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13-550-036STRUCTURAL NOTES: COORDINATION: - COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS. REPORT ANY DISCREPANCIES TO OUR OFFICE. - CONTRACTOR MUST VERIFY THE ACCURACY OF ALL EXISTING CONDITIONS WHICH MAY IMPACT THE AMOUNT AND SEQUENCE OF THE WORK FOUNDATIONS: - FOUNDATION HAVE BEEN DESIGNED TO BEAR OF ON SOIL CAPABLE OF SUPPORTING A MINIMUM BEARING PRESSURE OF 3000 AS PER THE GEOTEC14NICAL REPORT PREPARED BY NELCO TESTING AND ENGINEERING SERVICES, INC., DATED FEBRUARY 6, 2013. EUILDING PAD PREPARATION: - TREES, BRUSH, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE OBJECTIONABLE MATERIALS ENCOUNTERED ARE TO BE REMOVED FROM STRUCTURAL AREAS OF THE SITE. FOR A MINIMUM DISTANCE OF FIVE FEET OUTSIDE STRUCTURE PERIPHERY. - EXISTING GROUND BENEATH STRUCTURE FOUNDATION SHALL PROOF ROLLED. AREAS EXHIBITING INSTABILITY ARE TO BE UNDERCUT AND BACKFIELD AND COMPACTED. -THE PROPOSED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING EIGHT (8) INCHES, L005E MEASURED THICKNE65 IN UNCONFINED LIFTS OR 6" IN CONFINED AREAS. EACH LIFT 15 TO BE COMPACTED AS FOLLOWS: I: SLAB ON GRADE: MINIMUM OF SE7% MAXIMUM DENSITY BY A5TM D1551. 2.- FOOTING BEARING: MINIMUM OF 9E q% MAXIMUM DENSITY BY ASTM D1551. RMITE PROTECTION: AS PER F.B.G. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS ARE REQUIRED TO BE - PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1804102.7, 191611, 2304 OR 26033, OR REQUIRED TO HAVE CHEMICAL SOIL TREATMENT IN ACCORDANCE WITH 1816 SHALL NOT BE COVERED OR CONCEALED UNTIL THE RELEASE FROM THE BUILDING OFFICIAL HAS BEEN RECEIVED. ALL BUILDINGS SHALL HAVE PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST - SUBTERRANEAN TEWITES AS PER F.B.G. 1816.1.7. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT 15 IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES ". CONCRETE: - COMPRE551VE STRENGTH At 28 DAYS: SLAB ON FILL: 3000 PSI ALL OTHER POURED -IN -PLACE CONCRETE: 3000 PSI GROUT: 3000 P51 -TEST: A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YD. OR PORTION THEREOF SPECIMENS SHALL BE TESTED ACCORDING TO A.S.T.1" I. C -39, ONE AT 3, ONE AT 1, AND 3 AT 28 DAYS. - COVER: CONCRETE DEPOSITED AGAINST THE GROUND: 3" FORMED CONCRETE IN CONTACT WITH THE GROUND: 2" BEAMS AND COLUMNS: 1 -1/2" INTERIOR SLABS: 3/4" EXTERIOR SLABS 1 -1/2" SLAB ON FILL: (PLACED ACCORDING TO ACI 302) - JOINTS: ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 1/2" THICK PREMOLDED JOINTS FULL DEPTH OF SLAB. CONTROL JOINTS PLACED AT CENTERLINE OF COLUMN LINES PROVIDE INTERMEDIATE JOINTS IF COLUMN SPACING 15 GREATER THAN 30'. IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED AT INTERVALS EQUAL TO THE WIDTH OF THE SLAB. 4" 4 5" 5LA56 : JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCIRVI41W. TOOLED CONSTRUCTION JOINTS MUST BE PLACED IN THE SLAB WHERE BUILDING EXPANSION JOINTS ARE SHOWN AND WHERE CONTROL JOINTS ARE SHOWN. WHEN CONCRETING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL BE FORMED WITH BURKE KEYED KOLD METAL JOINT FORM OR APPROVED EQUAL. -VAPOR BARRIERS: WATERPROOF MEMBRANES (OVERLAPPED 6" At JOINTS) WITH A PERMEANCE OF LESS THAN 030 PER'"15 IN ACCORDANCE WITH A.5.T.M. E -98 SHALL BE PROVIDED UNDER INTERIOR SLAB. WHERE NO VAPOR BARRIER 15 USED THE SUBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF