typical structural abbreviations · roof top mechanical unit on plan beam bottom chord bracing on...

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TYPICAL STRUCTURAL ABBREVIATIONS

WB-1

TRUSS

TYPICAL SYMBOLS LEGEND TYPICAL PLAN NOTES:

CAST IRON C.I.

APPROVED APPD.

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

PRE-ENGINEERED

WROUGHT IRONWOODWORK POINTWITHWINDOWWIND LOADWIND BRACEWELDED WIRE MESHWATERPROOFING

WATERSTOP

VERT.VERTICAL

UNLESS NOTED OTHERWISE U.N.O.

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

T & BT & GTHK.TERR.TTEMP.

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

TOP AND BOTTOMTONGUE & GROOVETHICKTERRAZZOTENSIONTEMPERATURE

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

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

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

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

PROJ.PRELIM.PREFAB.

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

PARTN.PAR.P

PROJECTIONPRELIMINARYPREFABRICATED

PRECAST CONCRETEPOUNDS PER SQUARE INCHPOUNDS PER SQUARE FOOTPOINTPLATEPIECEPERPENDICULAR

PARTITIONPARALLELPAN

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

OUTSTANDINGOUTSIDE DIAMETEROUTSIDE FACEOPPOSITE HANDOPPOSITEOPENING(S)ON CENTER

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

NUMBERNOT TO SCALENOT IN CONTRACTNON-SHRINKNOMINALNEAR FACE

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

MOMENT CONNECTION(S)MOMENTMISCELLANEOUSMINIMUMMIDDLEMEZZANINEMECHANICALMAXIMUMMATERIALMASONRY OPENINGMANUFACTURE(R)

L.P.LLVLLHLONG.LLLWT. CONC.

LOW POINTLONG LEG VERTICALLONG LEG HORIZONTALLONGITUDINALLIVE LOADLIGHTWEIGHT CONCRETE

KSFKLFk

KIP PER SQUARE FOOTKIP PER LINEAR FOOTKIPS (1000 LBS)

JST(S).JT(S).

JOIST(S)JOINT(S)

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

INTERMEDIATEINTERIORINSIDE FACEINSIDE DIAMETERINFORMATION

HK.HORIZ.

H.P.HT.H.S.

HOOKHORIZONTAL

HIGH POINTHEIGHTHEADED STUDS

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

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

GRADE BEAMGRADEGOVERNMENT

GENERAL CONTRACTORGALVANIZED STEELGALVANIZED IRONGALVANIZEDGAGE OR GAUGE

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

F.S.FABR.F. TO F.

FOUNDATIONFLOOR DRAINFLOORFLANGEFIREPROOF(ING)FINISHED FLOORFINISH(ED)

FAR SIDEFABRICATORFACE TO FACE

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

E.W.E.F.EA.

EXTRA STRONGEXTERIOREXISTINGEXPANSION JOINTEXPANSIONEQUIPMENTEQUALENTRANCEENGINEERELEVATORELEVATIONELECTRICAL

EACH WAYEACH FACEEACH

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

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

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

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

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

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

BUILDING LINEBUILDINGBRIDGINGBRICK LEDGE ELEVATION

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

AHUA/C@

ARCH'L.ARCH.APPROX.

L&A.B.ALT.

AIR HANDLING UNITAIR CONDITIONERAT

ARCHITECTURALARCHITECTAPPROXIMATE

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

EDGE ANGLE OFFSET E.A.O.

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

FIELD VERIFY (F.V.)

TAPERED BEAM T.B.

ARE NOT NECESSARILY USED

PENETRATION PEN.

CANTILEVER CANT.

TOP OF T.O.

TYPICAL TYP.

ALL ABBREVIATIONS SHOWN

HOLLOW STRUCTURAL SHAPE HSS

BUILDING MANUFACTURER PEBMPRE-ENGINEEREDMETAL BUILDING PEMB

TYPICAL ABBREVIATIONS, SYMBOLS AND PLAN NOTES AS-1

SUBSTITUTIONS

DESIGN LOADS

A.F.S.

INDICATES TRUSS - SEE TRUSS ELEVATIONS.

INDICATES THAT COLUMN STOPS AT THIS LEVEL.

INDICATES THAT COLUMN STARTS UPWARD FROM THIS LEVEL.

