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A
A
MOMENT CONNECTION TO FLANGE
TOP OF COLUMN
WF COLUMN,
SEE PLAN
BEAM SEE PLAN
BEAMS FRAMING
FROM OTHER
SIDES NOT SHOWN
(N) SC BOLTS TOP AND
BOTTOM FLANGE
STIFFENER PLATE
WELDED 3 SIDES (TYP.)
MATCH FLANGE PLATE
THICKNESS
EXTENDED PLATE SHEAR
CONNECTION TYPICAL
WELDED
FLANGE
PLATE
BEAM
SEE PLAN
(N) SC BOLTS TOP AND
BOTTOM FLANGE
BEAM
SEE PLAN
WELDED
FLANGE
PLATE
BEAM-SEE PLAN
FOR SIZE
STANDARD SHEAR
CONNECTION TYPICAL
BEAMS FRAMING FROM
OTHER SIDE NOT SHOWN
(N) SC BOLTS TOP AND
BOTTOM FLANGE
STIFFENER PLATE WELDED
3 SIDES (TYP.) MATCH
FLANGE PLATE THICKNESS
WF COLUMN
SEE PLAN
(N) SC BOLTS TOP
AND BOTTOM FLANGE
(N) SC BOLTS TOP
AND BOT. FLANGE
EXTENDED PLATE
SHEAR CONN.
BEAM FRAMING
FROM OTHER
SIDE NOT SHOWN
(N) SC BOLTS
TYP. TOP AND
BOTTOM
FLANGE
EXTENDED PLATE
SHEAR CONN.
(TYP.)
WELDED
FLANGE PLATE
BEAM
SEE PLAN
WF COLUMN
SEE PLAN
SECTION A
X
CJP
AS
NOTED
X
CJP
AS
NOTED
X
CJP
AS
NOTED
MOMENT CONNECTION TO FLANGE
INTERMEDIATE
BEAM MOMENT
(K-FT)NPLATE (t)
(IN)
NOTES:
1. N = ROWS OF (2) 7/8" DIAMETER A490 SLIP CRITICAL (SC) BOLTS U.N.O.
2. PLATE WIDTH TO MATCH COLUMN WIDTH
3. CJP = COMPLETE JOINT PENETRATION WELD TYPE TC-U4a
4. FLANGE STIFFENER: Y = PROVIDE STIFFENER, N = NOT REQUIRED
5. WEB STIFFENER: PLATE R" THICK X Y" EXTENSION (N = NOT REQUIRED), Z
= R, 2S = PROVIDE ON TWO SIDES OF WEB
WELD
(X)
FLANGE
STIFFENER
MOMENT CONNECTION TO WEB
WEB STIFF.
R X Y
WF COLUMN, SEE
PLAN
BEAM SEE PLAN
FLANGE STIFFENER
WEB STIFFENER, R" THICK
(2S) TWO SIDES AS NOTED
WELDED
FLANGE
PLATE
BEAM
SEE PLAN
Z
Y" TOP AND BOTTOMt
t
WEB STIFFENER
WEB STIFFENER, R" THICK
(2S) TWO SIDES AS NOTED
W14X38 125 3/4"3/8"3 Y N
W10 62 3/4"1/4"2 Y N
W8 48 3/4"1/4"2 Y N
W12X40 139 3/4"3/8"5 Y N
W12X58 240 1"CJP 8 Y N
W24X68
W24X62
71 3/4"5/16"3 N N
W24X84 517 1"CJP 8 N N
W18 398 3/4"3/8"8 N N
W33 23 1/2"1/4"2 N N
25 1/2"1/4"2 N NW12X26
STANDARD SHEAR CONNECTION NUMBER
OF BOLTS SHALL BE DESIGNED USING
BEAM UNIFORM LOAD CAPACITIES,
UNLESS BEAM REACTION IS NOTED.
3/4"DIA. A325 BOLTS, LARGER
DIA. MAY BE REQ. (TYPICAL)
REFER TO PLAN FOR BEAM SIZE
STANDARD SHEAR
CONNECTION
REFER TO PLAN FOR BEAM SIZE
3/4" DIA. A325 BOLT PAIRS
TO MATCH FLANGE
STRENGTH
WELD
OPTIONAL
CONTINUOUS CONNECTION
SIMPLE CONNECTION
PLATE =FLANGE WIDTH + 1"
FLANGE THICKNESS + 1/8"
PLATE =FLANGE WIDTH -1"
FLANGE THICKNESS + 1/4"
PL. ASTM A572 Gr.50 (TYP.)