CONCRETING. NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT IS PERMITTED. -ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL IS TO BE 1/2" PRE - MOLDED JOINT FILLER COMPLYING WITH A.S.TM. D -1152, TYPE 1. - FINISHING: NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATELY FOLLOWING FLOATING TROWELING WITH STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED GROOMING SHALL BE AFTER THE STEEL TROWELING OPERATION. -SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT) BUILDING: OUTSIDE 5LA5: STEEL TROWELED REINFORCING STEEL: GROOMED - REINFORCING BARS CONFORMING TO A.5.TM. A -615 GRADE 60, INCLUDING COLUMN AND BEAM TIES. - WELDED FIRE FABRIC CONFORMING TO A.S.TM. A -185 AND SUPPORTED ON SLAB BOLSTERS SPACED AT 3' -0" O /C. - FABRICATION AND DETAILING ACCORDING TO -ALL ACCESSORIES TO HAVE UPTURNED LEGS AND PLASTIC DIPPED AFTER FABRICATION. STRUCTURAL STEEL: -ALL STRUCTURAL STEEL PLATES, ANGLES, SHALL CONFORM TO A.5.TM. A -36. -ALL STRUCTURAL STEEL WELDING SHALL BE PERFORMED WITH A.W.5. D.I.I. -ALL ANCHOR BOLTS SHALL CONFORM TO A.5111. A -301. -ALL BOLTS SHALL CONFORM TO A.S.TM. A -325. -ALL SQUARE/RECTANGULAR COLUMNS SHALL CONFORM t0 A.5711. A -500, GRADE G (Fy = 4(0 KSI). - PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML. DRY FILM THICKNE55. - FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATIONS. -ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY A -W_S_ BY CERTIFIED WELDERS. - CONTRACTORS TO USE E -10 SERIES LOW HYDROGEN ELECTRODES. PRECAST CONCRETE MEMBERS: ALL PRECAST MEMBERS AND THEIR CONNECTIONS SHALL BE DESIGNED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER IN ACCORDANCE WITH REQUIREMENTS OF APPLICABLE CODES SPECIFIED HEREIN. A FULL SET OF SHOP DRAWINGS SHALL BE SUBMITTED TO PMM CONSULTING ENGINEERS FOR APPROVAL PRIOR TO BEGINNING OF CONSTRUCTION AND SHALL ALLOW REASONABLE TIME FOR REVIEW. LIGHT GAUGE STRUCTURAL STEEL- -ALL STRUCTURAL MEMBERS SHOULD BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (A.I.5.IJ SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS, 1980 EDITION. -ALL STUD RUNNERS AND /OR JOIST SHALL BE FORMED FROM CORR08I0N- RE5515TANT STEEL, CORRESPONDING TO rHE REQUIREMENTS OF A.5 -TM. A -448, WITH A MIN. YIELD STRENGTH OF 33 K51. TIMBER: -ALL JOI5T5 AND RAFTERS SHALL HAVE A MIN. 5TRIE55 GRADE OF Fb = 1200 PSI, E =1,100000 P51 (50UTHEW YELLOW PINE). -TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE. PRE - FABRICATED WOOD TRUSSES: - SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE (T.P.I.), LATEST EDITION. TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION 5WT -16. SUBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFE55IONAL ENGINEER, FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION. - GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND THE WEB MEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. 