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05-1487-017W in Ne N i U O it • N fewL NT� CONCRETE: CODES MATERIA_6 W GENERAL: - - - -_ ..- - - - -_._ ..._...- _...- ... -... - ❑ (1) FBC - 2001 WITH 2002 REV, (1) CONCRETE, Y .. AS PER PLANS 1. ALL REINFORCED CONCRETE DESIGN SHALL BE IN ACCORDANCE (2) ASCE 1 -98 (2) MASONRY, t:,,= 1,500 PSI (U.ONJ I. ALL MATERIALS MALL BE NEU), OF 5000 =ALITY REINFORCING STEEL: WITH BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (3) ACI - 316/99 (3) REINFORCING STEEL, fy- 60 ,000 PSI - ASTM 615, GRADE 60 (U.ON.) W AND THE CON5TIWUCTION SHALL BE PERFORMED BY WOWER5 SKILLED ( ACI - 318 - 99 ), (4) AISC - ASD (9TH EDJ (4) STRUCTURAL STEEL PLATES, fy= 36,000 PSI - ASTM 36, (U.ON.) 1J 1 N THEIR TRADE AND IN ACCORDANCE WITH RECOMMENDED PRACTICE. 1• ALL REINFORCING STEEL SHALL BE DEFORMED 5AR5, FREE FROM 2. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH (5) ACI - 530/95 (5) STEEL TUBE, Fy= 42;000 PSI - ASTM A 500 GRADE B (UAN.) 2, NO DIMEN510N5'SHALL BE 'SCALED FROM DRAWINGS, LOOSE RUST AND SCALE CONFORMING TO ASTM Ab15 /AaISM -01, FY =60 '5PECIFICATION5 FOR 'STRUCTURAL CONCRETE FOR BUILDINGS' (61 NDS 1991 (6) STEEL PIPE, fy= 35,000 PSI - ASTM A 3 GRADE E (U.ONJ � Q � » 3. GENERAL CONTRACTOR SHALL CHECK, REVIEW AND VERIFY ALL KSI, U.ON. ( ACI - aOl - 5c3) (1) ANCHOR RODS, ASTM A 301 (U.ON.) F"' W N (p r PLANS, DIMENSIONS AND 517E CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL REINFORCING SHALL BE DETAILED AND FABRICATED 3. CONCRETE STRENGTH AT 28 DAYS SHALL BE AS FOLLOWS: (5) BOLTING: MATERIALS, ASTM A 325 OR A 490 (U N.) U Q � r Q � ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE FOLLOWING THE REQUIREMENTS OF ACI 244 -94. PLACIr,!,S OF REBARS FOUNDATIONS_ 3000 PSI (S) WOOD, fb= 1350 PSI SOUTHERN INE NO. I OR BETTER (U.ON.) W " o €' SHALL CONFORM TO GR51 'RECOMMENDED PRACTICES FOR PLACING SLAB ON FILL.�.�.•. 3000 PSI L- N Q 0 Co 1 � u SPECIFICATIONS DR ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO _ I ,1 N � CODES, RULES AND REGULATIONS SHALL BE NOTIFIED IN WRITING TO REINFORCING BARS". COLUMN$: ....................... 4000 PSI 3. MINIMUM CONCRETE COVER ON REINFORCING STEEL FOR _ W .. Q . � THE ENGINEER. ANY SUCH DISCREPANCIES, OMISSIONS, OR STRUCTURAL SLABS........ _ 4000 P51 (U.ON.) V I � O N N , z VARIATIONS NOT REPORTED DURING THE BIDDING PERIOD SHALL BE THE NON- PRESTRE55ED CONCRETE, SHALL BE AS FOLLOWS, U_ON.: BEAMS_ ^T�_ 4000 PSI (U.ON.) RESPONSIBILITY OF THE GENERAL CONTRACTOR WHO SHALL PERFORM THE 4. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR •$U =.C. (SEE PLAN) LL U Q N u CORRECTED WORK AS PER THE ENGINEER'S INSTRUCTIONS. APPROVAL PRIOR TO COMMENCEMENT ON ANY CONCRETE WORK Z J 5. NO ADMIXTURE SHALL BE PERMITTED WITHOUT THE WRITTEN ^ ^ 4. THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE MINIMUM TOLERANCE Q � O N N LL q APPROVAL OF THE ENGINEER. '4'5 15A TIES •3. 