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13-1205-024N.T.S. NOTES 1_ WHERE NECESSARY CONT. TOP BARS SHALL BE LAPPED 24 BAR DIA_ IN MIDDLE 1/3 OF SPAN. 2. • WHICHEVER 16 GREATER. 3. BEAMS 0 THE PERIMETER OF TT�HE STRUCTURE ppSHALL HAVE AT LEAST 1/h OF THE TENSION REINF. REQUIRED FOR CONTINUOUS AROUND THE PERIMETER AND TIED WITH CLOPOSITIVE D 1St RRM.t.IPSENT REINF_ REQUIRED AT MID -SPAN MADE GENERAL STRUCTURAL NOTES A. REFERENCES 1. FLORIDA BUILDING CODE 2010 2. ASCE 1 -10 B_ GENERAL 1, THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND VERIFY SAME ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH ASi SLAB DEPRESSIONS, WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL SET_ 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2004 C _ CONCRETE 1, SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.Cl 301 (2005 EDITION) TO ACHIEVE A 28 -DAY COMPRESSIVE STRENGTH OF 3,000 F.S.I. AND A MAXIMUM WATER - CEMENT RATIO OF 0160 BY WEIGHT AND A SLUMP OF 4' UON ON PLAN, 2. ALL CONCRETE SHALL CONTAIN AN ENGINEER - APPROVED ASTM C -434 TYPE 'D' ADMIXTURE (WATER REDUCING RETARDER), AIR ENTRAINED AGENT SHALL CONFORM TO ASTM C -260, ACCEPTABLE AIR ENTRAINING ADMIXTURE: DARER 'AEA' BY W. R GRACE 4 CO., OR APPROVED EQUAL. 3. CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED WITH 'ALKYL- ALKYOXY SILANE SEALER' OR ENGINEER- APPROVED EQUAL IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. WATER/CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40 BY WEIGHT. THIS CONCRETE SHALL HAVE A STRENGTH OF 5000 PJS.I_ 4. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.1, 315 BUILDING CODE 12005) 5, ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE WITH A.STM. STANDARDS, F.B.G. 2001 W/ 2003 REVISION, AND A�.I.318 (2002). TEST CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCF;ETE PRIOIR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER'S OFFICE FOR REVIEW. 6. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW. 1_ CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC. PRIOR TO PLACING CONCRETE. 8, UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE MAINTAINED IN ACCORDANCE WITH CHAPTER 1, SECTIONS 1:1a, 1:12 4 1.13 OF ACI 318 -1335 EDITION. SPECIFIC CONCRETE COVERS ARE GIVEN IN THE FOLLOWING: GRADE BEAMS: BOTT. IN V CLEAR TOP = 2` CLEAR TO TIES SIDE = 2' CLEAR TO TIES SLAB ON GRADE: BOTT. = 2' CLEAR WHEN POURED ON be MIL VAPOR BARRIER TOP = 11/2' CLEAR 1ST AND 2ND BOTT. = 3/4' CLEAR FLOOR SLAB: TOP = 3/4' CLEAR (INTERIOR, PROTECTED) (EXTERIOR, BOTT. = IN CLEAR UNPROTECTED) TOP = 11/2' CLEAR COLUMNS 4 BEAMS: AS SHOWN ON DETAILS 9_ CONC. DESIGN MIX SHALL BE REVIEWED 4 APPROVED BY ENGINEER OF RECORD PRIOR PLACING ANY DESIGN MIX. D. REINFORCING STEEL I. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, 4 CONFORM TO AST.M. A615 GRADE 60. 2. 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 (2005). 3. SUPPORT BARS SHALL BE 05 OR GREATER AND NOT SPACED MORE THAN 4' -0' O.C. SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1' -8' PAST OUTERMOST CHAIR OR SUPPORT 4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR SHALL BE PROVIDED FOR TOP REINFORCING, 5. ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE. 6, PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL, SUCH THAT A 2' MINIMUM CLEARANCE 16 MAINTAINED. E. STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES: a. ALL WF, ANGLE BASE PLATES, CONN. PLATES (UON) - -- ASTM A36 (FY =3(o KSI) b. STRUCTURAL TUBE ----------------------------- - -ASTM A500, GRADE B (FY =4(o KSI) c. STEEL PIPE------------------------------------------ - -ASTM A53, GRADE B (FY =3(o KSI) d. ANCHOR BOLTS ( U. ON .) ------------------------- ASTM A301 2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED 4 ERECTED IN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, LATEST EDITION, EXCEPT AS MODIFIED IN THES ENOTES. PROVIDE IN SHOP ONE COAT OF RUST INHIBITING PAINT FOR ALL EXPOSED STRUCTURAL STEEL_ 3_ ALL EXTERIOR COLUMNS, BASE 4 CAP PLATES SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION. 4. ALL ANCHOR BOLTS, HEADED STUDS SHALL BE HOT DIPPED GALVANIZED EXCEPT THAT EXPANSION BOLTS FOR REAR EXTERIOR COLUMNS SHALL BE TYPE 304 STAINLESS STEEL AS MANUFACTURED BY RAMSET/REDHEAD. 5. CONNECTIONS SHALL BE BOLTED/WELDED AS SHOWN ON PLANS. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT SHOWN ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. (o. UNLESS OTHERWISE NOTED OR SHOWN ON PLANS, CONNECTIONS AT BEAM /COLUMN AND BEAM/WALL SHALL BE DESIGNED FOR TWO - THIRDS OF THE ALLOWABLE LOAD ON THE MEMBER, AS DEFINED IN THE AISC TABLE FOR ALLOWABLE LOADS ON BEAMS. 1_ GROUT FOR COLUMN BASE PLATES SHALL BE NON - SHRINK, NON - METALLIC GROUT SUCH AS MASTER FLOW 113, AS MANUFACTURED BY MASTER BUILDERS OR APPROVED EQUAL (5000 PSI MINIMUM) 8. ALL EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION- TOUCH-UP IN FIELD AT WELDS AS REQUIRED. F_ WELDING ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH EiOXX ELECTRODES AND CONFORM TO THE CURRENT RECOMMENDATIONS OF THE AJB.C. AND THE AMERICAN WELDING SOCIETY. G. MASONRY 1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS OF T HE STANDARD SPECIFICATION FOR DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA TR -155 AND ACI 5301 2. HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE -1, STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS' 3. MORTAR SHALL CONFORM TO ASTMC -210, TYPE T I' WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 P61. 4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO.9 LADDER TYPE FOR 8' THICK MASONRY UNITS, AS MANUFACTURED BY 'DUR- O -WAL', HOT DIPPED GALVANIZED, OR ENGINEER APPROVED EQUAL PLACED AT EVERY 2ND BLOCK COURSE 116' VERTICALLY) FOR ALL INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL EXTEND 8' INTO ADJACENT COLUMNS. 5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20 GAUGE GALVANIZED CORRUGATED DOVETAIL SLOTS AND IN X 5' X 16 GA. GALVANIZED CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL JOINT REINFORCINGLED IN 6. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. 1. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4' -0', 8. SLUMP 9' + IN FOR GROUT S. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS. 10_ COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 PSI RESULTING IN f'm = 1500 PSI 11. COMPRESSIVE STRENGTH OF GROUT SHALL BE 3,000 PSI 0 28 DAYS H. NOA/SPECIALTY ENGINEER 1. ALL PRE - ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADS NOTICE OF APPROVAL (NOA). CERTAIN ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS TO BE PROVIDED BY THE CONTRACTOR'S/MANUFACTURER'S SPECIALTY ENGINEER(S) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. THE SPECIALTY ENGINEER'S SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE ENGINEER OF RECORD (EOR). THESE ITEMS INCLUDE, BUT