EXTENDED ENDPLATE SHEAR CONNECTION
AT CONTRACTOR'S OPTION. BOLTS SHALL
CARRY 100% OF ECCENTRIC MOMENT
L
BOLTS IN STD. HOLES
EXTENDED SINGLE
PLATE
SHEAR CONNECTION OR
DOUBLE ANGLE AT WEB
REFER TO
PLAN
FOR BEAM SIZE
3/4" DIA. A325 BOLTS LARGER
DIAMETER MAY BE
REQUIRED
WIDE FLANGE OR HSS COLUMN
(REFER TO COLUMN
SCHEDULE)
STANDARD DOUBLE ANGLE SHEAR
CONNECTION. DESIGN WITH BEAM
UNIFORM LOAD CAPACITIES,
UNLESS BEAM REACTIONS NOTED
SEAL WELD
CAP PLATE
HSS COLUMN, REFER TO PLAN5/8" CAP PLATE
CL
1/2" STIFFENER PLATE
EA. SIDE OF BEAM WEB
REFER TO
PLAN
FOR BEAM SIZE
(4)-3/4" DIA. A325 BOLTS
COLUMN, REFER TO PLAN
1" CAP PLATE
CL
(N) ROWS SC
BOLTS TOP AND
BOTTOM FLANGE
DBL ANGLE OR
EXTENDED PLATE
SHEAR CONN.
BEAM FRAMING
FROM OTHER
SIDE NOT SHOWN
(N) ROWS BOLTS
TOP AND BOTTOM
FLANGE
DBL ANGLE OR
EXTENDED PLATE
SHEAR CONN.
(TYP.)
WELDED
FLANGE PLATE
BEAM
SEE PLAN
HSS COLUMN
SEE PLAN
SECTION A
1/4"
BEAM MOMENT
(K-FT)NPLATE (t)
(IN)
NOTES:
1. N = ROWS OF (2) 3/4" DIAMETER A325
PRETENSIONED BOLTS U.N.O.
2. PLATE TO BE 50 KSI STEEL U.N.O.
3. EXTENDED SHEAR CONNECTION DESIGNED BY
FABRICATOR'S ENGINEER MAY BE PROVIDED IN
LIEU OF DBL ANGLE SHEAR CONNECTION.
WELD
(X)
MOMENT CONNECTION
TO HSS
t
CLIP CORNER AT
90 DEG. CONN.
DOUBLE MOMENT CONNECTIONS:
TIGHTEN BOLTS IN BOTTOM
FLANGES AFTER DEAD LOADS
APPLIED (TYP.)
CJP TO COLUMN AT
MOMENT CONNECTIONS
t
W8X28 35 1/2 1/4 3
W10X33 61 1/2 3
W12X58 133 3/4 4
W14X38 75 3/4 3
2" MIN.
6" MIN.
1/4
1/4
1/4
2" MIN.
BEAM PER PLAN
DOUBLE ANGLE SHEAR CONNECTION:
CONNECTION DEPTH = BEAM "T"
DIMENSION WITH 3/4" A325-N
CJP
TYP.
3 SIDES
FOR OPENINGS 2'-0"
SQUARE MAX
SPAN OF DECK
FOR OPENINGS 2'-0"
TO 6'-0" SQ. MAXREFER TOPLANCL BEAM
L4x4x1/4L4x4x1/4SPAN OF DECK
L4x4x1/4
L4x4x1/4
L4x4x3/8L4x4x3/8
L4x4x3/8
L4x4x3/8SEAT ANGLE
L4x4x3/8 x 6"
CL BEAM
NOTES:
1. COORDINATE EXACT OPENING SIZE AND LOCATION WITH ACTUAL
EQUIPMENT USED AND WITH ARCHITECTURAL AND M.E.P.
DRAWINGS.
A B
2'-0" MAX
2'-0" MAX6'-0" MAX
6'-0" MAX
6'-0" MAXCOORD. WITH MECH.MAX. 4'-0"STEEL DECK
ROOF BEAM, SEE PLAN
THERMALLY BROKEN SPLICE
(BASIS OF DESIGN: FABREEKA TIM)
PIPE 4STD AT 12'-0" MAX.
1/2" STIFFENER PLATE AT EA.
POST, EACH WAY
W8X18 MECHANICAL UNIT SUPPORT RAIL
*NOTE: ALL EXTERIOR EXPOSED STEEL TO BE HOT-DIP GALVANIZED
3/16
3/16
PROVIDE ADDITIONAL
INTERMEDIATE SUPPORTS AS
REQUIRED BY UNITS TO BE
INSTALLED. MIN. SIZE L4X4X5/16.
(NOT SHOWN)0'-10"0'-10"
L3X3X1/4 KICKER AT EA.
BRACE W/ 1/4" GUSSET
(OMIT AT GRIDLINES "A"
AND "D")BEAM, SEE PLAN
PIPE 4" STD. AT 12' o.c.
MAX
COLD FORMED FRAMING BY OTHERS AT 24" O.C.
MAX. SEE ARCH FOR PROFILES. MAY BE SITE-BUILT
OR PRE-FAB TRUSSES. CLAD PER ARCH.
THERMALLY BROKEN SPLICE (BASIS OF
DESIGN: FABREEKA TIM)
LOCATE IN APPROX. CENTER OF INSULATION.
T.O. STEEL
(VARIES - SEE PLAN)
T.O. PARAPET
(VARIES - SEE ARCH.)
BEARING ELEV.
(CONSTANT, SEE ARCH.)
PIPE 4" STD. AT 12' o.c. MAX
HSS6X6X5/16, CONT.
PROVIDE ACCESS PANELS
AS REQURIED FOR FALL
PROTECTION
ATTACHMENT POINTS.
