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TYPICAL STRUCTURAL ABBREVIATIONS

WB-1

TRUSS

TYPICAL SYMBOLS LEGEND TYPICAL PLAN NOTES:

CAST IRON C.I.

APPROVED APPD.

W.I.WD.W.P.W/WDW.W.L.WBW.W.M.WPFG.WS.

PRE-ENGINEERED

WROUGHT IRONWOODWORK POINTWITHWINDOWWIND LOADWIND BRACEWELDED WIRE MESHWATERPROOFING

WATERSTOP

VERT.VERTICAL

UNLESS NOTED OTHERWISE U.N.O.

TSTR.T.O.W.T.O.S.C.T.O.S.T.R.W.T.O.P.C.T.O.P.T.O.F.T.O.B.

T & BT & GTHK.TERR.TTEMP.

TUBE STEELTREADTOP OF WALLTOP OF STRUCTURAL CONCRETETOP OF STEELTOP OF RETAINING WALLTOP OF PIER CAPTOP OF PIERTOP OF FOOTINGTOP OF BEAM

TOP AND BOTTOMTONGUE & GROOVETHICKTERRAZZOTENSIONTEMPERATURE

SUPT(S).SUBCONTR.SYM.STRUCT'L.STRUCT.STIR.STR.STIFF.STL.STD.S.F.SPEC'D.SPEC(S)SPA.SIM.SW.SHT.VSECT.SCHED.

SUPPORT(S)SUBCONTRACTORSYMMETRICALSTRUCTURALSTRUCTURESTIRRUPSSTRAIGHTSTIFFENERSTEELSTANDARDSQUARE FOOT (FEET)SPECIFIEDSPECIFICATION(S)SPACESIMILARSIDEWALKSHEETSHEARSECTIONSCHEDULE(D)

RND.RM.RF. OPNG.R.D.RF.RIS.REQ'D.RET. SYS.REQ.REM. OR RREINF.RCPR

ROUNDROOMROOF OPENINGROOF DRAINROOFRISERREQUIREDRETENTION SYSTEMREQUIREREMAINDERREINFORCE(ING) (ED) (MENT)REINFORCED CONCRETE PIPERADIUS

PROJ.PRELIM.PREFAB.

P/CP.S.I.P.S.F.PT.PL.PC.PERP.

PARTN.PAR.P

PROJECTIONPRELIMINARYPREFABRICATED

PRECAST CONCRETEPOUNDS PER SQUARE INCHPOUNDS PER SQUARE FOOTPOINTPLATEPIECEPERPENDICULAR

PARTITIONPARALLELPAN

OSTG.O.D.O.F.O.H.OPP.OPNG(S).O.C.

OUTSTANDINGOUTSIDE DIAMETEROUTSIDE FACEOPPOSITE HANDOPPOSITEOPENING(S)ON CENTER

NO. OR #N.T.S.N.I.C.N.S.NOM.N.F.

NUMBERNOT TO SCALENOT IN CONTRACTNON-SHRINKNOMINALNEAR FACE

M.C. ORMMISC.MIN.MID.MEZZ.MECH.MAX.MAT.M.O.MFR.

MOMENT CONNECTION(S)MOMENTMISCELLANEOUSMINIMUMMIDDLEMEZZANINEMECHANICALMAXIMUMMATERIALMASONRY OPENINGMANUFACTURE(R)

L.P.LLVLLHLONG.LLLWT. CONC.

LOW POINTLONG LEG VERTICALLONG LEG HORIZONTALLONGITUDINALLIVE LOADLIGHTWEIGHT CONCRETE

KSFKLFk

KIP PER SQUARE FOOTKIP PER LINEAR FOOTKIPS (1000 LBS)

JST(S).JT(S).

JOIST(S)JOINT(S)

INTERM.INT.I.F.I.D.INFO.

INTERMEDIATEINTERIORINSIDE FACEINSIDE DIAMETERINFORMATION

HK.HORIZ.

H.P.HT.H.S.

HOOKHORIZONTAL

HIGH POINTHEIGHTHEADED STUDS

GR. BM.GR.GOVT.GEN. CONTR.

G.S.G.I.GALV.GA.

GRADE BEAMGRADEGOVERNMENT

GENERAL CONTRACTORGALVANIZED STEELGALVANIZED IRONGALVANIZEDGAGE OR GAUGE

FDN.F.D.FL.FLG.FP.FIN. FL.FIN.

F.S.FABR.F. TO F.

FOUNDATIONFLOOR DRAINFLOORFLANGEFIREPROOF(ING)FINISHED FLOORFINISH(ED)

FAR SIDEFABRICATORFACE TO FACE

X-STR.EXT.EXIST.E.J.EXP.EQUIP.EQ.ENT.ENGR.ELEV.EL.ELEC.

E.W.E.F.EA.

EXTRA STRONGEXTERIOREXISTINGEXPANSION JOINTEXPANSIONEQUIPMENTEQUALENTRANCEENGINEERELEVATORELEVATIONELECTRICAL

EACH WAYEACH FACEEACH

DWL(S).DBL.DWG(S).DS.DVTL.DIM(S).DIA.DIAG.D.B.A.DLDET.

DOWEL(S)DOUBLEDRAWING(S)DOWNSPOUTDOVETAILDIMENSION(S)DIAMETERDIAGONALDEFORMED BAR ANCHORDEAD LOADDETAIL

COV. PL.COR.C.J.CONST.CT.J.CONTR.CONT.CONN(S).CMUCONC.C OR COMP.COL.CLR.CC. TO C.C.G.C.L.CLG.C.I.P.

COVER PLATECORNERCONSTRUCTION JOINTCONSTRUCTIONCONTROL JOINTCONTRACTORCONTINUOUSCONNECTION (S)CONCRETE MASONRY UNITCONCRETECOMPRESSIONCOLUMNCLEAR OR CLEARANCECHANNELCENTER TO CENTERCENTER OF GRAVITYCENTER LINECEILINGCAST-IN-PLACE

B.L.BLDG.BRDG.B.L.E.

BRACKET BRKT.BOT.B.O.BLKG.BLK.BEV ('D)BTWN.BFFBRG.BM.BSMT.B. TO B.B.F.

BUILDING LINEBUILDINGBRIDGINGBRICK LEDGE ELEVATION

BOTTOMBLOCK-OUTBLOCKINGBLOCKBEVEL (ED)BETWEENBELOW FINISH FLOORBEARINGBEAMBASEMENTBACK TO BACKBACK FACE

AHUA/C@

ARCH'L.ARCH.APPROX.

L&A.B.ALT.

AIR HANDLING UNITAIR CONDITIONERAT

ARCHITECTURALARCHITECTAPPROXIMATE

ANGLEANDANCHOR BOLTALTERNATEAGGREGATE AGGR.ADJACENT ADJ.ADDITIONAL ADDN'LABOVE FINISH FLOOR AFF

EDGE ANGLE OFFSET E.A.O.

ARCH'L. FINISH SURFACE A.F.S.

FIELD VERIFY (F.V.)

TAPERED BEAM T.B.

ARE NOT NECESSARILY USED

PENETRATION PEN.

CANTILEVER CANT.

TOP OF T.O.

TYPICAL TYP.

ALL ABBREVIATIONS SHOWN

HOLLOW STRUCTURAL SHAPE HSS

BUILDING MANUFACTURER PEBMPRE-ENGINEEREDMETAL BUILDING PEMB

TYPICAL ABBREVIATIONS, SYMBOLS AND PLAN NOTES AS-1

SUBSTITUTIONS

DESIGN LOADS

A.F.S.

INDICATES TRUSS - SEE TRUSS ELEVATIONS.

INDICATES THAT COLUMN STOPS AT THIS LEVEL.

INDICATES THAT COLUMN STARTS UPWARD FROM THIS LEVEL.

INDICATES WIND BRACE - SEE WIND BRACE ELEVATIONS.

CAST-IN-PLACE CONCRETE

STRUCTURAL PRECAST CONCRETE

SAND GRAVEL, OR LOW P.I. FILL

EARTH

ROCK

ARCHITECTURAL PRECAST CONCRETE

NON-SHRINK GROUT

SAND CEMENT GROUT

C.M.U.

BRICK

EXISTING

STRUCTURAL STEEL

WOOD (CONTINUOUS)

WOOD (NON-CONTINUOUS)

GLUE LAMINATED LUMBER (GLU-LAM)

ARCHITECTURAL FINISHED SURFACE

PLYWOOD

MICRO LAMINATED LUMBER (MICRO-LAM)

3. SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF FLOOR DROPS, FLOOR SLOPES, CURBS,MISCELLANEOUS ELEVATIONS, DETAILS AND DIMENSIONS NOT SHOWN ON PLAN.

4. SEE ARCH'L. DWGS. FOR SIZES & LOCATIONS OF ROOF OPENINGS.

5. REPETITIVE MEMBERS SUCH AS BEAM PURLINS SHALL BE EQUALLY SPACED BETWEEN DIMENSIONEDPOINTS, U.N.O.

6. NOTE TO CONTRACTOR:FIELD VERIFY ALL EXISTING DIMENSIONS & ELEVATIONS PRIOR TO FABRICATION OF MATERIALSAND CONSTRUCTION.

ROOF TOP MECHANICAL UNIT ON PLAN

BEAM BOTTOM CHORD BRACING ON PLAN

THE FOLLOWING GENERAL NOTES CONSTITUTE A MAJOR PART OF THE PLANS AND SPECIFICATIONS. STRICTCOMPLIANCE WITH THESE NOTES IS ESSENTIAL TO THE PROPER CONSTRUCTION OF THE BUILDING.

1. REFER TO THE PLAN NOTES, LOCATED IN THESE GENERAL NOTES, FOR APPLICATION OF DETAILS WHICH AREDESIGNATED AS "TYPICAL DETAILS" IN THIS SET OF DRAWINGS.

2. SLEEVES AND BLOCKOUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, CONDUIT, ETC., ANDANCHORS REQUIRED FOR ANCHORING EQUIPMENT AND PIPING ARE NOT GENERALLY INDICATED ON THESTRUCTURAL DRAWINGS. THE CONTRACTOR SHALL DETERMINE SUCH REQUIREMENTS FROM OTHER SERIESDRAWINGS, SUBCONTRACTORS, AND SUPPLIERS AND SHALL COORDINATE THE LOCATIONS AND DETAILS FORTHESE ITEMS PRIOR TO FABRICATION OR CONSTRUCTION OF THE STRUCTURE. ANY CONFLICTS BETWEEN THESEITEMS AND THE BUILDING STRUCTURE SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FORRESOLUTION.

3. VERIFY, OR ESTABLISH, LOCATIONS AND DIMENSIONS OF ALL FRAMED OPENINGS RELATED TO EQUIPMENT ORDUCTWORK, INCLUDING INSULATION, IF ANY. WHERE SUBSTANTIAL RELOCATION OR RECONFIGURATION ISREQUIRED, SUBMIT A DRAWING TO THE ARCHITECT FOR REVIEW.

4. LOCATE EXISTING REINFORCEMENT, USING APPROPRIATE IMAGING EQUIPMENT, PRIOR TO CUTTING OR DRILLINGINTO EXISTING CONCRETE. DO NOT CUT OR DAMAGE EXISTING REINFORCEMENT. IF THE REQUIRED OPERATIONSMAKE DAMAGING EXISTING REINFORCING UNAVOIDABLE, INFORM ARCHITECT SO THAT THE CONDITION MAY BEEVALUATED AND ALTERNATIVE DIRECTIONS GIVEN.

5. MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL WHICH ARE NOT AS SPECIFIED IN THE DOCUMENTSSHALL BE ACCOMPANIED BY A CURRENT ES REPORT (BY ICC EVALUATION SERVICE, INC.) OR ICBO REPORT (BYINTERNATIONAL CONFERENCE OF BUILDING OFFICIALS). MATERIALS OR PRODUCTS THAT DO NOT HAVE AN ESOR ICBO REPORT INDICATING THE SUBSTITUTED MATERIAL OR PRODUCT TO BE EQUAL TO THAT SPECIFIED, WILLNOT BE CONSIDERED.

1. ALL REQUESTS FOR SUBSTITUTIONS OF MATERIALS OR DETAILS SHOWN IN THE CONTRACT DOCUMENTS SHALLBE SUBMITTED FOR APPROVAL DURING THE BIDDING PERIOD. ONCE BIDS ARE ACCEPTED, PROPOSEDSUBSTITUTIONS WILL BE CONSIDERED ONLY WHEN THEY ARE OFFICIALLY SUBMITTED WITH AN IDENTIFIEDSAVINGS TO BE DEDUCTED FROM THE CONTRACT.

INDICATES MOMENT CONNECTION -SEE MOMENT CONNECTION DETAILS.

INDICATES STEEL BEAM SPLICE -SEE STRUCTURAL STEEL SIMPLE BEAM CONNECTION DETAILS SBX-1.

STRUCTURAL SYMBOLSTHE FOLLOWING SYMBOLS ARE USED TO REPRESENT THE MATERIALS SHOWN ON THESTRUCTURAL DRAWINGS. SEE SPECIFICATIONS AND GENERAL NOTES FOR MATERIALQUALITIES REQUIRED.

1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVEL ELEVATION RELATED TO DATUM ELEVATION =100'-0" SHOWN ON DRAWINGS.

- SEE PLAN FOR TOP OF STRUCTURAL CONCRETE (T.O.S.C.) ELEVATION.- T.O.S. EL. = BOTTOM OF METAL DECK ELEVATION SEE PLAN FOR TOP OF STEEL (T.O.S.) ELEVATION.

2. SHEET INDEX:THE DETAILS IN THE DRAWINGS, INCLUDING THOSE DRAWINGS REFERENCED BY THIS INDEX, WHICH AREDESIGNATED AS "TYPICAL DETAILS", APPLY GENERALLY TO THE CONSTRUCTION IN ALL AREAS WHERETHE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS, REGARDLESS OF WHETHER OR NOTTHE DETAILS ARE SPECIFICALLY REFERENCED IN THE DRAWINGS.

G.C.

GENERAL

EXISTING CONDITIONS1. FIELD VERIFY ALL RELEVANT DIMENSIONS AND CONDITIONS AT EXISTING STRUCTURES PRIOR TO STARTING

SHOP DRAWINGS AND THE CONSTRUCTION PROCESS IN THOSE AREAS. SUBMIT APPROPRIATE PLANS ANDDETAILS REFLECTING THE FIELD VERIFIED EXISTING CONDITIONS FOR THE ARCHITECT'S USE

.2. EXISTING CONDITIONS WHICH REQUIRE MODIFICATIONS TO THE DESIGN OF THE PROPOSED CONSTRUCTION SHALL

BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT.

3. THE TESTING LABORATORY SHALL EXAMINE AND REPORT ON THE CONDITION OF PORTIONS OF THE EXISTINGSTRUCTURE WHICH WILL BE ALTERED OR WHICH WILL SUPPORT NEW FRAMING, WITH SPECIAL EMPHASIS ON THEFOLLOWING:

A. EXISTING BOLTED CONNECTIONS: IDENTIFY MISSING, DAMAGED OR OTHERWISE DETERIORATED BOLTS ANDCONNECTION PLATES.

B. EXISTING WELDED CONNECTIONS: VERIFY THAT WELDS WERE COMPLETED AND ARE STILL IN GOOD CONDITION, SUITABLE FOR SUPPORT OF ADDITIONAL LOADS SHOWN ON DRAWINGS.

C. GENERAL CONDITION OF FRAMING IN AREAS TO BE LOADED OR ALTERED. CONFIGURATION AND EVIDENCEOF EXCESSIVE CORROSION OR OTHER DAMAGE SHALL BE REPORTED.

1. DEAD LOADS INCLUDE THE WEIGHT OF THE STRUCTURAL COMPONENTS AND ALLOWANCES FORPERMANENT PARTITIONS, PERMANENT FIXTURES, FINISHES, ROOFING, MECHANICAL, ELECTRICAL,PLUMBING AND FIRE PROTECTION MATERIALS SHOWN OR SPECIFIED.

2. LOADINGS FOR MECHANICAL ROOMS ARE BASED ON THE WEIGHTS OF ASSUMED EQUIPMENT, ASINDICATED ON THE MECHANICAL DRAWINGS (INCLUDING THE WEIGHT OF CONCRETE PADS, WHEREINDICATED). ANY CHANGES IN TYPE, SIZE, LOCATION OR NUMBER OF PIECES OF EQUIPMENT SHOULD BE REPORTED TO THE ARCHITECT FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.

3. DESIGN LIVE LOADING IS AS FOLLOWS:ROOF ..................................................................................................................................................... 20 PSFOFFICES (NOT INCLUDING NON-PERMANENT PARTITIONS)................................................................. 50 PSFPARTITION ALLOWANCE IN OFFICE AND CLASSROOM AREAS......................................................... 20 PSFEXTERIOR BALCONIES.......................................................................................................................... 100 PSFSTAIRWAYS.......................................................................................................................................... 100 PSFPUBLIC CORRIDORS.............................................................................................................................. 100 PSFCORRIDORS ABOVE FIRST FLOOR....................................................................................................... 80 PSFALL SLABS-ON-GRADE........................................................................................................................ 100 PSFSTORAGE (LIGHT).................................................................................................................................. 125 PSFSTORAGE (HEAVY)............................................................................................................................... 250 PSFCATWALKS............................................................................................................................................ 40 PSFMECHANICAL ROOM (MIN.).................................................................................................................... 150 PSFELEVATOR MACHINE ROOM.................................................................................................................. 150 PSFHANDRAIL IMPACT LOAD...................................................................................................................... 50 PLF

4. LIVE LOAD REDUCTIONS, WHERE PERMISSIBLE, ARE COMPUTED IN ACCORDANCE WITH THE BUILDING CODE.

5. DESIGN WIND LOADING IS AS FOLLOWS (NOTE: PER ASCE 7-10, WIND LOADS ARE ULTIMATE.SERVICE LOADS MAY BE OBTAINED BY DIVIDING THE STATED LOADS BY 1.6.):

WIND DESIGN OPTION....................................................................................................... DIRECTIONAL PROCEDUREor ENVELOPE PROCEDURE

BASIC WIND SPEED (3-SECOND GUST)............................................................................................ 130 MPHRISK CATEGORY............................................................................................................................... IIEXPOSURE CATEGORY..................................................................................................................... CINTERNAL PRESSURE COEFFICIENT.................................................................................................0.18

ROOF PRESSURE(+)/ SUCTION(-) LOADS (NET – INCLUDING INTERNAL PRESSURE – LOADS MAY BE LINEARLY INTERPOLATED BETWEEN VALUES FOR THE GIVEN TRIBUTARY AREAS)

INTERIOR ZONES – MORE THAN 22’ FROM EDGE, HIP, OR RIDGE (ZONE 1) (10 SQ.FT. OF TRIBUTARY AREA)................................ +19.00 / -47.00 PSF

(100 SQ.FT. OF TRIBUTARY AREA).............................. +16.00 / -43.00 PSF END ZONES - WITHIN 22’ OF EDGE, HIP, OR RIDGE (ZONE 2)

(10 SQ.FT. OF TRIBUTARY AREA)................................. +19.00 / -78.00 PSF(100 SQ.FT. OF TRIBUTARY AREA)............................... +16.00 / -51.00 PSF

CORNER ZONES - WHERE ZONE 2 AREAS OVERLAP (ZONE 3)(10 SQ.FT. OF TRIBUTARY AREA)................................. +19.00 / -118.00 PSF

(100 SQ.FT. OF TRIBUTARY AREA)............................... +16.00 / -51.00 PSF

ON CANOPIES AND OVERHANGS ENDS (ZONE 2) (10 SQ.FT. OF TRIBUTARY AREA)............................. -74.00 PSF

(100 SQ.FT. OF TRIBUTARY AREA)............................... -71.00 PSF CORNERS (ZONE 3) (10 SQ.FT. OF TRIBUTARY AREA)................................. -118.00 PSF

(100 SQ.FT. OF TRIBUTARY AREA)............................... -40.00 PSF

CURTAINWALL DESIGN PRESSURE/SUCTIONINTERIOR ZONE (ZONE 4) (10 SQ.FT. OF TRIBUTARY AREA).......................... +43.00 / -47.00 PSF

(100 SQ.FT. OF TRIBUTARY AREA)........................ +36.00 / -41.00 PSFEXTERIOR ZONE (ZONE 5) (10 SQ.FT. OF TRIBUTARY AREA)...........................+43.00 / -57.00 PSF

(100 SQ.FT. OF TRIBUTARY AREA)....................... +36.00 / -45.00 PSF

FM GLOBAL REQUIREMENT: MULTIPLY ABOVE VALUES BY 1.6 FOR MINIMUM FM APPROVED WIND CLASSIFICATION RATING NEEDED FOR THE ENTIRE ROOF ASSEMBLY. USE ULTIMATE WIND RATING OF 180PSF MINIMUM.

RELIABLE ROOF DEAD LOAD TO RESIST WIND UPLIFT....................................................................... 5 PSFINTERIOR PRESSURE ON STRUCTURAL ELEMENTS............................................................................. 8 PSF

6. SEISMIC DESIGN DATA (IBC):

RISK CATEGORY.............................................................................................................. IIMAPPED SPECTRAL RESPONSE ACCELERATIONS, SS & S1..........................................0.074 / 0.030SITE CLASS...................................................................................................................... DSPECTRAL RESPONSE COEFFICIENTS SDS /SD1............................................................0.079 / 0.048SEISMIC DESIGN CATEGORY........................................................................................... ABASIC SEISMIC-FORCE-RESISTING SYSTEM...........................................STEEL ORDINARY CONCENTRICALLY

BRACED FRAMESDESIGN BASE SHEAR....................................................................................................... 215kSEISMIC RESPONSE COEFFICIENT, CS.............................................................................0.025RESPONSE MODIFICATION FACTOR, R............................................................................3.25ANALYSIS PROCEDURE USED........................................................... EQUIVALENT LATERAL FORCEDEFLECTION AMPLIFICATION FACTOR.............................................................................3.25

7. SNOW LOADING (ASCE 7, SECTION 7):

GROUND SNOW LOAD..................................................................................................... 5 PSF

8. ELEVATORS: SUPPORTING ELEMENTS FOR ELEVATORS ARE BASED ON PUBLISHED DATA FOR THEFOLLOWING ELEVATOR TYPES:

SCHINDLER 3300 TRACTION ELEVATOR

SUBMIT FINAL LOAD DATA FROM MANUFACTURER SUPPLYING ELEVATORS, PRIOR TO FABRICATION OFSUPPORTING MATERIALS.

