994 structural pdf booklet

DESIGN CRITERIA100TN002-1

CODES AND STANDARDS2010 CALIFORNIA BUILDING CODE (CBC)

W/ STATE OF CA AMENDMENTSASCE 7-05ACI 318-05AISC 360-05, 341-05, 358-05ACI 530-05/ASCE 5-05/TMS 402-05ACI 530.1-05/ASCE 6-05/TMS 602-052005 NDS

VERTICAL LOADS

SOILS VALUESALLOWABLE SOILS PRESSURE @ GRADE

DL 2500 PSFDL + LL 2500 PSFDL + LL + SEISMIC 3333 PSF

ROOF LIVE LOAD = 20 PSFFLOOR LIVE LOAD = 125 PSFFLOOR PARTITION LIVE LOAD = 15 PSFCORRIDORS = N/A PSFLIVE LOADS ARE REDUCED WHEREPERMITTED BY CODE.

LATERAL LOADSSEISMIC:

SITE CLASS C CS = 0.2263SS = 0.507 ; SDS = 0.405S1 = 0.225 ; SD1 = 0.236R = 5.5 ; I = 1.5 ; IP = 1.5ΩO = 2.5 ; CD = 4OCCUPANCY CATEGORY: IVSEISMIC DESIGN CATEGORY: DSEISMIC BASE SHEAR = 472 KIPS

SEISMIC FORCE RESISTING SYSTEM:BLDG FRAME-SPEC REINF CMU SWANALYSIS PROCEDURE: EQ. LAT'L FORCE

WIND:BASIC WIND SPEED = 90 MPHEXPOSURE CATEGORY CIW- = 1.15 ; GCPI = 0.18

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FOOTINGMINIMUM DEPTH = 18INMINIMUM WIDTH = 12IN

POWDER ACTUATED FASTENERS (SHOT PINS)100TN016-1

THESE NOTES GOVERN ALL CONDITIONS CALLED OUT ON THE PLANS AS 'SHOT PINS' UNLESSSPECIFICALLY NOTED OTHERWISE.ALL SHOT PINS SHALL BE X-U UNIVERSAL KNURLED SHANK FASTENERS WITH SHANK DIAMETEROF 0.157" AS MANUFACTURED BY HILTI INCORPORATED IN ACCORDANCE WITH ICC ESR-2269AND THE HILTI 2008 'PRODUCT TECHNICAL GUIDE'

SHOT PINS DRIVEN INTO STEEL BASE MATERIAL SHALL MAINTAIN A MINIMUM EDGE DISTANCEAT ALL STEEL ELEMENTS OF 1/2" AND MINIMUM FASTENER SPACING SHALL BE 1". LENGTHOF PIN SHALL BE AS REQUIRED TO PENETRATE THRU STEEL MEMBER U.N.O. AT 3/4" THICKSTEEL, PENETRATION NEED NOT EXCEED 1/2".SHOT PINS DRIVEN INTO CONCRETE BASE MATERIAL SHALL MAINTAIN A MINIMUM EDGE DISTANCEAT ALL CONCRETE ELEMENTS OF 3" AND MINIMUM FASTENER SPACING SHALL BE 4". PINSSHALL HAVE 1 1/4" PENETRATION U.N.O. MINIMUM CONCRETE THICKNESS SHALL BE 3 TIMESTHE PENETRATION DEPTH. CONCRETE SHALL ATTAIN FULL DESIGN STRENGTH PRIOR TO INSTALLINGSHOT PINS.SHOT PINS DRIVEN INTO 3 1/4" MINIMUM LIGHT WEIGHT CONCRETE FILL OVER 3"X 20 GAMINIMUM METAL DECK MAY BE INSTALLED FROM THE TOP OR FROM THE BOTTOM IN EITHERTHE HIGH OR LOW FLUTE. PINS INSTALLED FROM THE TOP SHALL BE SPACED AS NOTED ABOVEFOR TYPICAL CONCRETE ELEMENTS. PINS INSTALLED FROM THE BOTTOM IN THE HIGH FLUTESSHALL BE INSTALLED WITHIN 1" OF FLUTE CENTER. PINS INSTALLED FROM THE BOTTOM IN THELOW FLUTES SHALL BE INSTALLED WITHIN 1" OF THE FLUTE CENTER AND SHALL BE NO CLOSERTHAN 1 1/8" TO THE EDGE OF THE LOW FLUTE. PINS INSTALLED FROM THE BOTTOM SHALLBE SPACED NO CLOSER THAN 5.1" PARALLEL TO THE FLUTES. PINS SHALL HAVE 1" PENETRATIONU.N.O. CONCRETE SHALL ATTAIN FULL DESIGN STRENGTH PRIOR TO INSTALLING SHOT PINS.

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3. ALL SHOT PINS SHALL INCLUDE P8 STEEL WASHERS.

THE OPERATOR, TOOL, AND FASTENER SHALL BE PRE-QUALIFIED BY THE PROJECT INSPECTOR.SHOT PIN INSTALLERS SHALL BE CERTIFIED BY HILTI AND HAVE A CURRENT HILTI ISSUEDOPERATORS LICENSE. SHOT PIN INSTALLATION SHALL MEET ALL OSHA REQUIREMENTS.

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SHOT PINS USED TO ATTACH HANGER WIRES FOR SUSPENDED CEILINGS SHALL BE TESTEDIN ACCORDANCE WITH DSA IR 25-2

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FOUNDATIONS310TN001-1

ALL FOUNDATION WORK SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS OF THESOILS REPORT #8798.01 DATED JUNE 24, 2010 & SUPPLEMENTAL LETTER DATED FEBRUARY 10, 2011BY WALLACE-KUHL & ASSOCIATES.FOUNDATIONS SHALL BEAR ON COMPACTED EXISTING SOILS OR FIRM NATIVE SOILSEE NOTES AND DETAILS ON SHEET S1.02ALL FILLING, BACKFILLING AND COMPACTION SHALL BE DONE UNDER THE OBSERVATION OF AREPRESENTATIVE OF THE SOILS ENGINEER AND MUST BE COMPACTED TO THE MINIMUMDENSITY SPECIFIED IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN THE SOILS REPORT.BUILDING PAD CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE SOILS REPORT.THE EXTENT AND DEPTH OF OVEREXCAVATION AND PLACEMENT OF ENGINEERED FILL SHALL ATA MINIMUM BE AS SHOWN ON THE PLANS. FINAL DEPTH AND EXTENT OF EXCAVATIONAND FILL SHALL BE DETERMINED AT TIME OF CONSTRUCTION BY A REPRESENTATIVE OF THESOILS ENGINEER. FOUNDATION DEPTHS INDICATED ON PLANS ARE FOR ESTIMATINGPURPOSES ONLY.BOTTOMS OF ALL FOUNDATIONS SHALL BE LEVEL. CHANGES IN BOTTOM OF FOUNDATIONELEVATION SHALL BE MADE ACCORDING TO STEPPED FOOTING DETAIL ON THE TYPICALDETAIL SHEET.FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEATEXCAVATIONS PROVIDED PRIOR WRITTEN APPROVAL IS OBTAINEDAND A REPRESENTATIVE OF THE SOILS ENGINEER DETERMINESTHAT THE EXCAVATIONS ARE STABLE. WIDTH OF ALLUNFORMED FOUNDATIONS SHALL BE INCREASED BY 2'' FROMPLAN DIMENSION. OTHERWISE, FOUNDATIONS SHALL BE FULLYFORMED. USE MINIMUM PLANKING SHOWN TO PROTECT AGAINSTSLOUGHING, AS REQUIRED. PLANKING DOES NOT REPLACEFORMWORK REQUIRED TO STABILIZE EXCAVATION.THE SURFACE OF ALL HORIZONTAL CONSTRUCTION JOINTS SHALL BE CLEANED & ROUGHENEDBY EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MATRIX.NOTIFY THE STRUCTURAL ENGINEER 48 HOURS BEFORE CASTING FOUNDATIONS.A REPRESENTATIVE OF THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL INWRITING THAT:

A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT.B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED AND;C. THE FOUNDATION EXCAVATIONS, FORMING AND REINFORCEMENT COMPLY WITH THE

REPORT AND APPROVED PLAN.

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2x12 2x121x8

FTGWIDTH

+2''

PLAN

STRUCTURAL STEEL500TN001-1

FABRICATION, ERECTION AND MATERIALS SHALL CONFORM WITH THE AISC SPECIFICATION FORTHE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS AND THECALIFORNIA BUILDING CODE, LATEST EDITIONS.STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM WITH ASTM A992. ALL OTHERSTRUCTURAL STEEL ROLLED SHAPES (CHANNELS, ANGLES, ETC) AND PLATES SHALL CONFORMWITH ASTM A36, UNO.STEEL PIPE SHALL CONFORM TO ASTM A53, TYPES E OR S, GRADE B.ALL HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500, GRADE B.ALL STRUCTURAL STEEL SHALL RECEIVE MINIMUM OF ONE SHOP COAT OF RED PRIMER PAINT.DO NOT PAINT AREAS TO BE FIELD WELDED, FIREPROOFED, GALVANIZED, TO RECEIVESLIP-CRITICAL HIGH STRENGTH BOLTS, OR TO BE EMBEDDED IN CONCRETE. PROVIDEADDITIONAL PAINTING AS NOTED IN THE SPECIFICATIONS.ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACINGSHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS ARE PROVIDED TOADEQUATELY BRACE THE STRUCTURE. CONTRACTOR RESPONSIBLE FOR REVIEWING ALL BASEPLATE AND SUPPORT CONDITIONS DURING ERECTION AND BRACING AS REQUIRED. SEE AISCAND OSHA REQUIREMENTS.PLACE NON-SHRINK GROUT UNDER ALL BASE PLATES BEFORE ADDING VERTICAL LOAD.STRUCTURAL STEEL BELOW GRADE SHALL HAVE 3 INCHES MINIMUM OF CONCRETE COVER.BOLTED CONNECTIONS SHALL CONSIST OF UNFINISHED BOLTS CONFORMING TO ASTM A307UNLESS NOTED OTHERWISE. WHERE HIGH STRENGTH BOLTS ARE INDICATED, BOLTSCONFORMING TO ASTM A325 OR ASTM A490 AS NEEDED SHALL BE PROVIDED.ANCHOR RODS CAST IN CONCRETE OR MASONRY SHALL BE HEADED BOLTS WITH CUTTHREADS CONFORMING TO ASTM F1554 GR. 36, 55, OR 105 AS INDICATED ON DRAWINGS.ALL BOLTED CONNECTIONS AND BASE PLATES SHALL HAVE STANDARD CUT WASHERS UNLESSNOTED OTHERWISE. WASHERS FOR BASE PLATES SHALL CONFORM TO ASTM F844 UNLESS NOTED OTHERWISE, AND SHALL BE PLACED AT TOP AND BOTTOM OF PLATE."SLIP-CRITICAL" BOLTED CONNECTIONS:

PROVIDE 1/2" DIAMETER STITCH BOLTS AND RING FILLS, SPACED AT NOT MORE THAN2'-0" ON CENTER FOR ALL DOUBLE ANGLE MEMBERS.AT WOOD TO STEEL PARALLEL CONTACT, BOLT WITH 1/2" DIAMETER BOLTS AT MAXIMUM24"CC.HOLES FOR UNFINISHED BOLTS SHALL BE OF THE SAME NOMINAL DIAMETER OF THE BOLTPLUS 1/16". USE STANDARD AISC GAGE AND PITCH FOR BOLTS EXCEPT AS NOTEDOTHERWISE.WELDING SHALL BE DONE BY THE ELECTRIC ARC PROCESS IN ACCORDANCE WITH AMERICANWELDING SOCIETY STANDARDS, USING ONLY CERTIFIED WELDERS. ALL GROOVE WELDS SHALLHAVE COMPLETE PENETRATION UNLESS NOTED OTHERWISE. ALL EXPOSED WELDS SHALL BEGROUND SMOOTH. ALL ELECTRODES FOR WELDING SHALL COMPLY WITH AWS CODE, E70SERIES MINIMUM.WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTHS REQUIRED.MINIMUM FILLET WELDS: 3/16" @ T < 1/2"

1/4" @ T < 3/4" 5/16" @ T > 3/4"

WELDING PROCEDURE SPECIFICATIONS (WPS) FOR SHOP AND FIELD PREQUALIFIED WELD JOINTSAND WELD JOINTS QUALIFIED BY TEST SHALL BE PREPARED FOR REVIEW PRIOR TO FABRICATION.ALL WELDING PROCEDURE ITEMS SUCH AS BASE METALS, WELDING PROCESSES, FILLER METALSAND JOINT DETAILS THAT MEET THE REQUIREMENTS OF AWS D1.1 SECTION 5.1 SHALL BECONSIDERED AS PREQUALIFIED. ANY CHANGE OR SUBSTITUTION THAT IS BEYOND THE RANGEOR TOLERANCE OR REQUIREMENTS FOR PREQUALIFICATION SHALL BE QUALIFIED BY TEST PERAWS D1.1 SECTION 5 PART B. QUALIFICATION TESTING IS REQUIRED WHEN THE DEPTH OFA PARTIAL PENETRATION OR COMPLETE PENETRATION WELD IS 2" OR GREATER.FOR NONDESTRUCTIVE TESTING OF WELDED CONNECTIONS EXCLUDING PRIMARY MEMBERS OFMOMENT RESISTING FRAMES:

BASE METAL THICKER THAN 1 INCH WHEN SUBJECT TO THROUGH THICKNESS WELDSHRINKAGE STRAINS.ALL COMPLETE PENETRATION GROOVE OR BUTT WELDS.ALL PARTIAL PENETRATION GROOVE WELDS WHEN USED IN COLUMN SPLICES.

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THE SPECIAL INSPECTOR MUST BE PRESENT DURING INSTALLATION AND TIGHTENINGOPERATION OF "SLIP-CRITICAL" CONNECTIONS.

WELDED CONNECTIONS SHALL BE TESTED BY NONDESTRUCTIVE METHODS FORCOMPLIANCE WITH AISC J2, AND JOB SPECIFICATIONS. ULTRASONIC TESTING SHALLBE IN ACCORDANCE WITH AWS D1.1, ASTM E164 AND ASME SECTION V.RADIOGRAPHY SHALL BE IN ACCORDANCE WITH AWS D1.1, ASTM E94 AND E99,AND ASME SECTION V.THIS TESTING SHALL BE PART OF THE SPECIAL INSPECTIONREQUIREMENTS OF CBC SECTION 1704.3 PERFORMED BY AN APPROVED INDEPENDENTTESTING LABORATORY AS FOLLOWS:

ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OFDEFECT RATING IN ACCORDANCE WITH THE (LARGER REFLECTOR) CRITERIA OF AISC J2.

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A) "SLIP-CRITICAL" CONNECTIONS (A325SC DESIGN VALUES WITH SPECIAL INSPECTION)ARE REQUIRED AT ALL BRACED FRAME CONNECTIONS, AT ALL CONNECTIONS ALONGCHORD LINES AND DRAG LINES (AS NOTED ON PLANS), AND UNO, AT ALL BOLTS INOVERSIZED OR SLOTTED HOLES.

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DRILLED-IN ANCHORS305TN001-1

ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS GIVEN IN THEICC REPORT.UNLESS NOTED OTHERWISE ANCHORS HAVE BEEN DESIGNED FOR SPECIAL INSPECTION.PROVIDE SPECIAL INSPECTION AS INDICATED IN THE ICC REPORT.WHEN INSTALLING DRILLED-IN ANCHORS IN EXISTING CONCRETE OR MASONRY, USE CARE ANDCAUTION TO AVOID CUTTING OR DAMAGING EXISTING REINFORCING BARS. DO NOT INSTALLANCHORS IN PRESTRESSED CONCRETE ELEMENTS.ANCHORS INSTALLED FROM THE BOTTOM INTO METAL DECK WITH CONCRETE SHALL BEINSTALLED IN THE CENTER OF THE LOW FLUTE OF THE DECKING UNLESS NOTED OTHERWISEIN ICC REPORT. THE DECKING SHALL HAVE A MINIMUM THICKNESS OF 20 GAUGE.THE MINIMUM THICKNESS OF THE CONCRETE ABOVE THE HIGH FLUTE OF THE METAL DECKSHALL BE AS INDICATED IN THE ICC REPORT. SEE ICC REPORT FOR ADDITIONALREQUIREMENTS, INCLUDING MINIMUM DIMENSIONS FOR FLUTE WIDTH AND DEPTH.THE TESTING OF THE ANCHORS SHALL BE DONE BY A QUALIFIED TESTING AGENCY AND AREPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE GOVERNING AGENCY AND ARCHITECT/STRUCTURAL ENGINEER. SEE NOTES ON THIS SHEET FOR TESTING CRITERIA.

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EPOXY ANCHORS SHALL BE HILTI RE500-SD PER ESR-2322 OR SIMPSON SET-XP PER ESR-2508FOR THR'D ROD & REBAR. EXPANSION ANCHORS SHALL BE HILTI KB-TZ PER ESR-1917 ORSIMPSON STRONG-BOLT PER ESR-1771. TYPE, SIZE & EMBEDMENT SHALL BE INDICATED INDRAWINGS. POST-INSTALLED ANCHORS FOR REPAIR SHALL BE EVALUATED ON A CASE BYCASE BASIS. NOTIFY STRUCTURAL ENGINEER FOR REPAIRS.

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DRILLED-IN ANCHOR TESTING CRITERIA

ANCHOR WEDGE SHELL

10

-25

SLEEVE

1/4" 400

400

700

800

1100

2300

3/8"

5/8"

1" 5800

1400

1100

900

150

80

50

-250

5/16"

1/2"

3/4"

-

2000

3700

-

20

45

90

10

5

4 1000

1400

1800

5400

3700

2700

-TESTING FREQUENCY SHALL COMPLY WITH CBC SECTION 1916A.8

HARDROCK OR LIGHTWEIGHT CONCRETETEST VALUES

DIAMETER(IN.) (LBS.)

LOAD(FT. LBS.)

TORQUE(FT. LBS.)TORQUE

(LBS.)LOAD

(LBS.)LOAD

(FT. LBS.)TORQUE

-

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-

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-

-

-

-

-

10

10

10

20

-

SCREW

(FT. LBS.)TORQUE

EPOXY

SEETENSIONTESTVALUE INDRWGS

NOTES:ANCHOR DIAMETER REFERS TO THE THREAD SIZE FOR THE WEDGE & SHELL CATEGORIES, ANDTO THE ANCHOR OUTSIDE DIAMETER FOR THE SLEEVE CATEGORY.APPLY PROOF TEST LOADS TO WEDGE & SLEEVE ANCHORS WITHOUT REMOVING THE NUT IFPOSSIBLE. IF NOT, REMOVE NUT AND INSTALL A THREADED COUPLER TO THE SAME TIGHTNESSAS THE ORIGINAL NUT USING A TORQUE WRENCH TO APPLY THE TEST LOAD.

FOR SLEEVE/SHELL INTERNALLY THREADED CATEGORIES, VERIFY THAT THE ANCHOR IS NOTPREVENTED FROM WITHDRAWING BY A BASEPLATE OR OTHER FIXTURES. IF RESTRAINT IS FOUND,LOOSEN AND SHIM OR REMOVE FIXTURE(S) PRIOR TO TESTING.REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEING TESTED,PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY THE FIXTURE(S).SHELL TYPE ANCHORS SHALL BE TESTED AS FOLLOWS:

VISUALLY INSPECT 25% FOR FULL EXPANSION AS EVIDENCED BY THE LOCATION OF THEEXPANSION PLUG IN THE ANCHOR BODY. PLUG LOCATION OF A FULLY EXPANDED ANCHORSHALL BE AS RECOMMENDED BY THE MANUFACTURER, OR, IN THE ABSENCE OF SUCHRECOMMENDATION, AS DETERMINED ON THE JOB SITE FOLLOWING THE MANUFACTURER'SINSTALLATION INSTRUCTIONS. AT LEAST 5% OF THE ANCHORS SHALL BE PROOF LOADEDAS INDICATED IN THE TABLE ABOVE, BUT NOT LESS THAN THREE ANCHORS PER DAY FOREACH DIFFERENT PERSON OR CREW INSTALLING ANCHORS OR;TEST INSTALLED ANCHORS PER CBC SECTION 1916A.8

TEST EQUIPMENT (INCLUDING TORQUE WRENCHES) IS TO BE CALIBRATED BY AN APPROVEDTESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES.

THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS:HYDRAULIC RAM METHOD: THE ANCHOR SHALL HAVE NO OBSERVABLE MOVEMENTAT THE APPLICABLE TEST LOAD. FOR WEDGE AND SLEEVE TYPE ANCHORS, A PRACTICALWAY TO DETERMINE OBSERVABLE MOVEMENT IS THAT THE WASHER UNDER THE NUTBECOMES LOOSE.TORQUE WRENCH METHOD: THE APPLICABLE TEST TORQUE MUST BE REACHEDWITHIN THE FOLLOWING LIMITS:

ONE-HALF (1/2) TURN OF THE NUT.ONE-QUARTER (1/4) TURN OF THE NUT FOR THE 3/8 IN. SLEEVE ANCHOR ONLY.

IF THE MANUFACTURER'S RECOMMENDED INSTALLATION TORQUE IS LESS THAN THE TEST TORQUENOTED IN THE TABLE, THE MANUFACTURER'S RECOMMENDED INSTALLATION TORQUE SHALL BEUSED IN LIEU OF THE TABULATED VALUES.

WEDGE OR SLEEVE TYPE:

305TN002-1

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UNDERCUT ANCHORS THAT ALLOW VISUAL CONFIRMATION OF FULL SET NEED NOT BE TESTED.3.

TESTING SHALL OCCUR A MINIMUM OF 24 HOURS AFTER INSTALLATION.10.

METAL DECK NOTES530SN001-1

PROVIDE METAL DECKING OF TYPE AND GAUGE AS SHOWN ON PLANS.METAL FLOOR DECK SHALL BE COMPOSITE TYPE, CONFORMING TO ASTM A653, STRUCTURALQUALITY, WITH MINIMUM YIELD STRENGTH OF 38 KSI AND SHALL BE ZINC COATED PER ASTMA653, G60 COATING DESIGNATION.METAL ROOF DECK SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH MINIMUM YIELDSTRENGTH OF 38 KSI AND SHALL BE ZINC COATED PER ASTM A653, G60 COATING DESIGNATION.PRIOR TO FABRICATION, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE METALDECKING, SHOWING DECK GAUGE, SIZE AND LAYOUT AS WELL AS CLOSURE CONDITIONS,WELDS TO SUPPORTS AND SIDE LAP DETAILS.CONNECTION AND WELDING OF DECKING TO STRUCTURAL SUPPORTS AND DECK SIDE SEAMSSHALL BE AS SPECIFIED IN THE STRUCTURAL DRAWINGS. ALL ELECTRODES FOR WELDING SHALLCOMPLY WITH AWS CODE, E60 SERIES MINIMUM.ALL REINFORCED OPENINGS IN METAL DECK SHALL BE INSTALLED BY METAL DECKSUBCONTRACTOR.AT METAL DECKS TO RECEIVE CONCRETE, ABSOLUTELY NO CONDUIT OR PIPING OF ANYTYPE IS TO BE PLACED HORIZONTALLY WITHIN THE DEPTH OF THE CONCRETE ABOVE THEMETAL DECK.AT METAL DECK WITHOUT CONCRETE FILL THE FOLLOWING MAY BE ATTACHED WITHOUT SPECIFICAPPROVAL OF THE STRUCTURAL ENGINEER: ACOUSTICAL TILE AND GYPSUM BOARD CEILINGSONLY; NO PIPING, DUCTING OR CONDUIT. MAXIMUM CEILING WEIGHT - 3.5 PSF. MAXIMUM WIREHANGER LOAD = 60#.WHERE SUSPENSION OR HANGER WIRES ARE REQUIRED BY OTHERS, VERIFY AND COORDINATELOCATIONS, PATTERNS, SPACINGS, ETC. WITH THE APPROPRIATE TRADE. DRILL OR PUNCHHOLES AT BOTTOM OF DECK FLUTES OF SUFFICIENT SIZE TO PASS SUPPORT WIRES. WIRESUPPORTS SHALL BE LOOPED AND SECURED WITH A MINIMUM OF THREE (3) TIGHT TURNSAROUND A MINIMUM 1-1/2" X 12" LONG FURRING CHANNEL OR NO. 3 X 12" LONGREINFORCING BAR CENTERED ABOVE THE HOLE AND LAID IN THE DECK FLUTES.

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COLD FORMED METAL FRAMING540SN001-1

GALVANIZED SHEET STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH AMINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MILS (18 GA) AND THINNER AND ASTM A653,STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR 54 MILS (16 GA) ANDTHICKER. HOT-ROLLED CARBON SHEET AND STRIP STEEL USED IN THE FABRICATION OF COLD-FORMEDMEMBERS SHALL CONFORM TO ASTM A1011 WITH A RUST INHIBITIVE COATING.METAL STUDS AND JOISTS SHALL BE OF SIZE AND THICKNESS SHOWN ON DRAWINGS WITH THEMINIMUM EFFECTIVE SECTION PROPERTIES SHOWN IN THE TABLE(S).MINIMUM THICKNESS SHOWN IN TABLE FOR THE THICKNESS SPECIFIED REPRESENTS 95% OFDESIGN THICKNESS PER 2001 AISI CODE.METAL FRAMING SHALL BE PER ICC-ES NO. 4943P. CONTRACTOR SHALL BE RESPONSIBLEFOR OBTAINING AGENCY APPROVAL FOR ANY SUBSTITUTIONS.WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE-SHEETSTEEL". WELDERS SHALL BE AWS CERTIFIED. WELDING RODS: E60XX SERIES. ALL FIELDWELDING SHALL HAVE SPECIAL INSPECTION.TYPICAL METAL TRACK SHALL BE SAME GAUGE AS STUDS WHICH IT SUPPORTS, UNPUNCHED, WITHA FLANGE WIDTH OF 1 1/4 INCHES AND A DEPTH EQUAL TO THE NOMINAL STUD PLUS 2 TIMESTHE TRACK THICKNESS PLUS THE RADIUS. NESTED TRACKS SHALL BE FABRICATED TO FILL THEOUTSIDE OF A TYPICAL METAL TRACK. DEEP LEG TRACKS SHALL HAVE A MINIMUM FLANGE WIDTHOF 2 INCHES. USE SLOTTED SLIP TRACKS WHERE SPECIFIED. SEE SECTIONS AND TYPICALMETAL STUD DETAILS.METAL STUDS SHALL NOT HAVE PUNCH-OUTS CLOSER THAN 10" FROM THE END OF THE STUD ORAT INTERMEDIATE LATERAL BEARING POINTS OF STUDS.

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GAUGE/MIL

MIN THICKNESS

DEPTH "D"

2 1/2"

3 5/8"

4"

6"

8"

0.235

SXIX

0.0329 0.0428 0.0538 0.0677

20/33 18/43 16/54 14/68

1 5/8" TYP

"D"

1/2"

TYP

S STUDS & JOISTS

0.180 0.302 0.240 0.370 0.288 0.450 0.357

0.551 0.292 0.710 0.389 0.873 0.468 1.069 0.584

0.6661.3460.5331.0980.4430.8920.3320.692

1.1643.5250.9272.8600.7672.3160.5771.793

1.7577.0891.3975.7361.1584.6330.7573.582

IX SX IX SX IX SX

DESIGNATION S162-33 S162-43 S162-54 S162-68

FOR COMPLETE SECTION DESIGNATIONS IN ACCORDANCE WITH SSMA STANDARDS, ADD MEMBERDEPTH TO FRONT OF INDICATED DESIGNATION. EXAMPLE: FOR 3 5/8" MEMBER WITH GAUGE/MIL OF18/43, THE FULL DESIGNATION IS 362S162-43.

SECTION PROPERTIES SHOWN ARE EFFECTIVE PROPERTIES CONFORMING TO AISI A7.2 PER SSMA STANDARDSFOR MATERIAL STRENGTH NOTED BELOW.

PROVIDE 33 KSI MIN MATERIAL FOR 18/43 & LISTED SECTIONS, PROVIDE 50 KSI MATERIAL FOR 16/54& HEAVIER SECTIONS.

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- - - - 15.730 2.024 19.518 2.953

- - 8.025 1.414 9.950 1.712 12.325 2.465

12"

10"

COLD FORMED METAL FRAMING SECTION PROPERTIES - SSMA C STUDS & JOISTS - S162 SECTIONS2,3

540SN002-1

METAL STAIRWAYS550SN001-1

SUPPLIER SHALL PROVIDE COMPLETE DESIGN DRAWINGS AND CALCULATIONS FOR ALL METALSTAIRWAYS. STAIRWAYS SHALL BE DESIGNED FOR DEAD LOAD + 100 PSF LIVE LOAD, ANDSEISMIC LOADS.SUPPLIER SHALL DESIGN, SUPPLY, AND INSTALL ALL CONNECTION MATERIALS WHICH SHALLINCLUDE BUT ARE NOT NECESSARILY LIMITED TO EMBEDDED ITEMS, BEARING PLATES,STIFFENERS, DIAGONAL STRUTS, SUPPORT ANGLES, CHANNELS AND TUBES. ALL LOADINGCONDITIONS RESULTING IN ECCENTRICITIES OR TORSION TO BEAMS AND/OR COLUMNS SHALL BERESOLVED BY THE INSTALLATION OF STIFFENERS AND DIAGONAL STRUTS, DESIGNED, SUPPLIED ANDINSTALLED BY THE SUPPLIER.SEISMIC FORCES SHALL BE ACCOUNTED FOR AND BRACED BACK TO THE MAIN STRUCTURE.SLIP DETAILS SHALL BE INCORPORATED AT GROUND LEVEL FOR STORY DRIFT. POSITIVE TIES USINGREBAR SHALL BE PROVIDED TO RESIST SEISMIC FORCES AT FLOOR LEVELS WITH CONCRETE FILL.SEE ARCHITECTURAL DRAWINGS FOR STAIRWAY DIMENSIONS AND DETAILS.SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED BY A CIVIL ENGINEER, REGISTERED INTHE STATE IN WHICH THE PROJECT IS LOCATED, FOR REVIEW BY THE ARCHITECT AND/ORSTRUCTURAL ENGINEER, AND APPROVAL BY THE ENFORCEMENT AGENCY PRIOR TO FABRICATION.PROVIDE REBAR AT ALL CONCRETE FILL ON TREADS AND LANDINGS PER SPECS.SEE SPECIFICATIONS FOR ADDITIONAL DESIGN CRITERIA.

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INTERPRETATION OF DRAWINGS & SPECIFICATIONS

IN GENERAL, THE WORKING DETAILS WILL INDICATE DIMENSIONS, POSITION AND KIND OFCONSTRUCTION, AND THE SPECIFICATIONS, QUALITIES AND METHODS. ANY WORK INDICATED ON THEWORKING DETAILS AND NOT MENTIONED IN THE SPECIFICATIONS, OR VICE VERSA, SHALL BE FURNISHEDAS THOUGH FULLY SET FORTH IN BOTH. WORK NOT PARTICULARLY DETAILED, MARKED OR SPECIFIED,SHALL BE THE SAME AS SIMILAR PARTS THAT ARE DETAILED, MARKED OR SPECIFIED. IF CONFLICTSOCCUR ON DRAWINGS AND/OR SPECIFICATIONS, THE MOST EXPENSIVE MATERIALS OR METHODS WILLPREVAIL.

