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n <br />LINTEL LOAD CHART l 16" VMSP SECTION ) <br />CLEAR SPAN <br />CONCRETE U LINTEL <br />"POWER" STEEL <br />It ■ OTM <br />B �OXUNTEL <br />1 <br />4987 PLF l UNFILLED <br />1010 PLF L - 2 <br />88b9 PLF <br />2 <br />3433 PLF ! UNFILLED <br />6626 PLF L -2 <br />6830 PLF <br />2' - e' <br />2111 PLF l UNFI LLIED) <br />3286 PLI: L -2 <br />3349 PLF <br />3' - 2' <br />2332 PLP l UNFILLED) <br />4508 PLF L -2 <br />4613 PLP <br />4' - O" <br />1635 PLF (UNFILLED <br />3533 PLR L -2 <br />3699 PLR <br />4' - b' <br />1624 PLF l UNFIT 1 <br />3134 PLF L -2 <br />3288 PLF <br />9' - 2" <br />21.1 PLF » <br />2146 PLF L-2 » <br />2864 PLF » <br />6' - 2' <br />2711 PLR » <br />2288 PLF L -2 » <br />2400 PLF » <br />1 PLR » <br />2025 PLF L -2 » <br />2114 PLR is <br />0 <br />1123 PLR » <br />1168 PLF L -2 » <br />2213 PLF to <br />9' - 2' <br />1489 PLF to <br />1545 PLF L -2 » <br />1984 PLF » <br />V-0 <br />1334 PLF » <br />1414 PLF L -2 » <br />1819 PLP » <br />10' - 8' <br />1211 PLF » <br />1325 PLF L -2 » <br />1110 PLF » <br />II' - 2" <br />1200 PLF » <br />1230 PLF L -2 » <br />1629 PLF » <br />W - o <br />• 1109 PLF of <br />1118 PLF L -2 » <br />1313 PLF » <br />12' - O <br />1044 PLF » <br />1116 PLF 1.-2 » <br />1436 PLF » <br />13' - 4" <br />1398 PLF » P <br />1381 PLF L -2 » SL - 1 <br />1364 PLR » <br />14' - O <br />1321 PLR » P <br />1321 PLF L -2 » SL - I <br />1298 PLF » <br />I6' - O <br />1152 PLP to P <br />1048 PLP L-2 » 6L - I <br />1131 PLP » <br />10 <br />1016 PLF » P <br />828 PLF L -2 » $L - 1 <br />960 PLF <br />18' • 8" <br />9"11 PLR » P <br />110 PLF L -2 to SL - 1 <br />893 PLF » <br />20' - O <br />616 PLF » P <br />628 PLR L -2 » SL - 1 <br />184 PLF » <br />22' - O <br />189 PLF H P <br />$23 PLR L -2 » SL - I <br />606 PLF » <br />» - DENOTES «5 REBAR X CONT, PLACED IN 130TTOM COURSE AND <br />16' DEEP 13EAM POURED SOLID WITH 2500 PSI CONCRET *L <br />w P - DENOTES PRE STRESSED U LINTEL WITH ►5 REBAR X CONT. <br />PLACED IN BOTTOM COUR86 4 16" DEEP HRAM POURED SOLID <br />WITH 2500 PSI CONCRETE <br />8" X a" X 16" KNOCK OUT BLOCK <br />TOP COARSE WITH 1 n2 HORIZONTAL <br />8 'I REBAR TIED TO ALL VERTICAL RODS <br />BOX STEEL LINTELS OVER ALL WINDOW <br />AND DOOR OPENINGS, NO 0 132 REBAR <br />u REQUIRED ON SEAMS UP TO 24'0 <br />WITH NO MORE THAN 606LBS PLF <br />01=TIONAL POWER 150X LINTEL