9. STACKS OF MATERIALS OR OTHER CONSTRUCTION LOADS PLACED ON THE STRUCTURE SHALL NOT EXCEEDTHE STATED DESIGN LIVE LOAD FOR THE AREA AFFECTED UNLESS ADEQUATELY SHORED.

CONSTRUCTION

DOCUMENTS

2849 FM 447Nursery, TX 7797

TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:

3702 S. Interstate 35, Suite 109New Braunfels, TX 78132830-620-0778 Office

[email protected]

CgM and AssociatesArchitects

CGM AND ASSOCIATES3702 S. INTERSTATE 35, SUITE 109.NEW BRAUNFELS, TX 78132

830-620-0778 P830-620-0778 F

ARCHITECT

DATUM ENGINEERS, INC5929 BALCONES DRIVE, STE. 100AUSTIN, TX 78731

512-469-9490 P

STRUCTURAL ENGINEER

BARKER AND ASSOCIATES, INC.824 BROADWAY ST. SUITE 201SAN ANTONIO, TX 78215

210-826-9191 P210-223-9194 F

MEP ENGINEER

FPCG_FIRE PROTECTION CONSULTING GROUP339 SANDALWOOD LANESAN ANTONIO, TX 78216

210-835-2389 P

LIFE SAFETY_FIRE PROTECTION

PROJECT NO:

FILE PATH:

COPYRIGHT:CGM & ASSOCIATES ARCHITECTS, INC2016

PORTIONS OF THIS DRAWING MAY NOT BE TO SCALE. THEREFORE, THIS DRAWING SHALL NOT BE SCALED. COPYRIGHT © 2017 DATUM ENGINEERS, INC.

15134 _STEC-G3.rvt

Datum Engineers IncorporatedWWW.DATUMENGINEERS.COM | CO REG. NO. F-2819

Datum Project No.

Dallas San Antonio214-358-0174 210-858-2869

Austin512-469-9490

South Texas Electric

Cooperative

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S1.01

ABBREVIATIONS,SYMBOLS, AND TYPICALPLAN NOTES

15134

SHEET LISTSHT. NO. SHEET NAME

S1.01 ABBREVIATIONS, SYMBOLS, AND TYPICAL PLAN NOTES

S1.02 GENERAL NOTES

S2.01 BASEMENT FOUNDATION PLAN

S2.02 FIRST FLOOR FRAMING PLAN

S2.03 SECOND FLOOR FRAMING PLAN

S2.04 THIRD FLOOR & LOW ROOF FRAMING PLAN

S2.05 HIGH ROOF FRAMING PLAN

S3.01 CONCRETE SECTIONS AND DETAILS

S4.01 SIMPLE BEAM CONNECTION DETAILS

S4.02 COMPOSITE STEEL BEAM DETAILS

S4.03 COMPOSITE STEEL BEAM DETAILS

S4.04 STEEL SECTIONS AND DETAILS

S4.05 STEEL SECTIONS AND DETAILS

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW

02/08/2107 CONSTRUCTION DOCUMENTS

12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

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02/08/2017

CONCRETE MIX

1. CONSTRUCTION JOINTS IN BEAMS, SLABS AND WALLS SHALL ONLY OCCUR WITHIN 2'-0" OF MIDSPAN BETWEENSUPPORTS. SUBMIT A DIAGRAM OF ALL PROPOSED CONSTRUCTION JOINTS WHICH ARE NOT SPECIFICALLYSHOWN ON THESE DRAWINGS (REFER TO SPECIFICATIONS).

2. SLEEVES, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES, DEPRESSIONS, CURBS AND ALL EMBEDDEDITEMS SHALL BE PROVIDED FOR AS SHOWN ON THE ARCHITECTURAL AND MECHANICAL DRAWINGS AND ASREQUIRED BY EQUIPMENT MANUFACTURERS. MINIMUM CONCRETE BETWEEN SLEEVES SHALL BE 6".INSTALLATION OF THESE ITEMS SHALL BE COORDINATED WITH SHOP DRAWINGS OF TRADES REQUIRING THESEITEMS.

3. SET FORMS TO FOLLOW SLOPES AND GRADES DEFINED ON PLAN, KEEPING MEMBER DEPTHS CONSTANT ATDEPTHS DETAILED OR SCHEDULED, UNLESS NOTED OTHERWISE. SLOPE UNIFORMLY BETWEEN ELEVATIONSGIVEN. BUILD IN CAMBER WHERE SPECIFIED.

4. DUE TO THE THIN CONCRETE SLABS ON THIS PROJECT, NO CONDUIT OR PIPE IS PERMITTED TO BE CAST IN THESLAB. MINOR CONDUIT MAY BE INSTALLED IN THE SLAB IF SUBMITTED IN ADVANCE TO THE ARCHITECT FORAPPROVAL.

5. FLOORS ARE NOT DESIGNED TO SUPPORT FORMWORK AND WET CONCRETE WEIGHT OF NEXT LEVEL.CONTRACTOR SHALL DESIGN AND PROVIDE RESHORING TO PREVENT OVERSTRESSING THE STRUCTURE.

6. PROVIDE 40 CUBIC YARDS OF ADDITIONAL CONCRETE TO BE USED IN THE FIELD AS DIRECTED BY THEARCHITECT/ENGINEER. LABOR FOR PLACEMENT AND FINISHING SHALL BE INCLUDED. ANY UNUSED PORTION OFTHIS QUANTITY SHALL BE CREDITED TO THE OWNER AT THE RATE OF $150 PER CUBIC YARD FOR A TOTAL OF$6,000.00

CAST-IN-PLACE CONCRETE

1. LAYOUT NEW OR TEMPORARY FLOOR OPENINGS, CORES, AND COLUMN BASE PLATE ANCHOR LOCATIONS ASSHOWN ON THE DRAWINGS.

2. AFTER PROPOSED OPENINGS, SLEEVES, AND ANCHORS HAVE BEEN LOCATED, ENGAGE TESTING LABORATORYTO LOCATE AND MARK LINES OF REINFORCING ON THE SLAB AT THOSE LOCATIONS. NOTIFY STRUCTURALENGINEER AND ARCHITECT TO SITE OBSERVE, UNLESS ALL PROPOSED MODIFICATIONS MEET THE CONDITIONS INPARAGRAPHS 5 AND 6, BELOW. MODIFY OPENING LOCATIONS IF REQUIRED.

3. TO AVOID CUTTING REINFORCING BEYOND THE EDGE OF THE OPENINGS, CORNERS OF SQUARE ORRECTANGULAR OPENINGS MAY NOT BE OVERCUT. WHEN REINFORCING IS ALLOWED TO BE CUT, IT MAY BE CUTONLY WITHIN THE LIMITS OF THE NEW OPENINGS.

4. CORNERS OF OPENINGS MAY BE CORE DRILLED AND CUT BETWEEN CORES, OR CORES MAY BE CUT ALONGEDGES OF OPENING. CONCRETE MAY THEN BE CHIPPED OUT OF THE CENTER OF THE OPENING.

5. DO NOT CORE OR CUT THROUGH BEAMS OR JOISTS.

6. WHERE THE FOLLOWING CONDITIONS ARE MET, CORING IS STRUCTURALLY ACCEPTABLE WITHOUT FURTHERRESERVATION. OTHER RESTRICTIONS MAY APPLY WHICH ARE BEYOND THE SCOPE OF THE STRUCTURALCRITERIA:

A. SLAB CORES WITH A MAXIMUM DIAMETER OF 6” THAT ARE LOCATED 1” CLEAR OF ALL EMBEDDED REINFORCING AND ARE ALIGNED WITH AND SPACED AT LEAST 6” CLEAR OF ADJACENT CORES (PARALLELOR PERPENDICULAR TO THE SLAB SPAN) AND 12” CLEAR OF EXISTING OPENINGS IN BOTH DIRECTIONS. SEETYPICAL CORING DETAIL.

B. WHERE SLAB CORES ARE NOT ALIGNED PARALLEL OR PERPENDICULAR TO SLAB SPAN, THEY SHALL BESPACED AT LEAST 6” CLEAR OF OTHER CORES IN BOTH DIRECTIONS AND 12” CLEAR OF EXISTING OPENINGS. SEE TYPICAL CORING DETAIL.

7. AFTER SETTING FLOOR DRAINS IN PLACE, FILL ALL VOIDS AROUND DRAINS SOLID WITH FLOWABLE HIGH-STRENGTH, NON-SHRINK, GROUT. GROUT TO CONFORM TO ASTM C1107.

8. WATERPROOF OR SEAL CONCRETE AND GROUT AROUND FLOOR DRAINS SO WATER CANNOT SEEP INTO JOINTSOR PENETRATE CONCRETE TO AVOID CORROSION OF ANY REINFORCING THAT HAS BEEN CUT.

CHIPPING, CUTTING, OR CORING INTO EXISTINGCONCRETE CONSTRUCTION

1. WHERE FIELD DRILLED EXPANSION BOLTS ARE PROPOSED FOR AN APPLICATION OR LOCATION NOT SHOWN ONTHESE DRAWINGS, THE PRODUCT AND ITS INTENDED APPLICATION SHALL BE SUBMITTED FOR APPROVAL.

2. EXPANSION BOLTS SHALL BE ONE OF THE FOLLOWING (NO SUBSTITUTIONS):

STRONG-BOLT 2, SIMPSON STRONG-TIE CO., PLEASANTON, CAPOWER-STUD+SD1, POWERS FASTENERS, BREWSTER, NYKWIK BOLT TZ, HILTI FASTENING SYSTEMS, TULSA, OK

3. ONLY ONE LENGTH OF BOLT SHALL BE PRESENT ON THE JOBSITE FOR EACH BOLT DIAMETER, UNLESSOTHERWISE SPECIFIED ON THE DRAWINGS.

4. EXPANSION BOLTS, OF THE DIAMETER AND EMBEDMENT SHOWN ON THE DRAWINGS, SHALL BE INSTALLED BYPERSONNEL TRAINED TO INSTALL EXPANSION BOLTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THECONTRACT DOCUMENTS AND THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII). WHEREPROVISIONS OF THE ABOVE REFERENCED DOCUMENTS ARE IN CONFLICT, THE MOST STRINGENT REQUIREMENTSHALL GOVERN.

5. ALL POST-INSTALLED ANCHORS SHALL BE INSPECTED BY A SPECIAL INSPECTOR IN ACCORDANCE WITH THEBUILDING CODE. INSTALLATION OF EXPANSION BOLTS SHALL BE CONTINUOUSLY INSPECTED BY THE TESTINGLABORATORY, TO ENSURE THAT HOLES ARE OF PROPER DIAMETER AND LENGTH, THAT MINIMUM INSTALLATIONTORQUES ARE OBTAINED, AND THAT BOLTS ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’SPRINTED INSTALLATION INSTRUCTIONS (MPII).

6. BOLTS SHALL BE INSTALLED PERPENDICULAR TO THE FACE OF THE CONCRETE. THE MAXIMUM DEVIATION FROMPERPENDICULAR SHALL BE 6 DEGREES. ALL BOLTS INSTALLED OUTSIDE OF THE SPECIFIED TOLERANCE SHALLBE CONSIDERED UNACCEPTABLE.

7. THE CONTRACTOR SHALL CREATE A TEMPLATE FOR EACH BOLT GROUP PRIOR TO FABRICATING HOLES INCONNECTION PLATES. TEMPLATES SHALL BE MADE AFTER LOCATING EXISTING REINFORCING STEEL WITHFERROSCAN OR SIMILAR NON-DESTRUCTIVE REINFORCING IMAGING DEVICE. POSITION BOLT HOLES SO AS NOTTO CONFLICT WITH THE EXISTING REINFORCING. BOLT POSITIONS MAY BE ADJUSTED IN THE FIELD A MAXIMUMOF 1 1/2" FROM THE DIMENSIONS SHOWN ON THE DETAILS, TO AVOID CONFLICTS WITH THE EXISTINGREINFORCING STEEL.

8. SUBMIT DRAWINGS OF TEMPLATES SHOWING HOLE LOCATIONS PRIOR TO FABRICATION OF CONNECTIONPLATES.

9. HOLES SHALL BE DRILLED IN A CONTINUOUS OPERATION AVOIDING FREQUENT REMOVAL OF THE DRILL FROMTHE HOLE. AFTER DRILLING, ALL DUST AND OTHER FOREIGN MATTER SHALL BE BLOWN OUT OF THE HOLE WITHCOMPRESSED AIR.

10. HOLES DRILLED IN THE CONCRETE SHALL BE SAME NOMINAL DIAMETER AS THE BOLT. USE THE BIT TYPE ANDSIZE RECOMMENDED BY THE BOLT MANUFACTURER. HOLES SHALL NOT BE ENLARGED OR REDIRECTEDANYWHERE ALONG THEIR LENGTH.

11. ALL ABANDONED HOLES DRILLED IN THE CONCRETE SHALL BE COMPLETELY FILLED WITH EPOXY GROUT.

12. TIGHTEN NUTS AGAINST SMOOTH WASHERS TO THE MINIMUM TORQUE RECOMMENDED BY THE MANUFACTURER.

13. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. IF LARGERDIAMETER HOLES ARE NECESSARY FOR ERECTION PURPOSES THE CONTRACTOR SHALL PROVIDE PLATEWASHERS SUFFICIENTLY WELDED TO THE CONNECTION PLATE TO TRANSFER THE SPECIFIED LOAD.

FIELD DRILLED EXPANSION BOLTS IN CONCRETE

1. FIELD DRILLED DOWELS AND ANCHOR RODS TO BE SET IN HARDENED CONCRETE SHALL BE ONE OF THESYSTEMS LISTED HERE.

SET-XP EPOXY ANCHORING SYSTEM, SIMPSON STRONG-TIE CO., PLEASANTON, CAPE1000+ STANDARD SET ADHESIVE ANCHORING SYSTEM, POWERS FASTENERS, BREWSTER, NYHIT/HY200 ADHESIVE ANCHORING SYSTEM, HILTI FASTENING SYSTEMS, TULSA, OKHIT-RE500-SD ADHESIVE ANCHORING SYSTEM, HILTI FASTENING SYSTEMS, TULSA, OK

2. DOWELS AND THREADED RODS, OF THE SIZE, TYPE, AND EMBEDMENT SHOWN ON THE DRAWINGS, SHALL BEINSTALLED BY PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS AND SHALL BE INSTALLED INACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) AND AS INDICATED ONTHE DRAWINGS. A MANUFACTURER’S REPRESENTATIVE SHALL BE PRESENT DURING INITIAL INSTALLATION TOPROVIDE ONSITE TRAINING OF INSTALLERS.

3. WHERE INSTALLATION OF ADHESIVE ANCHORS IS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORTSUSTAINED TENSION LOADS, THE INSTALLING PERSONNEL SHALL BE CERTIFIED IN ACCORDANCE WITH THEACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT.

4. AT CORED HOLES, WET HOLES, OR HOLES DEEPER THAN 18 INCHES, SUBSTITUTE A SLOW CURE EPOXYADHESIVE OR OTHER APPROPRIATE PRODUCT RECOMMENDED BY THE MANUFACTURER FOR THE SPECIALAPPLICATION.

5. ALL POST-INSTALLED ANCHORS SHALL BE INSPECTED BY A SPECIAL INSPECTOR IN ACCORDANCE WITH THEBUILDING CODE. INSTALLATION OF GROUTED DOWELS AND RODS SHALL BE CONTINUOUSLY INSPECTED BY THETESTING LABORATORY, TO ENSURE THAT HOLES ARE OF PROPER DIAMETER AND LENGTH, ARE PROPERLYCLEANED, AND THAT DOWELS AND RODS ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’SPRINTED INSTALLATION INSTRUCTIONS (MPII).

6. ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE FACE OF THE CONCRETE, UNLESS OTHERWISEINDICATED ON THE DRAWINGS.

7. THE CONTRACTOR SHALL CREATE A TEMPLATE FOR EACH ANCHOR ROD GROUP PRIOR TO FABRICATING HOLESIN CONNECTION PLATES. TEMPLATES SHALL BE MADE AFTER LOCATING EXISTING REINFORCING STEEL WITHFERROSCAN OR SIMILAR NON-DESTRUCTIVE REINFORCING IMAGING DEVICE. POSITION ANCHOR HOLES SO ASNOT TO CONFLICT WITH THE EXISTING REINFORCING. ANCHOR POSITIONS MAY BE ADJUSTED IN THE FIELD AMAXIMUM OF 1 1/2" FROM THE DIMENSIONS SHOWN ON THE DETAILS, TO AVOID CONFLICT WITH THE EXISTINGREINFORCING STEEL.

8. SUBMIT DRAWINGS OF TEMPLATES FOR ANCHOR ROD GROUPS SHOWING HOLE LOCATIONS PRIOR TOFABRICATION OF CONNECTION PLATES.

9. HOLES SHALL BE DRILLED WITH A HAMMER DRILL. CORED HOLES ARE NOT PERMITTED. DIAMETER OF HOLESDRILLED IN THE CONCRETE SHALL BE THE SIZE RECOMMENDED BY THE MANUFACTURER FOR THE RESPECTIVEANCHOR SIZE.

10. IMPORTANT: AFTER DRILLING, ALL DUST AND OTHER FOREIGN MATTER SHALL BE BLOWN OUT OF THE HOLEWITH COMPRESSED AIR. DO NOT FLUSH WITH WATER. CLEAN SIDES OF HOLE AS RECOMMENDED BYMANUFACTURER. HOLES MUST BE DRY.

11. ALL ABANDONED HOLES DRILLED IN THE CONCRETE SHALL BE COMPLETELY FILLED WITH NONSHRINK GROUT.

12. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE ANCHOR DIAMETER. IFLARGER DIAMETER HOLES ARE NECESSARY FOR ERECTION PURPOSES, THE CONTRACTOR SHALL PROVIDEPLATE WASHERS SUFFICIENTLY WELDED TO THE CONNECTION PLATE TO TRANSFER THE SPECIFIED LOAD.

FIELD DRILLED DOWELS AND ARCHOR RODS IN CONC.

1. STRUCTURAL BEAMS SUPPORTING THE ELEVATOR BEAMS ARE SHOWN FOR A SCHWDLER 3300 TRACTIONELEVATOR. IF AN ELEVATOR OF ANOTHER MODEL OR MANUFACTURER IS USED, SUPPORTING BEAMS DESIGNSHALL BE VERIFIED BY THE CONTRACTOR.

2. PROVIDE BLOCKOUT IN ELEVATOR PIT SLAB FOR HYDRAULIC CYLINDER. COORDINATE SIZE AND LOCATION WITHELEVATOR MANUFACTURER.

ELEVATOR FRAMING

1. ROOF MOUNTED MECHANICAL UNIT LOCATIONS AND DESIGN WEIGHTS ARE SHOWN ON THE ROOF FRAMINGPLANS. CONTRACTOR SHALL NOTIFY THE ENGINEER IF ACTUAL SIZES, WEIGHTS, OR LOCATIONS DIFFER FROMTHOSE SHOWN ON THE ROOF FRAMING PLANS. PROVIDE ADDITIONAL STEEL FRAMING, AS DETAILED, FORSUPPORT OF RTU CURBS AND PROVIDE DECK SUPPORT ANGLES AT ALL ROOF OPENINGS.

ROOF MOUNTED MECHANICAL UNITS

CODES & DESIGN SPECIFICATIONS1. BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE.

2. STRUCTURAL STEEL: AISC 360-10 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" AND AISC 341-10 "SEISMICPROVISIONS FOR STRUCTURAL STEEL BUILDINGS."

3. STRUCTURAL CONCRETE: "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14)," THEAMERICAN CONCRETE INSTITUTE.

4. S TRUCTURAL MASONRY: "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-11)," THEAMERICAN CONCRETE INSTITUTE.

5. FM GLOBAL PROPERTY LOSS PREVENTION DATA SHEETS 1-28, 1-29 AND 1-54.

1. PROVIDE CONCRETE HAVING THE FOLLOWING GENERAL CHARACTERISTICS:

28-DAY MAX.STRENGTH SLUMP AGG. SIZE

CLASS (PSI) (IN) TYPE (IN.) USAGEA 3000 3-5 HDRK 1 GRADE BEAMS, SLABS-ON-GRADEB 4000 3-5 HDRK 1 FORMED SLABS, BEAMS, WALLSC 3000 3-5 HDRK 3/4 SLABS ON METAL DECK, TOPPING SLABS

2. WORKABILITY ADMIXTURES MAY BE UTILIZED, PROVIDED THAT BATCH PROPORTIONS ARE DETERMINED IN THEMANNER DESCRIBED IN THE SPECIFICATIONS.

3. FLY ASH WILL NOT BE PERMITTED IN ARCHITECTURALLY EXPOSED CONCRETE. FLY ASH MAY BE USEDELSEWHERE, WITHIN THE SPECIFIED PROPORTION LIMITS, BUT THE CONTRACTOR SHALL FIRST VERIFYCOMPATIBILITY WITH CURING COMPOUNDS, SEALERS, BOND BREAKER, FLOORING ADHESIVES AND OTHERMATERIALS PROPOSED TO BE IN CONTACT WITH THE CONCRETE.