SHOULD AN ERROR APPEAR IN THE WORKING DETAILS OR SPECIFICATIONS OR IN WORK DONE BYOTHERS AFFECTING THIS WORK, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AT ONCE AND INWRITING. IF THE CONTRACTOR PROCEEDS WITH THE WORK SO AFFECTED WITHOUT HAVING GIVEN SUCHWRITTEN NOTICE AND WITHOUT RECEIVING THE NECESSARY APPROVAL, DECISION OR INSTRUCTIONS INWRITING FROM THE OWNER, THEN HE SHALL HAVE NO VALID CLAIM AGAINST THE OWNER, FOR THE COSTOF SO PROCEEDING AND SHALL MAKE GOOD ANY RESULTING DAMAGE OR DEFECT. NO VERBALAPPROVAL, DECISION, OR INSTRUCTION SHALL BE VALID OR BE THE BASIS FOR ANY CLAIM AGAINST THEOWNER, ITS OFFICERS, EMPLOYEES OR AGENTS. THE FOREGOING INCLUDES TYPICAL ERRORS IN THESPECIFICATIONS OR NOTATIONAL ERRORS IN THE WORKING DETAILS WHERE THE INTERPRETATION ISDOUBTFUL OR WHERE THE ERROR IS SUFFICIENTLY APPARENT AS TO PLACE A REASONABLY PRUDENTCONTRACTOR ON NOTICE THAT, SHOULD HE ELECT TO PROCEED, HE IS DOING SO AT HIS OWN RISK.

CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS.SHOP DRAWING NOTE:

SHOP DRAWINGS SHALL BE SUBMITTED IN THE FORM OF THREE COPIES MINIMUM OF EACH SHEET.THE PURPOSE OF SHOP DRAWINGS SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TOTHE STRUCTURAL ENGINEER THAT HE UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICHMATERIAL HE INTENDS TO FURNISH AND INSTALL, ANDBY DETAILING THE FABRICATION AND INSTALLATION METHODS HE INTENDS TO USE ON A STANDALONE SET OF DOCUMENTS. DUPLICATION OF DESIGN DOCUMENTS FOR THE PURPOSE OF SHOPDRAWINGS IS NOT ACCEPTABLE.

PRIOR TO FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURALENGINEER. SHOP DRAWING SUBMITTALS SHALL INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO,STRUCTURAL STEEL, REINFORCING STEEL, & GLUED LAMINATED BEAMS.PRIOR TO SUBMISSION THE CONTRACTOR SHALL REVIEW ALL SUBMITTALS FOR CONFORMANCEWITH THE CONTRACT DOCUMENTS AND SHALL STAMP SUBMITTALS AS BEING "REVIEWED FORCONFORMANCE".

SHOP DRAWINGS SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT CHANGE ORDERS.ANY DETAIL ON THE SHOP DRAWING THAT DEVIATES FROM THE CONTRACT DOCUMENTS SHALLCLEARLY BE MARKED WITH THE NOTE "THIS A CHANGE".SHOP DRAWINGS OR CALCULATIONS SUBMITTED FOR REVIEW THAT REQUIRE RESUBMITTAL FORRE-REVIEW SHALL BE BILLED HOURLY FOR SUCH TIME TO THE GENERAL CONTRACTOR. RE-REVIEWWILL NOT PROCEED WITHOUT WRITTEN APPROVAL FROM THE GENERAL CONTRACTOR FORADDITIONAL ENGINEERING REVIEW SERVICES.

SAFETY NOTE:

THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER WHERE A CONFLICT ORDISCREPANCY OCCURS BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER PORTION OF THECONTRACT DOCUMENTS OR EXISTING FIELD CONDITIONS. SUCH NOTIFICATION SHALL BE GIVEN IN DUETIME SO AS NOT TO AFFECT THE CONSTRUCTION SCHEDULE. IN CASE OF A CONFLICT BETWEENSTRUCTURAL DRAWINGS AND SPECIFICATIONS THE MORE RESTRICTIVE CONDITION SHALL TAKEPRECEDENCE UNLESS WRITTEN APPROVAL HAS BEEN GIVEN FOR THE LEAST RESTRICTIVE.CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL PRIOR TO COMMENCING ANY WORK.WHERE NO SPECIFIC DETAIL IS SHOWN, THE CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO THATINDICATED FOR LIKE CASES OF CONSTRUCTION ON THIS PROJECT. SHOULD THERE BE ANY QUESTION,CONTACT THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO PROCEEDING.WHEN CONSTRUCTION ATTACHES TO AN EXISTING BUILDING, A COMPLETE SET OF DRAWINGS OF THE EXISTINGBUILDING SHALL BE KEPT ON THE JOB SITE. CONTRACTOR TO OBTAIN THESE DRAWINGS FROM THE OWNER.CONTRACTOR SHALL PROVIDE AN ALLOWANCE EQUAL TO 2% OF THE BID FOR STRUCTURAL STEEL,MISC. IRON AND REINFORCING STEEL TO BE USED AT THE DISCRETION OF THE STRUCTURALENGINEER. UNUSED AMOUNT TO REVERT TO THE OWNER UPON COMPLETION OF THE JOB.ANY SUBSTITUTIONS FOR STRUCTURAL MEMBERS, HARDWARE OR DETAILS SHALL BE REVIEWED BY THEARCHITECT AND STRUCTURAL ENGINEER. SUCH REVIEW WILL BE BILLED ON A TIME AND MATERIALSBASIS TO THE GENERAL CONTRACTOR WITH NO GUARANTEE THAT THE SUBSTITUTION WILL BE ALLOWED.DO NOT SCALE DRAWINGS. CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER FOR ANYDIMENSIONS NOT SHOWN.THESE DRAWINGS ARE NOT COMPLETE UNTIL REVIEWED AND ACCEPTED BY LOCAL BUILDING OFFICIALSAND SIGNED BY THE OWNER AND THE STRUCTURAL ENGINEER.

GENERAL NOTES100SN001-1

IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS, AS THEYAPPLY TO THIS PROJECT, OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OFCALIFORNIA LATEST EDITION, AND ALL OSHA REQUIREMENTS.

THE OWNER AND THE STRUCTURAL ENGINEER DO NOT ACCEPT ANY RESPONSIBILITY FOR THECONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION OF ALLFORMS AND SHORING REQUIRED.

FOR CONVENIENCE, SPECIFICATIONS HAVE BEEN PREPARED FOR THIS PROJECT AND AREARRANGED IN SEVERAL SECTIONS,BUT SUCH SEPARATION SHALL NOT BE CONSIDERED AS THE LIMITS OF THE WORK REQUIRED OF ANYSEPARATE TRADE. THE TERMS AND CONDITIONS OF SUCH LIMITATIONS ARE WHOLLY BETWEEN THECONTRACTOR AND HIS SUBCONTRACTORS.

1.

2.3.

4.

5.

6.

7.

8.

9.

10.

11.

A.

B.

C.

D.

E.F.

G.

A.B.

C.

A.

B.

C.

ABABVAGGBLWBOFBTWNCCCTJCLRCMUCJCONTCONTRCPCSKDFDLDODSA

DWG(E)EFEJELENEOSEQEWEWEFFB

FC

FFFSGAGLBHDRHSBHSSHTIORJHLLLLHLLVLSLWMBMFR

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ANCHOR BOLTABOVEAGGREGATEBELOWBOTTOM OF FOOTINGBETWEENCENTER TO CENTERCONTROL JOINTCLEARCONCRETE MASONRY UNITCONSTRUCTION JOINTCONTINUOUSCONTRACTORCOMPLETE JOINT PENETRATIONCOUNTERSINKDOUGLAS FIRDEAD LOADDITTODIVISION OF THE STATEARCHITECTDRAWINGEXISTINGEACH FACEEXPANSION JOINTELEVATIONEDGE NAILINGEDGE OF SLABEQUALEACH WAYEACH WAY EACH FACEFACE OF BLOCK(OR BRICK) ORFLAT BARFACE OF CONCRETE ORFRAMING CLIP(SIMPSON A35)FINISH FLOORFACE OF STUD OR FAR SIDEGAUGE OR GAGEGLUED LAMINATED BEAMHEADERHIGH STRENGTH BOLTHOLLOW STRUCTURAL SECTIONHEIGHTINSPECTOR OF RECORDJOIST HANGERLIVE LOADLONG LEG HORIZONTALLONG LEG VERTICALLAG SCREWLIGHT WEIGHTMACHINE BOLTMANUFACTURER

MI(N)NICNSNTSNWOHOSBOSHPD

PCPPPTRWDSCSHTGSIMSMSSPSTFNRSTGRDT&BT&GTHRDTNTOTOCTOF

TOSTOWTSUNOW/W/CW/OWPWSWWFÈÉÊ#SQØ

(A)(B)

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MALLEABLE IRONNEWNOT IN CONTRACTNEAR SIDENOT TO SCALENORMAL WEIGHTOPPOSITE HANDORIENTED STRAND BOARDOFFICE OF STATEWIDEHEALTH PLANNING &DEVELOPMENTPIECEPARTIAL JOINT PENETRATIONPRESSURE TREATEDREDWOODSLIP CRITICALSHEATHINGSIMILARSHEET METAL SCREWSTRUCTURAL PANELSTIFFENERSTAGGEREDTOP & BOTTOMTONGUE & GROOVETHREADEDTOE NAILTOP OFTOP OF CONCRETE (SLAB UNO)TOP OF FOOTING ORTOP OF FRAMINGTOP OF STEELTOP OF WALLTUBE STEELUNLESS NOTED OTHERWISEWITHWATER/CEMENTWITHOUTWORK POINTWOOD SCREWWELDED WIRE FABRICCENTERLINEPLATEWIDE FLANGENUMBER OR POUNDSSQUAREROUNDCONT WOOD IN SECTIONWOOD BLOCKING IN SECTIONEND OF WOOD PIECE"MEMBER" ABOVE"MEMBER" BELOW

100TN003-1ABBREVIATIONS

.

SPECIAL INSPECTIONS AND TESTING SHALL BE PROVIDED BY AN INSPECTION AGENCY, EMPLOYEDBY THE OWNER, AND QUALIFIED BY THE BUILDING OFFICIAL TO INSPECT THE PARTICULAR TYPE OFCONSTRUCTION. TESTS AND INSPECTIONS, AS REQUIRED BY SECTIONS 109A, 1704A, 1707A AND1708A OF THE 2007 CBC W/ CA AMENDMENTS, SHALL BE PERFORMED DURING CONSTRUCTION ONTHE TYPES OF WORK LISTED BELOW:

INSPECTIONS TESTINGSTEEL CONSTRUCTION SECTION 1704A.3 & TABLE 1704A.3 SECTION 1708A.4SHOP FRABRICATION SECTION 1704A.3.2.1 -STEEL JOIST AND JOIST GIRDERS SECTION 1704A.3.2.2 -LIGHT - FRAMED STEEL TRUSS SECTION 1704A.3.2.3 -CONCRETE CONSTRUCTION SECTION 1704A.4 & TABLE 1704A.4 SECTION 1708A.3BATCH PLANT INSPECTION SECTION 1704A.4.3 -MASONRY CONSTRUCTION - LEVEL 1 SECTION 1704A.5 & TABLE 1704A.5.1 TABLE 1708A.1.2MASONRY CONSTRUCTION - LEVEL 2 SECTION 1704A.5 & TABLE 1704A.5.3 TABLE 1708A.1.4WOOD CONSTRUCTION SECTION 1704A.6 -HIGH - LOAD DIAPHRAGM SECTION 1704A.6.1 -STRUCTURAL GLU-LAM TIMBER SECTION 1704A.6.2.1 -OPEN WEB TRUSSES SECTION 1704A.6.2.2 -TIMBER CONNECTORS SECTION 1704A.6.2.3 -SOILS SECTION 1704A.7 & TABLE 1704A.7 -PILE FOUNDATIONS SECTION 1704A.8 & TABLE 1704A.8 -PIER FOUNDATIONS SECTION 1704A.9 & TABLE 1704A.9 -SHOTCRETE SECTION 1704A.15 -

STATEMENT OF STRUCTURAL INSPECTIONS AND TESTING100TN004-1

1.

2. INSPECTIONS MAY BE CONTINUOUS OR PERIODIC AS ALLOWED BY THE INDIVIDUAL MATERIAL ORCOMPONENT INSPECTION SECTIONS AND TABLES OF SECTION 1704A

3.

4.

5.6.

7.

8.

9.

10.

THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS TO THE BUILDING OFFICIAL ANDTHE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. THE REPORTS SHALL INDICATE WHETHERWORK INSPECTED CONFORMED TO THE CONSTRUCTION DOCUMENTS. ANY DISCREPANCIESSHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION.IF DISCREPANCIES ARE NOT CORRECTED, THEY SHALL BE BROUGHT TO THE ATTENTION OF THEBUILDING OFFICAL AND THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.ALL SPECIAL INSPECTION AGENCIES / INDIVIDUALS AND SHOP FABRICATORS SHALL BE APPROVEDBY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF WORK.

TESTING AND INSPECTION RECORDS SHALL BE RETAINED UNTIL COMPLETION OF CONSTRUCTION.THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT TO THE BUILDING OFFICIALACKNOWLEDGING RESPONSIBILITY FOR CONSTRUCTION OF THE MAIN LATERAL - FORCERESISTING SYSTEM PRIOR TO COMMENCEMENT OF THAT WORK AS REQUIRED BY SECTION1706A OF THE 2007 CBC.SPECIAL INSPECTIONS FOR SEISMIC AND WIND RESISTANCE SHALL BE CONDUCTED FOR ALLITEMS LISTED IN SECTION 1705A.3 AND 1705A.4 AS APPLICABLE. STRUCTURAL TESTING FORSEISMIC RESISTANCE SHALL BE IN ACCORDANCE WITH SECTION 1708A.MASONRY CONSTRUCTION LEVEL 2 APPLIES TO STRUCTURES CLASSIFIED AS OCCUPANCYCATEGORY IV ONLY.ALL SOILS AND FOUNDATION EXCAVATION INSPECTIONS SHALL BE BY THE GEOTECHNICLENGINEER OF RECORD.FOR TESTING AND INSPECTION REQUIREMENTS FOR NON - STRUCTURAL MATERIALS ANDCOMPONENTS, SEE CONSTRUCTION DOCUMENTS AND COMPLY WITH CHAPTER 17A OF THE2007 CBC.

CONCRETE300SN001-1

STRUCTURAL CONCRETE SHALL ATTAIN 28 DAY COMPRESSIVE STRENGTH AS REQUIRED INNOTE #29. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES.CONCRETE MIX DESIGNS SHALL BE PREPARED BY A REGISTERED CIVIL ENGINEER, REVIEWED BYOWNER'S TESTING LABORATORY AND SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.CEMENTITIOUS MATERIALS:CEMENT SHALL CONFORM TO ASTM C-150 TYPE I OR II.FLY ASH SHALL CONFORM TO ASTM C-618. MAX. QUANTITY OF FLYASH SHALL BE AS GIVEN INSPECS (15% MAX UNO).CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETEAND ASTM C-330 FOR LIGHTWEIGHT CONCRETE.NON-SHRINK GROUT OR DRYPACK SHALL CONSIST OF A PREMIXED NONMETALLIC FORMULA.REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 FOR #4 AND LARGER, ANDASTM A-615 GRADE 40 FOR #3 AND SMALLER, EXCEPT REINFORCING STEEL TO BE WELDEDSHALL CONFORM TO ASTM A-706. CONTRACTOR SHALL SUBMIT REBAR MILL CERTIFICATES.ALL PREHEATING AND WELDING OF REINFORCING BARS SHALL BE DONE IN ACCORDANCE WITHAWS D1.4 LATEST EDITION AND SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIEDLABORATORY. CONTRACTOR SHALL FURNISH WPS FOR ALL REBAR WELDING TO THE LABORATORY.REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD PRACTICEFOR REINFORCED CONCRETE CONSTRUCTION".WIRE FABRIC SHALL CONFORM TO ASTM A-185.DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO THE FACE OF BARS LISTED ANDDENOTE CLEAR COVERAGE. NON-PRESTRESSED, CAST-IN-PLACE CONCRETE COVERAGE SHALLBE AS FOLLOWS, UNO:

CONCRETE DEPOSITED DIRECTLY AGAINST GROUND (EXCEPT SLABS)--- 3"CONCRETE EXPOSED TO GROUND OR WEATHER BUT PLACED IN FORMS:BEAMS & COLUMNS (TIES)------------------------ 1-1/2"BEAMS & COLUMNS (MAIN REINFORCING)---------------- 2"CAST-IN-PLACE WALLS (EXTERIOR FACE & SOIL SIDE)--------- SEE ABOVECAST-IN-PLACE WALLS (INTERIOR FACE-#11 & SMALLER)------- 3/4"TILT-UP WALLS------------------------------- SEE DETAILSSLABS (ON FORMS)---------------------------- 3/4"SLABS (ON GROUND)------------------- 2" CLEAR FROM TOP UNO

SPLICES IN CONTINUOUS REINFORCEMENT SHALL BE LAPPED UNO, SEE SCHEDULE THIS SHEET.SPLICES IN ADJACENT BARS SHALL BE GREATER THAN 5'-0" APART. SPLICE CONTINUOUS BARS INSOIL-BEARING GRADE BEAMS, STRUCTURAL SLABS ON GRADE AND MAT FOUNDATIONS ASFOLLOWS UNO: TOP BARS AT CENTERLINE OF SUPPORT; BOTTOM BARS AT MID-SPAN. SPLICECONTINUOUS BARS IN ELEVATED SLABS AND BEAMS, ETC. AS FOLLOWS UNO: TOP BARS AT MID-SPAN; BOTTOM BARS AT CENTERLINE OF SUPPORT. ALL BARS SIZE #14 AND LARGER SHALL BECONTINUOUS FOR FULL LENGTH SHOWN OR SPLICED WITH MECHANICAL COUPLERS AS NOTEDIN DETAILS. SPLICES IN WWF SHALL BE 1-1/2 MESHES WIDE.THE MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER SHALL NOT BE LESSTHAN THE LARGER OF BAR DIAMETER, 1", OR 33% GREATER THAN THE MAXIMUM AGGREGATESIZE (NOMINAL), WHICHEVER IS GREATEST. THIS REQUIREMENT ALSO APPLIES TO THE CLEARSPACING BETWEEN DIFFERENT LAYERS OF PARALLEL BARS AND TO THE CLEAR DISTANCEBETWEEN A CONTACT LAP SPLICE AND ADJACENT SPLICES OR BARS.ALL HOOKS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED. AT WALLS,PROVIDE HOOKS AT ENDS OF ALL REINFORCING AT ENDS, CORNERS AND INTERSECTIONS, UNO.CONSTRUCTION JOINTS SHALL BE MADE ROUGH AND ALL LAITANCE REMOVED FROM THESURFACE. CONCRETE MAY BE ROUGHENED BY CHIPPING THE ENTIRE SURFACE, SANDBLASTING, OR RAKING THE SURFACE TO PROVIDE 1/4" DEEP DEFORMATIONS.REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE.REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. TO BE EMBEDDED IN CONCRETESHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE.ANCHOR BOLTS (AB'S) CAST IN CONCRETE OR MASONRY FOR WALL SILL AND LEDGER\APPLICATIONS SHALL BE HEADED BOLTS WITH CUT THREADS CONFORMING TO ASTM A307,UNO. REFER TO "WOOD" NOTES FOR ADDITIONAL REQUIREMENTS FOR BOLTS IN CONTACTWITH PRESSURE TREATED OR FIRE RETARDANT MATERIAL. REFER TO 'STRUCTURAL STEEL'NOTE FOR REQUIREMENTS FOR ANCHOR RODS (AR'S) CAST IN CONCRETE FOR COLUMNBASE PLATE AND STEEL EMBED APPLICATIONS.WALLS SHALL BE CAST IN HORIZONTAL LAYERS OF 2'-0" MAXIMUM DEPTH.CONCRETE IN WALLS, PIERS OR COLUMNS SHALL SET AT LEAST 2 HOURS BEFORE PLACINGCONCRETE IN BEAMS, SPANDRELS, OR SLABS SUPPORTED THEREON.HORIZONTAL WALL BARS IN MULTI-CURTAIN CAST IN PLACE WALLS SHALL BE STAGGERED.DOWEL ALL VERTICAL REINFORCING IN WALLS AND COLUMNS FROM FOUNDATION WITH SAMESIZE BAR.CONSOLIDATE CONCRETE PLACED IN FORMS BY MECHANICAL VIBRATING EQUIPMENTSUPPLEMENTED BY HAND-SPADING, RODDING OR TAMPING. USE EQUIPMENT ANDPROCEDURES FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE WITH THE RECOMMENDEDPRACTICES OF ACI 309 TO SUIT THE TYPE OF CONCRETE AND PROJECT CONDITIONS.CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO AS TOCAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES HOPPERS AND CHUTES OR TRUNKSOF VARIABLE LENGTHS SHALL BE USED SO THAT THE FREE UNCONFINED FALL OF CONCRETESHALL NOT EXCEED 6 FEET.DRILL THROUGH STEEL COLUMNS, BEAMS AND PLATES TO PASS CONTINUOUS REINFORCING.

NO WOOD SPREADERS ALLOWED. NO WOOD STAKES ALLOWED IN AREAS TO BE CONCRETED.ADDITIONAL REINFORCING IN PRECAST OR TILT-UP PANELS REQUIRED FOR LIFTING STRESSESSHALL BE SUPPLIED BY CONTRACTOR.PROVIDE #5 X 4'-0" DIAGONAL REINFORCING AT TOP AND BOTTOM OF SLAB AT ALL RE-ENTRANTCORNERS TYPICAL. THIS APPLIES TO SLAB ON GRADE, CONCRETE OVER METAL DECK, ANDELEVATED STRUCTURAL SLAB CONDITIONS.ALL SAW CUTTING SHALL BE DONE AFTER INITIAL SET HAS OCCURRED TO AVOID TEARING ORDAMAGE BY THE SAW BLADE, BUT BEFORE INITIAL SHRINKAGE HAS OCCURRED.NOTIFY STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS BEFORE PLACING ANY CONCRETE.CONCRETE STRENGTHS & MIX PROPERTIES: MAX AGGR.

1.

2.

3.

4.

5.6.

7.

8.

9.10.

11.

12.

13.

14.

15.

26.

27.

28.29.

21.

22.

23.

24.25.

16.

17.

18.19.

20.

ITEMA. FOUNDATIONSB. SLAB ON GRADEC. COLUMNS, BEAMS,

WALLS, ELEVATED SLABSD. NW CONC FILL OVER DECKE. SITE AND MISCELLANEOUSF. LW CONC FILL OVER DECK

F'C AT 28 DAYS4000 PSI3500 PSI5000 PSI

3500 PSI2500 PSI3000 PSI

SIZE1-1/2"1"1"

3/4"1"3/4"

WEIGHTNWNWNW

NWNWLW

RATIO0.520.450.45

0.520.600.56

MAX W/CM*

* W/CM = WATER : CEMENTITIOUS MATERIAL RATIO

SPLICECLASS LOCATION

REINF #3

OTHER

TOPB

15

19

NOTES:

2.

3.

#4 #5 #6 #7 #8 #9 #10 #11

37

29

47

36

56

43

81

63

93

72

105

81

118

91

131

101

OTHER

TOP

13

17

25

32

SPLICELOCATIONCLASS

REINF #3 #4

54

70

37

48

31

40

62

80

70

91

79

102

87

113

#7#6#5 #8 #9 #10 #11

ACI 318-052006 IBC2007 CBC(ALL LENGTHS SHOWN ARE IN INCHES.)

TOP REINFORCEMENT IS HORIZONTAL REINFORCEMENT LOCATED SUCH THAT MORE THAN12 INCHES OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE.WHEN LIGHTWEIGHT CONCRETE IS USED, MULTIPLY LAP LENGTHS BY 1.30.WHERE CLEAR SPACING OF BARS BEING SPLICED IS LESS THAN 2 BAR DIA. ORWHERE CLEAR COVER OF BARS BEING SPLICED IS LESS THAN 1 BAR DIA.,MULTIPLY LAP LENGTHS BY 1.50, UNO.

4.

SCHEDULE APPLIES TO NORMAL WEIGHT CONCRETE WITH UNCOATED, GRADE 60 REINFORCINGSTEEL FOR #4 BARS AND LARGER (VALUES FOR #3 BARS BASED ON GRADE 40).

1.

WHERE NOTES #3 AND #4 OCCUR, MULTIPLY LAP LENGTHS BY 2.00, UNO.5.WHERE CLASS A LAP SPLICE IS NOTED IN DETAIL, DIVIDE LENGTHS ABOVE BY 1.30.6.

B

B

#11#10#9#8#5 #6 #7

121

93

109

84

97

75

86

66

43

33

52

40

75

58

#4#3REINFCLASS LOCATIONSPLICE

35

27

18

14

TOP

OTHER

B

#11#10#9#8#5 #6 #7#4REINFCLASS LOCATIONSPLICE

TOP

OTHER 22

29

49

63

33

43

28

36

55

72

63

81

70

91

78

101

#3

15

12

FC' = 3000 PSI CONC

FC' = 4000 PSI CONC

REINFORCEMENT LAP SPLICE SCHEDULE

FC' = 3500 PSI CONC

FC' = 5000 PSI CONC

300SN002-1

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National Facilities ServicesPost Office Box 12916

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1/16" = 1'-0"GRAPHIC SCALES:

5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

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4' 0 1'

1 1/2" = 1'-0"

03' 2' 0

A REDUCED PRINT SCALE ACCORDINGLY

IF THIS SHEET IS NOT 30"x42" , IT IS

3" = 1'-0"

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Revisions

Fac. No.: Bldg. No.:

KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet

HY Architects Project number:

Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title

This document is the property of the Owner and is not to be used without his written permission

Architect/Engineer Of Record:_________________________________________________

Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

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NEW CENTRAL UTILITY PLANTBUILDING

GENERAL NOTES

S1.01

SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE

SACRAMENTO, CA 95825

CN21

3473

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISEGENERAL NOTES

S1.01A

No. Revisions By Date Appr.

1 OSHPD SUBMITTAL 9/29/11

310SD001-12

1/2" JOINT

SLAB CONTROL JOINT (SJ) EXPANSION JOINT (EJ)CONSTRUCTION JOINT (CJ)

EXPANSION JOINTMATERIAL PER ARCH'L

#4 DOWEL X 3'-0" @18"CC, CNTR ONJOINT

FIRST POUR SECOND POUR

T/4 1"

1/8" SEMIRIGIDSEALANT

'T'

NOTE:1. CONSTRUCTION JOINTS AND CONTROL JOINTS SHALL DIVIDE SLAB INTO AREAS NOT EXCEEDING 225 SQ FT WITHOUT REENTRANT

CORNERS AND WITH LENGTH TO WIDTH RATIOS NOT EXCEEDING 1 1/2 TO 1. JOINT SPACING SHALL NOT EXCEED 15 FEET IN EITHERDIRECTION.

2. CONTRACTOR SHALL SUBMIT LAYOUT PLAN SHOWING PROPOSED CONTROL AND CONSTRUCTION JOINT LOCATIONS TO ARCHITECT &STRUCTURAL ENGINEER FOR REVIEW & APPROVAL.

3. SEMIRIGID SEALANT TO BE EUCLID EUCO #700 OR EQUAL.

3/8" RADIUS TOOLEDEDGES (VERIFY W/ARCH'L IF SEALANTREQ'D)

3/8" RADIUSTOOLED EDGES

THICKEN SLAB 2"AT JOINT TYP

1/8" SAWCUT

3/8" SEALANT OVER 5/8" PACKING MATERIAL

SLAB ON GRADE JOINTS

TYP8"

AT CONTRACTOR'S OPTION,SLAB REINFORCING MAY RUNTHROUGH JOINT A MIN OF24" IN LIEU OF DOWEL

PROVIDE 1/2"ØX18"SMOOTH DOWELS @18"CC AT ENTRIES &ADA PATH

SEE PLAN FORSUBGRADE, TYP

#4 CONT T&B

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ANCHOR BOLTPER

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SHAPED 2x3 REDWOODNAILERS @ 16''CC, TYP ASREQD

310SD009-12

NAILERS IN CONCRETE CURB

13

S1.02

2

S1.02

OR 13

S1.02

1ST POUR 2ND POUR

LAPTYP UNO

2x6 BEV KEYFULL WIDTH AT12'' MAX VERTICALSPACING & 6" EDGEDISTANCE

TYP LONGITREINF

VERT REINFWHERE OCCURS

2"

FOO

TIN

GST

EMW

ALL

CU

RB

WH

ERE

OC

CU

RS

2"

OPTION: USE METAL K-LATHIN LIEU OF KEYS FOR FULL DEPTHOF FOUNDATION AT UNEXPOSEDFOUNDATIONS ONLY.

ADD TIE ORVERTICAL EASIDE OF JOINT

TYP

1"

200SD012-24

TYPICAL FOUNDATIONCONSTRUCTION JOINT

2'-0"

9"MIN

2'-0"MIN

D

D/3

D/3

D/3

3" MIN

6" MIN 2'-0

" MAX

AS

DIR

ECTE

D B

YS

OIL

S E

NG

INEE

R

9"

PIPE

CAULK WHERENECESSARY

LEAN-MIXCONC FILL

ALL HORIZ PIPES TO CLEARSLEEVE BY 1'' ALL AROUND.WRAP RISERS W/BLDG PAPERAS REQ'D TO PREVENT BOND

UTILITY PIPES TO BELOCATED IN MIDDLE1/3 OF FTG

MIN TRENCH

NO DIGGING FORTRENCH PARALLELTO FOOTING BELOWTHESE LINES

ROUGHEN TO1/4'' AMPLITUDEAS NECESSARY

SEE NOTE@ RIGHT

@ RIGHTSEE NOTE

MULTIPLE UTILITY PIPESWHERE OCCUR, SHOWNDASHED. SEE NOTES.

UTILITY PIPE RISERIN FTG, WHERE OCCURS,SEE NOTE BELOW

NO

TE:

STEP

FO

OTI

NG

DO

WN

TO M

AIN

TAIN

PIP

E IN

MID

DLE

1/3

OF

TOTA

LD

EPTH

OF

FOO

TIN

G

ACCEPTANCE OF THE SOILS ENGINEER.

IF SPACED AS NOTED ABOVE.

CENTER WITH A MINIMUM OF 3" OF CONCRETE BETWEEN.

ORIGINAL FOOTING DEPTH.

REQUIRE LEAN-MIX CONCRETE ENCASEMENT SUBJECT TOTHAN 2'-0" BELOW BOTTOM OF FOOTINGS DO NOT

9. UTILITY PIPES PERPENDICULAR TO FOOTINGS AND MORE

ABOVE SHALL BE REVIEWED ON A CASE-BY-CASE BASIS.10. CONDITIONS NOT CONFORMING TO THE PARAMETERS NOTED

1. REINFORCING SHALL NOT BE INTERRUPTED, CUT ORDISPLACED BY PLACEMENT OF UTILITY PIPE.

THE FOOTING WIDTH. MULTIPLE RISERS MAY OCCUR

8. UTILITY PIPES RISERS MAY OCCUR IN CONTINUOUS WALLFOOTINGS PROVIDED THEY ARE NO LARGER THAN (FOOTINGWIDTH/6) AND OCCUR WITHIN THE MIDDLE 1/2 OF

SPACED A MINIMUM OF 4 PIPE/CONDUIT DIAMETERS ONINSTALLED AS SHOWN ABOVE, PROVIDED THEY ARE

7. MULTIPLE UTILITY PIPES (TWO OR MORE) MAY BE

6. UTILITY PIPES ARE NOT ALLOWED PARALLEL IN FOOTING.

OR WITHIN 2 TO 1 BEARING ZONE AROUND SPREAD FOOTING.

