opm-0258-13 jeffrey enzler 09/29/2016 · pdf file23.08.2016 · fractions...

$: OPM-0258-13 Jeffrey Enzler 09/29/2016 · PDF file23.08.2016 · fractions ±1/32 detailed by designed by finish: 125 ±.02 ±.01 machined ±.005 third angle date date projection no$
“Access to Safe, Quality Healthcare Environments that Meet California’s Diverse and Dynamic Needs”

OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENTFACILITIES DEVELOPMENT DIVISION

STATE OF CALIFORNIA – HEALTH AND HUMAN SERVICES AGENCYOSH-FD-700 (REV 03/30/15) Page 1 of 2

APPLICATION FOR OSHPD PREAPPROVAL OF MANUFACTURER’S CERTIFICATION (OPM)

OFFICE USE ONLY

APPLICATION #: OPM-0258-13

OSHPD Preapproval of Manufacturer’s Certification (OPM)

Type: New Renewal Update to Pre-CBC 2013 OPA Number:

Manufacturer Information

Manufacturer: The Baker Company

Manufacturer’s Technical Representative: Larry McCarthy

Mailing Address: P.O. Drawer E, Sanford, Maine 04073

Telephone: (207) 324-8773 ext.374 Email: [email protected]

Product Information

Product Name: BioChemGARD

Product Type: Class II, Type B2, Biosafety cabinet

Product Model Number: BCG401 & BCG601

General Description: Biological Safety Cabinets, BioChemGARD Models, BCG401 & BCG601, floor mounted and wall

mounted anchorage.

Applicant Information

Applicant Company Name: The Baker Company

Contact Person: Larry McCarthy

Mailing Address: P.O. Drawer E, Sanford, Maine 04073

Telephone: (207) 324-8773 ext.374 Email: [email protected]

I hereby agree to reimburse the Office of Statewide Health Planning and Development review fees in accordance with the California Administrative Code, 2013.

Signature of Applicant: Date: 8/6/2015

Title: Product Engineer Company Name: The Baker Company

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Jeffrey EnzlerJeffrey Enzler

OPM-0258-13abinetabinet

09/29/2016

09/29/2016 OPM-0258-13: Reviewed for Code Compliance by Jeffrey Enzler Page 1 of 30

“Access to Safe, Quality Healthcare Environments that Meet California’s Diverse and Dynamic Needs”

OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENTFACILITIES DEVELOPMENT DIVISION

STATE OF CALIFORNIA – HEALTH AND HUMAN SERVICES AGENCYOSH-FD-700 (REV 03/30/15) Page 2 of 2

Registered Design Professional Preparing Engineering Recommendations

Company Name: Brandow and Johnston, Inc.

Name: Peter Maranian California License Number: SE 2720

Mailing Address: 700 South Flower Street, Suite 1800, Los Angeles, CA 90017

Telephone: (213) 596-4500 Email: [email protected]

OSHPD Special Seismic Certification Preapproval (OSP)

Special Seismic Certification is preapproved under OSP-(Separate application for OSP is required)

Special Seismic Certification is not preapproved

Certification Method(s)

Testing in accordance with: ICC-ES AC156 FM 1950-10

Other* (Please Specify):

*Use of criteria other than those adopted by the California Building Standards Code, 2013 (CBSC 2013) for component supports and attachments are not permitted. For distribution system, interior partition wall, and suspended ceiling seismic bracings, test criteria other than those adopted in the CBSC 2013 may be used when approved by OSHPD prior to testing.

Analysis

Experience Data

Combination of Testing, Analysis, and/or Experience Data (Please Specify):

List of Attachments Supporting the Manufacturer’s Certification

Test Report Drawings Calculations Manufacturer’s Catalog

Other(s) (Please Specify):

OFFICE USE ONLY – OSHPD APPROVAL VALID FOR CBC 2013 ONLY

Signature: Date: 09-29-2016

Print Name: Jeffrey Enzler

Title: DSE

Condition of Approval (if applicable):

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±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

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.X ±.02±.01

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SHEET

REV

THIS DRAWING AND ITS CONTENTS ARE THE PROPERTY OF THE BAKER COMPANY. THE

INFORMATION CONTAINED HERE ON MAY NOT BEUSED OR COPIED IN ANY MANNER WITHOUT THE WRITTEN PERMISSION OF THE BAKER COMPANY.

REV DESCRIPTION DATE DRN APP-BY APP-DATE

BioChemGARD e3, BCG401

BGA-BCG401-B2-4-111-Q Q

THE BAKER COMPANY 161 Gatehouse Rd., Sanford, Maine 04073 USA

“Creating Immaculate Atmospheres”

UNLESS OTHERWISE SPECIFIED

DO NOT SCALE DRAWING

REMOVE ALL BURRS AND SHARP EDGES

U.S. CUSTOMARY TOLERANCES: (INCHES)

1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

LMcCarthy

5/6/2011

5/6/2011

Class II, Type B2

Q UPDATED FOR SEISMIC APPROVAL 8/23/2016 LAM - -

1 OF 5

FRONT VIEW SIDE VIEW

5.44"138.09mm

25.63"650.9mm

9.94"252.58mm

50.79"1290.16mm

25.06"636.44mm

cg cg

AA

SECTION A-A

4.92"124.97mm

8.61"218.74mm

6.50"165.1mm

B

B

SECTION B-B1.00"25.4mm

10.00"254mm

12.00"304.8mm

3.75"95.25mm

4.50"114.3mm

WALL SEISMIC FOOT PRINTWALL SEISMIC

4 PLACES

1.87"47.4mmO .44"

11.11mm2X

54.77"1391.21mm

3/16" STAINLESS STEEL PLATEWITH (2) STIFFINING PLATES ON EACH SIDE. TYP.ASTM A240 TYPE 304, Fu= 75 KSI MIN

WELD WALL BRACKETTO CABINET AT SHOP 1/8

GENERAL NOTES: 1. THIS OSHPD PREAPPROVAL OF MANUFACTURER’S CERTIFICATION (OPM) IS

BASED ON THE CBC 2013. THE DEMAND (SEISMIC FORCES) FOR USE WITH THIS OPM SHALL BE BASED ON THE CBC 2013.

2. DESIGN SEISMIC ANCHORAGE FORCES PER ASCE 7-10 SECTION 13.3.1, EQUATIONS 13.3-1, 13.3-2, AND 13.3-3 WHERE SDS <= 2.0, z/h <= 1.0, ap = 1.0, lp = 1.5,AND Rp = 2.5. SEOR VERIFIES THAT SITE SPECIFIC COEFFICIENTS DO NOT EXCEED VALUES IN THIS OPM; OPM ENGR PROVIDES THIS VALUE FOR THE OPM TO DETERMINE THE DEMAND VALUES.

3. THIS PRE-APPROVAL IS APPLICABLE TO ANY LOCATION IN THE STATE OF CALIFORNIA, AT ANY HEIGHT WITHIN THE BUILDING WHERE SDS <= 2.0

4. MAXIMUM REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS.

5. THE CONCRETE WALL SHALL BE MIN. 8” THICK f’c = 3,000 PSI MIN. CONC. NW. THE MASONRY WALL DESIGNED AS “UNCRACKED” SHALL BE MIN. 8” THICK f’m = 1,500 PSI MIN. FULLY GROUTED.

6. ANCHOR BOLTS INTO (E) CONCRETE WALL TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC SPECIAL INSPECTION REQUIRED PER CBC 2013 SECTION 1705A.3. REFER TO ICC ESR REPORT FOR INSTALLATION REQUIREMENTS. TESTING OF EXPANSION ANCHORS PER 2013 CBC, 1913A.7.

7. ANCHOR BOLTS INTO (E) GROUT FILLED MASONRY WALL TO BE HILTI KB3 (ICC ESR-1385). CONTINUOUS SPECIAL INSPECTION REQUIRED PER CBC 2013 SECTION 1705A.4. REFER TO ICC ESR REPORT FOR INSTALLATION REQUIREMENTS. TESTING OF EXPANSION ANCHORS PER 2013 CBC, 1913A.7.

8. MAINTAIN 12” CLEARANCE FROM ANY EDGES OF (E) CONCRETE OR MASONRY WALL.

9. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE OR MASONRY WALL. DO NOT CUT ANY (E) REINFORCEMENTS.