4. PROVIDE FIVE PERCENT (PLUS OR MINUS 1 1/2 PERCENT) AIR ENTRAINMENT IN CONCRETE PERMANENTLYEXPOSED TO THE WEATHER AND IN ALL LIGHTWEIGHT CONCRETE. USE OF AIR ENTRAINMENT, ANDCORRESPONDING REDUCTION OF THE WATER/CEMENT RATIO, MUST BE NOTED ON THE MIX DESIGNS. DO NOTUSE AIR IN SLABS WHICH HAVE A TROWEL FINISH.

5. USE OF ACCELERATING OR SET-RETARDING ADMIXTURES REQUIRES PRIOR APPROVAL OF THE ARCHITECT. INGENERAL, USE OF CALCIUM CHLORIDE WILL NOT BE PERMITTED.

6. CEMENT SHALL BE TYPE I OR TYPE III (ASTM C 150), EXCEPT AS FOLLOWS:

CLASS OF CEMENTCONCRETE TYPEA I/II

7. MAXIMUM WATER-CEMENT RATIO FOR CONCRETE SLABS SHALL BE 0.40. CONTRACTOR SHALL USE LOWERWATER-CEMENT RATIO IF IT IS DETERMINED THAT THIS IS NEEDED TO PLACE FLOORING AS SCHEDULED.

8. LIGHTWEIGHT CONCRETE SHALL HAVE A MAXIMUM CURED DENSITY OF 120 POUNDS PER CUBIC FOOT.

9. SLUMP LIMITS APPLY AT THE TRUCK AT THE TIME OF DISCHARGE EXCEPT THAT PUMPED CONCRETE SHALL BESAMPLED AT THE DISCHARGE END OF THE HOSE. WHEN A SUPERPLASTICIZER IS USED, THE SLUMP SHALL BEMEASURED AT THE TRUCK BEFORE INTRODUCING THE SUPERPLASTICIZER. STRENGTH TESTS SHALL BE MADEON CONCRETE AS PLACED WITH ALL ADDITIVES.

1. REINFORCING STEEL SHALL BE NEW OR RECYCLED DOMESTIC DEFORMED BILLET STEEL, CONFORMING TO ASTMA 615, GRADE 60.

REINFORCING STEEL SHOWN IN SECTIONS OF BEAMS AND WALLS IS SCHEMATIC INDICATION THAT REINFORCINGEXISTS. SEE SCHEDULES, SECTION NOTES, AND GENERAL NOTES FOR ACTUAL REINFORCING REQUIRED.

2. DETAIL REINFORCING BARS AND PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ACIDETAILING MANUAL.

3. WHERE BAR TYPES FROM THE BAR BENDING DIAGRAM ARE SPECIFIED, PROVIDE BARS ACCORDINGLY.OTHERWISE, DETAIL BARS IN BEAMS, COLUMNS, SLABS, AND WALLS AS FOLLOWS:

A. RUN TOP AND BOTTOM BARS CONTINUOUS, WITH SPLICES AND HOOKS AS DESCRIBED BELOW.B. PROVIDE STANDARD 90 DEGREE HOOK ON TOP BARS AT CANTILEVER ENDS.C. SPLICE TOP AND INTERMEDIATE BARS AT THE CENTER LINE BETWEEN MEMBER SUPPORTS, UNLESS NOTED

OTHERWISE.D. SPLICE BOTTOM BARS DIRECTLY OVER MEMBER SUPPORTS, UNLESS NOTED OTHERWISE.E. SPLICE VERTICAL BARS IN WALLS ONLY AT FLOOR LINES, UNLESS NOTED OTHERWISE. HORIZONTAL BARS

SHALL BE SPLICED AS SPECIFIED FOR TOP, BOTTOM, AND INTERMEDIATE BARS OF BEAMS.F. CENTER BARS NOTED AS "AT SUPT'S." OVER MEMBER SUPPORTS, AND CENTER BARS NOTED AS "BTWN.

SUPT'S." BETWEEN SUPPORTS.G. PLACE BARS NOTED AS "2ND LAYER" BELOW THE PRIMARY TOP BARS (OR ABOVE THE PRIMARY BOTTOM

BARS) AND PROVIDE #11 SPACER BARS PLACED AT INTERVALS OF 4'-0" BETWEEN THE TWO LAYERS OFBARS.

H. ALL BAR SPLICES IN BEAMS, SLABS, AND WALLS SHALL BE 40 BAR DIAMETERS, EXCEPT THAT SPLICES INHORIZONTAL WALL BARS AND INTERMEDIATE BEAM BARS SHALL BE 75 BAR DIAMETERS.

I. PROVIDE CORNER BARS FOR EACH HORIZONTAL BAR AT THE INSIDE AND OUTSIDE FACES OF INTERSECTINGBEAMS OR WALLS.

4. BARS SHOWN IN THE SCHEDULE TO HOOK AT DISCONTINUOUS ENDS SHALL HAVE THE HOOK PLACEDHORIZONTALLY AT EXTERIOR CORNERS.

5. PROVIDE NO. 3 DOWELS X 2'-0" AT 1'-6" ON CENTER, WITH A 90 DEGREE HOOK AT ALL EDGES OF CONCRETESLABS, UNLESS DETAILED OTHERWISE.

6. PROVIDE FOUNDATION DOWELS TO MATCH MASONRY WALL REINFORCEMENT. DOWELS SHALL EXTEND AMINIMUM OF 60 BAR DIAMETERS ABOVE AND 30 BAR DIAMETERS BELOW TOP OF FOUNDATION.

7. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, MEASURED TO NEAREST BAR, STIRRUP ORTIE:

A. AT SLABS-ON-GRADE, BEAM AND WALL SURFACES DEPOSITED AGAINST THE GROUND (WITH OR WITHOUTVAPOR RETARDER): 3".

B. AT FORMED FACES OF BEAMS AND WALLS EXPOSED TO RAIN OR IN CONTACT WITH THE GROUND: 2".C. AT FORMED FACES OF BEAMS NOT EXPOSED TO RAIN OR SOIL: 1 1/2”.D. AT FORMED FACES OF COLUMNS NOT EXPOSED TO RAIN OR SOIL: 1 3/4".E. AT INTERIOR AND PROTECTED EXTERIOR FACES OF WALLS: 1".F. FORMED SURFACES OF SLABS:

INTERIOR EXPOSURE: 1"#5 BAR AND SMALLER, EXPOSED TO WEATHER: 1 1/2"#6 BAR AND LARGER, EXPOSED TO WEATHER: 2"

G. TOP STEEL IN SLABS:INTERIOR EXPOSURE: 1"EXPOSED TO WEATHER: 2"

H. TOP STEEL IN BEAMS:INTERIOR EXPOSURE: 1 1/2"EXPOSED TO WEATHER: 2"

8. MAINTAIN THE SPECIFIED COVER DIMENSION WITHIN A TOLERANCE OF PLUS OR MINUS 3/8" EXCEPT FOR SLABS-ON-GRADE AND SOIL-FORMED MEMBERS, WHERE 5/8" TOLERANCE IS PERMITTED. EXTRA COVER WEAKENS THEMEMBER AND REDUCED COVER LEADS TO CORROSION.

9. REFER TO TYPICAL STEEL CONNECTION DETAIL SHEET (S4.01) FOR ADDITIONAL REINFORCING REQUIRED ATSTEEL BEAM CONNECTION EMBED PLATES.

10. PROVIDE 2 TONS OF ADDITIONAL REINFORCING STEEL (#3 BARS AND LARGER) TO BE USED IN THE FIELD ASDIRECTED BY THE ARCHITECT/ENGINEER. LABOR FOR DETAILING, CUTTING, BENDING, AND PLACEMENT SHALL BEINCLUDED. ANY UNUSED PORTION OF THIS QUANTITY SHALL BE CREDITED TO THE OWNER AT THE RATE OF$2,000 PER TON FOR A TOTAL OF $4,000.00

CONCRETE REINFORCEMENT

1. TOPPING SLABS SHALL BE MINIMUM 2" THICK, REINFORCED WITH 4X4-W4.0XW4.0 WELDED WIRE MESH.

2. LAP REINFORCING MESH 1'-0" AT SPLICES. MESH SHALL BE FURNISHED IN FLAT SHEETS AND SUPPORTED ONCONTINUOUS BAR CHAIRS TO MAINTAIN PROPER COVERAGE OF 1" BELOW THE TOP SURFACE. CUT ALTERNATEWIRES DIRECTLY BENEATH CONTROL JOINTS.

3. PROVIDE #3 X 4’-0" DIAGONAL MIDDLE OF TOPPING AT ALL RE-ENTRANT CORNERS.

4. CONTRACTOR SHALL LIMIT POURS TO 10,000 SQUARE FEET, WITH 3-DAY LAPSE BETWEEN POURS. SUBMITTOPPING POUR SEQUENCE FOR REVIEW.

COMPOSITE TOPPING SLABS

5. ALL MOMENT CONNECTIONS SHALL BE FULL WELDED CONNECTIONS DESIGNED TO DEVELOP THE FULL CROSS-SECTION OF THE MEMBER. STIFFENER PLATES, WHERE SHOWN, ARE MANDATORY AND MAY NOT BE OMITTED.MOMENT CONNECTIONS ARE INDICATED ON THE PLANS BY A TRIANGULAR BULB ON THE END OF THE BEAM, ORBY THE LETTERS "MC".

6. CANTILEVER BEAMS MOMENT CONNECTED TO THE FRAME SHALL BE THE SAME SIZE AS THE BACK-UP SPAN IFNO SIZE IS GIVEN.

7. ALL BOLTS SHALL BE TIGHTENED TO A "SNUG TIGHT" CONDITION.

8. BACK TO BACK CHANNELS OR DOUBLE ANGLES ACTING AS COMPRESSION MEMBERS SHALL BE CONNECTED TOEACH OTHER AT THIRD POINTS ALONG THE LENGTH BY WELDING IN SPACER PLATES OF EQUAL THICKNESS TOTHE GUSSET PLATES. UNEQUAL LEG ANGLES SHALL BE ORIENTED LONG LEG DOWN UNLESS NOTEDOTHERWISE.

9. TEMPORARY CONSTRUCTION BRACING OF STRUCTURAL STEEL FRAME SHALL REMAIN IN PLACE UNTIL AFTERALL PERMANENT BRACING COMPONENTS HAVE BEEN COMPLETED. THE LATERAL-LOAD-RESISTING SYSTEM OFTHE BUILDING INCLUDES MOMENT-CONNECTED RIGID FRAMES, DESIGNATED WIND BRACES, CONCRETE SHEARWALLS, REINFORCED MASONRY SHEAR WALLS, AND CONNECTING DIAPHRAGM ELEMENTS. THE METAL ROOFDECK AND COMPLETED CONCRETE FILL ON METAL FLOOR DECK ARE ESSENTIAL DIAPHRAGM COMPONENTS OFTHE PERMANENT BRACING SYSTEM.

10. WIND BRACES IN THE VERTICAL PLANE ARE DENOTED BY "WB" ON THE PLAN. SEE WIND BRACE DETAILS FORCONFIGURATIONS.

11. CONNECT MISCELLANEOUS STEEL MEMBERS USING FILLET WELDS SUFFICIENT TO DEVELOP THE TENSILESTRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS SHOWN OTHERWISE.

12. ALL STEEL SHALL BE FURNISHED WITH SHOP COAT OF RUST INHIBITIVE PRIMER.

13. WHERE ANGLES ARE NOTED TO BE CONTINUOUS, PROVIDE FULL BUTT WELD AT SPLICES.

14. PROVIDE 3 TONS OF ADDITIONAL STRUCTURAL STEEL TO BE USED IN THE FIELD AS DIRECTED BY THEARCHITECT/ENGINEER. LABOR FOR DETAILING, FABRICATION, AND ERECTION SHALL BE INCLUDED. ANY UNUSEDPORTION OF THIS QUANTITY SHALL BE CREDITED TO THE OWNER AT THE RATE OF $3,200 PER TON FOR A TOTALOF $9,600.00

STRUCTURAL STEEL (CONT.)

METAL ROOF DECK (TYPICAL U.N.O.)

1. FIELD DRILLED DOWELS AND ANCHOR RODS TO BE SET IN HARDENED CONCRETE SHALL BE ONE OF THESYSTEMS LISTED HERE.

SET-XP EPOXY ANCHORING SYSTEM, SIMPSON STRONG-TIE CO., PLEASANTON, CAPE1000+ STANDARD SET ADHESIVE ANCHORING SYSTEM, POWERS FASTENERS, BREWSTER, NYHIT/HY200 ADHESIVE ANCHORING SYSTEM, HILTI FASTENING SYSTEMS, TULSA, OKHIT-RE500-SD ADHESIVE ANCHORING SYSTEM, HILTI FASTENING SYSTEMS, TULSA, OK

2. DOWELS AND THREADED RODS, OF THE SIZE, TYPE, AND EMBEDMENT SHOWN ON THE DRAWINGS, SHALL BEINSTALLED BY PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS AND SHALL BE INSTALLED INACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) AND AS INDICATED ONTHE DRAWINGS. A MANUFACTURER’S REPRESENTATIVE SHALL BE PRESENT DURING INITIAL INSTALLATION TOPROVIDE ONSITE TRAINING OF INSTALLERS.

3. WHERE INSTALLATION OF ADHESIVE ANCHORS IS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORTSUSTAINED TENSION LOADS, THE INSTALLING PERSONNEL SHALL BE CERTIFIED IN ACCORDANCE WITH THEACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT.

4. AT CORED HOLES, WET HOLES, OR HOLES DEEPER THAN 18 INCHES, SUBSTITUTE A SLOW CURE EPOXYADHESIVE OR OTHER APPROPRIATE PRODUCT RECOMMENDED BY THE MANUFACTURER FOR THE SPECIALAPPLICATION.

5. ALL POST-INSTALLED ANCHORS SHALL BE INSPECTED BY A SPECIAL INSPECTOR IN ACCORDANCE WITH THEBUILDING CODE. INSTALLATION OF GROUTED DOWELS AND RODS SHALL BE CONTINUOUSLY INSPECTED BY THETESTING LABORATORY, TO ENSURE THAT HOLES ARE OF PROPER DIAMETER AND LENGTH, ARE PROPERLYCLEANED, AND THAT DOWELS AND RODS ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’SPRINTED INSTALLATION INSTRUCTIONS (MPII).

6. ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE FACE OF THE CONCRETE, UNLESS OTHERWISEINDICATED ON THE DRAWINGS.

7. THE CONTRACTOR SHALL CREATE A TEMPLATE FOR EACH ANCHOR ROD GROUP PRIOR TO FABRICATING HOLESIN CONNECTION PLATES. TEMPLATES SHALL BE MADE AFTER LOCATING EXISTING REINFORCING STEEL WITHFERROSCAN OR SIMILAR NON-DESTRUCTIVE REINFORCING IMAGING DEVICE. POSITION ANCHOR HOLES SO ASNOT TO CONFLICT WITH THE EXISTING REINFORCING. ANCHOR POSITIONS MAY BE ADJUSTED IN THE FIELD AMAXIMUM OF 1 1/2" FROM THE DIMENSIONS SHOWN ON THE DETAILS, TO AVOID CONFLICT WITH THE EXISTINGREINFORCING STEEL.

8. SUBMIT DRAWINGS OF TEMPLATES FOR ANCHOR ROD GROUPS SHOWING HOLE LOCATIONS PRIOR TOFABRICATION OF CONNECTION PLATES.

9. HOLES SHALL BE DRILLED WITH A HAMMER DRILL. CORED HOLES ARE NOT PERMITTED. DIAMETER OF HOLESDRILLED IN THE CONCRETE SHALL BE THE SIZE RECOMMENDED BY THE MANUFACTURER FOR THE RESPECTIVEANCHOR SIZE.

FIELD DRILLED DOWELS AND ARCHOR RODS IN CONC.

FIELD DRILLED DOWELS AND ARCHOR RODS IN CONC.(CONT.)

1. ROOF DECK SHALL BE 3" DEEP, 20 GAUGE, DEEP RIB, GALVANIZED METAL DECK, WITH 8" RIB SPACING, MEETINGTHE REQUIREMENTS OF THE STEEL DECK INSTITUTE.

2. ROOF DECK SHALL BE CONTINUOUS OVER THREE OR MORE SPANS.

3. TYPICAL DECK CONNECTIONS SHALL BE AS FOLLOWS:

IN PERIMETER ZONE, WITHIN 22 FEET OF BUILDING PERIMETER, PUDDLE WELDS AT 8" ON CENTER ALONG EACHSUPPORT. AT SIDE LAPS, SCREWS EQUALLY SPACED BETWEEN SUPPORTS, NOT TO EXCEED 9" ON CENTER.

IN CORNER ZONE, WHERE PERIMETER ZONES OVERLAP AT BUILDING CORNERS, TWO 3/4" PUDDLE WELDS INEVERY RIB AT SUPPORTS FOR 1-75 AND 1-90 RATINGS. AT SIDE LAPS, SCREWS EQUALLY SPACED BETWEENSUPPORTS, NOT TO EXCEED 9" ON CENTER.

IN INTERIOR ZONE, PUDDLE WELDS AT 8" ON CENTER ALONG EACH SUPPORT. AT SIDE LAPS, SCREWS EQUALLYSPACED BETWEEN SUPPORTS, NOT TO EXCEED 12" ON CENTER.

4. SCREWS SHALL BE "TEKS" #12-14X3/4" HWH #2.

5. PUDDLE WELDS SHALL BE FULL-FUSION, 5/8" DIAMETER (MINIMUM) WELDS, MADE THROUGH WELD WASHERS.METAL AROUND WELDS SHALL BE COMPLETELY INTACT AFTER WELDING.

6. THE METAL ROOF DECK ON THIS PROJECT IS REQUIRED TO PERFORM AS A STRUCTURAL DIAPHRAGM, WITHSHEAR LOADS OF 427 POUNDS PER FOOT AT PERIMETER ZONES, AND 347 POUNDS PER FOOT AT INTERIORZONES. ALL WELDS AND SCREWS ARE CRITICAL TO THE SUCCESSFUL PERFORMANCE OF THE DIAPHRAGM.

7. SUSPENDED CEILING, LIGHT FIXTURES, DUCTS OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE STEELDECK.

10. IMPORTANT: AFTER DRILLING, ALL DUST AND OTHER FOREIGN MATTER SHALL BE BLOWN OUT OF THE HOLEWITH COMPRESSED AIR. DO NOT FLUSH WITH WATER. CLEAN SIDES OF HOLE AS RECOMMENDED BYMANUFACTURER. HOLES MUST BE DRY.

11. ALL ABANDONED HOLES DRILLED IN THE CONCRETE SHALL BE COMPLETELY FILLED WITH NONSHRINK GROUT.

12. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE ANCHOR DIAMETER. IFLARGER DIAMETER HOLES ARE NECESSARY FOR ERECTION PURPOSES, THE CONTRACTOR SHALL PROVIDEPLATE WASHERS SUFFICIENTLY WELDED TO THE CONNECTION PLATE TO TRANSFER THE SPECIFIED LOAD.

1. COORDINATION OF THE ROOF STRUCTURE AND THE ARCHITECTURAL SECTIONS AND ELEVATIONS IS CRITICAL TOPROPER STRUCTURAL STEEL FABRICATION. ELEVATIONS OF TOP OF STRUCTURAL STEEL ARE SHOWN ON THEARCHITECTURAL PLANS AND SECTIONS. REFER TO THESE SECTIONS AND DETAILS TO SET THE STEELELEVATIONS AND TO UNDERSTAND THE ARCHITECTURAL INTENT.

2. TOLERANCE REQUIREMENTS - STRUCTURAL DRAWINGS INDICATE MISCELLANEOUS STEEL ELEMENTS SUCH ASSHELF ANGLES, LINTELS, SUPPORT MEMBERS FOR CURTAIN WALLS OR MASONRY, AND EDGE ANGLES FOROPENINGS AND PERIMETER CONDITIONS WHICH ARE INTENDED TO SUPPORT OR BE COORDINATED WITHMATERIALS FURNISHED BY OTHER TRADES. IT IS THE INTENT OF THESE DRAWINGS THAT THESE ELEMENTS BEFIELD ATTACHED BY FIELD WELDING OR BOLTING TO MEET THE TOLERANCES REQUIRED BY OTHER TRADES,WHICH MAY BE MORE STRINGENT THAN A.I.S.C. TOLERANCES FOR STRUCTURAL STEEL. CONTRACTOR SHALLCOORDINATE TRADES AND FIELD INSTALL MISCELLANEOUS STEEL ELEMENTS AND THE STRUCTURAL STEELFRAME TO COMPLY WITH THE TOLERANCE CRITERIA FOR PROPER INSTALLATION OF MATERIALS BY OTHERTRADES.

3. STRUCTURAL STEEL MATERIAL SHALL CONFORM TO THE FOLLOWING DESIGNATIONS:

WIDE FLANGE (W) SHAPES AND TEES A 992 (50 KSI YIELD)OTHER ROLLED SHAPES, PLATES AND RODS A 36 (36 KSI YIELD)HOLLOW STRUCTURAL SHAPES (HSS OR TS) A 500, GRADE C (42 KSI YIELD ROUND/46 KSI YIELD SQUARE)PIPE A 53, GRADE B (35 KSI YIELD)BOLTS FOR CONNECTIONS A 325NANCHOR BOLTS (ANCHOR RODS) F 1554 (36 KSI YIELD)

4. PREDESIGNED BEAM CONNECTION DETAILS ARE SHOWN ON SHEET S4.01. OTHER TYPICAL CONNECTIONS ARESHOWN IN TYPICAL DETAILS. CONNECTIONS WHICH ARE NOT SPECIFICALLY DETAILED SHALL BE DESIGNED BYTHE FABRICATOR IN ACCORDANCE WITH THE CONNECTION NOTES AND SPECIFICATIONS.

