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A{1) SIMPSON HETA16 TRUSS ANCHOR WITH <br />(9) 1 Od x 1 }•' NAILS TO TRUSS <br />B42) SIMPSON HETA16 TRUSS ANCHOR WITH <br />(12) 16d x 1 }'NAILS TO TRUSS <br />DBL STRAP, 1 EACH SIDE WRAPS UP AND <br />OVER TRUSS (NOT SHOWN) <br />C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH <br />(16) 10d x 3 }" NAILS TO GIRDER AND <br />(2) SIMPSON HETA16 TRUSS ANCHORS <br />WITH (12)16d x 3 }'NAILS TO GIRDER <br />tx2, 2x WOOD FASCIA <br />SEE ARCHITECTURAL <br />2x SECURED W/ (3)16d <br />GALV. COMMON NAILS. <br />tx2 SECURED W/ 10d <br />GALV. COMMON NAILS <br />12' O/C <br />MASONRY BOND BEAM <br />SEE SCHEDULE <br />PLYWOOD SHEATHING, SEE <br />"ROOFM/ALUFLOOR <br />SHEATHING <br />FASTENER SCHEDULE" <br />NOTE: A PT SYP #2 Z' x 4', <br />6', 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 TRUSS <br />ANCHOR REQUIREMENTS. <br />ENGINEERED WOOD <br />TRUSSES 0 24" O/C, <br />SUBMIT SHOP DRAWINGS <br />FOR REVIEW <br />AND APPROVAL <br />A ALLOWABLE UPLIFT = U: 1810 LBS, L:770 LBS (1 PLY) <br />B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) <br />C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) <br />TYPICAL TRUSS/ <br />1A 16 1C GIRDER CONNECTORS) �Ea�€4..= <br />8em <br />BACI®tRM <br />Tl OOM <br />4500 <br />314E WOOD PANELS <br />6000 <br />(2) 1/2" WOOD PANELS <br />60 <br />(2) 12' WOOD PANELS <br />90 <br />2x LUMBER <br />a <br />ENGINEERED WOOD TRU <br />0 24" O/C, SUBMIT SHOP <br />DRAWINGS FOR REVIEW <br />AND APPROVAL <br />(1) SIMPSON HETA16 <br />TRUSS ANCHOR WITH <br />(9) 10d x 1 }'NAILS TO <br />GIRDER. PROVIDE 5' <br />MINIMUM CONCRETE <br />EMBEDMENT. USED IN <br />CONJUNCTION WITH <br />HEAVY UPLIFT <br />CONNECTOR <br />PLYWOOD SHEATHING, SEE <br />"ROOFNJALUFLOOR <br />SHEATHING <br />FASTENER SCHEDULE" <br />NOTE: A PT SYP #2 2" x 4", <br />6", 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 />L—A41) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN <br />WITH (4) t' x 5" TITEN HD TO CMU AND (12) SDS <br />}'x2} TO GIRDER <br />B41) SIMPSON FGTR GIRDER TIEDOWN WITH <br />(2) }" x 5" TITEN HD TO CMU AND (18) SDS T' x <br />tx2, 2x WOOD FASCIA <br />3" TO GIRDER <br />SEE ARCHITECTURAL <br />C42) SIMPSON FGTR GIRDER TIEDOWNS WITH <br />2x SECURED W/ (3) 16d <br />(2) J•' x 5'TITEN HD TO CMU AND (18) SDS }" x T' <br />GALV. COMMON NAILS. <br />lx2 SECURED W! 10d MASONRY BOND <br />SCREWS TO GIRDER (EACH TIEDOWN) <br />GALV. COMMON NAILS BEAM <br />ENSURE THAT CELLS ARE GROUTED <br />12' O/C SEE SCHEDULE <br />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 />20 2B 2 TYPICAL ROOF <br />GIRDER CONNECTOR(S) CA <br /># 11DO UPLIFT SIMPSON - <br />HTSM20 W/1010d TO <br />TRUSS AND (4) V4" x 2 