UNINTECH CONSULTING ENGINEERS, INC. 318-14, building code ... minimum concrete cover protection for reinforcement bars shall be ... erection tolerances of anchor bolts, embedded items,

STRUCTURAL NOTES:

DESIGN CODES/STANDARDSTHE DESIGN OF THIS STRUCTURE IS IN AGREEMENT WITH THE FACILITYDESIGN GUIDELINES BY THE TEXAS A&M UNIVERSITY SYSTEM OFFICE OFFACILITIES PLANNING AND CONSTRUCTION, GOVERNING INDUSTRYSTANDARDS AND FM GLOBAL CO.

2015 IBC, INTERNATIONAL BUILDING CODE, 2015 EDITION

ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHERSTRUCTURES WITH SUPPLEMENT 1

ACI 318-14, BUILDING CODE REQUIREMENTS FOR REINFORCEDCONCRETE

AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

JI K-10 & LH/DLH-10 STANDARD SPECIFICATIONS FOR OPEN WEB STEELJOISTS, K-SERIES & STANDARD SPECIFICATIONS FOR LONGSPAN STEELJOISTS, LH-SERIES AND DEEP LONGSPAN STEEL JOISTS, DLH-SERIES

NSI/RDI1.0-10 STANDARD FOR STEEL ROOF DECKFM GLOBAL DATA SHEETS

GENERAL NOTES:

1.

DESIGN LOADS2.

SUPERIMPOSED DEAD LOAD ON ROOF:

ROOFING MATERIAL (INSULATION, ROOFING MATERIAL)............23 PSF

ROOF FRAMING AND DECKING..........................................................7 PSF

COLLATERAL LOADS (MECH., CEILINGS, ETC.)...............................5 PSF

LIVE LOADS

WAREHOUSE..................................................................................810 PSF

ROOF.................................................................................................20 PSF

SEISMIC LOAD:

IMPORTANCE FACTOR 1.0

SITE CLASS C

Ss, S1 0.074g, 0.04g

SDS, SD1 0.059g, 0.046g

SEISMIC DESIGN CATEGORY A

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

METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTIONARE THE RESPONSIBILITY OF THE CONTRACTOR. THECONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TOMAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTURE AT ALLSTAGES OF CONSTRUCTION.

3.

STRUCTURAL MEMBERS HAVE BEEN LOCATED AND DESIGNED TOACCOMMODATE THE MECHANICAL EQUIPMENT AND OPENINGSSPECIFIED BY THE MECHANICAL CONSULTANT. ANY SUBSTITUTIONRESULTING IN REVISIONS TO THE STRUCTURE SHALL BE THERESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITHUNINTECH CONSULTING ENGINEERS, INC.

4.

THE GENERAL CONTRACTOR AND SUB-CONTRACTORS SHALL DETERMINETHE SCOPE OF THE STRUCTURAL WORK FROM THE CONTRACTDOCUMENTS TAKEN AS A WHOLE. THE STRUCTURAL DRAWINGS SHALLNOT BE CONSIDERED SEPARATELY FOR PURPOSES OF BIDDING THESTRUCTURAL WORK. DUE CONSIDERATION SHALL BE GIVEN TO OTHERSTRUCTURAL WORK OR WORK RELATED TO THE STRUCTURE, INCLUDINGNECESSARY COORDINATION DESCRIBED OR IMPLIED BY THEARCHITECTURAL AND MECHANICAL DRAWINGS.

5.

THE REPRODUCTIVE USE OF THE STRUCTURAL CONTRACT DOCUMENTSOR ELECTRONIC FILES AS STRUCTURAL SHOP DRAWING DOCUMENTSBY THE CONTRACTOR OR SUB-CONTRACTOR IS AT THEIR OWN RISK.UNINTECH CONSULTING ENGINEERS, INC. ASSUMES NO LIABILITY ASTHE RESULT OF THE REPRODUCTIVE USE OF THE STRUCTURALCONTRACT DOCUMENTS FOR SHOP DRAWINGS.

6.

SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL REFERENCEONLY. NO DIMENSIONAL INFORMATION SHALL BE OBTAINED BYDIRECT SCALING OF THE DRAWINGS.

7.

THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATIONOF ALL RESULTING REVISIONS TO THE STRUCTURAL SYSTEM OROTHER TRADES AS A RESULT OF ACCEPTANCE OF CONTRACTORPROPOSED ALTERNATIVE OR SUBSTITUTIONS.

8.

PRINCIPAL OPENINGS IN THE STRUCTURE ARE INDICATED ON THECONTRACT DOCUMENTS, REFER TO ARCHITECTURAL, MECHANICAL,ELECTRICAL AND PLUMBING DRAWINGS FOR SLEEVES, CURBS, INSERTS,ETC. NOT HEREIN INDICATED. OPENINGS IN SLAB WITH A MAXIMUM SIDEDIMENSION OR DIAMETER OF 12 INCH OR LESS SHALL NOT REQUIREADDITIONAL FRAMING OR REINFORCEMENT, UNLESS NOTED OTHERWISE.THE LOCATION OF SLEEVES OR OPENINGS IN STRUCTURAL MEMBERSSHALL BE SUBMITTED TO UNINTECH CONSULTING ENGINEERS, INC. FORREVIEW.

9.

CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS WHICH WILL AFFECTTHE FABRICATION OF COMPONENTS FOR NEW CONSTRUCTION PRIOR TOTHE START OF CONSTRUCTION. THESE DOCUMENTS DO NOT INDICATETHE METHOD OF CONSTRUCTION. ANY DISCREPANCIES NOTED SHALL BECONVEYED TO ARCHITECT AND ENGINEER PRIOR TO STARTING WORK.IGNORANCE OF CONDITIONS IS NOT A BASIS FOR A CLAIM OF ADDITIONALCOMPENSATION.

10.

CONTRACTOR IS REQUIRED TO CORRECT AT HIS OWN EXPENSE ANYCONSTRUCTION DAMAGE, STRUCTURE DAMAGE OR OTHER OBJECTIONABLECONDITIONS CAUSED BY HIS OPERATIONS.

11.

CONTRACTOR SHALL SUBMIT ALL SHOP DRAWINGS (FABRICATION,MANUFACTURING, ERECTION AND SETTING DRAWINGS), SAMPLES, TESTREPORTS AND PRODUCT DATA RELATED TO STRUCTURAL DOCUMENTSFOR ENGINEERS REVIEW. NO WORK SHALL START UNTIL APPROVALFROM ENGINEER.

12.

A QUALIFIED INDEPENDENT TESTING LABORATORY SHALL PERFORMRETESTING WHEN WORK DOES NOT COMPLY WITH THE REQUIREMENTSOF THE CONTRACT DOCUMENTS.

13.

STRUCTURAL NOTES APPLY UNLESS OTHERWISE NOTED ON STRUCTURALDRAWINGS. IN CASE OF CONFLICT, GREATER REQUIREMENTS GOVERN.

14.

ALL UTILITIES CONNECTED TO BUILDING SHALL ALLOW FOR MOVEMENTDUE TO EXPANSIVE SUBGRADE. MOVEMENT CAN BE ACHIEVED BY USINGSLEEVE JOINTS, BENDS, LOOPS AND OTHER SIMILAR DEVICES.

15.

FOUNDATION:

THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON AREPORT PREPARED BY TERRACON DATED DECEMBER 30, 2015 (PROJECT NOA1155096) AND SUPPLEMENTALS I & II. THE CONTRACTOR SHALL PERFORMEXCAVATIONS, FOOTING CONSTRUCTION, AND PREPARATION OF THESUBGRADE UNDER THE SLAB IN ACCORDANCE WITH THERECOMMENDATIONS CONTAINED IN THIS SECTION. CONTRACTOR SHALLBECOME FAMILIAR WITH THE GEOTECHNICAL REPORT AND BRING ANYDISCREPANCIES BETWEEN THE REQUIREMENTS OF THE CONTRACT AND THEGEOTECHNICAL REPORT TO THE ATTENTION OF THE ARCHITECT/ENGINEER.

1.

EXCAVATIONS FOR THE SLAB, BEAMS AND SPREAD FOOTINGS SHALL BECLEANED AND HAND TAMPED TO A UNIFORM SURFACE. THE BOTTOM 6" OFTHE SPREAD FOOTINGS EXCAVATIONS SHALL BE PERFORMED USING ASMOOTH-MOUTHED EXCAVATION BUCKET OR MANUAL LABOR. FOOTINGEXCAVATIONS SHALL HAVE SIDES TEMPORARILY LINED WITH 6 MILVISQUEEN AND PLACE 2" TO 4" THICK OF CONCRETE AT BOTTOMS IFPLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF THEEXCAVATION OF THE FOOTING. PROVIDE DEWATERING DEVICES TOREMOVE GROUNDWATER SEEPAGE IMMEDIATELY.

5.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFERFROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT SHALL BEREPORTED TO THE ARCHITECT, GEOTECHNICAL ENGINEER AND UNINTECHCONSULTING ENGINEERS, INC., BEFORE FURTHER CONSTRUCTION ISATTEMPTED.

11.

GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT AND UNINTECHCONSULTING ENGINEERS, INC. 24 HOURS PRIOR TO PLACEMENT OFCONCRETE IN THE FOOTINGS.

6.

REINFORCEMENT PLACEMENT SEQUENCE FOR FOOTINGS IS NOTEDONLY FOR MAJOR REINFORCEMENT BAR LAYERS. IN SPREADFOOTINGS AND MATS THE CONTRACTOR SHALL SEQUENCE ALLOTHER BAR PLACEMENTS AS REQUIRED TO CONFORM WITH THECONTRACT DOCUMENTS.

7.

SELECT FILL USED FOR GRADE ADJUSTMENTS UNDER SLABS SHALLHAVE A PLASTICITY INDEX BETWEEN 10 AND 20 AND SHALL BEPREPARED, PLACED AND MEET COMPACTION REQUIREMENTS. PRIORTO FILL, EXPOSED SUBGRADE SHALL BE EVALUATED FOR MOISTURE,DENSITY AS PER COMPACTION REQUIREMENTS OTHERWISE SCARIFY ITTO A MINIMUM DEPTH OF 6" AND MEET COMPACTION REQUIREMENTS.

9.

THE FLOOR SUBGRADE SHALL BE PROPERLY COMPACTED AND PROOFROLLED AND SHALL BE FREE OF STANDING WATER, MUD AND FROZEN SOIL.WEAK AREAS DETECTED DURING PROOF ROLLING SHALL BE REMOVED ANDREPLACED WITH SOILS EQUIVALENT TO ADJACENT IN-SITU SOILS.

8.

COMPACTION REQUIREMENTSTHE FILL SOILS SHOULD BE PLACED ON PREPARED SURFACES IN LIFTS NOT TOEXCEED 8 INCHES LOOSE MEASURE, WITH COMPACTED THICKNESS NOT TOEXCEED 6 INCHES. SELECT FILL AND ON-SITE SOILS SHOULD BE COMPACTEDTO AT LEAST 95 PERCENT OF THE STANDARD EFFORT (ASTM D 698) MAXIMUMDRY DENSITY IN THE BUILDING PAD AREAS. THE SELECT FILL AND ON-SITESAND SOILS SHOULD BE MOISTURE ADJUSTED TO WITHIN 2 PERCENT OF THEOPTIMUM MOISTURE CONTENT. PRIOR TO ANY FILLING OPERATIONS, SAMPLESOF THE PROPOSED BORROW AND ON-SITE MATERIALS SHOULD BE OBTAINEDFOR LABORATORY MOISTURE-DENSITY TESTING.

10.

CONCRETE IN THE FOLLOWING AREAS SHALL HAVE NATURAL SAND FINEAGGREGATE AND NORMAL WEIGHT COARSE AGGREGATE CONFORMING TOASTM 33, TYPE I PORTLAND CEMENT CONFORMING TO ASTM C150, AND SHALLHAVE THE FOLLOWING CYLINDER COMPRESSIVE STRENGTH (fc') AT 28 DAYS:

SPREAD FOOTINGS..........................................4,000 PSI STRUCTURAL SLAB, BEAMS & PLINTHS.........5,000 PSI TILT-UP PRECAST PANELS................................4,000 PSI ALL OTHER CONCRETE.....................................3,500 PSI

1.

FLY ASH MAY BE USED AS A POZZ0LAN TO REPLACE A PORTION OF THEPORTLAND CEMENT IN A CONCRETE MIX SUBJECT TO THE APPROVAL OFTHE GENERAL CONTRACTOR AND THE STRUCTURAL ENGINEER. FLY ASH,WHEN USED SHALL CONFORM TO ASTM C618, TYPE C OR F. CONCRETEMIXES USING FLY ASH SHALL BE PROPORTIONED TO ACCOUNT FOR THEPROPERTIES OF THE SPECIFIC FLY ASH USED AND TO ACCOUNT FOR THESPECIFIC PROPERTIES OF THE FLY ASH CONCRETE THUS RESULTING. THERATIO OF THE AMOUNT OF FLY ASH TO THE TOTAL AMOUNT OF FLY ASHAND CONCRETE IN THE MIX SHALL NOT EXCEED 25 PERCENT.

2.

GROUT FOR BASE PLATES SHALL BE NON-SHRINKABLE, NON-METALLICCONFORMING TO ASTM C827, AND SHALL HAVE A SPECIFIED COMPRESSIVESTRENGTH AT 28 DAYS OF 5,000 PSI. PREGROUTING OF BASE PLATES WILL NOTBE PERMITTED.

3.

CONCRETE:

DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALLCONFORM TO THE RECOMMENDATIONS OF ACI 315 "DETAILS AND DETAILING OFCONCRETE REINFORCEMENT: AND ACI SP-66 " DETAILING MANUAL". PLACINGOF REINFORCING BARS SHALL CONFORM TO THE RECOMMENDATIONS OFACI315R "MANUAL OF ENGINEERING AND PLACING DRAWINGS FORREINFORCED CONCRETE STRUCTURES: AND CRSI "MANUAL OF STANDARDPRACTICE".

4.

MIXING, TRANSPORTING AND PLACING OF CONCRETE SHALL CONFORM TOACI 301.

5.

MINIMUM CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BEAS FOLLOWS: (SEE ACI 318, SECTION 20.6 FOR CONDITIONS NOT NOTED).

CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND #5 BARS AND SMALLER........................................1 1/2 INCHES #6 BARS AND LARGER................................................2 INCHES CONCRETE CAST AGAINST EARTH & PERMANENTLY IN CONTACT WITH GROUND...........3 INCHES

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLAB & WALLS..........................................................3/4 INCHES BEAMS.....................................................................1 1/2 INCHES

6.

CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60.7.

REINFORCEMENT BARS SHALL NOT BE TACK WELDED, HEATED OR CUT UNLESSINDICATED ON THE CONTRACT DOCUMENTS OR REVIEWED BY THE STRUCTURALENGINEER.

8.

REINFORCEMENT DESIGNATED AS "CONTINUOUS" MAY BE SPLICED USING TYPE "B"SPLICES. REINFORCEMENT BAR SPLICE LENGTHS IN BEAMS WHICH ARE LOCATEDAT THE CENTERLINE OF SUPPORT FOR BOTTOM BARS AND AT MIDSPAN FOR TOPBARS MAY BE 36 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PROVIDE STANDARDACI HOOKS FOR TOP AND BOTTOM BARS AT DISCONTINUOUS ENDS OF ALL GRADEBEAMS.

9.

PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAINCONCRETE PROTECTION SPECIFIED.

REINFORCEMENT BARS INDICATED ON THE CONTRACT DOCUMENTS AS MECHANICALSPLICES SHALL BE MADE USING A MECHANICAL CONNECTION CAPABLE OFTRANSFERRING IN TENSION OR COMPRESSION, AS REQUIRED, A MINIMUM OF 125PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE REINFORCEMENT BARSSPLICED. THE MECHANICAL CONNECTOR TO BE USED SHALL BE SUBMITTED TOUNINTECH CONSULTING ENGINEERS, INC FOR APPROVAL.

10.

HORIZONTAL FOOTING AND HORIZONTAL WALL REINFORCEMENT SHALL BECONTINUOUS AND SHALL HAVE 90-DEGREE BENDS AND EXTENSIONS, OR CORNERBARS OF EQUIVALENT SIZE LAPPED 36 BAR DIAMETERS, AT CORNERS ANDINTERSECTIONS.

11.

HORIZONTAL JOINTS WILL NOT BE PERMITTED IN CONCRETE CONSTRUCTIONEXCEPT AS SHOWN ON THE CONTRACT DOCUMENTS. ADDITIONAL CONSTRUCTIONJOINT LAYOUT & PLACING SEQUENCE TO FACILITATE CONSTRUCTION SHALL BESHOWN IN THE SHOP DRAWINGS FOR REVIEW.

12.

CONSTRUCTION JOINTS BETWEEN PIERS AND PIER CAPS, FOOTINGS AND WALLS ORCOLUMN SHALL BE PREPARED BY ROUGHENING THE CONTACT SURFACE TO A FULLAMPLITUDE OF APPROXIMATELY 1/4 INCH LEAVING THE CONTACT SURFACE CLEANAND FREE OF LAITANCE.

13.

PROVIDE 1-#4 REINFORCEMENT BAR X 4'-0" AT RE-ENTRANT CORNERS AND AROUNDRECTANGULAR HOLES IN SLAB UNLESS OTHERWISE NOTED. PLACE BAR DIAGONALTO CORNER WITH 1" CLEARANCE FROM THE SLAB AT THE CORNER.

14.

CONDUIT, PIPES AND SLEEVES EMBEDDED IN CONCRETE SHALL CONFORM TO THEREQUIREMENTS OF ACI 318, CHAPTER 26.

15.

STRUCTURAL STEEL:

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORMTO THE AISC "STEEL CONSTRUCTION MANUAL, FOURTEENTH EDITION".

1.

CONTRACTOR SHALL FABRICATE AND ERECT STEEL IN ACCORDANCE WITHOSHA'S SAFETY REQUIREMENTS, INCLUDING 29 CFR PART 1926 SAFETYSTANDARDS FOR STEEL ERECTION.

2.

MATERIAL:ALL HOT ROLLED STEEL MEMBERS SHELL BE NEW AND CONFORM TO ASTMSPECIFICATION A6.ASTM SPECIFICATION AND GRADE: CLEARLY MARK THE GRADE ON EACHMEMBER.UNLESS NOTED OTHERWISE, STRUCTURAL STEEL MEMBERS SHALL BE:W-SHAPES SHALL CONFORM TO ASTM A992, ASTM A572 GRADE 50 MAY BESUBSTITUTED FOR A992.CHANNELS SHALL CONFORM TO ASTM (I) A36 (II) A572, GRADE 50.ANGLES SHALL CONFORM TO ASTM A36.STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE 50.ROUND HOLLOW STRUCTURAL SHAPES MEMBERS SHALL CONFORM TO ASTMA500 GRADE B, Fy=46ksi OR GRADE C, Fy=46ksi.SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SHAPE MEMBERS SHALLCONFORM TO ASTM A500 GRADE B, Fy=46ksi.STRUCTURAL STEEL PLATE SHALL CONFORM TO ASTM A36 OR ATSM A572GRADE 50.ANY OTHER STEEL SHALL CONFORM TP ASTM A572-50.

3.

ERECTION:ERECTION TOLERANCES OF ANCHOR BOLTS, EMBEDDED ITEMS, AND ALLSTRUCTURAL STEEL UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS SHALLCONFORM TO THE AISC CODE OF STANDARD PRACTICE.FIELD CUTTING OF STRUCTURAL STEEL OR ANY FIELD MODIFICATION TOSTRUCTURAL STEEL SHALL NOT BE MADE WITHOUT PRIOR APPROVAL OF THEENGINEER.CONTRACTOR SHALL PROTECT ANY UNPRIMED STRUCTURAL STEEL FROMDETRIMENTAL EFFECTS OF CORROSION, AS REQUIRED UNTIL THE STEEL ISENCLOSED AND PROTECTED BY THE NEW CONSTRUCTION.HOT DIP GALVANIZE AFTER FABRICATION ALL STRUCTURAL STEEL ITEMS ANDCONNECTIONS PERMANENTLY EXPOSED TO THE ENVIRONMENT, WHETHERSPECIFIED ON THE DRAWINGS OR NOT. SUCH ITEMS INCLUDE, BUT NOT LIMITEDTO:-SHELF ANGLES-PARAPET WALL SUPPORTING MEMBERS-WINDOW WASHING SUPPORT MEMBERS-ALL EMBEDDED PLATES IN CONCRETE-BUILDING CLADDING SUPPORT STEEL IN SPACE NOT AIR CONDITIONED AND/OREXPOSED TO MOISTURE OUTSIDE THE EXTERIOR WATERPROOFING SURFACE IFANY.EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMSREQUIRED TO BE HOT DIPPED GALVANIZED. GALVANIZE ALL NUTS, BOLTS ANDWASHERS USED IN CONNECTION WITH SUCH STEEL. FIELD WELDED CONNECTIONSSHALL HAVE WELD PROTECTED WITH "Z.R.C. COLD GALVANIZED COMPOUND" ASMANUFACTURED BY Z.R.C. COMPANY.

5.

