general notes - swinerton builders, inc. | swinerton...

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCEWITH THE 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE' (ACI 318),AND THE 'MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETECONSTRUCTION' BY THE C.R.S.I. AND THE W.C.R.S.I., OR AS MODIFIED BY THECONSTRUCTION DOCUMENTS.

2. REINFORCING BARS SHALL CONFORM TO THE FOLLOWING, UNLESS NOTEDOTHERWISE:

CLASSIFICATION

REINFORCING STEEL #7 AND SMALLER:

REINFORCING STEEL #8 AND LARGER &ALL REINFORCING STEEL TO BE WELDED:

WELDED STEEL WIRE FABRIC:

3. MECHANICAL COUPLERS: LENTON THREADED COUPLERS BY ERICO, ICC #3967.XTENDER BY HEADED REINFORCEMENT CORPORATION, ICC #2764 ORBAR-LOCK BY DAYTON SUPERIOR CORP, ICC #2495. COUPLERS FOR BEAMAND SLAB BARS AT FORMED CONSTRUCTION JOINTS MAY BE LENTONFORM SAVERS BY ERICO, ICC #3967.

4. WELDING OF REINFORCEMENT SHALL BE WITH LOW HYDROGEN E90XXELECTRODES FOR WELDING ASTM A615 BARS AND E80XX ELECTRODES FORWELDING ASTM A706 BARS. ALL WELDING SHALL BE IN CONFORMANCE WITHAMERICAN WELDING SOCIETY, AWS-D1.4. ONLY WELDERS SPECIFICALLY CERTIFIEDFOR REINFORCING STEEL AND IN ACCORDANCE WITH AWS D1.4 SHALL PERFORMWELDING OF REINFORCING STEEL.

5. DRAWINGS SHOW TYPICAL REINFORCING CONDITIONS. CONTRACTOR SHALLPREPARE DETAILED PLACEMENT DRAWINGS OF ALL CONDITIONS SHOWINGQUANTITY, SPACING, SIZE, CLEARANCES, LAPS, INTERSECTIONS AND COVERAGEREQUIRED BY STRUCTURAL DETAILS, APPLICABLE CODE AND TRADE STANDARDS.CONTRACTOR SHALL NOTIFY REINFORCING INSPECTOR OF ANY ADJUSTMENTSFROM TYPICAL CONDITIONS THAT ARE PROPOSED IN PLACEMENT DRAWINGS TOFACILITATE FIELD PLACEMENT OF REINFORCING STEEL AND CONCRETE.

6. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

7. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 12 INCHES, OR ONE FULL MESHPLUS TWO INCHES, WHICHEVER IS GREATER.

8. REINFORCING SPLICES SHALL ONLY BE MADE AS INDICATED ON THE DRAWINGS.

9. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAMEGRADE, SIZE AND SPACING AS THE VERTICAL REINFORCING, RESPECTIVELY,UNLESS NOTED OTHERWISE.

10. DOWELS BETWEEN SLABS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,SIZE AND SPACING AS THE SLAB HORIZONTAL REINFORCING, RESPECTIVELY,UNLESS NOTED OTHERWISE.

11. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THEFINAL IN-PLACE INSPECTION IS MADE.

12. CONTRACTOR SHALL PROVIDE FOR AN ALLOWABLE OF 5 TONS OF REINFORCINGTO BE FABRICATED AND PLACED DURING PROGRESS OF WORK AS MAY BEDIRECTED BY THE STRUCTURAL ENGINEER. THE UNUSED PORTION SHALL BE

CREDITED TO THE OWNER AT THE COMPLETION OF THE CONCRETE WORK.

ASTM A615, 60 KSI

ASTM A706, 60 KSI

ASTM A185, 70 KSI

STRUCTURAL STEEL ANDMISCELLENEOUS STEEL (ALL OTHER STEEL)

1. ALL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCEWITH THE LATEST EDITION OF AISC SPECIFICATION FOR THE DESIGN, FABRICATIONAND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS AND THE LATEST EDITION OFAISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS. WHERE THESTRUCTURAL STEEL IS EXPOSED AND INDICATED AS 'AESS' ON PLANS OR DETAILS,FABRICATION AND ERECTION SHALL ALSO BE IN ACCORDANCE WITH AISC CODE OFSTANDARD PRACTICE FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL.

2. GENERAL CONTRACTOR TO DETERMINE SCOPE OF WORK FOR BOTH STRUCTURALSTEEL AND MISCELLANEOUS METAL SUBCONTRACTORS (IF MULTIPLESUBCONTRACTORS ARE USED). THE COMBINED SCOPE OF WORK FOR ALLSUBCONTRACTORS SHALL INCLUDE ALL STRUCTURAL STEEL AND MISCELLANEOUSMETAL WORK SHOWN ON THE CONTRACT DRAWINGS.

3. STRUCTURAL STEEL SHALL CONFORM TO ASTM DESIGNATION AS INDICATED BELOWUNLESS NOTED OTHERWISE:

ALL WIDE FLANGE AND WT SHAPES

STEEL ANGLES AND CHANNELS

ALL OTHER STRUCTURAL SECTIONS

DECK CLOSURE PLATES &SHIM MATERIALS

BEAM SHEAR PLATES &STIFFENER PLATES,ALL OTHER PLATES

HSS (RECTANGULAR, SQUARE)

STEEL PIPE (NOT LABELED AS HSS)

STAINLESS STEEL SHAPES,PLATES AND BARS

BOLTS

MACHINE BOLTS(USE ONLY WHERE INDICATED)

ANCHOR BOLTS

THREADED AND HANGER ROD

NUTS FOR BOLTS AND MACHINE BOLTS

HARDENED WASHERS

UNHARDENED WASHERS

PLAIN WASHERS

4. HOT ROLLED SHAPES WITH FLANGES 1-1/2" THICK OR THICKER AND PLATES THATARE 2" THICK OR THICKER THAT ARE PART OF THE SEISMIC FORCE RESISTINGSYSTEM SHALL HAVE A MINIMUM CHARPY V-NOTCH (CNV) TOUGHNESS OF 20FT-LBS AT 70 DEGREES F.

5. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE LATESTEDITION OF AISC SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325. HIGHSTRENGTH BOLTS SHALL BE FRICTION TYPE WITH THREADS EXCLUDED FROM THEFROM THE SHEAR PLANES (I.E. A325-X, SLIP CRITICAL) UNLESS NOTED OTHERWISE.

6. HEADED ANCHOR STUDS AND THREADED STUDS SHALL BE NELSON (ESR-2856)GRANULAR FLUX-FILLED, AND SHALL BE MADE FROM COLD FINISHED LOW CARBONSTEEL, CONFORMING TO ASTM A-108, GRADES 1010 THROUGH 1020 WITH AMINIMUM TENSILE STRENGTH OF 60,000 PSI. STUD WELDING INSPECTION ANDTESTING SHALL CONFORM TO AWS D1.1.

7. DEFORMED BAR ANCHOR STUDS SHALL BE NELSON D2L (ESR-2907) GRANULARFLUX-FILLED REBAR STUDS, AND SHALL BE MADE OF LOW CARBON COLD ROLLEDSTEEL WITH A MINIMUM TENSILE STRENGTH OF 80,000 PSI. STUD WELDINGINSPECTION AND TESTING SHALL CONFORM TO AWS D1.1.

8. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153 STRUCTURALSTEEL, MISCELLANEOUS METAL AND FASTENERS THAT ARE EXPOSED TO THEWEATHER. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780.

9. WHEN FABRICATING BEAMS, PLACE NATURAL CAMBER UP. PROVIDE UPWARD CAMBERTO ALL MEMBERS SHOWN TO HAVE CAMBER. AMOUNT MEASURED IN THE FIELDPRIOR TO ERECTION SHALL NOT DEVIATE BY MORE THAN ALLOWED BY THE AISCSPECIFICATIONS. DO NOT CAMBER MEMBERS OCCURRING BELOW ELEVATORENTRANCE DOORS.

10. SPLICE MEMBERS ONLY WHERE INDICATED.

11. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS FOR OWNER'SREPRESENTATIVE REVIEW BEFORE FABRICATION. SUBMITTALS SHALL BE IN SIZESCOMMENSURATE WITH A TWO WEEK TURNAROUND TIME. A MAXIMUM OF 250 SHOPDRAWINGS EVERY TWO WEEKS IS PERMITTED UNLESS WRITTEN AUTHORIZATION ISPROVIDED BY THE ARCHITECT TO CHANGE THIS LIMIT.

12. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILLSCALE AND OIL.

13. BOLT HOLES IN STEEL SHALL BE STANDARD HOLES, 1/16 INCH LARGER INDIAMETER THAN NOMINAL SIZE OF BOLT USED, UNLESS NOTED OTHERWISE. BOLTHOLES IN BASE PLATES MAY BE OVERSIZED PER AISC TABLE 14-2 IF WASHERSARE PROVIDED IN ACCORDANCE WITH THIS TABLE .

14. ALL STRUCTURAL STEEL SURFACES TO BE WELDED OR HIGH-STRENGTH BOLTED, TOBE ENCASED IN CONCRETE OR TO RECEIVE SPRAY-APPLIED FIREPROOFING SHALLBE LEFT UNPAINTED.

15. FRAME WELDING SEQUENCE: LONGITUDINAL SHRINKAGE STRESSES DUE TO FIELDWELDING SHALL BE MINIMIZED BY MAKING WELDED CONNECTIONS STARTING AT THEMOST CENTRAL BEAM IN THE FRAMES AND PROGRESSING TOWARDS THE EXTERIORCOLUMNS. IN THIS MANNER, THE LONGITUDINAL SHORTENING CAN PULL THEUNRESTRAINED PORTION OF THE FRAME INWARDS WITHOUT CREATING EXCESSIVESECONDARY TENSILE FORCES. IN ADDITION, ONE END OF EACH BEAM SHALL BEALLOWED TO COOL BEFORE WELDING THE OTHER END. WELDED AND BOLTED WEBCONNECTIONS SHALL BE MADE ONLY AFTER FLANGES HAVE BEEN WELDED. FINALWELDING SEQUENCE IS TO BE SUBMITTED FOR REVIEW TO THE STRUCTURALENGINEER OF RECORD AND FOR APPROVAL TO THE APPROVING AGENCY HAVINGJURISDICTION OVER THE PROJECT.

16. SEE ARCHITECTURAL DRAWINGS FOR DETAILS OF FIREPROOFING.

A992, GRADE 50

A36 UNO

A572, GRADE 50

A36

A572, GRADE 50 UNO

A500, GRADE B

A53, GRADE B

A276

A325X

A307

F1554, GRADE 55 S1, HEADED

A572, GR50

A563

F436

F844

ANSI B18.22.1

HSS (ROUND) A500, GRADE C

STRUCTURAL STEEL ANDMISCELLENEOUS STEEL (ALL OTHER STEEL) (CONT'D)

17. FIRE PROTECTION OF STRUCTURAL MEMBERS

THE PRIMARY STRUCTURAL FRAME SHALL BE PROTECTED WITH 2 HOUR FIRE RESISTIVE PROTECTION. PRIMARY STRUCTURAL FRAME CONSISTS OF COLUMNS, STRUCTURAL MEMBERS HAVING DIRECTCONNECTIONS TO THE COLUMNS INCLUDING GIRDERS AND BEAMS, MEMBERS OF THE FLOORCONSTRUCTION AND ROOF CONSTRUCTION HAVING DIRECT CONNECTIONS TO THE COLUMNS ANDBRACING MEMBERS THAT ARE ESSENTIAL TO THE VERTICAL STABILITY OF THE PRIMARY STRUCTURALFRAME UNDER GRAVITY LOADING WHETHER OR NOT THE BRACING CARRIES GRAVITY LOADS.