12" Or- -� SPECIFICATIONS ISSUED BY THE ARCHITECT. COVER + OR N 0 0 tM1 I 5. STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH CAST AGAINST AND b. FORMWORK SHALL COMPLY WITH 'RECOMMENDED PRACTICE FOR TIE J LL 0 m N ARCHITECTURAL, AIR CONDITIONING, MECHANICAL AND ELECTRICAL PERMANENTLY CONCRETE FORMWORK'. (ACI 3418 -94). DRAWINGS tD LOCATE DEPRESSED SLABS, SLOPES, DRAIN5, OUTLETS, E:XP05ED TO EARTH 3' 3/8' 1. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR SAFE " v v n OPENINGS, TO LOCATE BOLL SETTINGS, SLEEVES, ETC. EXPOSED t0 EARTH OR ADEQUATE SHORING RE- SHORING, BRACING AND FORMWORK GENE � � J , .A CONTRACTOR SHALL CONTRACT A STATE OF FLORIDA R1= GISt(rRED •' Q ry N N X: } DISCREPANCIES 5HALL BE BROUGHT t0 THE ATTENTION OF THE WEATHER NO. 5 AND ENGINEER TO PREPARE SHORING AND RESHORING PLANS AND THEY " -• Z ARCHITECT - ENGINEER BEFORE PROCEEDING WITH THE WORK SMALLER BARS 11/2, 3/5, ,, FIN. FLOOR - 6. GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE NO. 6 AND LARGER BARS 2' SHOULD BE SUBMITTED TO THE ENFORCEMENT AGENCY FOR '�'- . Ems- l-EV, Io' -�' v7 (1) �" �, a. ENGINEER FOR APPROVAL BEFORE FABRICATION OR ERECTION OF ANY NOT EXPOSED t0 WEATHER OR RECORDKEEPING, STRUCTURAL SYSTEM. IN CONTACT WITH GROUND: 8, THE OWNER 5HALL CONTRACT AN INDEPENDENT TESTING 5 -3 (SEE PLAN) A RESTRICT AND PROPERLY ISOLATE I /6' LABORATORY APPROVED BY THE ENGINEER TO PERFORM CONCRETE - -�� MROVIDE 2.5 AMITIONAL BARS 1. GENERAL CONTRACTOR SHALL R I - ALL CONSTRUCTION EQUIPMENT AND LOADS FROM INDUCING OR STRUCTURAL BLAB AND i CYLINDER TESTS AS FOLLOWS: FOUR CYLINDER TEST PER �'. 5 (SEE FLAN) -� FOR EVERY t2' C7R� TRANSMITTING VIBRATIONS TO THE STRUCTURE DURING CONSTRUCTION. WALLS 3/4' I /8' ANY DAY'S POUR LESS THAN 50 CUBIC YARDS. t�K wALi - �� � J � B � � « 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISPOSAL BEAMS AND COLUMNS 9. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE �,Iw y ' OF ALL ACCUMULATED WATER FROM EXCAVATION AND DEWATERING (PRIMARY REINFORCEMENT, SHALL COMPLY WITH ACI 301 - 99. -- ' v� 'o0v OPERATIONS IN SUCH A WAY AS TO NOT CAUSE INCONVENIENCE TO TIES, STIRRUPS AND 10, NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. TB -1 (SEE PLAN) TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS. SPIRALS) 1 1/2' 3/8' 11. VERTICAL CONSTRUCTION JOINTS USING APPROVED BULKHEADS a '• - 9. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO 5LA55 ON GRADE 1 1/2' 114' MAY BE MADE AT CENTER OF BEAM OR SLAB SPANS WHERE STOP IN . - AVOID DAMAGING ANY EXISTING: UTILITIES. ALL UNKNOWN UTILITIES CONCRETE WORK IS NECESSARY. FOR ADDITIONAL REINFORCING AT FILLED CELL K � � '. R � • � :V DISCOVERED DURING CONSTRUCTION SHALL BE BROUGHT TO THE 4. NO DEVIATION FROM THE STRUCTURAL PLANS SHALL 3E CONSTRUCTION JOINTS SEE DETAILS. ANY OTHER CONSTRUCTION JOIN ATTENTION OF THE ARCHITECT- ENGINEER ANY DAMAGE t0 EXISTING PERMITTED WITHOUT THE EXPRE'S5 WRITTEN CONSENT OF THE REQUESTED BY THE GENERAL CONTRACTOR SHALL BE SHOWN ON THE " UTILITIES SHALL BE REPORTED TO ALL AFFECTED PARTIES, INCLUDING 'STRUCTURAL ENGINEER. ALL REINFORCING DETAILS TO ME SUBMITTED REVIEW- THE SHOP DRAWINGS FOR THE ENGINEER'S SECTION ARCHITECT- ENGINEER. TO THE ENGINEER FOR HIS APPROVAL. 