CONTRACTOR SHALL COORDINATE STRUCTURAL STEEL FIREPROOFINGREQUIREMENTS. ALL INTERIOR STRUCTURAL STEEL, INCLUDING STEEL JOISTS,SCHEDULED OR INDICATED TO RECEIVE SPRAY APPLIED FIREPROOFING SHALLBE DELIVERED TO THE PROJECT SITE UNPRIMED. STEEL EXPOSED TOCORROSIVE CONDITION AFTER INSTALLATION SHALL BE PRIMED WITH APROTECTIVE COATING WHICH DOES NOT DIMINISH THE BOND BETWEEN THESPRAY APPLIED FIREPROOFING, AND THE STEEL SUBSTRATE. ANY PRIMERAND/OR COATING APPLIED TO STRUCTURAL STEEL SHALL BE APPROVED FORUSE IN THE APPLICABLE U.L. FIRE RESISTANCE ASSEMBLY USED ON THEPROJECT.

6.

NO MISFABRICATED STRUCTURAL STEEL MAY BE ERECTED PRIOR TO REVIEW BYTHE ENGINEER.

7.

PENETRATIONS SHALL NOT BE CUT IN STRUCTURAL STEEL MEMBERS UNLESS SOINDICATED IN THE DRAWINGS OR AS REVIEWED BY THE ENGINEER.

8.

HEADED CONCRETE ANCHORS SHALL BE NELSON OR KSM HEADED CONCRETE ANCHORS(OR ACCEPTABLE EQUAL), AND SHALL CONFORM TO ASTM A108, GRADES C-1010THROUGH C-1020. ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLESTUD WELDING EQUIPMENT. WELDING SHALL BE IN ACCORDANCE WITH THERECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY OR THE KSM WELDINGSYSTEMS COMPANY.

9.

BEAMS SHALL BE CAMBERED UPWARD WHERE SHOWN ON THE CONTRACT DOCUMENTS.WHERE NO UPWARD CAMBER IS INDICATED, ANY MILL CAMBER SHALL BE DETAILEDUPWARD IN THE BEAMS.

10.

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL MEMBERS AND CONNECTIONS SHALLCONFORM WITH THE REQUIREMENTS OF THE AISC "CODE OF STANDARD PRACTICE FORSTEEL BUILDINGS AND BRIDGES" FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL(AESS), SECTION 10, UNLESS MORE STRINGENT REQUIREMENTS ARE SHOWN OR SPECIFIEDELSEWHERE.

11.

PROVIDE ADEQUATE AND APPROPRIATE STRUCTURAL STEEL FRAMING APPROVED BYTHE ENGINEER FOR THE SUPPORT AND MOUNTING OF THE MECHANICAL EQUIPMENTRESTING ON, OR SUSPENDED FROM STEEL JOISTS.

12.

THE DESIGN, MANUFACTURE AND USE OF OPEN WEB STEEL JOISTS AND BRIDGING FORJOISTS SHALL CONFORM TO THE STEEL JOIST INSTITUTE "STANDARD SPECIFICATIONS FOROPEN WEB STEEL JOISTS". JOISTS SHALL BE WELDED TO SUPPORTING STEEL MEMBERS.WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STEEL BEAMS ORJOIST GIRDERS, THE JOIST AT THE COLUMN SHALL BE BOLTED TO SUPPORTING MEMBERDURING ERECTION. BRIDGING SHALL BE CONTINUOUS THROUGH OPEN WEB STEEL JOISTSAND BE ANCHORED TO THE SPANDREL MEMBER. PROVIDE DIAGONAL BRIDGING WITHBOLTED CONNECTIONS AT CHORDS AND INTERSECTIONS PER THE REQUIREMENTS OF SJI.CAMBER ALL STEEL JOISTS THE AMOUNT RECOMMENDED BY THE SJI. OPEN WEB STEELJOISTS MARKED "SPECIAL" OR "SP" SHALL BE DESIGNED BY THE JOIST MANUFACTURER TOSUPPORT DEAD AND LIVE UNIFORM AND CONCENTRATED LOADS AND/OR NET UPLIFTLOADS NOTED IN THE DRAWINGS.

13.

WELDED CONNECTIONS:ALL WELDING SHALL CONFORM TO ANSI/AWS D1.1 LATEST EDITION. ALL SHOP ANDFIELD WELDERS SHALL BE CERTIFIED ACCORDING TO AWS PROCEDURES FORWELDING PROCESS AND WELDING POSITION USED. ELECTRODE FOR VARIOUSWELDING PROCESSES SHALL BE AS SPECIFIED BELOW:SMAW: E7OXX LOW HYDROGENSAW: E7X-EXXXGMAW: ER7OS-XFCAW: E7XT-XFILLET WELD WITH NO SIZE SPECIFIED SHALL BE 3/16" OR MINIMUM SIZE REQUIREDBY AISC, WHICHEVER IS LARGER.

1.

UNLESS NOTED OTHERWISE ON THE DRAWINGS, BOLTS SHALL BE 3/4" DIAMETERAND CONFIRM TO ASTM A325. BOLTS SHALL BE DESIGNED USING VALUES FORBEARING TYPE BOLTS WITH THREAD ALLOWED IN THE SHEAR PLANE. BOLTS SHALLBE TIGHTENED TO "SNUG TIGHT" AS DEFINED BY AISC U.N.O. BOLTS NOTED A "SLIPCRITICAL" THROUGHOUT THE DOCUMENTS SHALL BE TIGHTENED TO THE MINIMUMPRETENSIONED AMOUNTS ACCORDING TO SECTION J OF THE AISC SPECIFICATIONUSING ONE OF THE FOLLOWING METHODS: TURN-OF-THE-NUT METHOD,CALIBRATED TORQUE WRENCH, OR DIRECT TENSION INDICATORS.

2.

STRUCTURAL STEEL CONNECTIONS:

STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THEDRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR UNDER THE DIRECTSUPERVISION OF REGISTERED ENGINEER LICENSED IN THE STATE OF TEXAS.SEALED CALCULATIONS FOR ALL CONNECTIONS DESIGNED BY THE CONTRACTORSHALL BE SUBMITTED FOR THE ARCHITECT'S FILES.

3.

BEAM CONNECTIONS SHALL BE DESIGNED AND DETAILED AS FOLLOWS, UNLESSNOTED OTHERWISE ON THE DRAWINGS:CONNECTIONS SHALL BE SIMPLE SHEAR CONNECTIONS.ALL EXPOSED CONNECTIONS SHALL BE HOT-DIPPED GALVANIZED.IN GENERAL, SHOP CONNECTIONS SHALL BE BOLTED OR WELDED AND FIELDCONNECTIONS SHALL BE BOLTED.WHERE INDICATED, CONNECTIONS SHALL BE DESIGNED FOR THE SCHEDULEDSHEAR FORCE, THE SHEAR FORCE INDICATED ON THE DRAWINGS AS "V= ", ANDTHE HORIZONTAL FORCE INDICATED AS "H= ".IF NOT INDICATED ON THE DRAWINGS, CONNECTIONS SHALL BE DESIGNED FOR 55PERCENT OF THE TOTAL LOAD CAPACITY FOR THE BEAM SPAN SHOWN IN THEBEAM TABLES IN PART 3 OF THE AISC MANUAL, 14TH EDITION.THE MINIMUM NUMBER OF ROWS OF BOLTS SHALL BE 1/6 OF THE BEAM DEPTHWITH ANY FRACTION ROUNDED TO THE NEXT HIGHER NUMBER.BOLTS SHALL BE "SNUG TIGHT", U.N.O.SHORT SLOTTED HOLES SHALL BE PERMITTED PROVIDED WASHERS AREINSTALLED IN ACCORDANCE WITH AISC REQUIREMENTS. WASHERS SHALL BEHARDENED WHERE A325 BOLTS ARE UTILIZED.

4.

WIND BRACE AND TRUSS CONNECTIONS SHALL BE DESIGNED AND DETAILED ASFOLLOWS, UNLESS NOTED OTHERWISE ON THE DRAWINGS:CONNECTIONS SHALL BE WELDED.CONNECTIONS SHALL BE DESIGNED AND DETAILED FOR THE FORCES SHOWN ONTHE DRAWINGS.IF FORCES ARE NOT INDICATED ON THE DRAWINGS, CONNECTIONS SHALL BEDESIGNED TO DEVELOP THE FULL TENSILE CAPACITY OF THE MEMBERS.

5.

MOMENT CONNECTIONSMOMENT CONNECTIONS INDICATED ON DRAWINGS SHALL BE WELDED TO DEVELOPTHE FULL CAPACITY OF THE MEMBER.ALL WELDS DENOTED AS MOMENT CONNECTION OR FULL PENETRATION WELDSHALL BE ULTRASONICALLY OR X-RAY CERTIFIED BY AN INDEPENDENT TESTINGAGENCY.

6.

ROOF EDGE ANGLES SHALL BE CONTINUOUS AND SHALL BE SPLICED ONLY ATSUPPORTS. SPLICES SHALL BE BUTT WELDED TO DEVELOP FULL CAPACITY OF THEMEMBER.

7.

FOR CONNECTIONS NOT SPECIFICALLY ADDRESSED BY THESE NOTES OR THEDRAWINGS, PROVIDE FILLET WELDS AT ALL CONTACT SURFACES SUFFICIENT TODEVELOP THE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT.

8.

STEEL DECK:

STEEL ROOF DECK SHALL BE PERMITTED TO BE DESIGNED ANDCONSTRUCTED IN ACCORDANCE WITH ANSI/SDI-RDI 1.0.ROOF DECK SHALL BE LWIC SYSTEM (RE: ARCH.) ON GALVANIZED TYPE "B"STEEL ROOF DECK (GENERAL CONTRACTOR SHALL COORDINATE ABILITY OFLWIC SYSTEM TO SPAN OVER FLUTES OF TYPE "B" DECK). TYPE B STEEL ROOFDECK SHALL BE COLD-FORMED STEEL CONFORMING TO ASTM A653STRUCTURAL QUALITY GRADE 33 WITH COATING DESIGNATION G60. ROOFDECK SHALL BE 1 1/2 INCHES DEEP WITH A MINIMUM SECTION MODULUS (SP)OF 0.186 IN PER FOOT OF WIDTH CONFORMING TO ASTM A924.

1.

PLUG WELD DECK TO SUPPORTING STEEL AND ADJOINING DECK SHEETSUSING WELDING WASHERS IN ACCORDANCE WITH THE AMERICAN WELDINGSOCIETY STANDARD D1.3. DECK SHALL BE WELDED TO EDGE ANGLES ATENDS AND ALONG SIDE EDGES AT 12 INCHES ON CENTER MAXIMUM SPACING.OTHER DECK WELDS SHALL BE LOCATED IN ACCORDANCE WITH THERECOMMENDATIONS OF THE DECK MANUFACTURER, WELD STEEL DECK AT12 INCHES ON CENTER MAXIMUM SPACING AT SUPPORTS AND ALONG EDGES.

3.

TILT-UP (SITE CAST) INSULATED CONCRETE WALL PANELS

THE PANEL ELEVATIONS ARE FOR GENERAL ARRANGEMENT ONLY. THESTRUCTURAL ENGINEER'S PANEL ELEVATIONS ARE VIEWED LOOKING AT THEINTERIOR FACE OF THE PANEL UNLESS NOTED OTHERWISE. PANEL SHALLBE CAST ON THE CASTING SLAB DISPLAYED FACE UP.

1.

VERIFY SIZE AND LOCATION OF ALL PANELS, EMBED PLATE LOCATIONS ANDPANEL OPENINGS BEFORE PLACING CONCRETE WITH ALL DESIGNCONSULTANTS. STRUCTURAL ENGINEER PANEL ELEVATIONS ARE DRAWNLOOKING AT THE INSIDE FACE OF THE PANEL.

2.

FORMWORK, REINFORCING STEEL, CONCRETE AND TESTING OF CONCRETESHALL BE AS NOTED. CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVESTRENGTH OF 75 PERCENT OF THE REQUIRED STRENGTH BEFORE LIFTING.

3.

PANEL REINFORCEMENT NOTED IS DESIGNED FOR THE PANEL IN ITS ERECTEDPOSITION. ADDITIONAL REINFORCEMENT MAY BE REQUIRED FOR ADDEDSTRESSES OCCURRING DURING ERECTION.

4.

SUBMIT FOR REVIEW DRAWINGS INDICATING LOCATION AND SIZE OF ALL EMBEDDEDITEMS AND ALL REINFORCING STEEL, INSULATION, INSULATED PANEL SYSTEMCONNECTORS, LIFTING INSERT LOCATIONS, BRACING INSERT LOCATIONS,ADDITIONAL REINFORCING STEEL REQUIRED FOR LIFTING AND CRANE RIGGINGPROCEDURES FOR LIFTING PANELS. SUBMIT CALCULATIONS INDICATING PANELSTRENGTH DURING TEMPORARY BRACING. DRAWING SHALL BE SUBMITTED FORENGINEER'S REVIEW BEFORE FABRICATION.

5.

FABRICATE AND ERECT PANELS ACCORDING TO THE REQUIREMENTS OF ACI 533R.WALL PANEL BRACES MAY BE REMOVED AFTER ROOF DECK IS COMPLETELYINSTALLED AND BEFORE OTHER FLOOR DECKS ARE LAYED.

6.

SHIM AS REQUIRED BETWEEN PANEL BEARING PLATE AND FOUNDATIONTO PLUMB PANEL. GROUT SOLIDLY BETWEEN PANELS AND FOUNDATIONAFTER FINAL WALL AND ROOF CONNECTIONS HAVE BEEN COMPLETED.

7.

COORDINATE STRUCTURAL ENGINEER'S REVIEW AND THE SPECIAL INSPECTOR(SI) INSPECTION SERVICES. SI SHALL WITNESS PROPER ERECTION OF TILT-UPPANELS AND VERIFY IN-SITU CONCRETE STRENGTH BEFORE LIFTING PANELS.

8.

MECHANICAL EQUIPMENT............................................ACTUAL WEIGHTS

WIND LOAD:

RISK CATEGORY II

BASIC WIND SPEED 115 MPH, ULTIMATE; 90 MPH, NOMINAL.

EXPOSURE CATEGORY C

ENCLOSURE CLASSIFICATION ENCLOSED

MEAN ROOF HEIGHT VARIES

DESIGN WIND PRESSURE (FOR ENCLOSED BUILDING) +/- 0.18

USE THE MANUFACTURER'S CERTIFIED DRAWINGS AND SPECIFICATIONSFOR THE EQUIPMENT ANCHORAGE AND DETAILS.

16.

PLUG WELD DECK TO SUPPORTING STEEL AND ADJOINING DECK SHEETSUSING WELDING WASHERS IN ACCORDANCE WITH THE AMERICAN WELDINGSOCIETY STANDARD D1.3. DECK SHALL BE WELDED TO EDGE ANGLES ATENDS AND ALONG SIDE EDGES AT 12 INCHES ON CENTER MAXIMUM SPACING.OTHER DECK WELDS SHALL BE LOCATED IN ACCORDANCE WITH THERECOMMENDATIONS OF THE DECK MANUFACTURER, WELD STEEL DECK AT12 INCHES ON CENTER MAXIMUM SPACING AT SUPPORTS AND ALONG EDGES.

4.

ROOF DECK ATTACHMENT:5.

A. FASTENER LAYOUT PATTERN SHALL BE 36/4AT SUPPORTS – 4 FASTENERSAT SIDE LAPS – 3 FASTENERS

B. ATTACHMENT AT SUPPORTS SHALL BE 5/8" DIA. PUDDLE WELDS AT FIELDAND PERIMETER, AND 3/4" DIA. PUDDLE WELDS AT CORNERS. PUDDLEWELDS MAY BE SUBSTITUTED BY FM APPROVED DECK FASTENERS.ATTACHMENT TO STRUCTURAL FRAMES AROUND OPENINGS MAY BE #10SCREWS. ACCEPTABLE ALTERNATE: HILTI MECHANICAL DECKFASTENERS. USE FASTENER TYPE PER HILTI FOR APPLICABLE BASEMATERIAL. INSTALL PER HILTI RECOMMENDATIONS.

C. ATTACHMENT AT SIDE SEAMS SHALL BE #10 SCREWS.

D. ATTACHMENT AT 6" ON CENTER AROUND OPENINGS.

E. ATTACHMENT AT 6" ON CENTER AT BUILDING EDGES AND CORNERS.

F. ROOF DECK MINIMUM END LAP IS 3".

BASIC SEISMIC FORCERESISTING SYSTEM CONCRETE TILT-UP WALL PANELS

MAIN WIND FORCE RESISTING SYSTEM (MWFRS)

COMPONENTS & CLADDING (C & C)

COMPONENTS AND CLADDING PRESSURES FOR AN EFFECTIVE WINDAREA OF LESS OR EQUAL TO 10 SQ. FT. INCORPORATE A SAFETYFACTOR OF 2.0 TO THE ULTIMATE STRENGTH DESIGN.

TYPEPRESSURES (PSF)

WALLS

ROOF

CORNER

29, -36

-53

PERIMETER

-

-35

FIELD

29, -31

-21

PLUS & MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD & AWAYFROM BUILDING, RESPECTIVELY.

ELECTRICAL CONDUITS ARE PERMITTED TO BE INSTALLED IN THE MIDDLE THIRD OFTHE STRUCTURAL WALL PANEL THICKNESS (7 1/4"). CONTRACTOR SHALLREFERENCE THE ELECTRICAL AND LIGHTNING PROTECTION DOCUMENTS FORREQUIRED LOCATIONS OF CONDUITS, AND FOR INSTALLATION REQUIREMENTS ANDDETAILS OF ELECTRICAL COMPONENTS.

9.

DEFERRED SUBMITTALS:

FOR THE PURPOSE OF THIS SECTION, DEFERRED SUBMITTALS ARE DEFINEDAS PER SECTION 107.3.4.1 OF THE IBC. SUBMITTAL DOCUMENTS FORDEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ENGINEER,ARCHITECT AND BUILDING OFFICIAL FOR THEIR REVIEW FOR GENERALCONFORMANCE WITH THE DESIGN OF THE BUILDING.DEFERRED STRUCTURAL SUBMITTALS FOR THIS PROJECT ARE:

17.

BUILDING COMPONENT SUBMITTAL REQUIREMENT

PRE-FABRICATEDSTEEL JOISTS

DESIGN OR CALCULATIONS SIGNED ANDSEALED BY AN ENGINEER LICENSED IN THESTATE OF TEXAS

FABRICATION:FABRICATE AND ASSEMBLE STRUCTURAL ASSEMBLES IN SHOP TO GREATESTEXTENT POSSIBLE.DIMENSIONAL TOLERANCES OF FABRICATED STRUCTURAL STEEL SHALLCONFORM TO SECTION 6.4 OF AISC CODE OF STANDARD PRACTICE UNLESSNOTED OTHERWISE.SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIORAPPROVAL OF THE ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE.ANY MEMBER HAVING SPLICE NOT SHOWN AND DETAILED ON SHOP DRAWINGS WILLBE REJECTED.SHOP PAINTING: PAINT STRUCTURAL STEEL WITH ONE COAT OF MANUFACTURERSTANDARD RED OXIDE PRIMER APPLIED AT A RATE TO PROVIDE A UNIFORM DRYFILM THICKNESS OF 2.5 MILS.

4.

PROPERTIES AND ALLOWABLE STRESSES OF STEEL ROOF DECKS SHALL BEBASED ON THE AISI "SPECIFICATION FOR THE DESIGN OF COLD-FORMEDSTEEL MEMBERS". STEEL ROOF DECK SHALL BE PLACED TO HAVE A THREESPAN CONFIGURATION WHERE POSSIBLE AND AT LEAST A TWO SPANCONFIGURATION UNLESS NOTED OTHERWISE. GENERAL CONTRACTORSHALL COORDINATE WITH DECK SUPPLIER TO DETERMINE DECK GAGEREQUIRED FOR SINGLE SPAN CONDITION.

2.

DESIGN CERTIFIED BY AN ENGINEERLICENSED IN THE STATE OF TEXAS

VOID FORMS

THE FOUNDATION FOR THE STRUCTURE HAS BEEN DESIGNED FOR THEFOLLOWING ALLOWABLE SOIL BEARING PRESSURES AT A BEARINGDEPTH OF APPROXIMATELY 6 FEET BELOW EXISTING GRADEELEVATION:

INDIVIDUAL FOOTING: 7,500 PSF (DEAD PLUS LIVE LOAD) 11,250 PSF (TOTAL LOAD)

CONTIGUOUS FOOTING: 6,000 PSF (DEAD PLUS LIVE LOAD) 9,000 PSF (TOTAL LOAD)

2.

FOR OPENING THAT ARE TO BE CUT INTO EXISTING TILT-UP WALL PANELS FORMECHANICAL DUCTS, ETC., REFER TO DETAIL 8/S6.0. REFER TO MECHANICAL DWGSFOR LOCATIONS.

10.

DESIGN BASE SHEAR 111.32 k

SEISMIC RESPONSE COEFFICIENT, (Cs) 0.0197

RESPONSE MODIFICATION COEFFICIENT, (R) 3.0

ANALYSIS PROCEDURE USED EQUIVALENT LATERALFORCE ANALYSIS

PROVIDE TEMPORARY PROVISION FOR THE DRAINAGE OF THE BUILDINGPAD AREA DURING CONSTRUCTION AND PERMANENT DRAINAGE AWAYFROM BUILDING AFTER CONSTRUCTION FOR AT LEAST 10 FT BEYONDPERIMETER OF BUILDING. VERIFY FINAL GRADES.

