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<br />QQNTRACTOR NOTE
<br />THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN
<br />CONNECTION NTH THE WORK. GUTHERMAN STRUCTURAL, INC. IS NOT RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR
<br />FOR RELATED SAFETY PRECAUTIONS AND PROGRAMS.
<br />QODES AND SI6NDARDS
<br />1. WIND LOADS AS PER:
<br />A. FLORIDA BUILDING CODE 2010 EDITION WITH AN ULTIMATE DESIGN WIND SPEED OF 140 MPH, EXPOSURE C, NOMINAL DESIGN
<br />WIND SPEED OF 108 MPH, +/-0.18 INTERNAL PRESSURE COEFFICIENT, AND BUILDING RISK CATEGORY 11,
<br />B. THIS BUILDING IS DESIGNED AS AN ENCLOSED BUILDING.
<br />2. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:
<br />A. 2010 FLORIDA BUILDING CODE.
<br />B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318/ 2008 EDITION).
<br />C. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315/ LATEST EDITION).
<br />D. MANUAL OF STANDARD PRACTICE FOR WELDING REINFORCING STEEL, INSERTS & CONNEC11ONS IN REINFORCED CONCRETE
<br />CONSTRUCTION. AWS. D1,4/ LATEST EDITION.
<br />E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. (AMERICAN INSTITUTE OF
<br />STEEL CONSTRUCTION) AISC 13TH EDITION (ASID).
<br />F. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301/LATEST EDITION.
<br />G. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530, 530.1/ASCE 5, 6/TMS 402,
<br />602/2008 EDITIONS).
<br />H. NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION, 2005 EDITION.
<br />1. LIGHT GAUGE STUD FRAMING SHALL COMPLY WITH ASTM STANDARDS AND HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
<br />AMERICAN IRON AND STEEL INSTITUTE'S SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS, 2001
<br />NTH 2004 SUPPLEMENT.
<br />J. ASCE7 - 10.
<br />3. ARCHITECTURAL AND MECHANICAL DRAWINGS:
<br />A. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY THEMSELVES PROVIDE ALL THE
<br />INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE
<br />ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGS
<br />WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.
<br />B. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES,
<br />INSERTS, BOLTS SETTINGS, DRAINS, REGUETS, ETC.
<br />C. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY
<br />SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE ALLOWED BY THE OWNER RESULTING FROM THE
<br />CONTRACTOR'S FAILURE TO COMPLY WITH THIS REQUIREMENT.
<br />D. DISCREPANCIES SHALL BE BROUGHT TO THE ATTEN11ON OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY
<br />WORK.
<br />E. ALL STRUCTURES HAVE BEEN DESIGNED TO RESIST THE DESIGN LOADS LISTED ONLY AS COMPLETED STRUCTURES. THE
<br />GENERAL CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT WORK IN PROGRESS UNTIL THE STRUCTURES ARE
<br />COMPLETED. THE GENERAL CONTRACTOR SHALL ALSO INSURE THAT ITS OPERATIONS AND PROCEDURES PROVIDE NO LOADING
<br />GREATER THAN THE DESIGN LOADS LISTED ON ANY MEMBER.
<br />4. SECTIONS AND DETAILS:
<br />ALL DETAILS, SEC11ONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR
<br />SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN.
<br />5. THRESHOLD INSPEC11ONS SHALL BE PERFORMED DURING CONSTRUCTION OF THIS BUILDING AS REQUIRED BY SECTON 1017 OF
<br />FLORIDA BUILDING CODE.
<br />6. MATERIALS AND ASSEMBLY TEST AS FOLLOWS:
<br />A. EXTERIOR WINDOWS, SLIDING AND PAID GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT TESTING
<br />LABORATORY, AND SHALL BE LABELED WITH AN APPROVED LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE
<br />CHARACTERISTICS AND APPROVED PRODUCT CERTIFICATION AGENCY, TESTING LABORATORY, EVALUATION ENTITY OR FLORIDA
<br />STATE WIDE PRODUCT APPROVAL NUMBER TO INDICATE COMPLIANCE WITH THE REQUIREMENTS OF ONE OF THE FOLLOWING
<br />SPECIFICATIONS: ANSI/AAMA/NWWDA 101/I.S. 2-97 OR TAS 202 (HVHZ SHALL COMPLY WITII TAS 202)
<br />B. EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY IN ACCORDANCE WITH ASTM E330 AT A LOAD OF
<br />1.5 11MES THE REQUIRED DESIGN PRESSURE LOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS WITH NO PERMANENT
<br />DEFORMA11ON OF ANY MAIN FRAME OR PANEL MEMBER IN EXCESS OF 0.4 PERCENT OF ITS SPAN AFTER THE LOAD IS
<br />REMOVED. HVHZ SHALL COMPLY WITH TAS 202. AFTER EACH SPECIFIED LOADING, THERE SHALL BE NO CLASS BREAKAGE,
<br />PERMANENT DAMAGE TO FASTENERS, HARDWARE PARTS, OR ANY OTHER DAMAGE, WHICH CAUSES THE DOOR TO BE
<br />INOPERABLE.
<br />C. SEC11ONAL GARAGE DOORS SHALL BE TESTED FOR DETERMINATION OF STRUCTURAL PERFORMANCE UNDER UNIFORM STATIC AIR
<br />PRESSURE DIFFERENCE IN ACCORDANCE WITH ANSI/DASMA 115 OR TAS 201,202 AND 203.
