36C25818B0331-0004001.pdf

TORQUE ALL BOLTS PER TABLE BELOW:

FRAMING, FITTINGS AND FASTENERS EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED

GREEN EPOXY PAINT. FASTENERS SHALL HAVE STANDARD ELECTRO-PLATED ZINC FINISH.

5. CHANNEL MATERIAL AND FITTINGS SHALL HAVE STANDARD FINISH OF PERMA GREEN OR DURA

7. WHERE FRAMING SYSTEM IS USED FOR SUPPORT OF EQUIPMENT, VERIFY ALL ASPECTS OF INSTALLATION

BOLT SIZE (DIA.) 1/4" 5/16" 3/8" 1/2" 5/8" 3/4"

TORQUE (FT. LBS.) 6 11 19 50 100 125

WITH EQUIPMENT MANUFACTURER AND ARCHITECTURAL LAYOUT.

AFTER FABRICATION.

BOLT TORQUE TABLE:

1. METAL FRAMING SYSTEM SHALL BE B-LINE, UNISTRUT OR APPROVED EQUAL AS SPECIFIED ON

4. ALL BOLTS SHALL BE A307 WITH CHANNEL NUTS CONFORMING TO ASTM A675 OR ASTM A36.

3. ALL FITTINGS SHALL BE MADE FROM HOT ROLLED, PICKLED AND OILED PLATE OR STRIP STEEL

GRADE 33, HAVE A NOMINAL OVERALL WIDTH OF 1 5/8" AND HAVE A 7/8" SLOT FACE OPENING.

2. ALL CHANNELS SHALL BE COLD FORMED FROM 12 GA. STEEL, CONFORMING TO ASTM A570,

HARDWARE AS DEFINED IN THE METAL FRAMING MANUFACTURERS ASSOCIATION STANDARD

PLANS AND DETAILS. THE METAL FRAMING SYSTEM SHALL CONSIST OF CHANNELS, FITTINGS AND

PUBLICATION MFMA-1. ALL FITTINGS AND ACCESSORIES SHALL BE FROM THE SAME

CONFORMING TO ASTM A635.

MANUFACTURER, WITH NO EXCEPTIONS.

CONTINUOUS SLOT METAL FRAMING SYSTEM

GRADE C, PICKLED AND OILED. FINISH SHALL BE PER NOTE 5 ABOVE. INNER TUBE SHALL BE 1-1/2" SQ.

6. TELESPAR DROP TUBING SHALL BE ROLLED FROM 12 GA. HOT ROLLED STEEL, CONFORMING TO ASTM 570, AND OUTER TUBE 1-3/4" SQ.

ADHESIVE ANCHOR RODS, DOWELS AND REBARS

1. CHEMICAL ANCHOR SYSTEMS:

CONCRETE: USE ONLY ADHESIVE ANCHOR SYSTEMS THAT HAVE BEEN ISSUED AN ICC-ES REPORT IN

ACCORDANCE WITH THE PROVISIONS OF ICC-ES AC308. ANCHOR SYSTEM SHOULD BE APPROVED FOR

USE IN CRACKED CONCRETE AND SEISMIC DESIGN CATEGORIES A-F PER SECTION 2.0 OF THE ICC-ES

EVALUATION SERVICES REPORT. ANCHOR SYSTEMS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE

ICC-ES EVALUATION SERVICES REPORT FOR THE SPECIFIC ANCHOR AND AS REQUIRED BY THE

MANUFACTURER.

2. ANCHOR RODS:

ALL RODS SHALL BE ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS AND ANSI

B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED AS ASTM A193 GRADE

B7 THREADED RODS SHALL USE ASTM 563 GRADE DH HEAVY HEX NUTS AND ASTM F436 WASHERS.

3. DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.

4. REMOVE GREASE, OIL, RUST AND ANY OTHER LAITANCE FROM RODS AND DOWELS PRIOR TO INSTALLATION.

5. SPECIAL INSPECTION REQUIREMENTS WILL BE DICTATED BY SECTION 4.0 OF THE ICC-ES EVALUATION

SERVICES REPORT. ANY SPECIAL INSPECTION SHALL VERIFY ANCHOR TYPE ANCHOR DIMENSIONS, CONCRETE

TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE DISTANCES, SLAB

THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.

6. THE TENSION TESTING OF THE CHEMICAL ANCHORS SHALL BE DONE IN THE PRESENCE OF THE SPECIAL

INSPECTOR AND A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE ENFORCEMENT AGENCY. IF

ANY ANCHORS FAIL THE TENSION-TESTING REQUIREMENTS, THE ADDITIONAL TESTING REQUIREMENTS SHALL

BE ACCEPTABLE TO THE ENFORCEMENT AGENCY.

7. TEST QUANTITY OF ANCHORS AS NOTED BELOW:

APPLICATION QUANTITY

STRUCTURAL 100% OF BOLTS

NON-STRUCTURAL 50% OF BOLTS

SILL PLATE BOLTING 10% OF BOLTS

8. ANCHORS TO BE TESTED SHALL BE SELECTED AT RANDOM BY THE SPECIAL INSPECTOR.

9. WHERE ADHESIVE ANCHOR SYSTEMS ARE USED TO INSTALL REINFORCING DOWEL BARS IN HARDENED

CONCRETE, ONLY 25% OF THE DOWELS NEED BE TESTED IF THE FOLLOWING CONDITIONS ARE MET:

A. THE DOWELS ARE USED EXCLUSIVELY TO TRANSMIT SHEAR FORCES ACROSS JOINTS BETWEEN EXISTING

AND NEW CONCRETE;

B. THE NUMBER OF DOWELS IN ANY ONE MEMBER EQUALS OR EXCEEDS 12;

C. THE DOWELS ARE UNIFORMLY DISTRIBUTED ACROSS SEISMIC FORCE RESISTING MEMBERS (SUCH AS

SHEAR WALLS, COLLECTORS AND DIAPHRAGMS).

10. TESTING OF SHEAR DOWELS ACROSS COLD JOINTS IN SLABS ON GRADE WHERE THE SLAB IS NOT PART OF

THE LATERAL FORCE-RESISTING SYSTEM IS NOT REQUIRED.

11. REPLACE ANCHORS AND DOWELS THAT FAIL DURING TESTING AND RETEST. IF MORE THAN 10% OF THE

TESTED DOWELS AND ANCHORS FAIL TO ACHIEVE THE SPECIFIED TEST LOAD, TEST 100% OF THE DOWELS

AND ANCHORS INSTALLED WITHIN THE LAST 2 DAYS OF ANCHOR INSTALLATION.

12. A HYDRAULIC CYLINDER SHALL BE USED TO APPLY THE TENSION TEST LOAD TO THE ANCHOR WITH THE

CYLINDER SUPPORTED ON A LOADING PLATE HAVING A HOLE DIAMETER EQUAL TO 1.5 TO 2.0 TIMES THE

ANCHOR HOLE DIAMETER (CONFINED CONFIGURATION) UNLESS OTHERWISE APPROVED BY ENFORCEMENT

AGENCY.

13. THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS:

A. HYDRAULIC RAM METHOD: THE ANCHOR SHALL HAVE NO OBSERVABLE MOVEMENT AT THE

APPLICABLE TEST LOAD.

14. IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE, INSTALLED BY THE SAME

TRADE, NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE ANCHORS PASS, THEN RESUME THE

INITIAL TEST FREQUENCY.

15. ALL HOLES FOR POST-INSTALLED ANCHORS SHALL BE DRILLED, CLEANED AND PREPARED IN ACCORDANCE

WITH MANUFACTURER'S RECOMMENDATIONS AND THE APPLICABLE ICC-ESR. WHERE AN ANCHOR DOES

NOT SET PROPERLY, OR FAILS A TENSION TEST, OR REINFORCEMENT IS ENCOUNTERED DURING DRILLING, THE

DRILLED HOLE MAY NOT BE REUSED. ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT. THE

MINIMUM SPACING BETWEEN AN ABANDONED HOLE AND A DRILLED HOLE USED FOR A POST-INSTALLED

ANCHOR SHALL NOT BE LESS THAN 1-1/2 ANCHOR DIAMETERS UNLESS OTHERWISE APPROVED BY THE

ENFORCEMENT AGENCY. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE

STRUCTURAL ENGINEER OF RECORD WILL DETERMINE A NEW LOCATION.

16. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH ADHESIVE ANCHORS.

17. REQUIRED TEST LOADS ARE CALLED OUT AT EACH DETAIL. TEST ACCEPTANCE CRITERIA SHALL BE

PER IBC 2015 REQUIREMENTS

STRUCTURAL GENERAL NOTES:

GENERAL

WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL ENGINEER AND COR.