3.

WITHIN AND FOR A DISTANCE OF AT LEAST 5.0 FT OUTSIDE THE BUILDINGOUTLINE, REMOVE ALL ORGANIC (i.e., ROOTS, TREES, GRASS, AND OTHERHUMUS MATERIALS) AND ANY OTHER DELETERIOUS MATERIALS.

4.

A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER SHALL BERETAINED ON SITE DURING EARTH WORK REMOVAL, SUBGRADE PROOFROLLING, AND FILL PLACEMENT.

12.

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED

2431 E. EVANS ROAD WWW.UNINTECH.COMSAN ANTONIO, TEXAS 78259 OFFICE LOCATION:(210) 641-6003 SAN ANTONIO

UNINTECH CONSULTINGENGINEERS, INC.

TBPE Reg. No. F-5499

UNINTECH

200 E. Grayson St., Suite 207

SAN A NTONIO , Texas 78215

210.530.0755 FAX 210.293.1018

WWW.WESTEASTDESIGN.COM

W E S T E A S T

A R C H I T E C T S

D E S I G N G R O U P, L L C

REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:36:4

7 P

M

15-32007/29/2016

S1.0

GENERAL NOTES

Joint Library Facility Module #2

Texas A&M University

1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

ABBREVIATIONS:

A.M.E.B. ADJUST TO MATCH EXISTING BUILDINGARCH ARCHITECTURALB/ BOTTOM OFBOTT BOTTOMBLDG BUILDINGBM BEAMC CHANNEL SHAPECANT CANTILEVERCB CURBCJ CONSTRUCTION JOINTCL CENTERLINECOL COLUMNCONN CONNECTIONCONST CONSTRUCTIONCONT CONTINUOUSCOORD COORDINATED DEPTHDIA DIAMETERDTL DETAILDWG DRAWINGEA EACHED EDGE DISTANCEEL ELEVATIONEQ EQUALEQUIP EQUIPMENTEW EACH WAYEXIST EXISTINGEXT EXTERIORFLR FLOORFS FAR SIDEFT FOOTFTG FOOTINGHSS HOLLOW STRUCTURAL SECTIONIN INCHINFO INFORMATIONINT INTERIORINSUL INSULATIONK KIPSKSF KIPS PER SQUARE FOOTKSI KIPS PER SQUARE INCH

L ANGLELG LONGLW LONG WAYLWIC LIGHT WEIGHT INSULATING CONCRETEMANUF MANUFACTURERMAX MAXIMUMMECH MECHANICALMEP MECHANICAL/ELECTRICAL/PLUMBINGMEZZ MEZZANINEMIN MINIMUMNS NEAR SIDENTS NOT TO SCALEOC ON CENTEROPNG OPENINGPL PLATEPSF POUNDS PER SQUARE FOOTR RADIUSRE RIGHT ENDRE: REFERENCEREF REFERENCEREQD REQUIREDSCHED SCHEDULESF SQUARE FOOTSI SQUARE INCHSIM SIMILARSLP SLOPESPEC SPECIFICATIONSTD STANDARDSTIFF STIFFENERSTL STEELTOP TOP OF PRECASTTOS TOP OF STEELTYP TYPICALUON UNLESS OTHERWISE NOTEDVERT VERTICALW WIDE FLANGE SHAPEW/ WITHWP WORK POINTW.P. WORK POINTWT T SHAPE

LEGENDS:

SYMBOL ITEMS

P1 TILT-WALL PANEL

F1 SPREAD FOOTING MARK

P1 PLINTH MARK

C1 COLUMN MARK

S1 SPAN DIRECTION OF A MILDREINFORCED CONCRETE SLAB WITHMAIN REINFORCING MARK S1

DECK SPAN DIRECTION OFBARE STEEL DECK

32LH07LONG SPAN STEELJOIST, LH-SERIES

No. Description Date

REQUIRED INSPECTIONVERIFICATION, OR TEST

VERIFICATIONMONITORINGFREQUENCY*

TYPE AND/OR FREQUENCY OF TESTING IBC SECTION & REFERENCECRITERIA

STRUCTURAL TESTING & INSPECTION REQUIREMENTS

2. PIER FOUNDATIONS

A. SITE PREPARATION IBC 1705.6

1. SOILS

B. VISUAL OBSERVATION PERIODICAT THE CONTRACTOR'S EXPENSE, INSTRUMENT READINGS SHALL BETAKEN BY A LICENSED SURVEYOR TO VERIFY FINAL SUBGRADEELEVATIONS AND SLOPES.

GEOTECHNICALREPORT;

STRUCTURAL NOTES

C. PROOFROLLINGOBSERVATIONS

CONTINUOUS

PROOFROLLING SHALL BE MONITORED BY A GEOTECHNICAL ENGINEEROR HIS REPRESENTATIVE TO DOCUMENT SUBGRADE CONDITION ANDPREPARATION. THE GEOTECHNICAL ENGINEER SHALL APPROVE THE TYPEOF PROOFROLLING EQUIPMENT AND PROCEDURES.

GEOTECHNICALREPORT;

STRUCTURAL NOTES

D. MOISTURE CONDITIONING &RECOMPACTION

CONTINUOUSOR PERIODIC

PROVIDE (1) ONE DENSITY TEST FOR EACH 2000 SQ. FT. REFER TONOTES ON BUILDING PAD FOR TESTING SPECIFICATIONS.

GEOTECHNICALREPORT;

STRUCTURAL NOTES

E. PRIOR TO FILLPLACEMENT

PERIODIC

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY. VERIFY EXCAVATIONS AREEXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPAREDPROPERLY.

IBC 1705.6

4. CONCRETE CONSTRUCTION

A. REINFORCING STEEL CONTINUOUS

PROVIDE CONTINUOUS INSPECTION OF REINFORCING SIZES, SPACING,GRADE OF REBAR; AND PLACEMENT IN ALL CONCRETE MEMBERS:

- SPREAD FOOTINGS- PLINTHS- BEAMS- SLAB- TILT-UP WALL PANELS

IBC 1908.4 ACI 318:CH. 20, 25.2, 25.3,

26.5.1-26.5.3;STRUCTURAL NOTES.

B. REINFORCING STEEL WELDINGIN ACCORDANCE

WITH TABLE 1705.2.2, ITEM 2b..NO FIELD WELDING PERMITTED.

AWS D1.4ACI 318: 26.5.4

C. ANCHORS CAST IN CONCRETEWHERE ALLOWABLE LOADS HAVE

BEEN INCREASED OR WHERESTRENGTH DESIGN IS USED.

PERIODIC ACI 318: 17.8.2

E. VERIFY USE OF CONCRETEMIX DESIGN

PERIODIC EACH CONCRETE POUR

F. SAMPLING OF FRESHCONCRETE TO FABRICATE

SPECIMENS FOR STRENGTHTESTS, PERFORM SLUMP AND

AIR CONTENT TESTS, ANDDETERMINE TEMPERATURE OF

CONCRETE

CONTINUOUSEACH

CONCRETEPOUR

1. ALL CONCRETE TESTING IS TO BE MADE AFTER WATER, IF ANY,IS ADDED AT SITE.2. PROVIDE A SET OF (4) FOUR CYLINDERS TO BETAKEN FOR EVERY 75 CUBIC YARDS OF CONCRETE, ORFRACTION THEREOF, BY TESTING LAB.3. MONITOR SLUMP AND AIR CONTENT OFCONCRETE AND NOTIFY DELIVERY DRIVER IF SLUMP DEVIATESMORE THAN PERMITTED BY STRUCTURAL NOTES. CONTACTSUPPLIER FOR FURTHER DIRECTIONS.

IBC 1908.10ASTM C 172, ASTM C 31

ACI 318: 26.4.5, 26.12

G. PLACEMENT OF CONCRETE &SHOTCRETE.

CONTINUOUSIBC 1908.6-1908.8

ACI 318 - CH. 26.4.5

H. MAINTENANCE OF SPECIFIEDCURING TEMPERATURE

TECHNIQUES.PERIODIC EACH CONCRETE POUR

IBC 1908.9ACI 318: 26.4.7-26.4.9

I. FORMWORK FOR SHAPE,LOCATION AND DIMENSIONS OF

CONCRETE MEMBERS BEINGFORMED, AND FORMWORK AND

SHORING REMOVAL

PERIODICVERIFY IN-SITU CONCRETE STRENGTH PRIOR TO

REMOVAL OF FORMWORK.ACI 318: 26.10.1(b);

STRUCTURAL NOTES.

D. ANCHORS POST-INSTALLEDIN HARDENED CONCRETE

MEMBERSCONTINUOUS

ACI 318 -CH. 17.8.2,17.8.2.4

IBC 1904.2, 1908.2, 1908.3ACI 318: CH. 19, 26.4.3, 26.4.4

F. DURING FILL PLACEMENTCONTINUOUS

VISUAL OBSERVATION: DURING PLACEMENT AND COMPACTION OF FILL,SPECIAL INSPECTOR SHALL DETERMINE THAT THE MATERIAL BEING USEDAND THE MAXIMUM LIFT THICKNESS COMPLY WITH THE PROJECTREQUIREMENTS. PIT RUN MATERIALS SHALL BE VISUALLY MONITORED BYTHE TESTING LAB WITH ADDITIONAL SAMPLES TESTED EACH DAY, ORMORE OFTEN IF MATERIAL APPEARS TO VARY.

IBC 1705.6GEOTECHNICAL

REPORT;STRUCTURAL NOTES

5. STEEL CONSTRUCTION

A. WELDS:PRIOR TO WELDING

CONTINUOUS1. WELDING PROCEDURE (WPSs) AVAILABLE.2. MANUFACTURER CERTIFICATES FOR WELDING CONSUMABLES AVAILABLE.

PERIODIC

3. MATERIAL IDENTIFICATION (TYPE/GRADE)4. WELDER IDENTIFICATION SYSTEM (THE FABRICATOR OR ERECTOR, ASAPPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED AJOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOWSTRESS TYPE.5. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

A. JOINT PREPARATIONB. DIMENSIONS (ALIGNMENT, ROOT OPNG, ROOT FACE, BEVEL)C. CLEANLINESS (CONDITION OF STEEL SURFACES)D. TACKING (TACK WELD QUALITY AND LOCATION)E. BACKING TYPE AND FIT (IF APPLICABLE)6. CONFIGURATION AND FINISH OF ACCESS HOLES7. FIT-UP OF FILLET WELDSA. DIMENSIONS (ALIGNMENT, GAPS AT ROOT)B. CLEANLINESS (CONDITION OF STEEL SURFACES)C. TACKING (TACK WELD QUALITY AND LOCATION)

IBC 1705.2AISC 360

SECTION N5.4-5TABLE N5.4-1

QCQA

QCQA

QC PERIODIC 8. CHECK WELDING EQUIPMENT

B. WELDS:DURING WELDING

QCQA PERIODIC

1. USE OF QUALITY WELDERS2. CONTROL AND HANDLING OF WELDING CONSUMABLES

A. PACKAGINGB. EXPOSURE CONTROL

3. NO WELDING OVER CRACKED TACK WELDS4. ENVIRONMENTAL CONDITIONS

A. WIND SPEED WITHIN LIMITSB. PRECIPITATION AND TEMPERATURE

5. WPS FOLLOWEDA. SETTINGS ON WELDING EQUIPMENTB. TRAVEL SPEEDC. SELECTED WELDING MATERIALSD. SHIELDING GAS TYPE/FLOW RATEE. PREHEAT APPLIEDF. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)G. PROPER POSITION (F, V, H, OH)

6. WELDING TECHNIQUESA. INTERPASS AND FINAL CLEANINGB. EACH PASS WITHIN PROFILE LIMITATIONSC. EACH PASS MEETS QUALITY REQUIREMENTS

IBC 1705.2AISC 360


CONTINUOUS

CONTINUOUS

CONTINUOUS

PERIODIC

9. COMPLETE & PARTIAL PENETRATION GROOVE WELDSA. RISK CATEGORY III OR IV: UT PERFORMED ON ALL CJP GROOVE WELDSB. RISK CATEGORY II: UT PERFORMED ON %10 OF CJP GROOVE WELDS

10. MULTI PASS FILLET WELDS.

11.SINGLE-PASS FILLET WELDS > 5/16"A. RISK CATEGORY III OR IV: UT PERFORMED ON ALL WELDSB. RISK CATEGORY II: UT PERFORMED ON %10 OF WELDS

12. SINGLE-PASS WILLET WELDS < 5/16"

13. FLOOR AND ROOF DECK WELDSPERIODIC

IBC 1705.2AISC 360 SECTION N5.5b

STRUCTURAL NOTES

IBC 1705.2AISC 360 SECTION N5.5b

AWS D1.1, AWS D1.1M

AWS D1.3

QA

C. WELDS:AFTER WELDING

QCQA

CONTINUOUS

PERIODIC

1. WELDS CLEANED

2. SIZE, LENGTH AND LOCATION OF WELDS3. WELDS MEET VISUAL ACCEPTANCE CRITERIA

A. CRACK PROHIBITIONB. WELD/BASE-METAL FUSIONC. CRATER CROSS SECTIOND. WELD PROFILESE. WELD SIZEF. UNDERCUTG. POROSITY

4. ARC STRIKES5. k-AREA (WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERSHAD BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FORCRACKS WITHIN 3 IN. OF THE WELD.)6. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)7. REPAIR ACTIVITIES8. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

IBC 1705.2AISC 360


D. HIGH-STRENGTH BOLTS:PRIOR TO BOLTING

(EXCEPTION:SNUG TIGHT JOINTS)

PERIODICCONTINUOUS

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

PERIODIC

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS3. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLTLENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)4. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL5. CONNECTION ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACECONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLEREQUIREMENTS.6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLING PERSONNELOBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODSUSED.7. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHERFASTENER COMPONENTS

IBC 1705.2AISC 360

SECTION N5.6TABLE N5.6-1

QCQA

QCQA

QCQA

PERIODIC

1. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES ANDWASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED2. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONINGOPERATION3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROMROTATING4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH RSCS SPECIFICATION,PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREEEDGES

IBC 1705.2AISC 360


E. HIGH-STRENGTH BOLTS:DURING BOLTING

(EXCEPTION:SNUG TIGHT JOINTS)

F. HIGH-STRENGTH BOLTS:AFTER BOLTING

QCQA

CONTINUOUS 1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

IBC 1705.2AISC 360


IBC 1705.2AISC 360

SECTION N5.7G. OTHER INSPECTION TASKS

PERIODIC1. INSPECT FABRICATED STEEL OR ERECTED STEEL TO VERIFY COMPLIANCE WITHDETAILS ON ERECTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBERLOCATIONS, AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

PERIODICQA

2. INSPECT PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTINGSTRUCTURAL STEEL FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTATION. ASA MINIMUM, THE DIAMETER, GRADE, TYPE, AND LENGTH OF THE ANCHOR ROD OREMBEDDED ITEM, AND THEIR EXTENT OR DEPTH OF EMBEDMENT INTO THECONCRETE, SHALL BE VERIFIED PRIOR TO PLACEMENT OF CONCRETE

QCQA

DEFINITIONS:* FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR PERIODICALLY DURING

THE LISTED TASK, AS DEFINED IN THE TABLE.** QC - QUALITY CONTROL: INSPECTION SHALL BE PROVIDED BY THE FABRICATOR AND ERECTOR.

QA - QUALITY ASSURANCE: INSPECTION SHALL BE PROVIDED BY OTHERS WHEN REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ), APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR ENGINEER OF RECORD (EOR).

H. MATERIAL VERIFICATION OFSTRUCTURAL STEEL

STRUCTURAL NOTES

ASTM A6 ORASTM A568

1. IDENTIFICATION MARKINGS TO CONFIRM TO ASTM STANDARDSSPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

2. MANUFACTURER'S CERTIFIED MILL TEST REPORTS

QCQA PERIODIC


VERIFICATIONMONITORINGFREQUENCY

TYPE AND/OR FREQUENCY OF TESTINGIBC SECTION & REFERENCE

CRITERIAINSPECTED

BY**

3. CAST IN PLACE FOUNDATION

A. FOUNDATION INSTALLATION

1. THE GEOTECHNICALENGINEER SHALL BE PRESENTDURING THE EXCAVATION OFTHE FOOTINGS CONTIGUOUSTO EXISTING FOOTINGS.2. ALL FOOTINGS MONITOREDBY A REPRESENTATIVE OF THEGEOTECHNICAL ENGINEER.

CONTINUOUS

1. OBSERVE EXCAVATION OPERATIONS, MAINTAIN COMPLETE ANDACCURATE RECORDS FOR EACH FOOTING. ADDRESS UNFORESEENSURFACE CONDITIONS IF ANY.2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM FOOTINGDIMENSIONS, AND DEPTH, LENGTHS, EMBEDMENT INTO SOIL AND ADEQUATEEND BEARING STRATA CAPACITY. VERIFY THE BEARING STRATA ISENCOUNTERED AT THE ANTICIPATED DEPTH.3. VERIFY CONFORMANCE WITH THE FOUNDATION RECOMMENDATIONSPROVIDED IN THE GEOTECHNICAL REPORT AND CONSTRUCTION DOCUMENTS.4. CHECK REINFORCING SIZES, QUANTITY AND CLEARANCES.5. RECORD CONCRETE OR GROUT VOLUMES.

IBC 1705.7;GEOTECHNICAL


C. ADDITIONALINSPECTIONS

CONTINUOUSOR PERIODIC

1. FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL INSPECTIONS INACCORDANCE WITH IBC 1705.3.2. FOR SPECIALTY ELEMENTS PERFORM ADDITIONAL INSPECTIONS ASDETERMINED BY THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.

IBC 1705.7;GEOTECHNICAL


STRUCTURAL TESTING & INSPECTION REQUIREMENTS (CONTINUED)

NOT USED

I. INSTALLATION OF OPEN-WEBSTEEL JOISTS AND JOIST

GIRDERS

SJI SPECIFICATIONS LISTED INIBC 2207.1

1.END CONNECTIONS - WELDING OR BOLTED.

2. BRIDGING - HORIZONTAL OR DIAGONAL.

QCQA

PERIODIC

SJI SPECIFICATIONS LISTED INIBC 2207.1

QCQA

PERIODIC A. STANDARD BRIDGING.

B. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN IBC 2207.1

B. EXISTING FOUNDATION CONTINUOUSWHERE EXCAVATION OPERATIONS WILL EXPOSE EXISTING FOOTINGSEXAMINE CONDITION OF FOOTINGS DURING AND AFTER EXCAVATION.DETERMINE REQUIREMENTS FOR SUPPORT, PROTECTION OF STRUCTURE.

PROVIDE PERIODIC INSPECTION OF CAST-IN ANCHORS: SECURELYPOSITIONED IN FORMWORK, ORIENTED AS PER PLANS; CONSOLIDATESURROUNDING CONCRETE

CONTINUOUS INSPECTION AS PER MANUFACTURER'S RECOMMENDEDINSTALLATION PROCEDURE; HORIZONTAL ADHESIVE ANCHORS SHALL BECERTIFIED BY ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION

J. INSTALLATION OF COLD-FORMED STEEL DECK

QCQA

CONTINUOUSPERIODIC

1. SPECIAL INSPECTIONS AND QUALIFICATION OF WELDING SPECIAL INSPECTORS INACCORDANCE WITH THE QUALITY ASSURANCE REQUIREMENTS OF SDI QA/QC IBC 1705.2.2

6. INSPECTION OF FABRICATORS OF STRUCTURAL ELEMENTS

FABRICATION &IMPLEMENTATION

PROCEDURESPERIODIC

THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR MAINTAINSDETAILED FABRICATION AND QUALITY CONTROL PROCEDURES THAT PROVIDE

A BASIS FOR INSPECTION CONTROL OF THE WORKMANSHIP AND THEFABRICATOR'S ABILITY TO CONFORM TO APPROVED CONSTRUCTION

DOCUMENTS AND REFERENCED STANDARDS. THE SPECIAL INSPECTOR SHALLREVIEW THE PROCEDURES FOR COMPLETENESS AND ADEQUACY RELATIVE TO

THE CODE REQUIREMENTS FOR THE FABRICATOR'S SCOPE OF WORK.

EXCEPTION: SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK ISDONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TOPERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. AT COMPLETION OF

FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATED OFCOMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK

PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTIONDOCUMENTS.

IBC 1704.2.5

7. MASONRY CONSTRUCTION (ALTERNATE 3)

EMPIRICALLY DESIGNEDMASONRY, GLASS UNIT

MASONRY, AND MASONRYVENEER IN NON-ESSENTIAL

FACILITIES.

SPECIALINSPECTIONS

NOT REQUIREDPER 1705.4

IBC 1705.4

IBC 1705.4.1 ANDTMS 602-13/ACI

530.1-13/ASCE 6-13)

2. AS MASONRY CONSTRUCTIONBEGINS, THE FOLLOWING SHALL

BE VERIFIED TO ENSURECOMPLIANCE:

PERIODIC A. PROPORTIONS OF SITE-PREPARED MORTAR.

PERIODIC B. CONSTRUCTION OF MORTAR JOINTS.

