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2300-03 Transmittal Form January 29, 2003
TRANSMITTAL
TO: Fermi Research Alliance LLC. DATE: 9-3-19
Transmittal No. 8018-195-T-005
RE: 100% Complete Cage Drawings
ATTN: David L. Crabb
WE ARE SENDING YOU: Attached Under separate cover via: the following items:
Design Drawings Prints Plans Samples
Specifications Copy of Letter Change Order Electronic Drawing
COPIES DATE DRAWING NO. SHEET
NO. REV. DESCRIPTION
9-3-19 8018195-320-
01 1-4 P-6 Preliminary Approval cage design drawings
9-3-19 8018195-320-
02 1-3
P0, P4, P5
Preliminary Approval work deck design drawings
9-3-19 1-8 Lifting Lug Design Calculations
9-3-19 1-3 Cage Floor Main Beam Calculations
9-3-19 1-9 Underslung lug design #1 Calculations
9-3-19 1-9 Underslung lug design #2 Calculations
9-3-19
1-9 REV
A Structural Design Calculations
THESE ARE TRANSMITTED as checked below:
For Approval Approved as submitted Resubmit copies for approval
For your Use Approved as noted Submit copies for distribution
As requested Returned for corrections Return corrected prints For review and comment Other:
FOR BIDS DUE , 20___ PRINTS RETURNED AFTER LOAN TO FKCI
REMARKS:
COPY TO: Syd Devries
SIGNED: Kevin Dartt DATE: 9-3-19
1695 Allen Road Evansville, Indiana 47710
Phone: 812.426.2741 FAX: 812.425.318
X
X
x
X
PART #8018195-320-02
MAN / MATERIAL CAGE
ISO VIEWS
SCALE 3/4" = 1'-0"
SOUTH WALL - LOOKING NORTH
CAGE LOAD SECURING
4 FLOOD LIGHTFLOOD LIGHT 441
31 20 LB. CLASS ABCFIRE EXTINGUISHER 140
0 3/8" X 5/8" RUBBER SEALSEAL1142A330239
2 QUICK RELEASE PINPIN94748A426838
6 SEE ASSEMBLY DRAWINGLINK PINHW04-0028137
1148 SEE ASSEMBLY DRAWING12.5" GUIDE WHEEL ASSYGD07-0005436
36 M26 SOCKET W/ PINSOCKETCS6721135
92 SEE DETAIL DRAWINGLINK BAR8018195-340-01134
0 SEE DETAIL DRAWINGEQUIPMENT TAG8018195-320-TG133
38 SEE ASSEMBLY DRAWINGLOAD SECURING BAR8018195-320-76432
21 SEE ASSEMBLY DRAWINGWINDOW DOOR8018195-320-41231
39 SEE ASSEMBLY DRAWINGESCAPE DOOR8018195-320-40130
728 SEE ASSEMBLY DRAWINGINSPECTION CANOPY8018195-320-36229
32 SEE ASSEMBLY DRAWINGELECT. ENCL. BOX8018195-320-35228
143 SEE ASSEMBLY DRAWINGCOUNTER WT. GUARD8018195-320-32427
574 SEE ASSEMBLY DRAWINGCHAIRING MECHANISM8018195-320-30126
48 SEE ASSEMBLY DRAWINGROOF SUPPORT8018195-320-29225
503 SEE ASSEMBLY DRAWINGROLL-UP DOOR ASS'Y8018195-320-27124
9 SEE ASSEMBLY DRAWINGFLOOR - KICK PL.8018195-320-26123
24 SEE ASSEMBLY DRAWINGSLINGING LUG8018195-320-24122
89 SEE ASSEMBLY DRAWINGWEAR SHOE SHIM8018195-320-23421
130 SEE ASSEMBLY DRAWINGWEAR SHOE8018195-320-22420
81 SEE ASSEMBLY DRAWINGWEAR SHOE8018195-320-21819
21 SEE ASSEMBLY DRAWINGLIFTING LUG8018195-320-20418
143 SEE ASSEMBLY DRAWINGSLINGING LUG8018195-320-19617
32 SEE ASSEMBLY DRAWINGSLINGING LUG8018195-320-18116
158 SEE ASSEMBLY DRAWINGWALL PANEL8018195-320-17115
153 SEE ASSEMBLY DRAWINGWALL PANEL8018195-320-16114
155 SEE ASSEMBLY DRAWINGWALL PANEL8018195-320-15113
151 SEE ASSEMBLY DRAWINGWALL PANEL - R.H. FRONT8018195-320-14112
120 SEE ASSEMBLY DRAWINGROOF DECK8018195-320-13111
353 SEE ASSEMBLY DRAWINGROOF DECK8018195-320-12210
506 SEE ASSEMBLY DRAWINGCAGE DOGGING8018195-320-1119
737 SEE ASSEMBLY DRAWINGTOP TRANSOM8018195-320-1018
144 SEE ASSEMBLY DRAWINGDIAGONAL BRACE8018195-320-0927
144 SEE ASSEMBLY DRAWINGDIAGONAL BRACE8018195-320-0826
318 SEE ASSEMBLY DRAWINGBAIL STRINGER8018195-320-0725
150 SEE ASSEMBLY DRAWINGCORNER STRINGER8018195-320-0644
453 SEE ASSEMBLY DRAWINGFLOOR RAIL8018195-320-0523
475 SEE ASSEMBLY DRAWINGFLOOR TIMBERS8018195-320-0412
1131 SEE ASSEMBLY DRAWINGBOTTOM DECK8018195-320-0311
PARTS LIST - REQUIRED FOR ONE ASSEMBLY
WT. (LB)COMMENTSMATERIALDESCRIPTIONNOMENCLATUREPART NO.QTYITEM
TOTAL WEIGHT (LB)
8457
FILE:
8018195-320-01.idw
DRAWING NO.
8018195-320-01
REV.
P6
SHEET: OF
1 4
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
9/4/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
ISO VIEWS & PART LIST
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-01.idw
8/30/2019 3:25 PM
M
AK
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
8018195-320-12
ROOF DECK
8018195-320-06
CORNER STRINGER
8018195-320-15
WALL PANEL
8018195-320-14
WALL PANEL - R.H. FRONT
8018195-320-10
TOP TRANSOM
8018195-320-24
SLINGING LUG
8018195-320-18
SLINGING LUG
8018195-320-09
DIAGONAL BRACE
8018195-320-08
DIAGONAL BRACE
8018195-320-27
ROLL-UP DOOR ASS'Y
8018195-320-07
BAIL STRINGER
8018195-320-21
WEAR SHOE
8018195-320-22
WEAR SHOE
8018195-320-23
WEAR SHOE SHIM
NOTE:
1. TOTAL WEIGHT DOES NOT INCLUDE INSPECTION CANOPY/HANDRAIL,
MAINTENANCE PLATFORM/CANOPY/HANDRAIL.