<br />D. CUSTOM (ONE OF A KIND) EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED BY AN APPROVED TESTING LABORATORY OR BE
<br />ENGINEERED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES.
<br />E. WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE NTH THE PUBLISHED MANUFACTURER'S
<br />RECOMMENDATIONS TO ACHIEVE THE DESIGN PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES
<br />NOT SPECIFIED BY THE FENSTRATION MANUFACTURER SHALL PROVIDE EQUAL OR GREATER ANCHORING PERFORMANCE AS
<br />DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE.
<br />EQUhQAE)IL
<br />1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS OF A
<br />SITE SPECIFIC SOILS AND FOUNDATIONS INVES11GATION PREPARED BY TERRACON CONSULTANTS, INC., TERRACON PROJECT No.
<br />H4145057, DATED OCTOBER 23, 2014 PRIOR TO FOUNDA11ON WORK.
<br />2. THE BUILDING SITE SHOULD BE EXCAVATED TO THE DEPTH AND EXTENT INDICATED IN THE SOILS REPORT. ALL SUB -GRADES SHALL
<br />BE APPROVED IN WRITING BY THE SOILS ENGINEER PRIOR TO BACKFILLING.
<br />3. BOTTOM OF FOOTINGS TO BEAR ON CONTROLLED COMPACTED FILL CAPABLE OF SAFELY SUPPORTING 2500 POUNDS PER SQUARE
<br />FOOT (PSF).
<br />4. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE COMMENCING
<br />WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.
<br />5. TOP OF ALL EXTERIOR F001INGS SHALL BE MINIMUM 12 INCHES BELOW EXTERIOR FINISHED GRADE, UNLESS NOTED OTHERWISE.
<br />6. EXCAVA11ON AND BACKFILL:
<br />A. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE EVERY PRECAUT`ION TO
<br />GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC,
<br />B. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF EXISTING FOUNDATION OR
<br />STRUCTURES.
<br />7. CENTERLINE OF FOOTINGS SHALL COINCIDE WITH CENTERLINE OF COLUMNS AND WALLS UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />8. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIED AND COORDINATED WITH THE
<br />ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION. DISCREPANCIES SHALL BE
<br />BROUGHT TO THE ATTEN11ON OF THE ARCHITECT OR ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK.
<br />02N&EffEam
<br />1. CONCRETE ELEMENTS TO HAVE THE FOLLOWING STRENGTHS:
<br />A. FOUNDATIONS 3WO PSI
<br />B. SLAB -ON -GRADE 3000 PSI
<br />C. COLUMNS 4000 PSI
<br />D. BEAMS 4000 PSI
<br />E. TOPPING 3500 PSI
<br />F. MASONRY GROUT 3000 PSI
<br />ALL OTHER CONCRETE TO BE 4000 PSI UNLESS NOTED OTHERWISE.
<br />2. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:
<br />A. A MINIMUM COMPRESSIVE STRENGTH AS NOTED ABOVE.
<br />B. SLUMPS SHALL BE 4-INCHES MINIMUM AND 6-INCHES MAXIMUM.
<br />C. CONCRETE SHALL HAVE 3 PERCENT AIR ENTRAINMENT.
<br />D. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55.
<br />E. JOBSITE WATER SHALL NOT BE ADDED.
<br />3. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318/ 2008 EDITION), THE ACI
<br />DETAILING MANUAL (ACI 315/ 1994 EDITION), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301/
<br />LATEST EDITION).
<br />4. SUBMIT ALL REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION.
<br />5. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS.
<br />6. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A 185, UNLESS OTHERWISE SPECIFIED. PLACE FABRIC 2- CLEAR FROM TOP OF THE
<br />SLAB IN SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT S-O" O.C.
<br />7. LAP ALL BARS NTH CLASS B TENSION LAP SPLICE UNLESS OTHERWISE NOTED ON DRAWINGS. LAP ALL WWF A MINIMUM OF 12
<br />INCHES (UNLESS OTHERWISE NOTED).
<br />8. REINFORCING BARS:
<br />A. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A
<br />615 GRADE 60.
<br />B. AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL FOOTINGS, PROVIDE (1-#55 OR MATCHING) HORIZONTAL
<br />BARS X 5-0" BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE.
<br />C. ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED HOOKS UNLESS O-MERMSE NOTED.
<br />D. WHERE COLUMNS ARE AN INTEGRAL PART OF CONCRETE WALLS, WALL REINFORCEMENT SHALL BE CONTINUOUS THRU THE
<br />COLUMNS.
<br />E. FOR BALCONIES, SLABS AND WALKWAYS EXPOSED TO WEATHER ALL REINFORCING STEEL (TOP AND BOTTOM) AS WEELL AS
<br />SPACERS AND OTHER DEVICES FOR SPACING, SUPPORTING AND FASTENING REINFORCING SHALL BE GALVANIZED CONFORMING
<br />TO ASTM A767. BOLSTERS AND CHAIRS TO BE PLASTIC. CONCRETE PLACED IN THESE AREAS TO HAVE .40 WIC.- RATIo
<br />MAXIMUM AND CONTAIN 2.5 GALLONS OF CALCIUM NITRATE PER CUBIC YARD. REBAR COVER TO BE 1.5' MINIMUM.
