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(2) <br />(2) <br />C*`1 <br />S <br />CAD <br />-C <br />0 <br />a <br />�51 <br />LO <br />cc <br />C%4 <br />C) <br />(2) <br />I. — <br />CIO <br />4) <br />E <br />0 <br />dl� 100 <br />!9M <br />P. <br />q.O. <br />UPLIFT CONNECTION CROSS-REFERENCE <br />MARK <br />SIMPSON STRONG TIE <br />USP MANUFACTURING, INC. <br />0 <br />CONNECTOR <br />CAPACITY <br />FASTENERS <br />CONNECTOR <br />CAPACITY <br />FASTENERS <br />SYP <br />SPF <br />SYP <br />SPF <br />A <br />HETA20 <br />1810 <br />9 - 10d x 1 1/2" <br />HTA20 <br />1615 <br />1585 <br />10 - 10d x 1 1/2" <br />B <br />HETA16 <br />1810 <br />9 - 10d x 1 1/2" <br />HTA16 <br />1615 <br />1585 <br />10 - 10d x 1 1/2" <br />C <br />H2.5A <br />600 <br />535 <br />10 - 8d <br />RT7A <br />670 <br />565 <br />10 - 8d X 1 1/2" <br />D <br />H3 <br />1 455 <br />320 <br />18 - 8d <br />RT3 <br />610 <br />525 <br />18 - 8d X 1 1/2" <br />E <br />META20 <br />1450 <br />17 - 10d x 1 1/2' <br />HTA20-18 <br />1400 <br />1400 <br />10 - 10d X 1 1/2" <br />F <br />HHETA20 <br />2235 <br />10 - 1 Od x 1 1/2" <br />G <br />H10A <br />1340 <br />1015 <br />18 - 10d x 1 1/2" <br />RT1 6A <br />1380 <br />liAn <br />9-1 nrl X 1 1/9--% 8-1 Od <br />H <br />HIT4 <br />3610 <br />3105 <br />5/8"ANCH. 108) 10dxl-1/2 <br />HTT4 <br />2715 <br />518- ANCH. /(20) 10dxl-112 <br />i <br />HTT5 <br />4350 <br />3740 <br />5/8' ANCH. 1 (26) 10dxl-1/2' <br />HTT5 <br />3225 <br />5/8' ANCH. /(28) 1 Odxl-112 <br />K <br />HD3B * <br />3130 <br />3050 <br />5/8"DIA. BOLTS <br />TDX2-TZ <br />2345 <br />— <br />2 - 5/8"DIA. BOLTS <br />L <br />HD55 * <br />4505 <br />518"ANCH. 3/4" STUD BOLTS <br />TDX6 <br />5320 <br />— <br />2 - 7/8" DIA. BOLTS <br />M <br />HD7B * <br />6W <br />5650 <br />7/8"ANCH. 3/4" STUD BOLTS <br />TDX10 <br />7845 <br />— <br />4 - 7/8"DIA. BOLTS <br />N <br />LUS96 <br />1165/1070** <br />1005/915 <br />8 - 1 Od x 3" <br />JUS26 <br />1115/1060** <br />— <br />8 - 10d <br />P <br />HUS26 <br />1550/3335 <br />1335/2820 <br />20 - 16d x 3 1/2" <br />HUS26 <br />1925/3295 <br />— <br />(20)16d x 3-1/2" <br />Q <br />HUS28 <br />2000/4220 <br />1720/3125 <br />30 - 16d x 3 1/2" <br />HUS28 <br />2570/4345 <br />— <br />310d -1 6d x 3-1/2" <br />R <br />MTS12 <br />1000 <br />860 <br />14 - 1 Od x 1 1/2" <br />MTW12 <br />1 1195 <br />F- 100-5 <br />14-1 Od x 1-1 /2" <br />S <br />MTS16 <br />1000 <br />860 <br />14 - 1 Od x 1 1/2" <br />MTW16 <br />1195 <br />1 1005 <br />14-1 Od x 1-1 /2 <br />T <br />MTS20 <br />1000 <br />860 <br />14 - 10d x 1 1/2" <br />MTW20 <br />1195 <br />1 1005 <br />14-1 Old x 1-1 /2: <br />U <br />MGT/MUGT <br />3140 <br />3140 <br />22 - 1 Od X (1) 5/8- ATR W/ 5- EMBED W1 SIMPSON -SET` <br />EPDXY <br />V <br />LGT2 <br />2150 <br />1850 <br />l SINKERS & <br />(7) 1/4" x 2-1/4" <br />TITENIS <br />LUGT2 <br />1850 <br />1810 <br />(16)10d NAILS AND <br />(5) 1/4" x 3"WEDGE <br />BOLTS <br />.X. <br />HTS 20 <br />1450 <br />1245 <br />24-1 Od X 1 1/2" <br />HTW20 <br />1530 <br />1285 <br />24-1 Od X 1 1/2" <br />1 <br />Spi <br />585 <br />535 <br />10 - 10d <br />SPT22 <br />685 <br />-1 d <br />SP2 <br />1065 <br />605 <br />12 - 10d <br />SPT2 <br />12 - 10d <br />HQP2 <br />645 <br />555 <br />12-1 Od X 1 1/2- <br />MINIMUM 3"MEMBER <br />REACTIONS ARE FOR ROOF LOADS ONLY <br />DO NOT DRIVE NAILS THROUGH THE TRUSS PLATE ON THE OPPOSITE <br />SIDE OF THE TRUSS, WHICH COULD FORCE <br />THE PLATE OFF OF THE TRUSS. <br />ALL EPDXY ANCHORS USP