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HEAW HEAVV EOD -
DUTV NUT DUTV NUT
DIAMETER tl H DIAMETER, tl.�`/ REF PLAN�
HEAW DUTY HEAVY DUTY
LEVELING NUT LEVELING NUT �A� �A� EQ EQ 'A"A' � �
NON-SHRINK NON-SHRINK W I ryP -
GROUT - GRWT I I! '
. � TVP TA.STEEL
.q..A' EQ EQ A .q. . ,w � . �
y}-(�,.. ♦ . } - C /X / X./ . EL(REFPLAN)
¢ HSSCOLUMN- HSSCOLUMN-
REF PLAN � REF PLAN il4" BENT PLATE,
� - Q � GONTINUOUS -
� - z } � � � 'T' BABE PLATE W ITH
oQ O I I �T' BASE PLATE W ITH � _ (4)'D'0 ANCHOR RODS
m m g 1 (4)'D'IDANCHORRODS ` WITH'E'EMBEDMENT
w w z Q O7 WITH'E'EMBEDMENT N TYPE3
C � I I I
� TYPE 1
TACK ' �A� X a A � X a q �q�
CONTRACTOR OPTION < T�P
} O - _ w'
TYPICAL ANCHOR ROD a TBASEP�ATEW,T„
1 � ��2. _ �.-0. x � (4)'D'0 ANCHOR RODS
NOTES: WITH'E' EMBEDMENT
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1. REFERENCEBASEPLATEDETAILSFORDIAMETERANDEMBEDMENT. -HSSCOLUMN-
? REF PLAN
2. REFERENCEGENERALNOTESFORMATERIALREQUIREMENTS. + ......II
ic
3. ANCHOR RODS SHALL BE SET PRIOR TO PLACEMENT OF CONCRETE.
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4. PROTECT ANCHOR RODS FROM DAMAGE. ��
5. ANCHOR SHALL BE SET SO AS NOT TO VARV FROM THE DIMENSIONS TYPE 2
SHOW N ON THE ERECTION DRAW INGS BV MORE THAN THE
FOLLOW ING:
HSS BASE PLATE SCHEDULE
A. 1/e"CENTERTOCENTEROFANVTWORODSWITHINANANCHOR MARK COLUMN /��� 'X' 'A' 'D' 'E' 'N% COMMENTS
RODGROUP. '
6. 1/4"CENTERTOCENTEROFADJACENTANCHORRODGROUPS. BPi HSSSxS/H556x6 1" - 3/4" 9" 1/4" TYPE1
11
ESTABLISHEDCOWMNLINE. BP3 H554x4 3/4" - ���y �Z ��4 TVPE2
D. MAXIMUM ACCUMULATION OF il4" PER HUNDRED FEETALONG THE PZ W � W Z 5 Z 3/4" 9" 1/4" TYPE 3
E. il4"FROMTHECENTEROFANVANCHORRODGROUPTOTHE COLUMN BASE PLATE DETAIL
ESTABLISHED COLUMN LINE THROUGH THAT GROUP.
F. REFERENCEAISCCODEOFSTANDARDPRACTICEFORADDITIONAL
INFORMATION. 1 il2"=1'-0"
NOTES:
6. SET ANCHOR RODS PERPENDICULAR TO BEARING SURFACE, UNLESS
NOTEDOTHERWISE. 1. REFERTOTVPICALANCHORRODDETAILFORADDITIONALINFORMATION.
]. PROVIDE 1 1/2" NON-SHRINK GROUT AT ALL BASE PLATES. 2. NO W ELDS REQUIRED AT RADIUSES. �
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3. FOR ANV BASEPLATE W ITH ATTACHED GUSSET PLATE, PROVIDE W ELDED
WASHERSBELOWALL 4)ANCHORBOLTS.
EXTENDEDEND �� T�'�
I
PER GENERAL
NOTES
STEEL DECK-
REF PLAN
STEELBEAM � �
REFPLAN
STEEL GIRDER �- STEEL JOIST -
REFPLAN �� REFPLAN
SECTION AT ROOF GIRDER
6 , „2.-,-0.
