SHT. NO. SHEET NAME - Barcombarcom.cc/wp-content/uploads/2017/04/AEP-V1-Structural-Plans.pdfbrick...

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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

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.

EXISTING

STRUCTURAL STEEL

ARCHITECTURAL FINISHED SURFACE

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

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

CENTERLINE OF PIERS NOT SPECIFICALLY LOCATED ON PLAN BY NOTE OR DIMENSION SHALL BELOCATED ACCORDING TO THE FOLLOWING INFORMATION, U.N.O.:

A. FREESTANDING COLUMNS: CENTERLINE OF THE COLUMN

B. GRADE BEAMS AND WALLS: CENTERLINE OF THE GRADE BEAM OR WALL IN ONE DIRECTION,GRID OR AS NOTED IN THE OTHER DIRECTION. AT CORNER CONDITIONS, CENTERLINES OFINTERSECTING GRADE BEAMS OR WALLS.

C. COLUMNS EMBEDDED IN GRADE BEAMS OR WALLS (PILASTERS): CENTERLINE OF THE COLUMN

4.

STEEL COLUMN SIZE, SEE PLAN

BASE PLATE TYPE, SEE SCHEDULE

PIER TYPE, SEE PIER SCHEDULE

TOP OF PIER DETAIL

HSS6X6X1/4, BP-1

P1, 4/S302

7.

OF MATERIALS AND CONSTRUCTION.

FIELD VERIFY ALL EXISTING DIMENSIONS & ELEVATIONS PRIOR TO FABRICATION

NOTE TO CONTRACTOR:

ROOF TOP MECHANICAL UNIT ON PLAN

INDICATES MOMENT CONNECTION -SEE MOMENT CONNECTION DETAILS.

INDICATES STEEL BEAM SPLICE -SEE STRUCTURAL STEEL SIMPLE BEAM CONNECTION DETAILS S501 & S501A.

INDICATES STRUCTURE OVER VOID -SEE EXPANSIVE CLAY SOIL DETAILS S301.

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.

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

G.C.

STYROFOAM

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 THESE ITEMS 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 DOCUMENTS SHALLBE 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 ES ORICBO REPORT INDICATING THE SUBSTITUTED MATERIAL OR PRODUCT TO BE EQUAL TO THAT SPECIFIED, WILL NOTBE CONSIDERED.

GENERAL

1. ALL REQUESTS FOR SUBSTITUTIONS OF MATERIALS OR DETAILS SHOWN IN THE CONTRACT DOCUMENTS SHALL BESUBMITTED FOR APPROVAL DURING THE BIDDING PERIOD. ONCE BIDS ARE ACCEPTED, PROPOSED SUBSTITUTIONSWILL BE CONSIDERED ONLY WHEN THEY ARE OFFICIALLY SUBMITTED WITH AN IDENTIFIED SAVINGS TO BEDEDUCTED FROM THE CONTRACT.

SUBSTITUTIONS

DESIGN LOADS1. DEAD LOADS INCLUDE THE WEIGHT OF THE STRUCTURAL COMPONENTS AND ALLOWANCES FOR

PERMANENT 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 SHALL 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 PSFALL SLABS-ON-GRADE, U.N.O....................................................................................................................100 PSFSTORAGE (LIGHT).................................................................................................................................. 125 PSFSTORAGE (HEAVY)............................................................................................................................... 250 PSFMECHANICAL ROOM (MIN.).................................................................................................................... 150 PSFLINE TRUCK STORAGE AND REPAIR AREAS................................................................................................250 PSFTRUCK LOADING (AASHTO).................................................................................................................. HS-20

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

5. THIS BUILDING HAS BEEN DESIGNATED BY THE OWNER AS AN ESSENTIAL FACILITY AND IS DESIGNED TO MEET THERECOMMENDATIONS OF ICC 500-2014 AND ASCE 7-10. LOADING AND CONTROLLING CONDITIONS AREA ASFOLLOWS (NOTE: PER ASCE 7-10, WIND LOADS ARE ULTIMATE. SERVICE LOADS MAY BE OBTAINED BY DIVIDINGTHE STATED LOADS BY 1.6.):

MAIN WIND FORCE RESISTING SYSTEM:WIND DESIGN OPTION..................................................................................................... DIRECTIONAL PROCEDUREBASIC WIND SPEED (3-SECOND GUST)............................................................................................ 185 MPHRISK CATEGORY............................................................................................................................... IIINOMINAL WIND SPEED (SERVICE)............................................................................................ 146 MPHEXPOSURE CATEGORY..................................................................................................................... CENCLOSURE................................................................................................................................. ENCLOSEDINTERNAL PRESSURE COEFFICIENT.................................................................................................0.18

COMPONENTS AND CLADDING:WIND DESIGN OPTION..................................................................................................... DIRECTIONAL PROCEDUREBASIC WIND SPEED (3-SECOND GUST)............................................................................................ 165 MPHRISK CATEGORY............................................................................................................................... IIINOMINAL WIND SPEED (SERVICE)............................................................................................ 131 MPHEXPOSURE CATEGORY..................................................................................................................... CENCLOSURE....................................................................................................................... PARTIALLY ENCLOSEDINTERNAL PRESSURE COEFFICIENT.................................................................................................0.55

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

INTERIOR ZONES – MORE THAN 14’ FROM EDGE, HIP, OR RIDGE (ZONE 1) (10 SQ.FT. OF TRIBUTARY AREA)................................ +15.53 / -38.17 PSF

(100 SQ.FT. OF TRIBUTARY AREA).............................. +12.29 / -34.94 PSF END ZONES - WITHIN 14’ OF EDGE, HIP, OR RIDGE (ZONE 2)

(10 SQ.FT. OF TRIBUTARY AREA)................................. +15.53 / -64.05 PSF(100 SQ.FT. OF TRIBUTARY AREA)............................... +12.29 / -41.41 PSF

CORNER ZONES - WHERE ZONE 2 AREAS OVERLAP (ZONE 3)(10 SQ.FT. OF TRIBUTARY AREA)................................. +15.53 / -96.40 PSF

(100 SQ.FT. OF TRIBUTARY AREA)............................... +12.29 / -41.41 PSF ON CANOPIES AND OVERHANGS ENDS (ZONE 2) (10 SQ.FT. OF TRIBUTARY AREA).....................+18.76 / -54.99 PSF

(100 SQ.FT. OF TRIBUTARY AREA)............................... +12.29 / -51.76 PSF CORNERS (ZONE 3)(10 SQ.FT. OF TRIBUTARY AREA)................................. +18.76 / -90.58 PSF

(100 SQ.FT. OF TRIBUTARY AREA)............................... +12.29 / -25.88 PSFCURTAINWALL DESIGN PRESSURE/SUCTION

INTERIOR ZONE (ZONE 4)(10 SQ.FT. OF TRIBUTARY AREA)................................. +34.94 / -37.85 PSF(100 SQ.FT. OF TRIBUTARY AREA)............................... +26.20 / -29.11 PSF

EXTERIOR ZONE (ZONE 5) (10 SQ.FT. OF TRIBUTARY AREA)................................ +34.94 / -46.58 PSF(100 SQ.FT. OF TRIBUTARY AREA).............................. +26.20 / -29.11 PSF

RELIABLE ROOF DEAD LOAD TO RESIST UPLIFT (SERVICE)8..8888888888888888860 PSFINTERIOR PRESSURE ON STRUCTURAL ELEMENTS............................................................................. 5 PSF

6. SEISMIC DESIGN DATA (IBC):RISK CATEGORY.............................................................................................................. IIIMAPPED SPECTRAL RESPONSE ACCELERATIONS, SS & S1..........................................0.064 / 0.021SITE CLASS...................................................................................................................... CSPECTRAL RESPONSE COEFFICIENTS SDS /SD1............................................................0.051 / 0.023SEISMIC DESIGN CATEGORY........................................................................................... ABASIC SEISMIC-FORCE-RESISTING SYSTEM....................................... ORDINARY CONCRETE

SHEAR WALLSDESIGN BASE SHEAR....................................................................................................... 215KSEISMIC RESPONSE COEFFICIENT, CS.............................................................................0.010RESPONSE MODIFICATION FACTOR, R............................................................................1.5ANALYSIS PROCEDURE USED........................................................... EQUIVALENT LATERAL FORCEDEFLECTION AMPLIFICATION FACTOR.............................................................................3

7. SNOW LOADING (ASCE 7, SECTION 7):GROUND SNOW LOAD..................................................................................................... 0 PSF

8. 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.

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Dwg. Coord.: Tech. Coord.:

5001 Spring Valley RoadSuite 225EDallas, TX 75244

Phone: (214) 377-8662

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

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

Datum Project No.

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

Austin512-469-9490

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Author Checker

BIDDING AND PERMIT DOCUMENTS

ABREVIATIONS, SYMBOLS &GENERAL NOTES

S101

16146

SHEET LISTSHT. NO. SHEET NAME

S101 ABREVIATIONS, SYMBOLS & GENERAL NOTES

S102 GENERAL NOTES

S103 GENERAL NOTES

S201 OVERALL FOUNDATION FRAMING PLAN

S201A FOUNDATION FRAMING PLAN - AREA A

S201B FOUNDATION FRAMING PLAN - AREA B

S201C FOUNDATION FRAMING PLAN - AREA C

S202 PARTIAL PLANS

S203 OVERALL ROOF PLAN

S203A ROOF FRAMING PLAN - AREA A

S203B ROOF FRAMING PLAN - AREA B

S203C ROOF FRAMING PLAN - AREA C

S204 SITE STRUCTURES

S301 EXPANSIVE CLAY SOIL DETAILS

S302 BELLED PIERS

S303 SLAB-ON-GRADE TYPICAL DETAILS

S304 TYPICAL FOUNDATION DETAILS

S305 FOUNDATION DETAILS

S401 LOAD-BEARING MASONRY TYPICAL DETAILS

S402 PEMB DETAILS

S501 SIMPLE BEAM CONNECTION DETAILS

S501A SIMPLE BEAM CONNECTION DETAILS

S502 COMPOSITE STEEL BEAM DETAILS

S502A COMPOSITE STEEL BEAM DETAILS

S503 TYPICAL STEEL COLUMN & BEAM DETAILS

S504 STEEL SECTIONS & DETAILS

S505 CANOPY STEEL SECTIONS

S601 TILT-WALL ELEVATIONS




S605 TILT-WALL DETAILS

S701 WIND BRACE ELEVATIONS & DETAILS

# DATE CHANGE DESCRIPTION

04/27/17

1. BUILDING CODE: INTERNATIONAL BUILDING CODE 2012.

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

3. STRUCTURAL CONCRETE: "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-11),"THE AMERICAN CONCRETE INSTITUTE.

CODES & DESIGN SPECIFICATIONS

1. THE STRUCTURAL SYSTEM AND CONSTRUCTION DETAILS ARE DESIGNED TO COMPLY WITH THE REQUIREMENTS OF THE FOLLOWING:ROOF ASSEMBLY: 1 HOURSSTRUCTURAL FRAME: 3 HOURSEXTERIOR BEARING WALLS: 4 HOURSINTERIOR BEARING WALLS: 4 HOURS

2. STRUCTURAL FRAME CONSISTS OF COLUMNS AND MEMBERS FRAMING INTO COLUMNS, INCLUDING GIRDERS, BEAMS, TILT-WALLS AND BRACING.

3. THE STRUCTURAL ROOF FRAMING IS CONSIDERED TO BE "RESTRAINED" IN ACCORDANCE WITH THE U.L."FIRE RESISTANCE DIRECTORY," FOR PURPOSES OF ESTABLISHING THE FIRE RESISTANCE RATING.

4. STEEL BEAMS WHICH ARE LIGHTER THAN THE MINIMUM SIZE SET FORTH IN THE REFERENCED U.L.ASSEMBLY SHALL RECEIVE ADDITIONAL SPRAYED FIREPROOFING AS REQUIRED TO ACHIEVE THEDESIGNATED RATING.

FIRE RESISTANCE

1. THOSE LIMITED OBSERVATIONS ARE NOT A SUBSTITUTE FOR INSPECTIONS AND TESTING PERFORMED BY THEOWNER’S QUALIFIED, INDEPENDENT TESTING LABORATORY, NOR ARE THEY INTENDED TO IDENTIFY ALL DEFECTSAND DEFICIENCIES IN THE WORK BY THE CONTRACTOR. THOSE OBSERVATIONS DO NOT FULFILL ANY PART OF THESPECIAL INSPECTIONS REQUIREMENTS GIVEN IN THE SPECIFICATIONS. THE DESIGNATED SPECIAL INSPECTOR ISSOLELY RESPONSIBLE FOR FULFILLING THE SPECIAL INSPECTION REQUIREMENTS AS OUTLINED HERE AND DEFINEDIN THE SPECIFICATIONS.

2. REFER TO THE SPECIFICATIONS FOR CODE MANDATED MATERIALS TESTING AND INSPECTION REQUIREMENTS FORSTRUCTURAL WORK.

3. ITEMS OF STRUCTURAL CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION INCLUDE, BUT ARE NOT LIMITED TO,THE FOLLOWING:

FOUNDATION EXCAVATIONS AND FILL OPERATIONSINSTALLATION OF AUGER-CAST GROUT PILESPLACEMENT OF STRUCTURAL CONCRETEPLACEMENT OF CONCRETE REINFORCINGERECTION OF PRECAST CONCRETE MEMBERS, INCLUDING TILT-WALLSPLACEMENT OF ANCHOR BOLTS PLACED IN CONCRETE OR MASONRYINSTALLATION OF DRILLED-IN CONCRETE OR MASONRY ANCHORS (EXPANSION, FRICTION, CEMENTED, OR GROUTED ANCHORS)CONSTRUCTION OF REINFORCED MASONRYFABRICATION AND ERECTION OF STRUCTURAL STEELWELDING AND BOLTING OF STEEL CONNECTIONSFIELD WELDING OF SHEAR STUDS

4. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS REQUIRING SPECIAL INSPECTIONS PER SECTION 1705 OF THE IBC HAVE NOT BEEN LISTED HERE. REFER TO ARCH/MEP FOR SPECIAL INSPECTION REQUIREMENTS FORTHESE COMPONENTS.

SPECIAL INSPECTION REQUIREMENTS

CONCRETE MIX1. PROVIDE CONCRETE HAVING THE FOLLOWING GENERAL CHARACTERISTICS:

28-DAY MAX. STRENGTH SLUMP AGG. SIZECLASS (PSI) (IN) TYPE (IN.) USAGEA 3000 4-6 HDRK 1 1/2" DRILLED BELLED PIERSB 3000 3-5 HDRK 1 GRADE BEAMS, SLABS-ON-GRADEC 4000 3-5 HDRK 1 FORMED SLABS, BEAMS, TILT-UP WALLSD 3000 3-5 HDRK 3/4 SLABS ON METAL DECK (RATED ASSEMBLY)

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. USE OF AIR ENTRAINMENT, AND CORRESPONDING REDUCTION OF THE WATER/CEMENT RATIO, MUST BE NOTED ON THE MIX DESIGNS. DO NOT USE AIR IN SLABS WHICH HAVE ATROWEL 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 TILT WALL PANELS SHALL BE 0.47.

8. MAXIMUM WATER-CEMENT RATIO FOR CONCRETE SLABS-ON-GRADE SHALL BE 0.50. CONTRACTOR SHALL USELOWER WATER-CEMENT RATIO IF IT IS DETERMINED THAT THIS IS NEEDED TO PLACE FLOORING AS SCHEDULED.

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; OR, IF SUPERPLASTICIZERS AREADDED AT PLANT, SLUMP SHALL BE 6-8 INCHES AT TIME OF DISCHARGE. STRENGTH TESTS SHALL BE MADE ONCONCRETE AS PLACED WITH ALL ADDITIVES.

10. REFER TO SPECIFICATIONS FOR AGGREGATES AND SANDBLAST FINISH REQUIRED AT EXPOSED CONCRETE INTILT WALL PANELS.

1. REINFORCING STEEL SHALL BE NEW OR RECYCLED DOMESTIC DEFORMED BILLET STEEL, CONFORMING TO ASTM A615, GRADE 60.

2. REINFORCING STEEL SHOWN IN SECTIONS OF BEAMS, WALLS AND COLUMNS IS SCHEMATIC INDICATION THATREINFORCING EXISTS. SEE SCHEDULES, SECTION NOTES, AND GENERAL NOTES FOR ACTUAL REINFORCINGREQUIRED.

3. REFER TO DOWEL SCHEDULE, SHEET S304, FOR ALL BARS MARKED "DWL" ON THE DRAWINGS.

4. DETAIL REINFORCING BARS AND PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ACI DETAILINGMANUAL.

5. 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. ALL BAR SPLICES IN BEAMS AND SLABS SHALL BE 66 BAR DIAMETERS.H. PROVIDE CORNER BARS FOR EACH HORIZONTAL BAR AT THE INSIDE AND OUTSIDE FACES OF

INTERSECTING BEAMS OR WALLS. REFER TO CORNER BAR DETAILS ON SHEET S304.

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

7. 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.

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

9. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, MEASURED TO NEAREST BAR, STIRRUP OR TIE:

A. AT SLABS-ON-GRADE, BEAM AND WALL SURFACES DEPOSITED AGAINST THE GROUND (WITH OR WITHOUT VAPOR RETARDER): 3".

B. AT FORMED FACES OF BEAMS, COLUMNS AND WALLS EXPOSED TO RAIN OR IN CONTACT WITH THEGROUND: 2".

C. AT FORMED FACES OF BEAMS NOT EXPOSED TO RAIN OR SOIL: 1 1/2”.D. AT INTERIOR AND PROTECTED EXTERIOR FACES OF WALLS: 1".E. TOP STEEL IN SLABS AND JOISTS:

INTERIOR EXPOSURE: 1"EXPOSED TO WEATHER: 2"

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

10. 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.

11. REFER TO TYPICAL STEEL CONNECTION DETAIL SHEET (S501 AND S501A) FOR ADDITIONAL REINFORCING REQUIREDAT STEEL BEAM CONNECTION EMBED PLATES.

12. PROVIDE 5 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 $1200PER TON.

CONCRETE REINFORCEMENT

1. CONSTRUCTION JOINTS IN BEAMS, SLABS AND WALLS SHALL ONLY OCCUR WITHIN 2'-0" OF MIDSPAN BETWEENSUPPORTS. CONSTRUCTION JOINTS IN SOIL SUPPORTED SLABS-ON-GRADE SHALL BE WHERE SHOWN ON PLAN.SEE NOTES ON TYPICAL SLAB-ON-GRADE DETAILS ON SHEET S303 FOR LOCATING SLAB JOINTS. COLUMNPILASTERS ON THE SIDES OF GRADE BEAMS AND WALLS SHALL BE CAST MONOLITHICALLY WITH THE GRADEBEAM OR WALL UNLESS SHOWN OTHERWISE. SUBMIT A DIAGRAM OF ALL PROPOSED CONSTRUCTION JOINTSWHICH ARE NOT SPECIFICALLY SHOWN ON THESE DRAWINGS (REFER TO SPECIFICATIONS).

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

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 ELEVATIONS GIVEN.BUILD IN CAMBER WHERE SPECIFIED.

4. ALL CONDUITS AND PIPES EMBEDDED IN CONCRETE SHALL COMPLY WITH ALL PROVISIONS SPECIFIED IN ACI 318,SECTION 6.3, WITH THE FOLLOWING SPECIFIC REQUIREMENTS:

A. THE MAXIMUM OUTSIDE DIAMETER OF THE CONDUITS AND PIPES SHALL BE 1 1/2". NONE PERMITTED INSLABS THINNER THAN 4 1/2".

B. THE MINIMUM CLEAR DISTANCE BETWEEN CONDUITS AND PIPES SHALL BE 6".

C. AT FORMED SLABS, LOCATE IN MIDDLE THIRD OF SLAB THICKNESS BETWEEN THE TOP AND BOTTOMMAT OF REINFORCING. AT BEAMS, LOCATE INSIDE BEAM STIRRUP. IN JOISTS, LOCATE AT CENTER LINE, AT LEAST 6" FROM BOTTOM.

D. NONE PERMITTED IN SLABS-ON-GRADE WHICH WILL BE PERMANENTLY EXPOSED OR SCHEDULED TORECEIVE THIN SET TILE. PLACE ALL PIPES AND CONDUITS IN THE FILL BENEATH THE VAPOR RETARDER. RECOMPACT AS SPECIFIED.

E. IN NON-EXPOSED SLABS-ON-GRADE, LIMIT SIZE TO 1" O.D. IN 5" SLAB SPACE 12" APART AND TIE TOUNDERSIDE OF REINFORCING MAT. WHERE LINES CONVERGE AT SOURCE, DOUBLE UP THE SLAB REINFORCING IN THE CONVERGENCE ZONE AND 3'-0" BEYOND. PLACE ALL LARGER LINES IN THE FILL BENEATH THE VAPOR RETARDER.

F. NONE PERMITTED IN COMPOSITE SLABS ON DECK.

G. DO NOT DISPLACE REINFORCING STEEL FROM ITS PROPER POSITION.

H. SLEEVES OR PIPES PASSING HORIZONTALLY THROUGH BEAMS OR JOISTS MUST BE LOCATED IN THEMIDDLE THIRD OF THE SPAN AND WITHIN THE MIDDLE THIRD OF THE BEAM DEPTH. MAXIMUM DIAMETER SHALL BE ONE THIRD OF THE MEMBER DEPTH. SPACE AT LEAST 3 DIAMETERS CLEAR APART AND ADD ONE STIRRUP EACH SIDE OF EACH SLEEVE.

5. PROVIDE SHEAR KEYS IN ALL CONSTRUCTION JOINTS IN BEAMS AND WALLS, IN ACCORDANCE WITH THE TYPICAL CONCRETE DETAILS.

6. TOP SURFACES OF CONCRETE BEAMS WHICH SUPPORT TILT-WALL PANELS SHALL RECEIVE A TROWELED SMOOTH FINISH AND SHALL BE STRAIGHT, TRUE AND LEVEL.

7. DOCK HEIGHT GRADE BEAMS SHALL BE BRACED FROM THE EXTERIOR DIRECTION PRIOR TO PLACING FILL.BRACING SHALL REMAIN IN PLACE UNTIL THE FLOOR SLAB HAS BEEN POURED AND HAS CURED FOR AT LEAST 7DAYS.

8. THE HOUSEKEEPING PADS UNDER MECHANICAL EQUIPMENT ARE SHOWN AND SPECIFIED ON THE MECHANICALDRAWINGS. REINFORCE HOUSEKEEPING PAD WITH #3@8" ON CENTER EACH WAY, UNLESS SHOWN OTHERWISE ONMECHANICAL DRAWINGS.

9. WHERE GRADE BEAMS ARE TRENCH FORMED, THE TOP OF THE EXTERIOR FACE SHALL BE WOOD FORMED TO ATLEAST 1'-0" BELOW EXTERIOR FINISHED GRADE LEVEL

10. 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 $130 PER CUBIC YARD.

