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09-178R-008., ....................................................................................................................................................................................................................... ........................... ... . ......._, -� . STRUCTURAL NOTES: COORDINATION: - COORDINATE ALL DIMENSIONS, ELEVATIONS d OPENINGS WITH ARCHITECTURAL DRAWINGS. REPORT MASONRY WALLS: ANY DISCREPANCIES TO OUR OFFICE. - BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE STRUCTURE ABOVE HAS BEEN POU D. EXISTING CONDITIONS: - NON - BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE - EXTREME CARE MUST BE USED DURING ALL NEW EXCAVATION, FOUNDATION AND DEMOLITION WORK STRUCTURE ABOVE HAS BEEN POURED. 50 AS NOT TO UNDERMINE ANY OF THE EXISTING FOUNDATION THAT MUST REMAIN. -ALL REQUIRED STRUCTURAL DEMOLITION OF UPPER LEVELS MUST BE COMPLETED PRIOR TO - MORTAR CONFORMING TO A.5.TM. C -210 TYPE "M" (2500 PSI). PERFORMING ANY NEW FOUNDATION WORK. - PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED FOUNDATIONS: WALLS). - PROVIDE 9 GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR NON - REINFORCED SOIL STATEMENT- VISUAL INSPECTION OF THE SITE SHOWS A SOIL OF LIMESTONE WITH SANDY WALLS) POCKETS AND WITH A LAYER OF TOPSOIL. THI5 LIMESTONE HAS A SAFE BEARING CAPACITY IN - WHENEVER ANCHORS BOLTS ARE t0 BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION EXCESS OF 2000 psf. AT THE TIME OF CONSTRUCTION A LICENSED ARCHITECT OR POFESSIONAL SHALL BE FILLED WITH CONCRETE. ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HAS -GROUT FOR MASONRY UNITS SHALL CONFORM TO ASTM C416 BEEN OBSERVED AND THE FOUNDATIONS CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED. -PRIMS STRENGTH OF MASONRY UNITS SHALL BE MINIMUM OF f'm = 1500 P51. (f'c = 1900 PSI) 2 011 nw-2 PAD PREPARATION: - MAXIMUM POUR LIFT FOR MA50NRY UNITS AND GROUT POUR HEIGHT SHALL BE 4' -0 ". - TREES, BRUSH, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE OBJETIONABLE 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 THICKNESS IN UNCOFINED LIFTS OR 61' IN CONFINED AREAS. EACH LIFT 15 TO BE COMPACTED AS FOLLOWS: I.- SLAB ON GRADE: MINIMUM OP 95% MAXIMUM DENSITY BY A5TM D1551, 2.- FOOTING BEARING: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D1551. TERMITE PROTECTION: AS PER F.B.G. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS REQUIRED TO BE - PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1804.62.1, 1916.7.5, 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 OFFICIALHAS BEEN RECEIVED. ALL BUILDINGS SHALL HAVE PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST - SUBTERRANEAN TERMITES AS PER F.B.C. 1816.1.1. 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 IS IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES ". CONCRETE: - COMPRESSIVE STRENGTH AT 26 DAYS: SLAB ON FILL: 3000 P51 ALL OTHER POURED -IN -PLACE CONCRETE: 3000 PSI GROUT: 3000 PSI -TEST: A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YD. OR PORTION THEREOF SPECIMENS SHALL BE TESTED ACCORDING t0 A.S.T.M. 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" POST - TENSIONED SLABS: I" 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 IS GREATER THAN 30'. IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED AT INTERVALS EQUAL TO THE WIDTH OF THE SLAB. 4" S 5" SLABS: I" DEEP TOOLED JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING. 