oshpd preapproval of manufacturer's …...jeffreyjeffre y.y kikumotokik moto abinetopm-0064-13...

OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENTFACILITIES DEVELOPMENT DIVISION

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

STATE OF CALIFORNIA – HEALTH AND HUMAN SERVICES AGENCYOSH-FD-700 (REV 5/30/13) of 2

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

OFFICE USE ONLY

APPLICATION #: OPM-0064-13

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: SterilGARD

Product Type: Class II, Type A2, Biosafety Cabinet

Product Model Number: SG404, SG504, & SG604

General Description: Biological Safety Cabinets, SterilGARD Models, SG404, SG504, & SG604, 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: 10/3/2013

Title: Product Engineer Company Name: The Baker Company

04/23/2014 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto Page 1 of 11

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04/23/2014

OFFICE OF STATEWIDE HEALTH PLANNING AND DEVELOPMENTFACILITIES DEVELOPMENT DIVISION

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

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) 596-4575 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 no preapproved

Certification Method(s)

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

Other* (Please Specify):

Testing was performed in accordance with ICC-ES AC156 (dated 12/17 & 18/2007)

*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: April 23, 2014

Print Name: Jeffrey Y. Kikumoto

Title: Senior Structural Engineer

Condition of Approval (if applicable):

STATE OF CALIFORNIA – HEALTH AND HUMAN SERVICES AGENCYOSH-FD-700 (REV 5/30/13) of 2

04/23/2014 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto Page 2 of 11

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±1/32FRACTIONS

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DRAWN

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

REV DESCRIPTION DATE DRN APP-BY APP-DATE

STERILGARD, SG404

BGA-SG404-A2-1-4-111R G

1 2 3 4 5 6 7 8

1 2 3 4 6 7 8

A

B

C

D

A

B

C

D

CLASS II TYPE A2

LMcCarthy 10/2/2013

- -

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

INFORMATION CONTAINED HEREON MAY NOT BEUSED OR COPIED IN ANY MANNER WITHOUT THEWRITTEN PERMISSION OF THE BAKER COMPANY

UNLESS OTHER SPECIFIEDDO NOT SCALE DRAWING

U.S. CUSTOMARY TOLERANCES: (INCHES)REMOVE ALL BURRS AND SHARP EDGES

- SEE REV. F FOR ALL PAST REVISIONS LISTED - - - -

G UPDATED DRAWING PER PE COMMENTS 4/22/2014 LAM - -

WALL MOUNTED

MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE

[LBS./POST]SIDE VIEW

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

2013. THE DEMAND (DESIGN 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. Fp/Wp/1.4 <=1.03 AND 0 = 2.5.

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. THIS PRE-APPROVAL COVERS ONLY THE SUPPORT & ATTACHMENTS OF THE UNIT TO THE HOSPITAL BUILDING’S STRUCTURE.

5. MAXIMUM REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLESTRESS DESIGN LOADS. SEE NOTES BELOW FOR SEOR’S RESPONSIBILITIES.

6. THE CONCRETE WALL SHALL BE MIN. 8” THICK f’c = 3,000 PSI MIN. CONC. N.W. OR SAND L.W.. THE MASONRY WALL SHALL BE MIN. 8” THICK f’m = 1,500 PSI MIN. FULLY GROUTED.

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

8. ANCHOR BOLTS INTO (E) GROUT FILLED MASONRY WALL TO BE HILTI KB3 (ICC ESR-1385). CONTINUOUS 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. SEE NOTE# 16 FOR SEOR RESPONSIBILITIES.

9. MAINTAIN 12” CLEARANCE FROM ANY EDGES OF (E) CONCRETE OR MASONRY WALL. 10. 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). A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO OSHPD.

B. ALL WEDGE ANCHORS (LOADED IN EITHER PULLOUT OR SHEAR) SHALL BE TORQUE-TESTED WITH CALIBRATED TORQUE WRENCH TO 25 FT-LBS FOR HILTI KB-TZ IN CONCRETE & 15 FT-LBS FOR HILTI KB3 IN MASONRY. THE SPECIFIED TORQUE SHALL BE ATTAINED WITHIN ½ 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 ½ TURN OF THE NUT.

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

12. WEDGE ANCHOR EMBEDMENT IS EQUAL TO EFFECTIVE MIN. EMBEDMENT (hef) AS DEFINED INICC-ESR REPORTS.

13. SEOR TO VERIFY THAT THE INSTALLATION IS IN CONFORMANCE WITH THE 2013 CBC AND WITHTHE 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 PROJECT SPECIFIC VALUES OF SDS & z/h RESULT IN SEISMIC FORCES (Eh, Ev) THAT DO NOT EXCEED THE VALUES ON THEDETAILS.