CAST-IN-PLACE CONCRETE

1. REFER TO CONCRETE MIX GENERAL NOTES FOR MINIMUM COMPRESSIVE STRENGTH REQUIRMENTS AND MAXIMUMWATER-CEMENT RATIO. CONCRETE SHALL HAVE ATTAINED AT LEAST 75 PERCENT OF THE SPECIFIED 28 DAYSTRENGTH AT LIFTING, UNLESS GREATER STRENGTH IS REQUIRED BY LIFTING ANALYSIS.

2. SEE DETAILS ON S605 SERIES SHEETS FOR PANEL REINFORCING, EMBEDS, DIMENSIONS, ETC.

3. CONCRETE COVER OVER REINFORCING STEEL SHALL NOT BE LESS THAN 1 1/2" FROM ALL EXTERIOR EDGES AND1" FROM INTERIOR FACES. WHERE DOUBLE LAYERS OF STEEL ARE ENCLOSED IN TIES, COVER LISTED SHALL BEMEASURED TO THE OUTSIDE EDGE OF THE TIE.

4. ADD 1#5 EACH FACE MINIMUM AROUND ALL OPENINGS. EXTEND REINFORCING 2'-6" PAST OPENINGS, UNLESSNOTED OTHERWISE ON PANEL ELEVATIONS.

5. REFERENCE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR PANEL FINISHES, OPENINGS, CHAMFERS ANDREVEALS.

6. LIFTING INSERTS AND REINFORCING AT THE PICK-UP POINTS SHALL BE DESIGNED AND SELECTED BY THECONTRACTOR.

7. A PANEL ENGINEER SHALL COORDINATE ALL ASPECTS OF THE TILTWALL PANELS INCLUDING CAD-GENERATEDSHOP DRAWINGS WHICH SHALL SHOW THE DETAILS AND LOCATION OF ALL OPENINGS, EMBEDDED ITEMS,REINFORCING, CHAMFERS, REVEALS, MEP ROUGH-INS, BRACING AND ERECTION REQUIREMENTS. SEESPECIFICATIONS FOR COMPLETE LIST OF COORDINATOIN ITEMS REQUIRED FROM PANEL ENGINEER.

8. ALL INSERTS, BRACES, STRONGBACKS, AND OTHER REQUIRED LIFTING ACCESSORIES SHALL BE DESIGNED,FURNISHED AND INSTALLED BY THE CONTRACTOR, AND SHALL BE LOCATED IN ACCORDANCE WITH ACCEPTEDPUBLISHED LITERATURE, SUCH AS RICHMOND BULLETIN NO. 8, "PRODUCTS FOR PRECAST/PRESTRESSED CONCRETECONSTRUCTION." LOCATIONS AND SIZES OF INSERTS, BRACES, OR STRONGBACKS SHALL BE DESIGNED TOPREVENT CRACKING DUE TO ERECTION STRESSES, INCLUDING A 50 PERCENT FORCE INCREASE FOR IMPACT. THECONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SPECIAL REINFORCING, AS MAY BE REQUIRED, TO PREVENTFLEXURAL CRACKS FROM OCCURRING IN THE PANELS DURING LIFTING AND HANDLING OPERATIONS.

9. AIR RELIEF HOLES SHALL BE PROVIDED IN THE HORIZONTAL SURFACES OF ALL EMBEDDED PLATES AND ANGLESOVER 3" IN WIDTH, WHEN SUCH SURFACES ARE ABOVE THE BOTTOM OF THE PRECAST MEMBER IN THE CASTINGPOSITION.

10. BRACE PANELS SECURELY IN POSITION UNTIL THEY CAN BE PERMANENTLY ANCHORED AND BRACED AT FLOORAND ROOF. ROOF DECK SHALL BE COMPLETELY INSTALLED BEFORE REMOVING PANEL BRACES.

11. PANELS ARE DESIGNED TO BE BRACED BY AND ANCHORED TO THE FLOOR SLAB. THEREFORE, TEMPORARY PANELBRACING SHALL REMAIN IN PLACE UNTIL AFTER THE ADJOINING FLOOR SLAB HAS BEEN POURED.

12. PROVIDE HIGH-STRENGTH NON-SHRINK GROUT UNDER PORTIONS OF PANELS OVER BEARING POINTS. PROVIDESAND-CEMENT GROUT UNDER REMAINING PORTIONS OF PANELS BETWEEN BEARING POINTS. SEE DETAILS ONS605.

13. SEE MEP DRAWINGS FOR CAST-IN BOXES AND OPENINGS FOR EQUIPMENT. PROVIDE 2” COVER ON CONDUIT.

14. GROUTED POCKETS SHALL HAVE SMOOTH RUBBED FINISH. GRIND SMOOTH, IF NECESSARY, PRIOR TO PAINTING.

15. FACE OF PANELS SHALL BE SKIM COATED AND RUBBED PRIOR TO PAINTING INTERIOR SURFACE.

16. DOCK HEIGHT PANELS SHALL BE BRACED FROM THE EXTERIOR DIRECTION PRIOR TO PLACING FILL ON INTERIOR OFPANEL. BRACING SHALL REMAIN IN PLACE UNTIL THE FLOOR SLAB HAS BEEN POURED AND CURED FOR AT LEASTSEVEN DAYS.

PRECAST CONCRETE TILT-UP PANELS

1. SLABS USED AS CASTING BEDS SHALL BE PREPARED SO AS NOT TO TELEGRAPH IMPERFECTIONS OR IMPACTVISUAL QUALITY OF PANELS. SUPPLEMENTAL CASTING BEDS IN ADDITION TO THE SLABS WITHIN THE BUILDINGFOOTPRINT MAY BE REQUIRED TO ACHIEVE THE LEVEL OF QUALITY REQUIRED AND/OR TO MEET THECONSTRUCTION SCHEDULE.

2. CASTING SLAB SURFACE SHALL BE PREPARED SO THAT IT WILL PRODUCE THE DESIRED LEVEL OF FINISH ANDSMOOTHNESS NEEDED FOR THE FINAL CONDITION OF THE PANELS. THIS MAY INCLUDE FILLING SHRINKAGECRACKS AND CHIPS IN THE SLAB WITH TAPING MUD.

3. SEE MEP DRAWINGS FOR SLAB BLOCKOUT DETAIL AT PLUMBING AND CONDUIT RISERS WITH TEMPORARYCONCRETE PLUG FOR PANEL CASTING BED ((DETAIL 1/CSG-A)). PROVIDE 1#4 X 4’-0” DIAGONAL CORNER BAR ATALL SLAB BLOCKOUTS FOR PLUMBING AND CONDUIT.

4. SEE SHEET S303 FOR OTHER SLAB-ON-GRADE NOTES.

5. SEE SPECIFICATIONS FOR SLAB FINISH TOLERANCES.

SLABS USED AS CASTING BEDS FOR TILT-UP PANELS

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

2. EXPANSION BOLTS SHALL CONFORM TO THE REQUIREMENTS OF THE SPECIFICATIONS.

3. ONLY ONE LENGTH OF BOLT SHALL BE PRESENT ON THE JOBSITE FOR EACH BOLT DIAMETER, UNLESS OTHERWISE 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 THE CONTRACT DOCUMENTS AND THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII). WHERE PROVISIONS 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 THE BUILDING CODE. INSTALLATION OF EXPANSION BOLTS SHALL BE CONTINUOUSLY INSPECTED BY THE TESTINGLABORATORY, TO ENSURE THAT HOLES ARE OF PROPER DIAMETER AND LENGTH, THAT MINIMUM INSTALLATION TORQUES ARE OBTAINED, AND THAT BOLTS ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII).

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

7. THE CONTRACTOR SHALL CREATE A TEMPLATE FOR EACH BOLT GROUP PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. TEMPLATES SHALL BE MADE AFTER LOCATING EXISTING REINFORCING STEEL WITH FERROSCAN OR SIMILAR NON-DESTRUCTIVE REINFORCING IMAGING DEVICE. POSITION BOLT HOLES SO AS NOT TO CONFLICT WITH THE EXISTING REINFORCING. BOLT POSITIONS MAY BE ADJUSTED IN THE FIELD A MAXIMUM OF 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 CONNECTION PLATES.

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 WITH COMPRESSED 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 REDIRECTED ANYWHERE 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 LARGER DIAMETER HOLES ARE NECESSARY FOR ERECTION PURPOSES THE CONTRACTOR SHALL PROVIDE PLATE WASHERS SUFFICIENTLY WELDED TO THE CONNECTION PLATE TO TRANSFER THE SPECIFIED LOAD.

FIELD DRILLED EXPANSION BOLTS IN CONCRETE

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

2. EXPANSION BOLTS SHALL BE ONE OF THE SYSTEMS SPECIFICALLY INCLUDED IN THE MASONRY SPECIFICATIONS.

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

4. ADHESIVE ANCHORS SHALL BE ONE OF THE SYSTEMS SPECIFICALLY INCLUDED IN THE MASONRY SPECIFICATIONS.

5. EXPANSION BOLTS AND ADHESIVE ANCHORS, OF THE DIAMETER AND EMBEDMENT SHOWN ON THE DRAWINGS, SHALL BE INSTALLED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE CURRENT ICC-ES REPORT FOR THE BOLT OR ANCHOR, AND THE RECOMMENDATIONS OF THE MANUFACTURER. WHERE PROVISIONS OF THE ABOVE REFERENCED DOCUMENTS ARE IN CONFLICT, THE MOST STRINGENT REQUIREMENTSHALL GOVERN.

6. BOLTS AND ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE FACE OF THE CONCRETE. THE MAXIMUMDEVIATION FROM PERPENDICULAR SHALL BE 10 DEGREES. ALL BOLTS INSTALLED OUTSIDE OF THE SPECIFIEDTOLERANCE SHALL BE CONSIDERED UNACCEPTABLE.

7. THE CONTRACTOR SHALL CREATE A TEMPLATE FOR EACH BOLT GROUP PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. TEMPLATES SHALL BE MADE AFTER LOCATING EXISTING REINFORCING STEEL WITH A PACHOMETER. POSITION BOLT HOLES SO AS NOT TO CONFLICT WITH THE EXISTING REINFORCING. BOLT POSITIONS MAY BE ADJUSTED IN THE FIELD A MAXIMUM OF 1 1/2" FROM THE DIMENSIONS SHOWN ON THE DETAILS, TO AVOID CONFLICTS WITH THE EXISTING REINFORCING STEEL AND COORDINATE WITH MASONRY CELLS, JOINTS, AND BULKHEADS.

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

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 WITH COMPRESSED AIR.

10. HOLES DRILLED IN THE MASONRY SHALL BE AS SPECIFIED BY THE BOLT MANUFACTURER FOR THE PROPOSEDPRODUCT. USE THE BIT TYPE AND SIZE RECOMMENDED BY THE BOLT MANUFACTURER. HOLES SHALL NOT BEENLARGED OR REDIRECTED ANYWHERE ALONG THEIR LENGTH.

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

12. INSTALLATION OF EXPANSION BOLTS AND ADHESIVE ANCHORS SHALL BE CONTINUOUSLY INSPECTED BY THETESTING LABORATORY, TO ENSURE THAT HOLES ARE OF PROPER DIAMETER AND LENGTH, THAT BOLTS ANDANCHORS ARE INSTALLED CORRECTLY, AND THAT MINIMUM INSTALLATION TORQUES ARE OBTAINED.

13. TIGHTEN EXPANSION BOLT NUTS AGAINST SMOOTH WASHERS TO THE MINIMUM TORQUE RECOMMENDED BY THE MANUFACTURER.

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

EXPANSION BOLTS AND ADHESIVE ANCHORS IN MASONRY

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CORPUS CHRISTI


Author Checker


GENERAL NOTESS102

16146


04/27/17

1. COORDINATION OF THE ROOF STRUCTURE AND THE ARCHITECTURAL SECTIONS AND ELEVATIONS IS CRITICALTO PROPER STRUCTURAL STEEL FABRICATION. ELEVATIONS OF TOP OF STRUCTURAL STEEL ARE SHOWN ONTHE ARCHITECTURAL PLANS AND SECTIONS. REFER TO THESE SECTIONS AND DETAILS TO SET THE STEEL ELEVATIONS AND TO UNDERSTAND THE ARCHITECTURAL INTENT.

2. TOLERANCE REQUIREMENTS - STRUCTURAL DRAWINGS INDICATE MISCELLANEOUS STEEL ELEMENTS SUCH AS SHELF ANGLES, LINTELS, SUPPORT MEMBERS FOR CURTAIN WALLS OR MASONRY, AND EDGE ANGLES FOR OPENINGS AND PERIMETER CONDITIONS WHICH ARE INTENDED TO SUPPORT OR BE COORDINATED WITH MATERIALS 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 STEEL FRAME TO COMPLY WITH THE TOLERANCE CRITERIA FOR PROPER INSTALLATION OF MATERIALS BY OTHER TRADES.

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 RODSA 36 (36 KSI YIELD)HOLLOW STRUCTURAL SHAPES (HSS) A 500, GRADE B (42 KSI YIELD ROUND/46 KSI YIELD SQUARE)PIPEA 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 SHEETS S501 AND S501A. OTHER TYPICAL CONNECTIONS ARE SHOWN IN TYPICAL DETAILS. CONNECTIONS WHICH ARE NOT SPECIFICALLY DETAILED SHALL BE DESIGNED BY THE FABRICATOR IN ACCORDANCE WITH THE CONNECTION NOTES AND SPECIFICATIONS.

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, OR BY 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 CONNECTEDTO EACH OTHER AT THIRD POINTS ALONG THE LENGTH BY WELDING IN SPACER PLATES OF EQUAL THICKNESSTO THE GUSSET PLATES. UNEQUAL LEG ANGLES SHALL BE ORIENTED LONG LEG DOWN UNLESS NOTED OTHERWISE.

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 OF THE BUILDING INCLUDES DESIGNATED WIND BRACES, CONCRETE TILT WALLS, AND CONNECTING DIAPHRAGM ELEMENTS. THE COMPLETED CONCRETE FILL ON METAL DECK IS AN ESSENTIAL DIAPHRAGM COMPONENTS OF THE PERMANENT BRACING SYSTEM.

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

11. SHELF ANGLES SHOWN AS CONTINUOUS IN THE SECTIONS SHALL BE INSTALLED IN 20'-0" MAXIMUM LENGTHS,LEAVING A 1/4" GAP BETWEEN ENDS AND AT CORNERS. LOCATE GAPS TO MATCH MASONRY CONTROL JOINTS. AT BUILDING EXPANSION JOINT, LEAVE A GAP TO MATCH EXPANSION JOINT WIDTH.

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

13. ALL STEEL SHALL BE FURNISHED WITH SHOP COAT OF RUST INHIBITIVE PRIMER EXCEPT STEEL DESIGNATED TOBE GALVANIZED.

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

15. PROVIDE 5 TONS OF ADDITIONAL STRUCTURAL STEEL TO BE USED IN THE FIELD AS DIRECTED BY THE ARCHITECT/ENGINEER. LABOR FOR DETAILING, FABRICATION, AND ERECTION SHALL BE INCLUDED. ANY UNUSED PORTION OF THIS QUANTITY SHALL BE CREDITED TO THE OWNER AT THE RATE OF $3800 PER TON.

STRUCTURAL STEEL

1. ROOF MOUNTED MECHANICAL UNIT LOCATIONS AND DESIGN WEIGHTS ARE SHOWN ON THE ROOF FRAMING PLANS.CONTRACTOR SHALL NOTIFY THE ENGINEER IF ACTUAL SIZES, WEIGHTS, OR LOCATIONS DIFFER FROM THOSESHOWN ON THE ROOF FRAMING PLANS. PROVIDE ADDITIONAL STEEL FRAMING, AS DETAILED, FOR SUPPORT OFRTU CURBS.

ROOF MOUNTED MECHANICAL UNITS

1. FIELD DRILLED DOWELS AND ANCHOR RODS TO BE SET IN HARDENED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE SPECIFICATIONS.

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 IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) AND AS INDICATEDON THE DRAWINGS. A MANUFACTURER’S REPRESENTATIVE SHALL BE PRESENT DURING INITIAL INSTALLATION TO PROVIDE ONSITE TRAINING OF INSTALLERS.

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

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

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 BYTHE TESTING LABORATORY, TO ENSURE THAT HOLES ARE OF PROPER DIAMETER AND LENGTH, ARE PROPERLY CLEANED, AND THAT DOWELS AND RODS ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII).

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

7. THE CONTRACTOR SHALL CREATE A TEMPLATE FOR EACH ANCHOR ROD GROUP PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. TEMPLATES SHALL BE MADE AFTER LOCATING EXISTING REINFORCING STEEL WITH FERROSCAN OR SIMILAR NON-DESTRUCTIVE REINFORCING IMAGING DEVICE. POSITION ANCHORHOLES SO AS NOT TO CONFLICT WITH THE EXISTING REINFORCING. ANCHOR POSITIONS MAY BE ADJUSTEDIN THE FIELD A MAXIMUM OF 1 1/2" FROM THE DIMENSIONS SHOWN ON THE DETAILS, TO AVOID CONFLICT WITH THE EXISTING REINFORCING STEEL.

8. SUBMIT DRAWINGS OF TEMPLATES FOR ANCHOR ROD GROUPS SHOWING HOLE LOCATIONS PRIOR TO FABRICATION 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 RESPECTIVE ANCHOR 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 BY MANUFACTURER. 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. IF LARGER 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 ANCHOR RODS

PRE-ENGINEERED METAL BUILDING FRAME AND ROOF PURLINS1. THE PARKING STRUCTURE AND TRANSFORMER STORAGE BUILDING ARE TO BE PRE-ENGINEERED METAL

BUILDINGS. THE FOLLOWING ARE TO BE DESIGNED AND FURNISHED BY A QUALIFIED METAL BUILDING MANUFACTURER WHO IS CURRENTLY AISC CERTIFIED:

A. ALL ROOF FRAMING.B. ALL RIGID FRAMES AND PORTAL FRAMES.C. ALL PURLINS.D. WALL GIRTS AND RELATED BRACING.E. ROOF AND WALL BRACING.F. ALL PIPE OR TUBE COLUMNS SUPPORTING METAL BUILDING FRAMES.G. STEEL WIDE FLANGE COLUMNS AT END WALLS ARE TO BE SUPPLIED BY THE PRE-ENGINEERED

METAL BUILDING MANUFACTURER. SOME OF THESE END WALL COLUMNS MAY SUPPORT CONVENTIONAL STEEL BEAM FRAMING AS WELL. REFER TO THE FRAMING PLANS.

2. GENERAL CONTRACTOR SHALL PROVIDE AND SET ANCHOR BOLTS, DESIGNED BY THE PRE-ENGINEERED BUILDING MANUFACTURER, PER PRE-ENGINEERED BUILDING MANUFACTURER'S DRAWINGS. ANCHOR BOLTS TO BE A307 WITH STANDARD HEX HEADS OR A36 THREADED RODS WITH STANDARD NUTS ON BOTTOM WITHTHREADS FULLY ENGAGED. J-BOLTS ARE NOT ALLOWED.

3. DESIGN LOADS SHALL BE APPLIED IN THE FOLLOWING ULTIMATE COMBINATIONS:1.2 DL + 1.2 CL + 1.6 LL + 0.5 WL DL = BUILDING DEAD LOAD1.2 DL + 1.2 CL + 1.6 LL LL = ROOF LIVE LOAD OR SNOW0.9 DL + WL WHERE: CL = COLLATERAL LOADS1.2 DL + 1.2 CL + 1.0 WL + 0.5 RLL WL = WIND LOAD1.2 DL + 1.2 CL + 1.0 E + 0.5 RLL E = SEISMIC LOAD

4. FOR THE PURPOSE OF CALCULATING WIND FORCES ON THE METAL BUILDING SYSTEM, ALL BUILDINGS SHALLBE CONSIDERED PARTIALLY ENCLOSED.

5. SUBMIT DESIGN CALCULATIONS, SEALED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF TEXAS FOR FRAMING PLANS, ERECTION DRAWINGS, ETC., TO THE ARCHITECT AS SPECIFIED.

6. PROVIDE WASHERS AT BOLTED CONNECTION IF CALIBRATED TORQUE WRENCH IS USED FOR TIGHTENING OF NUTS. COORDINATE WITH ERECTOR.

7. THE METAL BUILDING MANUFACTURER’S ENGINEER SHALL PERFORM SITE OBSERVATIONS DURING THE COURSE OF THE METAL BUILDING CONSTRUCTION TO CONFIRM THAT THE WORK IS PROGRESSING IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND SHOP DRAWINGS. A PROJECT OBSERVATION REPORTSHALL BE PROVIDED TO THE OWNER AND ARCHITECT. THE CONTRACTOR SHALL MAKE ALL CORRECTIVE WORK REQUIRED TO MAKE ALL NON-COMPLIANT ITEMS ACCEPTABLE TO THE ENGINEER PRIOR TO CONTINUINGWITH ANY FINISH WORK. AT THE END OF THE JOB, THE MANUFACTURER’S PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF TEXAS, SHALL SUBMIT A SEALED LETTER TO THE OWNER AND ARCHITECT STATING THAT THE DESIGN AND CONSTRUCTION OF THE METAL BUILDING IS IN COMPLIANCE WITH THE CONTRACT DOCUMENTS, THE PROJECT SHOP DRAWINGS, AND ALL APPLICABLE BUILDING CODES.

8. PRE-ENGINEERED STEEL STRUCTURE AND CONNECTIONS, ETC., SHALL ALSO BE SUBJECT TO INSPECTION BY AN INDEPENDENT LABORATORY, AS SPECIFIED.

9. THE FOLLOWING SHALL APPLY TO ALL ROOF PLANS IN THESE DRAWINGS:

A. WIND BRACING SHOWN IN THE PLANE OF THE ROOF IS SCHEMATIC AND IS PROVIDED TO BRACE THEBUILDING UNDER WIND PERPENDICULAR TO PRIMARY RIGID FRAMES. DIAGONAL ROD BRACING WITHTURNBUCKLES OR CLEVISES SHALL BE USED.

B. WALL WIND BRACING MUST BE PROVIDED AT LOCATIONS SHOWN, EXCEPT AS NOTED BELOW. FORBRACES RUNNING PARALLEL TO PRIMARY RIGID FRAMES ONLY, BRACES MAY BE OMITTED IF METALWALL PANELS ACTING AS A DIAPHRAGM CAN RESIST THE REQUIRED WIND FORCES.

C. WALL WIND BRACING SHALL CONSIST OF EITHER DIAGONAL ROD BRACING OR PINNED-BASE PORTAL FRAMES, UNLESS NOTED OTHERWISE. WHERE ROD BRACING IS USED, LOCATE RODS AS CLOSE AS POSSIBLE TO OUTSIDE FLANGE OF COLUMN. REFER TO PLAN LOCATIONS NOTED "X-BRACE" FOR AVAILABLE WALL AREAS.