10. THIS PRE-APPROVAL COVERS ONLY THE SUPPORTS & ATTACHMENTS OF THE UNIT TO THE STRUCTURE.

11. TORQUE TEST: A. TEST INSTALLED ANCHORS AT A RATE OF 50% IN THE PRESENCE OF

INSPECTOR OF RECORD. (I.O.R) B. ALL WEDGE ANCHORS (LOADED IN EITHER PULLOUT OR SHEAR) SHALL BE

TORQUED TO 25 FT-LBS FOR HILTI KB-TZ IN CONCRETE & 15 FT-LBS FOR HILTI KB3 IN MASONRY. TORQUED BOLTS SHALL BE RETESTED A MINIMUM OF 24 HOURS LATER AND SHALL NOT HAVE MORE THAN ½ TURN OF THE NUT.

C. WHERE ANCHORS FAIL TESTING, REPLACE DEFICIENT ANCHORS AND RETEST. TEST ALL ANCHORS OF THE SAME TYPE INSTALLED BY THE SAME TRADE AND NOT PREVIOUSLY TESTED.

12. WEDGE ANCHOR EMBEDMENT IS EQUAL TO EFFECTIVE EMBEDMENT AS DEFINED IN ICC-ESR REPORTS AND IS MEASURED TO END OF EXPANSION ELEMENT.

13. THE BUILDING SEOR SHALL VERIFY THAT:A. MASONRY IS DESIGNED AS “UNCRACKED” AS DEFINED IN ICC ES AC01

SECTION 2.3 SEOR SHALL PROVIDE CALCULATIONS TO SHOW THAT THE MASONRY WOULD NOT CRACK UNDER THE DESIGN EARTHQUAKE LOADS UNDER ALL SERVICE LOAD CONDITIONS; THE WALL HAS TO REMAIN ELASTIC.

B. MASONRY IS FULLY GROUTED IN ACCORDANCE WITH ICC ESR-1385 SECTION 3.2

C. CONDITION OF USE REQUIREMENTS IN ACCORDANCE WITH ICC ESR-1385 SECTION 5.0 IS SATISFIED.

D. THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM ANY NEW OR EXISTING ANCHOR. THE SPACING SHOWN IN DETAILS ARE A MINIMUM FOR THE BOLT SIZE SHOWN. THE REQUIRED SPACING FROM OTHER ANCHORS OF OTHER DIAMETERS AND EMBEDMENTS MAY VARY AND SHALL BE EVALUATED BY THE SEOR.

E. PROVIDE SUPPORTING STRUCTURE TO SUPPORT WEIGHTS & FORCES SHOWN IN ADDITION TO ALL OTHER LOADS.

F. THE STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. REFER TO MAXIMUM REACTIONS TO THE STRUCTURE.

G. THE INSTALLATION IS IN CONFORMANCE WITH THE 2013 CBC AND WITH THE NOTES AND DETAILS SHOWN IN THIS PRE-APPROVAL. VERIFY THAT THE EQUIPMENT’S ACTUAL WEIGHT, CG LOCATION, ANCHOR LOCATIONS, ANCHOR DETAILS AND THE MATERIAL AND GAGE OF THE UNIT WHERE ATTACHMENTS ARE MADE CONFORM TO THE INFORMATION SHOWN IN THIS PRE-APPROVAL. BLDG. SEOR TO VERIFY THAT THE PROJECT SPECIFIC VALUES OF SDS AND z/h RESULT IN SEISMIC FORCES THAT DO NOT EXCEED THE VALUES ON THE DETAILS.

H. THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC ESR.

V

V

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V

R R R R

C (OR) T

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V

(2) 3/8" O HILTI KB3WITH 2 1/2" EMBED. @ 10" C.C. TO(E) MASONRY WALLS (AVOID MASONRYJOINTS PER FIG.2 OF ESR-1385)OR HILTI KB TZ WITH 2" EMBED @ 10" C.C.TO (E) CONCRETE WALLS.SEE GENERAL NOTES. PROVIDEMIN. SPACING BETWEEN NEWAND EXISTING ADJACENTANCHORS GREATER OF 3XLONGER EMBEDMENT OR 8" MIN

WALL PER GENERAL NOTE #5

9.13"231.78mm

18.50"469.9mm

21.14"536.99mm

21.14"536.99mm

54.27"1378.36mmAT MAXIMUM

HEIGHT

48.66"1236.08mm

MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE

[LBS./POST]SLAB LOCATION Fp/Wp/1.4 V C T R

ELEV. SLAB 1.03 270 280 280 320ON GRADE 0.686 170 180 180 320

MAXIMUM OP. WT. = 800 LBS. (INCL. STAND)


HEIGHT

98.33"2497.64mm

25.74"653.72mm

15.68"398.32mm

AIR TIGHT DAMPER(OPTIONAL)

STAND PART OFBCG401 BY MFR

[SEE STAND ASSEMBLYDETAILS IN REFERENCE

SECTION]

MIN 5" N.W.CONCRETE

(f'c = 3000 PSI MIN)

TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.

WALL MOUNTED CONDITION

CABINET WALL MADE OF ASTM A1011, CS TYPE B, 16 GA.42 KSI TENSILE, Fy = 20 KSI MIN

12.00"304.8mm

MINTYP

EDGE OF WALL

PG 1 OF 28

FOR BASE TO STANDFRAME ATTACHMENTSEE SHEET 5 OF 5(PG 5 OF 28)

/ /201 OPM-0258-13: Reviewed for Code Compliance by Jeffrey Enzler Page 3 of 30

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OPM-0258-13131311P 1PP 1

10/03/2017/ 0/200000/0/0 0101010 771717170170

VERIFY WITH OWNER THAT THERE IS SUFFICIENT CLEARANCE BETWEEN EQUIPMENT AND WALL TO ENSURE THAT STERILE COMPOUNDING ROOM CLEANING PROCEDURES CAN BE ADEQUATELY MAINTAINED, IN ACCORDANCE WITH REGULATIONS ESTABLISHED BY THE STATE OF CALIFORNIA BOARD OF PHARMACY AND USP REGULATIONS.

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

SIZE

TITLE

DWG NO

SHEET

REV





BGA-BCG401-B2-5-111-Q Q







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

LMcCarthy

5/6/2011

5/6/2011

Class II, Type B2


2 OF 5

cg cg

25.06"636.44mm

50.79"1290.16mm

25.63"650.9mm

A ASECTION A-A

3.00"76.2mm

6.00"152.4mm

3.00"76.2mm

6.00"152.4mm

10.00"254mm

10.00"254mm

O .56"14.27mm4X

BASE PLATE DETAIL

1/4" STAINLESS STEEL PLATE

C (OR) T

54.38"1381.15mmMAX HEIGHT

21.14"536.99mm


21.14"536.99mm

V9.94"252.58mm


[LBS./POST]


SLAB LOCATION Fp/Wp/1.4 V C TELEV. SLAB 1.03 260 1360 960ON GRADE 0.686 160 970 570

SIDE VIEWFRONT VIEW

C (OR) T

V

25.74"653.72mm

15.68"398.32mm

C (OR) TC (OR) T

V V

98.44"2500.43mm


REFER TONOTE #7

TABULATED REACTIONS DO NOT REFLECT THE APPLICATION OF THEOVERSTRENGTH FACTOR ( o) TO ACCOUNT FOR ANCHORAGE TO CONCRETE.

ef

WELD AT SHOP 1/8

FLOOR MOUNT CONDITION

CABINET BASE MATERIAL WHERE STAND ATTACHES:ASTM A240, S30400, 16 GAUGE, 75 KSI TENSILE



2. DESIGN SEISMIC FORCES PER ASCE 7-10 SECTION 13.3.1, EQUATIONS 13.3-1, 13.3-2, AND 13.3-3 WHERE SDS<= 2.0, z/h <= 1.0, ap = 1.0, lp = 1.5, AND Rp = 2.5 FORELEVATED CONDITION; FOR SLAB-ON-GRADE CONDITION z/h = 0.0. SEOR VERIFIES THAT SITE SPECIFIC COEFFICIENTS DO NOT EXCEED VALUES IN THIS OPM; OPM ENGR PROVIDES THIS VALUE FOR THE OPM TO DETERMINE THE DEMAND VALUES.

3. THIS PRE-APPROVAL IS APPLICABLE TO ANY LOCATION IN THE STATE OF CALIFORNIA AT ANY HEIGHT WITHIN THE BUILDING WHERE SDS <= 2.0

4. MAX. REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS.

5. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE SLAB. DONOT CUT ANY (E) REINFORCEMENTS.