INDICATES WIND BRACE - SEE WIND BRACE ELEVATIONS.

CAST-IN-PLACE CONCRETE

STRUCTURAL PRECAST CONCRETE

SAND GRAVEL, OR LOW P.I. FILL

EARTH

ROCK

ARCHITECTURAL PRECAST CONCRETE

NON-SHRINK GROUT

SAND CEMENT GROUT

C.M.U.

BRICK

EXISTING

STRUCTURAL STEEL

WOOD (CONTINUOUS)

WOOD (NON-CONTINUOUS)

GLUE LAMINATED LUMBER (GLU-LAM)

ARCHITECTURAL FINISHED SURFACE

PLYWOOD

MICRO LAMINATED LUMBER (MICRO-LAM)

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

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

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

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

ROOF TOP MECHANICAL UNIT ON PLAN

BEAM BOTTOM CHORD BRACING ON PLAN

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

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

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

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

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

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

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

INDICATES MOMENT CONNECTION -SEE MOMENT CONNECTION DETAILS.

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

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

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

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

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

G.C.

GENERAL

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

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

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

BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ARCHITECT.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

6. SEISMIC DESIGN DATA (IBC):

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

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

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

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

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

SCHINDLER 3300 TRACTION ELEVATOR

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

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

1. TOPPING SLABS WILL VARY IN THICKNESS FOR EACH FLOOR, SHALL BE REINFORCED, WITH CONTROL JOINTSSPACED AS FOLLOWS:

BASEMENT – VARIES FROM 2” TO 11 ½”.2” TO 3.5” 6X6 - W4XW4 10’ O.C. E.W.3.5” TO 5.5” 4X4 - W4XW4 10’ O.C. E.W.5.5” TO 8.5” 2 LAYERS 4X4-W4XW4 OR #4@12” O.C. E.W. 10’ O.C. E.W.8.5” TO 11.5” 2 LAYERS 4X4-W4XW4 OR #4@10” O.C. E.W. 10’ O.C. E.W.

FIRST - 3” 6X6 - W4XW4 10’ O.C. E.W.5” 4X4 - W4XW4 10’ O.C. E.W.

SECOND - 2.5” 6X6 - W2.9XW2.9 10’ O.C. E.W.

2. INSTALL TWO LAYERS OF 6-MIL POLY TO ACT AS A BOND BREAKER BETWEEN THE BASE SLAB AND NEWTOPPING SLAB. STAGGER JOINTS BETWEEN THE TWO LAYERS. LAP THE JOINTS IN THE BOTTOM LAYER 6INCHES. TAPE THE JOINTS IN THE TOP POLY LAYER WITH MANUFACTURER’S RECOMMENDED JOINT TAPE.

3. WHERE THE TOPPING SLAB IS TO BE POURED AROUND COLUMNS, PROVIDE A COMPRESSIBLE FILLER MATERIALSUCH AS “DECK-O-FOAM” OR “CERAMAR” AROUND COLUMNS.

4. LAP REINFORCING MESH 1'-0" AND REBAR 1’-3” AT SPLICES. MESH SHALL BE FURNISHED IN FLAT SHEETS ANDSUPPORTED ON CONTINUOUS BAR CHAIRS TO MAINTAIN PROPER COVERAGE OF 1" TO 1½” BELOW THE TOPSURFACE. CUT ALTERNATE WIRES OR BARS DIRECTLY BENEATH CONTROL JOINTS.

5. PROVIDE #3 X 3’-0” DIAGONAL TOP AND BOTTOM AT ALL RE-ENTRANT CORNERS.

6. THE TOPPING MIX SHALL HAVE THE FOLLOWING PROPERTIES:

SLUMP...................................................................... 4"WATER CEMENT RATIO......................................... 0.4028 DAY DESIGN STRENGTH................................... 3500 PSIMAXIMUM AGGREGATE SIZE................................. 1"NO AIR ENTRAINMENTADD A SHRINKAGE REDUCING ADMIXTURE TO THE CONCRETE

7. THE COARSE AGGREGATE SHALL BE NORMAL WEIGHT, WELL GRADED CRUSHED LIMESTONE. AGGREGATESSHALL COMPLY WITH THE FOLLOWING:

A. COARSENESS FACTOR: THE COARSENESS FACTOR AS CALCULATED IN ACI 302-04, SECTION 6.3.2, SUBSECTION 2 SHALL BE BETWEEN 50 AND 70 PERCENT.