STRUCTURAL STEEL

1. PROVIDE SHOP DRAWINGS SHOWING PLUMBING LINE LOCATIONS, PIPE SIZES AND INVERT ELEVATIONS OF PIPES.LAYOUT TO MINIMIZE TRENCHING AS MUCH AS POSSIBLE.

2. LAYOUT PLUMBING LINE AND FLOOR DRAIN LOCATIONS ON EXISTING SLABS.

3. ENGAGE A TESTING LABORATORY TO USE X-RAY OR OTHER SENSING DEVICES TO LOCATE AND CLEARLYMARK LINES OF TOP LEVEL REINFORCING ON THE SLAB AT THOSE LOCATIONS. IF POSSIBLE ALSO LOCATEBOTTOM LEVEL REINFORCING WITH A DIFFERENT COLOR MARKER.

4. ADJUST TRENCHES TO LOCATE BETWEEN PARALLEL LINES OF REINFORCING CUTTING OUT ONLY ONELONGITUDINAL BAR IF POSSIBLE.

5. NOTIFY STRUCTURAL ENGINEER FOR REVIEW PRIOR TO CUTTING AND TRENCHING.

6. SAWCUT SLABS EACH SIDE OF TRENCH PER DETAIL A AND CHIP-OUT EXISTING CONCRETE. DEPTH OF TRENCHSHALL INCORPORATE HEIGHT OF ADDITIONAL TOPPING.

7. AFTER INSTALLATION OF PIPES, DRILL AND GROUT NEW DOWELS PER DETAIL A.

8. PIPES LOCATED BELOW THE SLAB ARE TO BE BACKFILLED WITH SPECIFIED PIPE BEDDING MATERIAL AND HANDCOMPACTED TO BOTTOM OF EXISTING SLAB.

9. DRILL AND GROUT DOWELS INTO SIDES OF TRENCH PER DETAIL A.

10. INSTALL SYNKO-FLEX WATERSTOP ALONG BOTTOM EDGES OF TRENCH.

11. FILL TRENCH AND VIBRATE WITH CLASS ‘B’ CONCRETE.

PLUMBING TRENCHES IN EXISTING SLABS

1. LAYOUT PLUMBING LINE LOCATION FOR CORING ON FACE OF EXISTING BEAM OR WALL.

2. ENGAGE A TESTING LABORATORY TO USE X-RAY OR OTHER SENSING DEVICES TO LOCATE AND CLEARY MARKLINES OF TOP LEVEL HORIZONTAL AND VERTICAL REINFORCING ON THE BEAM OR WALL AT THOSE LOCATIONS.

3. INSTALL SYNKO-FLEX IN CORE AROUND PIPE IF CORE IS BELOW LEVEL OF SLAB.

CORE DRILLING THRU EXIST. BEAMS OR WALLS

3" O

R 5

"

12"

OR

18"

NEW CONC. TOPPPING

AVOID CUTTING BOTTOMREINF. WHERE POSSIBLE

EXIST. CONC. SLAB

SPECIFIED BEDDINGMATERIAL

NEW PLUMBING LINE

1'-4" MAX.

EXCAVATION/CUTLINE AS REQUIRED

EXIST. REINF.

CONT. SYNKO-FLEXWATERSTOP ATBOTTOM OF SLAB

PIPE TRENCH INSTALLATION IN EXISTING SLABNO SCALE

LOCATE REINF. IN BEAM ORWALL PRIOR TO CORING

PIPE, SEE PLUMBING

CORE THRU WALL

EXISTING SLAB

NEW CONCRETE TOPPING

EXIST. BEAM OR WALL

EXISTING SLAB

SYNKO-FLEX WATERSTOP ATPERIMETER IF UNDER SLAB

PIPE CORE THRU BEAM OR WALLNO SCALE

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


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MEP ENGINEER


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PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

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S1.02

GENERAL NOTES

15134

1 1/2" = 1'-0" A

1 1/2" = 1'-0" B

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

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SS

I O N A L E NG

I

NE

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��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

Fa Fa

F F

E E

D D

C C

B B

3

3

4

4

5

5

6

6

3a

EXIST. SUMPTO REMAIN ATEL. 91'-6" +/-

EXIST. ELEVATORPIT AT EL. 94'-6" +/-.FILL W/ SAND &COVER W/ SLAB

EXIST. BSMT. WALL

9'-0

" +/

-20

'-0"

+/-

23'-0

" +/

-20

'-0"

+/-

13'-0

" +/

-

6'-9" +/- 13'-3" +/- 20'-0" +/- 20'-0" +/-

EXIST. TURBINE FOUNDATIONCOLUMNS TO REMAIN

2/S3.01

1

S3.01

T.O.S.C. EL.= 99'-8 1/2"

T.O.S.C. EL.= 99'-2" AT SUMP

T.O.S.C. EL.= 99'-11 1/2"

T.O.S.C. EL.= 99'-10 1/2"

8'-6"

7'-8

"

DIAGONAL BARS AT ALLREENTRANT CORNERSPER 11/S3.01, TYP.

5

S3.01

REMOVE (3) 6"X6"STEEL ELEVATORCOLUMNS

8"X8" BUILDINGCOLUMN TO REMAIN

@ SUMP PIT INSLAB ABOVE

TYP.

SEE 13/S3.01 FORPIT SLAB ABOVE

NEW 8" CMU

FACE OF EXIST.CMU WALL

EXIST. TUNNEL

T.O.S.C. EL.= 99'-3 1/2"

T.O.S.C. EL.= 99'-3 1/2"

T.O.S.C. EL.= 99'-2"

20

S3.01

PLAN NORTHTRUE NORTH

NEW HARD ROCK CONCRETE TOPPING. MINIMUM 2"THICK AND SLOPES 1/8" / FT. TO EXISTING SUMP.SEE TOPPING NOTES ON S1.02 FOR REINFORCING.

LEGEND

PLAN NOTES:1. ALL GRID DIMENSIONS ARE BASED ON EXISTING DRAWINGS, AND

MUST BE FIELD VERIFIED.

2. THE EXISTING FLOOR AT EL. = 99'-0" (+/-) SLOPES 2" TO VARIOUSFLOOR DRAINS AT EL. 98'-10" (+/-)

3. REMOVE ALL UN-NEEDED PROJECTING ANCHOR BOLTS PRIOR TOPLACING TOPPING.

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

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017 1

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sers

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AT

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S2.01

BASEMENT FOUNDATIONPLAN

15134

3/16" = 1'-0"

1 BASEMENT FOUNDATION PLAN

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

Fa Fa

F F

E E

D D

C C

B B

A A

1

1

2

2

3

3

4

4

5

5

6

6

3a

Aa

24'-0" +/- 20'-0" +/- 20'-0" +/- 20'-0" +/- 20'-0" +/-

12'-3

" +/

-11

'-9"

+/-

9'-0

" +/

-20

'-0"

+/-

23'-0

" +/

-20

'-0"

+/-

13'-0

" +/

-

24'-0" +/- 20'-0" +/- 6'-9" +/- 13'-3" +/- 20'-0" +/- 20'-0" +/-

24'-0

" +/

-9'

-0"

+/-

20'-0

" +/

-23

'-0"

+/-

20'-0

" +/

-13

'-0"

+/-

(EX

.) W

18X

45

(EX

.) W

16X

40

(EX.) W18X55

(EX

.) W

18X

45

(EX.) W16X36 CONT. (F.V.)

(EX.) W8X17

(EX.) W8X17

(EX

.) W

14X

30

(EX

.) W

14X

30

(EX.) C6X8.2

(EX.) W12X27

(EX.) C18x42.7

(EX.) W24X68 (EX.) W24X68

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX.) W24X68 (EX.) W27X84

(EX

.) W

16X

40

(EX

.) W

18X

45

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX

.) W

18X

45

(EX

.) W

16X

40

(EX.) W27X84

(EX

.) W

12X

53 +

18C

42.

5

(EX

.) W

27X

84

(EX

.) W

24X

76

(EX

.) W

24X

68

(EX.) C6X8.2

(EX.) C6X8.2

(EX.) C10X15.3

(EX.) C10X15.3

(EX.) C6X8.2

(EX.) C10X15.3

(EX.) C10X15.3

(EX

.) W

21X

55

(EX.) W12X27

(EX.) W12X27

(EX.) W12X27

(EX.) W14X30

(EX.) W12X27

(EX.) W16X36

(EX

.) W

12X

27

(EX

.) C

8X11.

5

(EX

.) C

6X

8.2

(EX

.) W

8X17

(EX

.) C

6X

8.2

(EX.) C8X11.5

(EX

.) C

6X

8.2

(EX.) W12X27

(EX

.) W

12X

27

(EX.) W8X17

(EX.) W24X68

(EX

.) W

12X

53

(EX

.) W

16X

36

(EX

.) W

18X

50

(EX

.) W

18X

45

(EX.) W8X17

(EX

.) W

10X

21

(EX

.) W

10X

21

(EX.) W10X21

(EX

.) W

8X17

(EX.) W8X17

(EX.) W8X17

(EX.) C6X8.2 (EX.) C6X8.2

(EX

.) W

10X

21

(EX.) W12X27

(EX

.) C

6X

8.2

(EX

.) C

8X11.

5

(EX.) W12X27

(EX

.) C

6X

8.2

(EX

.) C

8X11.

5

(EX

.) C

10X

15.

3

W12X26 (18)

OPEN

T.O.S.C. EL. = 111'-3"

FORM AND FILL-IN ALLEXIST. SLAB OPENINGSWITH CONCRETE

EXIST.CHASE

NEW ELEVATOROPENING

W12X19 (18)

(EX.) W12X27

1

S4.02

TYP.

SEE S4.01 FOR TYPICALBEAM CONNECTIONS

11

S4.02

TYP.

W8X15

NEW STAIR

7

S3.01

TYP.

6

S3.0110

S3.01

RELOCATEEXIST. W10X21AND DEMOLISHEXIST. W8X17

11

S4.03

12

S4.0311

S4.03

TYP.

13

S4.03

14

S4.03

6

S3.01

8

S3.01

9

S3.01

10

S3.01

9

S3.01

12k12k

8k 8k

13k 13k

TYP.

4/S4.01

DIAGONAL BARS AT REENTRANTCORNERS PER 11/S3.01, TYP.

5"

NE

W W

B-4

11/S

4.0

4

NEW WB-29/S4.04

ADD 1/4" FILLET WELDALL-AROUND TO ALLEXISTING BEAM TO COL.CONNECTIONS ALONGGRIDLINE 6, TYP.


3

S4.02

3

S4.02

5/S4.03

11/S3.01

TYP.

14

S3.01

TYP.

8'-6"

7'-8

"

17

S3.01

16

S3.01

18

S3.01

15

S3.01

12

S3.01

12

S3.01

12

S3.01

12

S3.01SLO

PE

SLOPE

1'-6

"8'

-1"

HSS5X5X1/4

7A

S3.01

7A

S3.01

1'-3

1/2

"5'

-0"

7'-0" 5'-1 1/2" 9'-10 1/2"

19

S3.01

TYP.

7A

S3.01

SLO

PE

SIM.

A

S1.02

TYP.B/S1.02

TYP.


3" +/- CONCRETE TOPPINGOVER EXIST. CONC. SLAB

LEGEND

2 1/2" CONC. OVER 2", 20GAUGE, TYPE VLI, GALV. DECK(4 1/2" TOTAL) AFTERREMOVAL OF 1 1/2" GRATING

5" +/- CONC. TOPPING OVEREXIST. CONC. SLAB AFTERREMOVAL OF QUARRY TILE &GROUT BED



2. EXISTING SLAB ELEVATIONS AS NOTED ARE BASED ON ORIGINALDRAWINGS AND MAY VARY.

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


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830-620-0778 P830-620-0778 F

ARCHITECT


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MEP ENGINEER


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PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:4

2 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

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iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S2.02

FIRST FLOOR FRAMINGPLAN

15134

3/16" = 1'-0"

1 FIRST FLOOR FRAMING PLAN (FFE 111'-3")

SET ISSUE DATES

# DATE ISSUE

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11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


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GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

Fa Fa

F F

E E

D D

C C

B B

A A

1

1

2

2

3

3

4

4

5

5

6

6

3a

Aa

(EX

.) W

10X

21

(EX.) C8X11.5

(EX.) C8X11.5

(EX

.) W

10X

21

(EX

.) W

8X24

(EX.) W18X45(EX.) W18X50

(EX

.) W

16X

40

(EX.) W21X55

(EX

.) W

16X

40

(EX.) W14X43 (EX.) W18X45 (EX.) W18X50

(EX

.) W

16X

40

(EX

.) W

16X

36

(EX

.) W

16X

36

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX.) W27X84

(EX

.) W

21X

55

(EX

.) W

16X

40

(EX.) W21X68 (EX.) W21X68

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX.) W8X24 (EX.) W16X40 (EX.) W16X40

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX.) C12X20.7

(EX

.) C

12X

20.

7

(EX

.) C

10X

15.

3

(EX.) C10X15.3

(EX.) W6X15.5

(EX.) W8X17

(EX

.) W

24X

68(E

X.)

W21X

55(E

X.)

W12X

27

(EX.) W24X100

(EX.) W24X68

(EX.) W16X36

(EX.) W18X50

(EX.) W24X68

(EX

.) W

24X

76

(EX

.) W

27X

102

(EX

.) W

27X

94

(EX.) W24X68 (EX.) W21X55 (EX.) W16X36

(EX

.) W

16X

36

(EX

.) W

18X

50

(EX

.) W

16X

36

(EX.) W18X45 (EX.) W21X55

(EX

.) W

14X

30

(EX

.) W

14X

30

(EX.) W21X55 (EX.) W14X43

(EX

.) W

16X

36

(EX.) W12X27(EX

.) W

12X

27(E

X.)

W8X

17

(EX

.) W

8X17

(EX

.) W

8X17

(EX

.) W

18X

50

(EX

.) W

18X

50

(EX.) W16X36

(EX

.) W

16X

36

(EX

.) W

10X

21

(EX

.) W

10X

21

(EX.) W21X55

(EX.) W18X45

(EX

.) W

18X

45(EX

.) W

10X

21

(EX.) W8X17

(EX.) W16X36

(EX.) W18X45

(EX.) W18X45

(EX.) W16X40

(EX

.) W

21X

62

(EX

.) W

21X

62

(EX

.) W

16X

36

(EX

.) W

18X

50

(EX

.) W

16X

50

(EX.) W16X36(EX.) W16X36

(EX.) W6X15.5

(EX.) W6X15.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) W

8X17

(EX

.) W

8X17

(EX.) C8X11.5

(EX.) W18X45

(EX.) C4X7.2

(EX.) C8X11.5

(EX.) W8X17

(EX.) W8X17

(EX

.) C

8X11.

5

(EX

.) C

10X

15.

3

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5 (EX

.) C

8X11.

5

(EX

.) C

10X

15.

3

(EX.) W18X45

(EX

.) W

24X

68

(EX.) W16X36

(EX

.) W

27X

94

(EX.) W16X36

(EX.) W16X36

(EX.) W16X36

(EX.) W12X27 (EX.) W12X27

(EX

.) W

27X

84

(EX

.) W

24X

68

(EX.) W12X27 (EX.) W12X27

(EX.) W12X27 (EX.) W12X27

(EX.) W12X27 (EX.) W12X27

(EX.) W16X36

(EX.) W12X27

(EX

.) W

10X

21

(EX.) C8X11.5

(EX

.) C

8X11.

5

(EX

.) C

6X

8.2

(EX

.) C

8X11.

5(E

X.)

C8X

11.

5(E

X.)

C8X

11.

5

(EX

.) C

6X

8.2

(EX.) C6X8.2

(EX

.) C

8X11.

5(E

X.)

C8X

11.

5(E

X.)

C8X

11.

5(E

X.)

C8X

11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5(E

X.)

C8X

11.

5

(EX

.) C

8X11.

5(E

X.)

C6X

8.2

(EX

.) C

6X

8.2

(EX

.) W

14X

30

24'-0" 20'-0" 20'-0" 20'-0" 20'-0"

12'-3

"11

'-9"

9'-0

"20

'-0"

23'-0

"20

'-0"

13'-0

"10

1/2

"

24'-0" 20'-0" 6'-9" 13'-3" 20'-0" 20'-0"10 1/2"

24'-0

"9'

-0"

20'-0

"23

'-0"

20'-0

"13

'-0"

W16

X26

(18)

W14X22 (18)

W14X22 (18)

W14X22 (18)

W14

X22

(14)

W10

X17

(10)

W12

X19

(18)

W16X31 (27)

W16X31 (27)

W10

X17

(10)

W10

X17

(10)

W14

X22

(18)

W14

X22

(18) OPEN

OPEN

T.O.S.C. EL. = 123'-0"

FORM & FILL-IN SLABOPENINGS WITHCONCRETE, TYP.

W8X15

GLASS FLOORSEE ARCH'L

REMOVE EXISTING STAIR LANDINGAND SUPPORT BEAM BELOW

3

S4.02

W8X

15W

8X15

1

S4.02

1

S4.02

TYP.

3 EQ. SPA.

(EX.) W16X36

25k25k

8k8k8k 8k

12k

17k

17k

17k

17k

12k

18k 18k

SEE SHEET S4.01 FORTYPICAL BEAM CONNECTIONS

10/S4.01

TYP.

4/S4.01

TYP.

10/S4.01

TYP.

9k9k

(EX.) C12X20.7

(EX.) C12X20.7

16k

16k

10k

16k

16k

10k

18k

18k

NE

W W

B-4

11/S

4.0

4

NEW WB-29/S4.04

NE

W W

B-3

10/S

4.0

4

9

S4.03

TYP.

10

S4.03

TYP.

1

S4.02

TYP.

2"

DIAGONAL BARS AT REENTRANTCORNERS PER 11/S3.01, TYP.

15

S4.03

TYP.

NE

W W

B-1

8/S

4.0

4

17

S4.03

FOLDING PARTITIONABOVE, SEE ARCH'L

16

S4.03

TYP.

10

S4.03

AD

D 1

/4"

FIL

LET

WE

LD A

LL-A

RO

UN

D T

OE

XIS

T B

EA

M T

O C

OL.

CO

NN

EC

TIO

N

4/S4.01

TYP.

COVER PL. BOT. FLANGEOF BEAM PER 18/S4.03

4/S4.01

TYP.

NEW ELEVATOROPENING

3

S4.02 5/S4.03

11/S3.01

TYP.


ABOVE

REMOVE EXIST. BMS.

REMOVE EXIST. BMS.

REMOVEPERIM.PLATE

REMOVE STONERUBBLE AND FILLW/ CONCRETE, TYP.

(EX

.) C

8X11.

5(E

X.)

C8X

11.

5

NOTE: FULL PENETRATION WELD C12 FLANGESTO W16 AND FILLET WELD ANGLE CONNECTION

12

S4.05

W8X

15

SLOPENEW CANOPY

1'-6

"

10

S4.05

15'-10" +/-

10'-1

" +/

-

W10

X17

(10)

20

S4.03

9

S4.05

7

S4.05

6

S4.05

TYP.

TYP.

8/S4.05

19

S4.03

TYP.

19

S3.01

TYP.

REMOVEEXIST. BEAMS

9

S4.05

10

S4.05

W10

X17

(10)

C8X

11.

5

HANGER PER 12/S4.05

10 1

/8"

6"

8k8k

W8X15

C8X11.5

W10

X17

(10)


2 1/2" +/- CONC. TOPPING OVEREXIST. CONC. SLAB AFTERREMOVAL OF QUARRY TILE &GROUT BED

LEGEND

2 1/2" CONC. OVER 2", 20GAUGE, TYPE VLI, GALV. DECK(4 1/2" TOTAL) AFTER REMOVALOF 1 1/2" GRATING



2. EXISTING SLAB ELEVATIONS AS NOTED ARE BASED ON ORIGINALDRAWINGS AND MAY VARY.

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:4

3 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S2.03

SECOND FLOORFRAMING PLAN

15134

3/16" = 1'-0"

1 SECOND FLOOR FRAMING PLAN (FFE 123'-0")

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

Fa Fa

F F

E E

D D

C C

B B

A A

1

1

2

2

3

3

4

4

5

5

6

6

3a

W14X22 (22)

W14X22 (22)

W14X22 (22)

W14X22 (22)

W14X22 (22)

W16X26 (22)

W30

X90

(62

) c=

1 1/4

"

W12

X19

(10)

W16

X26

(22)

W18

X40

(24)

W14X22 (22)

W14X22 (22)

W14X22 (22)

W14X22 (22)

W14X22 (22)

(EX.) W12X27

(EX.) W12X27

(EX.) W16X36

(EX.) W12X27

(EX.) W10X21

(EX.) W10X21

(EX.) W10X21

(EX.) W12X40

(EX.) W10X21

(EX.) W10X21

(EX.) W10X21

(EX.) W12X40

(EX.) W10X21

(EX.) W10X21 (B.U.)

(EX.) W12X40

(EX

.) W

16X

36

(EX

.) W

16X

36

(EX

.) W

16X

36

(EX

.) W

16X

36

(EX

.) W

16X

36(E

X.)

W8X

17(E

X.)

W18X

45(E

X.)

W18X

55(E

X.)

W10X

33

(EX.) W21X62 (EX.) W21X62 (EX.) W21X55

(EX

.) W

18X

50

(EX.) W18X45(EX.) W18X45(EX.) W8X24

(EX

.) W

8X24

(EX

.) W

18X

45

(EX

.) W

18X

45

(EX

.) W

18X

50

(EX

.) W

18X

45

(EX

.) W

12X

27

(EX

.) W

12X

27(E

X.)

