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A NOTES: !
LONG DIM. OF 1. SEE PLANS AND SCHEDULE FOR BEAM Ac COLUMN SIZES AND FP THICKNESS t �
21/2 � SEE SCHEDULE FOR
ITP BASF� U
E .N.O. CAIIIAAN (1RIFNTATIf1N A TRIAN(;IF AT THF FNS nF SGI
tNF i m ii
gun uuoro
ItFLANGES do WEB SPLICE.
RISC MIN. FLANGE GRIND SMOOTH AT ALL EXPOSED
WEB TO PL. ��4 TO PL.(STAIR STRINGERS ETC.) L6CATIONS
STIFF. PL.
TO FLANGES �,p,OPTIONAL -2" DIA�
GROUT HOLE BASE PL. AND A.B. PER BENT ANGLE ='8 �< 45'
SCHEDULE BELOW
S.O.G.
CONTROL JOINTFOR COLUMN SIZE -- $TIFF, p�. TO WEB WELD
nr��n��r��r
RW OEM SCHEMUYNO.
SHEAR F� CONNECTION
OF
ii OF BOLTS
CONN
PL "t'
WELD
SIZE "98"
BEAM
3/4"¢
CONN.
MELD
WELD
(DEPTH)
BOLTS
�' t
SIZE A
SIZE B
3/8"
A325F
18"
xvmmmmwmmI
5
3/8"
10"
2
3/8"
1 /4'
3/1 fr
14"
3
3/8"
1/4"
3/1 fr
4
3/g'
15
3/11
1 /'�
1/4"
STEEL BEAMS & GIRDERS INDICATES RIGID CONNECTION OF BOLTS1
BOLTS �1
CENTERED ON COLUMN CENTERLINE U.N.O. 181
2. ABBREVATION : H-i� : HORIZONTAL COLUMN STIFFENER PLATES �'� AtS�
S AL S �� � ly� fill �
CP COMPLETE PENETRATION BUTT WELD �If
U.N.O.. UNLESS OTHERWISE NOTED
tw BEAM WEB THICKNESS '
3. N-� : U.N.G., HORIZONTAL do WEB CONNECTION PLATES SHALL BE.0
THE SAME GRADE MATERIALS AS THE CONNECTING BEAM. COLUMN ► WELD A o
HORIZONTAL STIFFENER PLATES {H -Ft>) TO BE AS THICK AS THE
THICKEST BEAM FLANGE BEING RIGIDLY CONNECTED TO THE COLUMN
FLANGE PLUS 1/e" PLATES TO BE MINIMUM 1 /2"
FOR COLUMN DEPTH UP TO 16", S/s" THICK FOR DEPTHS �-A
IN EXCESS OF 16". WHERE THE BEAM FLANGE THICKNESS EXCEEDS •
13/4" SUBMIT SPECIAL WELDING PROCEDURES FOR FLANGE do WEB BEAM -A C.P.
SEE MOMENT FRAME
OTE: USE AISC I�IN. WELDINGS PRIOR TO PROCEEDING. c
ELEVATIONS OR PLANS . .Q
MIN. 3" CONC. STIFF. PL. TO MATC BM. 4. FILLET WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE _.,:. .!
TOP OF SLAB ON COVER ALL FLANGE THICKNESS AND WIDTH IS REQUIRED BY A.I.S.C. TABLE J2.4 >
GRADE AROUND BASE (B.S. FOR W BMS. AND ONE 5. WHERE DOUBLE ROW OF BOLTS ARE REQUIRED, USE MAXIMUM H -e
LJ PLATE & SIDE FOR C SECTIONS ONLY) NUMBER POSSIBLE IN FIRST ROW AND BALANCE IN SECOND ROW. WEB SEE WTE #3
30 z _ 0o COLUMN BELOW 6. FULL ULTRASONIC INSPECTION SHALL BE PROVIDED ON ALL REQUIRED
SLAB ON GRADE. COMPLETE PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND AS
m w o cn N SPLICES (TESTED 100 PERCENT).
Z 2" NON -SHRINK -i
NOTE: THIS DETAIL APPLIES TO BENT ANGLE 0 NOT MORE THAN 45. DivdnH �
Q _ FOR BENT ANGLE -0 MORE THAN 45% USE 90' RIGID FRAME KNEE DETAIL.M 41
-, _ t SEE _ ( NOT AT SEISMIC FRAME)re S
SCHEDULE
NIlZlb+W N�
A.B. 47
TY?. BENT BM. SPLICE DETAIL. 3 MOMENT CONNEC11ON DETAILS CAINit
w N
Z
OF BOLTS ow SEE SCHED.Fl LYMON
-SEE SCHEDULE
BASE PL. & ANCHOR BOLT SCHEDULE NOMINAL DIM.
