994 structural pdf booklet
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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"
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2000
3700
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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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(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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- - 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>HRDTNTOTOCTOF
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.
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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
S
S T A T E O F C A L I F O R N I ASTRUCTURAL
R
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S I N
EN G I NE
ER
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AREA OF WORK
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02-28-2013
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1 : 1
10/3
/201
1 7:
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6 AM
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9/29/2011
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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
#3 @ 18"CCSTD HK
VAR
IES
OPTIONAL CJ,ROUGHEN TO1/4'' AMPLITUDE
VAR
IES
SEE
AR
CH
'L(8
" MAX
)
310SD006-12CURB AT SLAB ON GRADE
.
SEE PLAN FORSUBGRADE
SEE ARCH'L(6" UNO,8" MAX)
SLAB ON GRADEPER PLAN
PLAN VIEW
8"4"
WID
THST
UD
4"
ANCHOR BOLTPER
CONC CURBPER
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
SEE PLAN FORSUBGRADE
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"
SEE PLAN FORSUBGRADE
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
SEE PLAN FORSUBGRADE
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
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
NEW CENTRAL UTILITY PLANTBUILDING
TYPICAL DETAILS
S1.02
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
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
METAL STUDSSEE SECTIONS
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
SILL TRACK ATTACH@ JAMB 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
ATTACH STUDS TO TRACK@ T&B AS IN TYP
ATTACH STUDS TO TRACK@ T&B AS IN TYP
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
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 -
Kais
er M
orse
CU
P\S1
1-06
6_Ka
iser
Mor
se C
UP_
JAP
_RST
2011
.rvt
9/29/2011
161-994
Author
Checker
NEW CENTRAL UTILITY PLANTBUILDING
TYPICAL DETAILS
S1.03
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
S1.031
S1.032
S1.033
S1.034
S1.035
S1.036
S1.037
S1.03A
S1.03B
S1.03C
APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISETYPICAL DETAILS
S1.038
S1.039
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
MTL STUDS SEESECTIONS
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
MTL STUDS SEESECTIONS
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
MTL STUDS SEESECTIONS
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"
MTL STUDSSEE SECTIONS
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
MTL STUDSSEE SECTIONS
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
SILL TRACK ATTACH@ JAMB SEE
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
SILL TRACK ATTACH@ JAMB SEE
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 ATTACH@ JAMB 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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
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
NEW CENTRAL UTILITY PLANTBUILDING
TYPICAL DETAILS
S1.04
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISETYPICAL DETAILS
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
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
LIGHT GAUGE STUDS,SEE ELEVATION FORSIZE AND SPACING
TRACK TO MATCHSIZE AND GAUGE OFWALL STUDS
CLIP L2x2 TO MATCH STUDGA X STUD WIDTH LESS 1/2"W/ 3-#10 SMS EA LEG
S1 SILL DETAIL540SD005-12
1
S1.05
JAMB
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
S2 SILL DETAIL540SD006-12
1
S1.05
JAMB
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
S3 SILL DETAIL540SD007-12
1
S1.05
JAMB
LIGHT GAUGE STUDS,SEE ELEVATION FORSIZE AND SPACING
CLIP L2x2 TO MATCH STUDGA X STUD WIDTH LESS 1/2W/ 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
1
S1.05
JAMB
S4 SILL DETAIL540SD008-12
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
As indicated
10/3
/201
1 7:
44:2
9 AM
C:\U
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9/29/2011
161-994
KSC
JAP
NEW CENTRAL UTILITY PLANTBUILDING
TYPICAL DETAILS
S1.05
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISETYPICAL DETAILS
S1.051
S1.052
S1.053
S1.054
S1.055
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S1.0510
S1.0511 S1.05
12
S1.0513
S1.0514
S1.0515
S1.0516
S1.0517
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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.
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21.22.
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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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
As indicated
10/3
/201
1 7:
44:3
2 AM
C:\U
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9/29/2011
161-994
KSC
JAP
NEW CENTRAL UTILITY PLANTBUILDING
TYPICAL DETAILS
S1.06
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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.