NOT LIMITED TO: 2_ FOR ITEMS THAT REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS BY THE SPECIALTY ENGINEER, THE CONTRACTOR SHALL PROVIDE ALL SUCH SERVICES THRU HIS SPECIALTY ENGINEER(S) AT NO ADDITIONAL COST TO THE OWNER OR TO THE ARCHITECT/ENGINEER- ALL SUCH CALCULATIONS AND DRAWINGS SHALL BE DULY SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER(S). I_ SHOP DRAWINGS PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR SETS OF SHOP DRAWINGS FOR ALL REINFORCING 4 STRUCTURAL STEEL (CERTIFIED MILL TESTS ARE ALSO REQUIRED PRIOR TO ERECTION). FOR COMPONENTS OUTLINED IN NOTES V, SUBMIT FOUR SETS OF SHOP DRAWINGS 4 DESIGN CALCULATIONS SIGNED 4 SEALED BY FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. J. BRACING 1, THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WHEREEVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND OPERATION OF SAME. SUCH BRACING SHALL BE THE REPSCNSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY. 2, PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF 15 M.P.H_ AND CONTRACTOR SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. 1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS OF 1 ,200 F`Z l i MINIMUM ALLOWABLE SHEAR STRESS OF 10 P.Sl AND MODULUS OF ELASTICITY OF 1 ,200 ,000 PJS I_ AT 13 CONTENT IN ACCORDANCE WITH A.IT.C. STANDARDS. 2. TRUSSES TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR LOADS PER APPLICABLE BUILDING CODE AND /OR AS SHOWN ON DRAWINGS. 3. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL BE SOUTHERN YELLOW PINE *2 WITH A 13 qo MOISTURE CONTENT. L_ SHORING I. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS. 2. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND. 3. IN NO CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P.S.I. (FOR 4,000 P,Sh) AND 4,000 P,a.l. (FOR 5,000 P.5 ) HAS BEEN ATTAINED. 4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S SPECIALTY ENGINEER PRIOR TO INSPECTION OF BY THE THRESHOLD/SPECIAL INSPECTOR 5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A:G.I.318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE GENERAL CONTRACTOR. 6_ SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE DESIGNED, SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. M. LINTELS ALL DOOR AND WINDOW OPENINGS IN LOAD BEARING AND NON -LOAD BEARING MASONRY WALLS SHALL HAVE EITHER CAST -IN -PLACE OR PRECAST CONCRETE LINTELS, IF P/C LINTELS ARE USED, PROVIDE MIAMI -DADS NOA'S FOR ALL SUCH LINTELS. UNLESS OTHERWISE NOTED, PROVIDE CAST -IN -PLACE LINTELS. N. CORROSION PROTECTION 1. FOR ALL CONCRETE BALCONIES 4 EXPOSED CONCRETE PROVIDE WATER BASE SEALER EQUAL TO ENVIROSEAL 40 BY HYDROZO. O. WOOD TRUSS GENERAL NOTES: THE TRUSS LAYOUT SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL PARALLEL FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED ENGINEERED TRUSS DESIGN MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS DESIGNERS MUST PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AS PART OF THIS DESIGN, ADDITIONAL NOTES FOR TIE BEAMS L TYP. TIE BEAM REINF_ SHALL BE CONT_ 4 LAPS FOR TOP 4 BOTT. REINF. SHALL BE STAGGEED_ 2. WHERE TIE BEAMS FORM COMERS OR ACUTE / OBTUSE ANGLES. THE REINF. SHALL BE LAPPED W/ TOP 4 BOTT_ 2' -io'x 2' -6' LAP BARS OF MATCHING ANGLES fD ACUTE /OBTUSE ANGLES. 