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13-1396-046I Q_ C`J L( ) I r'7 CSI r� U Q C _] STRUCTURAL NOTES- COORDINATION: - COORDINATE ALL DIMENSIONS, ELEVATIONS E 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 GEOTECHNIGAL REPORT PREPARED BY NELCO TESTING AND ENGINEERING SERVICES, INC., DATED SEPTEMBER 11, 2013. BUILDING 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 PROP05ED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING EIGHT (8) INCHES, L005E MEASURED THICKNESS IN UNCONFINED LIFTS OR 6" IN CONFINED AREAS. EACH LIFT IS TO BE COMPACTED AS FOLLOWS: I.- SLAB ON GRADE: MINIMUM OF 957'• MAXIMUM DENSITY BY ASTM D1551. 2.- FOOTING BEARING: MINIMUM OF 95% MAXIMUM DENSITY BY A5TM D1551. TERMIIE PROTECTION: AS PER F .5.C. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS ARE REQUIRED TO BE - PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1804b.2.1, 1916.15, 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 TERMITES AS PER F.B.C. 181611. 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 QQsf-mTE: - COMPRESSIVE 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.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" 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" t 5" SLA55. JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRVM. 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 (o" AT JOINTS) WITH A PERMEANGE OF LESS THAN 03% PERMS IN ACCORDANCE WITH A,S.TM. 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 15 PERMITTED. -ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL 15 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 SLAB: STEEL TROWELED GROOMED - REINFORCING BARS CONFORMING TO A.S.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 V -0" O /C. - FABRICATION AND DETAILING ACCORDING TO A.G.I. -315. -ALL ACCESSORIES TO HAVE UPTURNED LEGS AND PLASTIC DIPPED AFTER FABRICATION. STRaGWL STEEL- -ALL STRUCTURAL STEEL PLATES, ANGLES, SHALL CONFORM TO A.S.TM. A -36. -ALL STRUCTURAL STEEL WELDING SHALL BE PERFORMED WITH A.W.S. O.I.I. -ALL ANCHOR BOLTS SHALL CONFORM TO A.S.TM. A -301. -ALL BOLTS SHALL CONFORM TO AS.TM. A -325. -ALL SQUARI= /RECTANGULAR COLUMNS SHALL CONFORM t0 A.S.TIM. A -500, GRADE C (Fy = 46 KSD. - 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. WELP -ALL WELDING SHALL 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. 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. T -ALL JOISTS AND RAFTERS SHALL HAVE A MIN. STRESS GWE OF Fb = 1200 PSI, E=1,100OW PSI (SOUTHER( YELLOW PINE). -TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE. .•. + � _ � _ ICI � �. �.;.�� -SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE (T.P.I.), LATEST EDITION. TRU55E5 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 PROFESSIONAL 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.1, 5WT -16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER PRIOR TO ERECTION. GIRDER TRUSSES 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 TRU55 CONNECTIONS. TRUSS MANUFACTURER TO VERIFY UPLIFT AND GRAVITY TRUSS REACTIONS SHOWN ON FRAMING PLANS. -ALL TRUSSES AND /OR JOIST 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 It 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 L55 LOAD AT ANY BOTTOM CHORD PANEL POINT. -TRU55 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 STRUCTURE 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.T.M. 