2. ALL FASTENERS TO BE STAINLESS STEEL
P1
10/15/18
JAD GENERAL UPDATE FOR PROGRESS CLL
P2
10/25/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
P3
11/5/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
8018195-320-30
CHAIRING MECHANISM
8018195-320-32
COUNTER WT. GUARD
NORTH WALL - LOOKING SOUTH
8018195-320-20
LIFTING LUG
8018195-320-29
ROOF SUPPORT
8018195-320-12
ROOF DECK
8018195-320-16
WALL PANEL
8018195-320-17
WALL PANEL
8018195-320-35
ELECT. ENCL. BOX
8018195-320-41
WINDOW DOOR
8018195-320-11
CAGE DOGGING
8018195-320-13
ROOF DECK
8018195-320-19
SLINGING LUG
8018195-320-05
FLOOR RAIL
8018195-320-04
FLOOR TIMBERS
8018195-320-03
BOTTOM DECK
8018195-340-01
LINK BAR
HW04-0028
LINK PIN
GD07-0005
12.5" GUIDE WHEEL ASSY
FIRE EXTINGUISHER
FLOOD LIGHT
8018195-320-TG
EQUIPMENT TAG
PRELIMINARY
NOT FOR CONSTRUCTION
WARNING PLACARD
8018195-320-76
LOAD SECURING BAR
FOR APPROVAL
DATE:________________________
APP. BY:______________________
GASKETED SEAL
P4
11/13/18
JAD ISSUED FOR 75% DESIGN REVIEW CLL
P5
6/5/19
JAD ISSUED FOR 90% DESIGN REVIEW CLL
P6
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
WEST END VIEW - LOOKING EAST
SCALE 3/4" = 1'-0"
SOUTH WALL ELEVATION VIEW - LOOKING NORTH
SCALE 3/4" = 1'-0"
FLOOR PLAN
<---NORTH
SCALE 1" = 1'-0"
#1
A
A
B B
FILE:
8018195-320-01.idw
DRAWING NO.
8018195-320-01
REV.
P6
SHEET: OF
2 4
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
9/4/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
GENERAL ARRANGEMENT
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-01.idw
8/30/2019 3:25 PM
M
AK
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
PRELIMINARY
NOT FOR CONSTRUCTION
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
1'-3
7
8
"
1'-7"
3'-2
5
8
"
5'-2"
7'-4
1
8
"
1'-3
1
2
"2'-0
3
8
"
1'-7"
21'-3
7
8
" O
.A. CAG
E H
EIG
HT (N
OT IN
CLU
DIN
G IN
SPECTIO
N D
ECK)
3'-6
7
8
"
17'-9"
5'-3
1
2
" O.A. FRAME
12'-6
1
2
" O.A. CAGE LENGTH
SLUNG LOAD
INSPECTION
HATCH, (2)PLACES
12'-6
1
2
" O
.A. CAG
E LEN
GTH
2
1
2
"
2
1
2
"
5'-3
1
2
" O.A. FRAME
8018195-320-05
FLOOR RAIL
1'-8" (N.S.)
& (F.S.)
VIEWPORT
2'-7" CO
NTR
OLS
BO
X (N
.S.)
1'-8"
ESCAPE
DOOR(FS)
2'-9
1
4
"
3'-0"
3'-4" ESCAPE D
OO
R (F.S.)
VIEW
IN
G PO
RT
TOP OF RAIL
NOTE:
1.) SEE ADDITIONAL SECTIONS & DETAILS ON SHEET #3.
2.) SEE INSPECTION DECK ARRANGEMENT ON SHEET #4.
3'-6
7
8
"
6"
8"
11
3
4
"
P1
10/15/18
JAD GENERAL UPDATE FOR PROGRESS CLL
P2
10/25/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
P3
11/5/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
3'-6
7
8
"
12'-1
1
2
"
5'-10
1
8
" O.S. WHEELS
8018195-320-30
CHAIRING MECHANISM
3'-6
7
8
"
4
1
2
"2'-6" (N
.S. &
F.S)
VIEW
IN
G PO
RT
3'-8"
4"
11'-10
3
8
" CLEAR
H
EIG
HT
3'-5
1
2
"
1'-6"
CONTROLS
BOX (N.S.)
1'-7
1
2
"
1'-7
1
2
"
4
1
4
"1'-11
1
8
"
AREA FOR
BATTERY BOX
4'-8" REMOVABLE
ROOF SECTION
3'-2
1
2
" FIXED ROOF
4'-8" REMOVABLE
ROOF SECTION
8018195-320-35
ELECT. ENCL. BOX
1'-6"
CONTROLS
BOX (N.S.)
3'-8"
8018195-320-40
ESCAPE DOOR
8018195-320-41
WINDOW DOOR
1'-6"
5'-6" / SAFETY DOGS
5'-9
3
4
" O.S. SAFETY MECHANISM
8018195-320-27
ROLL-UP DOOR ASS'Y
8018195-320-35
ELECT. ENCL. BOX
8018195-320-04
FLOOR TIMBERS
8018195-320-26
FLOOR - KICK PL.
12'-6
1
8
"
5
3
8
" TYP
REMOVABLE HANDLE
FOR APPROVAL
DATE:________________________
APP. BY:______________________
P4
11/13/18
JAD ISSUED FOR 75% DESIGN REVIEW CLL
P5
6/5/19
JAD ISSUED FOR 90% DESIGN REVIEW CLL
P6
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
VIEW A-A
SLINGING POINTS
SCALE 1" = 1'-0"
DETAIL #1
SCALE 1 1/2" = 1'-0"
SECTION B-B
SCALE 3/4" = 1'-0"
FILE:
8018195-320-01.idw
DRAWING NO.
8018195-320-01
REV.
P6
SHEET: OF
3 4
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
9/4/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
SECTIONS AND DETAILS
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-01.idw
8/30/2019 3:25 PM
M
AK
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
4'-9
1
4
" I.S. CAGE
4'-7
1
4
" I.S. DOOR GUIDES / FRAMING
12'-6
1
2
"
PRELIMINARY
NOT FOR CONSTRUCTION
6'-3
1
4
"6'-3
1
4
"
6750 .lbs
SLINGING
POINT
6750 .lbs
SLINGING
POINT
4500 .lbs
SLINGING
POINT
SLUNG LOAD
INSPECTION
HATCH
EAST END
P1
10/15/18
JAD GENERAL UPDATE FOR PROGRESS CLL
P2
10/25/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
P3
11/5/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
WEST END
NORTH SIDE
SOUTH SIDE
11"
11"
1'-8"
1'-8"
1'-2
3
4
"
8018195-320-23
WEAR SHOE SHIM
8018195-320-22
WEAR SHOE
8018195-320-21
WEAR SHOE
3
8
"
GAP
3
8
"
GAP
4'-11
1
2
" O
.S. W
EAR
SH
OES
1
2
"
GAP
1
2
"
GAP
5'-0
1
2
" I.S. G
UID
ES M
AX.
(5'-0" M
IN
IM
UM
W
/O
REM
OVABLE W
EAR
SH
OE SH
IM
)
8"
5 1/2" x 8" WOOD GUIDES
2
5
8
" 2
5
8
"
12'-11
3
4
"
9
1
2
"
4'-0"
6750 .lbs
SLINGING
POINT
4'-0"
4500 .lbs
SLINGING
POINT
13500 .lbs
SLINGING
POINT
1'-2
3
4
"
4500 .lbs
SLINGING
POINT
CAGE
SLING PT.
NOTE: ALL SLINGING POINT LUGS
STAMPED WITH LOAD RATING
8018195-320-05
FLOOR RAIL
8018195-320-07
BAIL STRINGER
18" RAIL GA.
11"
11"
SLING PT.