W8X

17

(EX

.) W

8X40

(EX

.) W

21X

62

(EX

.) W

12X

36

(EX

.) W

21X

62

(EX

.) W

12X

27

(EX

.) W

18X

45

(EX

.) W

18X

50

(EX

.) W

21X

55

(EX

.) W

18X

50

(EX.) W30X108

(EX.) W18X45

(EX.) W18X45

(EX.) W18X45

(EX.) W18X45

(EX.) W18X45

(EX.) W18X45

(EX.) W24X68 (EX.) W21X62 (EX.) W18X45 (EX.) W18X45

(EX

.) W

18X

55(E

X.)

W18X

45(E

X.)

W18X

45

(EX.) W12X27(EX.) W12X27(EX.) W12X27(EX.) W16X36

T.O.S.C. EL. = 135'-9 1/2"

NEW COMPOSITEBEAMS W/ 3/4" DIA. X 5"HEADED STUDS, TYP.

3 1/2" CONC. OVER 2"-20GAUGE, TYPE VLI, GALV.COMPOSITE FLOOR DECK(5 1/2" TOTAL), TYP.

NEW 16 GAUGE EDGEFORM AT PERIM. TYP.

12'-0

"12

'-0"

9'-0

"20

'-0"

23'-0

"20

'-0"

13'-0

"

24'-0" 20'-0" 6'-9" 13'-3" 20'-0" 20'-0"

24'-0

"9'

-0"

20'-0

"23

'-0"

20'-0

"13

'-0"

24'-0" 20'-0" 20'-0" 20'-0" 20'-0"

W27X84 (20)

11

S4.02

TYP.

W12X19 (20)

W12X19 (20)

W14X22 (16)

W14X22 (16)

W14

X22

(16

)

1

S4.02

7

S4.02

TYP.

3

S4.02

12/S4.02

TYP.

7/S4.03

TYP.

1

S4.02

TYP.

1

S4.02

TYP.

1

S4.023

S4.02

8/S4.03

TYP.

W21X44

2

S4.04

NOTE 2

TYP.

3

S4.04

TYP.

NOTE 2

3

S4.04

TYP.

NO

TE

2

NO

TE

2

2

S4.04

3

S4.02

4

S4.04

5

S4.04

W12

X19

6

S4.04

7

S4.04

W14X22

2

S4.04

TYP.

W12

X19

(EX.) W8X17 (EX.) W8X17 (EX.) W8X17 (EX.) W8X17 (EX.) W8X17 (EX.) W8X17

(EX

.) W

8X17

(EX.) W8X17

(EX.) W8X17(EX.) W8X17

(EX.) W8X17

(EX.) W8X17

(EX.) W8X17

(EX.) W8X17

(EX.) W8X17 (EX.) W8X17(EX.) W8X17(EX.) W12X27(EX.) W12X27

(EX.) W8X17(EX.) W8X17

(EX

.) W

8X17

(EX

.) C

8X11.

5(E

X.)

C8X

11.

5(E

X.)

C8X

11.

5(E

X.)

C8X

11.

5(E

X.)

C8X

11.

5(E

X.)

W8X

17

(EX

.) C

8X11.

5

(EX

.) C

4X

5.4

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

8X11.

5

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

8X11.

5

(EX

.) C

4X

5.4

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C4X5.4

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) W8X17

(EX.) W8X17

(EX.) C8X11.5

(EX.) C8X11.5 (EX.) C8X11.5

(EX.) C8X11.5

(EX

.) C

8X11.

5

W14

X22

(10)

8k8k

W12

X19

(8)

20k

20k

19k

16k

16k16k

16k

19k

20k

20k

W30

X11

6 (6

2) c

=1

1/4

"87

k65

k

31k 45k

W24

X76

(40

) c=

3/4"

32k

29k

W14X22

W12

X19

W12X19

9k

11k

15k

9k

10k

15k

15k

15k

15k

46k

25k

10k 10k

48k

65k

20k 20k

20k

20k

20k

20k

20k

20k

16k

16k

16k

16k

28k

28k

26k

26k

9k9kNE

W W

B-4

11/S

4.0

4

NEW WB-29/S4.04

NE

W W

B-3

10/S

4.0

4

NE

W W

B-1

8/S

4.0

4

H=

8k

H=

8k

H=10k

H=

10k

H=8k

H=

10k

H=10k

6

S4.03

SIM.

REMOVE W10X21 BEAMAND X-ROD BRACE

4"

NEW ELEVATOROPENING

5/S4.03

11/S3.01

TYP.

11/S3.01

TYP.

4/S4.01

TYP.

10/S4.01

TYP.

1,100# 1,100#

200# 200#

17

S4.03

BELOW

1,700#

TYP.

17 OR19/S-4.04

1,100#500#

600#

500#

200#

200#

1,100#

1,100#

3/S4.05

TYP.

EXIST. AWNINGFRAMING TO REMAIN

2'-0 1/2" 5'-6 3/8" 4"WB-5

5/S4.05

20/S4.05

A.5 A.5

INSTALL NEW W21IMMEDIATELYUNDER EX. W12

13

S4.05SLO

PE

1"

EXIST. STEEL X-BRACINGBELOW TO BE REMOVED

TYP.

20/S4.04

TYP.

20/S4.04

10 1/2"


LEGEND3 1/2" CONC. OVER 2", 20 GAUGE,TYPE VLI GALV. COMPOSITE FOORDECK (5 1/2" TOTAL), TYP.

PLAN NOTES:1. ALL GRID DIMENSIONS ARE BASED ON EXISTING DRAWINGS,

AND MUST BE FIELD VERIFIED.

2. REMOVE EXISTING ROOF DECK AND REPLACE WITH 3", 20 GADECK

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:4

5 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S2.04

THIRD FLOOR & LOWROOF FRAMING PLAN

15134

3/16" = 1'-0"

1 THIRD FLOOR & LOW ROOF FRAMING PLAN (FFE 135'-9 1/2")

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

F F

E E

D D

C C

B B

2

2

3

3

4

4

5

5

6

6

(EX

.) W

12X

27

(EX.) W12X27 (EX

.) W

27X

84

(EX

.) W

27X

84

(EX

.) W

27X

84

(EX

.) W

27X

84


(EX.) W8X24 (EX.) W8X24

(EX.) W8X24

(EX.) W8X24

(EX.) W10X21 (EX.) W10X21 (EX.) W10X21

(EX.) W10X21 (EX.) W10X21 (EX.) W10X21(EX.) W10X21

(EX.) W10X21 (EX.) W10X21 (EX.) W10X21(EX.) W10X21

(EX

.) W

10X

21(E

X.)

W8X

17




(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX.) W6X15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) W

6X15

.5(E

X.)

W6X

15.5

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) C

4X

5.4

(EX.) C4X5.4


EXIST. X-RODS TO REMAIN

1

S4.04

TYP.

NO

TE

2

DE

CK

SP

AN

1

S4.04

TYP.

20'-0" 20'-0" 20'-0" 20'-0"

12'-0

"9'

-0"

20'-0

"23

'-0"

20'-0

"

20'-0" 20'-0" 20'-0" 20'-0"

9'-0

"20

'-0"

23'-0

"20

'-0"

NE

W W

B-1

8/S

4.0

4

H=10k

H=10k

H=

10k

H=

10k

*

*

*

*

*

*

*

*

*

*

*

*TYP.

1/S4.05

1,100#

1,100#

1,700#

1,100#

1,100#

TYP.

17 OR19/S4.04

3/S4.05

TYP.

W10

X12

W8X10 HOIST BM.

SIM.

5/S4.03

2

S4.05

WB-55/S4.05

A.5 A.5

3 EQ. SPA.

SLO

PE

1/4

" / 1

2"

T.O.S. EL. = 145'-4 1/4" @ GRID A.5

3" 2'-1 1/2" 20'-0" 3 3/8"

W14X22

W12

X26

W10

X19

W10

X19

W10

X19

3" METAL DECK

19/S4.05 18/S4.05

10/S4.01

HOLD 2" BELOWROOF DECK

W12X19

W10

X19

7k7k7k

7k7k 7k

7k7k

7k7k

7k 7k

7/S4.03


PLAN NOTES:1. ALL GRID DIMENSIONS ARE BASED ON EXISTING DRAWINGS,

AND MUST BE FIELD VERIFIED.

2. REMOVE EXISTING ROOF DECK AND REPLACE WITH 3", 20 GADECK

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:4

6 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S2.05

HIGH ROOF FRAMINGPLAN

15134

3/16" = 1'-0"

1 HIGH ROOF FRAMING PLAN

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

TYPICAL DETAILNO SCALE

NOTE:1. SEE 13/S3.01 FOR ELEVATOR PIT SLAB.2. SEE 2/S3.01 FOR SUMP PIT INFO.3. SEE 3/S3.01 FOR ELEVATOR SILL INFO.4. SEE 4/S3.01 FOR ELEVATOR GUIDE RAIL

SUPPORT INFO.

EL. VARIESSEE PLAN

EXIST. SLABEL. = 99'-0" (+/-)

NEW CONC. TOPPING,THICKNESS VARIES

EXISTING TOPPING SLAB

EXISTING MAT FOUNDATION

8"

NEW 8" CMU

DRILL & GROUT #4X3'-6" DWLS.@ CORNERS & 24" O.C. BTWN.

ELEVATOR PIT WALL

TYPICAL DETAILELEVATOR SUMP PIT

SEE 13/S3.01SEE 13/S3.01

2'-0" X 2'-0" X 2'-0" DEEPSTAINLESS STEEL SUMPPAN. SET IN SLAB OPENINGAND MORTAR BED OF WALL.

BLOCKOUT SLAB FOR SUMP.CUT OUT DECK AFTERCONCRETE HAS SET.

NO SCALE

SHAFT OPENINGREFER TO PLAN

ELEVATOR MFR. TO DETERMINE IFSTEEL SILL ANGLE IS REQUIRED.INSTALL W/ 3/4" DIA. 0'-6"EXPANSION BOLTS @ 1'-0"

FACE OF PIT WALLOR FLOOR BEAM

ELEVATOR DOOR SILL

TYPICAL DETAIL

DIM

.3" TY

P

PROJECTION2" MAXIMUM

TYPICAL DETAIL

PL.1/2X4X1'-0"W/2-3/4" DIA. EXP.OR EPOXY BOLTS

HSS 6X4X3/16ELEVATOR GUIDE RAIL SUPPORTCOLUMN EA. SIDE OF PIT.

ELEVATOR GUIDE RAIL SUPPORT

NO SCALE

N.S

. GR

OU

T1/

2" H

.S.

5"

3"

3/16

T.O.S.C. EL. = 111'-3"

3" CONC. TOPPING

NO WALL AT 7ANEW CONCRETE TOPPING

T.O.S.C. EL.= 111'-3"

EXIST. SLAB

EXIST. BM. BEYOND

EXIST. CONC. WALL

T.O.S.C. EL.= 111'-3"

EXIST. CONC.

2" DECK WELD TOEXIST. EMBED

#4 X 5'-0" @ 12" O.C.,CENTERED ON JOINT3" CONC. TOPPING

T.O.S.C. EL. = 111'-3"T.O.S.C. EL. = 111'-3"

3" CONC. TOPPING

3/16 2-12

NEW L3X3X1/4 CONT.

#4 X 5'-0" @ 12" O.C.,CENTERED ON JOINT

3" 8"

EXIST. TOPPINGSLAB

5" +

/-

EXIST. MAT

SAND INFILL

SLAB REINF. #5@12" E.W.BOT. LAYER E-W DIRECTION

5"

DRILL & GROUT OR EPOXY#4X3'-0" DWLS. @ 12"

SAWCUT FOR LEDGE

NO SCALE

BLOCKOUTS

CORNERS

GRADE BEAM,CONSTRUCTIONJOINT OR RECESS

PROVIDE 2#4X4'-0"DIAGONAL BARS1" BELOW TOP OF SLAB

NOTE:FABRICATOR TO LOCATE THESEBARS ON THE SHOP DRAWINGS.

RE-ENTRANT CORNER REINFORCING

TYPICAL DETAIL

45.00°

1" 1"

EQ

.

1/2" EXPANSIONJOINT MATERIAL

CONCRETEWALK SEE CIVIL

THICKEN WALKAS REQUIRED

SEE CIVIL FORSUBSLAB PREPARATION

DRILL & GROUT #4 X 3'-0"@ 12" AT DOORS

SEE SECTIONSFOR CONCRETE

EXTERIOR WALK TO GRADE BEAM

TYPICAL DETAIL

SLOPE

8"

CONNECTION OF MASONRY WALL TO STEEL BEAM

SEE PLAN FOR BEAM

L6X3-1/2X5/16 X 0'-6"LLV @ EACH BOLT

3" VERTICALSLOTTED HOLE INANGLE, 1 1/2" MIN.FROM EDGE

3/4" DIA. THRU - BOLTX 0'-11" @ 4'-0"

8X8 TROUGH TILEW/ 2#4 CONT.

WALL REINFORCINGCONTINUOUS TO TOPCOURSE, SEE GENERALNOTES FOR SIZE ANDSPACING

TYPICAL DETAIL

3" M

AX

.2"

MIN

.

3/16 1 1/2TYP.

T.O.S.C. EL.VARIES

1'-0

"

SEE 16/S3.01

SEE 16/S3.018"

#3X @ 12"W/ 2#5 CONT.TOP & BOT.

2'-0"

8"

4"

10"

5" SLAB-ON-GRADE,REINF. W/ #3@12" E.W.

T.O.S.C. EL.VARIES

BE

LOW

GR

AD

E1'

-0"

MIN

.

5'-0"

CLE

AR

HO

LD 2

"

2#4 CONT. TOP & BOT.W/ #3 SITR. @ 8" O.C.

3

10"

1'-0

" M

IN.

6" 6"

EL. = 111'-3"

SEE 16/S3.01

SEE 16/S3.01

COLUMN, SEE PLAN

5/16

EMBED. PL. 1"X10"X0'-10" W/(4)3/4" DIA. X 8" H.S. GALV.

6"6"

6"

1'-0" 1'-0"

1 1/2"

EL. = 111'-3"

1"

2#4 EA.TREAD

SEE 16/S3.01

C.L. COLUMBEYOND

#4X @ 12"1'-6"

8"

T.O.S.C. EL.SEE PLAN

8"

PL. 3/8"X4" X CONT. W/1/2" DIA. X 4" H.S. @ 12"

8" CONT. TROUGH BEAM.REINF. W/ 1#4 TOP AND BOT.

2" METAL DECK

CMU FACE SHELL

#4X @ 24"3'-0"

3'-0

"

REINF.

ELEVATOR PIT SLAB

TYPICAL DETAIL

, 7A

≤ 2'-0" EXISTING SLAB


4" +

/-

2 1/

2" +

/-

1/2"

CLR

.

ADDN'L #3@12" BOT.

CHIP & ROUGHENTOP 3" ALONG EDGES

FORMED SOFFIT

SMALL OPENING IN-FILL

TYPICAL DETAIL

1" C

LR.

SAWCUT & ROUTE OUT 4"WIDE X 2" DEEP TRENCHIN EXIST. 5" SLAB

C.L. TUNNEL

T.O.S.C. EL.VARIESSEE PLAN

CONCRETETOPPING

LEVELINGCOMPOUND,SEE SPECS.

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:4

7 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S3.01

CONCRETE SECTIONSAND DETAILS

15134

1 1" = 1'-0" 2 3 4

3/4" = 1'-0" 7 1" = 1'-0" 6 1" = 1'-0" 10 3/4" = 1'-0" 8 1" = 1'-0" 9

1 1/2" = 1'-0" 5

11 12 14 3/4" = 1'-0" 15

3/4" = 1'-0" 16 3/4" = 1'-0" 17 1 1/2" = 1'-0" 18

1" = 1'-0" 13

3/4" = 1'-0" 19 1 1/2" = 1'-0" 20

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

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.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

THIS CONNECTION SHALL BE USED ONLY WHEN CONNECTING BEAMS TOCOLUMNS OR WHEN CONNECTING BEAMS TO GIRDERS WHERE GIRDER HASBEAM CONNECTION ON ONE SIDE ONLY. IF USED AT LOCATIONS WHERE ABEAM CONNECTION IS OPPOSED BY A BEAM CONNECTION ON THE OTHERSIDE OF THE SUPPORTING MEMBER, AN OSHA-APPROVED METHOD MUST BEUSED FOR TEMPORARY ERECTION SUPPORT OF BOTH MEMBERS.

WIDEFLANGE

BEAMSIZE

#BOLTS

PERVERT.ROW

MINIMUMBEAMWEB

THICKNESS(IN.)

WELDED TOBEAMWEB

BOLTED TO BEAMWEB

REDUCTIONFOR COPED

BOTTOM

MIN.ANGLE

LENGTH(IN.)

MAX REACTION (KIPS)

3/4 " DIA.

BOLTS

7/8 " DIA.

BOLTS

3/4 " DIA.

BOLTS

7/8 " DIA.

BOLTS

W8 TO W12 2 .230 29 29 14 13 4 5 1/2

W12 TO W18 3 .235 51 51 25 23 4 8 1/2

W16 TO W24 4 .250 82 82 42 39 5 11 1/2

W18 TO W30 5 .300 104 120 63 59 6 14 1/2

W21 TO W40 6 .350 124 148 87 82 7 17 1/2

W24 TO W44 7 .395 145 172 115 108 8 20 1/2

W30 TO W44 8 .470 165 197 156 147 -- 23 1/2

W33 TO W44 9 .550 185 221 185 194 -- 26 1/2

W36 TO W44 10 .600 205 245 205 235 -- 29 1/2

W40 TO W44 11 .630 226 269 226 269 -- 32 1/2

W44 12 .710 246 294 246 294 -- 35 1/2

CONNECTION LOAD CAPACITYANGLES WELDED TO BEAM

ANGLES BOLTED TO BEAM

BOLTS

SECT. "A"

SECT. "A"

NO SCALE TYP.

VERTICAL ROWS

DOUBLE ANGLESL4x3 1/2x5/16 FOR3/4" BOLTSL4x3 1/2x3/8 FOR 7/8" BOLTS

GIRDER WEB,COL. WEB,OR FLANGE

SEE "ANGLESBOLTED TO BEAM"DETAIL BELOW FORMORE NOTES

OPTIONALCOPED TOP

GIRDER WEB, COL.WEB, OR FLANGE

L4x4x3/8 ERECT. CLIPWHERE BEAMSFRAME TO BOTHSIDES OF COLUMNWEB TYP.

STD. HOLES OR HORIZ.SHORT SLOTS

OPTIONAL COPEDBOTTOM, REDUCECAPACITY ASSHOWN IN TABLE

NOTE: VALUES IN THE COLUMNS LABELED "BOLTED TO BEAM WEB" MAY BE INCREASED BY THE RATIO OFTHE ACTUAL BEAM WEB THICKNESS TO THE MINIMUM BEAM WEB THICKNESS TABULATED. FOR THISCALCULATION THE BEAM WEB THICKNESS MAY NOT BE TAKEN MORE THAN 0.43" FOR 3/4" DIA. BOLTS ORMORE THAN 0.62" FOR 7/8" DIA. BOLTS.

TYPICAL DOUBLE ANGLE CONNECTION

1/2" MAX.

3 1/2"

3" T

YP

.3"

4"

TY

P.

1 1/

4" M

IN.

3" T

YP

.

3 1/2"

"A"

1/43 SIDES

1 1/4" 1 1/4"

MIN

1 1

/2"

CO

PE

1 1/

2" M

AX

3"

TY

P

3"

NOTE:LARGER BM. REACTION MUSTBE LESS THAN 3 TIMESSMALLER BM. REACTION

WIDEFLANGE

BEAM SIZE

3/4 " DIA.

BOLTS

7/8 " DIA.

BOLTS

W8x10 2 .170 14 14

W10x12 2 .190 14 20

W12x14 3 .200 26 29

W12x16 3 .220 26 32

W8 TO W12 2 .230 14 20

W12 TO W18 3 .235 26 34

W16 TO W24 4 .250 37 51

W18 TO W30 5 .300 48 65

W21 TO W44 6 .350 59 78

W24 TO W44 7 .395 70 91

W30 TO W44 8 .470 81 104

W33 TO W44 9 .550 91 117

W36 TO W44 10 .600 102 130

W40 TO W44 11 .630 112 143

W44 12 .710 123 156

CONNECTION LOAD CAPACITY(X = 3" MAX.)

BOLTS

SECT. "A"COLUMN

PL. TO MATCH BEAM WEBTHICKNESS, 3/8" MINIMUM.

TYP. SINGLEPLATEBOLTEDCONNECTIONFOR BEAMS ONBOTH SIDES ONLY

# BOLTSPER

VERT. ROW

MINIMUMBEAMWEB

THICKNESS(IN.)

MAX REACTION(KIPS)

MAX.X= 3"

TYP.

1 1/4" @ 3/4" DIA. BOLTS1 1/2" @ 7/8" DIA. BOLTS,

1/43 SIDES

MIN

1 1/

2"M

IN3"

WIDE FLANGEBEAM SIZE 3/4 " DIA. BOLTS 7/8 " DIA. BOLTS

W8 TO W12 2 9 12

W12 TO W18 3 18 23

W16 TO W18 4 29 39

W18 5 41 56

(NOT PERMITTED FOR BEAMS DEEPER THAN 18")

CONNECTION LOAD CAPACITY (X = 3" MAX.)

PL.3/8"

SECT. "A"

BOLTS

COLUMN

SHEAR TAB BOLTEDCONNECTION

FOR BEAMS ON ONE SIDE ONLY

# BOLTS PERVERT. ROW

MAX REACTION (KIPS)

"A"

MAX.X= 3"

TYP.