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 (o" AT JOINTS) WITH A PERMEANCE OF LESS THAN 03% PERMS IN ACCORDANCE WITH A.S.T.M. E -98 SHALL BE PROVIDED UNDER INTERIOR SLAB. WHERE NO VAPOR BARRIER IS USED THE SUBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF CONCRETING NO FREE WATER STANDING ON THE 5UBGRADE 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 I. - FINISHING: NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATE FOLLOWING FLOATING TROWELING WITH STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED BROOMING SHALL BE AFTER THE STEEL TROWELING OPERATION. -SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT) BUILDING: STEEL TROWELED OUTSIDE SLAB: BROOMED REINFORCING STEEL: - REINFORCING BARS CONFORMING TO A.51M. 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 Y -0" O /C. - FABRICATION AND DETAILING ACCORDING TO A.C.I. -315. -ALL ACCESSORIES t0 HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION. STRUCTURAL STEEL: -ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO A.S.T.M. A -36 HOT DIPPED GALVANIZED. - PLATES SHALL BE TOUCHED AFTER WELDING HAS TAKEN PLACE. -ALL STRUCTURAL STEEL WELDING SHALL BE PERFORM WITH A.W.S. D.I.I. -ALL ANCHOR BOLTS SHALL CONFORM TO A.5.TM. A -301. -ALL BOLTS SHALL CONFORM TO A.S.TM. A -325. -ALL PIPE COLUMNS SHALL CONFORM TO A.5.TM. A -53, GRADE B (Fy = 4(o KSI). - PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML. DRY FILM THICKNESS). - FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATIONS. WELDING: -ALL WELDING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY A.W.5. BY CERTIFIED WELDERS. - CONTRACTORS TO USE E -10 SERIES LOW HYDROGEN ELECTRODES. TIMBER -ALL JOISTS AND RAFTERS SHALL HAVE A MIN. STRESS GRADE OF Fb : 1200 PSI, E =1,100,000 PSI (SOUTHERN 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 50-16. SUBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRU55, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION. - GENERAL CONTRACTOR t0 PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND THE WEB MEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. 5WT -16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DESIGNS. 5UBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER PRIOR TO ERECTION. GIRDER TRUSSES TO BE BOLTED TOGETHER WITH 1/2" DIA. BOLTS AT 241' 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 TRUSS 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 TRUSSED AS REQUIRED TO ACHIEVE PROPER BEARING (4" MIN.). - PROVIDE AN IS GAGE METAL STRAP t0 TIE DOWN ALL THE "PIGGY BACK" TRUSSES TO THE MAIN TRUSSES AT ALL THE BEARING POINTS. -GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 PSI WITH A SLUMP OF 9" TO I1 ". - CONCRETE BLOCKS SHALL BE C -90 TYPE, PLACED IN RUNNING BONDS. DESIGN CRITERIA: -LIVE LOAD: 30 PSF (ROOF) -DEAD LOAD: 20 PSF -WIND LOAD: PER A.S.C.E. 1 -02 CATEGORY: IL EXPOSURE - "C" IMPORTANCE: 1.00 WIND VELOCITY: 146 MPH NER ARCHITECT, AND CONTRACTOR NOTE: -CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE REQUIRED IF THI5 OFFICE IS TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED BUILDING. -ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS 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 SATISFY HIMSELF WITH THE ADEQUACY OF THE INSTALLATION OF THESE ITEMS AT ALL TIMES. IN THE SPECIFIC CASE OF POURED SLABS IT IS HIGHLY RECOMMENDED THAT THE GENERAL CONTRACTOR SECURE FROM THE SHORING DESIGNER A CERTIFICATION OF THE INSTALLED SHORING PRIOR TO THE PLACEMENT OF CONCRETE. -THE STRUCTURE 15 DESIGNED TO BE SELF - SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. IT 15 THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY BRACING, ETC. THAT MAY BE NECGESARY. 