<br />9. FOR GRADE BEAMS, LAP ALL TOP STEEL AT MID -SPAN AND LAP BOTTOM STEEL OVER SUPPORTS.
<br />1. -1HE DESIGN, FABRICATION AND ERECTION OF PRECAST CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318/ 2002 AND
<br />ACI 311/ LATEST EDITIONS. PRECAST MANUFACTURE TO BE PC! APPROVED,
<br />A. PRECAST VINNUFACTURER SHALL SUBMIT DRAWINGS AND CALCULATIONS WHICH MUST BE SIGNED AND SEALED BY A
<br />PROFESSIONAL ENGINEER REGISTERED IN THE aTATLE OF FLORIDA.
<br />2� PRECAST CONCRETE PLANK SHA"11 BE DESIGNED TO SUPPORT ALL SUPERN,POSED LOADS INCLUDING PART11TION LOADS, FOR
<br />LOCATIONS OF PARTITION, SEE ARCHITECTIURAL DRAWNGS.
<br />3.. IF SHIMS ARE REQUIRED AT PRECAST PLANK BEARING, -1HEY MUST BE CONTINUOUS FOR THE FULL WIDTH OF -111HE PLANK. POINT
<br />SHIMMING IS NOT ACCEPTABLE.
<br />4. PRECAST CONCRETE MEMBERS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI, UNLESS SHOWN OTHERWISE ON THE
<br />DRAWINGS.
<br />5. PRECAST PLANK MANUFACTURER TO COORDINATE NTH OTHER TRADES AND ALL CONTRACT DRAWINGS FOR SIZE AND LOCATION OF
<br />OPENINGS ON ALL FLOORS AND ROOF.
<br />6. ALL OPENINGS IN PLANK MUST BE PROVIDED BY OR APPROVED IN WRITING BY THE PRECAST MANUFACTURER NO REINFORCING IN
<br />[PRECAST CONCRETE PLANK OR FILIGREE] IS TO BE CUT WITHOUT PRIOR APPROVAL OF PRECAST MANUFACTURER.
<br />7. FRAMING ELEMENTS SUCH AS PRECAST CONCRETE PLANK (HOLLOW CORE) DOUBLE TEES, PRECAST CONCRETE JOISTS ARE SUPPLIED
<br />WITH AN UPWARD CAMBER. THE SLAB/TOPPING THICKNESS INDICATED ON THE PLANS IS THE MINIMUM THICKNESS. AS A RESULT,
<br />THE GENERAL CONTRACTOR SHALL SUPPLY ADDITIONAL SLAB/TOPPING, WHICH MAY BE REQUIRED FROM THE MID -SPAN TOWARDS
<br />THE END SUPPORTS OF THE FRAMING ELEMENTS TO COMPENSATE FOR THE FINAL POSITIVE (UPWARD) CAMBER AND TO PROVIDE A
<br />FLAT FINISHED FLOOR
<br />MASQNEY WALL CQNSIE
<br />1. MASONRY CONSTRUCTION SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05/ASCE
<br />5-05/TMS 402-05)- AND THE -SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-05/ASCE 6-05/TMS 602-05)".
<br />2� CONCRETE MASONRY UNITS (CMU) SHALL BE:
<br />k LOAD BEARING ASTM C90
<br />B� TYPE 11 NON -MOISTURE CONTROLLED UNITS
<br />C. MEDUM WEIGHT or NORMAL 'WEIGHT, GRADE N
<br />D. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND (UNLESS NOTED
<br />OTHERWISE).
<br />E. CMU SHALL HAVE A MINIMUM NET COMPRESSIVE STRENGTH OF 2800 PSI (fm = 2000 PSI) AS CALCULATED IN ACCORDANCE
<br />WITH ASTM C1314.
<br />3. ALL MASONRY SHALL BE NOMINAL SIZE UNITS 8x8x16 (7 5/8"X7 5/,R-"xl5 5/8") , PROVIDE HALF-SIZE, KNOCK -OUT, OR U-BLOCKS
<br />WHERE SPEC FIED.
<br />4� MORTAR SHALL CONFORM TO AS"I'M C270. PROVIDE TYPE M FOR BELOW GRADE AND TYPE S FOR ABOVE GRADE.
<br />a DO NOT WET MASONRY PRIOR TO APPLYING MORTAR.
<br />6� REINFORCED CELLS OF CONCRETE MASONRY UNITS SHALL BE FILLED NTH COARSE GROUT THAT CONFORMS TRO ASTM C476 WITH A
<br />E TR 11 OF
<br />MAXIMUM AGGREGATE SIZE OF 3/8' AND A MINIMUM COh4PRESSNE S I ENGI 3,000 PSI.
<br />7. FULLY GROUT ALL MASONRY BELOW GRADE.
<br />8,- ALL CONCRETE NIASONRY BEARING AND SHEAR WALLS SHALL BE N, PECTED BY A CERTIFIED INSPECTION COMPANY AND
<br />CONSTRUCTED I-' ACCORDANCE WITH THE *BUILDING CODE REQUIREMENT FOR MASONRY STRUCTURES- (ACI 530,/.ASCE 5/TSM 402)
<br />ANID "SPECIFICATIONS FOR MASONRY STRUCIPURES" (ACI 530.1,f"ASCE 6/TSM 602)/ 2005 EDITIONS.