12. REMOVE ALL DEBRIS FROM FORMS BEFORE POURING. 10. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPD TING HIS 5. ALL REINFORCING BARS SHALL BE SECURELY HELD IN PLACE TIE BEAM DROP OVER OPENING 13. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECS, DURING CONCRETE POURING, IF REQUIRED, ADDITIONAL E-�AR5 SHALL (AS IN WALLS, COLUMNS, AND DROP CAPITALS) 50 AS t0 CAUSE 3/4" -fir -0" 5 HANGS ORDERS AND CLARIFICATION SKETCHES ISSUED BE PROvIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR THE BARS. SEGREGATION OF AGGREGATES USE HOPPERS CHUTES OR TRUNKS Cf ril FIELD ORDER , C 3/4 =1 -0 DURING THE COURSE OF CONSTRUCTION. 6, BARS SUPPORTS SHALL BE PLASTIC TIPPED FOR EXF05ED VARYING LENGTHS SO THAT THE FREE UNCONFINED FALL OF CONCRETE 11, 'BY OTHERS' DENOTES LABOR AND MATERIALS BY OTHERS. CONCRETE. LEGS OF FOUNDATIONS CHAIRS SHALL BE GALVANIZED, SHALL NOT EXCEED 5 FEET, AND A SUFFICIENT NUMBER SHALL BE USE HOWEVER THE GENERAL CONTRACTOR SHALL PROVIDE COORDINATION AND PLASTIC 'DONUT' SPACER SPACER WILL BE REQUIRED FOR STEEL AGAINST TO ENSURE THE CONCRETE IS BEING KEPT LEVEL AT ALL TIMES. FREE ACCESS FOR THE WORK FORMS IN CONCRETE BEAMS A14D WALLS IF FIELD CONDITIONS WARRANT. 12. 'NIC' DENOTES NOT IN CONTRACT. THE OWNER SHALL BE 1. WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A 185 -19 AND GONG. COLUMN BEHIND RESPONSIBLE FOR COORDINATING A TIME SCHEDULE OF THE BASE IT SHALL BE SUPPORTED ON $LAB 5OL5TER5. CONTRACT WITH THE 'NIC' TRADES. S. ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED REINFORCED MASONRY LOAD BEARING: O ER5 UNLESS OTHERWISE NOTED LAP 13. TYPICAL DETAILS AND NOTES ON THESE DRAWING5 5HALL APPLY 30 DNA. 0% SPLICES AND C RN { UNLE55 SPECIFICALLY NOTED OTHERWISE. CONSTRUCTION DETAIL'S AND CONTINUOUS TOP BARS AT CENTER BETWEEN SUPPORTS AS REQUIRED. 2 X 6 STRUCTURAL c�u•1>ra.teANre�t „w�n�w rN.nae rew.�arws SECTIONS NOT COMPLETELY SHOWN OR NOTED $HALL BE SIMILAR TO TERMINATE CONTINUOUS BARS AT NON - CONTINUOUS ENDS WITH STANDARD I. LAY UP ALL 8' MASONRY UNITS PRIOR TO GONSTi�IIGTION OF THE BEARING WALL (SEE DETAILS AND BECTIONS SHOWN OR NOTED FOR SIMILAR CONDITIONS. HOOKS, U.ON. SUPPORTED MEMBERS FOR THE SAME STORY. USE TYPE M MORTAR M BEARING PLAN) 14, THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR 9. ALL WALLS AND COLUMNS $HALL BE DOWELED INTO FOOTINGS, WALLS. LAY UP UNITS IN RUNNING BOND. ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND WALLS, BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING 4' CONC, SLAB W/ 6'X6' -1111.4 X WI.4 WWF PROTECTION, IN ACCORDANCE WITH THE LOCAL BUILDING DEPARTMENT. AS THE BAR5 ABOVE. USE A (46) BAR DIAMETER LAP EXCEPT WHERE 2, CONSTRUCT REW -OR MASONRY IN ACCORDANCE WITH ACI 531, 22( !/ ON .O4 MIL POYETH. FILM "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES: AND OR (�, WEU�� A llG:�O,r�S FIN, FLOOR ON WELL COMPACTED FILL 15. TEMPORARY BRACING SHALL BE PROvIDED AS REQUIRED TO HOLD SPECIFICALLY INDICATED. lam/ !y ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT 10, VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR 'SPECIFICATIONS FOR THE DESIGN AND CON5TRJCTION OF LOAD BEARING , ELEV. �' -!d• . IS SECURELY ANCHORED. LINES. SPLICE. BARS IN SPANDRELS, WALLS, BEAMS, GRADE BEAMS ETC_ CONCRETE MASONRY' N.CM_A. !