CONTRACTOR TO PROVIDEDETAIL TO SEOR FOR REVIEW/APPROVAL PRIOR TO INSTALLATION.
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
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
NEW CENTRAL UTILITY PLANTBUILDING
TYPICAL DETAILS
S1.07
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
S1.07 1" = 1'-0"1DETAIL
S1.07 1" = 1'-0"2DETAIL
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
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X68
W8X
35
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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
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W8X
40
W8X
31
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J
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D
D
D
CC
D
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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
TYP @MTL STUDFURRING
F
S3.02
TYP @MTL STUDFURRING
F
S3.02
E
S3.02TYP @DOOR
TYP @MTL STUDFURRING
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/8" = 1'-0"
10/3
/201
1 7:
44:3
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
NEW CENTRAL UTILITY PLANTBUILDING
FOUNDATION PLAN
S2.01
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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.
DENOTES W12X14 BEAM TYP UNO.
W10
W12
10.
12
S5.01
12
S5.01
S
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/8" = 1'-0"
10/3
/201
1 7:
44:3
8 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
NEW CENTRAL UTILITY PLANTBUILDING
2ND FLOOR FRAMING PLAN
S2.02
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
1/8" = 1'-0"2ND FLOOR FRAMING PLAN
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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)
DENOTES W10X12 BEAM TYP UNO.
DENOTES W12X14 BEAM TYP UNO.
W10
W12
14.
S
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/8" = 1'-0"
10/3
/201
1 7:
44:4
0 AM
C:\U
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\Kev
inSC
\Des
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\Rev
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ST2
011\
S11-
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Kai
ser M
orse
CU
P.rv
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9/29/2011
161-994
KSC
JAP
NEW CENTRAL UTILITY PLANTBUILDING
ROOF FRAMING PLAN
S2.03
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
1/8" = 1'-0"ROOF FRAMING PLAN
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
0' - 0"TOC
0' - 0"TOC
19' - 0"T.O.C.
19' - 0"T.O.C.
39' - 8"T.O. PARAPET
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
CONC SLAB ON GRADEPER PLAN
CONT FTG PERPLAN TYP
10" CMU WALLPER PLAN
TOCVARIES
0' - 0"TOC
0' - 0"TOC
19' - 0"T.O.C.
39' - 8"T.O. PARAPET
A B C D E F G H J
CONC OVER MTL DECKPER PLAN TYP
8" CMU WALLPER PLAN TYP
WF BEAM PERPLAN TYP
CONC SLAB ON GRADEPER PLAN
CONT FTG 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.
39' - 8"T.O. PARAPET
39' - 8"T.O. PARAPET
1 2 3 41.1 3.9
CONC OVER MTL DECKPER PLAN TYP
8" CMU WALLPER PLAN TYP
WF BEAM PERPLAN TYP
CONC SLAB ON GRADEPER PLAN
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
CONC OVER MTL DECKPER PLAN TYP
8" CMU WALL PERPLAN TYP UNO
WF BEAM PERPLAN TYP
CONC SLAB ON GRADEPER PLAN TYP
CONT FTG PERPLAN 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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/8" = 1'-0"
10/3
/201
1 7:
44:4
4 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
NEW CENTRAL UTILITY PLANTBUILDING
BUILDING SECTIONS
S3.01
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
CONC SLAB ON GRADEPER PLAN
24"
0' - 0"TOC
TOFSEE PLAN
3-#5 CONT
#5 DOWEL @ 16"CCALT TAIL
12"
F.O. CMU
-
8" CMU WALL W/ #5@16"CCVERT & #4@24"CC HORIZ
SEE PLAN
#5 X 4'-0" DOWEL@ 16"CC
CONC SLAB ON GRADEPER PLAN
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
CONC SLAB ON GRADEPER PLAN
24"
SEE PLAN
LOUVER PERARCH'L
0' - 0"TOC
E
TOFSEE PLAN
3-#5 CONT
F.O. CONC
CONC SLAB ON GRADEPER PLAN
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
CONC SLAB ON GRADEPER PLAN
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
#5 DOWEL @ 16"CCALT TAIL
12"
F.O. CMU
-
8" CMU WALL W/ #5@16"CCVERT & #4@24"CC HORIZ
#4 CONT
#5 DOWEL @ 18"CC
CONC SLAB ON GRADEPER PLAN
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
CONC SLAB ON GRADEPER PLAN
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
FTG REINF PERSCHEDULE
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
CONC SLAB ON GRADEPER PLAN
#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
FTG REINF PERSCHEDULE
WF COL PER PLAN
CL WF
BASEPLATE PER
SLAB BLOCKOUT PER
4S5.01
7S1.02
CONC SLAB ON GRADEPER PLAN
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
CONC SLAB ON GRADEPER PLAN
#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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/2" = 1'-0"
10/3
/201
1 7:
44:4
8 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
NEW CENTRAL UTILITY PLANTBUILDING
SECTIONS
S3.02
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
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
CONC OVER MTL DECKPER PLAN
TOSVARIES
19' - 0"T.O.C.