<br />9. VERTICAL REINFORCEMENT SHALL BE AS 1\101ED ON ".HE DIRM-1,11INGS WITH CELLS FILLED WITH. COARSE GROUT.
<br />10� MINIMUM LAP SPLICES FOR REINFORCING STEEL IN CMU SHALL BE PER SECTION 2107.3 OF THE FLORIDA BUILDING CODE. FOR
<br />GRADE 60 REINFORCEMENT = A-8 BAR DIAMETERS.
<br />A. LAP SPLICES SHALL OCCUR DIRECTLY ABOVE FOOTINGS AND SLABS. NO SPLICES ARE ALLOWED AT MID -HEIGHT OF WALL.
<br />& LAP SPLICES THAT OCCUR AT CANTILEVERED WALLS SUCH AS:
<br />PARAPETS, RETAINING WALLS. ETCETERA, SHALL HAVE LAP SPLICES OF 72 BAR DIAMETERS.
<br />11. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT A MAXIMUM VERTICAL SPACING OF 8'-0".
<br />REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL TYPICAL UNLESS NOTED OTHERWISE. SEE TYPICAL
<br />GROUTING DETAILS FOR ADDITIONAL INFORMATION.
<br />12. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615
<br />GRADE 60.
<br />13. PROVIDE GALVANIZED, 9 GAUGE, LADDER TYPE HORIZONTAL WALL REINFORCEMENT AT 16" O.C. VERTICALLY AT MASONRY WALL
<br />LOCATIONS, UNLESS NOTED OTHERWISE. SPLICED WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 8" AND CONTAIN AT LEAST ONE
<br />CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6". AT INTERSECTIONS AND CORNERS PROVIDE FACTORY -MADE 'T"
<br />AND "L" SHAPED PIECES RESPECTIVELY. PROVIDE DOVE TAIL SLOT ANCHORS AT CONCRETE COLUMNS.
<br />14. HOT DIPPED GALVANIZING FOR JOINT REINFORCEMENT, WALL TIES, ANCHORS AND INSERTS SHALL BE A MINIMUM COAT OF 1.5
<br />OUNCES PER SQUARE FOOT (PSF) (458/G/M2) COMPLYING WITH THE REQUIREMENTS OF ASTM A153, CLASS B.
<br />15� PROVIDE CONTROL JOINTS IN MASONRY WALLS AT A SPACING OF ± 25-0" O�C. AND ALIGN WITH ARCHITECTURAL CONTROL JOINTS.
<br />17. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN
<br />SIX VEPTICALS. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO
<br />THE VERTICAL WALL REINFORCEMENT.
<br />la. MASONRY (C.M.U.) UNTELS:
<br />A. A PRECAST CONCRETE LINTEL by LA-ST-CRETE SHAM BE PROVIDED OVER ALL MASONRY WALL OPENINGS, UNLESS NOTED
<br />OTHERWISE.
<br />B. LINTELS SHALL BE FULY GROUTED WITH 3000 PSI CONCRETE MINIMUM.
<br />C. LINTELS TO HAVE 4" MINIMUM BEARING AT EACH END.
<br />D. SEE MASONRY LINTEL SCHEDULE FOR REINFORCEMENT REQUIREMENTS.
<br />E� WHERE HORIZONTAL REINFORCEMI341T IS REQUIRED PROVIDE A CMU KNOCK -OUT BLOCK COURSE, UNLESS NOTED OTHERWISE.
<br />F. INSTALL UNTEELS PER MANILIFACTURER'S RECOMMENDA-11ONS, INCLUDING SHORING OF LINTEL.
<br />19. PROVIDE A KNOCK OUT BLOCK OR U-BLOCK REINFORCED WITH 1 #5 CONTINUOUS AT THE SILL OF ALL WINDOW OPENINGS. EXTEND
<br />8" St'NOND EACH SIDE OF THE OPENING TYPICALLY.
<br />20� MASONR`f QUALITY ASSURANCE AND NSPECTION REQUIREMENTS SHALL FOLLOW TIHE PROVISIONS OF THE LATEST EDITION OF ACI
<br />530/ASCE 5/TMS 402, CHAPTER 1, SE!n-1 ON 1.14A.3
<br />21. EPDXY 'GROUT SSHALL BE NON-SHMINK, HIGH CREEP RESISTANT, ANID SHALL HAVE 111111 FOLLOWING MINIMUM ALLOWABLE PROPERTIES:
<br />A) TENSILE STRENGTH, ASTM C 31 1000 PSI
<br />B) FLEXURAL STRENGTH,, ASTM C 5a& 000 PSI
<br />C) COMPRESSIVE STRENGTH, ASTh4I C 579: 1,600 PSI/7 DAYS.
<br />22. MORTAR PLACEMENT -
<br />a. USE 318- THICK JOINTS, BETWEEN UNITS.
<br />b. TOOL ALL JOINTS WITH A ROUND JOINTER WHEN THE MORTAR IS THUMBPRINT HARD, UNLESS OTHERWISE REQUIRED BY THE
<br />CONTRACT DOCUMENTS.
<br />C, PLACE MORTAR ON CLEAN UNITS WHILE THE MORTAR IS SOFT AND PLASTIC.
<br />d. DO NOT DISTURB THE UNIT AFTER IT IS INITIALLY POSITIONED.