FLOOR SECONDARY MEMBERS SHALL BE PROTECTED WITH 2 HOUR RESISTIVE PROTECTION. FLOORSECONDARY MEMBERS CONSIST OF STRUCTURAL MEMBERS SUPPORTING FLOOR CONSTRUCTIONNOT HAVING DIRECT CONNECTION TO THE COLUMNS AND BRACING MEMBERS THAT ARE NOT PARTOF THE PRIMARY STRUCTURAL FRAME.

ROOF SECONDARY MEMBERS SHALL BE PROTECTED WITH 1 HOUR FIRE RESISTIVE PROTECTION.ROOF SECONDARY MEMBERS CONSIST OF STRUCTURAL MEMBERS SUPPORTING ROOFCONSTRUCTION NOT HAVING A DIRECT CONNECTION TO THE COLUMNS AND BRACING MEMBERSTHAT ARE NOT PART OF THE PRIMARY STRUCTURAL FRAME.

STRUCTURAL STEELAND MISCELLANEOUS STEEL (ALL OTHER STEEL) WELDING

1. ALL WELDING SHALL BE IN STRICT CONFORMANCE WITH THE LATEST EDITION OF AWSD1.1 AND THE CALIFORNIA BUILDING CODE WITH ALL APPLICABLE AMENDMENTS. ALLWELDED JOINTS SHALL BE PRE-QUALIFIED PER THE LATEST EDITION OF AWS D1.1.NON PRE- QUALIFIED WELDED JOINTS SHALL BE QUALIFIED BY TEST & PROCEDUREQUALIFICATION TEST RECORD INCLUDED PER THE LATEST EDITION OF AWS D1.1.

2. WELDING OF SHEET METAL AND METAL STUDS SHALL BE IN ACCORDANCE WITH AWS D1.3.

3. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED.WELD SIZE SHALL BE AISC MINIMUM UNLESS A LARGER SIZE IS NOTED. WHERELENGTH OF WELD IS NOT SHOWN IT SHALL BE FULL LENGTH OF JOINT. ALL BUTTAND GROOVE WELDS SHALL BE FULL PENETRATION, UNLESS NOTED OTHERWISE.

4. ALL WELDING ELECTRODES AND ELECTRODE FLUX COMBINATIONS (FILLER METAL)SHALL BE E70XX (MINIMUM 70 KSI), UNLESS NOTED OTHERWISE, AND SHALLMEET THE REQUIREMENTS FOR H16 PER AISC SEISMIC PROVISIONS.

5. ALL WELDS SHALL HAVE A FILLER METAL WITH CHARPY V-NOTCH TOUGHNESS OF20 FT-LBS AVERAGE AT MINUS TWENTY DEGREES FAHRENHEIT AND 40FT-LBS ATSEVENTY DEGREES FAHRENHEIT. CERTIFY CONFORMANCE TO CHARPY V-NOTCHTOUGHNESS REQUIREMENTS WITH TESTS BY AN INDEPENDENT TESTING LABORATORY.

6. GMAW AND FCAW-G WELDING PROCESSES SHALL NOT BE PERMITTED WHEN WINDSEXCEEDS 3 MPH.

7. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTEDCONSTRUCTION PROCEDURE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE FORIDENTIFYING THE METHOD OF FABRICATION.

8. ALL SHOP WELDS SHALL BE PERFORMED BY A FABRICATOR LICENSED BY THELOCAL JURISDICTION.

9. ALL WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE PERFORMING AND SHALLHAVE CURRENT VALID CERTIFICATIONS ISSUED BY AWS AND THE GOVERNING JURISDICTION.

10. FACES OF FILLET WELDS EXPOSED TO VIEW SHALL HAVE AS-WELDED SURFACES THAT AREREASONABLY SMOOTH AND UNIFORM. NO FINISHING OR GRINDING SHALL BE REQUIRED,EXCEPT WHERE CLEARANCES OR FIT OF OTHER ITEMS MAY SO NECESSITATE.

11. ALL PARTIAL AND FULL PENETRATION WELDS WHICH ARE EXPOSED TO VIEW SHALLBE GROUND SMOOTH AND FLUSH WITH FINISH SURFACE OF STEEL. HOLES SHALL BEFILLED WITH WELD METAL OR BODY SOLDER AND SMOOTHED BY GRINDING OR FILING.

12. CLEAN GROOVE PREPARATION THERMAL CUTS BY GRINDING.

13. WELDS SHALL BE TERMINATED AT THE END OF A JOINT IN A MANNER THAT WILLENSURE SOUND WELDS. WHENEVER NECESSARY THIS SHALL BE DONE BY USE OFEXTENSION BARS AND RUN OFF TABS.

14. A WRITTEN "WELDING PROCEDURE SPECIFICATION" (WPS), PER AWS D1.1, SHALL BEDEVELOPED BY THE FABRICATOR/ERECTOR, AND REVIEWED BY THE OWNER'SREPRESENTATIVE AND BUILDING DEPARTMENT. THE WPS SHALL CONTAIN ALL THENECESSARY INFORMATION REQUIRED BY THE CODE, THE SPECIFICATIONS, AND ANYOTHER INFORMATION NECESSARY TO PRODUCE WELDS THAT ARE IN COMPLIANCEWITH THESE REQUIREMENTS. THE WPS SHALL INCLUDE THE WELDING PARAMETERSRECOMMENDED BY THE ELECTRODE MANUFACTURER. ALL WELDERS AND INSPECTORSSHALL ADHERE TO THE WPS AND SHALL RETAIN A COPY.

15. PROVISION FOR WELDING HEAT EFFECTS: A SEQUENCE OF FIELD WELDING SHALLBE PLANNED TO MINIMIZE LOCKED IN STRESSES AND DISTORTION AND SHALL BESUBMITTED TO THE ENGINEER AT TIME OF SHOP DRAWING SUBMITTAL. THE OWNER'SREPRESENTATIVE SHALL APPROVE ANY PROPOSED DEVIATIONS FROM THE DETAILSSHOWN ON THE DRAWINGS. THE PROCEDURES AND THE DETAILS USED SHALLRESULT IN COMPLETED CONNECTIONS, WHICH ARE IN FULL COMPLIANCE WITH THEINTENT OF THE DETAILS SHOWN ON THE DRAWINGS AND SPECIFICATIONS. THESEQUENCE OF FIELD WELDING, BOTH IN THE JOINTS AND FRAMES AS A WHOLE,SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT FOR APPROVAL. NO FIELDWELDING SHALL BE PERFORMED PRIOR TO BUILDING DEPARTMENT APPROVAL.

16. THE FOLLOWING PROVISIONS APPLY TO ALL WELDING AT BEAM-COLUMN MOMENTFRAME CONNECTIONS:A. MINIMUM INITIAL PREHEAT TO BE 225 DEGREES F MEASURED +- 3 INCHES

FROM THE WELD JOINT. FOR JUMBO SECTIONS, MINIMUM PREHEAT TO BE 350DEGREES F. MAXIMUM INTERPASS TEMPERATURE 550 DEGREES F SHALL BEMONITORED ON COLUMN FLANGE. MAINTAIN PREHEAT TEMPERATURE WHENWELDING IS INTERRUPTED. VERIFY WITH AWS D1.1 FOR ADDITIONALREQUIREMENTS.

B. EACH FLANGE OF A MOMENT FRAME BEAM TO COLUMN CONNECTION SHALL BEWELDED IN ONE CONTINUOUS PROCESS WITHOUT COOLING BELOW THEPRE-HEAT TEMPERATURE.

C. USE STRINGER PASSES ONLY, NO WEAVING. LAY PASSES IN HORIZONTALLAYERS. EACH PASS SHALL BE THOROUGHLY DESLAGGED AND CLEANED BYWIRE BRUSHING.

D. PEEN EACH PASS, EXCEPT FIRST AND LAST, IMMEDIATELY AFTER DESLAGGINGAND CLEAN USING A POWER SLAGGING GUN WITH A BLUNT TOOL. KEEP GUNAT RIGHT ANGLES TO WELD AND MAKE 4-5 PASSES THE LENGTH OF THEWELD WITH NO NICKS, CUTS OR DEEP INDENTATIONS BEING EVIDENT.

E. BOTH BEAM FLANGES SHOULD BE WELDED PRIOR TO ANY SUPPLEMENTALWELDING TO THE SHEAR TAB. WELD RUN OFF TABS SHALL BE REMOVED ANDGROUND FLUSH TO THE BEAM FLANGE WITH MINIMAL DISTURBANCE.

F. RUN OFF TABS USED AT BEAM FLANGE CONNECTION SHALL BE REMOVED ANDTHE ENDS OF THE WELDS SHALL BE MADE SMOOTH & FLUSH WITH THE EDGEOF ABUTTING PARTS IN ACCORDANCE WITH AWS D1.1. NO WELD DAMS AREALLOWED.

G. AFTER FULL PENETRATION WELDING, THE BOTTOM BEAM FLANGE BACKING BARSHALL BE REMOVED, THE WELD ROOT INSPECTED AND TESTED FORIMPERFECTIONS, WHICH IF FOUND, ARE TO BE REMOVED BY BACKGOUGING TOSOUND MATERIAL & CLEANED BY GRINDING IF BACKGOUGED BY AIR ARC. THEBACKGOUGED AREA IS TO BE WELDED. A FILLET WELD SHALL BE APPLIED TOREINFORCE THE JOINT. SEE DETAILS FOR INFORMATION RELATED TO THEREINFORCING FILLET WELD.

17. THE FOLLOWING PROVISIONS APPLY TO WELDING BEAM-COLUMN MOMENT FRAMEBOTTOM FLANGE CONNECTIONS:

A. THE ROOT PASS SHALL BEGIN IN THE CENTER OF THE JOINT, IN THE AREAOF THE WELD ACCESS HOLE, REACHING PAST THE BEAM WEB THROUGH THECOPE HOLE WHEN NEAR END OF WELDING. AFTER THE ARC IS INITIATED,TRAVEL SHALL PROGRESS TOWARD THE EDGE OF BEAM BOTH FLANGES, ANDTHE WELD SHALL BE TERMINATED ON THE WELD RUN OFF TAB.