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 TO ASTM C416 -PRISM STRENGTH OF MASONRY UNITS SHALL BE A MINIMUM OF f'm W 1500 PSI. (f'c = 1900 PSI) - MAXIMUM POUR LIFTS FOR MASONRY UNITS AND GROUT POUR HEIGHTS SHALL BE 4' -0 ". -GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 PSI WITH A SLUMP OF 9" TO II" - CONCRETE BLOCKS SHALL BE C -90 TYPE, PLACED IN A RUNNING BOND PATTERN. DESIGN CRITERIA: (SUPERIMPOSED LOADS) -LIVE LOAD: 30 PSF (ROOF) -DEAD LOAD- -WIND LOAD :_ 50 PSF (OFFICE) 40 F15F (LIVING AREAS) 100 PSF (STAIRS) 20 PSF PER AS.C.E.1 -10 RISK CATEGORY: IL EXPOSURE - "C" WIND VELOCITY: 115 MPH MEAN ROOF HEIGHT: 303' GGPi: 0.18 (ENCLOSED) 055 (PARTIALY ENCLOSED) NER ARCHITECT. AND CONTRACTOR NOTE: -CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD 15 REQUIRED IF THIS OFFICE 15 TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED BUILDING. ORING, R!=- SHORINCs, AND 1MPQ2A9Y BRACINCx: -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. SAFETY OSWA &Q LA50R LAWS . -THE STRUCTURE IS DESIGNED TO BE 5ELF- SUPPORTING AND STABLE AFTER THE BUILDING 15 FULLY COMPLETED. IT 15 THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND INSURE THE 54PETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THI5 INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY BRACING, ETC. THAT MAY BE NECCESARY. 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 A55OLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TH05E CONSULTANTS HE HIRE5 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 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 IS 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 50 THAT APPROPRIATE REMEDIES MAY BE UNDERTAKEN. -THE APPLICABLE CODES ARE: FLORIDA BUILDING CODE, LATEST EDITION. (2010) A.G.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.1.5.C. MANUAL, 13th. EDITION. P.G.I. DESIGN HANDBOOK SHOP DRAW-MG SUBMITTALS: - SUBMIT FIVE PRINTS 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. PRECAST/PRESTRESSED CONCRETE. CONCRETE MIX DESIGN. ROOF TRUSSES OPEN WEB STEEL JOISTS ELECTRICAL ITS -WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO I" DIAMETER MAY BE EMBEDDED IN CONCRETE PER ACI 316, SECTION 63. SPACE AT 3 DIAMETERS O.G. 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. FOOTING 5CHEDULE MARK SIZE W x L x D REINFORCEMENT REMARKS LONG. TRANS. OI 8" x 12" 4 05 03fi *8" 11511 BARS WP-24 24 "xCONTx12" 315 04 62411 No. 4 SPACING EACH END CF -26 V -6" x 2' -6" x 12" 3 05 3s 2 05 CF -30 3' -0" x 3' -0" x 12" 405 4 05 03 CF -40 4' -0" x 4' -0" x 12" 5 05 5 05 g" CF -46 4' -6" x 4'46" x 12" 5 05 5 05 2 05 CF -50 5' -0" x 5' -0" x 12" 6 05 6 05 CF-5(0 5' -6" x 5' -6" x 12" 6 05 6 05 CF-10 1' -0" x 1' -0" x 16" S 06 5% NOTE : I. CONTRACTOR TO PROVIDE 05 CORNER BARS LAPPED MIN. 30" EACH WAY, FOR EACH BAR IN FOOTING. COLUMN SCHEDULE MARK SIZE REINFORCEMENT REMARKS VERTICALS OR BASE le TIES OR CAP iR OI 8" x 12" 4 05 03fi *8" 11511 BARS O2 8" x 26" 6 "6 03f] *8" No. 4 SPACING EACH END O all x 21" 605 03f] *8" 2 05 0 16" x 20" 806 03tj *8" 03 O 16" x 24" 801 03fj0811 g" © SEE DETAIL 1406 #3f_1 *81, 2 05 0 SEE DETAIL 11 % 03fi *811 ® all x 16" 4% 03tj *8" 8 "x IV' x46" 1306 03 *8" 10 16" x 8" x 24" 9 05 "3f] *8" 20" 11 NOT USED 3 01 12 8" x 11" 4% "3f •8" + 12' -9" 13 18" x 18" 8% 03f7+�8" 2 "'S (•) 14 8" x 24" 605 03fi *81, (•) 2ND LAYER 15 8" x 20" 6 05 "31j *8" 3 05 N_ OTE__ Q DENOTES COLUMN START DENOTES COLUMN END C15 C14 C2 G3 • V Y V U V L V V i i u V• V• Ei • i • i u V �+ � • • • • • U V V V Y fee Y • • • • Y • fed • u • • • i • • Y • • Y i Y s• • •• Y • • i V V • • • U U • V • V • • •• VY • • u u•v• a • • • V V 41 U V V V V V U V V 1' -411 `il L_ V _ V U U FEVISIONS BY C12 SIZE (INCHES) I' -4" TOP REINFORCING CS MARKS I' -0" D C1 11511 BARS 1111 BARS C15 C14 C2 G3 • V Y V U V L V V i i u V• V• Ei • i • i u V �+ � • • • • • U V V V Y fee Y • • • • Y • fed • u • • • i • • Y • • Y i Y s• • •• Y • • i V V • • • U U • V • V • • •• VY • • u u•v• a • • • V V 41 U V V V V V U V V 1' -411 `il L_ V _ V U U FEVISIONS BY TOP ELEV. SIZE (INCHES) riY uuYu TOP REINFORCING Y u MARKS J U U v U• V u U D ,I A 11 BARS 11511 BARS 1111 BARS 11TH BARS 11E" BARS SIZE No. 4 SPACING EACH END TB -i VARIES all N a , . 