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A -(I) SIMPSON HETA16 TRUSS ANCHOR WITH <br />(9) 10d x l '.NAILS TOTRUSS <br />B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH <br />(12) 16d x 1 �' NAILS TOTRUSS <br />DEL STRAP, 1 EACH SIDE WRAPS UP AND <br />OVER TRUSS (NOT SHOWN) <br />C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH <br />(16) 1 Od x 3 �' NAILS TO GIRDER AND <br />(2) SIMPSON HETA10 TRUSS ANCHORS <br />WITH (12)1Ed x 3 ?' NAILS TO GIRDER <br />lx2, 2x WOOD FASCIA <br />SEE ARCHITECTURAL <br />2x SECURED W/ (3)16d <br />GALV. COMMON NAILS. <br />lx2 SECURED W/ 10d <br />GALV. COMMON NAILS <br />17O/C <br />MASONRY BOND BEAM <br />SEE SCHEDULE <br />PLYWOOD SHEATHING, SEE <br />"ROOF/WALL/FLOOR <br />SHEATHING <br />FASTENER SCHEDULE" <br />NOTE: APT SYP #22"x 4", <br />6", 8" x 4'-0" MAYBE ADDED <br />W/ 10d NAILS, 2 ROWS, 3" <br />O/C TO FACILITATE ONE <br />ADDITIONAL PLY MAX. TO <br />ACCOMMODATE TRUSS <br />ANCHOR REQUIREMENTS. <br />ENGINEERED WOOD <br />TRUSSES @ 24" OlC, <br />SUBMIT SHOP DRAWINGS <br />FOR REVIEW <br />AND APPROVAL <br />A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LEIS (1 PLY) <br />8 ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) <br />C ALLOWABLE UPLIFT = U2705 LBS (2 PLY) <br />1 a 1 b 1 c TYPICAL TRUSS/ SCALE: 34"=1'-0" <br />GIRDER CONNECTOR(S) <br />SECURE I -JOIST TO TOP PLATE <br />W (2) 12d TOENAILS <br />DOUBLE TOP PLATE <br />2x4 OR 2x6 WOOD BEARING <br />WALL W/ SYP No 2 STUDS SEE <br />PLANS FOR SPACING SINGLE <br />BTM. PLATE TO BE PT. <br />PROVIDE DBL. TOP PLATE <br />8E103 <br />8101®tB <br />71aEN•dA6 <br />4500 <br />3A"WOOD PANELS <br />6000 <br />(2) 12" WOOD PANELS <br />60 <br />(2) 12" WOOD PANELS <br />90 <br />2x LUMBER <br />3/4" T & G SUBFLOOR GLUED AND <br />SCREWED AS PER SCHEDULE <br />PRE-ENG WOIST <br />518" GYPSUM BOARD OR 12' HIGH <br />STRENGTH CLG. BOARD <br />PROVIDE BLOCKING <br />12" GYP. WL. BD. <br />SECURE ST. PLATE TO <br />SLAB W/10d MASONRY NAIL <br />12" O/C STAGGERED. <br />ADDITIONAL METAL <br />CONNECTORSNOT <br />REQUIRED WHEN NO <br />UPLIFT IS PRESENT. <br />4 I -JOIST CONNECTION @ L.B.W. <br />SDALE:3/4,=,._a. (NO UPLIFT) <br />OUTER 113 OF <br />SPAN ONLY <br />BTM.