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GENERAL NOTES <br />+)CODES <br />1.1 FLORIDA B-DING CODE 215 EDITION, 2020 RESIDENTIAL SECTIONS R4M.2 A FOX. <br />12 FLORIDA BULDING CODE, N5 EDITION, 2020 BUILDING. SECTIONS 10 A 2101. <br />1.3 BINLDINO COGS REQUR MENTS FOR REINFORCED CONCRETE (A.CI 31&14). <br />14 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES <br />(TM3­18) <br />1.5 AMERICAN SOCIETY OF"L ENGINEERS MINIMUM DESIGN LOADS FOR BINLDINGS AND <br />OTHER STRUCTURES (ASCE <br />2.)CONCFETE: <br />2.1 CONCRETE COMPRESVW STRENGTH AT NDAYS: <br />2.1,1 PRECAST WSTANDARD REINFORCEMEIT4 PSI MIN. <br />2.12 PRECAST WIPRESTFESS REINFORCEMENT-0 MI <br />2.1S GROUT PER ASTM GIB -3000 PSI W MAX. -AGGREGATE. 8' TO 11' SLLMP. <br />2 2 REINFORCING BARS: <br />2.2.1 STEELPLACEDINPRECASTUNTELATTIMEOFFASMOATION <br />AST"T"AB13M (GRADE" <br />2.22 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) <br />ASTA AB1&M (GRADE 40). <br />2.3 PRESTRESS STRANDS ASTIA MI6 T-WRE, STRESS RELIEVED -KSI <br />24 DETAIL REINFORCEMENT IN ACCORDANCE WTH ACI 31&44. <br />2.5 CONCRETING OFERATONS SHALL COMPLY WTH ACI STANDARDS. <br />2.8 04.5WREPERASTMAIOSUA1084M <br />3) MASONRY: <br />3.1 CONCRETE MASONRY UNITS (CMN LITRE CONFORM TOASTM G90, NORMAL WEIGHT WTN <br />MINIMUM NET AREA COMPRESSIVE STRENGT112000PSI. <br />32 MORTAR SHALL CONFORM TO TARE C-210 TYPE 'M'OR'3' <br />3.4 FULL W AGGREGATE <br />JOINTS ARE REQURED <br />3.1 BE MISS AGGREGATE 2&DAY COMPAESSTESTRENGNGTiS AL BE ESAND BUSMDBY SHALL NOT <br />BE LESS THAN FM • 2000 PSI. ER S n V STRENGTH SHALL BE ESTABLISHED BY THE M <br />STRENGTH METHOD' OR, ALTERNATIVELY, BV THE WRISM TE9TMETM00' WHERE USDA <br />REIXIIREMENTS HAVE NOTBEEN MET. <br />O) STRU AM LOAD <br />0.1 SAFELOADVALUESNG BASED ONORIELS HAVING ABEARING OFM N, gMINIMUM <br />SECEPNIRSDIEARIR FLORIDA ORIDA WILDING <br />EDITION,G. SECSI 210,1I, <br />SECTIONDVAL ES FLOPoDA BUILDING CODE ]iA EDITION,ERBLTLDING,SECTION -16 <br />42 SAFE LOAD VALUES BASEDAC RATIONAL DESIGN ANALYSIS PER ACI 31&1 TA E$ 3 /0218 <br />4.9 CALC DESIGNERMAY EVALWRESI NCENTRAIEDLOADBFRO ATdU TLOADTABLES BY <br />FACE OF GLIPPORM RESISTING MOMENTAND SHEAR AT0 DISTANCEAWAY FROM THE <br />FACEOFTHESUPPORT. <br />4A FOR LINTE-(1) HATS%ORGREATERECI-EA LCELL ACH END SO LID WITH GROUT AND <br />MINIMUM ONE A AS VERTICAL REBAR IS REQUIRED AT EACH END OF THE LINTEL. <br />15 UNTELSTH NOT <br />GREATER UTR&NNTIL 2 D� CLEAR AYS AFTER ANMLMT BE PROVIDED IEMPORMV <br />SUPPORT. 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" HOG 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 2 718" 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 OTHERWSE. <br />HEADER SCHEDULE <br />MARK <br />SIZE a <br />DESCRIPTION <br />REMARK <br />1Q <br />(2) 2x8 <br />--------- I^_________4AN____________________________________-____________________________�__________ <br />8F16-1T/0M/0B <br />8F16-1T/0M/0B 8F16-1T/OM/OB 8F16-1T/OM/OB <br />♦♦ r- _ , 41 MLJK <br />♦♦♦♦ I , ; <br />j 4* 4* <br />El♦♦♦ _ _ <br />El <br />1 <br />I ♦ I I m ♦ _ <br />I ♦ m m <br />m <br />♦♦♦ <br />♦ % ♦ m <br />1 <br />♦♦0 ♦♦ <br />1 <br />1 <br />♦ ♦ <br />♦♦ I ♦♦ ♦♦ <br />b <br />�-___________ j ♦♦ ♦♦ <br />LL <br />m <br />�♦♦♦♦♦♦ <br />1 <br />♦ <br />t <br />I ♦♦ LBW ♦ ♦ <br />1 <br />a i ♦♦ <br />I <br />401, ♦♦ 1--------4 <br />1 <br />4 ♦♦ m 1 <br />' ♦♦ I <br />i <br />1 <br />i e <br />♦♦ 1 <br />, ♦♦El <br />i <br />�� ♦ <br />----- <br />♦♦♦ I <br />I <br />BF16-1T/OMIOB <br />1 <br />j I 1 <br />1 <br />j ♦ ' 1 <br />♦♦ 1 <br />1 <br />1 <br />♦ ♦ 1 <br />. ♦♦ 0 1 <br />i♦♦ <br />0 <br />1 <br />m 0 <br />1 <br />1 <br />1 <br />i <br />I <br />1 <br />1 <br />1 <br />I <br />� <br />� <br />1 <br />1 <br />I <br />1 <br />0 <br />SF18-1T/OM/ <br />1 <br />B 8F16-1T/OM/OB 1 <br />1lEll <br />u ul lommmmumi Ell El 10 El1 <br />V 1 <br />7`°" LIFT BEAM PLAN <br />SCALE: 1/4" = 1'-0" <br />A R C N IT E C T S <br />G e i In <br />41 N. RONALD REAGAN BLU <br />LONGWOOD,FL32750 <br />PH: 407-774-6078 <br />FAX: 407-7744078 <br />www,a bdesigngroup.com <br />AA S: 0003325 <br />o� <br />4 <br />m <br />v <br />C <br />a <br />VBW <br />TTBBI <br />8v8DIV. ae LIOT <br />SILVERADO <br />LOT# 3 <br />BLK 16 <br />PROJECT# <br />03719.001-03161 <br />MODEL.• <br />82558-HAWTHORNE' <br />GARAGE 8MINO: <br />RIGHT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />150 H MR. B <br />