OSHPD PREAPPROVAL OF MANUFACTURER'S …...JeffreyJeffre Y.Y KikumotoKik moto abinetOPM-0064-13...
Transcript of 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) Page 1 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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JeffreyJeffre Y.Y KikumotoKik moto
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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) Page 2 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
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
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
R
V
R R R
C (OR) T
C (OR) T
WALL PER GENERAL NOTE #5
7GA 304SS PLATEWITH (2) STIFFINING
PLATES ON EACH SIDE. TYP.BY MFG
1/8
WALL BRACKETTO CABINETBY MFG
1 OF 6
C.G. C.G.
OPM SHEETNUMBER
2 OF 2
V V
V
48.998"1244.6mm
A
DETAIL A
2.500"63.5mm
TYPBY MFG
1/8
4.920"125mm
3.880"98.6mm
V
V
(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)
6.860"174.2mm
8.12
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16.3
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415.
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REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH
(2) 3/8"O 304SS BOLTS@ 4" C.C.
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 Page 3 of 11
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Jeffrey Y. Kikumoto KKK .
OPM-0064-13114M 0064 13114MMMOPM-0064-13
10/03/2/333333//2017/2
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
REV DESCRIPTION DATE DRN APP-BY APP-DATE
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
- SEE REV. F FOR ALL PAST REVISIONS LISTED - - - -
G UPDATED DRAWING PER PE COMMENTS 4/22/2014 LAM - -
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:
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 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.
16. BLDG. SEOR TO VERIFY THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC-ES ESR.
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.)
MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE
[LBS./POST]
MAXIMUM OP. WT. = 681 LBS.[INCLUDING STAND & OPTIONAL FLEXAIR]
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
FLEXAIR CEC(OPTIONAL)
A A
1/4", 304SSBASE PLATE
BY MFG
TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.
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.
SIDE MOUNTPLATES (4 TOTAL)
BY MFG.14 GA, 304 SS
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
/ /20 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto Page 4 of 11
WWC
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ONEG O
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NCT
Jeffrey Y. Kikumoto NTy Y. Kikuy Y. Kiku
OPM-0064-13OOOO -
10/03/2017
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
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.
REV DESCRIPTION DATE DRN APP-BY APP-DATE
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
- SEE REV. F FOR ALL PAST REVISIONS LISTED - - - -
G UPDATED DRAWING PER PE COMMENTS 4/22/2014 LAM - -
MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE
[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
PLATES ON EACH SIDE. TYP.BY MFG
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
REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH
(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.
CABINET BACKPANEL 16GA.ASTM A1008 CS B
CABINET BACKPANEL 16GA.304SS
TYP AT SIDE ANDREAR MOUNT PLATES
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
FLEXAIR CEC(OPTIONAL)
4.244"108mm
TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.
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 ALLOWABLE STRESS 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). 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. 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.
1/8
WALL BRACKETTO CABINETBY MFG
4.920"125mm
3.880"99mm
TYPBY MFG
1/8
10.000"254mm
1.000"25mm TYP
SIDE MOUNTPLATES (4 TOTAL)
BY MFG.14 GA, 304 SS
W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.
NOTE:THE WALL SEISMIC RESTRAINTSHAVE PASSED TESTING USING AC156ACCEPTANCE CRITERIA FOR SEISMICQUALIFICATION BY SHAKE TABLETESTING OF NON-STRUCTURALCOMPONENTS AND SYSTEMS.
(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.
OPM-0064-13
MIN. 4" CONC. S.O.G.NW. f'c = 3,000 PSI MIN.
4/22/144/4//4/4///4///4/4 222 /1404/23/14
/ /201 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto Page 5 of 11
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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
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
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
STERILGARD, MODEL SG504
BGA-SG504-A2-1-5-111R
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 10/4/2013
CLASS II TYPE A2
- -
GFLOOR MOUNTED
- SEE REV. F FOR ALL PAST REVISIONS LISTED - - - -
G UPDATED DRAWING PER PE COMMENTS 4/22/2014 LAM - -
10.00"254mm
6.00"152mm
3.00"76mm
3.00"76mm 6.00"
152mm
10.00"254mm
FRONT VIEW
SECTION "A-A"BASE PLATE DETAIL
SIDE VIEW
DETAIL "B"THRU-BOLT ANCHORAGE DETAIL
MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE
[LBS./POST]
MAXIMUM OP. WT. = 815 LBS.[INCLUDING STAND & OPTIONAL FLEXAIR]
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
C (OR) T C (OR) T C (OR) T
V V V
FLEXAIR CEC(OPTIONAL)
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.