1
5
8
" HOLE(S)
IN SLINGING LUGS
1'-7"
1'-11
1
4
"1'-7
5
8
"
14
1
2
"
TOP OF RAIL
BTM CHAIR LUG
8018195-320-04
FLOOR TIMBERS
4500 .lbs
SLINGING
POINT
8018195-320-30
CHAIRING MECHANISM
GD07-0005
12.5" GUIDE WHEEL ASSY
3
3
4
"
FOR APPROVAL
DATE:________________________
APP. BY:______________________
P4
11/13/18
JAD ISSUED FOR 75% DESIGN REVIEW CLL
P5
6/5/19
JAD ISSUED FOR 90% DESIGN REVIEW CLL
P6
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
WEST END VIEW - LOOKING EAST
SCALE 1/2" = 1'-0"
SOUTH WALL ELEVATION VIEW - LOOKING NORTH
SCALE 1/2" = 1'-0"
SOUTH WALL - LOOKING NORTH
SCALE 1/2" = 1'-0"
DETAIL 2
SCALE 1" = 1'-0"
2
FILE:
8018195-320-01.idw
DRAWING NO.
8018195-320-01
REV.
P6
SHEET: OF
4 4
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
9/4/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
INSPECTION DECK ARRANGEMENT
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-01.idw
8/30/2019 3:25 PM
M
AK
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
PRELIMINARY
NOT FOR CONSTRUCTION
13'-2
3
8
"
P1
10/15/18
JAD GENERAL UPDATE FOR PROGRESS CLL
P2
10/25/18
JAD
UPDATES PER DESIGN CHANGE REQUEST
CLL
P3
11/5/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
12'-10
1
8
"
4
1
4
"
7'-0"
11
3
4
"
7'-9"
4
1
4
"
24'-6
1
4
"
3'-6
7
8
"
REMOVABLE ROOF DECK
WITH FORK POCKETS
& LIFTING EYES
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
DOUBLE SWING
"IN" GATE
REMOVABLE CANOPY
WITH FIXED ROOF &
HANDRAIL
HINGE DOWN
MESH PANEL
FIXED EXPANDED
METAL PANELS
8018195-320-36
INSPECTION CANOPY
9"
4'-7
1
2
"
REMOVABLE CANOPY
6'-0"
12'-5"
6'-2
3
8
" REMOVABLE CANOPY 6'-2
3
8
" REMOVABLE CANOPY
1
4
"
3'-5
3
4
"
5'-11
3
4
"
2'-6"
94748A426
PIN
FOR APPROVAL
DATE:________________________
APP. BY:______________________
GASKETED SEAL
P4
11/13/18
JAD ISSUED FOR 75% DESIGN REVIEW CLL
P5
6/5/19
JAD ISSUED FOR 90% DESIGN REVIEW CLL
P6
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
SOUTH WALL ELEVATION - LOOKING NORTH
SCALE 1/2" = 1'-0"
WEST END VIEW - LOOKING EAST
SCALE 1/2" = 1'-0"
MAINTENANCE DECK - ISO VIEW
SCALE 3/4" = 1'-0"
FILE:
8018195-320-02.idw
DRAWING NO.
8018195-320-02
REV.
P5
SHEET: OF
1 3
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
10/15/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
MAINTENANCE DECK ARRANGEMENT
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-02.idw
8/30/2019 3:27 PM
M
AK
PRELIMINARY
NOT FOR CONSTRUCTION
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
P0
10/15/18
JAD ISSUED FOR INFORMATION CLL
P1
10/25/18
JAD
UPDATE PER DESIGN CHANGE REQUEST
CLL
P2
11/5/18
JAD
UPDATES FOR DESIGN CHANGE REQUEST
CLL
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
17'-9"
6'-0"
12'-0"
4'-4
1
2
"
22'-1
1
2
"
34'-1
1
2
"
4'-8
1
4
"
REMOVABLE CANOPY
6'-2
3
4
" REMOVABLE CANOPY 6'-2
3
4
" REMOVABLE CANOPY
6'-0"
3'-11
1
2
" I.S.
GATE FRAME
4'-9
1
2
" I.S. CAGE
MAINTENANCE DECK
NOTE:
SEE SHEET #2 FOR TRANSPORT
OF GUIDES & BRATTICE PANELS.
SWING IN GATE
TIE-OFF POINTS
(2)PER CORNER POST
REMOVABLE
EXPANDED METAL
PANELS
FOR APPROVAL
DATE:________________________
APP. BY:______________________
HINGED ROOF
PANEL
REMOVABLE
HANDRAILS
2
5
8
"
3'-6"
2
5
8
"
P3
11/13/18
JAD ISSUED FOR 75% DESIGN REVIEW CLL
P4
6/5/19
JAD ISSUED FOR 90% DESIGN REVIEW CLL
P5
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
REMOVABLE MESH PANELS
MAINTENANCE DECK - ISO VIEW
GUIDE TRANSPORT
SCALE 3/4" = 1'-0"
MAINTENANCE DECK - ISO VIEW
BRATTICE PANEL TRANSPORT
SCALE 3/4" = 1'-0"
FILE:
8018195-320-02.idw
DRAWING NO.
8018195-320-02
REV.
P4
SHEET: OF
2 3
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
10/15/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
GUIDE & BRATTICE TRANSPORT
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-02.idw
8/30/2019 3:27 PM
M
AK
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
PRELIMINARY
NOT FOR CONSTRUCTION
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
SEE MAINTENANCE DECK
ASSEMBLY ON SHEET #3
NOTE: MAINTENANCE PERSONNEL
TO TIE-OFF TO CAGE ROPE.
(ATTACHMENTS BY OTHERS)
5 1/2" x 8" WOOD GUIDES
ROOF CUT-OUT
W/ GUIDE SECURING BAR
GUIDE TROUGH WITH
CENTER OPENING
CENTER SECTION
PANELS & HANDRAIL
REMOVED
END SECTION
PANELS & HANDRAIL
REMOVED
BRATTICE TROUGH
ROOF CUT-OUT
W/ BRATTICE PANEL
SECURING BAR
NOTE: MAINTENANCE PERSONNEL
TO TIE-OFF TO CAGE ROPE.
(ATTACHMENTS BY OTHERS)
SEE MAINTENANCE DECK
ASSEMBLY ON SHEET #3
3" x 34" x 216" LG.