B. WORKABILITY FACTOR: THE ADJUSTED WORKABILITY FACTOR AS CALCULATED IN ACI 302-04, SECTION6.3.2, SUBSECTION 2 SHALL BE NOT LESS THAN 2 PERCENT NOR MORE THAN 7 PERCENT ABOVE THE TRENDBAR SHOWN IN ACI 302-04 FIGURE 6.1.

8. TOPPING SLAB SHALL BE MOIST CURED USING CURING BLANKETS OR PLASTIC COVERED MAT. DO NOT APPLYPLASTIC SHEET DIRECTLY TO SLAB AS THIS CAUSES STAINING. PROVIDE CURING FOR 7 DAYS MINIMUM.

9. INSTALL CROSS JOINTS IN THE TOPPING IN EACH DIRECTION AT A MAXIMUM SPACING AS NOTED ABOVE.LOCATE JOINTS ON COLUMN CENTERLINES IN EACH AREA. NOTE: JOINTS ARE NOT TO BE PROVIDED IN NEWCONCRETE SLABS ON METAL DECK.

10. CONTRACTOR TO SUBMIT TOPPING POUR SEQUENCE AND CONTROL JOINT LAYOUT FOR REVIEW.

11. JOINT PATTERN SHALL BE COORDINATED WITH COLUMNS, OFFSETS, POUR JOINTS AND OTHER DISCONTINUITIESTO PRODUCE APPROXIMATELY SQUARE SECTIONS.

12. CONTROL JOINTS ARE CUT WITH A SAW WHILE THE CONCRETE IS STILL GREEN. A “SOFT-CUT” SAW CAN BEUSED WITHIN 1 TO 4 HOURS AFTER FINISHING. ALTERNATIVELY, A WATER COOLED WATER CUT SAW WITHDIAMOND BLADE SHOULD BE USED BETWEEN 4 AND 12 HOURS AFTER FINISHING. THE CUTS SHOULD BE A DEPTHEQUAL TO 1/4 OF THE SLAB THICKNESS. THEY WILL BE ABOUT 1/8" THICK, OPENING TO 1/4" AFTER SHRINKAGE.PRECUT HALF OF THE REINFORCEMENT ALONG THE LINE OF THE JOINT SO THAT THE CRACK WILL BE SURE TOFORM AT THE SAW CUT. THE SAW BLADE MUST BE KEPT SHARP TO PENETRATE THE AGGREGATE.

13. CLEAN AND FILL CONTROL JOINTS WITH ELASTOMERIC SEALANT AFTER POLISHING. SEE SPECIFICATIONS FORPOLISHING AND SEALANT.

NONCOMPOSITE TOPPING SLABS FOR POLISHED CONCRETE

1

CONSTRUCTION

DOCUMENTS

2849 FM 447Nursery, TX 7797

TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:

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

[email protected]

CgM and AssociatesArchitects

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

830-620-0778 P830-620-0778 F

ARCHITECT

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

512-469-9490 P

STRUCTURAL ENGINEER

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

210-826-9191 P210-223-9194 F

MEP ENGINEER

FPCG_FIRE PROTECTION CONSULTING GROUP339 SANDALWOOD LANESAN ANTONIO, TX 78216

210-835-2389 P

LIFE SAFETY_FIRE PROTECTION

PROJECT NO:

FILE PATH:

COPYRIGHT:CGM & ASSOCIATES ARCHITECTS, INC2016

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

15134 _STEC-G3.rvt

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

Datum Project No.

