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BOLTED TIE JST <br />TYP 6 COL L INES <br />3/4" CAP PLATE - <br />REF <br />3/16 p� Ip- <br />2 1/2 TYP <br />-3/411 <br />T/ STL EL 4 <br />JOIST BRG EL <br />SEE FMG PLAN <br />I, <br />I; I <br />(2) 3/411 P A325 <br />SEE NOTE BELOW ®; I I 61 y BOLTS. <br />- - I MIN 3/0" fiE <br />STL BM - SEE <br />FMG PLAN I <br />I <br />JOIST <br />JOIST <br />1/\TYP <br />4 <br />I UPL IFT <br />BRIDGING 311 <br />1/4 V 3" I I 1/4 TYP PER S.J.I. <br />NO WELD I JST GIRDER - SEE (ANCHORED <br />AT ENDS) <br />NOTE: FMG PLAN <br />STABILIZER fiE 3/5x4x0'--1" (DO <br />STABILIZER i� <br />STABILIZER e 3/ax4x0'-_1" (DO NOT WELD TO SOT CHORD), <br />NOT WELD TO SOT CHORD), 3/4X6X0'-6" PROVIDE 13/16 "41 HOLE FOR <br />PROVIDE 1311,1 HOLE FOR (DO NOT WELD TO GUYING/PLUMBING CABLES STABILIZER 1E <br />GUYING/PLUMBING CABLES BOTTOM CHORD) 3/411x6xfd'-6 11 <br />CAP iE 3/4" x (GIRDER SEAT WIDTH (DO NOT WELD TO <br />OR COLUMN SIZE (WHICHEVER IS BOTTOM CHORD) <br />GREATER) + 1") x (COL SIZE + 6 ") <br />KJ SECTION @ BEAM & K2SECTION @ JST GIRDER, <br />5302 GIRDER TO COLU M N 5302 TO HSS COLUMN <br />6 <br />5302 <br />T/ BEAM EL <br />SEE FMG PLAN <br />(T/ EMBED fiE <br />= T/ BEAM) <br />1/2" RETURN AT TOP, <br />1/4 FULL RETURN AT SOT <br />SINGLE L3 1/2x3x3/a WITH HORIZ <br />SHORT SLOTS. SEE SCH FOR <br />LENGTH "L" AND NUMBER OF <br />BOLTS (3" CC). FINGER -TIGHTEN <br />THEN PEEN THREADS. <br />FACE OF WALL, COL OR BEAM <br />TYPICAL FL <br />1'-21I <br />211 loll II lTll <br />Nk cv SLL// (4) 3/411Ox4" <br />LONG HS <br />W I I <br />r„ I- <br />_ ll Jl lL Jl __ <br />I I <br />I I <br />Ea HSS 3x3xE-)Ill '-3 1/2" <br />SHEAR LUG <br />EMBED PLATE DETAIL <br />(WIO AND DEEPER) <br />TYP 1/4 <br />11_rnll <br />II (4) 3/4"Ox4" <br />LONG HS <br />WI , <br />_ 51 - :4- <br />EQ EQ SS 3x3x5/I&xo'-3 1/2" <br />SHEAR LUG <br />EMBED PLATE DETAIL <br />(W16 AND SHALLOWER) <br />OOR OR ROOF BEAM TO CONCRETE. <br />CONNECTION (SINGLE SHEAR <br />3/10 2 MTL DECK - SEE <br />1/2" FMG PLAN NOTES <br />UPL IFT <br />5RIDGING <br />ALL POINTS <br />OF CONTACT <br />AFTER DEAD 3/16 <br />LOAD IS <br />APPLIED <br />8 SECTIO <br />S302 <br />rl 3' <br />�S302 <br />File=F: 720077 <br />JST 5RG EL <br />SEE FMG PLAN <br />J�JST GIRDER - SEE <br />FMG PLAN <br />�L24x3/16 11 MIN SOT CHORD <br />BRACING TO BE SPECIFIED <br />AND SUPPLIED BY JOIST <br />GIRDER MFR IN ACCORDANCE <br />W/ SJI REQUIREMENTS <br />N Q JOIST BRG <br />NOTES: <br />1. DIM = GIRDER SEAT DEPTH PLUS 5" <br />2. DIM = GIRDER DEPTH MINUS GIRDER SEAT <br />T/ WALL EL DEPTH MINUS 6 ". <br />SEE ROOF <br />FMG PLAN •- -• <br />EXTEND CMU VERT <br />WALL REINF 3ro "4 <br />REF 11 <br />5302 <br />INTO TIE COL <br />(2) 3/4"0 A325 BOLTS IN LSL <br />MIN 4" <br />HOLES "FINGER TIGHTEN" <br />T/ TIE COL <br />THEN PEEN THREADS <br />JST BRG EL <br />SEE ROOF - <br />FMG PLAN W W <br />LLI <br />cD O <br />1/4 <br />Z- <br />4-fiEMK"All <br />W10x313x6" <br />LONG <br />pI. <br />iE 3/4x6 xo' -6 " <br />z e <br />W <br />!.0 <br />iE MK 11511 _ <br />GIRDER - SEE <br />ROOF FMG PLAN <br />SEE TIE COL <br />DTL FOR RE INF <br />NO WELD <br />1/4 <br />3 <br />1 SECTION @ <br />GIRDER BRIG <br />T/ WALL EL <br />REF ARCH <br />(Q <br />r- 14 <br />EP <br />JST BRG EL <br />REF ARCH W z <br />mcn <br />8" CMU WALL - <br />SEE FDN PLAN <br />FOR RE INF <br />9 <br />S302 <br />TYP K-SERIES <br />3/16 V 2 JST TO EMBED <br />/-CONT L5x3xl/4 (LLH) <br />3/l ro 2 <br />_MTL <br />DECK - SEE FMG <br />,{ PLAN NOTES <br />STEEL <br />CHANNELS <br />4M <br />TTOM <br />3 SECTION ---a.... BUILT-UP SHAPE <br />TO HSS COLUMN CONN <br />SHEAR CONNECTMN SCHEDULE <br />NUMBER OF <br />EMBED PLATE <br />MAX ULTIMATE EN® <br />BEAM SIZE <br />3/4w DIA <br />ANGLE <br />REACTION (KIPS) <br />(SEE ELAN) <br />A325N <br />LENGTH <br />wLw <br />HEIGHT <br />THICKNESS <br />3000 PS11 <br />4000 PsI <br />BOLTS <br />wMw <br />wT. <br />W5, W10 <br />2 <br />5 1/2" <br />loll ll <br />1/211 <br />23.4 <br />313 <br />W12 <br />3 <br />01/2" <br />1411 <br />1/211 <br />29.4 <br />39.2 <br />W14, W16 <br />4 <br />11 1/211 <br />16" <br />5/8" <br />32.1 <br />42.0 <br />W18 <br />5 <br />14 1/211 <br />ig" <br />5/8" <br />50.0 <br />11 <br />W21 <br />6 <br />1-I 1/2" <br />2111 <br />3/41, <br />53.E <br />i1.4 <br />=4 <br />-1 <br />201/2" <br />24'' <br />3/411 <br />53.5 <br />11.4 <br />W21 <br />8 <br />23 1/2" <br />2111 <br />3/41' <br />53.5 <br />"11.4 <br />W30 <br />g <br />26 1/2" <br />30'' <br />3/411 <br />53.E <br />-11.4 <br />NOTES: <br />I. FOR BEAMS NOT SHOWN HEREIN, FABRICATOR SHALL DESIGN <br />THE SHEAR CONNECTION BASED ON THE REACTION SHOWN ON <br />THE PLAN. <br />2. PLATE AND ANGLE MATERIAL SHALL BE ASTM 436. <br />3. BEAM MATERIAL SHALL SE 50 KSI. <br />4. FABRICATOR SHALL CHECK BEAM WEB TEAR -OUT (BLOCK <br />SHEAR) IF