14. THE BUILDING SEOR TO VERIFY THAT THE (N) OR (E) STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. PROVIDE & DESIGN SUPPLEMENTARY FRAMING MEMBERS AS REQ’D. REFER TO MAXIMUM REACTIONS TO THE STRUCTURE.

15. SEOR SHALL VERIFY THAT:A. MASONRY IS NOT CRACKED AS DEFINED IN ICC-ES AC01 SECTION 2.3. SEOR SHALL

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

B. MASONRY IS FULLY GROUTED IN ACCORDANCE W/ ESR-1385 SECTION 3.2; C. CONDITION OF USE REQUIREMENTS IN ACCORDANCE W/ ESR-1385 SECTION 5.0 IS

SATISFIED. 16. RESPONSIBILITIES OF THE SEOR OF THE BLDG.:

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

17. BLDG. SEOR TO VERIFY THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC-ES ESR.

SLAB LOC'N Fp/Wp/1.4 V C T RELEV. SLAB 1.03 180 190 190 250ON GRADE 0.64 110 120 120 250

MAXIMUM OP. WT. = 681 LBS.[INCLUDING STAND & OPTIONAL FLEXAIR]

FRONT VIEW

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1 OF 6

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OPM SHEETNUMBER

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3.880"98.6mm

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(2) 3/8" O HILTI EXPANSION BOLTSWITH 3 1/2" EMBED.(hef) @ 10" C.C. TO(E) CONCRETE OR MASONRY WALLS.SEE GENERAL NOTES #7 & #8.PROVIDE MIN. SPACINGBETWEEN NEW ANDEXISTING ADJACENT ANCHORS GREATER OF3X LONGER EMBEDMENTOR 10" MIN.

FLEXAIR CEC(OPTIONAL)

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16.3

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REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH

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STANDFOR SG404PER REF-1 THRU REF-3BY MFG.

24.465"621.4mm

19.826"503.6mm

44.291"1125mm

104.494"2654.1mm

96.017"2438.8mm

63.820"1621mm

AT MAXIMUMHEIGHT

27.191"690.6mm

10.000"254mm

55.106"1399.7mm

1.866"47.4mm TYP

CABINET BACKPANEL 16GA.ASTM A1008 CS B

CABINET BACKPANEL 16GA.304SS

39.750"1009.6mm

MIN.

7.500"190.5mm

MAX.

5.126"130.2mm

5.126"130.2mm

4.244"107.8mm

TYP AT SIDE ANDREAR MOUNT PLATES

1/16

12.815"325.5mm

12.510"317.8mm4.155"105.5mm

25.325"643.3mm

SIDE MOUNTPLATES (4 TOTAL)

BY MFG.14 GA, 304 SS

W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.

27.191"690.6mm

63.820"1621mm

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

1.000"25.4mm TYP

NOTE:THE WALL SEISMIC RESTRAINTSHAVE PASSED TESTING USING AC156ACCEPTANCE CRITERIA FOR SEISMICQUALIFICATION BY SHAKE TABLETESTING OF NON-STRUCTURALCOMPONENTS AND SYSTEMS.

OPM-0064-13

MIN. 4" CONC. S.O.G.NW. f'c = 3,000 PSI MIN.

4/22/144/22/1404/23/14

/ /201 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto of 11

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Jeffrey Y. Kikumoto KKK .

OPM-0064-13114M 0064 13114MMMOPM-0064-13

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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

CHECKED

DRAWN

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


STERILGARD, SG404

BGA-SG404-A2-1-5-111R G

1 2 3 4 5 6 7 8

1 2 3 4 5 6 7 8

A

B

C

D

A

B

C

D

CLASS II TYPE A2

LMcCarthy 10/3/2013

- -

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

INFORMATION CONTAINED HEREON MAY NOT BEUSED OR COPIED IN ANY MANNER WITHOUT THEWRITTEN PERMISSION OF THE BAKER COMPANY

UNLESS OTHER SPECIFIEDDO NOT SCALE DRAWING

U.S. CUSTOMARY TOLERANCES: (INCHES)REMOVE ALL BURRS AND SHARP EDGES

FLOOR MOUNTED



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

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

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. Fp/Wp/1.4<=1.03 AND 0 = 2.5.

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

4. THIS PRE-APPROVAL COVERS ONLY THE SUPPORT & ATTACHMENTS OF THE UNITTO THE HOSPITAL BUILDING’S STRUCTURE.

5. MAX. REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS. SEE NOTES BELOW FOR SEOR’S RESPONSIBILITIES.

6. THE ELEVATED FLOOR SLAB SHALL BE MIN. 5” THICK, 3000 PSI MIN. CONCRETE SOLID SLAB N.W. OR SAND L.W. CONCRETE FILL ABOVE METAL DECK SHALL BE MIN. 3 ¼” THICK, 3,000 PSI MIN. CONCRETE N.W. OR SAND L.W. THE SLAB-ON-GRADE SHALL BE MIN. 6” THICK, NW. 3,000 PSI MIN.