<br />e. PLACE MORTAR SO THAT ALL JOINTS OF SOLID UNITS ARE FULLY FILLED WITH MORTAR.
<br />f. FILL THE BED AND HEAD JOINTS OF HOLLOW UNITS WITH MORTAR, SPREAD ACROSS THE WIDTH OF THE FACE SHELLS.
<br />g. MORTAR CROSS WEBS IN HOLLOW UNITS FOR THE FOLLOWING SITUATIONS:
<br />(1.) ADJACENT TO CELLS TO BE GROUTED FOR PARTIALLY GROUTED CONSTRUCTION.
<br />(2.) STARTING COURSE ON FOUNDATIONS.
<br />h. REMOVE PROTRUSIONS OF MORTAR INTO COLLAR JOINTS, CAVITIES AND CELLS OF HOLLOW UNITS IF THEY PROJECT MORE THAN
<br />1/2".
<br />I. DO NOT SLUSH MORTAR INTO HEAD JOINTS.
<br />I. FILL HOLES IN THE MORTAR.
<br />am
<br />1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE NTH THE LATEST AISC CODE. STRUCTURAL STEEL
<br />SHALL CONFORM TO:
<br />A. ASTM SPECIFICATION A992 GRADE 50 FOR ALL WIDE FLANGE BEAMS.
<br />B. ASTM SPECIFICATION A36 FOR MISCELLANEOU'S STEEL SHAPES (ANGLES, PLATES, ETC.).
<br />C. ASTM SPECIFICATION A500 GRADE B (FY=46 KSI) FOR SQUARE OR RECTANGULAR HSS SHAPES.
<br />D. ASTM SPECIFICATION A500 GRADE S YY=42 KSI) FOR ROUND HSS SHAPES. AT ROUND FISS WITH A WALL THICKNESS
<br />GREATER THAN 19' SHALL CONFORM TO ASTM SPECIFICATION A531 TYPE E, GRADE B (FY=35 KSI).
<br />2. ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND ERECTION. STEEL BEAMS INSTALLED IN PARALLEL WITH
<br />STEEL BAR JOISTS SHALL HAVE CAMBER EQUAL TO BAR JOISTS.
<br />3. ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. AT STEEL SURFACES THAT IS TO RECEIVE SPRAYED ON
<br />FIREPROOFING OR CONCRETE ENCASEMENT, DELETE PAINT.
<br />4. ALL SHOP AND FIELD WELDING SHALL BE PEWORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN WELDING SOCIETYS
<br />STANDARD QUALIFICATION PROCEDURE" (AWS Dill TO PERFORM THE TYPE OF WORK REQUIRED.
<br />5. ALL CONNECTIONS SHALL BE BOLTED VATH 3/4- DIAMETER, A325-N HIGH STRENGTH BOLTS OR IIELDED, UNLESS SHOWN OTHERWISE
<br />ON THE DRAWINGS.
<br />6, ALL STEEL '�FELDING RODS SHALL BE E70XX ELEC71ODES.
<br />7. SUBMIT ALL STEEL SHOP DRAVINGS FOR APPROVAL PRIOR TO ANY FABRICATION.
<br />8. EQU_4EPMMZENNIL13S2UPE2Ra PROVIDE ALL SUPPORTING STEEL NOT INDICKTID ON PLAN AS REQUIRED FOR THE NSTALLA191ON OF
<br />MEC,HIAINACAL EQUIPMENT AND MIATERIALS, INCLUDING ANGLES, CHANNELS, BEAMS, HANGERS, ETC. DO NOT SUPPORT EQUIPMENT OR
<br />PIPING FROM. IAETAL DECKING.
<br />U_QdLQAUGE MEIAL E13609 N910:
<br />1. ALL LIGHT GAGE METAL FRAMING WORK SHALL BE N ACCORDANCE WITH AISI, LATEST EDI'PONI AND STElL S-PUD IMANUFAC113RERS
<br />ASSOCIATION (SSMA).
<br />2. LIGHT GAGE FRAMING MEMBERS SHALL BE COLD FORMED WITH Fy = 50,000 PS�, .4,41INIMUM (11U.N`_O�)
<br />3. METAL STUD FRAMING INSTALLER SHALL PROVIDE ALL ACCESSORIES, INCLUDING CLIPS WIFIERE REQUIRED FOR 111HE ASSEMSUES
<br />INDICATED.
<br />4. ALL STRUCTURAL LIGHT GAUGE METAL STUD WALLS SHALL HAVE A TRACK OR CHANNEL AT -1HIE TOP & 80TI11,01M OF ALL WALLS
<br />THAT MATCH THE WIDTH AND GAUGE OF STUD FRAMING IN-10 IT, MINIMUM (U.N.O.) FASTEN STUD TO 71RACK WITH (2) #10 TEK
<br />SCREWS EACH SIDE OF STUD TOP AND BOTTOM. FASTEN BOTTOM TRACK TO FOUNDATION WITH WO x 6X" SIMPSOlm -19TEN HD
<br />HEAVY DUTY SCREW ANCHORS SPACED AT 2'-13" O,C.
<br />5. LIGHT GAGE FRAMING SHAPES SHALL BE: (UNLESS NOTED OTHERWISE)
<br />WALL STUDS 3%"x 1%" x 16 GA. STUDS (362062-54, 50 KSI). SPACE STUDS AT 12' O.c.
