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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 WI (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 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 />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 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 />SDEC0PaT10N <br />REMARK <br />tQ <br />(2) 2XI2 <br />GENERAL NOTES <br />1.) CODES <br />1.1 FLORIDA BUILDING CODE 6th EDITION, 2017 RESIDENTIAL SECTIONS R402.2 & R606. <br />1.2 FLORIDA BUILDING CODE, 6th EDITION, 2017 BUILDING, SECTIONS 1901.2 & 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 />1.5 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 REINFORCEMENT4000 PSI MIN. <br />2.1.2 PRE -CAST W/PRESTRESS REINFORCEMENT-6000 PSI <br />2.1.3 GROUT PER ASTM C476 - 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 A615 (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 />2.5 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 2O00PS1. <br />3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE "M" 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 />4A 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 R606.6.3 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'-0" CLEAR SPAN MUST BE PROVIDED TEMPORARY <br />SUPPORT, NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />"CAST-CRETE" <br />SAFE LOAD TABLES <br />SAFE GRAVITY LOADS <br />FOR <br />8" PRECAST <br />& PRESTRESSED <br />U-LINTELS <br />SAFE LATERAL <br />8" PRECAST & PRESTRESSED <br />LOADS <br />FOR <br />U-LINTELS <br />SAFE UPLIFT LOADS <br />FOR 8' <br />PRECAST <br />& PRESTRESSED <br />U-LINTELS <br />SAFE <br />LOAD <br />- POUNDS <br />PER <br />LINEAR <br />FOOT <br />eB <br />SAFE <br />TOAD <br />SAFE <br />LOAD <br />-POUNDS <br />PER <br />LINEAR <br />FOOT <br />TYPE <br />LENGTH <br />SUB <br />WON- <br />sna <br />I <br />�� <br />PJ4w <br />m:mm <br />saga <br />TYPE <br />BUS <br />RCAIII <br />TYPE <br />LENGTH <br />eta1T <br />own <br />s1sIT <br />3nsn <br />WIG -IT <br />~ <br />MWIT <br />3Fn3T <br />a,>a4IT <br />ets"6T <br />saFIT <br />west I <br />INWIT <br />Nun <br />r7mLENGTH <br />74P' (al PRECAST <br />2231 <br />7W On PRECAST <br />I= <br />1024 <br />1669 <br />7d' N2') PRECAST <br />I= <br />sw <br />3w, <br />4m <br />eo <br />ww <br />IM <br />Mw <br />3aw <br />31114 <br />43w <br />m <br />ww <br />toot <br />4'4' On PRECAST <br />1866 <br />P4" (46') PRECAST <br />766 <br />M <br />1300 <br />94' On PRECAST <br />an <br />aw <br />UW6 <br />MO <br />46M <br />ww <br />eon <br />an <br />L06 <br />= <br />MG <br />Gm <br />on <br />Rd" (54-) PRECAST <br />166e <br />4'd' (54") PRECAST <br />602 <br />6e1 <br />1073 <br />4%C (54') PRECAST <br />tso <br />2W <br />anT <br />3oe <br />40M <br />HI 4 <br />wn <br />G0T <br />2040 <br />ao <br />m <br />4046 <br />4711 <br />we <br />IPW (64-) PRECAST <br />1217 <br />Si' (641 PRECAST <br />411 <br />411 <br />745 <br />B4' (641 PRECAST <br />MM <br />171 <br />am <br />a3w <br />ww <br />sm <br />46112 <br />on <br />1715 <br />MI <br />awe <br />ww <br />3101 <br />40M <br />8.10' (701) PRECAST <br />1082 <br />a-1W MPRECAST <br />340 <br />330 <br />ale <br />6L10' (M PRECAST <br />9011 <br />1 <br />sale <br />wo <br />3w6 <br />41w <br />Ma <br />18117 <br />1 70110 <br />M <br />3107 <br />1 3aM <br />4133 <br />74' (76') PRECAST <br />we <br />ad 0'69 PRECAST <br />W7 <br />721 <br />400 <br />7d' (78') PRECAST <br />ew <br />, <br />sew <br />sm <br />aH 2. <br />IN <br />UP <br />fwe <br />wM <br />2130 <br />7361 <br />M2 <br />Td (9D') PRECAST <br />749 <br />T4' (ea) PRECAST <br />424 <br />634 <br />3e3 <br />74' (S0") PRECAST <br />t <br />t <br />awl <br />me <br />m <br />Im <br />Im <br />m <br />aae <br />a17 <br />sm <br />74' (112") PRECAST <br />664 <br />74' (112") PRECAST <br />3211 <br />512 <br />2110 <br />W-C 012) PRECAST <br />'I""u74 <br />tw <br />Ito <br />weo <br />en <br />m <br />13M <br />lea <br />,3M <br />1w4 <br />M/e <br />lad' (126� PRECAST <br />476 <br />1a4" (12n PRECAST <br />254 <br />401 <br />100 <br />1a4' (12n PRECAST <br />ew <br />ve <br />6n <br />eM <br />11w <br />,M, <br />, <br />, <br />wo <br />nw <br />Ion <br />Ixe <br />Sow <br />awe <br />11'd' (13r) PRECAST <br />982 <br />11'-P (131M PRECAST <br />2e0 <br />462 <br />164 <br />11'4' (186� PRECAST <br />474 <br />Ow <br />I3o <br />tan <br />1 <br />161 <br />17w <br />4" <br />eo <br />t <br />1313 <br />MM <br />uR <br />2W <br />12'4' (1447 PRECAST <br />337 <br />12'4' (144') PRECAST <br />244 <br />402 <br />137 <br />12'4` (144-) PRECAST <br />470 <br />4w <br />7x <br />It <br />1381. <br />1116 <br />470 <br />m <br />W <br />few <br />1 <br />ilia. <br />ao0 <br />13W (10T) PRECAST <br />20 <br />17-C (10n PRECAST <br />217 <br />324 <br />110 <br />17i" (ion PRECAST <br />OftGIN <br />331 <br />eo <br />7w <br />IN <br />t <br />MM <br />4w <br />4M <br />7w <br />1/0 <br />wt <br />1 <br />UP <br />14'-0' (te8) PRECAST <br />279 <br />14'-0' (1eB") PRECAST <br />208 <br />20.i <br />100 <br />14'-0' (10e� PRECAST <br />~ <br />1II0 <br />4M <br />4f0 <br />717 <br />10w <br />t <br />ion. <br />Im <br />14'4' (f76") PRE81 <br />N.R <br />. 14'4' {176') PRE <br />N.R <br />284 <br />S1 <br />14'4' (176') PRESI <br />I16 <br />316 <br />® <br />els <br />M <br />1 <br />, <br />Im <br />,734 <br />1" (I8P) PRESTR�SED <br />RR <br />li iaa' (1841 PRIMITIVISM <br />N.R. <br />26e <br />e8 <br />ISW (I641 PRESTRESSED <br />aw <br />no <br />w3 <br />m <br />4w <br />we <br />m <br />m <br />m <br />I <br />w, <br />tea <br />1T4' (366'j PgF31RE98® <br />N.R. <br />1T4' PM PRE81 <br />N.R <br />1S4 <br />64 <br />1T4' PM PRESTRESSED <br />Ia <br />,w <br />M. <br />m <br />406 <br />m <br />W <br />TM <br />0M <br />1 <br />70 <br />uH <br />03 <br />f4n <br />11TW (282') P <br />N.R. <br />774 Mn PgE8TRE m <br />N.R <br />1, <br />62 <br />174. Rm PRE <br />Mt <br />iM <br />n0 <br />aw14m]4N. <br />as <br />4a <br />6M <br />M1 <br />sw <br />1 <br />May <br />tao21'-C <br />(2669 PSESiP�D <br />RR <br />21'd" Mn P <br />N.R. <br />125 <br />42 <br />214' Wn PR�IRE88FD <br />aw <br />4M <br />m <br />ew <br />3M <br />eww <br />,on <br />22'4' RM PRES7 <br />N.R. <br />224" 050 P <br />N.R <br />116 <br />40 <br />22'4' R641 PR68TI�SED <br />to <br />to <br />m <br />4waMwoto <br />m <br />m <br />eM2Y4' <br />(268") PRESTRESS® <br />N.R <br />24'4" (2 n PRESTRESSED <br />HAL <br />S1 <br />33 <br />2V4' Wn P <br />121 <br />tw <br />1n <br />3w <br />40 <br />3w <br />4w <br />m <br />w71M <br />I <br />_ M0 <br />410 <br />0 4 <br />ew - <br />IGO <br />123 <br />(#) THE NUMBERS IN PARENTHESIS <br />REDUCTIONS FOR GRADE <br />40 FIELD <br />ARE <br />ADDED <br />PERCENT <br />REBAR. <br />(#) THE <br />REDUCTIONS <br />NUMBERS <br />IN <br />FOR GRADE <br />PARENTHESIS <br />40 <br />ARE <br />FIELD ADDED <br />PERCENT <br />REBAR. <br />• ALLVALUES TAKEN FROM `SAFE LOAD TABLES' IVY CASTCRETE MAY 2015 EDITION . PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE <br />ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS -PROVIDE MINIMUM 4' OF BEARING PAST EACH 810E OF WINDOW OPENING <br />om0000x <br />xoxomxo® <br />xoxmxoxt�xoxoxv <br />oomomom <br />om00000 <br />x»xn�x�r!omm <br />x©x�xoxoxoxoxv <br />x©xo©QA�w� <br />x�x�x®xOxE�xOxE.� <br />®oxox�x�!xt�x�r_+ <br />x�xElTi7x0x0x0x0xv <br />0x>,�axvoxoxax( <br />xmm00000 <br />xox�xoxoxox�xv <br />Om�00li�!Q' <br />oo®o©mop <br />OmmOm�1@11 <br />xO <br />xOx�x�xOx�xO''. <br />xoomx�omo <br />xOxx�c <br />x�xF�lxEu7xOx0 <br />x�xomm000 <br />xoxoxoxox�xoxv <br />m000mmo <br />xOxx�xOx�x�xOxO <br />xoxox�x�x�mxv <br />xx' <br />xx�' <br />xx7xx' <br />xx�- <br />xx .�xx� <br />oomoomo <br />xx� <br />xx� <br />xxa <br />xx� <br />xxa <br />xx� <br />xx� <br />®xmx�x�xnom <br />xx� <br />xxa <br />xxa <br />xx7 <br />xx7 <br />xx7 <br />xx� <br />xvoxx�mxooxv <br />xv <br />xx� <br />xx� <br />xx� <br />xx� <br />xx� <br />xx� <br />000mmm� <br />xx..:�xx�� <br />xx�� <br />xx�xx� <br />xx�xx� <br />mxoxoxv®oo <br />xx7 <br />xx7 <br />xxa <br />xxa <br />xx.c'7 <br />xx� <br />xx7 <br />xxnxx�xnxx�xox�m <br />xx� <br />xx� <br />xx� <br />xx� <br />xx� <br />xx� <br />xx� <br />LIFT BEAM PLAN <br />SCALE: 1/4' = 1'-0" <br />6 <br />I <br />xcx <br />r c • <br />Groin <br />1441 N. RONALD REAOAN BLVD. <br />LONOWOOD, FL 32780 <br />PH: 407-7748078 <br />FAX: 407-7744078 <br />www.s6deslgt,group.eom <br />AA#:0009326 <br />IF <br />DRAFTING BY: <br />A.B. DESIGN GROUP <br />DRAFTING INC. <br />8439 BFAUMONT CENTER BLVD. <br />SUITE 1004 <br />TAMPA, FLORIDA 93834 <br />PH: 819488.2828 <br />FAX:813b8&2802 <br />SILVERADO <br />LOT #2 <br />BILK #14 <br />LIFT BEAM <br />PLANISCAM <br />np�' 08/11/20 <br />ax>.xrr <br />s2 <br />