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1010 GENERAL CONDITIONS AND STATEMENTS:A. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOBSPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING,AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR DEPRESSIONS, ANDOTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. THE CONTRACTORSHALL COMPARE AND COORDINATE WITH ALL DISCIPLINES AND REPORT ANYDISCREPANCIES TO ARCHITECT PRIOR TO FABRICATION.

B. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANYDISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEERBEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK.

C. DO NOT SCALE OFF DRAWINGS OR DETAILS. DIMENSIONS PROVIDED ONPLAN OVERIDE ANY SCALED DIMENSIONS. SEE ARCHITECTURAL DRAWINGSFOR DIMENSIONS AND ELEVATIONS NOT SHOWN.

D. THE STRUCTURE DEPICTED ON THE DRAWINGS IS DESIGNED TO BE SELF-SUPPORTING, STABLE AND STRUCTURALLY SOUND AFTER THE BUILDING ISCOMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINEERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDINGAND ITS COMPONENTS DURING ERECTION. THIS INCLUDES PROVIDINGTEMPORARY SHORING, SHEETING, BRACING, GUYS OR TIEDOWNS TO RESISTLOADS IMPOSED BY GRAVITY, SOIL, CONSTRUCTION LOADS, WIND AND SEISMIC(WHERE APPLICABLE).

E. DETAILS, NOTES, KEYNOTES OR ANY INFORMATION SHOWN ON ANY PARTOF THE DRAWINGS SHALL BE APPLIED TO ALL APPLICABLE OR SIMILARCONDITIONS AND IF NOTED AS TYPICAL OR SHOWN FOR ONE CONDITION,SHALL BE APPLIED FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTEDOTHERWISE. THE CONTRACTOR MUST USE, IN CONJUNCTION WITHSTRUCTURAL DRAWINGS, ARCHITECTURAL, MECHANICAL, ELECTRICAL,PLUMBING AND SITE DRAWINGS TO DETERMINE WHERE CONDITIONS THAT ARELIKE OR SIMILAR APPLY.

F. WHERE A CONFLICT EXISTS BETWEEN STRUCTURAL DRAWINGS ANDSTRUCTURAL SPECIFICATIONS THE DRAWINGS SHALL GOVERN.

STRUCTURAL NOTES

1061 DESIGN LOADS:THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED INACCORDANCE WITH THE 2007 EDITION OF THE FLORIDA BUILDING CODE (2007FBC) WITH FLORIDA BUILDING CODE 2009 SUPPLEMENT, BY THE SOUTHERNBUILDING CODE CONGRESS INTERNATIONAL, INC. THE FOLLOWINGSUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:

DEAD LOADS: LIVE LOADS:ROOF =15 PSF ROOF =20 PSF

WIND DESIGN LOADS: ASCE 7-05WIND BORNE DEBRIS REGION

H = 19 FT 140 MPH (3 SECOND GUST)IMPORTANCE FACTOR I = 1.15 EXPOSURE CKz = 1.0 Kzt = 1.0 Kd = 0.85GCpi = 0.18BUILDING CATEGORY: III

BUILDING IS CONSIDERED TO BE ENCLOSED.EXTERIOR GLAZINGS ARE TO BE IMPACT RESISTANT OR PROTECTED INACCORDANCE WITH 2007 FBC, WITH 2009 SUPPLEMENTS.

1120 SUBMITTAL (SHOP DRAWING) REVIEW:A. SUBMITTALS (SHOP DRAWINGS) WILL BE REVIEWED FOR GENERALCOMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTSONLY. IF ANY DEVIATIONS FROM CONTRACT DOCUMENTS BECOMEAPPARENT DURING REVIEW, AS A COURTESY, ENGINEER/ARCHITECT MAYMARK UP DEVIATIONS ON SHOP DRAWINGS DURING THE SUBMITTALPROCESS. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTORTO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS INCLUDING BUTNOT LIMITED TO QUANTITY, LENGTH, ELEVATIONS AND DIMENSIONS.FABRICATION REQUIREMENTS, CONSTRUCTION MEANS AND METHODS,COORDINATION OF WORK WITH OTHER TRADES OR CONSTRUCTION SAFETYREQUIREMENTS.

B. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TOSUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUTREVIEW, OR IF SUBMITTAL IS INCOMPLETE, WILL BE REJECTED AND WILLNOT BE REVIEWED. JENKINS & CHARLAND/TRC WORLDWIDE ENGINEERING,INC WILL NOT BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTEDDRAWINGS.

C. SHOP DRAWING SUBMITTALS SHALL FOLLOW THE REQUIREMENTS INCONTRACT SPECIFICATIONS SECTION 01330

D. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGSUNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER.

E. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLYFLAGGED AND NOTED. THE PURPOSE OF THE RE-SUBMITTALS SHALL BECLEARLY NOTED ON THE LETTER OF TRANSMITTAL. ARCHITECT/ENGINEERREVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE-SUBMITTAL.

1121 DELEGATE ENGINEERING COMPONENTS AND REQUIREMENTS:A. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUMREQUIRE FABRICATION AND ERECTION DRAWINGS PREPARED BY ADELEGATED ENGINEER:

LIGHT GAUGE STEEL EXTERIOR WALL SYSTEMS, LIGHT GAUGESTEEL TRUSSES, WOOD FLOOR OR ROOF TRUSSES, ALUMINUM WALLSYSTEMS, GLAZED CURTAIN WALLS, PREFABRICATED STEEL STAIRS &RAILINGS, ARCHITECTURAL PRECAST CONCRETE ELEMENTS,STRUCTURAL PRECAST SYSTEMS, GLASS FIBER REINFORCEDCONCRETE PANEL SYSTEMS, OPEN WEB STEEL JOISTS, STRUCTURALSTEEL CONNECTIONS REQUIRING ENGINEERING, CONCRETE TILT-WALL ERECTION DRAWINGS, REINFORCING FOR CONCRETE TILT WALLERECTION, PRESTRESSED CONCRETE PILES, WOOD I-JOISTS.

B. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECTAND APPLICABLE CODES, LIST THE DESIGN CRITERIA, AND SHOW ALLDETAILS AND PLANS NECESSARY FOR PROPER FABRICATION ANDINSTALLATION. CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFYSPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BEACCEPTED.

C. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDERTHE DIRECT SUPERVISION AND CONTROL OF THE DELEGATEDENGINEER.

D. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE IMPRESSEDSEAL, DATE AND SIGNATURE OF THE DELEGATED ENGINEER.COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FORMANUAL COMPUTATIONS PROVIDED THEY ARE ACCOMPANIED BYSUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPEREVALUATION. SUCH DESCRIPTIVE INFORMATION SHALL BEAR THEIMPRESSED SEAL AND SIGNATURE OF THE DELEGATED ENGINEER ASAN INDICATION THAT HE/SHE HAS ACCEPTED RESPONSIBILITY FORTHE RESULTS. SEPIAS DO NOT REQUIRE SIGNATURE AND SEAL. THESTRUCTURAL ENGINEER WILL RETAIN ONE SIGNED AND SEALEDBLUELINE PRINT FOR RECORD.

E. DRAWINGS PREPARED SOLELY TO SERVE AS A GUIDE FORFABRICATION AND INSTALLATION (SUCH AS REINFORCING STEEL SHOPDRAWINGS OR STRUCTURAL STEEL ERECTION DRAWINGS) ANDREQUIRING NO ENGINEERING DO NOT REQUIRE THE SEAL OF ADELEGATED ENGINEER. HOWEVER, ALL STRUCTURAL STEELCONNECTIONS NOT DETAILED ON THESE DRAWINGS SHALL BEDESIGNED AND DETAILED BY DELEGATE ENGINEER, BASED ON LOADSAND PROJECT REQUIREMENTS PROVIDED HEREIN.

F. CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOTREQUIRE THE SEAL OF A DELEGATED ENGINEER.

G. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OFSUBMITTALS IS LIMITED TO VERIFYING THE FOLLOWING:

a) THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEENFURNISHED.

b) THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED ANDSEALED BY THE DELEGATED ENGINEER.

c) THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGNINTENT AND HAS USED THE SPECIFIED STRUCTURAL CRITERIA. (NODETAILED CHECK OF CALCULATIONS WILL BE MADE).

d) THAT THE CONFIGURATION SET FORTH IN THE STRUCTURALSUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS. (NODETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE).

H. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BEREVIEWED.

2011 FOUNDATIONS:A. GEOTECHNICAL INVESTIGATION, TESTING, STUDIES, FOUNDATIONRECOMMENDATIONS, AND SITE PREPARATION REQUIREMENTS HASNOT BEEN PERFORMED BY TRC WORLDWIDE ENGINEERS, INC.

B. SEE THE FOLLOWING REPORT FOR COMPLETE GEOTECHNICALRECOMMENDATIONS AND INSTALLATION PROCEDURES. SITEPREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH:

REPORT No.: 0530.1000029.000PREPARED BY: UNIVERSAL ENGINEERING SERVICESTITLED: PROPOSED WATER TREATMENT PLANT BUILDING

PORT OF THE ISLANDS RO TREATMENT PLANTDATED: APRIL 19, 2010

C. FOUNDATION DESIGN IS BASED ON AN SOIL BEARING PRESSURE OF2,000 PSF.

D. GEOTECHNICAL REPORT'S RECOMMENDATIONS FOR SITEPREPARATION AND TESTING SHALL BE CONSIDERED AS PROJECTREQUIREMENTS AND IS PART OF CONTRACT DOCUMENT.

3201 REINFORCING STEEL:A. SHALL BE ASTM A615 GRADE 60 DEFORMED BARS (WELDABLEREINFORCING "DBA" SHALL CONFORM TO ASTM A-706 GRADE 60), FREEFROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THETYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI STANDARDSAND SPECIFICATIONS. SECURE APPROVAL OF SHOP DRAWINGS PRIOR TOCOMMENCING FABRICATION. REINFORCING BAR DETAILING SHALLCOMPLY WITH ACI 315 "MANUAL OF STANDARD PRACTICE FOR DETAILINGREINFORCED CONCRETE STRUCTURES".

B. UNLESS NOTED OTHERWISE ON SECTIONS AND DETAILS, PROVIDE THEFOLLOWING CONCRETE COVER FOR REINFORCING STEEL:

REINFORCING STEEL COVER (PRESTRESSED AND NON-PRESTRESSEDCONCRETE) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACTWITH GROUND

SLABS, WALLS, JOISTS#14 & #18 BARS 1 1/2"#11 BAR & SMALLER 3/4"

BEAMSTIES, STIRRUPS 1 1/2"

COLUMNSTIES 1 3/4"

CONCRETE EXPOSED TO WEATHER OR EARTH*#6 BAR THRU #18 BARS 2"#5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2"

GRADE BEAMSTIES, STIRRUPS - TOP & FORMED FACES 2"

BOTTOM & UNFORMED FACES 3"

FOOTINGS & PILECAPSTOP 2"BOTTOM & SIDES 3"

* ALL GARAGE AND BALCONY TOP SLABS ARE TO BE CONSIDEREDEXPOSED TO WEATHER.

COVERAGE TO REINFORCING REQUIREMENTS APPLIES ALSO TO ANYEDGE OF SLAB OR OPENING.

C. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR DRIPS,CHAMFERS, REGLETS, SLOTS, SLEEVES, ANCHORS, AND INSERTS. UNLESSSHOWN ON STRUCTURAL DRAWINGS NO OPENINGS LARGER THAN 12"x12"SHALL BE PLACED IN SLABS OR WALLS. FOR OPENINGS NOT SHOWN ONSTRUCTURAL DRAWINGS, APPROVALS MUST BE OBTAINED FROM THEENGINEER PRIOR TO FABRICATION OF STEEL AND PLACEMENT OFCONCRETE. LOCATION DRAWINGS FOR ALL SLEEVES AND BLOCKOUTS INTHE CONCRETE SHALL BE SUBMITTED FOR APPROVAL BY THESTRUCTURAL ENGINEER PRIOR TO PLACEMENT.

D. ALL CONDUIT, SLEEVES, AND PIPES EMBEDDED IN OR PASSING THRUCONCRETE SHALL CONFORM TO SECTION 6.3 OF ACI 318 AND THEFOLLOWING:

1. SLEEVES AND PIPES SHALL BE PLACED SO THAT REINFORCING STEEL CAN BE PLACED WITH THE SPECIFIED COVER AND CLEAR DISTANCE BETWEEN BARS.

2. THE CONCRETE COVERING OF PIPE AND SLEEVES SHALL NOT BE LESS THAN 11/2 INCHES. CLEAR DISTANCE BETWEEN SUCH PIPES AND SLEEVES SHALL NOT BE LESS THAN SIX INCHES.

3. CONDUIT AND PIPES PLACED IN SLABS AND TOPPING OVER SLABS SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE-THIRD THE THICKNESS OF SLAB OR TOPPING, AND SHALL BE PLACED IN THE MIDDLE THIRD OF SLAB DEPTH.

4. CONDUITS AND PIPES PLACED IN COLUMNS SHALL NOT DISPLACE MORE THAN 4% OF THE CROSS SECTIONAL AREA OF COLUMN AND SHALL BE LOCATED ON THE CENTER LINE OF COLUMN. OUTLET BOXES TO BE NOT DEEPER THAN REQUIRED CLEARANCE FOR REINF.

5. INSERTS W/ 3/4" MAX. EMBEDMENT SHALL BE USED TO SUPPORT CONDUITS, PIPES, AND DUCT FROM THE SLAB. 1-3/8" DEEP (MAX.) UNISTRUT INSERTS (OR APPROVED EQUAL) ME BE USED TO SUPPORT MECHANICAL AND PLUMBING EQUIPMENT AT CORRIDORS ONLY (AVOID CONFLICT W/ POST-TENSION TENDONS).

E. CONCRETE WALLS SHALL BE CAST MONOLITHIC WITH ADJOININGCOLUMNS UNLESS SPECIFICALLY NOTED OTHERWISE. CONCRETE FORSUCH WALLS SHALL BE THE SAME TYPE AND STRENGTH AS SPECIFIEDCOLUMNS.

F. ALL CONTINUOUS BARS SHALL HAVE CLASS B FULL TENSION LAPSUNLESS INDICATED OTHERWISE. PROVIDE CORNER BARS AT ALL WALL,GRADE BEAM AND STRIP FOOTING CORNERS. BARS SHALL BE THE SAMESIZE AND SPACING AS THE HORIZONTAL REINFORCING. INTERSECTINGWALLS, GRADE BEAMS AND STRIP FOOTINGS SHALL BE DOWELEDTOGETHER IN THE SAME MANNER. PROVIDE 2 NO. 4 TOP DIAGONAL BARS4'-0" LONG AT ALL REENTRANT CORNERS IN ALL SLABS ON GRADE ANDELEVATED SLABS.