PIPE W/ 1" STYROFOAM INSULATION IN LIEU OF SLEEVE.5. IF PIPE IS IN PLACE PRIOR TO CASTING CONCRETE, WRAP

4. NO PIPES SHALL BE PLACED BELOW SPREAD FTGS

3. STEP FTG IF PIPE OCCURS IN LOWER THIRD OF

2. LEAN MIX CONCRETE FILL TO BE PLACED BEFORE FTG IS CAST (MONO-POUR FTG CONC OPTIONAL). MAKE SAME WIDTH AS FTG AND FULL WIDTH OF PIPE TRENCH.

NOTES:

200SD003-32

CONCRETE FOOTINGS ATUTILITY PIPES

SLEEVE

21

END HOOKS & BENDS

TIES & STIRRUPS

90° 45°

180°

135°D

D

4D2 1/2" MIN

12D D

90°

6D3"M

IN

DD

DD

6D F

OR

#5

AN

D S

MAL

LER

12D

FO

R #

6, 7

, AN

D 8

MINIMUM BEND DIAMETERD=6D FOR #3 THRU #8D=8D FOR #9 THRU #11D=10D FOR #14 THRU #18

NOTE: ALL HOOKS SHALL BE 90° OR 180° STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED.

300SD001-12

STANDARD REBARHOOKS AND BENDS

MINIMUM BEND DIAMETERD=4D FOR #3 THRU #5D=6D FOR #6 THRU #8

D

SJ OR CJ

COLUMNPER PLAN

OPTIONALSONOTUBEBLOCKOUT

SLAB BLOCKOUT

SEE

CJ,

OMIT DOWELS

310SD002-12SLAB BLOCKOUT

SEE1

S1.02

1

S1.02

-

-

NOTE:1. SLAB BLOCKOUT SHALL NOT EXTEND BEYOND FOOTING.2. AT EXPOSED CONCRETE CONDITIONS, COORDINATE

BLOCKOUT SHAPE AND SIZE W/ ARCH'L DWGS.

DOWEL TOMATCH SLABREINF

EXTEND TYP SLABREINF AT EDGE OFSLAB INTO BLOCKOUT

COLUMN PER PLAN

SLAB BLOCKOUT

EDGE CONDITION

DOWEL TO MATCHSLAB REINF

EXTEND TYP SLAB REINF ATEDGE INTO BLOCKOUT

COLUMNPER PLAN

SLABBLOCKOUT

CORNER CONDITION

MIN6"

MIN6"

-

- -

-

INTERIOR CONDITIONSS

SS

LAPTYP

2'-0"MIN

LAPTYP

SLOPE IF REQDBY SOIL CONDITION

INDICATED ONFOUNDATIONPLAN BY:

12" *

MAX

3"CLR

2"CLRD

12"

MAX

3" CLR

D

2" CLR

STD 90° HOOKTYP

3"CLR

NOTE: VERTICALS NOT SHOWN FORCLARITY. PROVIDE VERTICALSAS NOTED ON DRAWINGS

* ALTERNATE ATCMU WALL: USE 8''RISE OR 4" STARTERBLOCK

200 SD016-32

TYPICAL FOOTING STEP

REBARREBAR

STEEL PL PERDETAILS,2/3D MIN, TYP

NOTES:1. REINFORCING TO BE WELDED, EXCEPT ASTM A706, SHALL CONFORM TO

THE MATERIAL PROPERTY REQUIREMENTS OF ANSI/AWS D1.4, NEWEST EDITION.2. ALL PREHEATING AND WELDING SHALL BE DONE IN ACCORDANCE WITH

ANSI/AWS D1.4, NEWEST EDITION.3. ALL WELDING SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIED LABORATORY.

D

E

E

E = MIN THROAT = .2D MIN

E

1/8"MIN

300SD002-32REBAR WELDING

6dSEE AT LEFTFOR SIZE

#4 @ 18"CC

18"18"

OPTIONAL CJROUGHEN TO1/4" AMPLITUDE

310SD003-12

STEP IN SLAB

2" CLRCONC SLAB ONGRADE PER PLAN


8"

MAX8"

4" M

IN

#4 CONT

THIC

KEN

EDED

GE

HOUSEKEEPING PAD ASREQ'D, SEE MECH'L/ELEC'L DRAWINGS FORLOCATION AND EXTENT

#4 @ 18"CC TYPAT PERIMETER

CONC SLAB ON GRADEPER PLAN

#4 @ 12"CC EW@ MID-DEPTH OFPAD

CL EQUIPATTACHMENT

#4 CONTTYP OPTIONAL CJ,

ROUGHEN TO 1/4'' AMPLITUDE

TYPICAL SLABREINFORCING

310SD005-16

HOUSEKEEPING PADAT SLAB ON GRADE

18"

18"


TYP

2" CLR

SEE MECH'L/ELEC'LDRAWINGS FOR EQUIPATTACHMENT

ADD'L DOWELS WHEN WIDTHOF PAD EXCEEDS 10'

(4" T

YP,

6" M

AX)

PER

MEC

H'L

/ELE

C'L

(6" MIN)

14 BOLT DIA

COORD W/ EQUIP LAYOUT

FOOTING

SEE

FINISHED GRADE

D>0

NATIVE UNDISTURBEDSOIL OR ROCK

ENGINEERED FILLRELATIVE COMPACTIONGREATER THAN OR EQUALTO 95% AT LEAST 3%OVER OPTIMUM MOISTURE

FOOTINGEDGE OF

MIN-TYP5'-0"

ENGINEEREDFILL

LIMITS OF

SEC

TIO

NSMOISTURE CONDITIONED FILL

RELATIVE COMPACTIONBETWEEN 90% TO 93%,AT LEAST 3% OVEROPTIMUM MOISTURE

REQUIRED DEPTH OFENGINEERED FILL SHALLBE VERIFIED IN FIELDBY GEOTECHNICALENGINEER

SLOPE ASREQD BYSOILS REPORT

200SD001-32

ENGINEERED FILL SECTION

SILL PL OR TRACK

#3 @ 18"CC, TYP

FF

#4 CONT

#4 CONT

#4 CONT

SEE

AR

CH

'L F

OR

SLA

B D

EPR

ESSI

ON

WH

ERE

OC

CU

RS

WOOD OR METALSTUDS PER

1/2"ØX6" AB @48''CC, TYP ATNON-BEARINGWALLS

'W' PER ARCH'L

#3 @ 18"CCCAP TIEWHERE 'W'>10''

310SD007-12

CURB AT SLAB DEPRESSION

.

A

S1.04

10S1.02

VAR

IES

STD HK


OPTIONAL CJ,ROUGHEN TO1/4" AMPLITUDE

VAR

IES

SEE

AR

CH

'L(6

" MAX

) SLAB ON GRADEPER PLAN

B

S1.04OR

DOUBLE LAYER BARS

SINGLE LAYER BARS

CORNER BARS MAY BE USEDIN LIEU OF SINGLE BEND

LAPSTD 90° HOOK

STD HK90°

TYP AT SPLICE

SEE CONCRETE NOTESFOR ADDL REQUIREMENTS

LAP

LAP

STD

90°

HO

OK

LAP

LAP

STD 90° HOOK STD 90° HOOK

STD

90°

HO

OK

STD 90° HOOK

NOTE: PROVIDE STD HOOK AT ENDS OF ALLINTERIOR REBAR - TYPICAL

NOTE:

200SD011-32

CORNER REINFORCING ATCONCRETE FTGS

STD HK90°

VERTICALHORIZONTALCONSTRUCTION JOINT (CJ)CONSTRUCTION JOINT (CJ)

CONTROL JOINT (WJ)VERTICAL

CONCRETE WALL JOINTS

FIRSTPOUR

SECONDPOUR

(1.5 X HEIGHT OR 25'-0" MAX SPACING)

SURFACE TO BE CLEANAND FREE OF LAITANCEPRIOR TO SECOND POUR

SEC

ON

DPO

UR

FIR

STPO

UR

(8'-0" MAX LIFTS)

2-#5 VERTSMIN

1/2" CHAMFER STRIP,COORDINATE SPACING &PLACEMENT W/ ARCH'L

REINFORCINGCONTINUOUSTHRU JOINT

1/2" WOOD STRIPSOR CHAMFER. SEENOTE 2 BELOW

CJ, ROUGHEN JOINTTO 1/4" MIN AMPLITUDE

CONC WALLPER PLAN

NOTE:

1. LOCATE HORIZONTAL CONSTRUCTION JOINTS AS SHOWN ON PLANS AND SECTIONS. ALL ADDITIONALHORIZONTAL CONSTRUCTION JOINTS REQ'D BY THE CONTRACTOR SHALL BE SUBMITTED FOR APPROVAL.

2. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS & DETAIL OF CONTROL JOINTS & CONSTRUCTION JOINTS TO ARCHITECT & STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO POURING CONCRETE.

320SD003-12

2" C

LR

CONC WALLPER PLAN

4" 4"

MIN

2" CLR

NOTE:FOR CONCRETE WALLS BELOWGRADE, SEE .17

S1.02

MIN

SEE ARCH'L FORSEALANT RQMTS.

CONC WALLPER PLAN

DOUBLE LAYER OF REINFORCING SINGLE LAYER OF REINFORCING

STD HOOK(12" MIN)

LAP SPLICEWHERE OCCURSPER

STD

HO

OK

(12"

MIN

)

LAP

LAP

STD HOOK(12" MIN)

STD HOOK(12" MIN)ST

D H

OO

K(1

2" M

IN)

2-ADD'L VERTS TOMATCH WALL REINF(#4 VERT MIN), TYP

ADD'L VERT TOMATCH WALL REINF(#4 VERT MIN), TYP2-ADD'L

VERTS

NOTE:1. SEE 'CONCRETE' NOTES FOR ADD'L REQUIREMENTS.

2. AT CONTRACTOR'S OPTION, CORNER BARS MAY BE USEDIN LIEU OF HOOKED HORIZ BARS.

320SD002-32

CONCRETE WALL CORNER REINFORCING

STD HOOK(12" MIN)

A

S1.01

STD HOOK(12" MIN)

LAP SPLICEWHERE OCCURSPER A

S1.01

LAP SPLICE

CORNER OPTION 1 CORNER OPTION 22-ADD'LVERTS

ADD'LVERTS

ADD'LVERT

LAP SPLICEPER

A

S1.01

WATERPROOFINGPER ARCH'L PVC WATERSTOP

CJ, ROUGHEN JOINTTO 1/4" AMPLITUDEMIN

320SD004-12

WATERSTOP AT CONSTRUCTIONJOINT IN WALL

14S1.02

CJ

CONC RETAINING/BASEMENT WALLPER PLAN

S


R

EFORPDERETSIGE

S I N

EN G I NE

ER

O A L

KEY PLAN

AREA OF WORK

ETE

C-26566

RENEWAL

O

STTA

CIL

E

T

AIN

C

RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

44:1

9 AM

C:\U

sers

\Kev

inSC

\Des

ktop

\Rev

it\R

ST2

011\

S11-

066_

Kai

ser M

orse

CU

P.rv

t

9/29/2011

161-994

KSC

JAP


TYPICAL DETAILS

S1.02



CN21

3473

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISETYPICAL DETAILS

S1.021

S1.022

S1.023

S1.024

S1.025

S1.026

S1.027 S1.02

8S1.02

9

S1.0210

S1.0211

S1.0212

S1.0213

S1.0215

S1.0214

S1.0216

S1.0217



3"MIN

FC

DEPRESS SLABWHERE OCCURS

TYPICAL CONDITION CURB CONDITION

7"EM

BED

7"EM

BED

FC 3"MIN

SEESECTIONS

TOC

TOC

#3 @ 18"CC ('H' < 6")#4 @ 18"CC (6" < 'H' < 12")#4 @ 12"CC (12"< 'H' < 24")

12"

ADD'L #4WHERE 'H' >12"

#4CONT

FS FSSEESECTIONS

METAL STUDSSEE SECTIONS


DEPRESS SLABWHERE OCCURS

OPTIONAL CJ

SEE SECTIONS FOR REINF

#4 CONT MINSEE SECTIONS

#4 CONT MINSEE SECTIONS

'H'

2'-0

" MAX

1/2"Ø ANCHOR BOLT W/ 7" MINEMBED @ 48"CC W/ STDWASHER. PROVIDE BOLTS@ JAMBS SEE

NOTE:WHERE SLAB DEPRESSIONS OCCURS, VERIFY DEPTH 'Y',LOCATION & EXTENT W/ ARCH'L. WHERE 'Y' EXCEEDS 2",USE PROVISIONS OF CURB COND.

'Y'

'Y'

17

S1.05

EXTERIOR METAL STUD SILL541SD001-12

NOTE: MAX SILLTRACK AB HOLESIZES D + 1/16"B

FIXED SLIP

1/2"

3/4"

3/4"

1/2" MAX

1" CLRMAX

3/4"

3/4"

4-#10 SMS

METAL STUDSSEE SECTION

2-#10 SMS W/MIN 3/8"ØWASHERS IN 3/16"X2 1/2"VERT SLOTTED HOLES(4 TOTAL). INSTALL SNUGTIGHT ONLY

2 1/

2"2

1/2"

PLAN @ JAMB STUDS

CLOSURE PL - SEE

PLAN

CUSTOM FABRICATED 14GACLIP L'S OR PRE-MFRDVERTICAL DEFLECTION CLIPS

3"

3" AS REQ'D

AS REQ'D

1" CLRMAX


CUSTOM FABRICATED 14GACLIP L'S OR PRE-MFRD CLIPS

JAMB STUDSJ2, J3 OR J4

CLIP L'S @ BOTHSIDES OF JAMB STUDS

CONC OVERMETAL DECK

1"1"

1"

5"

1"

9

S5.02

DETAIL541SD002-8

1/2"

1/8 4 TYP

1/8 TYP

1/8 1 TYP

METAL STUD SUPPORT @ CONCOVER METAL DECK EDGE

1/8 4

MTL STUDSSEE SECTIONS WF BEAM PER PLAN

PLAN @ JAMB STUDS

FIXED CONDITIONPROVIDE AND LOCATESCREWS AS IN

SLIP CONDITIONPROVIDE SCREWS &SLOTS @ MID-DEPTHOF OUTRIGGER AS IN

BENT PL DECK CLOSUREPER

6"X14 GA UNPUNCHED MTL STUD OUTRIGGER.AT FIXED COND, PROVIDE @ EA WALL STUD.AT SLIP COND, PROVIDE @ 48"CC & ADDSTRONGBACK AS NOTED ABOVE. AT SLIPCONDITION WHERE DIST BTWN BM AND STUDDOES NOT ALLOW FOR STRONGBACK INSTALLATION,PROVIE 14GA CLIP AS IN AT EA STUD (12"MAX CLIP LENGTH).

CL WFFS 3'-0" MAXSLIP

1'-6" MAXFIXED

JAMB STUDSJ2, J3 OR J4

OUTRIGGER STUD@ BOTH SIDESOF JAMB STUDS

AT SLIP COND, PROVIDE CONT 3 5/8"X 18GA STRONGBACK W/ 3-#10 SMSTO EA OUTRIGGER. SPLICE @ OUTRIGGERONLY. SEE ABOVE FOR STUD ATTACH

STRONGBACK CONNECTION@ INTERMEDIATE STUDS

L4x2X16GA LLV W/ 3-#10SMS TO STRONGBACK &2-#10 SMS W/ 3/8"Ø WASHERSIN CENTER OF 3/16"X1 1/2" VERTSLOTTED HOLES IN VERT L LEG.INSTALL SNUG TIGHT ONLY.

WF BM

STRONGBACK AS IN BELOW

MTL STUD

'D'

2

S1.03

2

S1.03

7

S1.03

DETAIL541SD003-12

1"1"

1/2"

L4x2X16GA X 0'-3"LLV @ STRONGBACKSPLICE WHERE OCCURSW/ 3-#10 TO OUTRIGGER

2

S1.03

8" M

AXD

/2 T

YP

1/8TYP @

FLANGES

1/8 3

MTL STUDS SEESECTIONS

PERPENDICULAR TO FLUTES PARALLEL TO FLUTES

MTL STUD TRACK W/ 2-#10 SMS@ 16"CC TYP (PLACE AS CLOSETO FLANGES AS POSSIBLE)

NOTE: PROVIDE ADD'L SMS @ JAMB STUDS SEE

EDGE COND

CONTIN BENT PL16 GA @ EDGEOF DECK

#10 SMS @ 16"CC @BENT PL TO MTL DECK

WF BM

WHERE WALL HGTEXCEEDS 6'-0",PROVIDE HDR @ BASEOF WALL AS INUSE H4-8FOR DECKSPANS UP TO8'-0". USE H4-10FOR SPANS UPTO 12'-0"

PL 18GA CONTIN X WIDTHAS REQ'D TO BEAR 1 1/2" MINON LOW DECK FLUTES. ATTACHEA EDGE W/ #10 SMS @ 16"CC

17

S1.05

3

S1.05

TYPICAL SILL TRACK TO METAL DECK541SD004-12

1/8 1-12TYP @BENT PL

1/4"1/4"

SEE ARCH SEE ARCH

SEE

PLA

NTO

P O

F W

ALL

CL EXPANSIONJOINT

HORIZ SLIPJOINT

METAL STUD TRACK,BREAK AT EXPANSIONJOINT

METAL STUDS-SEESECTIONS TYP

METAL STUD EA SIDEOF EXPANSION JOINT

ELEVATION

6

S1.03

14

S1.05

METAL STUD EXPANSIONJOINT541SD005-12

1-12

EA SIDETRACK TOTRACK

STD TRACK TO MATCHSTUD GAUGE

16 GA TRACK

METAL STUDS@ 16"CC

EN

D O

F TR

ACK

1/2"

GAP

3/8"

SHEATHING ATTACHMENTTO STUD - DO NOTATTACH TO TRACK MTL STUD EA SIDE

OF JOINT

EXPANSION JOINT DETAIL541SD006-12

1"=1'-0"

SEE ARCH'L12" MAX

CL BM

3/4"Ø P.W. PERDECK SCHEDULE

DECK PERPENDICULAR TO BM DECK PARALLEL TO BM

3/4"Ø P.W. PERDECK SCHEDULE

3" MIN

FS

#10 SMS MINTO EA MTL STUD

18GA CONT DECK CLOSURE,COORD W/ARCH'L

2" M

IN

EXTERIOR MTL STUDSSEE SECTIONS

SEE ARCH'L12" MAX

CL BM FS

#10 SMS @ 12"CC MAX(2 SCREWS @ 12"CC)

DETAIL541SD007-12

TYPICAL EDGE AT DECKW/O CONC FILL

#10 SMS @ 12"CC MAX(2 SCREWS @ 12"CC)

EXTERIOR WALL OPENINGFRAMING SCHEDULE

20 GA 18 GA 16 GA 14 GA

4'-0"

8'-0"

12'-0"

J2

J3

J4

JAMBS HEADERSILL

'W' WIDTHMAX

H4

H4-8

H4-10

S2

S3

S3

S2

S4

S3

S1

S4

S3

S1

S3

S3

1. SEE SHEET S1.05 FOR JAMB, HEADER, AND SILL DETAILS.

2. H4-8, H4-10 INDICATES HEADER TYPE AND DEPTH OF VERTICAL STUD ELEMENTS INSIDE HEADER. FOR DETAIL, SEE

3. FOR CONNECTION @ BASE OF WALL AT JAMBS, SEE

4. FOR CONNECTION @ TOP OF WALL AT JAMBS, SEE

3

S1.052

S1.04

3

S1.04

541SD008-1

TYP 9" MAX6" MIN

OPEN OPEN

FLOOR OR ROOFSEE PLANS

CL TRACK SPLICEOR HOLE

6"X18 GA STUDS @16"CC. TYP UNO @PLANS

SILL TRACK ATTACH@ JAMB SEE

SILL TRACK ANCHORAGESEE

LENGTHEN AB'S @CURB COND PER

JAMB STUDS @OPENING PERTYP

HEADER AND SILL @OPENINGS PER TYP

BRIDGING AS REQ'DSEE

SLIP TRACK TO MATCH STUDSIZE & GA SEE


LAP WEBS OF TOP TRACKS @ SPLICES1'-8" MIN W/ 18GA BENT PLCONNECT W/ 6-#10 SMS EA SIDE TYP.

TOP TRACK ATTACH@ JAMB SEE

ATTACH STUDS TO TRACK@ T&B AS IN

ATTACH STUDS TO TRACK@ T&B AS IN TYP

'W'TYP DOOR

'W'TYP WINDOW

14

S1.05

14

S1.05

A

S1.03

A

S1.03

17

S1.05

1

S1.03

14

S1.051

S1.03

17

S1.05

4

S1.05

3

S1.04

9" MAX6" MIN

9" MAX6" MIN

9" MAX6" MIN

9" MAX6" MIN

CURB OR WALL WHEREOCCURS - SEE PLAN

TYPICAL PLATFORM FRAMING METALSTUD WALL ELEVATION541SD009-48

LENGTHEN AB'S @CURB COND PER

LAP WEBS OF TOP TRACK@ CORNERS & ATTACHW/ 6-#10 SMS @ TOP

T.O. ROOF DECK(BYND)

DASH INDICATESMTL STUD WALLBYND TYP SEE

JAMB STUDS @OPENING PERTYP

T.O. CONC. @ SECONDFLOOR OR GIRT (BYND)

EXTENT OF STRUCTOPENING DUE TOOFFSET OPENINGABOVE

EXTENT OF ARCH'LOPENING

INFILL FRAMING BTWNHEAD & SILL

T.O. CONC. @ FIRSTFLOOR

WHERE JAMB STUDS OCCUR@ UPPER FLOOR, EXTEND TOT.O. PARAPET WHERE OCCURS

COND WHERE DECKEXTENDS OVER STUDSSEE

HEADER AND SILL @OPENINGS PER

6"X18 GA STUDS @16"CC TYP UNO ONPLANS

PROVIDE ADD'L STUDSWHERE INTERIOR WALLSINTERSECT, SEE

BRIDGING AS REQ'DSEE

CURB OR WALL WHEREOCCURS-SEE PLAN

OPEN

OPEN

OPEN

SILL TRACK ANCHORAGESEE

SILL TRACK ATTACH@ JAMB SEE TYP

'W'TYP WINDOW

CL TRACK SPLICEOR HOLE

9" MAX6" MIN

'W'TYP DOOR

ATTACH STUDS TOFLOOR AS IN TYP

PROVIDE ADD'L ATTACH@ JAMB STUDS TOFLOOR AS IN TYP

ATTACH STUDS TOROOF AS IN OR

PROVIDE ADD'L ATTACHMENT@ JAMB STUDS TO ROOFAS IN OR



LAP WEBS OF TOP TRACKS @ SPLICES1'-8" MIN W/ 18GA BENT PLCONNECT W/ 6-#10 SMS EA SIDE TYP.

A

S1.03

10

S1.05

A

S1.03

14

S1.05

1

S1.03

1

S1.03

17

S1.05

4

S1.05

11

S1.05

2

S1.03

2

S1.03

4

S1.04

3

S1.03

2

S1.03

3

S1.03

14

S1.05

9" MAX6" MIN

9" MAX6" MIN

9" MAX6" MIN

9" MAX6" MIN

TYPICAL BALLOON FRAMING ELEVATION541SD010-48

TYP

2

S1.03

1"=1'-0"

CLIP L3x3X16GAX LENGTH AS REQ'DTO CONTACT 2 LOWFLUTES

MTL STUD DIAG BRCGSEE SECTIONS FORSIZE, GA & SPCG.

PERPENDICULAR TO FLUTES

PL 1'-6"X14GA X WIDTHAS REQ'D TO CONTACT2-LOW FLUTES

PARALLEL TO FLUTES

4-#10 SMS TYP

4-#10 SMS TYP3-#10 SMS @SOFFIT BRACING

MTL DECK & CONCSEE PLAN

MTL STUD DIAG BRCGSEE SECTIONS FORSIZE, GA & SPCG

MTL DECK &CONC - SEEPLAN

@ HIGH FLUTE @ LOW FLUTE

SINGLE DRAGBRACE

CLG OR SOFFITLINE - SEEARCH'L DWGS

CONT TRACK, SEE SECTIONFOR GAUGE. SPLICE @BRACED STUD ONLY.

PROVIDE CLIP L3x3X16GA X 0'-3"W/ 3-#10 SMSEA LEG @ TRACKSPLICE ONLY

MTL STUDSSEE SECTION

BRACE ATTACHMENT AT STUDBRACE ATTACHMENT AT COMPOSITE DECK

1.25MAX

AS AN ALTERNATE TO WELDING,2- 3/8"Ø HILTI KB-3 ANCHORS W/3 1/2" TOTAL EMBED OR 1 1/2" ABOVEHIGH FLUTE WHICHEVER IS LESS

AS AN ALTERNATE TO WELDING,2- 3/8"Ø HILTI KB-3 ANCHORS W/EMBED AS NOTED ABOVE @ EAEDGE MAY BE USED (4 TOTAL)

5-#10 SMS

MTL DECK & CONCSEE PLAN

1'-0"

AS AN ALTERNATE TO WELDING,2- 3/8"Ø HILTI KB-3 ANCHORS W/EMBED AS NOTED ABOVE MAYBE USED

1.25MAX

1.25MAX

4-#10 SMS TYP3-#10 SMS @SOFFIT BRACING

CLIP L3x3X16GAX 1'-6"

1

1

1

DETAIL542SD030-ALT-12

1/8 2@6

2'-0

"M

AX

1/8 2@6

EACHEDGEOF PL

1/8 2

1"=1'-0"

3 5/8"X18GA STUD X 4'-3"W/ 5-#10 SMS TO DECKLOW FLUTES (NO SCREWS ATDECK SIDE LAPS)

MTL STUD DIAG BRACINGSEE SECTION

4-#10 SMS TYP(3-#10 SMS @SOFFIT BRCG)

MTL ROOF DECK

PERPENDICULAR TO FLUTES

1.25MAX

1

1

MTL ROOF DECK

PARALLEL TO FLUTES

PL 14GA X 2'-0"WIDTH AS REQ'DTO CONTACT 2LOW FLUTES

@ HIGH FLUTE @ LOW FLUTE

3 5/8"X18GASTUD X 2'-0"

3 5/8"X18GA CONT STUD. SPLICEMID-WAY BTWN DIAG BRACES.ATTACH TO DECK LOW FLUTESW/ #10 SMS @ 12"CC.

5-#10 SMS

5-#10 SMS

3-#10 SMSEA SIDE

CLIP L3x3X16GA X 0'-3"W/ 3-#10 SMS EA LEG

MTL STUD DIAG. BRACINGSEE SECTION

1.25MAX

4-#10 SMS TYP(3-#10 SMS @SOFFIT BRCG)

DETAIL542SD031-12

1.

NOTE:1. 4"X18GA TRACK MAY BE USED IN LIEU OF 3 5/8"X18GA STUD @ UNDERSIDE OF DECK1.

METAL STUD DIAG BRACING CONNECTIONS @BARE METAL ROOF DECK CONDITIONS

S


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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

9/30

/201

1 2:

03:5

8 PM

C:\D

ocum

ents

and

Set

tings

\Jas

onP\

My

Doc

umen

ts\R

evit

Dat

a\20

11 R

evit\

S11

-066

00 -

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CU

P\S1

1-06

6_Ka

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UP_

JAP

_RST

2011

.rvt

9/29/2011

161-994

Author

Checker


TYPICAL DETAILS

S1.03



CN21

3473

S1.031

S1.032

S1.033

S1.034

S1.035

S1.036

S1.037

S1.03A

S1.03B

S1.03C


S1.038

S1.039



4-#10 SMS METAL DECKTYP

#10 SMS INLOW FLUTE OFDECK (4 TOTAL)

L2x3X18GAX1'-6"(LLV) TO ALIGNW/ BRACE

3 5/8"X20GA STUDS@ 48"CC STGRD

L2x3X18GA CLIP (LLV)@ EA DIAG BRACE W/3-#10 SMS EA LEG

LINE OF CEILING,SEE ARCH'L

3-#10 SMS

3 5/8"X20GASTRONGBACK @5'-0"CC WHERE'L' GREATERTHAN 5'-0" W/2-#10 SMS EACONTACT

L2x3X18GAX1'-6" (LLV)TO ALIGN W/ BRACE

STD TRACK TO MATCHGAUGE OF STUDS TYPATTACH AS IN

MTL STUDS SEEARCH'L &

PARALLEL CONDITION PERPENDICULAR CONDITION

11.25MAX

NOTES:1. LOCATE DIAG BRACING W/IN 12" OF JAMB STUDS AS FOLLOWS: 1-DIAG BRACE @ J2 2-DIAG BRACES @ 12"CC @ J3 & J42. WHERE CONC FILL OCCURS OVER METAL DECK, ATTACH BRACING AS IN

3. DIAG BRCG MAY OCCUR @ EITHER SIDE OF WALL OR STGRD @ CONTRACTORS OPTION.

6"

SPACES @ 5'-0"CC MAX'L'

12'-0" MAX

14

S1.05

B

S1.04

TYPICAL PARTIAL HEIGHTPARTITION WALL BRACING542SD001-12

8

S1.03

MTL STUDS @ JAMBSEE

TRACK CONTINUESUNDER WINDOW OPNGSWHERE OCCUR

TRACK ATTACHMENTAS IN OR

CONCRETE SLAB ORCONCRETE OVER MTLDECK AS OCCURS

ATTACH EA JAMB STUDTO TRACK AS IN

TRACK ATTACHMENTS@ JAMB STUDS SEE

PLACE TRACK ATTACHMENTS @ JAMBS@ ONE SIDE WHERE TRACK DOESNOT OCCUR @ BOTH SIDES OF JAMB.PLACE EVENLY @ BOTH SIDES WHERETRACK OCCURS @ BOTH SIDES OF JAMB

MTL STUD TRACKTO MATCH SIZE& GA OF STUDS

8

S1.04

9

S1.04

17

S1.05

C

S1.04

14

S1.05

JAMB STUDS@ SILL TRACK542SD002-12

SLOTTED TRACKSEE

WALL PERPENDICULAR TO DECK

1/2"

GAP

TYP PL & TRACKSEE

TRACK ATTACHMENTS@ JAMB STUDS SEE

TYP TRACK ATTACHAS IN

MTL STUDS @ JAMBSEE

TRACK & PL ATTACHMENTS@ JAMB STUDS SEE

WALL PARALLEL TO DECK

4

S1.04 D

S1.04

14

S1.05

17

S1.05

17

S1.05

4

S1.04

JAMB STUDS@ TOP TRACK542SD003-12

NOTES:

1. WHERE WALL IS PERPENDICULAR TO DECK AND CONCRETE FILL OVER METAL DECK OCCURS ATTACH TRACK TO DECK W/ 1-SHOT PIN W/ STEEL WASHER @ 24"CC MAX IN LIEU OF SMS.