D. REFER TO SPECIFICATIONS FOR LATERAL DRIFT OF PRIMARY FRAMES. LATERAL DRIFT LIMIT FOR WIND PERPENDICULAR TO PRIMARY FRAMES SHALL BE HEIGHT TO ROOF (IN INCHES) /300.

E. PROVIDE TEMPORARY WIND BRACING AS REQUIRED UNTIL FINAL BRACING IS IN PLACE.

10. ROOF PURLINS SUPPORTING THE STANDING SEAM METAL DECK SHALL BE STANDARD ROLL-FORMED "Z" SECTIONS OR EQUIVALENT SHAPES COMPATIBLE WITH THE ROOF DECK SYSTEM. MATERIAL, GAUGE, SPLICING AND CROSS-SECTION ARE TO BE DETERMINED BY THE METAL BUILDING MANUFACTURER.

11. DESIGN LIGHT-GAUGE STEEL MEMBERS IN ACCORDANCE WITH AISI "SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS," LIVE LOAD DEFLECTIONS LIMITED TO L/240 TYPICAL AND L/360 OVERAREAS WITH PLASTER CEILINGS. WHERE HOLES ARE REQUIRED IN PURLIN BOTTOM FLANGE FOR MECHANICALAND ELECTRICAL HANGERS, REDUCTION OF SECTION SHALL BE ACCOUNTED FOR IN DESIGN.

12. LOCATE ROOF PURLINS WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS AT GUTTERS, RIDGES, ETC., AND WHERE INDICATED ON THE STRUCTURAL DRAWINGS FOR INTERFACE WITH THE STRUCTURAL STEEL ROOFBRACING. PROVIDE ADDITIONAL PURLINS WHERE CLOSER SPACING AT PERIMETER IS REQUIRED BY LOADING,OTHERWISE ROOF PURLIN SPACING SHALL NOT EXCEED 5'-0".

13. BASIC DESIGN LOADS AND COLLATERAL LOADS SHALL BE AS FOLLOWS:

A. BASIC DESIGN LOADS, IN ADDITION TO DEAD LOAD, INCLUDE LIVE LOAD AND WIND LOAD.

B. COLLATERAL LOADS INCLUDE ADDITIONAL DEAD LOADS OVER AND ABOVE WEIGHT OF METAL BUILDING SYSTEM SUCH AS MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SYSTEMS, AND CEILING SYSTEMS. INSULATION WEIGHT IS CONSIDERED PART OF METAL BUILDING SYSTEM.

C. DESIGN EACH MEMBER TO WITHSTAND FORCES RESULTING FROM COMBINATIONS OF LOADS THAT PRODUCE MAXIMUM STRESSES IN THAT MEMBER, AS FOLLOWS:

1) ROOF LIVE LOAD: 20 PSF

2) ROOF DEAD LOAD: WEIGHT OF PURLINS, DECK, AND INSULATION CALCULATED BY MANUFACTURER.

3) COLLATERAL LOAD:

A) MECHANICAL, ELECTRICAL, PLUMBING 5 PSF. CONCENTRATED LOADS GREATER THAN 200 POUNDS REQUIRE SPECIAL DESIGN.

B) ADDITIONAL LOADS: ADDITIONAL ROOF PURLINS MAY BE REQUIRED. REFER TO THEDRAWINGS FOR LOCATIONS OF ADDITIONAL EQUIPMENT. THE CONTRACTOR/MANUFACTURER SHALL COORDINATE PURLIN DESIGNS WITH ALL MECHANICAL, ELECTRICAL, OR OTHER EQUIPMENT REGARDLESS OF WHETHER IT IS LOCATED ON DRAWINGS. REVIEW PIPE HANGER CLAMPS TO BE USED TO MINIMIZE TORSION ON THE PURLINS.

4) WIND LOADS: REFER TO SPECIFICATIONS FOR WIND LOADS.

14. DESIGN BRIDGING OR OTHER LATERAL BRACING AS REQUIRED TO PREVENT BUCKLING AND TWISTING DUE TOUPLIFT PRESSURE AND OTHER LOADS.

15. PROVIDE CROSS BRIDGING OR BLOCKING BETWEEN PURLINS AT HANGERS SUPPORTING MORE THAN 75 POUNDS.

16. THE MANUFACTURER IS RESPONSIBLE FOR ALL PURLIN MEMBER DESIGN, CONNECTIONS, BRACING AND ATTACHMENTS TO THE STRUCTURAL FRAME. SUBMIT CALCULATIONS WITH ENGINEER'S SEAL FOR ALL DESIGNS.

17. RIGID BENTS ELEVATIONS SHOWN ARE A SCHEMATIC REPRESENTATION AND MAY OR MAY NOT REFLECT ACTUAL GEOMETRIC CONFIGURATION OF BEAMS AND COLUMNS. WHERE INDICATED, MEMBER SIZE LIMITS MUST BE ADHERED TO. ALSO REFER TO ARCHITECTURAL PLAN DETAILS FOR MAXIMUM FRAME AND WIND BENT COLUMN DIMENSIONS. INCREASE THICKNESS OF FLANGES AND WEBS AS REQUIRED TO MAINTAIN THESEDIMENSIONS.

18. WALL GIRTS ARE TO BE DESIGNED TO SPAN AND BRACE THE TOP OF EXTERIOR STUD WALLS AS DEFINED ONTHE ARCHITECTURAL WALL SECTIONS. LIMIT DEFLECTION OF GIRTS TO THE FOLLOWING WHEN SUBJECTED TO70 PERCENT OF FULL DESIGN WIND PRESSURE OR SUCTION:IF BRACING MASONRY VENEER L/600IF BRACING FINISHED DRYWALL INTERIOR L/360WITH FLEXIBLE SHEATHING L/240

PRE-ENGINEERED METAL BUILDING FRAMEAND ROOF PURLINS 1. ROOF DECK SHALL BE 1 1/2" DEEP, 22 GAUGE, WIDE RIB, GALVANIZED METAL DECK, WITH 6" RIB SPACING, MEETING

THE 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:AT EACH SUPPORT: PUDDLE WELDS AT EACH SIDE LAP AND AT INTERMEDIATE RIBS AT AN AVERAGE SPACING OF 12" ON CENTER, NOT TO EXCEED 18" ON CENTER.AT SIDE LAPS: SCREWS EQUALLY SPACED BETWEEN SUPPORTS, NOT TO EXCEED 36" ON CENTER.AT EXTERIOR SIDES, PARALLEL TO DECK SPAN: PUDDLE WELDS AT 12" ON CENTER.

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

5. PUDDLE WELDS SHALL BE FULL-FUSION, 5/8" DIAMETER (MINIMUM) OR EQUIVALENT WELDS, MADE THROUGH WELDWASHERS. 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. ALLWELDS 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 STEEL DECK.

METAL ROOF DECK

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CORPUS CHRISTI


Author Checker


GENERAL NOTESS103

16146


04/27/17

BB

22

22

21

21

20

20

19

19

18

18

17

17

16

16

15

15

13

13

12

12

10

10

8

8

7

7

6

6

5

5

4

4

CC

EE

GG

HH

JJ

LL

MM

NN

PP

QQ

F.2F.2

H.5H.5

L.3L.3

RR

3

3

2

2

1

1

FF

14

14

11.6

11.6

AA

DD

23

23

11

11

TW-1/S601

TW

-2/S

601

TW-3/S601

TW-5/S601

TW

-6/S

601

TW-7/S601

TW

-4/S

601

TW

-8/S

602

TW-15/S603

TW

-16/S

603

TW-17/S603

TW

-9/S

602

TW-11/S602

TW-10/S602

TW

-14/S

602

4/S602

TW

-13/S

602

TW-18/S603

TW

-19/S

603

TW-20/S604

TW

-21/S

604

D.1 D.1

10.1

10.1

2.1

2.1

3.1

3.1

5.2

5.2

12.9

12.9

14.3

14.3

J.2J.2

15.1

15.1

22.9

22.9

WB-11/S701

WB-22/S701

WB

-33/S

701

H.4 H.4

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

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CORPUS CHRISTI


Author Checker


OVERALL FOUNDATIONFRAMING PLAN

S201

16146

1/16" = 1'-0"

1 FIRST FLOOR OVERALL


04/27/17

B

121087654

C

E

G

H

J

L

321

F

11.611

TW-1/S601

TW-1

TW

-2/S

601

TW-3/S601

TW-5/S601

TW

-6/S

601

TW-7/S601

TW

-2

TW-3

TW

-4/S

601

TW

-4

TW-5

TW

-6

TW-7

TW

-9

TW-11

TW-12

TW

-13

TW

-14

TW

-9/S

602

TW-11/S602

TW-10/S602

TW

-14/S

602

4/S602

TW

-13/S

602

TW-10

40'

-0"

20'

-0"

20'

-0"

20'

-0"

20'

-0"

40'

-0"

20'

-0"

9 1

/4"

13'-4 1/2"

5"

26'-5 3/4"

5"

24'-7" 25'-0" 6'-11 1/8" 18'-0 7/8" 25'-0" 25'-0" 25'-0" 10'-0 3/4" 14'-11 1/4" 17'-1 7/8" 7'-10 1/8"

HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1

HSS6X6X1/4, BP-1

HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1

HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-1 HSS6X6X3/8, BP-1 HSS6X6X3/8, BP-1

HSS6X6X1/4, BP-1

HSS6X6X1/4, BP-1

HSS6X6X1/4, BP-1

HSS6X6X1/4, BP-1

10.1

6" MIN. SLAB-ON-VOIDBOX REINF. W/ #5 @ 8"T & B (SHORT SPAN)#4 @ 12" T & B (LONGSPAN).

12

S305

1/4" / 12"

11

S305

2.1 3.1 5.2

8" SLAB-ON-GRADE@ TELECOM &NETWORK SHOPSSEE S303 FORDETAILS & REINF.

8" SLAB-ON-GRADE@ METER SHOPSEE S303 FORDETAILS & REINF.

100'-0"T.O.S.C. EL.

99'-10"T.O.S.C. EL.

100'-0"T.O.S.C. EL.

SLO

PE

5" SLAB-ON-GRADESEE S303 FORDETAILS & REINF.TYP., U.N.O.

@ TRENCH DRAIN

P6, 6/S302P4, 6/S302P3, 6/S302

2

S305

3

S305

TYP. @ROLL-UPDOORS

TYP. @EXT.DOORS

3

S605

3

S605

3

S605

15/S304

TYP. @COLUMNRE-ENTRANTCORNERS

13/S304

TYP. @PERIMETERCOLUMNS

3

S605

3

S605

3

S605

8

S305

9

S305

8

S305

9

S3058

S305

9

S305

8

S305

8

S305

2

S305

3

S305TYP. @ROLL-UPDOORS

TYP. @EXT.DOORS

W8X24, BP-3

W8X24, BP-3

P1, 6/S302

P1, 6/S302

P4, 6/S302P4, 6/S302P4, 6/S302P4, 6/S302P4, 6/S302P2, 6/S302

P2, 6/S302

P5, 12/S302 P3, 7/S302 P3, 7/S302 P3, 7/S302 P3, 7/S302 P3, 7/S302

P3, 7/S302

P3, 6/S302

P2, 6/S302

P4, 12/S302 P4, 7/S302 P4, 7/S302 P3, 7/S302 P3, 7/S302

P4, 12/S302 P4, 7/S302 P3, 7/S302 P4, 7/S302 P4, 7/S302

P4, 6/S302

P2, 6/S302

P3, 6/S302 P4, 6/S302 P4, 6/S302 P3, 6/S302

P4, 6/S302 P4, 6/S302 P5, 6/S302 P5, 6/S302 P5, 6/S302 P5, 6/S302

P5, 6/S302

P2, 6/S302

P2, 6/S302

P6, 6/S302

P4, 6/S302

P4, 6/S302

P6, 6/S302 P6, 6/S302 P6, 6/S302

P6, 6/S302

P5, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302

P4, 6/S302 P5, 6/S302

P4, 6/S302P3, 6/S302

5" Slab-On-Grade

TYP. @EXT.DOOR

3

S305

9 1/4" 9 1/4"

9 1/4"

9 1/4"

9 1

/4"

9 1

/4"

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Datum Project No.


Austin512-469-9490

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CORPUS CHRISTI


Author Checker


FOUNDATION FRAMINGPLAN - AREA A

S201A

16146

1/8" = 1'-0"

1 FOUNDATIO PLAN - AREA A


04/27/17

BB

22212019181716151312

C

E

H

L

F.2

H.5

L.3

14

A

D

23

TW

-8/S

602

TW

-8

TW-15/S603

TW15

TW

-16/S

603

TW

-16

TW-17/S603

TW17TW-18/S603

TW18

D.1

14

S303

14

S303

2

S605

5'-7

"

W14X82, BP-3 W14X82, BP-4

W14X82, BP-5

W14X82, BP-4 W14X82, BP-3 W14X82, BP-3 W14X68, BP-3W14X82, BP-3

W14X82, BP-3W14X82, BP-3 W14X82, BP-4 W14X82, BP-5 W14X82, BP-4 W14X82, BP-3 W14X82, BP-3 W14X68, BP-3

HSS6X6X1/4, BP-2

HSS6X6X1/4, BP-1 HSS6X6X1/4, BP-6

HSS6X6X1/4, BP-6

HSS8X8X1/4, BP-2 HSS8X8X1/4, BP-2 HSS8X8X1/4, BP-2 HSS8X8X1/4, BP-2 HSS8X8X1/4, BP-2 HSS8X8X1/4, BP-2

HSS8X8X1/4, BP-2 HSS8X8X1/4, BP-2

HSS8X8X3/8, BP-2

W14X68, BP-3

W14X68, BP-3

1'-2

1/4

"5'-7

"49'

-9"

1'-2

1/4

"

44'

-5 3

/4"

44'

-6 1

/2"

1'-1

1/2

"

38'

-11"

16'

-5"

1'-2

1/4

"

12

S304

12

S304

12

S304

8" SLAB-ON-GRADE@ TELECOM &NETWORK SHOPSSEE S303 FORDETAILS & REINF.

12.9 14.3

J.2

15.1

SLO

PE

SLO

PE

100'-0"T.O.S.C. EL.

99'-10"T.O.S.C. EL.

100'-0"T.O.S.C. EL.

@ TRENCH DRAIN

22.9

8" SLAB-ON-GRADESEE S303 FORDETAILS & REINF.TYP. @ LINETRUCKBAYS & STORAGEAREA B

WB-11/S701

WB-22/S701

100'-0"T.O.S.C. EL.

99'-10"T.O.S.C. EL.

100'-0"T.O.S.C. EL.

@ TRENCHDRAIN

SLO

PE

SLO

PE

WB

-33/S

701

2

S605

5

S305

6

S303

TYP. @WINDBRACE

TYP. @NON-LOADBEARINGCMU WALLU.N.O.

2

S305

3

S305

TYP. @ROLL-UPDOORS

TYP. @EXT.DOORS

20'-6 5/8" 4'-5 3/8" 16'-4 1/8"

2'-0 1/8"

6'-4 3/4"

7"

24'-8" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 27'-5"

7"

1'-2 1/4"

9 3/8"

1'-2 1/4"9 1/4"

3

S605

8

S305

8

S305

5

S305

6

S303

TYP. @WINDBRACE

TYP. @NON-LOADBEARINGCMU WALLU.N.O.

P2, 11, 12/S302

P3, 11/S302P5, 7/S302

P5, 7/S302

P5, 16/S302 SIM.

P3, 6/S302

P5, 6/S302

P6, 6/S302P4, 6/S302

P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302

P4, 16/S302 P4, 16/S302 P4, 11/S302 P4, 11/S302 P4, 11/S302 P4, 16/S302 P4, 16/S302

P3, 6/S302

P4, 12/S302 P4, 7/S302 P4, 7/S302 P4, 7/S302

P4, 16/S302 P4, 16/S302 P4, 16/S302

P3, 6/S302

P5, 6/S302P6, 6/S302

P6, 6/S302

P3, 6/S302

P3, 6/S302

P5, 6/S302

5

S305

SIM. @WINDBRACE

3

S305SIM.

3

S305

TYP. @EXT.DOOR

TYP. @TRENCHDRAIN

4

S305

2

S305

3

S305

TYP. @ROLL-UPDOORS

TYP. @EXT.DOORS

P6, 12/S302

P4, 7/S302 P4, 7/S302 P4, 7/S302

P4, 6/S302

P6, 16/S302

P4, 6/S302

P4, 7/S302

P2, 7/S302

SLO

PE

2

S305

TYP. @ROLL-UPDOORS

13/S304

TYP. @PERIMETERCOLUMNS

P6, 15/S302P4, 16/S302P4, 16/S302P4, 11/S302

P4, 11/S302

P4, 11/S302

6

S305

TYP. @SCALE

P4, 6/S302

TYP. @AREA B,U.N.O.

P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302 P6, 6/S302

TYP. @TRENCHDRAIN

TYP. @TRENCHDRAIN

T.O. WALL EL. = 100'-0"

P4, 6/S302

TYP. @EXT.DOOR

3

S305P5, 6/S302

8

S305

H.4

© 2

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

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MC

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16578

04-25-17

CORPUS CHRISTI


Author Checker


FOUNDATION FRAMINGPLAN - AREA B

S201B

16146

1/8" = 1'-0"

1 FOUNDATION PLAN - AREA B


04/27/17

15

L

M

N

P

Q

L.3

R

1411.611

TW-18/S603

TW

-19/S

603

TW-20/S604

TW

-21/S

604

TW18

TW

-19

TW-20

TW

-21

1'-2

1/4

"21'

-4 5

/8"

20'

-0"

20'

-0"

20'

-0"

9'-5

"5'-7

"

12

S304

12

S304

100'-0"T.O.S.C. EL.

99'-10"T.O.S.C. EL.

@ TRENCH DRAIN

W14X82, BP-3 W14X82, BP-3

W14X82, BP-3 W14X82, BP-3

100'-0"T.O.S.C. EL.

100'-0"T.O.S.C. EL.

99'-10"T.O.S.C. EL.

@ TRENCH DRAIN

P6, 6/S302

2

S305

TYP. @ROLL-UPDOORS

8

S305

9 1/4"

P5, 6/S302

P6, 6/S302P4, 6/S302

3

S305SIM.

17'-1 7/8" 49'-2 1/4" 8'-4 7/8"

1'-2 1/4" 1'-2 1/4"

TYP. @TRENCHDRAIN

TYP. @TRENCHDRAIN

TYP. @EXT.DOOR

3

S305P5, 6/S302 P5, 6/S302

P5, 15/S302 P5, 15/S302

P5, 15/S302P5, 15/S302

P5, 6/S302

P6, 6/S302P6, 6/S302

P4, 6/S302

P5, 6/S302

10

S305TYP.

2

S305

TYP. @ROLL-UPDOOR

2

S605TYP. @AREA CU.N.O.

2

S305

TYP. @ROLL-UPDOOR

TYP. @EXT.DOOR

3

S305

8

S305

P2, 6/S302 P2, 6/S302 P2, 6/S302

P2, 6/S302

P2, 6/S302P2, 6/S302P2, 6/S302

P2, 6/S302

EQ EQ

EQ

EQ

© 2

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Nola

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:01:5

9 A

MC

:\U

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\Revit

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Corp

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hristi

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16578

04-25-17

CORPUS CHRISTI


Author Checker


FOUNDATION FRAMINGPLAN - AREA C

S201C

16146

1/8" = 1'-0"

1 FOUNDATION PLAN - AREA C


04/27/17

2221201918171615

F.2

H.5

D

23

TW

-8/S

602

TW

-16/S

603

D.1

15.1 22.9

WB-11/S701

WB-22/S701

H.4

1'-2

1/4

"44'

-5 3

/4"

44'

-6 1

/2"

1'-1

1/2

"

W14X43 W14X43

C10X30 (LOW) C10X30 (LOW) C10X30 (HIGH) C10X30 (LOW) C10X30 (LOW) C10X30 (HIGH) C10X30 (LOW) C10X30 (LOW)

C10

X30

(LO

W)

C10

X30

(HIG

H)

C10X30 (LOW)

C10

X30

(LO

W)

C10X30 (LOW) C10X30 (LOW) C10X30 (HIGH) C10X30 (LOW) C10X30 (LOW) C10X30 (LOW) C10X30 (HIGH) C10X30 (LOW)

W14X43 W14X43

7" 24'-8" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 27'-5" 7"

3

S202

4

S202

H

4/S602

10.1

H.5H.4

C10X30 (HIGH)

C10X30 (LOW)

W14X43

B.O.S. EL. = 112'-0"

B.O.S. EL. = 108'-0"

H.5H.4

C10X30 (HIGH)

C10X30 (LOW)

W14X43

C10X20

B.O.S. EL. = 112'-0"

© 2

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Nola

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:01:5

9 A

MC

:\U

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\Revit

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Corp

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16578

04-25-17

CORPUS CHRISTI


Author Checker


PARTIAL PLANSS202

16146

1/8" = 1'-0"

1 INTERMEDIATE STEEL FRAMING PLAN - AREA B


1/8" = 1'-0"

2 STAIR INTERMEDIATE LANDING 3/4" = 1'-0" 3 3/4" = 1'-0" 4

04/27/17

BB

22

22

21

21

20

20

19

19

18

18

17

17

16

16

15

15

13

13

12

12

10

10

8

8

7

7

6

6

5

5

4

4

CC

EE

GG

HH

JJ

LL

MM

NN

PP

QQ

F.2F.2

H.5H.5

L.3L.3

RR

3

3

2

2

1

1

FF

14

14

11.6

11.6

AA

DD

23

23

11

11

TW-1/S601

TW

-2/S

601

TW-3/S601

TW-5/S601

TW

-6/S

601

TW-7/S601

TW

-4/S

601

TW

-8/S

602

TW-15/S603

TW

-16/S

603

TW-17/S603

TW

-9/S

602

TW-11/S602

TW-10/S602

TW

-14/S

602

4/S602

TW

-13/S

602

TW-18/S603T

W-1

9/S

603

TW-20/S604

TW

-21/S

604

D.1

D.1

10.1

10.1

2.1

2.1

3.1

3.1

5.2

5.2

12.9

12.9

14.3

14.3

J.2J.2

15.1

15.1

22.9

22.9

WB-11/S701

WB-22/S701

WB

-33/S

701

H.4 H.4

© 2

016 M

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Nola

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:02:0

0 A

MC

:\U

sers

\kelly

.DA

TU

M\D

ocu

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\Revit

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EP

Corp

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hristi

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vt

16578

04-25-17

CORPUS CHRISTI


Author Checker


OVERALL ROOF PLANS203

16146

1/16" = 1'-0"

1 ROOF - OVERALL


04/27/17

B

121087654

C

E

G

H

J

L

321

F

11.611

TW-1/S601

TW

-2/S

601

TW-3/S601

TW-5/S601

TW

-6/S

601

TW-7/S601

TW

-4/S

601

TW

-9/S

602

TW-11/S602

TW-10/S602

TW

-14/S

602

4/S602

TW

-13/S

602

13'-4 1/2" 26'-10 3/4" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0"

7'-10 1/8"

17'-1 7/8"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X26

(14

) c=

2"

W16

X26

(14

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X26

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X26

(14

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W_X

_

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X26

(14

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W24

X55

(54

) c=

2"

W16

X31

(16

) c=

2"W

24X

55 (

54)

c=2"

W16

X31

(16

) c=

2"W

24X

55 (

54)

c=2"

W16

X31

(16

) c=

2"W

24X

55 (

54)

c=2"

W16

X31

(16

) c=

2"W

24X

55 (

54)

c=2"

W16

X31

(14

) c=

2"W

24X

55 (

54)

c=2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"W

12X

19 (

10)

W12

X19

(10)

W12

X19

(10)

W16

X31

(16

) c=

2"W

12X

19 (

10)

W12

X19

(8)

W12

X19

(10)

W12

X19

(10)

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"

W16

X31

(16

) c=

2"W

12X

19 (

10)

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W_X

_

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(20

) c=

2"

W24

X55

(54

) c=

2"

W24

X62

(28

) c=

2"

W24

X55

(54

) c=

2"

W24

X62

(30

) c=

2"

W24

X55

(20

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(11

7)

c=2"

W24

X55

(11

7)

c=2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W12

X19

(8)

W12

X19

(8)

W12

X19

(8)

W12

X19

(8)

W16X26 (14) c=1"

W16X26 (14) c=1"

W16X26 (14) c=1"

W16X26 (14) c=1"

W16X26 (14) c=1"

W16X26 (14)

W16

X26

(16

) c=

2"

W16

X26

(16

) c=

2"

W12

X19

(10)

W12

X19

(10)

W21X50 (18) W21X44 (17) W21X44 (17) W21X44 (17) W21X50 (17)

W21X50 (18) W21X44 (17) W21X44 (17) W21X44 (17)

W21X44 (17) W21X44 (17) W21X44 (17) W21X44 (17) W18X40 (17) W18X40 (17) W12X19

10.1

10'-0 3/4"

40'

-0"

20'

-0"

20'

-0"

20'

-0"

20'

-0"

40'

-0"

20'

-0"

26'-10 3/4" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0"

MC

8X20

TY

P

1 1/2"ROOFDECK

HS

S16X

4X3/

8

MC4X13.8OUTRIGGERS, TYP

MC8X20

1

S5051 1/2" ROOF DECK

1

S505

RTU-13300 LBS

RTU-22480 LBS

RTU-33400 LBS

RTU-43480 LBS

1 1/2" ROOF DECK

3

S505

2.1 3.1 5.2

1

S504

2

S504

W12X19

W12X19

1

S504

5

S504

6

S504

9/S504

9/S504

3

S305

9/S5042

S504

1

S504

2

S504

1

S504(HIGH) (LOW)

7

S504

7

S504

6

S504

W12X19

W12X19

5

S504

3" NORMAL-WEIGHTCONCRETE ON 3" MTL DECK.SEE S502 & S502A, TYP U.N.O.

