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1 2 1 4 2 1 3 2 1 2 <br />f <br />u <br />co <br />C.) <br />C%j <br />COO <br />3m <br />4 <br />11 <br />A B- <br />20 ;_0 20 I -Ott 20'-0 11 <br />EXIST <br />f-O <br />v <br />W18 05 bK lzrL W18x35 (10) 9K 9K W18 x 35 <br />C6 !Id <br />C <br />twitn <br />C61 <br />C �itn <br />C6 <br />co <br />CO <br />CD <br />CO <br />co <br />a) <br />D <br />1111) <br />re) <br />Cm <br />IN <br />co <br />3C <br />co <br />3C <br />00 <br />3A <br />co <br />x <br />00 <br />*C <br />I C-) <br />W18)35 <br />6K <br />W18& <br />(IOUj. <br />9K <br />W1BJ35 <br />(10) 25K <br />4 <br />,,.,-SEE ARCH FOR TOP OF SLAB EL <br />EXIST <br />ROD BRACING <br />EXIST <br />W12 x F5 <br />C6 6 C6 <br />\EXIST EXIST EXIST <br />IN W 53 <br />12x All x W12 x <br />STAIRS, <br />EXIST �TE XIST <br />W x Z I W12 �x <br />V Ju SEE ARCH <br />0 W3 FORM LOK EXIST <br />ROD BRACING <br />Lu > 3"DEEPx20 GA, GALV W/ <br />or 6x6-W2.9xW2.9 WWF, <br />REMOVE EXISTING BEAMS TOTAL SLAB THICKNESS 5". <br />WHICH <br />ALONG GRID EXIST <br />INSTALL OX4"NE,LSON STUDS <br />CONFLICT W/ NEW BEAMS _0110C. W8 x 17 <br />ON ALL BEAMS a 2 <br />If 4 <br />1 -0 <br />NOTES, <br />1. SEE PLANS FOR BEAM REACTIONS. WHERE NO REACTION IS NOTED, <br />PROVIDE THE MINIMUM NUMBER OF BOLTS BASED ON THE BEAM DEPTH SHOW4 <br />IN TABLE A: <br />TABLE A - MINIMUM NO. BOLTS <br />WIDE -FLANGE <br />BUILT-UP BEAM <br />MIN. OF <br />BEAM DEPTH <br />DEPTHS (IN.) <br />BOLTS REQUIRED <br />06. W1 0. W1 2 <br />8 - 13 <br />2 <br />W1 4. W1 6, W1 8 <br />To 19 <br />3 <br />W21, W24 <br />To 25 <br />4 <br />W27. W30 <br />To 31 <br />5 <br />W33. W36 <br />To 37 <br />6 <br />To 43 <br />7 <br />2. WERE REACTION IS SHOWN, USE TABLE B WITH MINIMUM NUMBER OF BOLTS <br />AS SHOWN IN TABLE A: <br />TABLE B MAXIMUM REACTION <br />;REDUCTION <br />iFACTORS <br />--7/8" DIA. A325 BOLTS 1" DIA. A490 BOLTS - ;FOR SKEWED <br />--f -- - - ---, - ---- -- <br />OF 4AX. MIN. WEB THICKNESSMAX. iMIN. WEB THICKNECJSJCONNS., <br />BOLTS1 REACTION A36 �FY 50 REACT I ON AS8___'__TTY_50_ 60 <br />(KIPS) �(INCH) I(INCH) I(KIPS) HNCH) 10 (INCH) <br />2 11 .17 17 19 .25 .23 63% <br />3 22 .19 .17 39 .36" .32 65% <br />4 35 .23 .21 62 .44 39 71% <br />5 49 .26 24 84 48 '.43 76% <br />,6 63 .28 .25 101 '48 .43 80% <br />7 76 .29 .26 118 1 .49 .43 <br />83% <br />DETAIL 12 <br />0 <br />3. FOR SKEWED CONNECTION SHOWN IN TYPE C1 SECTION A; MULTIPLY <br />MAXIMUM REACTION BY REDUCTION FACTOR TO GET ALLOWABLE REACTION. <br />4. SHEAR TAB PLATES:'' <br />BOLT SIZE PLATE THICKNESS WELD SIZE <br />DIA. A325 ?16" (FY.: 36) V4 <br />I D IA. A490 V211 (FY -- 36) <br />5, BEAMS SHALL HAVE STANDARD ROUND HOLES (STD), AND SHEAR