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 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.
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:
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 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.
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 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.
16. BLDG. SEOR TO VERIFY THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC-ES ESR.
1/4", 304SSBASE PLATE
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
TYP AT SIDE AND REAR MOUNT PLATES 1/16
28.783"731mm
65.413"1661mm
AT MAXIMUMHEIGHT
30.683"779mm
25.607"650mm
56.291"1430mm
REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH(2) 3/8"O 304SS BOLTS@ 4" C.C.
8.12
3"20
6mm
16.3
75"
416m
m
96.017"2439mm
104.494"2654mm
TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.
THRU BOLTTYP.
ANGLETYP.
NOTE:THE FLOOR SEISMIC RESTRAINTSHAVE PASSED TESTING USING AC156ACCEPTANCE CRITERIA FOR SEISMICQUALIFICATION BY SHAKE TABLETESTING OF NON-STRUCTURALCOMPONENTS AND SYSTEMS.
SIDE MOUNTPLATES (4 TOTAL)
BY MFG.14 GA, 304 SS
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.
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
4.500"114mm
MIN.
MIN. 20 GA.METAL DECK
12.000"305mm
TYP
(2) O3/8 HILTI KBTZX 2" EMBED. (hef)EACH ANGLE
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
OF 3X LONGER EMBEDMENT OR 10" MIN.
REFER TONOTE# 6
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.
CONC. EDGE / JOINTTYP.
THRU BOLTSOR EXP. BOLTS
MIN. 9"[229mm]
BOLTSPACE
MIN. 6"[152mm]
MIN. 6"[152mm]
BOLTSPACE
MIN. 9"[229mm]
5.000"127mm
4/22/144/22/104/23/14
/ /201 OPM-0064-13: Reviewed for Code Compliance by Jeffrey Y. Kikumoto Page 6 of 11
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EWWINGFICTAAS
Jeffrey Y. Kikumoto
OPM-0064-130PO 1
10/03/20177"7"m
/03/20/03/20
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
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.
REV DESCRIPTION DATE DRN APP-BY APP-DATE
STERILGARD, MODEL SG604
BGA-SG604-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 9/25/2013
CLASS II TYPE A2
- -
GWALL MOUNTED
- SEE REV. F FOR ALL PAST REVISIONS LISTED - - - -
G UPDATED DRAWING PER PE COMMENTS 4/22/2014 LAM - -
MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE
[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
PLATES ON EACH SIDE. TYP.BY MFG
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
WALL BRACKETTO CABINETBY MFG
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.
REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH
(2) 3/8"O 304SS BOLTS@ 4" C.C.
6.855"174.1mm
V
V
FLEXAIR CEC(OPTIONAL)
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.
CABINET BACKPANEL 16GA.ASTM A1008 CS B
CABINET BACKPANEL 16GA.304SS
TYP AT SIDE ANDREAR MOUNT PLATES
1/16
TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.
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 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.
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 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. 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.
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.
1"25.4mm TYP
NOTE:THE WALL SEISMIC RESTRAINTSHAVE PASSED TESTING USING AC156ACCEPTANCE CRITERIA FOR SEISMICQUALIFICATION BY SHAKE TABLETESTING OF NON-STRUCTURALCOMPONENTS AND SYSTEMS.
SIDE MOUNTPLATES (4 TOTAL)
BY MFG.14 GA, 304 SS
W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.
(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.