MOVEABLEPARTITIONBELOW

11

S504

© 2

016 M

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:02:0

2 A

MC

:\U

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\Revit

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Corp

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hristi

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vt

16578

04-25-17

CORPUS CHRISTI


Author Checker


ROOF FRAMING PLAN -AREA A

S203A

16146

1/8" = 1'-0"

1 ROOF FRAMING PLAN - AREA A


04/27/17

BB

22212019181716151312

E

H

L

F.2

H.5

L.3

14

A

D

23

TW

-8/S

602

TW-15/S603

TW

-16/S

603

TW-17/S603

TW-18/S603

5'-7

"

W21X44 (22) c=2"

5'-7

"141

'-1"

38'

-11"

W24X55 (54) c=2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X62

(30

) c=

2"

W24

X62

(30

) c=

2"

W24

X62

(30

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(54

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W24

X55

(28

) c=

2"W

18X

35 (

34)

c=2"

W24

X55

(28

) c=

2"W

18X

35 (

38)

c=2"

W21

X44

(32

) c=

2"W

18X

35 (

18)

c=2"

W21

X44

(32

) c=

2"W

18X

35 (

38)

c=2"

W16

X26

(16

) c=

2"

W16

X26

(16

) c=

2"

W16

X26

(16

) c=

2"

W16

X26

(16

) c=

2"

W16

X26

(16

) c=

2"

W16

X26

(14

) c=

2"

W24X76 (27)

W21X44 (22)

W12

X19

(10)

W12

X19

(13)

W12

X19

(10)

W18X35 (29)

W16X31 (22)

W12

X19

(10)

W12

X19

(10)

W12

X19

(10)

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W21

X50

(66

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W21X50 (17) W21X50 (16) W21X50 (16) W21X50 (16) W21X50 (16) W21X50 (16) W21X50 (16) W24X55 (21)

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(35

) c=

2"

W18

X35

(39

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(35

) c=

2"

W18

X35

(39

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(18

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(37

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(37

) c=

2"

W18

X35

(34

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(43

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(43

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(43

) c=

2"

W18

X35

(38

) c=

2"

W18

X35

(43

) c=

2"

W18

X35

(38

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W21

X50

(66

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24

X55

(28

) c=

2"

W24X55 (17) W24X55 (16)

W24X55 (16)

W24X55 (16) W24X55 (16)

W24X55 (16)

W24X55 (16) W24X62 (21)

W24X55 (17) W24X55 (16) W24X55 (16) W24X55 (16) W24X55 (16) W24X55 (16) W24X55 (16) W24X62 (21)

RTU-63420 LBS

RTU-53420 LBS

12.9 14.3

J.2

15.1 22.9

WB-11/S701

WB-22/S701

WB

-33/S

701

1

S504

2

S504

9/S504

12/S504

4

S504

12/S504

3

S504

9/S504

12/S504

12/S504

1

S504

5'-7

"

W12

X19

W12X19

8/S504

1 1/2" MTLDECK

20'-6 5/8" 4'-5 3/8" 16'-4 1/8"

2'-0 1/8"

6'-4 3/4"

7"

24'-8" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 27'-5"

7"

3

S202

4

S202

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


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CORPUS CHRISTI


Author Checker


ROOF FRAMING PLAN -AREA B

S203B

16146

1/8" = 1'-0"

1 ROOF FRAMING PLAN - AREA B


04/27/17

15

L

M

N

P

Q

L.3L.3

R

1411.611

TW-18/S603

TW

-19/S

603

TW-20/S604

TW

-21/S

604

W24X55 (20) c=1 1/4"

21'

-4 5

/8"

20'

-0"

20'

-0"

20'

-0"

9'-5

"5'-7

"

W24X55 (24) c=1 1/4"

W21X44 (20) c=2"

W21X44 (22) c=2"

W21X44 (20) c=2"

W21X44 (20) c=2"

W21X44 (22) c=2"

W24X55 (23) c=1 1/4"

W24X55 (23) c=1 1/4"

W24X55 (20) c=1 1/4"

W24X55 (20) c=1 1/4"

W21X44 (22) c=2"

W21X44 (22) c=2"

W16X26 (14) c=1"

W16X26 (14)

(LOW)

7

S504

5'-7

"

W12

X19

W12X19

8/S504

1 1/2" MTLDECK

1

S504

1

S504

2

S504

17'-1 7/8" 49'-2 1/4" 8'-4 7/8"

© 2

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

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16578

04-25-17

CORPUS CHRISTI


Author Checker


ROOF FRAMING PLAN -AREA C

S203C

16146

1/8" = 1'-0"

1 ROOF FRAMING PLAN - AREA C


04/27/17

1'-0" 33'-0" 33'-0" 33'-0" 33'-0" 33'-0" 33'-0" 33'-0" 33'-0" 33'-0" 34'-0"

332'-0"

1'-0

"30

'-0"

PRE - ENGINEERED BUILDING FRAME

1

S402

1

S305

1

S305

TYP7

S402

8" SLAB-ON-GRADE W/#6 @12" E.W. BOTTOM#5@12" E.W TOP

REFER TO ARCH'L. FORLOCATION

1

S305

Q.1

Q.2

R.1

6.15.1

1

S305

1

S305

HSS4X4X1/4BP-1, TYP

1'-0" 25'-0" 1'-0"

1'-0

"15'

-0"

15'

-0"

1'-0

"

Q.1

Q.2

R.1

6.15.1

HSS8X6X1/4TYP @PERIMETER

HSS8X2X1/4

T.O

.S. E

L. =

109

'-6 T

YP

@ P

ER

IME

TE

R

HSS8X6X

1/4 HSS8X6X1/4

HSS8X6X1/4 HSS8X6X

1/4

HSS8X2X1/4

25'-0"

15'

-0"

15'

-0"

HSS8X6X1/4

U

V

W

12.1 13.9

TYPICAL RIDGE FRAMING

6”

Z P

UR

LIN

S, T

YP

25'-0"

25'

-0"

25'

-0"

U

V

W

12.1 13.9

1

S305

25'-0" 1'-0"1'-0"

1'-0

"25'

-0"

25'

-0"

1'-0

"TYP

S

T

15.214.1 16.1

WASH BAY

1'-0" 20'-0" 20'-0" 1'-0"

1'-0

"25'

-0"

1'-0

"

1

S305

S

T

15.214.1 16.1

TY

PIC

AL

RID

GE

FR

AM

ING

6” Z PURLINS, TYP

20'-0" 20'-0"

25'

-0"

1

S402

TY

PIC

AL

RID

GE

FR

AM

ING

6” Z PURLINS, TYP

© 2

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

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16578

04-25-17

CORPUS CHRISTI


Author Checker


SITE STRUCTURESS204

16146

1/16" = 1'-0"

PARKING FOUNDATION

1/8" = 1'-0"

FUEL ISLAND 1/8" = 1'-0"

SHELTER FOUNDATION PLAN

1/8" = 1'-0"

SHELTER ROOF

1/8" = 1'-0"

TRANSFORMER ROOF

1/8" = 1'-0"

TRANSFORMER FOUNDATION PLAN

1/8" = 1'-0"

WASH BAY FOUNDATION PLAN

1/8" = 1'-0"

WASH BAY ROOF

1/16" = 1'-0"

PARKING ROOF


04/27/17

VOID

NO SCALE

SOIL RETAINER OPTIONS. SEE SPECS.

FORM UP BOTTOM OF BEAM AND REMOVEFORMS BEFORE BACKFILLING OR FORMVOID WITH CARTON FORMS.

STRUCTURE OVER VOID

GROUT

SOIL BARRIER MEMBRANE - 6" WIDE x 30# FELTSTRIP CONT. ALONG TOP OF RETAINER. LAPFELT AT JOINTS & SEAL W/ MASTIC. COMPLETELYCOVER RETAINER JOINTS.

2"x6" PRECASTSPACER AT JOINTSOF RETAINERS

TYPICAL DETAIL

RECTANGULAR VOID OPTION

SOIL RETAINER OPTIONS. SEE SPECS.

4" to 6" 3" TYP.

3"

TY

P3"

TY

P.

SE

E N

OT

ES

VO

ID D

EP

TH

NOTE:

1. FORM VOID SPACE WITH SOIL RETAINERSUNDER ALL STRUCTURE CONCRETE PIERCAPS, PILASTERS, GRADE BEAMS, ANDWALLS BELOW GRADE. ALL STRUCTURALCONCRETE (EXCEPT SLAB-ON-GRADESPECIFIED TO BE CAST ON EARTH) SHALLBE SEPARATED FROM EXPANSIVE CLAY.

2. CONTRACTOR SHALL PROTECT VOID BOXESAND PLACE CONCRETE IN A MANNER TOPREVENT COLLAPSE OF THE VOID BOX.COLLAPSED VOID BOXES SHALL BEREPLACED PRIOR TO PLACEMENT OFADDITIONAL CONCRETE.

NO SCALE

LOW P.I. FILL

EXTERIOR GRADE BEAM BACKFILL DETAIL WHERE LOWP.I. FILL DEPTH IS LESS THAN GRADE BEAM DEPTH

FORMED VOIDREFER TO TYPICALDETAIL.

LIMIT OFEXCAVATION

EXTERIORGRADE BEAM

TYPICAL DETAIL

1. BOTH FACES OF THE GRADE BEAMTO BE FORMED IN ACCORDANCEWITH EXPANSIVE CLAY NOTE #4.

2. IMMEDIATELY BACKFILL THEGRADE BEAM BEFORE PONDINGWATER CAN OCCUR. BACKFILLWITH ON SITE CLAY MATERIALSHAND-TAMPED IN 6" LIFTS TO 90PERCENT STANDARD PROCTORDENSITY @ 0 TO +4 PERCENT OFOPTIMUM MOISTURE CONTENT. ASDETERMINED BY ASTM D 698.

3. ALL TRENCHES OR OTHERDISTURBANCES IN THIS BACKFILLSHALL BE RECOMPACTED TOCOMPLY WITH THE SPECIFIEDBACKFILL MATERIAL.

SLOPEAWAY

C.J.

NO SCALE

LOW P.I. FILL

LIMIT OFEXCAVATION

EXTERIOR GRADE BEAM BACKFILL DETAIL WHERE LOW P.I.FILL DEPTH IS GREATER THAN GRADE BEAM

FORMED VOIDREFER TOTYPICAL DETAIL.

EXTERIORGRADE BEAM

TYPICAL DETAIL

1. BOTH FACES OF THE GRADE BEAMTO BE FORMED IN ACCORDANCEWITH EXPANSIVE CLAY NOTE #4.

2. IMMEDIATELY BACKFILL THE GRADEBEAM BEFORE PONDING WATERCAN OCCUR BACKFILL WITH ONSITE CLAY MATERIALS HAND-TAMPED IN 6" LIFTS TO 90 PERCENTSTANDARD PROCTOR DENSITY @ 0TO +4 PERCENT OF OPTIMUMMOISTURE CONTENT ASDETERMINED BY ASTM D698.

3. ALL TRENCHES OR OTHERDISTURBANCES IN THIS BACKFILLSHALL BE RECOMPACTED TOCOMPLY WITH THE SPECIFIEDBACKFILL MATERIAL.

SLOPEAWAY

C.J.

SLAB-ON-GRADE

SELECT FILL

BACKFILL W/ SELECT FILL TOMATCH SPECIFIED SELECTFILL UNDER SLAB FILL AROUND PIPES

PER MEPSPECIFICATIONS

PLUMBING PIPE

SOIL PREPARTION FOR TRENCHESUNDER SLAB-ON-GRADE

SECTION "A"

DUE TO THE EXPANSIVE CLAY SOILS THAT EXIST ON THIS SITE, CERTAIN CONSTRUCTION PRACTICES MUST BEFOLLOWED TO PREVENT DAMAGE TO THE FOUNDATIONS. THESE PROCEDURES ARE AS FOLLOWS:

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE DEPTH OF VOID SPACE SHOWN SEPARATINGTHE CONCRETE FROM UNDERLYING EXPANSIVE CLAY. USE OF CARDBOARD CARTON FORMS (VOID BOXES)IS THE INDUSTRY STANDARD PROCEDURE, BUT THE USE OF CARTON FORMS AS A FORM MATERIAL IS THECONTRACTOR'S OPTION. IF CARTON FORMS ARE USED INSTEAD OF STANDARD WOOD OR METAL FORMS,THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PREVENT ANY CRUSHING ORCOLLAPSE OF CARTON FORMS WHICH WOULD RESULT IN A VOID SPACE DEPTH LESS THAN THEDIMENSIONED DEPTH.

2. THE BUILDING SITE MUST BE GRADED AWAY FROM THE BUILDING FOUNDATIONS IN THE INITIAL STAGE OFCONSTRUCTION. THE BUILDING PAD MUST BE MAINTAINED AT THE SPECIFIED MOISTURE CONTENT DURINGCONSTRUCTION. STANDING PONDS OF WATER IN THE BUILDING FOUNDATION AREA WILL NOT BEACCEPTABLE.

3. IT IS ESSENTIAL THAT BACKFILL AROUND ALL GRADE BEAMS BE PLACED IMMEDIATELY AFTER THE GRADEBEAMS ARE CAST. IF RAIN OCCURS BEFORE THE BACKFILL IS PLACED, ALL OPEN EXCAVATIONS AROUNDGRADE BEAMS MUST BE PUMPED DRY IMMEDIATELY AND KEPT DRY AT ALL TIMES.USE SPECIFIED BACKFILL MATERIAL AGAINST ALL GRADE BEAMS, BACKFILL AGAINST OUTSIDE FACE OFPERIMETER GRADE BEAMS WITH ON-SITE CLAY MATERIALS, SEE 3 & 4/S301.

4. ALL GRADE BEAMS AND OTHER ELEMENTS BELOW GRADE SHALL BE FORMED STRAIGHT AND TO THELINES AND GRADES DETAILED. BACKFILL AS REQUIRED. DO NOT CAST SIDES AGAINST THE EARTHEXCAVATION. SEE 3 & 4/S301.

5. PROVIDE A VOID BETWEEN THE CLAY SOIL AND ALL STRUCTURAL CONCRETE PIER CAPS, PILASTERS,GRADE BEAMS, WALLS AND SLABS (AT OR BELOW GRADE) WHICH ARE SUPPORTED ON PIERS. ALLSTRUCTURAL CONCRETE, EXCEPT SLAB- ON-GRADE, SHALL BE SEPARATED FROM EXPANSIVE CLAY. SEE2, 3 & 4/S301.

6. IF CARTON FORMS ARE USED TO CONSTRUCT VOIDS, THEY MUST COMPLY WITH THE SPECIFICATIONS ANDTHE FOLLOWING INSTALLATION PROCEDURES:

A. PAY SPECIAL ATTENTION TO THE PLACING OF CONCRETE, TO PREVENT CRUSHING THE CARTON FORMS UNDER THE DEAD WEIGHT OF THE CONCRETE.

B. PROTECT THE CARTON FORMS FROM DESTRUCTION DUE TO RAIN WATER AND REPLACE THE CARTONFORMS IF THEY BECOME SATURATED AND WEAK.

C. USE END CAPS TO CAP OFF THE DISCONTINUOUS ENDS OF CARTON FORMS AT CORNERS AND PIERSTO PREVENT SOIL OR CONCRETE FROM ENTERING VOID. SEE A/CES-1.

D. BUTT CARTON FORMS INTO SIDES OF PIER. DO NOT LEAVE GAP BETWEEN FACE OF PIER AND CARTONFORM, BUT DO NOT ALLOW ANY PART OF CARTON FORM TO FALL WITHIN PIER CIRCUMFERENCE. ENDCAPS AT PIERS SHALL BE CIRCULAR. SEE A/CES-1.

E. JOIN CARTON FORMS TOGETHER TIGHTLY AT JOINTS AND COVER WITH SEAM PADS HELD IN PLACEWITH NAILS. DO NOT LEAVE GAPS BETWEEN UNITS. SEE 1/S301.

F. PLACE CARTON FORMS ON SMOOTH, LEVEL SURFACE.G. DO NOT PUNCTURE CARTONS WITH BAR CHAIRS. USE SAND PLATES OR SUSPEND REINFORCING

CAGES FROM THE TOP.

7. VOID DEPTH SHOWN ON THIS SHEET IS 6 INCHES.

FOUNDATION PROTECTION IN EXPANSIVE CLAY NOTES

LINE OF EXCAVATEDGRADE

PERIMETER OFEXCAVATION

FILL AS SPECIFIED

6" M

IN.

NO SCALE

SLAB-ON-GRADESEE GENERALNOTES

C/CES-1OR F/CES-1TYP.

7/S301

SUBGRADE PROFILE BELOW SLAB-ON-GRADE

TYPICAL DETAIL

DE

PT

H O

F F

ILL

SP

EC

IFIE

D

NO SCALE

PROVIDE SEAM PADS (HELDIN PLACE WITH 8d NAILS) ORTAPE JOINTS TO PREVENTCONCRETE FROM FLOWINGINTO SMALL GAPS (TYP.)

END CAP, USE TO SEAL EXPOSEDENDS, PREVENTING CONCRETEFROM FLOWING INTO END OF VOIDBOXES

SURE ROUND PIER VOIDSIZED TO FIT THE UPPERPORTION OF DRILLED PIER

WALL AND BEAM VOID

TYPICAL DETAIL

NOTE:GRADE SHALL BE SMOOTH, EVEN,LEVEL & DRY BEFORE INSTALLINGVOID BOXES. REFER TO VOIDDETAILS FOR APPLICATION.

CARTON FORMS

NO SCALE

SPECIFIED VAPOR BARRIEROVER PROTECTION BOARDOVER CARTON FORMS

SLAB ON VOID

TYPICAL DETAIL

NOTE:REPLACE CARTON FORMS THAT HAVE BEEN DAMAGED ORIF THEY BECOME SATURATED AND WEAK. TAKE SPECIALCARE TO PREVENT CRUSHING OF CARTON FORMSDURING PLACEMENT OF REINFORCING AND CONCRETE.

SE

E N

OT

ES

VO

IDD

EP

TH

SLAB VOID

NO SCALE

PROTECTIVE BOARD TOPREVENT PUNCTURESDURING CONSTRUCTION

STRUCTURAL SLAB VOID

TYPICAL DETAIL

NOTE:GRADE SHALL BE SMOOTH, EVENLEVEL & DRY BEFORE INSTALLINGVOID BOXES. REFER TO VOID DETAILSFOR APPLICATION.

"A"

PLUMBING PIPE

TRENCH BACKFILL SECTION @ EDGE OF BUILDING PAD

FILL AROUND PIPES PERMEP SPECIFICATIONS

COMPACTED CLAY PLUG IN TRENCH JUSTOUTSIDE GRADE BEAM. COMPACT IN 6"LIFTS PER CLAY BACKFILL NOTES. DONOT EXTEND UNDER GRADE BEAM.

SELECT FILL

LIMITS OF SELECT FILLBUILDING PADBEYOND TRENCH. SEEBUILDING PADPREPARATION NOTES

CLAY CAP BEYONDSEE DETAILS 3&4/S301.

TRENCH BACKFILLOUTSIDE BUILDING PERCIVIL SPECIFICATIONS

TYPICAL DETAIL

5"

SLOPE

3'-0"

© 2

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Phone: (214) 377-8662

KEY PLAN

A B

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Datum Project No.


Austin512-469-9490

4/2

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04-25-17

CORPUS CHRISTI


Author Checker


EXPANSIVE CLAY SOILDETAILS

S301

16146

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

5 7

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

9 10

6


04/27/17

NO SCALE

T.O.S.C. EL. =

NO SCALE

T.O.S.C. EL.

TOP OF PIER EL.

SEE PIER SCHEDULEFOR SHAFT DIAMETERAND REINFORCING

SPIRAL OR TIES AS SCHEDULED.PROVIDE ONE COMPLETE FLATTURN TOP AND BOTTOM

EVENLY DISTRIBUTE SIDE SPACERSAROUND THE REBAR CAGE. REFER TOMANUFACTURER'S RECOMMENDATIONSFOR QUANTITY AND SPACING, BUTPROVIDE 3 SIDE SPACERS AT BOTTOMOF CAGE & AT 10' O.C. MAXIMUMSPACING AS A MINIMUM.