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

8. BOLTS THROUGH CONCRETE ON METAL DECK OR ELEVATED SLAB SECTION: A) BOLTS SHALL BE TORQUED BY ¾ 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 THROUGH 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 TENSION DO NOT REQUIRE TESTING) IN ACCORDANCE WITH REQUIREMENTS FOR POST-INSTALLED ANCHORS.

9. MAINTAIN CLEARANCE FROM ANY EDGES OF (E) CONCRETE AS SHOWN 10. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE SLAB. DO NOT

CUT ANY (E) REINFORCEMENTS. 11. TORQUE TEST:


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”Ø & 40 FT-LBS FOR 1/2”Ø HILTI KB-TZ IN CONCRETE. THE SPECIFIED TORQUE SHALL BE ATTAINED WITHIN ½ 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 SHALLNOT 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 MIN. EMBEDMENT (hef) AS DEFINED IN ICC-ESR REPORTS.

13. 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 TO THE INFORMATION SHOWN IN THIS PRE-APPROVAL.

14. THE BUILDING SEOR TO VERIFY THAT THE (N) OR (E) STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. PROVIDE AND DESIGN SUPPLEMENTARY FRAMING MEMBERS AS REQ’D. REFER TO MAX. REACTIONS TO THE STRUCTURE.

15. RESPONSIBILITIES OF THE SEOR OR THE BLDG.: THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM ANY NEW OR EXISTING ANCHORS. THE SPACING SHOWN IN DETAILS ARE A MINIMUM FOR THE BOLT SIZE SHOWN. THE REQUIRED SPACINGS FROM OTHER ANCHORS OF OTHER DIAMETERS & EMBEDMENTS MAY VARY & SHALL BE EVALUATED BY THE SEOR. BLDG. SEOR TO VERIFY THAT PROJECT SPECIFIC VALUES OF SDS & z/h RESULT IN SEISMIC FORCES (Eh, Ev) THAT DO NOT EXCEED THE VALUES ON THE DETAILS.


10.00"254mm

6.00"152.4mm

3.00"76.2mm

3.00"76.2mm 6.00"

152.4mm

10.00"254mm

SECTION "A-A"BASE PLATE DETAIL

NOTE:1. INSTALL 2 BOLTS

DIAGONALLY.2. PROVIDE THRU BOLTS

PER "B-B" ON ELEVATEDFLOOR SLAB.

3. PROVIDE (2) 1/2"O HILTIKB-TZ X 3 1/4" EMBED.(hef) AT S.O.G.

.56" DIA. (TYP.)


[LBS./POST]


SLAB LOC'N Fp/Wp/1.4 V C TELEV. SLAB 1.03 200 1,350 1,050ON GRADE 0.64 130 940 630

FRONT VIEW SIDE VIEW

V

C (OR) T

2 OF 6

C.G. C.G.

OPM SHEETNUMBER

2 OF 2

C (OR) T C (OR) T C (OR) T

V V V

SECTION "B-B"THRU-BOLT ANCHORAGE DETAIL

THRU BOLTTYP.

ANGLETYP.

NO GAPS ALLOWED. ADD SHIMPLATES AS REQUIRED. TYP.

F.F.

CPOST AND ANGLE

L


A A

1/4", 304SSBASE PLATE

BY MFG


27.191"690.6mm

63.820"1621mm

AT MAXIMUMHEIGHT

5.126"130.2mm

5.126"130.2mm

12.815"325.5mm

12.510"317.8mm

25.325"643.3mm

TYP AT SIDE AND REAR MOUNT PLATES 1/16

27.191"690.6mm

63.820"1621mm

AT MAXIMUMHEIGHT

24.465"621.4mm

19.826"503.6mm

44.291"1125mm

4.244"107.8mmSTAND

FOR SG404PER REF-1THRU REF-3BY MFG.

6.855"174.1mm8.

123"

206.

3mm

16.3

75"

415.

9mm

96.017"2438.8mm

104.494"2654.1mm

REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH(2) 3/8"O 304SS BOLTS@ 4" C.C.

3.250"82.6mm MIN.

3.000"76.2mm MAX.

CONC. SLAB OR CONC. FILL OVER METAL DECK PER NOTE# 6

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 POSTINSTALL ANGLES

PERPENDICULAR TODECK FLUTES OR MAIN

CONC. 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

NOTE:THE FLOOR SEISMIC RESTRAINTSHAVE PASSED TESTING USING AC156ACCEPTANCE CRITERIA FOR SEISMICQUALIFICATION BY SHAKE TABLETESTING OF NON-STRUCTURALCOMPONENTS AND SYSTEMS.



