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................. . .....
<br />....................... ........... ..........
<br />NOTE!
<br />PLACE CORNER BAR ON TOP OF
<br />SEE DETAIL TYPICAL STEP IN
<br />HOOK COLUMN BARS AT
<br />OR BELOW CONT. LONGITUDINALCONTINIHOUS LONOITLVINAL
<br />RENFORCI Nr REINFORCIN5,
<br />'T BEAM DETAIL 'His .,MEET
<br />EXTERIOR COLLMN5 ONLY.
<br />FOR BEAM REINF PATTERN. —CONCRETE TIE SEAM
<br />STANDARD q0
<br />PER PLAN. HELD DECK TO ANGLE N
<br />T
<br />F
<br />TOP OF 51
<br />HOOK LENSTH
<br />AT ROOF
<br />5'8' G PI WELDS
<br />-'LASS 'B" 12'
<br />ROOF SLOPE PER ARCH. 6 6. O/_
<br />TENSION LAP]
<br />METAL DECK PER PLAN.
<br />PROVIDE TIGHTER STIRRUP SPACING PLACE STIR. 4b'O/C.FOFI
<br />HF
<br />O 7 :` ,
<br />R Ds. TO
<br />SIT !TOP CHORD,' 4 CONT. ANGLE.
<br />5 10, O/C. FOR 24' IBM
<br />CI
<br />PLACE FIRST STIRRUP 9
<br />d
<br />a
<br />4 'xI'xI/b" CONT. TOP A BOTTOM
<br />AM
<br />12 SPECIFIED 5PI
<br />CHORD 55.106ING.
<br />PER PLAN SEE SCHEDULE
<br />*1
<br />TIE BEAM PER
<br />PLAN,
<br />T To
<br />E HOOK AT TOP
<br />io BARS A
<br />FOR 51ZE FI REINF.
<br />COLUMN REINFORLINS. TO WIN CON TIN1,OL15 THROUGH
<br />TTOM STEIL TO MATCH
<br />AE,L ,0
<br />BAR 51ZE OF LARGER LONGITUDINAL
<br />4 5"x3'xI/4` H/ (2) 514' 0 EXPANSIONCOLU
<br />BOLTS K/ b' EMBEDMENT OR 5/4' 0 x 6'
<br />CONS ANCHOR BOLT K/ 3' HOOK,
<br />LO
<br />RE INFOR-1 I `*ui
<br />INDICATES 1/2 7YF4CAL TIES.
<br />CONTINI LON61TUDINAL
<br />N5", NAL
<br />TIE 51
<br />REINFOI
<br />\_VERTICAL HALL FZEINF-4 Xd'.1/4 CONT. N WE" 0 b.
<br />L
<br />PROVIDE HOOK BARS
<br />NO
<br />INDICATES L2" TO CONT, AT TO A BOTTOM
<br />z PER P. AN I DETA,LS. ANCHOR BOLTS 6 16' 0/' , MAX.
<br />DETAIL
<br />TY10ICAL <1 SERIES
<br />DETAIL T'1121CAL 00LLIM\ AT
<br />LONGITUDINAL REINF. STEEL TO MATCH BAR I
<br />SIZE OF LARGER
<br />DETAIL EDGE ANGLE
<br />STEEL
<br />J0157 ERlr;�ISIN6 ANCHORAGE
<br />MA50NR.r' 7E BEAM AT R007-
<br />LONI REINF.
<br />RE
<br />51 AV Np. ii (LATE
<br />7 1 7 CONCRETE BEC71ON
<br />AT STEFIZE:�� TIE BEAM
<br />NO S-CALE:
<br />NO 5CALE:
<br />CONC. T
<br />POURED A HEAD
<br />No 50ALE:
<br />SCALE: NO SCALE
<br />/f--tPO
<br />OF M.O. (PER P A�)
<br />L
<br />COLUMN REINFORCINS
<br />PROVIDE DI SIZE
<br />GAGE OF COLUMN ABOVE.