B. THE HALF LENGTH ROOT PASS SHALL BE THOROUGHLY CLEANED.

C. THE START OF THE WELD IN THE WELD ACCESS HOLE AREA SHALL BEVISUALLY INSPECTED TO ENSURE FUSION, SOUNDNESS, FREE FROM SLAGINCLUSIONS AND EXCESSIVE POROSITY. THE RESULTING BEAD PROFILE SHALLBE SUITABLE FOR OBTAINING GOOD FUSION BY THE SUBSEQUENT PASS TO BEINITIATED ON THE OPPOSITE SIDE OF THE BEAM WEB. IF THE PROFILE IS NOTCONDUCIVE TO GOOD FUSION, THE START OF THE FIRST ROOT PASS SHALLBE GROUND, GOUGED, CHIPPED, OR OTHERWISE PREPARED TO ENSUREADEQUATE FUSION.

D. THE SECOND HALF OF THE WELD JOINT SHALL HAVE THE ROOT PASS APPLIEDBEFORE ANY OTHER WELD PASSES ARE PERFORMED. THE ARC SHALL BEINITIATED IN THE AREA OF THE START OF THE FIRST ROOT PASS, AND TRAVELSHALL PROGRESS TO THE END OF THE JOINT, TERMINATING ON THE WELDTAB.

E. EACH WELD LAYER SHALL BE COMPLETED ON BOTH SIDES OF THE JOINTBEFORE A NEW LAYER IS DEPOSITED.

MASONRY (CONCRETE BLOCK)

1. MASONRY CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THELATEST EDITION OF ACI 530.

2. CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE MASONRY UNITSCONFORMING TO C90, MEDIUM WEIGHT. USE OPEN END UNITS AS REQUIRED,AND BOND BEAM UNITS AT HORIZONTAL REINFORCING. MINIMUM COMPRESSIVESTRENGTH OF BLOCKS AS REQUIRED TO MEET SPECIFIED COMPRESSIVESTRENGTH OF MASONRY (f'm) SPECIFIED ON THE CONSTRUCTION DOCUMENTS.

3. SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f'm SHALL BE AS FOLLOWS:

f'm = 1500 PSI AT 28 DAYS, TYPICAL UNLESS NOTED OTHERWISE.

4. DEPUTY INSPECTOR SHALL VERIFY SPECIFIED COMPRESSIVE STRENGTH OFMASONRY IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS AS DEFINEDIN SECTION 2105 OF THE CALIFORNIA BUILDING CODE:

UNIT STRENGTH METHODPRISM TEST METHOD

5. CEMENT SHALL BE AS SPECIFIED FOR CONCRETE.

6. MORTAR MIX SHALL CONFORM TO THE ASTM C270 REQUIREMENTS FOR TYPE S.MORTAR SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH AS REQUIRED TOMEET THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY (f'm). IN NO CASESHALL THE COMPRESSIVE STRENGTH OF THE MORTAR BE LESS THAN OF 1800PSI AT 28 DAYS.

7. PROVIDE GROUT COMPLYING WITH ASTM C476 ATTAINING A MINIMUM COMPRESSIVESTRENGTH AS REQUIRED TO MEET THE SPECIFIED COMPRESSIVE STRENGTH OFMASONRY (f'm). IN NO CASE, THE COMPRESSIVE STRENGTH OF THE GROUTSHALL BE LESS THAN 2000 PSI AT 28 DAYS

8. ADMIXTURES SHALL BE ADDED TO MORTAR OR GROUT RESPECTIVELY PERMANUFACTURER'S RECOMMENDATIONS.

9. PROVIDE A MINIMUM OF ONE BAR DIAMETER (1/2 INCH MINIMUM) GROUTBETWEEN MAIN REINFORCING AND MASONRY UNITS.

10. PROVIDE A MINIMUM OF ONE BAR DIAMETER (1 INCH MINIMUM) GROUT BETWEENPARALLEL BARS.

11. MAXIMUM GROUT POUR HEIGHT SHALL COMPLY WITH SECTION 1.16 AND TABLE1.16.1 OF ACI 530.

12. ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT, UNLESSNOTED OTHERWISE

13. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTINGS AND FLOORSSHALL BE SET TO ALIGN WITH CORES CONTAINING REINFORCING STEEL ANDSHALL MATCH THE SIZE OF THE WALL REINFORCING.

14. REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS,LAYING PATTERN, AND JOINT TYPE.

15. IF WORK IS STOPPED FOR AN HOUR OR LONGER, PROVIDE HORIZONTALCONSTRUCTION JOINT PER TYPICAL DETAILS AND BY STOPPING GROUT 1 1/2"BELOW TOP OF MASONRY UNIT.

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REVISIONSREV DATE DESCRIPTION BY

1 02.20.13 BID PHASE REVISIONS

MECHANICAL ANCHORS

ANCHOR DIAMETER

LOAD (LBS)

1/4"

3/8"

1/2"

5/8"

3/4"

-

LOAD (FT-LBS)TENSION TORQUE

1500

3000

4900

6300

-

25

40

60

110

LOAD (LBS) LOAD (FT-LBS)TENSION TORQUE

ANCHORS IN CONCRETE(NORMAL WEIGHT &

LIGHTWEIGHT CONCRETE)

ANCHORS IN MASONRY

300

1000

1250

1700

500

10

30

35

55

120

WEDGE OR EXPANSION ANCHOR EMBEDMENT DEPTH AND TEST LOAD

EMBEDEFFECTIVE

2"

2"

3 1/4"

4"

4 3/4"

1. EXPANSION OR WEDGE ANCHORS INTO CONCRETE: HILTI KB TZ (ICC ESR-1917) ORSIMPSON STRONG BOLT (ICC ESR-1771) TO BE INSTALLED IN ACCORDANCE WITH ICCREPORT AND MANUFACTURER'S RECOMMENDATIONS.

2. EXPANSION OR WEDGE ANCHORS INTO MASONRY: HILTI KB 3 (ICC ESR-1385) ORSIMPSON WEDGE-ALL (ICC ESR-1396) TO BE INSTALLED IN ACCORDANCE WITH ICCREPORT AND MANUFACTURER'S RECOMMENDATIONS.

3. FASTENERS SHALL BE STAINLESS STEEL FOR EXTERIOR USE OR WHEN EXPOSED TOWEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS,UNLESS OTHERWISE NOTED.

4. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THEHOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHORDIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THEDOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINKGROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THESTRUCTURAL ENGINEER WILL DETERMINE A NEW LOCATION.

5. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TOFABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITHMECHANICAL ANCHORS.

6. ANCHORS SHALL BE PROOF-TESTED BY OWNER'S TESTING AND INSPECTION AGENCY.

7. TEST ANCHORS NO SOONER THAN 24 HOURS AFTER INSTALLATION.

8. APPLY TEST LOAD BY ANY METHOD THAT WILL EFFECTIVELY MEASURE THE TENSIONON THE ANCHOR SUCH AS DIRECT PULL WITH A HYDRAULIC JACK, TORQUE WRENCH,OR CALIBRATED SPRING_LOADING DEVICES, ETC.

9. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHORBEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY ABASE PLATE OR OTHER FIXTURE. IF RESTRAINT IS FOUND, LOOSEN AND SHIM ORREMOVE THE FIXTURE PRIOR TO TESTING.

10. UNLESS OTHERWISE NOTED, PROVIDE MINIMUM EMBEDMENT OF ANCHORS AS SHOWNIN TABLES BELOW.

11. TEST 50% OF ANCHORS PER ONE OF THE FOLLOWING METHODS AND IN ACCORDANCEWITH THE VALUES SHOWN IN THE TABLE:

A. HYDRAULIC RAM METHOD: APPLY PROOF TEST LOAD WITHOUT REMOVING THENUT. IF IT IS NOT POSSIBLE TO TEST WITH THE NUT INSTALLED, REPLACE THENUT WITH A THREADED COUPLER TO THE SAME TORQUE MEASURED WITH ATORQUE WRENCH, AND THEN APPLY THE LOAD. ANCHOR IS ACCEPTABLE IF NOMOVEMENT IS OBSERVED AT THE TEST LOAD. MOVEMENT MAY BE DETERMINEDWHEN THE WASHER UNDER THE NUT BECOMES LOOSE.

B. TORQUE WRENCH METHOD: TEST ANCHORS TO THE TORQUE LOAD INDICATED INTHE TABLE WITHIN ONE-HALF TURN OF THE NUT.

12. IF ANY ANCHOR FAILS TESTING, REPLACE ANCHOR AND TEST ADDITIONAL ANCHORS OFTHE SAME CATEGORY NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVETESTS PASS, THEN RESUME INITIAL TESTING FREQUENCY.

MIN

POWDER ACTUATED FASTENERS (SHOT PINS)

1. POWDER ACTUATED FASTENERS INTO STEEL SHALL BE HILTI X-U FASTENERS(ESR-2269) OR RAMSET SP FASTENERS (ESR-1799). INSTALL ANCHORS INACCORDANCE WITH ICC REPORT AND MANUFACTURER'S RECOMMENDATIONS.FASTENERS SHALL BE OF SUFFICIENT LENGTH SUCH THAT THE POINT OF THE PINPENETRATES THROUGH THE STEEL BASE MATERIAL WHEN CONNECTING TO STEELLESS THAN 3/4 IN THICKNESS. FASTENERS LENGTH SHALL PROVIDE MINIMUMPOINT PENETRATION OF 1/2" WHEN CONNECTING TO STEEL 3/4" OR THICKER INTHICKNESS U.N.O.

2. POWDER ACTUATED FASTENERS INTO CONCRETE SHALL BE HILTI X-U FASTENERS(ESR-2269) OR RAMSET SP STEPPED SHANK FASTENERS (ESR-1799). INSTALLANCHORS IN ACCORDANCE WITH ICC REPORT AND MANUFACTURER'SRECOMMENDATIONS. PROVIDE FASTENERS WITH SUFFICIENT LENGTH TO PROVIDE1-1/2" MINIMUM PENETRATION INTO CONCRETE U.N.O.

3. FASTENERS SHALL NOT BE INSTALLED UNTIL THE CONCRETE HAS REACHED ITSDESIGNATED STRENGTH.

4. FASTENERS SHALL NOT BE INSTALLED IN CONCRETE WITH THICKNESS LESS THANTHREE TIMES THE PENETRATION REQUIRED, EXCEPT 1-1/2" PENETRATION IN3-1/4" THICK CONCRETE FILL OVER METAL DECK IS ACCEPTABLE.

5. PROVIDE A MINIMUM OF 3" BETWEEN THE EDGE OF CONCRETE TO CENTER OFANCHOR.

6. FASTENERS IN THE UNDERSIDE OF CONCRETE FILL OVER METAL DECK SHALL BEPLACED IN THE LOW FLUTES ONLY.

7. FASTENERS SHALL BE INSTALLED, BY A PRE-QUALIFIED OPERATOR, ACCORDING TOTHE APPLICABLE ICC RESEARCH REPORT AND TESTED AS FOLLOWS: INSPECTORSHALL OBSERVE THE TESTING OF THE FIRST 10 FASTENERS INSTALLATION. A TESTPULL-OUT LOAD OF NOT LESS THAN TWICE THE APPLICABLE ALLOWABLE LOAD PERICC TABLES SHALL BE APPLIED TO THE PIN IN SUCH A MANNER AS NOT TO RESISTTHE SPALLING TENDENCY OF THE CONCRETE SURROUNDING THE PIN (NOTAPPLICABLE TO PINS INSTALLED INTO STEEL). RANDOM TESTS UNDER THE PROJECTINSPECTOR'S SUPERVISION SHALL BE MADE OF APPROXIMATELY 1 IN 20 PINS.SHOULD FAILURE OCCUR ON ANY PIN TESTED, ALL OF THE INSTALLATIONS MUST BETESTED AND FAILED PINS REPLACED AT CONTRACTOR'S EXPENSE.