CIA-7000C <br />NOTE: DOUBLE FELT REQ'D ON ROOF PITCHES 3/12 & LOWER. <br />LOADS — ROOF = L / 360 FLOOR = L / 480 W/ 3/8" MAX DEFLECTION. <br />FLOOR JOIST SPACING SHALL BE MAX OF 19.2"OC FOR HARDWOOD & TILE AREAS & 24" <br />OC FOR CARPET AREA'S <br />DROP HIP <br />DETAIL. <br />2-0-0 MAXIUM SPACING ON VERTICALS OF (B) TRUSS <br />A <br />11 k, <br />(B) =;A7 <br />A <br />(A) <br />A <br />A III <br />I+ <br />Ulm <br />OR 2 PLY <br />CARRIER <br />1-M CLEAR GAP BETWEEN (B) TRUSSES 6") <br />'FASTEN EACH (B) TRUSS WEB TO EACH (A) TRUSS TOP CHORD @ EVERY INTERSECTING <br />POINT SHOWN ON THE HIP TRUSS SYSTEM BELOW. FASTEN TOP CHORDS OF EACH (B) <br />TRUSS TO THE TOP CHORDS OF (A) TRUSSES AT EVERY OTHER INTERSECTING POINT I-), <br />INTERSECTING POINT TO BE FASTENED WITH 2 - 16d COMMON NAILS OR 0. 128"x 3" GUN <br />NAILS. FASTEN BOTTOM CHORD OF (B) TRUSS TO TOP CHORD OF CARRIER TRUSS WITH <br />H <br />THE SAME SPECIFIED COMMON NAILS OR GUN NAILS AT 48"OC. (+) <br />IN LIEU OF PREFABRICATED HIP PLANING TRUSSES, (B) 2x4 SO. PINE #2 OR #2 PT. STICK <br />LUMBER (LAID FLAT WISE) MAY BE USED. FOLLOW FASTENING SCHEDULE AS DEFINED <br />FOR HIP PLANING TRUSSES. R1 <br />'--nl <br />+ <br />STICK FRAMING SPLICING IS ALLOWED BETWEEN TRUSSES OR AT TRUSS <br />OR 2 PLY CAR�IER—J -----(A) <br />INTERSECTIONS. SPLICING <br />2 x CONT LED, R <br />TO BE STAGGERED BETWEEN COMMON TRUSSES, NO CATS REQUIRED UNDER STICK <br />FRAMING SPLICING. <br />MINIMUM LENGTH OF STICK FRAMING TO BE T-O"ON A HORIZONTAL PROJECTION. <br />NU I t: Zitt,'ji-Itt I U-1 1-UH HUUF FRAMING DETAILS <br />1. (2)12d TOENAILS EACH SIDE OF FLOOR <br />TRUSS TO WALL OR BEAM BELOW TYP @ INT. <br />BEARING U.N.O. <br />I I <br />1)w 11) ')A" tHT Tn 01 nOC <br />�W- UAI. <br />DGER. <br />10FLEDGER <br />W/ RT3A TOP & BOTTOM TO <br />----I LEDGER <br />(MASONRY) <br />—1/4" x 4" TAPCON @ 12"O.C. <br />TYP TOP AND BOTTOM ( OOD) <br />1/4" X 3-1/2" WS35 WOOD SCREWS <br />@ EA. TRUSS VERTICAL <br />SHED ROOF DETAILS <br />SCALE: 3/4" = V-0" <br />MAIN FRAMING PLAN - <br />SCALE: Y4"=1'-0" I <br />0 V <br />(D CL- <br />V) 0 <br />a) <br />C-10 <br />Lu <br />U <br />0 LU <br />.2 CD <br />in <br />0) C', <br />M C20 <br />--u C-, <br />C) <br />V. <br />u- co <br />-00 <br />< <br />CD <br />0) <br />Lo 1W <br />A I <br />SD* <br />, T", D <br />M 00 <br />0 <br />�! <br />z z <br />Lu r <br />U) 11— 1:� <br />ul lilt, W <br />LLI �,% <br />Ma <br />I r) F - c> <br />To the best of the Engineer's knowledge, information and belief, <br />the structural plans and specifications contained within these <br />drawings comply with the 2017 Florida Building Code - <br />Residential 6th Edition. Engineel's signature and sea] is only for <br />the structural engineering portions of the drawing pages bearing <br />Engineees signature and seal. <br />LENNAR <br />4600 W. Cypress St, Suite 200 1 Tampa, FL 33607 <br />www.LennarTampa.com <br />z <br />WO <br />U 0 <br />W <br />8 ce <br />13— <br />F- <br />o <br />z <br />"D <br />0 <br />> <br />11400 <br />< <br />U <br />LL <br />07 <br />ro <br />90 <br />4! ux': <br />Z <br />00 <br />I- <br />ce. <br />9 <br />x <br />;R� <br />z <br />LU <br />r*4 <br />Ln <br />Lij <br />§ �;-? <br />-4 <br />1 L]j <br />2: <br />x <br />< <br />F� 1;9 UU <br />11 <br />0 <br />Ln <br />rj <br />Z <br />z <br />t—u <br />z <br />8 <br />0 <br />C:) <br />ck <br />Z <br />:5 <br />z <br />LU <br />SCALE AS NOTED <br />DATE 11/2/2018 <br />TECH: KFRAZER <br />VERSION No. 42 <br />SHEET NO. <br />7.1 <br />