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

Austin512-469-9490

South Texas Electric

Cooperative

3/3

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S1.01

ABBREVIATIONS,SYMBOLS, AND TYPICALPLAN NOTES

15134

SHEET LISTSHT. NO. SHEET NAME

S1.01 ABBREVIATIONS, SYMBOLS, AND TYPICAL PLAN NOTES

S1.02 GENERAL NOTES

S2.01 BASEMENT FOUNDATION PLAN

S2.02 FIRST FLOOR FRAMING PLAN

S2.03 SECOND FLOOR FRAMING PLAN

S2.04 THIRD FLOOR & LOW ROOF FRAMING PLAN

S2.05 HIGH ROOF FRAMING PLAN

S3.01 CONCRETE SECTIONS AND DETAILS

S4.01 SIMPLE BEAM CONNECTION DETAILS

S4.02 COMPOSITE STEEL BEAM DETAILS

S4.03 COMPOSITE STEEL BEAM DETAILS

S4.04 STEEL SECTIONS AND DETAILS

S4.05 STEEL SECTIONS AND DETAILS

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW

02/08/2017 CONSTRUCTION DOCUMENTS

1 03/03/2017 ADDENDUM 02

12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

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02/08/2017

CONCRETE MIX

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

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

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

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

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

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

CAST-IN-PLACE CONCRETE

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

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

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

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

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

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

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

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

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

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

CHIPPING, CUTTING, OR CORING INTO EXISTINGCONCRETE CONSTRUCTION

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

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

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

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

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

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

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

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

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

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

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

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

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

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

FIELD DRILLED EXPANSION BOLTS IN CONCRETE

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

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

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

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

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

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

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

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

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

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

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

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

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

FIELD DRILLED DOWELS AND ARCHOR RODS IN CONC.

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

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

ELEVATOR FRAMING

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

ROOF MOUNTED MECHANICAL UNITS

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

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

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

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

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

1. PROVIDE CONCRETE HAVING THE FOLLOWING GENERAL CHARACTERISTICS:

28-DAY MAX.STRENGTH SLUMP AGG. SIZE

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

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

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

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

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

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

CLASS OF CEMENTCONCRETE TYPEA I/II

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

CONCRETE REINFORCEMENT

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

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

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

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

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

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

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

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

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

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

STRUCTURAL STEEL (CONT.)

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

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

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

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

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

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

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

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

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

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

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

FIELD DRILLED DOWELS AND ARCHOR RODS IN CONC.

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

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

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

3. TYPICAL DECK CONNECTIONS SHALL BE AS FOLLOWS:

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

STRUCTURAL STEEL

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

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

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

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

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

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

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

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

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

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

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

PLUMBING TRENCHES IN EXISTING SLABS

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

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

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

CORE DRILLING THRU EXIST. BEAMS OR WALLS

1

3"

OR

5"

12"

OR

18"

NEW CONC. TOPPPING

AVOID CUTTING BOTTOMREINF. WHERE POSSIBLE

EXIST. CONC. SLAB

SPECIFIED BEDDINGMATERIAL

NEW PLUMBING LINE

1'-4" MAX.

EXCAVATION/CUTLINE AS REQUIRED

EXIST. REINF.

CONT. SYNKO-FLEXWATERSTOP ATBOTTOM OF SLAB

PIPE TRENCH INSTALLATION IN EXISTING SLABNO SCALE

LOCATE REINF. IN BEAM ORWALL PRIOR TO CORING

PIPE, SEE PLUMBING

CORE THRU WALL

EXISTING SLAB

NEW CONCRETE TOPPING

EXIST. BEAM OR WALL

EXISTING SLAB

SYNKO-FLEX WATERSTOP ATPERIMETER IF UNDER SLAB

PIPE CORE THRU BEAM OR WALLNO SCALE

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

3/3

/2017 1

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1:1

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:\U

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\Tony.D

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Revit

2016 L

oca

l\15134 _

ST

EC

-G3_T

ony.

rvt

S1.02

GENERAL NOTES

15134

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

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

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


1 03/03/2017 ADDENDUM 02

12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

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

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

.......

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

..

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

......

.......

02/08/2017

Fa Fa

F F

E E

D D

C C

B B

A A

1

1

2

2

3

3

4

4

5

5

6

6

3a

Aa

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

12'-3"

+/-

11'-9"

+/-

9'-0"

+/-

20'-0"

+/-

23'-0"

+/-

20'-0"

+/-

13'-0"

+/-

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

24'-0"

+/-

9'-0"

+/-

20'-0"

+/-

23'-0"

+/-

20'-0"

+/-

13'-0"