114" <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/10 10d TO <br />TRUSS AND (4)1/4" x 2 114' <br />TITEN 2 ANCHORS TO <br />CONT POURED LINTEL <br />PRE-ENG TRUSS <br />CONTINUOUS BOND BEAM <br />TITEN 2 ANCHORS MIN. <br />2" COVER & T APART <br />REPAIR OF MULTIPLE <br />MISPLACED EMBEDDED TRUSS ANCHOR <br />(2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN <br />3/4" T & G SUBFLOOR GLUED AND BRACE W/ (3) 12tl a EA. TRUSSES WHERE <br />SCREWED AS PER SCHEDULE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT <br />COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING <br />BACKBt BLOCK <br />SFHIEB 710f201E88 0'-0" TO 30•-0•' (1) W' BRACE SEAMS) <br />LSTA12 20 GAUGE 4500 N <br />ANELS 30'-l" TO 60'-0 (3)' X•' BRACE <br />W/ 10tlx12 HDG COMMON NAILS. SECURE 2x8 PT. PLATE <br />W EACH END TOTAL OF 10 8000 D PANELS 6'-0" MAX (W/1X4) (1) "X" BRACE CENTER TO BLK W/ 1PZ' DIA- <br />80 D PANELS OR 10'-0" MAX (W/2X4) (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ Z' <br />FROMCENTER TO END.WASHER SET IN HIGH <br />90 <br />® 2x WOOD FASCIA, STRENGTH EPDXY 6' <br />lx4 DIAGONAL SEE ARCHITECTURAL':I MIN. EMBED. AT 32' OC <br />MAX. <br />BTM.CHORD <br />LVUWOIST WITH BRACING, SEE PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 <br />PRE-ENG I -JOIST BACKER BLOCK PLAN FOR LOCATION P.T. PLATE W/ 12d's 8" <br />518E GYPSUM BOARD OR 1/2" HIGH U >a> MAY NOT BE STIFFBACK (AS PER O.C. MAX <br />STRENGTH CLG. BOARD iv F ~ REQUIRED TRUSS ENG) CONT. 2x4 SECURED W/ <br />(2) 10d'. @ EACH TRUSS <br />SECURE IJOIST TO TOP PLATE IH TO BE INSTALLED a <br />w/ (2)12d TOENAILS BTM. CHORD OF O.C. MAX. <br />Tf - r WOOD ROOF TRUSSES <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 />PROVIDE BLOCKING <br />12" GYP. WI_ BD. <br />SEE SHEET SlAA FOR <br />NAIL SIZE AND PATTERN <br />I -JOIST CONNECTION @ L.B.W. <br />`+ SCALE:3/4••=T-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•D SGL. STUD <br />HOLE EDGE >5/6' <br />HOLE DIAMETER <br />< 3/5'D DBL. STUD <br />STUD NOTCHING <br />%1 AND BORING LIMITS <br />V SCALE: i 1YY'=1'-0" <br />HTT4 W/ 518E A.B. WITH <br />MIN. T' EMBEDMENT +-�+ <br />TO SLAB & (18)16d x <br />2-12" NAILS TO POST., <br />POST TO SIT DIRECTLY <br />ON SLAB <br />5 LVL/WOOD POST CONNECTIONS <br />SCALE: 314"=V-0' <br />NOTE: <br />W_-WHEN TRUSS BEAR ON TOP OF LEDGER USE SIMPSON HTS20 FROM <br />A- SIMPSON HUS28 G < 1200 LBS, U < 1280 LBS W/ (1) 3/4•'° SIMPSON TITEN BOLT/J-BOLT, 5" MIN. <br />EMBED (22) 16d GALV. COMMON NAILS AND (8)16d GALV. COMMON NAILS. <br />B - SIMPSON HUS28 G <240019S, U < 1425 LBS W/ (2) 3/4"° SIMPSON TITEN BOLT/J-BOLT, 5" MIN. <br />EMBED (22)16d GALV. COMMON NAILS AND (10)16d GALV. COMMON NAILS. <br />C - SIMPSON HGUS28-2 G < 2400 LBS, U < 1810 LBS W/ (2) 