PERIODIC

D. LOCATION OF REINFORCEMENT AND CONNECTORS.PERIODIC

E. PRESTRESSING TECHNIQUEPERIODIC

C. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES.

3. PRIOR TO GROUTING, VERIFYTHAT THE FOLLOWING ARE IN

COMPLIANCE:

PERIODIC A. GROUT SPACE.

PERIODICB. GRADE, TYPE, SIZE AND LOCATION OF REINFORCEMENT, ANCHOR BOLTS,

AND PRESTRESSING TENDONS AND ANCHORAGES.

PERIODICC. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES..

PERIODICD. PROPORTIONS OF SITE-PREPARED GROUT ANDPRESTRESSING GROUT FOR BONDED TENDONS.

PERIODIC E. CONSTRUCTION OF MORTAR JOINTS.

4. DURING CONSTRUCTION,VERIFY THAT THE FOLLOWING

ARE IN COMPLIANCE:

PERIODIC A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

PERIODICB. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILSOF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR

OTHER CONSTRUCTION.

CONTINUOUS C. WELDING OF REINFORCEMENT.

D. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER(TEMPERATURE BELOW 40°F) OR HOT WEATHER (TEMPERATURE ABOVE 40°F).

.

CONTINUOUS E. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE.

CONTINUOUSF. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR

BONDED TENDONS IS IN COMPLIANCE.

5.PREPARATION OF ANYREQUIRED GROUT SPECIMENS,MORTAR SPECIMENS AND/ORPRISMS SHALL BE OBSERVED.

PERIODIC

6. COMPLIANCE WITH REQUIREDINSPECTION PROVISION OF THE

CONSTRUCTION DOCUMENTSAND THE APPROVED

SUBMITTALS SHALL BE VERIFIED.

PERIODIC


VERIFICATIONMONITORINGFREQUENCY

TYPE AND/OR FREQUENCY OF TESTINGIBC SECTION & REFERENCE

CRITERIA

STRUCTURAL TESTING & INSPECTION REQUIREMENTS (CONTINUED)

F. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY.

CONTINUOUS**/PERIODIC***

G. PLACEMENT OF AAC MASONRY UNIT AND CONSTRUCTION OFTHIN-BED MORTAR JOINTS.

CONTINUOUS**/PERIODIC***

PERIODIC

* FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.** REQUIRED FOR THE FIRST 5000 SQUARE FEET OF AAC MASONRY.*** REQUIRED AFTER THE FIRST 5000 SQUARE FEET OF AAC MASONRY.

MINIMUM INSPECTION

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE INACCORDANCE WITH ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT.

VERIFICATION OF f'm AND f'AAC IN ACCORDANCE WITH ARTICLE A.4 B PRIOR TO CONSTRUCTION,EXCEPT WHERE SPECIFICALLY EXEMPTED BY THE CODE.

1. VERIFY COMPLIANCE WITH THEAPPROVED SUBMITTALS. PERIODIC

SCALE: 1" = 1'-0"1 SPECIAL INSPECTIONS

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:36:4

8 P

M

15-32007/29/2016

S1.1

SPECIAL INSPECTIONS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807


6

5

4

3

1

8

CA

62' - 2 1/4"

(MA

TC

H E

XIS

T B

LD

G.)

19

6' -

2"

+/-

42

' - 3

"4

5' -

6"

20

' - 8

"4

5' -

6"

42

' - 3

"

1' -

0"

(A.M

.E.B

.)

20

' - 1

0 1

/2"

+/-

20

' - 4

1/2

"2

2' -

9"

22

' - 9

"2

0' -

8"

22

' - 9

"2

2' -

9"

20

' - 4

1/2

"

(A.M

.E.B

.)

20

' - 1

0 1

/2"

+/-

1' -

0"

1' - 0" 25' - 10" 26' - 10" 8' - 6 1/4"

0'0'0'0' 4'4'4'4' 8'8'8'8' 16'16'16'16' 32'32'32'32'

N

Plan

N

True

F4

F1F3

F3F1

F3F1

F3F1

F3F1

F1F3

F1F3

F2F1

F3

F4

EXIST. FOOTING(TYP.)

BUILDINGLINE ABOVE

F4F4

F4 F4

F2

F2

F2

F2

F2

F2

F2

EXISTING BUILDINGLINE ABOVE

4

S4.2

6

S4.1

FOOTING PLAN NOTES:

1. SEE SHEET S1.0 FOR "GENERAL STRUCTURAL NOTES".

2. SEE SHEET S1.1 FOR "SPECIAL INSPECTIONS" NOTES.

3. F# - DENOTES SPREAD FOOTING. SEE SCHEDULE &

DETAIL ON SHEET S7.0.

4. LOCATIONS OF EXISTING FOOTINGS ARE APPROXIMATE.

CONTRACTOR SHALL DETERMINE EXACT LOCATIONS

BEFORE EXCAVATION OF NEW FOOTINGS. NOTIFY

FOOTING CONFLICT TO ENGINEER.

5. EXISTING FOOTING AND BEARING SOIL SHALL NOT BE

DAMAGED DURING THE EXCAVATION. GEOTECHNICAL

ENGINEER SHALL OBSERVE EXCAVATION OPERATIONS.

6. FOOTINGS ON WEST SIDE OF BUILDING HAVE NOT BEEN

DESIGNED FOR FUTURE BUILDING FLOOR LOADS.

FOOTINGS HAVE ONLY BEEN DESIGNED FOR A ROOF

LOAD SIMILAR TO WHAT THE FOOTINGS ARE

CURRENTLY SUPPORTING.

SCALE: 1/8" = 1'-0"1 FOOTING PLAN

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:36:5

0 P

M

15-32007/29/2016

S2.0

FOOTING PLAN



1568 Warehouse Rd,

KM

N

02-3193

KMN

DFP

Bryan, Tx 77807


6

5

4

3

1

8

7

CA B

(AD

JUS

T T

O M

AT

CH

EX

IST

. B

LD

G.)

19

6' -

2"

+/-

(A.M

.E.B

.)

1' -

9"

+/-

40

' - 6

"4

5' -

6"

20

' - 8

"4

5' -

6"

40

' - 6

"(A

.M.E

.B.)

1' -

9"

+/-

62' - 2 1/4"

61' - 5" 9 1/4"

0'0'0'0' 4'4'4'4' 8'8'8'8' 16'16'16'16' 32'32'32'32'

N

Plan

N

True

(A.M

.E.B

.)

11

' - 8

1/4

" +

/-1

0' -

2 1

/4"

10

' - 2

1/4

"1

0' -

2 1

/4"

11

' - 4

1/2

"1

1' -

4 1

/2"

11

' - 4

1/2

"1

1' -

4 1

/2"

10

' - 4

"1

0' -

4"

11

' - 4

1/2

"1

1' -

4 1

/2"

11

' - 4

1/2

"1

1' -

4 1

/2"

10

' - 2

1/4

"1

0' -

2 1

/4"

10

' - 2

1/4

"

(A.M

.E.B

.)

11

' - 8

1/4

" +

/-

26' - 10" 26' - 10" 8' - 6 1/4"

B4 B6

B1

B5

B2 B3

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B4 B6B5

B1 B3B2

B1

5

B8

B1

0

B7

B9

B7

B9

B7

B9

B7

B9

B7

B9

B7

B9

B1

4

B7

B9

B1

5

B8

B1

0

EXISTINGBUILDING

20' - 8" 3/4" 20' - 8" 3/4" 20' - 8" 3/4"

1' -

0 1

/2"

3/4

"

(A.M

.E.B

.)

20

' - 8

1/8

" +

/-3

/4"

21

' - 8

3/4

"3

/4"

21

' - 8

3/4

"3

/4"

21

' - 8

3/4

"3

/4"

21

' - 8

3/4

"3

/4"

21

' - 8

3/4

"3

/4"

21

' - 8

3/4

"3

/4"

21

' - 8

3/4

"3

/4"

(A.M

.E.B

.)

20

' - 8

1/8

" +

/-3

/4"

1' -

0 1

/2"

B1

4B

14

B1

4B

14

B1

4B

14

20' - 8" 3/4" 20' - 8" 3/4" 20' - 8" 3/4"

1' - 9"

8' - 7" 10' - 4 3/8" 7' - 9 5/8" 6' - 4" 6' - 7 1/8" 10' - 4 3/8" 7' - 8" 2' - 8 3/4"

30' - 0" 3' - 4" 28' - 10 1/4"

30' - 0" 3' - 4" 28' - 10 1/4"1' - 9"

8' - 7" 10' - 4 3/8" 7' - 9 5/8" 6' - 4" 6' - 7 1/8" 10' - 4 3/8" 7' - 8" 2' - 8 3/4"

2' -

2"

(A.M

.E.B

.)

9' -

6 1

/4"

+/-

10

' - 1

1/2

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"6

' - 2

3/4

"9

' - 4

"6

' - 2

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

10

3/4

"1

0' -

1 1

/2"

(A.M

.E.B

.)

9' -

6 1

/4"

+/-

2' -

2"

27' - 2" 9' - 0" 26' - 0 1/4"

(A.M

.E.B

.)

94

' - 1

1"

+/-

6' -

4"

(A.M

.E.B

.)

94

' - 1

1"

+/-

7' -

8 3

/8"

7' -

8 3

/8"

5

S4.1

1/4"

(A.M

.E.B

.)

93

' - 1

" +

/-1

0' -

0"

(A.M

.E.B

.)

93

' - 1

" +

/-

5' -

0"

5' - 0"

2

S4.2

1/4"

1/4"

1

S4.2

4

S4.2

S4.1

3

S4.1

4

S4.1

2

S4.1

1

11

S4.1

10

S4.1T.O.C. DATUM ELEVATION

0'-0" F.F.E.(ACTUAL ELEV. = 272.50'+/-)

3

S4.2

9

S4.1

6

S4.1

7

S4.1

27' - 2" 9' - 0" 26' - 0 1/4"

5' -

0"

2

C1

C1

C1

C1

C1

B1

1B

11

B1

1B

11

B1

1B

11

B1

3B

13

B1

1B

11

B1

1B

11

B1

1B

11

B1

1B

12

B1

1B

12

B16

B1

7

B1

7

B17

B1

6

B17

B1

7

B16

B1

7 P2 P1P3

P14 P15P13

P12

P11

P10

P9

P8

P7

P6

P5

P4

S1

2' - 10" 2' - 10"

2' - 10" 2' - 10"

1' -

10"

1' -

10"

TY

P.

S1

TY

P.

S1

TY

P.

10

S4.1

10

S4.1

L OF PLATEC

"A" & "B"

L OF PLATEC

"A" & "B"

L O

F P

LAT

EC "A

" &

"B

"

(MATCH EXISTING ADJACENTLIBRARY FACILITY FINISHED FLOOR)(REF. CIVIL)

C1

SLAB FRAMING PLAN NOTES:



3. TOP OF CONCRETE ELEVATION = 0'-0".

4. B# - DENOTES CONCRETE BEAM CALLOUT TAG. SEE SCHEDULE ON

SHEET S7.0.

5. S1 - DENOTES TYPICAL CONCRETE SLAB CALLOUT TAG. SEE SCHEDULE

ON SHEET S7.0.

6. C# - DENOTES STEEL COLUMNS CALLOUT TAG. SEE SCHEDULE ON

SHEET S7.0. COLUMNS ARE CENTERED ON GRIDS, UNO.

7. P# - DENOTES TILT-WALLS CALLOUT TAG. SEE ELEVATION VIEWS

STARTING ON SHEET S3.0.

8. SEE SHEET S2.0 FOR SPREAD FOOTINGS.

9. REFER TO ARCHITECTURAL AND CIVIL DRAWINGS FOR EXACT LOCATION

OF FLOOR RECESSES, CURBS, DROPS, AND FLOOR SLOPES.

10. CONTRACTOR IS RESPONSIBLE FOR COORDINATING LOCATIONS OF

LUGS AND CURBS WITH ARCHITECT DRAWINGS.

11. CONTRACTOR IS RESPONSIBLE FOR COORDINATING LOCATIONS OF

FLOOR PENETRATIONS WITH OTHER DISCIPLINE'S DRAWINGS

12. SLAB FLOOR SHALL BE FINISHING CLASS 9 AND HAVE A FLATNESS AND

LEVELNESS AS SPECIFIED BELOW:

FF 60 / FL 40 (SUPERFLAT)

COMPLIANCE WITH THESE VALUES SHALL BE COMPLETE WITHIN 24 H

AFTER CONCRETE PLACEMENT, AND BE IN CONFORMANCE WITH ACI-117

& ACI-302.1R

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:36:5

1 P

M

15-32007/29/2016

S2.1

SLAB FRAMING PLAN



1568 Warehouse Rd,

KM

N

02-3193

KMN

DFP

Bryan, Tx 77807

SCALE: 1/8" = 1'-0"1 SLAB FRAMING PLAN


6

5

4

3

1

8

7

CA B

(A.M

.E.B

.)

1' -

9"

+/-

40

' - 6

"4

5' -

6"

20

' - 8

"4

5' -

6"

40

' - 6

"(A

.M.E

.B.)

1' -

9"

+/-

(AD

JUS

T T

O M

AT

CH

EX

IST

. B

LD

G.)

19

6' -

2"

+/-

62' - 2 1/4"

61' - 5" 9 1/4"

0'0'0'0' 4'4'4'4' 8'8'8'8' 16'16'16'16' 32'32'32'32'

N

Plan

N

True

W24X

68

W24X

68

W24X

68

W24X

68

W24X

68

EXISTINGBUILDING

2

P3

P13

P12

P11

P10

P9

P7

P6

P4

P14 P15

P5

P8

P2 P1

EQ

32

LH

07

JO

IST

S @

4'-6

"O.C

.E

Q.

10

' - 4

"1

0' -

4"

6

S5.0

8

S5.0

8

S5.0

7

S5.0

TOS EL. = 27'-1 3/8"

TOP EL. = 32'-0"

TOS EL. = 29'-6"

TOP EL. = 32'-0"

TOS EL. = 27'-1 3/8"

TOP EL. = 32'-0"

TOS EL. = 29'-6"

TOP EL. = 32'-0"

TOS EL. = 29'-6"

TOS EL. = 29'-6"

5' -

6"

5' -

6"

10

' - 0

"1

0' -

0"

4

S5.0

1

S5.0

JOIST TO BEAM BRACE.(TYPICAL 17 PLCS.)

BEAM SPLICE(TYPICAL)

5

S5.0

9

S5.0

ROOF FRAMING PLAN NOTES:



3. TOP OF STEEL (TOS) ELEVATION (DECK BEARING ELEVATION)

VARIES. REFERENCE PLAN.

4. REFER TO ARCHITECTURAL, PLUMBING DRAWINGS FOR ROOF

DRAIN SIZES AND LOCATIONS.

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:36:5

3 P

M

15-32007/29/2016

S2.2

ROOF FRAMING PLAN



1568 Warehouse Rd,

KM

N

02-3193

KMN

DFP

Bryan, Tx 77807

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


J H

13

11

10

ED

12

0'0'0'0' 4'4'4'4' 8'8'8'8' 16'16'16'16' 32'32'32'32'

N

Plan

N

True

14

F

G

13' -

5 1

/2"

13' -

5 1

/2"

26' -

11"

C2-AC2-A

C2-A CXC2-B

C2-B

C2-B

C2-D

CX

C2-C

12' - 6"

16' -

10 3

/8"

16' -

10 3

/8"

11' - 3" 11' - 3"

(REF.)

15' - 6"

(REF.)

15' - 6"

1

S3.2

EXISTINGBUILDING

NEW SCREEN WALLFOUNDATION FORALTERNATE 3

FOUNDATION PLAN NOTES - ALTERNATE 3:



3. C# - DENOTES STEEL COLUMNS CALLOUT TAG. SEE SCHEDULE ON

SHEET ABOVE. COLUMNS ARE CENTERED ON GRIDS, UNO.

4. CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXISTING FRAMING,

COMPONENTS AND ELEVATIONS AND COORDINATING WITH

STRUCTURAL AND ARCHITECT DRAWINGS.

5. CONTRACTOR IS RESPONSIBLE FOR SUPPORTING EXISTING

STRUCTURE DURING DEMOLITION AND CONSTRUCTION

6. CONCRETE FOR FOUNDATIONS: f'c=4000psi @ 28 DAYS.

COLUMN

SIZE

BASE PLATEMARK ANCHORS

STEEL COLUMN SCHEDULE - ALTERNATE 3

SIZEREMARKS

C2-A HSS 6x0.25 (ROUND) 3/4"x12"x1'-0" 4~3/4"ø x 4" HCA's

BOTTOMCONN. DETAL

2/S5.1 3/S5.1

TOP CONN.DETAL

C2-B HSS 6x0.25 (ROUND) 3/4"x12"x1'-0" 4~3/4"ø x 4" HCA's 1/S5.1 3/S5.1

C2-C HSS 6x0.25 (ROUND) 3/4"x12"x1'-0" 4~3/4"ø x 4" HCA's 2/S5.1

C2-D HSS 6x0.25 (ROUND) 3/4"x12"x1'-0" 4~3/4"ø x 4" HCA's 1/S5.1

CX EXIST COLUMNTO BE REMOVED

CONTRACTOR TO VERIFY STRUCTURE IS ADEQUATELYSUPPORTED BEFORE REMOVING COLUMN.

8/S5.1

8/S5.1

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

verten

tly a

ltere

d. R

ely

only

on

final

har

dcop

y m

ater

ials

bea

ring

the

cons

ulta

nt's

orig

inal

sig

natu

re a

nd s

eal.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or re

prod

uced

with

out w

ritte

n co

nsen

t fro

m W

estE

ast D

esig

n G

roup

,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DATE:

USER

ID:

DRAWN BY :

CHECKED BY :

FIL

E:C

:\U

sers

\knoone\D

ocum

ents

\15-1

23-T

A_16_Texas A

&M

Join

t Lib

rary

-Module

1-A

dditio

ns_U

NIN

TE

CH

_C

entral M

odel_

knoone.rvt

7/2

9/2

016 3

:01:5

3 P

M

15-32007/29/2016

S2.3

FOUNDATION PLAN -

STAFF CANOPY

Jo

int

Lib

rary

Fa

cil

ity M

od

ule

#2

Texa

s A

&M

Uni

vers

ity15

68 W

areh

ouse

Rd,

KM

N

02-3193

KMN

DFP

Bry

an, T

x 77

807

SCALE: 1/8" = 1'-0"1 FOUNDATION PLAN - STAFF CANOPY


J H

13

11

10

ED

6

S5.1

12

8

S5.1

14

F

G@ 2'-0"O.C.

362S162-54 w/ STUB SUPPORT

@ 2'-0" O.C.

800S200-54 w/ 362S162-54 EXTENSION

EXISTINGBUILDING

362S162-54

@ 2'-0"O.C.

800S200-54 w/362S162-54 EXT.

DBL

800

S200

-54

362S162-54

362S162-54

362S162-54

16' -

0"

DBL 800S200-54

@ 2

'-0" O

.C.

362S162-5

4 w

/ STU

B S

UPPO

RT

@ 2

'-0"O

.C.

800

S20

0-54

w/

362S

162-

54 E

XT.

362S162-54

362S162-54

6

S5.1

Sim

DBL 800

S200

-54

@ 2'-0"O.C.

800S200-54 w/ 362S162-54 EXTENSION

0'0'0'0' 4'4'4'4' 8'8'8'8' 16'16'16'16' 32'32'32'32'

N

Plan

N

True

6

S5.1

Sim

7

S5.1

7

S5.1

8

S5.1

Sim

NEW SCREEN WALLFOR ALTERNATE 3.SEE FDTN. PLANAND DETAIL 1/S3.2

STEEL HIP BEAMHANGERS

RAFTER TO HIP MEMBERLIGHT GUAGE CLIP ANGLESCONNECTORS (TYP.)

J H

13

11

10

ED

6

S5.1

12

8

S5.1

14

F

G

EXISTINGBUILDING

C3x6 OUTLOOKER(TYP.)

6

S5.1

Sim

0'0'0'0' 4'4'4'4' 8'8'8'8' 16'16'16'16' 32'32'32'32'

N

Plan

N

True

W8x

21

W8x1

5

W8x15

W8x21

CUT EXISTING MEMBERSAND ATTACH TO NEWBEAM W/ PL3/8"x6"x6" BENTPLATES WITH 3" LEGS, ONEACH SIDE.



6

S5.1

Sim

L4x3x1/4 (TOP - CONTINUOUS)L3x3x3/16 (BOTT. - BTWN. OUTLOOKERS)(TYP.)

L4x3x1/4 (TOP - CONTINUOUS)L3x3x3/16 (BOTT. - BTWN. OUTLOOKERS)(TYP.)

TRACK SUPPORTBRACKET. REF. DETAIL6-A/S5.1 (TYP.)

NEW BEAMS TOEXIST. COLUMNCONN. REF. DETAIL4/S5.1 FOR SIMILAR.

PORTION OF EXIST.MEMBERS TO BEREMOVED. (TYP.)

TRACK SUPPORTBRACKET. REF. DETAIL6-A/S5.1 (TYP.)

NEW BEAMS TOEXIST. PRECASTWALL CONN. REF.DETAIL 5/S5.1

.