TAB <br />PLATES SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES (SSL). <br />6. WHEN BEAM'WEB IS THINNER THAN REQUIRED WEB THICKNESS SHOWN IN <br />TABLE B, ADD WEB DOUBLER PER TYPICAL WEB DOUBLER DETAIL. <br />7. WHEN CONDITIONS VARY FROM THOSE SHOWN IN THE "TYPICAL DETAIL," <br />DETAIL CONSTRUCTION ACCORDING TO THE AISC MANUAL OF STEEL <br />CONSTRUCTION. <br />B. CONTRACTOR SHALL COORDINATE THE BOLT SELECTION AND USE BETWEEN <br />FABRICATOR AND ERECTOR, <br />4. ALL STEEL Fy=A36. <br />GENERAL <br />NOTES FOR STEEL <br />CONNECTIONS. <br />< <br />SMALLER. .,'-ARGER <br />(OPTIONAL IN <br />4 A325 BOLTS <br />LIEU OF1 BOLTS) <br />TYP <br />L4x4x% <br />COLUMN <br />COLUMN <br />PL%" (A36) WITH HORIZ <br />/--(OPTIONAL <br />WEB <br />BEAM (SEE <br />PLANS) <br />SHORT SLOTTED HOLES <br />(TYP) <br />LOCATION <br />AT ROOF) <br />(2) <br />4 1 1 <br />�6 <br />A325 <br />'12 BOLTS <br />2 <br />BOTH\ <br />FLGS/ iW6 <br />+ 11 <br />L + t <br />94: <br />+ <br />+ <br />k%x4x'W' <br />(AN <br />STIFF It <br />FINISHED <br />V4 �-BEAM (SEE PLANS) <br />TO BEAR <br />V4 <br />WHEN DIM Y IS MORE <br />I � \k <br />THAN 6" ADD V2" THICK p <br />Ty <br />It (A36) AND USE SHORTER 6 <br />Ar <br />1 SHEAR PLATE <br />K L' STIFF PLATES AS REQ'D <br />:Y4 '12 .2 BY CONNECTION TYPE C4 <br />SECTION A <br />NOTE: <br />USE 13)%"0 A325 BOLTS 0 EACH BEAM TYP. <br />LUMN WEB NON -MOMENT CONNECTION) (BEAM TO COLUMN WEB NON -MOMENT CONNECTION) <br />SEE TABLEK <br />FOR TOP REINF <br />UNO ON PLAN <br />3 - 6 h-SEE PLAN <br />44 CONT- <br />EDGE FORM3 <br />FURNI SHED <br />LOWER WWF TO <br />PLACE TOP BAR <br />BY DECK <br />ERECTOR <br />SHORE (AS NEEDED) <br />UNTIL CONCRETE <br />REACHES DESIGN <br />STRENGTH <br />DECK SPANNING PARALLEL TO BEAM <br />D <br />SEE TABLE K <br />FOR TOP REINF <br />UNO ON PLAN \3 <br />t L h-SEE PLAN <br />44 CONT- <br />LOWER WWF TO <br />PLACE TOPBAR <br />E <br />TABLE K <br />h <br />REINF <br />Off TO 911 <br />---OVER 9" TO 11-411 <br />OVER 11-411 TO 21-011 <br />#3 12 <br />#4 12 <br />OVER 26-011 TO 21-611 <br />#4 8 <br />ER 21-611 TO 30-0" <br />04 a 6 <br />SHORE (AS NEEDED)-` 0% <br />UNTIL CONCRETE <br />REACHES DESIGN <br />STRENGTH <br />DECK SPANNING PERPENDICULAR TO BEAM <br />..lYPICAL DECK EDGE CONDITIONS <br />BOLTS, SEE NOTE 1 *2" MIN t WEB BOLTS, SEE NOTE 1 <br />BEAM <br />2"TO BM COPE <br />+ <br />D4.7.2 <br />74 <br />+ --<SEE <br />SEE NOTE I r4-)l T SECT A <br />NOTE I <br />4- TYP <br />SECT A F r-1V MIN <br />2 MAX SEE NOTE 1 <br />*2 <br />1112 TYP <br />BEAM �-2 <br />TYP <br />\,2 <br />\-SEE NOTE I N"-- BEAM V2" TO FACE OF WEB - <br />mr-ALA 1r^ M-AILA <br />NOTES: <br />1. FOR BOLT, SLOTTED HOLE, SHEAR TAB PLATE