VY' STIFFENER
PLATE EACH SIDE -
TVP
il4
STEEL BEAM -
REFPLAN
3l4" CAP PLATE W ITH
(4) 3l4"0 A325 BOLTS
HSS STEEL COWMN
REFPLAN
BEAM BEARING ON COLUMN
7 3l4'=1-0'
CHORDPANEL
/
NOTE1 NOTE2
/
�'. � :� - (2)L2x2x31i6.TVP
T�.. . . . . . . . .
M������� � .
�� �
C ��
iYP 31i6 � ��`��'r4yUM
i
�` ANGLE'B' -- �� •
- ANGLE'A' -
� WELDENDSOFANGLESTO
ROOF FRAM ING, TYP - COPE
VERTICAL AS REQUIRED
'L' ANGLE'A' ANGLE'B'
UPT01'-0" NONE-SUMPPANONLY NONE-SUMPPANONLY
1'1.'T04'-6•' L4x4x1/4 L4x4x1/4
4'-�"TO6'-0" L4x4x5/i6 L4x4x1/4
6'-1" TO 8'-0" L4x4x3/8 -
8'-1"T010'-0" L6x4x3/8(LLV)
DECK OPENING FRAMING DETAIL
3/4•=1-0•
NOTES:
1. USEABOVEFRAMINGATALLOPENINGSEXCEEDINGI'-0"UNO.
2. REFERENCEARCHITECTURALANDMECHANICALDRAWINGSFORSIZEAND
LOCATION OF ALL OPENINGS.
3. ROOF OPENING FRAMING NOT REQUIRED AT SIDE DISCHARGE ROOF DRAINS.
COORDINATE W ITH M ECHANICAL CONTRACTOR.
RELEASED FOR CONSTRl1CTI0N
Su6jec� �o compliance with all regula�ions
of Sla�e antl Local Codes
City of Carmel
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onrE: 12/31/19
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1"MW.�
3/i6�- 3@12
31i61 3@12
STEEL BEAM -
1 MIN I REF PLAN
E0�- /4
REF PLAN � 'I � - STEEL DECK -
� REF PLAN
c /
T.O. STEEL
EL(REFPLAN)
1/4" BENT PLATE,
CONTINUOUS �
TYPICAL CLOSURE PLATE DETAIL
11IP'=1•0•'
NOTES:
1. REFER TO PLAN FOR DECK ORIENTATION.
3/4" COLUMN
CAP PLATE il2" 4" MIN
(2)BOLTS-REF I� � STEELJOIST-
GENERALNOTES - REFPLAN
'i '
VERTICAL ERECTION
PLATE Bv STEEL
CONTRACTOR �
� DONOTWELD
HSSSTEELCOLUMN- ' Ip'
REFPLAN
TYPICAL STEEL
JOIST AT HSS COLUMN
8 3l4 = 1 0
NOTES:
1. GIRDERNOTSHOWNFORCLARITY.
2. DECKNOTSHOWNFORCLARITV.
3. CONNECTION SHOW N IS BASED ON STEEL JOIST INSTITUTE
REQUIREMENTS FOR KSERIES BAR JOISTS. CONNECTION
DETAIL NOT APPLICABLE FOR LH-SERIES JOISTS OR JOIST
GIRDERS.
� / � I
/
PANELPOMT � �.p . . �^
31i6 NOTE2 �
STEELJOIST- �
REFPLAN
f1� STRUT SPANNMG
J ��I � �� �� ` E CCCHORDDTO
W
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ECCENTRICALLY CONCENTRICALLY CONCENTRICALLY
LOADED JOIST LOADED JOIST LOAD JOIST
JOIST MODIFICATION DETAIL
12 ,,,2.=,,-0.