DETAIL <br />8" X 8" X 16" KNOCK OUT BLOCK <br />TOP COARSE WITH 1 #5 HORIZONTAL <br />REBAR TIED TO ALL VERTICAL RODS <br />a ll <br />ivi <br />60 8" X 8" X 16" KNOCK OUT BLOCK <br />= OVER POWER STEEL LINTELS, WITH <br />rr I EACH #D REBAR IN THIS COARSE <br />d WHEN $PAN OF LINTEL 18 OVER 12'4" <br />OPTIONAL POWER STEEL LINTEL DETAIL <br />6" X 6" X 16" KNOCK OUT BLOCK <br />TOP COARSE WITH 1 0 5 HORIZONTAL <br />REBAR TIED TO ALL VERTICAL RODS <br />I� <br />all PRECAST LINTEL BLOCK <br />• OVER ALL OPENING&. 1 EACH <br />o, 05 REBAR IN THIS COARSE WHEN <br />SPAN OF LINTEL OVER 52 <br />O PTIONAL STANDARD PRECAST DETAIL <br />FN- � <br />HORIZONTAL LINTEL «5 REBAR <br />1/2' COX OR 1/16" 060 ROOF SHEATHING <br />NAILED 6' OC ON ALL EDGES AND IN THE <br />FI ELD WITH 80 NAILS, USE STEEL PLYCLIPS <br />AND 0 13 PELT WITH SHINGLES, RIDGE VENT <br />AS REQUIRED <br />USE (1) SIMPSON HETA20 TRUSS STRAP <br />POURED IN LINTEL AT ALL TRUSS BEARING <br />LOCATIONS EXCEPT AS NOTED ON TRUSS <br />PLAN. FI LL ALL NAILS HOLES WITH 10D X <br />1 1/2' NAILS <br />SEE PLC <br />PLAN <br />2X4 OR 2X6 WOOD SUB WITH v 1/2' CEILING TYPE GYPSUM BOARD <br />ALUMINUM SOFFIT AND FACSIA <br />TRIM <br />SEE LINTEL CHART SINGLE BOND BEAM WITH (1) #S <br />REBAR CONTINUOUS TIED TO ALL <br />VERTICAL RODS <br />ALUMN B.N. WINDOWS <br />3/4' P.T. FuR1NG WITH 3/4" TUFF R <br />INSULATION BOARD AND 1/2" GYPSUM <br />MASONRY SILLS — <br />TYPICAL 4" CONCRETE BLAB WITH WIRE MESH <br />OR FIBER MESH AND 6 M VISQUEEN OVER <br />8" BLOCK WALL 8'0" IN HEIGHT CLEAN COMPACT TERMITE TREATED SOIL <br />DECORATIVE CEMENTITOUS FINISH <br />16 X 12" FOOTINGS WITH , <br />(2) REBAR ON CHAIRS — — — — — — — — — — <br />•5 VERTICAL RODS FROM <br />GROUND WIRE TO FOOTINGS TO BOND SEAM <br />FOOTING RE13AR 12" 4' I— WITH 24" LAP MINIMUM <br />BOTTOM OF FOUNDATION <br />MINIMUM 12" BELOW GRADE <br />8' 0" BLOCK WALL OFETAIL NOT TO SCAL r= <br />0 <br />P ORCH 8La8 <br />r _ — — r <br />— 8" BLOCK WALL <br />0 5 VERTICAL REBAR <br />POST / I SEAM DETAIL <br />4" CONCRETE $LAS <br />MIN. 2500 P81 <br />OVER TREATED — <br />COMPACTED FILL <br />HOOK LAPS MINIMUM <br />: ;WI 2 tlEB <br />FOOTER «3 REBAR 2 - «5 REFSAR <br />�� ON CHAIR$ <br />ROD CHAIRS <br />REOAR LAP DETAILS <br />DETAILS <br />TWO CLIpIT UNDERSTANDS THAT THL DESIGNER CARRIES NO LIAOILITY INSURANCE AND THEREFORE <br />AGREES TO HOLD HARMLESS, IDEMNIFY, AND DEFEND