BEAM IS COPED. <br />5. PROVIDE WASHER OVER SLOTTED HOLES. <br />6. INSTALL BOLTS FINGER -TIGHT THEN PEEN THREADS. <br />UPL IFT <br />SRDG <br />EMBED iE 5/16x3 1/2x0'-8" <br />WITH x 1'-4" LONG <br />D5A'S 4" CC, <br />SECTION rcb JOIST BRG <br />1011 <br />21f /_ H 01 11 I I 51 /41 <br />1 <br />I I <br />N 3/4" HS <br />PLATE MK "A" <br />NTS <br />all <br />11/21 5" 1/2II <br />I I 411 1/2 <br />M ^ I I <br />1/211 Hey <br />PLATE MK "B" <br />NTS <br />1 <br />5302 <br />A' <br />5302 <br />3/16 ��TYP - <br />�MTL DECK SEE <br />P IG PLAN NOTES <br />0 <br />I -1 <br />ca W Q a UPL IFT <br />�u I + BRDG <br />la <br />STL JOIST, SEE EMBED E3/8x-1 1/2x1'-411 <br />FMG PLAN WITH (4) 1/2"Ox511 LONG HS <br />I <br />a" CMU WALL - SEE <br />FDN PLAN FOR REINF <br />0� SECTION @ DOUBLE <br />JOIST BRG <br />J� <br />�vvr`l..i <br />JC <br />W/ MFR <br />I <br />I <br />OPEN <br />i <br />AT DUCTS <br />ONLY <br />11 <br />I <br />AL <br />A <br />I <br />1 I <br />------------------- <br />I <br />-- <br />FIST <br />46 REQ'D DUE <br />ro UNIT SIZE <br />- 4X4X5/16 <br />PLAN , <br />NOTES: <br />1. VERIFY ALL DIMe 4 DETAILS W/ MECH CONTR BEFORE <br />FA5RICAT ION. <br />2. A/C UNIT TOTAL WEIGHT -SEE PLAN FOR WEIGHT AND FRAME <br />SCHEDULE FOR ANGLE FRAME SIZE. <br />3. PROVIDE L3x3xl/4 FRAME AT ALL OPNGS GREATER THAN <br />12" ON ANY SIDE. <br />4. THE ANGLE FRAME SHALL BE PROVIDED SO THAT THE ENTIRE <br />PERIMETER OF THE RTU CUR5 15 SUPPORTED. <br />SEE SCHEDULE FOR <br />DEPTH OF TB <br />TS RE INF SEE <br />SCH, TYP -� l <br />4 <br />5302 <br />7 <br />5302 <br />TYP VERTICAL WALL <br />REINF W/STD NOOK <br />TOP <br />RAKED TIE BM DETAIL, <br />NOTE: <br />COL CAP lE MAY NOT <br />BE REQUIRED. COLS <br />MAY EXTEND UPWARD. <br />COL <br />I CAP PLATE <br />T/ STL EL <br />SEE FMG PLAN <br />cv <br />II lie <br />II III <br />II IIe <br />SHEAR 1E 1 STL 5M - SEE <br />SEE SCH -/ I �L FMG PLAN <br />I I HSS COL - SEE <br />I I <br />FDN PLAN <br />5� <br />5302 <br />NOTE: <br />VERT FILLED CELL REINF <br />NOT SHOWN FOR CLARITY <br />TYP STEP IN BOND BM <br />S NGLE-PLATE SMEAR CONNECTM SCHEDULE <br />ULE <br />(SHOP -WELDED, FIELD -BOLTED) <br />BEAM SIZE <br />NUMBER <br />OF 3/4" <br />PLATE <br />PLATE <br />FILLET WELD <br />CAPACITY (KIPS) <br />(SEE PLAN) <br />DIA A325N <br />LENGTH -Lw <br />THICKNESS <br />SIZE <br />BOLTS <br />(INCFIESI <br />(36 KSI) <br />(E70%x) <br />ASD <br />LRFD <br />W8, W10 <br />2 <br />5 1/2 <br />5/16 <br />1/4 <br />20.4 <br />30.6 <br />W12, W14 <br />3 <br />8 1/2 <br />5/16 <br />1/4 <br />31.8 <br />41-1 <br />Wl6 <br />4 <br />111/2 <br />5/16 <br />1/4 <br />42.4 <br />63.6 <br />W18 <br />5 <br />141/2 <br />5/16 <br />1/4 <br />53.0 <br />_1g.5 <br />W21 <br />6 <br />1-11/2 <br />5/16 <br />1/4 <br />63.6 <br />95.4 <br />W24 <br />1 <br />201/2 <br />5/16 <br />1/4 <br />12.4 <br />111-0 <br />W2-1 <br />8 <br />23 1/2 <br />5/16 <br />1/4 <br />841 <br />121_0 <br />W30 <br />9 <br />26 1/2 <br />5I <br />1/4 <br />94.8 <br />142.0 <br />1 1/GII II <br />Ellro <br />\l <br />O S: <br />NOTES: <br />L FOR BEAMS NOT SHOWN HERE IN, THE <br />SEE SCH <br />FABRICATOR SHALL DESIGN THE SHEAR <br />- <br />I <br />FOR NUMBER <br />CONNECTION EASED ON THE REACTION <br />1 <br />I I <br />OF BOLTS <br />SHOWN ON THE PLAN. <br />_ <br />1 I <br />(3" OG) <br />2 PROVIDE HORIZ SLOTS IN SHEAR PLATE. <br />3. BEAMS SHALL BE 50 K61. <br />SEE SCH <br />4. PROVIDE HARDENED WASHER OVER <br />SLOTTED HOLES. <br />5HEAR <br />FLATE <br />DETAIL <br />5. BOLTS SHALL 5E INSTALLED "SNUG -TIGHT". <br />W BEAMS <br />TYPICAL BEAM TO HSS COL CONNECTION. <br />BRIDGING SCHEMATIC <br />T/ WALL EL <br />SEE FMG PLAN CONT L4x3xl/4 (LLV) W/ 5/0"(0 <br />CaL - <br />EPDXY BOLTS 's 32" 0C IN <br />GROUT FILLED CELLS <br />WELDED X-5RDG FOR <br />2nd AND 3rd SAYS ONLY <br />wz ::S_ A- / I <br />- <br />ca <br />ca <br />ALL PTS OF <br />g" CMU WALL - <br />SEE FDN PLAN <br />FOR RE INF <br />11 <br />� S302 <br />1/5 CONTACT <br />HORIZ SRDG SHALL <br />5E CONTINUOUS <br />L3x3x1/4x(J8T DEPTH) W/ (1) <br />3/4"41 EXP BOLTS, COPE (1) <br />LEG AROUND DECK 5RG <br />ANGLE AT TOP AND WELD <br />AS SHOWN <br />SECTION Ca BRIDGING <br />--------i <br />I <br />ROOF TOP <br />A/C UNIT I 3/a`0 LAG 5OLT5 4" FROM <br />- - - - - - - I EACH CORNER 4 MAX 24" 0C <br />(MIN 3 PER SIDE) TYP ALL <br />4 SIDES <br />ROOFING <br />ARCH <br />ROOF TOP------- <br />- <br />A/C CURB <br />(MIN 18ga) <br />------- <br />------- <br />(2) POWDER <br />ACTUATED <br />STL JOIST <br />FASTNERS T 4B <br />STIFFENER L <br />18ga x 2" STRAP 24" <br />(REF: SECT 5-5) <br />CC, (3 MIN PER SIDE) <br />TYP ALL 4 SIDES <br />A/C SUPPORT <br />FRAME <br />SECTION A -A <br />(A/C; CUR5 CONNECTION) <br />11,11111 11115TI-mmm • • • • NO �00 <br />• •M&Affill <br />NTS <br />MTL DECK, SEE <br />ROOF FMG PLAN <br />NOTES <br />T/ BB DOWN 1" <br />FROM T/ JST EL - <br />CONT L6x4x1/4 (LLV) WITH <br />1/21141 EXP BOLTS 'a 24" CC, <br />a" CMU WALL, SEE <br />FDN PLAN NOTES <br />FOR REINF �74 <br />:1:2 SECTION Ccb DECK BRIG <br />S302 <br />1. FOR HOLES WITH A MAXIMUM DIMENSION OF 6" <br />TO 12", REINF DECK OPENING WITH A 20 GA <br />GALV FLAT PLATE 12" LARGER IN SIZE THAN <br />THE OPENING AND ATTACH WITH ill WELDS AT <br />EACH RIS ALL AROUND. <br />�o0, 0 PUDDLE WELD AT <br />EA LOW CORRUGATION <br />MAKX. IN <br />L o ,J WHERE WIDTH EXCEEDS 12" <br />- PROVIDE L3x3xl/4 AT EDGE <br />OF OPENINGS AS SHOWN <br />2. FOR HOLES WITH A MAX DIMENSION OF 12" TO <br />2'-6", SEE DETAIL ABOVE. <br />METAL DECK OPENING5 <br />W <br />B-B-M <br />STRUCTURAL ENGINEERS <br />Orlando Boca Raton <br />P:407 645.3423 <br />F:407.645.3790 <br />1912 Boothe Circle Suite 100 <br />Longwood, FL 32750 <br />bbmstructural.com <br />EB5343 <br />Bora Erbilen P.E- #55996 <br />ENGINEER HEREBY EXPRESSLY RESERVES HIS <br />COMMON LAW COPYRIGHT AND OTHER PROPERTY <br />RIGHTS IN THESE PLANS. THIS DESIGN AND <br />DRAWINGS ARE NOT TO 9E REPRODUCED, CHANGED, <br />CR CCPIED IN ANY FORM OR MANNER WHATSOEVER <br />WITHOJT FIRST OBTAINING THE EXPRESSED WRITTEN <br />PERMISSION AND CONSENT OF "BURTON BRASWELL <br />MIDDLESROOKS ASSOCIATES', NOR ARE THEY TO BE <br />ASSIGNED TO ANY PARTY WITHOUT FIRST OBTAINING <br />SAID WRITTEN PERMISSION AND CONSENT. <br />0 <br />C)Eli <br />ddU <br />� <br />N <br />N <br />U <br />-d <br />• <br />to <br />�/ <br />Iv :ZI <br />W <br />E <br />>o <br />o 0 <br />w <br />rJ <br />U � <br />(71 <br />v <br />U <br />C <br />O <br />Q. <br />0 <br />V <br />(o c 00 <br />U_10j� <br />L U Cy C <br />/f 1 O <br />W coJ <br />m m <br />ILL!� <br />Q <br />z <br />wLa� <br />> <br />Z <br />m co <br />JCr <br />p <br />i I- vJ <br />O <br />E <br />O <br />U <br />L <br />>.G <br />co <br />Q� S <br />J <br />Nr LL-c <br />m��'0 <br />z <br />0 <br />-LU <br />0 <br />m Y ►V a <br />0- <br />CUB <br />Q <br />w <br />z <br />Q <br />U) <br />Z <br />o_ <br />0 <br />LLJ <br />Cn <br />w 0 <br />J O <br />L <br />W <br />W <br />0 <br />N <br />0 <br />E <br />LIJ <br />N <br />Q <br />W <br />W <br />zm <br />00 <br />O <br />0 <br />W <br />LLI <br />W <br />N <br />CDzU <br />m <br />ILL! <br />U_ <br />d <br />U <br />_TECH 07146_SD WGS 707146_Sdwgs <br />146_S302.dwq Tab=S302 Date Time= Apr 07, 2008 - 1:31pm Plot by fei <br />