+/-

(EX

.) W

18X

45

(EX

.) W

16X

40

(EX.) W18X55

(EX

.) W

18X

45

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

(EX.) W8X17

(EX.) W8X17

(EX

.) W

14X

30

(EX

.) W

14X

30

(EX.) C6X8.2

(EX.) W12X27

(EX.) C18x42.7

(EX.) W24X68 (EX.) W24X68

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX.) W24X68 (EX.) W27X84

(EX

.) W

16X

40

(EX

.) W

18X

45

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX

.) W

18X

45

(EX

.) W

16X

40

(EX.) W27X84

(EX

.) W

12X

53 +

18C

42.5

(EX

.) W

27X

84

(EX

.) W

24X

76

(EX

.) W

24X

68

(EX.) C6X8.2

(EX.) C6X8.2

(EX.) C10X15.3

(EX.) C10X15.3

(EX.) C6X8.2

(EX.) C10X15.3

(EX.) C10X15.3

(EX

.) W

21X

55

(EX.) W12X27

(EX.) W12X27

(EX.) W12X27

(EX.) W14X30

(EX.) W12X27

(EX.) W16X36

(EX

.) W

12X

27

(EX

.) C

8X

11.5

(EX

.) C

6X

8.2

(EX

.) W

8X

17

(EX

.) C

6X

8.2

(EX.) C8X11.5

(EX

.) C

6X

8.2

(EX.) W12X27

(EX

.) W

12X

27

(EX.) W8X17

(EX.) W24X68

(EX

.) W

12X

53

(EX

.) W

16X

36

(EX

.) W

18X

50

(EX

.) W

18X

45

(EX.) W8X17

(EX

.) W

10X

21

(EX

.) W

10X

21

(EX.) W10X21

(EX

.) W

8X

17

(EX.) W8X17

(EX.) W8X17

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

(EX

.) W

10X

21

(EX.) W12X27

(EX

.) C

6X

8.2

(EX

.) C

8X

11.5

(EX.) W12X27

(EX

.) C

6X

8.2

(EX

.) C

8X

11.5

(EX

.) C

10X

15.3

W12X26 (18)

OPEN

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

FORM AND FILL-IN ALLEXIST. SLAB OPENINGSWITH CONCRETE

EXIST.CHASE

NEW ELEVATOROPENING

W12X19 (18)

(EX.) W12X27

1

S4.02

TYP.

SEE S4.01 FOR TYPICALBEAM CONNECTIONS

11

S4.02

TYP.

W8X15

NEW STAIR

7

S3.01

TYP.

6

S3.0110

S3.01

RELOCATEEXIST. W10X21AND DEMOLISHEXIST. W8X17

11

S4.03

12

S4.0311

S4.03

TYP.

13

S4.03

14

S4.03

6

S3.01

8

S3.01

9

S3.01

10

S3.01

9

S3.01

12k12k

8k 8k

13k 13k

TYP.

4/S4.01

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

5"

NE

W W

B-4

11/S

4.0

4

NEW WB-29/S4.04

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

REMOVE (3) 6"X6"STEEL ELEVATORCOLUMNS

3

S4.02

3

S4.02

5/S4.03

11/S3.01

TYP.

14

S3.01

TYP.

8'-6"

7'-8"

17

S3.01

16

S3.01

18

S3.01

15

S3.01

12

S3.01

12

S3.01

12

S3.01

12

S3.01SLO

PE

SLOPE

1'-6"

8'-1"

HSS5X5X1/4

7A

S3.01

7A

S3.01

1'-3 1

/2"

5'-0"

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

19

S3.01

TYP.

7A

S3.01

SLO

PE

SIM.

A

S1.02

TYP.B/S1.02

TYP.

A

S1.02

TYP.

BOTTOM #9@7" O.C. N-S MAY NOT BECUT IN THIS AREA OR REPAIR CUTBARS W/ CADWELD TENSION SPLICES.

1

PLAN NORTHTRUE NORTH

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

LEGEND

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

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

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

MUST BE FIELD VERIFIED.

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

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

3/3

/2017 1

0:4

0:5

2 A

MC

:\U

sers

\Tony.D

AT

UM

\Docum

ents

\Local R

evit F

iles\R

evit 2

016 L

ocal\15134 _

ST

EC

-G3_T

ony.r

vt

S2.02

FIRST FLOOR FRAMINGPLAN

15134

3/16" = 1'-0"

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

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


1 03/03/2017 ADDENDUM 02

12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

S

PR

OF

E

SS

I O N A L E NG

I

NE

ER

��

��

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

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

.......