PROVIDE ATTACHEMENT
LUG DIRECTLY WELDED
TO HSS. OR ATTACH
AROUND HORIZ HSS.
STEEL FRAMING. SEE PLAN.
MIN. 5'-0" COORDINATE WITH
PROVIDE HURRICANE
TIES AT EACH BEARING
POINT.
FIRE RETARDANT TREATED WOOD SHEATHING (1/2"
PERFORMANCE CATEGORY). FASTEN TO COLD-
FORMED FRAMING WITH COMPATIBLE FASTENERS
AT 4" O.C. (EDGE) AND 12" O.C. FIELD.
ROOF MEMBRANE,
SEE ARCH.
COLD-FORMED EXTERIOR WALL FRAMING
AND/OR CURTAIN WALL SYSTEM PROVIDE
DEFLECTION CLIP TO BEAM AT EACH STUD .2" TYP.L3X3X1/4 KICKER AT EA.
BRACE W/ 1/4" GUSSET
(OMIT AT GRIDLINES "A"
AND "D")
BEAM, SEE PLAN
PIPE 4" STD. AT 12' o.c.
MAX
COLD FORMED FRAMING BY OTHERS AT 24" O.C.
MAX. SEE ARCH FOR PROFILES. MAY BE SITE-BUILT
OR PRE-FAB TRUSSES. CLAD PER ARCH.
THERMALLY BROKEN SPLICE (BASIS OF
DESIGN: FABREEKA TIM) LOCATE IN
APPROX. CENTER OF INSULATION.
T.O. STEEL
(VARIES - SEE PLAN)
T.O. PARAPET
(VARIES - SEE ARCH.)
BEARING ELEV.
(CONSTANT, SEE
ARCH.)
PIPE 4" STD. AT 12' o.c. MAX
HSS6X6X5/16, CONT.
PROVIDE ACCESS PANELS
AS REQURIED FOR FALL
PROTECTION
ATTACHMENT POINTS.
PROVIDE ATTACHEMENT
LUG DIRECTLY WELDED
TO HSS. OR ATTACH
AROUND HORIZ HSS.
STEEL FRAMING. SEE PLAN.
MIN. 5'-0" COORDINATE WITH
PROVIDE HURRICANE
TIES AT EACH BEARING
POINT.
FIRE RETARDANT TREATED WOOD SHEATHING (1/2"
PERFORMANCE CATEGORY). FASTEN TO COLD-
FORMED FRAMING WITH COMPATIBLE FASTENERS
AT 4" O.C. (EDGE) AND 12" O.C. FIELD.
ROOF MEMBRANE,
SEE ARCH.
COLD-FORMED EXTERIOR
WALL FRAMING AND/OR
CURTAIN WALL SYSTEM
PROVIDE DEFLECTION CLIP
TO BEAM AT EACH STUD .
TOP MOUNT JOIST
HANGER AT EACH JOIST
8" X 54 MIL MIN. CFMF ROOF
JOISTS AT 24" O.C. MAX.
INFILL CFMF
MIN. (1) LAYER FIRE
RETARDANT SHEATHING (3/4"
PERFORMANCE CATEGORY)
FASTEN TO COLD-FORMED
FRAMING WITH COMPATIBLE
FASTENERS AT 4" O.C. (EDGE)
AND 12" O.C. FIELD. MAKE UP
ELEV. WITH ADDITIONAL
LAYERS OR HAT CHANNELS TO
PRODUCE SURFACE FLUSH
WITH TOP OF DECK.
DATE:
PROJECT:
OTHER:
DRAWN BY:
A
B
C
D
E
F
G
A
B
C
D
E
F
G
1 2 3 4 5 6 7 8 9 10
1 2 3 4 5 6 7 8 9 10
Architecture
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Ithaca, New York 14850
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Syracuse, New York 13202
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1653 EAST MAIN STREET
Structural Engineering Consultants2/10/2021 4:47:16 PMS504
DETAILS AND
SECTIONS
02/05/2021
2018089
NH Carpenter Park, Ithaca, NY 14850Park Grove - Cayuga Medical CenterMEDICAL OFFICE BUILDING3/4" = 1'-0"5 TYPICAL MOMENT CONNECTIONS AT W-COL.
3/4" = 1'-0"1 BEAM TO BEAM CONN.
3/4" = 1'-0"2 BEAM TO COLUMN CONNECTION
3/4" = 1'-0"3 BEAM OVER COLUMN CONNECTION
3/4" = 1'-0"4 TYPICAL MOMENT CONNECTIONS AT HSS
3/4" = 1'-0"6 FR MOMENT SPLICE
3/4" = 1'-0"7 TYPICAL FRAMING AT OPENINGS
3/4" = 1'-0"8 MECHANICAL UNIT RAILS
3/4" = 1'-0"9 PARAPET FRAMING - BEAMS PARALLEL
3/4" = 1'-0"10 PARAPET FRAMING - BEAMS PARALLEL AT GRID 1
REVISION SCHEDULE
NAME DATE
02/10/2021
Received by DiMarco 2/15/2021