TRANSMITTAL - indico.fnal.gov

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



158 SEE ASSEMBLY DRAWINGWALL PANEL8018195-320-17115



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


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


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



DESIGN BY:

DRAWN BY:

CHECKED BY:

9/4/2018

FKC - LS

JAD

CLL

CLIENT

FKC - LAKESHORE

EVANSVILLE, IN


22 x 34PRELIMINARY

TITLE

ROSS

MAN / MATERIAL CAGE

GENERAL ARRANGEMENT

MAN / MATERIAL CAGE

C:\Vault W


V Files\18\1800 Sm


L R

oss Cage\8018195-320-01.idw

8/30/2019 3:25 PM

M

AK


X.XX = ±0.01



X.XXX = ±0.005



TOLERANCES:


















X.XXXX = ±0.0005

FRACTIONAL:

±

1

16" ACCUMULATIVE


PRELIMINARY



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


P2

10/25/18

JAD


CLL

P3

11/5/18

JAD


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


P5

6/5/19


P6

8/30/2019


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



DESIGN BY:

DRAWN BY:

CHECKED BY:

9/4/2018

FKC - LS

JAD

CLL

CLIENT

FKC - LAKESHORE

EVANSVILLE, IN


22 x 34PRELIMINARY

TITLE

ROSS

MAN / MATERIAL CAGE

SECTIONS AND DETAILS

MAN / MATERIAL CAGE

C:\Vault W


V Files\18\1800 Sm


L R

oss Cage\8018195-320-01.idw

8/30/2019 3:25 PM

M

AK



X.XX = ±0.01



X.XXX = ±0.005



TOLERANCES:


















X.XXXX = ±0.0005

FRACTIONAL:

±

1

16" ACCUMULATIVE


4'-9

1

4

" I.S. CAGE

4'-7

1

4

" I.S. DOOR GUIDES / FRAMING

12'-6

1

2

"

PRELIMINARY


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


P2

10/25/18

JAD


CLL

P3

11/5/18

JAD


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


P5

6/5/19


P6

8/30/2019



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



DESIGN BY:

DRAWN BY:

CHECKED BY:

9/4/2018

FKC - LS

JAD

CLL

CLIENT

FKC - LAKESHORE

EVANSVILLE, IN


22 x 34PRELIMINARY

TITLE

ROSS

MAN / MATERIAL CAGE

INSPECTION DECK ARRANGEMENT

MAN / MATERIAL CAGE

C:\Vault W


V Files\18\1800 Sm


L R

oss Cage\8018195-320-01.idw

8/30/2019 3:25 PM

M

AK


PRELIMINARY


13'-2

3

8

"

P1

10/15/18


P2

10/25/18

JAD

UPDATES PER DESIGN CHANGE REQUEST

CLL

P3

11/5/18

JAD


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


X.XX = ±0.01



X.XXX = ±0.005



TOLERANCES:


















X.XXXX = ±0.0005

FRACTIONAL:

±

1

16" ACCUMULATIVE


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


P5

6/5/19


P6

8/30/2019


SOUTH WALL ELEVATION - LOOKING NORTH

SCALE 1/2" = 1'-0"


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



DESIGN BY:

DRAWN BY:

CHECKED BY:

10/15/2018

FKC - LS

JAD

CLL

CLIENT

FKC - LAKESHORE

EVANSVILLE, IN


22 x 34PRELIMINARY

TITLE

ROSS

MAN / MATERIAL CAGE

MAINTENANCE DECK ARRANGEMENT

MAN / MATERIAL CAGE

C:\Vault W


V Files\18\1800 Sm


L R

oss Cage\8018195-320-02.idw

8/30/2019 3:27 PM

M

AK

PRELIMINARY



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


CLL


X.XX = ±0.01



X.XXX = ±0.005



TOLERANCES:


















X.XXXX = ±0.0005

FRACTIONAL:

±

1

16" ACCUMULATIVE


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


P4

6/5/19


P5

8/30/2019


REMOVABLE MESH PANELS


GUIDE TRANSPORT

SCALE 3/4" = 1'-0"


BRATTICE PANEL TRANSPORT

SCALE 3/4" = 1'-0"

FILE:

8018195-320-02.idw

DRAWING NO.

