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L5x3x3116 LLV OR ONE 2" LONG WELD
<br />A LENGTH AS READ 14 GA SHEET AT EA UP STANDING
<br />\, 1t$ z-8 FLUTE LAYOUT DECK SHEETS SO THAT SIDE `r
<br />ALL FLUTES SPLICES OCCUR ONLY AT SEAMED
<br />END PLATE SAME THICKNESS AS �' �` ��
<br />-- - - CL COL & STIFF PLATE WEB (114" MIN, 1/2n MAXYTYP !
<br />CL COL & BM SPLICE t SEAMED EDGE SIDE SEAM CONNECTION PER SCHEDULE grau
<br />1 114 a BOTH SIDES TYP AT EA X I 6 I �-- BRACE ANGLE PER 51.4)TYP UNC?-�architects
<br />118 1 112 FLUTES MIN STIFF PLATE ES PER
<br />51.4 E
<br />ALTERNATE CONN: I
<br />(1) 3/400 MB
<br />L21/2x21/2x1/4 (5°-®" MAX LENGTH) TYP 1r4 X END OR INTERMEDIATE BEARING Y SIDE SEAM CONNECTION
<br />77 C
<br />112" I I I 1 I k PLAN STEEL DECK ARC SPOT ARC SPOT CONNECTION AT REMARKS
<br />--- �" 1 1120 MARK TYPE WELDS AT END WELDS AT SIDE SEAM
<br />W BM PER PLAN I BM PER PLAN 1 I i ,& INT. BRG. SIDE BRG.
<br />2"'-O" MIN TO I i 1 1 I
<br />I i COL PER PLAN 1 1 I I
<br />MI NEXT OPG I I l I SHOWN SHADED ON HIGH ROOF PLAN.
<br />JLAgyp" N2Q ASC 2U GA dGN-32 5/S'°I * PER *s 11"aG DG @ 12" s>G PER Y PROVIDE ALL NECESSARY METAL
<br />114 CLOSURES, SAD.
<br />+ + + + + DOUBLE SPAN MINIMUM FILL FLUTES WITH
<br />CONNECTION _ � 0++ 0 ASC 20 US ADEK AW5/8"o *PER 5/8"o * 18"oc DG " SOUND DEADENING MATERIAL PER MFR &
<br />PER 14GASHEETS-._.�-- �.,J �, 4. + ,� � NSA ACUSTADLK C� � 12 ac PER Y
<br />ARCH PLANS. PROVIDE ALL NECESSARY
<br />13 WEB -PERF ONLY
<br />METAL CLOSURES, SAD.
<br />+}0 1 1 /20
<br />+ 51.4 + X
<br />`t" 0 PROVIDE ALL NECESSARY METAL
<br />114 MAXIMUM HOLE WITH SHEET' REINF NOTE: ALL COL CAP PLATES SHALL BE THE SAME WIDTH AS BEAM FLANGE B20 ASC 20 GA DGB-36 5/8"o PER 518"o *@ 18 OC DG @ 1 oc PER Y CLOSURES, SAD.
<br />PL 114" A OR COL DIM + 1/2" (WHICHEVER IS GREATER), THICKNESS SAME AS BEAM
<br />FLANGE, 112" MIN. ALL FASTENERS TO BE 314no MB.
<br />PIPE NQ„TE .' 1. DECK TO BE WELDED TO ALL SUPPORTS. 5. ABOVE REFERENCED DECKS AND DEPTHS
<br />ANGLE BRACE
<br />�—
<br />SEE 91SIA ARE BASED ON ALLOWABLY: DESIGN LOADS PER
<br />BEAM PARALLEL A AT BEAM PERP �'� � �
<br />2. FOR OPENINGS IN DECK, SEE 11/S1.4 IAPMO ER -151 EQUIVALENT DECK MUST HAVE
<br />DECK PROFILE
<br />VARIES 3.
<br />01T
<br />* =132"o MIN OF FUSION EQUIVALENT ALLOWABLE LOADS.
