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13-623-009IZ[01m:i EXISTING CONCRETE TIE BEAM EXISTING CONCRETE BLOCK WALL • • TWO DOWELS OF SAME SIZE AS COL. REINF NOTE "A" 01 I'll t AM of91 i ^r 3 STARTER COLUMN DTL. NEW CONCRETE TIE BEAM 2 #7 x 4' -0" DRILL AND EPDXY #3 X 10 1/2" BARS 4" INTO EXIST. COLUMN IF GONG. COLUMN IS NOT FOUND, PROVIDE 16 GA. GALVANIZED 1 "X5" CORRUGATED ANCHORS ATTACHED TO EXISTING CMU WALL W/ 3 #16" DIA. W/ 1 1/4" LONG TAPCONS @ 16" O.C. 8x8 NEW CONC. STARTER COLUMN SG W/ 2 #5 VERT. AND # HAIR PINS @ 12" O.C. NEW CONCRETE FOOTING NOTE A: DRILL AND PLACE NEW FOOTING REINF.W/ EPDXY EPCON C6 W/ 6" EMB. INTO CONCRETE SLAB NOTE B: DRILL AND PLACE NEW BEAM REWF.W/ EPDXY EPCON C6 W/ 6" EMB. INTO EXISTING TIE BEAM. GENERAL CONDITIONS: THESE DRAWINGS ARE NOT TO BE SCALED; USE DIMENSIONS AND INFORMATION SHOWN. PRIOR TO PROCEEDING WITH ANY WORK AND FABRICATION, THE CONTRACTOR SHALL: VERIFY AND COORDINATE WITH ANY ARCHITECTURAL DRAWINGS FOR ALL DIMENSONS SHOWN OR NOT SHOWN ON THE STRUCTURAL DRAWINGS. ANY DIMENSIONAL DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL BE CONTROLLED BY THE DIMENSIONS INDICATED ON THE ARCHITECTURAL DRAWINGS. CONTRACTOR SHALL FURTHER VERIFY AND CONFIRM WITH THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR RESOLUTION OF SUCH DISCREPANCY. VERIFY ALL EXISTING CONDITIONS AT THE JOB DITE, PROTECT AND MAINTAIN ALL EXISTING STRUCTURES, UTILITIES, FACILITIES AND THEIR CONTENTS. REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR ANY DEMOLITION AND ADJUSTMENT / REMOVAL OF EXISTING FENCE, ANY UNDERGROUND / OVERHEAD UTILITIES. THE CONTRACTOR SHALL BE REPONSIBLE FOR ADEQUATE BRACING OF ALL STRUCTURAL MEMBERS, WALLS AND NONSTRUCTURAL ITEMS DURING CONSTRUCTION. REFER TO AND COORDINATE WITH THE CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR UTILITIES, OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS. SLEEVE ALL PIPES THRU SLABS INDIVIDUALLY UNLESS APPROVED BY THE ENGINEER. WHERE PIPES OR DUCTS PENETRATE SLABS, A MAXIMUM OF TWO BARS EACH WAY MAY BU CUT PROVIDED AN EQUIVALENT AREA IS REPLACED. EMBEDMENTS OF PIPES AND CONDUITS IN CONCRETE SHALL COMPLY WITH THE REQUIREMENTRS OF THE CHAPTER SIX (6), SECTION 6.3 PF ACI 318 -05. FOR MOUNTING AND SECURING MECHANICAL EQIPMENT, REFER TO THE MANUFACTURER'S INSTRUCTIONS UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOBSITE A CURRENT APPROVED SET OF DRAWINGS DESIGN CRITERIA: THE STRUCTURAL COMPONENTS FOR THIS PROJECT HAVE BEEN DESIGNED IN COMPLIANCE WITH THE FLORIDA BUILDING CODE (FBC) 2010, LATEST EDITION. THE FOLLOWING LOADS HAVE BEEN USED FOR THE STRUCTURAL DESIGN OF THE BUILDING: ROOF: SUPER - IMPOSED DEAD LOAD= 25 PSF LIVE LOAD =30 PSF SECOND FLOOR: SUPER - IMPOSED DEAD LOAD= 35 PSF LIVE LOADS: SLAB= 40 PSF BALCONY= 100 PSF WIND LOADS: IN ACCORCANCE WITH ASCE 7 -10 WITH 3 SECOND SUSTAINED WIND GUSTS. WIND VELOCITY =175 MPH (ULTIMATE) & 136 MPH (ALLOWABLE) BUILDING RISK CATEGORY = II EXPOSURE =C INTERNAL PRESSURE COEFFICIENTS (GCPi)= ±0.18 (ENCLOSED AREAS) ENCLOSURE CATEGORY: ENCLOSED Kd= 0.85 CONCRETE: SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 (LATEST EDITION) TO ACHIEVE A 28 -DAY COMPRESSIVE STRENGTH OF 4,000 P.S.I. AND A MAXIMUN WATER - CEMENT RATIO OF 0.40. AND A SLUMP OF 4 "± 1 ". ALL CONCRETE SHALL CONTAIN AN ENGINEER - APPROVED A.S.T.M. C494 TYPED' ADMIXTURE (WATER - REDUCING RETARDER). CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE A TOP SURFACE COATED WITH "ALKYL - ALKYOXY SILANE SEALER" OR ENGINEER- APPROVED EQUAL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. WATER - CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40. TRANSPORTATION, PLACING, AND CURING OF CONCRETE SHALL COMPLY WITH ACI 318 -05. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE WITH A.S.T.M. STANDARDS, SOUTH FLORIDA BUILDING CODE 2007 AND ACI 318 -05. TEST CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS OF CONCRETE PRIOR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TESTS RESULTS TO ENGINEERS OFFICE FOR REVIEW. CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ENGINEER'S OFFICE FOR REVIEW. SHORING: FORMS AND SHORES FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND. IN NO CASE SHALL SLAB, WALL, OR BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 3 DAYS AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 2500 PSI HAS BEEN ATTAINED. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.G.I. 318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. SHORING DRAWINGS TO BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND PROCESSED THROUGH THE CITY OF MIAMI BLDG.. DEPT. BEFORE POURING CONCRETE SLAB REINFORCING STEEL SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORMING TO A.S.T.M. A615 GRADE 60. ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH A.C.I. 315 CURRENT EDITION. ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE. PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL, SUCH THAT A 2" MINIMUM CLEARANCE IS MAINTAINED. PRE - FABRICATED WOOD TRUSSES: WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING LOADS: GRAVITY LOADING CASE: TOP CHORD LOADING: LIVE LOAD= 30 PSF DEAD LOAD= 15 PSF BOTTOM CHORD LOADING: DEAD LOAD= 10 PSF UNIFORM + 200# APPLIED ON ANY SINGLE PANEL POINT WIND LOADING CASE: BOTTOM/TOP CHORD LOADING (SURFACE AREA): NET UPLIFT = GROSS UPLIFT - 0.60 DL THE TRUSS LAYOUT SHOWN ON THESE PLANS SHALL NO BE ALTERED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER OF RECORD. SINCE, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, NUMBER OF PLYS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING WRITTEN PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDNACE WITH THE APPLICALBLE PROVISIONS OF THE LATEST EDITION OF THE NDS, THE DESIGN SPECIFICATIONS FOR METAL PLATES CONNECTED TO WOOD TRUSSES (TPI), AND THE FLORIDA BUILDING CODE 2004. TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPIED MANUIFACTURING FACILITY OF A PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN, USING PRICISION CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS OF THE ANSI TPI 1 -1995, SECTION 4 CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE PUBLICATION H1B -91, "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATES CONNECTED WOOD TRUSSES ", SHALL BE A MINIMUM. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. COMPLETE CALCULATIONS AND SHOP DRAWINGS FOR WOOD TRUSSES SHOWING THE MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, SPACING OF TRUSSES, DIMENSIONS, CHORDS PITCH, BRACING REQUIREMENTS, REQUIRED BEARING WIDTH AND LOADING, SHALL BE SUBMITTED TO ARCHITECT AND STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO SUBMIT THEM TO THE CORRESPONDING BUILDING DEPARTMENT FOR FINAL PERMIT WHICH SHALL BE OBTAINED BEFORE THE FABRICATION OF ANY TRUSS. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY AND BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA AND RETAINED BY THE CONTRACTOR AND /OR TRUSS MANUFACTURER AS DELEGATED OR SPECIALTY ENGINEER. TRUSS DESIGNERS MUST PROVIDE ALL TRUSS TO TRUSS CONNECTION AS PART OF THIS DESIGN. ALLOWABLE STRESSES, FOR TRUSS MEMBERS, DUE TO SHORT TERM LOADS MAY BE INCREASED LIMITED TO 1.33 AND NO STRESS INCREASE SHALL BE APPLIED TO METAL PLATES. FOR TRUSSES HAVING AN OVERALL LENGTH OF THE BOTTOM CHORD IN EXCESS OF 40' -0 ", ERECTION SHALL BE SUPERVISED BY A PROFESSIONAL ENGINEERED