15WT -16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER PRIOR TO ERECTION. GIRDER TRU55ES TO BE BOLTED TOGETHER WITH 1/2" DIA. BOLTS AT 24" C/C AT TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS. - CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A DELEGATED SPECIALTY ENGINEER FOR ALL TRUSS TO TRUSS CONNECTIONS. TRUSS MANUFACTURER TO VERIFY UPLIFT AND GRAVITY TRU55 REACTIONS SHOWN ON FRAMING PLANS. -ALL TRUSSES AND /OR J015T SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS WITH HURRICANE STRAPS AS INDICATED ON PLANS. STAGGER TRUSSES AS REQUIRED TO ACHIEVE PROPER BEARING (4" MIN.). - PROVIDE AN 18 GAGE METAL STRAP TO tiE DOWN ALL THE "PIGGY BACK" TRUSSES To THE MAIN TRUSSES AT ALL THE BEARING POINTS. - TRUSSES SHALL BE DESIGNED FOR AN ADDITIONAL 200 LBS LOAD AT ANY BOTTOM CHORD PANEL POINT. -TRUSS SPECIALTY ENGINEER MAY OVERSTRESS WOOD FOR WIND DESIGN, NO OVERSTRESS PERMITTED IN METAL PLATES. MASONRY WALLS: - BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE 5TRUCTURE ABOVE HAS BEEN POU D. - NON - BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE STRUCTURE ABOVE HAS BEEN POURED. - MORTAR CONFORMING TO A.S.TM. C -210 TYPE "M" (2500 PSI). - PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED WALLS). - PROVIDE 9 GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR NON - REINFORCED WALLS) - WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. -GROUT FOR MASONRY UNITS SHALL CONFORM t0 ASTM C416 -PRISM STRENGTH OF MASONRY UNITS SHALL BE A MINIMUM OF f'm = 1500 PSI, (f'C = 1900 PSI) - MAXIMUM POUR LIFTS FOR MASONRY UNITS AND GROUT POUR HEIGHTS SHALL BE 4' -011. -GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 P51 WITH A SLUMP OF 9" TO 11 ". - CONCRETE BLOCKS SHALL BE C -90 TYPE, PLACED IN A RUNNING BOND PATTERN. DESIGN CRITERIA:, (SUPERIMPOSED LOADS) -LIVE LOAD: 30 P5F (ROOF) -DEAD LOAD: -WIND LOAD: 50 P5F (OFFICE) 40 PSF (LIVING AREAS) 100 P5F (STAIRS) 20 P5F PER A.S.C.E.1 -10 RISK CATEGORY: JE EXPOSURE - "C" WIND VELOCITY: 115 MPH MEAN ROOF HEIGHT: 280 GCPI: 0.18 (ENCLOSED) 8.55 (PARTIALY ENCLOSED) OWNER ARCHITECT. AND CONTRACTOR NOTE: -CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD IS REQUIRED IF THIS OFFICE IS TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED BUILDING. SHORING, RE- SHORING, AND TEMPORARY BRACING: -ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN TH15 PROJECT 15 TO BE DESIGNED BY FLORIDA PROFESSIONAL ENGINEER WHO SPECIALIZES IN FORM WORK/TEMPORARY BRACING DESIGN. AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR THE GENERAL CONTRACTOR IS THE ULTIMATE RESPONSIBLE PARTY FOR SHORING, RE- SHORING, AND TEMPORARY BRACING REQUIRED ON THIS PROJECT AND MUST 5AT15FY HIMSELF WITH THE ADEQUACY OF THE INSTALLATION OF THESE ITEMS AT ALL TIMES. IN THE SPECIFIC CASE OF POURED SLABS IT 15 HIGHLY RECOMMENDED THAT THE GENERAL CONTRACTOR SECURE FROM THE SHORING DESIGNER A CERTIFICATION OF THE INSTALLED SHORING PRIOR TO THE PLACEMENT OF CONCRETE. SAFETY OSHA AND LABOR LAWS. -THE STRUCTURE IS DESIGNED t0 BE SELF- SUPPORTING AND STABLE AFTER THE BUILDING 15 FULLY COMPLETED. IT 15 THE CONTRACTOR'S 50LE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. TH15 INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY BRACING, ETC. THAT MAY BE NECCE5ARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE PROJECT. -THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES, NOR PRESUMES TO POSSES ANY KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYEE SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND THOSE CONSULTANTS HE HIRES TO ADDRE55 THESE MATTERS. THE STRUCTURAL ENGINEER OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY, AND THE BOARD OF PROFESSIONAL REGULATION FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE APPLICABLE CODES: IN MY PROFESSIONAL JUDGEMENT AND THE BEST OF MY KNOWLEDGE AND BELIEF, THESE PLANS AND SPECIFICATIONS COMPLY WITH THE FLORIDA BUILDING CODE. - ALTHOUGH THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR 15 STILL RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVERSIGHT IN THESE DRAWINGS. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER OF ANY CONFLICT OR DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE UNDERTAKEN. -THE APPLICABLE CODES ARE: FLORIDA BUILDING CODE, LATEST EDITION. (2010) A.C.I. 316 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. A.C.I. 530 BUILDING CODE REQUIREMENTS FOR MASONRY 5TRUCTURE5. (2008 EDITION) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION) A.I.S.C. MANUAL, 13th. EDITION. P.C.I. DESIGN HANDBOOK SHOP DRAWING SUBMITTALS: - SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS L16TED BELOW. IF SIGNED AND SEALED SHOP DRAWINGS ARE REQUIRED, THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED PRINTS FOR APPROVAL. -SHOP DRAWINGS: REINFORCING STEEL. STRUCTURAL STEEL. PRECAST/PRESTRESSED CONCRETE. CONCRETE MIX DESIGN. ROOF TRUSSES OPEN WEB STEEL JOISTS ELECTRICAL CONDUITS -WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO P DIAMETER MAY BE EMBEDDED IN CONCRETE PER ACI 318, SECTION 63. SPACE AT 3 DIAMETERS O.C. PLACE BETWEEN OUTER LAYERS OF REINFORCING IF CONDUITS ARE SIGNIFICANTLY CONGESTED, ADDITIONAL REINFORCING PERPENDICULAR TO PIPING MAY BE REQUIRED. REQUESTS TO EMBED LARGER PIPES SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT FOR EVALUATION. e FOOTING SCHEDULE MARK 61ZE W x L x D REINFORCEMENT REMARKS LONG. TRANS. WF -16 16 "xCONTx12" 2 *5 - "B" SARS WF -24 24 "xCONTxl2" 3 *5 *4 624" 3 TIES 63" O 8" 23" 6 *5 *Diva" 2 '"5 CF -30 3' -0" x 3' -0" x 12" 4S 4 *5 * 3 CF -40 4' -0" x 4' -0" x 12" 5 *5 5 *5 8" CF -46 4' -6" x 4' -6" x 16" 5 *5 5 *5 2 *5 CF -66 6' -6" x 6'40" x 16" 1 *6 1 *6 T 4 B I- - R15_1 + 24' -2.. 8 .. 12" NOTE 1. CONTRACTOR TO PROVIDE *5 CORNER BARS LAPPED MIN. 30" EACH WAY, FOR EACH BAR IN FOOTING. COLUMN 5CHEDULE MARK S 1 ZE REINFORCEMENT REMARKS VERTICALS OR BASE E TIES OR CAP E (D 4 ( 8" x 12" 4 *5 *3f 68" "B" SARS O2 all x 22" 6 *5 1 3 TIES 63" O 8" 23" 6 *5 *Diva" 2 '"5 ® H65 4 "x4 "xl /4" SEE DETAIL SEE DETAIL * 3 O5 8" 24" 6 *6 *368" 8" MG -I 16" x 16" 4 *5 *2 fa 624" 2 *5 #3 4612" BAL 648" NOT Q DENOTES COLUMN START �X DENOTES COLUMN END T-011 6 O ]I-oil 1'-11-111, 630 1' -10" ^ 4° COL. 1T DET. —*3 HAIRPIN 8 "O /C TIE COL. DET. COL.Qrl` 4 0 DET. 14 • 0a r _ MC -1 DET. STANDARD HOOK ROOF OR COLUMN TERMINATION PT. DOUBLE TIES (3" G.G.) OFFSET *8 AND LARGER BARS ONLY FIN15H FLOOR OR INTERMED IATE TIE BEAM SEE PLAN DOUBLE TIES (3" C.C. AT BEND POINT) JOINT J -2 EL. SEE PLAN VAPOR BARRIER SEE SPECS. WELL COMPACTED FILL (L/ 3 TIES 63" r OF COLUMN AND FOOTING (U.ON. IN PLAN) w (A 4 n EL. SEE PLAN DOWELS SAME SIZE 4 NUMBER AS VERT. REINF. (SET TO CLEAR BARS 3" STANDARD ABOVE) CLR. HOOK FOR FOOTING SIZE AND REINFORCING, SEE SCHEDULE 1.- USE *3 TIES FOR *10 VERTICAL REINFORCING OR SMALLER 2.- TIE SPACING SHALL BE: A - LEAST DIMENSION OF COLUMN B - 16 TIMES MAIN BAR DIAMETER C - "3 AT 18" OR *4 AT 24" WHICHEVER 15 SMALLER TYPICAL CONCRETE COLUMN SPLICE DETAIL N.T.S. BEAM 5CHEDULE MARK TOP ELEV. SIZE (INCHES) - TOP REINFORCING m MARKS W � Q "B" SARS "C" BARS rn d 1 3 TIES 63" TB -1 9 iu 8" 12" 2 '"5 >u � 2 *5 * 3 4612 BAL 648' T5-2 + 12' -9" 8" - CONCRETE SLAB, SEE PLAN FOR THICKNESS R/ AND REINFORCING w (A 4 n EL. SEE PLAN DOWELS SAME SIZE 4 NUMBER AS VERT. REINF. (SET TO CLEAR BARS 3" STANDARD ABOVE) CLR. HOOK FOR FOOTING SIZE AND REINFORCING, SEE SCHEDULE 1.