BRATTICE PANELS
P0
10/25/18
JAD ADD SHEET FOR BRATTICE PANEL HATCH CLL
P1
11/5/18
JAD ADD SHEET FOR BRATTICE PANEL HATCH CLL
P2
11/13/18
JAD ISSED FOR 75% DESIGN REVIEW CLL
TIE-OFF POINTS
(2)PER CORNER POST
TIE-OFF POINTS
(2)PER CORNER POST
ROUGH PINE CUT FLOOR
FOR APPROVAL
DATE:________________________
APP. BY:______________________
HINGED ROOF
PANEL OPEN
P3
6/6/19
JAD ISSUED FOR 90% DESIGN REVIEW CLL
P4
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
PART# 8018195-320-02
MAINTENANCE DECK
1/2" = 1'-0"
MAINTENANCE DECK
ISO VIEW
0McMASTER CARR 3" WD x 1 3/4" HI, 1/2" DIA. BOLTSLIDE-BOLT LATCH3356A770114
3McMASTER CARR 3" x 1 1/2" LEAF, .012 THKHINGE1609A220613
175 SEE ASSEMBLY DRAWINGMAINT. DECK PANEL8018195-320-74412
232 SEE ASSEMBLY DRAWINGMAINT. DECK PANEL8018195-320-73411
105 SEE ASSEMBLY DRAWINGMAINT. DECK HANDRAIL8018195-320-72810
22 SEE ASSEMBLY DRAWINGLOAD SECURING BAR8018195-320-7829
11 SEE ASSEMBLY DRAWINGLOAD SECURING BAR8018195-320-7728
2687 SEE ASSEMBLY DRAWINGMAINT. DECK CANOPY8018195-320-7127
387 SEE ASSEMBLY DRAWINGROOF DOOR PANEL8018195-320-7046
132 SEE ASSEMBLY DRAWINGMAINT. DECK DOOR8018195-320-6925
76 SEE ASSEMBLY DRAWINGMAINT. DECK PANEL8018195-320-6824
95 SEE ASSEMBLY DRAWINGMAINT. DECK PANEL8018195-320-6723
44 SEE ASSEMBLY DRAWINGMAINT. DECK HANDRAIL8018195-320-6642
1970 SEE ASSEMBLY DRAWINGMAINTENANCE DECK8018195-320-6521
PARTS LIST - REQUIRED FOR ONE ASSEMBLY
WT. (LB)COMMENTSMATERIALDESCRIPTIONNOMENCLATUREPART NO.QTYITEM
TOTAL WEIGHT (LB)
5939
FILE:
8018195-320-02.idw
DRAWING NO.
8018195-320-02
REV.
P0
SHEET: OF
3 3
DO NOT SCALE DRAWING
REV. DATE DESCRIPTION APP.BY REV. DATE BY DESCRIPTION APP. DWG DATE:
DESIGN BY:
DRAWN BY:
CHECKED BY:
10/15/2018
FKC - LS
JAD
CLL
CLIENT
FKC - LAKESHORE
EVANSVILLE, IN
DRAWING STATUS: ORIGINAL SIZE:
22 x 34PRELIMINARY
TITLE
ROSS
MAN / MATERIAL CAGE
MAINTENANCE DECK ARRANGEMENT
MAN / MATERIAL CAGE
C:\Vault W
orkspace\Engineering IN
V Files\18\1800 Sm
all Jobs\8018-195 AN
L R
oss Cage\8018195-320-02.idw
8/30/2019 3:27 PM
M
AK
PRELIMINARY
NOT FOR CONSTRUCTION
PRESCRIBED IN ASME Y14.100M
X.XX = ±0.01
ACCORDANCE WITH STANDARDS
INTERPRET DRAWING IN
X.XXX = ±0.005
ANGULAR MACHINE = ±0.5°
FRONTIER-KEMPER CONSTRUCTORS INC.
TOLERANCES:
COPIED OR REPRODUCED, IN WHOLE OR IN
INFORMATION CONTAINED THEREIN MAY BE
DOCUMENT, OR ANY PART THEREOF.
NEITHER THIS DOCUMENT NOR ANY
OR ANY RIGHT TO REPRODUCE THIS
DESIGN, OR INFORMATION SHOWN THEREON,
TO USE THE DOCUMENT, SUBJECT MATTER,
OR TRANSFERS ANY RIGHT IN, OR LICENSE
CONSTRUCTORS OF EVANSVILLE, IN. NEITHER
RECEIPT NOR POSSESSION THEREOF IMPLIES
IS THE PROPERTY OF FRONTIER-KEMPER
EXPRESSED WRITTEN PERMISSION FROM
PART, OR OTHERWISE USED WITHOUT THE
ALL DIMENSIONS ARE IN INCHES
PROPRIETARY NOTICE: THIS DOCUMENT OR
DRAWING AND ALL INFORMATION THEREON
UNLESS OTHERWISE SPECIFIED:
X.XXXX = ±0.0005
FRACTIONAL:
±
1
16" ACCUMULATIVE
ANGULAR BEND = ±1°
A DIVISION OF FRONTIER-KEMPER CONSTRUCTORS, INC.
4'-4
1
2
"
2'-5
1
8
"
6'-0"
12'-0"
16'-4
1
2
"
5'-10
1
4
"
1'-11
3
8
"
1'-6
1
4
"
1'-9"
1'-6
1
4
"
8018195-320-70
ROOF DOOR PANEL
8018195-320-71
MAINT. DECK CANOPY
8018195-320-73
MAINT. DECK PANEL
8018195-320-74
MAINT. DECK PANEL
8018195-320-72
MAINT. DECK HANDRAIL
8018195-320-71
MAINT. DECK CANOPY
8018195-320-68
MAINT. DECK PANEL
8018195-320-66
MAINT. DECK HANDRAIL
8018195-320-72
MAINT. DECK HANDRAIL
8018195-320-65
MAINTENANCE DECK
8018195-320-74
MAINT. DECK PANEL
8018195-320-73
MAINT. DECK PANEL
8018195-320-67
MAINT. DECK PANEL
8018195-320-69
MAINT. DECK DOOR
3356A770
SLIDE-BOLT LATCH
P0
8/30/2019
MAK ISSUED FOR 100% APPROVAL CLL
1'-6
3
4
"
OPEN
IN
G
TYP
9"
TYP
4'-7
1
2
"
2'-8
1
4
"
OPENING
TYP
3'-4"
OPENING
TYP
7
3
8
"
OPEN
IN
G
TYP
12'-5
1
2
" ROOF
2
5
8
"
3'-6"
FOR APPROVAL
DATE:________________________
APP. BY:______________________
8018195-320-77
LOAD SECURING BAR
≔W 3 in
Steel Plate≔tpl 0.5 in
(Aluminum)L4x4x1/4
≔s1 3 in
≔s 3 in
number of bolts≔numb 3
≔s2 1.5 in
bolt diameter≔db 0.75 in
Steel Bolts Structural Steel
ASTM A193 Grade B8 ≔Fy_s 36 ksi
Tensile Stress ≔Fu_s 50 ksi
≔Fu_b 70 ksi Aluminum
Yield Stress ≔Fy_a 35 ksi
≔Fy_b 30 ksi ≔Fu_a 38 ksi
8018-195 Ross Cage Lifting Lug Design Page 1 of 8
Failure Modes in Steel Plate
1. Bearing Strength at Bolt HolesJ3.10
clear distance between the edge of the hole and the edge of the adjacent hole or edge of material
Bolt Row #1 ≔lc_1 =-s1
⎛⎜⎜⎝―――
+db ―1
8in
2
⎞⎟⎟⎠
2.563 in
Bolt Row #2+ ≔lc_2 =-s⎛⎜⎝
+db ―1
8in
⎞⎟⎠
2.125 in