<br />METAL TRACK 3W' x 1Y2" x 14 GAUGE TRACK (362T150-68)
<br />HEADER STUDS = (2) 10" x 1W' x 14 GAUGE TRACK (100OT162-68). SEE FRAMING PLAN NOTES FOR ANCHOR CALL -OUT
<br />EACH SIDE OF HEADER - STUD PACK TO FOUNDATION.
<br />6. FASTEN MULTI STUDS TOGETHER NTH X6" x 1" FILLET WELDS AT 12" O.C. ALONG THE LENGTH OF STUDS WHERE STUD FLANGES
<br />MEET, EACH SIDE, UNLESS NOTED OTHERWISE.
<br />7. DOUBLE ALL STUDS AT ENDS OF WALLS, CORNERS, INTERSECTIONS AND EACH SIDE OF OPENINGS. CONNECT MULTI MEMBER STUDS
<br />WITH (2) #10 TEK SCREWS AT 12- O.C. OR 1- FILLET WELDS AT 12" O.C.
<br />8. ALL LIGHT GAGE FRAMING CONNECTIONS, INCLUDING STUD TO STUD, SHALL BE MADE WITH A MINIMUM OF (4) #10 SELF -TAPPING
<br />TEK SCREWS, U.N.O.
<br />9. PROVIDE LIGHT GAGE METAL BLOCKING AT SHEATHING EDGES, 4'-0- O.C. MAXIMUM. SEE MANUFACTURES SPECIFICATIONS FOR MORE
<br />INFORMATION.
<br />10. CONTINUOUS TRACKS SHALL BE FASTENED TO MASONRY WITH A% x 2h" TAPCONS AT 6" Q.C,, STAGGERED
<br />11. ALL METAL STUD WALLS SHALL BE SHEATHED NTH 5/8- GYPSUM WALLBOARD SHEATHING EACH FACE OF I.NALL. FASTEN TO ALL
<br />SUPPORTS WITH #8- 1 Y47 BUGLE HEAD DRILL POINT SCREWS AT T' O,C.
<br />12. GENERAL REQUIREMENTS:
<br />A. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
<br />B. COORDINATE ADDITIONAL WALL SHEATHING REQUIREMENTS WITH ARCHITECTURAL DRAWNGS.
<br />WOOD
<br />1. ALL STRUCTURAL WOOD MEMBERS ARE DESIGNED AS "DRY -USE'. MO�STIURE CONTENT MUST BE 19% OR LESS, STORE 'VrOOD
<br />FRAMING ABOVE GROUND AND UNDER TARPS NTH PROPER AIR CIRCULATiON. IN SUCH A WAY TO PREVENT M.1110'STURE DAN44AGE.
<br />2. ALL CONVENTIONAL LUMBER SHALL BE SOUTHERN PINE SPECIES #2 GRADE (SP2) OR APPRO"JED EQUAL. ALLOVMBLE DESIM1,411
<br />STRESSES SHALL FOLLOW NA11ONAL DESIGN SPECIFICATION (NDS) (LATEST EDITION).
<br />3. PROVIDE SP ACQ PRESSURE TREATED (PT) LUMBER IN ACCORDANCE WITH, AWPA STANDARDS TO A MINIMUM .0,40 PCF RE"IENTION
<br />WHERE LUMBER IS IN CONTACT WITH CONCRETE/hAIASONRY OR OUTSIDE OF BUILDING AT EXTERIOR CO)NDI-910,NS.
<br />4. ALL METAL CONNECTORS (BUCKETS, HANGERS, CLIPS, ANGLES, ANCHORS, S-1-RAPS AND HARMMRE) IN CONITACT VVI-P.-I PRESSURE
<br />TREADED LUMBER, CONCRETE OR USED IN EXTERIOR CONDIPONS SHALL BE GALVANIZED WMIHI A RAIIING OF G185, CONFORIM, TO
<br />ASTM A653 AND WATER/CORROSION RESISTANT. METAL CONNECTORS MUST BE INSTALLED PER INS-,,�,;jcM;,ON&
<br />ALL METAL STRAPS KAUST BE INSTALLED WITH EQUAL LENGTHE3 ABOUT THIE JOINT LINE. USE SIMPSON STRONG -TIE CONNIECITOR
<br />PRODUCTS OR APPROVED EQUAL.
<br />5. ALL NAILS, SCREWS AND BOLTS USED WITH PRESSURE TREATED LUMBER OR EXTERIOR CONDITIONS ARE TO BE HOT -DIPPED
<br />GALVANIZED (OR STAINLESS STEEL) AND WATEER/CORROSION RESISTANT HOT-D�PPED GALVANIZED FASTENERS To CONFOMM To
<br />ASTM A153 CLASS D. ELECTROGALVANIZED FASTENERS SHALL HAVE A CLASS RATING PER AS710 8695 NO LESS THAN 55. TOE
<br />NAILING WILL NOT BE PERMITTED.
<br />A. NAILS SPECIFIED ARE TYPE: COMMON, FS FF-N-105.
<br />B. BOLTS SPECIFIED ARE ASTM A307, GRADE A WITH ASTM A563 HEX NUTS AND FLAT VIASHERS, UNLESS NOTED OT-fIERwISE.