NOTES:
1. FOR ATTACHMENTS TO JOISTS THAT ARE CONCENTRICALLV LOADED ON THE JOIST, A
MAXIMUM OF 100 POUNDS MAV BE ATTACHED TO THE JOIST W ITHIN A CHORD PANEL
WITHOUTANADDITIONALANGLE. FORATTACHMENTSTOJOISTTHATAREECCENTRICALLV
LOADED, A MAXIMUM OF 25 POUNDS MAV BE ATTACHED TO THE JOIST W ITHIN A CHORD
PANELWITHOUTANADDITIONALANGLE. MULTIPLEATTACHMENTSAREALLOWEDINEACH
CHORD PANEL AS LONG AS THE SUM OF THE LOADS DO NOT EXCEED THE MAXIMUM LOAD
INDICATED.
2. FORLOADSBETWEEN100POUNDSAND200POUNDS,ADDITIONALANGLESAREREQUIRED
AND JOIST MUST BE CONCENTRICALLV LOADED.
3. FOR LOADING CONDITIONS IN NOTES 1 AND 2 ABOVE, TOTAL SUM OF LOADS SHALL NOT
EXCEED 200 LBS FOR AN e FOOT SEGMENT OF JOIST. FOR LOADS GREATER THAN 200
POUNDS AND NOT NOTED ON THE DRAW INGS, CONTACT ENGINEER PRIOR TO
INSTALLATION.
4. NO LOADS SHALL BE SUPPORTED FROM JOIST BRIDGING.
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3/i6 3@12
31i6 3@12
STEELBEAM-
REFPLAN
STEEL DECK-
REFPLAN
�
PERGENERAL �
NOTES
STEEL DECK- '
REF PLAN
♦
� STEEL BEAM -
REFPLAN,TYP
� SMGLEPLATE-
REF TVPICAL SHEAR '
CONNECTION DETAIL, TVP
� STEELCOWMN-
� REF PLAN, 1YP
WEAK AXIS CONDITION STRONG AXIS CONDITION
TYPICAL MOMENT CONNECTION
13 3,4. -, _o.
NOTES:
1. STIFFENER PLATE THICKNESS SHALL MATCH LARGER FLANGE THICKNESS UNO.
2. OTHER FRAM ING MEMBERS NOT SHOW N FOR CLARITV.
EOD- '....i :
REFPLAN �
L4x4x1/4xCONT �. _
1.
PER GENERAL
NOTES
STEEL DECK-
REFPLAN
I �-
I � STEELJOIST-
REFPLAN
TYPICAL ROOF EDGE DETAIL
5 ,,,2.=,.-0.
w
QU
NO �
�� M �
" ��
TD. STEEL (HIGH)
EL(REFPLAN)
STEEL BEAM -
REFPLAN,TVP
-�- �
���
i il IQQ 1
■' �1 IQQ 1
i�, GI IQQI
-i- I�
ns z
� -
HSS STEEL COLUM N -
REF PLAN
w
W'
PLATE W ITH
THICKNESS 9pl'
STEELBEAM -
REF PLAN, TVP
2 HORIZONTALSHORT-
/ / SLOTTED HOLES
� ('^') 3/4"ID A325 BOLTS
.........., 2 VY'
I I
KNIFE PLATE CONNECTION TABLE
SUPPORTED BEAM 'tpl' 'n' 'w'
WS.W10 1/4" 2 3/i6•'
W�2.W�4 5/�8" 3 1/4•'
W16 3/8" 4 1/4•'
W18 VP' 5 5/i6•'
W21 VY' 6 5/i6•'
W24 1/2" 7 5/i6•'
TYPICAL BEAM TO TUBE
COLUMN SHEAR CONNECTION
, „2._,.-0.
NOTES:
1. W HERE TVPICAL SHEAR CONNECTION DETAIL IS NOT APPLICABLE,
FABRICATOR SHALL SELECT AND DETAIL ALTERNATE CONNECTION CAPABLE
OF DEVELOPING EQUAL STRENGTH. ALTERNATE CONNECTION SHALL BE
SELECTED IN ACCORDANCE W ITH AISC ASD CONNECTION TABLES.