Nominal Strength
Bolt Row #1
≔Rn_1 min ⎛⎝ ,⋅⋅⋅1.2 lc_1 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_1 45 kip
Bolt Row #2+
≔Rn_2 min ⎛⎝ ,⋅⋅⋅1.2 lc_2 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_2 45 kip
Design Strength ≔Rn1 =+⋅1 Rn_1 ⋅⎛⎝ -numb 1⎞⎠ Rn_2 135 kip
8018-195 Ross Cage Lifting Lug Design Page 2 of 8
2. Rupture Strength of PlateJ4.1
Gross Area ≔Ag =⋅W tpl 1.5 in2
Effective Net Area ≔Ae -Ag ⋅⎛⎜⎝
+db ⋅―1
8in
⎞⎟⎠tpl
=Ae 1.063 in2
Nominal StrengthTensile Yielding
≔Rn_y =⋅Ag Fy_s 54 kip
Nominal StrengthTensile Rupture
≔Rn_r =⋅Fu_s Ae 53 kip
Design Strength ≔Rn2 =min ⎛⎝ ,Rn_y Rn_r⎞⎠ 53.1 kip
8018-195 Ross Cage Lifting Lug Design Page 3 of 8
3. Block Shear of the PlateJ4.1 N/A
4. Failure Modes in Steel Bolts
nominal unthreaded body area of bolt
≔Ab =――⋅π db
2
40.442 in2
nominal shear stress ≔Fnv =⋅0.6 Fu_b 42 ksi
nominal strength of single bolt ≔Rn =⋅Fnv Ab 18.555 kip
Allowable Strength of entire bolt group
≔Rn4 =⋅numb Rn 55.7 kip
8018-195 Ross Cage Lifting Lug Design Page 4 of 8
Failure Modes in Aluminum
5. Block Shear in Aluminum Member
thickness of Angle
≔tl ―1
4in
gross area in shear≔Agv =⋅⎛⎝ +s1 ⋅⎛⎝ -numb 1⎞⎠ s⎞⎠ tl 2.3 in2
net area in shear≔Anv =-Agv ⋅
⎛⎜⎝
⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tl 1.7 in2
gross area in tension≔Agt =⋅
⎛⎜⎝―W
2
⎞⎟⎠tl 0.375 in2
net area in tension≔Ant =-Agt
⎛⎜⎝
⋅⋅―1
2
⎛⎜⎝
+db ―1
8in
⎞⎟⎠tl
⎞⎟⎠
0.266 in2
allowable force
≔Psr if
else
≥⋅Fu_a Ant ⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv‖‖‖‖
⎛⎜⎜⎝
+⋅⎛⎜⎜⎝――Fy_a
‾‾3
⎞⎟⎟⎠Agv ⋅Fu_a Ant
⎞⎟⎟⎠
‖‖ ⎛⎝ +⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv ⋅Fy_a Agt⎞⎠
≔Rn5 =Psr 52 kip
8018-195 Ross Cage Lifting Lug Design Page 5 of 8
6. Rupture of Aluminum Angle
≔x =+―W
20.625 in 2.125 in
≔L =+s1 ⋅⎛⎝ -numb 1⎞⎠ s 9 in
Gross Area of angle ≔Ag 1.94 in2
Net Area of angle ≔An =-Ag ⋅⎛⎜⎝
+db ―1
8in
⎞⎟⎠tl 1.721 in2
Shear lag Factor ≔U =-1 ―x
L0.764
Effective net area ≔Ae =⋅An U 1.315 in2
Nominal Strength ≔Rn6 =⋅Fu_a Ae 50.0 kip
8018-195 Ross Cage Lifting Lug Design Page 6 of 8
7. Bolt bearing in Aluminum Member
edge distance
bolt row #1 ≔de1 =min ⎛⎝ ,s1 ⋅1.5 db⎞⎠ 1.125 in
bolt row #2+ ≔de2 min⎛⎜⎝
,-s ⋅1⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⋅1.5 db⎞⎟⎠
=de2 1.125 in
Nominal Strength
Bolt Row #1
≔Rn_1 =⋅⎛⎝ ⋅⋅⋅2 Fu_a tl db⎞⎠⎛⎜⎝――de1⋅2 db
⎞⎟⎠
10.7 kip
Bolt Row #2
≔Rn_2 =⋅⎛⎝ ⋅⋅⋅2 Fu_a tl db⎞⎠⎛⎜⎝――de2⋅2 db
⎞⎟⎠
10.7 kip
Nominal Strength
≔Rn7 =+Rn_1 ⋅⎛⎝ -numb 1⎞⎠ Rn_2 32.1 kip
8018-195 Ross Cage Lifting Lug Design Page 7 of 8
Summary of Failure Modes
1. Bearing Strength @ bolt holes (steel plate) =Rn1 135 kip
2. Rupture (steel plate) =Rn2 53.1 kip
3. Block shear (steel plate) N/A
4. Shear in bolts =Rn4 55.7 kip
5. Block Shear (Aluminum Member) =Rn5 52 kip
6. Rupture (Aluminum Member) =Rn6 50 kip
7. Bolt bearing (Aluminum Member) =Rn7 32.1 kip
Governing Failure Mode
Safety Factor ≔Ω 5
=gov “7. Bolt Bearing (aluminum member)”
≔Rn =min ⎛⎝ ,,,,,Rn1 Rn2 Rn4 Rn5 Rn6 Rn7⎞⎠ 32.1 kip
≔Rn =―RnΩ
6.413 kip
Design Load on Lug
≔P 4000 lbf
Comparison of Demand to Capacity
=if
else
≤P Rn‖‖ “GOOD! :)”
‖‖ “NO GOOD :(”
“GOOD! :)”=―
P
Rn0.624
8018-195 Ross Cage Lifting Lug Design Page 8 of 8
Beam in Cage Floor (Supporting Main underlung load)_
Aluminum Alloy 6061-T6, T6510
ultimate tensile strength ≔Ftu 38 ksi
Yield tensile strength ≔Fty 35 ksi
Compression yield strength ≔Fcy 35 ksi
Shear yield strength ≔Fsu 24 ksi
compressive Mod ofElasticity
≔E 10100 ksi
deflection Mod of Elasticity ≔Ed =-E 100 ksi 10000 ksi
Safety Factor on Yield Stress
≔ny 10
Allowable Stress inTension Flanges
≔Fat =―Ftyny
3.5 ksi
Allowable Stress in Compression Flanges
≔Fac =――Fcyny
3.5 ksi
Beam Length ≔l 57.25 in
8018-195 Ross Cage Floor Main Beam Page 1 of 3
Beam Information
Beam Size 2 C12x12.1
Dimensions/Geometry
depth ≔d 12 in
width ≔b 3.292 in
Flange Tip Thickness
≔tf 0.24 in
Ave Flange Thickness
≔t 0.502 in
Web Thickness
≔tw 0.673 in
Area ≔A ⋅2 10.3 in2
depth ≔d 12 in
Properties (of back to back channels)
Strong Axis
Mod of Elasticity ≔Ix ⋅2 180 in4
Section Modulus ≔Sx ⋅2 29.9 in3
8018-195 Ross Cage Floor Main Beam Page 2 of 3
Force on the Lug ≔P 13500 lbf
Weight of floor ≔wd =⋅20 psf 18 in 30 plf
Maximum Moment ≔Mmax =
+
↲―――⋅⎛⎝wd⎞⎠ l
2
8
――⋅((P)) l
4
16.2 ⋅kip ft
Maximum Deflection ≔Δmax =
+
↲――――⋅⋅5 ⎛⎝wd⎞⎠ l
4
⋅⋅384 Ed Ix
―――⋅((P)) l3
⋅⋅48 Ed Ix
0.015 in
Maximum Stress ≔fs =――MmaxSx
3.248 ksi
Maximum StressAllowable Stress
=―fsFat
0.928
=if
else
≤―fsFat
1.0
‖‖ “GOOD”
‖‖ “NO GOOD”
“GOOD”