2. WHERE WALL IS PARALLEL TO DECK & WALL PL IS W/IN 1 1/2" OF PL OF LOW DECK FLUTE, TOP TRACK MAY BE ATTACHED DIRECTLY TO DECK AS IN PERPENDICULAR COND & CONTIN É MAY BE OMITTED.

3. SEE SHOT PIN NOTES FOR SPACING, EDGE DISTANCE & PLACEMENT REQUIREMENTS. AT SMS MAINTAIN 1.5 X DIAMETER MIN SPACING & EDGE DISTANCE.

4. FOR COND @ JAMB STUDS SEE

#10 SMS @ 16"CC#10 SMS @ LOWFLUTES 16"CC MAX

1/2"

GAP

WALL PERPENDICULAR TO DECK WALL PARALLEL TO DECK

PL 18GA CONTIN X WIDTH AS REQ'D TOCONTACT 3 LOW DECK FLUTES W/#10SMS @ 16"CC @ EA EDGE TO DECK.USE SHOT PINS IN LIEU OF SMS @ CONCRETEFILL OVER METAL DECK WHERE OCCURS.

3

S1.04

SLOTTED TRACKSEE


14

S1.05

METAL DECK

SLIP TRACK TO METALDECK W/O FIREPROOFING542SD004-12

Z CLIP AS IN @ LEFT X WIDTH REQ'DTO CONTACT 2 LOW DECK FLUTES MINW/ #10 SMS EA END.

#10 SMS @ EA CLIP

DEP

TH O

F Z

TOM

ATC

H T

HIC

KNES

SO

F FI

REP

RO

OFI

NG

(2 1

/2" M

AX)

1/2"

GAP

1 1/2"

1 1/2"

NOTES:

1. WHERE CONC FILL OCCURS OVER METAL DECK, USE SHOT PINS IN LIEU OF SMS.

2. PROVIDE Z CLIPS AS REQ'D FOR FASTENERS @ JAMB STUDS, SEE

18 GA Z CLIPS X WIDTHOF STUDS @ 16"CC MAXW/ 2-#10 SMS TO DECK

WALL PERPENDICULAR TO DECK WALL PARALLEL TO DECK

17

S1.05

SLOTTED TRACKSEE


14

S1.05

METAL DECK

SLIP TRACK TO METALDECK W/ FIREPROOFING542SD005-12

18 GA Z CLIPS X WIDTHOF STUDS @ 32"CC W/SHOT PIN EA END TO BM

1 1/2"

1 1/2"

NOTES:

1. PROVIDE Z CLIPS AS REQ'D FOR FASTENERS @ JAMB STUDS SEE

2. AT SOFFIT HANGERS, STUDS MAY BE ATTACHED AS SHOWN ABOVE WITH THE FOLLOWING MODIFICATIONS: A. USE STD 18 GA DEEP LEG TRACK IN LIEU OF SLIP TRACK. PROVIDE 2-#10 SMS EA SIDE

OF HANGER. B. WHERE FIREPROOFING OCCURS, USE 14 GA Z CLIPS @ EA HGR. ATTACH TRACK TO CLIPS W/ 3-#10 SMS LOCATED WITHIN 1/2" OF EA EDGE AND AT MIDDLE OF TRACK.

ALIGN Z CLIPS W/ HANGERS (±1 1/2"). C. WHERE NO FIREPROOFING OCCURS, ATTACH TRACK TO BM WITH 2-SHOT PINS @ 16"CC LOCATED WITHIN 1/2" OF EA EDGE OF TRACK. FOR ADDITIONAL INFORMATION @ SUSPENDED SOFFITS SEE

3. STUDS & HGRS MAY BE OFFSET FROM BM FLANGE UP TO 9" @ STUDS & 6" @ HGRS WITH THE FOLLOWING MODIFICATIONS: A. AT STUDS, PROVIDE 16GA Z CLIP & 3 SHOT PINS EVENLY SPACED WHERE 'X'>3". B. AT HANGERS, WELD CLIP TO BEAM AS SHOWN, WHERE 'X'>3".

'X'SEE

NOTE#3

2-SHOT PINS @ TRACKTO BM @ 32"CC

2-#10 SMS @ TRACKTO EA CLIPSTEEL W/O

FIREPROOFINGSTEEL W/

FIREPROOFING

MAT

CH

FIR

EPR

OO

FIN

G2

1/2"

MAX

1/2"

GAP

1/2"

GAP

17

S1.05

15

S1.05

SLOTTED TRACKSEE


14

S1.05

SLIP TRACK TOSTEEL BEAM542SD006-12

1/8 1 1/2

1-SHOT PIN @ 16"CC FROMTRACK TO CONCRETEFOR FASTENERS@ JAMB STUDS SEE

SLOTTED TRACKSEE

1/2"

GAP

MTL STUDSSEE SECTIONS

CONCRETE BMOR SLAB

3" MIN

14

S1.05

17

S1.05

SLIP TRACKTO CONCRETE542SD007-12

OPTIONAL CJ

8" M

AX

6"


STD TRACK TYP

DEPRESSIONWHERE OCCURSSEE ARCH'L

1-SHOT PIN @ 32"CC @PL TRACK. PROVIDEFASTENERS @ JAMBSPER

&

NOTE:WHERE SLAB DEPRESSION OCCURS, VERIFY DEPTH 'Y',LOCATION & EXTENT W/ ARCH'L. WHERE 'Y' EXCEEDS 2"USE PROVISIONS OF CURB COND.

#3 @ 18"CC TYP UNO, ROTATEHOOK AS REQ'D TO PROVIDE3" MIN COVER

TYPICAL CONDITION

CURB CONDITION

#4 MINCONT

@ DEPRESSIONWHERE OCCURS

@ FC WHEREOCCURS

1/2"Ø TRACK BOLT W/7" MINEMBED @ 48"CC W/STDWASHER. PROVIDEBOLTS @ JAMBS PER

3"MIN

3" MIN

'Y'

4" MIN

'Y'

2

S1.04

17

S1.05

17

S1.05

3"MIN

@ FC WHEREOCCURS

3"MIN

3"MIN

DEPRESSIONWHERE OCCURSSEE ARCH'L

SILL TRACK TO SLAB542SD008-12

#3 @ 18"CC ('H' < 6")#4 @ 18"CC (6" < 'H' < 12")#4 @ 12"CC (12"< 'H' < 24")

12"

ADDL #4WHERE 'H' >12"

#4CONT

OPTIONAL CJ

ALTERNATELEG EA WAY

CONT REBARPER PLANS

CONC OVER MTLDECK SEE PLANS

'H'

2'-0

" MAX


TYPICAL CONDITION CURB CONDITION

STD TRACK TYP

1-SHOT PIN @ 32"CC @PL TRACK. PROVIDEFASTENERS @ JAMBSPER &

2

-

17

S1.05

1/2"Ø TRACK BOLT W/7" MINEMBED @ 48"CC W/STDWASHER. PROVIDEBOLTS @ JAMBS PER 17

S1.05#4

CONT

SILL TRACK TO CONCRETEOVER METAL DECK542SD009-12

CEILING JOIST SCHEDULE

1. ALL STUDS & JOISTS ARE 'S' TYPE.

2. WHERE CLG JOISTS ARE SUPPORTED FROM SOFFIT HGRS AS IN & CLG JOISTS OCCUR @

BOTH SIDES OF HGRS, JOIST SPANS SHALL NOT EXCEED 8'-0". PROVIDE ADD'L LINES OF HGRS AS REQ'D.

#10 SMS @ 18"CC@ TRACK TO TRACK

WHERE CEILING JOISTS SPANMORE THAN 12'-0", PROVIDECLIP L2x2X18GA X JOISTDEPTH LESS 1/2" W/ 3-#10SMS EA LEG

#10 SMS @ 18"CC@ BLKG TO TRACK

'D'

TYPICAL LEDGER CONDITION

JOIST PERPENDICULAR TO WALL

JOIST PARALLEL TO WALL

ACCESSIBLESPAN

5'-0" MAX

8'-0" MAX

12'-0" MAX

16'-0" MAX

2 1/2" X 18 GA @ 16"CC

3 5/8" X 18 GA @ 16"CC

6" X 18 GA @ 16"CC

6" X 16 GA @ 16"CC

CEILING JOIST

18 GA TRACK CONTW/ 3-#10 SMS @ EASTUD. WHERE TRACKATTACHES TO STRUCTSTEEL, USE SHOT PINSIN LIEU OF SMS ASIN

MTL STUDS PER OR

20 GA BLKG

18 GA TRACKCONT

2-#10 SMSAT EA JOIST

CLG JOISTSPER SCHED

BLKG TO MATCHJOISTS @ 48'CC(ATTACH W/ CLIPSPER )

18 GA TRACKCONT

2-#10 SMS@ EA BLKG

10'-0" MAX 6" X 20 GA @ 16"CC

BRIDGING AT THIRDPOINTS, 4'-0"CC MAXAS IN TYP

BRIDGING AT THIRDPOINTS, 4'-0"CC MAXAS IN TYP

CEILING JOISTPER SCHEDULE

15

S1.05

4

S1.05

4

S1.05

4

S1.05

A

S1.04

B

S1.04

6

S1.04

BRIDGING AT THIRDPOINTS, 4'-0"CC MAXAS IN TYP4

S1.05

CLG JOISTPERSCHEDULE

TYPICAL FRAMED CEILING DETAILS542SD010-12

NON-ACCESSIBLESPAN

10'-0" MAX

14'-0" MAX

20'-0" MAX

22'-0" MAX

19'-0" MAX

SILL TRACK ANCHORAGESEE &

9" MAX6" MINTYP

OPEN

'W'@ MULTIPLE OPNGS

(USE COMBINED OPNGWIDTH FOR SIZING OF

JAMB STUDS BTWN OPNGS)

HEADER SIZE PERSCHEDULE - SEE

OPEN

BRIDGING WHERE WALLFINISH DOES NOTOCCUR AS IN

SILL SIZE PERSCHEDULE - SEE

CONDITION WHERE OPENINGOCCURS @ DOOR/WINDOWJAMB STUDS

JAMB STUDS AS FORWINDOW OPN'G FULL HTSEEOPEN

OPEN

SILL & HDRPER SCHED

FULL HT JAMB STUDSTYP SEE

'W'

INTERIOR MTL STUDS, REFERENCEARCH'L FOR STUD DEPTH & SPCG.FOR GAUGE & HEIGHT LIMITATIONS SEE

INFILL STUD AS NEEDEDTO ACCOMMODATE OPNGSIZE

SLOTTED SLIP TRACKTO MATCH STUD DEPTHSEE


TOP TRACK ATTACH@ JAMB SEE

TYPICAL TRACK ATTACH @ TOPOF WALL SEE

SILL TRACK TO MATCHSTUD GAUGE, ATTACHTO STUDS AS INPL TRACK SPLICE

OR HOLE

9" MAX6" MIN

C

S1.04

C

S1.04

2

S1.04

8

S1.04

9

S1.04

D

S1.04

14

S1.04

4

S1.04

C

S1.04

C

S1.04

C

S1.04

4

S1.043

S1.04

14

S1.055

S1.04

6

S1.04

7

S1.04

9" MAX6" MIN

FULL HEIGHT INTERIOR METALSTUD WALL ELEVATION542SD011-48

- NO SCALE

INTERIOR WALL OPENINGFRAMING SCHEDULE

20 GA 18 GA 16 GA 14 GA

4'-0"

8'-0"

12'-0"

16'-0"

J1

J2

J3

J4

JAMBS

H2

HEADERSILL

S2

'W' WIDTHMAX

1

1. USE J2 MINIMUM AT DOOR OPENINGS

2. SEE SHEET S1.05 FOR JAMB, HEADER, AND SILL DETAILS

3. H4-8, H4-10 INDICATES HEADER TYPE AND DEPTH OF VERTICAL STUD ELEMENTS INSIDE HEADER. FOR DETAIL SEE

4. FOR CONNECTION @ BASE OF WALL AT JAMBS SEE

5. FOR CONNECTION @ TOP OF WALL AT JAMBS SEE

6. 'W' WIDTH IS THE MAX WIDTH OF A SINGLE OPENING OR THE COMBINED WIDTH OF SIDE BY SIDE OPENINGS THAT SHARE A SINGLE JAMB STUD CONFIGURATION.

H4

H4-8

H4-10

S2

S3

S3

S1

S2

S4

S3

S1

S1

S4

S3

S1

S1

S3

S3

6

3

S1.05

2

S1.04

3

S1.04

542SD014-1

HEI

GH

TS

EE A

RC

H'L


OPEN

OPEN

JAMB STUDS PERSCHEDULE

'W'TYP WINDOW

FLOOR OR ROOFSEE PLANS

DIAG BRCG @ TOP OF WALLLOCATE BRCG @ JAMBSPER

SILL TRACK ANCHORAGESEE &

9" MAX6" MIN

HEADER SIZE PERSCHEDULE - SEE

BRIDGING WHERE WALLFINISH DOES NOTOCCUR AS IN

SILL SIZE PERSCHEDULE - SEE

JAMB STUDS AS FORWINDOW OPNGSEE

INTERIOR MTL STUDS, REFERENCEARCH'L FOR STUD DEPTH & SPCG.FOR GAUGE & HEIGHT LIMITATIONS SEE


SILL TRACK TO MATCHSTUD GAUGE, ATTACHTO STUDS AS IN

PL TRACK SPLICEOR HOLE

9" MAX6" MIN

2

S1.04

8

S1.04

9

S1.04

D

S1.04

14

S1.04

4

S1.04

C

S1.04

C

S1.04

C

S1.04

9" MAX6" MIN

9" MAX6" MIN

'W'TYP DOOR

2

S1.04

1

S1.04

C

S1.04

PARTIAL HEIGHT INTERIOR METALSTUD WALL ELEVATION542SD012-48

- NO SCALE

LAP WEBS OF TOP TRACKS @ SPLICES1'-8" MIN W/ 18GA BENT PL 1-1/4"CONNECT W/ 6-#10 SMS EA SIDE TYPCENTER ON DIAG BRCG

INTERIOR METAL STUD PARTITIONS

1. STUDS SHALL BE DEPTH AS INDICATED ON ARCH DRAWINGS AND GAUGE AS DETERMINED BY HEIGHT OF WALL AND THE SCHEDULE ABOVE.

2. SEE ELEVATIONS & FOR TYPICAL WALL FRAMING CONDITIONS.

3. DESIGNATION CONFORMS TO STEEL STUD MANUFACTURERS ASSOCIATION STANDARDS.

4. FOR WALL SUPPORTED CABINET INSTALLATION SEE

5. THE MAX. HTS NOTED IN THIS TABLE ARE BASED UPON THEUSE OF SEISMIC COMPONENT LOAD FP OR A LIVE LOAD OF5PSF, WHICHEVER GOVERNS.

800S162-33

800S162-43

800S162-54

800S162-68

600S162-68

600S162-54

600S162-43

3

24"CC SPACING

400S162-33204"

8"

8"

8"

8"

6"

6"

6"

6"

16

14

20

18

18

600S162-3320

4"

4"

4" 400S162-4318

3 5/8"

3 5/8"

3 5/8"

3 5/8"

362S162-4318

362S162-3320

400S162-68

400S162-54

362S162-68

362S162-54

14

16

14

16

14

16

MAXIMUM HEIGHT FOR METAL STUDS WITHSDS = 0.75, IP = 1.0DEFLECTION LIMIT L/120 - NON BEARING WITH CABINET OR EQUIPMENT

HEIGHTDESIGNATIONGAGEDEPTH

A

S1.04

B

S1.04

16

S1.05

542SD034-1

14'-7"

18'-6"

20'-10"

22'-7"

16'-6"

20'-11"

22'-7"

24'-7"

25'-7"

28'-8"

32'-8"

35'-10"

29'-2"

35'-10"

41'-11"

45'-3"

S


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EFORPDERETSIGE

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KEY PLAN

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O

STTA

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C

RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

44:2

6 AM

C:\U

sers

\Kev

inSC

\Des

ktop

\Rev

it\R

ST2

011\

S11-

066_

Kai

ser M

orse

CU

P.rv

t

9/29/2011

161-994

KSC

JAP


TYPICAL DETAILS

S1.04



CN21

3473


S1.041 S1.04

2

S1.043

S1.044

S1.045

S1.046

S1.047

S1.048

S1.049

S1.0410

S1.04A

S1.04C

S1.04B

S1.04D



J2J1 J3 J4

JAMB DETAIL540SD001-12

1/8 1-24TYP EA SIDE

ALTERNATE DOUBLE STUD ATTACHMENTAT INTERIOR STUDS IN LIEU OF WELDINGPL 1"X3"X18GA @ BOTH SIDES @24"CCW/#10 SMS TO EA STUD

LIGHT GAUGE STUDS,SEE ELEVATION FORSIZE AND SPACING

CLIP L2x2 TO MATCH STUDGA X STUD WIDTH LESS 1/2"W/3-#10 SMS EA LEG

STUD AND TRACKTO MATCH SIZEAND GAUGE OFWALL STUDS

CLIP L2x2 TO MATCH STUDGA X STUD WIDTH LESS 1/2"W/ 3-#10 SMS EA LEG#10 SMS

@ 12"CC TYP

H2 HEADER DETAIL540SD002-12

1

S1.05

JAMB

LIGHT GAUGE STUDS,SEE ELEVATIONFOR SIZE ANDSPACING

4-#10 SMSEA SIDE OFBOX HDR

TRACKS TO MATCHSIZE & GA OF WALLSTUDS TYP

STUDS TO MATCH SIZE & GAOF WALL STUDS UNO. AT H4-8USE 8" MIN DEEP STUDSAT H4-10 USE 10" MIN DEEPSTUDS SEE &

CLIP L2x2 TO MATCH STUDGA X STUD WIDTH LESS 1/2"W/ 3-#10 SMS EA LEG


#10 SMS @12"CC TYP

A

S1.03

C

S1.04

H4 HEADER DETAIL540SD003-12

1

S1.05

JAMB

STRAP BRIDGINGFOR ANY SIZE STUD

1 1/2"X20 GASTRAP CONT@ 4'-0"CCMAX VERTSPACING

MTL STUD TRACK BLKGTO MATCH STUD GA ATEA END OF WALL AND8'-0"CC TYP

4-#10 SMS AT STRAPTO BLKG AND #10 SMSSTRAP TO EA STUD

CLIP L2x2 TO MATCHSTUD GA X STUDWIDTH LESS 1 1/2" W/2-#10 SMS EA LEG

MTL STUD

COLD ROLLED CHANNEL BRIDGINGFOR 4" OR SMALLER STUDS ONLY

NOTE: 1. BRIDGING FOR 4" AND SMALLER STUDS MAY BE CONSTRUCTED OF COLD ROLLED CHANNEL OR STRAPS AT CONTRACTOR'S OPTION UNLESS NOTED OTHERWISE. 2. WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDES OF METAL STUD FRAMING, THE BRIDGING MAY BE OMITTED. 3. AT COND WHERE STRAP BRIDGING IS USED & WHERE WALL SHEATHING OR GYP BOARD OCCURS ON ONE SIDE OF WALL ONLY, STRAP MAY BE OMITTED ON SIDE OF WALL WHERE SHEATHING OR GYP OCCURS.

SEE PLANS AND/ORSECTIONS FOR SIZESPACING OF STUDS

2-#10 SMS

CLIP L1 1/2x1 1/2x18 GAFULL WIDTH OF STUDTYP 2-#10 SMS TO STUD

SPLICE STRAPAT BLKG ASREQUIRED

COLD ROLLED CHANNEL1 1/2"X18 GA CONT BRIDGINGAT 4'-0"CC MAX

TYPICAL STUD BRIDGING540SD004-12


TRACK TO MATCHSIZE AND GAUGE OFWALL STUDS


S1 SILL DETAIL540SD005-12

1

S1.05

JAMB





#10 SMS@ 12"CC TYP


1

S1.05

JAMB





#10 SMS@ 12"CC TYP


1

S1.05

JAMB


CLIP L2x2 TO MATCH STUDGA X STUD WIDTH LESS 1/2W/ 3-#10 SMS EA LEG



#10 SMS@ 12"CC TYP

1

S1.05

JAMB


METAL STUDSSEE PLANS ANDELEVATIONS

FURRING STUDSEE SECTIONS

TRACK

PC 4"X18 GA X 'L'-1" STUDAT EA END OF FURRING STUD& @ 48"CC W/ 3-#10 SMSTO EA STUD - TYP

'L'

STUD FURRING DETAIL540SD009-12

EXTERIOR

INTERIOR

4 STUDS TYP

TYP TRACK

STUDOR TRACK

TYP TRACK

#10 SMS@ 12"CC

STUD

NOTE: SEE PLANS AND SECTIONS FOR STUD AND TRACK SIZES

#10 SMS@ 12"CC

TYPICAL WALL CORNER540SD010-12

TRACK/WALLWIDTH +2"FULL HT

TRACK

STUD

TRACK

TRACK

TYP STUD #10 SMS @12"CC TYP

NOTE: SEE PLANS AND SECTIONS FOR STUD AND TRACK SIZES

EXTERIOR

INTERIOR

#10 SMS @12"CC TYP

TYPICAL TEEINTERSECTION540SD011-12

RATED CORNER

STUD#10 SMS@ 12"CC

NOTE: SEE PLANS AND SECTIONS FOR STUD AND TRACK SIZESSEE ARCH'L DRAWINGS FOR WALL FINISH CONSTRUCTION

TRACK

RATED INTERSECTION

#10 SMS @12"CC TYP

TRACK

STUD

STUD ORTRACK STUD

TYPICAL FIRE RATEDWALL CORNERS540SD012-12

SINGLE BAY CONDITION CONTINUOUS CONDITIONNOTE: IN LIEU OF TRACK, A 6"X16GA FLAT STRAP MAY BE USED TO SUPPORT LOADS UP TO 20 LBS/FT W A MAX.

CONCENTRATED LOAD OF 50 LBS. STRAP SHALL BE CONT OVER 3 STUDS MIN. ATTACH AS NOTED ABOVE.

FINISH, SEEARCH

FINISH, SEEARCH

6"X16 GA UNPUNCHEDMTL BACKING TRACK,CLIP FLANGES TO CLEARSTUDS

MTL STUDS4-#10 SMS EAEND BACKING PL

4-#10 SMSEA STUD TYP

LAP FULL WIDTHOF STUD ATBACKING TRACKSPLICES

PLAN ELEVATION ELEVATIONPLAN

MTL STUDS

6"X16 GA UNPUNCHEDMTL BACKING TRACK,CLIP FLANGES TO CLEARSTUDS

TYPICAL BACKING DETAIL540SD013-12

1" MIN

HIG

HES

T FA

STEN

ERFO

R F

INIS

HES

NOTES:1. SEE OTHER DETAILS FOR ATTACHMENTS OF T&B TRACK TO STRUCTURE. SCREWS & SHOT PINS @ WEBS OF SLIP TRACKS SHALL BE LOCATED IN SLOTTED HOLES PROVIDED BY MFR.2. FOR ADD'L INFO @ FIRE RATED WALLS, SEE ARCH'L (FOR WALL TYPE, DETAILS ETC...) & MFR UL LISTING.3. D = STUD DEPTH4. WHERE SLOPE OF SUPPORTING STRUCTURE IS GREATER THAN 1:12, A NESTED TRACK ASSEMBLY SHALL BE USED.

1/2"

GAP

TOP

OF

TRAC

K

INNER STD TRACK

OUTER DEEP LEG TRACK (2"MIN LEG WIDTH) 18GA MIN @ INT,16GA MIN @ EXTERIOR

TYP STUD TO TRACK

STUD ENDS TOBEAR ON TRACKWEB TYP UNO

TOP OR BOTTTRACK, HEADEROR SILL

STUD, SEE PLAN

1-#10 SMS EA.SIDE, EA. STUDTYP

EDG

E O

F W

EBPU

NC

H-O

UT

WH

ERE

OC

CU

RS

1 1/

2DM

INWAFER HEAD SMSEA SIDE W/ SIZE PERMFR, USE #8 MIN

MTL STUDS, SEESECTIONS

TYP STUD TO SLIP TRACK

EDG

E O

FW

EB P

UN

CH

-O

UT

WH

ERE

OC

CU

RS

1 1/

2DM

IN.

1/2"

CLR

T.O

.STU

D

SLOTTED SLIP TRACK TO MATCHWALL DEPTH & GA (18GA MIN@ INT & 16GA MIN @ EXT). SPLICE@ STUDS PER MFR RECOMMENDATIONS.

NESTED TRACK ALTERNATE

TYPICAL STUD TOTRACK CONNECTION540SD014-12

CONN

6" M

AX

3/4"MAX

CLFLUTE

3/8"Ø HILTI KB-TZ ANCHOR(3 1/2" EMBED OR

1 1/2" ABV HIGH FLUTEWHICHEVER IS LESS)

DIAG BRACING CONNTO SLAB PER

3 5/8"X20GA LONGIT DIAG BRCG AT10'-0"CC W/ 2-#10 SMS EA STUDWHERE JOISTS OCCUR BOTHSIDES OF HANGER

3 5/8"X18GA STRONGBACK CONT ATEA HGR LINE W/ 2-#10 SMS EAJOIST & HGR. MAY OMIT WHERE HGRSOCCUR @ EA JOIST. SPLICE @ HGRS ONLY

MTL ROOF DECK

3 5/8"X18GA STUD X 2'-6" MIN ATEA HGR. ATTACH TO LOW FLUTESAS SHOWN (4-#10 SMS TYP, 5-#10SMS @ 20GA DECKS)

3-#10 SMS @ EA HGRINSTALL @ WEB OR EDGEAS REQ'D

NOTE: FOR COND WHERE SOFFIT HGRS ATTACH TO BOTT OF WF BMS, SEE

NO SCREWS ATDECK SIDE LAPS

FOR ADD'L SOFFITINFO, SEE DETAILAT RIGHT

PERP DECKCONDITION

TYPICAL HANGING SOFFIT@ CONC OVER MTL DECK

4"X18GA CONT TRACK - TYPPROVIDE 4"X16GA TRACK ATPLASTER SOFFITS W/ CLGJOISTS > 12'-0" AND AT ALL EXTSOFFITS

4" TRACK EA HGR -SEE RIGHT

BENT PL 2x2X20GACONT W/ #10 SMS EACONTACT, TYP ALLCORNERS. USE 18 GA@ EXT SOFFITS

1 5/8"X18GA TRANSVERSE DIAG BRCGSTUDS @ 48"CC TYP. 3 5/8"X20GA WHERELENGTH EXCEEDS 4'-0"W/ STRONGBACK AS REQ'D PERSEE ALSO NOTE #1

11.25MAX

PARALLEL TO DECK

EMBE

DLE

NG

TH

NOTES:1. TRANSVERSE DIAGONAL SOFFIT BRACING NEED ONLY BE INSTALLED ON ONE LINE OF HGR STUDS WHERE SOFFITS ARE LESS THAN 10'-0" IN WIDTH.2. FRAME OPENINGS IN VERTICAL FACE OF SOFFITS AS IN MAXIMUM OPENING WIDTH = 4'-0"

1 5/8"X18GA HGR STUDS @ 4'-0"CCAT VERTICAL FACES OF SOFFIT,JOIST SPANS > 8'-0", ANDWHERE JOISTS OCCUR BOTH SIDESOF HANGER, SPACE HGRS @ 16"CC.USE 3 5/8"X20GA WHERE HGRS ARELONGER THAN 4'-0". USE 3 5/8"X18GA MIN UNO AT EXT SOFFITS.PROVIDE BRIDGING AS IN

CEILING JOISTPER SCHEDULE

TYPICAL HANGING SOFFIT@ BARE METAL DECK

CEILING JOIST @ BOTH SIDESOF HGRS, WHERE OCCURS

8

S1.03

1

S1.04

10

S1.04

4

S1.05

6

S1.04

9

S1.03

TYPICAL FRAMED SOFFIT DETAILS540SD015-12

3-#10 SMS1 1/2"MIN

STRAPBRIDGING PER

4

S1.05

5/8"MAXWEB

TRACK

5/8"MAXWEB

TRACK

24"CCKB SPCG

3-#10 SMS EACONTACT, TYP

A

S1.04

B

S1.04

C

S1.04

AT INTERIOR WALLS, REDUCESHOT PIN SPACING TO16"CC WHERE FLOORMOUNTED, WALL BRACEDEQUIPMENT OCCURS (NOTREQUIRED @ CASEWORK)

WALL FRAMING AS IN OR

MEDICAL EQUIPMENTOR CABINETS. SEEARCH FOR ATTACHMENTTO BACKING TRACKS

BACKING TRACK BEHINDALL ATTACHMENTS TYPSEE 13

S1.05

A

S1.04

B

S1.04

TYPICAL BACKING DETAILS540SD016-12

8

S1.04

TRACK ATTACHMENT@ JAMB STUDS

1/2"Ø BOLTS

1,2

J1

J2

J3

J4

SHOT PIN

1

SMS

TRACK ATTACHMENT METHODJAMBTYPE

NOTES:1. SCHEDULE INDICATES TRACK ATTACHMENTS REQUIRED WHERE JAMB STUDS OCCUR. SEE TYPICAL SILL AND TOP TRACK ATTACHMENT DETAILS FOR BASIC ATTACHMENT METHODS (I.E. SHOT PINS, SMS, BOLTS ETC...) & CONDITIONS BEYOND JAMB STUDS.2. LOCATE ALL REQUIRED ATTACHMENTS AS CLOSE TO JAMB STUDS AS POSSIBLE. MAINTAIN ALL FASTENER SPACING AND EDGE DISTANCE REQUIREMENTS. AT SHOT PINS, SEE TYPICAL NOTES, @ SMS MAINTAIN 1.5XDIAMETER MIN EDGE DISTANCE & SPCG. AT BOLTS SPACE NO CLOSER THAN 12 DIAMETERS AND NO MORE THAN 9" FROM END OF TRACK.

2

3

4

1

2

3

4

1

2

1

1

540SD017-1

S


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CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

44:2

9 AM

C:\U

sers

\Kev

inSC

\Des

ktop

\Rev

it\R

ST2

011\

S11-

066_

Kai

ser M

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CU

P.rv

t

9/29/2011

161-994

KSC

JAP


TYPICAL DETAILS

S1.05



CN21

3473


S1.051

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S1.053

S1.054

S1.055

S1.056

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S1.0517



OPENING

EDGE OFOPENING

CL WEJ*

CMU WALLPER PLAN

JAMB BARSPER

1S1.06

CMU WALL EXPANSIONJOINT PER

3S1.06

1.

2.

3.

4.

5.6.

7.

8.

9.

10.

11.

12.13.

14.

20.

21.22.

15.

16.

17.

18.

19.