8018195-320-02

REV.

P4

SHEET: OF

2 3



DESIGN BY:

DRAWN BY:

CHECKED BY:

10/15/2018

FKC - LS

JAD

CLL

CLIENT

FKC - LAKESHORE

EVANSVILLE, IN


22 x 34PRELIMINARY

TITLE

ROSS

MAN / MATERIAL CAGE

GUIDE & BRATTICE TRANSPORT

MAN / MATERIAL CAGE

C:\Vault W


V Files\18\1800 Sm


L R

oss Cage\8018195-320-02.idw

8/30/2019 3:27 PM

M

AK


PRELIMINARY



X.XX = ±0.01



X.XXX = ±0.005



TOLERANCES:


















X.XXXX = ±0.0005

FRACTIONAL:

±

1

16" ACCUMULATIVE


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


P4

8/30/2019


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


105 SEE ASSEMBLY DRAWINGMAINT. DECK HANDRAIL8018195-320-72810



2687 SEE ASSEMBLY DRAWINGMAINT. DECK CANOPY8018195-320-7127

387 SEE ASSEMBLY DRAWINGROOF DOOR PANEL8018195-320-7046

132 SEE ASSEMBLY DRAWINGMAINT. DECK DOOR8018195-320-6925



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



DESIGN BY:

DRAWN BY:

CHECKED BY:

10/15/2018

FKC - LS

JAD

CLL

CLIENT

FKC - LAKESHORE

EVANSVILLE, IN


22 x 34PRELIMINARY

TITLE

ROSS

MAN / MATERIAL CAGE

MAINTENANCE DECK ARRANGEMENT

MAN / MATERIAL CAGE

C:\Vault W


V Files\18\1800 Sm


L R

oss Cage\8018195-320-02.idw

8/30/2019 3:27 PM

M

AK

PRELIMINARY



X.XX = ±0.01



X.XXX = ±0.005



TOLERANCES:


















X.XXXX = ±0.0005

FRACTIONAL:

±

1

16" ACCUMULATIVE



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


8018195-320-72


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


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 45 kip

Design Strength ≔Rn1 =+⋅1 Rn_1 ⋅⎛⎝ -numb 1⎞⎠ Rn_2 135 kip


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


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


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


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


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


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


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


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”