- USE *3 TIES FOR *10 VERTICAL REINFORCING OR SMALLER 2.- TIE SPACING SHALL BE: A - LEAST DIMENSION OF COLUMN B - 16 TIMES MAIN BAR DIAMETER C - "3 AT 18" OR *4 AT 24" WHICHEVER 15 SMALLER TYPICAL CONCRETE COLUMN SPLICE DETAIL N.T.S. BEAM 5CHEDULE MARK TOP ELEV. SIZE (INCHES) BOTTOM. REINF. TOP REINFORCING STIRRUPS MARKS W D "A" BARS "B" SARS "C" BARS "T" BARS "E" }SARS SIZE No. 4 SPACING EACH END TB -1 + VARIES 8" 12" 2 '"5 2 *5 * 3 4612 BAL 648' T5-2 + 12' -9" 8" 20" 2 *5 R/ O 2 *5 #3 4612" BAL 648" I- - R15_1 + 24' -2.. 8 .. 12" 2 **5 2 *5 03 6 511 R/00�0 O 5-1 + 12' -9" 8.. 34" 2 *1 2 *1 #3 6 12" 5-2 + 12' -9" 8" 34" 4 *1 ( +•) O 4 *1 2 *1 03 (o 66 ", BAL 612 l• *) IN TWO LAYERS l•) IN TWO LAYERS BELOW TOP REINF. 5-3 + 12' -9" 8" 34" 6 *1 2 *1 03 12 66 ", 8 68 ", BAL 612 B -4 + 12' -9" all 34" 2 *1 2 wl 03 B -5 + 12' -1 1/2" 16" 24" 3 *6 3 *6 03 6 16" L GREATER OF 0.5 L I OR 0.3 L2 "T" BARS 30 BAR L L 0.3 L 03 L DIA. "A" BARS L2 EMBED 12 BAR D IAM. - 21 . G BARS -- "A" BARS 1 L3 NOTE 1 "L" IS THE LONGER OF ADJACENT SPAN. 2, S" WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LATER. 3. STIRRUPS TO BE CLOSED TYPE WITH 135° HOOK, 4. MID BARS TO BE 05 612" E.F. WHENEVER BEAM DEPTH 15 LARGER THAN 2' -0" 5. CONTRACTOR TO PROVIDE 2 05 CORNER BARS LAPPED MIN. 30" EACH WAY. "B" BARS LENGTH L/3 2' -2.r CTYPJ "A" SARS MID BARS - L4 STIRRUPS "C" BARS FOR 12" OR WIDER BEAMS. TOP BARS Qi ua �' C" BARS (FOR 8" BMS.) MID BARS (SEE NOTE 4) CV X w "MID" BARS (SEE NOTE 4) ut..� BOTTOM BARS NOTE ; QUANTITY OF "MID" BARS VARIES W/ BEAMS DEPTH. SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM T�'PICAL_ 5AR PLACEMENT DETAIL KTb. 1455 "A" LAP SPLICE "T" BARS RUN CONTINUOUS OR LAP AS REQ'D. AT MID SPAN. 0.3 L "E" BARB STD. HOOKS (o. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS. -1. ,45 PER ACI 318 -02, SECTION -1.13.22 IN EXTERIOR PERIMETER BEAMS PROVIDE ADDITIONAL BOTTOM REINFORCEMENT OVER THE 5UPPORT5 EQUAL TO AT LEAST 25% OF THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF ADJACENT BEAM5, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, BUT NO LESS THAN TWO BARS, SHALL BE CONTINUOUS OVER ALL SUPPORTS. THIS ADDITIONAL REINFORCEMENT IS TO BE SPLICED WITH A TENSION "CLASS All SPLICE BEGINNING AT THE FACE OF THE SUPPORT. TN'PICA,L SEAM SAR PL ACING DIAGRAM N.T.S. REVISIONS BY 0 07 -26 -13 BDC ZU CN 0 o Q W p ` Q LO z Z 0 tr) W O w = cn Zwx O r © u- V _i w 00 Q Lu w a V) t/7 r 0 = M 0 r11 ILO . 0 N 0 w —J U --- Q w ck� Z Q O O C!1 Q Z s CD w m J 0) NO w t-- o — i v� I N I r 0 I i , > v w U P5 cn i E 0 V) rn N 0 0 N V) a� 0 V 0 N E 0 0 rn I r� a N 0 _z AS NOTED DATE 04 -30 -13 JOB I SHEET S -1.0 OF SHEETS jUOQU u- 0O O -I-a R/ O ��o I- - R/00�0 O W ` V 1 0 f O O R/ z GENERAL NOTES W AND SCHEDULES i ION w In z J I "By I __ ... P M M CONSULTING ENGINEERS STRUCTURAL ENGINEERING 6262 BIRD RD, SUITE 2K, MIAMI, FL 33155 PH: (305) 661 -9918 CA 9135 FX: (305) 675-2350 L SCALE AS NOTED DATE 04 -30 -13 JOB 13029 SHEET S -1.0 OF SHEETS 16� a v�r, PVU 65 U � -,Tj m r Mf1 ;y STATE OF IL RTiNf� 090 m 0 N a a cn W v 0 a 0