANALYSIS PER ACI 31 6I 4 AND TMS 4 16 <br />4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATING MAXIMUM RESISTING MOMENT AND SHEAR ATE DISTANCE AWAY FROM THE <br />FACE OF THE SUPPORT. <br />4.4 FORUNTELLENGTIHATBE'ORGWE R,VERRCALCELLMLL DSOLIDW1 GROUTMID <br />MINIMUM ONE (1) MS VERTICAL REBAR IS REQUIRED AT EACH END OF THE LINTEL. <br />4.5 UNTELS THAT DIRE GREATER THAN 1- CI -EAR SPAN MUST BE PROVIDED TEMPORARY <br />SUPPORT NOT BE REMOVED UNTIL 2 DAYS AFTER GROUTPLACEMENT. <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?' HOG NAILS, <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 W/ (8) 10d x 1 12" HDG NAILS, WOOD TO WOOD: <br />SIMPSON H1 OA OR LGT2 W/ 1 Od x 1 12" 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 CASTCRETE <br />CONCRETE LINTELS. <br />7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND <br />CLEAR SPAN OPENINGS. <br />6. 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 2.4 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 7W 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 />11 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 />SIZE 6 <br />DESCRIPTION <br />REMARK <br />1O <br />(2) 2X12 <br />BEAM SCHEDULE <br />RRRRM INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL/T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB <br />ABBREVIATIONS <br />E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT <br />MARK <br />DESCRIPTION <br />(P <br />W.H, <br />REINFORCEMENT <br />STIRRUPS <br />REMARKS <br />BTM. <br />TOP <br />MID <br />SIZE <br />SPACING <br />BB1 <br />MASONRY <br />3000 <br />8"XB" <br />(1)#5 <br />GROUTED SOLID <br />LOADSGRAVITY & UPLIFT SAFE <br />8"x8" RECESS DOOR HEADER <br />GRAVITYO.D <br />8"x12" RECESS DOOR HEADE <br />WE <br />001mir <br />MEN <br />mmE2m3m1rmmm1m <br />GRAVITY & UPLIFT SAFE LOADS <br />8"x16" RECESS DOOR HEADER <br />LOADS <br />8"42" RECESS DOOR HEADER <br />mmmMEN <br />HE <br />®®®®®®®INS <br />M <br />�mR��R1�RR�RR'fSRR�!®� <br />®Rra®m��ommm <br />R�®E:;'i�R���000 <br />Rai®R:7R""�IR�R��RRSRR�RQ:7 <br />�T----------------------------- <br />VF16AT/OMIOB 8F16-1 T/OM11 B 8F16-1 T/OM/1 B <br />,, 4,-6„ 21 8Fi6-4 M/OB 13'-6" 10'-2„ ♦; 1 <br />1 <br />% <br />% ♦ m 1 r <br />♦ 1 <br />%% j DIE <br />♦ AH7T "` 1 <br />i <br />1 <br />I <br />�, I <br />1 <br />�--- <br />--N <br />1 <br />1 <br />1 <br />, <br />� <br />1 <br />� ♦ <br />1 <br />� ♦ <br />1 <br />Y <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />i <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />0 <br />1 <br />1 <br />'6 <br />1 <br />1 <br />LL <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />U.N.O. PROVIDE 881 WHERE ROOF <br />1 <br />1 <br />TRUSSES BEAR ON TOP OF WALL <br />1 <br />1 <br />EL. 9'4" <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />DD <br />1 <br />1 <br />� <br />1 <br />1 <br />1 <br />� <br />, <br />1 <br />1 <br />� <br />1 <br />1 <br />� <br />1 <br />� <br />I <br />I I <br />01 <br />♦ <br />1 <br />L___ j <br />1 <br />, <br />1 <br />1 •, <br />1 <br />1 . <br />1 <br />oC <br />1 <br />1 <br />♦ 1 <br />I <br />1 <br />1 <br />V <br />1 <br />1 <br />1 <br />1 <br />i <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />C7 <br />1 <br />iLr <br />1 <br />1 <br />1 <br />I <br />1 <br />1 <br />1 <br />1 <br />BF36-1 <br />1 <br />17' <br />1 <br />8F16-1T/0M/OB 18F16-1T/0M/0B <br />10'-6" 4'1" <br />m <br />0 <br />Wi2 <br />1 1 j �% 1 0 <br />8F16-1T/0M/0B ,% Kx <br />1 1 ♦ 5-10 ♦ 1 <br />1 1 1 <br />1 L-------------------� <br />LIFT BEAM PLAN <br />ARCN IT ECTrt <br />6 <br />G esi gn <br />1441 N. RONALD REAGAN BLVD. <br />LONGWOOD,FL32750 <br />PH: 407-774-6078 <br />FAX: 407-774,4078 <br />www.abdesigngroup.com.com <br />AA #: 0003325, <br />O� <br />U <br />O <br />h <br />O <br />G <br />'SVBDIV. 8c LOT: <br />SILVERADO <br />LOT #19 <br />BLK #10 <br />PROJECT# <br />03719.001-19101 <br />MODEL <br />"2045-LANTANA" <br />GARAGE SWING: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />mm <br />PRINT DATE: 7/9/21 <br />SCALE: 1/4"=1 '- O" <br />SHEET <br />s2 <br />