/ a " -" c ALL SLAB ON 2Z "fig , 24 • c .. GRADE 16. THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, (UNLESS OTHERWISE NOTED) A$ FOLLOWS: TOP BAR$ AT CENTER GRADES (5.OjsJ 3. USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C_0 GRADE N EQUIPMENT AND SERVICES OF EVERY KIND, INCLUDING WATER AND LINE OF SPANt BOTTOM BARS At THE SUPPORT. SEE PLAN POWER, NECESSARY FOR THE PROPER EXECUTION OF THE WORK SHOWN OR MASONRY UNITS SHALL DEVELOP A MINIMUM COMPRESSIVE PRISM STREWjTH I MATERIAL BHA BE NEW. II, REINFORCING ALLOWANCE: THE CONTRACTOR SHALL PROVIDE 1.5 (F'm) OF 1,100 P.5.1, AND THE AVERAGE OF 3 UNITS 1900 PZ1, MORTAR INDICATED ON THESE DRAWINGS. ALL ER L LL TONS OF STEEL REINFORCEMENT FOR THE ENGINEER TO U5E AT HIS TO 13E TYPE M CONFORNING TO ASTM C210. MASY UNITS SHALL BE A MIN. OF 501yo SOLI _ j THICKENED EDGE AT PORCH MATERIALS AND WORKMANSHIP SHALL OF GOOD QUALITY. ALL 01-SCRETION DURING GONSTRUCTIONOF THE PROJECT. THE CONTRACTOR fwal t DOOR OPEN'GS. WORKMEN AND SUBCONTRACTORS SHALL BE SKILLED IN THEIR TRADE. CONTRACTOR TO REINBURSE THE OWNER FOR THE UNUSt,�=D PORTION. 4. TEST ONE SET OF MASONRY UNITS IN ADVANCE CF BEGIPWING . • ► ►' • 1 • 5 CONTINUOUS t 11. THE CONTRACTOR $HALL ADEQUATELY PROTECT HIS WORK, OPERATIONS AND ONE SET DURING CONSTRICTION FOR EACH 3000 SORT. OF - COLUMN BEHIND ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR WALL AREA SAMPLE FROM ACTUAL FIELD UNITS. ► A ' FOOTINGS FOR CONC. C 1�wIli' DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. MA5ONRY , ► .� e' 0 = L� 18. THE PREMISES SHALL ME KEPT FROM ACCUMULATION OF WATER, 5. USE TYPE T1' MORTAR IN ACCORDANCE WITH A5TM C210. USE 3 /E' :- MATERIALS, AND DEBRIS, AND AT THE END OF THE JOB THE 1. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF A QUALITY At _ O LEAST EQUAL TO THAT REQUIRED BY A$TM C90 'STANDARD FULL BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTAR PROTRUDING CONTRACTOR $HALL REMOVE ALL RUI3B15H, SURPLUS MATERIALS, AND INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTE=D. ALLOW A X10 U 0� (7 tf�C TOOLS AND LEAVE THE. BUILDING BROOM CLEAN. SPECIFICATION OF A5TM C210, EXCE=PT THAT SLAG CEME�fT 5HALL NOT MIN. OF 24 HOURS FOR MORTAR S" I + 15. JOB BITE VIviTS BY THE ENGINEER DO NOT CONSTITUTE AN BE USED. MORTAR FOR EXTERIOR WALLS SHALL BE TYFE M. FOR -0 INTERIOR LOAD BEARING WALLS THE MORTAR 5HALL BE TYPE M OR S. OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR 6. USE 3000 PSI PUMP MIX READY MIX GROUT MADE WITH MAX 3/5' / _ „ LL 'THRESHOLD' INSPECTIONS AS REQUIRUED BY TWE LOCAL BUILDING FOR INTERIOR WALLS ABOVE GRADE AND NOT SUPPORTSI IG LOADS THE AGCsREGATE AND 6' TO 10' SLUMP. TEST SAMPLES FOR COMPRESSIVE STRENGTH DEPARTMENT LD P MORTAR SHALL BE TYPE M, 5, OR N. DEPARTMENT 5HALL BE UNDER A SEPARATE CONTRACT. TEST EVERY 30 YARDS OR EACH DAYS GROUTING. 20. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEME=NT AND ARE 2. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. THICKENEDM SUPERSEDED BY THE STRUCTURAL DRAWINGS. It SHALL BE THE - 1. USE HEAVY DUTY LADDER TYPE MASONRY REINFORCING M EVERY OTHER RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT COURSE. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. (n ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST LINTELS: OVERLAP DISCONTINUOUS ENDS A MIN. OF 12 '. HORIZONTAL MINFORC ING 3 4 " =1 r -0" ♦_ r_ rr STRUCTURAL DRAWINGS. SHALL CODFOf71 TO ASTM A /b ?. l 3�4 -1 0 { 21. THE CONTRACTOR SHALL SUPPLY THE ENGINEER WITH ONE SEPIA 1. LINTELS MAY BE USED IN I`IA50NP-Y OPENINGS UP TO 6' - < rm COPY OR SIX BLUELINE COPIES OF SHOP DRAWINGS A MINIMUM OF TWO CLEAR. THESE MAY BE FFZ -CA$T OR CAST IN PLACE Z,ND SHALL BE 5' 5. USE GROUTED CELLS WITH 45 VE=RTICAL AT WALL INTERSECTIONS, WEEKS PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAWINGS BY THE x 12' MINIMUM WITH 2 "5 TOP AND BOTTOM AND SHALL ! E AR AT EACH EACH SIDE OF OPENINGS N THE WALL AND AT THE ENDS OF WALLS, USE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL SIDE OF OPENINGS. 15 IN FILLED CELL, U.O.N. DRAWINGS AND SPECIFICATIONS. TH15 REVIEW D01=5 NOT GUARANTEE 1/2' JOINT FILLER W.WF. SEE PLAN IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT 9, USE BAR SPACERS IN EVERY 6 RE U1 COURSE WHERE CELLS A TO BE t SEALANT " INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. GROUTED. SEE FOUNDATION PLAN -- STRLIGTURAL STEEL: ,� FOR SLAB tHIGKNE$a I/2' JOINT FILLIW (� - P t SEALANT y l CONCRETE SLAB ON FILL: 6 COMPACTED AND REINFORCING I. ALL STRUCTURAL STEEL ROLLED SHAPES, MARS ANC PLATES 10. PROVIDE CLEAN CUT OPENINGS FOR EACH GROUTED CELL. GRANULAR FILL 1. SELECTED FILL MATERIALS SHALL BE GLEAN CRUSHED LIME SHALL COMPLY WITH A57M A3A'•• /A36M- 00a(AUG 2000), ;r -Y = 36 KSI, U.ON_ "t 10 FINE SAND. THE FILL 2. STRUCTURAL TUBING (TB) SHALL COMPLY WITH ASTM A'f00, II. USE ASTM A 615 GRAPE 60 REINFORCING STEEL. �: Q Lu STONE (3 MAXIMUM PARTICLE) OR CLEAN MM PLACEMENT SHOULD OCCUR IN THE DRY AND COMPACTED TO A MINIMUM GRADE B, FY = 46 KSI. FIN. FL. ELEV. �o' COMPACTED 12. IN HIGH LIFT GROUTING USE A MAX. LIFT OF 4' -0' MN 1/2 HOUR p :• ' GRANULAR FILL -1 cl OF 96 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY 3. STEEL PIPE SHALL COMPLY WITH ABTA A53, TYPE S, C =MADE B, t._ a (ASTM D- 1551). FOLLOW SOIL LAS RECOMMENDATIONS FOR THE FY - 35 KSI. AND MAX I HOUR BETIIilwEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE � �� FIN. FL Q � Hill x x '"SE=E PLAN METHODS AND PROCEDURES. ALL FILL WORK SHALL BE SUPERVISED BY 4. ALL BOLTS SHALL BE 3/4' DIAMETER ON 13/16" ROUND HOLE5, PREVIOUS LIFT AFTER PLACING NEXT LIFT. R. I A SOIL LAB REPRESENTATIVE, ALL TOP SOIL SHALL BE REMOVED UNLESS OTHERWISE NOTED. 13. REINFORCED MASONRY WALL CONSTRICTION 5HALL BE INSP> CTE2 BY AN [ENT BEFORE STARTING FILLING OPERATIONS. 5. ANCHOR BOLTS SHALL GOh1PLY WITH ASTM A301. 