BE REPORTED SO THAT PROPER CLARIFICATION MAY BE MADE. MODIFICATION OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT

SUPPLIED BY THE OWNER, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL

9. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE FROM PLANS

APPROVED BY THE STRUCTURAL ENGINEER.

8. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS OR

RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITIES FOR THE ABOVE.

THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL NOT INCLUDED INSPECTION OF THE ABOVE ITEMS AND DOES NOT IN ANY WAY

SHALL INCLUDED BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO

SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN DURING CONSTRUCTION. SUCH MEASURES

7. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR

6. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED DRAWINGS AND LARGE SCALE OVER SMALL.

5. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ADJACENT EXISTING SURFACES ADJACENT EXISTING

DEVELOP NOT COVERED BY THE CONTRACT DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

SHOP DRAWINGS, START OF CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE ENCOUNTERED, OR CONDITIONS

4. ALL DIMENSIONS AND THE SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE JOB SITE PRIOR TO BID SUBMITTAL, START OF

REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

3. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE CONSTRUCTION STANDARDS. IF CLARIFICATION IS

HIS OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT.

PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT

THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OF CONSTRUCTION SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK

AND COORDINATION OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO

2. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW

1. ALL WORK SHALL COMPLY TO MEET VA DOCUMENT H-18-8 DATED OCTOBER 2016, INTERNATIONAL BUILDING CODE (IBC) 2015 AND

DESIGN PARAMETERS

1. STRUCTURE HAS BEEN DESIGNED IN COMPLIANCE WITH 2015 IBC AND ASCE 7-10

2. SEISMIC

SITE CLASS: D

SEISMIC DESIGN CATEGORY: D

SD : 1.047

OCCUPANCY CATEGORY IV

I = 1.5 p

COMPONENT IMPORTANCE FACTOR

s

EVALUATION SERVICES REPORT FOR THE SPECIFIC ANCHOR, AND AS REQUIRED BY THE MANUFACTURER. ALL EXPANSION ANCHORS

SHALL BE HILTI KB-TZ (ESR-1917) AS SPECIFIED ON DETAILS. ANY SUBSTITUTION MUST BE APPROVED BY SEOR AND AGENCIES

HAVING JURISDICTION OVER THIS PROJECT.

2. WHERE THE MANUFACTURER'S INSTALLATION INSTRUCTIONS OR APPLICABLE ICC-ES EVALUATION SERVICES REPORT CALL FOR THE

APPLICATION OF AN INSTALLATION TORQUE, THE SPECIFIED TORQUE SHALL BE APPLIED WITH A CALIBRATED TORQUE WRENCH. THE

SPECIFIED INSTALLATION TORQUE SHALL NOT BE EXCEEDED. CALIBRATION MUST BE WITHIN 12 MONTHS.

3. ANCHORS ARE TYPICALLY AVAILABLE IN ELECTRO-GALVANIZED CARBON STEEL,HOT-DIPPED GALVANIZED CARBON STEEL, AND STAINLESS

STEEL. USE OF ELECTRO-GALVANIZED CARBON STEEL ANCHORS IS TYPICALLY LIMITED TO DRY, INTERIOR LOCATIONS, UNLESS OTHERWISE

NOTED. STAINLESS STEEL OR HOT-DIPPED GALVANIZED ANCHORS SHALL BE USED APPLICATIONS EXPOSED TO EXTERIOR WEATHER CONDITIONS.

FINAL AUTHORITY ON THE TYPE OF ANCHOR COATING UTILIZED RESTS WITH THE STRUCTURAL ENGINEER OF RECORD AND MUST BE APPROVED

BY SUCH.

4. EXPANSION ANCHORS FOR NON-VIBRATION ISOLATED MECHANICAL EQUIPMENT RATED OVER 10HP ARE NOT PERMITTED BY ASCE 7-10

SECTION 13.6.5.5.ANCHORS INSTALLED IN OVERHEAD CONDITIONS FOR NON-VIBRATION ISOLATED EQUIPMENT WITH RECIPROCATING OR

ROTATING MECHANISMS SHALL BE UNDERCUT ANCHORS.

5. THE SPECIAL INSPECTOR SHALL BE ON THE JOBSITE CONTINUOUSLY DURING ANCHOR INSTALLATIONS, UNLESS OTHERWISE NOTED IN ICC-ES

ESR,TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS, ANCHOR

SPACINGS, EDGE DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.

6. THE TESTING OF THE EXPANSION ANCHORS SHALL BE DONE IN THE PRESENCE OF THE SPECIAL INSPECTOR AND A REPORT OF THE TEST

RESULTS SHALL BE SUBMITTED TO THE COR.

7. TEST QUANTITY OF ANCHORS AS NOTED BELOW:

APPLICATION QUANTITY

STRUCTURAL 100% OF BOLTS

NON-STRUCTURAL 50% OF BOLTS

8. ANCHORS TO BE TESTED SHALL BE SELECTED AT RANDOM BY THE SPECIAL INSPECTOR.

9. UNDERCUT ANCHORS THAT ALLOW VISUAL CONFIRMATION OF FULL SET NEED NOT BE TESTED, UNLESS OTHERWISE NOTED BY ENFORCEMENT

AGENCY OR ENGINEER OR RECORD.

10. THE TEST LOAD MAY BE APPLIED BY USING OF A CALIBRATED TORQUE WRENCH FOR TORQUE-CONTROLLED EXPANSION ANCHORS.

11. THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS:

A. TORQUE WRENCH METHOD: THE APPLICABLE TEST TORQUE MUST BE REACHED WITHIN ONE-HALF (1/2) TURN OF THE NUT.

12. IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE, INSTALLED BY THE SAME TRADE, NOT PREVIOUSLY TESTED

UNTIL TWENTY (20) CONSECUTIVE ANCHORS PASS, THEN RESUME THE INITIAL TEST FREQUENCY.

13. WHEN INSTALLING DRILLED-IN ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING

OR DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO EXISTING PRESTRESSED CONCRETE (PRE- OR POST-TENSIONED), LOCATE THE PRESTRESSED TENDONS BY USING A NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION

14. IF REBAR IS ENCOUNTERED DURING THE DRILLING, THE CONTRACTOR SHALL IMMEDIATELY TERMINATE DRILLING AND CONTACT THE ENGINEER

OF RECORD.

15. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES

ATTACHED WITH MECHANICAL ANCHORS.

16. IF THE CONCRETE CRACKS DURING THE INSTALLATION OF THE ANCHOR, THE ANCHOR SHALL BE REMOVED OR ABANDONED.

17. UNLESS OTHERWISE NOTED, PROVIDE MINIMUM EMBEDMENT OF ANCHORS AS FOLLOWS:

ANCHOR BOLT DIAMETER ANCHOR BOLT EMBEDMENT *

KB-TZ

* EMBEDMENTS BASED ON ICC-ES ESR 1917.

18. FOR REQUIRED TEST TORQUE VALUES REFER TO ICC-ESR EVALUATION SERVICE REPORT AND TORQUE VALUES AS FALLOWS:

TO AVOID CUTTING OR DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE BETWEEN THE REINFORCEMENT

AND THE DRILLED-IN ANCHOR.

MECHANICAL ANCHORS

1. EXPANSION ANCHOR SYSTEMS:

A. CONCRETE: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE

OF ICC-ES AC193. ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE IN CRACKED CONCRETE AND SEISMIC DESIGN CATEGORIES

A-F PER ICC EVALUATIONS SERVICES REPORT. ANCHOR SYSTEMS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE ICC-ES

3/8"

1/2"

ANCHOR BOLT DIAMETER TORQUE (ft-lb)

KB-TZ

3/8"

1/2"

2"

2"

SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT OF NEW WORK.

STRUCTURAL STEEL

COMPLETE PENETRATION GROOVE WELDS AND BY TENSION TEST SECTION 6.2.5 AWS.

7. ALL COMPLETE PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED BY ULTRASONIC TESTING OF

6. ALL FIELD WELDING, EXCEPT TACK WELDING, SHALL BE CONTINUOUSLY INSPECTED BY APPROVED WELDING INSPECTOR.

ERECTION OF STEEL BUILDINGS AND THE AISC CODE OF STANDARD PRACTICE AND THE REQUIREMENTS OF PROJECT SPECIFICATIONS.

5. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE AISC SPECIFICATIONS FOR THE DESIGN FABRICATION AND

TOUCHED UP WITH GALVALOY. ALL HSS SECTIONS SHALL HAVE WELDED CAP PLATES TO SEAL EXPOSED ENDS.

4. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED G90 AFTER FABRICATION. ABRADED AREAS TO BE

TABLE J.2.4 & CHAPTER 22 OF THE IBC 2015.

WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION,

3. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN

CERTIFIED WELDERS USING E70XX ELECTRODES (U.N.O.) AND THE SHIELDED METAL ELECTRIC ARC PROCESS.

2. ALL WELDING SHALL CONFORM TO THE SPECIFICATIONS OF THE AMERICAN WELDING SOCIETY AND SHALL BE PERFORMED BY

- ALL STRUCTURAL STEEL W10X AND LARGER U.N.O. A-992 OR A-572 (GR. 50)

1. STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATIONS AS NOTED BELOW AND TO THE AISC SPECIFICATIONS FOR

- RECTANGULAR OR SQUARE HSS SECTIONS: A-500, GRADE B. F~SY=46 KSI

- AROUND HSS SECTIONS: A-500, GRADE B. F~SY=42 KSI

- CONNECTION PLATES, ANGLES, CHANNELS AND MISC. A-36 (UNLESS NOTED OTHERWISE)

FABRICATION AND ERECTION:

8. ALL HEADED ANCHORS AND EXPANSION ANCHORS EXPOSED TO WEATHER SHALL BE STAINLESS STEEL.

CONCRETE

ALL NEW CONCRETE BESIDES ROOF TOP CONCRETE PAD SHALL BE 3000 PSI (U.N.O.), HAVE AIR-DRY UNIT WEIGHT OF 145 P.C.F. WITH 4" SLUMP.

2. CONCRETE DESIGN MIXES SHALL BE PREPARED BY AN INDEPENDENT TESTING LAB AND APPROVED BY THE STRUCTURAL ENGINEER (CONCRETE

PROPORTIONED BY METHOD "B").

PLACING OF ALL CONCRETE SHALL BE INSPECTED BY THE JOB INSPECTOR. INSPECTOR TO VERIFY THAT REINFORCING STEEL AS DETAILED IS

SECURELY SUPPORTED IN PLACE DURING THE POUR.

3.

ANCHOR BOLTS, DOWELS, REINFORCING STEEL, INSERTS, ETC., SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. CONCRETE

BLOCKS ONLY SHALL BE USED TO SUPPORT REINFORCING OFF GRADE.

PROVIDE 3/4" CHAMFER ON ALL EXPOSED CONCRETE CORNERS. CHAMFER NOT SHOWN ON DETAILS FOR CLARITY.

ALL CONCRETE SHALL BE VIBRATED IN PLACE DURING PLACING OF CONCRETE.

NO STAKES, STEEL OR WOOD, SHALL BE PERMITTED IN ANY CONCRETE POUR. SUSPEND FORMS FROM ABOVE GRADE.

4.

5.

6.

7.

8.

SURFACE; MINIMUM F'c = 7,000 PSI, PLASTIC STATE. NUBUMUM F'c = 7,000 PSI, PLASTIC STATE.

DRY PACK SHALL BE NON-SHRINKING, NON-METALLIC GROUT WITH SUFFICIENT WATER TO ALLOW A SMALL AMOUNT OF PASTE TO COME TO THE

9.

GROUT SHALL BE 1:3:2 PORTLAND CEMENT TO SAND TO PEA GRAVEL WITH A MINIMUM 28 DAY STRENGTH OF 4,000 PSI.

10. CONCRETE GROUT SHALL BE NON-SHRINKING, NON-METALLIC GROUT WITH SUFFICIENT WATER TO ALLOW POURING.

11.

ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 UNLESS GRADE A36 OR ANY OTHER GRADE NOTED.

CORED HOLES AND DRILLED HOLES FOR EXPANSION ANCHOR INSTALLATIONS SHALL BE MADE SO AS NOT TO CUT ANY EXISTING REINFORCING BARS.

12.

REINFORCING

ALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE HEREIN. WELDED WIRE FABRIC SHALL CONFORM TO ASTM

A185. ANY NEW REINFORCEMENT TO BE WELDED SHALL ALSO CONFORM TO THE CHEMICAL REQUIREMENTS OF ASTM A615 REINFORCING STEEL.

2. REINFORCING BARS SHALL BE SPLICED AND BENT IN STRICT ACCORDANCE WITH THE DRAWINGS AND DETAILS AND C.R.S.I. PUBLICATIONS. NO KINKS

ALLOWED. ALL BARS SHALL BE CLEAN PRIOR TO CONCRETE PLACEMENT. SPLICE SHALL BE STAGGERED AT LEAST 24".

3.

LAPS TO BE IN ACCORDANCE WITH THE DRAWINGS AND DETAILS. DOWELS SHALL BE CLEANED AFTER POUR.

PROVIDE DOWELS OF SAME SIZE AND NUMBER FROM ADJACENT POUR, BOTH VERTICALLY & HORIZONTALLY TO MATCH TYPICAL REINFORCING SHOWN.

WHEN CONCRETE IS PLACED AGAINST PREVIOUSLY HARDENED CONCRETE, THE INTERFACE SHALL BE CLEAN AND FREE OF LAITANCE. THE INTERFACE

SHALL BE ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4 INCH PRIOR TO FRESH CONCRETE PLACEMENT.

REINFORCEMENT SHALL BE SUCH THAT HE SPLICES IN ALTERNATE BARS WITHIN A CURTAIN OF REINFORCEMENT IS STAGGERED A MINIMUM OF

WHERE LAP SPLICES FOR REINFORCING INTENDED TO BE CONTINUOUS ARE REQUIRED, SUCH SPLICES SHALL CONFORM TO A CLASS "B" SPLICE

UNLESS NOTED OTHERWISE. SPLICES IN ALTERNATE BARS SHALL BE OFFSET 36 INCHES MINIMUM. ALL SPLICES SHALL BE SHOWN ON THE

REINFORCING SHOP DRAWINGS. LAP SPLICES SHALL BE MADE AWAY FROM POINTS OF MAXIMUM STRESS WHEREVER POSSIBLE. SPLICES IN WALL

24 INCHES, AND SPLICES OF REINFORCEMENT IN ADJACENT CURTAINS SHALL ALSO BE STAGGERED A MINIMUM OF 24 INCHES SO AS NOT TO

OCCUR IN THE SAME LOCATION. MINIMUM SPLICE LENGTHS SHALL BE AS SHOWN ON DETAILS.

8.

9.

ALL REINFORCING BENDING DETAILS SHALL BE IN ACCORDANCE WITH SECTION 1907 IBC 2015 AND AC1 318-14.

WELDED WIRE FABRIC SHALL COMPLY TO ASTM A-185 SPECIFICATIONS.

ALL REINFORCING IN CONCRETE USED FOR THE CONTAINMENT OF WATER SHALL BE HOT-DIPPED GALVANIZED OR EPOXY COATED AFTER FABRICATION. 10.

11.

12.

1.

SHOP DRAWINGS FOR REINFORCING STEEL SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR APPROVAL PRIOR TO

FABRICATION.

4.

1.

5. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL

ENGINEER (SEOR) & THE AGENCIES HAVING JURISDICTION OVER THIS PROJECT.

6. BARS SHALL NOT BE RE-BENT.

7. WELDING OF STIRRUPS, TIES, INSERTS OR OTHER SIMILAR ELEMENTS TO LONGITUDINAL REINFORCEMENT IS NOT PERMITTED.

5/8" 60

5/8" 3 1/8"

9. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A-325 UNLESS NOTED OTHERWISE, OTHER BOLTS, AS NOTED, SHALL CONFORM TO ASTM A307.

A-490 BOLTS.

10. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS" USING ASTM A-325 OR

11. PROVIDE BEVELED WASHERS ON ALL CONNECTION TO SLOPING FLANGES OF W SECTION AND CHANNELS WHERE SLOPE EXCEEDS 1:20.

BASED ON ACI 318-14 SPECIFIED MIX DESIGN METHOD. ROOF TOP CONCRETE PAD TO BE LIGHT WEIGHT AGGREGATE UNLESS NOTED

OTHERWISE. L.W. AGGREGATE TO BE EXPANDED CLAY OR SHALE CONFORMING TO ASTM C-330. AIR-DRY UNIT WEIGHT SHALL BE 110 PCF

ALL CONCRETE STRENGTHS SHOWN ARE ULTIMATE 28 DAY COMPRESSIVE STRENGTHS. SELECTION OF CONCRETE PROPORTIONS SHALL BE

WITH A TOLERANCE OF ± 5 PCF.