G. SHOP DRAWINGS SHALL DETAIL ALL CONCRETE WALLS IN ELEVATION.

3103 PLUMBING SLEEVES:MINIMUM SLEEVE SPACING SHALL BE THREE DIAMETERS CENTER TOCENTER OF THE LARGER SLEEVE OR 6" CLEAR BETWEEN SLEEVES,WHICHEVER IS GREATER. PRIOR TO CONSTRUCTION SLEEVELOCATIONS AND SIZES SHALL BE APPROVED BY THE ENGINEER.

3104 CONSTRUCTION AND CONTROL JOINTS:A. CONSTRUCTION OR CONTROL JOINTS SHALL BE PROVIDED IN SLABS ONGRADE SO THAT THE MAXIMUM DISTANCE BETWEEN JOINTS SHALL BE NOMORE THAN 3 TIMES THE SLAB THICKNESS FEET, OR AS SHOWN ON PLANS.SAWCUT CONTROL JOINTS SHALL BE MADE AS SOON AS SLAB WILLSAFELY SUPPORT MEN AND EQUIPMENT AND THE SLAB WILL NOT BEDAMAGED BY EQUIPMENT. ASPECT RATIO (LONGSIDE TO SHORTSIDE OFCONCRETE AREA) SHALL NOT EXCEED 1.5.

B. ANY DEVIATION, ADDITION OR DELETION OF CONSTRUCTION ORCONTROL JOINTS FROM THAT SHOWN ON THE PLANS MUST BE REVIEWEDBY THE ENGINEER. ALTERNATE OR ADDED CONSTRUCTION JOINT LOCATIONSARE ACCEPTABLE ONLY AS A CHANGE ORDER, WHICH WILL INCLUDEENGINEERING CHARGES BY THE ENGINEER OF RECORD FOR REDESIGN OFTHE STRUCTURE, SHORING, ETC.

2201 SOIL COMPACTION:A. AS A MINIMUM REQUIREMENT AND UNLESS A MORE STRINGENTSITE PREPARATION IS PROVIDED BY GEOTECHNICAL ENGINEER,THE FOLLOWING SHALL BE PROVIDED. REMOVE TOPSOIL OVERTHE ENTIRE BUILDING AREA AND 10 FEET BEYOND BUILDING LINESAS INDICATED IN GEOTECHNICAL REPORT. PREPARE SUBGRADEAND PLACE FILL UNDER BUILDING AND WITHIN 10 FEET OF BUILDINGIN ACCORDANCE WITH GEOTECHNICAL REPORT. ANY FILL INLOCATIONS NOTED ABOVE SHALL BE COMPACTED TO CONTRACTSPECIFICATIONS OF 98% MODIFIED PROCTOR OR GREATER ASREQUIRED BY GEOTECHNICAL ENGINEER AND SHALL BE PLACED INLIFTS AS REQUIRED BY GEOTECHNICAL ENGINEER. IN NOINSTANCE SHALL LIFTS EXCEED 8" IN HEIGHT.

B. LOCATIONS FAILING TO MEET THE REQUIREMENTS SHALL BERECOMPACTED AND RETESTED AT THE CONTRACTORS EXPENSEAND AS DIRECTED BY THE INDEPENDENT GEOTECHNICALCONSULTANT.

3101 FORMWORK AND SHORING (CONCRETE SLABS AND BEAMS):1. NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HASREACHED AT LEAST TWO-THIRDS OF THE 28 DAY DESIGN STRENGTH(& ALL TENDONS STRESSED FOR PT SLABS). A MINIMUM OF 3 STORIESOF SHORING AND (/OR) RESHORING SHALL BE USED WHICH SHALLCONSIST OF ONE COMPLETE SET OF VERTICAL SHORES AND TWOSETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50% OF ACOMPLETE SET.

a) DRAWINGS FOR SHORING AND RESHORING SHALL BE PREPARED BYA FLORIDA REGISTERED PROFESSIONAL ENGINEER.

b) DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORESAND RESHORES SHALL MEET REQUIREMENTS SET FORTH IN ACISTANDARDS 347 AND 301.

c) SUBMIT SIGNED & SEALED SHORING DRAWINGS INCLUDING POURSEQUENCE AND CALCULATIONS, WHERE NECESSARY, TODEMONSTRATE THAT THE POUR SEQUENCE AND SHORING/RE-SHORING METHODS DO NOT OVERSTRESS THE STRUCTURE. THISANALYSIS SHALL INCLUDE STRESSES CAUSED BY SHRINKAGE OFSTRUCTURAL SLAB. PROVIDE LOCATION AND DETAILS OF POURSTRIPS IF REQUIRED TO REDUCE SHRINKAGE AND RESTRAINT CRACKS.

d) SHORING INSPECTIONS SHALL BE PERFORMED BY THE SHORINGENGINEER.

2. UNLESS ARCHITECT SPECIFIES OTHERWISE, CONSTRUCTFORMWORK SO CONCRETE SURFACES CONFORM TO THE TOLERANCELIMITS OF ACI 117 [STANDARD SPECIFICATIONS FOR TOLERANCES FORCONCRETE CONSTRUCTION MATERIALS]. THE CLASS OF SERVICE FOROFFSET BETWEEN ADJACENT PIECES OF FORMWORK FACINGMATERIAL SHALL BE CLASS B FOR SURFACES PERMANENTLY EXPOSEDTO PUBLIC VIEW AND CLASS D FOR SURFACES THAT WILL BEPERMANENTLY CONCEALED.

5150 ALUMINUM:ALUMINUM FABRICATION SHALL BE IN ACCORDANCE WITH APPLICABLEPROVISIONS OF THE ALUMINUM ASSOCIATION "STANDARD FOR ALUMINUMSTRUCTURES". ALL MEMBERS SHALL BE ALUMINUM ASSOCIATIONSTANDARD STRUCTURAL SHAPES. WELDING OF ALUMINUM SHALL BE INACCORDANCE WITH AWS D1.2, "STRUCTURAL WELDING CODE - ALUMINUM",LATEST EDITION. FABRICATION WORK SHALL BE IN ACCORDANCE WITHCURRENT INDUSTRY PRACTICE.

ROLLED SECTIONS SHALL CONFORM TO ASTM B308, ALLOY 6061-T6. PLATEMATERIAL SHALL CONFORM TO ASTM B209, ALLOY 6061-T6.

BOLTS SHALL BE HOT-DIP GALVANIZED, ELECTRO-GALVANIZED, CADMIUMPLATED OR ALUMINIZED STEEL, 300 SERIES STAINLESS STEEL, ORALUMINUM.

WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH, OR AREFASTENED TO STEEL MEMBERS OR OTHER DISSIMILAR MATERIALS, THEALUMINUM SHALL BE KEPT FROM DIRECT CONTACT BY PAINTING WITHZINC CHROMATE PRIMER IN ACCORDANCE WITH FEDERAL SPECIFICATIONTT-P-645, FOLLOWED BY (2) COATS OF PAINT CONSISTING OF 2 LBS. OFALUMINUM PASTE PIGMENT (ASTM SPECIFICATION D962-66, TYPE Z, CLASSB) PER GALLON OF VARNISH MEETING FEDERAL SPECIFICATION TT-V-81d,TYPE II, OR EQUIVALENT. STAINLESS STEEL OR HOT-DIP GALVANIZEDSTEEL PLATE IN CONTACT WITH ALUMINUM NEED NOT BE PAINTED.

ALUMINUM SHOULD NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE,GROUT, MASONRY, WOOD, FIBERBOARD OR OTHER POROUS MATERIALTHAT MAY ABSORB WATER AND CAUSE CORROSION. WHEN SUCHCONTACTS CANNOT BE AVOIDED, AN INSULATING BARRIER BETWEEN THEALUMINUM AND THE POROUS MATERIAL SHALL BE INSTALLED. ALUMINUMSURFACES SHALL BE GIVEN A HEAVY COAT OF ALKALI RESISTANTBITUMINOUS PAINT OR OTHER COATING PROVIDING EQUIVALENTPROTECTION BEFORE INSTALLATION.

SEE ARCHITECTURAL DRAWINGS FOR FINISH REQUIREMENTS.

CERTIFICATE OF AUTHORIZATION NO. 27322

FILE No.

www.trcww.com

- TRC Worldwide Engineering, Inc.All rights reserved.

TO THE BEST OF MY KNOWLEDGE ANDABILITY, THE COMPLETED STRUCTUREDEPICTED ON THESE PLANS COMPLIES

WITH THE APPLICABLEMINIMUM BUILDING CODES.

12550 Professional Park Drive, Suite 7FORT MYERS, FL 33913PHONE: (239) 939-1414

FAX: (239) 278-4289

©

2009.020

AS NOTED

CAD REFERENCE

PROJECT NO.

SHEET NO.

DATE

LETTER REVISIONS DATE

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

THESE DRAWINGS ARE NOT

APPROVED FOR CONSTRUCTION

UNLESS SIGNED BELOW:

DATE

FL. Lic. #60487

PAUL S MOERSCHEL, P.E.

2010

SCALES INDICATED ONDRAWINGS ARE FORFULL SIZE PRINTS,

SCALES FOR11x17 ARE 50% SCALE

11/1

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STRUCTURAL NOTES

S 01

R.O. WATER TREATMENT PLANT

November 2010RDJ

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09FTM414

SHEET INDEX

SHEETNUMBER DESCRIPTION

S 01 STRUCTURAL NOTES

S 02 STRUCTURAL NOTES & ABBREVIATIONS

S 03 FOUNDATION & PLATFORM FRAMING PLANS

S 04 ROOF FRAMING PLAN

S 05 TYPICAL FOUNDATION & PLATFORM FRMGSECTIONS & DETAILS

S 06 TYPICAL MASONRY SECTIONS & DETAILS

S 07 TYPICAL HOLLOW CORE & CONCRETESECTIONS & DETAILS

S 08 SCHEDULES

S 09 STAIR SECTIONS & DETAILS

S 10 TANK PLANS & SECTIONS

S 11 TYPICAL DETAILS

F1

-1'-4"

C1/P1

STRUCTURAL NOTES

3601 POST-INSTALLED ANCHORS:A. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIEDON THE DRAWINGS. ALL POST INSTALLED ANCHORS TO BE A316STAINLESS STEEL.

B. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORDPRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING ORMISPLACED CAST-IN-PLACE ANCHORS.

C. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBARWHEN DRILLING HOLES. HOLES SHALL BE DRILLED AND CLEANED PERTHE MANUFACTURER'S INSTRUCTIONS.

D. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED INTHE APPROPRIATE SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMESTHE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TOSUPPORT THE INTENDED LOAD. ANCHORS SHALL BE INSTALLED PER THEMANUFACTURER'S INSTALLATION INSTRUCTIONS AT NOT LESS THANMINIMUM EDGE DISTANCE AND/OR SPACING INDICATED IN THEMANUFACTURER'S LITERATURE.

E. SUBSTITUTION REQUESTS SHALL BE SUBMITTED TO THE ENGINEERFOR APPROVAL.

4203 MASONRY WALLS:A. MASONRY UNITS SHALL MEET ASTM C90 FOR HOLLOW LOAD BEARINGTYPE MASONRY WITH UNIT STRENGTH OF 1900 PSI ON THE NET AREA(f'm = 1500 PSI). MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTMC270. GROUT SHALL BE 2000 PSI MINIMUM COMPRESSIVE STRENGTH ANDMEET ASTM C476.

B. BLOCK CELLS SHALL BE GROUT FILLED WITH VERTICAL REINFORCINGBARS, SAME SIZE BARS AS REINFORCING, AT CORNERS,INTERSECTIONS, EACH SIDE OF OPENINGS OVER 4 FEET WIDE, AND ASSHOWN ON THE PLANS. DOWELS SHALL BE USED TO PROVIDECONTINUITY INTO THE STRUCTURE ABOVE AND/OR BELOW, UNLESSNOTED OTHERWISE. AT VERTICAL BAR TERMINATION, HOOK INTOFOOTING AND BOND BEAM, TIE BEAM, OR SLAB AT TOP OF WALL. USEMETAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE ANDGROUT TO AREA REQUIRED. MASONRY SHALL BE LAID IN RUNNING BONDPATTERN UNLESS NOTED OTHERWISE. ALL CELLS BELOW GRADE ARE TOBE GROUTED SOLID.

C. PROVIDE 9 GAUGE GALVANIZED HORIZONTAL JOINT REINFORCING(DUR-O-WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATEBLOCK COURSES 16" O.C. VERTICALLY.

D. CONTROL JOINTS SHALL BE PROVIDED IN CONCRETE MASONRYCONSTRUCTION AT LOCATIONS INDICATED ON DRAWINGS. HORIZONTALWALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROLJOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTSAT CONTROL JOINTS.

E. SUBMIT PROPOSED GROUT MIX DESIGN FOR REVIEW PRIOR TO USE.MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR OTHERPOSITIVE IDENTIFICATION. GROUT SLUMP SHALL BE BETWEEN 8 AND 11INCHES. USE OF SUPERPLASTICIZER IS PROHIBITED.

F. CELLS TO BE GROUT FILLED SHALL HAVE VERTICAL ALIGNMENTSUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUSVERTICAL GROUT SPACE. CLEANOUT OPENINGS SHALL BE PROVIDED ATTHE BOTTOM OF CELLS TO BE GROUT FILLED IN EACH POUR IN EXCESSOF 5 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHEROBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OFSUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFOREGROUTING, AFTER INSPECTION.

G. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP ANDBOTTOM AND AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS.CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLIDLY WITHGROUT. GROUT SHALL BE CONSOLIDATED AT TIME OF PLACING BYVIBRATING AND RECONSOLIDATED LATER BY VIBRATING BEFOREPLASTICITY IS LOST.

H. PLACE GROUT IN LIFTS NOT EXCEEDING 5 FT.. MINIMUM CELLDIMENSION SHALL BE IN ACCORDANCE WITH TABLE 5 OF ACI 530.1 (3" x 3"FOR COARSE GROUT). MAXIMUM POUR HEIGHT SHALL BE LIMITED TO 12FT..

I. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER,HORIZONTAL CONSTRUCTION JOINTS SHALL BE MADE BY STOPPING THEPOUR OF GROUT NOT LESS THAN 1-1/2 INCH BELOW THE TOP OF THEUPPERMOST UNIT GROUTED.

J. PROVIDE BRACING FOR TOP OF ALL INTERIOR CMU WALLS. WHERECONNECTION DETAILS ARE NOT SHOWN, PROVIDE A 1" GAP BETWEENWALL AND BOTTOM OF STRUCTURE. BRACE TOP OF WALL WITH 14 GABENT PLATE 4x4x0'-6" LONG AT 4'-0" OC. PROVIDE (3) 1/4" HILTI KWIK CONII SCREWS TO WALL AND (4) #10 SCREWS TO BOTTOM OF STRUCTURE(OR EQUIVALENT CAPACITY CONNECTION). CONNECTION TO ALLOW FOR1" DEFLECTION OF STRUCTURE THROUGH USE OF SLOTTED HOLES.