1 1/4" @ 3/4" DIA. BOLTS1 1/2" @ 7/8" DIA. BOLTS

5/16

MIN

1 1/

2"M

IN3"

WIDEFLANGE

BEAMSIZE

3/4 " DIA. BOLTS 7/8 " DIA. BOLTS

1 ROW 2 ROWS 1 ROW 2 ROWS

W8x10 2 .170 4 2 5 3

W10x12 2 .190 4 3 5 4

W12x14 3 .200 8 10 11 11

W12x16 3 .220 8 13 11 15

W8 TO W12 2 .230 4 6 5 8

W12 TO W18 3 .235 8 16 11 18

W16 TO W24 4 .250 16 28 21 33

W18 TO W30 5 .300 24 41 32 55

W21 TO W44 6 .350 33 56 45 77

W24 TO W44 7 .395 43 73 59 100

W30 TO W44 8 .470 54 92 74 126

W33 TO W44 9 .550 65 113 89 154

W36 TO W44 10 .600 77 134 105 183

W40 TO W44 11 .630 88 155 120 212

W44 12 .710 100 178 136 233

CONNECTION LOAD CAPACITY (X = 7" MAX.)

BOLTS

COL. WEB

SECT. "A"

SIM.

AT GIRDERAT COLUMN

STIFFENER TYP.

PLATE:5/16" @ 3/4" DIA. BOLTS3/8" @ 7/8" DIA. BOLTS


1 OR 2 VERT. ROWS

SINGLE PLATE BOLTED CONNECTION

#BOLTS

PERVERT.ROW

MINIMUMBEAMWEB

THICKNESS(IN.)

MAX REACTION (KIPS)

"A"

MAX.X=7"

"A"

MIN

.3"

MIN

.1

1/2"

MAX.X=7"

1/41/4

MIN

1 1/

2"

MIN3"

WIDEFLANGE

BEAMSIZE

#BOLTS

PERVERT.ROW

WELDED TO GIRDER BOLTED TO GIRDER MIN.ANGLE

LENGTH(IN.)

MAX REACTION (KIPS)

3/4 " DIA.

BOLTS

7/8 " DIA.

BOLTS

3/4 " DIA.

BOLTS

7/8 " DIA.

BOLTS

W8 TO W12 2 21 22 10 14 5 1/2

W12 TO W18 3 31 35 21 28 8 1/2

W16 TO W24 4 42 48 32 44 11 1/2

W18 TO W30 5 53 61 43 59 14 1/2

W21 TO W40 6 63 74 55 75 17 1/2

W24 TO W44 7 74 86 66 90 20 1/2

W30 TO W44 8 84 98 77 105 23 1/2

W33 TO W44 9 95 110 88 120 26 1/2

W36 TO W44 10 106 123 99 134 29 1/2

W40 TO W44 11 117 135 110 149 32 1/2

W44 12 127 147 120 164 35 1/2

CONNECTION LOAD CAPACITY

WELDED TO GIRDER

BOLTED TO GIRDER SECT. "B"

BOLTS

SECT. "A"

PURLIN

GIRDER

PLAN VIEW

WELD SIZE "W" IS 1/4" FOR3/4" DIA. BOLTS AND 5/16"FOR 7/8" DIA. BOLTS

SINGLEANGLE:L4x4x3/8

SINGLE ANGLE:L4X3X3/8

SINGLE ANGLES MUST STAGGER ASSHOWN WHEN CONNECTIONTO GIRDER IS A FIELD CONNECTION

TYPICAL SINGLE ANGLE CONNECTION

3" 4"

1 1/4" 1 1/4""A"

TY

P.

3"M

IN.

1 1/

2"

TY

P.

1 1

/4"

"B"

4"

1 1/4" 1 1/4"

TY

P.

1 1

/4"

4"

TY

P.

3"

MIN

.1

1/2"

TO BEAM C.L. 2 1/2" TO

2 1/2"

W 2WRETURN

W

C.L. SUPPORT

C.L. SKEWED BEAM

TWO ANGLES TWO BENT ANGLES

C.L. SUPPORT

C.L. SKEWED BEAM

C.L. SKEWED BEAM

TWO BENT PLATESSINGLE BENT PLATE

SKEWED SIMPLE FRAMING CONNECTIONS - BEAM TO BEAM

C.L. OF BOLT

C.L. OF BOLT

NOTE:DESIGN SINGLE BENT PLATE CONNECTIONFOR SINGLE SHEAR AND ECCENTRICITYREFER TO CONNECTION "E"

CO

NT

RA

CT

OR

TO

SE

T T

HIS

DIM

EN

SIO

N T

O A

LLO

WP

RO

PE

R IN

ST

ALL

AT

ION

OF

BO

LTS

WH

ER

E B

OLT

ED

CO

NN

EC

TIO

NS

AR

E U

SE

D

CONTRACTOR TO SETTHIS DIMENSION TOALLOW PROPERINSTALLATION OF BOLTSWHERE BOLTEDCONNECTIONS ARE USED

TYPICAL DETAIL

UP TO 1

12

OVER 1 TO 8

1212

OVER 8

OVER 4

12

90°

.

.

REACTION IS CALCULATED FROM THE DROP-IN SPAN. WIDE FLANGE SIZEIS THE SMALLER OF THE DROP-IN BEAM OR THE SUPPORTING BEAM.

WIDEFLANGE

BEAMSIZE

W8x10 2 .170 15 14

W10x12 2 .190 18 24

W12x14 3 .200 30 29

W12x16 3 .220 33 32

W8 TO W12 2 .230 18 20

W12 TO W18 3 .235 36 34

W16 TO W24 4 .250 53 51

W18 TO W30 5 .300 70 67

W21 TO W44 6 .350 97 92

W24 TO W44 7 .395 126 119

W30 TO W44 8 .470 150 187

W33 TO W44 9 .550 173 234

W36 TO W44 10 .600 195 261

W40 TO W44 11 .630 217 287

W44 12 .710 238 313

7/8" DIA. BOLTS

X = 3 3/4"

BOLTS

3/4" DIA. BOLTS

X = 3 1/4"

BOLTS


SECT. "A"

BOLTS

PROVIDE SHORT-SLOTTED HOLESIN PLATE AT DROP-IN SIDE FORADJUSTMENT

DROP-IN SIDE

1 1/4" @ 3/4" DIA.BOLTS 1 1/2" @7/8" DIA. BOLTS,TYP.

OPTIONAL COPED BOTTOMON DROP-IN SIDE ONLY

:NOTE:SLOTS NOT ALLOWEDWHERE H=_ IS USED

3/8" THICK SHEARPLATES BOTHSIDES

TYPICAL SHEAR

SPLICE CONNECTION

#BOLTS

PERVERT.ROW

MINIMUMBEAMWEB

THICKNESS(IN.)

MAX REACTION(KIPS)

"A"

MAX.X=3 1/4"

MIN

.3"

MIN

.1

1/2"

TYP. 1 1/4".

WIDEFLANGE

BEAMSIZE

3/4" DIA. BOLTS 7/8" DIA. BOLTS

1 ROW 2 ROWS 1 ROW 2 ROWS

W8x10 2 .170 19 19 19 19

W10x12 2 .190 20 22 25 25

W12x14 3 .200 31 34 35 35

W12x16 3 .220 31 34 38 38

W8 TO W12 2 .230 20 23 26 26

W12 TO W18 3 .235 31 34 39 39

W16 TO W24 4 .250 41 46 52 52

W18 TO W30 5 .300 52 57 65 65

W21 TO W44 6 .350 62 69 78 78

W24 TO W44 7 .395 72 80 91 91

W30 TO W44 8 .470 83 92 104 104

W33 TO W44 9 .550 93 103 117 117

W36 TO W44 10 .600 104 115 130 130

W40 TO W44 11 .630 114 127 143 143

W44 12 .710 124 138 156 156



SEE TABLE IN DETAIL "D" IFCOLUMN SIZE FORCES "X" DIM TOBE LARGER THAN 5" BUT NOT MORETHAN 7".

INTERSECTING BEAMS AT PIPE COLUMNELEVATION

CENTER LINE OFCOLUMN AND BEAM

SEE PLAN FORBEAM

SECTION "A"

DETAIL K1/4 @ 3/4" DIA.BOLTS5/16 @7/8" DIA.BOLTS

SLOT COLUMNFOR PLATES ASSHOWN

#BOLTS

PERVERT.ROW

MINIMUMBEAMWEB

THICKNESS(IN.)

MAX REACTION (KIPS)

THROUGHPLATE

CONNECTIONAT TUBECOLUMN

MAX.

X = 5"

MIN

.A

/2A

"A"

MIN

.A

/2

MAX. 2"

3/16TYP

WIDEFLANGE

BEAMSIZE

3/4" DIA. BOLTS

(3/16" WALL THK)

W8x10 2 .170 16 19

W10x12 2 .190 16 25

W12x14 3 .200 25 35

W12x16 3 .220 25 38

W8 TO W12 2 .230 16 26

W12 TO W18 3 .235 25 39

W16 TO W24 4 .250 34 52

W18 TO W30 5 .300 43 65

W21 TO W44 6 .350 51 78

W24 TO W44 7 .395 59 91

W30 TO W44 8 .470 67 104

W33 TO W44 9 .550 75 117

W36 TO W44 10 .600 83 129

W40 TO W44 11 .630 91 141

W44 12 .710 100 153

19

20

31

31

20

31

42

53

63

74

84

94

103

111

118

3/4 " DIA. BOLTS

(1/4" WALL THK)

7/8" DIA. BOLTS(5/16" WALL

THK)


Leh = 1 1/2" FOR 3/4" DIA. 1 3/4" FOR 7/8" DIA

Lev = 1 1/4" FOR 3/4" DIA. 1 1/2" FOR 7/8" DIA.

PLATE:1/4" @ 3/4" DIA. BOLTS (3/16" TUBE WALL THICK. MIN.)5/16" @ 3/4" DIA. BOLTS (1/4" TUBE WALL THICK. MIN.)3/8" @ 7/8" DIA. BOLTS (5/16" TUBE WALL THICK. MIN.)

3/16 @3/4" DIA. BOLTS w/ 3/16" TUBE WALL1/4 @3/4" DIA. BOLTS w/ 1/4" TUBE WALL5/16 @7/8" DIA. BOLTS w/ 5/16" TUBE WALL

TUBE COL.-WALL THICKNESS MIN.,3/16" @ 3/4" DIA. BOLTS(REDUCED CAPACITIES)1/4"@3/4" DIA. BOLTS5/16"@7/8" DIA. BOLTS

1/4@3/4" DIA. BOLTS5/16@7/8" DIA.BOLTS

SINGLEPLATE

CONNECTIONAT COLUMN

#BOLTS

PERVERT.ROW

MINIMUMBEAMWEB

THICKNESS(IN.)

MAX REACTION (KIPS)

TYP

TYP

MIN

Lev

MIN

Lev

3" MAX

TY

P

3"

MINLeh

MINLeh

MIN

Leh

MIN

Leh

MINLeh

MINLeh

MIN3"

MIN 3"

PRE-ENGINEERED CONNECTION DETAILS ARE PROVIDED TO ASSIST THE DETAILER AND FABRICATOR. WHERETHESE PRE-ENGINEERED DETAILS ARE USED THEN NO DESIGN WORK IS REQUIRED BY THE FABRICATOR AND NOCALCULATIONS ARE REQUIRED TO BE SUBMITTED. WHERE THESE PRE-ENGINEERED DETAILS ARE USED, ALLASPECTS OF THE CONNECTIONS MUST CONFORM TO THE PRE-ENGINEERED DETAILS.

THE FABRICATOR MAY, AT HIS OPTION, SUBMIT ALTERNATE CONNECTION DETAILS FOR USE ON THE PROJECT.ALTERNATE CONNECTION DETAILS MUST CONFORM TO THE CONCEPTS SHOWN IN THE PRE-ENGINEEREDCONNECTION DETAILS. SUBMITTALS CONTAINING ALTERNATE CONNECTION DETAILS MUST INCLUDE DESIGNCALCULATIONS SEALED BY A REGISTERED ENGINEER PER THE SPECIFICATIONS.

BEAMS OF VARIOUS WEB THICKNESSES ARE GROUPED BASED ON THEIR DEPTH. NUMBER OF BOLTS SHOWNARE THEREFORE BASED ON THE THINEST WEB IN EACH GROUP.

CONNECTIONS SHOWN IN THE DRAWINGS WHICH ARE NOT COVERED BY THE PRE-ENGINEERED DETAILS SUCHAS TRUSS CONNECTIONS, WIND BRACE CONNECTIONS OR OTHER NON TYPICAL CONNECTIONS MUST BEDESIGNED BY THE FABRICATOR AND SUBMITTED WITH DESIGN CALCULATIONS SEALED BY A REGISTEREDENGINEER PER THE SPECIFICATIONS. NUMBER OF ROWS OF BOLTS IN SIMPLE BEAM CONNECTIONS SHALL NOTBE LESS THAN THE NUMBER FOUND BY DIVIDING THE SMALLER BEAM DEPTH (IN INCHES) BY SIX, AND ROUNDINGUP ANY FRACTION TO THE NEXT HIGHER NUMBER.

NOTES:1. FABRICATOR SHALL SELECT TYPICAL BEAM CONNECTIONS FROM THESE DETAILS USING LOAD

REACTIONS GIVEN ON THE PLAN (AS _K) OR SCHEDULE. WHERE NOT GIVEN ON PLAN, BEAMREACTION AT EACH END SHALL BE ASSUMED TO BE 55 PERCENT OF THE MAXIMUM TOTALALLOWABLE (ASD) UNIFORM LOAD FOR THE BEAM SIZE AND SPAN GIVEN IN THE 50 KSI TABLESIN PART 2 OF THE AISC STEEL CONSTRUCTION MANUAL, THIRTEENTH EDITION.

2. ALL BEAM REACTIONS ARE IN KIPS, AT SERVICE LOADS (UNFACTORED).

3. TABULATED CONNECTION CAPACITIES ARE UNFACTORED AND ARE BASED ON GRADE 50 BEAMS,A36 PLATES AND ANGLES, A325N BOLTS (BEARING TYPE) AND E70XX ELECTRODES. FOR CONNECTIONS TOEXISTING A36 BEAM AND COLUMNS, CAPACITIES SHALL BE REDUCED ACCORDINGLY.

4. SLOTTED HOLES ARE NOT PERMISSIBLE EXCEPT WHERE SHOWN.

5. WHERE HORIZONTAL FORCES ARE SHOWN ON THE PLAN (AS H=_K), THE FABRICATOR SHALLSIZE THE CONNECTION TO TRANSFER THE HORIZONTAL FORCE IN ADDITION TO THE REQUIREDVERTICAL REACTION (CONNECTION CAPACITY=V+H). SLOTTED HOLES ARE NOT PERMITTED.

6. FOR EXISTING CONNECTIONS WITH H=_k, SIZE AND ADD FILLET WELD TO EXISTING BEAM TO COLUMNCONNECTION TO TRANSFER THE HORIZONTAL FORCE. SEE DETAIL 7/S4.01

7. COMPLY WITH AISC MIN. EDGE DISTANCES.

EXISTING BEAM

EXISTING COLUMN

1/4

WELD FOR H=_k AT EXISTING

TYPICAL DETAIL

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:5

0 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S4.01

SIMPLE BEAMCONNECTION DETAILS

15134

1 23 4

5 6

89 10

1 1/2" = 1'-0" 7

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

5 1/2"

16 GA. 14 GA. 12 GA. 10 GA.

EDGE FORM GAGE

THICKNESS

SLAB

MAXIMUM SLAB OVERHANG - "A"

NO SCALE

EDGE CONDITION

METAL FLOOR DECK

3'-0"

4" 6" 9" 11"

#3X4" @ 18" O.C.W/ 1#4 CONT.

METAL EDGE FORM.SEE SCHEDULE ABOVE

TYPICAL DETAIL

NOTE:IF DIMENSION "A" EXCEEDS TABLEMAXIMUMS, PROVIDE ANGLESUPPORT PER DETAIL 14/S4.02 WHENDECK RUNS PARALLEL TO BEAM ANDPER DETAIL 14/S4.02 WHEN DECKRUNS PERPENDICULAR TO BEAM.

PLAN

SEE

TH

ICK

NE

SS

SLA

B

"A"

2" MIN.

1-12

4 1/2" 6" 7" 10" 12"

EDGE OF SLAB

4'-0"

L1-1/2X1-1/2X3/16 @ 4'-0"

#3 X 4"@ 12" TOP W/#3 CONT.EDGE FORM:

16 GAGE TO1'-6" CANTILEVER14 GAGE TO2'-0" CANTILVER

TYPICAL DETAIL

2 LEGS

SEE PLANCANTILEVER

1-8

NO SCALE NO SCALE

SLAB EDGE WITH OUTRIGGER

BENT PL. 1/4"X3"X0'-5 1/2" LLV

DECKFILLER ASREQUIRED

WT4X5 ATEACH PURLIN

L _ AT EACHPURLIN

#3 X 4"@ 12" TOP W/#3@9" CONT.

PURLIN, SEE PLAN

L3X3X1/4X0'-4"WELDED TOBOTH BEAMS

CONDITIONS ATEXTERIOR COLUMNS

TYPICAL DETAIL

3/16

3/16

3/16

3/163/16

3/16

3/16 4

SEE PLAN

NO SCALE

CANTILEVERED SLAB EDGE

#3 @ 9" CONT.

16 GAGE EDGE FORM

_-_"

#_ X @ __" O.C.

TYPICAL DETAIL

4"3'-0" MAX.

SEE PLAN

NO SCALE

BENT PL. 1/4"X4 1/2" OR 5 1/2"X_CONT. W/ 3/8" DIA. X 18" WELDEDDEFORMED BAR ANCHOR @ 12".COORD. W/ NEW STAIR ATTACHMENT.

SILL ANGLE ATELEVATOR PERMANUFACTURER

EDGE CONDITION AT STAIR STRINGERS AND ELEVATOR SILL

EDGE OF SLABDIM. SEE PLAN

TYPICAL DETAIL

PLAN

SEE

1/4 2-12PLATE TO BEAM

1. COMPOSITE STEEL BEAMS ARE INDICATED ON THE PLANS THUS (EXAMPLE):

W16X31 (28) C = 2 3/4"

WHERE 28 IS THE TOTAL NUMBER OF SHEAR STUDS BETWEEN SUPPORTS AND 2 3/4" IS THEBEAM CAMBER (IF ANY). END REACTIONS FOR SIZING CONNECTIONS ARE SHOWN AT EACHEND IN KIPS - SERVICE LEVEL). DO NOT USE AISC SPAN TABLES FOR DETERMINING ENDREACTIONS. HERE NO REACTION IS GIVEN, DESIGN CONNECTION TO DEVELOP THE FULLSHEAR CAPACITY OF THE WEB, OR CONTACT THE ENGINEER.

2. COMPOSITE STEEL BEAMS DO NOT REQUIRE SHORING TO SUPPORT THE WET WEIGHT OFCONCRETE. BEAMS WILL BE HIGHLY STRESSED AS CONCRETE IS PLACED AND MUST BEPOSITIVELY BRACED BY THE METAL DECK CONNECTIONS. DO NOT EXCEED CONCRETETHICKNESSES SHOWN.

3. WARNING: IN NONSHORED CONSTRUCTION, EXCESSIVE CONCRETE WEIGHT DURING CASTINGCAN CAUSE SUPPORTING BEAMS TO COLLAPSE. DO NOT, UNDER ANY CIRCUMSTANCES,EXCEED THE DESIGN SLAB THICKNESS BY MORE THAN 3/4 INCH. CAREFULLY CHECK BEAMCAMBERS AND RETURN ANY FOUND TO BE OUT OF TOLERANCE TO THE SHOP FORCORRECTION (SEE SPECIFICATION SECTION 05 12 00).

4. PRIOR TO ERECTING THE FIRST COMPOSITE BEAMS, THE CONTRACTOR SHALL CALL ASPECIAL PRE-CONSTRUCTION MEETING WITH APPLICABLE SUBCONTRACTORS, TESTINGLABORATORY, ARCHITECT AND STRUCTURAL ENGINEER TO REVIEW ALL REQUIREMENTS ANDESTABLISH A QUALITY CONTROL PROCEDURE.

5. THE FINISHED COMPOSITE FLOOR SHALL NOT BE LOADED WITH CONSTRUCTION MATERIALSBEFORE THE CONCRETE HAS ATTAINED 75 PERCENT OF ITS SPECIFIED STRENGTH.

6. ALL SHEAR STUDS SHALL BE FIELD APPLIED, UNLESS OTHERWISE NOTED. SIZE SHALL BESELECTED FROM THE FOLLOWING TABLE DEPENDING ON DECK AND SLAB DIMENSIONS:

DECK SLAB SHEAR STUDS2" 3.5" 3/4" DIA. X 5"2' 2.5" 3/4" DIA. X 4"

7. PLACE THE INDICATED NUMBER OF SHEAR STUDS ALONG THE LENGTH OF THE BEAM OR BEAMSEGMENT AS SHOWN IN THE SHEAR STUD PLACEMENT DIAGRAMS.* STUDS SHALL BE EQUALLY SPACED IN A SINGLE ROW WHERE POSSIBLE, ALLOWING ASINGLE STUD IN THE DECK FLUTES, WHERE APPLICABLE.* PLACE STUDS IN THE MIDDLE OF THE RIB, IF POSSIBLE. WHERE THE STUD MUST BE OFFSETFROM THE MIDDLE OF THE RIB, SHIFT THE STUD AWAY FROM THE BEAM MIDSPAN, ORTOWARD THE CLOSEST SUPPORT (11/S4.02).* WHERE ADDITIONAL STUDS ARE REQUIRED TO OBTAIN THE SPECIFIED NUMBER OF STUDS INA LENGTH OF BEAM, PLACE STUDS IN TANDEM PAIRS PER THE SHEAR STUD PLACEMENTDIAGRAM AND 6/S4.02.* THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING PROPER STUD LAYOUT FOREACH BEAM PRIOR TO INSTALLATION OF STUDS IN THE FIELD. REFER TO TYPICAL DETAILSFOR PLACEMENT OF SHEAR STUDS ON BEAMS.