REQUIREMENTS OF PROJECT SPECIFICATIONS.

10. UNLESS OTHERWISE NOTED, ALL ELEMENTS SHOWN ON PLANS AND DETAILS ARE NEW ELEMENTS.

MECHANICAL ANCHORS (Cont.)

3/4" 3 1/4"

3/4" 110

AV PAHCS

Veterans Affairs Veterans Affairs• tel: 626.793.9805 fax: 626.793.9807

48 east holly street, pasadena, ca 91103

SWA Architect

SWA 20170024

PH: 626.463.2800

FAX: 626.463.2801

www.ttgcorp.com

300 N. LAKE AVENUE

14TH FLOOR

PASADENA, CA

91101 Project No.

d/b/a

17001385.00

Exp. 09/30/18

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VA FORM 08-6231

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AutoCAD SHX Text Engineers/Consultants

AutoCAD SHX Text \\AD.KJWW.COM\KJWW\KJWW\PROJECTS\2017\17001385.00\CAD-BIM FOLDERS\AUTOCAD\_STR\17001385_SS1.DWG - 2/12/2018 2:04 PM - 2/12/2018 2:04 PM2/12/2018 2:04 PM

AutoCAD SHX Text Design Development ONLY-NOT for Construction

AutoCAD SHX Text Building Number:

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AutoCAD SHX Text Project Number:

AutoCAD SHX Text B126

AutoCAD SHX Text 600-17-102

AutoCAD SHX Text Location:

AutoCAD SHX Text Project Title

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5901- EAST SEVENTH STREET

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LONG BEACH, CALIFORNIA, 90822

AutoCAD SHX Text

DEPARTMENT OF VETERANS AFFAIRS

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TIBOR RUBIN VA MEDICAL CENTER

AutoCAD SHX Text

B126 RENOVATE HOSPITAL

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ROOM SERVICE KITCHEN

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AM

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AS

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100%%% FINAL CONSTRUCTION DOCUMENT

AutoCAD SHX Text Revisions

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AutoCAD SHX Text SD 35%%% Submission

AutoCAD SHX Text 08-22-2017

AutoCAD SHX Text DD 65%%% Submission

AutoCAD SHX Text 10-27-2017

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SS-1

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GENERAL NOTES

STRUCTURAL GENERAL NOTES (Cont.):

METAL STUDS

1. STUDS SHALL CONFORM TO STANDARDS OF THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) ICC

ER 3064-P. STUDS SHALL CONFORM TO ASTM A653 SS GRADE 33 FOR 18 GAGE AND LIGHTER AND

A653 SS GRADE 50 CLASS 1 FOR 16 GAGE AND HEAVIER. TRACK STUDS SHALL BE OF THE SAME GAGE

AND GRADE AS THE SUPPORTED STUD.

2. STUD FRAMING SHALL BE IN ACCORDANCE WITH AISI, "SPECIFICATIONS FOR DESIGN OF COLD

FORMED STEEL STRUCTURAL MEMBERS".

3. STUDS SHALL BE PAINTED OR GALVANIZED PER SPECIFICATIONS.

4. CONFIRMATION SHALL BE MADE THAT THE COLD-FORMED STEEL MEMBERS BEING INSTALLED MATCH THE

PROJECT'S SPECIFIED SIZE, TYPE, MECHANICAL PROPERTIES AND SPACING.

5. SCREW CONNECTIONS:

A. SCREWS LARGER THAN SPECIFIED MAY BE USED, PROVIDED THE MINIMUM SPACING

AND EDGE DISTANCE REQUIREMENTS ARE MET.

B. SCREWS SHALL BE FULLY DRIVEN AND HAVE A MINIMUM PENETRATION OF THREE THREADS

THROUGH THE LAST MATERIAL JOINED.

C. SCREWS SHALL HAVE PROTECTIVE COATING TO COMPLY WITH RECOGNIZED DESIGN STANDARD

FOR THE PROJECT ENVIRONMENTAL CONDITIONS.

6. WELDING: ALL WELDING SHALL COMPLY WITH RECOGNIZED STANDARDS AND STRUCTURAL WELDING

CODE AWS D1.1 (WHEN WELDING SHEET STEEL TO STRUCTURAL STEEL 1/8" AND THICKER) AND

STRUCTURAL WELDING CODE SHEET STEEL, AWS D1.3-98 (WHEN WELDING SHEET STEEL TO SHEET STEEL).

7. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS. SUBMIT WRITTEN WELDING PROCEDURE SPECIFICATIONS

FOR REVIEW PRIOR TO FABRICATION. USE LOW HYDROGEN ELECTRODES FOR WELDING TO STRUCTURAL STEEL.

8. BOLTED CONNECTIONS: BOLTS SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM A307 AND

SHALL BE INSTALLED WITH NUTS AND WASHERS AT SPACING PER RECOGNIZED DESIGN STANDARD.

9. BEARING SURFACES: UNIFORM BEARING SURFACE SHALL BE PROVIDED WITH A MAXIMUM 1/4" GAP

BETWEEN BOTTOM TRACK AND THE FOUNDATION OR SLAB. IT SHALL BE ACCOMPLISHED BY THE USE OF

LOAD BEARING SHIMS AND/OR GROUT PROVIDED BETWEEN THE UNDERSIDE OF THE WALL BOTTOM TRACK

AND THE TOP OF THE FOUNDATION OR SLAB AT EACH STUD.

10. TYPICAL DETAILS SHOWN SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROVED LOCATIONS

WHETHER SPECIFICALLY CALLED OUT OR NOT.

11. STUDS SHALL HAVE THE FOLLOWING PRODUCT IDENTIFICATION:

600S137-68

MEMBER DEPTH (6"=600X1/100 IN) MATERIAL THICKNESS (MILS)

STYLE: FLANGE WIDTH

S= STUD OR JOIST

T= TRACK

12. THICKNESS OF SECTIONS PER SSMA DESIGNATION:

THICKNESS DISIGN THICKNESS GAUGE NO.

(MILS) (IN) (REFERENCE ONLY)

33 0.0346 20-STRUCTURAL

43 0.0451 18

54 0.0566 16

68 0.0713 14

97 0.1017 12

SEISMIC BRACING OF MECHANICAL, ELECTRICAL AND PLUMBING SYSTEMS

1. SHOP DRAWINGS OF THE SUPPORTS AND BRACING SYSTEMS IN ACCORDANCE WITH THE

PRE-APPROVAL SHALL BE SUBMITTED TO THE DISCIPLINE IN RESPONSIBLE CHARGE OF THE

PROJECT FOR REVIEW TO VERIFY THAT THE DETAILS ARE IN CONFORMANCE WITH ALL CODE

ASCE 7-10 SECTION 13.6 & VA DOCUMENT H-18-8 DATED OCTOBER 2016.

A) THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL VERIFY THAT THE SUPPORTING

STRUCTURE IS ADEQUATE FOR THE LOADS IMPOSED ON IT BY THE SUPPORTS AND BRACES

INSTALLED IN ACCORDANCE WITH THE PRE-APPROVAL IN ADDITION TO ALL OTHER LOADS.

B) THE SEOR WILL FORWARD THE ANCHORAGE AND BRACING DRAWINGS (INCLUDING

APPROVED CHANGE ORDERS FOR SUPPLEMENTARY FRAMING WHERE REQUIRED) TO THE

DISCIPLINE IN RESPONSIBLE CHARGE WITH A NOTATION INDICATING THAT THE DRAWINGS

HAVE BEEN REVIEWED AND ARE IN GENERAL CONFORMANCE WITH THE OPM

1. MASON SEISMIC RESTRAINT GUIDELINES, OSHPD OPM-0043-13

C) A "SHOP DRAWING STAMP" MAY BE USED TO INDICATE COMPLIANCE WITH THIS

REQUIREMENT.

D) THE REGISTERED DESIGN PROFESSIONAL (OTHER THAN SEOR) MAY PROVIDE THE

SHOP DRAWING STAMP FOR SMALL PROJECTS AT THE DISCRETION OF THE DISTRICT

STRUCTURAL ENGINEER.

2. THE SHOP DRAWINGS (WITH THE SHOP DRAWING STAMP) SHALL BE SUBMITTED TO THE

DISTRICT STRUCTURAL ENGINEER TO REVIEW THE FP FOR PRE-APPROVED SYSTEM.

3. THE SHOP DRAWINGS (WITH THE SHOP DRAWING STAMP) SHALL BE KEPT ON THE JOBSITE

AND CAN THEN BE USED FOR INSTALLATION OF THE SUPPORT AND BRACING.

- VA FIELD STAFF WILL REVIEW THE INSTALLATION.