HOLLOW CONCRETE UNIT MASONRY (BLOCK)410SN001-1

CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C-90. COMPRESSIVE STRENGTH OF UNITS TO BE1000 PSI FOR GROSS AREA AND 1900 PSI FOR NET AREA. F'M = 1500 PSI. F'M SHALL BE VERIFIED INACCORDANCE WITH SECTION 2105.2.2.1.2 OF THE 2010 CBC. CONCRETE BLOCK UNITS SHALL BELIGHTWEIGHT, FULLY GROUTED CONCRETE BLOCK UNITS NOT TO EXCEED 115 PCF.MORTAR SHALL BE TYPE S PROPORTIONED TO ATTAIN A 28 DAY COMPRESSIVE STRENGTH OF 1800PSI. USE A MINIMUM OF 1 PART PORTLAND CEMENT TO 1/4 - 1/2 PART HYDRATED LIME WITH SAND AT2-1/2 TO 3 TIMES COMBINED VOLUME OF CEMENT AND LIME.GROUT SHALL BE PROPORTIONED TO ATTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI. USE AMINIMUM OF 1 PART PORTLAND CEMENT TO 3 PARTS SAND. ADD 1 LB. OF SIKA GROUT AID, OR EQUAL,PER 100 LB. OF CEMENTITIOUS MATERIAL. 1 TO 2 PARTS OF PEA GRAVEL SHALL BE USED WHERE THELEAST CLEAR CELL DIMENSION EXCEEDS 2 INCHES. NOT MORE THAN 5% OF THE PEA GRAVEL SHALLPASS THE NO. 8 SIEVE AND 100% SHALL PASS THE 3/8" SIEVE. WHEN REQUIRED, GROUT STRENGTHSHALL BE VERIFIED IN ACCORDANCE WITH SECTION 2105.2.2.1.2 OF THE 2010 CBC.REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 FOR #4 AND LARGER, GRADE 40 FOR #3AND SMALLER.MINIMUM REBAR CLEARANCE TO FACE SHELL IS ONE BAR DIAMETER OR 1/2", WHICHEVER IS GREATER.BEFORE BLOCK IS PLACED ON CONCRETE, THOROUGHLY CLEAN CONCRETE OF ALL LAITANCE AND ALLLOOSE MATERIAL. ROUGHEN AS IN A CONCRETE CONSTRUCTION JOINT.CONCRETE BLOCK MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITYOF THE CELLS. ALL HEAD AND END JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE INFROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACESHELLS. BOND SHALL BE PROVIDED BY LAPPING SUCCESSIVE COURSES OR BY EQUIVALENTMECHANICAL ANCHORAGE.VERTICAL CELLS SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTEDCONTINUOUS VERTICAL CELL.LOW-LIFT GROUTED CONSTRUCTION SHALL CONFORM TO 2010 CBC SECTION 2104A.5.2.2.HIGH-LIFT GROUTED CONSTRUCTION SHALL CONFORM TO 2010 CBC SECTION 2104A.5.1.2.3.CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOMS OF ALL CELLS TO BE FILLED AT EACH LIFTOR POUR OF GROUT WHERE SUCH LIFT OR POUR OF GROUT IS IN EXCESS OF 4'-0" IN HEIGHT. ANYOVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM INSIDE OFSUCH CELLS. THE CLEAN OUTS SHALL BE SEALED AFTER INSPECTION AND BEFORE GROUTING.MECHANICALLY VIBRATE ALL GROUT POURS.VERTICAL REINFORCING SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT TOEXCEED 192 BAR DIAMETERS.THOROUGHLY CLEAN ALL CELLS AND BOND BEAMS OF MORTAR BEFORE GROUTING.ALL CELLS SHALL BE FILLED SOLIDLY WITH GROUT. ALL GROUTING SHALL BE DONE UNDER THECONTINUOUS OBSERVATION OF A QUALIFIED INSPECTOR WHERE INDICATED ON PLANS.WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALLBE FORMED BY STOPPING THE POUR OF GROUT 1-1/2" BELOW THE TOP OF THE UPPERMOST UNIT.EVERY VERTICAL BAR IN WALLS SHALL BE LAPPED PER #22 BELOW WITH A DOWEL OF THE SAME SIZEEXTENDING FROM THE FOUNDATION. LOCATE VERTICAL REINFORCING AT CENTERLINE OF WALL UNLESSSHOWN OR NOTED OTHERWISE. CARRY EACH DOWEL TO WITHIN 3" OF THEBOTTOM OF THE FOUNDATION AND TERMINATE WITH 90 DEGREE HOOK. DOWELS SHALL BE STRAIGHTAND PLUMB.PLACE ALL HORIZONTAL BARS IN BOND BEAM UNITS. WHEN 2 BARS ARE USED, STAGGER LAPS MINIMUMOF 5'-0".PROVIDE 2 - #5 BARS WITH MATCHING FOOTING DOWELS (FULL HEIGHT OF WALL AT JAMBS ANDEXTENDING A MINIMUM OF 2'-0" PAST EDGES OF OPENINGS AT HEAD AND SILL) EACH SIDE OF ALLOPENINGS AND EACH END OF ALL WALLS, UNLESS NOTED OTHERWISE ONDRAWINGS.ALL EMBEDDED ITEMS (BOLTS, STRAPS, ETC.) SHALL BE SECURED IN PLACE PRIOR TO GROUTING. CUTA HOLE IN THE FACE SHELL TO ATTAIN A MINIMUM OF 1" GROUT ALL AROUND EMBEDDED ITEMS.SINGLE CONDUITS (3/4" MAX) MAY BE PLACED IN VERTICAL CELLS NOT CONTAINING VERT. REBAR. NOHORIZONTAL CONDUITS ALLOWED IN WALL CONSTRUCTION.ANCHOR BOLTS CAST IN MASONRY SHALL BE HEADED BOLTS WITH CUT THREADS CONFORMING TOASTM A307, ASTM A36, OR ASTM F/554 AS INDICATED ON DRAWINGS. BENT BAR ANCHOR BOLTSSHALL NOT BE PERMITTED.USE OPEN END BLOCK FOR ALL STACK BOND CONSTRUCTION.ALL REBAR SHALL BE LAP SPLICED AS FOLLOWS(U.N.O.):BAR TYPEVERTICAL BARSHORIZONTAL BARS

JAMB BARSCHORD BARS/DRAG BARSVERTICAL BARS @ENDS & CORNERS

LAP LENGTH 48D 48D

72D 72D 72D

NOTESSPLICES FOR MULTIPLE BARSIN THE SAME CELL MUSTBE STGRD 24" OR LAPPED 62DSPLICES FOR MULTIPLE BARSIN THE SAME CELL MUSTBE STGRD 24" OR LAPPED 94D

A. WHERE EPOXY COATED REBAR IS USED, MULTIPLY LAP LENGTHS BY 1.50.B. AT RETAINING WALL CONDITIONS, VERTICAL REINFORCING TO HAVE 72D LAP TYP.

UNCRACKED GROUTED CONCRETE MASONRY UNIT ANCHORS

HILTI HY-150 ICBO NO. 5193

ANCHORDIAMETER

BITALLOWABLESHEAR

ALLOWABLETENSION

TENSIONTESTLOAD

3-1/2" 1160 1860

4-1/4" 1340 2140

F'M = 1500 PSI

ADHESIVE ANCHORS

DIAMETERICBO ICBO

DEPTHEMBED.

3/8" 1190

1510

7/16"

9/16"

11/16"

THREADED ROD

1/2"

5/8"

3/4" 13/16"

1510 272017005"

1510 448028006-5/8"

CARBON STEEL

4" MINEDGE DIST

>12"EDGE DIST

1190

2050

3180

4220

410SN002-1

6'-0"MAX UNO

2'-1"MIN #5

2-#52"

CLRTYP

JAMB BARS FULL HT OFWALL - LAP SPLICE TOMATCHING DOWELS &FOOTINGSNOTE: PLACE 2-#5 CONT T&B OF OPENINGS,

CONT 2'-1" MIN BEYOND OPENING

2" C

LRTY

P B

SECTION 'A'

SECTION 'B'

A

STD 180° HOOKAROUND VERT BARS

A

411SD001-12

OPENING REINFORCINGAT CMU WALL OPENING

INVERTEDBONDBEAM

STD 180°HOOK EAEND

411SD002-12

NOTE:1. CMU UNITS SHALL BE PLACED IN COMMON BOND UNO.2. LAP ALL VERTICAL BARS WITH MATCHING DOWELS @ FOOTINGS.3. SEE FOR TYPICAL REINFORCING. SEE MASONRY GENERAL NOTES FOR SPLICE LAP LENGTHS.

4. HORIZONTAL BARS AT INTERSECTIONS & CORNERS SHALL BE HOOKED AROUND VERTICAL BARS WITH STANDARD 90° HOOK PLUS AN EXTENSION EQUAL TO THE BAR DEVELOPMENT LENGTH OR 48D MIN.SEPARATE CORNER BARS MAY BE USED IN PLACE OF SINGLE BENDS OFHORIZONTAL BARS.

CUT FACE SHELL@ CORNER AND TINTERSECTIONSADD'L VERT (#5 MIN)

TYP @ CORNERS ANDINTERSECTIONS

STD 180° HOOKAROUND VERT BARS@ WALL END & JOINTS

90° BEND W/ 48DEXTENSION

TYPICAL BLOCK WALL REINFORCINGAT CORNERS AND INTERSECTIONS

ADD'L VERT#5 MIN

CMU WALL W/SINGLECURTAIN REINF

4

S1.06

411SD004-12

SEE BELOW

CHORD OR COLLECTORBARS - CONT THRU JOINT

NOTE:1. LOCATIONS OF WALL JOINTS ARE TO BE SHOWN ON PLANS. WEJ INDICATES A

WALL EXPANSION JOINT. WCJ INDICATES A WALL CONTROL JOINT.2. MAXIMUM SPACING OF WALL JOINTS IS 25'-0" OR 1.5 TIMES THE WALL HEIGHT.

LOCATE JOINTS AT 1/2 THE MAXIMUM SPACING FROM CORNERS. PLACE NO EXPANSION JOINTS WITHIN 2'-0" OF ANY DOOR OR WINDOW OPENING.

3. THE CONTRACTOR SHALL COORDINATE LOCATION OF WALL JOINTS W/ JOINTS IN FINISH MATERIAL AND OPENINGS IN WALL. SUBMIT PLANS OF FINAL JOINT LOCATIONS FOR REVIEW OF ARCHITECT/ ENGINEER.

CONT CHORD BARS - WRAP W/CONSTRUCTION PAPER & GREASEFOR 2'-0" EA SIDE OF JOINT

TYPICAL HORIZ REINF- TERMINATE AT JOINTW/ 180° STD HOOKWHERE NOTED

TYPICAL BLOCK WALL EXPANSION JOINT (WEJ)

A-A

B-B PREFORMEDJOINT FILLER

CLEAR SPACE OR COMPRESSIBLEMATERIAL IN JOINT

BACKER ROD &JOINT SEALANT

4'-0"X 5/8"Ø SMOOTH ROUNDGREASED BAR. SPACING TOMATCH HORIZ REINF

JAMB BARS #5 MIN

HORIZ REINF TERMINATE W/180° HOOK AROUND VERTBAR WHERE NOTED

A-A (8" CMU)

B-B

CL WEJSEE NOTE

NOTE:DO NOT SPLICE CHORD BARS WITHIN 5'-0" OF EXPANSION JOINT

ELEVATION

PREFORMEDJOINT FILLER

BACKER ROD &JOINT SEALANT

JAMB BARS#5 MIN

A-A (10" CMU)

8" CMU10" CMU

CL WEJSEE NOTE

CL WEJSEE NOTE

CL WEJSEE NOTE

411SD003-12

#4 HORIZ TYP

CL

VER

T

EQEQ

#5 VERT

8" WALL W/ ALL CELLSGROUTED SOLID

NOTE:PROVIDE DOWELS @ FOOTINGS TO MATCH VERTICAL BARS INSIZE AND LOCATION - LAP SPLICE WITH VERTICAL BARS PER CMUNOTES.

CLR2"

CLR2"#4 HORIZ TYP

#5 VERT STAGGERED-UNO

TYPICAL 8" MASONRY REINFORCING

TYPICAL 10" MASONRY REINFORCING

LAP PER CMU NOTES

LAP PER CMU NOTES

10" WALL W/ ALL CELLSGROUTED SOLID

TYPICAL BLOCK WALLREINFORCING

411SD008-8

TYP. ANCHOR BOLT IN CONC BLOCK

1/2" GROUTALL AROUNDBOLT

ATTACHMENT(STUD OR WOOD)

BOLT

DEPTH

EMBED

MIN

1/2" CLR

CSK 1" MAX

MIN

2" N

ET

MIN

, UN

O

6" E

MBE

D

HEADEDANCHOR BOLT

SHAPED 4X PLSEE ARCH'L

NOTES:1. ANCHORS IN CMU SHALL BE HEADED BOLTS UNO.2. LENGTHS OF BOLTS SHALL BE AS REQUIRED FOR

BOLT PROJECTION PLUS SPECIFIED EMBEDMENTDEPTH. WHERE EMBEDMENT IS NOT SPECIFIED,EMBED BOLT FOR 1/2" MIN CLR TO BLOCK FACE.

PROJECTION

5/8"Ø AB'S @ 32"CC @PARAPET CONDITION

416SD201-16

NOTES:1. EXPANSION ANCHORS ARE 1/2"Ø KB-TZ EXPANSION ANCHORS W/ 3 1/2" EMBEDMENT U.N.O.2. COMPRESSIBLE JOINT FILLER MUST MEET REQUIREMENTS FOR FIRRE RATING OF WALL.

CONC OVER METAL DECK -DIRECTION VARIES

2-#5 CONT-TYP

BENT PL 1/4"X8" LONG@ 4'-0"CC MAX

CONC BLK WALL

WF BEAM

1" C

LR3"

NON-BEARING MASONRY PARTITION

3/16 2-4

BENT PLTO FLAT

PL TYP

WELD FLAT PLTO BEAMFLANGE

2" EXP ANCHOR@ LOW FLUTE EXP ANCHOR

TYP

COMPRESSIBLEFILLER (NOTE 2)TYP

CONC BLK WALL

PARALLEL TO DECK PERPENDICULAR TO DECK PERPENDICULAR TO DECK NEAR BEAM

PL 1/4"X8"

CONC OVERMETAL DECK

SEE NOTESTO LEFT

0' - 2" 0' - 2"

412SD102-12

PLAN DETAIL

6-#7 VERTS WITHMATCHING FND DOWELS

#3 TIES @ 8"CC -FULL HT. OFCOLUMN

10" CMUWALL TYPREINF

HORIZ WALLREINF CONTTHRU COL

20" SQUAREPILASTER

NOTE:USE SPECIAL PILASTER UNITS OR USE STANDARD BLOCKS W/WEBS & FACE SHELLS CUT & REMOVED AS REQUIRED

4

S1.06

2" CLR TYP

PLAN DETAIL

12-#7 VERTS WITHMATCHING FND DOWELS

#3 TIES @ 8"CC -FULL HT. OFCOLUMN

10" CMUWALL TYPREINF

HORIZ WALLREINF CONTTHRU COL

20"X48" SQUAREPILASTER

NOTE:USE SPECIAL PILASTER UNITS OR USE STANDARD BLOCKS W/WEBS & FACE SHELLS CUT & REMOVED AS REQUIRED

4

S1.06

TYP

2" CLR

#3 TIES @ 8"CC TYP -SEE NOTES

'L'WALL LENGTH

24" LAP MIN

END OF WALL,WCJ OR OPNG

END OF WALL,WCJ OR OPNG

'T'

411SD005-12

CMU PIER DETAIL

NOTES:

1. PIER REINFORCING IS REQUIRED FOR WALLS LENGTHS BETWEEN 3'T' AND 6'T' & PIER CLEAR HEIGHT LESS THAN 5 'L'.

2. VERTICAL REINFORCING IS TO BE SYMMETRICAL AND UNIFORM THRUSECTION. PROVIDE DOWELS TO MATCH VERTICAL BARS & LAP PER CMU NOTES.

3. PROVIDE TRANSVERSE REINFORCING AS #3 TIES @ 8"CC FOR FULL HEIGHT OF PIER. TOP AND BOTTOM TIES SHALL BE PLACED @ 1/2 TYPICAL SPACING.

TYP U.N.O.

2 - #5 MIN

8" OR 12" CMU

S


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ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

44:3

2 AM

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JAP


TYPICAL DETAILS

S1.06



CN21

3473

S1.06 1" = 1'-0"9DETAIL

S1.061

S1.062

S1.063

S1.064

S1.065

S1.066

S1.067

S1.068 S1.06

10



C. DESIGN AND INSTALL SEISMIC BRACING SO AS NOT TO ADVERSELY EFFECT THE PERFORMANCE OFSOUND AND/OR VIBRATION ISOLATION ITEMS.

BRACING PERPENDICULAR TO WF BMS/GIRDERS & ATTACHED TO THE TOP FLANGE = 800 LBS.

4. STEEL WF BEAMS AND GIRDERS AND PLATE GIRDERS - MAXIMUM BRACING LOADS IN A SINGLE SPAN

SPACED NO CLOSER THAN 8'-0"CC TO ADJACENT BRACING OR HANGERS.2. METAL DECK WITH CONCRETE FILL - MAXIMUM BRACING LOAD SHALL NOT EXCEED 200 LBS.1. METAL DECK WITHOUT CONCRETE FILL - WIRE BRACING FOR SUSPENDED CEILINGS ONLY.

BRACING PERPENDICULAR TO WF BMS/GIRDERS & ATTACHED TO THE BOTTOM FLANGE = 100 LBS.BRACING PARALLEL TO WF BMS/GIRDERS & ATTACHED TO THE BOTTOM FLANGE = 800 LBS.

SHALL BE LIMITED TO THE FOLLOWING:

BRACING SHALL NOT ATTACH TO BEAMS/GIRDERS THAT ALSO SUPPORT HANGING LOADS AS NOTED ABOVE.

3. CAST-IN-PLACE CONCRETE SLABS - MAXIMUM BRACING LOAD SHALL NOT EXCEED 200 LBS.SPACED NO CLOSER THAN 8'-0"CC TO ADJACENT BRACING OR HANGERS.

MANUFACTURER FOR FINAL REVIEW/APPROVAL PRIOR TO INSTALLATION.MAXIMUMS. CONTRACTOR SHALL PROVIDE ALL PROPOSED ATTACHMENT DETAILS AND LOADS TOELEMENTS SUCH AS I-JOIST, OWJ/OWG, GANG-NAIL TRUSSES, ETC..., LOADS NOTED ARE SUGGESTEDAPPROVAL OF THE STRUCTURAL ENGINEER. WHERE ATTACHMENTS ARE MADE TO PREFABRICATED

D. MAXIMUM LOADING: ATTACH NO BRACING LOADS GREATER THAN THE FOLLOWING WITHOUT SPECIFIC

MANUFACTURER FOR FINAL REVIEW/APPROVAL PRIOR TO INSTALLATION.

B. WORK NOT INCLUDED:1. THE CONTRACTOR IS NOT REQUIRED TO DESIGN SUPPORT AND BRACING FOR ITEMS FORWHICH THE CONTRACT DOCUMENTS PROVIDE SPECIFIC ATTACHMENT, SUPPORT, ANDBRACING. SEISMIC BRACING IS NOT REQUIRED FOR THE FOLLOWING ITEMS:A. ALL PIPING WITH A NOMINAL DIAMETER LESS THAN 1 INCH, HAVING AN RP VALUE IN TABLE 13.6-1 IN ASCE 7 OF 4.5 ORGREATER, AND PROVISIONS ARE MADE TO AVOID IMPACT WITH OTHER STRUCTURAL OR NONSTRUCTURAL COMPONENTS ORTO PROTECT THE PIPING IN THE EVENT OF SUCH IMPACT.B. ALL PIPING AND DUCT SUSPENDED BY INDIVIDUAL HANGERS 12 INCHES OR LESS INLENGTH. WHERE ROD HANGERS ARE USED WITH A DIAMETER GREATER THAN 3/8", THEY SHALL BE EQUIPPED WITHSWIVELS, EYE NUTS OR OTHER DEVICES TO PREVENT BENDING IN THE ROD.

D. ALL RECTANGULAR AIR HANDLING DUCTS LESS THAN 6 SQUARE FEET IN CROSS SECTIONAL AREA OR WEIGH LESSTHAN 10 POUNDS PER FOOT AND WHERE PROVISIONS HAVE BEEN MADE TO AVOID IMPACT WITH LARGER DUCTS ORMECHANICAL COMPONENTS OR TO PROTECT THE DUCTS IN THE EVENT OF SUCH IMPACT.

QUALITY ASSURANCEA. GENERAL:

SEE ALSO BASIC HANGER AND BRACING ATTACHMENT CONFIGURATION DETAIL THIS SHEET.3. THE DESIGN OF SUPPORT AND BRACING SYSTEMS SHALL COMPLY TO THE LIMITATIONS NOTED HEREIN.

3. CAST-IN-PLACE CONCRETE SLABS - ITEMS AS INDICATED FOR METAL DECK WITHCONCRETE FILL ABOVE, NOT EXCEEDING 5.0 PSF AND BRACING AS NOTED BELOW.MAXIMUM HANGER LOAD = 200 LBS. TO BE SPACED NO CLOSER THAN 4'-0" CC EACH WAY.MECHANICAL UNITS HUNG FROM CONCRETE SLABS SHALL NOT EXCEED 500 LBS.

1. METAL DECK WITHOUT CONCRETE FILL - ACOUSTICAL TILE AND GYPSUM BOARD CEILINGSAND MINOR PIPING, DUCTING CONDUIT AND BRACING AS NOTED BELOW. MAXIMUM CEILINGWEIGHT = 3.0 PSF. MAXIMUM WIRE HANGER LOAD = 60 LBS. TO BE SPACED NO CLOSERTHAN 4'-0" CC EACH WAY.

MAXIMUMS. CONTRACTOR SHALL PROVIDE ALL PROPOSED ATTACHMENT DETAILS AND LOADS TOELEMENTS SUCH AS I-JOIST, OWJ/OWG, GANG-NAIL TRUSSES, ETC..., LOADS NOTED ARE SUGGESTED

BEAM CLAMPS SHALL ENGAGE BOTH SIDES OF BEAM FLANGES.WELDS OR OTHER POSITIVE ATTACHMENTS. FRICTION CONNECTIONS ARE NOT PERMITTED.

C. ALL CONNECTIONS TO STRUCTURE SHALL BE MADE BY THE USE OF HARDWARE WITH BOLTS

CONCENTRIC CONNECTIONS ARE REQUIRED FOR HANGER LOADS IN EXCESS OF 100 LBS.SHALL NOT EXCEED 1000 LBS. UNLESS SPECIFICALLY INDICATED ON STRUCTURAL PLANS.MAXIMUM LOAD ON A SINGLE SPAN = 600 LBS. MECHANICAL UNITS HUNG FROM BEAMSDUCTING AND TRAPEZE OF SAME NOT TO EXCEED 10.0 PSF AND BRACING AS NOTED BELOW.

4. STEEL WF BEAMS AND GIRDERS AND PLATE GIRDERS - WATER AND GAS PIPING, ELECTRICAL CONDUITS,

CONCRETE FILLED DECK SHALL NOT EXCEED 500 LBS.TO BE SPACED NO CLOSER THAN 4'-0" CC EACH WAY. MECHANICAL UNITS HUNG FROMEXCEEDING 5.0 PSF AND BRACING AS NOTED BELOW. MAXIMUM HANGER LOAD = 200 LBS.CONCRETE FILL ABOVE, PLUS ELECTRICAL CONDUITS, GAS PIPING AND DUCTING NOT

2. METAL DECK WITH CONCRETE FILL - ITEMS AS INDICATED FOR METAL DECK WITHOUT

APPROVAL OF THE STRUCTURAL ENGINEER. WHERE ATTACHMENTS ARE MADE TO PREFABRICATEDB. MAXIMUM LOADING: ATTACH NO LOADS GREATER THAN THE FOLLOWING WITHOUT SPECIFIC

BELOW WITHOUT WRITTEN APPROVAL.SUB-CONTRACTORS SO THAT NO COMBINATION OF LOADS EXCEEDS THE LIMITATIONS GIVEN

A. THE GENERAL CONTRACTOR SHALL COORDINATE THE LOAD REQUIREMENTS FROM ALL

GUIDELINES AND LIMITATIONS

B. ALL EXTERIOR MATERIALS: HOT DIPPED GALVANIZED OR STAINLESS STEEL.

APPROPRIATE TO THE USE.GIVEN BELOW. USE MATERIALS AS SPECIFIED IN THE VARIOUS SECTIONS AND AS

A. FURNISH ALL SUBSTRUCTURES AND FASTENERS REQUIRED TO COMPLY WITH THE LIMITATIONS

MATERIALS

OF NOTICE TO PROCEED WITH THE WORK GIVEN.IT SHALL MEAN THE SPECIFICATION, MANUAL OR TEST DESIGNATION IN EFFECT THE DATE

2. IF THE YEAR OF THE ADOPTION OR LATEST REVISION IS OMITTED FROM THE DESIGNATION,THE SPECIFICATION APPLY TO THE WORK NOTED HEREIN AS IF PRINTED HEREIN.

1. THE GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS, AND APPLICABLE PORTIONS OFB. STANDARDS AND REFERENCES: (LATEST EDITION UNLESS SPECIFIED OTHERWISE)

SEISMIC BRACING

STRUCTURAL ENGINEER. COMPONENETS OF TWO OR MORE PRE-APPROVED BRACING SYSTEMS SHALL NOT BEMIXED. A COPY OF THE CHOSEN BRACING SYSTEM(S) INSTALLATION GUIDE/MANUAL SHALL BE ON THE JOBSITEPRIOR TO STARTING THE INSTALLATION OF HANGERS AND/OR BRACES.

PREPARED SPECIFICALLY FOR THIS PROJECT TO BE STAMPED AND SIGNED BY A LICENSED CALIFORNIASYSTEMS OR CONTRACTOR SHALL PROVIDE COMPLETE SHOP DRAWINGS AND SUBSTANTIATING CALCULATIONS

SUPPORTING FROM STRUCTURESUMMARY:A. WORK INCLUDED:1. THESE NOTES PROVIDE GUIDELINES AND LIMITATIONS FOR SUPPORTING ALL NON-STRUCTURAL

ELEMENTS INCLUDING MECHANICAL, ELECTRICAL, PLUMBING, FIRE-SPRINKLERS ARCHITECTURAL ETC...FROM THE BUILDING STRUCTURE, AND FOR SEISMIC BRACING FOR ALL SUCH ITEMS.

2. CONTRACTOR SHALL PROVIDE COMPLETE DESIGN AND INSTALLATION OF ALL SUPPORT ANDBRACING SYSTEMS EXCEPT AS NOTED. PROVIDE FOR ATTACHMENT TO PORTIONS OF THEBUILDING STRUCTURE CAPABLE OF BEARING THE LOADS IMPOSED. DESIGN SYSTEMS TO PREVENTOVERSTRESS TO THE BUILDING STRUCTURE. UTILIZE OSHPD PRE-APPROVED SUPPORT AND BRACING

FIRE-SPRINKLER SUPPORT & BRACING SYSTEMS SHALL ALSO COMPLY WITH THE REQUIREMENTSOF NFPA 13. THE ATTACHMENT OF FIRE SPRINKLER BRACING TO THE STRUCTURE SHALL BE PER

pa = 1.0 (RIGID) a = 2.5 (FLEXIBLE) R = 2.5

A. IN APPLYING EQUATIONS (13.3-1) & (13.3-2) FROM SECTION 13.3 OF ASCE 7, THE FOLLOWING MINIMUM DESIGNCOEFFICIENTS SHALL BE USED UNLESS REQUIRED OTHERWISE BY SECTION 13.4 OF ASCE 7 AND MODIFIED BY 2010CBC SECTION 1615A.1.14.:

3. IN LIEU OF THE ABOVE REQUIREMENTS, REFERENCE ONE OF THE FOLLOWING BRACING SYSTEMS FOR BRACING REQUIREMENTS OF MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS:

A. B-LINE SYSTEMS INC.: B-LINE SEISMIC RESTRAINTS, OPA-0114.B. ALLIED SUPPORT SYSTEMS: UNISTRUT SEISMIC BRACING SYSTEMS, OPA-0120.C. TOLCO INC.: SEISMIC RESTRAINT PRODUCTS FOR PIPE & TRAPEZE, OPA-0300.D. MASON INDUSTRIES INC.: SEISMIC RESTRAINT GUIDELINES, OPA-0349.E. TOMARCO CONTRACTOR SPECIALTIES: ISAT SEISMIC RESTRAINT SYSTEM, OPA-0485.

A SYSTEM OTHER THAN THOSE DEFINED BY THE OPA NUMBERS ABOVE ARE TO BE CONSIDERED AS A CHANGE TOTHE APPROVED DRAWINGS AND REQUIRES OSHPD APPROVAL. THE MINIMUM FP COEFFICIENT SHALL BE AS NOTEDBELOW IN SEISMIC BRACING.

ENGINEER LICENSED IN CALIFORNIA. CALCULATIONS AND DRAWINGS SHALL BE SUBMITTED FOR SEOR REVIEW ANDOSHPD APPROVAL.

2. FOR PROJECT SPECIFIC SEISMIC BRACING DESIGN ENGAGE THE SERVICES OF A STRUCTURAL

CHAPTER 16 AND ASCE 7 SECTION 13.2, 13.3, 13.4 & 13.5 AS MODIFIED BY 2010 CBC 1613A/1615A.1. DESIGN AND INSTALL ALL SUPPORT SYSTEMS TO COMPLY WITH THE REQUIREMENTS OF THE 2010 CBC

STRUCTURE AND/OR WHERE ATTACHMENTS OCCUR ON BOTH SIDES OF SEISMIC SEPARATIONS, WHERE OCCUR,B. THE DESIGN OF ELEMENTS AND THEIR ATTACHMENTS THAT ATTACH TO MORE THAN ONE LEVEL OF THE

SHALL CONFORM THE THE REQUIREMENTS OF ASCE 7 13.3.2

ITEM 2 OR 3 BELOW.

p p pI = 1.5 S = 0.45 Z/H = 1.0

THE RESULTING Fp SHALL NOT BE LESS THAN 0.45S FOR TYP ELEMENTS & FIRE & LIFE SAFETY SYSTEMS.DS

DS

4. DUCTWORK DESIGNED TO CARRY TOXIC, HIGHLY TOXIC, OR EXPLOSIVE GASES, OR USED FOR SMOKE CONTROLSHALL BE DESIGNED AND BRACED WITHOUT CONSIDERING THE EXCEPTIONS NOTED BELOW.5. THE EXCEPTIONS BELOW DO NOT APPLY TO ELEVATOR PIPING.

C. TRAPEZE ASSEMBLIES SUPPORTING PIPING OR DUCT THAT MEET THE REQUIREMENTS OF PART 'B' ABOVE AND THETOTAL WEIGHT OF THE PIPING OR DUCING SUPPORTED BY THE TRAPEZE ASSEMBLIES IS LESS THAN 10 POUNDS PERFOOT.

THE CONTRACTOR SHALL PROVIDE ADDITIONAL SUPPORTS, BRACING, HANGERS, BLOCKING ETC. ANDSHALL NOTIFY THE SEOR WHERE SUPPLMENTARY FRAMING IS REQUIRED TO RESIST THE LOADS, MAINTAINSTABILITY AND/OR IS REQUIRED FOR INSTALLATION OF PRE-APPROVED SYSTEM. A CHANGE ORDER SHALLBE SUBMITTED TO OSHPD WHERE SUPPLEMENTARY FRAMING IS REQUIRED,EXCEPT AS SHOWN IN DETAIL

1

S1.07

BRCG LOAD

BRCG LOAD

BRACING PERP TO BM &ATTACHED TO BOTT FLANGE.