K. CONCRETE MASONRY QUALITY CONTROL:

1. WORK IN PROGRESS SHALL BE INSPECTED FOR CONFORMANCEWITH SPECIFIED MATERIALS AND THAT WORKMANSHIP ANDCONSTRUCTION IS IN COMPLIANCE WITH PLANS, SPECIFICATIONS, AND INDUSTRY STANDARDS.

2. STRENGTH DETERMINATION SHALL BE MADE USING UNIT STRENGTHOR PRISM TESTS IN ACCORDANCE WITH ACI 530.

4205 TIE BEAMS:BEAMS WITH THE PREFIX "TB" SHALL BE OF CONCRETE, POURED AFTER THEBLOCK WALLS BELOW ARE IN PLACE. REINFORCING SHALL BE CONTINUOUSTHROUGH TIE BEAMS WITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS ANDBENT BARS AT CORNERS. USE METAL LATH, MORTAR, OR SPECIAL UNITS TOCONFINE CONCRETE TO AREA REQUIRED, IN ACCORDANCE WITH ACI 530.1(SOLID METAL OR FELT CAVITY CAPS ARE PROHIBITED).

4207 LINTELS:MASONRY OPENINGS UP TO 12'-2" WIDE SHALL BE SPANNED WITH PRECASTCONCRETE "U" LINTELS. PROVIDE ADDITIONAL REINFORCING PER "LINTELREINFORCING SCHEDULE". SUBMIT MANUFACTURER SPAN TABLES FORREVIEW.

AR - ANCHOR RODALT - ALTERNATEAPPROX - APPROXIMATELYARCH - ARCHITECTARCHL - ARCHITECTURALB/ - BOTTOM OFBC - BOTTOM CHORDBLDG - BUILDINGBM - BEAMBOTT - BOTTOMBRG - BEARINGC/C - CENTER TO CENTERCIP - CAST IN PLACECJ - CONTRACTION JOINTCL - CENTERLINECLR - CLEARCMU - CONCRETE MASONRY UNITCOL - COLUMNCONC - CONCRETECONFIG - CONFIGURATIONCONT - CONTINUOUSCONTR - CONTRACTORCTR - CENTERDBL - DOUBLEDET - DETAILDIA - DIAMETERDIM - DIMENSIONDN - DOWNDR - DRAINDWG - DRAWINGEA - EACHEE - EACH ENDEF - EACH FACEEJ - EXPANSION JOINTEL - ELEVATIONELEV - ELEVATORENGR - ENGINEEREOR - ENGINEER OF RECORDEOS - EDGE OF SLABEQ - EQUALEW - EACH WAYEXIST - EXISTINGEXP - EXPANSIONEXT - EXTERIORFD - FLOOR DRAINFIN - FINISHFLR - FLOORFND - FOUNDATIONFOM - FACE OF MASONRYFS - FAR SIDEFT - FOOTFTG - FOOTINGGA - GAGEGALV - GALVANIZEDGC - GENERAL CONTRACTORGT - GIRDER TRUSSHC - HOLLOW COREHCP - HOLLOW CORE PLANKHDG - HOT DIPPED GALVANIZEDHG - HIP GIRDERHK - HOOKHORIZ - HORIZONTALHP - HIGH POINTHS - HIGH STRENGTHIJ - ISOLATION JOINTINFO - INFORMATIONINS - INSULATIONINT - INTERIORIRR - IRREGULARJB - JOIST BEARINGJBE - JOIST BEARING ELEVATIONJR - JAMB REINFORCINGJT - JOINT

K - KIP(s), 1000 POUNDSKLF - KIPS PER LINEAR FOOTKJ - CONSTRUCTION JOINTL - ANGLELG - LONGLLH - LONG LEG HORIZONTALLLV - LONG LEG VERTICALLP - LOW POINTLW - LONG WAYLWT - LIGHTWEIGHTMFR - MANUFACTURERMAS - MASONRYMO - MASONRY OPENINGMATL - MATERIALMAX - MAXIMUMMECHL - MECHANICALMTL - METALMIN - MINIMUMMISC - MISCELLANEOUSNS - NEAR SIDENIC - NOT IN CONTRACTNTS - NOT TO SCALENW - NORMAL WEIGHTOC - ON CENTEROH - OPPOSITE HANDOPNG - OPENINGPAF - POWER ACTUATED FASTENERSPART - PARTITIONPARTL - PARTIALPCJ - PRECAST CONCRETE JOISTPL - PLATEPLF - POUNDS PER LINEAR FOOTPSF - POUNDS PER SQUARE FOOTPSI - POUNDS PER SQUARE INCHPT - POST TENSIONEDPrT - PRESSURE TREATEDR - RADIUSREG - REGULARREINF - REINFORCINGREM - REMAINDERREQD - REQUIREDREV - REVISED/REVISIONRM - ROOMRO - ROUGH OPENINGRQMTS - REQUIREMENTSSCHED - SCHEDULESECT - SECTIONSIM - SIMILARSL - SLOPESOG - SLAB-ON-GRADESP - SPIRALSQ - SQUARESS - STAINLESS STEELSTD - STANDARDSTL - STEELSTRUCTL - STRUCTURALSW# - SHEARWALLSW - SHORT WAYT/ - TOP OFTB - TIE BEAMTC - TIE COLUMNTEMP - TEMPERATURETJ - TIE JOISTTR - TRUSSTYP - TYPICALUNO - UNLESS NOTED OTHERWISEVERT - VERTICALW/ - WITHW/O - WITHOUTWD - WOODWF -WALL FOOTINGWP - WORK POINTWWR - WELDED WIRE REINFORCING

ABBREVIATIONS

BOTTOM REBAR

TOP REBAR

REINF SYMBOLSCOLUMN SYMBOLS

#, NO.

#

-+

SS

+0'-0"

&

8"

SPOT ELEVATION TOP OF CONCRETE

TOP OF STEEL ELEVATION

POUNDS (FOLLOWING)

MINUS OR COMPRESSION

NUMBER (PRECEEDING)

TOP OF FOOTING ELEVATION

PLUS OR TENSION

CENTERLINE

BEAM SPLICE

L E G E N D

DETAIL INDICATOR

SECTION INDICATOR

BRICK

PLATE

ITEM

EARTH

CONCRETE (SECTION)

CONCRETE (PLAN)

SYMBOL

AND

STEP IN STRUCTURE OR DEPRESSED SLAB

BAR PLACEMENT

BAR SPACING

BAR SIZE

E=`E'

C=`C'

B=BOTTOM

T=TOP4/12T

INDICATES COLUMN THRU

INDICATES COLUMN BELOW

INDICATES COLUMN ABOVE

T/STL. EL. +20'-8" or (+20'-8")

COLUMN/PILASTER MARK

FOOTING MARK

TOP OF FOOTINGELEVATION

LOAD BEARING CONCRETE BLOCK (CMU)

STEP IN FTG., GRADE BM. OR OTHERSTRUCTURAL ELEMENT

1"

S0.3

1

S0.3

1

0'-0"

CL

PL

CL

WATERSTOP:SHALL BE EXTRUDED PVC WATERSTOPS, RIBBED PROFILE. CORNERS, TEES,AND CROSSES SHALL BE PREFABRICATED BY THE WATERSTOPMANUFACTURER. ALL MATERIALS TO MANUFACTURE WATERSTOPS SHALL BEVIRGIN PVC MATERIAL. THE USE OF REWORKED PVC OR OTHER SUBSTITUTE ISNOT PERMITTED. PVC WATERSTOPS SHALL BE NATURAL COLOR, OFF-WHITE,MILKY COLOR. PVC WATERSTOPS SHALL BE AS MANUFACTURED BYGREENSTREAK OR AN APPROVED EQUAL,BUT SPLICED AS PERMANUFACTURERS INSTRUCTIONS. ALL CONSTRUCTION JOINTS AT LIQUIDRETENTION WALLS AND SLABS SHALL INCLUDE A WATERSTOP. WATERSTOPSSHALL BE CENTERED IN JOINT.

WATERSTOPS FOR CONSTRUCTION JOINTS SHALL BE GREENSTREAK #679 FOR6 INCH WIDTH AND GREENSTREAK #646 FOR 9 INCH WIDTH OR EQUAL ASDETERMINED BY ENGINEER.

WATERSTOPS FOR EXPANSION JOINTS AND CONTRACTION JOINTS SHALL BEGREENSTREAK #731 - 9 INCH WIDTH OR EQUAL AS APPROVED BY ENGINEEREXCEPT AS OTHERWISE NOTED.

CONSTRUCTION JOINTS: CONTRACTOR SHALL SUBMIT DESIRED CONSTRUCTIONJOINT LAYOUT FOR THE PRE-TREATMENT STRUCTURE FOR ENGINEER REVIEWPRIOR TO STARTING CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BEROUGHENED AS DEFINED BY ACI STANDARDS.

PLACE ALL CONCRETE “IN THE DRY”.

PIPE CONCRETE CRADLE TYPE PIPE SUPPORTS: SEE MECHANICAL DRAWINGS.

STEEL BAR GRATING:SEE PLANS FOR SPECIFICATIONSBAND ALL GRATING AT OUTSIDE EDGES AND AT ALL OPENINGS SUCH ASFOR PIPE.STAIR TREADS SHALL BE SERRATED TREADS W/ 2"x3/16" BEARING BARS.

3202 WELDED WIRE FABRIC:TO CONFORM TO ASTM A185, FREE FROM OIL, SCALE AND RUST ANDPLACED IN ACCORDANCE WITH THE TYPICAL PLACING DETAILS OFACI STANDARDS AND SPECIFICATIONS. MINIMUM LAP SHALL BE ONESPACE PLUS TWO INCHES. USE OF FLAT MANUFACTURED SHEETS ISREQUIRED

3301 CONCRETE:A. SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TOACHIEVE A STRENGTH AT 28 DAYS AS LISTED BELOW WITH APLASTIC AND WORKABLE MIX:

4000 PSI FOR FOUNDATIONS4000 PSI FOR COLUMNS, TIE BEAMS,AND ALL OTHER STRUCTURAL

CONCRETE 5000 PSI FOR CHLORINE CONTACT TANK AND WASTE WATERHOLDING TANK

CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI 301-05 STANDARDS AND SPECIFICATIONS.

B. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDEROR LAB TESTS FOR REVIEW PRIOR TO USE. ONLY TYPE II CEMENTSHALL BE USED FOR SLAB-ON-GRADE CONCRETE. MIX SHALL BEUNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER POSITIVEIDENTIFICATION. MIX SHALL MEET THE REQUIREMENTS OF ASTM C33FOR COARSE AGGREGATE. CONCRETE SHALL COMPLY WITH THEREQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING,TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPEDWHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROMTHE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITSFINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2)HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY THAN THATSTATED ABOVE, THE CONCRETE SHALL BE DISCARDED. IT SHALL BETHE RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THE OWNER'SREPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCEWITH THE ABOVE. SLABS SHALL BE CURED USING A DISSIPATINGCURING COMPOUND MEETING ASTM STANDARD C309 TYPE 1-D ANDSHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED ASSOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATERHAS LEFT THE UNFINISHED CONCRETE. SCUFFED OR BROKEN AREASIN THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUMCHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BEUSED ONLY WITH THE APPROVAL OF THE ENGINEER.

C. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTENDESCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BEPLACED WITHIN THE STRUCTURE. FAILURE TO COMPLY MAY RESULTIN REJECTION OF THE MIX. IF ACCEPTED, PEA ROCK PUMP MIX USEIS LIMITED TO VERTICAL ELEMENT POURS AND BEAM POURS LESSTHAN 60 LINEAL FEET PER POUR.

D. CONCRETE DESIGN MIX SUBMITTALS SHALL INCLUDE TESTED,STATISTICAL BACK-UP DATA AS PER CHAPTER 5 OF ACI 318.

E. WATER/CEMENTITIONS MATERIAL RATIO FOR CONCRETE SHALLNOT EXCEED 0.45 BY WEIGHT.

F. WHERE SPECIFIED COLUMN CONCRETE STRENGTH IS 1.4 TIMESTHE SPECIFIED SLAB CONCRETE STRENGTH, SEE COLUMNSCHEDULE FOR PUDDLING REQUIREMENTS. IF REQUIRED, THESTRENGTH OF THE PUDDLED CONCRETE SHALL BE AT LEAST EQUALTO THE STRENGTH OF THE COLUMN CONCRETE. PUDDLING SHALLEXTEND 2'-0" MINIMUM FROM FACE OF COLUMN IN ALL DIRECTIONS.

G. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR DRIPS,CHAMFERS, REGLETS, SLOTS, SLEEVES, ANCHORS, AND INSERTS.UNLESS SHOWN ON STRUCTURAL DRAWINGS NO OPENINGS LARGERTHAN 12"x12" SHALL BE PLACED IN SLABS OR WALLS. FOR OPENINGSNOT SHOWN ON STRUCTURAL DRAWINGS, APPROVALS MUST BEOBTAINED FROM THE ENGINEER PRIOR TO FABRICATION OF STEELAND PLACEMENT OF CONCRETE. LOCATION DRAWINGS FOR ALLSLEEVES AND BLOCKOUTS IN THE CONCRETE SHALL BE SUBMITTEDFOR APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TOPLACEMENT.

H. CONCRETE WALLS SHALL BE CAST MONOLITHIC WITH ADJOININGCOLUMNS UNLESS SPECIFICALLY NOTED OTHERWISE. CONCRETEFOR SUCH WALLS SHALL BE THE SAME TYPE AND STRENGTH ASSPECIFIED COLUMNS.

I. CONFORM TO ACI 306R FOR COLD WEATHER CONCRETING ANDACI 305R FOR HOT WEATHER CONCRETING WHEN ANY COMBINATIONOF HIGH TEMPERATURE, LOW RELATIVE HUMIDITY AND WINDVELOCITY TEND TO IMPAIR THE QUALITY OF THE CONCRETE.CONCRETE IS TO BE REJECTED IF ITS TEMPERATURE AT TIME OFPLACEMENT IS 90°F OR ABOVE. PROTECT SURFACES OF EXPOSEDCONCRETE FROM PRECIPITATION DAMAGE UNTIL ADEQUATESTRENGTH IS GAINED TO PREVENT DAMAGE.

3304 CONCRETE TESTING:A. AN INDEPENDENT TESTING LABORATORY SHALL PERFORM THEFOLLOWING TESTS ON CAST IN PLACE CONCRETE:

a)ASTM C143 - "STANDARD TEST METHOD FOR SLUMP OFPORTLAND CEMENT CONCRETE." SLUMP SHALL RANGE FROM 3 TO 5INCHES.

b)ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVESTRENGTH OF CYLINDRICAL CONCRETE SPECIMENS."