W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.

B

B

4.500"114.3mm

MIN.

MIN. 20 GA.METAL DECK

NOTE: PROVIDE MIN. SPACING BETWEEN NEWAND EXISTING ADJACENT ANCHOR S GREATER

OF 3X LONGER EMBEDMENT OR 10" MIN.

12.000"304.8mm

TYP

(2) O3/8 HILTI KBTZX 2" EMBED. (hef)EACH ANGLE

FLUTE CL

FLUTE CL OPM-0064-13

SECTION B1-B1

MIN. 9"[229mm]

BOLTSPACE

MIN. 6"[152mm]

MIN. 6"[152mm]

BOLTSPACE

MIN. 9"[229mm]

CONC. EDGE / JOINTTYP.

THRU BOLTSOR EXP. BOLTS

MIN. CONC. EDGE DISTANCE5.000"127mm

REFER TONOTE# 6

4/22/1404/23/14


WWC

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ONEG O

ATF

NCT

Jeffrey Y. Kikumoto NTy Y. Kikuy Y. Kiku

OPM-0064-13OOOO -

10/03/2017

FREE STANDING UNIT


±1/32FRACTIONS

CHECKED

DRAWN

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

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.


STERILGARD, MODEL SG504

BGA-SG504-A2-1-4-111R

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 10/3/2013

CLASS II TYPE A2

- -

G

WALL MOUNTED




[LBS./POST]SLAB LOC'N Fp/Wp/1.4 V C T RELEV. SLAB 1.03 230 240 240 310ON GRADE 0.64 140 150 150 310

MAXIMUM OP. WT. =815 LBS.[INCLUDING STAND & OPTIONAL FLEXAIR]

FRONT VIEW

R

WALL PER GENERAL NOTE #5.

SIDE VIEW

R R

V

7GA 304SS PLATEWITH (2) STIFFENING


R

3 OF 6

C.G.C.G.

OPM SHEETNUMBER

2 OF 2

V V

V C (OR) T

C (OR) T

A

DETAIL A

2.500"63mm

60.998"1549mm

V

V28.783"731mm

65.413"1661mm

AT MAXIMUMHEIGHT

96.017"2439mm

104.494"2654mm

67.106"1704mm

1.866"47mm TYP

30.683"779mm

25.607"650mm

56.291"1430mm


(2) 3/8"O 304SS BOLTS@ 4" C.C.

8.12

3"20

6mm

16.3

75"

416m

m

STANDFOR SG504PER REF-1THRU REF-3BY MFG.

39.750"1010mm

MIN.

7.500"190mmMAX.




1/16

5.126"130mm

5.126"130mm

13.688"348mm

11.637"296mm

25.325"643mm

4.155"106mm

28.783"731mm

65.413"1661mm

AT MAXIMUMHEIGHT


4.244"108mm


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





5. MAXIMUM REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS. SEE NOTES BELOW FOR SEOR’S RESPONSIBILITIES.


7. ANCHOR BOLTS INTO (E) CONCRETE WALL TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC 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 AND NOTE# 11 BELOW.







12. WEDGE ANCHOR EMBEDMENT IS EQUAL TO EFFECTIVE MIN. EMBEDMENT (hef) AS DEFINED INICC-ESR REPORTS.

13. SEOR TO VERIFY THAT THE INSTALLATION IS IN CONFORMANCE WITH THE 2013 CBC AND WITHTHE 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 PROJECT SPECIFIC VALUES OF SDS & z/h RESULT IN SEISMIC FORCES (Eh, Ev) THAT DO NOT EXCEED THE VALUES ON THEDETAILS.








1/8


4.920"125mm

3.880"99mm

TYPBY MFG

1/8

10.000"254mm

1.000"25mm TYP



W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.



OPM-0064-13


4/22/144/4//4/4///4///4/4 222 /1404/23/14


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Jeffrey Y. KiYYY ikumoto Ki oJ

OPM-0064-1---------11113111128.78328.783731mm731mmP 0

10/03/03/03/20173/// 173/3/22303// AA17


±1/32FRACTIONS

CHECKED

DRAWN

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-SG504-A2-1-5-111R





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 10/4/2013

CLASS II TYPE A2

- -

GFLOOR MOUNTED



10.00"254mm

6.00"152mm

3.00"76mm

3.00"76mm 6.00"

152mm

10.00"254mm

FRONT VIEW


SIDE VIEW

DETAIL "B"THRU-BOLT ANCHORAGE DETAIL


[LBS./POST]


SLAB LOC'N Fp/Wp/1.4 V C TELEV. SLAB 1.03 230 1,610 1,220ON GRADE 0.64 150 1,120 740

V

C.G.