≔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








8018-195 Ross Cage underslung lug design #1 Page 1 of 9





⎛⎜⎜⎝―――

+db ―1

8in

2

⎞⎟⎟⎠

2.563 in

Bolt Row #2 ≔lc_2 =-s⎛⎜⎝

+db ―1

8in

⎞⎟⎠

2.125 in


+db ―1

8in

⎞⎟⎠

2.125 in

Nominal Strength

Bolt Row #1


=Rn_1 55.8 kip

Bolt Row #2


=Rn_2 55.8 kip

Bolt Row #3


=Rn_3 55.8 kip

Design Strength ≔Rn1 =++⋅3 Rn_1 ⋅3 Rn_2 ⋅3 Rn_3 502.2 kip



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


≔Rn_y =⋅Ag Fy_s 200.88 kip





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


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


-⎛⎝ +⋅2 s s1⎞⎠ ⋅2.5⎛⎜⎝

+db ―1

8in

⎞⎟⎠

⎞⎟⎠tpl

=Ant 3.294 in2


Nominal Strength


=Rn_2 264 kip

Bolock Shear Design Strength ≔Rn3 =min ⎛⎝ ,Rn_1 Rn_2⎞⎠ 263.5 kip



number of bolts ≔nb 9



2

40.442 in2




≔Rn4 =⋅nb Rn 167.0 kip



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


⎞⎟⎟⎠

‖‖ ⎛⎝ +⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv ⋅Fy_a Agt⎞⎠

≔Rn5 =Psr 808.8 kip



edge distance


bolt row #2 ≔de2 min⎛⎜⎝

,-s ⋅―1

2

⎛⎜⎝

+db ―1

8in

⎞⎟⎠

⋅1.5 db⎞⎟⎠

=de2 1.125 in


,-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



1. Bearing Strength @ bolt holes (steel plate) =Rn1 502.2 kip


3. Block shear (steel plate) =Rn3 263.5 kip


5. Block Shear (Aluminum Member) =Rn5 808.8 kip




=gov “4. Bolt Shear Strength”


Design Load on Lug

≔P 13500 lbf

Determination of Safety Factor

=if

else

≥―RnP

10.0

‖‖ “GOOD! :)”


“GOOD! :)”≔Ωactual =―RnP

12.37


≔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








8018-195 Ross Cage Underslung design #2 Page 1 of 9





⎛⎜⎜⎝―――

+db ―1

8in

2

⎞⎟⎟⎠

2.563 in


+db ―1

8in

⎞⎟⎠

2.125 in


+db ―1

8in

⎞⎟⎠

2.125 in

Nominal Strength

Bolt Row #1


=Rn_1 56.25 kip

Bolt Row #2


=Rn_2 56.25 kip

Bolt Row #3


=Rn_3 56.25 kip

Design Strength ≔Rn1 =++⋅2 Rn_1 ⋅2 Rn_2 ⋅2 Rn_3 337.5 kip



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


≔Rn_y =⋅Ag Fy_s 135 kip





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


-⋅1 s ⋅1⎛⎜⎝

+db ―1

8in

⎞⎟⎠

⎞⎟⎠tpl

=Ant 1.328 in2


Nominal Strength


=Rn_1 266 kip


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


-⎛⎝ +⋅1 s s1⎞⎠ ⋅1.5⎛⎜⎝

+db ―1

8in

⎞⎟⎠

⎞⎟⎠tpl

=Ant 1.992 in2


Nominal Strength


=Rn_2 199 kip

Bolock Shear Design Strength ≔Rn3 =min ⎛⎝ ,Rn_1 Rn_2⎞⎠ 199.2 kip



number of bolts ≔nb 6



2

40.442 in2




≔Rn4 =⋅nb Rn 111.3 kip



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


⎞⎟⎟⎠

‖‖ ⎛⎝ +⋅⎛⎝ ⋅0.6 Fu_a⎞⎠ Anv ⋅Fy_a Agt⎞⎠

≔Rn5 =Psr 447.9 kip



edge distance



,-s ⋅―1

2

⎛⎜⎝

+db ―1

8in

⎞⎟⎠

⋅1.5 db⎞⎟⎠

=de2 1.125 in


,-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



1. Bearing Strength @ bolt holes (steel plate) =Rn1 337.5 kip


3. Block shear (steel plate) =Rn3 199.2 kip


5. Block Shear (Aluminum Member) =Rn5 447.9 kip




=gov “4. Bolt Shear Strength”


≔Rn =―RnΩ

11.133 kip

Design Load on Lug

≔P =――13500

2lbf 6750 lbf

Comparison of Demand to Capacity

=if

else

≤P Rn‖‖ “GOOD! :)”


“GOOD! :)”=―

P

Rn0.606


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


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


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


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.


Live Loads – Platform

Maintenance Deck Roof 20 psf

Maintenance Deck Platform 40 psf


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).


Soil Loads

N/A

Snow Loads

N/A

Rain Loads

N/A

Ice Loads

N/A

Seismic Loads

N/A

Wind Loads

N/A


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.


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.

Documents

TRANSMITTAL - indico.fnal.gov