B. A SEPARATE TEST SHALL BE CONDUCTED FOR EACH CLASS, FOREVERY 50 CUBIC YARDS (OR FRACTION THEREOF), 5,000 S.F. OFSURFACE AREA OR EACH PLACEMENT OF EACH MIX DESIGN OFCONCRETE PLACED IN ANY ONE DAY. REQUIRED CYLINDER(S)QUANTITIES AND TEST AGE AS FOLLOWS:

1 AT 3 DAYS (FOR 5000 PSI PT SLABS) 1 AT 7 DAYS 2 AT 28 DAYS

ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THEDIRECTION OF THE ENGINEER, IF REQUIRED. IF 28 DAY STRENGTH ISACHIEVED, THE ADDITIONAL CYLINDER(s) MAY BE DISCARDED. ANYADDITIONAL CYLINDERS REQUESTED BY CONTRACTOR SHALL BE ATCONTRACTOR'S EXPENSE.

C. CYLINDERS AND TEST REPORTS SHALL BE CLEARLY LABELED WITHDATE SAMPLED AND WHERE CONCRETE WAS SPECIFICALLY PLACED.

D. TEST REPORTS SHALL BE KEPT AT JOB SITE, WITH COPIES SENTDIRECLY TO ENGINEER.

3307 PENETRATIONS:NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERSOTHER THAN THOSE SPECIFICALLY DESIGNATED ON THESTRUCTURAL DRAWINGS WITHOUT PREVIOUS APPROVAL OF THEENGINEER. CONTRACTOR SHALL SUBMIT A PENETRATION PLAN FORAPPROVAL INDICATING ANY PENETRATIONS NOT SHOWN ON THESTRUCTURAL DRAWINGS PRIOR TO CONCRETE PLACEMENT.

3406 HOLLOW-CORE SLABS:A. SHALL BE PRESTRESSED CONCRETE HOLLOW-CORE SLABSDESIGNED IN ACCORDANCE WITH ACI 318 FOR THE SUPERIMPOSEDLOADS LISTED IN GENERAL NOTE 1061.

B. PRECAST MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OFPRECAST CONCRETE STRUCTURE, INCLUDING PRECAST CONCRETECOMPONENTS, EMBEDDED METAL IN CAST IN PLACE CONCRETE, ANDMETHODS OF CONNECTION FROM PRECAST COMPONENTS TOBUILDING STRUCTURE.

C. PRECAST MANUFACTURER SHALL SUBMIT SHOP DRAWINGS ANDCALCULATIONS FOR REVIEW BY THE STRUCTURAL ENGINEER OFRECORD PRIOR TO FABRICATING ANY MATERIAL. SHOP DRAWINGSSHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A FLORIDAREGISTERED PROFESSIONAL ENGINEER.

D. PRECAST CONCRETE MANUFACTURER SHALL PROVIDE SUPPORTFROM ADJACENT COMPONENTS FOR ALL COMPONENTS CUT FOROPENINGS DUCTWORK, VENT PIPES, AND SKYLIGHTS. COORDINATESIZE AND LOCATION OF OPENINGS WITH ARCHITECTURAL,MECHANICAL AND PLUMBING DRAWINGS.

E. MIMIMUM COMPRESSIVE STRENGTH OF GROUT FOR GROUTINGBETWEENAND AT ENDS OF PLANKS SHALL BE 4,000 PSI.

F. INSTALL PRECAST PLANKS WITH RESTRAINED ENDS AND ENSURE AFIRE RESISTANCE RATING OF 4 HOURS.


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DATE

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2010



11/1

0/2

010 3

:28:3

7 P

M

STRUCTURAL NOTES & ABBREVIATIONS

S 02


November 2010RDJ

KLI

RDJ


09FTM414

UP

UP

A/C COND.

MM

MM

MM

MM

3"

11/2"

3"

3"

11/2"

3"

1-top2

3

AM top

bottom

bottom

SSSS

S

S S

SS

SS

DN

DN

UP

UP

2

A

TC1 TC1

7 5/8"

F15

3

F12SP

F7

1

F7

4

C2C1C1C2

MW

1M

W1

MW

2

MW2

MW

2

MW

2

MW2

MW

2

MW2

MW

2

MW2

MW

2

WF36

WF24

MW2

WF24

WF

36

WF

36

WF

36

WF36

WF24

WF24

WF24

WF

24

WF

24

WF

24 W

F24

WF

24

WF

24

WF

36

WF

36W

F36

36'-2" 61'-8" 16'-2"

CJ

TC2TC1

TC1 TC1TC1 TC1

CHLORINE CONTACT TANK, SEE SHEETS 10 FOR PLAN & SECTIONS, SEEPROCESS DWGS FOR LOCATION

PUMP SLAB, SEE SHT S10 FOR SIZE & REINF,SEE PROCESS DWGSFOR LOCATION

A/C SLAB

WASTE WATERHOLDING TANK, SEESHEET S 10 FORPLAN & SECTIONS,SEE PROCESSDWGS FORLOCATION

CJ CJ CJ CJ CJ

CJ

CJ

CJ

CJ CJ CJCJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

12'-5

1/2

"8'-4

"18'-1

0 1

/2"

4'-8

"

28'-8" 22'-8 3/4" 7'-7 1/4" 12'-0"

TC

1

TC

1

HSS3X3X3/16(14 TOTAL)SEE 2/S 03

CJ

CJ

-3' - 0"

T/FTG

TC1 TC1

-2' - 0"

T/FTG

1

17

1

1

1

2 2

2

2 2

22 2 2 2

15'-8 5/8"

JR2JR2

JR2

JR2

JR2

JR2

JR2

CJ

11S 05

10S 06

TYP

2S 05

2S 05

9S 06

TYP

-3' - 0"

T/FTG

-2' - 0"T/FTG

-3' - 0"

T/FTG -2' - 0"

T/FTG

T/FTG-2' - 0"

SEE 9/S 05,TYP-2' - 0"

T/FTG

10S 06

3

JR2

JR2

9S 06

3

3 3 3

3

3

10S 06

10S 06

CJ

9S 06

TYP

CJ

CJ

CJ CJ

CJ CJ

-3' - 0"

T/FTG

11S 06

4"SIDEWALK

4"SIDEWALK

CJ

CJ

CJ

CJ

TY

P

MCJ

MCJ

MC

J

MCJ

17

3S 05

3S 05

3S 05

TYP

11S 07

CJ

CJ

1919

CJ

CJ

CJ

CJ

1919

T/FTG

-2'-6"

T/FTG

-2'-6"

18

18

17

2

FOUNDATION PLAN NOTES:1. REINFORCED 6" CONCRETE SLAB-ON-GRADE WITH 6x6-W2.9xW2.9 WWR LOCATED AT CENTER OF SLAB. CUT ALTERNATE CROSS WIRES AT JOINT. SLAB-ON-GRADE SHALL BE CASTON A 15 MIL VAPOR RETARDER OVER WELL COMPACTED FILL MATERIAL. SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION. TOP OF SLAB ELEVATION =0'-0" (8.2' NGVD) UNLESSNOTED OTHERWISE.

2. CJ DESIGNATES SLAB-ON-GRADE TOOLED OR SAW-CUT CONTROL JOINT. FOR TYPICAL DETAILS SEE SHEET S 05.

3. CENTER ALL FOOTINGS ON WALL OR COLUMN UNLESS NOTED OTHERWISE.

4. "WF" DESIGNATES WALL FOOTING. TOP ELEVATION OF ALL FOOTINGS -2'-0" (6.2' NGVD), UNLESS NOTED OTHERWISE.

5. FOR FOOTING AND COLUMN SCHEDULE, SEE SHEET S 08. SEE S 05 FOR TYP DETAILS.

6. SEE MEP DRAWINGS FOR SLAB-ON-GRADE PENETRATIONS.

7. "MW" DESIGNATES CMU WALL. SEE SHEETS S 06 & S 08 FOR SCHEDULES & DETAILS.

8. "TE" DESIGNATES THICKENED SLAB EDGE. FOR DETAILS SEE 2/S 05 & 3/S 05.

9. "JR" DENOTES JAMB REINFORCING, SEE SCHEDULE S 08.

10. SLOPE CONCRETE SLAB 1" TO FLOOR DRAINS. TYP

C10X5.28

C10X

5.2

8C

10X

5.2

8C

10X

5.2

8C

10X

5.2

8

C10X5.

28

C10X5.28

C10X

5.2

8C

10X

5.2

8C

10X

5.2

8C

10X

5.2

8C

10X

5.2

8C

10X

5.2

8

T/GRATING 3' - 6"

4

C10x5.28

C10x5.28

C10x5.28

C10x5.28

6

5

16S 05

C10X

5.2

8

PLATFORM FRAMING NOTES

1. REFER TO SHEET S 09 FOR TYPICAL STAIR & RAILINGDETAILS.

2. CONNECTION OF GRATING SHALL BE PROVIDED BY THEGRATING MFR.

3. ALL PLATFORM FRAMING, STAIR & GUARDRAILS TO BE 6061-T6 ALUMINUM.

4. ALL PLATFORM GRATING TO BE STAINLESS STEEL.

A CJ

CJ

CJ

(14TOTAL)

1

17S 05

5T@11"

6R@7"

1'-6 1/8"2'-2 7/8"

2'-2

7/8

"

6 1

/8"

5'-8

"6'-2

1/4

"6'-2

1/4

"5'-8

"

6 1

/8"

S 0515

6"

S 078

6

PLATFORM FOUNDATION NOTES

1. REFER TO SHEET S 09 FOR TYPICAL PLATFORM, STAIR &RAILING DETAILS.

2. ALL PLATFORM FRAMING AND CONNECTORS TO BESTAINLESS STEEL.

3. CONTRACTOR SHOULD MEASURE AS BUILT CONDITIONSPRIOR TO FABRICATING PLATFORM AND STAIRS


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DATE

FL. Lic. #60487


2010



11/1

1/2

010 1

1:4

6:3

1 A

M

FOUNDATION & PLATFORM FRAMING PLANS

S 03


November 2010RDJ

KLI

RDJ


09FTM414

1/8" = 1'-0"S 03

1 FOUNDATION PLAN

NORTH

NORTH

1/4" = 1'-0"S 03

3

CALCITE PLATFORMFRAMING PLAN

KEYNOTES-

KEY# DESCRIPTION

13 8" CONCRETE SLAB FOUNDATION 2'-6" x 12'-0"(4,000 PSI) W/ #5 @ 12" OC EW MID DEPTH.

14 12" (5,000 PSI) CONCRETE BASE SLAB W/ #6@6"OC T&B AND #4 TEMP REINFORCING @ 12" OCT&B.

15 8" (5,000 PSI) CONCRETE WALLS W/ #5 VERT @6" OC EA FACE, #4@12" OC EA FACE HORIZ.

16 8" (5,000 PSI) CONCRETE WALLS W/ #6@6" OCEA FACE VERT, #4@12" OC HORIZ EA FACE.

17 4" (4,000psi) CONCRETE SIDE WALKREINFORCED W/6x6-W2.0 WWR AT MID DEPTH.SAWCUT CONTROL JOINTS AT 4'-0" OC SEETYPICAL DETAIL ON S-05

18 6" CONCRETE SLAB ON GRADE REINFORCEDW/6x6-W2.9xW2.9 WWR SEE HVAC DRAWINGSFOR LOCATION & SIZE.

19 (2)#4x4'-0" LG @ 3" OC CENTERED IN SLAB.

KEYNOTES-

KEY# DESCRIPTION

7 8" CONCRETE (5,000 PSI) TOP SLABREINFORCED W/ #5 @ 6" OC T&B AND #4 @ 10"OC TEMP T&B.

8 10" CONCRETE (5,000 PSI) BASE SLABREINFORCED W/ #6 @ 6" OC T&B AND #4 @ 10"OC TEMP T&B.

9 10" CONCRETE (5,000 PSI) WALLS REINFORCEDW/ #6 @ 6" OC EF VERT AND #4 @ 10" OC HORIZTEMP EA FACE.

10 6" CONCRETE (5,000 PSI) WALL W/ #6 @ 6" OCVERT AND #4 @ 12" OC TEMP.

11 12" CONCRETE SLAB (4,000 PSI) W/ #5 @ 12" OCEW T&B.

12 10" CONCRETE SLAB (4,000 PSI) W/ #5 @ 12" OCEW MID DEPTH.

KEYNOTES-

KEY# DESCRIPTION

1 CONCRETE HOUSE KEEPING PAD. SEE DETAILSFOR THICKNESS & REINFORCING. SEESECTIONS 13/S 05 & 14/S 05.

2 STAINLESS STEEL MC8x8.5 CONNECTED TOEMBED PL's. SEE SECTION 2/S 08.

3 STAINLESS STEEL BAR GRATING HEAVYWELDED 2"x1/4" SPACED AT 1 3/16" McNICHOLSGHB SERIES 19W4 OR ENGINEER APPROVEDEQUAL.

4 ALUMINUM BAR GRATING 2"x3/16" SPACED AT 13/16" McNICHOLS GAL SERIES 19SG4 ORENGINEER APPROVED EQUAL.

5 L3x3x3/16 CROSS BRACING, TYP

6 ALUMINUM RT3.5x3.5x0.25, TYP

1/4" = 1'-0"S 03

2

CALCITE PLATFORMFOUNDATION PLAN

NORTH

2

A

31 4

CB1 CB1 CB2

19' - 0"

T/BM

TB1

TB1

1/4"

/FT

SLO

PE

1/4"

/FT

SLO

PE

10"

HO

LLO

W C

OR

E P

LAN

K10

" H

OLL

OW

CO

RE

PLA

NK

T/TIE BM

T/TIE BM2

S 07

2S 07

TB

1T

B1

TB

2T

B2

1S 07

CB3 CB3

CB3 CB3

18' - 0"

TB

2T

B2

1S 07

3S 07

W16X40

(+14'-0")

7S 07

6S 07

7S 07

6S 07

5S 07

5S 07

4S 07

2S 08

2S 08

(STEEL BEAM DESIGNED FOR 1TON HOIST)

5S 07

ROOF FRAMING PLAN NOTES:

1. ROOF FRAMING TO BE 10" HOLLOW CORE PLANK W/ EACH JOINT REINFORCED WITHA CONTINUOUS #4 BAR AND GROUTED SOLID. TOP AND BOTTOM SURFACE TO HAVESMOOTH FINISH. SEE SPECIFICATIONS.

2. HOLLOW CORE PLANK SHALL BEAR ON A CONTINUOUS BEARING PAD.

3. HOLLOW CORE BEARING ELEVATION = SEE PLANT/TIE BEAM = SEE PLAN

4. "TB#" DENOTES A CONCRETE TIE BEAM. FOR SCHEDULE SEE SHEET S 08.

5. "CB#" DENOTES A CONCRETE BEAM. FOR SCHEDULE SEE SHEET S 08.