C (OR) T

.56" DIA. (TYP.)

4 OF 6

C.G.

OPM SHEETNUMBER

2 OF 2


V V V


A A

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

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

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. Fp/Wp/1.4 <=1.03 AND 0 = 2.5.

3. THIS PRE-APPROVAL IS APPLICABLE TO ANY LOCATION IN THE STATE OFCALIFORNIA AT ANY HEIGHT WITHIN THE BUILDING.

4. THIS PRE-APPROVAL COVERS ONLY THE SUPPORT & ATTACHMENTS OF THEUNIT TO THE HOSPITAL BUILDING’S STRUCTURE.



7. ANCHOR BOLTS INTO (E) CONCRETE TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC 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 AND NOTE# 11 BELOW.

8. BOLTS THROUGH CONCRETE ON METAL DECK OR ELEVATED SLAB SECTION: A) BOLTS SHALL BE TORQUED BY ¾ 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.



9. MAINTAIN CLEARANCE FROM ANY EDGES OF (E) CONCRETE AS SHOWN. 10. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE SLAB. DO



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”Ø & 40 FT-LBS FOR 1/2”Ø HILTI KB-TZ IN CONCRETE. THE SPECIFIED TORQUE SHALL BE ATTAINED WITHIN ½ 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 ½ TURN OF THE NUT.

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



14. THE BUILDING SEOR TO VERIFY THAT THE (N) OR (E) STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. PROVIDE AND DESIGN SUPPLEMENTARY FRAMING MEMBERSAS REQ’D. REFER TO MAX. REACTIONS TO THE STRUCTURE.

15. RESPONSIBILITIES OF THE SEOR OR THE BLDG.: THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM ANY NEW OR EXISTING ANCHORS. THE SPACING SHOWN IN DETAILS ARE A MINIMUM FOR THE BOLT SIZE SHOWN. THE REQUIRED SPACINGS FROM OTHER ANCHORS OF OTHER DIAMETERS & EMBEDMENTS MAY VARY & SHALL BE EVALUATED BY THE SEOR. BLDG. SEOR TO VERIFY THAT PROJECT SPECIFIC VALUES OF SDS & z/hRESULT IN SEISMIC FORCES (Eh, Ev) THAT DO NOT EXCEED THE VALUES ON THE DETAILS.



BY MFG

5.126"130mm

28.783"731mm

65.413"1661mm

AT MAXIMUMHEIGHT

4.244"108mm

5.126"130mm

13.688"348mm

11.637"296mm

25.325"643mm


28.783"731mm

65.413"1661mm

AT MAXIMUMHEIGHT

30.683"779mm

25.607"650mm

56.291"1430mm


8.12

3"20

6mm

16.3

75"

416m

m

96.017"2439mm

104.494"2654mm


THRU BOLTTYP.

ANGLETYP.




W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.

B

B

OPM-0064-13NO GAPS ALLOWED. ADD SHIMPLATES AS REQUIRED. TYP.

F.F.

CPOST AND ANGLE

L

3.250"83mm MIN.

3.000"76mm MAX.


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

THRU BOLTSTYP.



CONC. 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

4.500"114mm

MIN.


12.000"305mm

TYP


FLUTE CL

FLUTE CL

STANDFOR SG504PER REF-1

THRU REF-3BY MFG.

SECTION B1-B1

MIN. CONC. EDGE DISTANCE

NOTE: PROVIDE MIN. SPACING BETWEEN NEWAND EXISTING ADJACENT ANCHOR S GREATER


REFER TONOTE# 6



PER "B-B" ON ELEVATEDFLOOR SLAB.

3. PROVIDE (2) 1/2"O HILTIKB-TZ X 3 1/4" EMBED.(hef) AT S.O.G.



MIN. 9"[229mm]

BOLTSPACE

MIN. 6"[152mm]

MIN. 6"[152mm]

BOLTSPACE

MIN. 9"[229mm]

5.000"127mm

4/22/144/22/104/23/14


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AT MAXIMUM

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EWWINGFICTAAS

Jeffrey Y. Kikumoto

OPM-0064-130PO 1

10/03/20177"7"m

/03/20/03/20

FREE STANDING UNIT


±1/32FRACTIONS

CHECKED

DRAWN

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-SG604-A2-1-4-111R





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 9/25/2013

CLASS II TYPE A2

- -

GWALL MOUNTED




[LBS./POST]SLAB LOC'N Fp/Wp/1.4 V C T RELEV. SLAB 1.03 250 250 250 320ON GRADE 0.64 160 160 160 320

MAXIMUM OP. WT. = 885 LBS.[INCLUDING STAND & OPTIONAL FLEXAIR]FRONT VIEW

RR

WALL PER GENERAL NOTE #5.