PROVIDE END SPACERS ATBOTTOM OF CAGE. REFER TOMANUFACTURER'SRECOMMENDATIONS FORQUANTITY AND SPACING, BUTPROVIDE 2 END SPACERS ONOPPOSITE SIDES AT BOTTOMOF CAGE AS A MINIMUM.

DOWELS TO GRADE BEAM OR WALLARE SAME SIZE AND NUMBERAS VERTICAL BARS IN PIER

REFER TO DETAIL5/S302 FOR PIERINFORMATION

DRILLED PIER WITH UNDERREAMED SHAFTGRADE BEAM OR WALL TO PIER

5 6

TYPICAL DETAIL TYPICAL DETAIL

NOTE TO CONTRACTOR:VERIFY BEARING STRATUMCONFORMS WITH DRILLED PIERNOTES.

SEE PIER SCHEDULE

BELL DIAMETER

3"

CLE

AR

6" D

IM.

1' -

0"

CLE

AR

IS 1

2'-0

" F

OR

ES

TIM

AT

ING

PU

RP

OS

ES

ES

TIM

AT

ED

DE

PT

H T

O B

EA

RIN

G S

TR

AT

UM

PIT

CH

DIAMETER

SHAFT

3" CLEAR

30.00°

DIA

ME

TE

R

30

BA

R

DIA

ME

TE

R

30

BA

R

2"

RE

FE

R T

O S

EC

TIO

N

SEE PLAN AND / OR DETAILSFOR TOP OF PIER ELEVATION

1. PIER DRILLING MUST BE INSPECTED BY THE OWNER'S GEOTECHNICAL ENGINEER.CONTRACTOR SHALL CONTACT THE GEOTECHNICAL ENGINEER AT LEAST 2DAYS IN ADVANCE OF DRILLING TO COORDINATE INSPECTION.

2. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE VALUE OF 7,500 POUNDSPER SQUARE FOOT TOAL LOAD OR 5,000 POINDS PER SQUARE FOOT DEADLOAD PLUS SUSTAINED LIVE LOAD. PREPARED BY TOLUNAY - WONGENGINEERS, DATED APRIL 20, 2017.

3. BEARING STRATUM SHOWN ON THE PIER DETAILS IS STIFF FAT CLAY.

4. DISTRIBUTION OF THE VARIOUS PIER TYPES IS INDICATED ON THE PIER PLAN.

5. PIER SIZES, REINFORCING, AND DEPTHS ARE SHOWN IN THE PIER SCHEDULE ONSHEET S302.

6. THE CONTRACTOR SHALL VERIFY DEPTHS OF PIERS BEFORE PIER STEEL IS CUT.PIER STEEL SHALL BE DELIVERED TO THE JOBSITE IN STANDARD STOCKLENGTHS AND CUT AS REQUIRED BY THE ACTUAL FIELD MEASURED DEPTH OFTHE PIER. SPLICES IN VERTICAL REINFORCING SHALL BE 64 BAR DIAMETERS,AND REINFORCING SHALL EXTEND TO 3 INCHES FROM BOTTOM OF HOLE,UNLESS SHOWN OTHERWISE.

7. THE CONTRACTOR SHALL TAKE ACCURATE MEASUREMENTS OF THE DEPTH OFPENETRATION INTO THE BEARING STRATUM, TO BE ASSURED OFCONFORMANCE WITH THE DEPTH OF PENETRATION REQUIRED BY THE PIERSCHEDULE, AND SUBMIT A REPORT OF DEPTHS OF PENETRATION DRILLED TOTHE ENGINEER.

8. REINFORCING STEEL SHOP DRAWINGS SHALL INCLUDE DRAWINGS FOR PLACINGOF TEMPLATES TO SET DOWELS IN PIERS.

9. PIER HOLES SHALL BE COMPLETED AND FILLED WITH CONCRETE WITHIN 8HOURS AFTER THE START OF ANY DRILLING IN THE PENETRATION ZONE.

10. ELEVATION OF TOP OF PIERS, WHERE NOT GIVEN, IS AT THE BOTTOM OF THEDEEPEST INTERSECTING BEAM OR WALL SUPPORTED BY THE PIER.CONTRACTOR SHALL CALCULATE ALL TOP OF PIER ELEVATIONS BEFOREPROCEEDING WITH THE PIER DRILLING OPERATION.

11. REMOVE EXCESS CONCRETE AT THE TOP OF THE PIER BEYOND THE LIMITS OFTHE PIER DIAMETER. FORM SIDES OF PIER EXTENSIONS TO THE SAME DIAMETERAS SHAFT BELOW, AVOIDING OVERHANGS IN EXPANSIVE CLAY. USE SUREVOIDCOMMERCIAL SURETOP OR SONOTUBE COLLAR FORMS AT TOP OF EACH HOLETO MAINTAIN SHAPE.

12. DRILL PIERS AFTER ALL SOIL TREATMENT, FILLING, AND COMPACTION HAVEBEEN COMPLETED IN THE AREA TO BE DRILLED. DISTURBED AREAS SHALL BERECOMPACTED.

13. CONTRACTOR SHALL PROVIDE ADDITIONAL PIER REINFORCING STEEL (TIES,SPIRALS AND/OR VERTICAL REINFORCING), AS REQUIRED TO FACILITATEPLACEMENT OF THE REINFORCING CAGE WITHOUT BUCKLING, COLLAPSING OREXCESSIVE DEFLECTION.

14. PIERS SHALL NOT BE LARGER THAN THE DIAMETER SHOWN (PLUS 2-INCHTOLERANCE) IN ORDER TO LIMIT SURFACE AREA IN CONTACT WITH EXPANSIVECLAY.

15. WHERE TWO PIERS ARE CLOSER TOGETHER THAN TWO TIMES THE DIAMETER OFTHE LARGER PIER (CLEAR DISTANCE), WAIT AT LEAST 24 HOURS AFTERCASTING THE FIRST PIER BEFORE DRILLING THE SECOND.

DRILLED PIER NOTES:

NOTE: ROUND TIES THUS: MAY BE USED IN LIEU OF SPIRALS. BARSIZE WILL REMAIN THE SAME. SPACING OF THE TIES SHALL BE 12" O.C.BAR LAP SHALL BE 48 BAR DIAMETERS. (PROVIDE 48 BAR DIA. LAP SPLICE)

SHAFTDIAMETER

VERTICALBARS

SPIRALS

NOTE:SEE PIER SCHEDULE FOR SIZE OF PIERS USED ON THISPROJECT.

STANDARD PIERREINFORCING SCHEDULE

12" 1#9 -

18" 6#5 #3@6

24" 6#6 #3@6

30" 6#7 #3@12

36" 6#9 #3@12

42" 7#9 #4@12

48" 9#9 #4@12

54" 9#10 #4@12

60" 9#11 #5@18

66" 12#11 #5@18

72" 13#11 #5@18

BAR LAP

2 3

T.O.S.C. EL.

TOP OF PIER EL.

BASEPLATE & COLUMNREFER TO PLAN & SCHEDULES

C.L. COLUMN & PIER

REFER TO DETAIL 5/S302FOR PIER INFORMATION

CONT. GRADE BEAMREINF. THRU PIER CAP

HOOKED DOWELS ARE SAME SIZEAND NUMBER AS PIER REINFORCINGEXTEND DOWELS TO TOP OF GRADE BEAM

INTERIOR COLUMN OVER GRADE BEAM ABOVE PIER

TYPICAL DETAIL

1'-0

"

FORM W/ SONOTUBE

FIN. GRADE

TEMPLATE BY MFR.

SECTION `A'

8#6 VERT.

SE

CT

ION

'A'

NO SCALE

#3 SPIRAL @6" PITCHPROVIDE ONE COMPLETEFLAT TURN TOP AND BOTTOM

POLE, BASE PLATEAND ANCHOR BOLTSBY MFR.


PROVIDE END SPACERS AT BOTTOM OFCAGE. REFER TO MANUFACTURER'SRECOMMENDATIONS FOR QUANTITY ANDSPACING, BUT PROVIDE 2 END SPACERSON OPPOSITE SIDES AT BOTTOM OFCAGE AS A MINIMUM.

SMOOTH FINISHCONCRETE W/3/4" CHAMFER

LIGHT POLE PIER DETAIL

TYPICAL DETAIL

2'-6"

3" C

LR.

6" C

LR.

12'

-0"

MIN

. LE

NG

TH

2"2"

TY

P.

2'-6

" C

LR.

CLR.

3"

FORM W/ SONOTUBE

FIN. GRADE

TEMPLATE BY MFR.

SECTION `A'

8#6 VERT.

SE

CT

ION

'A'

NO SCALE

#3 SPIRAL @6" PITCHPROVIDE ONE COMPLETEFLAT TURN TOP AND BOTTOM

POLE, BASE PLATEAND ANCHOR BOLTSBY MFR.


PROVIDE END SPACERS AT BOTTOM OFCAGE. REFER TO MANUFACTURER'SRECOMMENDATIONS FOR QUANTITY ANDSPACING, BUT PROVIDE 2 END SPACERSON OPPOSITE SIDES AT BOTTOM OFCAGE AS A MINIMUM.

NOTE:PIER DESIGN BASED ON 30FT. VALMONT TYPE 8OOA300-P2 LIGHT POLE. IF ADIFFERENT POLE IS USED,NOTIFY ENGINEER PRIOR TODRILLING PIERS. SEEELECTRICAL SITE PLAN FORLOCATIONS.

SMOOTH FINISHCONCRETE W/3/4" CHAMFER

LIGHT POLE PIER DETAIL

TYPICAL DETAIL

24" DIA.

3" C

LR.

6" C

LR.

12'

-0"

MIN

. LE

NG

TH

2"2"

TY

P.

4'-0

" C

LR.

CLR.

3"

8"

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

1"

C.L. PIER & COL.

SEE PLAN FOR GRADE BEAMSECTIONS. SEE S304 FORPILASTER DIMENSIONS

OFFSET BASE PL AS SHOWN.

8"


1"

C.L. PIER & COL.

SEE PLAN FOR GRADE BEAMSECTIONS. SEE S304 FORPILASTER DIMENSIONS

OFFSET BASE PL AS SHOWN.

5"

SEE 5/S303 FOR BLOCKOUT

1'-0

"


© 2

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

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hristi

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16578

04-25-17

CORPUS CHRISTI


Author Checker


BELLED PIERSS302

16146

11

5 6

PIER SCHEDULE - BELLED

TYPESHAFT

DIAMETERBELL

DIAMETERVERTICAL

BARS SPIRALS

P1 18" 3'-0" SEESCHED.

SEESCHED.


SEESCHED.


SEESCHED.


SEESCHED.


SEESCHED.


SEESCHED.

3/4" = 1'-0" 12

3/4" = 1'-0" 15 3/4" = 1'-0" 16


04/27/17

VAPOR BARRIER

NOTES:1. LIMIT SIZE OF POURS TO 10,000 S.F.2. LOCATE ALL CONSTRUCTION AND SAWN CONTROL JOINTS WHERE THEY WILL NOT

BE DETRIMENTAL TO SENSITIVE FLOORING MATERIALS, SUCH AS V.C.T., CERAMICTILE, OR EPOXY FLOORING. LOCATE JOINTS IN INCONSPICUOUS AREAS, NOT INHIGHLY VISIBLE OR HIGH TRAFFIC AREAS.

3. IF METAL FORMS ARE USED, REMOVE THEM BEFORE POURING ADJACENT SLAB.4. ALLOW A MINIMUM OF 3 DAYS BETWEEN PLACEMENT OF ADJACENT SEGMENTS.

CONSTRUCTION JOINT

SUBSLAB MATERIALSEE SPECIFICATIONS

STOP SLABREINF. AT JOINT

3/4" DIA. X 2'-0"SMOOTH BARS @ 18"CENTERED @ JOINT

SLAB-ON-GRADE NOTES:1. SEE PLAN AND GENERAL NOTES FOR THICKNESS OF SLAB (T) AND REINFORCING.2. LAP REINFORCING 30 BAR DIA. MINIMUM OR TWO CROSSTIES FOR WIRE MESH.3. SEE SPECIFICATIONS FOR SUPPORT OF REINFORCING.4. SEE OTHER DETAILS FOR CONDITIONS AT GRADE BEAMS, COLUMNS AND

EXPANSION JOINTS.

NON-EXPOSED SLAB-ON-GRADE TYPICAL DETAIL

T

1 1

/4"

CLR

.

T/2

CONTR.JOINT

POURSTRIP

NO SCALE

3/4" DIA. X 2'-0"SMOOTH BARS @ 18"

EDGE TO 1/8" RADIUSEACH SIDE OF JOINT

SUBSLAB MATERIALSEE GENERAL NOTESAND SPECIFICATIONS

1/4" WIDE JOINT.TOOL OR SAWCUT

CUT AND REMOVE 4" WIDESTRIP OF ALTERNATE WIRESOR BARS AT CONTROL JOINT

FILL JOINT WITHELASTOMERIC SEALANTSEE SPECIFICATIONS

VAPOR BARRIERSEE SPECIFICATIONS

CONSTRUCTIONJOINTS

CONTROL JOINTSTYPICAL

COLUMN CENTERLINESTYPICAL

STOP SLAB REINF.AT JOINT

SLAB-ON-GRADE NOTES:1. SEE PLAN AND GENERAL NOTES FOR THICKNESS OF

SLAB (T) AND REINFORCING.2. REINFORCING TO BE LAPPED 30 BAR DIA. MINIMUM OR

TWO CROSSTIES FOR WIRE MESH.3. SEE SPECIFICATIONS FOR SUPPORT OF REINFORCING.4. SEE OTHER DETAILS FOR CONDITIONS AT GRADE

BEAMS, COLUMNS AND EXPANSION JOINTS.

NOTES:1. JOINTS ARE REQUIRED IN ALL EXPOSED SLABS AT A MAXIMUM SPACING OF AS

SHOWN IN NOTE EACH WAY. LOCATE JOINTS ON COLUMN CENTERLINES.2. LOCATE ALL CONSTRUCTION AND SAWN CONTROL JOINTS WHERE THEY WILL

NOT BE DETRIMENTAL TO SENSITIVE FLOORING MATERIALS, SUCH AS V.C.T.,CERAMIC TILE, OR EPOXY FLOORING. LOCATE JOINTS IN INCONSPICUOUSAREAS, NOT IN HIGHLY VISIBLE OR HIGH TRAFFIC AREAS.

3. SAW CUTS ARE TO BE MADE AS SOON AS SLAB CAN SUPPORT WORKERS ANDEQUIPMENT AND BEFORE SHRINKAGE CRACKS OCCUR.

4. CLEAN JOINTS BEFORE FILLING WITH SEALANT.

NOTES:1. SLABS SHALL BE POURED IN A STRIP PATTERN WITH

WIDTHS NOT EXCEEDING THAT SHOWN IN NOTES.2. IF METAL FORMS ARE USED, REMOVE THEM BEFORE

POURING ADJACENT SLAB.

NOTES:1. PROVIDE A CONSTRUCTION OR A CONTROL JOINT

ON THE CENTERLINES OF COLUMNS, ONLY IFDIAMOND BLOCKOUTS ARE USED.

2. INFILL STRIPS CAN BE PLACED AFTER INITIALSLAB STRIPS HAVE CURED FOR 3 DAYS.

CONTROL JOINT (CT.J.) CONSTRUCTION JOINT (C.J.)

EXPOSED SLAB-ON-GRADE TYPICAL DETAIL

SCHEMATIC POUR STRIP LAYOUT

T

T/4

T

1 1

/4"

CLR

.

T/2

MA

X.

20

'-0

"

PIER, PIER CAPOR FOOTING.SEE PLAN

T.O.S.C. EL.

FILL BLOCKOUT WITHCONCRETE AFTERCOLUMN IS PLACED

2#3 X .

SLABCONSTRUCTION ORCONTROL JOINTS

COLUMN, BASE PLATEAND ANCHOR BOLTS.SEE PLAN ANDSCHEDULE FOR SIZE

SLAB BLOCKOUT

PLAN

ELEVATION

SLAB BLOCKOUT FOR WIDE FLANGE COLUMN

TYPICAL DETAIL

2" C

LR.

45.0

0°

45.0

0° CENTER LINE OF WALL

REFER TO ARCHITECTURALDRAWINGS FOR LOCATION

#3@18"

SLAB-ON-GRADE STIFFENER BEAM

TYPICAL DETAIL

.

8"

1'-0

"

EQ EQ

-

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"

SMALL SLAB-ON-GRADE BLOCKOUT

ADD 1#3X2'-0" DIAG. AT EA.CORNER OVER TOP OF SLABREINF.

DRAPE SLAB REINF. AROUNDSLAB BLOCKOUTS WHEREPOSSIBLE

REPLACE ALL CUT BARS WITHSAME SIZE BAR & 30 DIA.EXTENSION EA. SIDE OF OPNG.

TYPICAL DETAIL

1'-0"

1'-0"

1

1

_X @ _WITH 1#4 CONTINUOUS

NO SCALE

#4@12" VERT. EA. FACE

3 1/2" WIDE X 1 1/2"DEEP SHEAR KEY, TYP.

#4@12"

#4@12" HORIZ. EA. FACE

3#4 CONT.

OPTIONALCONSTRUCTIONJOINT

1#4 CONT.

DRAPE REINFORCING

CONT. WATERSTOP,SEE SPECS.

SLAB DEPRESSION UP TO 3"

SLAB DEPRESSION GREATER THAN 3" TO 18"

SLAB DEPRESSION GREATER THAN 18" TO 36"

DROP IN SLAB-ON-GRADE

TYPICAL DETAIL

8"

-

1'-0"

-

2'-0"

3'-0

" M

AX

.1'-0

"

4" 10" 1'-0"

CENTER LINE OF LOADBEARING CMU, WALL REFERTO ARCHITECTURALDRAWINGS FOR LOCATION

STIFFENER BEAM AT CMU WALL

#3@12"

4#4 CONT. TOP & BOT.

DRILL & GROUT DOWELS.SEE GENERAL NOTES.DOWEL SIZE AND SPACINGTO MATCH WALLREINF.

TYPICAL DETAIL

1'-0

"8"

8"

EQ EQ

SLAB BLOCKOUT, SEE7/S303 FOR CORNERREINFORCING

2" TEMPORARY CONCRETECAP OVER PIPE

SLAB-ON-GRADE


SAND FILL

PIPE TO EXTEND ABOVEBOTTOM OF SLAB ANDBE CAPPED BELOW 2"CONCRETE CAP

SLAB WILL BE USED AS ACASTING BED FOR CONCRETETILT-UP PANELS. THEREFORE,ALL PLUMBING MUST BE CAPPEDUNTIL PANELS ARE ERECTED.

TEMPORARY PLUMBING CAP DETAIL

TYPICAL DETAIL

1. THE BUILDING PAD PREPARATION REQUIREMENTS ARE BASED ON THE GEOTECHNICAL REPORTPREPARED BY PSI, DATED DECEMBER 29, 2016.

2. STRIP ALL VEGETATION, ORGANIC TOP SOIL AND CLAY WITHIN THE BUILDING LINES AND 5 FEET BEYOND,TO A DEPTH OF 6 FEET BELOW EXISTING GRADE.

3. JUST PRIOR TO FILL PLACEMENT, SCARIFY EXPOSED SUBGRADE AND COMPACT TO 92 PERCENT OF THEMAXIMUM DENSITY (TEST METHOD ASTM D-698) AT A MOISTURE CONTENT OF 0 TO +4 PERCENT ABOVEOPTIMUM. WHERE EXPOSED SUBGRADE IS PREDOMINANTLY LIMESTONE, PROOF ROLL TO DETECT ANYSOFT SPOTS AND REMOVE THE SOFT MATERIALS.

4. PLACE AND COMPACT SELECT FILL TO THE REQUIRED ELEVATION. SELECT FILL SHALL HAVE AMAXIMUM PLASTICITY INDEX BETWEEN 7 AND 20, WITH A LIQUIED LIMIT LESS THAN 40. PLACE FILL IN LIFTSNOT TO EXCEED 8" (LOOSE MEASURE), COMPACTING EACH LIFT TO 92 PERCENT OF MAXIMUM DENSITYAT A MOISTURE CONTENT OF 0 TO +4 PERCENT ABOVE OPTIMUM.

5. CONTRACTOR SHALL CONTACT THE OWNER'S GEOTECHNICAL ENGINEER AT LEAST 7 DAYS BEFORE THESTART OF FILLING OPERATIONS FOR THE BUILDING PAD. COMPACTION AND MOISTURE CONTENT OFSUBGRADE AND EACH LIFT OF FILL SHALL BE TESTED BY THE GEOTECHNICAL ENGINEER (OR HISDESIGNATED REPRESENTATIVE) AND APPROVED BEFORE PLACING NEXT LIFT. ADJUST MOISTURECONTENT AND RECOMPACT WHERE REQUIRED.

6. SELECT FILL PLACED OUTSIDE THE GRADE BEAM LINES SHALL BE REMOVED AND REPLACED WITH ON-SITE CLAY BACKFILL.

8. SELECT FILL MATERIAL WHICH IS NOT PURCHASED FROM AN APPROVED PLANT, SUCH AS ON-SITE ORPRIVATELY OWNED PIT MATERIAL, MUST BE CONTINUOUSLY MONITORED BY AN APPROVED TESTINGLABORATORY HIRED AND PAID BY CONTRACTOR.

9. SELECT FILL MATERIAL MUST PROVIDE A SOLID WORKING PAD FOR OTHER TRADES DURING WETWEATHER. ALL SOFT SPOTS MUST BE RECOMPACTED PRIOR TO CONCRETE PLACEMENT. IF ON-SITE ORPRIVATE PIT MATERIAL IS USED, PLANT MATERIAL CONFORMING TO TXDOT TYPE A, GRADE 1 ISREQUIRED FOR THE TOP LIFT.

10. ANY TRENCHES OR OTHER DISTURBANCES TO THE BUILDING PAD PREPARATION BY OTHER TRADESSHALL BE REPAIRED IN ACCORDANCE WITH DETAIL 5/S301.

BUILDING PAD PREPARATION

1. TYPICAL FLOOR SLAB SHALL BE 5-INCH THICK CONCRETE SLAB-ON-GRADE OVER SPECIFIED VAPORBARRIER OVER PREPARED FILL PER BUILDING PAD PREPARATION NOTES.

2. REINFORCE SLAB WITH #3@12" O.C., E.W., PLACED 1 1/4" CLEAR FROM TOP OF SLAB. IN LINE TRUCK ANDSERVICE AREAS SHOWN, FLOOR SLAB SHALL BE 8 INCH THICK SLAB-ON-GRADE OVER SPECIFIED VAPORBARRIER OVER PREPARED FILL. REINFORCE WITH #5@12" TOP AND BOTTOM EACH WAY.