6. SEE S 08 FOR GROSS WIND UPLIFT PRESSURES.

7. SEE 9/S07 FOR HANGER DETAILS.


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DATE

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2010



11/1

0/2

010 3

:28:3

9 P

M

ROOF FRAMING PLAN

S 04


November 2010RDJ

KLI

RDJ


09FTM414

1/8" = 1'-0"S 04

1 ROOF FRAMING PLAN

SLOPE SLOPE

LAP SCHEDULE

BAR LAP

LAP PER SCHED.

STD.HOOK

LAP PER SCHED.

CLR SEEGENERALNOTESTYP

2"

"S"

2"

2"

*

2"

2"

"S"

2"

2"

2"

"S"

"S"

"S"

#4 1'-10"

#5 2'-4"

#6 3'-4"

CORNER BAR TOMATCH BAR SIZE& QUANTITY OFNON-HOOKEDBARS

HORIZ BARS PERBEAM SCHED

ALL BARSTO HAVEHOOK

ST

DH

OO

K

CORNER DETAIL NOTES:"S" INDICATED STIRRUP OR TRANSVERSE FOOTING REINFORCING SPACING (WHERE INDICATED)* APPLIES TO DIMENSIONS LESS THAN 2 TIMES LAP SPLICE OF BARS (i.e. 3'-8" FOR #4 BAR).

STD HOOK

2x8 KEY ATCONSTRUCTION JOINTS

12

*#4 CONT

#4@12" OC

(2) #5 CONT T&B IF DIM"A" EXCEEDS 2'-0" USE #4@ 10" OC HORIZ. INSTEADOF (2) #5 CONT

NOTES:* AS REQUIRED NOT LESS THAN 6 UNLESS FORMED EDGE.** OR AS INDICATED ON ARCHL, COORDINATE W/ SITE CIVIL.

8"

1'-0

"

0"

MIN

**

2'-0

" M

AX

2' - 0"

CLR

3"

1" CLR, SEE GEN NOTES

3'-0

" M

AX

"A"

SEE CIVIL DWGSFOR SIDEWALKSLAB

TE, SEE PLAN

FOR FTGSEE PLAN

#4@12"OC

0'-8"

0'-8"

#4@12"OC

4'-0"

(3)#4 CONTT/FTG

EL=SEEPLAN

1'-0" 1 1/2"

PLA

N

SE

E

6 3

/4"

FTG

FTG1

1 MAX

NOTE:LOWER FOOTING AS REQUIRED TO PROVIDE MAX 1:1SLOPE FROM BOTTOM EDGE OF FOOTING TO BOTTOMOF TRENCH EXCAVATION, OR LOWER FOOTING ASSHOWN BELOW, SO THAT TOP OF FOOTING IS BELOWPIPE, CONDUIT, ETC.

PIPE, CONDUIT, ETC.

BTM OF EXCAVATION FOR TRENCHOR BTM OF ADJACENT FOOTING

PIPE, CONDUIT, ETC

WWR SEE PLAN.PROVIDE IN SHEETS NOT ROLLS

PROVIDE CHAIRS OR SUPPORTBARS TO AVOID DRAPE*

15 MIL VAPOR RETARDER

PREPARED SUBGRADE SEEGEOTECHNICAL REPORT

* SEE GENERAL NOTES FOR OPTIONAL FIBER REINF IN LIEU OF WWR

2"

CLR

PLA

N

SE

E

SAW CUT AS SOON AS POSSIBLEWITHOUT RAVELING CONCRETE (4 TO 6 HOURS AFTER POUR)

NOTE: SEE PLAN FOR CJ LOCATIONS

JOINTFILLER SAW CUT

CUT ALTERNATECROSS WIRES ATJOINT

15 MILVAPORRETARDER

1/4

t

2"

CLR

1st POUR 2nd POUR

15 MIL VAPORRETARDER

FORMED CONSTRUCTIONJT W/ KEYWAY

COMPACTED SUBBASE,SEE GEOTECHNICAL

REPORT FORREQUIREMENTS

DISCONTINUE WWR AT JT

1'-6" 1'-6"

2 3

/4"

2 1

/2"

2 3

/4"1 1/2"

CORNER EDGE INTERIOR

EDGE OF SLAB

ISOLATION JT

COLUMNSEE PLAN

EDGE OFSLAB

EDGE OF SLAB

ISOLATION JTCOLUMNSEE PLAN

ISOLATION JT

COLUMNSEE PLAN

CONSTRUCTION JTOR CONTROL JT *

* IF THERE IS NO CONSTRUCTION JT ORCONTROL JT ADD (2)#4x4'-0" LG IN SLAB.CENTER ON COLUMN.

CONSTRUCTION JTOR CONTROL JT *

MIN

4"

SE

E P

LA

N

SEE PLAN

MIN

4"

MIN

4"

SE

E P

LA

N

SEE PLAN

MIN

4"

* IF THERE IS NO CONSTRUCTION JT ORCONTROL JT ADD (2)#4x4'-0" LG IN SLAB.CENTER ON COLUMN.

"S" TO BE:8" FOR CONCRETE WALLS, 16" MAX.12" FOR CONCRETE WALLS, 24" MAX UNO ON FOUNDATION PLAN

FTG REINF

SAME SIZE AND NO. ASTYP FOOTING REINFSEE PLAN OR SECTIONS 1'-0"

1'-0"

"S"

2x"S" 3" CLRFOR MASONRY WALLSFOR CONCRETE WALLS

"S"

2x"S"

CLR

2"

FOR MASONRY WALLSFOR CONCRETE WALLS

WALL ORPIER

1/2" PREMOLDEDFILLER

t3'-0

"

S 0512

SEE PLAN

8"

TYP

1'-0"

#4@12" OCHORIZ

10"

3"

CLR

3" CLR

2"

CLR

#5@12" OCT&B

#5@12"OC T&B

CONT#5 SOG, SEE

PLAN

#5@12" OCVERT

NOTE: REFER TO ARCH DWGS FORSLOPES. SLOPE TO DRAINS.

MIN

1 1/2" BRG

STEEL GRATINGSEE PLAN

CONSTRUCTION JOINT

CONC TRENCHWALL SEE PLAN

STAINLESS STEELL2x2x3/16 W/ 5/8"øx27/8" LG HS @ 32" OC

SOG SEEPLAN

EQ EQ1 1/2" 1 1/2"

EQ

EQ

1 1

/2"

1 1

/2"

1/4

BASE PL 3/4"x10"x10" W/ (4)SS 3/4"ø WEDGE BOLTS W/MIN 5" EMBED

COLSEE

PLAN

1/2"ø SSTHROUGH BOLT

3/8" PL SPACER

BEAM,SEE PLAN

COLUMN,SEEPLAN

3/8" GUSSETPLATE

ALUMINUM L3x3x3/16 SEE PLANFOR FORCE X-BRACE ANGLESBACK TO BACK

1/4 6N.S. & F.S.

3/16

EM

BE

D

5"

ALUM RT COLSEE PLAN

3/4" ALUMINUM BASE PL

1" SHRINKCOMPENSATINGGROUT

CROSS BRACE SEEPLAN

3/8" ALUMINUMGUSSET PL 4"x8"

1/4

3/4" SS WEDGE BOLT


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DATE


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DATE

FL. Lic. #60487


2010



11/1

0/2

010 3

:28:4

1 P

M

TYPICAL FOUNDATION & PLATFORM FRMGSECTIONS & DETAILS

S 05


November 2010RDJ

KLI

RDJ


09FTM414

1" = 1'-0"S 05

1

TYP TIE BEAM/FOOTING CORNER ENLARGED PLANDETAILS

3/4" = 1'-0"S 05

2 TYP TURNED DOWN SLAB 3/4" = 1'-0"S 05

3 FOOTING AT TURNED DOWN EDGE

3/4" = 1'-0"S 05

10 TYP FOUNDATION INFLUENCE DETAIL

3/4" = 1'-0"S 05

4 TYP SLAB ON GRADE SECTION

1 1/2" = 1'-0"S 05

5 TYP CONTROL JOINT SLABS-ON-GRADE (CJ) 3/4" = 1'-0"S 05

6

TYPICAL CONSTRUCTION JOINT FORSLAB-ON-GRADE

3/4" = 1'-0"S 05

8 TYPICAL COLUMN ISOLATION JOINT DETAILS 3/4" = 1'-0"S 05

9 TYP STEPPED FOOTING DETAIL

1" = 1'-0"S 05

7 ISOLATION JOINT (IJ)

3/4" = 1'-0"S 05

11 TRENCH SECTION

1 1/2" = 1'-0"S 05

12 GRATING BEARING SECTION 3/4" = 1'-0"S 05

15

TYP SQUARE COLUMNBASE PLATE

3/4" = 1'-0"S 05

16 SECTION 1 1/2" = 1'-0"S 05

17 PLATFORM COLUMN BASE SECTION

16"

MIN

UN

O

CLEAN OUT OPENINGS ATGROUT FILLED CELL LOCATIONS.FOR WALLS OVER 4 FT. HIGH

FOUNDATION

GROUT FILLED CELL. PLACEAND CONSOLIDATE GROUT IN 5FT LIFTS. GROUT SOLID ALLCELLS BELOW GRADE

MORTAR CROSS WEBSADJACENT TO FILLEDCELLS

ASTM C-90CMU's

SET FIRST COURSE INFULL MORTAR BEDDING

PLACE METAL LATH OR WIRE SCREENOVER CORES NOT TO BE FILLED (SHEET METALAND FELT PROHIBITED)

VERTICAL REINFORCING W/MATCHING DOWELS IN FOUNDATION.LAP PER SCHEDULE

HORIZ. LADDER-TYPE JOINT REINF @16" O.C. STARTING AT FIRST COURSEABOVE FOUNDATION. LAP SPLICES 6".USE PREFAB L's AND T's AT WALLINTERSECTIONS

CAST IN PLACE REINF CONC TIE BEAM,WHERE DESIGNATED "TB" ON PLAN.PROVIDE AS A MINIMUM AT ALL BEARINGWALLS

#3 STIRRUPS @ 24" OCMIN & @ 6" OC OVERMASONRY OPENINGS W/CLOSED STIRRUPS

(2)#5 MIN T&B

TYPICAL HEAD

TYPICAL JAMB

SEE LINTELSCHEDULE

PRECASTPRE-ENGINEERED

CONCRETELINTEL "U" OR

BLOCK*

OPENING

WIDTH

WALL DIMENSION

AND REINFORCING

CONCRETE BLOCK OR CONCRETE

DEPTH 8" WALL 12" WALL

2'-0" 1#4BOT. 1#4BOT.

2'-1" 3'-6" 1#4BOT. 1#5BOT.

3'-7" 5'-0" 1#5BOT. 2#5BOT.

5'-1" 6'-6" 1#5BOT. 2#5BOT.

6'-7" 8'-0" 1#5BOT. 2#5BOT.

8'-1" 10'-0" 1#5BOT.

MIN. MAX.

CMU LINTEL SCHEDULESOLIDGROUTEDLINTEL

* SUBMIT MANUFACTURER LOAD TABLESFOR REVIEW PRIOR TO CONSTRUCTION

TYPICAL SILL

SEE SCHED, SAMEREINF AS

NEIGHBORING WALLTYP, UNO

2#5 CONT

HOOK ALL VERTREINF INTOBOND BEAM

(1) #7 MIN. FULL HT.W/ DOWELS SEE PLAN

7 5/8"

7 5/8"

7 5/8"

7 5/8"

7 5/8"

15 5/8" -

-

SCHED

SEE

SE

E S

CH

ED

ULE

DE

PT

H

SEESCHEDULE

SC

HE

DU

LE

SE

E

NOTES:1. DO NOT USE THIS SCHEDULE IFCONCENTRATED LOAD IS APPLIED TO LINTEL.2. PROVIDE 0'-8"(MIN.) BEARING AT EACH END FORMASONRY.3. PROVIDE CURVED LINTELS AT ALL ARCHEDOPENINGS. SEE ARCH'L DRAWINGS FOR CURVEGEOMETRY AND INFORMATION.4. MASONRY CONTROL JOINTS SHALL NOTOCCUR THROUGH LINTELS.5. PRECAST LINTELS MAY BE USED IN LIEU OFLINTELS SHOWN. PROVIDE SIGNED AND SEALEDDRAWINGS AND CALCS OR MANUFACTURER'STEST RESULTS.

PROVIDE BARS SUPPORTS TOPOSITION BARS TO ALIGN W/ HOLESIN PRECAST LINTELS

WALL

EDGE OFOPENING

GROUT SOLID W/ (2)#7

8" x 16"

CL

2"TYP

"D"

LAP

SE

ES

CH

ED

ULE

* SEE ARCHL FOR WINDOW ROUGHOPENING SIZE. IF "D">16 PROVIDEPRECAST LINTEL, SEE 4/S 06

* PO

UR

DO

WN

FND,SEE PLAN

TIE BEAM SEE PLAN

IF "D">4" PROVIDE #3 SHAPED TIES @8" OC

(2)#4 BOTW/ HK IF "D"<4"

JAMBREINF, SEEPLAN (2)#5 MIN

8" DEEPGROUTED BONDBEAM W/ (1)#6& HK EA END

SILL REINF & CMU OMIT @ DOORS.AT WINDOW SILLS PROVIDE REINFPER SCHED FOR "SILL"

MOSEE ARCHL DWGSFOR DIMENSIONS

8" MINBRG

LAP

SE

ES

CH

ED

ULE

8" CMU WALL SEESCHEDULE FOR

REINFORCEMENT

SLOT BOTTOM OF LINTEL FOR JAMB ORTC REINFORCEMENT TO PASS

PRECAST CONCRETELINTEL SEE SCHEDULE

FOR TOPOF SLAB ELSEE FLR PLAN

VERTICAL REINF OVERLINTEL TO BE SAME SIZEAND SPACING ASADJACENT WALL REINF

JAMB REINF SEE PLAN(2)#5 MIN

TIE COLUMN

STRUCTURAL COLUMN

IF COLUMN IS CAST BEFOREMASONRY WALL IS

RUN UP, USE DOVETAIL ANCHORS

GALVANIZED LADDER-TYPEJOINT REINFORCING@ 16" OC

DOVETAIL ANCHOR SLOT NO. 100 BY HECKMAN(OR ENGINEER APPROVED SUBSTITUTION)

1" W x 16 GA. GALVANIZED DOVETAIL ANCHOR @16" OC NO. 106 BY HECKMAN (OR ENGINEERAPPROVED SUBSTITUTION)

GROUT FILLED CELL

#5 MIN.

GALVANIZED LADDER-TYPE JOINTREINFORCING @ 16" OC

GROUT FILLED CELL

0.145"ø POWDER ACTUATED FASTENER W/ 1"EMBED. DO NOT DISTURB ANY COLUMN

REINFORCEMENT DURING INSTALLATION.