8. WHEN INSTALLING POWDER DRIVEN PINS IN EXISTING REINFORCED CONCRETE, USECARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCINGBARS.

WELDING OF REINFORCING BARSWELDING OF REINFORCING BARS - CONTINUED

PART I - GENERAL REQUIREMENTS

A. SCOPE: REINFORCING STEEL MAY BE SUBJECT TO CRACKING AND EMBRITTLEMENTWHEN WELDED, AND SPECIAL PROCEDURES ARE NEEDED TO MINIMIZE THIS PROBLEM,IN ACCORDANCE WITH THE REQUIREMENTS OF THE RULES AND REGULATIONSCONCERNING PROCEDURES BY WHICH REINFORCING STEEL MAY BE WELDED.

B. APPLICATION: ALL WELDING OF REINFORCING STEEL SHALL USE WELDINGPROCEDURES AND REINFORCING STEEL APPROVED IN ACCORDANCE WITH THIS RULE.

C. CERTIFICATION OF WELDER: ALL WELDING OF REINFORCING STEEL, EXCEPT THATPERFORMED IN THE SHOP OF AN APPROVED FABRICATOR, SHALL BE DONE BYOPERATORS WHO HAVE BEEN CERTIFIED BY THE GOVERNING AUTHORITY.

D. STANDARDS FOR WELDING: THE DETAILS, PROCEDURES AND WORKMANSHIP OFREINFORCING STEEL WELDING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OFTHE REINFORCING STEEL WELDING CODE, AWS D1.4-98 AS PUBLISHED BY THEAMERICAN WELDING SOCIETY.

E. PREHEAT AND POST COOLING REQUIREMENTS: ALL REINFORCING STEEL SHALL BEPREHEATED PRIOR TO WELDING TO THE TEMPERATURES SPECIFIED IN TABLE 1,EXCEPT THOSE STEEL R WHICH SPECIAL QUALIFICATION TESTS ARE PERFORMED ASSPECIFIED IN PART III, SECTION B OF THIS RULE. ALL WELD TYPES REQUIREPREHEATING INCLUDING TACK WELDS, FILLET WELDS AND ARC STRIKES. THE PREHEATTEMPERATURE SHALL BE PROVIDED IN THAT PART OF THE REINFORCING STEEL THATIS WITHIN SIX INCHES OF EITHER SIDE OF THE JOINT.

F. ARC STRIKES: ARC STRIKES ON REINFORCING STEEL OUTSIDE THE AREA OFPERMANENT WELDS SHALL BE AVOIDED. CRACK OR BLEMISHES RESULTING FROMACCIDENTAL ARC STRIKES SHALL BE GROUND TO A SMOOTH CONTOUR AND CHECKEDTO INSURE SOUNDNESS.

G. TACK WELDS: TACK WELDS WHICH DO NOT BECOME A PART OF A PERMANENT WELDARE PROHIBITED UNLESS AUTHORIZED BY THE DESIGN ENGINEER AND APPROVED BYTHE GOVERNING AUTHORITY.

PART II - REINFORCING STEEL REQUIREMENTS:

A. CHEMISTRY IDENTIFICATION: PRIOR TO WELDING, THE CHEMICAL ANALYSIS AND THE"CARBON EQUIVALENT" OF STEEL SHALL BE DETERMINED. THE CARBON EQUIVALENT(C.E.) OF REINFORCING STEEL OR SPLICE MATERIAL SHALL BE CALCULATED FROM ITSCHEMICAL COMPOSITION BY THE FOLLOWING FORMULA:

B. QUALIFICATION TEST FOR WELDABILITY

1. REQUIRED: REINFORCING STEEL WHOSE CARBON EQUIVALENT IS GREATER THAN0.65% AND IS EQUAL TO OR LESS THAN 0.75% SHALL NOT BE WELDED UNLESSPRIOR QUALIFICATION TESTS VERIFY ACCEPTABLE WELDABILITY. QUALIFICATION TESTSSHALL FOLLOW THE REQUIREMENTS OF SECTION B OF PART III OF THIS RULETITLED "QUALIFICATION TEST".

2. NOT REQUIRED: THE FOLLOWING REINFORCING STEELS MAY BE WELDED WITHOUTPRIOR QUALIFICATION TESTS:

A. REINFORCING STEEL CONFORMING TO A706 (GRADE 60).

B. REINFORCING STEEL CONFORMING TO A615, GRADE 40 AND 60, THAT HAS ACARBON EQUIVALENT OF 0.65% OR LESS AS ESTABLISHED BY THEMANUFACTURER'S CHEMICAL ANALYSIS.

C. INDIVIDUAL BARS OF REINFORCING STEEL WHERE ITS CHEMICAL COMPOSITIONHAS BEEN DETERMINED BY AN APPROVED TESTING AGENCY AND THE CARBONEQUIVALENT DOES NOT EXCEED 0.65%.

C. WELDING NOT PERMITTED: THE FOLLOWING REINFORCING STEEL SHALL NOT BEWELDED UNDER ANY CIRCUMSTANCE:

1. REINFORCING STEEL WHOSE CHEMISTRY FOR CARBON EQUIVALENT CANNOT BE IDENTIFIED AND/OR IS UNKNOWN.

2. REINFORCING STEEL WHOSE CARBON EQUIVALENT EXCEEDS 0.75%.

PART III - WELDING PROCEDURES

A. QUALIFIED WELDING PROCEDURES: WELDING PROCEDURES ARE ACCEPTED WITHOUTTHE PERFORMANCE OF QUALIFICATION TESTS WHEN CONFORMING TO THE DETAILS ANDPROVISIONS OF REINFORCING STEEL WELDING CODE, AND WHEN CONFORMING TO THEFOLLOWING CONDITIONS:

1. THE REINFORCING STEEL CONFORMS TO THAT STEEL SPECIFIED IN PART II, B2 OFTHIS RULE.

2. THE MANUAL OR SEMI-AUTOMATIC ELECTRIC ARC WELDING PROCESS IS USED.

B. QUALIFICATION TESTS:

1. REQUIRED. WELDING PROCEDURES THAT DO NOT CONFORM TO THE CONDITIONSSPECIFIED UNDER PART III, SECTION A TITLED "QUALIFIED WELDING PROCEDURES"BECAUSE OF REINFORCING STEEL, PROCESS OR TECHNIQUE USED SHALL BEQUALIFIED PRIOR TO USE.

2. QUALIFICATION PROCEDURES. THE QUALIFICATION TESTS SHALL FOLLOW THEMETHOD SPECIFIED IN SECTION 6.2 OF THE REINFORCING STEEL WELDING CODE,AWS D1.4-79. THE DEPARTMENT MAY ACCEPT PREVIOUSLY PERFORMEDQUALIFICATION TESTS WHEN THE REINFORCING STEEL AND THE JOINT WELDPROCEDURE CONFORM TO THE LIMITATION SPECIFIED IN SECTION 6.2.1 TITLED"LIMITATION OF VARIABLES", OF REINFORCING STEEL CODE, AWS D1.4-98.

PART III - WELDING PROCEDURES - CONTINUED

3. REPORT AND WITNESS REQUIREMENTS. PROCEDURE SHALL BE WITNESSED AND TESTED BY AN APPROVED TESTING AGENCY. THE REPORT OF WELDING PROCEDURE AND VERIFICATION TESTS IS TO INCLUDE THE FOLLOWING:

IDENTIFICATION OF THE PARTICULAR REINFORCING STEEL QUALIFIED BY TEST INCLUDING HEAT NUMBER, CHEMICAL FORMULATION, CARBON EQUIVALENT AND BAR SIZE.

WELD TYPE, PREPARATION AND POSITION.

WELD PROCESS AND ELECTRODE/FLUX/GAS USED.

WELD EQUIPMENT TYPE AND SETTINGS INCLUDING AC, DC AND POLARITY.

PREHEAT TEMPERATURES AND POST WELDING COOLING CONTROL.

WELDER AND WITNESSING AGENCY.

ULTIMATE TENSILE LOAD, PERCENT OF ELONGATION, STRESS AND IDENTIFICATION OF THE FRACTURE LOCATION AND TYPE.

4. APPROVALS REQUIRED. SUCH PROCEDURE AND QUALIFICATION TESTS SHALL BEREVIEWED BY THE DESIGN ENGINEER AND THEN SUBMITTED TO THE GOVERNINGAUTHORITY.

PREHEAT TEMPERATURES ARE TO BE VERIFIED BY TEMPERATURE STICKS OR OTHERACCEPTABLE METHOD.

AFTER COMPLETION OF WELDING, THE REINFORCING STEEL SHALL BE ALLOWED TOCOOL NATURALLY IN STILL AIR TO AMBIENT TEMPERATURE. ACCELERATED COOLING ISPROHIBITED. JOINTS ARE TO BE PROTECTED FROM DRAFTS DURING THE COOLINGPROCESS.

TABLE I - MINIMUM PREHEAT AND INTERPASS TEMPERATURES

CARBON EQUIVALENT RANGE, %

TEMPERATURE*

F

0.40 MAX

0.41 - 0.45 INCLUSIVE

0.46 - 0.55 INCLUSIVE

0.56 - 0.65INCLUSIVE

14 AND 18 300 149

0.66 - 0.75 UP TO 6 INCLUSIVE 300 149 7 TO 10 INCLUSIVE 400 204

* SHIELDED METAL ARC WELDING WITH LOW HYDROGEN ELECTRODES, GAS METAL ARCWELDING, OR FLUX CORED ARC WELDING, SEE AWS D1.4-98.

++ WHEN THE BASE METAL TEMPERATURE IS BELOW 32 DEGREES F (0 C), PREHEAT THEBASE METAL TO AT LEAST 70 DEGREES F (21 C) AND MAINTAIN THIS MINIMUMTEMPERATURE DURING WELDING.

%Mn %Cu %Ni %Cr %Mo %V C.E. = %C + 6 + 40 + 20 + 10 - 50 - 10

WHERE: C = CARBON Cr = CHROMIUM Mn = MANGANESE Mo = MOLYBDENUM Cu = COPPER V = VANADIUM Ni = NICKEL

UP TO 6 INCLUSIVE 100 387 TO 11 INCLUSIVE 200 93

UP TO 18 INCLUSIVE

UP TO 11 INCLUSIVE14 AND 18

UP TO 11 INCLUSIVE14 AND 18

50

50++100

50++200

10

10++38

10++93

C

MINIMUM PREHEATAND INTERPASS

SIZE OFREINFORCING BAR

INSPECTION / TESTING 1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS SHALL BE RETAINED BY THE

OWNER TO PERFORM THE TESTS AND INSPECTION AS REQUIRED BY SECTION 1704 OFTHE CALIFORNIA BUILDING CODE. THE CONTRACTOR SHALL PROVIDE ACCESS TO THESPECIAL INSPECTOR TO THE SITE OR FABRICATION SHOPS AND SHALL FURNISHSAMPLES OF MATERIALS FOR TESTING AS REQUESTED BY THE TESTING AGENCY ANDTHE GOVERNING CODE.