REGISTERED IN THE STATE OF FLORIDA AND RETAINED BY THE CONTRACTOR. TRUSSES SHALL BE HANDLED DURING FABRICATION, DELIVERY AND AT JOBSITE SO AS NOT TO BE SUBJECTED TO EXCESSIVE BENDING. TRUSSES SHALL BE UNLOADED ON SMOOTH GROUND TO AVOID LATERAL STRAIN. ALL TRUSSES SHALL BE SPACED AT 24" O.G., UNLESS OTHERWISE NOTED. REINFORCEMENT COVER MINIMUM CONCRETE COVER TO REINFORCING STEEL IN ACCORDANCE WITH ACI 318- 99 AND SHALL BE AS FOLLOW: ELEMENT: BOTTOM TOP SIDE FOUNDATION 3" 2 "° 2" BEAMS 1 1/2" 1 1/2" 1 1/2" COLUMNS / WALLS - - 1 1/2" SLAB ON GRADE 2" 1" - INT. STRUCT. SLAB 3/4" 3/4" 1 1/2" EXT. STRUCT. SLAB 3/4" 3/4" 1 1/2" r SHOP DRAWINGS: - E� (y) ALL REINF. TE c: a) S EL, STRUCTURAL STEEL , PRECAST CONCRETE MEMBERS, PRE - ENGINEERED =� FLOOR SYSTEMS, RAILINGS, HANDRAILS, PRE - FABRICATED METAL STAIRS, AND ROOF TRUSSES SHOP DRAWINGS ALONG WITH THEIR RESPECTIVE CALCULATIONS (WHEN APPLICABLE) SIGN AND SEALD BY PROFEESIONAL ENGINEER REGISTER IN THE STATE OF FLORIDA, SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OFFICE FOR REVIEW AND �' Va APPROVAL PRIOR TO BE SUBMITTED TO THE BUILDING DEPARTMENT AND PRIOR TO ERECTION AND /OR FABRICATION. MASONRY: 0 BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION 1- \../ SPECIFICATION CM -1 ", TO A.S.T.M. C90, TO NCMA TR -75B AND ACI 530 -05 MOISTURE S� 0 CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF O PLACEMENT. -I -- THE NET AREA COMPRESSIVE STRENGTH OF MANSORY WALL SHALL BE F'M= 2,000 PSI NET � t-/ AREA COMPRESSIVE STRENGTH OF MANSORY UNTIS SHALL BE 2,800 PSI, AS PER ACI 530.1 0 MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT ( D EXCEED 0.4%. MORTAR SHALL CONFORM TO A.S.T.M. C270, TYPE `M- (2500 PSI). �✓ STANDARD NO. 8 TRUSS DESIGN "DUR- O -WAL " OR ENGINEER- APPROVED EQUAL SHALL BE PROVIDED EVERY 2ND BLOCK COURSE (1' -4 VERTICALLY) FOR EXTERIOR UNREINFORCED `. MASONRY WALLS AND LADDER TYPE FOR REINFORCED MASONRY. El 0 NON - LOAD - BEARING MASONRY WALLS SHALL BE HELD CLEAR OF OVERHEAD SLABS AND �" n BEAMS UNTIL DEFLECTION DUE TO APPLIED LOADS AND SHORE REMOVAL ABOVE HAS m 11Q� �� OCCURRED. THEN GROUT WALL TIGHT BELOW MEMBER. t ,(D AFTER UPPER WALL HAS BEEN PLACED ON SLAB OR BEAM ABOVE, LOWER NON -LOAD BEARING MASONRY WALL SHALL BE GROUTED TIGHT BELOW MEMBER. Ci) 14 GAUGE DOVETAIL ANCHORS (5i" LONG) AND INSERTS SHALL BE USED EVERY 2ND BLOCK COURSE AT BLOCK- COLUMN INTERSECTIONS. El GROUTING OF BLOCK CELLS SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT EXCEEDING 0- 5 FEET. nD GROUT SHALL CONFORM TO A.S.T.M. C -476 SPECIFICATIONS. SUBMIT GROUT MIX TO ENGINEER'S OFFICE FOR REVIEW. GROUT COMPRESSIVE STRENGTH TO BE 2,000 P.S.I. MINIMUM. �- TESTING TO BE DONE FOLLOWING A.S.T.M. C140 "SAMPLING AND TESTING OF CONCRETE MASONRY UNITS ". BLOCK PRISM STRENGTH fm TO BE 1,500 P.S.I. (D TESTING LAB SHALL PROVIDE COPIES OF MASONRY TESTS RESULTS TO ENGINEER'S L OFFICE FOR REVIEW. - FOR HIGH LIFT GROUTING OF MASONRY CELLS, CLEAN -OUTS SHALL BE PROVIDED. >_ PROVIDE SPACERS AT THE TOP, INTERMEDIATE, BOTTOM AND BASE OF WALLLS TO KEEP � -4— (} VERTICAL REINFORCING CENTERED IN BLOCK CELLS. C/") ALL MASONRY WORK SHALL CONFORM TO ACI 530 /ASCE 5 STANDARDS, LATEST EDITION. 0 Lo BRACING: THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WHEREVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED, INCLUDING EQUIPMENT AND OPERATION OF SAME. SUCH BRACING SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY. PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF 75 M.P.N. AND CONTRACTOR SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. • r s "Tv, !- t . 1 � qb MCI Lo Co O i� SHEET IND7 UK. 'TU RAL Nth 9S O" �■r .r, 1 � qb MCI Lo Co O i� SHEET IND7 UK. 'TU RAL Nth 9S O"