ATTACHED TO TOP FLANGE.BRACING PERP TO BM &

WF BM OR GIRDER

BASIC HANGER ATTACHMENT CONFIGURATIONS

MTL FLOOR OR ROOF DECKW/ OR W/O CONC FILL, ASOCCURS, SEE PLAN

HAN

GER

LO

AD

CONCENTRIC HANGER CLAMP @BOTT FLANGE W/CL OF HGR TOALIGN W/CL OF BM. CONTRACTOR

CONN PL & WELDTO WF 'BY OTHERS'

HAN

GER

LO

AD

ECCENTRIC HANGER CLAMP @BOTT FLANGE W/CL OF HGR

BRCG LOAD

ATTACHED TO BOTT FLANGE.BRACING PARALLEL TO BM &

OCCURS, SEE PLANW/ OR W/O CONC FILL, ASMTL FLOOR OR ROOF DECK

WF BM OR GIRDER

OFFSET FROM CL OF BM

DETAIL & PROPOSED LOADINGCONTRACTOR TO PROVIDE

TO SEOR FOR REVIEW PRIORTO INSTALLATION

TO PROVIDE DETAIL & PROPOSEDLOADING TO SEOR FOR REVIEWPRIOR TO INSTALLATION.

NOTE:ALL HANGER & BRACING ELEMENTS AND ATTACHMENTS ARE TO BE DESIGNEDBY CONTRACTOR IN ACCORDANCE WITH THE PROVISIONS & LIMITATIONS NOTEDIN THE SUPPORTING FROM STRUCTURE NOTES ON THIS SHEET.

CONTRACTOR TO PROVIDEDETAIL TO SEOR FOR REVIEW/APPROVAL PRIOR TO INSTALLATION.



OR PL GIRDER OR PL GIRDER

CHANNEL NUT

UNISTRUT P2484W BRACKET.INSTALL ABOVE OR BELOW STRUT AS

METAL DECK WITHOR W/O CONC FILL

NOTES:

TYP

ROOM PERMITS. WHERE WF BMS THAT

UNISTRUT P2785, P2786 ORP2787 BM CLAMP @ BOTHSIDES OF BOTT FLANGE.

3. FOR ADDITIONAL CRITERIA, SEE SUPPORTING FROM STRUCTURE NOTES ON THIS SHEET.

4. MAXIMUM ALLOWABLE HANGING LOADS SHALL NOT EXCEED THE LESSOR OF THE LOADSINDICATED IN THE GUIDELINES AND LIMITATIONS OF THE SUPPORTING FROM STRUCTURENOTES AND THOSE NOTED BELOW:

UNISTRUT TO SPAN BETWEENBEAMS & ATTACH TO BOTTFLANGE OR WEB AS SHOWN.SEE NOTES BELOW FORSIZES & ALLOWABLE LOADS

UNISTRUTSIZE

P1000

SPACINGBEAM

8'-0" MAX 95 LBS

LOADSMAX. HANGER

NOTE:MAX HANGER LOAD MAY BE FROM A SINGLE HANGER OR THE TOTALLOAD FROM ALL HANGERS SUPPORTED FROM A COMMON STRUT.

P1000 10'-0" MAX 60 LBS

P5000 8'-0" MAX 210 LBS

P5000 10'-0" MAX 142 LBS

P5001 10'-0" MAX 825 LBS

P5001 8'-0" MAX 1160 LBS

WF BM DEEPERTHAN ADJACENT BM

SUPPORT STRUT ARE OF SAME DEPTH,ATTACH BOTH ENDS AS IN @ LEFT

WF BMSEE PLAN CHANNEL NUT &

NUT @ TOP OF STRUT@ HGR RODS TYP

P1001

P1001

10'-0" MAX

8'-0" MAX

305 LBS

475 LBS

TYPCHANNEL NUT

2. THIS DETAIL MAY NOT BE USED FOR SEISMIC BRACING SUPPORTS. SEISIMICBRACING SHALL BE PER AN OSHPD PRE-APPROVED SYSTEM, SUCH AS MASONINDUSTRIES OPA-0349.

1. THIS DETAIL IS FOR USE AS AN ALTERNATE TO MASON INDUSTRIES (OR SIMILARSYSTEM WITH AN OPA) UPPER END SUPPORTS AT HANGER STRAPS AND RODS ATPIPE, CONDUIT OR DUCT. SEE MECHANICAL DRAWINGS FOR CRITERIA & ADD'LINFORMATION.

DUCT STRAP OR HANGER RODS PERMASON INDUSTRIES OR EQUAL &MECH'L REQUIREMENTS

1/2"Ø MACHINE BOLT W/LOCKING NUTS, TYP

HOSPITAL EQUIPMENT ANCHORAGE100TN015-1ANCHORAGE OF ALL EQUIPMENT TO BE INSTALLED AS A PART OF THIS PROJECT SHALL BE DETAILEDON THE APPROPRIATE PLANS, EXCEPT FOR THE FOLLOWING (CAC 2010 SECTION 7-125):

1. EQUIPMENT WEIGHING LESS THAN 400 POUNDS AND SUPPORTED DIRECTLY ON THE FLOOR OR ROOF.2. FURNITURE.3. TEMPORARY OR MOVABLE EQUIPMENT.4. EQUIPMENT WEIGHING LESS THAN 20 POUNDS SUPPORTED BY VIBRATION ISOLATORS5. EQUIPMENT WEIGHING LESS THAN 20 POUNDS SUSPENDED FROM A ROOF OR FLOOR OR HUNG FROM A WALL.

PERMANENT EQUIPMENT IN ITEMS 1, 4, AND 5 MUST BE SUPPORTED AND ANCHORED TO RESIST THEFORCES PRESCRIBED BY CH. 13 OF ASCE 7-05 AS MODIFIED BY THE CBC 2010 SECTIONS 1613A/1614AAND THE ANCHORAGE SHALL BE APPROVED BY THE APPROPRIATE DESIGN PROFESSIONAL OFRECORD AND THE OFFICE OF STATEWIDE HEALTH PLANNING ANDDEVELOPMENT AS A PART OF FIELDREVIEWS/OBSERVATIONS. THE INSPECTOR OF RECORD SHALL ASSURE THAT THE ABOVEREQUIREMENTS ARE ENFORCED.

S


R

EFORPDERETSIGE

S I N

EN G I NE

ER

O A L

KEY PLAN

AREA OF WORK

ETE

C-26566

RENEWAL

O

STTA

CIL

E

T

AIN

C

RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

44:3

3 AM

C:\U

sers

\Kev

inSC

\Des

ktop

\Rev

it\R

ST2

011\

S11-

066_

Kai

ser M

orse

CU

P.rv

t

9/29/2011

161-994

KSC

JAP


TYPICAL DETAILS

S1.07



CN21

3473

S1.07 1" = 1'-0"1DETAIL

S1.07 1" = 1'-0"2DETAIL



UP

UP

1

1

2

2

3

3

4

41.1 3.9

A A

B B

C C

D D

E E

F F

G G

H H

J J

G

W10

X49

W12

X72

W12

X65

W10

X68

W8X

35

W10

x77

W12

X106

W12

X106

W12

X87

W10

X60

W8X

31

W8X

40

W8X

40

W8X

31

W10

X49

W10

X68

W10

X68

W10

X49

W8X

40

W8X

31

W8X

40

W8X

40

W8X

31

J

F

J

N

K

K

J

F

H

M

N

J

H

F

D

D

D

CC

D

D

D

-1' - 0

"

TOF TYP @

INT PAD FTG

TYP

2' -

6"

-1' - 0"

TOF TYP UNO

-1' - 0

"

TOF TYP UNO

TYP

2' -

6"

165'

- 8"

1' -

6"24

' - 0

"22

' - 8

"22

' - 8

"16

' - 0

"11

' - 1

0"19

' - 4

"28

' - 0

"21

' - 2

"1'

- 6"

91' - 0"

1' - 6" 3' - 0" 46' - 1" 8' - 11" 30' - 6" 2' - 6" 1' - 6"

-1' - 0

"

TOF TYP UNO

-1' - 0

"

TYP @ EXT

PAD FTGS

A

S3.01

A

S3.01

B

S3.01

B

S3.01

C

S3.01

C

S3.01

D

S3.01

D

S3.01

A

S3.02

A

S3.02

A

S3.02

A

S3.02

B

S3.02

B

S3.02

C

S3.02TYP @LOUVER

D

S3.02

TYP

TYP

TYP

TYP

E

S3.02

TYP @DOOR

E

S3.02TYP @DOOR

F

S3.02

TYP @MTL STUDFURRING

F

S3.02


F

S3.02


F

S3.02

E

S3.02TYP @DOOR


G

S3.02

G

S3.02

G

S3.02

H

S3.02TYP @ EXTPAD FTGS

H

S3.02

TYP @ EXTPAD FTGS

J

S3.02

K

S3.02TYP @ INTPAD FTGS

L

S3.02

6" SLAB ON GRADE W/#5@18"CC EW @ MID-DEPTH OVER 2" SANDOVER 15MIL VAPORBARRIER OVER 4"GRAVEL, TYP(TOC = +0'-0")

1

S1.02

SLABCJ, TYP

7

S1.02

SLAB BLOCKOUTTYP

10' - 0"

4

S5.01

WF COLBASE PLTYP

-1' - 6

"

TOF

-1' - 6

"

TOF

-1' - 6

"

TOF TYP UNO

-1' - 0

"

TOF TYP UNO

B

S3.02

B

S3.02

F.O. CMU/CONC

H

S3.02

TYP @ EXTPAD FTG

F.O. CMU/CONC

F.O

. CM

U/C

ON

C

8 1/

8"F.

O. C

MU

F.O

. CM

U/

CO

NC

1' - 6" F.O. CMU/CONC

F.O. CMU/CONC

1' - 6"

L

S3.02

3' - 11 1/4"

4' -

2 1/

2"

F.O. CMU/CONC

F.O

. CM

U/

CO

NC

J

S3.02

5' - 10 3/8" F.O. CMU

F.O

. CM

U/C

ON

C

1'

- 2"

S6.01

1

S6.01

4

1/2"

-1' - 0

"

SS

SS

TOF

FOST1

89000# FOST2

89000#

TCS1 800#

CT3 42500#

GEN2A32000#

GEN1A32000#

CWP52000#

CWP6

2000#

CHP6 3100#

CHP53100#

CHP4 900#

CHP3 900#

PMCC1

AS1 3700#

VFD2

375#

VFD3

375#

VFD1

40#

ET1

4000#

CH3 35100#

VFD4

150#

6" CONC CURBPER

8S1.04

-3' - 0

"

TOF

-1' - 6"TOF

SS

SS

-1' - 0"

TOF TYP UNO

1' -

9"

M

S3.02

M

S3.02

1' - 2"

W12X72

W12X72

W12X72

2'-0"

SQ CONC PIER

TYP OF 6

WEJ

6' -

8"W

EJ*

3' -

0"W

EJ

WEJ

WEJ

1' -

8 3/

4"3'

- 10

"W

EJ *

12' -

2"

WEJ

6"

WEJ*

WEJ*10' - 2" 14' - 0" WEJ 3' - 11" WEJ*11' - 2"

WEJ

WEJ

WEJ

WEJ

*W

EJ*

2' -

0"12

' - 0

"W

EJ*

WEJ

*2'

- 0"

12' -

0"

WEJ* 8' - 6"

WEJ

WEJ

WEJ

WEJ* WEJ* WEJ* WEJ*

5' - 0

"

TOS TYP

FOUNDATION PLAN NOTES:

SITE PREPARATION AND BUILDING PAD CONSTRUCTION SHALL BE DONE IN ACCORDANCEWITH SOILS REPORT #8798.01 DATED JUNE 24, 2010 & SUPPLEMENTAL LETTER DATEDFEBRUARY 10, 2011 BY WALLACE-KUHL & ASSOCIATES. BOTTOM OF FOOTING EXCAVATIONSSHALL BE APPROVED BY GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OFREINFORCING STEEL. FOUNDATIONS SHALL BEAR ON COMPACTED EXISTING SOIL ORENGINEERED FILL PER THE REQUIREMENTS OF THE SOILS REPORT.

1.

INDICATES PAD FOOTING PER SCHEDULE, SEE6. MK

7. INDICATES HSS COLUMN.

A

S2.01

VERIFY ALL BUILDING DIMENSIONS W/ ARCH'L DRAWINGS. NOTIFY THE ARCHITECTIMMEDIATELY IF THERE ARE ANY CONFLICTS W/ DIMENSIONS SHOWN.

2.

SEE SHEETS S1.01 THRU S1.05 FOR TYPICAL NOTES & DETAILS, S5.01 THRU S5.04FOR TYPICAL STEEL DETAILS.

3.

PROVIDE SLAB ON GRADE CONTROL JOINTS CNJ) AS INDICATED PER TYP @ALL INTERIOR SLABS. CONSTRUCTION JOINTS (EJ) MAY REPLACE CONTROL JOINTSAS REQUIRED.

4.

1

S1.02

INDICATES TOP OF FOOTING ELEVATION WITH REFERENCE TOP OF CONCRETE @ FIRSTFLOOR (+0'-0"). REFERENCE DATUM IS +50.65'.

5. -1'-0"

TOF

INDICATES SLAB DEPRESSION, SEE ARCH'L FOR EXACE EXTENT.FOR SLAB DEPRESSION > 2", IT MAY BE NECESSARY TO STEP FTGTO MAINTAIN 1'-6" FTG EMBEDMENT.INDICATES SLAB ON GRADE SLOPE TO DRAIN. SEE ARCH'L FOR EXACTEXTENT LOCATION & AMOUNT OF SLOPE.

INDICATES FOOTING STEP PER 8

S1.02

INDICATES CMU WALL, SEE SECTIONS & FOR THICKNESS & REINFORCING.

INDICATES CONCRETE CURB, SEE PLANS & SECTIONS

ALL STEEL WIDE FLANGE BEAMS/COLUMNS SHALL BE ASTM A992 GR 50.ALL STEEL TUBE BEAMS/COLUMNS SHALL BE ASTM A500 GR B.

8.

9.

SS10.

11.

12.

13.

14. INDICATES MECHANICAL UNIT. SIZE AND LOCATION OFALL MECHANICAL EQUIMENT SHALL BE COORDINATEDBETWEEN THE GENERAL CONTRACTOR ANDMECHANICAL CONTRACTOR

15. INDICATES MECHANICAL UNIT ON 5" TALL HOUSEKEEPINGPAD. SIZE AND LOCATION OF MECHANICAL EQUIPMENTSHALL BE COORDINATED BETWEEN THE GENERALCONTRACTOR AND MECHANICAL CONTRACTOR. FORADDITIONAL INFORMATION REGARDING HOUSEKEEPINGPAD, SEE

11S1.02

16. DENOTES LOCATION OF CMU WALL EXPANSION JOINT PERWEJ3

S1.06

17. DENOTES LOCATION OF CMU WALL EXPANSION JOINT PERWEJ*9

S1.06

INDICATES CONCRETE PIER PER PLAN. FOR ADDITIONAL INFORMATION, SEE 3

S5.03

4

S1.06

18. WHERE CMU WALL PIERS ARE 4'-0" LONG OR LESS REFER TO FOR REINFORCING.10

S1.06

S


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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

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Issue Date:

Facility

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Sheet Title



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1/8" = 1'-0"

10/3

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FOUNDATION PLAN

S2.01



CN21

3473

1/8" = 1'-0"FOUNDATION PLAN

FOOTING SCHEDULEMK SIZE REINFORCING

A 3'-0" X 3'-0" X 1'-6" 3-#5 EW (B)C 5'-0" X 5'-0" X 1'-6" 5-#5 EW (B)D 6'-0" X 6'-0" X 1'-6" 6-#5 EW (B)F 8'-0" X 8'-0" X 2'-0" 8-#6 EW (B)G 9'-0" X 9'-0" X 2'-6" 9-#7 EW (B)H 10'-0" X 10'-0" X 2'-6" 10-#7 EW (B)J 11'-0" X 11'-0" X 3'-0" 11-#8 EW (B)K 12'-0" X 12'-0" X 3'-0" 12-#8 EW (B)M 14'-0" X 14'-0" X 3'-6" 14-#9 EW (B)N 15'-0" X 15'-0" X 3'-6" 15-#9 EW (B)

AS2.01



DN

DN

1

1

2

2

3

3

4

41.1 3.9

A A

B B

C C

D D

E E

F F

G G

H H

J J

W24X55 (18) C=1" W24X76 (5,15)

W24

X55

(18,

2,18

)W

27x1

14 (

11,1

1,16

)W

24X8

4 (3

3,2,

33)

W24

X55

(12,

12)

W21X83 (28)

W24

X55

(4,4

)W

24X5

5 (1

1,2,

11)

W24

X55

(11,

2,11

)W

24X5

5 (1

7,2,

17)

W24X76 (76) C=1"

W24X76 (92) C=1"

W24X76 (92) C=1"

W24X68 (126) C=1"

W24X76 (76) C=1"

W24X68 (126) C=1"

W24X68 (126) C=1"

W24X68 (126) C=1"

W24X68 (126) C=1"

W24X76 (92) C=1"

W21

X44

(8,2

,8)

W27

X84

(4,3

,6)

W24

X55

(6,2

,6)

W21X44 (22)

W21X44 (22)

W21X44 (22)

W27X94 (28,29)

W24X55 (44) C=3/4"

W24X55 (44) C=3/4"

W24X55 (44) C=3/4"

W24X55 (44) C=3/4"

W24X103 (39)

W24X55 (58) C=3/4"

W21X55 (23)

W24

X55

(4,4

)

C12X20.7

W16X26 (11) C=3/4"

W18X35 (18) C=3/4"

W18X35 (18) C=3/4"

W16X26 (14) C=3/4"

W18X35 (18) C=3/4"

W18X35 (18) C=3/4"

W18X35 (18) C=3/4"

W18X35 (18) C=3/4"

W18X35 (18)

W18X35 (18)

W18

X35

(5,2

,5)

W21

X44

(5,5

,5,5

) C

=3/4

"W

18X3

5 (5

,2,5

)

W18

X35

(5,2

,5)

W21

X44

(5,5

,5,5

) C

=3/4

"W

18X3

5 (5

,2,5

)

W24

X68

(13

,13,

13,1

3)

10' - 6 3/8"

W10X12 (6)

28' -

0"

TOW

28' -

0"

TOW

28' -

0"

TOW

W8X

35

W10

X49

CONC OVER MTL DECK PERNOTE #6. (TOC = +19'-0")

(B)

(B)

C12

X20

.7

C12

X20

.7

CL WF

A

S3.01

A

S3.01

B

S3.01

B

S3.01

C

S3.01

C

S3.01

D

S3.01

D

S3.01

A

S3.03TYP

B

S3.03

C

S3.03TYP

C

S3.03

TYP

D

S3.03TYP @

LOUVER

E

S3.03

F

S3.03

G

S3.03H

S3.03

J

S3.03

K

S3.03

L

S3.03

A

S3.04

B

S3.04

5

S5.01

TYP

TYP

1

S5.01

TYP

10

S5.01

7

S5.01TYP

14

S5.01

TYP

A

S3.03TYP

S6.01

5

S6.01

2

1' -

11 3

/4"

CL

WF

W12X14 (8)

25' -

0"

25' -

0"

TOW

TOW

W14X22

RAD1

7000#

RAD2

7000#

AHU3

14500#

B1

2000#

B2

2000#HPW

1

225#

HPW2

225#

VFD5

40#

ET2

1200#

AS2

250#

VFD5

40#

PEQ1 800#

PLS1

800#

PCR1

800#

PNR1

800#

P2HLS1

1600#

P2HCR13200#

P2HEQ1

3200#

P2HNR1

3200#

PS1

20000#

ATS17

3100#

ATS18

3100#

ATS19

3100#

ATS20

3100#

ATS21

3100#

PC6

14000#

XFMR1

20000#

PMSB1

7000#

C

S3.04

9' -

0"12

' - 0

"12

' - 0

"12

' - 0

"12

' - 0

"9'

- 0"

F.O

. CM

U

2'

- 0"

W4X13

@ MECH'L SCREEN

TYP

(S)

(S)

(S)

(S)

(S)

(S)

(S)(S)

(S)

(S)

(S)

(S)

(S)

(S)

19' -

10"

18' -

5"

TOS

TOS

2

S5.01

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

P-B

LKG

M

S3.03

W18X35 (5)

SLOPE

W18

X35

(7)

W18

X35

(7)

W18X35 (10)

W10

W10

(S) (S)

W12

X26

W12

X26

12

S5.01

TYP

FLOOR FRAMING PLAN NOTES:

W18X35 (32) INDICATES BEAM SIZE AND NUMBER OF 3/4"Ø WELDED HEADED STUDS ONTOP OF STEEL BEAM. PROVIDE 3/4"Ø STUDS @ 24"CC MINIMUM AT ALL BEAMS THATRECEIVE MTL DECK AND CONCRETE FILL UNO.

1.

2. INDICATES WF COLUMN PER PLAN.

3.

ALL BEAMS SHALL BE EQUALLY SPACED BETWEEN DIMENSIONED COLUMNS (OR BEAMSWHERE OCCURS) AS SHOWN, TYP UNO.

4.

INDICATES NON-MOMENT FRAME MOMENT CONNECTION, SEE3

S5.01,

ALL STEEL WIDE FLANGE BEAMS/COLUMNS SHALL BE ASTM A992 GR 50.ALL STEEL TUBE BEAMS/COLUMNS SHALL BE ASTM A500 GR B.

5.

6. TYPICAL FLOOR DECK SHALL BE 3 1/2" NW CONCRETE W/ #3 @ 18"CC EWOVER 3"X18GA METAL FLOOR DECK, 2 SPAN MIN. FOR DECK WELDINGREQUIREMENTS, SEE

A

S5.02

7. INDICATES SINGLE ROW 'SLIP - CRITICAL' BOLTED CONNECTION PERUSE SC BOLTS @ DRAG LINES TYP, SEE PLAN.

11

S5.01OR

8. INDICATES DOUBLE ROW 'SLIP - CRITICAL' BOLTED CONNECTION PERUSE SC BOLTS @ DRAG LINES TYP, SEE PLAN.

11

S5.01OR

9

S5.01

10

S5.01&

INDICATES WF COLUMN FOR MECHANICAL SCREEN PER PLAN.(S)

INDICATES W12X19 BLKG BM FOR MECH'L PIPING SUPPORT.LOCATIONS SHOWN ARE F0R REFERENCE ONLY, GC TO COORDINATEW/ FS & MEP DWGS FOR PIPE HANGER LOCATIONS.FOR BLKG BM END ATTACHMENTS, SEE

P-BLKG

1

S5.01

9.

DENOTES W10X12 BEAM TYP UNO.


W10

W12

10.

12

S5.01

12

S5.01

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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

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1/8" = 1'-0"

10/3

/201

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2ND FLOOR FRAMING PLAN

S2.02



CN21

3473

1/8" = 1'-0"2ND FLOOR FRAMING PLAN



1

1

2

2

3

3

4

41.1 3.9

A A

B B

C C

D D

E E

F F

G G

H H

J J

W21X44 (18) C=3/4"

W21

X44

(6,2

,6)

W21

X44

(6,2

,5)

W21

X44

(5,2

,6)

W21

X44

(4,4

)

W21X44 (30) C=1 1/4"

W24

X55

(7,7

)W

24X5

5 (1

9,2,

20)

W24

X55

(19,

2,19

)W

24X5

5 (2

9,2,

29)

W21X44 (28) C=1 1/4"

W21X44 (31) C=1 1/2"

W21X44 (33) C=1 1/2"

W21X44 (18) C=1 1/2"

W24X68 (20)

W24

X55

(6,2

,6)

W24

X55

(6,2

,6)

W24

X55

(5,2

,6)

W24

X55

(4,4

)

W21X44 (26) C=1 1/4"

W21X44 (26) C=1 1/4"

C12X20.7

MC

18X4

2.7

MC

18X4

2.7

W14X22 (29) C=1 1/2"

W21X44 (26) C=1 1/4"

W21X44 (31) C=1 1/2"

W21X44 (32) C=1 1/2"

W21X44 (27) C=1 1/4"

W21X44 (41) C=1 3/4"

W24X55 (37) C=1 1/2"

W24X55 (44) C=1 3/4"

W24X55 (44) C=1 3/4"

W24X55 (33) C=1 3/4"

W24X55 (36) C=1 3/4"

W24X55 (37) C=1 3/4"

W24X55 (33) C=1 3/4"

W24X55 (36) C=1 1/2"

W24X55 (34) C=1 1/2"

39' -

8"

TOW

35' -

6" TOS

TYP LINE 1

37' -

6" TOS

TYP LINE 2

35' -

6" TOS

TYP LINE 4

39' -

8"

TOW

39' -

8"

TOW

39' -

8"

TOW

39' -

8"

TOW

SLOPESLOPE

A

S3.01

A

S3.01

B

S3.01

B

S3.01

C

S3.01

C

S3.01

D

S3.04

D

S3.04

E

S3.04

E

S3.04

TYP

TYP

F

S3.04

F

S3.04

G

S3.04

H

S3.04

6

S5.01

TYP

1

S5.01

TYP

2

S5.01

TYP

8

S5.01

TYP

CONC OVER MTL DECK PERNOTE #12. (TOC VARIES)

S6.01

3

W12X26

W12X26

W12

X26

W12

X26

W12

X26

J

S3.04

W12

X26

W12

X26

W12

X26

PIPE6STD

TYP @ M

ECH'L SCREEN

W12X26 W12X26

J

S3.04

SIM

J

S3.04

SIM

5' -

3"4'

- 7"

W21X44 (6)

AHU2

AHU1

5000LB

EF2

200#

EF1

200#

AHU1

5000#

W12

X26

W12

X26

(S) (S)

(S)(S)

(S)

(S)(S)

(S)

(S)

(S) (S)

(S)

(S)

(S)

(S) (S)

(S)(S)

(S)

(S)(S)

(S)

L

S3.04K

S3.04

E

S3.04

W12

X26

W12

X26

W12

W12

W10

W10

W10

W12

W12

W10

W21

X44

(6)

W21

X44W12 W12

W21

X44

W21

X44

W21X44 (6)

TYP @LOUVER

W12X26

E

S3.04

K

S3.04

TYP @LOUVER

E

S3.04

5' -

10"

W12

X26

W12

X26

W21X44 (6)

W24X55 (31) C=1 1/2"

ROOF FRAMING PLAN NOTES:

1.

2.

3.

4. DASHED LINE INDICATES ANGLE BRACE. ARROW INDICATES LOW END, SEEFOR DETAILS.

5. INDICATES MECHANICAL UNIT. SIZE AND LOCATION OF ALL MECHANICALEQUIPMENT SHALL BE COORDINATED BETWEEN THE GENERALCONTRACTOR AND MECHANICAL CONTRACTOR. PROVIDE W12x19BLKG BMS @ EDGES OF ALL UNITS TYP UNO ON PLAN.

6. INDICATES NON-MOMENT FRAME MOMENT CONNECTION, SEE

7. INDICATES W12X19 BLKG BM FOR MECH'L PIPING SUPPORT.LOCATIONS SHOWN ARE F0R REFERENCE ONLY, GC TO COORDINATEW/ FS & MEP DWGS FOR PIPE HANGER LOCATIONS.FOR BLKG BM END ATTACHMENTS, SEE

P-BLKG

1

S5.01

8. INDICATES SINGLE ROW 'SLIP-CRITICAL' BOLTED CONNECTION PER USE SC BOLTS @ DRAG LINES TYP - SEE PLAN.

10

S5.01

11

S5.01

10

S5.019. INDICATES DOUBLE ROW 'SLIP-CRITICAL' BOLTED CONNECTION PER USE SC BOLTS @ DRAG LINES TYP - SEE PLAN.

10. INDICATES WELDED COLLECTOR CONNECTION PER USE SC BOLTS @ DRAG LINES TYP - SEE PLAN.

ALL BEAMS SHALL BE EQUALLY SPACED BETWEEN DIMENSIONED COLUMNS (OR BEAMSWHERE OCCURS) AS SHOWN, TYP UNO.

11.

TYPICAL ROOF DECK SHALL BE 3 1/2" NW CONCRETE W/ #3 @ 18"CC EW OVER 3"X18GAMETAL DECK. DECK SHALL BE 2 SPANS MIN W/O SHORING. FOR DECK WELDINGREQUIREMENTS, SEE

12.

A

S5.02

ALL STEEL WIDE FLANGE BEAMS/COLUMNS SHALL BE ASTM A992 GR 50.ALL STRUCTURAL STEEL TUBE BEAMS/COLUMNS SHALL BE ASTM A500 GR B.

13.

3

S5.01

7

S5.01

W18X35 (32) INDICATES BEAM SIZE AND NUMBER OF 3/4"Ø WELDED HEADED STUDS ONTOP OF STEEL BEAM. PROVIDE 3/4"Ø STUDS @ 24"CC MINIMUM AT ALL BEAMS THATRECEIVE MTL DECK AND CONCRETE FILL UNO.

INDICATES WF COLUMN PER PLAN.

INDICATES WF COLUMN FOR MECHANICAL SCREEN PER PLAN.(S)



W10

W12

14.

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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

1/8" = 1'-0"

10/3

/201

1 7:

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ROOF FRAMING PLAN

S2.03



CN21

3473

1/8" = 1'-0"ROOF FRAMING PLAN



0' - 0"TOC

0' - 0"TOC

19' - 0"T.O.C.

19' - 0"T.O.C.

39' - 8"T.O. PARAPET


25' - 0"TOW

A B C D E F G H J

CONC OVER MTL DECKPER PLAN TYP

8" CMU WALL PERPLAN TYP UNO

WF BEAM PERPLAN TYP


CONT FTG PERPLAN TYP

10" CMU WALLPER PLAN

TOCVARIES

0' - 0"TOC

0' - 0"TOC

19' - 0"T.O.C.


A B C D E F G H J


8" CMU WALLPER PLAN TYP

WF BEAM PERPLAN TYP



WF BEAM PERPLAN TYP

TOCVARIES

T.O. PARAPET28'-0"

T.O. SCREENWALL45' - 6" MECH'L SCREEN FRMG

PER PLAN, TYP

0' - 0"TOC

0' - 0"TOC

19' - 0"T.O.C.

19' - 0"T.O.C.