4. A COPY OF THE CHOSEN BRACING SYSTEM(S) INSTALLATION GUIDE/MANUAL SHALL BE ON

THE JOBSITE PRIOR TO STARTING THE INSTALLATION OF HANGERS AND/OR BRACES.

- IT IS THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN COPIES OF VA PRE-APPROVALS

AND FURNISH THE IOR WITH ONE COPY OF EACH.

5. COMPONENTS OF TWO OR MORE PRE-APPROVED BRACING SYSTEMS SHALL NOT BE MIXED.

ONLY ONE PRE-APPROVED BRACING SYSTEM MAY BE USED FOR A RUN OF PIPE,

DUCT OR CONDUIT.

2. B-LINE/TOLCO OPM-0052-13 AND THE DESIGN OF THE PROJECT.

DEMOLITION

1. ALL DEMOLITION SHALL BE CARRIED ON IN SUCH A WAY AS NOT TO DAMAGE EXISTING ELEMENTS

WHICH ARE TO REMAIN.

2. ALL ELEMENTS WHICH ARE TO REMAIN AND WHICH ARE DAMAGED DURING DEMOLITION WORK

SHALL BE REPLACED AT NO ADDED COST. EXISTING ELEMENTS TO BE PROTECTED TO THE FULLEST

EXTENT POSSIBLE TO REDUCE SUCH DAMAGE TO A MINIMUM.

SCREW INSTALLATION INTO ELECTRICAL, MECHANICAL, MEDICAL OR ANY EQUIPMENT

1. CONTRACTOR SHALL PROVIDE MAXIMUM CARE AND COORDINATION, WHEN INSTALLATION OF THE SCREWS

INTO ELECTRICAL & MECHANICAL EQUIPMENTS IS REQUIRED.

2. CONTRACTOR MUST VERIFY EACH LOCATION OF SCREW TO BE INSTALLED, PRIOR TO ANY PENETRATION, REGARDLESS OF LENGTH OF PROTRUSION.

3. PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHOULD NOT BE LESS THAN 3 EXPOSED THREADS.

CONTRACTOR SHALL VERIFY AT EACH CASE, SO AS NOT TO DAMAGE THE CONTENT AND OR FUNCTION

OF THE EQUIPMENT.

4. CONTRACTOR SHALL PROVIDE EPOXY, REZIN COVER, OR ANY OTHER REQUIRED ITEM AS PART OF THEIR

MEANS & METHODS TO PROTECT THE SHARP EDGES OF THE SCREW DURING THE USAGE FUTURE

AND/OR MAINTENANCE OF THE EQUIPMENT.

5. THE MINIMUM SPACING BETWEEN CENTERS OF FASTENERS SHALL NOT BE LESS THAN 3X FASTENER

DIAMETER. THE MINIMUM EDGE DISTANCE FROM THE CENTER OF A FASTENER TO THE EDGE OF

ANY PART SHALL NOT BE LESS THAN 1.5X FASTENER DIAMETER.

6. USE ONLY SCREWS THAT HAS BEEN ISSUED ON ICC-ES REPORT IN ACCORDANCE WITH PROVISIONS

OF ICC-ES-AC-118.

7. SCREWS SHALL HAVE VALID ICC REPORT SUCH AS ICC-2196, ICC-1408 OR ICC-1730. ANY

SUBSTITUTION MUST BE APPROVED BY SEOR.

8. 1/4" THRU BOLT MAY BE USED IN LIEU OF SCREW FOR ELECTRICAL EQUIPMENT ANCHORAGE AS SHOWN

ON DETAIL.

SHORING

1. WHERE THERE IS NOT SUFFICIENT SPACE FOR SLOPED EMBANKMENTS, SHORING WILL BE REQUIRED

(SEE CONTRACT DRAWINGS).

2. REFER TO THE SOILS REPORT FOR INFORMATION REGARDING THE DESIGN AND INSTALLATION OF THE

SHORING. SHORING THAT IS NOT PART OF THE PERMANENT BUILDING SUPPORT IS THE CONTRACTOR'S

RESPONSIBILITY AND OUTSIDE THIS PERMIT.

ABBREVIATIONS

# Number or pounds

@ At

CL Center line

-3" Slab Depression

A.B. Anchor Bolt

APG Auger Pressure Grouted

AISC American Institute of Steel Construction

Anch. Anchor

BF Brace Frame

Bm.

Bottom of Footing

Bott.

Beam

Btwn.

Bottom

CIDH

Between

Clr.

Cast In Drilled Hole

Col.

Clear

Conc.

Column

Cont.

Concrete

Det.

Continuous

Dia.

Detail

Dim.

Diameter

Dwg.

Dimension

Dwl.

Drawing

(E)

Dowel

E.F.

Existing

E.W.

Each Face

Ea.

Each Way

EL

Each

Electl.

Elevation

Elev.

Electrical

E.O.S.

Elevator

Exp.

Edge of Slab

Extr.

Expansion

F.O.C.

Exterior

F.O.S.

Face of Concrete

F.O.W.

Face of Stud

Fdn.

Face of Wall

Fin.

Foundation

Flr.

Finish

Frmg.

Floor

Ftg.

Framing

Ga.

Footing

Galv.

Gage

Gr. Bm.

Galvanized

HI

Grade Beam

H.S.B.

High

Horiz.

High Strength Bolt

Intr.

Horizontal

B.O.F.

Interior

LO Low

Lt. Wt. Lightweight

M.B. Machine Bolt

Max. Maximum

Mechl. Mechanical

Mfr. Manufacturer

Minimum

Mtl. Metal

(N) New

N.T.S.

Not in Contract

No.

Not to Scale

O.C.

Number

O.H.

On Center

Pc

Opposite Hand

P.H.

Piece

Pl.

Penthouse

Plcs.

Plate

Reinf.

Places

S

Reinforcing

S.A.

Strut/Drag Steel Beam

SCBF

Stud Anchor

Sched.

Special Concentric Brace Frame

Sect.

Schedule

Sep'n.

Section

Sim.

Separation

S.L.R.S.

Similar

SOG

Seismic Load Resisting System

SOMD

Slab on Grade

Spec.

Slab on Metal Deck

Sq.

Specification

Std.

Square

Stiff.

Standard

Stl.

Stiffener

STMS

Steel

Suppt.

Self Tapping Machine Screws

Sym.

Support

T.O.

Symmetrical

T.O.S.

Top of

T.O.W.

Top of Steel

Thk.

Top of Wall

Typ.

Thick

U.N.O.

Typical

V.O.J.

Unless Noted Otherwise

V.O.S.

Verify on Job

Vert.

Verify on Site

W.P.

Vertical

Wt.

Work Point

N.I.C.

Weight

Min.

W/ With

N.WT. Normal Weight

Jt. Joint

AV PAHCS

Veterans Affairs Veterans Affairs• tel: 626.793.9805 fax: 626.793.9807

48 east holly street, pasadena, ca 91103

SWA Architect

SWA 20170024

PH: 626.463.2800

FAX: 626.463.2801

www.ttgcorp.com

300 N. LAKE AVENUE

14TH FLOOR

PASADENA, CA

91101 Project No.

d/b/a

17001385.00

Exp. 09/30/18

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VA FORM 08-6231

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AutoCAD SHX Text Drawing Title

AutoCAD SHX Text Check-by:

AutoCAD SHX Text Date:

AutoCAD SHX Text Architects

AutoCAD SHX Text Drawn-by:

AutoCAD SHX Text Office of Facilities Management

AutoCAD SHX Text Engineers/Consultants

AutoCAD SHX Text \\AD.KJWW.COM\KJWW\KJWW\PROJECTS\2017\17001385.00\CAD-BIM FOLDERS\AUTOCAD\_STR\17001385_SS2.DWG - 2/14/2018 1:44 PM - 2/14/2018 1:44 PM2/14/2018 1:44 PM

AutoCAD SHX Text Design Development ONLY-NOT for Construction

AutoCAD SHX Text Building Number:

AutoCAD SHX Text Drawing Number:

AutoCAD SHX Text Project Number:

AutoCAD SHX Text B126

AutoCAD SHX Text 600-17-102

AutoCAD SHX Text Location:

AutoCAD SHX Text Project Title

AutoCAD SHX Text

5901- EAST SEVENTH STREET

AutoCAD SHX Text

LONG BEACH, CALIFORNIA, 90822

AutoCAD SHX Text

DEPARTMENT OF VETERANS AFFAIRS

AutoCAD SHX Text

TIBOR RUBIN VA MEDICAL CENTER

AutoCAD SHX Text

B126 RENOVATE HOSPITAL

AutoCAD SHX Text

ROOM SERVICE KITCHEN

AutoCAD SHX Text

AM

AutoCAD SHX Text

AS

AutoCAD SHX Text

100%%% FINAL CONSTRUCTION DOCUMENT

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text SD 35%%% Submission

AutoCAD SHX Text 08-22-2017

AutoCAD SHX Text DD 65%%% Submission

AutoCAD SHX Text 10-27-2017

AutoCAD SHX Text CD 95%%% Submission

AutoCAD SHX Text 02-19-2018

AutoCAD SHX Text CD 100%%% Submission

AutoCAD SHX Text 04-06-2018

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text See Revisions Date

AutoCAD SHX Text

SS-2

GENERAL NOTES

NONE

TYPICAL REINFORCING DETAILS

NONE

TYPICAL OPENING IN EXISTING FLOOR

NONE

NEW CONCRETE PAD ON EXISTING SLAB

NONE

DEPRESSED SLAB INFILL

NONE

EXTENDED CONCRETE PAD DETAIL

DO NOT OVER CUT CORNERS

SAWCUT ONLY TO CORED HOLES

CHIP OUT CORNER AS REQUIRED

FOR SQUARE OPENING

CORE 6" DIAMETER HOLE

IN EACH CORNER OF

OPENING PRIOR TO

SAWCUTTING OPENING

EXISTING MASONRY OR

CONCRETE

SAWCUT OPENING

IN EXISTING CONC.

OR MASONRY

CLEAN & ROUGHEN

(E) MIN. 7 1/2" CONC.

1/4" AMPLITUDE

(ICC ESR-3814)-TYP.

HIT-RE 500-V3 ADHESIVE

HOLE WITH HILTI

PLACE BAR IN DRILLED

#4 @ 18" O.C. EA. WAY

C L R

M A

X

SURFACE TO

#4 @ 18" O.C.

3 MIN.

T Y

P

8"

TYP.

EXP. ANCHOR

SLAB (3000 PSI)

TOOLED

RADIUS-TYP.

6" MIN.

TYP. U.N.O.

NOTE:

FOR OPENING LOCATION SEE ARCH'L AND MEP DRAWINGS.

NOTE:

FOR NEW CONC. PAD LOCATION AND SIZE SEE ARCH'L AND MEP DRAWINGS.

(N) N.WT. CONC. PAD

(TENSION TEST = 2000#)

SEE SCHEDULE FOR

THE BARS, EXCEPT IN WALLS.

OF CONCRETE CAST BELOW

BARS WITH MORE THAN 12"

BY 1.3 FOR HORIZONTAL

* MULTIPLY LENGTHS SHOWN

#8 5'-11"

#7 5'-2"

#6 3'-7"

#5 3'-0"

#4 2'-4"

#3 1'-9"

SPLICE LENGTH *

ALL HOOKS, BENDS & LAPS SHALL BE AS INDICATED, U.N.O.

NOTE:

MAX. SLOPE

135 DEG. BEND

LAP SPLICE

180 DEG. BEND OFFSET 90 DEG. BEND

'd' BAR DIAMETER d

TOGETHER - TYP.

WIRE REINFORCING

'd'

'd' BAR DIAMETER

CONCRETE SPLICE LENGTH

BAR DIAMETER

6d FOR #3 THRU #8

'D' = BAR BEND DIAMETER2 1/2"

4d d

D

D

D

D

M

I N

50 d - 2'-0" MIN. MASONRY d4

M

I

N

EACH SIDE

4"

TYP.

(E) 7 1/2" CONC. SLAB

LT.WT CONC. SLAB

#4 REBAR @ 18" O.C.

EACH WAY-TYP.

SET BAR WITH

HILTI HIT RE 500-V3

ADHESIVE

(MIN. 2 REBAR EA. WAY)

NOTE:

1. FOR THE INFILL AREA AND DIMENSIONS SEE ARCH'L.

CLEAN & ROUGHEN

1/4" AMPLITUDE

SURFACE TO

(4000psi)

(ICC ESR-3814)-TYP.

#4 @ 18" O.C.

E.W., TYP. MIN.

SET BAR WITH HILTI

HIT RE 500-V3 ADHESIVE

(ICC ESR-3814)-TYP.

2 REBAR EA. WAY

CLEAN & ROUGHEN

SURFACE TO 1/4"

AMPLITUDE

(E) 4" CONC. PAD

SEE MECH'L FOR DIMENSION

(MIN. 3000psi)

(N) EXTENDED

N.WT. CONC. PAD

T Y

P

6"

DOWELED

#4x2'-0" @ 18" O.C.

(ICC ESR-3814)

6" MIN.

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

M I N

TYP. U.N.O.

MIN.

2 1/2" STRUCTURAL

STYROFOAM

2'-0"

PREFAB. TRENCH AND

BY MFR. (WHERE OCCURS)

CONNECTION TO CONC.

2. FOR TRENCH LOCATION-SEE ARCH'L.

(TENSION TEST = 2000#)

T Y

P

NEW OPENING

NONE

PIPE/CONDUIT THRU CONCRETE SLAB

(E) CONCRETE SLAB

PIPE OR CONDUIT

NOTE:

1. VERIFY LOCATION OF (E) REBAR PRIOR OF ANY CORING.

2. DO NOT CUT (E) REBAR.

3. PROVIDE 2" MINIMUM DISTANCE BETWEEN (E) REBAR AND (N) CORE.

W

(E) OR (N) CORE

4 1/2"

MAX.

SEE NOTE 4

4. W = 13 1/2" MIN. OR 3D WHICHEVER IS BIGGER.

D

NONE

TYPICAL CONCRETE PAD ON ROOF SLAB

6'-0"

M

A X

RIGID STYROFOAM

(4000psi)

SURFACE TO 1/4"

AMPLITUDE-TYP.

#4-TYP.

(E) 7 1/2" N.WT. CONC.

N.WT. CONC. PAD

W/ COMPRESSIVE

STRENGTH=100psf

CLEAN & ROUGHEN

(ICC ESR-3814)-TYP.

W/ 4" EMBED.

W/ HILTI RE 500 V3 ADHESIVE

PLACE BAR IN DRILLED HOLE

(TENSION TEST=2000#)

#4 @ 18" O.C.-TYP.

LEVEL

(MIN. 3000psi)

MAX.

6"

TYP.

EQ.

TYP.

EQ.

TYP.

M

I N

C L R

EACH WAY-TYP.

#4 @ 18" O.C.

AV PAHCS

Veterans Affairs Veterans Affairs• tel: 626.793.9805 fax: 626.793.9807

48 east holly street, pasadena, ca 91103

SWA Architect

SWA 20170024

PH: 626.463.2800

FAX: 626.463.2801

www.ttgcorp.com

300 N. LAKE AVENUE

14TH FLOOR

PASADENA, CA

91101 Project No.

d/b/a

17001385.00

Exp. 09/30/18

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VA FORM 08-6231

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AutoCAD SHX Text Office of Facilities Management

AutoCAD SHX Text Engineers/Consultants

AutoCAD SHX Text \\AD.KJWW.COM\KJWW\KJWW\PROJECTS\2017\17001385.00\CAD-BIM FOLDERS\AUTOCAD\_STR\17001385_SS3.DWG - 4/5/2018 10:18 AM - 4/5/2018 10:18 AM4/5/2018 10:18 AM

AutoCAD SHX Text Design Development ONLY-NOT for Construction

AutoCAD SHX Text Building Number:

AutoCAD SHX Text Drawing Number:

AutoCAD SHX Text Project Number:

AutoCAD SHX Text B126

AutoCAD SHX Text 600-17-102

AutoCAD SHX Text Location:

AutoCAD SHX Text Project Title

AutoCAD SHX Text

5901- EAST SEVENTH STREET

AutoCAD SHX Text

LONG BEACH, CALIFORNIA, 90822

AutoCAD SHX Text

DEPARTMENT OF VETERANS AFFAIRS

AutoCAD SHX Text

TIBOR RUBIN VA MEDICAL CENTER

AutoCAD SHX Text

B126 RENOVATE HOSPITAL

AutoCAD SHX Text

ROOM SERVICE KITCHEN

AutoCAD SHX Text

AM

AutoCAD SHX Text

AS

AutoCAD SHX Text

100%%% FINAL CONSTRUCTION DOCUMENT

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text SD 35%%% Submission

AutoCAD SHX Text 08-22-2017

AutoCAD SHX Text DD 65%%% Submission

AutoCAD SHX Text 10-27-2017

AutoCAD SHX Text CD 95%%% Submission

AutoCAD SHX Text 02-19-2018

AutoCAD SHX Text CD 100%%% Submission

AutoCAD SHX Text 04-06-2018

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text See Revisions Date

AutoCAD SHX Text

SS-3

SECTIONS AND DETAILS

TYPICAL BACKING SUPPORT

OVER 3 STUDS MIN. (U.N.O.)