SIDE VIEW

V

7 GA 304SS PLATEWITH (2) STIFFENING


5 OF 6

C.G.

R R

C.G.

OPM SHEETNUMBER

2 OF 2

V V

C (OR) T

C (OR) T

72.998"1854.2mm

A

DETAIL A

V

1/8


TYPBY MFG

1/8

2.5"63.5mm

4.92"125mm

3.88"98.6mm

10"254mm

79.106"2009.3mm

1.866"47.4mm TYP

28.744"730.1mm

65.374"1660.5mm

AT MAXIMUMHEIGHT

36.776"934.1mm

31.615"803mm

68.391"1737.1mm

96.017"2438.8mm

104.494"2654.1mm

8.12

3"20

6.3m

m

16.3

75"

415.

9mm

STANDFOR SG604PER REF-1THRU REF-3BY MFG.


(2) 3/8"O 304SS BOLTS@ 4" C.C.

6.855"174.1mm

V

V


5.126"130.2mm

5.126"130.2mm

4.244"107.8mm

13.048"331.4mm

12.277"311.8mm

4.155"105.5mm

25.325"643.3mm

28.744"730.1mm

65.374"1660.5mm

AT MAXIMUNHEIGHT 7.5"

190.5mmMAX.

39.75"1009.6mm

MIN.




1/16


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




4. THIS PRE-APPROVAL COVERS ONLY THE SUPPORT & ATTACHMENTS OF THE UNIT TO THEHOSPITAL BUILDING’S STRUCTURE.

5. MAXIMUM REACTIONS TO THE STRUCTURE SHOWN ON THE DRAWINGS ARE ALLOWABLE STRESS DESIGN LOADS. SEE NOTES BELOW FOR SEOR’S RESPONSIBILITIES.


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








13. 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 TO THE INFORMATION SHOWN IN THIS PRE-APPROVAL. BLDG. SEOR TO VERIFY THAT PROJECT SPECIFIC VALUES OF SDS & z/h RESULT IN SEISMIC FORCES (Eh, Ev) THAT DO NOT EXCEED THE VALUES ON THE DETAILS.








1"25.4mm TYP




W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.


OPM-0064-13


4/22/144/22/1404/23/14

/201 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto of 11

"mm

UmUMM

665 3

"

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77

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7

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4

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I NND UUD UUUUDDDD UUUUUUUDDEDEDEE OOOUUUUEEEEEEEEEE MMMMMMMMMMMMOOOOOOOOOOOOSIDE MOUNT

730.1mm730 1mm

65.3741660.5mm

AT MAXIMUHEIGHT

AT

65 374"

HEIGHTA

1AT MAAX MM

1

V

44"1mm

65.374"1660.5mT MAXIMU

HEIGHT

C.

5.126"130.2m

SIDE ANDMOUNT PLATE

PLATES (4 TOTAL)BY MFG.

14 GA, 304 SS2) O3/8" 304 SS

m

UN

PLM04

441

ATH

C.G

m

SIDMO

(2) O3/8" 304 SS

V

4"mmMU

ATES

SIDE MOUNTS (4 TOTA

m

OUNTD

C

5.1263

65.36 0.M XIEIGHHT

PLAT

4 GB

GAY M304

FGSS

Jeffrey Y. Kikumouuuuummmoto J o

OPM-0064-134

10/03/2017000170010000 77777711771//03/2mmUNUN1


±1/32FRACTIONS

CHECKED

DRAWN

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-SG604-A2-1-5-111R





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 10/4/2013

CLASS II TYPE A2

- -

GFLOOR MOUNTED



10"254mm

6"152.4mm

3"76.2mm

3"76.2mm 6"

152.4mm

10"254mm

FRONT VIEW


SIDE VIEW

DETAIL "B"THRU-BOLT ANCHORAGE DETAIL


[LBS./POST]


SLAB LOC'N Fp/Wp/1.4 V C TELEV. SLAB 1.03 250 1,660 1,270ON GRADE 0.64 160 1,160 770

C.G. C.G.

V

C (OR) T

.56" DIA. (TYP.)

6 OF 6

OPM SHEETNUMBER

2 OF 2


V V V


A A


BY MFG

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

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

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. Fp/Wp/1.4 <=1.03 AND 0 = 2.5.

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




7. ANCHOR BOLTS INTO (E) CONCRETE TO BE HILTI KB-TZ (ICC ESR-1917). PERIODIC 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 AND NOTE# 11 BELOW.