7. THE ELEVATED FLOOR SLAB SHALL BE MIN 6” THICK, 3000 PSI MIN. CONCRETE SOLID SLAB N.W. OR SAND L.W. CONCRETE FILL ABOVE METAL DECK SHALL BE MIN 3-1/4” THICK, 3000 PSI MIN. CONCRETE N.W. OR SAND L.W. THE SLAB ON GRADE SHALL BE MIN 6” THICK, 3000 PSI MIN N.W. CONCRETE.

8. ANCHOR BOLTS INTO (E) CONCRETE TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC SPECIAL INSPECTION REQUIRED PER CBC 2013 SECTION 1705A.3. REFER TO ICC ESR REPORT FOR INSTALLATION REQUIREMENTS. TESTING OF EXPANSION ANCHORS PER CBC 2013, 1913A.7 AND NOTE #11 BELOW.

9. BOLTS THROUGH CONCRETE ON METAL DECK OR ELEVATED SLAB SECTION: A. BOLTS SHALL BE TORQUED BY 3/4 TURN OF THE NUT AFTER SNUG TIGHT

(THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS REQUIRED TO BRING THE CONNECTED PLIES INTO FIRM CONTACT) CONDITION IS ACHIEVED, UNLESS NOTED OTHERWISE.

B. HOLES FOR BOLTS SHALL BE 1/16” LARGER THAN BOLT SIZE (HOLE SIZE = BOLT SIZE + 1/16”)

C. THROUGH BOLTS IN CONCRETE SHALL RECEIVE SPECIAL INSPECTION & TESTING (THROUGH BOLTS WITH STEEL-TO-STEEL CONNECTION IN TENSIONDO NOT REQUIRE TESTING) IN ACCORDANCE WITH REQIUREMENTS FOR POST-INSTALLED ANCHORS.

10. MAINTAIN 6” CLEARANCE FROM ANY EDGES OF (E) CONCRETE SLAB.11. TORQUE TEST:

A. TEST INSTALLED ANCHORS AT A RATE OF 50% IN THE PRESENCE OF INSPECTOR OF RECORD. (I.O.R.).

B. ALL WEDGE ANCHORS (LOADED IN EITHER PULLOUT OR SHEAR) SHALL BE TORQUE TESTED WITH CALIBRATED TORQUE WRENCH TO 25 FT-LBS FOR 3/8”DIA AND 40 FT-LBS FOR 1/2" DIA HILTI KB-TZ IN CONCRETE. THE SPECIFIED TORQUE SHALL BE ATTAINED WITHIN 1/2 TURN OF THE NUT. THE SPECIFIED TORQUE IS THE INSTALLATION VERIFICATION TEST LOAD. TORQUED BOLTS SHALL BE TESTED A MINIMUM OF 24 HOURS AFTER INSTALLATION AND SHALL NOT HAVE MORE THAN 1/2 TURN OF THE NUT.


12. WEDGE ANCHOR EMBEDMENT IS EQUAL TO EFFECTIVE MIN EMBEDMENT (hef) =3 ¼”; MIN EDGE DIST = 6”; f’c = 3 KSI MIN; ICC-ESR-1917.

13. RESPONSIBILITIES OF THE BUILDING SEOR:A. THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM

ANY NEW OR EXISTING ANCHOR. THE SPACING SHOWN IN DETAILS ARE A MINIMUM FOR THE BOLT SIZE SHOWN. THE REQUIRED SPACING FROM OTHER ANCHORS OF OTHER DIAMETERS AND EMBEDMENTS MAY VARY AND SHALL BE EVALUATED BY THE SEOR.

B. PROVIDE SUPPORTING STRUCTURE TO SUPPORT WEIGHTS & FORCES SHOWN IN ADDITION TO ALL OTHER LOADS.

C. THE BUILDING SEOR TO VERIFY THAT THE STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. REFER TO MAX. REACTIONS TO THE STRUCTURE.

D. SEOR TO VERIFY THAT THE INSTALLATION IS IN CONFORMANCE WITH THE 2013 CBC AND WITH THE NOTES AND DETAILS SHOWN IN THIS PRE-APPROVAL. VERIFY THAT THE EQUIPMENT’S ACTUAL WEIGHT, CG LOCATION, ANCHOR LOCATIONS, ANCHOR DETAILS AND THE MATERIAL AND GAGE OF THE UNIT WHERE ATTACHMENTS ARE MADE CONFORM TOTHE INFORMATION SHOWN IN THIS PRE-APPROVAL. BLDG. SEOR TO VERIFY THAT THE PROJECT SPECIFIC VALUES OF SDS AND z/h RESULT INSEISMIC FORCES THAT DO NOT EXCEED THE VALUES ON THE DETAILS.

E. BUILDING SEOR TO VERIFY THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC ESR.



SECTION]

PG 2 OF 28

NOTE:1. WHERE 2 BOLTS USED,

INSTALL DIAGONALLY.2. REFER TO FLOOR MOUNTED

ANCHOR BOLT SCHEDULE.IN DETAIL "B" FOR ELEV. SLAB

3. PROVIDE (2) 1/2" DIA X 3-1/4"EMBED (h ) HILTI KB-TZ AT S.O.G.

TUBING, O1-5/8", 16 GAASTM A240 S30400 TYPE 304,

75 KSI TENSILE

SECTION "B-B"THRU-BOLT ANCHORAGE DETAIL

AT CONCRETE OVER METAL DECK SLAB

THRU BOLTTYP.

ANGLETYP.

NO GAPS ALLOWED. ADD SHIMPLATES AS REQUIRED. TYP.

F.F.

CPOST AND ANGLE

L

1 1/2" MIN[38.1mm]

CONC. SLAB OR CONC. FILL OVER METAL DECK PER NOTE# 7

N.W. OR SAND L.W. CONC. (3,000 PSI MIN.)O1/2", A307 GR. A

THRU BOLTSTYP.

L3X3X1/4X2'-6" MIN.A36 AT EACH POST

INSTALL ANGLES PERPENDICULAR TO

DECK FLUTES OR MAINCONC. SLAB REBARS. NUTS ABOVE & BELOW ANGLE FLANGE,

TAPPED HOLE IN ANGLE FLANGE & BOTTOM NUT, OR DOUBLE NUTSBELOW ANGLE FLANGE W/TOP NUTTACK WELDED TO UNDERSIDE OFANGLE FLANGE.

B1

B1

MIN. 20 GA.METAL DECK

NOTE: PROVIDE MIN. SPACING BETWEEN NEW AND EXISTINGADJACENT ANCHORS GREATER OF 3X LONGER EMBEDMENT

OR 10" MIN.

12.00"304.8mm

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±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

SIZE

TITLE

DWG NO

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BGA-BCG601-B2-4-111-Q Q







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

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lmccarthy

LMcCarthy

5/6/2011

5/6/2011

Class II, Type B2

Q UPDATES FOR SEISMIC APPROVAL 8/23/2016 LAM - -

3 OF 5

5.44"138.09mm

25.63"650.9mm

9.68"245.82mm

74.79"1899.76mm

36.47"926.43mm

cg cg

AA

4.92"124.97mm

8.61"218.74mm

6.50"165.1mm

B

B

1.00"25.4mm

10.00"254mm

12.00"304.8mm

3.75"95.25mm

4.50"114.3mm

WALL SEISMIC FOOT PRINTWALL SEISMIC

4 PLACES

1.87"47.4mmO .44"

11.11mm2X

78.77"2000.81mm

3/16" STAINLESS STEEL PLATEWITH (2) STIFFINING PLATES ON EACH SIDE. TYP.ASTM A240 TYPE 304, Fu= 75 KSI MIN

WELD WALL BRACKETTO CABINET AT SHOP1/8

SECTION A-A SECTION B-B

72.66"1845.68mm


HEIGHT

22.02"559.19mm


HEIGHT

22.02"559.19mm

V

V

V

V

R R R R

9.13"231.78mm

18.50"469.9mm

WALL PER GENERAL NOTE#5.

C (OR) T

C (OR) T

V

V


[LBS./POST]SLAB LOCATION Fp/Wp/1.4 V C T R

ELEV. SLAB 1.03 380 390 390 440ON GRADE 0.686 240 250 250 440


38.32"973.33mm

15.95"405.08mm

98.33"2497.64mm


MIN 5" N.W.CONCRETE

(f'c = 3000 PSI MIN)

TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.