<br />A 0I TO MATCH HOR Z.
<br />HATCHING. INDICATES REINFORI IN TIE BEAM
<br />FouRE07RETE W ACI 51 qO* HOOK EA.
<br />END,
<br />"A''FII
<br />''A
<br />PRE -CAST LINTEL OVER M.O.
<br />COW-ENTRATED
<br />LOAD HELD I 7x;2*x1/4' FROM LOCATION
<br />D- L- EIA- TO
<br />IN51DE OF GOU)MN
<br />I
<br />PER DETAIL 9/502.
<br />(H) - 4'-0' OR LESS.
<br />STIEFFIN TIE BEAM.
<br />E
<br />- �7_ " SEE LA . OR
<br />TIE BEAM
<br />POINT
<br />LOAD TO NEAREST PANEL POINT
<br />OF L TONt: A
<br />FOR LAP.
<br />L )
<br />E55
<br />PER PLAN OR
<br />ME CHORD
<br />(ON OPPOSITE C1401ii OFJOIST).X
<br />TOP OF BEAM
<br />I _4LL
<br />SCHEDULE 11
<br />11
<br />I TO
<br />PROVIDE CORNER
<br />MATCH LONGITUDINAL BARS.
<br /><
<br />DETAIL. CONCRETE BEAM 5TIRRUP
<br />II REINF. PER
<br />I, MASONRY AM
<br />PER, Y TIE BEAM
<br />PER PLAN, SEE SIMI
<br />(A ACINIS REOUIRMIEN75 OVER M.C.'s
<br />VERTICAL HALL
<br />PLAN (HOOK INTO TIE BM)
<br />!I1
<br />TYP STEEL JOIST CONCENTRATED
<br />OR SIZE 4 REINF. REINF.
<br />F SIZE
<br />_NT _
<br />F TO CONTINH01h THRO)sH
<br />rOLUMN REIN ORr IN5.
<br />SG3 NO SCALE:
<br />L L
<br />PER PLAN. LOAD
<br />COLUMN,
<br />INOICA7Es 1/�2 TYPICAL TIES
<br />TIES.
<br />TIE SPACING.
<br />DETAIL 5TEFP7=:;> CONCRETE
<br />DETAIL �JOIBT HANGER (REINFORCEMENT)
<br />AT AA"
<br />DETAIL TYPICAL COLUMN
<br />TIE BEAM CORNIER OF
<br />NO SCALE: NOTE: PROVIDE FOR CONCENTRATEPLOAD5
<br />OF 100 L86. OR MORE
<br />AT MASONRY TIE BEAM
<br />(STEPS LESS THAN a'')
<br />NO SCALE:
<br />NO SCALE:
<br />LGL1IMN BARS AT
<br />7' BAR A/ ACI STV
<br />qCHOCK EACH END. PROVIDE "Z' I BARS SIZE 1
<br />EXTERIOR COONLY.
<br />I
<br />I OLANTIrY T0 I MATCH �ORIZ.
<br />/-HOOK
<br />RATCHINS INDICATES REINFORCING IN TIE BEAM.
<br />-51 X15T .015T5 ON COLUMN �L TO
<br />TOP OF BEAM
<br />POI CfNI
<br />BE BOLTED TO SEAM PLANES
<br />(2, 51b" $ A-307 BOLTS FOR
<br />X'SERIE5 _OUSTS.
<br />AT ROOF
<br />I F I
<br />LEI
<br />�2� 3/4' 0 A-301 BOLTS FOR
<br />1H" SERIES
<br />-A I L
<br />III11H oil
<br />TIE BEAM REIIF 1::
<br />C * -STEP IN TIE BEAM
<br />PER PLAN OR VARIES. SEE PLAN.
<br />SCHEDULE.
<br />r r, F.