NEW SCREEN WALLFOR ALTERNATE 3.SEE FDTN. PLANAND DETAIL 1/S3.2

ROOF AND SOFFIT FRAMING PLAN NOTES - ALTERNATE 3:



3. TOP OF STEEL (TOS) ELEVATION TO MATCH EXISTING

STRUCTURE. FIELD VERIFY.

4. REFER TO ARCHITECTURAL DRAWINGS FOR ROOF

TOPPING MATERIAL, SOFFIT MATERIAL, AND FINISHES.

5. REFER TO DRAWINGS OF EXISTING BUILDING FOR

DETAILS OF EXISTING FRAMING.

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

verten

tly a

ltere

d. R

ely

only

on

final

har

dcop

y m

ater

ials

bea

ring

the

cons

ulta

nt's

orig

inal

sig

natu

re a

nd s

eal.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or re

prod

uced

with

out w

ritte

n co

nsen

t fro

m W

estE

ast D

esig

n G

roup

,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DATE:

USER

ID:

DRAWN BY :

CHECKED BY :

FIL

E:C

:\U

sers

\knoone\D

ocum

ents

\15-1

23-T

A_16_Texas A

&M

Join

t Lib

rary

-Module

1-A

dditio

ns_U

NIN

TE

CH

_C

entral M

odel_

knoone.rvt

7/2

9/2

016 3

:01:5

4 P

M

15-32007/29/2016

S2.4

FRAMING PLAN -

STAFF CANOPY

Jo

int

Lib

rary

Fa

cil

ity M

od

ule

#2

Texa

s A

&M

Uni

vers

ity15

68 W

areh

ouse

Rd,

KM

N

02-3193

KMN

DFP

Bry

an, T

x 77

807

SCALE: 1/8" = 1'-0"2 ROOF FRAMING PLAN - STAFF CANOPY

SCALE: 1/8" = 1'-0"1 SOFFIT FRAMING PLAN - STAFF CANOPY


C AB

FINISH FLOOR0"

T.O.P.32' - 0"

ROOF LEVEL29' - 6"

WALL DIMS

5

S6.0

3/4"

20' - 8" 3/4" 20' - 8" 3/4" 20' - 8"

P1

L OF BENT PLATE "F"C

EXTENTS OFINSULATION

8' -

0"

8' -

0"

8' -

0"

8' -

9"W.P.

W.P.

W.P. W.P.

9' -

0"

9' -

0"

9' -

0"

5' -

9"

1' - 3"

1' - 7" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 1' - 7" 1' - 7" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 1' - 7" 1' - 7" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 1' - 7"

2' - 8" 7' - 8" 9' - 10" 6"

9" 19' - 2" 9"

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

9" 7' - 0 1/2" 3' - 10 1/2" 8' - 3" 9" 9" 19' - 2" 9"

8' - 0 3/4" 3' - 4" 9' - 3 1/4"

1' - 6" 1' - 6"

3 1/4" 3 1/4"

DO

OR

WA

Y R

.O.

7' -

11

"3

1/4

"

BLOCK OUT INSULATIONAT CANOPY ATTACHMENTLOCATIONS. G.C. TOCOORDINATE WITHARCHITECT AND CANOPYSUPPLIER FORLOCATIONS.

6"6"

6" 6"

VE

RIF

YV

ER

IFY

VERIFY VERIFY

TYP.

TY

P.

3/8"3/8"

3/8"3/8"

3' -

2 3

/16

"

3' -

11

7/8

"

30

' - 4

1/2

"2

' - 4

1/2

"

9"

29

' - 9

"2

' - 3

"

P2 P3

9"

29

' - 6

"2

' - 6

"

32

' - 9

"

L OF PLATE "E"

L OF PLATE "D"

"NS"

"NS"

EX

TE

NT

OF

INS

ULA

TIO

N

WA

LL D

IMS

.

C

C

L O

F P

LAT

E "

D"

EX

TE

NT

OF

INS

ULA

TIO

N

L O

F P

LAT

E "

E"

CCL O

F A

NG

LE "

A"

"NS

"

L O

F A

NG

LE "

E"

"NS

" (A

FT

ER

ER

EC

TIO

N)

C C

6

S6.0

LOCATION OFANGLES AFTERERECTION (TYP.)

EXTENT OFINSULATION (TYP.)

7

S6.0

EXIST.BLDG. WALLLOCATION

8

S5.0

5"

3' -

6 1

/2"

2"

5"3

' - 4

1/2

"

4' - 1"1' - 0"1' - 0"1' - 0"

DRAINOPENINGS

TYP.3 1/4"

TY

P.

3 1

/4"

DR

AIN

OP

EN

ING

S

1' - 0 1/2"

4' -

9 1

/8"

27

' - 1

1 7

/16

"4

' - 9

9/1

6"

6

S4.1

Sim7

S4.1

Sim

DOORWAY R.O.BLOCKOUT

0'-0"Grade Level-1' - 3"

CA B

FINISH FLOOR0"

T.O.P.32' - 0"

ROOF LEVEL29' - 6"

P15P13 P14

1' - 9" 8' - 7" 9' - 10" 6" 6" 7' - 3 1/4" 6' - 4" 6' - 0 3/4" 6" 6" 9' - 10" 7' - 8" 2' - 8"

9"19' - 2"9"9"7' - 0 1/2"3' - 10 1/2"8' - 3"9"9"19' - 2"9"

9' - 3 1/4" 3' - 4" 8' - 0 3/4"

1' - 6"

3 1/4"

1' - 6"

3 1/4"


6"6"

6" 6"

VE

RIF

YV

ER

IFY

VERIFY VERIFY

TYP.

TY

P.

7

S6.0

W.P.

7' -

11

"

7' -

2"

W.P.

EX

TE

NT

OF

INS

ULA

TIO

N

WA

LL D

IMS

.

L O

F A

NG

LE "

A"

C L O

F A

NG

LE "

E"

"NS

" (A

FT

ER

ER

EC

TIO

N)

LOCATION OFANGLES AFTERERECTION (TYP.)

EXIST.BLDG. WALLLOCATION

5' -

9"

9' -

0"

9' -

0"

9' -

0"

2' -

4 1

/2"

30

' - 4

1/2

"

2' -

6"

29

' - 6

"9

"

1' - 0 1/2"

1' - 7" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 1' - 7" 1' - 7" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 1' - 7" 1' - 7" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 1' - 7"

W.P.

W.P. 3/8"3/8"

3/8"3/8"

5

S6.0

L OF PLATE "D"

"NS"

C

L O

F P

LAT

E "

D"

"NS

"

EX

TE

NT

OF

INS

ULA

TIO

N

L O

F P

LAT

E "

E"

"NS

"

DRAINOPENINGS

DR

AIN

OP

EN

ING

S

8' -

9"

8' -

0"

8' -

0"

8' -

0"

4' -

9 9

/16

"2

7' -

11

7/1

6"

1' - 3"

2' -

6"

29

' - 6

"9

"

4' - 1"1' - 0"1' - 0"1' - 0"

3' -

4 1

/2"

5"

2"

3' -

6 1

/2"

5"

TYP.3 1/4"

TY

P.

3 1

/4"

C

4' -

9 1

/8"

6

S6.0

8

S5.0

OPP.

20' - 8" 3/4" 20' - 8" 3/4" 20' - 8" 3/4"

L OF PLATE "E"

"NS"

C

WALL DIMS

EXTENTS OFINSULATION (TYP.)

6

S4.1

Sim7

S4.1

Sim


EXTENT OFINSULATION


32

' - 9

"

C"NS

"

C


TILT-WALL PANEL INTERIOR ELEVATION NOTES:

1. SEE SHEET S1.0 FOR "GENERAL STRUCTURAL NOTES" AND "TILT-UP (SITE-

CAST) CONCRETE WALL PANELS.


3. P# - DENOTES TILT-WALLS CALLOUT TAG. SEE PLAN VIEWS FOR

LOCATIONS.

4. ALL VIEWS SHOW INTERIOR WALL ELEVATION VIEWS, OR UP-IN-FORM

VIEW. STEEL FRAMING AND FOUNDATION ARE NOT SHOWN FOR CLARITY.

ALL SECTIONS AND DETAILS SHOW FINAL ASSEMBLY VIEWS.

5. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION OF

MISCELLANEOUS WALL PENETRATIONS, REVEAL FOR FUTURE

PENETRATION, DOOR CANOPY LOCATIONS, AND WALL FINISH

INFORMATION.

6. CONTRACTOR IS RESPONSIBLE FOR COORDINATING LOCATIONS OF WALL

PENETRATIONS, REVEALS, ETC., WITH OTHER DISCIPLINE'S DRAWINGS.

7. RE: S6.0 FOR PANEL THICKNESS AND REINFORCEMENT DETAILS.

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:36:5

8 P

M

15-32007/29/2016

S3.0

TILT-WALL PANEL

INTERIOR ELEVATIONS



1568 Warehouse Rd,

KM

N

02-3193

KMN

DFP

Bryan, Tx 77807

SCALE: 1/4" = 1'-0"1 TILT-WALL PANEL INTERIOR ELEVATION DETAIL - SOUTH

SCALE: 1/4" = 1'-0"2 TILT-WALL PANEL INTERIOR ELEVATION DETAIL - NORTH


6 5 48 7

FINISH FLOOR0"

T.O.P.32' - 0"

ROOF LEVEL29' - 6"

2' -

6"

29

' - 6

"9

"

8' -

0"

8' -

0"

8' -

0"

8' -

9"

9"

(A.M.E.B.)

19' - 2 1/8" +/- 9"

(A.M.E.B.)

2' - 5 3/4" +/- 4' - 6" 4' - 6" 4' - 6" 4' - 1 3/8" 7"

1' - 0 3/4" (A.M.E.B.)

9' - 6 1/4" +/- 9' - 7 1/8" 6"

32

' - 9

"

(A.M.E.B.)

20' - 8 1/8" +/- 3/4" 21' - 8 3/4" 3/4" 21' - 8 3/4" 3/4" 21' - 8 3/4" 3/4" 21' - 8 3/4" 3/4"

W.P.

5' -

3 5

/8"

27

' - 5

3/8

"

4' -

9 1

/2"

2' -

11

"2

9' -

10

"

3' - 7" 2' - 6"

21

' - 1

"2

' - 6

"9

' - 2

"

W.P.

4' - 6" 4' - 6"

L OFJOIST

W.P.

3/8"3/8"

2 3/8"

6" 10' - 4 3/8" 10' - 4 3/8" 6"

9" 20' - 2 3/4" 9"

4' - 2 7/8" 4' - 6" 4' - 6" 4' - 6" 3' - 11 7/8"

3/8" 3/8"3/8"3/8"

4' -

3 1

/16

"

6" 10' - 4 3/8" 10' - 4 3/8" 6"

9" 20' - 2 3/4" 9"

6" 10' - 4 3/8" 10' - 4 3/8" 6"

9" 20' - 2 3/4" 9"

6"

9"

6" 5' - 8 3/8" 9' - 4" 5' - 8 3/8" 6"

W.P.

3' -

8 5

/8"

L OFJOIST

4' - 6" 4' - 6"

5 3/8"

7" 4' - 4 3/8" 4' - 6" 4' - 6" 4' - 6" 3' - 3 3/8"

1' - 1 7/8"

4' - 6" 4' - 6" 4' - 6" 4' - 6" 2' - 6 7/8"

1' - 10 3/8"

4' - 6" 4' - 6" 4' - 6" 4' - 6"

1' - 10 3/8"

9" 6' - 8 1/8" 6' - 10 1/2" 6' - 8 1/8" 9"

7' - 8 3/8" 6' - 4" 7' - 8 3/8"

3 1/4" 3 1/4"

1' - 6"1' - 6"

1' - 0 1/2"

3/4"

DO

OR

WA

Y R

.O.

9' -

11

"3

1/4

"

2' - 6 7/8"

W.P. W.P.(BLDG. CENTERRIDGE POINT)

3' -

2 3

/16

"

3/8" 3/8"

W.P.3/8"3/8"

3 3/4"

L OF PLATE "C"

WALL DIMS

L OF PLATE "D"C

C

"NS" & "FS"

"NS"

L O

F P

LAT

E "

C"

C "FS

"

L O

F P

LAT

E "

C"

C "NS

"

L O

F P

LAT

E "

D"

C "NS

"

EX

TE

NT

OF

INS

ULA

TIO

N

WA

LL D

IMS

.

5

S6.0


6"6"

6" 6"

VE

RIF

YV

ER

IFY

VERIFY VERIFY

TYP.

TY

P.

2' -

11

"

3' -

2 3

/16

"

6

S5.0

7

S6.0


EXTENT OFINSULATION


1" WIDE x 3/4" DEEP REVEAL ATFAR SIDE TO INDICATE FUTUREMECH. DUCT PENETRATION.PROVIDE TYPICAL OPENINGREINFORCING PER DETAIL1/S-6.0.WHEN CUTTING HOLE IN FUTURE,DO NOT OVER CUT CORNERS

10" 10"

TY

P.

1' -

3"

TYP.

MA

TC

HLI

NE

MA

TC

HLI

NE

P4 P5 P6 P7 P8

CC

EXTENTS OFINSULATION (TYP.)

7

S4.1

Sim6

S4.1

Sim


4 3 1

FINISH FLOOR0"

T.O.P.32' - 0"

ROOF LEVEL29' - 6"

2

3/4" 21' - 8 3/4" 3/4" 21' - 8 3/4" 3/4" 21' - 8 3/4" 3/4"

(A.M.E.B.)

20' - 8 1/8" +/- 3/4"

1' - 0 1/2"

3' - 7"2' - 6"

21

' - 1

"2

' - 6

"9

' - 2

"

6" 10' - 4 3/8" 10' - 4 3/8" 6"

9" 20' - 2 3/4" 9"

6" 10' - 4 3/8" 10' - 4 3/8" 6"

9" 20' - 2 3/4" 9"

6"

1' - 10 3/8"

9"

6" 10' - 4 3/8" 10' - 4 3/8" 6"

9" 20' - 2 3/4" 9"

6" 9' - 7 1/8"

(A.M.E.B.)

9' - 6 1/4" +/-

1' - 0 3/4"9"

(A.M.E.B.)

19' - 2 1/8" +/- 9"

2' - 6 7/8" 4' - 6" 4' - 6" 4' - 6" 4' - 6"

1' - 1 7/8"

W.P.W.P.

L OFJOIST

W.P.

3/8"3/8"

2 3/8"

3/8" 3/8"3/8" 3/8"

W.P.W.P.

3/8"3/8"

3' -

2 3

/16

"

3' -

8 5

/8"

3' - 3 3/8" 4' - 6" 4' - 6" 4' - 6" 4' - 4 3/8" 7" 3' - 11 7/8" 4' - 6" 4' - 6" 4' - 6" 4' - 2 7/8" 7" 4' - 1 3/8" 4' - 6" 4' - 6" 4' - 6"

(A.M.E.B.)

2' - 5 3/4" +/-

2' -

6"

29

' - 6

"9

"

8' -

0"

8' -

0"

8' -

0"

8' -

9"

32

' - 9

"

L OF PLATE "C"

WALL DIMS

L OF PLATE "D"C

C

"NS" & "FS"

"NS"

5

S6.0

3 3/4"

L O

F P

LAT

E "

C"

C "FS

"

L O

F P

LAT

E "

C"

C "NS

"

L O

F P

LAT

E "

D"

C "NS

"

EX

TE

NT

OF

INS

ULA

TIO

N

WA

LL D

IMS

.


EXTENT OFINSULATION

6

S5.0

4' - 6" 4' - 6"

L OFJOIST

4' - 6" 4' - 6"

5 3/8"

2' -

11

"2

9' -

10

"

10" 10"

TY

P.

1' -

3"

TYP.

MA

TC

HLI

NE

MA

TC

HLI

NE

P9 P10 P11 P12

OPP.

CC

EXTENT OFINSULATION (TYP.)

5' -

3 5

/8"

27

' - 5

3/8

"

4' -

3 1

/16

"

4' -

9 1

/2"

7

S4.1

Sim6

S4.1

Sim

0'-0"

1" WIDE x 3/4" DEEP REVEAL ATFAR SIDE TO INDICATE FUTUREMECH. DUCT PENETRATION.PROVIDE TYPICAL OPENINGREINFORCING PER DETAIL1/S-6.0.WHEN CUTTING HOLE IN FUTURE,DO NOT OVER CUT CORNERS

Grade Level-1' - 3"

TILT-WALL PANEL INTERIOR ELEVATION NOTES:

1. SEE SHEET S1.0 FOR "GENERAL STRUCTURAL NOTES" AND "TILT-UP (SITE-

CAST) CONCRETE WALL PANELS.


3. P# - DENOTES TILT-WALLS CALLOUT TAG. SEE PLAN VIEWS FOR

LOCATIONS.

4. ALL VIEWS SHOW INTERIOR WALL ELEVATION VIEWS, OR UP-IN-FORM

VIEW. STEEL FRAMING AND FOUNDATION ARE NOT SHOWN FOR CLARITY.

ALL SECTIONS AND DETAILS SHOW FINAL ASSEMBLY VIEWS.

5. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION OF

MISCELLANEOUS WALL PENETRATIONS, REVEAL FOR FUTURE

PENETRATION, DOOR CANOPY LOCATIONS, AND WALL FINISH

INFORMATION.

6. CONTRACTOR IS RESPONSIBLE FOR COORDINATING LOCATIONS OF WALL

PENETRATIONS, REVEALS, ETC., WITH OTHER DISCIPLINE'S DRAWINGS.

7. RE: S6.0 FOR PANEL THICKNESS AND REINFORCEMENT DETAILS.

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:0

0 P

M

15-32007/29/2016

S3.1

TILT-WALL PANEL

INTERIOR ELEVATIONS



1568 Warehouse Rd,

KM

N

02-3193

KMN

DFP

Bryan, Tx 77807

SCALE: 1/4" = 1'-0"1 TILT-WALL PANEL INTERIOR ELEVATION DETAIL - EAST

SCALE: 1/4" = 1'-0"2 TILT-WALL PANEL INTERIOR ELEVATION DETAIL - EAST, CONT.


6' -

0"

2' -

0"

1' -

0"

12' -

0"

4' -

0"

OPENING IN CMUWALL (TYP.)REF. ARCH.

4' - 0" 9' - 0" 4' - 0" 9' - 0" 4' - 0"

30' - 0"

9' -

0"

16' -

0"

2

S3.2

2' - 0" 12' - 0" 2' - 0" 12' - 0" 2' - 0"

CONC. PIER (TYP.)REF. DETAIL

CONC. BEAM (TYP.)REF. DETAIL

FINISH FLOOR

0'-0"

SOIL RETAINER ANDCARTON FORMSREF. DETAIL 2/S4.0

3

S3.2

REF. SECTIONFOR CMU LINTEL DETAIL

GRADERE: CIVIL

FINISH

F.F.E.SEE PLAN

CMU WALL

VERT WALL REINFORCEMENT#5 BAR, AT EACH VERTICAL CELL

DOWEL TO MATCH SIZE AND SPACINGOF VERTICAL WALL REINFORCING.LAP BARS 40 BAR DIA.

B.O.P.

9'-0" BELOW F.F.E.

24" DIA. W/ 6~#8 BARSW/ STD. HOOK @ TOP& #3 TIES @ 12" O.C.

12"x12" CONC. CURBW/ 2 #4 x CONT. BAR

24"x24" CONC. BEAMW/ 3~#7 BARS TOP &BOTTOM & #4 STIRRUPS@ 12" O.C.

SOIL RETAINER ANDCARTON FORMS BEYONDREF. DETAIL 2/S4.0

GRID

#4 HAIRPINS @ 12" O.C.

9"

18"

FINISHED GRADE

2-#6

2#6

NON-LOAD BEARING CMU LINTEL SCHEDULE

SIZE GREATERTHAN UP TO REMARKS

CLEAR OPENING

NOTE: HORIZONTAL REINFORCING SHALL EXTEND IN A GROUTED COURSE AT ENDS, 40 BAR DIA. OR HOOKED WITH AN ACI 90 OR 180 HOOK.

3- COURSE

3 COURSE 12'-0"8'-0"8" BEARING@ EA. END

TRUSS TYPE REINFORCING@ ALT. CORNER

CMU WALL ENDWALL-PLAN

1-VERTICAL TO MATCHVERTICAL REINF. INGROUTED CELL AS SHOWN

CONCRETE MASONRY NOTES:

MASONRY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI530 "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRYCONSTRUCTION" AND ACI 530.1 "SPECIFICATIONS FOR MASONRY STRUCTURES".REFER TO SHEET S-C504 FOR TYPICAL DETAIL.

1.

CONCRETE MASONRY CONSTRUCTION SHALL HAVE A MINIMUM COMPRESSIVESTRENGTH (F'm) OF 1,500 PSI ON THE NET CROSS SECTIONAL AREA AT 28 DAYS.

2.

MASONRY UNITS SHALL BE GRADE N, TYPE 1, MEDIUM WEIGHT OR NORMALWEIGHT HOLLOW CONCRETE UNITS MEETING FIRE RATING REQUIREMENTSAND CONFORMING TO THE REQUIREMENTS OF ASTM C90. MASONRY UNITSSHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,900 PSI ON THE NETAREA AT 28 DAYS, BUT NOT LESS THAT THE REQUIRED STRENGTH TOPRODUCE THE MINIMUM MASONRY STRENGTH (F'm). MASONRY UNITS SHALLNOT BE INSTALLED PRIOR TO ATTAINING THE REQUIRED 28 DAY STRENGTH.