2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING AGENCY REVEAL THATANY PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS,ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY REPAIRS WILL BE MADE AT THECONTRACTOR'S EXPENSE.

3. PROVIDE CONTINUOUS OR PERIODIC SPECIAL INSPECTION FOR ITEMS NOTED IN "TEST ANDINSPECTION LIST", AS REQUIRED PER THE CHAPTER 17 OF THE CALIFORNIA BUILDING CODEAND ALL APPLICABLE AMENDMENTS:

4. SPECIAL INSPECTIONS MAY NOT BE REQUIRED WHEN THE WORK IS DONE ON THEPREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING OFFICIAL ORGOVERNING AGENCY HAVING JURISDICTION OVER THE PROJECT TO PERFORM SUCH WORKWITHOUT SPECIAL INSPECTION.

5. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCERESISTING SYSTEM ELEMENT SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITYTO THE BUILDING OFFICIAL AND TO THE OWNER'S REPRESENTATIVE, PRIOR TO THECOMMENCEMENT OF THE WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'SSTATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING INFORMATION:A. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED

IN THE STATEMENT OF SPECIAL INSPECTIONS.B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THEBUILDING OFFICIAL.

C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'SORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTIONOF THE REPORTS.

D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSONS EXERCISING SUCHCONTROL AND THEIR POSITIONS IN THE ORGANIZATION.

6. SPECIAL INSPECTIONS FOR THE STRUCTURAL STEEL PORTIONS OF THE LATERAL FORCERESISTING SYSTEM SHALL ALSO COMPLY WITH THE REQUIREMENTS OF AISC 341.

7. NON-DESTRUCTIVE WELD TESTING: ULTRASONIC TESTING IS REQUIRED FOR ALL (100%)PARTIAL AND COMPLETE PENETRATION WELDS. TESTING SHALL BE PERFORMED 24 HOURSOR MORE AFTER COMPLETION OF WELDING. WELD BACKING REMOVAL AREAS AND FILLETWELDS SHALL BE SUBJECTED TO MAGNETIC PARTICLE EXAMINATION.

8. BASE METAL THICKER THAN 1-1/2", SUBJECTED TO THROUGH THICKNESS WELD SHRINKAGESTRAINS, SHALL BE ULTRASONICALLY TESTED DIRECTLY BEHIND SUCH WELDS 48 HOURSOR MORE AFTER COMPLETION OF WELDING

9. TEST BY CALIBRATED TORQUE WRENCH A MINIMUM OF ONE (1) HIGH STRENGTH BOLT ATEACH SHEAR CONNECTION. A MINIMUM OF TWO (2) BOLTS PER CONNECTION FORCONNECTION WITH 8 BOLTS OR MORE AND A MINIMUM OF 2 BOLTS PER FRAME BEAM SHEARCONNECTION.

10. TEST A MINIMUM OF 10% OF FILLET WELDS BY MAGNETIC PARTICLE (ASTM 109 METHOD).TEST A MINIMUM OF 25% OF CONTINUITY PLATE FILLET WELDS AND BEAM FILLET WELDS(100% IN MOMENT ZONES) BY MAGNETIC PARTICLE.

11. ALL HEAVY SECTION COLUMN FLANGES LOCATED AT WELDED MOMENT CONNECTIONSSHALL BE ULTRASONICALLY EXAMINED, PRIOR TO WELDING, FOR EVIDENCE OFLAMINATIONS, INCLUSIONS OR OTHER DISCONTINUITIES. TESTING SHALL BE INACCORDANCE WITH ASTM A435 (STRAIGHT BEAM ULTRASONIC EXAMINATION OF STEELPLATES), OR ASTM A898 (STRAIGHT BEAM ULTRASONIC EXAMINATION OF ROLLED STEELSTRUCTURAL SHAPES) AS APPLICABLE. THE AREA TO BE TESTED IS A ZONE 6 IN. ABOVEAND BELOW EACH BEAM FLANGE CONNECTION. FOR PLATES, ANY DISCONTINUITY CAUSINGA TOTAL LOSS OF BACK REFLECTION THAT CANNOT BE CONTAINED WITHIN A CIRCLE 3INCHES IN DIAMETER, OR ONE-HALF THE PLATE THICKNESS, WHICHEVER IS GREATER,SHALL BE REJECTED. FOR SHAPES, ASTM 898 LEVEL I CRITERIA IS APPLICABLE.

12. APPROVAL BY THE INSPECTOR OF MATTERS NOT SPECIFICALLY CONSTRUCTED PER THEAPPROVED DRAWINGS DOES NOT MEAN THE FAILURE TO COMPLY WITH THECONSTRUCTION DOCUMENTS HAS BEEN ACCEPTED. ANY DETAIL THAT FAILS TO BE CLEAROR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FORINTERPRETATION OR CLARIFICATION.

13. INSPECTION AND TESTING REPORTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEERWITHIN SEVEN DAYS OF WHEN THE INSPECTION WAS MADE OR WHEN THE TESTING WASPERFORMED.

14. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY INSPECTION ORTESTING WHICH DOES NOT COMPLY WITH THE REQUIREMENTS OF THE CONTRACTDOCUMENTS.

INSPECTION / TESTING (CONT'D)

TEST AND INSPECTION LIST

STRUCTURAL STEEL

REVIEW MILL CERTIFICATE, TEST REPORTS AND MATERIALIDENTIFICATION DELIVERED TO THE SITEREVIEW WELDING PROCEDURE SPECIFICATION & WELDERCERTIFICATIONINSTALLATION OF NON-SLIP CRITICAL HIGH-STRENGTH BOLTS& WASHERS (PROVIDE CONTINUOUS INSPECTION IFINSTALLATION IS PERFORMED WITH CALIBRATED WRENCH)INSTALLATION OF SLIP CRITICALHIGH-STRENGTH BOLTS &WASHERSFIELD ERECTION INSPECTIONFABRICATION INSPECTIONWELDING INSPECTIONNON-DESTRUCTIVE WELD TESTBOLTING INSPECTIONCOMPOSITE STUD INSPECTION & TESTING

INSTALLATION OF ANCHOR BOLTS BEFORE & DURING CONCRETE POUR

METAL DECKREVIEW MILL CERTIFICATES & TEST REPORTSPLACEMENT INSPECTIONWELDING & FASTENING INSPECTION

REINFORCING STEELREVIEW MILL CERTIFICATES & TEST REPORTSSAMPLE & TEST X REINFORCING BARS X WELDED WIRE FABRICPLACEMENT INSPECTIONWELDING INSPECTIONTEST REINFORCING FOR WELDABILITY OTHER THAN ASTM A706

TENSIONING STEELREVIEW MILL CERTIFICATE AND TEST REPORTSSAMPLE & TESTPLACEMENT INSPECTIONSTRESSING AND GROUTING INSPECTION

CONCRETE, SHOTCRETE, CMU, GROUT & MORTAR

CONCRETE SHOTCRETE CMU GROUT MORTAR

MIX DESIGNREVIEW

VERIFICATION OFCORRECT MIXDESIGN USEDDURING POUR

PREPARATION OFSAMPLES FORTESTINGPURPOSES

BATCH PLANTINSPECTIONS

CAST, PICK-UP,AND COMPRESSIONTEST SAMPLES

SLUMP,ENTRAINED AIR,& TEMPERATURETEST

SHRINKAGE TEST

PLACEMENTINSPECTION

CURING TEMPERATUREAND TECHNIQUES

FORMWORKINSPECTION

NOTES:C: INDICATES CONTINUOUS INSPECTIONP: INDICATES PERIODIC INSPECTIONX: INDICATES REQUIRED INSPECTION

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W24

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W12x16 [12]

W30x116 [26]

W12x19 [12]

W12x19 [14]

W24x62 [32]

W12x16 [12]W10x22

MF

HSS8

x6x1

/4

W10x22

W14x48 T6

W14x48

W33x130 T6

W33x130

EQ

EQ

W33x169 [36-28]BENT BEAM

W21

x44

[17]

W24

x76

W36

x150

[36]

W21

x132

W21

x132

T6

D-4

W12

x19

W10x30 [14]W10x22 [12]

W21

x166

W21

x166

T6

W12x14

BENT BEAM

W16x50

W16x26 HI-LO

MF

MF

CAMBER = +3/8"

CAMBER = +3/8"

CAMBER = +3/8"

CAMBER = +3/8"

CAMBER = +3/8"

CAMBER = +3/8"

CAMBER = +1/4"

CAMBER = +1/4"

CAMBER = +1/2"

CAMBER = +1/4"

CAMBER = +1/2"

CAMBER = +1/2"

CAMBER = +3/8" CAMBER = +1/2"

CAMBER = +1/2"

CAMBER = +1/2" CAMBER = +1/2"

W8x24

COL ABV

W8x24

COL ABV

D-4

9 3/

4"

9 3/

4"

EQEQ

B.1

B.9

D-4

D-4

7.4W16x26 [18]

W12x19

LOLO

LO

W14x22

[10]

W14x22

[10]

W14

x22

[10]

W14

x22

[10]

W16

x26

W10x12

1S3.21

2S3.21

3S3.21

4S3.21

EL=129'-10"

9S5.31

6S5.31

6S5.31

6S5.31

14S5.31

SIM

14S5.31

OHSIM

D-3

. .

W16x26

W10x

12

W8x18HOIST BM

W21

x132

T16

W12x14

W10x22

T

W12x16

W33x241

W12x16 [14]<3/4>

W12x16 [14]<3/4>

W12x16 [14]<3/4>

W12x16 [14]<3/4>

W12x16 [14]<3/4>

W12x16 [14]<3/4>

W12x16 [14]<3/4>

W12x14 [10]

W21

x166

T16

W14

x48

12S3.21

W14x48 T6

W16x67 T6

W21x93 T15

W16x67 T15

W16x67 T15

W14x68 T15

W30x148 T

W14x43 T

W14x43 T6

W10x22

W10x22

W24

x84

T16W

24x7

6 T6

W24x62 [30]

W12

x14

W27x84 [30]

7.4A

W21

x166

T16

W30

x173

T

W24x192 T

TOS = 34'-7"LINE 'A'

TOS = 34'-7"LINE 'A'

TOS = 32'-6"

TOS = 32'-6"

TOS = 31'-6"

TOS = 31'-11"

TOS = 31'-11"

TOS = 31'-6"

TOS = 31'-6"

TOS = 36'-11"

TOS = 38'-3"

TOS = 38'-11 1/2"

TOS = 39'-2 1/2"

TOS = 39'-7 1/2"

TOS = 40'-0"

TOS = 40'-5"

TOS = 40'-0"

TOS = 39'-6"

TOS = 39'-1 1/2"

TOS = 38'-9"

TOS = 38'-4"

TOS = 37'-11"

TOS = 37'-4"

TOS = 31'-6"

TOS = 31'-6"

W12x16 [14]<3/4>

W12x16 [14]<3/4>

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1 1

1

1

1

1

1

1

1

1

1

11

1

1

1

1

1

1

1

1

14'-2 1/4"

7'-11 1/4"

1

1

1

1

1

9S5.31

9S5.31

SIM

1

SIM

1

C

No. 24693-11-15

T CUT AOE F

B

S

GRE

I

EXP.