8. BOLTS THROUGH CONCRETE ON METAL DECK OR ELEVATED SLAB SECTION: A) BOLTS SHALL BE TORQUED BY ¾ TURN OF THE NUT AFTER SNUG TIGHT

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



9. MAINTAIN CLEARANCE FROM ANY EDGES OF (E) CONCRETE AS SHOWN. 10. LOCATE (E) REINFORCEMENTS BEFORE DRILLING INTO (E) CONCRETE SLAB.

DO NOT CUT ANY (E) REINFORCEMENTS. 11. TORQUE TEST:

A. TEST INSTALLED ANCHORS AT A RATE OF 50% IN THE PRESENCE OFINSPECTOR OF RECORD. (I.O.R). A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO OSHPD.

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”Ø & 40 FT-LBS FOR 1/2"Ø HILTI KB-TZ IN CONCRETE . THE SPECIFIED TORQUE SHALL BE ATTAINED WITHIN ½ 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 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.



14. THE BUILDING SEOR TO VERIFY THAT THE (N) OR (E) STRUCTURE IS ADEQUATE FOR THE DESIGN LOADS IMPOSED ON IT BY THIS EQUIPMENT IN ADDITION TO ALL OTHER LOADS. PROVIDE AND DESIGN SUPPLEMENTARY FRAMING MEMBERS AS REQ’D. REFER TO MAX. REACTIONS TO THE STRUCTURE.

15. RESPONSIBILITIES OF THE SEOR OR THE BLDG.: THE NEW ANCHORS ARE LOCATED AT AN ADEQUATE DISTANCE FROM ANY NEW OR EXISTING ANCHORS. THE SPACING SHOWN IN DETAILS ARE A MINIMUMFOR THE BOLT SIZE SHOWN. THE REQUIRED SPACINGS FROM OTHER ANCHORS OF OTHER DIAMETERS & EMBEDMENTS MAY VARY & SHALL BE EVALUATED BY THE SEOR. BLDG. SEOR TO VERIFY THAT PROJECT SPECIFIC VALUES OF SDS & z/h RESULT IN SEISMIC FORCES (Eh, Ev) THAT DO NOT EXCEED THE VALUES ON THE DETAILS.


28.744"730.1mm

65.374"1660.5mm

AT MAXIMUMHEIGHT

5.126"130.2mm

13.048"331.4mm

12.277"311.8mm

5.126"130.2mm

4.244"107.8mm


28.744"730.1mm

65.374"1660.5mm

AT MAXIMUMHEIGHT

25.325"643.3mm

36.776"934.1mm

31.615"803mm

68.391"1737.1mm

8.12

3"20

6.3m

m

16.3

75"

415.

9mm

96.017"2438.8mm

104.494"2654.1mm


6.855"174.1mm




W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.


THRU BOLTTYP.

ANGLETYP.

B

B

OPM-0064-13NO GAPS ALLOWED. ADD SHIMPLATES AS REQUIRED. TYP.

F.F.

CPOST AND ANGLE

L

3.25"82.6mm MIN.

3"76.2mm MAX.


N.W. OR SAND L.W. CONC. (3,000 PSI MIN.)

O1/2", A307 GR. ATHRU BOLTS

TYP.



CONC. 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

4.5"114.3mm

MIN.


12"304.8mm

TYP


FLUTE CL

FLUTE CL

SECTION B1-B1

NOTE: PROVIDE MIN. SPACING BETWEEN NEWAND EXISTING ADJACENT ANCHORS GREATER


STANDFOR SG604PER REF-1

THRU REF-3BY MFG.

MIN. 9"[229mm]

BOLTSPACE

MIN. 6"[152mm]

MIN. 6"[152mm]

BOLTSPACE

MIN. 9"[229mm]



MIN. CONC. EDGE DISTANCE

REFER TONOTE# 6



PER "B-B" ON ELEVATED FLOOR SLAB.

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

4/22/144/22/1404/23/14

/201 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto of 11

VVV

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2266

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554

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5 325"

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43.3mm

W

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COMPON

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12"304.8mm

TYP

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MTINPOING

PTFIC

Jeffrey Y. Kikumoto frfr 12.277"12.2311 8mm1 8ey iJeffrer

OPM-0064-1306O

10/03/2017

FREE STANDING UNIT


±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



A ORIGINAL RELEASE - - - -


SterilGARD Seismic Stand, Typ Details

365D002 C

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

“Creating Immaculate Atmospheres”