(2) 3/8" O HILTI KB3WITH 2 1/2" EMBED. @ 10" C.C. TO(E) MASONRY WALLS (AVOID MASONRYJOINTS PER FIG. 2 OF ESR-1385)OR HILTI KB TZ WITH 2" EMBED @ 10" C.C.TO (E) CONCRETE WALLS.SEE GENERAL NOTES. PROVIDEMIN. SPACING BETWEEN NEWAND EXISTING ADJACENTANCHORS GREATER OF 3XLONGER EMBEDMENT OR 8" MIN

12.00"304.8mm

MINTYP

EDGE OF WALL



2. DESIGN SEISMIC ANCHORAGE FORCES PER ASCE 7-10 SECTION 13.3.1, EQUATIONS 13.3-1, 13.3-2, AND 13.3-3 WHERE SDS <= 2.0, z/h <= 1.0, ap = 1.0, lp = 1.5,AND Rp = 2.5. SEOR VERIFIES THAT SITE SPECIFIC COEFFICIENTS DO NOT EXCEED VALUES IN THIS OPM; OPM ENGR PROVIDES THIS VALUE FOR THE OPM TO DETERMINE THE DEMAND VALUES.

3. THIS PRE-APPROVAL IS APPLICABLE TO ANY LOCATION IN THE STATE OF CALIFORNIA, AT ANY HEIGHT WITHIN THE BUILDING WHERE SDS <= 2.0

4. MAXIMUM REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS.

5. THE CONCRETE WALL SHALL BE MIN. 8” THICK f’c = 3,000 PSI MIN. CONC. NW. THE MASONRY WALL DESIGNED AS “UNCRACKED” SHALL BE MIN. 8” THICK f’m = 1,500 PSI MIN. FULLY GROUTED.

6. ANCHOR BOLTS INTO (E) CONCRETE WALL TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC SPECIAL INSPECTION REQUIRED PER CBC 2013 SECTION 1705A.3. REFER TO ICC ESR REPORT FOR INSTALLATION REQUIREMENTS. TESTING OF EXPANSION ANCHORS PER 2013 CBC, 1913A.7.

7. ANCHOR BOLTS INTO (E) GROUT FILLED MASONRY WALL TO BE HILTI KB3 (ICC ESR-1385). CONTINUOUS SPECIAL INSPECTION REQUIRED PER CBC 2013 SECTION 1705A.4. REFER TO ICC ESR REPORT FOR INSTALLATION REQUIREMENTS. TESTING OF EXPANSION ANCHORS PER 2013 CBC, 1913A.7.

8. MAINTAIN 12” CLEARANCE FROM ANY EDGES OF (E) CONCRETE OR MASONRY WALL.

9. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE OR MASONRY WALL. DO NOT CUT ANY (E) REINFORCEMENTS.


11. TORQUE TEST: A. TEST INSTALLED ANCHORS AT A RATE OF 50% IN THE PRESENCE OF

INSPECTOR OF RECORD. (I.O.R) B. ALL WEDGE ANCHORS (LOADED IN EITHER PULLOUT OR SHEAR) SHALL BE

TORQUED TO 25 FT-LBS FOR HILTI KB-TZ IN CONCRETE & 15 FT-LBS FOR HILTI KB3 IN MASONRY. TORQUED BOLTS SHALL BE RETESTED A MINIMUM OF 24 HOURS LATER AND SHALL NOT HAVE MORE THAN ½ TURN OF THE NUT.


12. WEDGE ANCHOR EMBEDMENT IS EQUAL TO EFFECTIVE EMBEDMENT AS DEFINED IN ICC-ESR REPORTS AND IS MEASURED TO END OF EXPANSION ELEMENT.

13. THE BUILDING SEOR SHALL VERIFY THAT: A. MASONRY IS DESIGNED AS “UNCRACKED” AS DEFINED IN ICC ES AC01

SECTION 2.3 SEOR SHALL PROVIDE CALCULATIONS TO SHOW THAT THE MASONRY WOULD NOT CRACK UNDER THE DESIGN EARTHQUAKE LOADS UNDER ALL SERVICE LOAD CONDITIONS; THE WALL HAS TO REMAIN ELASTIC.

B. MASONRY IS FULLY GROUTED IN ACCORDANCE WITH ICC ESR-1385 SECTION 3.2

C. CONDITION OF USE REQUIREMENTS IN ACCORDANCE WITH ICC ESR-1385 SECTION 5.0 IS SATISFIED.

D. THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM ANY NEW OR EXISTING ANCHOR. THE SPACING SHOWN IN DETAILS ARE A MINIMUM FOR THE BOLT SIZE SHOWN. THE REQUIRED SPACING FROM OTHER ANCHORS OF OTHER DIAMETERS AND EMBEDMENTS MAY VARY AND SHALL BE EVALUATED BY THE SEOR.

E. PROVIDE SUPPORTING STRUCTURE TO SUPPORT WEIGHTS & FORCES SHOWN IN ADDITION TO ALL OTHER LOADS.

F. THE STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. REFER TO MAXIMUM REACTIONS TO THE STRUCTURE.

G. THE INSTALLATION IS IN CONFORMANCE WITH THE 2013 CBC AND WITH THE NOTES AND DETAILS SHOWN IN THIS PRE-APPROVAL. VERIFY THAT THE EQUIPMENT’S ACTUAL WEIGHT, CG LOCATION, ANCHOR LOCATIONS, ANCHOR DETAILS AND THE MATERIAL AND GAGE OF THE UNIT WHERE ATTACHMENTS ARE MADE CONFORM TO THE INFORMATION SHOWN IN THIS PRE-APPROVAL. BLDG. SEOR TO VERIFY THAT THE PROJECT SPECIFIC VALUES OF SDS AND z/h RESULT IN SEISMIC FORCES THAT DO NOT EXCEED THE VALUES ON THE DETAILS.

H. THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC ESR.

WALL MOUNTED CONDITION

CABINET WALL MADE OF ASTM A1011, CS TYPE B, 16 GA.42 KSI TENSILE, Fy = 20 KSI MIN



SECTION]

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10/03/201777777771 7111 7/ / 77772

VERIFY WITH OWNER THAT THERE IS SUFFICIENT CLEARANCE BETWEEN EQUIPMENT AND WALL TO ENSURE THAT STERILE COMPOUNDING ROOM CLEANING PROCEDURES CAN BE ADEQUATELY MAINTAINED, IN ACCORDANCE WITH REGULATIONS ESTABLISHED BY THE STATE OF CALIFORNIA BOARD OF PHARMACY AND USP REGULATIONS.

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

SIZE

TITLE

DWG NO

SHEET

REV





BGA-BCG601-B2-5-111-Q Q







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

LMcCarthy

5/6/2011

5/6/2011

Class II, Type B2


4 OF 5

cgcg

36.47"926.43mm

74.79"1899.76mm 25.63"

650.9mm

A A

3.00"76.2mm

6.00"152.4mm

3.00"76.2mm

6.00"152.4mm

10.00"254mm

10.00"254mm

O .56"14.27mm4X

BASE PLATE DETAILSECTION A-A

1/4" STAINLESS STEEL PLATE


22.02"559.19mm

9.68"245.82mm


22.02"559.19mm


[LBS./POST]


SLAB LOCATION Fp/Wp/1.4 V C TELEV SLAB 1.03 340 1750 1200ON GRADE 0.686 220 1260 710

C (OR) T

V

SIDE VIEWFRONT VIEW

C (OR) T

V38.32"973.33mm 15.95"

405.08mm

98.44"2500.43mm

C (OR) TC (OR) T

V V


REFER TONOTE #7

TABULATED REACTIONS DO NOT REFLECT THE APPLICATION OF THEOVERSTRENGTH FACTOR ( o) TO ACCOUNT FOR ANCHORAGE TO CONCRETE.

FLOOR MOUNT CONDITION

WELD AT SHOP 1/8



2. DESIGN SEISMIC FORCES PER ASCE 7-10 SECTION 13.3.1, EQUATIONS 13.3-1, 13.3-2, AND 13.3-3 WHERE SDS<= 2.0, z/h <= 1.0, ap = 1.0, lp = 1.5, AND Rp = 2.5 FORELEVATED CONDITION; FOR SLAB-ON-GRADE CONDITION z/h = 0.0. SEOR VERIFIES THAT SITE SPECIFIC COEFFICIENTS DO NOT EXCEED VALUES IN THIS OPM; OPM ENGR PROVIDES THIS VALUE FOR THE OPM TO DETERMINE THE DEMAND VALUES.