3.

MORTAR SHALL CONFORM TO THE REQUIREMENTS OF ASTM C270, TYPE M OR S.TYPE M MORTAR SHALL BE USED IN BELOW GRADE APPLICATIONS AND SHALLOBTAIN AN AVERAGE COMPRESSIVE STRENGTH OF 2,500 PSI AT 28 DAYS. TYPES MORTAR MAY BE USED IN ABOVE GRADE APPLICATIONS AND SHALL OBTAINAN AVERAGE COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS. THE SAMEMORTAR SHALL BE USED FOR WITHES OF CAVITY WALL CONSTRUCTIONS.

4.

GROUT SHALL CONFORM TO ASTM C476 AND SHALL HAVE A COMPRESSIVESTRENGTH OF 2,000 PSI AT 28 DAYS.

5.

REINFORCEMENT SHALL CONFORM TO THE STANDARDS SPECIFIED IN THECONCRETE STRUCTURAL NOTES. REINFORCEMENT SHALL BE LAP SPLICED AMINIMUM OF 36 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

6.

PROVIDE 2-#5 CONTINUOUS IN BOND BEAMS UNLESS INDICATED OTHERWISE.PROVIDE CORNER BARS OF EQUIVALENT SIZE LAPPED AT CORNERS ANDINTERSECTION OF WALLS. BOND BEAM REINFORCEMENT SHALL BECONTINUOUS THROUGH CONTROL JOINT.

7.

MASONRY CORES CONTAINING VERTICAL REINFORCEMENT SHALL BE GROUTEDSOLID.

8.

FOR LIFTS GREATER THAT 4 FEET, HIGH LIFT GROUTING TECHNIQUES SHALL BEUTILIZED.

9.

PROVIDE 1-#5 VERTICAL AT ENDS, CORNERS AND INTERSECTIONS OF WALLS.10.

CELLS TO BE GROUTED SHALL BE CLEANED AND FREE OF EXCESS MORTAR ANDFOREIGN MATERIALS.

11.

IN CONCRETE SUPPORTING MASONRY WALLS, EMBED DOWELS TO MATCH SIZEAND LOCATION OF VERTICAL MASONRY REINFORCEMENT. WHEN A FOUNDATIONDOWEL DOES NOT LINE UP WITH A VERTICAL CELL TO BE REINFORCED, IT SHALLNOT BE BENT OVER, BUT SHALL BE GROUTED INTO THE CELL IN DIRECT VERTICALALIGNMENT, EVEN THOUGH IT IS ADJACENT TO VERTICAL WALL REINFORCING.

12.

LINTELS SHALL BEAR ON MASONRY WALLS A MINIMUM OF 8" AT EACH END.FOR CMU WALLS, PROVIDE TWO GROUTED CORES EACH SIDE OF OPENINGFULL HEIGHT OF WALL AND REINFORCE EACH OF THE TWO GROUTED CORESWITH 1-#5 VERTICAL EXTENDING FROM THE FOUNDATION TO THE POINT OFLATERAL SUPPORT FOR THE WALL ABOVE THE LINTEL LOCATION.

13.

TEMPORARY SHORING OF LINTELS MUST BE PROVIDED UNTIL MASONRY HASCURED. EDGES OF MASONRY OPENINGS SHALL NOT BE LOCATED CLOSER THAT50% OF THE LINTEL SPAN FROM ENDS OR CORNERS OF WALLS OR MASONRYCONTROL JOINTS.

14.

PROVIDE HORIZONTAL BOND BEAMS AT 4'-0" O.C., REINFORCE AS NOTED ABOVE,IN ALL MASONRY WALLS.

15.

HORIZONTAL JOINT REINFORCEMENT SHALL BE USED IN THE MASONRYCONSTRUCTION. SUCH JOINT REINFORCEMENT SHALL BE PLACED AT 8" O.C.VERTICALLY IN WALLS BELOW GRADE AND AT 16 INCHES O.C. VERTICALLY INWALLS THAT ARE ABOVE GRADE. HORIZONTAL JOINT REINFORCEMENT SHALLBE FABRICATED FROM GALVANIZED COLD-DRAWN STEEL WIRE CONFORMING TOASTM A82. REINFORCEMENT SHALL CONSIST OF TWO OR MORE SMOOTH ORDEFORMED LONGITUDINAL WIRES NO. 9 GAGE OR LARGER, WELD CONNECTEDWITH NO.12 GAGE OR LARGER CROSS WIRES. GALVANIZE COATING SHALLCONFORM TO ASTM A116 AND SHALL BE APPLIED AT A WEIGHT OF NOT LESSTHAT 1.5 OUNCES PER SQUARE FOOT OF UNCOATED WIRE SURFACE. THE OUTTO OUT SPACING OF THE LONGITUDINAL WIRES SHOULD BE 1-5/8 INCHES LESSTHAN THE WIDTH OF THE MASONRY UNIT. THE DISTANCE BETWEEN THEWELDED CONTACTS OF THE CROSS WIRES WITH EACH LONGITUDINAL WIRESHOULD NOT EXCEED 6 INCHES AND 16 INCHES FOR SMOOTH AND DEFORMEDLONGITUDINAL WIRES RESPECTIVELY. HORIZONTAL JOINT REINFORCEMENTSHALL BE DISCONTINUOUS THROUGH CONTROL JOINTS.

16.

CONTROL JOINTS SHALL BE PLACED IN THE MASONRY CONSTRUCTION SUCHTHAT THE PANEL LENGTH TO HEIGHT RATIO OF THE WALL DOES NOT EXCEED 1.5,AND THAT THE MAXIMUM PANEL LENGTH DOES NOT EXCEED 25 FEET. ADDITIONALJOINTS SHALL BE PLACED WHERE ABRUPT CHANGES IN WALL SECTION OCCURS.

17.

MASONRY CONSTRUCTION SHALL BE INSPECTED DURING VARIOUS WORKSTAGES BY A QUALIFIED SPECIAL INSPECTOR. INSPECTION SHALL INCLUDECHECKING FORCOMPLIANCE WITH CONTRACT DRAWINGS AND SPECIFICATIONS, INCLUDE, BUTNOT LIMITED TO RECORDING OF THE FOLLOWING:

A. QUALITY AND TESTING OF MASONRY UNITS AND MATERIALS FORMORTAR, GROUT.

B. PROPORTIONING, MIXING AND CONSISTENCY OF MORTAR AND GROUT.C. LAYING, MORTARING, AND GROUTING OF MASONRY UNITS AND

ELEMENTS.D. CONDITION, GRADE, SIZE, SPACING AND PLACEMENT OF REINFORCING

STEEL.E. INSPECTION OF GROUT SPACING IMMEDIATELY PRIOR TO CLOSING OF

CLEANOUT.F. SIGNIFICANT OR UNUSUAL CONSTRUCTION LOADS ON MASONRY

ELEMENTS.G. WHEN AMBIENT TEMPERATURE FALLS BELOW 40 DEGREES F OR

RISES ABOVE 100 DEGREES F, A COMPLETE RECORD OF WEATHERCONDITIONS AND OF RECONDITIONING AND PROTECTION GIVEN TOMASONRY MATERIALS, AND PROTECTION AND CURING OF COMPLETEWORK, SHALL BE MAINTAINED.

H. GENERAL PROGRESS OF WORK.

18.

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

verten

tly a

ltere

d. R

ely

only

on

final

har

dcop

y m

ater

ials

bea

ring

the

cons

ulta

nt's

orig

inal

sig

natu

re a

nd s

eal.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or re

prod

uced

with

out w

ritte

n co

nsen

t fro

m W

estE

ast D

esig

n G

roup

,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DATE:

USER

ID:

DRAWN BY :

CHECKED BY :

FIL

E:C

:\U

sers

\knoone\D

ocum

ents

\15-1

23-T

A_16_Texas A

&M

Join

t Lib

rary

-Module

1-A

dditio

ns_U

NIN

TE

CH

_C

entral M

odel_

knoone.rvt

7/2

9/2

016 3

:01:5

5 P

M

15-32007/29/2016

S3.2

SCREEN WALL

Jo

int

Lib

rary

Fa

cil

ity M

od

ule

#2

Texa

s A

&M

Uni

vers

ity15

68 W

areh

ouse

Rd,

SKS

02-3193

SKS

DFP

Bry

an, T

x 77

807

SCALE: N.T.S.1 CMU WALL ELEVATION

SCALE: N.T.S.2 CMU WALL SECTION

SCALE: N.T.S.3 TYPICAL CMU LINTEL

SCALE: N.T.S.4 TYPICAL CMU ENDWALL


ADD 1-#4 BOTTOM BETWEEN SLEEVESADD 2-#4 IF SLEEVES ARE GREATERTHAN 12" IN WIDTH

NOTES:

1. SEE ARCHITECTURAL AND M.E.P. DRAWINGS FOR SIZE AND LOCATION OF OPENINGS NOT DIMENSIONED ON STRUCTURAL DRAWINGS.2. MAXIMUM OPENING WIDTH FOR REINFORCING SHOWN HERE IS 3'-0". LARGER OPENINGS SHALL BE FRAMED WITH HEADER BEAMS.3. NO ADDITIONAL REINFORCING IS REQUIRED FOR SINGLE OPENINGS LESS THAN 10" WIDE.

LARGE OPENING ADJACENT OPENINGS

JOISTS

JOIST

1-#4

ADD 2-#4 BOTTOM TYPICAL EACHSIDE OF OPENING

#4x 8"

MULTIPLE SLEEVES

1- # 4

1-#4X2'-0" DIAGONAL TOPTYPICAL EACH CORNER OFOPENING

OPENINGWIDTH

(10" OR LARGER)

1'-0"

TY

P.

4"MIN

2'-6" TYP

2" TYP

1' - 2"

8"

1'-0" MINIMUM

2 15/16"

1' - 0"

JOIST

8"

1'-0

"T

YP

2'-6"TYP.

PLAN

2" C

LR.

EDGE OF CONC. OR DROP

2-#4 x3'-0" @ ALL RE-ENTRANT CORNERS NOTALIGNED WITH CONST.JOINT. PLACE IN TOP OFSLAB WITH 1" MIN. CLEAR.

EXTERIORBEAM BEAM

REINF BARS

BEAMREINF BARS

EXTERIOR CORNERS

TYPCORNER BAR

36"

36"

BEAMREINF BARS

BAR SIZE SHALL MATCH WITH THE LONGITUDINAL BARSIZE (PROVIDE BARS AS SHOWN AT EACH LAYER)

BEAMREINF BARS

REF. COLUMNSCHEDULE

NOTE:

WHERE COLUMN FACE IS FLUSH WITH BASE

PLATE PROVIDE BEVELED END ON COLUMN

FOR FULL PENETRATION GROOVE WELD AND

JUMPER PLATES.

SEE SCHEDULE

1/4

TYP.

3"

PLAN VIEW(4 ANCHORS)

(TYP.)

PLAN VIEW(CORNER CONDITION)

PLAN VIEW(EDGE CONDITION)

FDTN EDGEOR LUGLINE

PLAN VIEW(8 ANCHORS)

(TYP.)

"W"

NOTES:

1. EARTH RETAINERS SHALL BE 3/8" THK X 24" X 96" WHITE PLASTIC SUREVOID.BACKFILL RETAINER BOARDS, OR REVIEWED EQUIVALENT.

2. BOTTOM EDGE OF RETAINERS SHALL BE SET IN 6" DEEP CONTINUOUS GROOVES.3. CARTON FORM SUPPLIER SHALL INSTRUCT THE WORK FORCE ON THE PROPER

INSTALLATION METHODS FOR BOTH THE FORMS AND THE CONCRETE.

UNDISTURBED EARTHOR COMPACTED FILL

6"

CONC. BEAM

FINISHED GRADE

CONT. GROOVES

EARTH RETAINERSSEE NOTE BELOW

8" THK CARDBOARDCARTON FORMS

CONT. 1/4" MASONITEBOARD

AT BEAM

AT SLAB

CONC. SLAB

8"

8" THK CARDBOARDCARTON FORMS

CONT. 1/4" MASONITEBOARD

MIN

. D

EP

TH

1' -

0"

EXISTING COMPOSITEFLOOR SLABRE: STRUCTURAL PLANSON MODULE #1

- DIMENSIONS & LOCATION AS PER MECHANICAL PLAN

- DRILLING SHALL NOT DAMAGE SLAB REINFORCEMENT

#3 L-DOWELS, SETON 16"X16" GRID.DRILLED AND SETINTO SLAB WITHEPOXY ADHESIVE

2"

5"

2 7

/8"

PE

N.

4"

ME

CH

.T

O V

ER

IFY

#4 L-BAR @ 12" O.C. DRILLED& EPOXIED INTO SLAB

5"

5"

CHAMFER EDGESPER MECH.

4" SLAB W/#4 BARS@12" O.C.E.W.

NO CONSTRUCTION JOINTSALLOWED IN THESE BEAMS

PERMISSIBLE CONSTRUCTIONJOINT LOCATIONS, REF.TYPICAL DETAIL 8/S4.0

ALTERNATECONSTRUCTIONJOINT LOCATIONS

"L4" "L5"

DISCONTINUOUS END SPAN NOCONSTRUCTION JOINTS ALLOWED

CONTINUOUS INTERIOR SPAN

"L5"/3 "L5"/3 "L6"/3

"L2

"

DIS

CO

NT

INU

OU

S E

ND

SP

AN

NO

CO

NS

TR

UC

TIO

NJO

INT

S A

LL

OW

ED

DIS

CO

NT

INU

OU

S E

ND

SP

AN

NO

CO

NS

TR

UC

TIO

NJO

INT

S A

LL

OW

ED

ALTERNATECONSTRUCTIONJOINT LOCATIONS

CONTINUOUS INTERIOR SPAN

"L6"

"L1

"

SCHEDULED CONC.BEAM (TYP.)

CO

NT

INU

OU

SIN

TE

RIO

R S

PA

N

"L3

"

"L2

"/3

"L3

"/3

"L2

"/3

NOTES:1. THIS IS A TYPICAL DETAIL. ACTUAL

LOCATION OF BEAMS VARIES, SEE PLAN.

2. SUBMIT PROPOSED LOCATIONS FORREVIEW.

BEAM SUPPORT(TYP.)

SLAB

#5 DOWELS @ 10" O.C.@ MIDDLE OF SLAB

PREFORMEDCONSTRUCTIONJOINT

NEW PLACEMENTPREVIOUS PLACEMENT

2' - 0" 2' - 0"

1 1/2"

SCHEDULEDSLAB REINF.

BEAM

SCHEDULED BEAMREINFORCING(NO ADDITIONALREINF. REQ'D)

NEW PLACEMENTPREVIOUS PLACEMENT

ADD 3 EXTRA STIRRUPS@ BOTH SIDES OF JOINT@ 3" O.C. (TYP.)

3"

(ELEVATION)

(SECTION)

NOTES:1. SUBMIT PROPOSED

LOCATION FOR REVIEW.2. REFERENCE DETAIL 7/S4.0

8"

8"

8"1/3

BE

AM

DE

PT

H

DE

PT

H

SL

AB

DE

PT

H

BE

AM

3"

4"3"

1/3

SL

AB

DE

PT

H

SCALE: 3/4" = 1'-0"1 TYPICAL OPENINGS IN SLAB

SCALE: 3/4" = 1'-0"4 TYPICAL RE-ENTRANT CORNER REINF.

SCALE: N.T.S.3 TYPICAL CONCRETE CORNER BARS

SCALE: 1" = 1'-0"6 TYP. TUBE COL. TO EMBED BASE PLATE

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:0

5 P

M

15-32007/29/2016

S4.0

TYP. FOUNDATION

DETAILS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

SCALE: 3/4" = 1'-0"2 TYPICAL EARTH RETAINER & VOID FORM

SCALE: 3/4" = 1'-0"5 HOUSEKEEPING PAD AT MEZZANINE -EXIST. MODULE #1

SCALE: 3/32" = 1'-0"7 PLAN OF CONSTRUCTION JOINT LOCATION

SCALE: 3/4" = 1'-0"8 TYPICAL VERTICAL CONSTRUCTION JOINT DETAIL


F.F.

EXISTING TILT-UP WALL

CEXIST. BLDGNEW BLDG

NOTE:REF. DETAILFOR NOTES NOT SHOWN

/5 S4.1

#6 X 1'-6" DOWELS @ 24" O.C.,DRILL & EPOXY INTO EXISTFDTN BEAM. USE HILTI HIT-HY200 EPOXY OR EQUIVILANT.

1' -

10

" +

/-

"W"

"T"

"D"

STEEL COLUMN.REF. PLAN ANDCOLUMN SCHEDULE

F.F.

EXISTING TILT-UP WALL

"T"

(SLA

BB

EY

ON

D)

EMBED BASEPLATE.REF. COLUMNSCHEDULE ANDDETAIL

EXIST. BLDGNEW BLDG

/6 S4.0


/5 S4.1

1' -

10

" +

/-

C

9 1/4"

B

"D"

"W"

(BEAM BEYOND)

2~ #6 X 1'-6" DOWELS 12" APARTCENTERED @ COL. LOCATION,DRILL & EPOXY INTO EXIST FDTNBEAM. USE HILTI HIT-HY 200EPOXY OR EQUIVILANT.

F.F.

TILT-UP WALLBEYOND

EXIST. BLDGNEW BLDG


/5 S4.1

1' -

10

" +

/-

EXISTING LEDGE

"W"

C

"D"

"T"

#6 X 1'-6" DOWELS @ 24" O.C.,DRILL & EPOXY INTO EXISTFDTN BEAM. USE HILTI HIT-HY200 EPOXY OR EQUIVILANT.

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

"W"

GR

OU

T

1"

"D"

10

"

"T"

SOIL RETAINER ANDCARTON FORMS.REF. DETAIL

SUBGRADE.REF. FOUNDATION NOTES

TILT-UP WALL PANELREF PLAN & DETAIL

F.F.

FLATWORK(RE: CIVIL)

SCHEDULED SLAB

#5 L-BAR @ 10" O.C.

24"

18"

SCHEDULEDBEAM

GRID

/2 S4.0

A

FINISH FLOOR0"

CONCRETE FOOTING.REF. SCHEDULE

CONCRETE PLINTH.REF. SCHEDULE

/5 S4.1

TILT-UP WALLPANELREF PLAN &DETAILS

BENT PLATE "F"3/8"x1'-0" LONG BENT PLATESHOE WITH(2)-#5X1'-9" LONGDEFORMED ANCHOR BAR(DBA) @ 8" O.C.(ONE PLATE AT EACH WALL)REF. DETAIL ABOVE

L4x4x1/4x1'-6" LONG

PLATE "B" RE: DETAIL

SCHEDULED BEAM


GRID


1/43 SIDES

BLOCKOUT FOR PANEL CONNECTION.REF PLAN VIEWS. FILL WITH NON-SHRINK GROUT AFTER WELDING ANGLE.

0'-0"

SCHEDULEDBEAM

T5 BARRE: BEAM SCHEDULE

BEAM TOP BARRE: BEAM SCHEDULE

BEAM STIRRUPRE: BEAMSCHEDULE

BEAM BOTTOM BARRE: BEAM SCHEDULE

SCHEDULEDSLAB (REINFNOT SHOWN)

"FL" OR "FW"

10

""D

"

"D"

"PH

""F

T"

"T"

"W"

"PL" OR "PW"

4" 4"

9 1/4"

#5

x 1

'-9"

LG

.

BENT PLATE "F"

1' - 8 3/4"

1' - 0 1/2" 8 1/4"

/2 S4.0

Grade Level-1' - 3"

A

TILT-UP WALLPANEL

BLOCKOUT

PLATE "B"RE: DETAILABOVE

7

S4.1

BENT PLATE "F"

L4x4x1/4x0'-8"

OF EMBED PLATE,BLOCKOUT, AND ANGLE.REF PLAN.

GRID

CL

9"

9"

1' -

6"

6 1/2" 6"

3/4"

7 1/2"

8

A

NOTE:REF DETAILFOR NOTES NOT SHOWN

L4x4x1/4x0'-8" LONG

BLOCKOUT

PLATE "B"

PLATE "B"

TILT-UP PANEL

1' - 9"

2' -

2"

9"

9"

6 1/2" 6"

3/4"

7 1/2" 9 1/4"

/2 S4.1

6 1

/2"

6"

3/4

"

7 1

/2"

1' -

2 1

/4"

CL

C L

A

PLATE "A"RE:DETAILABOVE

TILT-UP WALLPANEL

BLOCKOUT

6

S4.1

L4x4x1/4x1'-6"LONG

BENT PLATE "F"

GRID

OF EMBED PLATE,BLOCKOUT, AND ANGLE.REF PLAN.