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

..

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

......

.......

02/08/2017

Fa Fa

F F

E E

D D

C C

B B

A A

1

1

2

2

3

3

4

4

5

5

6

6

3a

Aa

(EX

.) W

10X

21

(EX.) C8X11.5

(EX.) C8X11.5

(EX

.) W

10X

21

(EX

.) W

8X

24

(EX.) W18X45(EX.) W18X50

(EX

.) W

16X

40

(EX.) W21X55

(EX

.) W

16X

40

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

(EX

.) W

16X

40

(EX

.) W

16X

36

(EX

.) W

16X

36

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX.) W27X84

(EX

.) W

21X

55

(EX

.) W

16X

40

(EX.) W21X68 (EX.) W21X68

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX

.) W

16X

40

(EX

.) W

16X

40

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

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX

.) W

12X

27

(EX.) C12X20.7

(EX

.) C

12X

20.7

(EX

.) C

10X

15.3

(EX.) C10X15.3

(EX.) W6X15.5

(EX.) W8X17

(EX

.) W

24X

68

(EX

.) W

21X

55

(EX

.) W

12X

27

(EX.) W24X100

(EX.) W24X68

(EX.) W16X36

(EX.) W18X50

(EX.) W24X68

(EX

.) W

24X

76

(EX

.) W

27X

102

(EX

.) W

27X

94

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

(EX

.) W

16X

36

(EX

.) W

18X

50

(EX

.) W

16X

36

(EX.) W18X45 (EX.) W21X55

(EX

.) W

14X

30

(EX

.) W

14X

30

(EX.) W21X55 (EX.) W14X43

(EX

.) W

16X

36

(EX.) W12X27(EX

.) W

12X

27

(EX

.) W

8X

17

(EX

.) W

8X

17

(EX

.) W

8X

17

(EX

.) W

18X

50

(EX

.) W

18X

50

(EX.) W16X36

(EX

.) W

16X

36

(EX

.) W

10X

21

(EX

.) W

10X

21

(EX.) W21X55

(EX.) W18X45

(EX

.) W

18X

45

(EX

.) W

10X

21

(EX.) W8X17

(EX.) W16X36

(EX.) W18X45

(EX.) W18X45

(EX.) W16X40

(EX

.) W

21X

62

(EX

.) W

21X

62

(EX

.) W

16X

36

(EX

.) W

18X

50

(EX

.) W

16X

50

(EX.) W16X36(EX.) W16X36

(EX.) W6X15.5

(EX.) W6X15.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX.) C8X11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) W

8X

17

(EX

.) W

8X

17

(EX.) C8X11.5

(EX.) W18X45

(EX.) C4X7.2

(EX.) C8X11.5

(EX.) W8X17

(EX.) W8X17

(EX

.) C

8X

11.5

(EX

.) C

10X

15.3

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

10X

15.3

(EX.) W18X45

(EX

.) W

24X

68

(EX.) W16X36

(EX

.) W

27X

94

(EX.) W16X36

(EX.) W16X36

(EX.) W16X36

(EX.) W12X27 (EX.) W12X27

(EX

.) W

27X

84

(EX

.) W

24X

68

(EX.) W12X27 (EX.) W12X27

(EX.) W12X27 (EX.) W12X27

(EX.) W12X27 (EX.) W12X27

(EX.) W16X36

(EX.) W12X27

(EX

.) W

10X

21

(EX.) C8X11.5

(EX

.) C

8X

11.5

(EX

.) C

6X

8.2

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

6X

8.2

(EX.) C6X8.2

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

(EX

.) C

6X

8.2

(EX

.) C

6X

8.2

(EX

.) W

14X

30

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

12'-3"

11'-9"

9'-0"

20'-0"

23'-0"

20'-0"

13'-0"

10 1

/2"

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

24'-0"

9'-0"

20'-0"

23'-0"

20'-0"

13'-0"

W16X

26 (

18)

W14X22 (18)

W14X22 (18)

W14X22 (18)

W14X

22 (

14)

W10X

17 (

10)

W12X

19 (

18)

W16X31 (27)

W16X31 (27)

W10X

17 (

10)

W10X

17 (

10)

W14X

22 (

18)

W14X

22 (

18)

OPEN

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

FORM & FILL-IN SLABOPENINGS WITHCONCRETE, TYP.