3. THIS PRE-APPROVAL IS APPLICABLE TO ANY LOCATION IN THE STATE OF CALIFORNIA AT ANY HEIGHT WITHIN THE BUILDING WHERE SDS <= 2.0

4. MAX. REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS.

5. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE SLAB. DONOT CUT ANY (E) REINFORCEMENTS.


7. THE ELEVATED FLOOR SLAB SHALL BE MIN 6” THICK, 3000 PSI MIN. CONCRETE SOLID SLAB N.W. OR SAND L.W. CONCRETE FILL ABOVE METAL DECK SHALL BEMIN 3-1/4” THICK, 3000 PSI MIN. CONCRETE N.W. OR SAND L.W. THE SLAB ON GRADE SHALL BE MIN 6” THICK, 3000 PSI MIN N.W. CONCRETE.

8. ANCHOR BOLTS INTO (E) CONCRETE TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC SPECIAL INSPECTION REQUIRED PER CBC 2013 SECTION 1705A.3. REFER TO ICC ESR REPORT FOR INSTALLATION REQUIREMENTS. TESTING OF EXPANSION ANCHORS PER CBC 2013, 1913A.7 AND NOTE #11 BELOW.

9. BOLTS THROUGH CONCRETE ON METAL DECK OR ELEVATED SLAB SECTION: A. BOLTS SHALL BE TORQUED BY 3/4 TURN OF THE NUT AFTER SNUG TIGHT

(THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS REQUIRED TO BRING THE CONNECTED PLIES INTO FIRM CONTACT) CONDITION IS ACHIEVED, UNLESS NOTED OTHERWISE.

B. HOLES FOR BOLTS SHALL BE 1/16” LARGER THAN BOLT SIZE (HOLE SIZE = BOLT SIZE + 1/16”)

C. THROUGH BOLTS IN CONCRETE SHALL RECEIVE SPECIAL INSPECTION & TESTING (THROUGH BOLTS WITH STEEL-TO-STEEL CONNECTION IN TENSIONDO NOT REQUIRE TESTING) IN ACCORDANCE WITH REQIUREMENTS FOR POST-INSTALLED ANCHORS.

10. MAINTAIN 6” CLEARANCE FROM ANY EDGES OF (E) CONCRETE SLAB.11. TORQUE TEST:

A. TEST INSTALLED ANCHORS AT A RATE OF 50% IN THE PRESENCE OFINSPECTOR OF RECORD. (I.O.R.).

B. ALL WEDGE ANCHORS (LOADED IN EITHER PULLOUT OR SHEAR) SHALL BE TORQUE TESTED WITH CALIBRATED TORQUE WRENCH TO 25 FT-LBS FOR 3/8”DIA AND 40 FT-LBS FOR 1/2" DIA HILTI KB-TZ IN CONCRETE. THE SPECIFIED TORQUE SHALL BE ATTAINED WITHIN 1/2 TURN OF THE NUT. THE SPECIFIED TORQUE IS THE INSTALLATION VERIFICATION TEST LOAD. TORQUED BOLTS SHALL BE TESTED A MINIMUM OF 24 HOURS AFTER INSTALLATION AND SHALL NOT HAVE MORE THAN 1/2 TURN OF THE NUT.


12. WEDGE ANCHOR EMBEDMENT IS EQUAL TO EFFECTIVE MIN EMBEDMENT (hef) =3 ¼”; MIN EDGE DIST = 6”; f’c = 3 KSI MIN. ICC-ESR-1917.

13. RESPONSIBILITIES OF THE BUILDING SEOR:A. THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM

ANY NEW OR EXISTING ANCHOR. THE SPACING SHOWN IN DETAILS ARE A MINIMUM FOR THE BOLT SIZE SHOWN. THE REQUIRED SPACING FROM OTHER ANCHORS OF OTHER DIAMETERS AND EMBEDMENTS MAY VARY AND SHALL BE EVALUATED BY THE SEOR.

B. PROVIDE SUPPORTING STRUCTURE TO SUPPORT WEIGHTS & FORCESSHOWN IN ADDITION TO ALL OTHER LOADS.

C. THE BUILDING SEOR TO VERIFY THAT THE STRUCTURE IS ADEQUATEFOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. REFER TO MAX. REACTIONS TO THE STRUCTURE.

D. SEOR TO VERIFY THAT THE INSTALLATION IS IN CONFORMANCE WITHTHE 2013 CBC AND WITH THE NOTES AND DETAILS SHOWN IN THIS PRE-APPROVAL. VERIFY THAT THE EQUIPMENT’S ACTUAL WEIGHT, CG LOCATION, ANCHOR LOCATIONS, ANCHOR DETAILS AND THE MATERIAL AND GAGE OF THE UNIT WHERE ATTACHMENTS ARE MADE CONFORM TOTHE INFORMATION SHOWN IN THIS PRE-APPROVAL. BLDG. SEOR TO VERIFY THAT THE PROJECT SPECIFIC VALUES OF SDS AND z/h RESULT INSEISMIC FORCES THAT DO NOT EXCEED THE VALUES ON THE DETAILS.

E. BUILDING SEOR TO VERIFY THE CONCRETE MEETS THE REQUIREMENTSOF THE APPLICABLE ICC ESR.

CABINET BASE MATERIAL WHERE STAND ATTACHES:ASTM A240, S30400, 16 GAUGE, 75 KSI TENSILE



SECTION]

ef

NOTE:1. WHERE 2 BOLTS USED,

INSTALL DIAGONALLY.2. REFER TO FLOOR MOUNTED

ANCHOR BOLT SCHEDULE.IN DETAIL "B" FOR ELEV. SLAB

3. PROVIDE (2) 1/2" DIA X 3-1/4"EMBED (h ) HILTI KB-TZ AT S.O.G.

TUBING, O1-5/8", 16 GAASTM A240 S30400 TYPE 304,

75 KSI TENSILE

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INSTALL ANGLES PERPENDICULAR TO

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TAPPED HOLE IN ANGLE FLANGE & BOTTOM NUT, OR DOUBLE NUTSBELOW ANGLE FLANGE W/TOP NUTTACK WELDED TO UNDERSIDE OFANGLE FLANGE.

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FREE STANDING UNIT VERIFY WITH OWNER THAT THERE IS SUFFICIENT CLEARANCE BETWEEN EQUIPMENT AND WALL TO ENSURE THAT STERILE COMPOUNDING ROOM CLEANING PROCEDURES CAN BE ADEQUATELY MAINTAINED, IN ACCORDANCE WITH REGULATIONS ESTABLISHED BY THE STATE OF CALIFORNIA BOARD OF PHARMACY AND USP REGULATIONS

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

BSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV


-

BCGX01 BASE TO STAND FRAME ATTACHMENT

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1 2 3 4

A

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1 2 3 4

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lmccarthy 8/24/2016

- -5 OF 5

-ALL ITEMS MUST BE

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THIS DRAWING AND ITS CONTENTSARE THE PROPERTY OF THE

BAKER COMPANY. THEINFORMATION CONTAINED HERE

ON MAY NOT BE USED OR COPIEDIN ANY MANNER WITHOUT THE

WRITTEN PERMISSION OF BAKER.