3. WHERE TIE BEAM TERMINATES WITHOUT FORMING A COMER OR ANGLES, THE TOP REINF_ SHALL BE HOOKED OR EXTENDED INTO ADJACENT SLAB AS THE CASE MAY BE ( PER TYP. BEAM DIAGRAM)_ 4. WHERE TIE BEAM OCCURS ADJACENT TO A DESIGNED BEAM, THE TIE BEAM REINF. SHALL BE EXTENDED INTO THE DESIGNED BEAM FOR CLASS 'C' LAPS. 5. UNLESS OTHERWISE NOTED TIES FOR THE TIE BEAMS SHALL BE 4 i° 3a 12' 'm EA_ CORNER 4 BEND 4 ON EACH SIDE OF INTERMEDIATE COLUMNS 4 FOR THE REMAINDER LENGTH PROVIDE * 3 im 48' O.C. V_Av' 1. r-% BAR 2'- 6'x2' -6' (TYP) TYP_ FOOTING CORNER 5AR DTL_ 3/4' = 1' 2 "3 TIES 0 4' O.C. COL. DOWELS SAME SIZE, QTY. 4 PATTERN AS COL. REINF. SEE SCHMD_ W.WR \�j� \�j/ \�j SEE PLAN x x SEE PLAN CONC_ FOOTING FOR SIZE 4 REINF. (SEE SCHEDULE) TYP. SPACINGS 1 1/2' PT_ WOOD BUCK JAMB DETAI 1/4' 0 x 1 1/2' PEN. TAP CC (TYP.) CO L UMN 1 TIGA S r •• BEAM OF COLUMN 4 FOOTING x x i 8 MIL VAPOR BARRIER TOP BARS PER FTG. SCHMD. • BOTT. BARS PER FTG. SCHMD. 3' MIN�� E �n Q� CONT_ TOP BA 'G' BA STD. 90 DEG. HOG m CEV ui '" CANT ANT ILEVER 'L' ' 033 (L -1) 033 (L -2) 025(L CANTILEVER TOP- * * SIZE DIFFER LAP LARGER VERT. REINF. (SEE WHICHEVER LHORIZ r, p is 'E' BA GREATER -J-1- HIE -- SOT. BARS Cow. ' I' BARS I- EACH FACE ------DROP BEAM f O �I r 12 BAR 12 BAR 12 BAR DIA_ 12 BAR DIA_ a� s~ DIA_ DIA. ABOVE OPENING A 1 05 EF. ,v 12' O.C. I I CANTILEVER 'L' L -1 L -2 BEAM STEEL PLACEMENT DIAGRAM N.T.S. NOTES 1_ WHERE NECESSARY CONT. TOP BARS SHALL BE LAPPED 24 BAR DIA_ IN MIDDLE 1/3 OF SPAN. 2. • WHICHEVER 16 GREATER. 3. BEAMS 0 THE PERIMETER OF TT�HE STRUCTURE ppSHALL HAVE AT LEAST 1/h OF THE TENSION REINF. REQUIRED FOR CONTINUOUS AROUND THE PERIMETER AND TIED WITH CLOPOSITIVE D 1St RRM.t.IPSENT REINF_ REQUIRED AT MID -SPAN MADE GENERAL STRUCTURAL NOTES A. REFERENCES 1. FLORIDA BUILDING CODE 2010 2. ASCE 1 -10 B_ GENERAL 1, THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND VERIFY SAME ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH ASi SLAB DEPRESSIONS, WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL SET_ 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2004 C _ CONCRETE 1, SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.Cl 301 (2005 EDITION) TO ACHIEVE A 28 -DAY COMPRESSIVE STRENGTH OF 3,000 F.S.I. AND A MAXIMUM WATER - CEMENT RATIO OF 0160 BY WEIGHT AND A SLUMP OF 4' UON ON PLAN, 2. ALL CONCRETE SHALL CONTAIN AN ENGINEER - APPROVED ASTM C -434 TYPE 'D' ADMIXTURE (WATER REDUCING RETARDER), AIR ENTRAINED AGENT SHALL CONFORM TO ASTM C -260, ACCEPTABLE AIR ENTRAINING ADMIXTURE: DARER 'AEA' BY W. R GRACE 4 CO., OR APPROVED EQUAL. 3. CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED WITH 'ALKYL- ALKYOXY SILANE SEALER' OR ENGINEER- APPROVED EQUAL IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. WATER/CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40 BY WEIGHT. THIS CONCRETE SHALL HAVE A STRENGTH OF 5000 PJS.I_ 4. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.1, 315 BUILDING CODE 12005) 5, ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE WITH A.STM. STANDARDS, F.B.G. 2001 W/ 2003 REVISION, AND A�.I.318 (2002). TEST CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCF;ETE PRIOIR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER'S OFFICE FOR REVIEW. 6. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW. 1_ CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC. PRIOR TO PLACING CONCRETE. 8, UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE MAINTAINED IN ACCORDANCE WITH CHAPTER 1, SECTIONS 1:1a, 1:12 4 1.13 OF ACI 318 -1335 EDITION. SPECIFIC CONCRETE COVERS ARE GIVEN IN THE FOLLOWING: GRADE BEAMS: BOTT. IN V CLEAR TOP = 2` CLEAR TO TIES SIDE = 2' CLEAR TO TIES SLAB ON GRADE: BOTT. = 2' CLEAR WHEN POURED ON be MIL VAPOR BARRIER TOP = 11/2' CLEAR 1ST AND 2ND BOTT. = 3/4' CLEAR FLOOR SLAB: TOP = 3/4' CLEAR (INTERIOR, PROTECTED) (EXTERIOR, BOTT. = IN CLEAR UNPROTECTED) TOP = 11/2' CLEAR COLUMNS 4 BEAMS: AS SHOWN ON DETAILS 9_ CONC. DESIGN MIX SHALL BE REVIEWED 4 APPROVED BY ENGINEER OF RECORD PRIOR PLACING ANY DESIGN MIX. D. REINFORCING STEEL I. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, 4 CONFORM TO AST.M. A615 GRADE 60. 2. 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 (2005). 3. SUPPORT BARS SHALL BE 05 OR GREATER AND NOT SPACED MORE THAN 4' -0' O.C. SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1' -8' PAST OUTERMOST CHAIR OR SUPPORT 4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR SHALL BE PROVIDED FOR TOP REINFORCING, 5. ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE. 6, PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL, SUCH THAT A 2' MINIMUM CLEARANCE 16 MAINTAINED. E. STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES: a. ALL WF, ANGLE BASE PLATES, CONN. PLATES (UON) - -- ASTM A36 (FY =3(o KSI) b. STRUCTURAL TUBE ----------------------------- - -ASTM A500, GRADE B (FY =4(o KSI) c. STEEL PIPE------------------------------------------ - -ASTM A53, GRADE B (FY =3(o KSI) d. ANCHOR BOLTS ( U. ON .) ------------------------- ASTM A301 2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED 4 ERECTED IN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, LATEST EDITION, EXCEPT AS MODIFIED IN THES ENOTES. PROVIDE IN SHOP ONE COAT OF RUST INHIBITING PAINT FOR ALL EXPOSED STRUCTURAL STEEL_ 3_ ALL EXTERIOR COLUMNS, BASE 4 CAP PLATES SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION. 4. ALL ANCHOR BOLTS, HEADED STUDS SHALL BE HOT DIPPED GALVANIZED EXCEPT THAT EXPANSION BOLTS FOR REAR EXTERIOR COLUMNS SHALL BE TYPE 304 STAINLESS STEEL AS MANUFACTURED BY RAMSET/REDHEAD. 5. CONNECTIONS SHALL BE BOLTED/WELDED AS SHOWN ON PLANS. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT SHOWN ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. (o. UNLESS OTHERWISE NOTED OR SHOWN ON PLANS, CONNECTIONS AT BEAM /COLUMN AND BEAM/WALL SHALL BE DESIGNED FOR TWO - THIRDS OF THE ALLOWABLE LOAD ON THE MEMBER, AS DEFINED IN THE AISC TABLE FOR ALLOWABLE LOADS ON BEAMS. 1_ GROUT FOR COLUMN BASE PLATES SHALL BE NON - SHRINK, NON - METALLIC GROUT SUCH AS MASTER FLOW 113, AS MANUFACTURED BY MASTER BUILDERS OR APPROVED EQUAL (5000 PSI MINIMUM) 8. ALL EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION- TOUCH-UP IN FIELD AT WELDS AS REQUIRED. F_ WELDING ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH EiOXX ELECTRODES AND CONFORM TO THE CURRENT RECOMMENDATIONS OF THE AJB.C. AND THE AMERICAN WELDING SOCIETY. G. MASONRY 1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS OF T HE STANDARD SPECIFICATION FOR DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA TR -155 AND ACI 5301 2. HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C -90, TYPE -1, STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS' 3. MORTAR SHALL CONFORM TO ASTMC -210, TYPE T I' WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 P61. 