1 2 3 41.1 3.9


8" CMU WALLPER PLAN TYP

WF BEAM PERPLAN TYP


WF GIRDER PERPLAN TYP

WF COL PERPLAN TYP

+38'-0 1/2"TOC @ RIDGE

T.O. SCREENWALL45' - 6"

MECH'L SCREEN FRMGPER PLAN, TYP

0' - 0"TOC

25' - 0"TOW

1 2 3 4


8" CMU WALL PERPLAN TYP UNO

WF BEAM PERPLAN TYP

CONC SLAB ON GRADEPER PLAN TYP


10" CMU WALLPER PLAN

TOCVARIES

WF GIRDER PERPLAN TYP

T.O. PARAPET28'-0"

33' - 0"T.O. SCREENWALL

TOS5'-0"

BOC-6'-0"

MECH'L SCREEN FRMGPER PLAN, TYP

S


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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

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BUILDING SECTIONS

S3.01



CN21

3473

S3.01 1/8" = 1'-0"ASECTION

S3.01 1/8" = 1'-0"BSECTION

S3.01 1/8" = 1'-0"CSECTION S3.01 1/8" = 1'-0"DSECTION



0' - 0"TOC

TOFSEE PLAN

1' -

6"

3" C

LRTY

P

SEE PLAN

3" CLR TYP 3-#5 CONT

#5 DOWEL @ 16"CCALT TAIL

12"

SEE PLANF.O. CMU

-

8" CMU WALL W/ #5@16"CCVERT & #4@24"CC HORIZ

#4 CONT

#5 DOWEL @ 18"CC


24"

0' - 0"TOC

TOFSEE PLAN

3-#5 CONT


12"

F.O. CMU

-


SEE PLAN

#5 X 4'-0" DOWEL@ 16"CC


1' -

6"

CLR

3"

SEE PLANCLR

3"

0' - 0"TOC

4

TOFSEE PLAN

1' -

6"

3" C

LR

SEE PLAN

3" CLR TYP

3-#5 CONT

F.O. CONC

#4 CONT

#5 DOWEL @ 18"CC


24"

SEE PLAN

LOUVER PERARCH'L

0' - 0"TOC

E

TOFSEE PLAN

3-#5 CONT

F.O. CONC


1' -

6"

DOOR PER ARCH'L

3" C

LR

SEE PLAN

3" CLR TYP

#5 DOWEL @18"CC TYP

24"

#4 CONT

1S1.02

SLAB CJ PER

SEE PLAN

0' - 0"TOC

TOFSEE PLAN

3-#5 CONT

F.O. CONC


SEE PLAN

#5 DOWEL @18"CC TYP

24"#4 CONT

ROLL-UP DOORPER ARCH'L

EXT FLATWORKPER ARCH'L

1' -

6"

3" C

LR

SEE PLAN

3" CLR TYP

-

0' - 0"TOC

TOFSEE PLAN

3-#5 CONT


12"

F.O. CMU

-


#4 CONT

#5 DOWEL @ 18"CC


24"

SEE PLAN

6"X20GA MTL STUDS@ 16"CC

1' -

6"

3" C

LR

SEE PLAN

3" CLR TYP

CONT 20GA HAT CHANNEL W/3/8"ø SIMPSON TITANSCREWS @ 12"CC T&B.LOCATE @ T&B OF MTL STUD& A MAX OF 6'-0"CC BTWN

#10 SMS @EA STUD

0' - 0"TOC

TOFSEE PLAN

3-#5 CONT

#4 CONT

#5 DOWEL@ 18"CC


24"

1' -

6"

3" C

LR

2' - 6"

3" CLR TYP

6"X18GA MTL STUDS @ 16"CC

6"X18GA CONT TRACKATTACH TO SLAB PER

1S1.03

1' - 0"

-

SEE PLAN SEE ARCH'LF.O. CONC FS

SLOPE TOP OF CONC SLAB FORDRAINAGE IN THIS AREA. MINIMUMSLAB THICKNESS IS 4 1/2"

0' - 0"TOC

-

SEE SCHEDULE

EQ EQ

TOFSEE PLAN

SEE

SC

HE

DU

LE

FTG REINF PERSCHEDULE

WF COL PER PLAN

8" CMU WALL W/ #5 @ 16"CCVERT & #4 @ 24"CC HORIZ

SEE PLANF.O. CMU CL WF

3" C

LR

BASEPLATE PER

SLAB BLOCKOUT PER

4S5.01

7S1.02

#4 CONT CONC SLAB ON GRADEPER PLAN

#5 DOWEL @ 18"CC

24"

#5 DOWEL @ 16"CCALT TAILS

12"

3" CLR TYP

PERIMETER FTG BYND (DASHED)CONT HORIZ REINF THRU SPREADFTG WHERE OCCURS

0' - 0"TOC

-

TOFSEE PLAN


WF COL PER PLAN

8" CMU WALL W/ #5 @ 16"CCVERT & #4 @ 24"CC HORIZ

F.O. CMU CL WF

BASEPLATE PER

SLAB BLOCKOUT PER

4S5.01

7S1.02


#5 DOWEL @ 16"CCALT TAILS

12"

SEE PLAN

#5 X 4'-0" DOWEL@ 16"CC

#5 DOWEL @ 18"CC

24"

EQ EQ

SEE SCHEDULE

3" CLR TYP

SC

HE

DU

LESE

E

3" C

LR

PERIMETER FTG BYND (DASHED)CONT HORIZ REINF THRU SPREADFTG WHERE OCCURS

0' - 0"TOC

2


WF COL PER PLAN

CL WF

BASEPLATE PER

SLAB BLOCKOUT PER

4S5.01

7S1.02


SEE SCHEDULE

EQ EQ

3" CLR TYP

SEE

SC

HE

DU

LE

3" C

LR

TOFSEE PLAN

#5 DOWEL @ 18"CC TYP

24"

CONC CURB & MTLSTUDS PER

MS3.02

0' - 0"TOC

-

SEE PLANF.O. CMU

10" CMU WALL W/ #7 @ 16"CC EFVERT & #4 @ 24"CC EF HORIZ


#7 DOWEL @ 16"CCALIGN W/ WALL VERTS

12"

#5 DOWEL @ 18"CC

24"

#4 CONT

TOFSEE PLAN

2' -

6"

2" C

LR3"

CLR

SEE PLAN

3" CLR TYP

7-#8 CONT T&B

#4 TIES @ 8"CC

0' - 0"TOC

2

1' - 0" CLR

3"

CONC SLAB ON GRADEPER PLAN#4 CONT

T&B1' -

6"1'

- 0"

6"X20GA MTLSTUDS @ 16"CC

8

S1.04

AS IN

CONT 6"X20GATRACK

#4 @ 12"CC ROTATEHOOK AS REQ'D TOPROVIDE 3" MIN COVER

#3 CONT

S


R

EFORPDERETSIGE

S I N

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AREA OF WORK

ETE

C-26566

RENEWAL

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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

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SECTIONS

S3.02



CN21

3473

S3.02 1/2" = 1'-0"ASECTION S3.02 1/2" = 1'-0"BSECTION S3.02 1/2" = 1'-0"CSECTION S3.02 1/2" = 1'-0"DSECTION S3.02 1/2" = 1'-0"ESECTION

S3.02 1/2" = 1'-0"FSECTION S3.02 1/2" = 1'-0"GSECTION S3.02 1/2" = 1'-0"HSECTION S3.02 1/2" = 1'-0"JSECTION

S3.02 1/2" = 1'-0"KSECTIONS3.02 1/2" = 1'-0"LSECTION

S3.02 1/2" = 1'-0"MSECTION



19' - 0"T.O.C.

F.O. CMUPLANSEE

WF BM PER PLAN

WF BM PER PLAN

CONC OVER MTL DECKPER PLAN

CLOSURE PL PER1

S5.03

-

8" CMU WALLPER

AS3.02

19' - 0"T.O.C.

4 3.9

F.O. CMU

CLOSURE PL PER1

S5.03

PLANSEE

ARCH'LSEEFS

B.O. CMUSEE ARCH'L

2 - #5 CONT

8" CMU WALLPER

AS3.02


WF BEAM PER PLAN

CONC 6"X18GA SLIP TRACKATTACH TO METAL DECK PER

WF BEAM PER PLAN

6"X18GA METALSTUDS @ 16"CC

4S1.04

19' - 0"T.O.C.

E

F.O. CMU

CLOSURE PLPER

1S5.03


WF BM PER PLAN

8" CMU WALL PERA

S3.02

PLANSEE

19' - 0"T.O.C.

1

F.O. CMU

CLOSURE PL PER1

S5.03

8" CMU WALLPER

AS3.02

PLANSEE


WF BM PER PLAN

LOUVER PER PLAN

2-#5 CONT

19' - 0"T.O.C.

A

CLOSURE PL PER1

S5.03

8" CMU WALLPER

AS3.02

WF BEAM PER PLAN

ROLL-UP DOORPER ARCH'L


DOOR PER ARCH'L

SEE PLANF.O. CMU

19' - 0"T.O.C.

A

WF BM PER PLAN

BENT PL AS IN

8" CMU WALLPER

AS3.02

1S5.03

F.O. CMU SEE PLAN

19' - 0"T.O.C.

4


C LEDGER PER PLANATTACH TO CMU WALLPER

8" CMU WALLPER A

S3.02

2S5.03

SEE PLANF.O. CMU

19' - 0"T.O.C.

3

PLANSEEF.O. CMU


C LEDGER PER PLANATTACH TO CMU WALLPER

8" CMU WALLPER A

S3.02

2S5.03

C PER PLAN

19' - 0"T.O.C.

E

F.O. CMU

CLOSURE PLPER

1S5.03 8" CMU WALL PER

AS3.02


WF BM PER PLAN

STAIRSSEE SHEET S6.01

PLANSEE

F

F.O. CMU

CLOSURE PLPER

1S5.03

8" CMU WALLPER

AS3.02

PLANSEE

WF BM PER PLAN


TOSVARIES

19' - 0"T.O.C.

F

CLOSURE PLPER

1S5.03

8" CMU WALL PERA

S3.02



WF BM PER PLAN

C LEDGER PER PLANATTACH TO CMU WALLPER 2

S5.03

PLANSEE F.O. CMU

19' - 0"T.O.C.

J



8" CMU WALLPER A

S3.02

CLOSURE PLPER

1S5.03

T.O. PARAPET28' - 0"

POPOUT FRMG &ATTACHMENT PERARCH'L

ARCH'LSEE

PLANSEEFS

METAL PANELPER ARCH'L, TYP

6"

WF BM PER PLAN

S


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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

1/2" = 1'-0"

10/3

/201

1 7:

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SECTIONS

S3.03



CN21

3473

S3.03 1/2" = 1'-0"ASECTION

S3.03 1/2" = 1'-0"BSECTION

S3.03 1/2" = 1'-0"CSECTION S3.03 1/2" = 1'-0"DSECTION

S3.03 1/2" = 1'-0"ESECTION

S3.03 1/2" = 1'-0"FSECTION S3.03 1/2" = 1'-0"GSECTION S3.03 1/2" = 1'-0"HSECTION

S3.03 1/2" = 1'-0"JSECTION S3.03 1/2" = 1'-0"KSECTION

S3.03 1/2" = 1'-0"LSECTION

S3.03 1/2" = 1'-0"MSECTION



4

CLOSUREPL PER 1

S5.03

8" CMU WALLPER A

S3.02

F.O. CMU

TOS

PLANSEE


WF BM PER PLAN

TOW28'-0"


W4X13 VERTPER PLAN

1' - 2" CL WF

HSS4X4X5/16 HORIZ T&B.ATTACH TO MAIN VERTPER

10S5.03

W4X13 INTERMEDIATE PICKETS BYND.SPACE PICKETS EQUALLY BTWN MAINVERTS (6'-0" MAX SPACING). ATTACHTO HSS HORIZ T&B PER

11S5.03

4' -

6"1'

- 6"

2"7"

18' - 5"

METAL PANELPER ARCH'L

13

S5.03

TYP

CL

PL

CL

PL

PROVIDE #5 VERTS @ 8"CC @PARAPET. CONT ADD'L BARS5'-0" BELOW TOS ELEVATION

J

CLOSURE PLPER

1S5.038" CMU WALL

PER AS3.02

F.O. CMU


WF BM PER PLAN

PLANSEE

TOSVARIES

T.O.PARAPET28'-0"


W4X13 VERTWHERE OCCURS

12

S5.03

SIM


HSS4X4X5/16 HORIZ T&BATTACH TO MAIN VERTPER

10S5.03


CLOSURE PL PER1

S5.03

8" CMU WALLPER A

S3.02

F.O. CMU

-


WF BM PER PLAN

TOCVARIES

PLANSEE


4

CLOSURE PLPER

1S5.03

8" CMU WALLPER

AS3.02

F.O. CMU


WF BM PER PLAN

TOSSEE PLAN

PLANSEE


4

8" CMU WALLPER A

S3.02

F.O. CMUPLANSEE


WF BM PER PLAN

C LEDGER PER PLANATTACH TO CMU WALLPER 2

S5.03


F

8" CMU WALLPER A

S3.02C LEDGER PER PLANATTACH TO CMU WALLPER

2S5.03

WF BM PER PLAN


TOCVARIES

PLANSEE F.O. CMU

E

8" CMU WALLPER A

S3.02

TOCVARIES

WF BM PER PLAN TYP


6S1.06

CMU TOMTL DECK

F.O. CMUPLANSEE

D

T.O. PL+39'- 0"

TOSVARIES

PIPE8XX-STRONG,TYP OF 2

DBL L3X3X5/16KICKER

W4X13 VERT @ EAPIPE STUB

W4X13 INTERMEDIATE PICKETS BYND.SPACE PICKETS EQUALLY BTWN MAINVERTS (6'- 0" MAX SPACING). ATTACH TOHORIZ HSS T&B PER

HSS4X4X5/16 HORIZ T&BATTACH TO MAIN VERT PER

10S5.03

CL PIPECL HSS& PIPE

T.O. SCREENWALL+45'- 6"

1' -

6"C

L PL

& BO

LT

T.O. PL+39'- 0"

7

S5.03

TYP9

S5.03

8

S5.03


10

S5.03

PICKET TO

TYPHORIZ AS IN

WF BMPER PLAN

WF BLKG BMPER PLAN

9

S5.03

SIM

11S5.03

3' - 0"

3


CLOSUREPL PER 1

S5.03

TOS

TOW28'-0"

W4X13 VERTPER PLAN

HSS4X4X5/16 HORIZ T&B.ATTACH TO MAIN VERTPER

10S5.03

W4X13 INTERMEDIATE PICKETS BYND.SPACE PICKETS EQUALLY BTWN MAINVERTS (6'-0" MAX SPACING). ATTACHTO HSS HORIZ T&B PER

11S5.03


12

S5.03

TYP

CL

PL

CL

PL1'

- 6"

4' -

0"

7"

19' - 10"

WF COL PER PLAN

WF BM PER PLAN


8" CMU WALLPER

AS3.02

CL WF

1/2"

PLANSEEF.O. CMU

2"



4 3.9

METAL PANELPER ARCH'L, TYP

WF BM PER PLAN

TOSSEE PLAN

TOF46' - 8"

PLANSEE

ARCH'LSEEFS

6"

8" CMU WALLPER A

S3.02

CLOSURE PLPER

1S5.03

CONC OVER MTL DECKPER PLANPOPOUT FRMG &

ATTACHMENT PERARCH'L

F.O. CMU


1 1.1

WF BM PER PLAN


8" CMU WALLPER A

S3.02

2-#5 BARS

2-#5 BARS

LOUVER PER ARCH'L

CLOSURE PLPER

1S5.03

TOSSEE PLAN

S


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EFORPDERETSIGE

S I N

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AREA OF WORK

ETE

C-26566

RENEWAL

O

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CIL

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C

RDATEF LA IC FO

ESN ICHD AR

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CUM AAYNE

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02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

1/2" = 1'-0"

10/3

/201

1 7:

44:5

8 AM

C:\U

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KSC

JAP


SECTIONS

S3.04



CN21

3473

S3.04 1/2" = 1'-0"ASECTION S3.04 1/2" = 1'-0"BSECTION

S3.04 1/2" = 1'-0"DSECTION S3.04 1/2" = 1'-0"ESECTION

S3.04 1/2" = 1'-0"FSECTION S3.04 1/2" = 1'-0"GSECTION

S3.04 1/2" = 1'-0"HSECTION S3.04 1/2" = 1'-0"

JSECTION

S3.04 1/2" = 1'-0"CSECTION

S3.04 1/2" = 1'-0"LSECTION

S3.04 1/2" = 1'-0"KSECTION



BASE PLATESCHEDULE

510SD001-Rev

1"1"

3/4"

't''B''A'

16"18"21"W12

W10

BASE PLATE SIZE

W8

COLUMNSIZE

16"18"21"

513SD001-1

CONNECTION SCHEDULE

10-1"Ø

9-1"Ø

7

6

5

5

4

3

W36

W33

W30

W27

W24

W21

W18

2

W16

SHR PL 'T'A325-N

W12 & W14

W8 & W10

BEAM SIZE

1/4"

3/8"

3/8"

1/4"

1/4"

1/4" 3/8"

3/8"

5/16"

3/16"

3/16"

1/4"

1/4"

1/2"

5/8"

3/8"

3/8"

3/8"

NO. & DIA.

BOLTS

- 7/8"Ø

- 7/8"Ø

- 7/8"Ø

- 7/8"Ø

- 7/8"Ø

- 7/8"Ø

- 7/8"Ø

1. THIS SCHEDULE APPLIES TO NON-FRAME CONNECTIONS, TYPICAL.

C8 & C10 - 7/8"Ø2 3/16"

3/8"

1/4"

1/4"

8-1"Ø

MAX. LOADCAPACITY

26.1

26.1

39.1

78.3

97.9

97.9

117

137

152

227

275

W

K

K

K

K

K

K

K

K

K

K

K

2. LRFD LOAD CAPACITY PER AISC MANUAL 13TH ED., TABLE 10-9A.

2

513SD002-12

D >

12"

BOLT

S@

3"C

C'K

'

2 1/2"1 3/4"

1 3/

4"

WF BEAM ORGIRDER, SEEPLAN

COPE FLANGET&B AS REQD

1 3/4" END OFBM

FACE OFWEB

FOR PL 'T' ANDBOLTS, SEE

'K'

@ 3

"CC

BOLT

S

D <

12"

NOTE: CONTRACTOR MAY USE HORIZONTAL SHORT SLOTTED HOLES FORTHESE CONNECTIONS ONLY. THE SHORT SLOTTED HOLES SHALLBE IN THE BEAM WEB WITH HARDENED WASHERS PROVIDEDOVER THE SLOTS. TYPE 'N' BEARING CONNECTIONS SHALL BE USED.

1 3/

4"


1 3/

4"

FACE OFWEB

1 3/4" 2 1/2"

COPE FLANGET&B AS REQD


BMEND OF1 3/4"

1 3/

4"

BEAM TO BEAM - ONE SIDE

DETAIL

WSEE

SCHEDULE

A

S5.01

A

S5.01

A

S5.01

A

S5.01

WSEE

SCHEDULE

513SD003-12

WF BEAM ORGIRDER, SEE PLAN

COPE FLANGEAS REQD

2 1/2"1 3/4"

'K'

1 3/

4"1

3/4"

1 3/4" END OF BM

BOLT

S@

3"C

C

NOTE:IF A>6" EXTENDSHEAR PL FULL DEPTHAS IN

'A'

FACE OFWEB

NOTE: CONTRACTOR MAY USE HORIZONTAL SHORT SLOTTED HOLESFOR THESE CONNECTIONS ONLY. THE SHORT SLOTTED HOLESSHALL BE IN THE BEAM WEB WITH HARDENED WASHERSPROVIDED OVER THE SLOTS. TYPE 'N' BEARING CONNECTIONSSHALL BE USED UNO ON THE DRAWINGS.

BEAM TO BEAM - TWO SIDES

DETAIL


A

S5.01

A

S5.01

1

S5.01

WSEE

SCHEDULE

513SD004-12

FACE OFWEB

BMEND OF1 3/4"


1 3/

4"

1 3/4" 2 1/2"

'K'

1 3/

4"

@ 3

"CC

BOLT

S


1 3/4" END OFBM

BOLT

S@

3"C

C1

3/4"

'K'

2 1/2"1 3/4"FACE OFWEB

NON-FRAME MOMENT CONNECTIONBEAM TO BEAM

DETAIL

FOR PL 'T', BOLTS ANDWELDS, SEE

A

S5.01

WSEE

SCHEDULE

A

S5.01

CJP T&BFLANGES

TYP

FOR PL 'T', BOLTS ANDWELDS, SEE

A

S5.01

WSEE

SCHEDULE

A

S5.01

CJP T&BFLANGES

TYP

513SD010-12

WF GIRDER

WF BM

3" 3"

FULL DEPTH SHEAR PLW/ A325-SC BOLTSSEE

ADD'L BOLTTOP & BOTT

'D '

ADD SHAPED PL 3/8"WHERE D2<D1/2 AND/ORWHERE D1-D2>10"WHERE D1-D2>18",USE 5/8" PL

3"EQ

1 3/

4"'K

'EQ

7/8"

Ø A

325-

SC B

OLT

SW

HER

E SH

APED

PL

OC

CU

RS

'K'

NOTE: WHERE BEAMS FRAME INTO GIRDER FROM BOTH SIDES, THE REQUIREMENTS OF THIS DETAIL NEED ONLY APPLY TO ONE BEAM UNO

(3" M

IN)

1 MIN1

1 3/4"

DETAIL

1/4

WSEE

1

'D ' 2

A

S5.01

A

S5.01

DETAIL

WF COLUMNSEE PLANS

2" 2"EQ EQ

EQEQ

5"5"

2"2"

2" FLOWABLENON-SHRINKGROUT UNDER PL

't' BASE PLATE

2-2"Ø AIR HOLES

TYP WF BASE PL510SD009-12

-

-

3/8 'T'

2-1 1/16"Ø HOLES FOR

ANCHOR RODS W/ DBL3/4"Ø X 18" F1554 GR 36

NUTS AND 6" PROJ

1/2" NO WELD TYP

3/8TYP @FLANGE

'A'

'B'

512SD001-12

DETAIL

WF COLUMN

NOTE:CONDITION WITHBEAM EA SIDEOF COL SIMILAR

WF GIRDEROR BEAM

FOR PL, WELDSAND BOLTSSEE

1 3/

4"1

3/4"

3"C

C

BOLT

S @

'K'

BEAM TO COLUMNFLANGE - FLOOR

A

S5.01

1 3/4" 2 3/4"

1 3/4"

512SD002-12

DETAIL

WF COLUMN

NOTE:CONDITION WITHBEAM EA SIDEOF COL SIMILAR

WF GIRDEROR BEAM

FOR PL, WELDSAND BOLTSSEE

1/2" CAP PL

'K'

1 3/

4"BO

LTS

@

3"C

C

1 3/

4"

BEAM TO COLUMNFLANGE - ROOF

A

S5.01

1/4

1 3/4" 2 3/4"

1 3/4"

512SD004-12

DETAIL

WF COLUMNSEE PLANS

WF GIRDEROR BEAM

FOR PL 'T' ANDBOLTS SEE

PL TOP ANDBOTTOM 1/2" AT 'D' < 18" 3/4" AT 'D' > 18"

'D'

CLR TYP

'K'

1 3/

4"

'K'

3"C

C

BOLT

S @

1 3/

4"

BEAM TO COLUMN WEB - FLOOR

A

S5.01

5/16TYP TO COLFLANGES T&B

WSEE

SCHEDULE

1 3/4"

1 3/4" 2 3/4"

A

S5.01

512SD005-12

DETAIL

WF COLUMN

WF GIRDEROR BEAM

FOR PL AND BOLTSSEE

NOTE: CONDITIONW/ BEAM EA SIDEOF COL SIMILAR

1/2" PL AT D<18" 3/4" PL AT D>18"

1/2" CAP PL

1 3/

4"TY

P

BOLT

S @

3"C

C

'D'

'K'

TYP

1 3/

4"

'K' CLRTYP

BEAM TO COLUMN WEB - ROOF

A

S5.01

5/16TYP TO COLFLANGES T&B

1/4

WSEE

SCHEDULE 1 3/4" 2 3/4"

1 3/4"

A

S5.01

512SD003-12

'T '/2 TYP

WF COLUMN

PROVIDE ADDLSTFNR PL WHEREH>3" TYP

COL STFNR PL THICKNESS'T ' TO EQUAL THICKESTBM FLANGE 'T ', 1/2" MIN(A572, GR 50)

C

C

'H'

'T '

1 3/4"

BEAM TO COLUMN FLANGENON-FRAME MOMENT CONNECTION

BOLT

S @

3"C

C1

3/4"

1 3/

4"

FOR PL, WELDSAND BOLTS,SEE

'T '

DETAIL

A

S5.01

A

S5.01

F

'T ' F

TYPCJP T&BFLANGE TYP

CF

CL

PL

&BE

AM

WSEE

SCHEDULE

TYPCJP PL

TO COL

1 3/4" 2 3/4"

'K'

DETAIL

WF GIRDEROR BEAM

FOR WELD ANDBOLTS, SEE

SHEAR PLPER

WF COLUMN

'T '/2C

C'T

'

COLUMN CONTPL 'T '='T '1/2" MIN TYP ATT&B FLANGES(A572, GR 50)

'T '

BOLT

S @

3"C

C1

3/4"

'K'

1 3/

4"

NON-FRAME MOMENT CONNECTIONBEAM TO COLUMN WEB512SD006-12

A

S5.01

A

S5.01

C F

F

CJP T&BFLANGE TYP

PL TOCOL TYP

1 3/4"

1 3/4" 2 3/4"

CAP PL AT TOPLEVEL AS IN

BEAM TO COLUMN FLANGE BEAM TO COLUMN WEB

SEE SCHEDULEFOR NUMBER &SIZE OF SC-BOLTSPER ROW

WF BMS, SEE PLANS

SHR PL T = T + 1/8"

PL T&BAS IN

CAP PL AT TOPLEVEL AS IN

SPA

CES

@3"

CC

CLR TYP

WF COLUMNSEE PLANS

'K'

3/4"

'K'

1 3/

4"1

3/4"

3/4"SEE SCHEDULEFOR NUMBER &SIZE OF SC-BOLTSPER ROW

SEISMIC TIEWF BEAM TO WF COLUMN512SD007-12

DETAIL

6

S5.01

A

S5.01

8

S5.01

A

S5.01

7

S5.01

WEB

CJPCJP(A572, GR50)

2 3/4" 3" 1 3/4"2 3/4" 3" 1 3/4"

1/4

3/8" STIFF PL BOTH SIDESOF COL @ MID-HT OF BM(OMIT WHERE PERP. BMSOCCUR)

43.9

4"

2"

2" 1/2"

2' - 6"

TYP4"

TYP

2"

2-3/4"Ø BOLTS TYP

1/4

1/41/43 SIDES

TYP

2-3/4"Ø BOLTS

STFNR PL 1/2" EASIDE OF WEB TYP

WF BM PER PLAN

BRNG PL 3/4" x 'b '+8" x 'd'+2"f

WF COL PERPLAN TYP

BASE PL 3/4" x 'b '+4 1/2" x 'd'+2"fTYP

1"

GAGESTD

EQ EQ

WF COLABOVE

BASE PL

STFNR PL

WF BEAM

BRNG PL

WF COLBELOW

513SD013-12

DETAIL

1 3/4"3"2 1/2"F.O. WEB

SEE SCHEDULEFOR NUMBER OF7/8"Ø A-325 SCBOLTS PER ROW(2 ROWS)

ENDOF BM

1 3/4"

'K'

1 3/

4"1

3/4"

SPC

S@

3"C

C

SEISMIC TIE @ WF BMOR GIRDER

'A'

2.5 MINTYP T&B

1

A

S5.01

5/16TYP ATFLANGES

SHEAR PL T = T +1/8"(1/2" MIN.) WHERE 'A'DISTANCE > 3", EXTENDBOTTOM OF SHEAR PLDIRECTLY TO BM WEB(NO 2.5:1 TRANSITION)(A572, GR.50)

WF BM OR GIRDERSEE PLAN

WF BM OR BLKGSEE PLAN

WEB

CJP TO BMWEB TYP

S


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KEY PLAN

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RDATEF LA IC FO

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CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

45:0

1 AM

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JAP


DETAILS

S5.01



CN21

3473

S5.01B

S5.01A

S5.011

S5.012 S5.01

3

S5.0113

S5.014

S5.015

S5.016

S5.017

S5.018 S5.01

9S5.01

10S5.01

11

S5.01 1" = 1'-0"14DETAIL

S5.0112



& ,

DECK WELDING SCHEDULE

7. PROVIDE SHORING AS REQUIRED AT ALL DECKS PER MFR RECOMMENDATIONS.

6. ALL METAL DECK SHALL HAVE TWO SPANS MINIMUM.

5. SEE FOR METAL DECK WELDING AT STRUCT STEEL SUPPORTS.

3W-36FLOOR DECK

3"X18GA 4 PWPER SHEET

PW@ 12" CC

4. FOR TYPICAL WELD PATTERNS, SEE

3. AT COMPOSITE FLOOR DECKS, 3/4"Ø SHEAR STUDS MAY SUBSTITUTE FOR 3/4"Ø PUDDLE WELDS.

2. METAL DECK SHALL BE VERCO OR APPROVED EQUAL, OF TYPE AND GAUGE SHOWN ON PLANS AND WELDED AS SHOWN ABOVE.

1. PW= 3/4" DIAMETER ( 1/2" EFFECTIVE DIAMETER) PUDDLE WELD ; TSW= 1 1/2" MIN TOP SEAM WELD ; BP= BUTTON PUNCH

DIAPHRAGMSHEARCAPACITY

SIDELAPS

PARALLELSUPPORTS

PERPENDICULARSUPPORTS

DEPTH &GAUGE

DECKTYPE

530SD001-1

BP @36" CC 2520 #/

'

B

S5.02

4

S5.02

3

S5.02

1

S5.02

METAL DECKWELD PATTERNS

DECK TYPE

4

NO. 3/4"Ø PW PER SHEET

PROFILE

TYPE 3W36

OR TYPE 2W36 36"

530SD002-1

PUDDLE WELDTO WF SEE

METAL DECKPERPENDICULARTO BEAM

WF BM SEEPLAN

WF BM SEEPLAN

PUDDLE WELDTO PL SEE

TOP SEAM WELDSEE

SPLIT MTL DECKWHERE WF DOESNOT OCCUR ATLOW FLUTE W/ MIN1 1/2" BRNG

METAL DECKPARALLELTO BEAM

18 GA FILLER PL

SEE FOR

ADDL PARALLELCONDITIONS

4

S5.02

DETAIL530SD003-12

PUDDLE WELDTO WF SEE

2" LAP ATDECK SPLICE

1 1/2" MIN BRNGOPTION IN LIEUOF LAP SPLICE

METAL DECK W/O CONCTO WF BEAMS

NOTE: PROVIDE 2 ROWS OF PW AT ALL DRAG LINES SHOWN ON PLAN (BEAMS W/ SPECIAL END CONNECTIONS , , , , )

A

S5.02

A

S5.02

A

S5.02

A

S5.02

WF BEAM WF COLUMNSEE PLAN

OM

IT L

'S IF

3" O

R L

ESS

L2x2X1/8" TYPAS REQD FORDECK SUPPORT

COPE VERTLEG AS REQD

L3x3X1/4"AS REQD FORDECK SUPPORT

DECKSPAN

WFBEAM

DETAIL530SD005-12METAL DECK SUPPORT@ WF COLUMNS

3/16 3

1/8 1TYP

METAL DECK

SECTION A-A

OPEN

NOTE: APPLIES AT HOLES FROM 6" TO 24" WIDEIN METAL DECK WITHOUT CONCRETE

A

A

'D' 'D'12"MIN

L1 1/2x1 1/2x3/16". INSTALLANGLE EITHER ABOVEDECK OR BELOW DECKBEFORE CUTTING HOLE

'D'12"MIN

DETAIL531SD003-12

1/8 1 1/2TYP EAFLUTE

. . . .