CL

1' -

3"

1' -

3"

2' -

6"

6 1/2" 6"

3/4"

7 1/2"

PILASTERBELOW

1' - 0"

3" 6" 3"

2' -

0"1'

- 0

"1'

- 0

"2' -

0"

3"3"

6"6"

6"

1' -

0"

1' -

0"

6" 6"

3"6"

6"6"

3"

PLATE "A"

PLATE "A"EMBEDDED PLATE3/4" x 12" (W) x 24" LONGWITH (8)-1/2" DIA. x 4" LG.HEADED CONC. ANCHORS

1' - 0"

3" 6" 3"

1' -

0"

3"3"

6"

1' -

0"

6" 6"

6"3"

PLATE "B"

3"

PLATE "B"EMBEDDED PLATE3/4" x 12" (W) x 12" LONGWITH (4)-1/2" DIA. x 4" LG.HEADED CONC. ANCHORS

A

FINISH FLOOR0"

/5 S4.1

CONC. SLAB.REF. SCHEDULE FOR REINF.

BLOCKOUT FOR PANEL CONNECTION.REF PLAN VIEWS. FILL WITH NON-SHRINK GROUT AFTER WELDING ANGLE.

TILT-UP WALL PANELREF. PLAN & DETAIL

BENT PLATE "F"3/8"x1'-0" LONG BENT PLATESHOE WITH(2)-#5X1'-9" LONGDEFORMED ANCHOR BAR(DBA) @ 8" O.C.RE: DETAIL


"W"

GRID

1/43 SIDES

L4x4x1/4x0'-8"

PLATE "A"REF. DETAIL


0'-0"

SCHEDULEDBEAM BEYOND

SCHEDULED BEAM

10

""D

"

"D"

"T"

1' - 8 3/4"

1' - 0 1/2" 8 1/4"

/6 S4.1

/2 S4.0

Grade Level-1' - 3"

8

7

CB

EXISTING MODULE #1

COL. BASE PLATERE: SCHEDULE

PLATE "B"


/2 S4.1

9 1/4"

1' -

9"

STEEL COLUMNRE: SCHEDULE

1' - 6"

L4x4x1/4x0'-8" LONG

2' - 8 3/4"

CL

1/4

"7

1/2

"

3/4

"

6"

6 1

/2"

3/4"

A5

AA

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:0

8 P

M

15-32007/29/2016

S4.1

FOUNDATION DETAILS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

SCALE: 3/4" = 1'-0"9 TYPICAL EDGE OF FDTN. AT EXISTING FDTN.

SCALE: 3/4" = 1'-0"11 EDGE OF FDTN. AT COLUMN

SCALE: 3/4" = 1'-0"10 EDGE OF FDTN. AT ACCESS DOOR

SCALE: 3/4" = 1'-0"5 EDGE OF FOUNDATION AT PERIMETER

SCALE: 3/4" = 1'-0"6 TILT-UP WALL BASE CONNECTION AT PANEL JOINT

SCALE: 3/4" = 1'-0"2 TILT-UP WALL BASE CONN. AT MIDDLE

SCALE: 3/4" = 1'-0"3 TILT-UP WALL BASE CONN. AT CORNER

SCALE: 3/4" = 1'-0"1 TILT-UP WALL BASE CONN. AT PANEL JOINT

SCALE: 3/4" = 1'-0"7 TILT-UP WALL BASE CONNECTION AT WALL MIDDLE

SCALE: 3/4" = 1'-0"4 TILT-UP WALL BASE CONN. CORNER NEXT TO EXIST.


D0"

FINISH FLOOR0"

A.5

"W"

GRID

PLINTHREF. PLAN /SCHEDULE

0'-0""F

T"

"FL" OR "FW"

"PL" OR "PW"

FOOTINGREF. PLAN /SCHEDULE

"D"

"PH

"

SOIL RETAINERAND CARTONFORMS. REF. TYP.DETAIL

SUBGRADEREF. FOUNDATION NOTES

SCHEDULEDSLAB

SCHEDULEDBEAM BEYOND(TYP.)SCHEDULED

BEAM

"T"

SOIL RETAINERAND CARTONFORMS. REF. TYP.DETAIL /2 S4.0

Grade Level-1' - 3"

FINISH FLOOR0' - 0"

A

FINISH FLOOR0"

5' - 0"

6"

3 3

/4"

1/4

" D

RO

P

SUBGRADEREF. FOUNDATION NOTES

BLDG LINE

"W"

"D"

"T"

10

"

#4 REBAR @ 10" O.C.E.W.WITH STANDARD HOOKSEACH END

4 3

/4"

#4 C-BAR W/ #5CONT. BARS AT TOP,MIDDLE & BOTTOM

SOIL RETAINER ANDCARTON FORMS. REF.TYP. DETAIL /2 S4.0

0'-0"

1 1

/4"

"D"

#4 X CONT. REBAR

GRID

#4 C-BAR W/ #5CONT. BARS AT TOP,MIDDLE & BOTTOM

SCHEDULED SLAB

SCHEDULEDBEAM


SCHEDULEDBEAM

PERMISSIBLE CONSTRUCTION JOINTWITH ADDITION OF #5 x 2'-0" DOWELBARS @ 12" O.C. CENTERED ONGRID LINE. POST-INSTALLED W/DRILL EPOXY ACCEPTABLE. USEHILTI HY-200 EPOXY.

"W"6" LEDGE

2' - 0"

Grade Level-1' - 3"

A

FINISH FLOOR0"

3

S4.2

"W"

1 1

/4" PERMISSIBLE

CONSTRUCTION JOINT

REF.FOR NOTES NOTSHOWN

BEAM TOP BARS TOSTOP AT BLOCKOUTAND HOOK DOWN.RE: SCHEDULE

2~#7 T1 BARS AT MID-HEIGHT AS SHOWN.(DO NOT CUT BARS AT CJ)

BEAM BOTTOM BARSRE: SCHEDULE

BLOCK OUTRE: S4.1

/1 S4.2

"D"

2"

2"

0'-0"

LEDGEBEYOND

1/4

" D

RO

P

"T"

"D"

2"

GRID

SCHEDULEDBEAM

SCHEDULEDBEAM

TILT-WALL PANEL

Grade Level-1' - 3"

D0"

FINISH FLOOR0"

REF.FOR NOTES NOTSHOWN

/1 S4.2

0'-0"

"D"

"W"

2~#7 T1 BARS AT MID-HEIGHT AS SHOWN.(DO NOT CUT BARS ATCONSTRUCTION JOINT)RE: 2/S4.2



SCHEDULEDBEAM

VA

RIE

S

Grade Level-1' - 3"

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:1

0 P

M

15-32007/29/2016

S4.2

FOUNDATION DETAILS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

SCALE: 3/4" = 1'-0"4 TYP. INTERIOR FOOTING SECTION

SCALE: 3/4" = 1'-0"1 STOOP SECTION

SCALE: 3/4" = 1'-0"2 STOOPCANTILEVER BEAM

SCALE: 3/4" = 1'-0"3 STOOP BEAM SECTION


STEEL BEAMREF. PLAN

3/8" PLATE

(TY

P.)

1 1/

2" M

AX

.

3/16"3/4"Ø A325 BOLTS@ 3" O.C. (MAX.)

1/2" +/-

(TY

P.)

1 1

/2"

MA

X.

IF A CONCENTRATED LOAD IS APPROVED BY THESTRUCTURAL ENGINEER, PROVIDE ANGLE L2x2x1/4AS SHOWN. FIELD WELD TO JOIST TOP AND BOTTOMCHORDS WITH 3/16" WELDS ALL AROUND

CONCENTRATEDLOAD

STEEL JOISTREF PLAN WHEN CONCENTRATED LOADS (SUCH AS HEADER

SUPPORTS FOR ROOF TOP MECH'L UNITS) FRAME TOJOIST TOP CHORD AND ARE NOT LOCATED DIRECTLYABOVE A TOP CHORD PANEL POINT, FIELD INSTALL ANDADDITIONAL WEB MEMBER ANGLE L2x2x1/4 AS SHOWNABOVE. CONTACT STRUCTURAL ENGINEER FOR ALLLOADS EXCEEDING 500 POUNDS

CONCENTRATED LOAD

METAL DECKREF PLAN

STEEL BEAMREF PLAN

L3x3x1/4 BRACE. WELD TO JOIST TOP CHORDPANEL POINT AND BEAM BOTTOM FLANGE WITH3/16" WELDS ALL AROUND. REF. PLAN FORLOCATION

STEEL JOISTREF PLAN

TYP.

TOS

EXISTING BUILDINGNEW MODULETWO BUILDING

STEEL BEAMSEE PLAN

STEEL COLUMNSEE PLAN

STEEL JOISTSEE PLAN

ROOF DECK

CONT. L3x3x1/4

PERJOISTMANUF.

TOS EL

SEE PLAN

EXPANSION JOINTAND TREATED WOODRE: ARCH.

CB

9 1/4"

STIFFENER PLATEREF. DETAIL /5 S5.0

NEW MODULETWO BUILDING

FUTURE MODULETHREE BUILDING

FUTURE JOIST

NEW JOIST

CONT. L4x4x1/4 W/ (2)-1/4STIFFENER PLATES, 3"APART AT EACH JOIST

CONT. L3x3x1/4

ROOF DECK

PERJOISTMANUF.

.

1/4TYP.

5"

5"

1"

PLATE "C"PL 3/8x12x1'-0" W/(4)-1/2" DIA. x 0'-6" HCA'S.REF. TILT-WALL INTERIORELEVATION VIEWS FORLOCATIONS.

GALVANIZED EMBED PLATE "C",RECESSED AND COVERED BYPATCH MATERIAL PER ARCH.REF. TILT-WALL INTERIORELEVATION VIEWS FORLOCATIONS.

INSULATION BEYOND

CONC. TILT-WALLPANEL

TOS EL

VARIESSEE PLAN

TY

P.

2"

ED

.

6" A

LL A

RO

UN

D(R

EF

. TIL

T-W

ALL

ELE

V.

VIE

WS

)

T.O.P.

A

EXISTING BUILDINGNEW MODULETWO BUILDING

STEEL BEAMSEE PLAN

STEEL COLUMNSEE PLAN

F.F.E.BOT. OF COL.

TOP OF COL.

MID HT. OF COL.

ANGLE "B"L 8x8x3/8x0'-8" ANGLE W/ 3" LONGVERTICAL SLOTTED HOLE, EACHSIDE OF COLUMN AT CENTER OFBUILDING, AND AT ONE SIDE ATEND COLUMNS. (TYP.)

1' -

0"

+/-

REF. ARCH.

6"

+/-

ANGLE "B"

ENDFRONT

2 1

/2"

3"

2 1

/2"

11/16" x 3"SLOTTEDHOLE

8" 8"

3"

8"

5/8"øx10" WEDGE ANCHORW/ 9 1/4" PENETRATION, IN3" LONG VERTICAL SLOTTEDHOLE PF ANGLE. (TYP.)

1/4

3SIDES

B C9 1/4"

1 1/2"

1 1/2"

STEEL COL. REF. PLAN

1/2" PL. W/4 3/4"Ø-A325 BOLTS

W.F. BEAM

1/4

1/4

5/16" STIFFENER PL.EACH SIDE @ ALL COLUMNSCENTER LINE

OF COLUMN

JOIST (REF. PLAN)

CONT. L3x3x1/4

ROOF DECKRE: NOTES

PERJOISTMANUF.(TYP.)

3/16TYP.

L6x6x3/8x0'-9" ATBRIDGING LOCATIONREF. DETAIL "A" (TYP.)


VARIES

PLATE "E"PL 3/8x9x0'-9" W/(4)-1/2" DIA. x 0'-4" HCA'S.REF. TILT-WALL ELEVATIONVIEWS FOR LOCATIONS.

ROOF TOPPINGPER ARCH.

(2)-5/8" DIA. x 0'-6" HILTIKWIK BOLT 3, EXP.ANCHOR W/ 4 3/4"PENETRATION

TY

P.

2"

ED

.

JOIST HORIZONTAL/CROSSBRACING PER JOIST MANUF.AVOID WALL PANEL JOINTS

2"

5"

2"

DETAIL "A"

3"11/16" DIA.HOLE (TYP.)

T.O.P.

GRID

SCALE: 1 1/2" = 1'-0"4 TYPICAL BEAM SPLICE

SCALE: 3/4" = 1'-0"2 TYP. POINT LOAD @ JOIST

SCALE: 3/4" = 1'-0"1 TYP. JOIST TO BEAM BRACE DETAIL

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:1

3 P

M

15-32007/29/2016

S5.0

TYP. STEEL FRAMING

DETAILS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

SCALE: N.T.S.7 JOIST TO STEEL BEAM AND COLUMN CONN. AT EXIST WALL

SCALE: N.T.S.6 NEW AND FUTURE JOIST TO WALL CONN.

SCALE: N.T.S.9 STEEL COL. TO EXIST. WALL CONN.

SCALE: 1" = 1'-0"5 TYP. BEAM TO COL. CONNECTION

SCALE: N.T.S.8 ROOF DECK END WALL CONNECTION

SCALE: N.T.S.3 NOT USED


B.O.P.

8'-0" BELOW F.F.E.

T.O.P.

3" 18"x18"x12" PIER

CAP

3/4"x12"x1'-0"EMBEDDEDBASE PLATE

STEEL COLUMNREF. PLAN

FINISH

GRADE

18" DIA. W/ 6~#6BARS & #3 TIES@ 12" O.C.

1/4"

GRID

DRILL 1 1/2" DIA. X 6" DEEP HOLE(4 REQD - MATCH PLATE HCALOCATIONS & DO NOT DAMAGEEXIST. REBARS)

COLUMN BASE PLATE.REF SCHEDULE

STEEL COLUMNREF. PLAN & SCHEDULE

SAW CUT FDTNFOR NEW BASEPLATE W/O OVER-CUTTING CORNERS.

CHIP-OUT CONCRETETO RECESS PLATEFINISH.

EXIST. FDTN(SLAB THICKNESS 8")

EXIST. REBAR

FILL HOLES AND BOTTOMOF RECESS W/ 6000 PSIFLOWABLE NON-SHRINKGROUT PRIOR TO BASEPLATE INSTALLATION.

GRID

3/163 SIDES

EXIST. PRECASTCONC. TILT-WALLPANEL

PLATE "AA"

PLATE "AA"

(1/2" THICKA36 STEEL)

2" 6" 2"

1' -

0"

2"

8"

2"

10"

3"

6"

NOTE:VERIFY THAT PLATEIS COVERED BYSOFFIT PANELING

SOFFIT PANELINGPER ARCH.

FIE

LD

VE

RIF

Y

PL 3/8"x3"x6"EACH SIDE

DRILL AND EPOXY 4~1/2"HAS RODS WITH HIT-HY 200ADHESIVE WITH 9"PENETRATION. FOLLOWMANUFACTURER'SINSTALLATION GUIDE.

B.O.S.

FIELD VERIFY

NEW COLUMNREF. PLAN & SCHEDULE(CUT TO LENGTH)

PL 5/8" x 10" x 10"

EXIST. STEELBEAM

1/4"

GRID

1/4TYP.

VENEER SYSTEMPER ARCH.

800S200-54REF. PLAN

EXIST. STUDWALL

ROOF TOPPINGPER ARCH.

CONT.1000T200-97

ANCHORS ATEVERY STUD

EXISTING METAL WALLPANEL TO BE REMOVED FORINSTALLATION OF METALTRACK AND VENEER SYSTEM

ATTACH RAFTER TO TRACKWITH CL-STIFF CLIP BY TSNMANUF. OR REVIEWED EQUIV.ATTACH PER MANUF.RECOMENDATIONS.

3/16"

C8x18.7(NEW OREXIST.)

JOIST REF. PLAN

C3x6x1'-10"OUTLOOKER@ 4'-0" O.C.L3x3X3/16 x 3'-11 7/8"

BETWEEN OUTLOOKERS.NOTCH HORIZ. ATOUTLOOKER

CONT. L4x3X1/4L.L.V.

BLOCKINGPER ARCH.

T.O.S.

CONT.400T125-54

WORKPOINT

362S162-54 @(REF. PLAN)

1000T125-54 800S200-54 @(REF. PLAN)

SEEPLAN

12

GRID

2"-8"3/16"3/16".

LAP1' - 6"

3"

5 1

/2"

(SLO

PE)

1/2

"

1 1

/4"

1/4"

ATTACH RAFTER TOTRACK WITH CL-STIFFCLIP BY TSN MANUF. ORREVIEWED EQUIV.ATTACH PER MANUF.RECOMENDATIONS.(TYPICAL)

NOTE: SEE DETAIL "A"FOR INTERMEDIATETRACK SUPPORTBRACKET

1' - 10 1/4"

CONT.400T125-54

362S62-54REF. PLAN

3/16"

GRID

1' - 10 1/4"

(SLO

PE)

1/2

"

362S162-54 STUB

CONT.400T125-54

CONT. 362T125-54

L3x3X3/16 x 3'-11 7/8"BETWEEN OUTLOOKERS.NOTCH HORIZ. ATOUTLOOKER

CONT. L4x3X1/4L.L.V.

BLOCKINGPER ARCH.

T.O.S.

WORKPOINT

2"-8"3/16"

3"

5 1

/2"

1/4"

C3x6x1'-10"OUTLOOKER@ 4'-0" O.C.

3/16".

C8x18.7(EXIST.)

JOIST REF. PLAN

ATTACH STUD AND RAFTER TOTRACK WITH CL-STIFF CLIP BYTSN MANUF. OR REVIEWEDEQUIV. ATTACH PER MANUF.RECOMENDATIONS. (TYPICAL)

SEEPLAN

12

VENEER SYSTEMPER ARCH.

EXIST. STUDWALL

ANCHORS ATEVERY STUD

EXISTING METAL WALLPANEL TO BE REMOVED FORINSTALLATION OF METALTRACK AND VENEER SYSTEM

COLUMNREF. PLAN &SCHEDULE

STD AISC BEAMTO COL. SHEARCONNECTION

NEW STEEL BEAM

T.O.S.

(MATCH EXIST.)

GRID

EXIST.C8x18.7

1' - 0"

L3x3x3/16 @ 4'-0"CENTERED BETWEENEXIST. JOIST

1/4TYP.

DETAIL "A"

LIGHT GAGE COLD FORMED METAL FRAMING NOTES:

ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THECODE APPLICABLE EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI)"SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS"

LG-1

ALL STRUCTURAL MEMBERS 16GA. AND THICKER SHALL BE FORMED FROMCORROSION-RESISTANT STEEL, CONFORMING TO ASTM A653 STRUCTURALQUALITY WITH A MINIMUM YIELD STRENGTH OF 50 KSI. GALVANIZING SHALLCONFORM TO ASTM A525 WITH A MINIMUM COATING CLASS OF G60.

LG-2

ALL STRUCTURAL MEMBERS 18GA. AND THINNER SHALL BE FORMED FROMCORROSION-RESISTANT STEEL CONFORMING TO ASTM A653 STRUCTURALQUALITY WITH A MINIMUM YIELD STRENGTH OF 33 KSI. GALVANIZING SHALLCONFORM TO ASTM A525 WITH A MINIMUM COATING CLASS OF G60.

LG-3

COMPLETE, UNIFORM AND LEVEL BEARING SUPPORT SHALL BE PROVIDED FORTHE BOTTOM RUNNER.

LG-4

SUBMIT STRUCTURAL DESIGN OF CONNECTIONS TO THE ENGINEERS, ANDARCHITECT FOR REVIEW. REFER TO DRAWINGS OF EXISTING BUILDING FORDETAILS OF EXISTING FRAMING..

LG-5

REMOVE WALL METAL PANELS TO ALLOW PROPER ANCHOR INSTALLATION OFTHE CONNECTION TO WALL STUDS.

LG-6

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

verten

tly a

ltere

d. R

ely

only

on

final

har

dcop

y m

ater

ials

bea

ring

the

cons

ulta

nt's

orig

inal

sig

natu

re a

nd s

eal.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or re

prod

uced

with

out w

ritte

n co

nsen

t fro

m W

estE

ast D

esig

n G

roup

,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DATE:

USER

ID:

DRAWN BY :

CHECKED BY :

FIL

E:C

:\U

sers

\knoone\D

ocum

ents

\15-1

23-T

A_16_Texas A

&M

Join

t Lib

rary

-Module

1-A

dditio

ns_U

NIN

TE

CH

_C

entral M

odel_

knoone.rvt

7/2

9/2

016 3

:01:5

6 P

M

15-32007/29/2016

S5.1

STEEL FRAMING

DETAILS - STAFF

CANOPY

Jo

int

Lib

rary

Fa

cil

ity M

od

ule

#2

Texa

s A

&M

Uni

vers

ity15

68 W

areh

ouse

Rd,

SKS

02-3193

SKS

DFP

Bry

an, T

x 77

807

SCALE: N.T.S.1 CANOPY COLUMN FOOTING

SCALE: N.T.S.2 STEEL COLUMN ON EXISTING FDTN.

SCALE: N.T.S.5 NEW BEAM TO EXIST. WALL CONN.

SCALE: N.T.S.3 STEEL COL. TO EXT. BEAM CONN.

SCALE: N.T.S.7 RAFTER TO WALL CONN.

SCALE: 1 1/2" = 1'-0"6 CANOPY SECTION

SCALE: 1 1/2" = 1'-0"8 CANOPY SECTION AT SHORT SPAN

SCALE: N.T.S.4 BEAM AT COL. SHEAR CONN.


#3 @ 10" O.C. EACH WAY

7 1/4"2"3 1/4"

1' - 0 1/2"

#4 @ 12" O.C.EACH FACE(TYP.)