<br />6. CONNECTIONS AND FASTENERS SHALL BE PER FLORIDA BUILDING CODE, TABLE 2304.9.1 FASTENING SCHEDULE, UNLESS NOTED
<br />OTHERWISE.
<br />7. ROOF SHEATHING:
<br />%" EXTERIOR GRADE PLYWOOD (or O.S.B.), APA 24/16 RATED - EXPOSURE 1. AT 10'-0" STRIP AREA AROUND ROOF PERIMETER,
<br />FASTEN SHEATHING TO SUPPORTS WITH 10d NAILS SPACED AT 4" O.C. AT SHEATHING EDGES AND 6" O.C. IN -FIELD. AT ALL OTHER
<br />AREAS, FASTEN SHEATHING TO SUPPORTS WITH 10d NAILS SPACED AT 6" O.C. AT SHEATHING EDGES AND 12" O.C. IN -FIELD.
<br />PROVIDE ONE PLYWOOD CLIP PER SPAN BETWEEN SHEET EDGES. PROVIDE SOLID 2x BLOCKING BETWEEN SUPPORTS AT ALL HIPS,
<br />RIDGES, VALLEYS, AND CHANCES IN ROOF SLOPE.
<br />USE 8'- 0" LONG X 4'-0" WIDE SHEETS WITH LENGTH ACROSS FRAMING, PERPENDICULAR TO FRAMING. STAGGER PANEL END
<br />JOINTS 4'-0" TYPICAL. ALLOW 1/8" SPACE ALONG PANEL EDGES AND END JOINTS..
<br />8. HOLES/ LEAD (PILOT) HOLES FOR:
<br />BOLTS 1/32- TO 1/16- > BOLT DIAMETERS
<br />LAG SCREWS - SHANK SAME DIAMETER AS SHANK
<br />LAG SCREWS - THREADED PORTION :E 50% OF DIAMETER
<br />WOOD SCREWS - SHANK 7/8 DIAMETER OF SHANK
<br />WOOD SCREWS - THREADED POR11ON 7/8 OF DIAMETER
<br />NAL 175% OF DIAMETER
<br />9. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENM%
<br />EIREEABIRICAIE12 WQQQ 113U-9SEa
<br />1. ROOF TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONAL SPECIALTY ENGINEER
<br />REGISTERED IN THE STATE OF FLORIDA. SEALED CALCULATIONS AND LAYOUT DRAWINGS ARE TO BE SUBMITTED
<br />FOR APPROVAL. TRUSS FABRICATOR TO PROVIDE ALL TRUSS -TO -TRUSS HANGERS AS REQUIRED TO RESIST
<br />GRAVITY AND UPLIFT REACTION. (UPLIFT LOADING SHALL USE COMPONENTS &_ CLADD!Nic- WIND FORCES.)
<br />2. WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE W�TH THE LAI ST EDI TION OF THE BUILDING
<br />COMPONENT SAFETY INFORMATION GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING &
<br />BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WTKCA AND TRUSS PLATEE
<br />INSTITUTE BRACING IN THE PLANE OF THE AEB MEMBERS:
<br />A. THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS LATERAL BRAONG FOR EACH TRUSS
<br />WEB MEMBER AS REQUIRED.
<br />B. LATERAL BRACING SHALL BE RESTRNNED BY DIAGONAL BRACING (MIN. 2- Ti-11CK N--DNINAL LUMBER). Tl-i�S
<br />BRACING IS TO BE CONTINUOUS.
<br />C. A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED, ONE AT EACH VIERTiCAL 'VrEB MIEMBER
<br />CLOSEST TO BEARING LOCATIONS.
<br />3. THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL BRACING SPACED AT 8'-0" ON CENTER 110TH
<br />A CEILING ATTACHED TO BOTTOM OF TRUSSES. IF NO CEILING IS ATTACHED TO BOTTOMI OF TRUSSES, BRACING
<br />SHALL BE MINIMUM 2X4 @ 36" ON CENTER NAILED TO THE TOP OF THE BOTTOM CHORD. DIAGONALS PLACED
<br />AT 45 DEGREES TO THE LATERAL BRACES SHALL BE LOCA 71D, AT EACH END. IF BUILDING EXCEEDS 60 FEET IN
<br />LENGTH, DIAGONAL BRACING SHOULD BE REPEATED AT 20 FOOT INTERVALS.
<br />4. TOP CHORD BRACING:
<br />A. IF PLYWOOD DECKING IS APPLIED DIRECTLY TO TOP CHORD, PROPERLY LAPPED AND NAILED TO DEVELOP
<br />DIAPHRAGM ACTION, BRACING IS NOT REQUIRED.
<br />B. IF PURLINS ARE USED, DIAGONAL TOP CHORD BRACING IS REQUIRED AT EACH END.- IF BUILDING EXCEEDS
<br />60 FEET IN LENGTH, DIAGONAL BRACING SHOULD BE REPEATED AT 20-FOOT INTERVALS.
<br />5. DO NOT CUT, DRILL OR NOTCH ROOF TRUSSES WITHOUT WRITTEN APPROVAL FROM TRUSS ENGINEER.
<br />COORDINATE MECHANICAL, ELECTRICAL, PLUMBING, ETC. SIZES AND LOCATIONS WITH TRUSS LAYOUT PRIOR TO
<br />ERECTION.