- STEEL DECK -
REF PLAN
STEELJOIST-
REFPLAN
SECTION AT LOW AND HIGH ROOF DETAIL
3/4•=1-0•
0
STEELJOIST-
REFPLAN
T.O. STEEL
EL�REFPLAN)
STEELBEAM-
REF PLAN
I-� STEEL BEAM - I
��� ' REF PLAN /
STEELJOIST STEELJOIST
REF PLAN REF PLAN
� TYPICAL JOIST BEARING DETAIL
1 1 /2' = 1•_0•'
NOTES:
1. JOISTSATORIMMEDIATELVADJACENTTOCOLUMNSSHALLBE
BOLTED W ITH (2) BOLTS ON BEAM GAGE. REFER TO GENERAL
NOTES FOR BOLT DIAMETER.
(2)L4x3 1/2x5/i6
/��1/2"MAX -STAGGERJOISTSAS
REQUIRED TO PROVIDE
MINIMUM BEARING PER
GENERALNOTES
z
� N
w
e� U U
p0
NM
��
2 v
� ......... O
� o
.� ..
'n' 3l4"ID A325-N BOLTS
COPEBOTTOM
FLANGE AS REQUIRED
11/2"MIN -/-f/� 1/2"NOMINAL
DOUBLE ANGLE CONNECTION l
SUPPORTED BEAM 'n'
WS.W10 2
W12.W14 3
Wi6 4
W18 5
wzi s
W24. W21 1
5/i 6
3SIDES,TYP
Sli6
� FULLPEN FULLPE
. EACH FLANGE EACH FLANG
STEEL DECK-
REFPLAN
PLATE W ITH
THICKNESS 9pl'
SUPPORTEDBEAM
y
w
UV
= ao
_ m�
R�
�p . _ KNIFE PLATE CONNECTION TABLE
SUPPORTED BEAM 'tpl' 'n' 'w'
�' We.W10 1/4" 2 3/i6•'
W12. W14 5/i6" 3 1/4
�' W16 5/16" 4 1/4•'
W�8 5/i6" 5 1/4•'
` W21 Sli6" 6 il4"_
W24, W2] 3/8 ] 1/4
HOPoZONTALSHORT �
SLOTTED HOLES
'n' 3/4"0 A325-N BOLTS '
2 ��2,�2.
TYPICAL SHEAR CONNECTION
9 ,,,2.-,-0.
NOTES:
1. BOTH DOUBLE ANGLEAND KNIFE PLATE CONNECTION CONFIGURATIONSARE
ACCEPTABLE, UNLESS NOTED OTHERW ISE. FABRICATOR AND DETAILER SHALL SELECT
WHICH OPTION IS BEST SUITED FORTHEIR FABRICATION PROCESSAND THE
ANTICIPATED ERECTION PROCEDURES.
2. DETAILTOBESIMILARATCONNECTIONSTOWIDEFLANGEORHSSCOLUMNS.
3. UNLESSNOTEDOTHERWISE,PROVIDESHEARCONNECTIONSASINDICATEDBVTHIS
DETAIL.
4. DETAILER IS RESPONSIBLE FOR FULLV DEVELOPING GEOMETRV AND DIMENSIONAL
INFORMATION REQUIRED TO FABRICATE.
5. WHERETVPICALSHEARCONNECTIONDETAILISNOTAPPLICABLE,FABRICATORSHALL
SELECT AND DETAIL ALTERNATE CONNECTION CAPABLE OF DEVELOPING EQUAL
STRENGTH. ALTERNATE CONNECTION SHALL BE SELECTED IN ACCORDANCE W ITH AISC
ASD CONNECTION TABLES.
II�.%��
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BANK OF AMERICA
& MERRILL LYNCH
106TH ST. & N. MICHIGAN RD.
CARMEL, IN 46077
SERIAL NUM./MANH. ID:
DESIGNATION:
NRSP VERSION: 2.0
BULLETIN: 07-2018
Gensler
11EMadison Te13124560123
Suite300 Fax 312456.0124
Chiragq IL 60602
Unitetl States
Jones Lang LaSalle
T: 612271.8218
Attn: Patrick Hassett
`'�.. �ale �escriplion
1 08.02.19 ISSUE FOR PERMIT
SeallSignaNre
No. 11800688
STnTE Of
EXP 07/3 V20
Project Name
CARMEL
ProjeclNum6er
21.0352.000
DESCliption
STEEL DETAILS
Scale
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