4 x- TOP OF 2. SLABS ON GRADE 5HALL BE PLACED OVER b MIL vISQUEEN OR 6. WELDINCs ELECTRODES SHALL BE E - 10 SERIES, LOW HYDROGEN. ENGINEER OR ARCHITECT IN ACCORDANCE WITH ACI 531. Z :: A;- CsRADE ENGINEER APPROVE =D EQUIVALENT. 14. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS Z 3. WELDED WIRE FABRIC SHALL CONFORM WITH A5TM A 185 -19 PRE- FABRIGAtED WOOD TRUSSES: WITH GROUT FOR BOLTED COURSE, ONE COURSE A50VE AND TWO COURSES rt CLOSED TIES SEE SHEDULE i 'STANDARD SPECIFICATIONS FOR WELDED WIRE FABRIC FOR CONCRETE L TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE BELOW ANCHOR ELEVATION RE INORCEMENT'. FLORIDA BUILDING CODE, THE TRUSS PLATE INSTITUTE AND -I FIRST (5) TIES * 4" OG, rA u 1 4. WELDED WIRE FABRIC SHALL BE SUPPORTED ON SLAB BOLSTERS ARCHITECTURAL- STRUCTURAL DRAWINGS. SUBMIT SHOP DRAWINGS FOR 15. USE M55URE TREATED WOOD IN CONTACT WITH MASONRY, _ OR CONCRETE BLOCKS SPACED NO FURTHER THAN 3' -0' O,G. APPROVAL PRIOR TO FABRICATION SUPERIMPOSED LOADS SHALL BE AS -: '. .' 3 "4 HORIZ. a � ., � � -DOWELS W/ STD. °.10 HOOKS 5. SAW CUT CONTROL JOINTS SHALL 156 SAWED A5 $DON AS THE FOLLOWS: 16. PROVIDE POURED N PLACE LNTE:LS OR HEADERS OVER ALL MASONRY + ' •.. DOWELS W/ �uTD. W HOOKS E=G'U l LY SPACED CONCRETE 15 HARD ENOUGH NOT TO BE TORN OR DAMAGED BY THE ROOF: TOP CHORD: 15 P.6# -F. BOTTOM CHORD: 10 P -5F. OPENINGS NOT FLUSH WITH 5TRJCTURAL FRAME. SEE FOOTING ". •; m BLADE. WIND UPLIFT = SEE ROOF FRAMING PLAN 'SCHEDULE FOR • "• '• . -,. .. Y b. COLUMNS, BEAMS AND WALLS OR ANY OTHER STRUCTURAL MEMBER 11. REINFORCING SPLICES TO BE 45 BAR DIAMETERS #• �' ; SEE FOOTING "- -T^ ->; PENETRATING SLAB5 ON FILL SHALL BE ISOLATED BY PREMOLDED JOINT SIZE t REINF, r • Y » • WICK) COMPLYING WITH A51M ©6152 TYPEI. LUMBER: " 4 G 51ZEE44 RE1NR R • • 3' G R +� ••« �;• -r* « ,r 4 + r FILLER (I/2 T W Y 1. JOINTS SHALL BE SEALED WHERE INDICATED BY THE 1. ALL LUMBER TO BE SOUTHE=RN PINE NO.1 OR BETTER. 3 R « ARCHITECTURAL DRAWINGS AND FILLER AND SEALANT MATERIAL SHALL ' U • �> , FOLLOW SPE=CS. w ♦• I V � �, • it • Y • O.L i No 12736#5 E.g. No 0001 /09 pAVIS ENGINEERS P.A. 780 TAMIAMI CANAL ROAD MIAMI, FLORIDA 33144 (305) 266 -2566 JOB N•. 5261 2K - 13. TYPICAL DETAILS AND NOTES ON THESE DRAWING5 5HALL APPLY 30 DNA. 0% SPLICES AND C RN { UNLE55 SPECIFICALLY NOTED OTHERWISE. CONSTRUCTION DETAIL'S AND CONTINUOUS TOP BARS AT CENTER BETWEEN SUPPORTS AS REQUIRED. 2 X 6 STRUCTURAL c�u•1>ra.teANre�t „w�n�w rN.nae rew.�arws SECTIONS NOT COMPLETELY SHOWN OR NOTED $HALL BE SIMILAR TO TERMINATE CONTINUOUS BARS AT NON - CONTINUOUS ENDS WITH STANDARD I. LAY UP ALL 8' MASONRY UNITS PRIOR TO GONSTi�IIGTION OF THE BEARING WALL (SEE DETAILS AND BECTIONS SHOWN OR NOTED FOR SIMILAR CONDITIONS. HOOKS, U.ON. SUPPORTED MEMBERS FOR THE SAME STORY. USE TYPE M MORTAR M BEARING PLAN) 14, THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR 9. ALL WALLS AND COLUMNS $HALL BE DOWELED INTO FOOTINGS, WALLS. LAY UP UNITS IN RUNNING BOND. ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND WALLS, BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING 4' CONC, SLAB W/ 6'X6' -1111.4 X WI.4 WWF PROTECTION, IN ACCORDANCE WITH THE LOCAL BUILDING DEPARTMENT. AS THE BAR5 ABOVE. USE A (46) BAR DIAMETER LAP EXCEPT WHERE 2, CONSTRUCT REW -OR MASONRY IN ACCORDANCE WITH ACI 531, 22( !/ ON .O4 MIL POYETH. FILM "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES: AND OR (�, WEU�� A llG:�O,r�S FIN, FLOOR ON WELL COMPACTED FILL 15. TEMPORARY BRACING SHALL BE PROvIDED AS REQUIRED TO HOLD SPECIFICALLY INDICATED. lam/ !y ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT 10, VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR 'SPECIFICATIONS FOR THE DESIGN AND CON5TRJCTION OF LOAD BEARING , ELEV. �' -!d• . IS SECURELY ANCHORED. LINES. SPLICE. BARS IN SPANDRELS, WALLS, BEAMS, GRADE BEAMS ETC_ CONCRETE MASONRY' N.CM_A. !/ a " -" c ALL SLAB ON 2Z "fig , 24 • c .. GRADE 16. THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, (UNLESS OTHERWISE NOTED) A$ FOLLOWS: TOP BAR$ AT CENTER GRADES (5.OjsJ 3. USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C_0 GRADE N EQUIPMENT AND SERVICES OF EVERY KIND, INCLUDING WATER AND LINE OF SPANt BOTTOM BARS At THE SUPPORT. SEE PLAN POWER, NECESSARY FOR THE PROPER EXECUTION OF THE WORK SHOWN OR MASONRY UNITS SHALL DEVELOP A MINIMUM COMPRESSIVE PRISM STREWjTH I MATERIAL BHA BE NEW. II, REINFORCING ALLOWANCE: THE CONTRACTOR SHALL PROVIDE 1.5 (F'm) OF 1,100 P.5.1, AND THE AVERAGE OF 3 UNITS 1900 PZ1, MORTAR INDICATED ON THESE DRAWINGS. ALL ER L LL TONS OF STEEL REINFORCEMENT FOR THE ENGINEER TO U5E AT HIS TO 13E TYPE M CONFORNING TO ASTM C210. MASY UNITS SHALL BE A MIN. OF 501yo SOLI _ j THICKENED EDGE AT PORCH MATERIALS AND WORKMANSHIP SHALL OF GOOD QUALITY. ALL 01-SCRETION DURING GONSTRUCTIONOF THE PROJECT. THE CONTRACTOR fwal t DOOR OPEN'GS. WORKMEN AND SUBCONTRACTORS SHALL BE SKILLED IN THEIR TRADE. CONTRACTOR TO REINBURSE THE OWNER FOR THE UNUSt,�=D PORTION. 4. TEST ONE SET OF MASONRY UNITS IN ADVANCE CF BEGIPWING . • ► ►' • 1 • 5 CONTINUOUS t 11. THE CONTRACTOR $HALL ADEQUATELY PROTECT HIS WORK, OPERATIONS AND ONE SET DURING CONSTRICTION FOR EACH 3000 SORT. OF - COLUMN BEHIND ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR WALL AREA SAMPLE FROM ACTUAL FIELD UNITS. ► A ' FOOTINGS FOR CONC. C 1�wIli' DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. MA5ONRY , ► .� e' 0 = L� 18. THE PREMISES SHALL ME KEPT FROM ACCUMULATION OF WATER, 5. USE TYPE T1' MORTAR IN ACCORDANCE WITH A5TM C210. USE 3 /E' :- MATERIALS, AND DEBRIS, AND AT THE END OF THE JOB THE 1. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF A QUALITY At _ O LEAST EQUAL TO THAT REQUIRED BY A$TM C90 'STANDARD FULL BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTAR PROTRUDING CONTRACTOR $HALL REMOVE ALL RUI3B15H, SURPLUS MATERIALS, AND INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTE=D. ALLOW A X10 U 0� (7 tf�C TOOLS AND LEAVE THE. BUILDING BROOM CLEAN. SPECIFICATION OF A5TM C210, EXCE=PT THAT SLAG CEME�fT 5HALL NOT MIN. OF 24 HOURS FOR MORTAR S" I + 15. JOB BITE VIviTS BY THE ENGINEER