HomeMy WebLinkAbout2453-57N_
t
V)
WIRE TIES
TYPICAL -
SLOPE 1:6 MAX.
DOWELS OR FOR COL. REINF.
BAR FROM
BELOW
i
NOTES
1. ALL VERTICAL REINFORCING FOR COLUMNS, PIERS
AND WALLS SHALL BE DOWELED AS SHOWN
EXCEPT SPECIFIC DETAILS ON DRAWINGS SHALL
GOVERN IN CASES OF CONFLICT.
2. DOWELS SHALL BE THE SAME GRADE, SIZE AND
NUMBER AS VERTICAL REINFORCING.
VE CAL REINF. LAP
SPLICES
SIuPLE I 11111ECTM SCHSXU
SHEAR P7tmlECTION
MEMBER
(DEPTH)
1� OF BOLTS
CONN
PL »t•
WELD
•A•
< 8"
2
3/8"
1/47
8" - 10"
2
3
3/g"
12" - 14"
3
3/8"
1/47
15 - 15'
4
3/8"
1/4!
18"
5
3/8"
1 /4"
20" Ac 21"
5
1/Y
1 /4"
w w D
D q4d OR
21/2 MIN
90' HOOK 180' HOOK
6
NOTE: FOR D ETC SEE
ACI -318 CODE
GOVERNING EDITION.
MAX OFFSET BEND
PRINCIPAL REINFORCING
I vloons, N not
VV vii ''"U
135' HOOKS
TIE OR STIRRUP
NOTES: 1. ALL BENDS SHALL BE MADE COLD
2. 14 & # 18 BARS SHALL BE BEND -TESTED AND
APPROVED PRIOR TO BENDING
:•wn mx,
-
NOTES:
1. FILLET WELD SIZE SHALL BE AS SHOWN UNLESS A GREATER
SIZE IS REQUIRED,,BY A.I.S.C. TABLE 1.17. 2A.
2. ALL BOLTS ARE 3/4"o (UNLESS NOTED OTHERWISE) AND ARE 1 /2 MAX TYP
TO BE. A 325 BOLTS.
3. LE ANGLES MAY BE SUBSTITUTED FOR CONNE
PLATE, OVIDED THEY MEET OR EXCEED T W COL
REQUIREMEN F THE A.I.S.C.
4. ALL CONNECTIONS TO AND ALL CONNECTIONS AT I
VIBRATION LOAD AR 0 B N -SLIP (A325 -SC). ALL
OTHER CONECT MAY BE BEAR I E (A325 -N) UNO
BEAM WHERE
OCCURS
SIMPLE BEAM CONNECTION DETAILS.
SCHMUNO.
BEAM
(DEPTH)
OF
3/4"O
BOLTS
A325F
CONN.
It> t
LD
SI
WELD
SIZE B
it - 10"
2
3/9"
1 /4"
3/1
12", - 14"
3
3/g"
1 /4"
3/1 r
15" -- 16"
4
3/g'
1'/4"
1/4!
18"
5
3/8r
1/41"
1/4!
RIGID FRAME DETAILS
Id inches NOTE: EXTEND BAR
STRAIGHT AS FAR AS
FACE OF SUPPORT POSSIBLE AND BEND
TOP BARS ARE HORIZONTAL BARS SO PLACED THAT MORE THAN
12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR
BAR
SIZE
f'c = 3000 PSI
f'c = 4000 PSI
f'c = 5000 PSI
TOP
BARS
13
OTHER
BARS
12
TOP
BARS
13
OTHER
BARS
12
TOP
BARS
13
OTHER
BARS
12
..L3
4
17
12
17
12
17
12
5
21
15
21
15
21
15
6
27
19
25
18
25
18
7
37
26
32
23
29
21
8
48
35
42
30
38
27
9
61
44
53
38
48
34
10
78
56
67
48
60
43
11
96
68
83
59
74
53
114
130
93
113
81
101
71
mw�18
169
120
146
104
131
93
41 BAR DEVELOPMENT LENGTH
OF BO ^o SEE SCHED.
2" MIN. END DISTANCE
I /(- TYPICAL
WELD A
CONNECTION P t
BEAM
SEE
SCHED.