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

-

2/12/2014

-

ALL ITEMS MUST BERoHS COMPLIANT

2/12/2014

B ADDED SHEET THREE WITH VIEWS ANDGENERAL NOTE

2/18/2014 LAM - -

C UPDATED DRAWING PER PE COMMENTS 3/25/2014 LAM - -

Stands for SG404, SG504, & SG604

STAND FRONT VIEW

STAND SIDE VIEW

STAND REAR VIEWS1S2

S3

S13S8

S7

S5

S5 S5

S5

S4

S10

S5

S13 S13

S4

S5

S5

S5

S12S12S12

S4

SIDE STAND S4

17 1/2

27 9/16

PLAN

2 1/4" SQ. X 12 GA.A570, GR.50

2 1/4" SQ. X 12 GA.A570, GR.50

2" X 2 1/4" X 12GA. CRSASTM A1008, CS, GR. B

CROSS STAND

PLAN

TYP

G

2 1/466 3/8 FOR SG60454 3/8 FOR SG50442 3/8 FOR SG404

17 1/2

TYP

G

2" X 2 1/4" X 12GA. CRSASTM A1008, CS, GR. B

2 1/4" X 2 1/4" X 12GA. CRSASTM A1008, CS, GR. B

2 1/4

11 3/4

2 1/4

S5

STAND FRAME - BRACING ATTACHMENT

1/4"-20 WELD STUD WITH HEXCAP NUT HARDWARE, 304 SS

S7

S8

3/8"-16 HEX HEAD BOLT304 SS, TYP

S6

VERTICAL BRACE

15 11/16

2

2 1/4

A

A

VIEW A-A

3 5/16

1 1/2

13/16

3/4

1 1/2

O 3/8

B

B

VIEW B-B

1 5/8

1 1/2

13/16

3/4

125° 145°

2 1/4" X 2" X 12 GA., CRCASTM A1008, CS, BR. B S7 HORIZ. BRACE

20 3/16 2 1/4

2

C

C

VIEW C-C

O 1/2

1 1/4

1/2

3/4

1 1/2

O 1/2

125° 145° D

D

VIEW D-D

1 5/161/2

1 1/2

3/4

O 1/2

S8

S8

S7

S10

2 1/4" X 2" X 12 GA., CRCASTM A1008, CS, BR. B

E E

F F

REFERENCE ONLY

REF-1

GENERAL NOTES: 1. THESE DRAWINGS FOR STERILGARD SEISMIC STAND FOR SG404, SG504, & SG604 ARE

NOT FOR CONSTRUCTION BUT FOR INFORMATION ONLY. ALL STAND COMPONENTS, CONNECTION HARDWARE AND WELDS ARE PROVIDED BY THE MANUFACTURER.

of 1104/23/2014

±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






365D002 C







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

-

2/12/2014

-


2/12/2014


2/18/2014 LAM - -



SIDE MOUNTING BRACKET

1/16

3/8"-16 HEX HEAD BOLT304 SS

S10

S10CABINET

S9 SIDE MOUNTING BRACKET

1 4

6

1

3 7/16

2 3/16

1 9/16

O 1/22X

R 1/4 TYP

14 GA., 304 SS

S10

REAR MOUNTING BRACKET ATTACHMENT

CABINET

S4

S123X

S5

1/16

UPPER REAR PANEL16 GA., CS B 1008

LOWER REAR PANEL16 GA., 304 SS

REAR MOUNTING BRACKET14 GA., 304 SS

3/8"-16 HEX HEAD BOLT304 SS

S11

REAR MOUNTING BRACKET

1

1 4

6

O 1/22X

5 11/16

2 1/2

14 GA., 304 SS

S12 ADJUSTABLE LEG

2" SQ. X 16 GA. TUBE304 SS

2

G17 1/2

S14

S13

ADJUSTABLE LEG END PLATE

PLAN

1

2

1

2

11 GA., 304 SS

3/4" HEX NUT304 SS

11/16

G

S14

SEISMIC BASE PLATE

PLAN

6

6

3

3

10

5

5

10

1/8

O2" X 16 GA.304SS

O1 5/8" X 16 GA.304SS

1/4

S15

SEISMIC WALL BRACKET

1 10

12

1 7/8

O 7/162X

3 3/4 3 3/4

TYP1/8

7 GA., 304 SS PLATE& STIFF. PLATES

8 5/8

4 15/16

S16

O 9/164X

REFERENCE ONLY

REF-2 of 1104/23/2014

±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






365D002 C







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

-

2/12/2014

-


2/12/2014


2/18/2014 LAM - -



VIEW E-ETOP PLAN

SECTION F-FMIDDLE PLAN

S12 S12 S12S5

S8 S8

S7 S7

S4S4

S10

S10 S10

S10

S4S4

S5

S8 S8

REF-3

REFERENCE ONLY

of 1104/23/2014

oshpd preapproval of manufacturer's …...jeffreyjeffre y.y kikumotokik moto abinetopm-0064-13...

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