W8X15

GLASS FLOORSEE ARCH'L

REMOVE EXISTING STAIR LANDINGAND SUPPORT BEAM BELOW

3

S4.02

W8X

15

W8X

15

1

S4.02

1

S4.02

TYP.

3 EQ. SPA.

(EX.) W16X36

25k25k

8k

8k

8k

8k

12

k

17

k

17

k1

7k

17

k

12

k

18k 18k

SEE SHEET S4.01 FORTYPICAL BEAM CONNECTIONS

10/S4.01

TYP.

4/S4.01

TYP.

10/S4.01

TYP.

9k

9k

(EX.) C12X20.7

(EX.) C12X20.7

16k

16k

10k

16k

16k

10k

18

k1

8k

NE

W W

B-4

11/S

4.0

4

NEW WB-29/S4.04

NE

W W

B-3

10/S

4.0

4

9

S4.03

TYP.

10

S4.03

TYP.

1

S4.02

TYP.

2"

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

15

S4.03

TYP.

NE

W W

B-1

8/S

4.0

4

17

S4.03

FOLDING PARTITIONABOVE, SEE ARCH'L

16

S4.03

TYP.

10

S4.03

AD

D 1

/4"

FIL

LE

T W

ELD

ALL-A

RO

UN

D T

OE

XIS

T B

EA

M T

O C

OL. C

ON

NE

CT

ION

4/S4.01

TYP.

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

4/S4.01

TYP.

NEW ELEVATOROPENING

3

S4.02 5/S4.03

11/S3.01

TYP.

REMOVE (3) 6"X6"STEEL ELEVATORCOLUMNS

ABOVE

REMOVE EXIST. BMS.

REMOVE EXIST. BMS.

REMOVEPERIM.PLATE

REMOVE STONERUBBLE AND FILLW/ CONCRETE, TYP.

(EX

.) C

8X

11.5

(EX

.) C

8X

11.5

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

12

S4.05

W8X

15

SLOPENEW CANOPY

1'-6"

10

S4.05

15'-10" +/-

10'-1"

+/-

W10X

17 (

10)

20

S4.03

9

S4.05

7

S4.05

6

S4.05

TYP.

TYP.

8/S4.05

19

S4.03

TYP.

19

S3.01

TYP.

REMOVEEXIST. BEAMS

9

S4.05

10

S4.05

C8X

11.5

HANGER PER 12/S4.05

10 1

/8"

6"

8k

8k

W8X15

C8X11.5

W10X

17

C.L. BEAM &EDGE OF NEWCONC. SLAB

RECESS NEWSLAB 1 1/2"FOR GRATING

1

EQ. EQ.

PLAN NORTHTRUE NORTH

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

LEGEND

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

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

MUST BE FIELD VERIFIED.

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

CONSTRUCTION

DOCUMENTS


TP

NM/GS

13-05

G3 POWERPLANT

DRAWN BY:

CHK'D BY:


[email protected]



830-620-0778 P830-620-0778 F

ARCHITECT


512-469-9490 P

STRUCTURAL ENGINEER


210-826-9191 P210-223-9194 F

MEP ENGINEER


210-835-2389 P


PROJECT NO:

FILE PATH:



15134 _STEC-G3.rvt


Datum Project No.


Austin512-469-9490


Cooperative

3/3

/2017 1

0:4

1:1

9 A

MC

:\U

sers

\Tony.D

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\Docum

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EC

-G3_T

ony.r

vt

S2.03

SECOND FLOORFRAMING PLAN

15134

3/16" = 1'-0"

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

SET ISSUE DATES

# DATE ISSUE

09/22/2016 50% CD REVIEW

11/18/2016 95% CD REVIEW

11/30/2016 100% CD REVIEW


1 03/03/2017 ADDENDUM 02

12/16/2014

GALEN G. SCHROEDER

44999L I C E N SE D

STAT E OF T EXA

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PR

OF

E

SS

I O N A L E NG

I

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02/08/2017

typical structural abbreviations · roof top mechanical unit on plan beam bottom chord bracing on...

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