161 Gatehouse Road Sanford, ME 04073Ph: 207-324-8773 / web: www.bakerco.com

±1' - 0°

C UPDATE FOR SEISMIC APPROVAL 8/23/2016 LAM - -

CABINET BASEASTM A240, 304 SS,

16 GAUGE, Fu= 75 ksi

CABINET STAND FRAME SIDESBAKER PART# 372W416 - RH SIDEBAKER PART# 372W415 - LH SIDE

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DCACATYTYTYYP ALYP ALCATYYPICALYP ALCATYYPI AYP ACAYPICAYP ACAIP CYP ALYP ALCATYYP ALYP ALCATYYPICALYP ALCATYYPICALYP ALCATYYPIYPY CAACAYPICAYP ACAY IP CIP C EDE

Jeffrey EnzlerzzEnznznzey ey zleernzleJ rey

OPM-0258-13PMOPOP 31111OOOOOOOOOOPM -1-002OPM

09/29/20169/229/2 169/222 200000009/2

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV

A ORIGINAL RELEASE - - - -


-

ASM, BASE BCG401, CP Right Seismic

372A130 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

8/24/2016

- 1 OF 2

ALL ITEMS MUST BERoHS COMPLIANT






±1' - 0°

53

17 1/2

76 1/2

DETAIL A

101

122

1328

371

111

101

11

TYPICAL OTHER SIDE

DETAIL B

351

251

30 9/16

327

337

361

351

1328

1328APPLY BLUE LOCTITE

A

B

C

C

C

CD

PG 6 OF 28

REFERENCE ONLY

09/29/2016 Page 8 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

ASM, BASE BCG401, CP Right Seismic

372A130 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

8/24/2016

- 2 OF 2







±1' - 0°

SECTION C-C

DETAIL D

2814

2

31

181

158

716

DETAIL E

61

141

DETAIL F1812

1

SECTION G-G311

201

ALIGNMENT PIN FORLOCATING EXHAUSTPLENUM.

TYPICAL OTHER END

15 37954 SCREW, 1/4-20"X 1-1/4" WH ZINC PLATEDSTEEL

8

14 372M104 GASKET, 1/4" X 1/2 GASKET,NEOPREME1/2X1/4

1

13 37951 SCREW, 1/4-20x3/8" WH,SELF-TAP

ZINC PLATEDSTEEL

28

12 366A216 CLAMP,SUPPLY ASM 2

11 372A204 BLOWER ASM, DD9-10A,3PH

1

10 372A203 Supply Plenum, ASM 1

9 11196 1/4-20 SEALED HEADINSERT

AHS3T-420-165BS

22


1

7 21638 #7500-1/4" THD SEALWASHER

ZINC PLATEDCRS

16

6 372W608 Panel, Rear, WLD 1

5* 372X621 Panel, Exhaust Plenum, LH SHEET, 16 GACRS

1


2

3 372X620 Panel, Exhaust Plenum, RH SHEET, 16 GACRS

1

2 372W219 Base, Exhaust Plenum,WLD

1

1 372W112 Frame, Base, CP Right,WLD

1

ItemNumber

DocumentNumber

Title Material Quantity

33 11334 Lockwasher, #8 ExternalTooth

steel 7

32 10496 #8-32 HEX NUT StainlessSteel, 304

7

31 372P415 Brace, Stand, Lateral SHEET, 12 GACRS

1

30 42025 SCREW,1/4"-20,1-1/2",WASH Steel 4

29 372W415 Stand, Side, LH, WLD 1

28 372W416 Stand, Side, RH, WLD 1

27 37953 SCREW,1/4-20x3/4" ZINC PLATEDSTEEL

6

26 10556 #1/4-20 HEX CAP NUT StainlessSteel, 304

9

25 37952 SCREW, 1/4-20x1/2" WH ZINC PLATEDSTEEL

1

24 10384 1/4-20 HEX BOLT x 1" 304 S.S. 4

23 11250 1/4-20 HEXHD,INSERT,OPEN AHS3-420-165

8

22 37878 1/2-13 HEX BOLT x 4" 304 S.S. 2

21 32352 1/2" FLAT WASHER NYLON 2

20 372X401 BRACE, BOTTOM, STAND SHEET, 12 GACRS

1

19 372A405 Clamping Channel, ASM 1


1

17* 11309 1/4" LOCKWASHER StainlessSteel, 304

5

16 11283 1/4" X 11/16" OD F.W. 304 SS 13

ItemNumber

DocumentNumber


238

238

922

922

111

101

11

291

11

304

716

281

276 APPLY BLUE LOCTITE

1328

716

DETAIL I9

2261

61

DETAIL H

201

238

191

381

269APPLY BLUE LOCTITE

1613

269

APPLY BLUE LOCTITE

1613

222

212

191

1613

244

185

201

342

311

E

F

G

GI

H

38 372W428 WLD, BRACE BCG401 StandSeismic

1

37 372W133 WLD, PLM BCG401 Top 1

36 372P170 FAB, PLM BCGX01 Left Side SHEET, 16 GACRS

1

35 372P169 FAB, PLM BCGX01 RightSide

SHEET, 16 GACRS

1

34 11287 1/2" FLAT WASHER 304 S.S. 2

ItemNumber

DocumentNumber


158

716

81

PG 7 OF 28

REFERENCE ONLY

09/29/2016 Page 9 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

ASM, BASE BCG601 CP Right Seismic

373A115 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

8/24/2016

- 1 OF 2







±1' - 0°

77

17 1/2

76 1/2

DETAIL A

101

122

1328

381

111 10

1

11

TYPICAL OTHER SIDE

DETAIL B

361

253

30 9/16

316

326

371

361

1328

1328

APPLY BLUE LOCTITEA

B

C

C

C

CD

PG 8 OF 28

REFERENCE ONLY

09/29/2016 Page 10 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

ASM, BASE BCG601 CP Right Seismic

373A115 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

8/24/2016

- 2 OF 2







±1' - 0°

SECTION C-C

DETAIL D

2814

2

31

181

158

716

DETAIL E

61

141

DETAIL F

1812

1

SECTION G-G

ALIGNMENT PIN FORLOCATING EXHAUSTPLENUM.