R

S

T

REETS

PRDRRA

SFO E

U N ITFA L I O R

N

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A.

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IN

T MMAARNI

T A T

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310

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ww

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THES

E D

RAW

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ARE

THE

PRO

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MAY

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REP

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OR

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D F

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ITEC

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AS IN

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OF

SER

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OC

UM

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AR

E N

OT

FIN

AL A

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REA

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USE

, AN

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OR

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D, U

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AR

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, SIG

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AN

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.

copy

right

, Ltd

201

1

Shee

t Titl

e

Proj

ect

Date:

Job No:

Sheet No:

P L

E A

S E

R

E C

Y C

L E

copy

right

, Ltd

201

1



APP01-

AC FLS SS

DATE

Con

sulta

nt

BID

SE

T

NO

RT

H B

UT

TE

CO

UN

TY

CO

UR

TH

OU

SE

E. 2

0th

Str

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Chi

co, C

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12.21.2012

10-003.00

J132

69

ROOF

LEV

EL F

RAMI

NG P

LAN

- WES

T

S2.31SCALE: 1/8" = 1'-0"1 ROOF LEVEL - WEST

NOTE:SEE S2.11 FOR NOTES.

North



C D E F G H J K

3

4

6

7

10

9

8

G.2 G.6

OPEN OPEN OPEN

D-3

D-3

D-4

D-4

D-4

. .

. .

1S3.13

2S3.12

3S3.13

3S3.12

1S3.12

1S3.11

EL=132'-0"

2S3.13

COL

BEL

D-4

W21

x132

T16

W16x26

MF

W14x22 HI-LO

W30

x90

[12 -

6-1 2

]

W21x62

W16x26

W16x26

W16x31 [14]

W16

x26

W21x44

W16x26 [18]

MF

MF

MF

W21

x50

LO[2

2]W

16x4

5[2

2] W12

x79

W12

x79

W16

x45

W21

x50

W16x26 [18]

W16x26 [18]

W21x44

W16x26

W16x26

W16

x26

W16x26 [14]

MF

MF

MFMF

W12

x14

W21

x132

W12

x14

W12

x14

W21

x132

W12

x14

W30x99 [30]

W12x30

W10x22

MF

W12x14 [10]

W12x14 [10]

W21

x132

W12

x14

W21

x132

W12

x14

W24x55 [20]<1>

W21x132

W12

x14W

21x1

32

W16

x100

W10

x30

[16]

W10

x49

W10

x30

[16]

W10

x12

W24x76 [22]

MF

W12

x14W21

x132

W21x132

W10x22

W10x22

MF W14

x43

T6

MF

W24

x84

[16-

6-16

]

W10x26

W10x22

MF

W24x55 [16]

MF

W10x22W10x22

W10x22W10x22

W10

x22

W24x55 [20]<1>

W21

x57

[34]

W30

x90

[12-

6-12

]

MF

W18x35 [24]<1>

W18x35 [24]<1>

W12x14

W10x22

W10

x30

[14]

W10x22

W10x12

MF

W10x12

W12x58

W10x12

MF

W10x12

W24x55 T16

MF MF W27x84 [22]

W24

x55

T16W12x14

W14

x43

W10x22

W18x35 [24]<3/4>

W18x35 [24]<1>

W18x35 [24]<1>

W18x35 [24]<1>

MF MF

W16x26

W14x22 HI-LO

W10x22

W12x14

W16

x100

T6

W12x30

W10x12

W16x50

W16x26 HI-LO W16x26 HI-LOCOL

BEL

W10

x12

W10x33

W10

x12

W10x22

W10x22 W10x22 [8]

CAMBER = +3/8"

CAMBER = +1/2" CAMBER = +1/2" CAMBER = +1/2"CAMBER = +1/2"

W14

x22

W10x12

W10x12

9 3/

4"

B.9 D.2

D-4

D-4

9 3/

4"

9 3/

4"

7 1/4"

D-4

D-4

D-4

D-4

D-4

6"

7.4

ELEVATOR SHAFTBELOW

ELEVATOR SHAFTBELOW

W21

x132

W16x26 [18]

W12x19 W12x19

LOLO

LO

W16

x26

W16

x26

4 EQUAL SPACES 4 EQUAL SPACES

4 EQUAL SPACES

3 EQ

UAL

SPAC

ES

3 EQ

UAL

SPAC

ES3

EQUA

L SP

ACES

W12

x19

[12]

ADD 4-#5 x40'-0" x 6"

ADD 4-#5 x40'-0" x 6"

ADD 4-#5 x40'-0" x 6"

ADD 4-#5 x40'-0" x 6"

COL

BEL

EL=129'-10"EL=129'-10"

CAMBER = +1/2"

11S5.31

14S5.31

6S5.31

4' - 5

1/2

"

15' -

0"

2' - 4 1/2"

3' - 4 1/2"

5' - 5

1/2

"11

S5.31SIM11

S5.31SIM

11S5.31

OHSIM

14S5.31

SIM

14S5.31

OHSIM

14S5.31

OHSIM

W16x26

W10x

12

W16x26W10x12

W8x18HOIST BM

11S3.21 12

S3.21

12S3.21

12S3.2111

S3.21

4 EQUAL SPACES

4 EQUAL SPACES

4S3.13

W21

x132

T16

W21

x132

T16

W21

x132

T6

W21

x132

T16

W21

x132

T6

W21

x132

T16

W21

x132

T16

W21

x132

T6

W21

x132

T16

W12x14

W10x22

W12x14

W10x22

W12x14

W10x22

W12x14

W10x22

W12x14

W10x22

W12x14

W10x22

W12x14

W10x22

W12x14

W10x22

T6

W24x55 T16

W14

x48

W14

x48

W14x22 W14x22

W14

x48

W14

x48

12S3.21

W10x12(7 PLCS)

W10x12(7 PLCS)

HGR

BEL

1

W10

x22

W10

x22

W10x22TOS = 31'-6"

TOS = 31'-6"

TOS = 31'-11"

TOS = 31'-11"

TOS = 31'-6" TOS = 31'-6" TOS = 31'-6"

TOS = 31'-6" TOS = 31'-6" TOS = 31'-6"

TOS = 31'-6"

1

1

1

1

1

1 11111111

1

1

1

1

1

1 1 1

11

1

1SSK-085

11 1

J.9

C

No. 24693-11-15

T CUT AOE F

B

S

GRE

I

EXP.

R

S

T

REETS

PRDRRA

SFO E

U N ITFA L I O R

N

R

LA A

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ALNODNH

L E

SS I

NIGI

R

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13

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83

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Ph

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21

3)

48

3-6

49

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s A

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ele

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alif.

90015

95

0 S

. G

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d A

ve

nu

eS

tru

ctu

ral E

ng

ine

ers

associates & A

SS

OC

IAT

ES

JO

HN

A.

MA

RT

IN

T MMAARNI

T A T

E S

N Y

D E

R

K I M

S E

Y |

C A

L D

W E

L L

3107

Was

hing

ton

Boul

evar

d M

arin

a de

l Rey

, Cal

iforn

ia 9

0292

phon

e: 3

10.3

06.2

449

fax:

310

.306

.309

3

ww

w.ta

tesn

yder

kim

sey.

com

THES

E D

RAW

ING

S AN

D S

PEC

IFIC

ATIO

NS

ARE

THE

PRO

PER

TY O

F TA

TE S

NYD

ER K

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Y AR

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TEC

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MAY

NO

T BE

REP

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DU

CED

OR

USE

D F

OR

AN

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RPO

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ITH

OU

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ITEC

TS W

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TEN

CO

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NT.

AS IN

STR

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OF

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OC

UM

ENTS

AR

E N

OT

FIN

AL A

ND

REA

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FOR

USE

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OR

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VALI

D, U

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HEY

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ALED

, SIG

NED

AN

D D

ATED

.

copy

right

, Ltd

201

1

Shee

t Titl

e

Proj

ect

Date:

Job No:

Sheet No:

P L

E A

S E

R

E C

Y C

L E

copy

right

, Ltd

201

1



APP01-

AC FLS SS

DATE

Con

sulta

nt

BID

SE

T

NO

RT

H B

UT

TE

CO

UN

TY

CO

UR

TH

OU

SE

E. 2

0th

Str

eet,

Chi

co, C

alif

orni

a

12.21.2012

10-003.00

J132

69

ROOF

LEV

EL F

RAMI

NG P

LAN

-EAS

T

S2.32SCALE: 1/8" = 1'-0"1 ROOF LEVEL - EAST

NOTE:SEE S2.11 FOR NOTES.

North



BASEMENT LEVEL BASEMENT LEVEL

85' - 0" 85' - 0"

LEVEL 1 LEVEL 1

100' - 0" 100' - 0"

LEVEL 2 LEVEL 2

116' - 0" 116' - 0"

WINDOW BOX ROOF WINDOW BOX ROOF

125' - 6" 125' - 6"

ROOF LEVEL ROOF LEVEL

132' - 0" 132' - 0"

HIGH ROOF HIGH ROOF

141' - 0" 141' - 0"

POP UP ROOF POP UP ROOF

166' - 0" 166' - 0"

Column Locations

A-2.7 A-8 A-10A A.2-6.1 A.2-7.8 A.3-2.5 A.3-3.8 A.4-10A B-3 C-3 C-8 D-6 D-7 D.3-2 D.6-2 E-7 E.1-2

2"x 12"x 1' - 6"-

4 - 1"Ø

6S1.10

2"x 12"x 1' - 6"-

4 - 1"Ø

6S1.10

2"x 12"x 1' - 6"-

4 - 1"Ø

6S1.10

3/4"x 10"x 1' - 2"-

4 - 3/4"Ø

6S1.10

7/8"x 12"x 1' - 2"-

4 - 3/4"Ø

6S1.10

1 3/4"x 12"x 1' - 6"-

4 - 1"Ø

6S1.10

2"x 12"x 1' - 6"-

4 - 1"Ø

6S1.10

1"x 12"x 1' - 4"-

4 - 1"Ø

6S1.10

W12

x53

W14

x82

W14

x74

W14

x74

W8x

35

W10

x45

W14

x90

W14

x82

W14

x90

W14

x90

1 1/2"x 16"x 1' - 8"-

4 - 1"Ø

6S1.10

W14

x90

HSS4

x4x3

/8

1/2"x 12"x 1' - 0"-

4 - 3/4"Ø

2S1.10

1/2"x 12"x 1' - 0"-

4 - 3/4"Ø

2S1.10

HSS4

x4x3

/8

HSS4

x4x3

/8

1/2"x 12"x 1' - 0"-

4 - 3/4"Ø

2S1.10

2 1/2"x 16"x 1' - 8"-

4 - 1"Ø

6S1.10

W14

x132

W14

x145

2 1/4"x 16"x 1' - 8"-

4 - 1"Ø

6S1.10

2"x 16"x 1' - 6"-

4 - 1"Ø

6S1.10

2 1/4"x 16"x 1' - 8"-

4 - 1"Ø

6S1.10

2 1/4"x 16"x 1' - 8"-

4 - 1"Ø

6S1.10

BASE PLATE SIZE(t x B x N) GR 50

ANCHOR BOLTS (F1554-55)NUMBER & SIZE

COLUMN BASECONN DETAIL

W14

x90

W14

x90

W14

x90

W14

x90

28 x

28 P

EDES

TAL

28 x

28 P

EDES

TAL

28 x

28 P

EDES

TAL

28 x

28 P

EDES

TAL

C

No. 24693-11-15

T CUT AOE F

B

S

GRE

I

EXP.