3. SLABS-ON-GRADE POURS SHALL NOT EXCEED 10,000 SQUARE FEET.

4. PROVIDE ONE OF THE FOLLOWING JOINTS ON THE CENTER LINES OF ALL COLUMNS AND AT A MAXIMUMSPACING OF 20 FEET ON CENTER, EACH WAY, WHERE CONCRETE SLAB IS EXPOSED. SEE 3/S303.

A. CONSTRUCTION JOINTS WHERE DETAILED ON DRAWINGS.

B. SAW-CUT CONTROL JOINTS ELSEWHERE. DEPTH SHALL BE A MINIMUM OF 1/4 OF THE SLAB THICKNESS. SAW CUTS SHALL BE MADE AS SOON AS SLAB CAN SUPPORT WORKERS AND EQUIPMENT AND BEFORE SHRINKAGE CRACKS OCCUR.

C. ALIGN CONSTRUCTION AND CONTROL JOINTS WITH JOINTS IN FLOOR TILE.

5. A METAL CONSTRUCTION JOINT FORM MAY BE USED. REMOVE METAL FORMS BEFORE PLACING SECONDPOUR.

SLAB-ON-GRADE

1'-0" MIN.

2" M

IN.

12"x12" MAX. BLOCKOUTFOR DRAIN

2#3 CONT. EACH WAYTHRU BLOCKOUT

NOTE:DO NOT CUT SCHEDULEDOR DETAILED SLABREINFORCING

N.S. GROUT

PLAN

BLOCKOUT IN SLAB AT FLOOR DRAIN

TYPICAL DETAIL

© 2

016 M

oody/

Nola

n I

nc.



Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:02:0

6 A

MC

:\U

sers

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\Revit

2016 L

oca

l\16146 A

EP

Corp

us C

hristi

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truct

_kt

hib

odeaux.r

vt

16578

04-25-17

CORPUS CHRISTI


Author Checker


SLAB-ON-GRADE TYPICALDETAILS

S303

16146

NO SCALE 1 3

NO SCALE 5 NO SCALE 6 NO SCALE 7

NO SCALE 9

NO SCALE 14NO SCALE 13 NO SCALE 15

3/4" = 1'-0" 11


04/27/17

MARK SIZE A B C

DOWEL SCHEDULE

A

B

C

NOTES:

1. SCHEDULED DOWELS ARE MARKED "DWL." ON THE SECTIONS ANDDETAILS.

2. DOWEL SPACING TO BE THE SAME AS VERTICAL BEAM OR WALLREINFORCEMENT UNLESS OTHERWISE NOTED ON DETAILS.

3. DOWELS WITH "THD" IN "SIZE" COLUMN SHALL BE THREADED DOWELSWITH APPROVED DOWEL BAR ANCHORS PER SPECIFICATIONS

4. FOR TILT WALL PANELS USE 4" LTL2.

DWL. A #4 8" 3'-0" ---

DWL. B #4 3'-0" 3'-0" ---

DWL. C #4 --- 4'-0" ---

DWL. D #6 THD. --- 4'-0" ---

DWL. E #4 THD. --- 3'-0" ---

DWL. F #4 THD. --- 6'-0" ---

15 BAR DIA.

PIER, SEE PLAN

BEAM BEYOND

(L1 > L2)

STD. 90°HOOKS DO NOT SPLICE TOP BARS IN

FIRST INTERIOR SPAN

DO NOT SPLICE BOTTOMBARS AT FIRST INTERIORSUPPORT

FACE OFPIER

ADDITIONAL BARS TOP& BOT. AS NOTED ONPLANS OR SECTIONS

BARS CONT.TOP & BOT.

GRADE BEAM ELEVATION

TYPICAL DETAIL

3" 2"

L1

L1/2 L1/3 L1/3

L2

L

1/8 L 3/4 L 1/8 LSPACINGSTIRRUP

2"

C.L. PIER

T.O. PIER EL.

TOP OF NEXTPIER EL.

BEAMREINFORCINGSEE SECTIONS

ELEVATION

CHANGE IN DEPTH OF GRADE BEAM OR WALL

TYPICAL DETAIL

NOTE:CORNER CONDITION SIMILAR.STOP BARS 3" FROM CORNERAND PROVIDE CORNER BARS.

2"

15 BAR DIA.

PIPE SLEEVE PER SPECS. SEE MEPAND CIVIL FOR INFO. NOT SHOWN.(LOCATE IN MIDDLE THIRD OF SPAN).

DETAILED ORSCHEDULEDBEAM REINFORCING

ADDN'L. BEAMSTIRRUP EA. SIDEOF SLEEVE

2-#5X4'-0" TOP ANDBOTTOM OF SLEEVE

INCREASE BEAM DEPTHAS REQ'D. TO MAINTAINMIN. 6" CONCRETEBELOW BOTTOM OF PIPESLEEVE

NOTES:1. CONDUIT AND PIPING MAY NOT BE PLACED PARALLEL TO AND INSIDE OF BEAM FORMS OR TRENCHES.2. IF PIPE IS BEING CAST INTO A GRADE BEAM, SLEEVE MAY BE OMITTED IF PIPE IS WRAPPED WITH 1/2" THICK COMPRESSABLE MATERIAL.3. NOTIFY ENGINEER IF DIMENSIONED CONDITIONS CANNOT BE MET.

SLEEVE THROUGH GRADE BEAM

TYPICAL DETAIL

6"D

/4 9

" M

IN.

SC

HE

DU

LED

DE

PT

H D

DE

TA

ILE

D O

R

1#4X4'-0" LAP W/ 1#4 CONT.

SEE S605 FOR ADDN'LBEAM INFO. & 4/S304FOR SLEEVE INCONCRETE BEAM DETAIL

SEE MEP FORSIZEAND LOCATION OFPIPE

PIPE PENETRATION THROUGH SLAB

TYPICAL DETAIL

EQ

.

1/2" EXPANSIONJOINT MATERIAL

CONCRETEWALK SEE CIVIL

THICKEN WALKAS REQUIRED

SEE CIVIL FORSUBSLAB PREPARATION

DW. C@12" AT DOORS

SEE SECTIONSFOR BEAM

EXTERIOR WALK TO GRADE BEAM

TYPICAL DETAIL

SLOPE MIN

.2"

CLR

.

CONSTRUCTION JOINT WITHIN2'-0" OF C.L. OF SPAN

4 ADDITIONALSTIRRUPS

BEAM REINF.CONTINUOUSTHROUGHCONSTRUCTIONJOINT

BEAM VERTICAL CONSTRUCTION JOINT

ELEVATION

TYPICAL DETAIL

6" 6" 6" 6"

1/3

"D

"

WIDTH = BEAM WIDTH - 6"3 1/2" DEEP SHEAR KEY

2"

STANDARD 90° HOOK

BEAM REINFORCINGSEE SCHEDULEOR SECTIONS

MAXIMUM 1:6 SLOPEIN BENT TOP BARS

BEAMREINFORCINGSEE SCHEDULEOR SECTIONS

2#5 ADDITIONALBARS FOR EACH BENTTOP BAR LOCATED ATBOTTOM OF SLOPE INTOP BAR

ELEVATION

DEEP DROP IN TOP OF BEAM

ELEVATION

SHALLOW DROP IN TOP OF BEAM

TYPICAL DETAIL

1'-6" 2"

5"

3" D

RO

P

3" D

RO

P>

<

1 1/2" DEEP

CONTINUOUS KEY

#4@16" X

CONSTRUCTION JOINT SLAB-ON-GRADE TO GRADE BEAM

TYPICAL DETAIL

2'-0"

SLOPESLOPE

8"


T.O.S.C. EL.

7#3 CONT.

#3X @ 12"

1 5/8" GALV. BAR GRATING

PREFAB METAL PAN& GRATE. SEE SPEC'S.

TRENCH DRAIN

SEE MEP FORTRENCH DRAINS

TYPICAL DETAIL

NOTE:PROVIDE 2#4X4'-0" DIAGONAL SLAB BARSEA. CORNER, EA. END OF TRENCH

NOTE:COORDINATE TRENCHDEPTH WITHMANUFACTURER

6" 6"

6"

BRICK LUG

C.L. PIER

GRADE BEAM

BASE PLATE

FLUSH W/ LUG

#3 x @ 6" VERT.W/ 4#6 VERT.

C.L. PIER

EXTERIOR PIER

TYPICAL DETAIL

PLAN

SEE

2"

C.L. PIER

SEE 13/S304

BASE PLATEFLUSH W/ LUGON 2 SIDES

OUTSIDE CORNER PIER

TYPICAL DETAIL

SEE PLAN

SE

E P

LAN

EXTEND BEAM REINF.TO BACK OF PILASTERPER 10/S304

C.L. PIER

#3 x @ 12"W/ 3#6 VERT. EXTEND BEAM REINF.

TO BACK OF PILASTERSEE 10/S304

C.L. PIER

BASE PLATEFLUSH W/ LUGON 1 SIDE

INSIDE CORNER PIER

TYPICAL DETAIL

2" TYP.

PLAN

SEE

PLA

N

SE

E

#3 x @ 12"W/ 5#6 VERT.

3 STIR. @ 3"

2#6 TOP &BOTTOM

KEY SHALL BE 2" DEEP XFULL WIDTH & DEPTH OFGRADE BEAM

SEE SECTIONS FORBEAM SIZE &REINFORCING

CONSTR. JOINT @ EXTERIOR PORCH BEAM

TYPICAL DETAIL

3'-6" CORNER BARS

PLAN

CORNER BARSEA. FACE TOMATCH BARS INDISCONTINUOUSMEMBER

CORNER BARS EACH FACE TOMATCH SMALLER BAR ATINTERSECTION.

DETAILED REINFORCINGSTOP 2" SHORT OFFORM,TYP.

CORNER BARS AT WALL OR GRADE BEAM INTERSECTION

TYPICAL DETAIL

NOTES:1. PROVIDE CORNER BARS TO MATCH SIZE AND LOCATION OF ALLHORIZONTAL GRADE BEAM AND WALL BARS EXCEPT HOOKED TOPAND BOTTOM BARS.2. CORNER BARS ARE NOT REQUIRED WHEN BEAM OR WALL BARSHAVE HOOKED ENDS. TURN HOOKS SIDEWAYS.

EACH LEG (TYP.)

30 BAR DIAMETER

EA

CH

LE

G (

TY

P.)

30

BA

R D

IAM

ET

ER

(24"

MIN

.)

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Phone: (214) 377-8662

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Datum Project No.


Austin512-469-9490

4/2

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04-25-17

CORPUS CHRISTI


Author Checker


TYPICAL FOUNDATIONDETAILS

S304

16146

NO SCALE 16


NO SCALE 5 NO SCALE 6 NO SCALE 7 NO SCALE 8

NO SCALE 11NO SCALE 12




04/27/17




FINISH GRADEVARIES, SEE CIVIL






C.L. WALL/GRADE BEAM

1'-0

"

3'-0

"

NOTE: SEE 4/S605 FOR INFO. NOT SHOWN.


1'-0

"

3'-0

"


GR

AD

E8"

SLA

B O

N

GR

AD

E5"

SLA

B O

N


8"

3'-0

"


GR

AD

E T

YP

.5"

SLA

B O

N

POCKET

1'-2"

6

1

#3X TO MATCHSTIRRUP SPACINGW/2#6 CONT. TOPTYP. EA. SIDE

REINF.6#8 CONT. T&B#3 STIRRUPS (4 LEGS)1@2", R@11"

PACK W/ N.S.GROUT AFTERWALL IS IN PLACE

SEE PANEL ELEVATIONFOR REINF.

1" JOINT

DWL-B @ 12"W/ 1#4 CONT.

9'-0

" M

AX

.8"

MIN

.3'-6

"

1'-0

"

DWL. B @ 8"W/ 1# 4 CONT.

SLOPESLAB

SIM.

3/S605

EXTERIOR WALK TO GRADE BEAM

TYPICAL DETAILNO SCALE

1'-0" 1'-0"

2'-0

"

EXTERIORINTERIOR

REINF.:2#6 CONT. TOP & BOT.W/ #3 STIR. @ 10"

#3 x 5'-0" @ 18" DWL. A @ 18"

NOTE:

EXTERIOR CONDITION APPLIES AT NON PIER-SUPPORTED SITE STRUCTURES ONLY. REFER TO BUILDING SECTION FOR GRADE BEAM DIMENSIONS AND REINF.

GRADE BEAM @ ROLL-UP DOOR

CONTINUE REINF.FROM 2/S603

1" JOINT

SLOPE

PAVING, SEE CIVIL

DWL. C @ 12"

DWL. B @ 12" W/1#5 CONT.

5'-0"

DOOR SWING + 1'-0"

DOOR SWING + 1'-0"x

SLOPE1/4"/FT.

FACE OF BLDG.

GRADE BEAMSEE SECTION

5"

1'-6

"

8"

1" JOINT

#4 @ 10"EACH WAY

2#4 CONT.

DWL. C @ 12"

#4 x @ 10"2'-0"

8"2'-4

"

2'-0"

REINF.:12#6 CONT.DISTRIBUTEDAS SHOWN W/#3 TIES 1@2 R@10

WIND BRACECOLUMN BEYOND

#5 x

HOOK TOP REINF.AT RECESS

8" M

IN.

TYP.8"

99'-8 7/8"EL. @ LIP

99'-6 5/8"LOW POINT EL.

L3x3x1/4 PERIMETER FRAMEW/ 5/8" H.S. @ 12"

CONTINUE SLAB BOTTOMREINF. BELOW SCALE

2'-6"TYP.

NOTE: VERIFY SCALE DIMENSIONS & ELEVATION W/ MFR. PRIOR TO CONSTRUCTION.

2'-8

"8"

DWL. B @ 8"W/ 1#4 CONT.

REINF.:3#8 CONT. TOP & BOT.W/ #3 STIR. 1@2, R@12

SLOPE

WALL REINF.#6@12 E.F. VERT.#4 @12" E.F HORIZ.

WATER STOP SEESPECS

#5X 3'-9" @12"

B.O.WALL EL. =94'-4"

T.O.S.C. EL. VARIES

T.O.WALL EL. =94'-4"

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

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16578

04-25-17

CORPUS CHRISTI


Author Checker


FOUNDATION DETAILSS305

16146

3/4" = 1'-0" 7 3/4" = 1'-0" 8

3/4" = 1'-0" 9 3/4" = 1'-0" 10 3/4" = 1'-0" 11

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

3/4" = 1'-0" 5 3/4" = 1'-0" 6

3/4" = 1'-0" 12

3/4" = 1'-0" 4


04/27/17

10'-0 1/4" MAX. FROM CORNER 24'-0" MAX., TYP. THEREAFTER SEE PLAN

WA

LL H

EIG

HT

AS

NO

TE

D O

N P

LAN

S A

ND

DE

TA

ILS

MIN.

2'-0"

SEE DETAILS AND GENERALNOTES FOR TYPICAL WALLREINFORCING

ADDN'L REINF. @ CONTROLJOINTS PER _/____

INTERMEDIATEBOND BEAMPER DETAILS

SILL BOND BEAM W/1#5 @ 8" WALL2#5 @ 12" WALL

COORD. CONTROL JOINTLOCATIONS W/ OPENINGS

1'-4"

FOUNDATIONDOWELS TO MATCHVERTICAL WALLREINFORCING SIZEAND SPACING

ADDN'L REINF.@ JAMBS &LINTELS PER_/____

OR

12"

MIN

.

24

BA

R D

IA.

OR

24"

MIN

.40

BA

R D

IA.

SEE TABLE

W

SE

E T

AB

LE

H

T

W

1/4" DIA. SMOOTHBAR TIES @ 8", SETIN CMU JOINTS

4 VERT. BARS TOMATCH TYPICALWALL REINF.COLUMN DETAIL

T

W

PIER DETAIL

1/4" DIA. SMOOTH BARTIES W/ HOOKED ENDS@ 8", SET IN CMU JOINTS

VERT. BARS EA. CELLTO MATCH TYPICALWALL REINF.

WALL THICKNESS (T)

DIMENSION UNITS

PIERCLEAR COLUMN

H > 24" AND W > 32"6"

8"

12"

H > 32" AND W > 40"

H > 48" AND W > 64"

H > 24" AND 32" > W > 24" H > 24" AND W < 24"

H > 32" AND W < 24"

H > 48" AND W < 40"

H > 32" AND 40" > W > 24"

H > 48" AND 64" > W > 40"

(24" MIN.)

40d

#5 MIN. (VERT.),SEE GEN. NOTES

TYPICAL INTERIOR SIN

GLE

LA

YE

R R

EIN

FO

RC

ING

(24" MIN.)

40d

2#6 MIN. (VERT.)

DO

UB

LE L

AY

ER

RE

INF

OR

CIN

G

(24" MIN.)

40d

TYPICAL CORNER

#5 MIN. (VERT.),SEE GEN. NOTES

(24"

MIN

.)

40d

#5 MIN. (VERT.)

(24"

MIN

.)

40d

LAP OUTSIDEBAR AROUNDCORNER

BEND INSIDEBARS VERTICALIN CORE-16"

REINF. @ INT. WALLS

TYPICAL DETAIL

CONCRETE GROUTWHERE SHADED

HORIZ. BONDBEAM REINF.

#5 DWL. @ EACHVERT. FILLED CELL

VERT. CELL REINF.

BE

AM

HO

RIZ

.B

ON

D

2'-0" MIN. SPLICE


VERT. CELL REINF.


JOIST SEAT

EMBED PLATE

2'-0" MIN. SPLICE

VERT. CELL REINF.



ANGLE FOR DECKBEARING

THREADED ROD

2" MI N

. GR

OU

T C

OV

ER

BRIDGING CLIP

GROUT BETWEEN 2VERTICAL CELL COLUMNS

BRIDGING. SEE PLANFOR JOIST DEPTH.

WATERSTOP ADD ELASTOMETRIC MATERIAL 30DAYS AFTER COMPLETION OF WALLS

STD. 90 HOOK. TERMINATEHORIZ. REINF. EXCEPT FORLINTEL REINF. & CHORD REINF.

1/2" DIA. X 24" SMOOTHBAR AT HORIZONTAL

WALL REINF.

START TYP.

3/8"

2#5 TYP. ONLY1#5 DWL. REQ'D.

NOTE:SPACE C.J. AT 24'-0" MAX. PROVIDEPROPOSED LOCATION TO STRUCTURALENGINEER FOR APPROVAL.

CMU CONTROL JOINT (CT.J.)

TYPICAL DETAIL

2"1 1

/2"

2"

2 1/2"

2"

EQ EQ

BOND BEAM

(2)VERTICALREINFORCING

(1)VERTICALREINFORCING

VERTICAL REINF. PLACEMENT AND CLEARANCE

TYPICAL DETAIL

8"X8"X16" BONDBEAM W/ #5 CONT.

CONT. L3X3X1/4 W/ 1/2" DIA.THREADED ANCHORS @ 32" W/HILTI HY150 ADHESIVE. LOCATEAT GROUTED VERTICAL CELLS.

METAL ROOF DECK, SEE PLAN

STEEL JOIST, SEE PLAN


TO

OB

TA

IN T

.O.S

. EL.

VE

RIF

Y C

MU

BLO

CK

HE

IGH

T

STEEL JOIST TO CMU WALL

TYPICAL DETAIL

T.O.S. EL.SEE PLAN

T.O. PARAPET EL.SEE ARCH'L

16/S401

METAL ROOF DECK,SEE PLAN


TO

OB

TA

IN T

.O.S

. EL.

VE

RIF

Y C

MU

BLO

CK

HE

IGH

T

L3X3X1/4 2 CONT.

2.5VS2 @ 5'-0"

3/16

STEEL JOIST TO CMU WALL

TYPICAL DETAIL

T.O.S. EL.SEE PLAN

CMU LINTEL SCHEDULE AND DETAILS

TYPICAL DETAILGROUT IFLINTEL IS > 10'-0"

ADD 1#5 IFLINTEL > 10'-0"

TYP. WALLREINF.

ADD 1#5

SE

E S

CH

ED

. FO

R D

EP

TH

LIN

TE

L B

LOC

K S

OLI

D G

RO

UT

SECTION A

SECTION B

SEE ARCH'L

OPENING WIDTH

PAST FACE OF OPENINGGROUT LINTEL 8" MIN.

GROUT OPENING 16" MIN.PAST FACE OF OPENINGFOR LINTELS > 10'-0"

LINTEL BLOCK. PROVIDESHORING UNTIL WALLABOVE IS CURED.

PROVIDE HORIZONTALWIRE MESH AT 16" IF NO(H) REINF. IS CALLED OUTON PLANS.

"A"

"B"

CLEARSPAN

< 3'-4"

< 6'-8"

< 10'-0"

LINTEL SCHEDULE

< 12'-0"

3-4"

6'-6"

< 12'-0"

< 12'-0"

WIDTH

8"

8"

8"

8"

12"

12"

12"

12"

DEPTH

8"

16"

16"

24"

8"

16"

16"

40"

REINFORCING

1#5

1#5 TOP & BOT.

1#6 TOP & BOT.

1#7 TOP & BOT.

2#5 TOP & BOT.

2#5 TOP & BOT.

2#6 TOP & BOT.

2#6 TOP & BOT.

#3 TIES AT:

8"

8"

8"

8"

8"

8"LT-1

BOTTOMOF LINTEL

8" FOR 12" WALL6" FOR 8" WALL

3/8" STIFFENEREA. SIDE OF WEB

1 1/2" SLOTTED HOLE (HANDTIGHTEN BOLT ONLY)

STEEL BEAM

5/8" ANCHOR BOLT EA.SIDE OF WEB. PROVIDE12" MIN. EMBEDMENTINTO GROUTED CELL.

CMU WALL

POCKETFOR BEAM

1#5 X 48" HORIZ. IN4'-0" LONG HORIZ.BOND BEAM

FILL 3 VERT. CELLCOLUMNS BELOW BEAMTO FOUNDATION ANDREINF. AS INDICATED:8" CMU - 1#5 EA. CELL12" CMU - 2#6 EA. CELL

BEAM BEARING PERPENDICULAR TO WALL

1'-0 1/8"

1'-2"

3/8" STIFFENEREA. SIDE OF WEB

STEEL BEAM

1 1/2" SLOTTEDHOLE (HANDTIGHTEN BOLTONLY)

5/8" ANCHOR BOLT EA.SIDE OF WEB. PROVIDE12" MIN. EMBEDMENTINTO GROUTED CELL.

2#5X2'-0"

2'-0

"

BEAM BEARING AT CENTER LINE OF WALL

2#5 IN 8" CMU WALL2#6 IN 12" CMU WALL

VERTICAL FILLED CELL

4 3/8" 4 3/4"

3 3/4"

1" EXTENSION

5"

6"

1" EXTENSION

5"

1" EXTENSION

6"

BASE LENGTH BASE LENGTH

K-JOISTK-JOIST

LH-JOISTLH-JOIST

EQ EQ

BASE LENGTH

EMBED PL. 3/8"X4"X0'-12"W/ (2)1/2" DIA. X 6" H.S.