4�
NOTES:
It THICKNESS t
1. SEE PLANS AND SCHEDULE FOR BEAM & COLUMN SIZES AND SEE SCHEDULE FOR
COLUMN ORIENTATION. A TRIANGLE AT THE END OF SINGLE Ft AND NUMBER
STEEL BEAMS do GIRDERS (►-- ) INDICATES RIGID CONNECTION OF BOLTS
CENTERED ON COLUMN CENTERLINE U.N.O. BOLTS
2. ABBREVATIONS: H -Ft : HORIZONTAL COLUMN STIFFENER PLATES �'► AISC MIN.
CP : COMPLETE PENETRATION BUTT WELD
U.N.O.: UNLESS OTHERWISE NOTED
tw BEAM WEB THICKNESS '
3. H- t : U.N.O., HORIZONTAL & WEB CONNECTION PLATES SHALL BE
THE SAME GRADE MATERIALS AS THE CONNECTING BEAM. CO WELD A
'tKllIZONTAL STIFFENER , PLATES (H -Ft>) TO BE AS THI THE ,
THICKEST, BEAM FLANGE BEING RIGIDLY CONNECT THE COLUMN
FLANGE PL 1/e." PLATES TO BE MINIMU 2"
FOR COLUMN DEPTH, UP TO 1 Cr , 5/e" K FOR DEPTHS
IN EXCESS OF 16". THE FLANGE THICKNESS EXCEEDSBEAM-A _ • ,
13/4 SUBMIT SPECIAL WE PROCEDURES FOR FLANGE do WEB C•P.
WELDINGS PRIOR TO CEEDING. ,
4 FILLET WELD S SHALL BE AS SHOWN ESS A GREATER SIZE
IS RE BY A.I.S.C. TABLE J2.4 '
5. E DOUBLE ROW OF BOLTS ARE REQUIRED, USE IMUM H-�
NUMBER POSSIBLE IN FIRST ROW AND BALANCE IN ECON W. WEB CONN. Ft --� ' SEE NOTE #3
6. FULL ULTRASONIC INSPECTION SHALL BE PROVIDED ON ALL AS REQUIRED
COMPLETE PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND
SPLICES (TESTED 100 PERCENT).
( NOT AT SEISMIC FRAM
r
SCHEDULE
LOCATION iN
STRUCTURE
CONC
f'c
PSI
STEEL
GRADE
KSI
BAR SIZE
3
4151
5
6
7
8
9
10
11
BOTTOM BARS
OF BEAMS,
JOISTS, SLAB
BARS AND
SPANDRELS
WALL STEEL VERTICAL
L = LAP SPLICE IN INCHES
#4
3000
60
16
16
20125
35
34
45
57
72
89
4000
60
16
16
20
24
30
39
49
63
77
5000
60
16
16
20
24
27
35
44
56
69
3000
60
21
28
35
41
48
55
62
72
89
4000
60
116
18
24
30
36
42
48
54
63
77
5000
60
23
.22
27
32
38
43
48
56
69
0
18"
DOUBLE
MAT
S C H E D U L E II
LOCATION IN
STRUCTURE
CONC
f'c
PSI
STEEL
GRADE
KSI
BAR SIZE
3_1,4
BAR SIZE & SPACING
EACH MAT N fy = 6OKS1
5
6
7
8
9
10
11
TOP BARS*
OF BEAMS,
JOISTS AND
SPANDRELS, do
SLAB TOP BAR
HORIZONTAL
WALL STEEL
:L LAP SPLICE. IN INCHES
#4
3000
60
16
22
27
35
48
63
80
101
124
4000
60
16
22
27
33
41
55
69
88.108
#4
5000
60
16
22127
81/2" TO
33
38
49
62
78
96
3000
60
29
39
48
58
68
77
87
96
106
4000
-60
25
34
42
50
59
67
75
83
92
5000
60
23
30
38
45
52
60
67
75
82
0
18"
DOUBLE
MAT
v L 12d OR 12" MIN 2, �
BAR DIA.
MIN.
JMLL-OR SLAB SPLICE DETAIL
CONCRETE
AND
CMU WALL
REINFORCING SCHEDULE
WALL
THICKNESS
BAR SIZE & SPACING
EACH MAT N fy = 6OKS1
REMARKS
HORIZ
VERT
4"
4
0
12"
#4
0
12"
SINGLE
MAT
41/2" TO
Er
4
0
131/2"
#4
0
131/2
SINGLE
MAT
61/2- TO
8"
#4
0
12"
#4
0
18"
SINGLE
MAT
81/2" TO
10"
14
0
18"
4
0
18"
DOUBLE
MAT
101/2" TO
12"
14
0
16"
#4
0
18"
DOUBLE
MAT
121/2" TO
14"
#5
0
lEr.