F
CLOSURE PLPER
1S5.03
8" CMU WALL PERA
S3.02
CONC OVER MTL DECKPER PLAN
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
C LEDGER PER PLANATTACH TO CMU WALLPER 2
S5.03
PLANSEE F.O. CMU
19' - 0"T.O.C.
J
33' - 0"T.O. SCREENWALL
CONC OVER MTL DECKPER PLAN
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/2" = 1'-0"
10/3
/201
1 7:
44:5
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
NEW CENTRAL UTILITY PLANTBUILDING
SECTIONS
S3.03
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
4
CLOSUREPL PER 1
S5.03
8" CMU WALLPER A
S3.02
F.O. CMU
TOS
PLANSEE
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
TOW28'-0"
33' - 0"T.O. SCREENWALL
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
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
PLANSEE
TOSVARIES
T.O.PARAPET28'-0"
33' - 0"T.O. SCREENWALL
W4X13 VERTWHERE OCCURS
12
S5.03
SIM
PROVIDE #5 VERTS @ 8"CC @PARAPET. CONT ADD'L BARS5'-0" BELOW TOS ELEVATION
HSS4X4X5/16 HORIZ T&BATTACH TO MAIN VERTPER
10S5.03
39' - 8"T.O. PARAPET
CLOSURE PL PER1
S5.03
8" CMU WALLPER A
S3.02
F.O. CMU
-
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
TOCVARIES
PLANSEE
39' - 8"T.O. PARAPET
4
CLOSURE PLPER
1S5.03
8" CMU WALLPER
AS3.02
F.O. CMU
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
TOSSEE PLAN
PLANSEE
39' - 8"T.O. PARAPET
4
8" CMU WALLPER A
S3.02
F.O. CMUPLANSEE
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
C LEDGER PER PLANATTACH TO CMU WALLPER 2
S5.03
39' - 8"T.O. PARAPET
F
8" CMU WALLPER A
S3.02C LEDGER PER PLANATTACH TO CMU WALLPER
2S5.03
WF BM PER PLAN
CONC OVER MTL DECKPER PLAN
TOCVARIES
PLANSEE F.O. CMU
E
8" CMU WALLPER A
S3.02
TOCVARIES
WF BM PER PLAN TYP
CONC OVER MTL DECKPER PLAN
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
METAL PANELPER ARCH'L
10
S5.03
PICKET TO
TYPHORIZ AS IN
WF BMPER PLAN
WF BLKG BMPER PLAN
9
S5.03
SIM
11S5.03
3' - 0"
3
33' - 0"T.O. SCREENWALL
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
METAL PANELPER ARCH'L
12
S5.03
TYP
CL
PL
CL
PL1'
- 6"
4' -
0"
7"
19' - 10"
WF COL PER PLAN
WF BM PER PLAN
CONC OVER MTL DECKPER PLAN
8" CMU WALLPER
AS3.02
CL WF
1/2"
PLANSEEF.O. CMU
2"
PROVIDE #5 VERTS @ 8"CC @PARAPET. CONT ADD'L BARS5'-0" BELOW TOS ELEVATION
39' - 8"T.O. PARAPET
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
39' - 8"T.O. PARAPET
1 1.1
WF BM PER PLAN
CONC OVER MTL DECKPER PLAN
8" CMU WALLPER A
S3.02
2-#5 BARS
2-#5 BARS
LOUVER PER ARCH'L
CLOSURE PLPER
1S5.03
TOSSEE PLAN
S
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/2" = 1'-0"
10/3
/201
1 7:
44:5
8 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
NEW CENTRAL UTILITY PLANTBUILDING
SECTIONS
S3.04
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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"
FOR PL 'T' ANDBOLTS, SEE
1 3/
4"
FACE OFWEB
1 3/4" 2 1/2"
COPE FLANGET&B AS REQD