SE

E N

OT

ES

3 1

/2"

MIN

.

SE

E N

OT

ES

3 1

/2"

MIN

.

BOD PER PLAN BOD PER PLAN

BOD PER PLAN

BASE LENGTH

SE

E N

OT

S

5" M

IN.

SE

E N

OT

ES

5" M

IN.

BOD PER PLAN

K-JOIST ON 8" CMU K-JOIST ON 12" CMU

LH-JOIST ON 8" CMU LH-JOIST ON 12" CMU

1/8 2 1/8 2

1/8 2 1/4 2




NOTES:1. ALL JOIST BASE LENGTHS MUST CLEAR

BEARING DISTANCE AS SHOWN.2. STAGGER JOISTS WHERE REQ'D TO ACHIEVE

MINIMUM BEARING LENGTHS AS SHOWN.

© 2

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

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9 A

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16578

04-25-17

CORPUS CHRISTI


Author Checker


LOAD-BEARING MASONRYTYPICAL DETAILS

S401

16146

2 3 4

10

8

11

13 14

7

15 16


04/27/17

___

12

RIGID FRAME BY

PEMB MANUFACTURER

STANDING SEAM

MTL. ROOF DECK

BY PEMB MFR.

Z-PURLINS SPACED5'-0" O.C. MAX. DESIGNEDBY PEMB MFR.

EDGE OFBUILDING

T.O.FRAME EL.

ARCH'L.

SEE4

12

STANDING SEAM MTL.ROOF DECK BY PEMB MFR.

Z-PURLINS SPACED5'-0" O.C. MAX. DESIGNEDBY PEMB MFR.

EDGE OFBUILDING

WEB PL.STIFFENERS

SIDEWALL GIRTFOR BRACINGTOP OF METALSTUD WALL

RIGID FRAMEBY PEMBMANUFACTURER

T.O.FRAME EL.

ARCH'L.

SEE

TYPICAL DETAILPURLIN BRACE

PURLINS BY PEMB MFR.

BEAM BRACE AT

PURLINS BY PEMB MFR.

RIGID FRAME

STEEL BEAM

PURLIN SPLICE AND

ATTACHMENT TO

BEAM BY PEBM.

BY PEMB MFR.

T.O.FRAME EL.

_" Z-PURLIN BYPEMB MFR.

EL. VARIES

RIGID FRAMEBY PEMB MFR.

STANDING SEAMROOF BY PEMB MFR.

EDGE OF BUILDING

BEAM BRACEBY PEMB MFR.

ARCH'L.

SEE

8" Z-PURLIN BYPEMB MFR.

EL. VARIES

RIGID FRAMEBY PEMB MFR.

STANDING SEAMROOF BY PEMB MFR.

EDGE OF BUILDING

CONTINUOUS SUPPORTFOR METAL STUD WALLS

BEAM BRACEBY PEMB MFR.

ARCH'L.

SEE

SE

E G

RA

DE

BE

AM

SE

CT

ION

PEMB COLUMN ABOVE PIER

FACE OF GRADEBEAM BEYOND

HOOKED DOWELSTO GRADE BEAMARE SAME SIZE ANDNUMBER AS PIERREINF.

T.O.P. EL.

SEE PLAN

T.O.S.C. EL.

2'-0" WIDE PILASTERSEE ______ FORPILASTER REINF.

2 DWL. ___TURN HOOKS SIDEWAYSAROUND BOLTS

C.L. AUGER-CAST PILE, SEEPLAN

PEMB COLUMNAND BASE PLATEBY MBM.

GRADE BEAMREINF. CONT.THRU PIER CAP

ANCHOR BOLT SIZE &QUANTITY BY MBM.PROVIDE MIN. 18"EMBEDMENT.

TYPICAL DETAIL

PLAN

SEE

2" B

EA

M S

EC

TIO

NS

EE

GR

AD

E

MIN.3"

60

BA

R D

IA.

TYPICAL FRAME ELEVATION

© 2

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

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16578

04-25-17

CORPUS CHRISTI


Author Checker


PEMB DETAILSS402

16146



NO SCALE 1


04/27/17

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 "ANGLES BOLTEDTO BEAM" DETAILBELOW FOR MORENOTES

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"

TY

P.

3"

4"

TY

P.

1 1

/4"

MIN

.3"

TY

P.

3 1/2"

"A"

1/43 SIDES

1 1/4" 1 1/4"

MIN

1 1

/2"

CO

PE

1 1

/2"

MA

X

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"

MIN3"

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"

MIN3"

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"M

IN.

3"M

IN.

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°

.

.

USE THIS DETAIL FOR CONNECTING STEEL BEAMS TO EMBED PLATES ONLY LENGTH OF WELD RETURN ATTOP IS EQUAL TO 2 TIMESTHE WELD SIZE.

W8 TO W12 5.5 16 20 4-7/8" DIA.

W12 TO W18 8.5 35 41 8-7/8" DIA.

W16 TO W24 11.5 49 57 12-7/8" DIA.

W18 TO W30 14.5 63 72 16-7/8" DIA.

W21 TO W36 14.5 70 80 18-7/8" DIA.

W24 TO W36 14.5 76 88 20-7/8" DIA.


ELE

V. "A

"

ELEV. "A"

PL. 3/4 x 12

OPTIONALERECTION SEAT (TO BEREMOVED AT O.H. DOORAFTER COMPLETIINGCONNECTION)

2-L4x4 MIN. LEG THICKNESSEQUAL TO WELD SIZE + 1/16"

ADDITIONAL #4HORIZ. x 4'-0" @6" VERT.BEHIND PLATE

7" LONG HEADED STUDS@ 8" O.C. HORIZONTAL(SEE TABLE FOR QUANTITY)

FACE OF CONCRETE OREXISTING STRUCT. STEEL

NOTES:1. STUDS TO BE LOCATED A MIN. OF 4" FROM

ANY EDGE OF CONCRETE SUPPORT.2. EMBED PLATES MAY BE INCREASED IN SIZE

TO LIMIT THE NUMBER OF DIFFERENT SIZEPLATES.

3. CONCRETE REINFORCING IS CRITICAL TOACHIEVE THE TABULATED CAPACITIES.ENGINEER SHALL BE NOTIFIED WHENREINFORCING CANNOT BE PLACED ASINDICATED.

SEE ELEV. "A"

4 #4 HAIRPINS (2 AROUND EACH VERT. ROW OFHEADED STUDS) W/ STD. HOOK AT TOP OF EACHLEG - TIE TO HEADED STUDS (2 #4 VERT. BARS MAYBE SUBSTITUTED FOR EACH HAIRPIN WHERE THEYCAN BE EXTENDED AT LEAST 21" BEYOND LASTROW OF STUDS)

HOOK #4 HORIZ. BARS 3" FROM EDGEOF CONCRETE WHERE STRAIGHTBARS WILL NOT FIT AS SHOWN

HAIRPINS AROUND HEADEDSTUDS - SEE ELEV. "A"

DOUBLE ANGLE CONNECTION WELDED TO EMBED PLATES

WIDEFLANGE

BEAM SIZE

ANGLELENGTH

1/4"WELD &

3 KSICONC.

5/16"WELD &

4 KSICONC.

STUDS

4"

6"6"

4"

2" MAX.1" NOMINAL

2" CLR.

CLR.1 1/4"

MIN

. 1

1/2

"

.

1'-9

"1'-1

7/8

"

1/4

SEE TABLE FORSIZE

3/163 SIDES

BE

YO

ND

ST

UD

S

1'-9

" M

IN.

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".

© 2

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Nola

n I

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:02:1

2 A

MC

:\U

sers

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\Revit

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l\16146 A

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Corp

us C

hristi

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truct

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odeaux.r

vt

16578

04-25-17

CORPUS CHRISTI


Author Checker


SIMPLE BEAM CONNECTIONDETAILS

S501

16146

A B C

D E

F

GH


04/27/17

PRE-ENGINEERED CONNECTION DETAILS ARE PROVIDED TO ASSIST THE DETAILER AND FABRICATOR. WHERE THESEPRE-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 ROUNDING UPANY 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 3 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.

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. COMPLY WITH AISC MIN. EDGE DISTANCES.WIDE

FLANGEBEAMSIZE

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"

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

© 2

016 M

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Nola

n I

nc.



Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

:02:1

3 A

MC

:\U

sers

\kelly

.DA

TU

M\D

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\Revit

2016 L

oca

l\16146 A

EP

Corp

us C

hristi

- S

truct

_kt

hib

odeaux.r

vt

16578

04-25-17

CORPUS CHRISTI


Author Checker


SIMPLE BEAM CONNECTIONDETAILS

S501A

16146

JI


04/27/17

6"

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"

2" 4" 8" 10"

#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 16/S502 WHENDECK RUNS PARALLEL TO BEAM ANDPER DETAIL 3/S502 WHEN DECK RUNSPERPENDICULAR TO BEAM.

PLAN

SEE

TH

ICK

NE

SS

SLA

B

"A"

2" MIN.

1-12

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

CANTILEVERED SLAB EDGE

#3 @ 9" CONT.

16 GAGE EDGE FORM

_-_"

#_ X @ __" O.C.

TYPICAL DETAIL

4"3'-0" MAX.

SEE PLAN

NO SCALE

BENT PLATE 1/4x6 CONT.WITH 3/8" DIA. x 18" WELDEDDEFORMED BAR ANCHOR @ 18"

SILL ANGLE ATELEVATOR PERMANUFACTURER

EDGE CONDITION AT STAIR STRINGERS AND ELEVATOR SILL

EDGE OF SLABDIM. SEE PLAN

TYPICAL DETAIL

PLAN

SEE

3/16 1-12PLATE 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 THE BEAMCAMBER (IF ANY). END REACTIONS FOR SIZING CONNECTIONS ARE SHOWN AT EACH END KIPS -SERVICE LEVEL). DO NOT USE AISC SPAN TABLES FOR DETERMINING END REACTIONS. HERE NOREACTION IS GIVEN, DESIGN CONNECTION TO DEVELOP THE FULL SHEAR 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 STUDS3" 3" 3/4" DIA. X 4 1/2"

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 A SINGLESTUD 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 (G/SCS-1).* 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 9/S502.* 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. 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, OR TOWARDTHE CLOSEST SUPPORT 13/S502.

10. PROVIDE ADDITIONAL STUDS AS REQUIRED TO SATISFY THE MAXIMUM SPACINGS SHOWN IND/SCS-1. 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 6/S502.

11. PROVIDE CAMBER IN MEMBERS WHERE INDICATED. SPECIFIED CAMBER APPLIES AT JOBSITE, JUSTPRIOR TO ERECTION, LYING DOWN FLAT SO THAT MEMBER WEIGHT HAS NO EFFECT. CONTRACTORSHALL TAKE NECESSARY PRECAUTIONS TO PREVENT OR COMPENSATE FOR CAMBER LOSS DURINGSHIPMENT. MEASURED CAMBER IN MEMBERS UP TO 50'-0" LONG SHALL BE WITHIN A TOLERANCE OF0" TO +1/2" FROM AMOUNT SPECIFIED. FOR MEMBERS GREATER THAN 50'-0" LONG, BOTH POSITIVEAND NEGATIVE TOLERANCE MAY INCREASE 1/8" FOR EVERY 10'-0" OF LENGTH IN EXCESS OF 50'-0".MEMBERS WITH A FIELD MEASURED CAMBER OUTSIDE OF SPECIFIED TOLERANCE SHALL BE RETURNEDTO SHOP.

12. 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 CONTRACTOR ARETO BE VERIFIED BY THE OWNER'S TESTING LABORATORY.

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

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

TYPE: VL OR VLI YIELD STRENGTH: 33 KSIDEPTH: 3" GAUGE: 20

15. NORMAL WEIGHT CONCRETE (150 PCF) FILL -3" THICK ABOVE DECK FLUTES.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.

16. DECK SHALL BE INSTALLED IN THREE SPAN LENGTHS AT ALL POSSIBLE LOCATIONS. TWO SPANAND SINGLE SPAN LENGTHS OF DECK SPANNING MORE THAN 10'-0" SHALL BE HEAVIER GAUGEDECK, PROPERLY SIZED FOR THE REQUIRED SPAN.

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

19. REINFORCE THE SLAB OVER THE METAL DECK WITH WELDED WIRE MESH, FURNISHED IN FLATSHEETS. USE 6X6-W2.1XW2.1.

20. 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.

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

23. 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.

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

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

26. DEFLECTION OF DECK AND/OR STEEL WILL TAKE PLACE WHEN CONCRETE IS POURED. * THE SPECIFIED CONCRETE SLAB THICKNESS SHALL BE MAINTAINED AT COLUMN LOCATIONS. * SLABTHICKNESS AWAY FROM THE COLUMNS WILL VARY DUE TO BEAM AND DECK DEFLECTIONS.* MINIMUM THICKNESS OF CONCRETE REQUIRED MUST BE PROVIDED, AND TOP SURFACES OF SLABSMUST BE CONSTRUCTED WITHIN SPECIFIED TOLERANCES.* WHERE THERE IS RESIDUAL CAMBER IN STEEL BEAMS, FINISHED CONCRETE SURFACE SHALL FOLLOWCAMBER OF BEAMS, BUT FINISHED SURFACE SHALL NOT VARY BY MORE THAN1/4" FROM ONE BEAMTO ANOTHER ADJACENT BEAM, NOR 1/2" TOTAL FOR LENGTH OF FLOOR.* CAMBERED BEAMS ARE INTENDED TO DEFLECT TO APPROXIMATELY A STRAIGHT LINE UNDER FULLWEIGHT OF CONCRETE SLAB, IF ALL TOP OF STEEL ELEVATIONS AND CAMBERS ARE AS SPECIFIED INTHE DRAWINGS.* THE CONTRACTOR SHALL BE FAMILIAR WITH THE CONDITIONS OF THE PROJECT AND FURNISH THEMATERIALS REQUIRED TO CREATE THE SPECIFIED FLOOR ELEVATION. NO ADJUSTMENT WILL BE MADETO CONTRACT PRICE FOR ADDITIONAL CONCRETE REQUIRED BECAUSE OF DEFLECTION OF DECK ORSTEEL OR DUE TO DIFFERENTIAL CAMBER.

27. ANTICIPATED MEMBER DEFLECTION:UNCAMBERED BEAMS: 3/4"METAL DECK: 1/2"

21. 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.

17. 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 DETAILD/SCS-1 ON THIS SHEET.

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 DETAIL3"

MIN

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

" C

LR.

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

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Datum Project No.


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4/2

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CORPUS CHRISTI


Author Checker


COMPOSITE STEEL BEAMDETAILS

S502

16146

1

16

2

5 6

9 10

13 14 15


04/27/17

GIRDER

TYP.

C.J.

PU

RLI

N

TY

P.

PLAN PLAN

1ST POUR2ND POUR

CONSTRUCTION JOINT -PARALLEL TO GIRDER

CONSTRUCTION JOINT -PARALLEL TO PURLINS

COMPOSITE 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 EQ1S

T P

OU

R IF

GIR

DE

R U

ND

ER

1S

T P

OU

R IS

NO

TC

AM

BE

RE

D

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.

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, PROVIDEBEAM FRAMING 15/S502.

SMALL MECHANICAL OPENING IN COMPOSITE SLAB

SEE SECTION "A"FOR REINF.PARALLEL TODECK RIBS

#4X4'-0" EA.CORNER TOP

TYPICAL DETAIL

"A" 1

0'-0

" M

AX

.

2'-0" MAX.

10'

-6"

MA

X.

NO SCALE

SLAB EDGE WITH OUTRIGGER

L6X4X1/4 (LLV)CONT.

DECKFILLER ASREQUIRED

WT4X5 ATEACH PURLIN

L2X2X1/4 ATEACH PURLIN

#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

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

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16578

04-25-17

CORPUS CHRISTI


Author Checker


COMPOSITE STEEL BEAMDETAILS

S502A

16146

NO SCALE 6

NO SCALE 3NO SCALE 2 NO SCALE 4


04/27/17

MARKV W Y Z

DIMENSIONS

NUMBER

DETAILSCHEDULED EMBEDMENT

T LENGTH OF A. B.

NUMBER, SIZE AND

BP-6

-

-

-

BP-2

BP-3

BP-4

BP-5

BP-1

BASE PLATE SCHEDULE

12" 12" 4 1/2" 4 1/2" 3/4" 4-3/4" DIA X 1'-0" 5/S503

14" 14" 5 1/2" 5 1/2" 1" 5/S5034-3/4" DIA X 1'-0"

15" 15" 4" 5 1/2" 1" 4/S5034-3/4" DIA X 1'-0"

15" 18" 4" 7 1/2" 1" 13/S5036-3/4" DIA X 2'-0"

15" 21" 4" 6" 1" 14/S5038-3/4" DIA X 2'-0"

18" 12" 15 4 1/2" 1" 9/S5034-3/4" DIA X 2'-0"

ANCHOR BOLT DIAMETER& GROUT THICKNESS

BOLT PROJECTION

MIL

L

LEVELING NUTS

1 1/8" TO 1 1/2"

2 1/4" TO 2 1/2"

1 3/4" TO 2"

3/8" TO 1"

2 1/2"

3"

2"

1 1/2"

GROUT THICKNESS SCHEDULEBOLT PROJECTION AND

ELEVATION

COLUMN BASE PLATE

COLUMN, REFERTO SCHEDULE

BASE PLATE,REFER TO SCHEDULE

NOTE:CONTRACTOR SHALL INSTALLGROUT IMMEDIATELY AFTERTHE COLUMN IS ERECTEDAND LEVELED.

ANCHOR BOLTS, REFERTO BASE PLATE SCHEDULE

TYPICAL DETAIL

N.S

. GR

OU

TS

CH

ED

T P

RO

JEC

TIO

NS

CH

ED

BO

LT

ANCHOR BOLTS

TOP OF CONCRETE

LEVELING NUT OPTIONAL

STANDARD HEX HEADOR NUT WITH THREADSFULLY ENGAGED

TYPICAL DETAIL

LEN

GT

H

SC

HE

D E

MB

ED

ME

NT

PLA

TE

DE

TA

ILS

EE

BA

SE

RE

QU

IRE

DT

HR

EA

D A

S

PLAN

BASE PLATE - 4 BOLTS

NOTES:1. WELD TO BE MINIMUM SIZE

REQUIRED BY A.I.S.C. FORTHICKNESS OF BASE PLATEUSED.

2. SEE DETAIL 2/S503 FOR BASEPLATE ELEVATION.

TYPICAL DETAIL

V

V/2 V/2

Y Y

W

W/2

W/2

ZZ

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.

ERECTIONBOLTS

STRAP PLATE TO HAVE MINIMUM CROSS-SECTIONAL AREA EQUAL TO AREA OF BEAMFLANGE. GRADE OF PLATE TO MATCHGRADE OF BEAM. LENGTH OF PLATE TO BEAS REQUIRED TO DEVELOP FILLET WELD.

SHIM PLATES AS REQUIRED BYFABRICATOR FOR FIT-UP OR SMALLDIFFERENCES IN BEAM DEPTH (NOMINALLYSAME DEPTH). PLATE THICKNESS SHALL BESUFFICIENT TO TRANSFER REQUIREDCAPACITY OF CONNECTING WELDS. FILLETWELD ROOT OPENING SHALL NOT EXCEED3/16" OR REQUIREMENTS OF AWS D1.1.

WEB PLATE - SIZEDBY FABRICATOR FORERECTION ANDBACKUP PLATE FORWELDING

MOMENT CONNECTION SAME DEPTH BEAMS

TYPICAL DETAIL

SIZE WELD TODEVELOP FULLSTRENGTH OFBEAM FLANGE

TC-U4a BEAM TOBEAM WELDAFTERFLANGES, TYP.

TYP

BEAM TO TUBE COLUMN MOMENT CONNECTION

ELEVATION

PLAN

TUBE COLUMN

ERECTION BOLTS

2-50 KSI PLATES - SAMETHICKNESS AS BEAM FLANGE,SIZE AS REQUIRED WITH OPENINGCUT IN CENTER FOR COLUMN

WEB PLATESIZED BYFABRICATORFOR ERECTIONAND BACKUPFOR WELDING

PLATE THROUGH SLOT INCOLUMN, THICKNESSEQUALS BEAM WEBTHICKNESS + 1/16"

1/2

BE

AM

FLA

NG

EW

IDT

H,

3 1

/2"

MIN

IMU

M

TYPICAL DETAIL

1/4

1/4

1/4TYP

1/4

1/4

B-U4a

B-U4aTYP.

EACHFLANGE

3 1/2"

PLAN

NOTES:

1. WELD TO BE 1/16" SMALLER THAN THICKNESS OF TUBE. (3/16" MIN.)

2. SEE DETAILS 13/S701 FOR BASE PLATE ELEVATION.

BASE PLATE AT WIND BRACE

TYPICAL DETAIL

1/4

W

W/2

W/2

ZZ

V

V/3 2V/3

Y

TYPICAL DETAIL

T-JOINT

CORNER JOINT

NOTE:GRIND ALL FOUR SIDESSMOOTH AFTER WELDING

NOTE:GRIND TOP & BOT. WELDSMOOTH AFTER WELDING

3/16

ALL FOURSIDES

3/16

TOP& BOT.

1/4

EA. SIDEOF TUBE

TYPICAL DETAIL

PL.3/8X4" (EA.SIDE OF WEB)

PUNCH GUSSET AS REQ'DTO CONNECT INTERSECTINGBEAMS, REFER TO S501.

BENT BEAM AT RIDGE

FULL PEN.

FULL PEN.

1/4

AFTER WEBBUTT WELD

W

ZZ

V

Y Y

NOTE:SEE 4/S503 FORWELDINGREQUIREMENTS

6"

C.L. COLUMN &BASE PLATE

C.L. OFBASE PLATE

C.L. OF COL.

W

ZZ

Z

V

Y Y

NOTE:SEE 4/S503 FORWELDINGREQUIREMENTS

PLAN

COLUMN BASE PLATE - 4 BOLTS

NOTES:

1. WELD TO BE 1/16" SMALLER THAN THICKNESS OF TUBE (3/16" MIN.).

2. SEE DETAIL 2/S503, SIM. FOR BASE PLATE ELEVATION.

TYPICAL DETAIL

W

W/2

W/2Z

Z

V

V/2 V/2

Y Y

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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

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CORPUS CHRISTI


Author Checker


TYPICAL STEEL COLUMN &BEAM DETAILS

S503

16146

NO SCALE 1 NO SCALE 2 NO SCALE 3 NO SCALE 4

NO SCALE 6

NO SCALE 10

NO SCALE 8


NO SCALE 13 NO SCALE 14

NO SCALE 5


04/27/17

T.O. WALL EL.SEE ELEVATION


1G/S501

1/4

L7X4X3/8 X CONT.W/ #3X1'-6" @ 18"


T.O.S.C. EL.VARIES

PL.3/4"X12"X1'-0" @ 4'-0"W/ 4-3/4" DIA.X6" H.S. @9" E.W.