R

S

T

REETS

PRDRRA

SFO E

U N ITFA L I O R

N

R

LA A

ER E

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ALNODNH

L E

SS I

NIGI

R

Y C

Fa

x

(2

13

) 4

83

-30

84

Ph

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21

3)

48

3-6

49

0Lo

s A

ng

ele

s, C

alif.

90015

95

0 S

. G

ran

d A

ve

nu

eS

tru

ctu

ral E

ng

ine

ers

associates & A

SS

OC

IAT

ES

JO

HN

A.

MA

RT

IN

T MMAARNI

T A T

E S

N Y

D E

R

K I M

S E

Y |

C A

L D

W E

L L

3107

Was

hing

ton

Boul

evar

d M

arin

a de

l Rey

, Cal

iforn

ia 9

0292

phon

e: 3

10.3

06.2

449

fax:

310

.306

.309

3

ww

w.ta

tesn

yder

kim

sey.

com

THES

E D

RAW

ING

S AN

D S

PEC

IFIC

ATIO

NS

ARE

THE

PRO

PER

TY O

F TA

TE S

NYD

ER K

IMSE

Y AR

CH

TEC

TS A

ND

MAY

NO

T BE

REP

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DU

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OR

USE

D F

OR

AN

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RPO

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ITH

OU

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ITEC

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TEN

CO

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NT.

AS IN

STR

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ENTS

OF

SER

VIC

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E D

OC

UM

ENTS

AR

E N

OT

FIN

AL A

ND

REA

DY

FOR

USE

, AN

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OR

E N

OT

VALI

D, U

NLE

SS T

HEY

AR

E SE

ALED

, SIG

NED

AN

D D

ATED

.

copy

right

, Ltd

201

1

Shee

t Titl

e

Proj

ect

Date:

Job No:

Sheet No:

P L

E A

S E

R

E C

Y C

L E

copy

right

, Ltd

201

1



APP01-

AC FLS SS

DATE

Con

sulta

nt

BID

SE

T

NO

RT

H B

UT

TE

CO

UN

TY

CO

UR

TH

OU

SE

E. 2

0th

Str

eet,

Chi

co, C

alif

orni

a

12.21.2012

10-003.00

J132

69

NON-

FRAM

E CO

LUMN

SCH

EDUL

E

S3.01

TYP

PER

4-6"

SPL

ICE

18 S1.1

1

OPTIONAL SPLICE

6S4.01

SEE TYP



1

BASEMENT LEVEL BASEMENT LEVEL

85' - 0" 85' - 0"

LEVEL 1 LEVEL 1

100' - 0" 100' - 0"

LEVEL 2 LEVEL 2

116' - 0" 116' - 0"

WINDOW BOX ROOF WINDOW BOX ROOF

125' - 6" 125' - 6"

ROOF LEVEL ROOF LEVEL

132' - 0" 132' - 0"

HIGH ROOF HIGH ROOF

141' - 0" 141' - 0"

POP UP ROOF POP UP ROOF

166' - 0" 166' - 0"

Column Locations

E.5-10 E.6-2 E.9-2 G.1-2 G.9-10 H.2-2(10' - 5") J.9-7 K-3 K(-11' - 5")-3 K-4(-7 1/4") K-9 K-10 X.X-X1 X.X-X2 X.X-X3 X.X-X4 X.X-X5 X.X-X6

3/4"x 10"x 1' - 2"-

4 - 1"Ø

6S1.10

1"x 24"x 2' - 0"-

4 - 1"Ø

2S1.10

1/2"x 24"x 2' - 0"-

4 - 1"Ø

2S1.10

1/2"x 24"x 2' - 0"-

4 - 1"Ø

2S1.10

1/2"x 24"x 2' - 0"-

4 - 1"Ø

2S1.10

1/2"x 24"x 2' - 0"-

4 - 1"Ø

2S1.10

1"x 24"x 2' - 0"-

4 - 1"Ø

2S1.10

BASE PLATE SIZE(t x B x N) GR 50

ANCHOR BOLTS (F1554-55)NUMBER & SIZE

COLUMN BASECONN DETAIL

1"x 14"x 1' - 2"-

4 - 1"Ø

6S1.10

3/4"x 10"x 1' - 2"-

4 - 3/4"Ø

6S1.10

W8x

48

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4 - 3/4"Ø

2S1.10

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4 - 1"Ø

2S1.10

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4 - 1"Ø

2S1.10

1 3/4"x 12"x 1' - 6"-

4 - 1"Ø

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4 - 3/4"Ø

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SCALE: 1/2" = 1'-0"1 ENLARGED PLAN - EF-305

SCALE: 1/2" = 1'-0"2 Section - EF-305 FACING EAST

SCALE: 1/4" = 1'-0"3 Section EF-305 FACING NORTH

LEGENDFLAT PANEL DISPLAY OUTLET BOX WITH DUPLEX OUTLETAND WIRING PANEL. 3-GANG J-BOX

70 VOLTS PROGRAM SPEAKER BACKBOXS

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FLOOR BOX, MULTI-SERVICE WITH DUPLEX ELEC. OUTLET,AND AV CONNECTION

VIDEO PROJECTOR, CEILING MOUNTED IN SHEET ROCK MOUNTWITH ELECTRICAL RECEPTACLE

VIDEOCONFERENCING CAMERA, WALL MOUNT

ELECTRICAL BACKBOX. MOUNT AT BASE OUTLET HEIGHT, UON.2 GANG. 18" AFF U.O.N.

CONTROL PANEL, TOUCH SCREEN, WIRED, WALL-MOUNT, 6"

VIDEO PROJECTOR, CEILING MOUNTED ON THE BRIDGE MOUNTWITH ELECTRICAL RECEPTACLE

ELECTRICAL BACKBOX. MOUNT AT BASE OUTLET HEIGHT, UON. 3GANG. 18" U.O.N.

# SPECIALTY AV BACKBOX FOR CONTROL PANEL. # INDICATEDDAG. SIZE OF PANEL IN INCHES.

ASSISTIVE LISTENING EMITTER. 2 GANG J BOX. 3/4" CONDUIT TOAIR SPACE ABOVE CEILING. SEE SRAWING FOR HEIGTH.

CEILING MOUNTED LCD FLAT PANEL. 120V 15 AMP DUPLEX.

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APP # - 02 - 112526

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COURTREPORTERS

278

WORK AREA279

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APP # - 02 - 112526

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SOUND LOCK221

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244

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APP # � 02 � 112526

AC FLS SS

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5" %

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EV

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ION

S

SCALE: 1/4" = 1'�0"1

COURTROOM ELEVATION

SCALE: 1/4" = 1'�0"2

COURTROOM ELEVATION

SCALE: 1/4" = 1'�0"3

COURTROOM ELEVATION

SCALE: 1/4" = 1'�0"4

COURTROOM ELEVATION

SCALE: 1/4" = 1'�0"5

COURTROOM ELEVATION

SCALE: 1/4" = 1'�0"6

SOUND LOCK ELEVATION

SCALE: 1/4" = 1'�0"7


SCALE: 1/4" = 1'�0"8


SCALE: 1/4" = 1'�0"9


SCALE: 1/4" = 1'�0"10

CONFERENCE ROOM ELEVATION

SCALE: 1/4" = 1'�0"11


SCALE: 1/4" = 1'�0"12


SCALE: 1/4" = 1'�0"13


1 WOOD HANDRAIL

2 FIXED SEATING � SEE FLOOR PLANSFOR LAYOUT

3 TEXTURED ACRYLIC WALL COATING

4 ACCOUSTICAL WOOD PANEL SYSTEM

5 CONTINUOUS COVE LIGHTING � SEEELECTRICAL

6 CLERESTORY WINDOW � SEE FRAMETYPES

7 WOOD CASEWORK

8 3'�0" DIA. CALIFORNIA STATE SEALPLAQUE� RECESSED FLUSH W/TRAVERTINE TILE

9 DOOR � SEE DOOR SCHEDULE

10 PAINTED GYPSUM BOARD WALL FINISH �SEE FINISH SCHEDULE

11 WALL TILE � SEE MATERIAL SCHEDULE

12 WINDOWS � SEE FRAME TYPES

13 SIGNAGE � SEE SIGNAGE SHEETS A2.9X

14 EMERGENCY EXIT SIGNAGE ABOVE THEGROUND 9' � 0"

15 IMPACT RESISTANT COPOLYMERACOUSTICAL WALL PANEL

16 WOOD BASE � SEE FINISH SCHEDULE

17 TRAVERTINE TILE � SEE MATERIALSCHEDULE

1 ACOUSTICAL WOOD PANELINGCOMPOSED OF 3 UNIQUE 2'�0" X 4'�0"PANELS. SEE DETAILS ON SHEETCT4.10 FOR DESIGN RELATING TOCORRESPONDING LETTER

2 AN ASTERISK ( *) NEXT TO PANELLETTER DESIGNATION STATES THATTHE PANEL MUST BE TRIMED ORMODIFIED TO FIT ON WALL ENCLOSURE

3 SEE ELEVATIONS ON SHEET CT1.23 FOREXAMPLE OF APPEARANCE OFACOUSTICAL WOOD PANELS

4 SOLID WOOD EDGE BAND AT ALLEXPOSED EDGES

5 PARTITION DIMENSIONS ARE TO FACEOF STUD, UNLESS NOTED OTHERWISE.MILLWORK AND FURNITUREDIMENSIONS ARE TO FACE OF FINISH.

SCALE: 1/4" = 1'�0"14

COURTROOM ELEVATION

REVISIONS

REV DATE DESCRIPTION BY


1

1'

CT3.10

4

CT3.10

3

CT3.10

5

CT3.16

4' �

6"

2' �

10"

6"

3' �

4" 3

' � 7

"6"

4' �

1"

3' �

4"

1' �

1"

3' �

0"

22

2

11

CT4.10

5

CT4.10

5

2

7 712

WD�1 WD�1

WD�2 WD�2

WD�1

WD�1

WD�2

1

1

1

CT3.16

3' �

4"

6"

3' �

7"

2' � 0 1/2"

4"

2' �

6"

4

2

2' � 2"

12

WD�1

1

6"

3' �

4"

2' �

10"

RAMP

1:12 MAX.