DESIGNER FROM ALL CLAIMS, 1.08896 AND <br />EkPENBES (INCLUDING REASONABLE ATTORNEY FEES) ARISING OUT OF OR RESULTING FROM THIS <br />PROJECT. THIS DESIGNER WILL IN GOOD FAITH ATTEMPT TO PROV05 ERROR FREE CONSTRUCTION <br />DRAWINGS, BUT IN THE EVENT ERROR$ OCCUR THIS DESIGNER WILL NOT 150 LIABLE FOR COST OF <br />REPAIR& OR DELAY TO THIS CONSTRUCTION <br />-- — — — — — - - — — ME - — — — — — — — -. <br />O 1 O <br />PRE -ENO. TRUSSES <br />SIMPSON HIO <br />W /8-8d TO TRUSS <br />/ TO BEAM <br />MIN R -22 INSULATION <br />IN ALL ATTIC Aj4EAS <br />SIMPSON AC4 MAX POST TO SEAM <br />ANCHOR 8- 160 NAILS TO POST AND <br />12 -160 NAILS TO SEAM <br />4" X 4' P.T. WOOD POST <br />SIMPSON AISU44 W/ 12 - 16d COMMONS <br />TO POST - 10,5/8" X 6" ANCHOR BOLT <br />MUST HAVE 2' MIN CONCRETE EDGE ON <br />ALL 810E OF POST ANCHOR <br />12" X 24" X 24" PAD WITH <br />3 EACH 0 5 REBAR EACH <br />DIRECTION. CENTER PAD <br />ON POST , <br />T <br />N <br />F IRE W MONO, TNT SEARING FOOTING DETAIL <br />ENGINEERED ROOF <br />TRUSSES 24' OC <br />FOUNDATION 4 1~'l...UME31NG PLAN <br />1/4 1'O" <br />ALL MIXTURE LOCATIONS MUST BE VI=RIPIED FROM FLOOR PLAN <br />ARKAY ENGINEERING INC. <br />AND 16 THE RESPONSIBILITY OF PLUM51NG CONTRACTOR TO PLACE <br />STRUCTURAL ENGINEER$ <br />MIXTURES IN CORRECT LOCATION, PLUMBING DRAIN LINES ARE NOT A <br />STRUCTURAL PART OM DRAWINGS AND MAY VARY IN FIELD WITHOUT <br />APPROVAL PROM ENGINEER OK RECORD, <br />RICHARD L. KIDDI =Y P.9. <br />FLORIDA LICENSH NUMBER 31296 <br />I HERBY CERTIFY THAT THESE PLANS AND SPECIFICATIONS <br />WA6 PREPARED 13Y MB OR UNDER MY DIRECT SUPERVISION <br />ARE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 2001 <br />FOR 110 MPH ( 3 SECOND GUST ) WIND ZONE - 90 MPH FASTEST <br />SPEED <br />13 <br />O Z <br />� N � <br />h <br />2 Cl <br />L9 >- M M 4 <br />W m in LL <br />N z . 3 1i � r-- / <br />ice <br />} LuU <br />O W N 2 � <br />x � M W <br />O <br />N• s <br />z Q <br />} <br />a. a <br />O <br />d <br />A <br />QC <br />N (K <br />z � o <br />z <br />Q <br />v -.4. <br />.... <br />� �' <br />o ` <br />I- ti <br />AC 4 <br />ED N <br />O <br />Iu U <br />0 V <br />O � V <br />C14 <br />UNIT 0 1 <br />LIVING 816.0 <br />ENT RY 42,6 <br />TOTAL 858.6 <br />UNIT <br />LIVING 800.0 <br />ENTRY 20,0 <br />TOTAL 820.0 <br />TOTAL 1618.6 <br />PG <br />2 OF 4 <br />ARiKAY O 703 ( <br />30' O" <br />IYL. . -- I I ---2 Mwfl <br />