L7X4X3/8 CONT. W/#3X1'-6" @ 18"

1/4

SLOPESEE PLAN

SLOPESEE PLAN

T.O.S.C. EL. @ RIDGESEE PLAN

ADDN'L PL. 1/4" X AS REQ'D, CONT. TOPROVIDE MIN. DECK BEARING PER SDI

TYP.

T.O.S.C. EL.VARIES

9 1/4" SEE PLAN


T.O.S.C. EL.VARIES

T.O.S.C. EL.VARIES

TYP2/S504



2/S504

1/S504

T.O. WALL. EL.SEE PLAN



2/S504

1/S504

T.O. WALL. EL.SEE PLAN

T.O.S.C. EL.VARIES

PLAN

1/4

1/4

L4X3X1/4X0'-8"

PL.3/8"X4"X1'-0"W/2-3/4" DIA.X 5"H.S. @ 9"

PL.3/4"X9"X1'-3" W/ 4-3/4"DIA. X 7" H.S. @ 12" VERT./6" HORIZ.

2-L5X3 1/2X5/16 W/ 2-3/4" DIA. BOLTS INLONG-SLOTTED HOLES

1/4

HOIST EL.SEE ARCH'L

SEE PLAN

C6x8.2 @ EA. HANGER

L4x3x1/4 HANGERS @ 4'-0"

PL. 1/2"x8"x0'-8"

WT7x21.5 CONT.FULL-PENETRATIONWELDS @ SPLICES TYP.

L4x4x1/4 @ EA. HANGER.ALTERNATE SIDES IFREQ'D. TO MISS MECH'L.CONTRACTOR COORD.

1/4 4

1/4 4 MIN. TYP.EA. END

CL BEAM

1/4 4

1/4 4

T.O.S.C EL.VARIES

PL. 3/8" AS REQ'D, TYP.

1/4TYP.

B.O. WT EL.

SEE PLAN

C8x11.5 @ EA. HANGER

L4x3x1/4 HANGERS@ 6'-0" PROVIDEHANGERS @ 3'-0" INPARTITION CLOSETS

PL. 3/8" AS REQ'D

WT6x20 CONT.FULL-PENETRATIONWELDS @ SPLICESTYP. L4x3x1/4 @ EA. HANGER.

ALTERNATE SIDES IF REQ'D.TO MISS MECH'L.CONTRACTOR COORD.

CEILING EL.SEE ARCH'L

1/4

1/4

1/4 2

1/4 2 MIN. TYP.EA. END

CL BEAM

1B/S501

1/4 4

1/4 4

6" M

IN.

CO

OR

D. W

/M

FR

.

T.O.S.C EL.SEE PLAN

MA

X.

1"

B.O. CHANNEL EL.SEE ELEVATION

8" BOND BEAMW/ 2#4 CONT.

3/4" DIA. X 6" ANCHORBOLT @ ENDS AND16" O.C. MAX.

SECTION

CHANNEL GIRT @TOP OF CMU WALL

TYPICAL DETAIL

NOTE:SEE 16/S504 FORCONNECTION OFCHANNEL TO COLUMN

PLAN

CHANNEL GIRT @ COLUMN

TYPICAL DETAIL

C10 CHANNEL ANCHORBOLTED TO TOP OFCMU SEE 15/S504

1/4

1/4

1/4

L4X3X1/4X0'-8"

PL.3/8"X4"X1'-0"W/2-3/4" DIA.X 5"H.S. @ 9"

PL.3/8"X AS SHOWN,TYP.

PLAN

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KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

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CORPUS CHRISTI


Author Checker


STEEL SECTIONS & DETAILSS504

16146

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

1" = 1'-0" 5

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

1" = 1'-0" 9

1" = 1'-0" 8

1" = 1'-0" 11

1" = 1'-0" 14 1" = 1'-0" 15 1" = 1'-0" 16

1" = 1'-0" 12


04/27/17

1'-6

"

SEE ARCH'L.

L4X4X1/4 @ 5'-0"CONNECTED TO TOPFLANGE OF ADJACENTBEAM

PL.3/8"X6"X0'-8", TYP.

PL.3/4"X12"X1'-0" W/4-3/4" DIA. X 6" H.S.@ 9" E.W.

1/4 4MIN, TYP.

#5X @ SAMESPACING AS WALLVERT. REINF.

3'-0

"

T.O.S. EL.SEE PLAN

1" 1/4

1/4

MC4X13.8 CONT.

PL.3/4"X12"X1'-0" W/4#5 X D.B.A.(A706) @ 9" E.W.

1'-0

"

L3X3X1/4 CONT.@ PERIMETER

4CX7.2 @ 4'-0"

T.O.S. EL.VARIES

SEE PLAN

PL.3/8"X AS SHOWNTHRU TUBE

CHANNELS,SEE PLAN

L3X3X1/4 CONT.

1"

1/4

1/4

1/4TYP.

TC-U4b, T&B

T.O.S. EL.VARIES

SEE PLAN

PL.3/8"X 4" X ASSHOWN THRUTUBE, TYP.

L3X3X1/4 CONT.

1"

1/4

1/4TYP.

TC-U4b, T&B

1/4

PL.3/4"X12"X1'-0"W/ 4-3/4" DIA.X6"H.S. @ 9" O.C.

L4X3X1/4 (LLV) W/3/4" DIA. X 5" EXP.BOLTS @ 18" O.C.

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Phone: (214) 377-8662

KEY PLAN

A B

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Datum Project No.


Austin512-469-9490

4/2

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8 A

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CORPUS CHRISTI


Author Checker


CANOPY STEEL SECTIONSS505

16146

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


04/27/17

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

10 8 7 6 5 4

3

11.6 11 10.1

2#6 HORIZ E.F. @ 6" O.CHOOKED AT ENDS

#4@12"E.W., E.F.

FULL HTADDN'L. 6#6 VERT. E.F.





#4@12"E.W., E.F.


FIRST FLOOR100'-0"

JL

FIRST FLOOR100'-0"

3 2

#5@12"E.W., E.F.

FIRST FLOOR100'-0"

CEGHJ F

FULL HT3#6 VERT. E.F.


FULL HT#6 VERT. E.F.




#-@-" E.W.,E.F.

FIRST FLOOR100'-0"

54

32

FULL HT

ADDN'L.6#6 VERT. E.F.

FULL HT


FULL HT

ADDN'L.6#6 VERT. E.F.2.1 3.1


FIRST FLOOR100'-0"

BC




FIRST FLOOR100'-0"

ROOF122'-6"

151312108765 1411.61110.1


#5@12"E.W., E.F.



FULL HT

ADDN'L. 6#6 VERT. E.F.

FULL HT


FULL HT


FULL HT


ADDN'L. 7#6 VERT. E.F.,FULL HT.

5.2 12.9 14.3


2#6 HORIZ E.F. @6" O.C HOOKEDAT ENDS


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Phone: (214) 377-8662

KEY PLAN

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Datum Project No.


Austin512-469-9490

4/2

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017 9

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CORPUS CHRISTI


Author Checker


TILT-WALL ELEVATIONSS601

16146

1/8" = 1'-0"

TW-1

1/8" = 1'-0"

TW-2 1/8" = 1'-0"

TW-3

1/8" = 1'-0"

TW-4

1/8" = 1'-0"

TW-5 1/8" = 1'-0"

TW-6

1/8" = 1'-0"

TW-7


04/27/17

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

B C E H LF.2 H.5 L.3A DD.1

J.2

#4@12"E.W., E.F.

H.4

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

BCEGH F

#4@12"E.W., E.F.

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

15 13 12 10 8 714 11.6 11 10.112.914.315.1

#4@12"E.W., E.F.

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

10 8 711.6 11 10.1

#4@12"E.W., E.F.

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

1110.1

#4@12"E.W., E.F.

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

HL

#4@12"E.W., E.F.

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

H L

#4@12"E.W., E.F.

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

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16578

04-25-17

CORPUS CHRISTI


Author Checker



16146

1/8" = 1'-0"

TW-8

1/8" = 1'-0"

TW-9

1/8" = 1'-0"

TW-11

1/8" = 1'-0"

TW-10

1/8" = 1'-0"

TW-12

1/8" = 1'-0"

TW-13 1/8" = 1'-0"

TW-14


04/27/17

FIRST FLOOR100'-0"

ROOF122'-6"

2221201918171615 2322.9









ADDITIONAL 3#6 @6"VERT E.F. FULL HT

#5@12"E.W., E.F.

3#6 HORIZ E.F. @ 6" O.C HOOKEDAT ENDS, TYP

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

B LF.2 H.5 L.3A DD.1

#5@12"E.W., E.F.


H.4

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

22 21 20 19 18 17 16 1523









ADDITIONAL 3#6 @6" VERTE.F. FULL HT

#5@12"E.W., E.F.

3#6 HORIZ E.F. @ 6" O.C HOOKEDAT ENDS, TYP

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

151312 1411.6

#5@12"E.W., E.F.

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

M N P Q R

#5@12"E.W., E.F.



2#6 HORIZ E.F. @ 6"O.C HOOKED ATENDS, TYP



FULL HT ADDN'L. 6#8 VERT. E.F.


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Phone: (214) 377-8662

KEY PLAN

A B

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Datum Project No.


Austin512-469-9490

4/2

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16578

04-25-17

CORPUS CHRISTI


Author Checker



16146

1/8" = 1'-0"

TW-15

1/8" = 1'-0"

TW-16

1/8" = 1'-0"

TW-17

1/8" = 1'-0"

TW-18 1/8" = 1'-0"

TW-19


04/27/17

FIRST FLOOR100'-0"

ROOF122'-6"

T.O.P. FLEET128'-0"

13 1214 11.6

#5@12"E.W., E.F.

FIRST FLOOR100'-0"

T.O.P. FLEET128'-0"

LMNPQR

#5@12"E.W., E.F.



2#6 HORIZ E.F. @ 6"O.C HOOKED ATENDS, TYP


FULL HT ADDN'L. 6#8 VERT. E.F.


© 2

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

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Corp

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hristi

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odeaux.r

vt

16578

04-25-17

CORPUS CHRISTI


Author Checker



16146

1/8" = 1'-0"

TW-20 1/8" = 1'-0"

TW-21


04/27/17

TILT-WALL CONNECTION

L5x5x3/8 x0'-10" W/2-3/4"x6" H.S. @ 6"& 2-1/2" DIA. x 3'-0"D.B.A. @ 6"

PL. 1/2x4x0'-6" MIN.


FILL POCKET W/GROUT AFTER WELDING

PL. 1/2x12x1'-0"W/ 4-3/4" DIA. x8"H.S. @ 6" O.C., E.W.

TYPICAL DETAIL

CAULK & BACKERROD @ ARCH'L.PANEL SEE ARCH'L.

6"

. 2"

1 1/2" RECESS

2 1/2

ST

RU

CT

UR

AL

PA

NE

L)

2"

SH

IM &

GR

OU

T (

BE

LOW

)

1/4

C.L. BEAM

SEE ______

REINF:3#8 CONT. TOP & BOT#4 STIR. 1@2, R@16"

TILT-WALL PANEL,SEE ELEVATIONS


3'-0

"

6"

1'-6"

RE-ENTRANT CORNER

PLAN

L2 1/2x2 1/2x1/4x0'-7" W/2 - 1/2" DIA. x 0'-6"HEADED STUDS

PL. 3/8x4x0'-4"

TYPICAL DETAIL

NOTE:PROVIDE CONNECTION AT_'-_", _'-_" AND _'-_" ABOVEFINISHED FLOOR, U.N.O.

TYP. 3/4"

ANGLED CORNER

PLAN

PL. 3/8x7x0'-6"(LARGE DIMENSIONVERTICAL)WITH 2 - 1/2" DIA. x0'-4" HEADED STUDS

BENT PL2x2x5/16x0'-4"

TYPICAL DETAIL

3/4

"

NO SCALE

PLAN

ELEVATION


L2X2X1/4X0'-7" W/2 - 1/2" DIA. x 0'-4"HEADED STUDS

2 - PL. 3/4x2x0'-4"

TYPICAL DETAIL

3/4"

1/2"

1"

1"

1 1

/2

" 4

" 1

1/2

"

1/4

THIS SIDE OFJOINT

1/4

THIS SIDE OFJOINT

ELEVATION

PLAN

L2x2x1/4x0'-7" W/2 - 1/2" DIA. x 0'-6"HEADED STUDS

PL. 3/8x4x0'-6"(LARGE DIMENSIONVERTICAL) WITH2 - 1/2" DIA. x0'-4"HEADED STUDS

L2x2x5/16x0'-4"

TYPICAL DETAIL


3/4"

1 1

/2"

4"

1 1

/2"

1/4

PL. 3/8x4x0'-6" (LARGEDIMENSION VERTICAL) W/ 2 -1/2" DIA. x0'-5" HEADED STUDS

ELEVATION

PLAN

L2x2x3/8x0'-4"

TYPICAL DETAIL


3/4

"

1"

1"

6

" 1

"

1/4

3'-0"

2'-0

"

L4x4x3/8x____ W/2#5x2'-6" D.B.A'S ANGLETO BE HELD BACK 1 1/2"FOR OUTSIDE FACEOF PANEL AND 1" FROMINSIDE FACE OF PANEL

2#5 x .

HEADER PANEL CONNECTION

2#5 x 4'-0"DIAGONAL

TYPICAL DETAIL

1'-0"

J.T. 3/4"

PA

D3/4

" B

EA

RIN

G

2#6 BOTTOM

T.O.S.C. EL.

TILTWALL PANEL ELEVATION

TOP OF WALL EL.SEE S601 & S602

2#4 x EA. CORNER1'-6"

1'-6

"

NO SCALE

2#5 x 4'-0" DIAGONALEACH CORNER

NOTE: SEE PANEL ELEVATIONS FOR DIMENSIONS,EMBEDS, AND ADDITIONAL REINFORCMENT NOT SHOWN.

2#4 AT TOP ANDSIDES OF PANEL

REFER TO PANELELEVATIONS ON SHEETSS601 & S602 FOR TYPICALPANEL REINFORCING

2#5 AT TOP ANDBOTTOM OF OPENING

2#5 EACH SIDE OFOPENING

TOP OF FOOTING,PIER, OR PIER CAP EL.

TYPICAL DETAIL

TYP.

2'-6"

REINFORCING PLACEMENT

DOUBLE LAYER

SECTION

DOUBLE LAYER

SECTION

8 1/4" NETSTRUCTURAL

PANEL THICKNESS

OUTSIDE FACE

OUTSIDE FACE

13 1/4" NETSTRUCTURALPANEL THICKNESS

1 1/2" CLEAR

COVER

1"CLEARCOVER

ARCH'LREVEAL 1"DEEP, MAX.

ARCH'LREVEAL 1"DEEP, MAX.

VERTICAL REINF.CENTERED INSTRUCTURALTHICKNESS

TYPICAL DETAIL

THICKNESS

14 1/4" TOTAL

THICKNESS

9 1/4" TOTAL

COVER1 1/2" CLEAR

2A 2B

EDGE REINF.SEE1/S604

OUTSIDE FACE

SEE ARCH'L FOR REVEALS.1" DEEP MAX. TYP

LOCATE VERT. REINF. ONOUTSIDE OF LAYER TYP.

TYP. REINF. EXCEPT WHEREHEAVIER REINF. IS NOTEDON PANEL ELEVATION

PLAN

REINFORCING PLACEMENTTWO LAYERS OF REINF.

TYPICAL DETAIL

RE

VE

AL

1 1/

2" F

RO

M

ELE

VA

TIO

NS

ON

S601

& S

602

SE

E 2

A/2

B/S

604 &

PA

NE

L

INSIDE FACE OFSTRUCTURAL

CONST. JOINT OPTIONAL

TYPICAL EXTERIOR GRADE BEAM

DWL. E @ 16"

1#4 CONT.

CARTON FORM VOIDSTYP. @ EXT. BEAMS

REINF.:3#8 CONT. TOP & BOT.#3 STIR. 1@2, 16@8, R@16"


PANEL CONNX. PER1/S603

1'-7"

TYP.3" CLR.

CLR.2"

KEY3 3/4" CONT.

4" 2

'-8

"

1'-2 1/4"INSIDE FACE OF STRUCTURALPANEL

CONST. JOINT OPTIONAL

DWL. E @ 16" 0.C.

1#4 CONT.

REINF.3#9 CONT. TOP & BOT.2#4 INTERM., CONT. E.F.#3 STIR. 1@2, 12@12, R@16"


PANEL CONNX.PER 1/S603

CONT. KEY

TYP.3" CLR.,

CLR.2"

4" 2

'-8

"

CONT. 1/2"

9 1/4"

8"

1'-2"

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

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0 A

MC

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16578

04-25-17

CORPUS CHRISTI


Author Checker


TILT-WALL DETAILSS605

16146


NO SCALE 8

NO SCALE 9

NO SCALE 14 NO SCALE 15 NO SCALE 16NO SCALE 13

3/4" = 1'-0" 5 1 1/2" = 1'-0" 6 3/4" = 1'-0" 7

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


04/27/17


W.P.

C.L. BM.

NO SCALE

CENTROID OFWELD, TYP.

GUSSETPLATE, TYP.

3/8" STIFFENERPLATE EA. SIDE

L3x3x1/4 DIAG. BRACE TOTOP CHORD OF ADJACENTBEAM OR JOIST

TYPICAL DETAIL

NOTE:SEE 16/S701 FOR BRACE TOGUSSET PLATE WELDS, TYP.

CAP PLATE

W.P.

TUBE BRACE CONNECTION AT TOP OF TUBE COLUMN

NO SCALE

SEE PLANFOR BEAM

CONT. BEAM WHERESHOWN ON ELEVATION

1/2" GUSSET PLATETHRU SLOT INCENTER OF COLUMN

SEE WIND BRACEELEVATION FORTUBE SIZE, TYP.

TYPICAL DETAIL

1/4TYP

1/4TYP

TY

P

6"

MIN


1"

C.L. TUBE

C.L. BEAMWORK POINT

SEE ELEVATIONS FOR TUBE SIZE

SLOT TUBE AT GUSSET PLATE.

NO SCALE

1/2" STIFFENERPLATES

1/2" GUSSETPLATE

TYPICAL DETAIL

1/4

1/4

1/4

1/4

PLAN

SEE 8" MIN1/2"

6" MIN


W.P.

NO SCALE

SEE PLAN FORCOLUMN

SEE PLAN FOR SCHEDULEDBASE PLATE. INCREASELENGTH AS REQUIRED TOACCOMMODATE WINDBRACE

TUBE BRACE CONNECTION AT BASE OF TUBE COLUMN

TYPICAL DETAIL

NOTE:1. SEE 16/S701 FOR BRACE TO

GUSSET PLATE WELDS, TYP.2. SEE 1/S503 FOR BASE PLATE

SCHEDULE.

8"

ELEVATION

SEE PLAN

W.P.

NO SCALE

SEE PLAN FORCOLUMN

TUBE BRACE CONNECTION AT TUBE COLUMN

TYPICAL DETAIL

5/16

2" RETURNTOP & BOT.


CENTROID OF WELD

W.P.

NO SCALE

1/2" GUSSETPLATE, TYP.

3/8" STIFFENER PLATEEA. SIDE

TYPICAL DETAIL

3" MIN.


L3x3x1/4 DIAG. BRACE TOTOP CHORD OF ADJACENTBEAM OR JOIST

"A"

"B"

"C"

SLOT TUBE TORECEIVE GUSSET

NOTES:1. DESIGN WELDS TO CARRY MINIMUM BRACE FORCES SHOWN ON WB ELEVATIONS ON S700.2. MINIMUM WELD LENGTHS TO BE 4" EA. SIDE.3. USE FILLET WELDS FOR TUBES, WITH SPECIFIED LEG SIZE AND APPROPRIATE EFFECTIVE THROAT.4. WELDS SHALL BE BALANCED ABOUT THE CENTROID OF THE BASE.5. USE DOUBLE-THREADED TURNBUCKLES WITH RODS TO BRING BRACE TO SNUG CONDITION.6. 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: FILLET

FILLET WELDNOMINAL SIZE

ALLOWABLE LOAD(K/IN.)

3/16" 10.8

14.8

18.4

DETAIL "B" WELD TYPE: FLARE BEVELGROOVE

MINIMUM RODDIAMETER

ALLOWABLE LOAD(K/IN.)

4.1

4.9

5.7

1" 6.5

DETAIL "C" 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

1/4"

5/16"

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

H(MIN.)

4 SIDES

2 SIDES

4 SIDES

FIRST FLOOR100'-0"

ROOF122'-6"

2221201918171615 2315.1 22.9

HSS7X7X1/4 T=C=56k HSS7X7X1/4 T=C=56k

HSS7X7X1/4 T=C=56kHSS7X7X1/4 T=C=56k

HSS7X7X1/4 T=C=56k HSS7X7X1/4 T=C=56k

HSS7X7X1/4 T=C=56kHSS7X7X1/4 T=C=56kC10X30 (LOW) C10X30 (LOW)

C10

X20

C10

X20

C10X30 (HIGH)

C10X30 (LOW) C10X30 (LOW)

C10X30 (LOW)W14X43W14X43

C10X30 (LOW)

C10X30 (HIGH)

C10

X20

C10

X20

TYP.

10/S701

TYP.

14/S701

TYP.

13/S701B.O.S. EL. = 108'-0"

TYP.

B.O.S. EL. = 112'-0"TYP.

FIRST FLOOR100'-0"

ROOF122'-6"

22 21 20 19 18 17 16 1523 15.122.9


C10X30 (HIGH)

C10X30 (LOW)

W14X43

HSS7X7X1/4 T=C=56kHSS7X7X1/4 T=C=56k

HSS7X7X1/4 T=C=56k HSS7X7X1/4 T=C=56k HSS7X7X1/4 T=C=56k HSS7X7X1/4 T=C=56k

C10X30 (LOW)HSS7X7X1/4 T=C=56kHSS7X7X1/4 T=C=56k

W14X43C

10X

20

C10

X20

C10

X20

C10

X20

C10X30 (HIGH)


TYP.

14/S701

TYP.

10/S701

TYP.

13/S701

3

S202

4

S202

FIRST FLOOR100'-0"

H J.2

HSS6X6X

1/4

T=C=4

9k

HSS6X6X1/4 T=C=49k

10/S701

TYP.13/S701

TYP.

© 2

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Phone: (214) 377-8662

KEY PLAN

A B

C



Datum Project No.


Austin512-469-9490

4/2

6/2

017 9

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MC

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hristi

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16578

04-25-17

CORPUS CHRISTI


Author Checker


WIND BRACE ELEVATIONS &DETAILS

S701

16146

10 11

12

13 14 15 16

1/8" = 1'-0"

WB-1

1/8" = 1'-0"

WB-2

1/8" = 1'-0"

WB-3


04/27/17

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