<br />6. TRUSSES SHALL BE MANUFACTURED & DESIGNED IN ACCORDANCE W1T`H NATIONAL DESIGN SPECIFICATION(S) FOR
<br />WOOD CONSTRUCTION, AF & PA, AND NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD -RUSS
<br />CONSTRUCTION, ANSI/TPI 1-1995, AND THE LOCAL CODE JURISDICTIONS.
<br />7. DO NOT OVERLOAD ROOF TRUSSES NTH BUILDING MATERIALS.
<br />8. CONNECTOR PLATES SHALL BE MANUFACTURED BY A WTCA MEMBER PLATL SUPPLIER AND SHALL MEET OR
<br />EXCEED ASTIM A653/A653M REQUIREMENTS FOR STRUCTURAL STEEL.
<br />9. IN ADDITION TO THE LOADS SHOWN IN THE DESIGN LOAD SCHEDULE, THE WOOD TRUSS MANUFACTURER SHALL
<br />DESIGN FOR THE WEIGHT OF ALL MECHANICAL, PLUMBING AND ELECTRICAL EQUIPMENT/FIXTURES AS WELL AS
<br />CHANDELIER FIXTURES, BAR CABINETS AND ART WORK/MOBILES.
<br />SHOP DRAWINGS
<br />1. THE SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR ThE FOLLOVANG:
<br />A, CONCRETE MIX DESIGNS
<br />B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC
<br />C. PRECAST CONCRETE HOLLOW CORE PLANKS AND PRECAST LINIfELS
<br />D. CONCRETE MASONRY UNIT SUBNATTALS AND OTHER -MASONRY ACCESSORIES
<br />E. STRUCTURAL STEEL
<br />F. PRE-ENGINEERED STEEL STAIRS
<br />G, STRUCTURAL LIGHT -GAGE METAL STUD FRAMING
<br />2. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY ENCOINEER
<br />REGISTERED IN THE STATE OF FLORIDA.
<br />R1 PRESSURE' (F`U�' Vxm "OMPON17NTS AND
<br />D31 VAND �1 I I
<br />P' A D D
<br />UL
<br />EFFEE-C.-nVE W ROOF AREA
<br />3
<br />1ARFA fSCL FT)
<br />i 9� I
<br />Ji 2
<br />+1m08/--3Z15 1+2V.46i-o,-,1�3-o !+253�4, /-53.95
<br />20 &Z251-31.33 1 +2&12/-4&21 1 +2&12 -7-185-_21a
<br />-11 17/-30�25 I+26A0/-4a62 1+2140/-40.62
<br />---- -------
<br />+10.35/--2Y43 +25,110 /-34.88 i Au 2 5 0 /- 3 4,8 8 1
<br />L OVE.RHIANGS 1+000/-46.32 1+9.-5O/--76_,.29_j
<br />4 A,
<br />NOTES: (2, f"l
<br />1. W1;ND DESIGN PER FBC-2010
<br />2. +: INDICATE S WIND PRESSURE
<br />INDICATES WIND SUCTION
<br />'(3D
<br />3. WALL DISTANCE A = 10.0 F'r
<br />1'4 N
<br />- (COMPONENTS AND CLADDING) 202
<br />4. FOR EFFECTIVE WIND AREAS BETWEEN
<br />THOSE GIVEN' ABOVE THE LOAD MAY BE
<br />!N-IERPOLATIED, OTHERWISE USE -PHE
<br />LOAD ASSOCIAIE-D WITH THE LOVFER
<br />EFFECTIVE W'IND AREA
<br />DOOR
<br />L
<br />& WNDOW WIND
<br />POMDONENT
<br />IS
<br />PRESSURE (PSFI; Vasd
<br />41F d
<br />AND 0 DDING
<br />LA
<br />if UFF-E-0-3-1riVE I
<br />$1ALL AREA
<br />1, AREA
<br />ISQ. FT.)
<br />4 f 5
<br />10 29.43
<br />31 88 +29.43/-39�23
<br />20 1_;�89.12 30 57 +28.12/--36.63
<br />50
<br />100 1+2z-510LI-2i455 j+25A0/-3CL57
<br />WIND Oil PER FE-C-2010
<br />1 INDICA-LS V-41ND PRESSURE
<br />1A "o
<br />INDICATES 'WIND SUC-HON
<br />3. WAILL DISTANC'E A = 10.0 FT
<br />-
<br />- - - - -
<br />(COMPONENTS AND CLADDqNG)
<br />4. FOR EFFECT0 %AND AREAS BETWEEN THOSE
<br />A,
<br />GIIAEN9 AB-C.VE 7HHE ILOAD MIAY DIE INTEERPOLATED�
<br />07HERVOIE USE THE LOAD ASS5LC_AATE0 00"
<br />RIIE LOVVELR' EFFE-C-BVE WIND AREA
<br />GUTHURNIIANI 5TRVC_1FJfiP7L INC]
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<br />STRUCTURAL
<br />745 orienta avenue, suite 1121
<br />akamn& syNg, 13201
<br />phow: 40T83(11400
<br />fax: 407.830.4143
<br />AA0002731
<br />www.forumarchitecture.com
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<br />SET DISTRIBUTIONS:
<br />A SHEET REVISIONS:
<br />ECITEED By: JG
<br />PROJECT NO. 14-2984
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<br />MINIMUM -1 1 1111
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