TYPICAL WF GIRDER TYPICAL WF BEAM

EQUAL EQUAL EQUAL

PLACE INDICATED NUMBER OF STUDS ASDETAILED IN NOTE NUMBER 4 BELOW

(40-16-40) (28)

INDICATES NUMBER OF 3/4"Ø STUDS REQUIREDIN LEFT MIDDLE AND RIGHT ONE THIRD OF SPANRESPECTIVELY AS DETAILED IN NOTE #4 BELOW

NOTES:

1. SHEAR CONNECTORS FOR COMPOSITE BEAMS SHALL BE AUTOMATIC WELDED HIGH STRENGTH 3/4"Ø NELSON HEADED ANCHORS OR APPROVED EQUIVALENT.2. ALL WELDING OF SHEAR CONNECTORS SHALL CONFORM TO THE LATEST EDITION OF "RECOMMENDED PRACTICES FOR STUD WELDING" AND "STRUCTURAL WELDING CODE" PUBLISHED BY THE AMERICAN WELDING SOCIETY.3. SHEAR CONNECTORS SHALL PROJECT A MINIMUM OF 1 3/4" ABOVE THE TOP OF THE METAL DECK AND SHALL BE HELD A MINIMUM OF 3/4" CLEAR FROM TOP OF THE CONCRETE SLAB.4. SHEAR CONNECTORS SHALL BE UNIFORMLY SPACED. USE NO MORE THAN ONE STUD PER RIB WHERE THE NUMBER OF SHEAR CONNECTORS REQUIRED IS LESS THAN OR EQUAL TO THE NUMBER OF RIBS AVAILABLE. WHERE THE NUMBER OF SHEAR CONNECTORS EXCEEDS THE NUMBER OF RIBS AVAILABLE, PLACE ONE SHEAR CONNECTOR PER RIB FULL LENGTH OF BEAM. PLACE BALANCE OF SHEAR CONNECTORS IN EACH RIB BEGINNING AT THE SUPPORTS AT EACH END AND MOVING TOWARD MID SPAN UNTIL THE REQUIRED NUMBER OF SHEAR CONNECTORS ARE SUPPLIED.5. WHERE NOT INDICATED OTHERWISE, PROVIDE 3/4"Ø SHEAR CONNECTORS AT 24"CC MAXIMUM SPACING AT ALL BEAMS RECEIVING METAL DECK AND CONCRETE .6. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO INSTALLATION.

4 1/2"CC MIN24" CC MAX

SEE PLAN

4 1/2"CCMIN

3"C

CM

IN 1" MIN

3"C

CM

IN

INDICATES NUMBER OFOF 3/4"Ø STUDSREQUIRED ON BEAM

WF BM TO GIRDER6

S5.023

S5.02

PLACE INDICATED NUMBER OF STUDS ASDETAILED IN NOTE NUMBER 4 BELOW

DETAIL531SD008-12

CL BEAM

3/4"Ø SHEARCONNECTORSSEE PLANS

WF BEAM

3/4"

MIN

TOP

OF

STU

DAF

TER

WEL

DIN

G

1 1/2" MINBRNG

OPTIONAL: ENDOF DECK

CONC OVERMETAL DECK

DETAIL531SD009-12TYPICAL BEAM @ CONCRETEOVER METAL DECK

CL DECK FLUTEAT CL GIRDER

3" MIN

3/4"Ø SHEAR CONNECTORSSEE PLAN

WF GIRDERCOORDINATE DECK LAYOUTTO PROVIDE LOW FLUTECENTERED OVER PARALLELGIRDER, SPLIT DECK IFREQD TO PLACE STUDS

SLA

B D

EPTH

DEC

KSE

CTI

ON

3/4"

MIN

TOP

OF

STU

DAF

TER

WEL

DIN

G

TOPP

ING

DEP

TH

REINFORCING AT 3/4" CLRFROM TOP OF SLAB SEEPLANS FOR SIZE ANDSPACING

CONC OVERMETAL DECK

EQ

1"MIN

4

S5.02

SEE DETAIL531SD010-12TYPICAL GIRDER @ CONCOVER METAL DECK

3 7/

8"

FACEBOTTFLUTE

IF LESS THAN1 1/2", SEE DETAILAT LEFT

1 1/2" MINCL STUD

TERMINATE HIGH FLUTE ANDPROVIDE VERT CLOSUREPL. SEE DETAIL AT LEFTFOR CLOSURE THICKNESS

ATTACHMENT ANDDECK WELDINGPER SCHEDULE

> 8" FACE OFFLANGE

FACE OFFLANGE

8"MAX

ATTACHMENT ANDDECK WELDINGPER SCHEDULE

FLAT CLOSURE PL- THICKNESSDETERMINED BY MTL DECKSUPPLIER, 16 GA MIN

REINFORCINGPER PLAN TYP

1 1/2" MINCL STUD

CONC OVERMETAL DECKTYP

1 1/2" MIN ORSEE AT LEFT

FACE OFVERTCLOSURE

DETAIL531SD011-12METAL DECK W/ CONCRETEPARALLEL TO BEAM3/4"Ø SHEAR

CONNECTORSSEE PLANS

#4x4'-0" @36" CC-CENTEROVER BEAM

WF BEAM

3/4"

CLR

REBAR PERPLANS

CONC OVERMETAL DECK

1 1/2"MIN

1 1/2"MIN

DETAIL531SD012-12CHANGE IN DECK SPANS

EDGE OF SLAB TOMATCH EDGE OFFLANGE WHEREINDICATED ONARCH DWG

16 GA CLOSURE - PW TOBEAM AS IN DECK

#4 CONT

1 1/2"MIN

END OFMTL DECK

SHEAR CONNECTORSEE PLAN

METAL DECK(ALTERNATE DECKSPAN SHOWNDASHED)

REBAR PERPLANS

WF BEAM

DETAIL531SD013-12

FLUSH DECK EDGE

'A' GAUGE*

TO 4" 16

TO 10" 10

TO 13" 3/16"

TO 18" 1/4"

MAT

CH

SLA

BD

EPTH

3/4"

CIR

'A'(18" MAX)

CLOSURE PIECESEE BELOWFOR GAUGE

#4CONT

WF BEAMSEE PLAN

CONC OVERMETAL DECK

CONTRACTOR TOPROVIDE TEMPORARYSHORING AS REQD

2"MIN

#4x3'-0" DOWELS@ 24"CC WHEREA<12"; #4x4'-0"@ 18"CC WHEREA>12"

WALL FRAMINGWHERE OCCURS

MAY USE 4" HOOKWHERE NO WALLATTACHMENT OCCURSAT EDGE CLOSURE

REBAR PER PLANS

SIMILAR ATPERPENDICULARCONDITION

* NOTE: USE 10 GA MINWHERE WALLATTACHMENTOCCURS

1/8 1-24 BOTT

1/8 1-12 TOP

DETAIL531SD014-12DECK AT CANTILEVEREDSLAB EDGE

1/8

WHERE WALL STUDSARE ATTACHED TO

EDGE CLOSURE

12"

ADDL #4WHERE 'H' >12"

'H'

2'-0

" MAX CONT REBAR

PER PLANS

METAL DECK

#4CONT

'W' VARIESVERIFY W/

ARCH

ALTERNATELEG EA WAY

#3 @ 18"CC ('H' < 6")#4 @ 18"CC (6" < 'H' < 12")#4 @ 12"CC (12"< 'H' < 24")

CONSTRUCTIONJOINT (OPTIONAL)

DETAIL531SD015-12CONCRETE CURBOVER METAL DECK

CL BM

CLGIRDER

NOTES: 1. CONTRACTOR TO SUBMIT CONSTRUCTION JOINT LAYOUT FOR REVIEW BY ARCHITECT/STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION.

2. RATIO OF LENGTH TO WIDTH OF POUR SHALL NOT EXCEED 1 1/2:1.

2X CONTINUOUS FORMBOARD ABOVE ANDBELOW REINFORCING

4'-0"TYP

PERPENDICULAR TO DECKING PARALLEL TO DECKING

WF 5'-0"TYP

REINF CONTAT CJTYPICAL

REINF CONTOVER JOINTTYP

DETAIL531SD017-12CONSTRUCTION JOINT IN CONCRETEOVER METAL DECK

(MAX DIA = 6"Ø)

1. HOLES LESS THAN 6"Ø AND CUTTING NO MORE THAN ONE DECK WEB REQUIRE NO REINFORCING.2. IF MORE THAN TWO DECK WEBS ARE CUT IN ADJACENT OPENINGS, SUPPLEMENTAL STEEL FRAMING WILL BE REQUIRED - NOTIFY STRUCTURAL ENGINEER.

NOTES:

DEC

KW

EB

SPACE OPN'G GROUPS NOCLOSER THAN 5'-0" MININ EACH DIRECTION

2 OPNG'S PERGROUP MAX

MAXCOREDOPNG

6"Ø

SEE

PLA

NS

L3x3X 1/4" EA SIDEOF GROUP OPENINGS

2" 5/8"Ø HILTI KB-TZ 2"

CL HOLEGROUP

1 1/

2"M

IN

COMPOSITE FLOOR DECKREINFORCING AT COREDOPENINGS531SD002-12

SECTION A-A

36" MAXOPNG

L1 1/2x1 1/2x3/16" WHERE'W' IS 12" TO 18" ANDL2x2x1/4" WHERE'W' IS 18" TO 36".INSTALL PRIOR TOCUTTING HOLE

#4 TRIM BAR. EXTEND2'-0" BEYOND OPNGTYP AT DECK W/ CONC

3"MAX

'W'MIN

'W'MIN

'W'

3/4"

CIR

A

A

#4 TRIM BARSTYP

'W'TYP

OPEN

#4x3'-0"DIAG BARSOVER ANGLES,TYP ATRE-ENTRANTCORNERS

NOTE: APPLIES AT OPENINGS FROM 6" TO 36" WIDE IN CONCRETE OVER METAL DECK.

REINF L DECKSPAN

3"MAX

36" MAXOPNG

DETAIL531SD004-12

1/81 1/2" @FLUTE

2-HILTI X-U SHOT PINS AT4" GAGE AND 1"EMBEDMENT INTO LOWFLUTE 5/8"Ø BLUE BANGER

HANGER BBMD

1/2"Ø HILTI KB -TZ(2" MIN EMBED)

300# MAX AT LW CONC400# MAX AT NW CONC@ 2'-0" MIN SPACING

500# MAX@ 3'-0"CCMIN SPACING

75# MAX@ 2'-0"CCMIN SPACING

METAL DECK W/ CONCRETEMETAL DECK W/O CONCRETE

COUPLING NUT

2-#10 SMS EACHLOW FLUTE (2 FLUTESMIN)

10" P1001 CHANNELSCREWED TO DECK

50# MAX AT 1 1/2" DECK (20 GA MIN)100# MAX AT 3" DECK (20 GA MIN)@ 2'-0"CC MIN SPACING

14 GACLIP

DETAIL530SD007-12TYPICAL HANGERS FROM METALDECK W/ AND W/O CONCRETE

EQ EQ EQ EQ EQ EQ

. . .

WF BMS PER PLAN

TAKEOFF ONLY)FLUTES (FOR QUANTITYESTABLISHED AT 4" ABOVEMIDSPAN THICKNESS ISMETAL DECK. MAXIMUM3 1/2" MINIMUM THICKNESS OVERDURING PLACING. MAINTAINCONCRETE DEPTH WILL VARY

FLAT BETWEEN RAILSSCREED SURFACE

RAILSCREED

WF BMS PER PLAN

5'-0" 5'-0"

WF GIRDERSPER PLAN, TYP

NOTE:CONTRACTOR SHALL SUBMITINTENDED METHOD/PLAN TOACHIEVE FLAT & LEVELFINISHED FLOOR TO ARCH'L& SE FOR REVIEW PRIORTO PLACING CONCRETE OVERMETAL DECK.

6

S5.3

TYP

NOTE:

1. APPLIES AT OPENINGS GREATER THAN 3'-0" WIDE IN METAL DECK WITH CONCRETE2. PROVIDE 2-#4x6'-0" DIAG AT RE-ENTRANT CORNERS OF ALL FLOOR OPENINGS 3'-0" OR GREATER, ELEVATOR SHAFTS, STAIRS, MAIN DUCT SHAFTS, ETC.3. AT UNREINFORCED CONCRETE OVER METAL DECK, PROVIDE #3x2'-0" DIAG AT EACH CORNER OF COLUMN (4 TOTAL) TYPICAL ALL COLUMNS.

DIAG REINF

OPEN

4'-0"TYP

2-#6 TRIM BARSTYP

METAL DECKSPAN DIR

PLACE REBAR PARALLELTO MTL DECK IN LOWFLUTES

SEE PLANS FORSTRUCTURAL STEELSUPPORT TYP

DETAIL531SD005-12TRIM BARS @ OPENINGS >3'-0"IN METAL DECK W/ CONCRETE

S


R

EFORPDERETSIGE

S I N

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ER

O A L

KEY PLAN

AREA OF WORK

ETE

C-26566

RENEWAL

O

STTA

CIL

E

T

AIN

C

RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

As indicated

10/3

/201

1 7:

45:0

5 AM

C:\U

sers

\Kev

inSC

\Des

ktop

\Rev

it\R

ST2

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S11-

066_

Kai

ser M

orse

CU

P.rv

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9/29/2011

161-994

KSC

JAP


DETAILS

S5.02



CN21

3473

S5.02A

S5.02B

S5.021

S5.0210

S5.0213

S5.022

S5.023

S5.026

S5.024

S5.027

S5.028

S5.029

S5.0211

S5.025

S5.0212

S5.0214

S5.0216

S5.0217SCREED DETAILS5.02

15



2 1/

2"10

" @ C

152

1/2"

2 1/2" 1 3/4"F.O. WEB

CHORD BARS PERSECTION WITHIN8" OF TOP OFLEDGER, UNO(2 - #5 MIN)

1 3/4"END OF BM

INSTALL BOLTSPER

5/16SHR PLTO CHANNEL

CONC OVER MTL DECKOR BARE MTL DECK PER PLAN

1 3/

4"3"

3"1

3/4"

3-7/8"Ø A325-N BOLTS, SEE

TOP

OF

BMW

EB A

ND

SH

EAR

PL

PER PLANTOS

BOTT

OF

BMW

EB A

ND

SH

EAR

PL

WF BM PER PLAN

SHAPED 1/2" SHR PLW/ 15/16"Ø HOLES

C LEDGER PER PLAN

CMU WALL PER PLAN,SEE PLANS & SECTIONS FOR REINF

16"CC MAX 4" 4" 16"CC MAX

2-3/4"Ø ASTM A307 AB W/ CUTWASHERS EACH SIDE OFBEAM(4 TOTAL PER BEAM @ C12)(8 TOTAL PER BEAM @ C15)

CL BEAM

C LEDGER

13/16"Ø HOLESFOR 3/4"Ø ABTYP UNO

WF BM PER PLAN

ELEVATIONNOTE:USE HORIZ SLOTTED HOLESWHERE NOTED IN SECTION

1/2" 1/2"

1' - 0" 1' - 0"

C LEDGER

2-3/4"øBOLTS

2-3/4"øBOLTS

CL CMU EJ

ELEVATION @ EXPANSION JOINT (EJ)

7" @

C12

WT6x22.5XLENGTH TO MATCH 'T' OFCHANNEL WHERE BEAM OCCURS.SEE DETAIL TO LEFT FOR ABREQUIREMENTS AT BEAM IN LIEU OFBOLTS SHOWN BELOW

5/163 SIDESTYP

8" 8"

16"CC 16"CC

DOWELS PER SECTION WHERE OCCUR

4S5.03

AS5.01

EQEQ

CL

SLO

T

SLOTTED HOLE11/16"ø X 3 1/2"@ 24"CC

LOCATE BOLT @BOTTOM OF SLOT

WF BM PER PLAN

CONT BENT PL 5/16"CONC OVER MTLDECK PER PLAN

PLACE 2"X2"X6 1/2" STYROFOAMPIECE @ EA BOLT PRIOR TOPOURING CONCRETE

10"

6 1/

2"

1/4 2@6

5/8"

ø H

ILTI

KB-

III W

/4"

EM

BED

@ 2

'-0"C

C

513SD012-12

DETAIL

BEAM SPCG - SEE PLAN

L4x4X 1/4" PER PLAN (@ BM1/4 PTS UNO-10'-0" CC MAX)DBL L4x4X 1/4" WHERE BEAMSPCG EXCEEDS 10'-0"CC

BOLT EA END1 3/4"

WF BM.

* 15'-0" MAX

*NOTE: WHERE BEAM SPCG EXCEEDS 15'-0",ATTACH UPPER END OF ANGLE BRACE TODECK UNDERSIDE PER

WF BM ORGIRDER

CONC OVERMTL DECK

PL6"X 3/8"X0'-6"EA END

3/4"Ø A307

STITCH PL5"X 3/8"X0'-5"@ 4'-0"CC W/ 3/4"Ø A307BOLT AT DBL L WHERE OCCURS

1/4TYP

1 3/

4"

1 3/4"

8

S5.01

1 1/

2"

1/2"Ø HILTI KB-TZ(2 TOTAL) AT CLLOW FLUTE TYP*

L6x4X1/4"X1'-6"(LLV)

CONC OVERMETAL DECKTYP

1'-3

"

1 1/

2"

ADJUST ANGLE OFBRACE BETWEEN2 HORIZ: 1 VERTAND 1 HORIZ: 1 VERTTO ALIGN ANCHORSW/ LOW FLUTES

3"

1'-6"

SEE BLW

2 1/

2"TY

P

L6x4X1/4x1'-0"(LLV)

1'-0"

ALI

GN

W/ L

OW

FLU

TES

1 1/

2"

3"

CL BOLTAND L

3/16 3"TYP4LOC'S

* INSTALL ALL ANCHORS AT CL LOW FLUTE ±1" MAX *

SEE LEFTDIAG L BRACE-SEE FOR SIZE AND BOLTS

PERPENDICULARTO DECK FLUTES

PARALLELTO DECK FLUTES

3"1'-0"VERIFY W/

LOW FLUTE

3"

CL BOLTAND L

CL PLAND L

DETAIL531SD001-12DIAGONAL BRACE TOMTL DECK W/ CONCRETE

1/2" PL - ALIGN ANCHORSW/ LOW FLUTES. OMITAND CONNECT L6x4DIRECT TO DECK WHERECL L LEG ALIGNS WITH CLLOW FLUTE (± 1")

5

S5.03

WF BMPER PLAN

PIPE STUBPER PLAN

BASE PL 1"X8" SQ.

5/16

1/4TYP

SECTION VIEW

PIPE STUB

BASE PL

WF BM

5/16TYP

PLAN VIEW

T.O. PL+39'- 0"

3"3"

4" 1"

DBL L3X3X5/16KICKER

5/16

DBL L3X3X5/16HORIZ

CAP PL 1"X8" SQ.

5/16

PIPE STUBPER PLAN

PL3/8X6X1'-4"

3/4"

Ø A

- 325

BO

LTTY

P O

F 2 DBL L HORIZ PIPE STUB

BELOW

PLAN VIEW

DBL L3X3X5/16

PL 3/8X6" SQ

PIPE STUBPER PLAN

5/16

HSS4X4X5/16 HORIZATTACH TO VERT PER

10S5.03

W4X13 VERT

CLR

1" 2" 3/4"Ø A-325 BOLT

T.O. PL+39'- 0"

B.O. HSS+39'- 6"

5/16

CAP PL 1"X8" SQ.


5/16

8"

WF VERT

DBL LCAP PL

EQEQ

PIPE STUB

PLAN VIEW

HORIZ HSS, TYP

1/43 SIDES TYP

3/16TYP

1/4TYP

WF VERT

HSS4X4X5/16HORIZ, TYP

CAP PL 3/16X4X1'-0"

HSS4X4X5/16HORIZ, TYP

3" 3/4"Ø A-325BOLT TYP

BOTT CONN

TOP CONN

PL1/4X4X0'-8" T&B TYP

PL1/4"X4"X0'-8"

1/43 SIDES TYP

2"2

1/2"

1/2"

CLR

EQ EQ

1/4

PL1/4"X4X0'-5"

HSS4X4X5/16 HORIZ

W4X13 INTERMEDIATEPICKET

3/4"

Ø A

307

BO

LT

3

W4X13 VERTPER PLAN

2"

PL1"X18"SQ. W/4-13/16"Ø HOLES

PL3/8"X6"X0'-7" (PL3/8X6"X8 1/2"@ SIM COND)

PL3/8"X6" SQ

5/163 SIDES

5/16

SEE PLAN

CL WF

1/2"

5/16

TY

P

2"3/

4"Ø

X 8

" LO

NG

AB'

S

W/ 2

1/2

" PR

OJE

CTI

ON

TYP

OF

4 PE

R P

L

CMU WALLPER PLAN

42"

W4X13 VERTPER PLAN

CMU WALLPER PLAN

5/16

5/163 SIDES

5/16

PL1"X9"SQ.

PL1"X8"X1'-8"PL1"X18"SQ W/4-13/16"Ø HOLES

1' - 2"SEE PLAN

2"3/

4"Ø

X 8

" LO

NG

AB'

S

W/ 2

1/2

" PR

OJE

CTI

ON

TYP

OF

4 PE

R P

L

CL WF

6"6"

2"2"

2"3"

6"6"

2"2"

2"2"

2' - 0"

TYP

1 1/2" CLR

#7 VERTSTYP OF 8

#4 TIES, TYP

CONC PIERPER PLAN

TOC+3'- 10"

BOC-6'- 0"

6" T

YP6"

TYP

ELEV

TIES

, TYP

1

1/2"

CLR

TO

2' - 0"

2' -

0"

8-#7 VERTS

#4 TIES @ 6"CC,ALTERNATE HOOKS

3/4" CHAMFER

PLAN VIEW

STD 135 DEG.HOOK, TYP

S


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EFORPDERETSIGE

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5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

1" = 1'-0"

10/3

/201

1 7:

45:0

7 A

MC

:\Use

rs\K

evin

SC\D

eskt

op\R

evit\

RS

T201

1\S1

1-06

6_K

aise

r Mor

se C

UP

.rvt

9/29/2011

161-994

KSC

JAP


DETAILS

S5.03



CN21

3473

S5.03 1" = 1'-0"2DETAIL

S5.03 1" = 1'-0"1DETAIL

S5.035

S5.036

S5.03 1" = 1'-0"7DETAIL S5.03 1" = 1'-0"

8DETAIL

S5.03 1" = 1'-0"9DETAIL

S5.03 1" = 1'-0"10DETAIL

S5.03 1" = 1'-0"11DETAIL

S5.03 1" = 1'-0"12DETAILS5.03 1" = 1'-0"13DETAIL

S5.03 1" = 1'-0"3DETAIL



UP

DN

UP DN

4

4

3.9

3.9

E E

F F

A

S6.02

EQEQ

EQEQ

HSS12X2X1/4"

HSS12X2X1/4" HSS12X2X1/4"

HSS12X2X1/4"

HSS

12X2

X1/4

" LED

GER

1' -

0"

1

S6.03

TYP

2

S6.03

L3x3x5/16" STFNRTYP OF 3

2" NWC W/ 6x6-W1.4 x W1.4WWF OVER 10GA FLAT PAN

HSS

6X4X

1/2"

TYP

4

4

3.9

3.9

E E

F F

A

S6.02

C12X20.7

C12X20.7

C12

X20

.7

W14

X22

(10)

HSS12X2X1/4"

HSS12X2X1/4"

3 1/2" NWC OVER3"X18GA MTL DECK

3

S6.03TYP

HSS12X2X1/4"

HSS12X2X1/4"

4

4

3.9

3.9

E E

F F

A

S6.02

HSS12X2X1/4

W12

X26

HSS12X2X1/4

HSS

12X

2X1/

4 LE

DG

ER

HSS

6X4X

1/2

L3X3X5/16 STFNR,TYP OF 3

2

S6.03

TYP

HSS12X2X1/4

HSS12X2X1/4

2" NWC W/ 6X6-W1.4XW1.4WWF OVER 10GA FLAT PAN

3

S6.03

TYP

2

2

3

3

A A

B B

B

S6.02

A

HSS

12X2

X1/

4"

HSS

12X2

X1/

4"

1

S6.03TYP

HSS4X4X

1/4

1' -

4"

4

S6.03

BASE PLTYP

10"

4"

HSS4X4X

1/4

2

2

3

3

A A

B B

B

S6.02

W14X22 (10)

HSS

12X2

X1/

4"

HSS

12X2

X1/

4"

HSS

12X2

X1/

4"

HSS

12X2

X1/

4"

HSS6X4X1/2"

HSS12X2X1/4"

L3X3X5/16" STFNRTYP OF 3

3 1/2" NWC OVER3"X18GA MTL DECK

2" NWC W/ 6x6 W1.4xW1.4 WWFOVER 10GA FLAT PAN

3

S6.03TYP

2

S6.03

5

S6.03

TYP

S


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O A L

KEY PLAN

AREA OF WORK

ETE

C-26566

RENEWAL

O

STTA

CIL

E

T

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C

RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

3/8" = 1'-0"

10/3

/201

1 7:

45:1

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C:\U

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STAIR PLANS

S6.01



CN21

3473

S6.01 3/8" = 1'-0"1SOUTH STAIR - FOUNDATION S6.01 3/8" = 1'-0"

2SOUTH STAIR - 2ND FLOOR FRAMING

S6.01 3/8" = 1'-0"3SOUTH STAIR - ROOF

S6.01 3/8" = 1'-0"4NORTH STAIR - FOUNDATION S6.01 3/8" = 1'-0"5NORTH STAIR - 2ND FLOOR FRAMING



0' - 0"TOC

19' - 0"T.O.C.


4 3.9


WF BM PER PLAN


WF BM PER PLAN

HSS STRINGERTYP PER PLAN

C LEDGER PER PLAN TYP.ATTACH TO CMU WALL PER

2

S5.03

CMU WALL PERPLAN TYP

HSS BEAMPER PLAN

HSS LEDGER PER PLAN.ATTACH TO WALL PER 6

S6.03

SLAB ON GRADE PERPLAN

CONT FTG PER PLAN

TOC+9'-6"

HSS LEDGER PER PLAN.ATTACH TO WALLPER

6S6.03

HSS BMPER PLAN

CONC OVER FLATPAN PER PLAN

CONC OVER FLATPAN PER PLAN


A B

HSS STRINGERPER PLAN TYP

CMU WALL PER PLAN

WF BEAM PERPLAN TYP


SLAB ON GRADE PERPLAN

HSS COL BEYONDPER PLAN

HSS STRINGERPER PLAN

MTL STUD WALLPER ARCH'L

TOCVARIES

TOC9'-6"

PAD FTG PER PLAN


S


R

EFORPDERETSIGE

S I N

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O A L

KEY PLAN

AREA OF WORK

ETE

C-26566

RENEWAL

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CIL

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RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

1/2" = 1'-0"

10/3

/201

1 7:

45:1

1 AM

C:\U

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STAIR SECTIONS

S6.02



CN21

3473

S6.02 1/2" = 1'-0"ASECTION S6.02 1/2" = 1'-0"

BSECTION



STAIR STRINGERS BY STAIR MFR.SEE ARCH FOR SHAPE & CONFIGHSS12x2X3/16" MIN OR C12x20.7MIN. NO FLAT PL STRINGERSPERMITTED

#4T&B

THICKENED SLABFTG. EXTEND 1'-6"MIN BEYOND STAIREACH SIDE

18"MIN

SLAB ONGRADEPER PLAN

3/16" MIN ENDAND BRNG PL

CONN BYSTAIR MFR (*)

CONCRETE FILLEDPAN TREADS BYSTAIR MFR (2" MIN)

(*) CONNECTION TO ACCOMMODATE INTERSTORY DRIFT

12" M

IN

TYPICAL STAIR STRINGER TOSLAB-ON-GRADE DETAIL550SD001-12

CLR

3"

CJP TYP@ MITERS

PJP END &BRNG PL TOHSS, TYP

5/16

EA SIDE TYPSTRINGERTO HSS

END PL 1/4", TYP

1/8 3@6STFNR L TOFLAT PAN TYP

L STFNR PER PLANHSS BM PERPLAN

5/16

EA SIDE TYPSTRINGERTO HSS

HSS STRINGERPER PLAN

BRNG PL 3/4", TYP

CONC OVERFLAT PAN PERPLAN

3/16" MIN ENDAND CAP PL TYP

WF BEAMPER PLAN

METAL DECKW/ CONC FILL

PC STAIR STRINGERAS REQD

SHEAR PL BY STAIRMFR 3/8" MIN

STAIR STRINGERS BY STAIRMFR. SEE ARCH FORSHAPE AND CONFIGHSS12x2X3/16" MIN OR C12x20.7MIN. NO FLAT PL STRINGERSPERMITTED

CONCRETE FILLEDPAN TREADS BYSTAIR MFR (2" MIN)

TYPICAL STAIR STRINGERTO FLOOR DETAIL550SD002-12

WELD PERSTAIR MFR3/16" MIN

WELD PERSTAIR MFR

3/16" MIN

510SD007-12

1 1/

2"

1 1/2"1 1/2"

COLUMNSEE PLANS

PL 5/8" OVER 1 1/2"FLOWABLE NON-SHRINK GROUT

CL COL

1 1/

2"

CL

CO

L

2 1/2" 7 1/2"

2 1/

2"7

1/2"

DETAIL

2-1 1/16"Ø HOLES FOR1 - 1 1/16"Ø HOLE FOR

W/ 6" EMBED3/4"Ø HILTI KB-TZ BOLTS

W/ 6" EMBED3/4"Ø HILTI KB-TZ BOLTS

1/4

HSS STRINGER PER PLAN

CAP PL 3/8" X 5" SQ

HSS COL PER PLAN

ELEVATION VIEW

1/4

PLAN VIEW

3/16STRINGER TOCAP PL TYP

PP GRINDSMOOTH

MITER HSS STRINGERS@ CORNER

HSS COL

HSS STRINGER TYP

CAP PL

HSS STRINGER PER PLAN

PP GRINDSMOOTH

6" 1' - 0" 1' - 0" 1' - 0"

CMU WALL PER PLAN

HSS LEDGER PER PLAN

3/4"

ø H

ILTI

KB

III A

NC

HO

RS

W/ 3

1/4

" EM

BED

TYP

HSS LEDGERPER PLAN

3" DIA BOLT ACCESS HOLE, TYP

3"6"

3"

S


R

EFORPDERETSIGE

S I N

EN G I NE

ER

O A L

KEY PLAN

AREA OF WORK

ETE

C-26566

RENEWAL

O

STTA

CIL

E

T

AIN

C

RDATEF LA IC FO

ESN ICHD AR

HI

CUM AAYNE

K

02-28-2013




5'0 50' 0 5'

1/8" = 1'-0" 1/4" = 1'-0"

25' 0 1' 12'

1/2" = 1'-0"

0 1' 6' 0

1" = 1'-0"3/4" = 1'-0"

4' 0 1'

1 1/2" = 1'-0"

03' 2' 0



3" = 1'-0"

1'

Revisions


KP Proj. No.:

Permit No.:

Floor Lev: Section:

Sheet


Drawn By:

Checked By:

Issue Date:

Facility

Project

Sheet Title



Scale:

of Sheets

BRIANREIL

Exp. 3/31/13No. 4337

1" = 1'-0"

10/3

/201

1 7:

45:1

3 AM

C:\U

sers

\Kev

inSC

\Des

ktop

\Rev

it\R

ST2

011\

S11-

066_

Kai

ser M

orse

CU

P.rv

t

9/29/2011

161-994

KSC

JAP


STAIR DETAILS

S6.03



CN21

3473

S6.031

S6.03 1" = 1'-0"2DETAIL S6.033

S6.034

S6.03 1" = 1'-0"5DETAIL S6.03 1" = 1'-0"6DETAIL



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