W 14X43 W1030 W 14X22 W 12X40 W 12X26 W 12X 14 W 10X33 W 10X22 �'•
TO TO TO TO TO TO TO TO 1 /4
W 14X53 W 14X38 W 14X26 W 12X50 W 12X35 W 12X22 W 10X45 W 10X30
BASE PL. SIZE A X B 20"X13" 20"X13"
THICKNESS t 3/4" 3/4"
NUMBER OF A.B. 4-3/4"o 4-3/4"0
S 6
CON�C'T10N 8)ULECi�
BEAIuI
SHEAR F� CONNECTION
MEMBER
(DEPTH)
ii OF BOLTS
CONN
PL "t'
WELD
SIZE "98"
- 10r
2
3/8"
1/4!
12" - 14"
3
3/8"
1 /4"
15" - 16r
4
3/8"
1 /4"
18"
xvmmmmwmmI
5
3/8"
1/4!
� OF BOLTS � SEE SCHED.-----f a -- � • � �
2" MIN. END DISTANCE 2" MIN. END DISTANCE COL.'�G,
TYPICAL TYPICAL A r
r F 7
r
1/2* MAX (TYP)Ll
•
SEE A & TO CONN. PL.
CONNECTION Ft t SCHED. A 0
W COL
• � CONN. f�
• ; ;; SEE SCHED.
• ' ' BEAM
BEAM WHERE00 00
•Or
I I F_ VY .� COLUMN BA E PLATE DETAIL
OCCURS 1.F� � /2 AS REQ D FOR
COL . WEB BEAM 21" AND LESS.
BEAM WHERE SEE 5" MAX OR 2•�' 5/g AS REQ'D
d
5 �' BASE PLATE WELD A SCHED. PIPE OR TUBE COL. OCCURS TO COL K
FOR BEAM 24 AND LARGER.
/ 3. LINE UP Ft? W/EDGE OF COL.
W/4 -3/4"o A.B. '"` FLANGE AND CLEAR THE k.
Ar
BEAM TO OOLI V _ BEAM TO ma B
• • c
/moi--•�\
<t BOLTS
j SEE SCHEDULE
• EXTEND CONN.PLATE/2w MAX f MIN. END DISTANCE
THRU COLUMN TYPICAL
SHEAR CONN.
SEE PLAN FOR FOR BEAM WEB 1/2* MAX (TTP.} 11/2 MIN (TYPE,
BEAM SIZE SEE SCHED.
GIRDER --�
TW'. 'BUILTUP BOX SECTION 4 '
ELM i I CONN. Ft •N
• • i• SEE SCHED.
S.0 G. • • BEAM --� , 0
CONTROL JOINT
E--- BEAM • �''
FOR NO. OF BOLTS,
PLATE SIZE, ETC.
SEE CONN.SCHED. COLUMN SEE PLAN
�
PIPE OR TUBE COL NOTES: OR SCHED. FOR SIZEEXTEND CONN , SEE 4 �
1. USE LARGER PLATE AND WELDS AS MAY BE REQ D. BY BEAM AT MOMENT FRAME A SCHED. •-
Me � � CONN. SCHED. OR BY AISC SPECIFICATION SECTION J2 WELDS. GIRDER
N T • i 2. 2 SIDED CONN. SHOWN, ONE SIDED CONN. IS SIM'L.(CONN.
HA XT R N ICONN.)I.
ANCHORE BOLTS AND NUTS PLATES LL BE ENDED TH U COL FOR ONE SIDED
SHALL BE KEPT MIN.
"
1 2BELOW TOP OF SLAB
/ BOLTS N SEE SCHEDULE
TOP OF FTG.
_ � SEE �
_ _ _ •,
� l , BEAM
- -SCHED. None
3 _ �- - ��-'
o z ° ° • SIZE IS REQUIRED BY A.I.S.C. TABLE 1.17. 2A.
ui
an
'�!? •i :l t C 3/e' STIFF Ft THIS SIDE
z o ° AT NON --MOMENT FRAME 2. ALL BOLTS ARE 3 4"O(UNLESS NOTED OTHERWISE AND ARE
o i a ° 5r4N0 CONN GIRDER WHERE BEAM IS / }
,m ,o FILL SEE SCHED. TO BE A 325 BOLTS.
Z 21" OR DEEPERN TYP ONO. � o.a.
FOOTING REINF. STIFFENER � THIS SIDE
�- TIO GIRDER SAME THK AS BEAM CONN 3. DOUBLE ANGLES MAY BE SUBSTITUTED FOR CONNECTOR �►
-SEE SCHEDULE 3�IN Ft AT MOMENT FRAME PLATES, PROVIDED THEY MEET OR EXCEED THE
BEYOND NOTE: ONE SIDED CONN. OCCURS GIRDER. REQUIREMENTS OF THE A.I.S.C.
FTG.TYP. WHERE OPPOSITE BEAMS ARE 4 A CONNECTIONS T AN A CONNECTIONS AT
- -- OFFSET 6Y 12" OR MORE. ALL CO EC ONS 0 COLU'MN'S D ALL CO EC NS
VIBRATION LOAD AREAS TO BE NON -SLIP (A325 -SC). ALL
CE WE BEAM 99R�E OTHER CONECTIONS MAY BE BEARING TYPE (A325-N)UNO
TYP,, PIPE OR TUBE POST BASE PL.. DET. 7 - SIMPLE BEAM CONNECTION DETAILS - 2
5-1.6
DWG. NO. 2453 S�F of 80