1" W x 16 GA. GALVANIZED DOVETAIL ANCHOR AT16" O.C. NO. 106 BY HECKMAN (OR ENGINEERAPPROVED SUBSTITUTION)

#5 MIN.

CO

VE

R1 1

/2"

CLR

7 1/2"±

7 1/2"±

CMUCONTROL JOINT

RAKED JOINT

TIE BEAM,CONT REINFTHRU JOINT

7S 06

GALV JOINTREINF @ 16" OC.STOP AT CJ

GROUT FILLED CELLW/REINF AT EA SIDE OF JOINT

3/4" RAKED MORTARJOINT W/ CAULKINGEA SIDE OF WALL BUILDING PAPER OR

OTHER BOND BREAKER

BACKER ROD

APPLY SEALANT TOFACES PRIOR TO CAULKING

BACKER ROD

3/4" RAKED MORTAR JOINTW/ CAULKING EA SIDE OF WALL

CONCCOL OR WALL

FILL CORE W/ MORTAR

BUILDERPAPER OROTHER BOND BREAKER

GROUT FILLEDCELL W/ REINF

NOTE: JOINTS IN FINISHMUST ALIGN W/ CMU JOINTS

FILL CORE W/ MORTAR

APPLY SEALANT TO

FACES PRIOR TO CAULKING

NOTE: MAXIMUM ALLOWABLE JOINT SPACING = 50'-0" UNO ON PLAN.

#5 MIN8S 06

LA

P P

ER

SC

HE

D

8" CMU WALLSEE PLAN

SOG SEE PLAN

DOWELS TO MATCHWALL REINF

GROUT FULL EA CELLBELOW SLAB

CONC FTGSEE PLAN

FTG REINFSEE SCHED

3"

CLR

3" CLR

1/2" IJ

SOG SEEPLAN

1/2" IJLA

P P

ER

SC

HE

D

8" CMU WALLSEE PLAN

#4x4'-0" @ 24" O.C.

DOWELS TOMATCH WALL

REINF

GROUT FULL EACELL BELOWSLAB

CONC FTGSEE PLAN

FTG REINFSEE SCHED

(1) #5CONT

EXTERIORVENEER

3" CLR

3"

CLR

SOG SEE PLAN

CMU WALLSEE PLAN

8"x8" CONCHEADER

1#6

CONCRETESLAB

PROVIDECOMPRESSIBLESLEEVE FOR POSSIBLESETTLEMENT, TYP

CONCRETE FTG SEEPLAN

TRENCH BEYOND, POUR CONCRETE WALL 8"AFTER PLUMBING IS INSTALLED & SLEEVED

DOWEL TOMATCH

REINF, TYP

#5@12"OC

LA

P P

ER

SC

HE

DU

LE

FIN FLR

EL=0'-0"

12S 06

CMU WALLSEE PLAN

8"x8" CONCRETEHEADER W/ (1) #6

8" CONCRETEWALL

CONCRETE WALLFOOTING, SEEPLAN

CONCRETETRENCH FOOTING

TRENCH WALLBEYOND

T/SOG

SC

HE

DU

LE

LA

P P

ER


FILE No.

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AS NOTED

CAD REFERENCE

PROJECT NO.

SHEET NO.

DATE


DESIGNED BY

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CHECKED BY

SCALE




DATE

FL. Lic. #60487


2010



11/1

0/2

010 3

:28:4

2 P

M

TYPICAL MASONRY SECTIONS & DETAILS

S 06


November 2010RDJ

KLI

RDJ


09FTM414

3/4" = 1'-0"S 06

1 TYPICAL MASONRY WALL CONSTRUCTION 1" = 1'-0"S 06

4

CMU WALL HEAD, JAMB AND SILL REINFORCINGAND SCHEDULE

1 1/2" = 1'-0"S 06

5 WALL OPENING JAMB DETAIL

1/2" = 1'-0"S 06

3 TYP MASONRY DOOR/WINDOW ELEVATION 1/4" = 1'-0"S 06

2 TYP MASONRY OPENING LINTEL DETAIL

1" = 1'-0"S 06

6 COLUMN ANCHORAGE DETAILS

1/2" = 1'-0"S 06

8 SECTION AT MCJ

1" = 1'-0"S 06

7 MASONRY CONTROL JOINT (MCJ)/REINF DETAIL

3/4" = 1'-0"S 06

9 INTERIOR MASONRY WALL SECTION 3/4" = 1'-0"S 06

10 EXTERIOR MASONRY WALL SECTION 1/2" = 1'-0"S 06

11 TRENCH ELEVATION AT EXTERIOR WALL 1/2" = 1'-0"S 06

12

TRENCH WALL SECTIONAT EXTERIOR WALL

3"

HOOK ENDSOF VERT BARS

#3@12"OC

REMOVE EDGE OFPLANKING AS SHOWN

(2)#4CONT

HOLLOW CORE PLANKING

CMU WALL SEE PLAN

10"

CONT #4 IN FULLYGROUTED JOINTS

1/4TIE BMSEE PLAN

L6x6x5/16 x 12" LG @ 4'-0" OC

HOLLOW CORE GALVANIZED WELD PL's BYHOLLOW CORE FABRICATOR, COORDINATEW/ CONN ANGLE TO WALL

NOTE:1. WELD PL's BY HOLLOW COREFABRICATOR, NO SUBSTITUTIONS.

(2) 3/4"øSTAINLESS

STEEL WEDGEBOLTS W/ MIN6" EMBED @ 9

1/2" OC

HOOK ENDSOF VERT

BARS

#4@4'-0" OCGROUTED INSLAB KEYWAY

(2)#4CONT

HOLLOW COREPLANKING

TIE BMSEE PLAN

CMU WALLSEE PLAN

4'-0"

6"

CONT BEARINGPAD, TYP

STD HOOK END OF BAR

#4x4'-0"@4'-0" OC GROUTEDIN SLAB KEYWAY

(1)#4 CONT

HOLLOW COREPLANKING

CONC BMSEE PLAN

GROUTED VOID

CONTBEARINGPAD, TYP

#4x3'-0" LG @ 4'--0" OC GROUTEDIN SLAB KEYWAY, DRILLED &

EPOXY INTO CONC BM

NOTE: BEAMS MAY HAVEPENETRATIONS FOR FIRE SPRINKLERPLUMBING AND CONDUIT. COORDINATELOCATIONS AND SIZES WITH ENGINEERAPPROVED SHOP DRAWINGS ANDELECTRICAL DRAWINGS.

SAW CUT NOTCH IN HOLLOWCORE @ 4'-0", ALTERNATE SIDES

DRILL & EPOXY #4INTO CONC TIE BM W/6" EMBED @ 4'-0" OC

FULLY GROUT NOTCHW/ 5,000 PSI GROUT

CONT #4HOLLOW COREROOF

STD 90° ACI HOOK ATTOP OF VERT REINF

CONC TIE BMSEE PLAN

CMU WALLSEE PLAN

6"

12"

8" CMU NON-BEARINGPARTITION, SEE SCHEDFOR REINF

ROOF HOLLOWCORE, SEE PLAN

CONT DBL COURSEBOND BEAM W/ (1)#6

CONT EA COURSE

T/WALL

SEE ARCH

SLOPE

6"

5'-8

"

HOLLOW COREPLANK, SEE PLAN

CONC BM,SEE PLAN

#5@12" OCHORIZ,CENTERED

6" MIN TAPEREDCONC WINGWALL

PRE-ENGINEEREDCANOPY

CONCCOL, SEE

PLAN

SEE TYP HOLLOW COREPLANK BEARING DETAIL

S 072

NOTE: REFER TO ARCH DWGSFOR WATERPROOFINGDETAILS.

NOTE: SEE ARCH DRAWINGSFOR DIMENSIONS

SLOPE

6"

7'-4

"

CONC BM,SEE PLAN

#5@12" OCHORIZ,CENTERED

6" MIN TAPEREDCONC WINGWALL

CONCCOL, SEE

PLAN

#5@12" OCVERT,CENTERED

4'-0"

CONCCOL, SEE

PLAN

#5@12" OCEW BOTT

NOTE: REFER TO ARCHDWGS FORWATERPROOFING DETAILS.

NOTE: SEE ARCH DRAWINGSFOR DIMENSIONS

8"

1 1/2"1"

4" 1 1/2"

10"

6"

BASE PLATE 3/4"x10"x0'-10"

CL

CL

1 1

/2"

EQ

EQ

1 1

/2"

5/8" DIA THREADED RODFOR HVAC UNITS

WASHER PLATE1/4x4x4

20 GA. METAL STRAPSGROUTED IN SLAB JOINTFOR LIGHT GYO. CEILINGSAND DUCT WORK

TOGGLE BOLT-ONLY FORVERTICAL LOADS,

PLUMBING PIPES, ETC

EXPANSION BOLT- ONLYWITH SUFFICIENT BOTTOM

THICKNESS

OVERHEAD DOOR JAMBCONCRETE COLUMNSEE PLAN

STAINLESS STEEL MC8x8.5FROM SLAB ON GRADE TOBOTTOM OF HEADER BEAM W/3/4"x6" HS@18" OC

JOINTFILLER

SAWCUT

#6x1'-4"@12" OCWWR

15 MILVAPORRETARDER

SAWCUT AS SOON ASPOSSIBLEWITHOUT RAVELINGCONCRETE(4 TO 6 HOURS AFTERPOUR)


FILE No.

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FAX: (239) 278-4289

©

2009.020

AS NOTED

CAD REFERENCE

PROJECT NO.

SHEET NO.

DATE


DESIGNED BY

DRAWN BY

CHECKED BY

SCALE




DATE

FL. Lic. #60487


2010



11/1

0/2

010 3

:28:4

3 P

M

TYPICAL HOLLOW CORE & CONCRETE SECTIONS &DETAILS

S 07


November 2010RDJ

KLI

RDJ


09FTM414

3/4" = 1'-0"S 07

1

10" HOLLOW CORE EDGE DETAIL AT ROOF(PARALLEL)

1 1/2" = 1'-0"S 07

2

10" HOLLOW CORE EDGE DETAIL AT ROOF(PERPENDICULAR)

3/4" = 1'-0"S 07

3 10" HOLLOW CORE SECTION AT ROOF 3/4" = 1'-0"S 07

4 HOLLOW CORE PLANK BEARING

1/2" = 1'-0"S 07

5

TYPICAL INTERIOR CMUPARTITION SUPPORT

3/4" = 1'-0"S 07

6 LOUVER EYE BROW 3/4" = 1'-0"S 07

7 ROLL UP DOOR EYE BROW

1 1/2" = 1'-0"S 07

8 STEEL COLUMN BASE PLATE

3/4" = 1'-0"S 07

9 HANGER DETAILS

3/4" = 1'-0"S 07

10 COLUMN PROTECTION SECTION

1 1/2" = 1'-0"S 07

11 TYP CONTROL JOINT IN WORK SHOP SLAB

MW1 8"#6@24"OC CORNERS,

INTERSECTIONS & JAMBS

MW2 8" #5@32"OC

MASONRY WALL SCHEDULEMARK THICKNESS REINFORCING COMMENTS

NOTES:PROVIDE A MINIMUM OF (1)#6 VERT REINF BAR IN A GROUT FILLED CELLAT ALL WALL INTERSECTIONS, CORNERS, AT ENDS OF WALLS AND ATEDGES OF ALLWALL OPENINGS EXCEEDING 2'-0" IN WIDTH. INTERIORWALLS DO NOT REQUIRE ANY ADDITIONAL VERT REINF UNLESSSPECIFICALLY SHOWN OTHERWISE ON PLAN.

8" #4 1'-8"

8" #5 2'-1"

8" #6 3'-7"

8" #7 4'-11"

12" #4 1'-8"

12" #5 2'-1"

12" #6 3'-3"

12" #7 3'-10"

WALL THICKNESS BAR LAP

MASONRY VERTICALREINFORCEMENT LAP

SCHEDULE

#4 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4"

#5 1'-7" 1'-5" 1'-4" 1'-4" 1'-4" 1'-4"

#6 1'-10" 1'-8" 1'-7" 1'-5" 1'-4" 1'-4"

#7 2'-9" 2'-5" 2'-3" 2'-1" 1'-11" 1'-10"

#8 3'-1" 2'-9" 2'-7" 2'-4" 2'-3" 2'-1"

#9 3'-8" 3'-3" 3'-0" 2'-9" 2'-7" 2'-6"

#10 4'-6" 4'-1" 3'-9" 3'-5" 3'-3" 3'-0"

#11 5'-3" 4'-8" 4'-3" 3'-11" 3'-8" 3'-6"

COLUMN VERTICAL BAR LAPLENGTH SCHEDULE

BAR 4000 PSI 5000 PSI 6000 PSI 7000 PSI 8000 PSI 9000 PSI

NOTES:1. LAPS SHOWN ARE CLASS "B" TENSION LAPS. FORCLASS "A" LAPS DIVIDE LAP LENGTHS BY 1.3.

STANDARD HOOK LENGTHS

BAR SIZEREINF HOOK STIRRUP & TIE HOOKS

L1 L2 L3

REINF HOOKS STIRRUP & TIE HOOKS

#3 6" 4" 2 1/2"

#4 8" 4 1/2" 3"

#5 10" - -

#6 1'-0" - -

#7 1'-2" - -

#8 1'-4" - -

#9 1'-7" - -

#10 1'-10" - -

#11 2'-0" - -

L1 L2

L3

C1 16 16 (12)#5 #3@12" A

CONCRETE COLUMN SCHEDULE

MARKT

(INCHES)W

(INCHES)VERT

REINFORCINGTIES TYPE

C2 12 16 (10)#5 #3@12" B

TC1 7 5/8 16 (8)#5 #3@8" C

TC2 7 5/8 12 (6)#5 #3@8" D

LAP PER SCHED

CONCRETE COLUMN DETAIL

SLAB OR BEAM,SEE PLAN

HOOK VERTICAL REINFAS SHOWN (UNDER

TOP STEEL)

STD ACI90° HOOK

DOWELS SHALL BETHE SAME SIZE ANDSPACING ASCOLUMN REINF

SLAB OR BEAM,SEE PLAN

SLOPE 1 TO6 MAX (NOTE 1)

PROVIDE (3) TIES @3" OC AT BEND

COLUMN TIESSPACED @ S

PROVIDE 2 TIESIN FOUNDATION

LOOSE DOWELS WHEREREQD (NOTE 1)

COLUMN TIESSPACED @ S

LOWESTREINF LAYER

(NOTE 4)

LOWEST REINF LAYER(NOTE 4)

NOTES:1. WHERE COLUMN FACE IS OFFSET 3" OR GREATER, VERTICAL BARS SHALL NOT BEOFFSET BENT. LOOSE DOWELS SHALL BE PROVIDED.