(N) 6x16GA. OR 4x16GA.

(E) METAL STUD

3-#12 S.M.S.SEE DETAILS

NON-PUNCHED TRACK-TYP.

1/4" MAX.

TYP.

EXTEND BACKING TRACK ONE STUD BAY BEYOND

THE EDGE OF THE SUPPORTED EQUIPMENT OR CABINET.

NOTE:

NONE

STEAM JACKETED KETTLE ANCHORAGE

NONE

FLANGED FOOT MOUNTED EQUIPMENT DETAIL

NONE

HOOD HANGER & BRACE CONNECTION DETAILS

1/2"Ø A36 ALL THREAD

ROD STIFFENER CLAMP,

MASON, OPM-0043-13

SUSPENDED

EQUIPMENT

ROD STIFFENER, *

UNISTRUT P1000

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

1/2"Ø HILTI KB-TZ

W/ 3 1/4" EMBED.

(ICC-ESR 1917)-TYP.

115"

PLAN

ELEVATION

WT.=831#

MAX.

1/2"Ø HANGER ROD

(4 PER SECTION)-TYP.

MAX.

* USE ROD STIFFENER

WHERE BRACE OCCURS.

P1843W TOP AND BOTT.

W/ 1/2"Ø BOLT-TYP.

EQUIPMENT MOUNTING

BRACKET (BY MFR)

5° MAX. SWAY

ALLOWED TO SIDES

TYP. EACH BRACE

ALTERNATIVE LONGITUDINAL

BRACE LOCATION-TYP.

P1000 BRACE

1/2"Ø HILTI KB-TZ

(ICC ESR-1917)

W/ 3 1/4" EMBED.

(L=10'-0' MAX.)

T Y

P

ALL-THREAD

VERTICAL

SUPPORT

TYP.

A

C

A

3'-0" MAX.

OBSTRUCTION

UNISTRUT TRAPEZE AT OBSTRUCTION

P1000 BRACE

SEE FOR CONN.

PLAN AT BASE

FRONT VIEW

WT=1000#

MAX.

C.G.

H

D

"W"

2-1/2"Ø HILTI KB-TZ S.S.

W/ 2" EMBED.

(ICC ESR-1917)

FLANGED LEG

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

3"

DETAIL -A-

A

BY VENDOR

FOR DIMENSIONS AND EXACT WEIGHT-SEE ARCH'L.

NOTE:

H

COUPLER NUT

@ 12" MAX. SPACING

ROD HANGER

A

FOR: 41, 82, 84, 87, 154, 157, 161, 182, 188, 226, 228, 341, 343, 366

FOR: 81A, 81B, 153A, 153B, 218A, 218B, 236A, 236B, 344, 362

2-5/8"Ø HILTI KB-TZ S.S.

W/ 2" EMBED.

(ICC ESR-1917) FLANGED LEG

4"

DETAIL -A-

BY VENDOR

FOR: 221, 223

PLAN VIEW

FRONT VIEW

FOR DIMENSIONS AND EXACT WEIGHT-SEE ARCH'L.

NOTE:

A

WT=1130#

MAX.

C.G.

TYP.

TYP.

TYP.

M I N

35"

MIN.

M I N

M I N

MIN.

C.G.

ALTERNATIVE TRANSVERSE

BRACE LOCATION-TYP.

LONGITUDINAL BRACE

(2 PER SECTION)

TRANSVERSE BRACE

(2 PER SECTION)

P1001 AW

CHANNEL

WASHER AND NUT

TOP AND BOTTOM

TYP.

CHANNEL WASHER

AND NUT-TYP.

A

NONE

FLIGHT TYPE WAREWASHER ANCHORAGE

2-1/2"Ø HILTI KB-TZ S.S.

W/ 2" EMBED.

(ICC ESR-1917)

FLANGED LEG

2.5"

DETAIL -A-

FRONT VIEW

SIDE VIEW

A TYP.

MAX.

C.G.

WT=4085#

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

BY MFR.

FOR: 361

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

QUARRY TILE

W/ MORTAR BED

W/ 2" MAX. THK.

T Y

P

AV PAHCS

Veterans Affairs Veterans Affairs• tel: 626.793.9805 fax: 626.793.9807

48 east holly street, pasadena, ca 91103

SWA Architect

SWA 20170024

PH: 626.463.2800

FAX: 626.463.2801

www.ttgcorp.com

300 N. LAKE AVENUE

14TH FLOOR

PASADENA, CA

91101 Project No.

d/b/a

17001385.00

Exp. 09/30/18

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AutoCAD SHX Text one eighth inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B

AutoCAD SHX Text A

AutoCAD SHX Text C

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text F

AutoCAD SHX Text three inches = one foot

AutoCAD SHX Text 6"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6"

AutoCAD SHX Text one and one half inches = one foot

AutoCAD SHX Text one inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6"

AutoCAD SHX Text 6"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text three quarters inch = one foot

AutoCAD SHX Text one half inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text three eighths inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text one quarter inch = one foot

AutoCAD SHX Text

VA FORM 08-6231

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

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AutoCAD SHX Text

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AutoCAD SHX Text C

AutoCAD SHX Text B

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text Professional Seal

AutoCAD SHX Text Drawing Title

AutoCAD SHX Text Check-by:

AutoCAD SHX Text Date:

AutoCAD SHX Text Architects

AutoCAD SHX Text Drawn-by:

AutoCAD SHX Text Office of Facilities Management

AutoCAD SHX Text Engineers/Consultants

AutoCAD SHX Text \\AD.KJWW.COM\KJWW\KJWW\PROJECTS\2017\17001385.00\CAD-BIM FOLDERS\AUTOCAD\_STR\17001385_SS4.DWG - 4/2/2018 11:41 AM - 4/2/2018 11:41 AM4/2/2018 11:41 AM

AutoCAD SHX Text Design Development ONLY-NOT for Construction

AutoCAD SHX Text Building Number:

AutoCAD SHX Text Drawing Number:

AutoCAD SHX Text Project Number:

AutoCAD SHX Text B126

AutoCAD SHX Text 600-17-102

AutoCAD SHX Text Location:

AutoCAD SHX Text Project Title

AutoCAD SHX Text

5901- EAST SEVENTH STREET

AutoCAD SHX Text

LONG BEACH, CALIFORNIA, 90822

AutoCAD SHX Text

DEPARTMENT OF VETERANS AFFAIRS

AutoCAD SHX Text

TIBOR RUBIN VA MEDICAL CENTER

AutoCAD SHX Text

B126 RENOVATE HOSPITAL

AutoCAD SHX Text

ROOM SERVICE KITCHEN

AutoCAD SHX Text

AM

AutoCAD SHX Text

AS

AutoCAD SHX Text

100%%% FINAL CONSTRUCTION DOCUMENT

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text SD 35%%% Submission

AutoCAD SHX Text 08-22-2017

AutoCAD SHX Text DD 65%%% Submission

AutoCAD SHX Text 10-27-2017

AutoCAD SHX Text CD 95%%% Submission

AutoCAD SHX Text 02-19-2018

AutoCAD SHX Text CD 100%%% Submission

AutoCAD SHX Text 04-06-2018

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text See Revisions Date

AutoCAD SHX Text

SS-4

COMBI-OVEN ANCHORAGE

NONE

COUNTERTOP ICE/WATER DISPENSER WITH ICEMAKER ANCHORAGE

NONE

ALTERNATIVE MOBILE WIRE RACK ANCHORAGE

NONE

WIRE RACK ANCHORAGE

NONE

PASS-THRU CART WASHER ANCHORAGE DETAIL

FRONT VIEW SIDE VIEW

42 3/8" 38 1/2"

(E) 7 1/2" N. WT. CONC.

(MIN. 3000psi)

3-#12 S.M.S. S.S.

AT ANGLE VERT. LEG

TO EQUIP. ENCLOSURE

AS SHOWN-TYP.

EQ.

TYP.

3/4"

TYP.

1/2"Ø HILTI KB-TZ S.S.

W/ 3 1/4" EMBED.

(ICC ESR-1917)

ANGLE

ALTERNATE

DIRECTION

L7x4x3/8x0'-3" S.S.

TYP.

DETAIL -A-

28"

MIN.

M

A X

V O

S

C.G.

