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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) 1Od x 1 1/2' HDG 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 CASTCRETE, <br />CONNECTERS ARE TO BE GALVANIZED. <br />5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CASTCRETE <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 (C). <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 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 ® 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 />DESC�PTION <br />REMARK <br />1O <br />(2) 2X12 <br />SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS <br />4MP61110110 I SAFE LOAD - POUNDS PER LINEAR FOOT <br />MS <br />3'4• (42') PRECAST <br />2231 <br />4'4F (46') PRECAST <br />tide <br />4'0 (64) PRECAST <br />toil <br />64' (N') PRECAST <br />1217 <br />SAO' (771 PRECAST <br />1082 <br />V4' ('8') PRECAST <br />on <br />T4' On PRECAST 743 <br />93' (11r) PRECAST U4 <br />194' 112n PRECAST 475 <br />11'-4• (13n PRECAST N2 <br />12-V (144') PRECAST =7 <br />134• (iGn PRECAST 298 <br />14'4• (Idn PRECAST 279 <br />14'4• 0701 PRESTRESSED N.R. <br />1V-4' (184' PMWRESSED NA <br />tri' Wn PRESTRESSED N.R. <br />17j' Mn PRESTRESSED N.R. <br />21'•4' (M PRESTRESS® MR <br />2r4• WC) PRESTRESSED NR <br />W-V (981 PROBTRE88ED NA <br />KM==®�� <br />00ff=mK:m <br />oomommm <br />00 <br />0000 <br />00'' <br />mOmmm <br />0mm0000 <br />mIOmQ!Om <br />me;aoo�oo <br />0w!!mw::zff=w= <br />®m0000 <br />0®IvoeELZMABL-::mo. <br />Om00�00j <br />�00�0�00, <br />00000�� <br />0�m0�00 <br />O�mm�m0 <br />O�D�m00 <br />©IDm0"m0 <br />I00®" <br />mm®0 <br />OCR" <br />"Immomm <br />®0' <br />mmmm" <br />m <br />I©00�©DO <br />�0�0�00 <br />0�0�®00 <br />Iooe�e;�©QD <br />mmmmmmm <br />Ie�os>�B�s�e�B� <br />(#) THE NUMBERS IN PARENTHESIS ARE PERCENT <br />REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. <br />GENERAL NOTES <br />1.) CODES <br />1.1 FLORIDA BUILDING CODE 6th EDITION, 2017 RESIDENTIAL SECTIONS 8402.2 & R606. <br />1.2 FLORIDA BUILDING CODE, 6th EDITION, 2017 BUILDING, SECTIONS 19012 & 2107. <br />1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14). <br />1.4 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES (ACI <br />530-13 & ACI 530.1-13) <br />1.6 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND <br />OTHER STRUCTURES (ASCE 7-10). <br />2.) CONCRETE: <br />2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: <br />2.1.1 PRE -CAST W/STANDARD REINFORCEMENT-4000 PSI MIN. <br />2.1.2 PRE -CAST W/PRESTRESS REINFORCEMENT-6000 PSI <br />2.1.3 GROUT PER ASTM 0476 - 3000 PSI W/ MAX. 3/8' AGGREGATE, 8- TO 11' SLUMP. <br />2.2 REINFORCING BARS: <br />2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A616 (GRADE 60) <br />2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A615 (GRADE 40). <br />2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED <br />270 KSI <br />2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. <br />2.6 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. <br />2.6 D4.5 WIRE PER ASTM A496 <br />3) MASONRY: <br />3.1 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90, NORMAL WEIGHT WITH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2O00PSI. <br />3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE W" OR'S- <br />3.3 FULL MORTAR JOINTS ARE REQUIRED <br />3.4 MINIMUM AGGREGATE 28-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT <br />BE LESS THAN FM = 2000 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE'UNIT <br />STRENGTH METHOD" OR, ALTERNATIVELY, BY THE 'PRISM TEST METHOD' WHERE USM <br />REQUIREMENTS HAVE NOT BEEN MET. <br />4)STRUCTURAL: <br />4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 8" (WITH A MINIMUM <br />ACCEPTABLE BEARING OF 4' PER FLORIDA BUILDING CODE 6TH EDITION, 2017 RESIDENTIAL, <br />SECTION R6D6.6.3 OR FLORIDA BUILDING CODE 6TH EDITION, 2017 BUILDING, SECTION 2104.1 <br />4.2 SAFE LOAD VALUES BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318 AND ACI 530 <br />4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATING MAXIMUM RESISTING MOMENT AND SHEAR AT d DISTANCE AWAY FROM THE <br />FACE OF THE SUPPORT, <br />4.4 FOR LINTEL LENGTH AT 6'-6' OR GREATER, VERTICAL CELL FILLED SOLID WITH GROUT AND <br />MINIMUM ONE (1) #5 VERTICAL REBAR IS REQUIRED AT EACH END OF THE LINTEL. <br />4.5 LINTELS THAT ARE GREATER THAN 14'-O" CLEAR SPAN MUST BE PROVIDED TEMPORARY <br />SUPPORT. NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />SAFE LATERAL LOADS FOR <br />8" PRECAST & PRESTRESSED U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS <br />�►Mw SAFE GOAD11 6..6. SAFE LOAD - POUNDS PER LINEAR FOOT <br />3-4' (4r) PRECAST <br />10% <br />1024 <br />1N8 <br />V$ (4r) PRECAST <br />04' (4S9 PRECAST <br />706 <br />783 <br />130i <br />w4• 14d9 PRECAST <br />4'4' (54') PRECAST <br />W <br />591 <br />/079 <br />4.4' IN-) PRECAST <br />V-r (64') PRECAST <br />411 <br />411 <br />746 <br />B4' (N-) PRECAST <br />9-10• (M PRECAST <br />340 <br />339 <br />616 <br />V-t0• (M PRECAST <br />94' (78') PRECAST <br />607 <br />721 <br />490 <br />V4• (791 PRECAST <br />r4' Mn PRECAST <br />424 <br />634 <br />363 <br />r4• MV) PRECAST <br />V-4• (11r) PRECAST <br />328 <br />612 <br />230 <br />94- (11n PRECAST <br />1174' (12n PRECAST <br />284 <br />401 <br />180 <br />10-4' (Ur PRECAST <br />IT-C (13r) PRECAST <br />200 <br />114' (136') PRECAST <br />1r4• (iM-) PRECAST <br />2" <br />1r4' (1u') PRECAST <br />13'-4' (100) PRECAST <br />217 <br />1" (100r) PRECAST <br />14'4' (188� PRECAST <br />205 <br />INI <br />W-0' (1N') PRECAST <br />1*r (170n PIE STRESSED <br />N.R. <br />14'4" (170�1S4' <br />(1N') PRESTRESSED <br />N.R <br />IFW (184-) PRESTRESSED <br />174' PW) PRESTRESSED <br />NA <br />104 <br />N <br />ir4' PM PRE07RESM <br />1V4• (2.421 PRESTRESS® <br />N.R. <br />148 <br />82 <br />1V4' Mn PRBSTRESSEID <br />214' On PRESTRESSED <br />N.R. <br />126 <br />42 <br />21'4' W` n PRES7RE88® <br />2r4' W) PRESTRESSED <br />N.R. <br />116 <br />40 <br />22%C (W41 PRESIRESBFD <br />24'-0' (" PRESTRESSED <br />N.R. <br />91. <br />33 <br />W4' CAM PROSTFOSED <br />(#) THE NUMBERS IN PARENTHESIS ARE PERCENT <br />REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. <br />• ALL VALUES TAKEN FROM WM LOAD TABLES' SY CASTCRETE MAY 2015 EDITION -PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE <br />ALL PRECAST PRODUCTS ARE TO BE i/6'TALLED PER MANUFACTURES SPECIFICATIONS • PROVIDE MINNW 4.OF BEARING PAST EACH SIDE OF WINDOW OPENING <br />LIFT BEAM PLAN <br />SCALE: 1/4" = l'-W <br />- 1T/OM/08 2.1 <br />F16tIIIIIIIII <br />8 16-1T/OM/1 <br />8F16-lT/OM/OB 8Fi61T 1 <br />q-W 6-lT/OMOB <br />17'-4' <br />4'-6' <br />PRE -STRESSED <br />1p <br />11 1 <br />- - -8-FIIIII1IIII <br />It AHTT <br />8F16-lT/OWlB <br />L---------_---J <br />r -------------------- <br />IiI UNO. PROVIDE BB1 <br />II <br />WHERE ROOF <br />TRUSSES BEAR, TOP <br />OF WALL 0 9-4' LINO <br />I I <br />I I <br />I I <br />g I I <br />I I <br />LL I <br />m I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />I <br />------------------ <br />El <br />Q W <br />�a <br />LL <br />. m <br />r -- -- <br />g I <br />L-----F.A <br />t- <br />m "a <br />LL <br />• m <br />/\ PL-� 0 <br />8F14-1 /OM/OB I X AH7 <br />RED <br />BED <br />N <br />BF16-1 <br />/OM/lB <br />8F36-1T/1M/18 <br />9 <br />- - -L/JS/E <br />9'-4" <br />LGE <br />MJ <br />IFKA <br />1441N. RONALD REAGAN BLVD. <br />LONGWOOD, FL 32750 <br />PH: 407-7746078 <br />FAX: 407-774.4078 <br />www.abdesigigroup.com <br />AA#: 0003325 <br />IF DRAFTING BY: <br />A.B. DESIGN GROUP <br />DRAFTING INC. <br />5439 BEAUMONT CENTER BLVD. <br />SUITE 1004 <br />TAMPA, FLORIDA 33634 <br />PH: 013 386.2628 <br />kk FAX: 813-886-2802 <br />D � 09/09/20 <br />BCALM <br />SHEET <br />S2 <br />