2. FOR TIE SPACING "S", SEE COLUMN SCHEDULE.

3. WHERE BEAMS FRAME FROM FOUR DIRECTIONS, TERMINATE THE TIES NOT MORETHAN 3" BELOW THE LOWEST HORIZONTAL REINFORCEMENT IN THE SHALLOWESTBEAM.4. ASSUME 1" ABOVE SLAB SOFFIT FOR PT CONSTRUCTION WHERE NO BOTTOM BARSARE PRESENT.

9"

3"

LA

P P

ER

SC

HE

DU

LE

(MA

X)

S/2

S

S

.S

CH

ED

ULE

LA

P P

ER

OFFSET (NOTE 1)

. S/2 MAX (NOTE 2)

.

S/2MAXS

S. S/2 MAX

(NOTE 3)

3"

TY

P3"

CLR

TYP3" CLR

JR1 1#6

MASONRY JAMBREINFORCING SCHEDULE

MARK REINFORCEMENT

JR2 2#7

NOTES:1. JAMB REINFORCEMENT IS CENTERED ON WALL.2. CONTINUE JAMB REINFORCEMENT TO ROOFPARAPET WHERE POSSIBLE.

TYPE A TYPE B TYPE C TYPE D

TYP

a = 7'-6"

3

3

2 1

2

2 3

2

3

NOTE: UPLIFT PRESSURES BASED ON EFFECTIVEAREA OF 10SF.

UPLIFT PRESSURES(GROSS)

ZONE PRESSURE (PSF)

1 -52.0

2 -87.0

3 -131.0

ROOF GROSS WINDUPLIFT PRESSURE

5

4

55

4

5

ϴ a

a

a

a

h

WINDOW & DOOR WIND PRESSUREDIAGRAM

a= 7'-6" TYP

ROOF UPLIFT DIAGRAM

NOTE:POSITIVE PRESSURES ACT TOWARDCOMPONENTS & CLADDING SURFACE ANDNEGATIVE PRESSURES ACT AWAY FROMCOMPONENTS & CLADDING SURFACE

WINDOW & DOOR COMPONENTS& CLADDING WIND PRESSURE

WINDOW & DOOR WIND PRESSURESCOMPONENT & CLADDING

ZONE

4

AREA

47.5/-51.5

20 50 10010

45.4/-49.3 42.6/-46.6 40.5/-44.5

5 47.5/-63.3 45.4/-59.1 42.6/-53.5 40.5/-49.3

a = 7'-6"

NOTE:POSITIVE PRESSURES ACT TOWARD COMPONENTS &CLADDING SURFACE AND NEGATIVE PRESSURES ACT AWAYFROM COMPONENTS & CLADDING SURFACE.

SCHEDULE

BEAM SIZE# ROWS

OF BOLTS

EMBED PL GUSSETPL

THICKNESSL

* LONG DIMENSION VERTICAL

CLEMBEDPL & BM

PL * STUDS

W8, W10, MC8 2 6"

W16 4 12"

2"

TY

P

3/4"ø A325N BOLTS. PROVIDE 1" LONGHORIZ SLOTS IN BEAM WEB. FINGERTIGHTEN NUTS AND PEEN THREADS

1/2" CLR

9" L

3"

TY

P1 1

/2"

TY

P

5/163"

4 1/2"

5/8x10x0'-10"

5/8x10x1'-6"

(4)3/4" DIAx4-7/8" LG 3/8"

3/8"(6)3/4" DIAx4-7/8" LG

'X'#4 OR 'Y'#4(USE LARGER)

SPAN 'X'

'X'/4

SPAN 'Z'SPAN 'Y'

'S2''S1'

Y#3

'S1'

Y#3

6" MIN. 'S1'#2

NOTE 1

CLASS 'A' TENSION LAPAT MIDSPAN UNO INSCHEDULE

ST

D. H

OO

K

BOTTOM BAR

TOP BAR

`C`BAR

ST

D. H

OO

K

`C` BAR

SEE NOTE 6

'M' BARS, WHERE INDICATED INSCHEDULE, TO BE PLACEDBETWEEN T&B BARS EQUALLYSPACED. (CLASS 'B' TENSIONLAP)

STIRRUPS-SEE SCHEDULE FORSPACING, USE 90° END HOOKS,TYP. (USE 135° END HOOKS ATSTIRRUPS MARKED "CLOSED")

TOP BAR

SEENOTE 2

COL, WALL OR PILE

`E` BAR(SEE NOTE7)

'-

/"0 1 25256

0"

2" CLR

' - /"0 11 43 64

' - /"4 0 115 256

BEAM NOTES:

1. START STIRRUP SPACING @ 'S1'/2 FROM FACE OF SUPPORT.2. EXTEND A MINIMUM OF 1/4 OF THE MAXIMUM BOTTOM REINFORCEMENT (2 BAR MINIMUM) TO DEVELOP FULL TENSION CAPACITY & HOOK AT SUPPORT.3. 'S1' AND 'S2' DENOTE STIRRUP SPACING. S2 IS 18" ON CENTER UNLESS NOTED OTHERWISE4. * INDICATES STIRRUP SPACING S1 TO BE MAINTAINED THROUGHOUT SPAN.5. FOR ALL BEAMS OVER 24" DEEP, PROVIDE #7@12" EF "M" BARS.6. ALL BOTTOM REINFORCEMENT TO BE LAPPED WITH A CLASS "A" TENSION LAP SPLICE OR PROVIDE CONTINUOUS BOTTOM BARS.7. 'E' BARS LISTED IN SCHEDULE APPLY TO THE RIGHT HAND SUPPORT OF SPAN.8. FOR TIE BEAM HORIZONTAL REINFORCING DETAIL AT CORNERS AND INTERSECTIONS SEE 1/S 05.

' - /"6 7 189 256 ' - /"1 6 43 256

' - "0 2 ' - /"0 3 33 64

'-

/"0 1 25256

0"

' - /"1 4 127 128' - /"1 4 87 256

' - /"1 5 125 128

' - /"1 4 89 128'Z' OR Y/4 (USE LARGER)UNO IN BEAM SCHEDULE

0"'-

/"0 1 165256 2" CLR

BOTTOM TOP "C" "E"

CB1 24x60 5#9 5#9 5#9 - #3@10" (CLOSED) *

CB2 24x36 5#9 5#9 - - #4@10" (CLOSED) *

CB3 7 5/8x16 (2)#7 (2)#6 - - #3@6" *

TB1 8x16 2#5 2#5 - -#3@24" (CLOSED) *

#3@6" (CLOSED) OVER OPENINGSTIE BEAM

CONCRETE BEAM SCHEDULE

BEAMMARK

BEAMSIZE

(WxD)INCHES

REINFORCINGSTIRRUPS @ SPACING S1 COMMENTS

TB2 7 5/8x20 2#6 2#5 - - #3@6" (CLOSED) * TIE BEAM AT EYE BROWS

(a) ADDED REBAR AROUND HOLES

ADD (3) #4STIRRUPS@ 3" OC EA SIDE

ADD (2) #6 T&B EAEXTEND 2'-0"

BEYOND HOLE

H/4 MAX HOLE THROUGHBEAM STEM

EQ

EQ

H

OF STIRRUPS IN BM SCHEDNOT TO EXCEED SPACING

SLAB

d1

1.5d1

MINd2d1</=d2

BEAMSTEM

(b) HOLES NEXT TO ONE ANOTHER

SLAB

HOLE THROUGHSTEM

(C) HOLES NEXT TO SUPPORTS

H

SPAN/3

FACE OFSUPPORT


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DATE

FL. Lic. #60487


2010



11/1

0/2

010 3

:28:4

5 P

M

SCHEDULES

S 08


November 2010RDJ

KLI

RDJ


09FTM414

FOOTING SCHEDULE

TYPE LENGTH WIDTH THICKNESS

BOTTOMREINFORCING

LW

BOTTOMREINFORCING

SWTOP

REINFORCING COMMENTS

F7 7' - 0" 7' - 0" 2' - 0" 9#6 9#6 -

F12SP 16' - 0" 12' - 0" 2' - 0" 12#8 16#8 -

F15 15' - 0" 15' - 0" 2' - 0" 16#8 16#8 -

WF24 CONT 2' - 0" 1' - 4" 3#5 #5@24"OC -

WF36 CONT 3' - 0" 1' - 4" 4#5 #5@24"OC -

1/8" = 1'-0"S 08

1 CONCRETE COLUMN DETAIL

1" = 1'-0"S 08

2

TYP STEEL BEAM CONNECTION TO CONCRETECOLUMN OR WALL PANEL

3/4" = 1'-0"

TYP BENDING DIAGRAM FOR BEAMS & ONE WAY SLABS

1/4" = 1'-0"S 08

4 PENETRATION THROUGH BEAM

2 1/2" 7" 1 1/2" MIN

3/16

1" GROUT

ELEVATION

PL 1/4" x FLANGEWIDTH

3/16

PL 3/8" x 5 1/2"LENGTH VARIES W/ SLOPE.SLOT 11/16" x 2 1/2" HOLES

ALONG STAIRWAY

(2) 5/8"ø SSADHESIVE ANCHORS

W/ 6" EMBED

1 1/4"

PL 3/8" x 5 1/2"LENGTH VARIES W/ SLOPE.SLOT 11/16" x 2 1/2" HOLESALONG STAIRWAY

SEE PLANS FORSTAIR WIDTH

PL 1/4" x FLANGEWIDTH

1" GROUT

(2) 5/8"ø SSADHESIVEANCHORS

SECTION

NOTES:1. USE BASE PLATE OF SAME METAL AS STRINGER.2. PROVIDE PROTECTION FOR DISSIMILAR METALS AND CONCRETE ASSPECIFIED.3. STAIR HANDRAIL NOT SHOWN.4. ALL HANDRAIL TO BE WELDED JOINTS AT THE HORIZONTAL RAILS ANDVERTICAL POSTS.

TYP UNO11"

1" ±

10" RUN

FO

R H

EIG

HT

TY

P

RIS

ER

, S

EE

DR

AW

ING

S

1"

ALUM STAIR TREAD

STAIRWAYWIDTH

BEARING BARS ALUMTREAD

2'-3" OR LESS 1 1/4" x 3/16"

2'-9" OR LESS 1 1/2" x 3/16"

3'-3" OR LESS 1 3/4" x 3/16"

4'-7" OR LESS 2" x 3/16"

UNO ON PLANS

3'-0"

ALUM STAIRTREAD

2" CLEARFROM ANY OBJECT

. .

NOTES:1. SEE PLANS AND OR SPECIFICATIONS FOR MATERIALSUSED FOR STAIRWAY. USE C10X5.28 ALUM STRINGERSUNLESS NOTED OTHERWISE.2. STAIR TREADS SHALL BE MADE OF SERRATED ALUMGRATING.3. TREAD MANUFACTURER TO VERIFY HOLE LOCATION FORBOLTED CONNECTIONS.4. ALL BOLTS AND CONCRETE ANCHORS SHALL BESTAINLESS STEEL.5. STAIR HANDRAIL NOT SHOWN FOR CLARITY.

TYP UNO11"

1" ±

10" 6"

ALUMINUM STAIR TREAD

ALUMINUM STAIR STRINGER

T/GRATING

RIS

ER

1/2"

C

1 1

/4"

3"

3"

CO

PE

D F

LA

NG

E

1 1

/4"

MIN

AT

(2) 5/8"ø SS BOLTS

L3 1/2x3 1/2 x 5 1/2" MIN W/ (2)5/8"ø SS BOLTS OR WELD TOSTRINGER (TYP)

NOTES:1. FOR CHANNEL SIZES SEE PLAN2. HANDRAIL NOT SHOWN3. COPE STRINGER MINIMUM AS REQUIRED

TYP

G

1 1/2"ø ALUMINUMPIPE

1 1/2"ø ALUMINUMPIPE

SEE MOUNTING OPTIONS FORMEANS OF ATTACHMENT

HANDRAIL SHALL COMPLYW/ OSHA AND FBC

MIN4"

2'-0

"1'-6

"

5'-0" MAX

3'-6

"

MIN

1/4

"

MIN

1 1/2"

HANDRAIL + 6"

1"

MIN

CO

L +

1 1/2"ø HANDRAILSUPPORT COLUMN

CHANNEL FLANGE

CL HANDRAIL

1 1/2"ø HANDRAILSUPPORT COLUMN

CHANNEL FLANGE

MIN

1/2

"

5/8"ø SS W/ LOCK

GUSSET

4"

1 1/2" RAILING POST

T/CONCRETE ORALUMINUM CHANNEL

6" SQUARE STANDARD SLEEVE TYPE SIDEMOUNT FASCIA PLATE BY NORCO, ORAPPROVED EQUAL

3/8"ø FASTENERS

CONC OR ALUMINUM CHANNEL

STANDARD END CAP

(2) 3/4"ø SSTHRU BOLTS

L3x3x1/4 x 5 1/2" LONG W/(2) 3/4"ø SS BOLTS

NOTE:STAGGER BOLTS FOR CHANNELCONNECTION IN OPPOSITE DIRECTION


FILE No.