9. PROVIDE ADDITIONAL STUDS AS REQUIRED TO SATISFY THE MAXIMUM SPACINGS SHOWN IN5/S4.02. WHERE NO STUDS ARE CALLED FOR ON A BEAM SEGMENT SUPPORTING METALFLOOR DECK, PROVIDE A MINIMUM NUMBER TO SATISFY THE FOLLOWING MAXIMUM STUDSPACINGS PER DETAIL 5/S4.02.

10. PROVIDE CAMBER IN MEMBERS WHERE INDICATED. SPECIFIED CAMBER APPLIES ATJOBSITE, JUST PRIOR TO ERECTION, LYING DOWN FLAT SO THAT MEMBER WEIGHT HAS NOEFFECT. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT ORCOMPENSATE FOR CAMBER LOSS DURING SHIPMENT. MEASURED CAMBER IN MEMBERS UPTO 50'-0" LONG SHALL BE WITHIN A TOLERANCE OF -0" TO +1/2" FROM AMOUNT SPECIFIED.FOR MEMBERS GREATER THAN 50'-0" LONG, BOTH POSITIVE AND NEGATIVE TOLERANCE MAYINCREASE 1/8" FOR EVERY 10'-0" OF LENGTH IN EXCESS OF 50'-0". MEMBERS WITH A FIELDMEASURED CAMBER OUTSIDE OF SPECIFIED TOLERANCE SHALL BE RETURNED TO SHOP.

11. THE CONTRACTOR SHALL MEASURE AND RECORD CAMBER OF ALL BEAMS UPON ARRIVALAND BEFORE ERECTION FOR COMPLIANCE WITH THE SPECIFIED CAMBER. MEASURE LYINGFLAT WITH WEB HORIZONTAL. MEMBERS OUTSIDE THE CAMBER TOLERANCE SHALL BERETURNED TO THE SHOP FOR CORRECTION. CAMBERS MEASURED BY THE CONTRACTORARE TO BE VERIFIED BY THE OWNER'S TESTING LABORATORY.

12. SET HORIZONTAL MEMBERS WITH THEIR NATURAL CAMBER (OR SPECIFIED CAMBER) UP.

COMPOSITE STEEL FLOOR FRAMING NOTES

8. WHERE MULTIPLE NUMBERS OF STUDS ARE SHOWN FOR A BEAM, PLACE EACH QUANTITY OFSTUDS IN THE CORRESPONDING BEAM SEGMENT WHERE THE NUMBER IS SHOWN.

14. DECK SHALL BE INSTALLED IN THREE SPAN LENGTHS AT ALL POSSIBLE LOCATIONS. TWOSPAN AND SINGLE SPAN LENGTHS OF DECK SPANNING MORE THAN 9'-5" AND 7'-5"RESPECTIVELY SHALL BE HEAVIER GAUGE DECK, PROPERLY SIZED FOR THE REQUIRED SPAN.

16. INTERMEDIATE SHORING OF THREE SPAN LENGTHS OF DECK TO SUPPORT CONSTRUCTIONLOADS AND WET CONCRETE IS NOT REQUIRED, UNLESS SHOWN OTHERWISE ON THEDRAWINGS.

17. REINFORCE THE SLAB OVER THE METAL DECK WITH WELDED WIRE MESH, FURNISHED IN FLATSHEETS. USE 6x6 - W2.1xW2.1

18. PLACE AN EXTRA LAYER OF WIRE MESH 6'-0" WIDE IN THE TOP OF THE SLAB ABOVE ALLINTERIOR GIRDERS WHICH RUN PARALLEL TO THE DECK SPAN.

20. PLACE SUPPORTS FOR WIRE MESH ON METAL DECK, SO THAT THE MESH IS MAINTAINED INPOSITION 3/4" BELOW THE TOP OF SLAB.

21. METAL DECK SHALL, IN GENERAL, BE FASTENED TO STEEL FRAMEWORK BY WELDING SHEARSTUDS THROUGH THE DECK. IF FIELD WELDED SHEAR STUDS THROUGH METAL DECK ARENOT CALLED FOR IN SCHEDULE OR ON DRAWINGS, DECK SHALL BE WELDED TO STEELFRAMEWORK BY PUDDLE WELDS NOT LESS THAN 3/4" DIAMETER, SPACED NOT MORE THAN1'-0". WHERE SHEAR STUD SPACING EXCEEDS SPECIFIED MAXIMUM DECK WELD SPACING,USE ADDITIONAL PUDDLE WELDS AT 1'-0" BETWEEN STUDS. WHERE 2 UNITS ABUT, EITHEREND TO END OR SIDE TO SIDE, EACH SHALL BE SO FASTENED TO STEEL FRAMING.

22. SIDES OF ADJACENT UNITS SHALL BE JOINED BY WELDING 1" LONG FUSION WELDS OR BUTTONPUNCHING AT A MAXIMUM SPACING OF 3'-0" BETWEEN SUPPORTS.

23. UNLESS OTHERWISE INDICATED IN THE DETAILS, METAL EDGE FORM SHALL BE 14 GAUGECOLD FORMED STEEL, WELDED AT SUPPORTING BEAM FLANGE AT 12" ON CENTER.

24. DEFLECTION OF DECK AND/OR STEEL WILL TAKE PLACE WHEN CONCRETE IS POURED. * THE SPECIFIED CONCRETE SLAB THICKNESS SHALL BE MAINTAINED AT COLUMN LOCATIONS.* SLAB THICKNESS AWAY FROM THE COLUMNS WILL VARY DUE TO BEAM AND DECK DEFLECTIONS.* MINIMUM THICKNESS OF CONCRETE REQUIRED MUST BE PROVIDED, AND TOP SURFACES OFSLABS MUST BE CONSTRUCTED WITHIN SPECIFIED TOLERANCES.* WHERE THERE IS RESIDUAL CAMBER IN STEEL BEAMS, FINISHED CONCRETE SURFACESHALL FOLLOW CAMBER OF BEAMS, BUT FINISHED SURFACE SHALL NOT VARY BY MORE THAN1/4" FROM ONE BEAM TO ANOTHER ADJACENT BEAM, NOR 1/2" TOTAL FOR LENGTH OF FLOOR.* CAMBERED BEAMS ARE INTENDED TO DEFLECT TO APPROXIMATELY A STRAIGHT LINEUNDER FULL WEIGHT OF CONCRETE SLAB, IF ALL TOP OF STEEL ELEVATIONS AND CAMBERSARE AS SPECIFIED IN THE DRAWINGS.* THE CONTRACTOR SHALL BE FAMILIAR WITH THE CONDITIONS OF THE PROJECT ANDFURNISH THE MATERIALS REQUIRED TO CREATE THE SPECIFIED FLOOR ELEVATION. NOADJUSTMENT WILL BE MADE TO CONTRACT PRICE FOR ADDITIONAL CONCRETE REQUIREDBECAUSE OF DEFLECTION OF DECK OR STEEL OR DUE TO DIFFERENTIAL CAMBER.

25. ANTICIPATED MEMBER DEFLECTION:UNCAMBERED BEAMS: 1"METAL DECK: 1/2"

19. PLACE #4 x 4'-0" DIAGONAL BAR NEAR TOP OF SLAB AT ALL CORNERS OF ALL OPENINGSLARGER THAN 6". PROVIDE 2 #4 x 4'-0" DIAGONAL BARS AT ALL RE-ENTRANT CORNERS.

15. FILLER STRIPS SHALL NOT BE USED AT DECK EDGES UNLESS SHEAR STUDS ARE APPLIED TOTHE SUPPORTING ELEMENT AT SPACINGS NOT GREATER THAN THE REQUIREMENTS OF DETAIL5/S4.02 ON THIS SHEET.

13. DESIGN OF COMPOSITE STEEL BEAMS AND DETAILS FOR CONSTRUCTION ARE BASED ON THEFOLLOWING DECK SYSTEM: COMPOSITE METAL DECK - VULCRAFT DIVISION OF NUCORCORPORATION.

TYPE: VLI YIELD STRENGTH: 50 KSIDEPTH: 2 GAUGE: 20

B

C

A

D

E

N/2

12" O.C.

SHEAR STUD PLACEMENT DIAGRAM

NO SCALE

N/2 N/2

N/2 N/2

N

NOTE: N = SCHEDULED NUMBER OF STUDS

PLAN OF BEAM

N

12" O.C.N/2

END OF BEAM

WHEREVER THE NUMBER OF STUDSREQUIRED IN A GIVEN BEAM SEGMENT ISMORE THAN WILL FIT IN ONE ROW ATTHE MINIMUM SPACING, PLACE THEEXTRA STUDS IN PAIRS BEGINNING ATEACH END OF THE BEAM AS SHOWN.

STUD SPACING:

DECK PERPENDICULAR TO BEAMS

SPC'G OF DECK FLUTES, MIN

24" MAXIMUM

DECK PARALLEL TO BEAMS

4 1/2" MINIMUM

32" MAXIMUM

TYPICAL DETAIL

3" M

IN

NO SCALE

SHEAR STUD

BEAM BEAM

SHEAR STUDSEE SPECIFICATIONS

SHEAR STUDS,SEE SPECIFICATIONS

TYPICAL DETAIL

B

B/2 B/2

B

B/4, 1 1/2" MIN.B/4, 1 1/2" MIN.

FINISHED SLAB

COMPOSITEMETAL DECK

NO SCALE

DECK PARALLEL TO BEAM

EXTRA LAYER OF WELDEDWIRE MESH, SEE NOTES.

WELDED WIRE MESH,SEE GENERAL NOTES

CLOSURE PLATEWHERE REQUIRED

NOTE:DECK MAY RUN CONTINUOUS OVER GIRDERPROVIDED THAT STUDS CAN BE POSITIONED ASSPECIFIED.

TYPICAL DETAIL

3/4"

CLR

.

COMPOSITE METAL DECK

FINISHED SLAB

NO SCALE

DECK PERPENDICULAR TO BEAM

SHEAR STUDS

WELDED WIRE MESH, SEEGENERAL NOTES. SUPPORTWITH CHAIRS AS REQUIREDTO MAINTAIN IN POSITION

TYPICAL DETAIL

METAL FLOOR DECK

MID-SPAN (OR POINTOF MAXIMUMMOMENT WHEREIDENTIFIED ON BEAM)

PLACE STUDS LEFTOF CENTER RIB INDOWN FLUTE (IF ANY)

PLACE STUDS RIGHTOF CENTER RIB INDOWN FLUTE (IF ANY)

CENTER RIB INDOWN FLUTE

NOTE:PROVIDE DIAGONAL ANGLES FORSUPPORT WHERE STEEL DECK EXISTSAROUND ANY CORNER OF ANY COLUMN,INCLUDING EXTERIOR COLUMNS.

L3X2X1/4 L.L.H.

STEEL COLUMN

STEEL BEAMS

NO SCALE

METAL DECK SUPPORT AT COLUMN

PLAN

TYPICAL DETAIL

3/16 2TYP. EACH END

NO SCALE

SPANS TO 3'-6": L4X3X1/4 L.L.V.SPANS 3'-6" TO 6'-0": C5X6.7SPANS 6'-0" TO 10'-0": W8X10NON-COMPOSITE: WELD TO DECK

@ 2'-0" O.C. MAX.

REMOVE METAL DECKAFTER SLAB HAS CURED

W8X10 NON-COMPOSITE

LARGE MECHANICAL OPENING IN COMPOSITE SLAB

BLOCK OUT FOROPENING PRIOR TOPOURING DECK SLAB

TYPICAL DETAIL

#4 x 4'-0" DIAG.EACH CORNER TOP

SECTION "A"

STEEL BEAMPLAN

SP

AN

DE

CK

STEEL BEAM

NO SCALE

#4x6'-0" EA. SIDEPERP. TO DECK RIBSBLOCK OUT FOR

OPENING PRIOR TOPOURING DECKSLAB 1#6 IN BOTTOM OF FIRST

FLUTE ON EACH SIDE OFOPENING, EXTEND TO BEAMAT EACH END

REMOVE DECKAFTER SLAB HASCURED

NOTE:REINFORCING NOT REQUIRED AT OPENINGS LESSTHAN 6" WIDE UNLESS DETAILED OTHERWISE. FOROPENINGS LARGER THAN 2'-0" WIDE, PROVIDE BEAMFRAMING. PER J/SCS-1

SMALL MECHANICAL OPENING IN COMPOSITE SLAB

SEE SECTION "A"FOR REINF.PARALLEL TODECK RIBS

#4X4'-0" EA.CORNER TOP

TYPICAL DETAIL

"A" 10

'-0"

MA

X.

2'-0" MAX.

10'-6

" M

AX

.

FLOOR STRENGTHENING AT PLUMBING CHASE

PLAN

FLOOR BEAM

SP

AN

DE

CK

FLOOR BEAM

W8X10

NO SCALE

3#4 @ 6" EACH SIDE OFCHASE CENTERED INSLAB

CHASE PARALLELTO DECK SPAN

CHASEPERPENDICULARTO DECK SPAN

NOTE:PLACE W8X10'S UNDER DECKRIBS AND CONNECT TOFLOOR BEAMS WITHSTANDARD DOUBLE ANGLECOPED CONNECTIONS. WELDTO DECK AT 1/3 POINTS (NOHEADED STUDS REQUIRED).

W8X10UNDER ADJ.DOWN FLUTE

TYPICAL DETAIL

MAX. 1'-0"

1'-6" MAX.

MAX. 1'-0"

MAX.

4'-0"1'-0" TYP.

GIRDER

TYP.

C.J.

PU

RLI

N

TY

P.

PLAN PLAN

1ST POUR2ND POUR

CONSTRUCTION JOINT -PARALLEL TO GIRDER

CONSTRUCTION JOINT -PARALLEL TO PURLINSCOMPOSITE SLAB CONSTRUCTION JOINTS

NO SCALE

C.J

.

1S

T P

OU

R IF

GIR

DE

RU

ND

ER

1S

T P

OU

R IS

CA

MB

ER

ED

GIRDER TYP.

PU

RLI

N T

YP

.

TYPICAL DETAIL

-/=

1/4

PU

RLI

N

EQ EQ

1ST

PO

UR

IFG

IRD

ER

UN

DE

R1S

T P

OU

R IS

NO

TC

AM

BE

RE

D

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


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830-620-0778 P830-620-0778 F

ARCHITECT


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PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

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9:5

1 A

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rvt

S4.02

COMPOSITE STEEL BEAMDETAILS

15134

1

14 15

2 3

5 6 7

11 12 13

17 18 20

10

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

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SS

I O N A L E NG

I

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02/08/2017

PERIMETER EMBED

CUT OUT EDGE FORMAND TACK WELDANGLE TO EDGE FORM

SEE DETAIL 2/S4.02FOR EDGE FORM

TYPICAL DETAIL

.

SEE PLAN

NO SCALE

POCKET FOR RECESSED BEARING

BENT PLATE 3/8 x _ LONGWITH 3/8" END CLOSUREPLATES

3/8" DIA. x 18" DEFORMEDBAR ANCHOR WELDED TOEND PLATE

NOTE:CONTRACTOR COORDINATELOCATION WITH PRECASTSHOP DRAWINGS.

SEE DETAIL B/SCS-1FOR EDGE FORM

#3 xWELDED TO PLATE

TYPICAL DETAIL

SEE PLAN

NO SCALE

TYPICAL DETAILSLAB RECESS AT COMPOSITE STEEL FLOOR


L4X3X1/4CONT. (LLV)


3/16 2-12

SEE ARCH'L

NO SCALE

TYPICAL DETAILSLAB RECESS AT COMPOSITE STEEL FLOOR



14 GA.CLOSURE

SEE ARCH'L

NO SCALE

T.O.S.C. EL.

C.L. COL.

ELEVATOR GUIDE RAIL SUPPORT

C.L. BEAM

HSS6X4X1/4

PL.1/2X4X1'-0" W/(2)3/4" DIA. EXP. OREPOXY BOLTS

NEW BEAMSEE PLAN

L6X3-1/2X5/16 LLV EA.SIDE W/ 13/16"X2-1/2"VERTICAL SLOTTEDHOLE

3/4" DIA. THRU - BOLT.GREASE, FINGER TIGHTEN &BURR THREADS

NOTE:VERIFY LOCATION OF VERTICALTUBES WITH ELEVATOR MFR.PRIOR TO PLACEMENT.COORD. WITH FIRE-RATEDSHAFTWALL ASSEMBLIES.

1/4" STIFFENER PLATE

FACE OFHOISTWAY

TYPICAL DETAIL

3/16

3/16 3

PLAN

SEE

SEE ____

NO SCALE

N.S

. GR

OU

T1"

H.S

.3

1/2"

___

1 1/4"

1 3/

8"

ERECTIONBOLTS

STRAP PLATE TO HAVE MINIMUMCROSS-SECTIONAL AREA EQUALTO AREA OF BEAM FLANGE.GRADE OF PLATE TO MATCHGRADE OF BEAM. LENGTH OFPLATE TO BE AS REQUIRED TODEVELOP FILLET WELD.

WEB PLATE, SIZED BYFABRICATOR FORERECTION AND BACKUPPLATE FOR WELDING

MOMENT CONNECTION DIFFERENT DEPTH BEAMS

TYPICAL DETAIL

TYP

SIZE WELD TODEVELOP FULLSTRENGTH OFBEAM FLANGE

TC-U4a BEAM TOBEAM WELDAFTERFLANGES, TYP.

TC-U4a TYP.


SEE S4.02 FOR STUDS,REINF. & ADDN'L INFO.

SEE PLAN FOR BEAMS, TYP.SEE S4.01 FOR TYP.BEAM CONN. DETAILS

TYPICAL DETAIL

7 1/2" +/-

T.O.S.C. EL.= 111'-3"

EXIST. BEAMAND PL. CONT.

1/S4.02

SIM.

TACK ONEDGE FORM

7 1/2" +/-

T.O.S.C. EL.= 111'-3"

REMOVE EXIST.GRATING

EXISTING BEAMS

EXIST.CONC.WALL

7 1/2" +/-

TOPPING SLAB

EXIST. PL. CONT.

EXIST. BEAM

T.O.S.C. EL.= 111'-3"

EXISTING SLAB

SEE 12/S4.03

REMOVE EXIST. 2"QUARRY TILE &GROUT BED

5" +

/-

EXIST. CONCRETE

REMOVE EXIST.1 1/2" GRATING

NEW 2" DECK

EXIST. BEAM

T.O.S.C. EL. = 111'-3"

T.O.S.C. EL. = 110'-10 1/2"

#4 X 5'-0" @ 12" O.C.CENTERED ON BEAM

EXISTINGSTL. BM.

NEW PL. 1/2" CONT. X AS SHOWN(GRADE 36)

3/16 1 1/2-6

12" CONT.AT EA. END

TYP.1/2"

REINFORCEMENT OF EXISTING BEAM

TYPICAL DETAIL

EXISTING OR NEWFLOOR, SEE PLAN

TYPICAL DETAIL

L3X2-1/2X1/4 CONT. LLH

REMOVE QUARRY TILE &GROUT BED, AND REPLACEW/ CONC. TOPPING

2 1/

2"4"

+/-

EXIST. CONCRETE EXIST. CHANNEL

NEW SLAB AND DECKAFTER REMOVAL OF 1 1/2"GRATING, SEE PLAN

3/16 2-12


2'-6"

3/16 3

L3X3X1/4 X 0'-8" @ 3'-0"

HSS3X2X3/16 CONT. LSH


NEW SLAB ANDDECK, SEE PLAN

3/16 3

2 1/

2"2"

EXIST. SLAB

EXIST. BEAM

2 1/

2"

4" +

/-

REMOVE 2" QUARRY &GROUT BED, AND REPLACEW/ CONC. TOPPING

TYPICAL DETAIL

#4 X 5'-0" @ 12" O.C.

2'-6"

NO SCALE

TYP.

3/16

EXIST. STEELBEAM, SEE PLAN

23/16

C.L. OF CURTAIN & WT

23/16

FOLDING PARTITION SUPPORT- PARALLEL TO BEAMS

2

T.O.S.C. EL.

NOTE:1. ADD 1 BAY OF ANGLE X-BRIDGING

PARALLEL TO PARTITIONL2-1/2X2-1/2X3/16 @ 6'-0" O.C.SPACE 2 AT 3'-0' O.C. ATCLOSEST END.

WT4X12 CONT.W/ BOLT HOLES

REFER TO ARCH'L.FOR BRACKET & BOLTS

EXIST. SLAB

TYPICAL DETAIL

EXIST.STEEL BEAM,SEE PLAN


NEW BEAM, SEE PLAN

EXIST. SLAB

EXIST. BEAM

REMOVE 2" QUARRY TILE &GROUT BED, AND REPLACE W/CONC. TOPPING, SEE GENERALNOTES

2 1/

2"4"

+/-4

1/2"

SEE PLAN FORDECK DIRECTION

3/16 4

L3X3X1/4 CONT. NOTCH VERT.LEG @ BEAMS AS REQ'D

4/S4.01

TYPICAL DETAIL

2'-6"

#4 X 5'-0" @ 12" O.C.


EXIST. SLAB

EXIST. BEAM

REMOVE 2" QUARRY TILE &GROUT BED, AND REPLACEW/ CONC. TOPPING

TRIM EXIST. ANGLELEG AS SHOWN

4" +

/-2

1/2"

3/16 2-12

NEW L3X2-1/2X1/4 CONT. LLH

NEW SLAB AND DECK AFTERREMOVAL OF 1 1/2" GRATING

TYPICAL DETAIL


CHANGE IN DECK DIRECTION

TYPICAL DETAIL


S4.01

EXIST. SLAB

4" +

/-

2 1

/2"

EXIST. BEAM

NEW TOPPING

CONTRACTOR TO FIELD MEASUREAND COORDINATE EXIST.CONDITIONS WITH STAIR MFR.AFTER REMOVAL OF EXIST. STAIR.