03 HAIRPIN N __j CO 1 1 �, *3 HAIRPIN • 8 " W O /C i 611 411 4 CNI , N d) b J N A F__jj • y y., `r 4° 8" 4" COL. ( PET. TIL 03 HAIRPIN If 8 O/C COL. z ;.' • all 3' -211 • + , L.LJ COL. 3 DET. 03 HAIRPIN • 8"O /C 03 HAIRPIN • 8 "O /C '_ COL. 9 PET. N 0 (0 N O T-- O co M O' M Q to f'Y � 10 ... LL J LL 0 W W O U) 0) = A ti L0 N LO W M 4 ell 0 W = • Z J co 03 HAIRPIN 0 0 n " _ Vi 0 U 0 r 0 r s r z F -, b n w W s ,__03 HAIRPIN * 8 110/C C10L.Q 4 8 DET. BEAM 5CHEDULE MARK. TOP ELEV. SIZE (INCHES) BOTTOM. REINF. TOP REINFORCING STIRRUPS MARKS W D ,I A 11 BARS 11511 BARS 1111 BARS 11TH BARS 11E" BARS SIZE No. 4 SPACING EACH END TB -i VARIES all 12" 2 05 2 «5 03 4 *12" BAL *48" TB -2 + 12' -9" g" 20" 2 05 2 05 03 4 *12" BAL *46" 5-1 +121-(311 16" 20" 3 01 3 01 *3 • 9" 5-2 + 12' -9" 16" 20" 3 01 2 "'S (•) 3 01 03 6 * 411, BAL * 6" (•) 2ND LAYER B -3 + 12' -9" 16" 20" 3 05 3 01 03 12 * 4 ", DAL • 6" 5-4 + 12' -9" 16" 20" 3% 2 % (•J 306 03 0-111 (•) 2ND LAYER 5-5 + 12' -9" 16" 2011 3116 3% 03 * III 540 + 12' -9" 16" 33" 3 08 2 08 (•) 3 08 03 8 6 ", BAL * 10" (•) 2ND LAYER 5-1 + 12' -9" 16" 33" 308 308 03 8 * 6 ", DAL Q 10" 5-8 + 12' -9" 1611 30" 3 09 3 01 0.3 4 * 6", BAL • 12" 5-9 + 12' -9" 8" 24" 2 08 2 08 03 4 * 6 ", BAL * 11" 15-10 + 12' -9" 8.. 12" 2 05 205 03 * 511 GREATER OF 0.5 LI OR 0.3 L2 II T II BAR 11T" BARS 30 BAR L L 0.3L L .3L I ] DIA. "BI" BARS LENGTH L/3 2' -211 CTYP.) "Ell BARS "/'- 11 BARS - 1111'" „" / 2111 2 11 "C" BARS "All 11 E3ARS _L_� \_ "A" BARS "A" BARS MID BARS - L1 L2 L3 L4 EMBED 12 BAR DIAM, STIRRUPS NOTE : 1. "L" 15 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 t0 BE 15 x1211 E.F. WHENEVER BEAM DEPTH IS LARGER THAN 2' -011. 5. CONTRACTOR TO PROVIDE 2 05 CORNER BARS LAPPED MIN. 30" EACH WAY, 40 • 8 O/C COL. 10 DET. "C" BARS FOR 12" OR WIDER BEAMS. TOP BARS L L < "C" BARS (FOR 6" EMS.) "MID" BARS (SEE NOTE 4) w�� 0E E50TTOM "MID" BARS (SEE NOTE 4) l7 N X BARS NOTE: QUANTITY OF "MID" BARS VARIES W/ BEAMS DEPTH. SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM TYPICAL SAR PLACEMENT DETAIL ►N &O ASS "A" LAP SPLICE "t" BARS RUN CONTINUOUS OR LAP AS REQ'D. AT MID SPAN. 0.3 L "Ell BARS STD. HOOKS 6. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS. 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 25% 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 ADDITIONAL REINFORCEMENT IS TO BE SPLICED WITH A TENSION "CLASS A" SPLICE BEGINNING AT THE FACE OF THE SUPPORT. TYPICAL BE Al l BAR PLACING DIAGRAM N.T.S. f I� PMM, CONSULTING ENGINEERS STR 626 U$fi6 FtA •RING M I,60 1.,.F L"S331 PF1 (�•5) 49- r.50 ••� 91-35 FJ T) 675" UJ PAUL A. MARTINEZ W FLORIDA REG. No. 42650 PMMCE JOB # 13055 Z a l O W M z W G rc 0 N rn ;_ V r zz ___.l o co U m W U r UJ0 -p_w LL_ J -1 00m0oo Lo u_ �- 0 w m 0 0 ,n 1 Q ( rw Z �> 0 0 w cu w C r u, % C W =� GENERALNOITES SCBEDULES & DETA S n U U 0 u W O ay Cm cl- 0 U SCALE AS NOTED DATE 1 JOB 13055 SHEET s . Lo OF SHEETS RAUL R. SOTOLONGO • AR -7712 JENNIFER MALLON SALMAN • AR -17111 w w K mi it W W 0 U W Lt W p