8018-195 Ross Cage Floor Main Beam Page 3 of 3
≔s1 1.5 in
(Aluminum)2 C12x12.1
≔s 3 inbolt diameter
≔db 0.75 in
=s1 1.5 in
=s 3 in
≔s2 3 in
Steel Plate≔tpl 0.62 in
Steel Bolts Structural Steel
ASTM A193 Grade B8 ≔Fy_s 36 ksi
Tensile Stress ≔Fu_s 50 ksi
≔Fu_b 70 ksi Aluminum
Yield Stress ≔Fy_a 35 ksi
≔Fy_b 30 ksi ≔Fu_a 38 ksi
8018-195 Ross Cage underslung lug design #1 Page 1 of 9
Failure Modes in Steel Plate
1. Bearing Strength at Bolt HolesJ3.10
clear distance between the edge of the hole and the edge of the adjacent hole or edge of material
Bolt Row #1 ≔lc_1 =-s2
⎛⎜⎜⎝―――
+db ―1
8in
2
⎞⎟⎟⎠
2.563 in
Bolt Row #2 ≔lc_2 =-s⎛⎜⎝
+db ―1
8in
⎞⎟⎠
2.125 in
Bolt Row #3 ≔lc_3 =-s⎛⎜⎝
+db ―1
8in
⎞⎟⎠
2.125 in
Nominal Strength
Bolt Row #1
≔Rn_1 min ⎛⎝ ,⋅⋅⋅1.2 lc_1 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_1 55.8 kip
Bolt Row #2
≔Rn_2 min ⎛⎝ ,⋅⋅⋅1.2 lc_2 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_2 55.8 kip
Bolt Row #3
≔Rn_3 min ⎛⎝ ,⋅⋅⋅1.2 lc_3 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_3 55.8 kip
Design Strength ≔Rn1 =++⋅3 Rn_1 ⋅3 Rn_2 ⋅3 Rn_3 502.2 kip
8018-195 Ross Cage underslung lug design #1 Page 2 of 9
2. Rupture Strength of PlateJ4.1
Gross Area ≔Ag =⋅⎛⎝ +⋅2 s1 ⋅2 s⎞⎠ tpl 5.58 in2
Effective Net Area ≔Ae
⋅
↲⎛⎜⎝
-⎛⎝ +⋅2 s1 ⋅2 s⎞⎠ ⋅3⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠
tpl
=Ae 3.953 in2
Nominal StrengthTensile Yielding
≔Rn_y =⋅Ag Fy_s 200.88 kip
Nominal StrengthTensile Rupture
≔Rn_r =⋅Fu_s Ae 198 kip
Design Strength ≔Rn2 =min ⎛⎝ ,Rn_y Rn_r⎞⎠ 197.6 kip
8018-195 Ross Cage underslung lug design #1 Page 3 of 9
3. Block Shear of the PlateJ4.1
Situation 1
gross area subject to shear ≔Agv ⋅⋅2 ⎛⎝ +s1 ⋅2 s⎞⎠ tpl
=Agv 9.3 in2
net area subject to shear ≔Anv ⋅⋅2⎛⎜⎝
-⎛⎝ +s1 ⋅2 s⎞⎠ ⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Anv 6.588 in2
net area subject to tension ≔Ant ⋅⎛⎜⎝
-⋅2 s ⋅2⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Ant 2.635 in2
uniform stress factor ≔Ubs 1.0
Nominal Strength
≔Rn_1 min ⎛⎝ ,+⋅⋅0.60 Fu_s Anv ⋅⋅Ubs Fu_s Ant +⋅⋅0.60 Fy_s Agv ⋅⋅Ubs Fu_s Ant⎞⎠
=Rn_1 329 kip
8018-195 Ross Cage underslung lug design #1 Page 4 of 9
Situation 2
gross area subject to shear ≔Agv ⋅⎛⎝ +s1 ⋅2 s⎞⎠ tpl
=Agv 4.65 in2
net area subject to shear ≔Anv ⋅⎛⎜⎝
-⎛⎝ +s1 ⋅2 s⎞⎠ ⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Anv 3.294 in2
net area subject to tension ≔Ant ⋅⎛⎜⎝
-⎛⎝ +⋅2 s s1⎞⎠ ⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Ant 3.294 in2
uniform stress factor ≔Ubs 1.0
Nominal Strength
≔Rn_2 min ⎛⎝ ,+⋅⋅0.60 Fu_s Anv ⋅⋅Ubs Fu_s Ant +⋅⋅0.60 Fy_s Agv ⋅⋅Ubs Fu_s Ant⎞⎠
=Rn_2 264 kip
Bolock Shear Design Strength ≔Rn3 =min ⎛⎝ ,Rn_1 Rn_2⎞⎠ 263.5 kip
8018-195 Ross Cage underslung lug design #1 Page 5 of 9
4. Failure Modes in Steel Bolts
number of bolts ≔nb 9
nominal unthreaded body area of bolt
≔Ab =――⋅π db
2
40.442 in2
nominal shear stress ≔Fnv =⋅0.6 Fu_b 42 ksi
nominal strength of single bolt ≔Rn =⋅Fnv Ab 18.555 kip
Allowable Strength of entire bolt group
≔Rn4 =⋅nb Rn 167.0 kip
8018-195 Ross Cage underslung lug design #1 Page 6 of 9
Failure Modes in Aluminum
5. Block Shear in Aluminum Member C12x12.1 dimensions
flange width≔bf 3.292 in
flange thickness≔tf 0.502 in
web thickness≔tw 0.632 in
gross area in shear≔Agv =⋅⎛⎝ +⋅⎛⎝ +⋅2 s s2⎞⎠ tw ⋅bf tf⎞⎠ 4 29.4 in2
net area in shear≔Anv =-Agv ⋅⋅4
⎛⎜⎝
⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tw 23.8 in2
gross area in tension≔Agt =⋅2 ⎛⎝ ⋅⋅2 s tw⎞⎠ 7.584 in2
net area in tension≔Ant =-Agt ⋅2
⎛⎜⎝
⋅⋅2⎛⎜⎝
+db ―1
8in
⎞⎟⎠tw
⎞⎟⎠
5.372 in2
allowable force
≔Psr if
else
≥⋅Fu_a Ant ⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv‖‖‖‖
⎛⎜⎜⎝
+⋅⎛⎜⎜⎝――Fy_a
‾‾3
⎞⎟⎟⎠Agv ⋅Fu_a Ant
⎞⎟⎟⎠
‖‖ ⎛⎝ +⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv ⋅Fy_a Agt⎞⎠
≔Rn5 =Psr 808.8 kip
8018-195 Ross Cage underslung lug design #1 Page 7 of 9
6. Bolt bearing in Aluminum Member
edge distance
bolt row #1 ≔de1 =min ⎛⎝ ,s2 ⋅1.5 db⎞⎠ 1.125 in
bolt row #2 ≔de2 min⎛⎜⎝
,-s ⋅―1
2
⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⋅1.5 db⎞⎟⎠
=de2 1.125 in
bolt row #3 ≔de3 min⎛⎜⎝
,-s ⋅―1
2
⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⋅1.5 db⎞⎟⎠
=de3 1.125 in
Nominal Strength
Bolt Row #1
≔Rn_1 =⋅⋅2 ⎛⎝ ⋅⋅⋅2 Fu_a tw db⎞⎠⎛⎜⎝――de1⋅2 db
⎞⎟⎠
54 kip
Bolt Row #2
≔Rn_2 =⋅⋅2 ⎛⎝ ⋅⋅⋅2 Fu_a tw db⎞⎠⎛⎜⎝――de2⋅2 db
⎞⎟⎠
54 kip
Bolt Row #3
≔Rn_3 =⋅⋅2 ⎛⎝ ⋅⋅⋅2 Fu_a tw db⎞⎠⎛⎜⎝――de3⋅2 db
⎞⎟⎠
54 kip
Design Strength
≔Rn6 =++⋅3 Rn_1 ⋅3 Rn_2 ⋅3 Rn_3 486.3 kip
8018-195 Ross Cage underslung lug design #1 Page 8 of 9