4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO.9 LADDER TYPE FOR 8' THICK MASONRY UNITS, AS MANUFACTURED BY 'DUR- O -WAL', HOT DIPPED GALVANIZED, OR ENGINEER APPROVED EQUAL PLACED AT EVERY 2ND BLOCK COURSE 116' VERTICALLY) FOR ALL INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL EXTEND 8' INTO ADJACENT COLUMNS. 5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20 GAUGE GALVANIZED CORRUGATED DOVETAIL SLOTS AND IN X 5' X 16 GA. GALVANIZED CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL JOINT REINFORCINGLED IN 6. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. 1. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4' -0', 8. SLUMP 9' + IN FOR GROUT S. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS. 10_ COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 PSI RESULTING IN f'm = 1500 PSI 11. COMPRESSIVE STRENGTH OF GROUT SHALL BE 3,000 PSI 0 28 DAYS H. NOA/SPECIALTY ENGINEER 1. ALL PRE - ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADS NOTICE OF APPROVAL (NOA). CERTAIN ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS TO BE PROVIDED BY THE CONTRACTOR'S/MANUFACTURER'S SPECIALTY ENGINEER(S) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. THE SPECIALTY ENGINEER'S SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE ENGINEER OF RECORD (EOR). THESE ITEMS INCLUDE, BUT NOT LIMITED TO: 2_ FOR ITEMS THAT REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS BY THE SPECIALTY ENGINEER, THE CONTRACTOR SHALL PROVIDE ALL SUCH SERVICES THRU HIS SPECIALTY ENGINEER(S) AT NO ADDITIONAL COST TO THE OWNER OR TO THE ARCHITECT/ENGINEER- ALL SUCH CALCULATIONS AND DRAWINGS SHALL BE DULY SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER(S). I_ SHOP DRAWINGS PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR SETS OF SHOP DRAWINGS FOR ALL REINFORCING 4 STRUCTURAL STEEL (CERTIFIED MILL TESTS ARE ALSO REQUIRED PRIOR TO ERECTION). FOR COMPONENTS OUTLINED IN NOTES V, SUBMIT FOUR SETS OF SHOP DRAWINGS 4 DESIGN CALCULATIONS SIGNED 4 SEALED BY FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. J. BRACING 1, THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WHEREEVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND OPERATION OF SAME. SUCH BRACING SHALL BE THE REPSCNSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY. 2, PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF 15 M.P.H_ AND CONTRACTOR SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. 1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS OF 1 ,200 F`Z l i MINIMUM ALLOWABLE SHEAR STRESS OF 10 P.Sl AND MODULUS OF ELASTICITY OF 1 ,200 ,000 PJS I_ AT 13 CONTENT IN ACCORDANCE WITH A.IT.C. STANDARDS. 2. TRUSSES TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR LOADS PER APPLICABLE BUILDING CODE AND /OR AS SHOWN ON DRAWINGS. 3. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL BE SOUTHERN YELLOW PINE *2 WITH A 13 qo MOISTURE CONTENT. L_ SHORING I. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS. 2. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND. 3. IN NO CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P.S.I. (FOR 4,000 P,Sh) AND 4,000 P,a.l. (FOR 5,000 P.5 ) HAS BEEN ATTAINED. 4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S SPECIALTY ENGINEER PRIOR TO INSPECTION OF BY THE THRESHOLD/SPECIAL INSPECTOR 5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A:G.I.318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE GENERAL CONTRACTOR. 