<br />•L
<br />L L
<br />if,
<br />L'� _J
<br />\_PORED
<br />AEH-
<br />Ar
<br />CONCRETE BEAM
<br />SCHEDULE
<br />PER PLAN SEE 9,
<br />TYP 3 16"
<br />NOTE, AT BOTTOM CHORD, LOCATE FIRST
<br />FOR SIZE REINF.
<br />11 PROVIDE CORNER BARS TO
<br />>
<br />ROW OF B 1061146, AT EXTERIOR
<br />PANEL PI
<br />COLLMN REINFORCING.
<br />�-TIEI.
<br />11
<br />0 MATCH LONGITUDINAL BARS.
<br />U
<br />BOTTOM CHORD HAS TWO MORE
<br />• INDICATES, 112 TYPICAL
<br />LINES OF BRIDGING THAN DOES
<br />TIE SPACING. -
<br />1 VERTICAL HALL REINF. PER
<br />316, 11
<br />TYP S' PROVIDE nBOT CHORD EXTENSION.
<br />CHORD.
<br />Op 0
<br />PLAN MOOK INTO TIE 5M)
<br />HELD TO BEAM AEB (ANOLE
<br />L Y L
<br />51ZE TO MATCH BOT (.HOW 4',
<br />1
<br />rEXTEND BOTH II CHORD 4 s)
<br />7"fIL. 57EEL JOISTBAR
<br />H/
<br />HORIZONTAL- BRIDGING
<br />HOOK EA. ENV�
<br />DETAIL TYPICAL COLUMN AT
<br />DETAIL STEPPED CONCRETE
<br />TYPICAL STRUT J0157 f 71E �.10157 DETAIL
<br />NO 5'-ALE:
<br />CONCRETE BEAM AT ROOF
<br />TIE BEAM AT CORNIER OF WALL
<br />NO SCALE,
<br />(STEPS DEEPER THAN a")
<br />NO 51-ALE:
<br />NO 5CALEi
<br />CONT. BARB
<br />COLUMN REINFORCING
<br />CASE OF COLUMN ABOVE.
<br />-7 PATTERN
<br />N
<br />1 42' CLEAR -J I/g, CHAMFER STRIP
<br />❑
<br />"HER BAR
<br />AT 3 (M NJ
<br />BEAMS S TP
<br />N 31b" 3 (M IN
<br />-0 ITS, HAVE EXTENDED 'P15" 3 (M NJ
<br />OR CANTILEVERED ENDS
<br />ZIR "All
<br />A
<br />CENTER 'N STEEL X15T PER
<br />NOTE: TIE BEAM REINF. SHALL NOT
<br />B EAM.
<br />D05 LEE, BI TO
<br />BE D15CONI AT CONTROL 1/2" CHAMFER STRIP
<br />L(MI,
<br />T
<br />INSIDE OF COLUMN
<br />FOR LAP
<br />TOP OF BEAM
<br />JOINT.
<br />METAL- AEL:�� PA77ERNS
<br />J511,1
<br />'k
<br />r
<br />I�
<br />E]t
<br />511 WIDE 5HFE75
<br />"A"
<br />L J
<br />DETAIL
<br />105 MIN.,'VERT. IN 5ROLTED
<br />5'.W.31b SEARING, It K/
<br />5/41' 0 6' LONG 5TLO
<br />\-,RED
<br />CELL EACH 51VE OF JOINT.
<br />x
<br />ABHORS.'24/(
<br />CONCRETE BEAM
<br />4- -4- —
<br />RN o PATTERN
<br />PER PLAN. SEE SCHEDULE
<br />FOR 51ZE A REINF.
<br />WLLMN REINFORCING.
<br />'I<''
<br />- - - TIES - - -
<br />II II
<br />SEE DETAIL TYPICAL VERTICAL JOINT FROM TOP
<br />DETAIL SERIEB STEEL JOI57
<br />• INDICATE51/2 TYPICAL
<br />MASONRY CONTROL OF FOOTING TO BOTTOM
<br />BEARING PLATE AT CONCRETE BEAM
<br />TIE SPI
<br />JOINT. OF TIE BEAM.