- <br />PLATE <br />DEPTH 1/4-D <br />—HOLE EDGE>5/8' <br />—HOLE DIAMETER <br />< 2/5'0 SGL. STUD <br />HOLE EDGE>5/8" <br />HOLE DIAMETER <br />< 315-D DBL. STUD <br />STUD NOTCHING <br />AND BORING LIMITS <br />8 SCALE: 1 12"=1'-a' <br />ENGINEERED WOOD TRL <br />® 24" O/C, SUBMIT SHOP <br />DRAWINGS FOR REVIEW <br />AND APPROVAL <br />(1) SIMPSON HETA16 - <br />TRUSS ANCHOR WITH <br />(9) iDd x 1 % NAILS TO <br />GIRDER. PROVIDES' <br />MINIMUM CONCRETE <br />EMBEDMENT, USED IN <br />CONJUNCTION WITH <br />HEAVY UPLIFT <br />CONNECTOR <br />PLYWOOD SHEATHING, SEE <br />"ROOF/WALL/FLOOR <br />SHEATHING <br />FASTENER SCHEDULE' <br />NOTE: APT SYP #27'x 4", <br />8", 8" x 4'-0" MAY BE ADDED <br />W/ 10d NAILS, 2 ROWS, 3" <br />O/C TO FACILITATE ONE <br />ADDITIONAL PLY MAX TO <br />ACCOMMODATE GIRDER <br />TIEDOWN REQUIREMENTS. <br />Syr <br />`WITH LITEN D <br />(4MPSON <br />WITH (4) t" x 5" TITEN HD TO CIVIL AND (12) SOS <br />TO CIVIL ANDTIEDOWN2)SIDS <br />t' x 2 t' TO GIRDER <br />J�LNJ <br />B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH <br />(2) }' x 5" TITEN HD TO CMU AND (18) SDS *'x <br />1 x2, 2x WOOD FASCIA <br />3" TO GIRDER <br />SEE ARCHITECTURAL <br />C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH <br />2x SECURED W/16d <br />(2) j' x 5"TITEN HD TO CMU AND (18) SDS }' x 3" <br />GALV. COMMON NAILS. <br />lx2 SECURED W/ 10d <br />MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) <br />GALV. COMMON NAILS <br />BEAMENSURE THAT CELLS ARE GROUTED <br />12, O/C <br />E S <br />SSCHEDULE SOLID, 8" EACH WAY OF BOLTS <br />A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) <br />B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) <br />C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) <br />02?aS2b F2c TYPICAL ROOF BG1LE 34- a <br />GIRDER CONNECTOR(S) <br />mm <br />B�t783t81DCK <br />THDORAB <br />4500 <br />3/4" WOOD PANELS <br />B000 <br />(2) 12"WOOD PANELS <br />BO <br />(2) 12" WOOD PANELS <br />BO <br />2xLUMBER <br />LSTA12 20 GAUGE <br />W/ tOdX,,2 HDG COMMON NAILS. <br />EACH END TOTAL OF 10 <br />LVUI-JOIST WITH <br />BACKER BLOCK <br />HT74 W/ 5/8' A.B. WITH <br />LA <br />MIN.7"EMBEDMENT <br />TO SLAB 8 (18) 16d x <br />2-112" NAILS TO POST. <br />POST TO SIT DIRECTLY <br />ON SLAB <br />a. <br />.a . . a <br />4 <br />5 LVLMOOD POST CONNECTIONS <br />SCALE: 3/4"=1' 01' <br />A - SIMPSON IUS1.81/16 G < 1400 LBS, U < 70 LBS W/ (2) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN. <br />EMBED (14) 1 Od GALV. COMMON NAILS 70 HEADER FL#17241 <br />8 - SIMPSON IUS2.37/16 G < 1400 LBS, U < 70 LBS W/ (2) 3/4"0 WEDGE-BOLT/J-BOLT, 5" MIN. <br />EMBED (14) 10d GALV. COMMON NAILS TO HEADER FL#17241 <br />C_ <br />SIMPSON MIU3.56/16 G < 2900 LBS, U < 210 LBS W/ (4) 3/4- WEDGE-BOLT/J-BOLT, 6' MIN. <br />EMBED (24) 16d GALV. COMMON NAILS TO HEADER AND (2)1Odxl-12' GALV. NAILS TO JOIST <br />FL#17241 <br />D - SIMPSON HHUS7.25/10 G < 4140 LBS, U < 1610 LBS W/ (8) 3/4!' WEDGE-BOLT/J-BOLT, S' <br />MIN. EMBED (16) 16d GALV. COMMON NAILS TO HEADER AND (10) 16d GALV. NAILS TO JOIST <br />FL#25749 <br />E - SIMPSON MIU4.75/111 G < 3455 LBS, U < 210 LBS W/ (8) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN. <br />EMBED 16d GALV. COMMON NAILS TO HEADER AND (2) 10dx1-12" GALV. NAILS TOJOIST <br />FL#17241 <br />WOOD LEDGER <br />ATTACHMENT DETAIL <br />0SCALE: <br />6-0" MAX (1W1X4) <br />OR 1V-a' MAX (VJItl(4) <br />T <br />MAX., OR 2x4 BTM. CHORD BRACING <br />1(Y-0" O/C MAXSECURED W/(2) 1Od <br />COMMON NAILS AT EACH CHORD <br />INTERSECTION TYP. <br /># 1100 UPLIFT SIMPSON - <br />HTSM20 W/1010d TO <br />TRUSS AND (4) 1/4" x 21/4" <br />TITEN 2 ANCHORS TO <br />CONT POURED LINTEL <br /># 1900 UPLIFT (2) SIMPSON <br />HTSM20 INSTALLED ON <br />OPPOSITE FACES OF <br />BLOCK WALL W/1010d TO <br />TRUSS AND (4) 1/4" x 2 1/4" <br />TITEN 2 ANCHORS TO <br />CONT POUREDLINTEL <br />tx4 DIAGONAL <br />BTM. CHORD <br />BRACING, SEE <br />PLAN FOR LOCATION <br />MAY NOT BE <br />REQUIRED <br />BTM. CHORD OF <br />WOOD ROOF TRUSSES <br />END WALL OR OTHER <br />END TYPE CONDITION, IF <br />DEPICTED SEE PLAN <br />PRE-ENG TRUSS <br />CONTINUOUS BOND BEAM <br />TITEN 2 ANCHORS MIN. <br />2" COVER & 2' APART <br />REPAIR OF MULTIPLE <br />MISPLACED EMBEDDED TRUSS ANCHOR <br />BTM. CHORD BRACING <br />V SCALE: 3/4"=1'-a' <br />PERPENDICULAR TO I -JOIST <br />2) 2X12 <br />24" MAX. W/ 24" MAX. W/ S. MAX. END <br />SYP. P.T. <br />OF SHEATHING 1401ST IJasT SPACING' <br />FRONT <br />SEE FRAMING PLAN TYP TYP <br />LEDGER*REAR <br />END OFLEDGERBOARD(2) <br />2X12 SYP P.7. (2) 3/4" EXP. BOLT <br />LEDGER BOARD TO J-BOLT OR TITEN BOLTS <br />BE USED PERPENDICULAR W/ 2" WASHER & 512' <br />LEDGER <br />WITH IJOIST MIN. EMBED. (TYP) <br />PARALLEL TO I -JOIST <br />(2) 2X8 <br />24" MAX W/ 24" MAX. W/ <br />B" MAX. END <br />SYP. P.T. <br />OF SHEATHING <br />SEE FRAMNG PATYP. <br />WoIST WOW <br />TYP. <br />SPACING <br />LEDGEREND <br />FRONT40GER <br />OF LEDGERd <br />BOARDd <br />2X8 SYP P.T. <br />1/4"X6" TAPCONLEDGER <br />BOARD TO <br />W/3" MIN. EMBED <br />BE USED PARALLEL <br />TYPICAL <br />LE <br />TO I -JOIST <br />1. ENSURE THAT EXP. BOLTS/J-BOLTS/TITENS ARE PLACED INTO GROUTED CELL8,8" ALL AROUND BOLT. <br />2. SPLICE OF FRONT AND REAR LEDGER SHOULD LAP A MIN OF 4'A". <br />3. ALL BOLTS TO HAVE WASHERS. <br />4. EXP. BOLTS/J-BOLTS/TITEN BOLT SHOULD NOT BE ANY CLOSER THAN 6' O/C. <br />5. ONLY LEDGER IN DIRECT CONTACT (REAR LEDGER) WITH CMU REQUIRED TO BE P.T. <br />FLOOR JOIST LEDGER SCHEDULE <br />MARK <br />SIZE <br />BOLT SIZE <br />wLE DDIBTANIf <br />C@RRALspmm <br />A <br />DOUBLE SYP 2x8 <br />1/4" <br />8" <br />24" O/C MAX. <br />B <br />DOUBLE SYP 2x12 <br />(2) 314" <br />S. <br />24" O/C MAX <br />A. FASTENERS FOR PARALLEL LEDGER SHALL BE 114" x 6" TAPCONS W/ MINIMUM 3" EMBEDMENT. <br />B. FASTENERS FOR PERPENDICULAR LEDGERS SHALL BE 3/4" x 1W EXP. BOLT/J-BOLT/TITEN BOLTS <br />W/ 5-12" MINIMUM EMBEDMENT <br />C. FASTENERS DO NOT NEED TO ALIGN HORIZONTALLY EXCEPT AT ENDS <br />WOOD LEDGER DETAIL (I -JOIST) <br />1 V SCALE: <br />(2) 2X4 No.2 SYP DIAG. - <br />BRACE W/ (3) 12d EA <br />TRUSS(DIAG. BRACE TO <br />COVER 5 TRUSSES) <br />0'-0" TO 30'-0" (1) "X' BRACE <br />30'-l" TO 60'-0 (3) "X" BRACE <br />(1) "X" BRACE ® CENTER <br />(2) "X" BRACE DIVIDED EQUALLY <br />FROM CENTER TO END. <br />2x WOOD FASCIA, <br />SEE ARCHITECTURAL <br />PRE-ENG GABLE TRUSS —� <br />STIFFBACK (AS PER —� <br />TRUSS ENG) <br />SEE SCHEDULE FOR <br />BOND BEAM REQ <br />2x4 BLOCKING BETWEEN <br />TRUSSES WHERE <br />X-BRACING IS PRESENTA7 <br />4'-a' O.C. (AT SHEATHING <br />SEAMS) <br />SECURE 2x PT. PLATE <br />TO BILK W/ 12" DIA <br />ANCHOR BOLT W/7' <br />WASHER SET IN HIGH <br />STRENGTH EPDXY 6' <br />MIN. EMBED. AT 37' OU <br />MAX <br />SECURE GABLE TO M <br />P.T. PLATE W/12d58' <br />O.C. MAX <br />CONT. 2x4 SECURED W/ <br />(2) 1Od's C EACH TRUSS <br />TO BE INSTALLED <br />10'.0" O.C. MAX <br />BLOCK WALL W/ GABLE END <br />PRE-ENGID TRUSS scALE:3/4"=1'-a' <br />THE USE OF ALTERNATE MATERIALS MAY BE <br />USED SO LONG AS THEY CONFORM TO THE <br />FOLLOWING <br />1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS <br />A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS <br />EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES <br />AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND <br />ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TOWND AND REQUIRE <br />THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO <br />A SIMPSON H1 OA OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 <br />FORCES ALL AT THE SAME TIME, FLOOR TRUSSES NOT EXPOSED TO WIND ARE <br />SUBJECT TO Fl AND F2 FORCES. <br />11 ALTERNATE MATERIALS <br />6CALE:-'=V-a' <br />S <br />I <br />441 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL 32750 <br />PH: 407-774-6078 <br />FAX: 407-774-4078 <br />www.abdeslgngroup.dom <br />AA #: 0003325 <br />: <br />Z <br />ap <br />(• <br />R <br />Bvsaiv as LOT: <br />ABBOTT PARK <br />LOT #42 <br />BLK #7 <br />PROJWT# <br />041 1.00 —42071 <br />"moDam, <br />3EEB <br />2260—ELSTON" <br />CFA3tAds Bwn�o: <br />LEFT <br />PAGI: <br />DETAILS <br />—JOIST) <br />160 MPH EXP. C <br />