WF BEAM ORGIRDER, SEEPLAN
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
FOR PL 'T' ANDBOLTS, SEE
A
S5.01
A
S5.01
1
S5.01
WSEE
SCHEDULE
513SD004-12
FACE OFWEB
BMEND OF1 3/4"
WF BEAM ORGIRDER, SEEPLAN
1 3/
4"
1 3/4" 2 1/2"
'K'
1 3/
4"
@ 3
"CC
BOLT
S
WF BEAM ORGIRDER, SEEPLAN
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
As indicated
10/3
/201
1 7:
45:0
1 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
NEW CENTRAL UTILITY PLANTBUILDING
DETAILS
S5.01
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
& ,
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
As indicated
10/3
/201
1 7:
45:0
5 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
NEW CENTRAL UTILITY PLANTBUILDING
DETAILS
S5.02
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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.
METAL PANELPER ARCH'L
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
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
NEW CENTRAL UTILITY PLANTBUILDING
DETAILS
S5.03
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
3/8" = 1'-0"
10/3
/201
1 7:
45:1
0 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
NEW CENTRAL UTILITY PLANTBUILDING
STAIR PLANS
S6.01
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
0' - 0"TOC
19' - 0"T.O.C.
39' - 8"T.O. PARAPET
4 3.9
CONC OVER MTL DECKPER PLAN
WF BM PER PLAN
CONC OVER MTL DECKPER 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
39' - 8"T.O. PARAPET
A B
HSS STRINGERPER PLAN TYP
CMU WALL PER PLAN
WF BEAM PERPLAN TYP
CONC OVER MTL DECKPER PLAN
SLAB ON GRADE PERPLAN
HSS COL BEYONDPER PLAN
HSS STRINGERPER PLAN
MTL STUD WALLPER ARCH'L
TOCVARIES
TOC9'-6"
PAD FTG PER PLAN
CONC OVER MTL DECKPER PLAN
S
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
1/2" = 1'-0"
10/3
/201
1 7:
45:1
1 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
NEW CENTRAL UTILITY PLANTBUILDING
STAIR SECTIONS
S6.02
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
CN21
3473
S6.02 1/2" = 1'-0"ASECTION S6.02 1/2" = 1'-0"
BSECTION
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11
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
S T A T E O F C A L I F O R N I ASTRUCTURAL
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
National Facilities ServicesPost Office Box 12916
Oakland, California 94604
1/16" = 1'-0"GRAPHIC SCALES:
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
A REDUCED PRINT SCALE ACCORDINGLY
IF THIS SHEET IS NOT 30"x42" , IT IS
3" = 1'-0"
1'
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
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
NEW CENTRAL UTILITY PLANTBUILDING
STAIR DETAILS
S6.03
SACRAMENTO MEDICAL CENTER2025 MORSE AVENUE
SACRAMENTO, CA 95825
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
No. Revisions By Date Appr.
1 OSHPD SUBMITTAL 9/29/11