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 ADDRESS 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 APP (CABLE CODES: IN MY PROFESSIONAL JUDGEMENT AND THE BEST OF MY KNOWLEDGE AND BELEIF, 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 IS STILL RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVERSIGHT IN THE DRAWINGS THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER OF ANY CONFLICT OR DISCREPANCY ENCOUNTERED 50 THAT APPROPRIATE REMEDIES MAY BE UNDERTAKEN. -THE APPLICABLE CODES ARE: FLORIDA BUILDING CODE, LATEST EDITION. A.G.I. 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. A.I.S.C. MANUAL, 9th. EDITION. SWOP DRAWING SUBMITTALS: - SUBMIT ONE SEPIA AND ONE PRINT OF ALL SHOP DRAWINGS LISTED 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. CONCRETE MIX DESIGN. ROOF TRUSSES STANDARD HOOK ROOF OR COLUMN TERMINATION Pt. OMIT HOOKS WHERE COLUMN BARS ARE CONTINUOUS TO PARAPET DOUBLE TIES (311 C.C.) OFFSET *8 AND LARGER BARS ONLY FINISH FLOOR OR I INTERMEDIATE TIE BEAM SEE PLAN DOUBLE TIES (311 CC� At BEND POINT) JOINT J -2 EL. SEE PLAN VAPOR BARRIER SEE SPECS. WELL COMPACTED FILL —3 TIES 63" — CE OF COLUMN AND FOOTING (U.ON. IN PLAN) To I 3 TIES a3" (o rn _ ua �n w cQ _j7 - CONCRETE SLAB, SEE PLAN FOR THICKNESS AND REINFORCING W Q �, . �. U DOWELS SAME SIZE ¢ 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 - 1(o TIMES MAIN BAR DIAMETER C - *3 AT 18" OR *4 AT 24" WHICHEVER 15 SMALLER TYPICAL CONCRETE COLUMN 5PLICE DETAIL L1( A2( A - -- O 0. LI OR 0.3 L2 1711 BARS "B" BARS LENGTH L/3 "T" BARS RUN CONTINUOUS OR LAP AS REQ'D. AT MID SPAN. 11- 11 E5 AR R L�f� 30 BAR 0.3 L 0.3 L 21 -2" 0.3 L I] DIA, (TYP) /- "E11 BARS FOOTING SCHEDULE MARK SIZE UJ x L x D REINFORCEMENT REMARKS LONG. TRANS. WF -16 16" x CONT. x 12" 2 *5 BOTTOM *3 -,811 "C" BARS l FOR 8" 5115.) OSII x 15" A */_ Y KJ 03 65II -. EACH END CF -20 2' -0" x 2' -0" x 12" 3 *5 3 *5 TOP 4 BOTTOM CF-3050 V -0" x 5' -0" x V -0" 4 *6 1 *6 TOP e BOTTOM II S -4 CF -1630 1' -4" x 3' -0" x 12" 3s *5 12" TOP 6 BOTTOM WF -485P 4' -0" x 18" 5 *5 *5 12" TOP 4 BOTTOM NOTE : 1. CONTRACTOR t0 PROVIDE *5 CORNER BARS LAPPED MIN. 30" EACH WAY, FOR EACH BAR IN FOOTING. (r7 COLUMN 5CHIEDULE MARK SIZE REINFORCEMENT REMARKS VERTICALS OR BASE TIES OR CAP 1'E O8 "x12" 4*5 *3 -,811 "C" BARS l FOR 8" 5115.) OSII x 15" A */_ Y KJ 03 65II -. EACH END W A '911 BARS *�J3 aVg A ® 2811 x 32" x 8" 12 *6 � II S -4 ® SEE DETAIL 1 *6 *3 x,811 U�d O SEE DETAIL 9 *6 *3 e8" N W ® SEE DETAIL 9 *6 *3 6811 0 O9 12" x 12" as *3 -s8" NOTE : ' Q DENOTES COLUMN START A DENOTES COLUMN END 1 SII $II 11.011 �— v ° • de CA ^ _ „ ^ � ' -, _ ^ l ^ ^ ^ -, d a o. e G =1 COL. PET. r -4" I, AR 0014987 G -2 GOL, DET. C -6 COL. PEL r' =� ('nI MPT HAIRPIN e 8 "O /G C -4 COL, PET. ap r 6 6 (V N HAIRPIN a 8 "0 /C M C -1 COL. [)ET, C -0 COL, DET. "C" BARS FOR 12" OR ,0� a. TOP BARS n� E2 � • "C" BARS l FOR 8" 5115.) 4e . — e• -. EACH END W A '911 BARS �E„X A o d C � C -1 COL. [)ET, C -0 COL, DET. HE 11 BARS -j ''C" BARS "A" BARS L1 L2 EMBED 12 BAR D IAM NOTE : 1 "L" IS THE LONGER OF ADJACENT SPAN. 2. S" WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LAYER. 