#4
0
18"
DOUBLE
MAT
141/2" TO
16"
#5
0
15"
#5
0
18"
DOUBLE
MAT
g'
5
0
16"
14
0
16"
SINGLE
MAT
12"
#5
0
24"
#4
0
24"
DOUBLE
mo
MAT
16"
#5
0
16"
4
0
16"
DOUBLE
Now
MAT
NOTES
1. THE ABOVE SHALL BE MINIMUM REINFORCING
FOR ALL WALLS, SLAB OF PITS AND TRENCHES
IF NOT OTHERWISE DETAILED OR SPECIFIED.
2. SINGLE MAT REINFORCING SHALL BE IN THE
CENTER OF WALL UNLESS OTHERWISE DETAILED
3. MAX UNSUPPORTED HEIGHT = 20'-0"
c
,0
n
�J"' Nvf 1H �_
<
W
o
4O
F<��dSi
r
lK
NlltfVW xacn
3 CONC. AND CMU WALL MIN. REINF'. SCHED. 1 �, R � y
i
ONIc-
NOTES: Q �'
1. THE SCHEDULES SHOWN ON THIS DETAIL APPLY TO REGULAR
WEIGHT CONCRETE A 145 TO 150 PCF.
2. ALL SPLICES SHALL BE STAGGERED AS SHOWN. IF MORE THAN
50% OF THE REINFORCING IS LAP SPLICED WITHIN THE
DISTANCE SHOWN, THE LAP SPLICE LENGTH SHALL BE
INCREASED 337. (EQUAL TO CLASS C LAP). SPLICES MUSTBE
3. LAP SPLICES DISTED WALLS IN mooN THE SCHEDULE ARE CLASS B LAPS � LII
(EXCEPT WALL STEEL)
4. THE SMALLER BAR LAP LENGTH SHALL BE USED WHEN
SPLICING DIFFERENT SIZE BARS.
5. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL �
GOVERN IN LIEU OF THE LAP LENGTHS SCHEDULED.
6. THE CONTRACTOR, AT HIS OPTION, MAY USE A BUTT WELDED Z SPLICE IN LIEU OF THE LAP SPLICE SHOWN -SEE DETAIL.
7. +TOP BARS ARE HORIZONTAL BARS PLACED SO THAT 12" OR
MORE OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. �I
USE SCHEDULE 11 FOR UP LENGTHS FOR TOP BARS IN SLABS
WHERE MORE THAN 12" OF CONCRETE IS CAST BELOW THEM.
8. ALL DETAILING AND PLACING OF REINFORCING SHALL COMPLY
WITH THE LAP SPLICE SCHEDULES AND DETAILS, UNLESS
SPECIFICALLY DETAILED OTHERWISE ON THE DRAWINGS. �
9. BUNDLED BAR SPLICES:
a) INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL
NOT OVERLAP EACH OTHER.
b INCREASE LAP LENGTH 20% AT THREE BAR BUNDLES. dj
c INCREASE LAP LENGTH 33% AT FOUR BAR BUNDLES
V
10. ALL WALL BAR SPLICES SHALL 8E STAGGERED iU
11. JAMB BARS MAY BE UPPED 1007 AT ONE POINT IF UPS
ARE INCREASED 339
12. CHORD AND DRAG BARS SHALL BE LAPPED AS WALL STEEL d v
WITH BOTTOM AND TOP BARS CORRESPONDING TO VERTICAL =p �l
AND HORIZONTAL BARS RESPECTIVELY. 0 �
13. STANDARD HOOKS IN LIGHTHEIGHT CONCRETE'SHALL HAVE
TAILS 25% LONGER THAN SCHEDULED. Ll �
env
Ll
LO
12d OR 12" MIN TOP REINF a �
11/2" OR WIRED L SLOPE 1:12 4) �
IN CONTACT � I I MAX TYP
SEAM SPLICE DETAIL BOTT REINF
U6 13 1,9"
DWG. N0. 24n SHEET 57 of 80
m
S-1.5