<br />DETAIL CONTROL JOINT
<br />METAL DECK WELD PATTERNS
<br />AT ISONCRE77= TIE BEAM
<br />NO 51-ALE:
<br />24" WIPE SHEETS
<br />:;IE7A1L TYPICAL COLUMN AT CONC, 5M.
<br />NO SCALE:
<br />NO SCALE:
<br />o.a
<br />5/5 0 PUDDLE HELDs
<br />III O/C- 'MAXJ
<br />4 11/4'*I 114'x316'0014T
<br />N 14 55ETS 0 16
<br />t SIX TYPE AND
<br />BREAK HIRE TIES LOOSE FROM
<br />--CA&E TIE (STIRRUPI I FORCE
<br />TOP STIES! 1-06ITUDINAL SARI
<br />TO RUN INSIDE OF ANCHORS.
<br />TR
<br />INVICATE5 COL"
<br />REINFORCING SASE
<br />SEE PLAN FOR FOR COLUMN ABOVE.
<br />s.
<br />S,
<br />x
<br />L DECK OACE,
<br />MAXJ WELDING REDIMNI PER NOTES
<br />I ROOF FRAMIN6 PLAN
<br />/2'x /:'416 BEARING IE
<br />Q 1 !4, 5/E' 0 6' LONG STUD
<br />COLUMN SIZE A
<br />REINFORCING.
<br />EDGE AINSLIE
<br />II II
<br />PLATE I ANCHORS,
<br />0
<br />PER SECTIONS.
<br />SECTIONS.
<br />DETAIL
<br />30" MINJ LAP
<br />•
<br /><
<br />of
<br />�015T SEA OR
<br />10
<br />CHORD EXTENSION.
<br />INDICATES W& LEG,
<br />C
<br />CLEAR
<br />:24" (MINJ
<br />17'
<br />REINFORCING FROM
<br />STEEL
<br />LU
<br />COLUMN BELCH.
<br />PER PLAN,
<br />BI TO HATCH SIZE
<br />I CXNT OF TIE T5CEAH
<br />APPLIES MERE BOTTOM R15 OF
<br />E5
<br />JOIST PER
<br />LONGITUDINAL REINF.
<br />NOT PFOR
<br />DECK I R
<br />J
<br />AN,
<br />5ECTION ''A'' - COLCOLUMNCONCRETE
<br />SUPPORT AND WELDING.
<br />POURED BEAM
<br />AT FLOOR SPLICE
<br />DETAIL TYPICAL STEP IN TIE BEAMPER
<br />PLAN. SEE cowl. 5M.
<br />NO SCALE:
<br />IX TAIL DIAPHRASY TRANSFER
<br />56HEDULE FOR SIZE 4 REINF.
<br />NO SCALE:
<br />(DECK EDGE 5LIPPOR7) TIIIIIFICAL
<br />DETAIL 7'T'FICA-1 <1 SERIES 5TEEL
<br />NO SCALE:
<br />JOIST PLATE A7,I CONCRETE BEAM
<br />o
<br />NO SCALE:
<br />©THESE DRAWINGS &
<br />THEIR CONTENTS ARE THE SOLE PROPERTY OF WEBER & TINNEN, P.A. STRUCTURAL ENGINEERS.
<br />USE OR COPY OF
<br />D..............
<br />...... -
<br />ALL
<br />OR ANY PORTIONS IS BY CONTRACT ONLY. UNAUTHORIZED USE WILL BE PROSECUTED.
<br />.........................
<br />Comm NO: 12010. 00 �
<br />1 . ........... .
<br />Date 01 /16/14
<br />Drawn: SF/ WIT
<br />_-...... .... ........ ..
<br />...... . .. .. i�i
<br />W i�E'%`NEI �_ -1
<br />® 2013 HARVARD JOLLY, INC.
<br />SD3
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