<br />4. PROVIDE 2 SPAN MINIMUM DECKING. 6. DG = ASG DELTA -GRIP PUNCHING SYSTEM PER
<br />TOP �� SRACE i I BEAN/ TO COLUMN CONNECTION METAL DECKING SCHEDULE IAPMO ER REPORT
<br />3140 = V-0" 3/4" = 1 °0
<br />«,
<br />J Ll
<br />24" MIN TO 4"o MAX HOLE
<br />AT DECK
<br />NEXT OPG
<br />MAXIMUM OPENING NOT REQUIRING ANY REINF
<br />SEE". SEE NOTE 1
<br />NOTE 1
<br />BM PER PLAN DECK ATTACHMENT SPAM CONN. WELD
<br />C6X8.2 TYP TO C6 PER ( ---1 DEPTH BOLTING PLATE SIZE
<br />51.4 �I
<br />i 22
<br />SEE S1.4 FOR CONN ISL, BOLTS, & WELD
<br />W8, velaPL 318" 5116"
<br />— -- -- -
<br />CONN PLATE W12, W14 3 PL 318" 5116"
<br />W16 4 PL 3J8" 5116"
<br />#4 S REINF SIDE BEARING W18 5 PL 318" 5116"
<br />FLUTE PERS OCCURS o� RIS MIN W21 5 PL 112" 31e"
<br />1A124 6 PL 1/2" 318"
<br />W$, C$ & W27 7 PL 112" 318"
<br />2n MIN SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 SMALLER
<br />i OR L P Q' - 3" R MIN W30 8 PL 112" 318"
<br />i ®Q I [ 1 W33 8 PL 112" 31a"
<br />W36 10 PL 112" 318"
<br />' - 1" TYP 1. R=1314" MIN.
<br />TROUGH - — — — - 2. HIGH STRENGTH BOLTS (HSB) ARE A325 -N UNO. PREPARE MATING SURFACES & TIGHTEN "SNUG -nGHr AS DEFINED
<br />Zn MIN 2" MIN IN THE SPECIFICATIONS.
<br />TYP BUTT
<br />3. A FULL PENETRATION BEVEL WELD MAY BE SUBSTITUTED FOR THE FILLET WELDS SPECIFIED.
<br />END JOINT LAP JOINTBUTT JOINT 4, HOLE SIZE= BOLT SIZE +1116". SHORT SLOTTED HOLES WII6" VERT, + 3/16" HORIZ) MAYBE SUBSTITUTED (EXCEPT
<br />AS NOTED) ROUND HOLES ARE REQUIRED AT SLRS CONNECTIONS.
<br />A WELDING GR OTHER DECK FASTENING) 5. USE SAME CONNECTIONS AT CHANNELS. FOR W6� C6 & ANGLES USE PLATE,WELD & BOLT SIZE PER W8 & SEE 6
<br />— -- — --- 51.4
<br />— 1 —
<br />-- DECK BLOCK OUT TO
<br />EDGE OF FLANGE
<br />BM PER PLAN T-130 MAX i
<br />!I SEE NOTE 1
<br />PLAN (3) Slims
<br />®PT=NTNG IN STEEL T cK 3116 ZA S1l1l�LL SEAM COiNNECTION f�4" 0 I�iICH STRENGTH BOLT MSS CONN SCHEDULE
<br />e-0" 3140 = 1 °-fin
<br />SHIM PL K1 PURLIN OR BEAM 1/2" MI
<br />BM,
<br />TYPICAL OPENINGS IN STEEL DECK TMOATCH 2" MIN PL 1/2" xBLOCKOUT ANGLE,
<br />+� BEAM BPC WIDTH + 6" AND/OR ETC
<br />i
<br />314'= V-0" FLANGE PROVIDE FULL
<br />BRG FOR DECK
<br />NS a FS SEE 81,4 , OTHERWISE (MAX) FLUTES ES OPENING
<br />114 SIDE BEARING
<br />END BEARING BLOCKOUT SEE NOTE 1 SEE 2 FOR CONN PLATE, BOLTS, & WELD
<br />51.4
<br />CL BM & CO
<br />SEE NOTE 1 %
<br />t 1140 COLUMN / 1 �� MIN R 3140 CONN PL
<br />PLAN VIEW
<br />16 GA, CONT Z Z=-
<br />XCLOSURE PL 10 MIN O 1 1© R MIN
<br />" OR EXTEND STIFFENER PLATE ES SAME THICKNESS �+p d I f O 3 TYP
<br />I I i LS COL 1 MI CLOSURE PL (t) AS BM WEB (1/2" MAX), 3140 AT W40 O 1 O
<br />TOP OF COL 1 I
<br />ES COL
<br />AS OCCURS I IT&B FS REMOVE BM, 0
<br />W/ CAP PL TYP FLUTE PER 8 1 I 114 ANGLE,
<br />S1.4 ! X16 ETC a 1 0
<br />I I 1-118 3-8 1 ® 1 1
<br />---- --- = =MIN
<br />-- DECK AT COL SPLIT.DECK @ PARALLEL BEAM (3(16" MIN, 5/16" MAXI
<br />f- 1 1 R
<br />0-1-111 3" TYP PROVIDE FULL DEPTH CONN PL�° 1 1 1+ BSUPPORT PER. FOR: l n d ISO n
<br />IkI 6 COPE LOWER FLANGE AS 650 University Ave., wife 11.0
<br />1 I + NOTES: RECD°D FOR INSTALLATION
<br />I-- — I k 1 51.4 Sacramento, CA 95525
<br />-� I k 1, WELD OR DECK FASTENERS PER SCHEDULE. FOR DECKING SCHEDULE SEE 51.4
<br />SItructural
<br />Phone: 916 514-9109
<br />1 " ONE SIDED CONNECTIONS
<br />1 I ......- -._-- CONN PL PER2 CONNECTIONS WHERE BEAM DEPTH VARIATION, x, EXCEEDS S" ASG Project N0. 15018
<br />BM AS OCCURS 1 k �RR 51.4 CONNECTIONS INTO SLRS BEAM OR GIRDER GhuU P
<br />I
<br />1 k
<br />112"
<br />MAX
<br />eT" PLATE CONN ONLY PERMITTED WHERE copyright 0 2415 Rainforth Grau Architects. All rights reserved. Reproduction of these plans, either in whole or in part, including any form
<br />SPECIFICALLY SHOWN ON PIANS of copying arWor preparaft of derivative works thereof, for any ream without prior wriften permission, is stdc4 prohibited.