3. STIRRUPS TO BE CLOSED TYPE WITH 135° HOOK, 4. MID BARS TO BE S 012" E.F. WHENEVER BEAM DEPTH IS LARGER THAN 21 -011, 5. CONTRACTOR TO PROVIDE 2 S CORNER BARS LAPPED MIN. 30" EACH WAY. "C" BARS FOR 12" OR ,0� WIDER BEAMS. TOP BARS n� E2 � • "C" BARS l FOR 8" 5115.) W -. EACH END W A '911 BARS �E„X A o � C � z '911 BARS U�d � w pGj I 'o a N W W BOTTOM BARS • dw 0 � I low E -4 a � A i A �� �li - —� REFER-TO-NOTE hasp00,� MAP EMM ����N��►�Jt \` ���f I HE 11 BARS -j ''C" BARS "A" BARS L1 L2 EMBED 12 BAR D IAM NOTE : 1 "L" IS THE LONGER OF ADJACENT SPAN. 2. S" WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LAYER. 3. STIRRUPS TO BE CLOSED TYPE WITH 135° HOOK, 4. MID BARS TO BE S 012" E.F. WHENEVER BEAM DEPTH IS LARGER THAN 21 -011, 5. CONTRACTOR TO PROVIDE 2 S CORNER BARS LAPPED MIN. 30" EACH WAY. STD. NOOKS "C" BARS "A" BARS "A" BARS MID BARS OUv111P L 3 L 4 �ulLVlt� TFtUCTUtizA& S ?PRDVtD OY: ✓. 6. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS. ig 1. AS PER ACI 318 -02, SECTION 1.13.2.2 IN EXTERIOR PERIMETER BEAMS PROVIDE ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 2r2% OF THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF ADJACENT BEAMS, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, BUT NO LESS THAN TWO BARS, SHALL BE CONTINUOUS OVER ALL SUPPORTS. THIS ADDITI NAL REINFORCEMENT IS TO BE SPLICED WITH A TENSION "CLASS A" SPLICE BEC F�dWN4 AT THE FACE OF THE SUPPORT. aF SSG 'Os? \1 �V�LD TYPICAL BEAM BAR PLACING DIAGRAM N.T.S. %Q Q�O�EO 6Y i tV 1 TYPICAL BAR PLACEMENT DETAIL. N.T.S. PM, n CONSULTING STfkUpTUj q�,16�GINEERING ,7168,911 F $ULTE B-4, �MrMd ,YL 33155 ' Ali: (3QM 66t -99 �� - °:CA 9135 F :,(305) -235 Y � N.T.S. NOTE : QUANTITY OF "I" BARS VARIES W/ BEAMS DEPTH. '�^ l) SEE BEAMS SEE NOTE -4 ON BAR PLCING DIAGRAM P ` ' ` °1E PAUL "A: I �fi� RTl l� E FLORIDA REG! No" 42650 PMMCE JOB # 09002 "C" BARS FOR 12" OR ,0� WIDER BEAMS. TOP BARS n� E2 � a "C" BARS l FOR 8" 5115.) W • W A '911 BARS �E„X A o � C � z '911 BARS U�d � w pGj I 'o a N W W BOTTOM BARS STD. NOOKS "C" BARS "A" BARS "A" BARS MID BARS OUv111P L 3 L 4 �ulLVlt� TFtUCTUtizA& S ?PRDVtD OY: ✓. 6. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS. ig 1. AS PER ACI 318 -02, SECTION 1.13.2.2 IN EXTERIOR PERIMETER BEAMS PROVIDE ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 2r2% OF THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF ADJACENT BEAMS, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, BUT NO LESS THAN TWO BARS, SHALL BE CONTINUOUS OVER ALL SUPPORTS. THIS ADDITI NAL REINFORCEMENT IS TO BE SPLICED WITH A TENSION "CLASS A" SPLICE BEC F�dWN4 AT THE FACE OF THE SUPPORT. aF SSG 'Os? \1 �V�LD TYPICAL BEAM BAR PLACING DIAGRAM N.T.S. %Q Q�O�EO 6Y i tV 1 TYPICAL BAR PLACEMENT DETAIL. N.T.S. PM, n CONSULTING STfkUpTUj q�,16�GINEERING ,7168,911 F $ULTE B-4, �MrMd ,YL 33155 ' Ali: (3QM 66t -99 �� - °:CA 9135 F :,(305) -235 Y � N.T.S. NOTE : QUANTITY OF "I" BARS VARIES W/ BEAMS DEPTH. '�^ l) SEE BEAMS SEE NOTE -4 ON BAR PLCING DIAGRAM P ` ' ` °1E PAUL "A: I �fi� RTl l� E FLORIDA REG! No" 42650 PMMCE JOB # 09002 C .� C', IN co �cp • ,0� n� W a w W • W A A o � C � z +� U � w pGj I 'o a N W W � o • dw 0 � 0 o� E -4 a � A A CC2U C .� C', IN co �cp E+ an A Comm. No. Scale: N.T.S. Date: 01 -22 -08 Drawn: R. ALVAREZ Checked: E. LLANO CADD File: Revisions: 2 09/25/09 Sheet No. • ,0� n� • w 0 Pik • a • C o M W • dw 0 o� o0 CC2U E+ an A Comm. No. Scale: N.T.S. Date: 01 -22 -08 Drawn: R. ALVAREZ Checked: E. LLANO CADD File: Revisions: 2 09/25/09 Sheet No.