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DATE

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2010



11/1

0/2

010 3

:28:4

5 P

M

STAIR SECTIONS & DETAILS

S 09


November 2010RDJ

KLI

RDJ


09FTM414

1" = 1'-0"S 09

1 STAIR BOTTOM TO CONCRETE CONNECTION 1" = 1'-0"S 09

2 STAIR ELEVATION 1" = 1'-0"S 09

3 STAIR CROSS SECTION 1" = 1'-0"S 09

4 STAIR TOP TO CHANNEL CONNECTION

1" = 1'-0"S 09

5 HANDRAIL DETAILS

3" = 1'-0"S 09

6 CHANNEL FLANGE

3" = 1'-0"S 09

7 SIDE MOUNTING BRACKET 1 1/2" = 1'-0"S 09

8

TYPICAL CHANNELCONNECTION TO POST

7

TEMPREINF

12'-8

"

24'-8"

4'-1" 2'-6"

1'-1

"2'-6

"

5S 10

6S 10

7

12S 10

(2)#5B (2)#5B

8

TEMPREINF,

TYP

9

10

3'-1

0"

6"

8'-4

"

7'-4

"6"

4'-1

0"

3'-10" 9'-4" 11'-6"

20'-10" 3'-10"

5S 10

6S 10

10

24'-8"

10

4'-0

"

1'-0" 10" 12'-6" 6" 10'-0" 10"

TYP1'-0"

8"

7'-4

"8"

8'-8

"

5'-3

"

8"

8'-8

"

9'-4

"

10"11 3/4"

1'-0 1/2" **

10'-3 3/4" 8" 10'-0" 10"

8

9

7

9

8" WIDE x 14" DP CONCRETE CURB W/ (2)#5 T&B AND #3 TIES @ 6" OC, TYP (NOTIES REQD OVER WALL)

** COORDINATE W/PROCESS DWGS

8" WIDE x 14" DP CONCRETE CURB W/(2)#5 T&B AND #3 TIES @ 6" OC, TYP(NO TIES REQD OVER WALL)

9

9

TYP

1'-0"10" 4'-0" 6" 3'-0" 6" 3'-0" 10"1'-0"

12'-8"

8'-8

"

8"

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

9 1/4" **

5'-5 3/8"

8"

9'-4

"

** COORDINATE W/PROCESS DWGS

KJ, WS TYPSEE TYP DETAILSON S 11

12

4'-0" 6'-3"

13'-0

"7'-6

"

20'-6

"

7'-1" 3'-2"

7"

12'-0

"5"

LOWER SLABSEE 7/S 10

7S 10

CJ

CJ

CJ

4"

13

3'-0"

12'-0

"

7S 10

CJ

CJ

1'-6" 1'-0" 1'-6"

1'-0

"

8"

3'-0"

4'-0"

11

13

12

14TEMP REINF,TYP

16

9'-0

"

17'-0"

11S 10

16

16

16

8" 17'-0" 8"

1'-0

"6'-7

5/8

"2'-0

"

8" 10'-2" 8" 3'-2" 8"1'-0"8"

14

16

16

71515

8" 8'-11 1/4" 8"

1'-0

"6'-7

5/8

"2'-0

"

8"

1'-0"

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

14

16

16

715

S 1013

KJ, WS TYPSEE TYPDETAILS ON S11

7

TEMP REINF, TYP

16

8'-1

1"

17'-0"

15

11S 10

10S 10

(2)#5 T&B

16

16

16

13S 10

#5@12" OC

(1)#5 CONT

6" CONC SLAB

SEE PLAN

SLAB REINFSEE PLAN

(2)#6 T&B AROUNDOPENINGS

SLAB REINFSEE PLAN

CURB BEYOND

8"

(2)#5 CONT

2'-0

"

CONC SLABSEE PLAN

SLAB REINFSEE PLAN

(2)#5SLAB REINFSEE PLAN

HATCH WALL BEYONDHATCH WALL

REINF SEE 10/S 10

HATCH WALL

HATCH WALLREINF SEE 10/S 10

8"

GENERAL TANK NOTES:1. SEE TYPICAL DETAILS ON SHEET S 11 FOR WALL & SLAB OPENINGS AND REINFORCING DETAILS.2. TANKS DESIGNED IN ACCORDANCE W/ 2007 FBC W/ 2009 SUPPLEMENTS AND ACI 350 CODE REQUIREMENTS FORENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES AND COMMENTARY.3. ALLOWABLE SOIL BEARING PRESSURE = 2,000 PSFSEE GEOTECHNICAL REPORT PREPARED BY UNIVERSAL ENGINEERING SERVICES DATED APRIL 19, 2010.4. ALL REINFORCING fy=60,000 PSI.


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DATE

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2010



11/1

1/2

010 1

2:4

3:0

5 P

M

TANK PLANS & SECTIONS

S 10


November 2010RDJ

KLI

RDJ


09FTM414

1/4" = 1'-0"S 10

2 CHLORINE CONTACT TANK - TOP SLAB

KEYNOTES

KEY# DESCRIPTION

1 CONCRETE HOUSE KEEPING PAD. SEE DETAILSFOR THICKNESS & REINFORCING. SEE SECTIONS13/S 05 & 14/S 05.

2 STAINLESS STEEL MC8x8.5 CONNECTED TO EMBEDPL's. SEE SECTION 2/S 08.

3 STAINLESS STEEL BAR GRATING HEAVY WELDED2"x1/4" SPACED AT 1 3/16" McNICHOLS GHB SERIES19W4 OR ENGINEER APPROVED EQUAL.

4 ALUMINUM BAR GRATING 2"x3/16" SPACED AT 13/16" McNICHOLS GAL SERIES 19SG4 OR ENGINEERAPPROVED EQUAL.

5 L3x3x3/16 CROSS BRACING, TYP

6 ALUMINUM RT3.5x3.5x0.25, TYP

7 8" CONCRETE (5,000 PSI) TOP SLAB REINFORCEDW/ #5 @ 6" OC T&B AND #4 @ 10" OC TEMP T&B.

8 10" CONCRETE (5,000 PSI) BASE SLAB REINFORCEDW/ #6 @ 6" OC T&B AND #4 @ 10" OC TEMP T&B.

9 10" CONCRETE (5,000 PSI) WALLS REINFORCED W/#6 @ 6" OC EF VERT AND #4 @ 10" OC HORIZ TEMPEA FACE.

10 6" CONCRETE (5,000 PSI) WALL W/ #6 @ 6" OC VERTAND #4 @ 12" OC TEMP.

11 12" CONCRETE SLAB (4,000 PSI) W/ #5 @ 12" OC EWT&B.

12 8" MINIMUM CONCRETE SLAB (4,000 PSI) W/ #5 @12" OC EW MID DEPTH.

13 8" CONCRETE SLAB FOUNDATION 2'-6" x 12'-0"(4,000 PSI) W/ #5 @ 12" OC EW MID DEPTH.

14 12" (5,000 PSI) CONCRETE BASE SLAB W/ #6@6" OCT&B AND #4 TEMP REINFORCING @ 12" OC T&B.

15 8" (5,000 PSI) CONCRETE WALLS W/ #5 VERT @ 6"OC EA FACE, #4@12" OC EA FACE HORIZ.

16 8" (5,000 PSI) CONCRETE WALLS W/ #6@6" OC EAFACE VERT, #4@12" OC HORIZ EA FACE.

17 4" (4,000psi) CONCRETE SIDE WALK REINFORCEDW/6x6-W2.0 WWR AT MID DEPTH. SAWCUTCONTROL JOINTS AT 4'-0" OC SEE TYPICAL DETAILON S-05

18 6" CONCRETE SLAB ON GRADE REINFORCEDW/6x6-W2.9xW2.9 WWR SEE HVAC DRAWINGS FORLOCATION & SIZE.

19 (2)#4x4'-0" LG @ 3" OC CENTERED IN SLAB.

1/4" = 1'-0"S 10

1 CHLORINE CONTACT TANK - BASE SLAB

1/4" = 1'-0"S 10

5

CHLORINE CONTACT TANK -LONGITUDINAL SECTION

1/4" = 1'-0"S 10

6 CHLORINE CONTACT TANK - CROSS SECTION

1/4" = 1'-0"S 10

3

HIGH SERVICE PUMP UPPERFOUNDATION PLAN

1/4" = 1'-0"S 10

4

HIGH SERVICE PUMP LOWERFOUNDATION PLAN

1/4" = 1'-0"S 10

7

HIGH SERVICE PUMP FOUNDATION -CROSS SECTION

1/4" = 1'-0"S 10

8 WASTEWATER HOLDING TANK FOUNDATION

1/4" = 1'-0"S 10

11

WASTEWATER HOLDING TANKLONGITUDINAL SECTION

1/4" = 1'-0"S 10

10

WASTEWATER HOLDING TANK CROSSSECTION

1/4" = 1'-0"S 10

9 WASTEWATER HOLDING TANK - TOP SLAB

3/4" = 1'-0"S 10

12 SLAB HATCH CURB DETAIL 3/4" = 1'-0"S 10

13 HATCH WALL DETAIL

SEPT 30 2010

T

11/2 T

LAP

6" W.S. FOR CONST.JT = 1/2 INTO WALL

LEAVE JOINTROUGHENED

ACI 90° HOOKS(CROSSING)

SE

E S

CH

ED

1 1/

2"

6" 2" 2" 6"

IN ADDITION TO TYPBASE SLAB REINF,

PROVIDE (2)#5 TOPON EACH SIDE OFWALL AS SHOWN

NOTE: DOWELSSAME SIZE &SPACING AS WALLREINF

LAP

SE

E S

CH

ED

LAP2'-0" MIN.

0"

0"

ADDITIONAL CORNERREINF. BETWEENCONT. (IF REQ'D)

CORNERREINFORCING TOMATCH CONT. REINF.

CONT. HORIZ.REINF.

CONT. HORIZ.REINF.

LAP

SE

E S

CH

ED

LAPSEE SCHED

0"

0"

ADDITIONAL REINF.BETWEEN CONT. (IFREQ'D)

ADDITIONAL CORNERREINF. BETWEENCONT. (IF REQ'D)

CONT. HORIZ.REINF.

CONT. HORIZ.REINF.

TO MATCH CONT.

2'-6

"

(TY

PIC

AL)

3" CLR ALL AROUND

#5 DIAGONALS @EA. MAT

AREA OF INTERRUPTEDREGULAR REINF. HOOKINTERRUPTED REINF. @OPENING

1. HOOK BARS AT AFFECTED ENDS WHERE BARS CANNOT EXTEND PAST OPENING.2. SHOW OPENINGS ON STEEL PLACING SHOP DRAWINGS WITH ADDED REINFORCING.

AREA OF INTERRUPTEDREGULAR REINF. HOOK

INTERRUPTED REINF. @OPENING

CLR

3"

ADDITIONAL BARS EQUALIN AREA TO 1/2 OFINTERRUPTED BARS MIN(1)#5 TOP & BOTT (SLABS)AND EACH FACE (WALLS)UON IN PLAN

2" CLR. (TYP.) 1" EXP. JT.

1/2" DEEP SEALANTEA. SIDE & TOP BONDBREAKER TAPE @PREMOLDED EXP. MATERIAL

CONT. REINF.STOP @ JOINT


9" RIBBED EXP. JT W.S.

PREMOLDED EXP.MATERIAL EA. SIDE

PROVIDE #7 SLIP DOWELS@ 24" OC, ALTERNATE T&B

SLIP ONE SIDE

2" CLR. (TYP.) 1" EXP. JT.



9" RIBBED EXP. JT W.S.

PREMOLDED EXP.MATERIAL EA. SIDE

1/2" DEEP SEALANTW. BOND BREAKERTAPE @ PREMOLDEDEXP. MATERIAL

PROVIDE #7 SLIPDOWELS @ 24" OC,

ALTERNATE T&B SLIPONE SIDE

LAP

(2'-0" MIN.)

CLOSURE BARS (MATCHSIZE/SPACING HORIZCONT REINF)

CONT BARS

LAP LAP

LAP

SE

E S

CH

ED

SINGLE REINF. MATCENTERED IN WALL

ALTERNATE LEGCONT. REINF.

LAP

LAP

SE

E S

CH

ED

SINGLE REINF. MATCENTERED IN WALL

CONT. REINF.

CORNER BAR TO MATCHCONT HORIZ REINF

11 / 2

"LAP

LEAVE JOINTROUGHENED

ACI 90° HOOKSALTERNATEDIRECTION

6" 2" 2" 6"

IN ADDITION TO TYPBASE SLAB REINF,

PROVIDE (2)#5 TOPON EACH SIDE OFWALL AS SHOWN

6" WS FORKJ=1/2 INTO WALL

NOTE: DOWELSSAME SIZE &SPACING AS WALLREINF

SLOPE 1/8"

t

1/2

t

1/2 t

TYP2" C

LR

"TOP" REINF EWSEE PLAN FOR SIZE & SPACINGALL REINF TO BE CONTINUOUS W/90° HOOK AT BASE SLAB EDGE

NO EARTH FORMINGPERMITTED OF SIDEOF BASE SLABS

ADDITIONAL EDGEREINF SAMESIZE ASNEIGHBORINGREINF"BOT" REINF EW

SEE PLAN FOR SIZE & SPACINGALL REINF TO BE CONTINUOUS

PREPARE SUBGRADE INACCORDANCE W/

GEOTECH REPORT

2" C

LR3"

CLR

2" CLR

3"

#4 2'-4" 1'-11"

#5 2'-11" 2'-4"

#6 3'-6" 2'-10"

#7 4'-1" 3'-3"

#8 4'-8" 3'-9"

#9 5'-3" 4'-2"

BAR SIZE TOP BEAM BAROTHERBARS

LAP SCHEDULE(5,000 PSI CONCRETE)

SLAB REINF,SEE PLAN. PROVIDE 90ºHOOK AT ALL SLAB EDGES

HO

OK

2"

CLR

TO

2"

2"

.

WALL REINFSEE SECTION.

HOOK ALLVERTICAL REINF

SINGLE MAT WALL

SLAB REINF,SEE PLAN. PROVIDE 90ºHOOK AT ALL SLAB EDGES

2"

2"

.

WALL REINF,SEE SECTION.

HOOK ALLVERTICAL REINF

#7-T&BCONT

HO

OK

2"

CLR

TO

#7-T&BCONT

2" CLR

DOUBLE MAT WALL

* 3" WHERE EXPOSED TO SOIL

*

2"

* 3" WHERE EXPOSED TO SOIL

CLR

2"

6"

(1) #7 FOREACH MAT

TYP WALL REINF,SEE SECTION.

SINGLE MAT WALL

(1) #7 FOR EACH MAT(FOR DOUBLE MATPLACE #7 INSIDE MATS)

TYP WALL REINF,SEE SECTION.

DOUBLE MAT WALL

CLR

2"


FILE No.

www.trcww.com





FAX: (239) 278-4289

©

2009.020

AS NOTED

CAD REFERENCE

PROJECT NO.

SHEET NO.

DATE


DESIGNED BY

DRAWN BY

CHECKED BY

SCALE




DATE

FL. Lic. #60487


2010



11/1

0/2

010 3

:28:4

8 P

M

TYPICAL DETAILS

S 11


November 2010RDJ

KLI

PSM


09FTM414

3/4" = 1'-0"S 11

4 TYP CONST JT/WS DETAIL WALL AT BASE SLAB 3/4" = 1'-0"S 11

3 TYPICAL HORIZ REINF IN WALLS AT CORNERS 3/4" = 1'-0"S 11

2 TYP. HORIZ REINF IN WALLS AT 'T' INTERSECTION

3/4" = 1'-0"S 11

1 TYP. REINF AT OPENINGS IN SLABS AND WALLS

3/4" = 1'-0"S 11

7 TYPICAL EXPANSION JOINT - WALLS 3/4" = 1'-0"S 11

6 TYPICAL EXPANSION JOINT - BASE SLAB 3/4" = 1'-0"S 11

5

TYPICAL WALL ENDREINF DETAIL

3/4" = 1'-0"S 11

11

TYP HORIZ REINF IN WALLS AT "T" W/SINGLE MAT

3/4" = 1'-0"S 11

10

TYP HORIZ REINF IN WALLS AT CORNERW/ SINGLE MAT

3/4" = 1'-0"S 11

13

TYPICAL CONSTRUCTION JT - SINGLE MATREINFWALL ON BASE SLAB

3/4" = 1'-0"S 11

12

TYPICAL CHANNELCONNECTION TOCONCRETE

1 1/2" = 1'-0"S 11

9 TYP FDN BASE SLAB DETAIL

3/4" = 1'-0"S 11

8 LAP SCHEDULE

3/4" = 1'-0"S 11

14 TYPICAL CAP SLAB CONNECTION TO WALL 3/4" = 1'-0"S 11

15 TYPICAL TOP OF WALL DETAIL

SEPT 30 2010

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