Summary of Failure Modes
1. Bearing Strength @ bolt holes (steel plate) =Rn1 502.2 kip
2. Rupture (steel plate) =Rn2 197.6 kip
3. Block shear (steel plate) =Rn3 263.5 kip
4. Shear in bolts =Rn4 167.0 kip
5. Block Shear (Aluminum Member) =Rn5 808.8 kip
6. Bolt bearing (Aluminum Member) =Rn6 486.3 kip
Governing Failure Mode
Safety Factor ≔Ω 10
=gov “4. Bolt Shear Strength”
≔Rn =min ⎛⎝ ,,,,,Rn1 Rn2 Rn3 Rn4 Rn5 Rn6⎞⎠ 167.0 kip
Design Load on Lug
≔P 13500 lbf
Determination of Safety Factor
=if
else
≥―RnP
10.0
‖‖ “GOOD! :)”
‖‖ “NO GOOD :(”
“GOOD! :)”≔Ωactual =―RnP
12.37
8018-195 Ross Cage underslung lug design #1 Page 9 of 9
≔s1 1.5 in
≔s 3 in(Aluminum)2 C12x7.41
bolt diameter≔db 0.75 in
=s1 1.5 in
=s 3 in
≔s2 3 in
Steel Plate≔tpl 0.625 in
Steel Bolts Structural Steel
ASTM A193 Grade B8 ≔Fy_s 36 ksi
Tensile Stress ≔Fu_s 50 ksi
≔Fu_b 70 ksi Aluminum
Yield Stress ≔Fy_a 35 ksi
≔Fy_b 30 ksi ≔Fu_a 38 ksi
8018-195 Ross Cage Underslung design #2 Page 1 of 9
Failure Modes in Steel Plate
1. Bearing Strength at Bolt HolesJ3.10
clear distance between the edge of the hole and the edge of the adjacent hole or edge of material
Bolt Row #1 ≔lc_1 =-s2
⎛⎜⎜⎝―――
+db ―1
8in
2
⎞⎟⎟⎠
2.563 in
Bolt Row #2 ≔lc_2 =-s⎛⎜⎝
+db ―1
8in
⎞⎟⎠
2.125 in
Bolt Row #3 ≔lc_3 =-s⎛⎜⎝
+db ―1
8in
⎞⎟⎠
2.125 in
Nominal Strength
Bolt Row #1
≔Rn_1 min ⎛⎝ ,⋅⋅⋅1.2 lc_1 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_1 56.25 kip
Bolt Row #2
≔Rn_2 min ⎛⎝ ,⋅⋅⋅1.2 lc_2 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_2 56.25 kip
Bolt Row #3
≔Rn_3 min ⎛⎝ ,⋅⋅⋅1.2 lc_3 tpl Fu_s ⋅⋅⋅2.4 db tpl Fu_s⎞⎠
=Rn_3 56.25 kip
Design Strength ≔Rn1 =++⋅2 Rn_1 ⋅2 Rn_2 ⋅2 Rn_3 337.5 kip
8018-195 Ross Cage Underslung design #2 Page 2 of 9
2. Rupture Strength of PlateJ4.1
Gross Area ≔Ag =⋅⎛⎝ +⋅2 s1 ⋅1 s⎞⎠ tpl 3.75 in2
Effective Net Area ≔Ae
⋅
↲⎛⎜⎝
-⎛⎝ +⋅2 s1 ⋅1 s⎞⎠ ⋅2⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠
tpl
=Ae 2.656 in2
Nominal StrengthTensile Yielding
≔Rn_y =⋅Ag Fy_s 135 kip
Nominal StrengthTensile Rupture
≔Rn_r =⋅Fu_s Ae 133 kip
Design Strength ≔Rn2 =min ⎛⎝ ,Rn_y Rn_r⎞⎠ 132.8 kip
8018-195 Ross Cage Underslung design #2 Page 3 of 9
3. Block Shear of the PlateJ4.1
Situation 1
gross area subject to shear ≔Agv ⋅⋅2 ⎛⎝ +s1 ⋅2 s⎞⎠ tpl
=Agv 9.375 in2
net area subject to shear ≔Anv ⋅⋅2⎛⎜⎝
-⎛⎝ +s1 ⋅2 s⎞⎠ ⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Anv 6.641 in2
net area subject to tension ≔Ant ⋅⎛⎜⎝
-⋅1 s ⋅1⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Ant 1.328 in2
uniform stress factor ≔Ubs 1.0
Nominal Strength
≔Rn_1 min ⎛⎝ ,+⋅⋅0.60 Fu_s Anv ⋅⋅Ubs Fu_s Ant +⋅⋅0.60 Fy_s Agv ⋅⋅Ubs Fu_s Ant⎞⎠
=Rn_1 266 kip
8018-195 Ross Cage Underslung design #2 Page 4 of 9
Situation 2
gross area subject to shear ≔Agv ⋅⎛⎝ +s1 ⋅2 s⎞⎠ tpl
=Agv 4.688 in2
net area subject to shear ≔Anv ⋅⎛⎜⎝
-⎛⎝ +s1 ⋅2 s⎞⎠ ⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Anv 3.32 in2
net area subject to tension ≔Ant ⋅⎛⎜⎝
-⎛⎝ +⋅1 s s1⎞⎠ ⋅1.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tpl
=Ant 1.992 in2
uniform stress factor ≔Ubs 1.0
Nominal Strength
≔Rn_2 min ⎛⎝ ,+⋅⋅0.60 Fu_s Anv ⋅⋅Ubs Fu_s Ant +⋅⋅0.60 Fy_s Agv ⋅⋅Ubs Fu_s Ant⎞⎠
=Rn_2 199 kip
Bolock Shear Design Strength ≔Rn3 =min ⎛⎝ ,Rn_1 Rn_2⎞⎠ 199.2 kip
8018-195 Ross Cage Underslung design #2 Page 5 of 9
4. Failure Modes in Steel Bolts
number of bolts ≔nb 6
nominal unthreaded body area of bolt
≔Ab =――⋅π db
2
40.442 in2
nominal shear stress ≔Fnv =⋅0.6 Fu_b 42 ksi
nominal strength of single bolt ≔Rn =⋅Fnv Ab 18.555 kip
Allowable Strength of entire bolt group
≔Rn4 =⋅nb Rn 111.3 kip
8018-195 Ross Cage Underslung design #2 Page 6 of 9
Failure Modes in Aluminum
5. Block Shear in Aluminum Member C12x7.41 dimensions
flange width≔bf 2.960 in
flange thickness≔tf 0.502 in
web thickness≔tw 0.300 in
gross area in shear≔Agv =⋅⎛⎝ +⋅⎛⎝ +⋅2 s s2⎞⎠ tw ⋅bf tf⎞⎠ 4 16.7 in2
net area in shear≔Anv =-Agv ⋅⋅4
⎛⎜⎝
⋅2.5⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⎞⎟⎠tw 14.1 in2
gross area in tension≔Agt =⋅2 ⎛⎝ ⋅⋅2 s tw⎞⎠ 3.6 in2
net area in tension≔Ant =-Agt ⋅2
⎛⎜⎝
⋅⋅1⎛⎜⎝
+db ―1
8in
⎞⎟⎠tw
⎞⎟⎠
3.075 in2
allowable force
≔Psr if
else
≥⋅Fu_a Ant ⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv‖‖‖‖
⎛⎜⎜⎝
+⋅⎛⎜⎜⎝――Fy_a
‾‾3
⎞⎟⎟⎠Agv ⋅Fu_a Ant
⎞⎟⎟⎠
‖‖ ⎛⎝ +⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv ⋅Fy_a Agt⎞⎠
≔Rn5 =Psr 447.9 kip
8018-195 Ross Cage Underslung design #2 Page 7 of 9
6. Bolt bearing in Aluminum Member
edge distance
bolt row #1 ≔de1 =min ⎛⎝ ,s2 ⋅1.5 db⎞⎠ 1.125 in