1 1/4"CLR.TYP.

#3 U-BARS@ 14" O.C.

10"

1'-7"

2" THICK STYROFOAMINSULATIONRE: SPECS.

3"

3"

4~#6 BARS CONT.

#4 @ 10" O.C.EACH FACE (TYP.)

SANDWICH PANELCONNECTOR TIES, REF: SPEC.FOLLOW MANUF.INSTRUCTIONS FOR SPACING &INSTALLATION

4~#6 BARS CONT.

TOP

9"

U.N

.O.

(R

E:

EL

EV

. V

IEW

S)

2' -

3"

1"

GR

OU

T

CORNER BARS

#3 BARS

#3 @ 10" O.C.

#3 BARS

#3 U-BARS@ 14" O.C.

10"

1'-7"

CORNER BARS

3/4" CHAMFERTYP.

3"

3"

FOUNDATION. RE: PLAN

ELECTRICAL CONDUITRE: TILT-UP WALL PANELNOTE 9 IN SHEET S1.0

L6x6x3/8 AROUNDPERIMETER OFOPENING, EACHSIDE. MITER ANDWELD AT CORNERS

4"

4"

3/8"x2" EXPANSIONANCHORS ATCORNERS AND AT18"O.C. MAX.

EXISTINGTILT-WALL

RE

F.

ME

CH

.

NOTE:REFER TO MECHANICALDRAWINGS FOR PENETRATIONSIZES AND LOCATIONS

SAW-CUT OPENINGFOR DUCT.DO NOT OVER CUTCORNERS.TYP.

1/4TYP.

PLATE "D"PL 3/8x6x0'-8"W/(3)~1/2"x6" HCA (TYP.)(REF. DETAIL)CONC. TILT-WALL

PANEL

WALL INSULATION

NOTE:REF WALL ELEVATIONVIEWS FOR LOCATIONS

L4x4x3/8x0'-6"

PLATE "D"

8"

6"

1" 3" 3" 1"

(3)-1/2"x6" HCA

3/4" 3 3/4"

1' -

3"

PANEL END REINF.NOT SHOWNRE: DETAIL 4/S6.0

PANEL END REINF.NOT SHOWNRE: DETAIL 3/S6.0


WALL INSULATION ANGLE "A"

3"

END

(2)~5/8" DIA. x 0'-10" HILTIKWIK BOLT 3, EXP. ANCHORSW/ 9 1/4" PENETRATION.

(1)~5/8" DIA. x 0'-6" HILTI KWIK BOLT 3,EXP. ANCHORS W/ 4 3/4" PENETRATIONIN SLOTTED HOLE OF ANGLE

ANGLE "A"L8x8x1/2x0'-8"REF DETAIL

NOTE:REF. WALL ELEVATIONVIEWS FOR LOCATION

3/4

"

EXIST. TILT-WALLPANELS

1 1

/2"

5"

1 1

/2"

FRONT

2 1

/2"

3"

2 1

/2"

11/16" x 3"SLOTTEDHOLE

11/16" HOLE(TYP. 2 PLCS.)

1/2

"1

/4"

NE

W B

LD

G.

EX

IST

. B

LD

G.

8" 8"

3"

8"


CANOPY SYSTEMPER ARCHITECT

(1)-1/2" DIA.x 2" STAINLESSSTEEL HILTI HDI DROP-IN-ANCHOR (HDI 1/2SS303) FOR1/2" BOLTS SUPPLIED WITHCANOPY, TOP & BOTTOM ATEACH ROD LOCATION. DRILL& INSTALL PER HILTIINSTRUCTIONS

G.C

. T

O C

OO

RD

INA

TE

6"

AL

L6

"

W/ C

AN

OP

Y S

UP

PLIE

R

G.C

. T

O C

OO

RD

.

W/ A

RC

H. &

CA

NO

PY

SU

PP

LIE

R

DO

OR

BLO

CK

-O

UT

AR

OU

ND

2-#4x4'-0" BARSAT ALL CORNERSOF OPENINGS

PLACE 2-ADDITIONAL #5 BARS (EACH FACEOF 7 1/4" PANEL) AND 1~#4 BAR (IN 3 1/4"PANEL) ABOVE AND BELOW PANELREINFORCING AT ALL PANEL VERTICAL ANDHORIZONTAL EDGES OF OPENINGS. EXTENDHORIZONTAL BARS A MINIMUM OF 2'-0" PASTEDGES. VERTICAL BARS TO BE FULL HEIGHTOF PANEL.

2'-0"x2'-0"x #5 CORNER BARS,EACH FACE OF 7 1/4" PANEL, AND2'-0"x2'-0"x #3 CORNER BARS ATCENTER OF 3 1/4" PANEL.

3

S6.0

4

S6.0

AT THE EXPOSEDEND OF WALL ATBUILDING CORNERS

2

S6.0

REFER TO TITLT-UP WALL NOTE 10 FOROPENINGS IN EXISTING WALLS.

NO ADDITIONAL REINFORCEMENT IS REQUIREDFOR SINGLE OPENINGS LESS THAN 10" WIDE.

1.

2.

NOTES:


1~#4 CONT.

2~#5 CONT.

3/4" CHAMFERTYP.

9"

7 1

/4"

2"

3 1

/4"

1' -

0 1

/2"


/2 S6.0

#4 HAIRPIN @12" SPACING

24"

AT PANELS P3 AND P13

10"

2~#5 CONT.

1~#4 CONT.

3/4" CHAMFERTYP.

9"

7 1

/4"

2"

3 1

/4"

1' -

0 1

/2"


/2 S6.0


DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:1

9 P

M

15-32007/29/2016

S6.0

WALL DETAILS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

SCALE: 1 1/2" = 1'-0"2 TILT-WALL SECTION

SCALE: 1 1/2" = 1'-0"8 TYP. MECH. DUCT PENETRATION FRAME AT EXIST. TILT-WALL

SCALE: N.T.S.5 TILT-WALL TO TILT-WALL CORNER CONN.

SCALE: N.T.S.6 TILT-WALL TO EXIST. TILT-WALL CORNER CONN.

SCALE: N.T.S.7 CANOPY CONNECTION DETAIL

SCALE: N.T.S.1 TYPICAL WALL PANEL REINFORCEMENT

SCALE: 1 1/2" = 1'-0"3 WALL PANEL REINFORCEMENT AT ENDS

SCALE: 1 1/2" = 1'-0"4 WALL PANEL REINFORCEMENT AT EXPOSED END


END OF BEAMSPACING AT EACH

CONCRETE BEAM SCHEDULE

11 @ 6" , BAL @ 10"

TYPESIZETYP.REINF.

MAIN REINFORCING

BOTT. BARS

TYP."D"

TOP BARS

REINF.

MK "W"

SIZE

#4B-1T226" 7~#830"B1

REMARKS

STIRRUPS

8~#9 S2

#4B-2T326" 7~#830"B2 6~#9 S2

#4B-1T626" 7~#830"B3 4~#8 S2

#4B-1T236" 7~#824" 8~#9 S2

#4B-2T336" 7~#824"B5 6~#9 S2

#4B-1T636" 7~#824"B6 4~#8 S2

B4

#4B-2T336" 8~#924"B7 12~#10 S2

#4B-2T336" 8~#824"B9 8~#10 S2

#4B-1T236" 8~#824" 10~#10 S2B10

#4B-1T236" 8~#924" 16~#10 S2B8

B14

B15

B11 @ 12"#4CONT.CONT.36" 4~#818" 4~#9 S1

B12 #4B-1T1

36"18" S1

B13 #4B-2T2

36"18" S1

2~#84~#9

2~#84~#9

ARRANGE BOTTOM REBARS IN TWOLAYERS (MAX. 8 NO. IN ONE LAYER)



9 @ 6", BAL @ 10"

@ 10"

#4B-1T126 1/2" 2~#710"B16 2~#7 S1

#4B-1T12~#710"B17 2~#7 S1

STOOP END BEAM

STOOP CANTILEVER BEAM. PROVIDE(2) ADDITIONAL #7 T1 BARS AT BEAMMID-HEIGHT. REF. DETAIL 2/S4.2.

26 1/2"

#4B-2T326" 8~#930" 7~#10 S2

#4B-1T226" 8~#930" 10~#10 S2

T32~#8

T22~#8

15 @ 6", BAL @ 16"

10 @ 8", BAL @ 16"

@ 16"

@ 4"

@ 3"

12 @ 6", BAL @ 8"

21 @ 5", BAL @ 7"

@ 12"

@ 12"

14 @ 6", BAL @ 10"

16 @ 4", BAL @ 6"

@ 8"

@ 8"

WHERE BAR TYPES T2 AND T3 LAP OVER SUPPORTS, BUNDLEVERTICALLY TO PREVENT CONGESTION. IF BAR TYPE T4 ARE ALSOSCHEDULED, USE #5 SUPPORT BARS TO HOLD THEM NEAR MIDDLE OFSTIRRUP WIDTH AS SHOWN IN DIAGRAM RP-1.

RP-1.

BEAM REINFORCING PLACEMENT NOTES:

FABRICATE OFFSET BENDS IN MAIN REINFORCING BARS FOR FLOORDROPS, OFFSET BEAM FACES, BRICK LUG VARIATIONS, ETC. SHOP BENDBARS ON A 1:6 SLOPE AND MODIFY STIRRUP SHAPE ACCORDINGLY.

RP-2.

UNLESS NOTED OTHERWISE, REBAR SHALL HAVE CONCRETE COVERAS FOLLOWS: STIRRUPS AND TIES = 1 1/2" AND SLABS = 3/4".

RP-3.

WHERE BEAM DEPTHS EXCEED 36", PROVIDE ADDITIONAL CONTINUOUS#3 HORIZONTAL BARS IN EACH FACE SPACED NOT MORE THAN 12" O.C.

RP-4.

BARS NOTED IN SCHEDULE AS "CONT." SHALL BE FULLY CONTINUOUSUSING STOCK LENGTH STEEL AND RANDOM SPLICES OF 40 BAR DIAMETERS.

RP-5.

DISTANCE "X" SHALL BE THE LARGEST DISTANCE BETWEENSUPPORTS OF THE SPANS L1, L2 OR L3 AND SHALL BE MADE THE SAMEAMOUNT AT THE LEFT AND RIGHT ENDS SO THAT BARS ARE PLACEDSYMMETRICALLY IN THE SPAN. (REF. REINFORCING BAR TYPES DETAILON PLAN SHEETS.)

RP-6.

SLEEVES THROUGH BEAMS SHALL HAVE INDIVIDUAL APPROVAL OFTHE ENGINEER AND MAY REQUIRE AN INCREASE IN BEAM SIZE.

RP-7.

STIRRUP SPACING IS FROM EACH END OF THE BEAM WITH THE FIRSTSTIRRUP 2" FROM FACE OF THE SUPPORT.

RP-8.

S-3S-1 S-2 S-2(OPTIONAL)

2ʺ

B-2

B-1

T3

T2

T1

X = LARGER OF SPANS L1, L2 OR L3

L1CLEAR SPAN

L2CLEAR SPAN

L3CLEAR SPAN

WIDTH OF PIER, COLUMN OR BEAM(WHICHEVER IS GREATEST)

2 ʺ2ʺ

0.33X

2ʺ

0.33X 0.33X

T4

T5

B-3

B-4

B-6

B-7

B-8

2ʺ2ʺ

2ʺ

2ʺ

20 DIA.

2ʺ

20 DIA.

0"0"

0"

0.33X

0"

2ʺ

2ʺ

2ʺ

20 DIA.

B5

T6

0.33X

FACE OFCONCRETE

S-1(OPTIONAL)

0.33 L1

REINFORCING BAR TYPES

STIRRUP TYPES

STD. ACIHOOK TYP.

*

* *

*

*

*

S-4 S5 S6

24"

3"

6"

MAINCONT.BARS

TOP BARS

STIRRUPS B-1

* CLEAR SPAN *

4 - #7 X 5"-0" CORNER BARS(2 TOP & 2 BOTTOM)AT ALL "L" & "T" BEAM INTERSECTIONS

STIRRUPS B-1

* CLEAR SPAN *

T2 T4

NEXT SPAN

STIRRUPS B-2, B-3 OR B-4

* CLEAR SPAN *

T3 T4

NEXT SPAN

T4

NEXT SPAN

STIRRUPS

B-5

* CANTILEVER

T6

DIAGRAM RP-1

(SEE NOTE RP-1)

CANTILEVERS

INTERIOR SPANS

SINGLE SPAN

END SPAN

BOTTOMBARS

**

**

**

****

** **

** WIDTH OF PIER, COLUMN OR BEAMWHICHEVER IS GREATEST

COLUMN

SIZE

BASE PLATEMARK ANCHOR

STEEL COLUMN SCHEDULE

SIZEREMARKS

C1 HSS 10x10x1/4 3/4"x16"x1'-4" 4~3/4"ø x 8" HCA's REF. DETAILS 7/S4.0, 5/S5.0, 8/S5.0

FOOTING SIZEMARK

F2

F4

REINFORCING

F1 11'-0"

SPREAD FOOTING SCHEDULE

REMARKS

F3

LENGTH "FL" WIDTH "FW" THICKNESS "FT"

13'-0"

10'-0"

9'-0"

11'-0"

10'-0"

10'-0"

9'-0"

3'-0"

2'-6"

2'-0"

2'-0"

BOTTOM TOP

17~#7 EW

16~#7 LW

14~#7 EW

13~#7 EW

11~#5 EW

20~#7 SWCONTIGUOUS TOEXISTING FOOTING

10~#5 EW

11~#5 LW14~#5 SW

12~#5 EW

PLINTH SIZEMARK

REINFORCING

P1 2'-0"

CONCRETE PLINTH SCHEDULE

REMARKSLENGTH "PL" WIDTH "PW" HEIGHT "PH"

2'-0" VARIES

VERTICAL TIES

12~#7 #4@9"O.C.

B

* CLEAR SPAN *

B

* CLEAR SPAN *

T

NEXT SPAN

B

* CLEAR SPAN *

T

NEXT SPANNEXT SPAN

B

* CANTILEVER

T

CANTILEVERS

INTERIOR SPANS

SINGLE SPAN

END SPAN

**

**

**

****

** **

6" MIN. OR CONT.

DISTRIBUTIONREINF.

T

DISTRIBUTIONREINF.

DISTRIBUTIONREINF.

DISTRIBUTIONREINF.

(TYP.)

6'-0" BELOW EXISTING GRADE, OR6'-8" BELOW FINISHED FLOORWHICHEVER IS DEEPER.

CENTER LINE OFFOOTING AND PLINTH

PLANE OF BEARING

8" THICK CARDBOARDCARTON FORMS

SCHEDULED PLINTH

LENGTH "FL" OR WIDTH "FW". REF. SCHEDULE / PLAN

EQUAL (U.N.O.) EQUAL (U.N.O.)

SPREAD FOOTINGRE: FOOTING SCHEDULE

RE: CONCRETESLAB SCHEDULEFOR SLAB REINF.

EXISTINGGRADE

"T"

"D"

VA

RIE

S R

E:

PL

AN

TH

ICK

NE

SS

"F

T".

R

EF

SC

HE

DU

LE

BOTTOM REINF.REF. FOOTING SCHEDULE

TOP REINF.RE: FOOTING SCHEDULE

TOP OF CONCRETE

. DATUM ELEV.

. RE: PLAN

"PW" OR "PL"

SUBGRADE.REF. FOUNDATION NOTES

MA

X.

1' -

0"

MARKMAIN REINFORCING

S1

SLAB SCHEDULE

REMARKSTHICKNESS

10"

BOTTOM 'B' TOP 'T'

#5 @ 10" O.C. #5 @ 10" O.C.

DISTRIBUTION REINFORCING

BOTTOM TOP

#4 @ 10" O.C. #4 @ 10" O.C.

TIES - (TYP)VERTICALREINFORCEMENT- TYPICAL

EQUAL EQUAL

"PW"

"PL

"

EQ

UA

LE

QU

AL

PLAN VIEW

3" 2" CLEARTYPICAL

OF FOOTINGAND PLINTH

GRID

GR

ID

CL

OF FOOTINGAND PLINTH

CL

ALL SLAB MAIN REINFORCING BARS SHALL BE DEFORMED NEWBILLET STEEL CONFORMING TO ASTM A615M/A615 GRADE 420 (60).

SRP-1.

SLAB REINFORCING PLACEMENT NOTES:

THE DETAILING, FABRICATION AND INSTALLATION OF THE REINFORCINGSHALL BE IN ACCORDANCE WITH ACI 318 AND ACI 315R.

SRP-2.

AT THE CONTRACTOR'S OPTION, THE SLAB BOTTOM REINFORCINGMAY BE PLACED CONTINUOUS.

SRP-3.

HOOK DISCONTINUOUS ENDS OF ALL TOP BARS IN ALL SLABS.SRP-4.

WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS, SPLICE CONTINUOUS SLABSTEEL ONLY WHEN UNAVOIDABLE DUE TO STOCK LENGTH. STAGGER ALL SPLICES.ADJACENT BAR SPLICES SHALL BE REJECTED. LOCATE TOP BAR SPLICES WITHINTHE MIDDLE THIRD OF THE SPAN AND LOCATE BOTTOM BAR SPLICES AT SUPPORTS.

SRP-5.

THE CONTRACTOR SHALL LOCATE THE CONSTRUCTION JOINTS IN ACCORDANCEWITH THE CONSTRUCTION DOCUMENTS AND MUST SUBMIT THE LOCATION OF THEJOINTS FOR REVIEW PRIOR TO PERFORMING THE WORK.

SRP-6.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION AND INSTALLATIONOF ALL SLEEVES, ANCHORS, BOLTS, INSERTS, FORM SAVER DOWEL BAR ASSEMBLIES ANDOPENINGS THAT ARE REQUIRED FOR THE COMPLETION OF THE WORK.

SRP-7.

EQUALLY SPACE THE SCHEDULED REINFORCING STEEL IN THE SPECIFIED SLAB ZONE.SRP-8.

WHERE OPENINGS INTERRUPT THE SCHEDULED BOTTOM REINFORCING, TERMINATETHOSE BARS WITH STANDARD HOOKS AT THE OPENINGS. PROVIDE ADDITIONALBOTTOM REINFORCING EQUAL TO THE NUMBER OF BARS INTERRUPTED. DISTRIBUTEPROPORTIONALLY ON EACH SIDE.

SRP-9.

SCALE: N.T.S.7 FOUNDATION BEAM SCHEDULE

SCALE: N.T.S.6 FOUNDATION BEAM NOTES

SCALE: N.T.S.8 REINFORCING BAR TYPES

SCALE: N.T.S.9 TYPICAL BAR PLACEMENT-BEAM ELEVATION VIEW

SCALE: N.T.S.5 STEEL COLUMN SCHEDULE

SCALE: N.T.S.1 SPREAD FOOTING SCHEDULE

SCALE: N.T.S.3 CONCRETE PLINTH SCHEDULE

DAVID F. PERALTA

92837

07/29/16

S

TATE OF TEXA

S

PROF

ESSI ON A L E N

GI

NEER

REGI S T E R

ED




UNINTECH



210.530.0755 FAX 210.293.1018


W E S T E A S T

A R C H I T E C T S


REVISIONS

Thi

s do

cum

ent h

as b

een

prod

uced

from

mat

eria

l tha

t was

sto

red

and/

or tr

ansm

itted

ele

ctro

nica

lly a

nd m

ay h

ave

been

inad

vert

ently

alte

red.

Rel

y on

ly o

n fin

al h

ardc

opy

mat

eria

ls b

earin

g th

e co

nsul

tant

's o

rigin

al s

igna

ture

and

sea

l.

SHEET

© T

hese

doc

umen

ts c

an n

ot b

e co

pied

or

repr

oduc

ed w

ithou

t writ

ten

cons

ent f

rom

Wes

tEas

t Des

ign

Gro

up,

H G F

4

3

2

1

5

6

H G F

4

3

2

1

5

WEDG PROJ. NO.-

DATE :

CLIENT PROJ. NO.-

E D C B

E D C B

A

A

6

DA

TE

:U

SE

R ID

:

DRAWN BY :

CHECKED BY :

FIL

E:

C:\U

se

rs\k

no

on

e\D

ocu

me

nts

\15

-12

3-T

A_1

6_

Te

xa

s A

&M

Jo

int Lib

rary

-Mod

ule

1-A

dd

itio

ns_U

NIN

TE

CH

_C

en

tral M

od

el_

kno

on

e.r

vt

7/2

7/2

01

6 3

:37:2

2 P

M

15-32007/29/2016

S7.0

SCHEDULES AND

DETAILS



1568 Warehouse Rd,

SK

S

02-3193

SKS

DFP

Bryan, Tx 77807

SCALE: N.T.S.12 TYPICAL SLAB BAR PLACEMENT DETAIL

SCALE: 3/4" = 1'-0"2 TYPICAL SPREAD FOOTING

SCALE: N.T.S.11 SLAB SCHEDULE

SCALE: 3/4" = 1'-0"4 PLINTH SECTION

SCALE: N.T.S.10 SLAB GENERAL NOTES


Documents

UNINTECH CONSULTING ENGINEERS, INC. 318-14, building code ... minimum concrete cover protection for reinforcement bars shall be ... erection tolerances of anchor bolts, embedded items,