3/4"" SIMPSON TITEN BOLT/J-BOLT, 5" <br />MIN. EMBED (36) 16d GALV. COMMON NAILS AND (12) 16d GALV. COMMON NAILS. <br />D - SIMPSON HGUS28-2 G < 4800 LBS, U < 1810 LBS W/ (4) 3/4"° SIMPSON TITEN BOLT/J-BOLT, 5" <br />MIN. EMBED (36) 16d GALV. COMMON NAILS AND (12) 16d GALV. COMMON NAILS. <br />E - SIMPSON HGUS28-3 G <4800 LBS, U < 1810 LBS W/ (4) 3/4- SIMPSON TITEN BOLT/J-BOLT, 5" <br />MIN. EMBED (36)16d GALV. COMMON NAILS AND (12) 16d GALV. COMMON NAILS. <br />WOOD LEDGER <br />9 ATTACHMENT DETAIL <br />SCALE: 314E=1'-0' <br />1.4 BTM. CHORD BRACING 64' O!C J END WALL OR OTHER <br />MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF <br />10'-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN <br />COMMON NAILS AT EACH CHORD <br />INTERSECTION TYP. BTM. CHORD BRACING <br />6 SCALE: N4"=T-Y' <br />6 EDGE <br />CENTRAL <br />SPACING <br />SPACING <br />SEE <br />SEE SSTM <br />CHEDUL <br />SCHEDULE SEE FRAMING PLAN <br />SEE SCHEDULE FOR BOLT SIZE <br />SEE LEDGER SCHEDULE W <br />5 12" MIN. EMBED. (TYP) <br />1. ENSURE THAT EXP. BOLTS/J-SOLTS ARE <br />Hl <br />PLACED INTO GROUTED CELLS, 8" ALL AROUND <br />BOLT. <br />Z <br />2. END OF FRONT AND REAR LEDGER SHOULD <br />LAP A MIN OF 4'-0". <br />3. ALL BOLTS TO HAVE WASHERS <br />4. EXP. BOLTS/J-BOLTS SHOULD NOT BE ANY <br />CLOSER THAN 6" O/C. <br />5. IN LIEU OF HILTI PAPS SIMPSON TITEN 114" <br />(2) _ PT <br />DIA x 3" MASONRY SCREWS MAY BE USED, <br />LEDGER SCHEDULE <br />MARK <br />SIZE <br />BOLT SIZE <br />BEDGESPACNG <br />CENIRALSPACING <br />A <br />DOUBLE 2X8 <br />12" <br />8'1 on <br />16" O/C <br />B <br />DOUBLE 2x8 <br />3/4" <br />8" O/C <br />24" O/C <br />C <br />DOUBLE 2X10 <br />12" <br />8" O/C <br />16' 0/C <br />D <br />DOUBLE 2x10 <br />3/4" <br />W O/C <br />24" O/C <br />E <br />DOUBLE 2X10 <br />14" <br />6" O!C <br />16, O/C <br />F <br />DOUBLE 2x12 <br />3/4" <br />6' O/C <br />1 12" O/C <br />10 WOOD LEDGER DETAIL <br />SCALE: 3/4"=V-0" <br />SEE SCHEDULE FOR <br />BOND BEAM REQ. <br />BLOCK WALL W/ GABLE END <br />PRE-ENG1D TRUSS 60ALE 34"=,'-D' <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 TO WIND AND REQUIRE <br />THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO <br />A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, Fl, 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'. 314E=V-0' <br />LLM <br />LONGWOOD, FL 32750 <br />PH: 407-774.6078 <br />FAX:407-774.4078 <br />www.abdesigngroup.com <br />AA #: 0003325 <br />DRAFTING BY: <br />A.B. DESIGN GROUP <br />DRAFTING INC. <br />5439 BEAUMONT CENTER BLVD. <br />SUITE 1004 <br />TAMPA, FLORIDA 33634 <br />PH: 813-086-2828 <br />I.: 813886-2802 <br />PRINT 08 09 <br />DATE: /21 <br />SCALM: 1/4"=1'-0" <br />SHEET <br />")� 1 a <br />S likV S. 1 A <br />