bolt row #2 ≔de2 min⎛⎜⎝
,-s ⋅―1
2
⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⋅1.5 db⎞⎟⎠
=de2 1.125 in
bolt row #3 ≔de3 min⎛⎜⎝
,-s ⋅―1
2
⎛⎜⎝
+db ―1
8in
⎞⎟⎠
⋅1.5 db⎞⎟⎠
=de3 1.125 in
Nominal Strength
Bolt Row #1
≔Rn_1 =⋅⋅2 ⎛⎝ ⋅⋅⋅2 Fu_a tw db⎞⎠⎛⎜⎝――de1⋅2 db
⎞⎟⎠
25.7 kip
Bolt Row #2
≔Rn_2 =⋅⋅2 ⎛⎝ ⋅⋅⋅2 Fu_a tw db⎞⎠⎛⎜⎝――de2⋅2 db
⎞⎟⎠
25.7 kip
Bolt Row #3
≔Rn_3 =⋅⋅2 ⎛⎝ ⋅⋅⋅2 Fu_a tw db⎞⎠⎛⎜⎝――de3⋅2 db
⎞⎟⎠
25.7 kip
Design Strength
≔Rn6 =++⋅2 Rn_1 ⋅2 Rn_2 ⋅2 Rn_3 153.9 kip
8018-195 Ross Cage Underslung design #2 Page 8 of 9
Summary of Failure Modes
1. Bearing Strength @ bolt holes (steel plate) =Rn1 337.5 kip
2. Rupture (steel plate) =Rn2 132.8 kip
3. Block shear (steel plate) =Rn3 199.2 kip
4. Shear in bolts =Rn4 111.3 kip
5. Block Shear (Aluminum Member) =Rn5 447.9 kip
6. Bolt bearing (Aluminum Member) =Rn6 153.9 kip
Governing Failure Mode
Safety Factor ≔Ω 10
=gov “4. Bolt Shear Strength”
≔Rn =min ⎛⎝ ,,,,,Rn1 Rn2 Rn3 Rn4 Rn5 Rn6⎞⎠ 111.3 kip
≔Rn =―RnΩ
11.133 kip
Design Load on Lug
≔P =――13500
2lbf 6750 lbf
Comparison of Demand to Capacity
=if
else
≤P Rn‖‖ “GOOD! :)”
‖‖ “NO GOOD :(”
“GOOD! :)”=―
P
Rn0.606
8018-195 Ross Cage Underslung design #2 Page 9 of 9
Ross Cage Structural Design Calculations Page 1 of 9
FERMI NATIONAL ACCELERATOR LABORATORY Long Baseline Neutrino Facility
Project #: 1800
Work Order #: 8018-195
Ross Cage Structural Design Calculations - ADDENDUM
Date: August 28, 2019 Revision: A
Prepared By:
Kevin Hanks, P.E.
FKCI Senior Civil/Structural Engineer
Checked By:
Wenjun Guo, PhD, P.E.
FKCI Civil/Structural Engineering Manager
Ross Cage Structural Design Calculations Page 2 of 9
1 DESIGN SUMMARY/PURPOSE/OVERVIEW
1.1 PURPOSE OF DOCUMENT
This document summarizes the calculations made for the Maintenance Deck Platforms. This is a supplemental structure that is attached to the Main Ross Cage only during maintenance activities. It is not considered part of the permanent structure
Ross Cage Structural Design Calculations Page 3 of 9
2 DESIGN CRITERIA/REFERENCE INFORMATION
2.1 DESIGN CODES
International Building Code IBC-2015 Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 Design Loads on Structures during Construction, ASCE 37-14 Building Code Requirements for Structural Concrete, ACI 318-11 Specifications for Structural Steel Buildings, AISC 360-10 Specifications for Aluminum Structures AA SAS30-10 Mine Safety and Health Administration Standards & Regulations MSHA CFR Title 30
Ross Cage Structural Design Calculations Page 4 of 9
2.2 DESIGN LOADS
Dead Loads
Dead Loads for the structure consist solely of the self-weight of the steel materials (HSS, Angles, Channels, Plates, Etc.) that make up the structure. Note that since the structure is symmetric, only 1 side of the structure is modelled.
Ross Cage Structural Design Calculations Page 5 of 9
Live Loads – Platform
Maintenance Deck Roof 20 psf
Maintenance Deck Platform 40 psf
Ross Cage Structural Design Calculations Page 6 of 9
Live Loads – Personnel Tie-off Points
There are (2) tie-off points on each corner post, 8 total. We consider the case where (2) tie-off points on a single post are used simultaneously. Each tie-off point supports 5000 lbs (vertical load) and 500 lbs (horizontal in both axis).
Ross Cage Structural Design Calculations Page 7 of 9
Soil Loads
N/A
Snow Loads
N/A
Rain Loads
N/A
Ice Loads
N/A
Seismic Loads
N/A
Wind Loads
N/A
Ross Cage Structural Design Calculations Page 8 of 9
3 CALCULATIONS/STRUCTURAL MODEL
Results of the Calculations are shown here for the two tie-off point situations. “Code Check” refers to the ratio of a member’s demand to capacity. A ratio less than 1.0 is good.
Ross Cage Structural Design Calculations Page 9 of 9
4 CONCLUSIONS
A structural model was created to analyze the Maintenance Deck structure. This is a supplemental structure attached to the main Ross Cage during maintenance activities.
Unlike the main cage (which is composed of mainly aluminum), the maintenance deck is composed of structural steel rolled shapes. It is bolted into the main deck at the 4 corners, as well as the middle over the main cage transom beam.
The structural model accounts for the dead load of the major structural materials used. It also accounts for a blanket live load over both the work deck below and the roof deck above. Additionally, it accounts for personnel tie-off points on each of the corner posts.
The structural analysis showed the members are adequate for the expected loads.