NEW STAIR

EXIST. SLAB

10 1/2" +/-

EXIST. BENTPL. AND BEAM

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


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PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:5

3 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S4.03

COMPOSITE STEEL BEAMDETAILS

15134

1 2 3 4 5

7 8

1 1/2" = 1'-0" 11 1 1/2" = 1'-0" 12 1 1/2" = 1'-0" 13 1" = 1'-0" 14

1816

10

17

1 1/2" = 1'-0" 9

1 1/2" = 1'-0" 15

1" = 1'-0" 6

1" = 1'-0" 20 1" = 1'-0" 19

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

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..

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02/08/2017

EXISTINGBENT PL. 1/4"

EXISTING BEAM

FIELD VERIFY

T.O.S. EL.VARIES

REMOVE EXISTING ROOFDECK AND REPLACE W/NEW 3" ROOF DECK, SEENOTES ON S1.02.

SEE PLAN FOR DIRECTIONOF DECK SPAN

10 1/4" +/-

T.O.S. EL.VARIES

EXISTING BENT PL.& ANGLE, CONT.

EXISTING BEAM

REMOVE EXISTING ROOFDECK AND REPLACE W/NEW 3" ROOF DECK, SEENOTES ON S1.02.

SEE PLAN FOR DIRECTIONOF DECK SPAN

NEW SLAB AND DECK

T.O.S.C. EL.= 135'-9 1/2"

EXIST. T.O.S. EL.= 135'-4" +/-

SEE PLAN FORDIRECTION OFDECK SPAN

EXIST. BEAM

NEW 3" ROOF DECK.SEE PLAN FORDIRECTION OF SPAN.

CUT AND REMOVE TOPOF EXIST. BENT PL.'SAND ANGLES, CONT.

NEW L3X3X3/16 CONT.

3/16 2-12

NEW SLAB AND DECK

T.O.S.C. EL.= 135'-9 1/2"

EXIST. T.O.S. EL.= 135'-4" +/-



EXISTING BEAM

5 1/

2"

NOTE:REMOVE TOP OF EXIST.BENT PL.'S AND ANGLESAT PASSAGEWAYS.

NEW ROOF DECK

T.O.S.C. EL.= 135'-9 1/2"

5 1/

2"

COMPOSITE SLAB ON DECK

NEW BEAM, SEE PLAN

FENCE POST, SEE ARCH'L.WELD TO EDGE ANGLE PRIORTO PLACING CONCRETE.

SIM.

6/S4.04

1'-2 1/4"

EXIST. BEAM

T.O.S.C. EL.VARIES

EXIST. BM. EL.VARIES

VA

RIE

S

L3X3X3/16 CONT.

3/16 2-24

STAGGER@ 12"

15/S4.02

BENT PL. 1/4"X3"X0'-4 1/2"LLV CONT.

SEE 5/S4.04

4

4"

NEW L3X3X3/16 CONT.

NEW ROOF DECK

EXISTING BEAM

3/16 2-12

A.5

CB

1 3/4" DIA X-RODS W/TURNBUCKLE

T=42

kT=42k

Level 3111'-3"

EL. = 127'-1 1/2"

EL. = 135'-7"

EXIST. ANGLESTO REMAIN

NEW 1 1/2" DIA.X-RODS W/TURNBUCKLE

NOTE:REMOVE EXIST.ANGLE X-BRACINGBELOW EL. 127'-1 1/2"

Level 2111'-0"

Level 3123'-0"

43a

1" DIA X-RODS W/TURNBUCKLE

1 1/4" DIA X-RODS W/TURNBUCKLE

T=15

k

T=25k

T=15k

T=25k

Level 4135'-9 1/2"

Level 3123'-0"

FaF

1 1/2" DIA X-RODSW/ TURNBUCKLE

T=35k T=35k

Level 4135'-9 1/2"

Level 3123'-0"

C BLevel 5156'-0"

W12X19 (10)

NEW BEAM

1 3/4" DIA RODS W/TURNBUCKLES

T=48

k T=48kT=48kT=

48k

Level 4135'-9 1/2"

S4.0412

TYP.

PROVIDE HEAVY GAUGEWIRE TIE AT RODINTERSECTION

RODS (1" DIAMETER OR LESS)


"A"

"B"

NOTES:1. DESIGN WELDS TO CARRY MINIMUM BRACE FORCES SHOWN ON WB ELEVATIONS ON S4.042. MINIMUM WELD LENGTHS TO BE 4" EA. SIDE.3. WELDS SHALL BE BALANCED ABOUT THE CENTROID OF THE BASE.4. USE DOUBLE-THREADED TURNBUCKLES WITH RODS TO BRING BRACE TO SNUG CONDITION.5. GUSSET PLATES DO NOT NEED TO BE SLOTTED FOR RODS LESS THAN 1 1/4" DIA.

NO SCALE

SLOT GUSSET TORECEIVE ROD

MIN. ROD DIA.

NOM. WELD SIZE

TYPICAL DETAIL

DETAIL "A" WELD TYPE: FLARE BEVELGROOVE

MINIMUM RODDIAMETER

ALLOWABLE LOAD(K/IN.)

4.1

4.9

5.7

1" 6.5

DETAIL "B" WELD TYPE: FILLET

ALLOWABLE LOAD (K/IN.)

7.6 9.6 11.2

8.0 10.4 12.8

8.4 11.2 13.6

8.8 11.6 14.0

5/8"

3/4"

7/8"

1 1/4"

1 1/2"

1 3/4"

2"

3/16" 1/4" 5/16"

LAP ROD OVERGUSSET

2 SIDES

4 SIDES

WIND BRACE CONNECTION ELEVATIONS

NO SCALE

WORK POINT

WORK POINT

CONNECTION TO BEAM AND COLUMN

ADD DOUBLE ANGLEIF REQUIRED TOSATISFY COMBINEDREACTION

CENTROID OF WELDAND GUSSET PLATE.

DESIGN WELD FORECCENTRICITY "e"TYP.

WIND BRACE DESIGN NOTES:1. DESIGN CONNECTION FOR FORCES SHOWN ON WIND BRACE ELEVATIONS.2. SIZE WELDS FOR SHEAR, TENSION AND ECCENTRICITY OF C.G. WELD AND C.G. FORCE.3. AT BEAM TO COLUMN CONNECTIONS, SIZE ATTACHMENT TO COLUMN FOR COMBINED

GRAVITY LOAD SHEAR PLUS VERTICAL SHEAR COMPONENT DUE TO LATERAL LOAD.4. CHECK NET TENSILE AND SHEAR CAPACITY OF GUSSET PLATES.

TYPICAL DETAIL

e

NEW OREXIST. BEAM

EXIST. COLUMN

1/41/4

EXIST. COLUMN

NEW 1/2" PL.'S

RODS (GREATER THAN 1" DIA.)


PL. 3/8"

TURNBUCKLES

PLAN

RTU CURBOVER L6

RTU CURBOVER L6

DUCT

L6x4x5/16 LLH

DUCT OPENINGSWHERE APPLICABLE

L6x4x5/16 LLH

SCHEMATIC ARRANGEMENT OF RTUMISC. METAL SUPPORT ANGLES

NOTE:CONTRACTOR TO PROVIDE MISC. METALS COORDINATED WITH THEEQUIPMENT FURNISHED. ARRANGEMENT SHOWN IS SCHEMATIC ONLYAND A FINAL ARRANGEMENT IS TO BE DESIGNED BY THE CONTRACTOR.STRENGTHEN JOIST AS REQ'D. TO COMPLY WITH THIS TYPICAL DETAIL.

JOIST, SEEPLAN (TYP.)

L6X4X5/16 LLH

DUCT OPENINGSWHERE APPLICABLE

JOIST - SEEPLAN (TYP.)

L6x4x5/16 LLH

SEE MECHANICALDRAWINGS FOR SIZE ANDLOCATION OF ROOF-TOPUNIT

NOTE:USE THIS DETAIL IF RTU SYSTEMREQUIRES DUCTS TO LINE UP WITHINSIDE OF CURB

ROOF DECK, EXTENDACROSS OPNGS. CUTOUT ONLY AS REQ'D.

RTU PERPENDICULAR TO BEAMS

RTU BETWEEN BEAMS

MECHANICAL UNIT CURB BEARING ON BEAMS

TYPICAL DETAIL

DECK UNDER RTU AWAYFROM DUCT OPENINGS TOREMAIN INTACT, TYP.

IF ANGLE IS WITHIN 6" OF PANEL POINTNO ADDITIONAL SUPPORT REQUIRED

6'-0" MAX

3/16

NOTCHHORIZONTALLEG OF ANGLEAND WELDVERTICAL LEGTO BEAM WEB

MC8X21.4 X 0'-6"OVER BEAMS OR @L6 INTERSECTIONSFOR CURB SUPPT.

ANGLE, SEE PLANSIN THE DETAIL

EXIST. BEAM

A B

ROOF DECK

MECHANICAL UNIT CURB SUPPORTED BETWEEN BEAMS

ROOF DECK

6'-0" MAX.

NOTE:USE THIS DETAIL WHERE MECHANICAL UNIT CURB OCCURS BETWEEN BEAMS, OR WHERE CURBS AREDISCONTINUOUS OR CANNOT DELIVER LOAD DIRECTLY TO SUPPORTING PRIMARY ROOF FRAMING(SUCH AS AT SOME ISOLATION CURBS) AND LOADS APPLIED TO THE CHANNELS EXCEED THE LIMITSGIVEN FOR THE DETAIL ABOVE. SERVICE LOADS APPLIED TO THE VERTICALLY ORIENTED CHANNELSSHALL BE LIMITED TO THE FOLLOWING VALUES: FOR UP TO A 8'-0" SIMPLE SPAN, 1500 PLF UNIFORMLOAD OR A 4500 POUND CONCENTRATED LOAD APPLIED AT MIDSPAN. ALL CHANNELS MUST SPANBETWEEN ROOF JOISTS OR BEAMS.LONGER SPANS REQUIRE ADDITIONAL ANALYSIS WHICH WILLRESULT IN LARGER MEMBERS OR SMALLER LOAD LIMITS.

NOTE:USE THIS DETAIL WHERE MECHANICAL UNIT CURBS EXTEND ACROSS TWO OR MORE BEAMS.CURBS MUST BE CONTINUOUS AND DESIGNED TO DELIVER EQUIPMENT LOADS DIRECTLY TOSUPPORTING PRIMARY ROOF FRAMING EXCEPT AS FOLLOWS. WHERE CURBS AREDISCONTINUOUS (SUCH AS AT SOME ISOLATION CURBS) OR CANNOT DELIVER LOAD DIRECTLYTO THE PRIMARY ROOF FRAMING, SERVICE LOADS APPLIED TO THE FLAT CHANNELS SHALL BELIMITED TO THE FOLLOWING VALUES: FOR UP TO A 8'-0" SIMPLE SPAN, 200 PLF UNIFORMLOAD OR A 775 POUND CONCENTRATED LOAD APPLIED AT MIDSPAN. ALL CHANNELS MUSTSPAN BETWEEN PRIMARY ROOF FRAMING ELEMENTS. LONGER SPANS REQUIRE ADDITIONALANALYSIS WHICH WILL RESULT IN LARGER MEMBERS OR SMALLER LOAD LIMITS.

SEE MECHANICAL DRAWINGSFOR SIZE AND LOCATIONOF ROOF-TOP UNIT

MC8X21.4 AT ROOF-TOPMECHANICAL UNITCURBS. BEAR 4" MINIMUMON EACH BEAM.

NOTES:1. IF CURB IS GREATER THAN 1'-0"

FROM C.L. OF BEAM EXTENDCHANNEL TO NEXT BEAM.

2. SEE 4/S4.05 FOR DECK SUPPORTFRAMING AT OPENINGS.

MECHANICAL UNIT CURB SUPPORTED DIRECTLYON TWO OR MORE BEAMS

SEE MECHANICAL DRAWINGSFOR SIZE AND LOCATION OFROOF-TOP UNIT

C8X11.5 BETWEEN BEAMS ATROOF-TOP MECHANICAL UNITCURBS. SPACE AT 8'-0" O.C. MAX.NOTCH C8 OR ADD 3/8" WEBPLATE AND WELD TO BEAM. ORUSE MC8X21.4 @ 8'-0" O.C. ONTOP OF DECK LIKE DETAIL A.COORDINATE INTERMEDIATEMEMBERS TO MISS OPENINGS.

TYPICAL DETAIL

1 1/2@6

3/16

1 1/2@6

3/16 2

EXIST. BEAM

EXIST. BEAMMECHANICALSCREENSUPPORT

T.O.S. EL.

METAL WALL PANEL,SEE ARCH'L

L3X3X3/16 X CONT. GALV.

HSS4X4X1/4 GALV.@ 6'-0" MAX.

L3X3X3/16 GALV. CONT.NOTCH HORIZ. LEG @ TUBE

CAP PL. 1/8" GALV.

SE

E A

RC

H'L

SE

E A

RC

H'L

FO

R H

EIG

HT

1/4

1/4 ANGLE & TUBE

TYP. BTWN.

VA

RIE

S

1 1/2

EXIST. BEAM, SEE PLAN

NEW WEBSTIFFENER PL. 3/8"

3/16

MC8 SUPPORT BTWN. BMS.

1/4

SEE 19/S4.04

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:5

5 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

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Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S4.04

STEEL SECTIONS ANDDETAILS

15134

1 1/2" = 1'-0" 1 1 1/2" = 1'-0" 2 1 1/2" = 1'-0" 3 1 1/2" = 1'-0" 4 1 1/2" = 1'-0" 5

1 1/2" = 1'-0" 6 1 1/2" = 1'-0" 7

3/16" = 1'-0"

11 NEW WB-4

3/16" = 1'-0"

9 NEW WB-2 3/16" = 1'-0"

10 NEW WB-3 3/16" = 1'-0"

8 NEW WB-1

14 1512 13

19 1" = 1'-0" 17 20

SET ISSUE DATES

# DATE ISSUE

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

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.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

3 3a


3" 20 GA. METALROOF DECK

C8X11.5 CONT.AT PERIMETER

1/4" 12"

19/S4.05

L3X3X3/16 CONT.

BEAM BEYOND

L3X3X3/16 CONT.

3/16 2-12

1/4 4

3/16

ERECTION BOLT

PL. 3/8"X4"X0'-8"

GALV., TYP.

NOTE:ALL EXPOSED STEEL MEMBERSSHALL BE GALVANIZED.

REMOVE EXIST. C4

NEW GLASS BLOCKFLOOR, SEE ARCH'L

3/16 2-12

NEW HSS3X1-1/2X3/16LSH CONT.

EXIST. CONC. WALL

EXIST. BEAM

11 1/2" +/-1/2" +/-

NEW TOPPING


L6X3-1/2X5/16 CONT. LLVW/ 3/4" DIA. EXP. OREPOXY BOLTS @ 24"

EXIST. CONC. WALL

NEW SLAB ON DECK

REMOVE EXIST.CONT. PL.

NEW TOPPING

4 1/

2"


ADDN'L #3 X 3'-0" TOP

6"

3"


L6X3-1/2X5/16 CONT. LLVW/ 3/4" DIA. EXP. OREPOXY BOLTS @ 24"

EXIST. CONC. WALL

NEW SLAB ON DECK


NEW TOPPING


DRILL & GROUT#3X @ 12" TOP

6"

THOROUGHLY CLEAN ALLCONCRETE & RUBBLE 3'-0"

4 1/

2"

6"


4 1/

2"

NEW BEAM

EXIST. CONC. WALL

NEW SLAB ON DECK


NEW TOPPING

ELE

VA

TIO

N

PL. 3/4"X12"X1'-4"

ELEVATION

8"

3"5"

5"3"

(6)1/2" DIA. EXP. BOLTS

6"

4" M

IN.,

TY

P.

"A"

PLANDRAIN RING

L2 1/2X2 1/2X1/4

EXIST. C8X11.5 OR C6X8.2

NOTE:REFER TO ARCHITECTURAL ORMECHANICAL DRAWINGS FORROOF DRAIN SIZE AND LOCATION.

C.L. ROOF BEAM

INSTALL DECKCONTINUOUSOVER FRAME.CUT OPENINGWHEN REQUIRED

ROOF DRAIN FRAMING

SECTION "A"

TYPICAL DETAIL

3/16

EXIST. BEAMEXIST. CHANNEL

ROOF OPENING FRAMING

T.O.S. EL.

SEE PLAN FORJOIST ORBEAM SIZES ROOF DECK

SUPPORTL3X3X1/4

L5X3X5/16 L.L.V.EACH SIDE OF OPENING.

INSTALL DECK CONT.OVER FRAME. CUTOPNG. WHEN REQ'D.

NOTES:1. REFER TO ARCHITECTURAL OR

MECHANICAL DRAWINGS FOR OPENINGSIZE AND LOCATION.

2. OPENINGS LESS THAN 6"x6" OR 6" DIA. INSIZE DO NOT REQUIRE ANGLE FRAME.

NOTES:1. THIS DETAIL ALSO OCCURS AT ALL

ROOF TOP MECHANICAL VENTSSHOWN ON MECHANICAL ROOFPLANS.

2. PROVIDE L6X6X3/8 WHERE SHIPS -LADDER MOUNTS TO ANGLE ATROOF HATCH. COORD. W/ ARCH'L.

TYPICAL DETAIL

3/16TYP.

3/16TYP.

3/16TYP.

EXIST. ROOF BEAM

3/16

NEW 3" METAL ROOF DECK

2"

L4X3X1/4

NEW HOIST BEAM.REFER TO ELEVATORMFR. FOR LOCATION.

3/4" DIA. THRU-BOLT INCENTER OF 2 1/2"VERTICAL SLOT. FINGERTIGHTEN NUT OVERGREASED WASHERSAND BURR THREADS

1

1

3/16TYP

NEW ROOF DECK

GIRDER FLANGE BRACING

TYPICAL DETAIL

GUSSET PL. 3/8", TYP.

TYP

NOTE:USE THIS DETAIL ONLY WHEREREFERENCED ON PLANS BY THESYMBOL

*

EXISTING BEAM

L3X3X1/4

#3X @ 12" W/1#3 CONT. TOP & BOT.

2'-6"

4"

EXISTING BEAM


L3X3X1/4 CONT.W/ 1/2" DIA. X 6"H.S. @ 2'-0"

FORM SOFFIT

GLASS BLOCKFLOOR, SEE ARCH'L

REMOVE TOP BAR

4 5

1" DIA. X-RODSW/ TURNBUCKLE

T=13k T=13k

ERECTION SEAT AS REQ'D

W24X76

NEW BEAM

EXIST. W12X40

REMOVE EXIST. BENTPLATES AND ANGLES


EL. = 135'-3 3/4" +/-

SEE PLAN FOR BEAM

NO SCALE

NOTES:

1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY.

2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER.

3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS IN SINGLE SHEAR DESIGNED FOR ECCENTRIC BEAM REACTION.

1/2" CAP PLATE CENTEREDON COLUMN AND

2-3/4" DIA. BOLTS

STIFFENER PLATEEACH SIDE

COLUMN, SEESCHEDULEOR PLAN

CAP PLATE - BOLTED CONNECTION

TYPICAL DETAIL

1/16" SMALLERTHAN BEAM WEBTHICKNESS,3/16"MINIMUM

3/16

TYP

3"

SEE PLAN FOR BEAM

NO SCALE

NOTES:

1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY.2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER.3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS IN SINGLE SHEAR DESIGNED FOR ECCENTRIC BEAM REACTION.

STIFFENER PLATEEACH SIDE

COLUMN, SEESCHEDULE OR PLAN

2-3/4" DIA. BOLTS,STAGGERED ON EACHSIDE OF BEAM WEB

1/2" CAP PLATECENTERED ON COLUMNAND BEAM

CAP PLATE - BOLTED CONNECTION

3/4" DIA. BOLT, TYP.

FOUR HOLES ARE PERMISSIBLEIN THE CAP PLATE. ONLY TWOHOLES ARE PERMISSIBLE IN THEBEAM FLANGE.

BOTTOM FLANGE OF BEAM.

COLUMNCAP PLATE

WEB STIFFENERPLATE, TYP.

PLAN VIEW

PLAN - BEAM/COLUMN CONNECTION DETAIL

NO SCALE

TYPICAL DETAIL

3/16

1/16" SMALLERTHAN BEAM WEBTHICKNESS,3/16" MIN.

TYP

3"

SEE PLAN FOREXIST. BEAM

NO SCALE

NOTES:1. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM THICKNESS, WHICHEVER IS GREATER.

1/2" BASE PLATECENTERED ONCOLUMN AND BEAM

STIFFENERPLATE EACHSIDE

COLUMN, SEE SCHEDULEOR PLAN

BASE PLATE - BOLTED CONNECTION

BOTTOM FLANGEOF EXIST. BEAM.

COLUMNCAP PLATE

WEB STIFFENERPLATE, TYP.

PLAN VIEW

PLAN - BEAM/COLUMN CONNECTION DETAIL

NO SCALE

TYPICAL DETAIL

3/16

3/16

1/16" SMALLERTHAN BEAM WEBTHICKNESS,3/16" MIN.

3"

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

2/1

0/2

017 1

1:0

9:5

6 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evi

t F

iles\

Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S4.05

STEEL SECTIONS ANDDETAILS

15134

1" = 1'-0" 12

1" = 1'-0" 10 1" = 1'-0" 6 1" = 1'-0" 7 1" = 1'-0" 8

3 4 1" = 1'-0" 2 1 1/2" = 1'-0" 1

1" = 1'-0" 9

3/16" = 1'-0"

5 WB-5

1" = 1'-0" 13

18 19 20

SET ISSUE DATES

# DATE ISSUE


12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

.....................................

.....................................

.......

.........................

..

.....................

......

.......

02/08/2017

SHEET LIST - weaverandjacobs.com · roof top mechanical unit on plan beam bottom chord bracing on...

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