THICKNESS, AND <br />WELD REQUIREMENTS, SEE "GENERAL NOTES FOR STEEL CONNECTIONS." <br />4�-2 <br />2. WHEN REQUIRED NUMBER OF 130LTS DOES NOT FIT WITHIN BEAM DEPTH. <br />OR WHEN THE REACTION IS MORE THAN THE MAXIMUM IN TABLE B, <br />COL <br />T Y P <br />USE CONNECTION TYPE C2. <br />2111 <br />RFAM TO C01 INN <br />3. BOLTS IN CONNECTIONS OF BEAM TO BEAM/G[RDER MAY BE <br />CKIHr- TirLIT HKI C C Cr)CP C rA A T C C rn p <br />L <br />6, <br />T E0 EO <br />11TYP <br />(4) �A"ItI A307 AB V2 <br />W/ 70" MIN EMBED <br />+ <br />CL <br />5f� + <br />F_ ELI; <br />Lul <br />13 <br />BASE k�4 <br />COL <br />PLAN <br />FINISH COL END & TOP OF <br />BASE It PER AISC CONC EL <br />NON -SHRINK GROUT A <br />CONTR SHALL HOLD <br />_tz 11 1 <br />F'c--6000 PSI BASE It RIGIDLY <br />IN PLACE WHILE <br />NOTE: TIGHTEN ANCHOR BOLTS SNUG ELEVATION GROUTING <br />fl-GHT AND TACK WELD NUT TO BOLT <br />TO PREVENT LOOSENING. <br />D4.1.1A <br />BASE PIATE DETAIL <br />BOLTS, SEE NOTE <br />TYP /;�---<CP TYP <br />SECT A <br />CP TYP >_ SEE NOTE (TYP) 2 <br />t T71� <br />BEAM I ___ i <br />6 <br />CP <br />NOTE- . COLUMN <br />FOR BOLT, SLOTTED <br />HOLE, GUSSET PLATE <br />THICKNESS, AND WELD <br />SEE If GENERAL NOTES T Y P/\ <br />FOR STEEL CONNECTIONS. 11 Y4 <br />CL <br />+ <br />rn <br />t <br />If BEAM <br />2 <br />PROVIDE T & 8 FLG <br />STIFF PLS (SAME <br />SIZE AS LARGEST <br />BEAM FLGS) <br />-- BEAM <br />L J I I LL I V LLLU W A L n I I i VIAL %JV1. <br />BEAM COLUMN <br />4. FOR SPANDREL BEAMS SEE CONNECTION TYPE C26. SECTION A <br />(SINGLE PLATE SHEAR CONNECTIONS) (BEAM TO COLUMN FLANGE MOMENT CONNECTION) <br />U4.j. 1 <br />PROVIDE VERT <br />SSL HOLES IN <br />SPLICE It <br />C\j <br />�cv <br />U- <br />D4.3-2 <br />TYPICAL STEEL CONNECTION, TYPE C4 9 TYP STEEL CONN, TYPE C5 <br />END REACTION INDICATES MOMENT <br />11 r- (SAMEONEA END CONNECTION <br />-A,- CP IF SHOWN ON ONE <br />U. T. tNU UNLT) <br />J INSPECTION SHAPE TOTAL NO OF CANT BM SAME <br />STUDS WHEN SECTION AS <br />MORE THAN BACKSPAN UNO <br />MINIMUM <br />+ + <br />+ 112K W`36X135 (64) 88K <br />-I " __4 1 <br />+ FILLER It 5/S4.1 11/8 C2 <br />+ AS REQ'D REQb TYP CONN <br />IF NOTED <br />(48 0 A325 <br />BOLTS SNUG SPECIAL CONN] 11M CAMBER <br />TIGHT DETJF NOTED IN INCHES <br />A <br />13 <br />Iffli <br />CITY OF EVERETT <br />AN"ROVED FOR <br />BUILEANG PERMIT. <br />2600 Federal Ave <br />DA7 C <br />MK 25-ALJG-1993 11:02 /cod/ jobs/scott Ime zdet.dgn jvm <br />. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7, i 7 Z,.: . . . . . . . . . . . . <br />21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 MICROBOX <br />6 7 8 9 10 11 <br />12 13 14 15 16 17 <br />18 19 20 21 <br />I 1 11 <br />22 23 2 <br />