6_ SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE DESIGNED, SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. M. LINTELS ALL DOOR AND WINDOW OPENINGS IN LOAD BEARING AND NON -LOAD BEARING MASONRY WALLS SHALL HAVE EITHER CAST -IN -PLACE OR PRECAST CONCRETE LINTELS, IF P/C LINTELS ARE USED, PROVIDE MIAMI -DADS NOA'S FOR ALL SUCH LINTELS. UNLESS OTHERWISE NOTED, PROVIDE CAST -IN -PLACE LINTELS. N. CORROSION PROTECTION 1. FOR ALL CONCRETE BALCONIES 4 EXPOSED CONCRETE PROVIDE WATER BASE SEALER EQUAL TO ENVIROSEAL 40 BY HYDROZO. O. WOOD TRUSS GENERAL NOTES: THE TRUSS LAYOUT SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL PARALLEL FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED ENGINEERED TRUSS DESIGN MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS DESIGNERS MUST PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AS PART OF THIS DESIGN, ADDITIONAL NOTES FOR TIE BEAMS L TYP. TIE BEAM REINF_ SHALL BE CONT_ 4 LAPS FOR TOP 4 BOTT. REINF. SHALL BE STAGGEED_ 2. WHERE TIE BEAMS FORM COMERS OR ACUTE / OBTUSE ANGLES. THE REINF. SHALL BE LAPPED W/ TOP 4 BOTT_ 2' -io'x 2' -6' LAP BARS OF MATCHING ANGLES fD ACUTE /OBTUSE ANGLES. 3. WHERE TIE BEAM TERMINATES WITHOUT FORMING A COMER OR ANGLES, THE TOP REINF_ SHALL BE HOOKED OR EXTENDED INTO ADJACENT SLAB AS THE CASE MAY BE ( PER TYP. BEAM DIAGRAM)_ 4. WHERE TIE BEAM OCCURS ADJACENT TO A DESIGNED BEAM, THE TIE BEAM REINF. SHALL BE EXTENDED INTO THE DESIGNED BEAM FOR CLASS 'C' LAPS. 5. UNLESS OTHERWISE NOTED TIES FOR THE TIE BEAMS SHALL BE 4 i° 3a 12' 'm EA_ CORNER 4 BEND 4 ON EACH SIDE OF INTERMEDIATE COLUMNS 4 FOR THE REMAINDER LENGTH PROVIDE * 3 im 48' O.C. V_Av' 1. r-% BAR 2'- 6'x2' -6' (TYP) TYP_ FOOTING CORNER 5AR DTL_ 3/4' = 1' 2 "3 TIES 0 4' O.C. COL. DOWELS SAME SIZE, QTY. 4 PATTERN AS COL. REINF. SEE SCHMD_ W.WR \�j� \�j/ \�j SEE PLAN x x SEE PLAN CONC_ FOOTING FOR SIZE 4 REINF. (SEE SCHEDULE) TYP. SPACINGS 1 1/2' PT_ WOOD BUCK JAMB DETAI 1/4' 0 x 1 1/2' PEN. TAP CC (TYP.) CO L UMN 1 TIGA S r •• BEAM OF COLUMN 4 FOOTING x x i 8 MIL VAPOR BARRIER TOP BARS PER FTG. SCHMD. • BOTT. BARS PER FTG. SCHMD. 3' MIN�� E �n Q� m H ui '" WHERE sIZE ol= BARS U K SIZE DIFFER LAP LARGER VERT. REINF. (SEE m LHORIZ r, p BARS I `f=- INTERSECTION DET. FOR TIE 5EAM 4 FTC _ WillL■JLi Ty co va °o a ry c m - %7 co o co to _ W Ov q 0 E­ tea, 0 v N .o zz � Z-2 .9 N 00 �w� wt� o o b 1 8' CONC. BLOCK WALL 2 FILL CELL W/ CONC_ 3 GONG_ COL_ 4 STANDARD 09 LADDER TYPE HORIZ. JOINT REINF. ,m 16' O.C. VERTICALLY (EVERY OTHER COURSE) CONC, COL. TO MASONRY CONNECTION DETAIL N.T.S. N ADD 1 *5 COMER BAR AT TOP 4 BOTTOM OF BEAM BEAM RE INF TYI=, CONCRETE COLUMN TIE 5EAM CORNER AND FOOTING DETAIL PLAN DETAIL N T.S. SCALE: 3/4" = 1 ' -0" +4'+&'+6+ TYP. SPACING +6+6' *4' DOOR 4 WINDOW SUCK 0 FASTENING SCHEDULE NOTE: SPECIFIED FASTERNERS TO BE T14RU WINDOW FR,AME/BUCK 4 INTO CONCRETE AS PER PRODUCT APPROVAL. STIRRUPS AS SCHEDULED 8. _ 03 STIRRUPS TOP 4 BOTT. BARS 0 8' O.C. If-AS SCHEDULED Alp., Wllll� m f a 0 m 0 co M • O OF � IJTH P! I'�l /w.ai ,_.I1_ l�iNG 09=pT . CLC 9 tot c P4 E- 0 w: W O A � H L� TOP OF CONC. BEAM 94 TJ sEE PLAN, SIDE OF OPENING H VERT. REINF. (SEE m 0 0 SCHEDULE TYP) v ------DROP BEAM f O �I a� s~ ABOVE OPENING A 1 05 EF. ,v 12' O.C. I I 4 2 05 BOTT_ O I I SIDE OF OPENING VERT. REINF. (SEE m SCHEDULE TYP) a� s~ DROP 13EAM DETAIL SCALE = 3/4' = 1' -0' 0 m b a� +s D w o v� � •d v w 4 sheet no. A ®, Zvbrimir T. eIfranm' I Consulting Structural Enginee P�. # 33014 - C305) 669 -0255 13E�FRArt►rt�AO>_.caM OCT 2 3 2013•