5

CT4.101 2

2' �

10"

12

WD�11

6"

3

21

CT4.10

5

WD�11

2' �

10"

1' �

1"

8

2

2' �

6"

1 1

/2"

1' �

0"

6' � 0"

1' �

6"

3' �

11"

2' � 3"

WD�1 WD�1WD�2WD�2 1

1

3

CT3.10

3

CT3.10

1

3' �

4"

3' �

0"

2' �

6"

4"

2

2' �

10"

12

WD�1

1 T A

T E

S

N Y

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M S

E Y

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el R

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Calif

orn

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0292

phone: 310.3

06.2

449

fax: 310.3

06.3

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OF

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RC

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EC

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AN

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NO

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D O

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SE

D F

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AN

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ME

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GENERAL NOTES

KEYNOTES



APP # � 02 � 112526

AC FLS SS

DATE

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Con

su

lta

nt

Pro

ject

1701

Co

nco

rd A

ve. C

hic

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5928

CT2.10

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SCALE: 1/2" = 1'�0"1

COURTROOM 5 ELEVATION 1SCALE: 1/2" = 1'�0"

2COURTROOM 5 ELEVATION 2

SCALE: 1/2" = 1'�0"4

COURTROOM 5 ELEVATION 6

SCALE: 1/2" = 1'�0"5



SCALE: 1/2" = 1'�0"7



1 1�1/2" DIA. WOOD HANDRAIL W/STAINLESS STEEL WALL BRACKKETS �MOUNT TOP OF RAIL @ 2'�10" A.F.F.MIN.

2 WOOD VENEER FINISH

3 STEP � SEE PLAN

4 SOLID WOOD COUNTER TOP

5 SWINGING GATE

6 CASEWORK BEYOND

7 RAMP � SEE PLAN

8 GLASS DIVIDER

9 REVEAL

10 FINISH FLOOR, SEE FINISH SCHEDULE

11 PLASTIC LAMINATE WORK SURFACE

12 LINE OF FINISH FLOOR BEYOND

13 FURNITURE PER OWNERS VENDOR

14 TACKABLE BOARD SURFACE

15 SOLID WOOD TRIM

16 ROOM SIGNAGE � SEE SIGNAGESCHEDULE

17 PARTITION COURT WALL � SEE COURTROOM ELEVATIONS

18 METAL STUD FRAME

19 2X WOOD FRAME

20 DOUBLE 3/4" LAYER PLYWOOD

21 EPOXY ADHESIVE18 GA. BENT PLATETRANSITION STRIP

22 RAISED FLOOR SYSTEM W/ CARPET






REVISIONS



2' �

10"

7

CT3.15

1

3' �

4"

2' �

10"

1' � 0"

RAMP

1:12 MAX.

1

2

12

1' � 0"

6

CT3.15

WD�11

1CT4.10

5

2

3 WD�1

1

2' �

10"

1' �

6"

1' �

0"

8

2 7

CT3.15

2

CT3.14

WD�1 WD�2 WD�1 WD�2

1

1

1

CT3.11

4

CT3.11

3

CT3.11

3' �

4" 4

' � 6

"

3' �

7"

6"

4' �

1"

3' �

4"

3' �

4"

7

1CT4.10

5

2222

CT4.10

5

12

3

CT3.15

2

CT3.14

WD�1 WD�1

WD�2 WD�2

WD�1 WD�1

WD�2

1

1

6"

3' �

7"

3' �

4"

2' �

5 5

/8"

4 62

12

CT3.15

2

WD�1

1

3' �

4"

42

12

WD�11

T A

T E

S

N Y

D E

R

K I

M S

E Y

| C

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D W

E L

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3107 W

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Marina d

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Calif

orn

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0292

phone: 310.3

06.2

449

fax: 310.3

06.3

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RC

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D O

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D F

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HO

UT

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EC

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WR

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CO

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AS

IN

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RU

ME

NT

S O

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CU

ME

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S A

RE

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OR

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E, A

ND

TH

ER

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OR

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GENERAL NOTES

KEYNOTES



APP # � 02 � 112526

AC FLS SS

DATE

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Con

su

lta

nt

Pro

ject

1701

Co

nco

rd A

ve. C

hic

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5928

CT2.11

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SCALE: 1/2" = 1'�0"7


SCALE: 1/2" = 1'�0"2


SCALE: 1/2" = 1'�0"5


SCALE: 1/2" = 1'�0"6


SCALE: 1/2" = 1'�0"4


SCALE: 1/2" = 1'�0"1





3 STEP � SEE PLAN


5 SWINGING GATE

6 CASEWORK BEYOND

7 RAMP � SEE PLAN

8 GLASS DIVIDER

9 REVEAL






15 SOLID WOOD TRIM



18 METAL STUD FRAME

19 2X WOOD FRAME




4

2






REVISIONS



4' �

6"

WD�1WD�21

3' �

4"

2' �

6"

4

2

1 1

/2"

6"

2' �

10"

12

WD�1

1

1

CT3.12

4

CT3.12

2' �

10"

6"

4' �

6"

3' �

0"

3' �

4"

4' �

1"

CT4.10

51 1

2 2 2 2

7 7

SEE PLAN

SKEWED ELEVATION

12

WD�1 WD�1

WD�2 WD�2

WD�1 WD�1

WD�2

1

1

5

CT3.12

3' �

7"

6"

3' �

4"

2' �

10 1

/2"

22

12

WD�1WD�2

WD�1

3' �

4"

RAMP

1:12 MAX.

1' � 0"

2' �

10"

11' � 0"

12

WD�1

1

2' �

9"

3

WD�1

2' �

6"

12

8

WD�1WD�2

1

2' �

10"

T A

T E

S

N Y

D E

R

K I

M S

E Y

| C

A L

D W

E L

L

3107 W

ashin

gto

n B

oule

vard

Marina d

el R

ey,

Calif

orn

ia 9

0292

phone: 310.3

06.2

449

fax: 310.3

06.3

093

ww

w.tate

snyderk

imsey.c

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TH

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OF

TA

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YD

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Y A

RC

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EC

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AN

DM

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NO

T B

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EP

RO

DU

CE

D O

R U

SE

D F

OR

AN

Y P

UR

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SE

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HO

UT

TH

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RC

HIT

EC

TS

WR

ITT

EN

CO

NS

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T.

AS

IN

ST

RU

ME

NT

S O

F S

ER

VIC

E, T

HE

SE

DO

CU

ME

NT

S A

RE

NO

T F

INA

L A

ND

RE

AD

Y F

OR

US

E, A

ND

TH

ER

EF

OR

E N

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VA

LID

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TH

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EA

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D, S

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copyright, L

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GENERAL NOTES

KEYNOTES



APP # � 02 � 112526

AC FLS SS

DATE

__

Con

su

lta

nt

Pro

ject

1701

Co

nco

rd A

ve. C

hic

o, C

alif

orn

ia 9

5928

CT2.12

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SCALE: 1/2" = 1'�0"3


SCALE: 1/2" = 1'�0"2



SCALE: 1/2" = 1'�0"5



SCALE: 1/2" = 1'�0"8



SCALE: 1/2" = 1'�0"6




3 STEP � SEE PLAN


5 SWINGING GATE

6 CASEWORK BEYOND

7 RAMP � SEE PLAN

8 GLASS DIVIDER

9 REVEAL






15 SOLID WOOD TRIM



18 METAL STUD FRAME

19 2X WOOD FRAME









REVISIONS



3' �

4"

2' �

6"

2' �

10"

6"

4"

4

2

12

WD�1 1

3' �

4"

3' �

0"

4

2

2' �

6"

12

WD�1

1

2

CT3.13

4

CT3.13

1

CT3.13

3' �

7"

6"

4' �

1"

2' �

10 1

/2" 4' �

6"

3' �

0"

3' �

4"

2' �

10"

CT4.10

5

1

7

CT4.10

51

7

2

22

2

12

WD�1

WD�2 WD�2

WD�1

WD�1

WD�2

WD�1

3' �

4"

2' �

10"

1 25

CT4.10

RAMP1:12 MAX

.

1' � 0" 1' � 0"

12

WD�11

2' �

9"

1' �

6"

3

2 1CT4.10

5

WD�1 1

1

CT3.13

2' �

10"

4

2

1

2' �

6"

1' �

0"

1' �

6"

1' �

6"

4"

2' �

10"

1' �

0"

8

2

WD�1WD�2WD�1WD�2 11

1

CT3.13

T A

T E

S

N Y

D E

R

K I

M S

E Y

| C

A L

D W

E L

L

3107 W

ashin

gto

n B

oule

vard

Marina d

el R

ey,

Calif

orn

ia 9

0292

phone: 310.3

06.2

449

fax: 310.3

06.3

093

ww

w.tate

snyderk

imsey.c

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TH

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E D

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AN

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OF

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TE

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YD

ER

KIM

SE

Y A

RC

HT

EC

TS

AN

DM

AY

NO

T B

E R

EP

RO

DU

CE

D O

R U

SE

D F

OR

AN

Y P

UR

PO

SE

WIT

HO

UT

TH

E A

RC

HIT

EC

TS

WR

ITT

EN

CO

NS

EN

T.

AS

IN

ST

RU

ME

NT

S O

F S

ER

VIC

E, T

HE

SE

DO

CU

ME

NT

S A

RE

NO

T F

INA

L A

ND

RE

AD

Y F

OR

US

E, A

ND

TH

ER

EF

OR

E N

OT

VA

LID

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NLE

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TH

EY

AR

E S

EA

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D, S

IGN

ED

AN

D D

AT

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.

copyright, L

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Date:

Job No:

Sheet No:

P L

E A

S E

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Y C

L E

copyright, L

td 2

012

GENERAL NOTES

KEYNOTES



APP # � 02 � 112526

AC FLS SS

DATE

__

Con

su

lta

nt

Pro

ject

1701

Co

nco

rd A

ve. C

hic

o, C

alif

orn

ia 9

5928

CT2.13

BID

SE

T

NO

RT

H B

UT

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CO

UN

TY

CO

UR

TH

OU

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12.21.2012

10�003.00

CA

SE

WO

RK

EL

EV

AT

ION

S

SCALE: 1/2" = 1'�0"4


SCALE: 1/2" = 1'�0"1


SCALE: 1/2" = 1'�0"5


SCALE: 1/2" = 1'�0"2


SCALE: 1/2" = 1'�0"6


SCALE: 1/2" = 1'�0"3


SCALE: 1/2" = 1'�0"7




3 STEP � SEE PLAN


5 SWINGING GATE

6 CASEWORK BEYOND

7 RAMP � SEE PLAN

8 GLASS DIVIDER

9 REVEAL






15 SOLID WOOD TRIM



18 METAL STUD FRAME

19 2X WOOD FRAME









REVISIONS



general notes - swinerton builders, inc. | swinerton...

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