WT.=750#

MAX.

FRONT VIEW

PL2x3 STAINLESS STEEL

DOUBLE STUDDED W/ 3M VHB

ADHESIVE BACKING BY MFR.

3"x6"x16GA.

STAINLESS STEEL

BRACKET BY MFR.

WING NUT

BY MFR.-TYP.

(EA. SIDE, TOTAL 2)

(TYP., TOTAL 2, 1 PER

BRACKET VERT. LEG)

2-1/4"Ø THRU BOLT

BY CONTRACTOR

(2 PER BRACKET)

SIDE VIEW

SEE ARCH'L

ALTERNATE BRACKET

ORIENTATION

LB2236S BRACKET

BY WORKSAFE MFR.

'W'

'D'

H

C.G.

WT.=150#

MAX.

AT PROVIDED HOLES

(TOTAL 2)

FOR: 107, 134, 142, 146

FRONT VIEW

C.G.

WT.=1400#

MAX.

H

C.G.

WT.=1400#

MAX.

DETAIL -A- SECTION B-B

A

B

B

UNISTRUT

UNISTRUT PIPE CLAMP

TO MATCH SHELF POST

CONT. P1000

W/ 1/4"Ø SCREW

METAL STUD WALL

1" MAX.

TYP.

@ 6" O.C.

TO BACKING

H

M A

X

H

M A

X

4"

MIN.

DIAMETER

1/4"Ø SCREW

EACH SIDE

OF PIPE CLAMP

AS SHOWN

SHELF REAR POST

WHERE OCCURS

BACKING TRACK

NOTES:

1. FOR EQUIPMENT DIMENSIONS SEE ARCHITECTURAL DRAWINGS.

2. PROVIDE BUSHING FOR HOLES PROVIDED BY MFR AS REQUIRED.

2. WHERE WHEELS OCCUR AT POSTS-SEE .

FRONT VIEWSIDE VIEW

DETAIL -B-

BASE PLATE BRACKET

BY MFR.

1/2"Ø HILTI KB-TZ S.S.

W/ 3 1/4" EMBED.

(ICC ESR-1917)-TYP.

C.G.

WT.=1550#

MAX.

A

DETAIL -A-

POST

SEISMIC KIT

BY MFR.

TYP.

18"-24" 24"-60"

M

A X

TOP OF LOADED SHELF

NO LOAD ON COVER ALLOWED

FOR: 12, 18, 26, 33, 56, 57, 64, 72, 76, 306, 312, 317, 347

FOR: 91, 242

A

TYP.

TYP.

60"

(E) 7 1/2" N. WT. CONC.

(MIN. 3000psi)

COUNTER

NOTE:

FOR DIMENSIONS-SEE ARCH'L.

SEE ARCH'L

SS4

BASE PLATE BRACKET

BY MFR.

ALTERNATIVE DETAIL -B-

NONE

COUNTERTOP RAPID COOK OVEN ANCHORAGE

SIDE VIEW

PLAN AT BASE

1/4" A307 BOLT

W/ WASHER & NUT

MAX.

C.G.

WT=190#

COUNTERTOP

FOR: 92, 165

26"

AT EA. PROVIDED

LEG HOLE

C.G.

WT.=8500#

MAX.

FRONT VIEW

SIDE VIEW

148 3/8" 88 11/16"

3/4"Ø HILTI KB-TZ S.S.

W/ 3 3/4" EMBED.

(ICC ESR-1917) AT

EA. SEISMIC BRACKET

WELD SEISMIC

ANCHOR BRACKET

BY MFR.

(E) 7 1/2" N. WT. CONC.

(MIN. 3000psi)

FOR: 374

AV PAHCS

Veterans Affairs Veterans Affairs• tel: 626.793.9805 fax: 626.793.9807

48 east holly street, pasadena, ca 91103

SWA Architect

SWA 20170024

PH: 626.463.2800

FAX: 626.463.2801

www.ttgcorp.com

300 N. LAKE AVENUE

14TH FLOOR

PASADENA, CA

91101 Project No.

d/b/a

17001385.00

Exp. 09/30/18

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AutoCAD SHX Text one eighth inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B

AutoCAD SHX Text A

AutoCAD SHX Text C

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text F

AutoCAD SHX Text three inches = one foot

AutoCAD SHX Text 6"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6"

AutoCAD SHX Text one and one half inches = one foot

AutoCAD SHX Text one inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6"

AutoCAD SHX Text 6"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text three quarters inch = one foot

AutoCAD SHX Text one half inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text three eighths inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text one quarter inch = one foot

AutoCAD SHX Text

VA FORM 08-6231

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text F

AutoCAD SHX Text E

AutoCAD SHX Text D

AutoCAD SHX Text C

AutoCAD SHX Text B

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text Professional Seal

AutoCAD SHX Text Drawing Title

AutoCAD SHX Text Check-by:

AutoCAD SHX Text Date:

AutoCAD SHX Text Architects

AutoCAD SHX Text Drawn-by:

AutoCAD SHX Text Office of Facilities Management

AutoCAD SHX Text Engineers/Consultants

AutoCAD SHX Text \\AD.KJWW.COM\KJWW\KJWW\PROJECTS\2017\17001385.00\CAD-BIM FOLDERS\AUTOCAD\_STR\17001385_SS5.DWG - 3/12/2018 11:22 AM - 3/12/2018 11:22 AM3/12/2018 11:22 AM

AutoCAD SHX Text Design Development ONLY-NOT for Construction

AutoCAD SHX Text Building Number:

AutoCAD SHX Text Drawing Number:

AutoCAD SHX Text Project Number:

AutoCAD SHX Text B126

AutoCAD SHX Text 600-17-102

AutoCAD SHX Text Location:

AutoCAD SHX Text Project Title

AutoCAD SHX Text

5901- EAST SEVENTH STREET

AutoCAD SHX Text

LONG BEACH, CALIFORNIA, 90822

AutoCAD SHX Text

DEPARTMENT OF VETERANS AFFAIRS

AutoCAD SHX Text

TIBOR RUBIN VA MEDICAL CENTER

AutoCAD SHX Text

B126 RENOVATE HOSPITAL

AutoCAD SHX Text

ROOM SERVICE KITCHEN

AutoCAD SHX Text

AM

AutoCAD SHX Text

AS

AutoCAD SHX Text

100%%% FINAL CONSTRUCTION DOCUMENT

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text SD 35%%% Submission

AutoCAD SHX Text 08-22-2017

AutoCAD SHX Text DD 65%%% Submission

AutoCAD SHX Text 10-27-2017

AutoCAD SHX Text CD 95%%% Submission

AutoCAD SHX Text 02-19-2018

AutoCAD SHX Text CD 100%%% Submission

AutoCAD SHX Text 04-06-2018

AutoCAD SHX Text Revisions

AutoCAD SHX Text Date

AutoCAD SHX Text See Revisions Date

AutoCAD SHX Text

SS-5

PREP/WORK TABLE, DISHTABLE WITH SINK ANCHORAGE

NONE

FLOOR MIXER ANCHORAGE

NONE

REACH-IN REFRIGERATOR ANCHORAGE

FRONT ELEVATION

142"

FLANGED LEG

DETAIL -A-

3"

SIDE VIEW

PLAN AT BASE

3/8"Ø HILTI KB-TZ S.S.

W/ 2" EMBED.

ICC ESR-1917

(TOTAL 4)

MAX.

C.G.

WT=600#

BY VENDOR

2-1/2"Ø HILTI KB-TZ S.S.

W/ 2" EMBED.

(ICC ESR-1917)

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

(E) 7 1/2" N.WT. CONC.

(MIN. 3000psi)

NONE

REACH-IN FREEZER ANCHORAGE

NONE

SANDWICH/SALAD PREP REFRIGERATOR ANCHORAGE

NONE

COUNTERTOP MIXER ANCHORAGE

C.G.

PLAN AT BASE

(E) SWIVEL

WHEEL

TYP.

2-1/2"Ø THRU BOLT S.S.

W/ NUT AND WASHER

DETAIL -A-

(E) EQUIP. FRAMING

PL3/8"xV.O.S.x0'-5 1/2" S.S.

W/ 4-1/4"Ø SCREWS S.S.

TO EQUIP. FRAMING

L4x4x3/8x0'-5 1/2" S.S.

W/ 2-1/2"Ø HILTI KB-TZ S.S.

W/ 3 1/4" EMBED.

(ICC ESR-1917)

(TOTAL 4)

SIDE VIEW

1/2" 1/2"

EQ.

52 5/8"

M A

X

2"

A

FRONT VIEW

1"

TYP.

4"…