TYPICAL OTHER END

15 37954 SCREW, 1/4-20"X 1-1/4" WH ZINC PLATEDSTEEL

8


1

13 37951 SCREW, 1/4-20x3/8" WH,SELF-TAP

ZINC PLATEDSTEEL

28

12 366A216 CLAMP,SUPPLY ASM 2

11 372A204 BLOWER ASM, DD9-10A,3PH

1

10 373A200 Supply Plenum, ASM 1

9 11196 1/4-20 SEALED HEADINSERT

AHS3T-420-165BS

22


1

7 21638 #7500-1/4" THD SEALWASHER

ZINC PLATEDCRS

16

6 373W602 Panel, Rear, WLD 1

5* 372X621 Panel, Exhaust Plenum, LH SHEET, 16 GACRS

1


2

3 372X620 Panel, Exhaust Plenum, RH SHEET, 16 GACRS

1

2 373W205 Base, Exhaust Plenum,WLD

1

1 373W103 Frame, Base, CP Right,WLD

1

ItemNumber

DocumentNumber


33 373W402 WLD, BRACE BCG601 StandSeismic

1

32 11334 Lockwasher, #8 ExternalTooth

steel 6

31 10496 #8-32 HEX NUT StainlessSteel, 304

6

30 42025 SCREW,1/4"-20,1-1/2",WASH Steel 4

29 372W415 Stand, Side, LH, WLD 1

28 372W416 Stand, Side, RH, WLD 1

27 37953 SCREW,1/4-20x3/4" ZINC PLATEDSTEEL

6

26 10556 #1/4-20 HEX CAP NUT StainlessSteel, 304

11

25 37952 SCREW, 1/4-20x1/2" WH ZINC PLATEDSTEEL

3

24 10384 1/4-20 HEX BOLT x 1" 304 S.S. 4

23 11250 1/4-20 HEXHD,INSERT,OPEN AHS3-420-165

14

22 37878 1/2-13 HEX BOLT x 4" 304 S.S. 2

21 32352 1/2" FLAT WASHER NYLON 2

20 373X401 BRACE, BOTTOM, CASTERSTAND

SHEET, 12 GACRS

1

19 373A400 Clamping Channel, ASM 1


1

17 11309 1/4" LOCKWASHER StainlessSteel, 304

7

16 11283 1/4" X 11/16" OD F.W. 304 SS 15

ItemNumber

DocumentNumber


2314

2314

922

922

111

101

11

291

11

281

276

APPLY BLUE LOCTITE

1328

716

DETAIL I9

22

DETAIL H

201

2314

191

2611

APPLY BLUE LOCTITE

1615

2611

APPLY BLUE LOCTITE

1615

222

212

191

185

201

244

1615

61

158

716

716

304

1615

177

2611

352

341

E

F

G

GI

H

38 373W125 WLD, PLM BCG601 Top 1

37 372P170 FAB, PLM BCGX01 Left Side SHEET, 16 GACRS

1

36 372P169 FAB, PLM BCGX01 RightSide

SHEET, 16 GACRS

1

35 11287 1/2" FLAT WASHER 304 S.S. 2

34 373P403 Brace, Stand, Lateral,Front

SHEET, 12 GACRS

1

ItemNumber

DocumentNumber


PG 9 OF 28

REFERENCE ONLY

81

331

09/29/2016 Page 11 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

BSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV


-


- C





1 2 3 4

A

B

1 2 3 4

A

B

LMcCarthy 1/11/2016

- -1 OF 4

-ALL ITEMS MUST BE

RoHS COMPLIANT






±1' - 0°


STAND ONLYCABINET NOT SHOWN


REAR BRACEBAKER PART# 372P413

LATERAL BRACEBCG401 - BAKER PART# 372W428BCG601 - BAKER PART# 373W402

BOTTOM BRACEBCG401 - BAKER PART# 372X401BCG601 - BAKER PART# 373X401

TELESCOPING LEGBAKER PART# 336A404

FLOOR SEISMIC MOUNTBAKER PART# 372W421

REFERENCE ONLY

PG 10 OF 28

C

09/29/2016 Page 12 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

BSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV


-


- C





1 2 3 4

A

B

1 2 3 4

A

B

LMcCarthy 1/11/2016

- -2 OF 4

-ALL ITEMS MUST BE

RoHS COMPLIANT






±1' - 0°

C UPDATE FOR SEISMIC APPROVAL 8/23/2016 LAM - -REFERENCE ONLY

FRONT RIGHT SIDE REAR

50 13/16 [BCG401]74 13/16 [BCG601]

26 3/4" MINIMUM33 1/4" MAXIMUM

25 5/8

BOTTOM

CABINET BASE FRAME

10

FLOOR SEISMIC MOUNTBAKER PART# 372W421

17 1/2


A

DETAIL A

2 1/16

11 1/2

45°

STAND FRAME

C

C

PG 11 OF 28

09/29/2016 Page 13 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

BSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV


-


- C





1 2 3 4

A

B

1 2 3 4

A

B

LMcCarthy 1/11/2016

- -3 OF 4

-ALL ITEMS MUST BE

RoHS COMPLIANT






±1' - 0°


CABINET BASEASTM 240, 304 SS,

16 GAUGE, Fu= 75 ksi


STEEL HEX WASHER HEAD CAP SCREW, ASME B18.6.3,1/4-20, 60 ksi TENSILE

B

DETAIL BTYPICAL OTHER SIDE

CLAMPING CHANNELBCG401 - BAKER PART# 372X403BCG601 - BAKER PART# 373X402[NOTE: NOT A STAND BRACE]

PG 12 OF 28

REFERENCE ONLY

SECTION C-CFROM SHEET 2

D

DETAIL D

AVK THREADED INSERT, 1/4"-20AVK PART# AHS3T-420-165-BSRATED FOR 1176 Lbs PULL-OUT

CABINET BASEASTM 240, 304 SS,16 GAUGE, Fu= 75 ksi

STEEL HEX WASHER HEAD CAP SCREW, 1/4"-20ASME B18.6.3, 60ksi TENSILE


E

DETAIL E

BOTTOM BRACEBCG401 - BAKER PART# 372X401BCG601 - BAKER PART# 373X401

AVK THREADED INSERT, 1/4"-20AVK PART# AHS4-420-165

RATED FOR 2020 Lbs PULL-OUT

CLAMPING CHANNELBCG401 - BAKER PART# 372X403BCG601 - BAKER PART# 373X402

[NOTE: NOT A STAND BRACE]

09/29/2016 Page 14 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

BSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV


-


- C





1 2 3 4

A

B

1 2 3 4

A

B

LMcCarthy 1/11/2016

- -4 OF 4

-ALL ITEMS MUST BE

RoHS COMPLIANT






±1' - 0°


REAR ISO VIEW

F

DETAIL F



LATERAL BRACEBCG401 - BAKER PART# 372W428BCG601 - BAKER PART# 373W402

STEEL HEX WASHER HEAD CAP SCREW, ASME B18.6.3,1/4-20, 60 ksi TENSILE

HEX HEAD SCREW, 3/8"-1618-8 SS, TENSILE = 75 ksi

REFERENCE ONLY

CAP NUT, 1/4"-20, 18-8 SS


CAP NUT, 1/4"-20, 18-8 SS


AVK THREADED INSERT, 1/4"-20AVK PART# AHS4-420-165RATED FOR 2020 Lbs PULL-OUT

PG 13 OF 28

C

LATERAL BRACEBCG401 - BAKER PART# 372W428BCG601 - BAKER PART# 373W402 C

09/29/2016 Page 15 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV





0.3815

Brace, Stand

372P413 A







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

LMcCarthy

3/22/2011

3/22/2011

ASTM A1011SS Grade 50,12 Ga, Fy = 0 ksi MIN

1 OF 1

2.188

.256

.750TYP

1.500TYP

.495

1.500

15.500

11.125

2.000 11.500

O .3754X

1.000

2.756

FLAT PATTERN

R .125 TYP

3.544

15.500

.894

ALL BENDS ARE DOWN 90 DEG.UNLESS OTHERWISE SPECIFIED.

45°

R .151

REFERENCE ONLY

PG 14 OF 28

09/29/2016 Page 16 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

WLD, BRACE BCG401 Stand Seismic

372W428 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

8/24/2016

- 1 OF 1







±1' - 0°

ASTM A1011SS Grade 50, 12Ga,Fy = 50 ksi MIN

2 372P432 FAB, BRACE BCG401 Seismic SHEET, 12 GA CRS 1

1 372P415 Brace, Stand, Lateral SHEET, 12 GA CRS 1

ItemNumber

DocumentNumber Title Material Qty

1 48 1/2

50 1/2

2 3/8

2 1/4

1/16 2-6

1/16 2-6

KEEP EXPOSED OVERLAP ON THIS SIDE

21

11

11

21

REFERENCE ONLY

PG 15 OF 28

SEE MATERIALNOTE IN TITLE BLOCK

09/29/2016 Page 17 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

CSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV


INFORMATION CONTAINED HERE ON MAY NOT BE USED OR COPIED IN ANY MANNER WITHOUT THE WRITTEN PERMISSION OF THE BAKER COMPANY.