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 Page 7 of 11
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SIDE ANDMOUNT PLATE
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m
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ATES
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FGSS
Jeffrey Y. Kikumouuuuummmoto J o
OPM-0064-134
10/03/2017000170010000 77777711771//03/2mmUNUN1
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
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
STERILGARD, MODEL SG604
BGA-SG604-A2-1-5-111R
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 10/4/2013
CLASS II TYPE A2
- -
GFLOOR MOUNTED
- SEE REV. F FOR ALL PAST REVISIONS LISTED - - - -
G UPDATED DRAWING PER PE COMMENTS 4/22/2014 LAM - -
10"254mm
6"152.4mm
3"76.2mm
3"76.2mm 6"
152.4mm
10"254mm
FRONT VIEW
SECTION "A-A"BASE PLATE DETAIL
SIDE VIEW
DETAIL "B"THRU-BOLT ANCHORAGE DETAIL
MAXIMUM ALLOWABLE STRESS DESIGNREACTIONS TO THE STRUCTURE
[LBS./POST]
MAXIMUM OP. WT. = 885 LBS.[INCLUDING STAND & OPTIONAL FLEXAIR]
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
C (OR) T C (OR) T C (OR) T
V V V
FLEXAIR CEC(OPTIONAL)
A A
1/4", 304SSBASE PLATE
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.
4. THIS PRE-APPROVAL COVERS ONLY THE SUPPORT & ATTACHMENTS OF THE UNIT TO 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 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.
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:
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.
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 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.
16. BLDG. SEOR TO VERIFY THE CONCRETE MEETS THE REQUIREMENTS OF THE APPLICABLE ICC-ES ESR.
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
TYP AT SIDE AND REAR MOUNT PLATES 1/16
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
REAR MOUNT PLATES(3 TOTAL) BY MFG.14 GA, 304SS WITH(2) 3/8"O 304SS BOLTS@ 4" C.C.
6.855"174.1mm
TABULATED REACTIONS DO NOT REFLECT THEAPPLICATION OF THE OVERSTRENGTH FACTOR ( o)TO ACCOUNT FOR ANCHORAGE TO CONCRETE.
SIDE MOUNTPLATES (4 TOTAL)
BY MFG.14 GA, 304 SS
W/ (2) O3/8" 304 SSBOLTS @ 4" C.C.
NOTE:THE FLOOR SEISMIC RESTRAINTSHAVE PASSED TESTING USING AC156ACCEPTANCE CRITERIA FOR SEISMICQUALIFICATION BY SHAKE TABLETESTING OF NON-STRUCTURALCOMPONENTS AND SYSTEMS.
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.
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. ATHRU BOLTS
TYP.
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
4.5"114.3mm
MIN.
MIN. 20 GA.METAL DECK
12"304.8mm
TYP
(2) O3/8 HILTI KBTZX 2" EMBED. (hef)EACH ANGLE
FLUTE CL
FLUTE CL
SECTION B1-B1
NOTE: PROVIDE MIN. SPACING BETWEEN NEWAND EXISTING ADJACENT ANCHORS GREATER
OF 3X LONGER EMBEDMENT OR 10" MIN.
STANDFOR SG604PER REF-1
THRU REF-3BY MFG.
MIN. 9"[229mm]
BOLTSPACE
MIN. 6"[152mm]
MIN. 6"[152mm]
BOLTSPACE
MIN. 9"[229mm]
CONC. EDGE / JOINTTYP.
THRU BOLTSOR EXP. BOLTS
MIN. CONC. EDGE DISTANCE
REFER TONOTE# 6
NOTE:1. INSTALL 2 BOLTS
DIAGONALLY.2. PROVIDE THRU BOLTS
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 Page 8 of 11
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Jeffrey Y. Kikumoto frfr 12.277"12.2311 8mm1 8ey iJeffrer
OPM-0064-1306O
10/03/2017
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
±0'-30° (.5°)
ANGULARSHEET METAL
±.010±.03±.06
DSQUARE FOOTAGE
-SCALE
MATERIALSIZE
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.
A ORIGINAL RELEASE - - - -
REV DESCRIPTION DATE DRN APP-BY APP-DATE
SterilGARD Seismic Stand, Typ Details
365D002 C
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
-
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.
Page 9 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
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.
A ORIGINAL RELEASE - - - -
REV DESCRIPTION DATE DRN APP-BY APP-DATE
SterilGARD Seismic Stand, Typ Details
365D002 C
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
-
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
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-2Page 10 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
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.
A ORIGINAL RELEASE - - - -
REV DESCRIPTION DATE DRN APP-BY APP-DATE
SterilGARD Seismic Stand, Typ Details
365D002 C
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
-
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
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
Page 11 of 1104/23/2014