<br />BEAM TO HSS C®LUMN 'T' PLATE TYPICAL STEEL DECK SUPPORT AND WELDING STIFFENER PLATE T/4
<br />M TO BEAM CONNECTION DSA SE
<br />1 � �4n � 1e'^�" � 1 3i4n a 1°T�n � 3/4n � 1,_0n 1r"�n
<br />File No. 39-53 S QFES / A'
<br />IDENTIFICATION STAMP t�� AND
<br />DIV. OF THE STATE ARCHITECTS `��``�
<br />o
<br />02 -114490 NO. 5E-2910
<br />EXP. 12/31/16
<br />AC FLS @e• ��
<br />C
<br />LOCATE, OPENINGS BATEI 1 f O FC CPL
<br />WITHIN MIDDLE 113 SEE 2 FOR CONN PL, BOLTS, & WELD
<br />OF BEAM SRAM 51.4
<br />CL
<br />1
<br />12 5116"MAX _-CLOPENING---- - r- LINCOLN E.S. _CAFETERIA &
<br />DECK TO SAD i-� bf = BM i BM WHERE 314" MIN
<br />PL i FLANGE TYPE III PL tf x bfl2 OCCURS - - CI, F%W M 0 D E RN I T ,
<br />1 PER SCHED 3 WIDTH - _ - _ 1 0 O R MIN INCREMENT CAFETERIA
<br />I �R ENTeD4TCi?KN A 4R�E�IJRS CL BEAM--- TYPE II TYP ` I ®� p ! 3 iYP
<br />_ __ MSR TECA UNIFIED DISTRICT
<br />114 1 L3x3x3116 BRACE I --- --- MAX z CONT 3116" BENT PL tw _ I - TYKE I - - - 1 d 1 01
<br />TSP IVI/�►IMITE CALIFORNIA
<br />1 112 i
<br />THICKNESS SSS I 1
<br />BM p Qi
<br />3/16' 2-1>3 ' ---_ �-� ° RICIN TO'P'ICAL STEEL. & METAL DECKING
<br />c� STD PIPE x FLANGE WIDTHb b/2 1ir2
<br />0° .0' - 2" PLATE 1140x50%5" OR SPACE HOLES 2x d MIN COPE LOWER FLANGE AS
<br />STIFFENER PLATE; PER 4" MIN bc2d 5/16" MAX' REQ°D FOR INSTALLATION DETAILS
<br />OTHER DETAILS DRILLED HOLES TO d15 MAX
<br />MAY BE LOCATED ANYWHERE FULL HT CONN PL
<br />3/4"e MB "` W OR HSS BM PER PLAN IN DEPTH AND WITHIN THE
<br />MID 314 OF THE BM SPAN.
<br />SPACE HOLES 2x d MIN
<br />NOTE: DO NOT TORCH CUT OPENINGS ON SITE. TORCH CUT
<br />OPENINGS MADE IN SHOP TO BE GROUND SMOOTH. NO DRAWN PROJECT NO.
<br />OVERCUTS OF ANY TYPE ALLOWED WITHOUT REPAIR. Revision TJS 15-1207"
<br />CHECKED DATE
<br />TGK 6-26-15
<br />SCALE SHEET
<br />3/4" = V-0'
<br />BEAN/ BRACE , ® TY��I%�L SLOPED DECD TO STEEL FRAMING OPENING IN STEEL BEAM BEAM TO BEAM ('I SIDE CONNECTIONS1.4
<br />3(4"= V-0" 9/4 3/4" = 1 °-®" 3!4" = 1 %0"
<br />
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