C CHANGED SIDE STAND TOPAND ADDED CAPS

6/17/2011 LAM - -

Stand, Side, WLD

372W414 C







1 2 3 4

A

B

C

D

1 2 3 4

A

B

C

D

lmccarthy 4/12/2011

LMcCarthy 4/12/20111 OF 1

17 1/2

27 7/82 1/4

TYP

G

2 1/4

21 ASTM A1011SS Grade 50, 12 Ga, Fy= 50 ksi MIN


18 3/4

TYP

G

4 1/2

1/8

20 1/8

7/16

42

ASTM A1011SS Grade 50, 18 Ga, Fy= 50 ksi MIN


42

ASTM A1011SS Grade 50, 18 Ga, Fy= 50 ksi MIN

C C

C

WELD ALL AROUNDTYP

12 ASTM A570 Grade 50, 12 Ga, Fu= 65 ksi

12ASTM A570 Grade 50, 12 Ga, Fu= 65 ksi

PG 16 OF 28

REFERENCE ONLY

4 372P422 Cap, Side Stand SHEET, 18 GACRS

2

3 372P421 Side Stand, Top SHEET, 12 GACRS

1

2 372P416 Channel, Stand, Side, Horiz SHEET, 12 GACRS

1

1 372P417 Tubing, Vertical, BCG, CRS #22F10UNISTRUTTUBING

2

ItemNumber

DocumentNumber


09/29/2016 Page 18 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

CSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV




B MADE CHANGES TO 372W414 6/17/2011 LAM - -

Error: No reference

Stand, Side, LH, WLD

372W415 B







1 2 3 4

A

B

C

D

1 2 3 4

A

B

C

D

lmccarthy 4/12/2011


27 7/8

2 11/16

1

2 11/16

1

18 3/4

2 10771 WELDSTUD, 1/4-20 X 1/2" StainlessSteel, 304

6

1 372W414 Stand, Side, WLD 1

ItemNumber

DocumentNumber


26

11

1/2

2 1/4

26 ASTM A-276 302HQ, Fu= 70 ksi

3/4

10 5/8

2 1/8

20 1/8

B

B

PG 17 OF 28

REFERENCE ONLY

09/29/2016 Page 19 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

CSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV




B MADE CHANGES TO 372W414 6/17/2011 LAM - -

-

Stand, Side, RH, WLD

372W416 B







1 2 3 4

A

B

C

D

1 2 3 4

A

B

C

D

lmccarthy 4/12/2011


2 10771 WELDSTUD, 1/4-20 X 1/2" StainlessSteel, 304

6

1 372W414 Stand, Side, WLD 1

ItemNumber

DocumentNumber


27 7/8

2 11/16

1

2 11/16

1

2 1/4

1/2

11

26

3/4

26

ASTM A-276 302HQ, Fu= 70 ksi

10 5/8

2 1/8

18 3/4

4 1/2

20 1/8

B

B

REFERENCE ONLY

PG 18 OF 28

09/29/2016 Page 20 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV





1.6395

ASTM A1011SS Grade 50, 12 Ga,Fy= 50 ksi MIN

BRACE, BOTTOM, STAND

372X401 A







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

LMcCarthy

2/4/2011

2/4/2011 1 OF 1

9.430 29.890

.563

.750

48.750

4X .382 HEX HOLE

2.203

.827 .550

.597

.6812.000

.750

2X .382 HEX HOLETYP OTHER END

FLAT PATTERN

52.118

4.530

2.097

.644


A

DETAIL A

TYP

REFERENCE ONLY

PG 19 OF 28

09/29/2016 Page 21 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV





2.789

ASTM A1011SS Grade 50, 12 Ga,Fy = 50 ksi MIN

Channel, Clamping

372X403 A







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

5/4/2016

- 1 OF 1

50.754

1.495

.698 HEX HOLE2 PLCS

2.250

2.990

FLAT PATTERN

52.545

2.144

2.144

7.067


2.144 2.144

1.000

52.754

REFERENCE ONLY

PG 20 OF 28

09/29/2016 Page 22 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

WLD, BRACE BCG601 Stand Seismic

373W402 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

8/24/2016

- 1 OF 1







±1' - 0°

ASTM A1011SS Grade 50, 12Ga,Fy = 50 ksi MIN

2 3/8

2 1/4

1/16 2-6

1/16 2-6

1 72 1/2

74 1/2

2 373P405 FAB, BRACE BCG601 Seismic SHEET, 12 GA CRS 1

1 373P402 Brace, Stand, Lateral, Rear SHEET, 12 GA CRS 1

ItemNumber


11

21 KEEP EXPOSED OVERLAP ON THIS SIDE

REFERENCE ONLY

PG 21 OF 28

SEE MATERIALNOTE IN TITLE BLOCK

09/29/2016 Page 23 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV





2.3945


BRACE, BOTTOM, CASTER STAND

373X401 A







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

LMcCarthy

4/26/2011

4/26/2011 1 OF 1

9.430 53.890

.563

.750

72.750

4X .382 HEX HOLE

2.203

.827 .550

.597

.6812.000

.750

2X .382 HEX HOLETYP OTHER END

FLAT PATTERN

76.118

4.530

2.097

.644


A

DETAIL A

TYP

1.790

REFERENCE ONLY

PG 22 OF 28

09/29/2016 Page 24 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV





3.9668


Channel, Clamping

373X402 A







1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

5/4/2016

- 1 OF 1

74.754

1.495

.698 HEX HOLE2 PLCS

2.250

2.990

FLAT PATTERN

76.545

2.144

2.144

7.067


1.000

76.754

TYP

2.144 2.144

REFERENCE ONLY

PG 23 OF 28

09/29/2016 Page 25 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

CSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

ASM, LEG, Inner Seismic

372A407 A





1 2 3 4

A

B

C

D

1 2 3 4

A

B

C

D

lmccarthy 5/4/2016

- -1 OF 1

-ALL ITEMS MUST BE

RoHS COMPLIANT






±1' - 0°

31 ASTM A240 S30400 TYPE 304, 12 Ga.

11

2

2

22

3 372W420 WLD, LEG InnerSeismic

1

2 11796 5/16" HOLE,PLUG#SS-51034

CHROMEPLATED STEEL

2

1 43800 SPC, EQP LEG, 3" HTADJ

1

ItemNumber


REFERENCE ONLY

PG 24 OF 28

09/29/2016 Page 26 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

BSQUARE FOOTAGE

-

SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

WLD, LEG Inner Seismic

372W420 A





1 2 3 4

A

B

1 2 3 4

A

B

lmccarthy 5/4/2016

- -1 OF 1

-ALL ITEMS MUST BE

RoHS COMPLIANT






±1' - 0°

G

21ASTM A240 S30400 TYPE 304, 12 Ga.

17.5

12

1

2

11

2 372P425 PUR, LEG Inner Seismic 12GaSS

Buy Part 1

1 333659 WELDMENT, END PLATE 1

ItemNumber


REFERENCE ONLY

PG 25 OF 28

09/29/2016 Page 27 of 30

±1/32FRACTIONS

DETAILED BY

DESIGNED BY

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

DATE

DATE

PROJECTIONNO 4

ANGULARSHEET METAL

±.010±.03±.06

DSQUARE FOOTAGE

-SCALE

MATERIALSIZE

TITLE

DWG NO

SHEET

REV



-

WLD, BCGX01 Floor Seismic Plate

372W421 A





1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

lmccarthy

-

-

6/21/2016

- 1 OF 1







±1' - 0°

5.00

5.00

10.00TYP

2.00O

5.00MAX

1.63O.25

REMOVE NYLON END CAPAND DISCARD BEFORE WELDING1/8

6.00TYP

2 372P426 PUR, EQP LEG (Modify SPC43800)

1

1 333P463 Seismic, Floor Plate - 10 InchOctagonal

PLATE, 1/4 2B V1S304SS

1

ItemNumber


21

11

21

11

PG 26 OF 28

REFERENCE ONLY

09/29/2016 Page 28 of 30

PART MUST BE RoHS COMPLIANTADWG SIZE:

DRN: DATE: DATE:CKR:Almccarthy 6/21/2016 1 OF 1

SPEC CONTROL NO: REV:

SS304MAT'L

TITLE:

MANUFACTURERS PART NO -

- -

372P426

PUR, EQP LEG (Modify SPC#43800)

PART MUST BE UL LISTED

PART CARRIES THE CE MARK

DESCRIPTION APP-BYDRN APP-DATEREV DATE

-- -ORIGINAL RELEASE -A

LAST MANUFACTURERDANIEL PAYEUR OR EQUIVALENT

161 Gatehouse Road Sanford, ME 04073 Ph: 207-324-8773 / web: www.bakerco.com

5.00MAX

3/4-10 UNC THREADED STUD

.75

O 2.00

BLACK THERMOPLASTIC GLIDE

MATERIAL: SS304, SATIN FINISHSTATIC LOAD RATING: 2000 LBS[900kg]NSF COMPLIANTCOMMENT: SPEC#43800 IS IDENTICAL TOCOMPONENT HARDWARE P/N A95-8048-C

CUT 1.50" OFF ENDOF BOTH PARTS.

BAKER SPEC#43800

FOR BCGX01 SEISMIC FLOOR PLATE APPLICATION

PG 27 OF 28

REFERENCE ONLY

09/29/2016 Page 29 of 30

WELDMENT, END PLATE

333659

APPROVED

DHB

DATE

04/03/03

±1/32FRACTIONS

CHECKED

-

LAMDRAWN

FINISH: 125

DECIMALS

.XXX

.XX

.X ±.02±.01

MACHINED

±.005 THIRD ANGLE

2/10/2000

DATE

DATE

-

PROJECTIONNO 4

±0'-30° (.5°)

ANGULARSHEET METAL

±.010±.03±.06

BNEXT ASSY

1=1

SCALE

TYPE. GAUGE

MATL / THICKNESSSIZE

TITLE

DWG NO

A

1OF 1

SHEET

REV








THE BAKER COMPANY, INC.

SANFORD, MAINE 04073 U.S.A.“creating immaculate atmospheres”

A ORIGINAL RELEASE - -- -

2 10506 3/4-10 HEX NUT StainlessSteel, 304

1

1 333658 END PLATE 2" X 2" SHEET, 11 GA#4 V1S304SS

1

ItemNumber

DocumentNumber


11 ASTM A240 TYPE 304, 11 Ga, Fu= 75 ksi

21G

2

2

1

1

.66

REFERENCE ONLY

PG 28 OF 28

09/29/2016 Page 30 of 30

opm-0258-13 jeffrey enzler 09/29/2016 · pdf file23.08.2016 · fractions...

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