HomeMy WebLinkAboutSHEET S333 - Shoppes on Main Retail Building (Carmel, IN) 24o
=m
�
o
1/2" ~
112 4°
MAX. o
NO COPE
TOP FLANGE COPED
TOP & BOTTOM FLANGE COPED
TYPICAL BEAM CONNECTION DETAILS
PER
SCHEDULE
�k
PER
SCHEDULE
STIFFENER PLATE
PER SECTION
PLATE t
FILLET WELD
1/4
3/16
5/16
1/4
3/8, 1/2, 5/8, 3/4
5/16
V
3/S
TYPICAL STIFF PLATE & WELD SCHEDULE
SEE SECTION FOR FORCE
t
TYPICAL ANGLE CONNX TO
JOIST TOP CHORD PANEL
POINT - JOIST PARALLEL
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations
of State and Local Codes
City of Carmel
DATE: 06/17/19
ALLOWABLE SERVICE LOADS (Kipsl
in
In
Bolts
2
6"
8.2K
3
9"
16.3K
4
12"
26.1K
5
15"
36.3K
6
18"
46.3K
7
21"
56.4K
Notes:
1) The capacity of the connection
shall be the lesser
of
A) Bolt Capacity
B Weld Capacity
C Supporting Plate Capacity
D Web Net Shear
2) Refer to ABC ASO — Manual of
Steel Construction
(Part 1).
3) Allowable bolt capacity is based
on 3/4"0 A325—N
Type bolls.
4) For coped beam connections, the
capacity o' Lhe
^a; -hen, area
of the web shall be verified.
STANDARD BEAM SHEAR
TAB CONNECTION DETAIL
ASD DESIGN
SCALE: NONE
t WEB min. = 0.51" FOR A36 BEAMS (NOTE 2)
0.37" FOR DR. 50 BEAMS
1/�` E70XX
DOUBLE L 4x3 1/2"x5/16"
ALLOWABLE SERVICE LOADS (Kipsl
n
L in
Bolts
Welds (Note 2)
2
5 1/2"
37.1K
49.5K
3
8 1/2"
55.7K
73.7K
4
11 1/2"
74.2K
97K
5
14 1/2"
928K
118K
6
17 1/2-
111K
139K
7
20 1/2"
130K
158K
Notes:
1) The capacity of the connection shall be the lesser of:
A) Bolt Capacity
B Weld Capacity
C Connected Plate Capacity
D Block Shear
2) Allowable weld capacity is based on web thicknesses nolel
above. Ratio this capacity for lesser web thicknesses_
3) Allowable bolt capacity is based on 3/4"0 A325—N Tyo_
4) Block shear should be checked for coped beams
STANDARD DOUBLE
ANGLE CONNECTION DETAIL
ASD DESIGN
SCALE: NONE
BEAM CONNECTION NOTES
1, BEAM TO BEAM CONNECTIONS MAY USE SHEAR TABS. IF
BEAM REACTION EXCEEDS 100 KIPS, A DOUBLE ANGLE
CONNECTION IS REQUIRED.
2. CONNECTION OF BEAMS TO COLUMN FLANGES MAY USE A
SHEAR TAB EXCEPT AT BEAMS ON GRIDS WITH BRACES.
BEAMS ON SAME GRID LINES AS BRACES SHALL USE A
DOUBLE ANGLE CONNECTION.
3. CONNECTION OF BEAMS TO COLUMN WEBS MAY USE
DOUBLE ANGLE CONNECTIONS OR EXTENDED SHEAR TABS,
EXCEPT AT BEAMS ON GRIDS WITH BRACES. BEAMS ON
SAME GRID LINES AS BRACES SHALL USE A DOUBLE
ANGLE CONNECTION.
4. IF BEAM REACTIONS ARE NOT SHOWN ON THE PLAN,
DESIGN CONNECTIONS FOR 1/2 OF THE UNIFORM LOAD
CARRYING CAPACITY OF THE BEAM.
5. DESIGN CONNECTIONS OF BEAMS IN LINE WITH BRACES
FOR AXIAL TENSION SHOWN ON PLAN IN ADDITION TO THE
SHEAR LOAD.
6. CONNECTION CHARTS REQUIRE USE OF A-325N BOLTS.
7. HOLES MAY BE STANDARD OR SHORT —SLATTED
TRANSVERSE TO DIRECTION OF LOAD.
8. THE MINIMUM NUMBER OF ROWS OF BOLTS SHALL AS
SHOWN IN THE TABLE BELOW:
WS 2
ROWS
WIO 2
ROWS
W12 2
ROWS
W14 3
ROWS
W16 3
ROWS
W18 3
ROWS
W21 4
ROWS
W24 4
ROWS
W27 5
ROWS
W30 5
ROWS
W33 6
ROWS
W36 6
ROWS
C)
z
z
O
aaaaaaa� �
LW
r
D W
H
U/ Q
Z
�
O
O
O
N
i
N
MIX
go
Inv
0
z
a
a
x
p
'+
x
V)
U
W
Y
O
I
a
IN
z
C=
o
a
m
an
z
Z
C1
O
U
W 0
Rw w
ImI 6 `m
6r
W c y m
W W o
Z � N
z300
W n ^
Z
O
z
Z
LIJ
W
SEE SECTION FOR FORCE
aQ
�
1
SEE SECTION FOR 3/16 O
f..1
ANGLE
,,^^
v!
C7
JOIST PER PLAN Z
LL
-o J
TYPICAL ANGLE CONNX TO U a
a
W
ANGLE SPANNING JOISTS ~°
OR BEAMS
X DESCRIPTION DATE
E. MY�%
w PHIOIW227 ', • -
ry �0'. STATE OF 'WW:
a,'w�e'1hD/ANR :
1111
STATE SUBMITTAL
APRIL 10, 2019
18148
S333