DO NOT CONSTITUTE AN BE USED. MORTAR FOR EXTERIOR WALLS SHALL BE TYFE M. FOR -0 INTERIOR LOAD BEARING WALLS THE MORTAR 5HALL BE TYPE M OR S. OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR 6. USE 3000 PSI PUMP MIX READY MIX GROUT MADE WITH MAX 3/5' / _ „ LL 'THRESHOLD' INSPECTIONS AS REQUIRUED BY TWE LOCAL BUILDING FOR INTERIOR WALLS ABOVE GRADE AND NOT SUPPORTSI IG LOADS THE AGCsREGATE AND 6' TO 10' SLUMP. TEST SAMPLES FOR COMPRESSIVE STRENGTH DEPARTMENT LD P MORTAR SHALL BE TYPE M, 5, OR N. DEPARTMENT 5HALL BE UNDER A SEPARATE CONTRACT. TEST EVERY 30 YARDS OR EACH DAYS GROUTING. 20. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEME=NT AND ARE 2. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. THICKENEDM SUPERSEDED BY THE STRUCTURAL DRAWINGS. It SHALL BE THE - 1. USE HEAVY DUTY LADDER TYPE MASONRY REINFORCING M EVERY OTHER RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT COURSE. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. (n ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST LINTELS: OVERLAP DISCONTINUOUS ENDS A MIN. OF 12 '. HORIZONTAL MINFORC ING 3 4 " =1 r -0" ♦_ r_ rr STRUCTURAL DRAWINGS. SHALL CODFOf71 TO ASTM A /b ?. l 3�4 -1 0 { 21. THE CONTRACTOR SHALL SUPPLY THE ENGINEER WITH ONE SEPIA 1. LINTELS MAY BE USED IN I`IA50NP-Y OPENINGS UP TO 6' - < rm COPY OR SIX BLUELINE COPIES OF SHOP DRAWINGS A MINIMUM OF TWO CLEAR. THESE MAY BE FFZ -CA$T OR CAST IN PLACE Z,ND SHALL BE 5' 5. USE GROUTED CELLS WITH 45 VE=RTICAL AT WALL INTERSECTIONS, WEEKS PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAWINGS BY THE x 12' MINIMUM WITH 2 "5 TOP AND BOTTOM AND SHALL ! E AR AT EACH EACH SIDE OF OPENINGS N THE WALL AND AT THE ENDS OF WALLS, USE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL SIDE OF OPENINGS. 15 IN FILLED CELL, U.O.N. DRAWINGS AND SPECIFICATIONS. TH15 REVIEW D01=5 NOT GUARANTEE 1/2' JOINT FILLER W.WF. SEE PLAN IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT 9, USE BAR SPACERS IN EVERY 6 RE U1 COURSE WHERE CELLS A TO BE t SEALANT " INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. GROUTED. SEE FOUNDATION PLAN -- STRLIGTURAL STEEL: ,� FOR SLAB tHIGKNE$a I/2' JOINT FILLIW (� - P t SEALANT y l CONCRETE SLAB ON FILL: 6 COMPACTED AND REINFORCING I. ALL STRUCTURAL STEEL ROLLED SHAPES, MARS ANC PLATES 10. PROVIDE CLEAN CUT OPENINGS FOR EACH GROUTED CELL. GRANULAR FILL 1. SELECTED FILL MATERIALS SHALL BE GLEAN CRUSHED LIME SHALL COMPLY WITH A57M A3A'•• /A36M- 00a(AUG 2000), ;r -Y = 36 KSI, U.ON_ "t 10 FINE SAND. THE FILL 2. STRUCTURAL TUBING (TB) SHALL COMPLY WITH ASTM A'f00, II. USE ASTM A 615 GRAPE 60 REINFORCING STEEL. �: Q Lu STONE (3 MAXIMUM PARTICLE) OR CLEAN MM PLACEMENT SHOULD OCCUR IN THE DRY AND COMPACTED TO A MINIMUM GRADE B, FY = 46 KSI. FIN. FL. ELEV. �o' COMPACTED 12. IN HIGH LIFT GROUTING USE A MAX. LIFT OF 4' -0' MN 1/2 HOUR p :• ' GRANULAR FILL -1 cl OF 96 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY 3. STEEL PIPE SHALL COMPLY WITH ABTA A53, TYPE S, C =MADE B, t._ a (ASTM D- 1551). FOLLOW SOIL LAS RECOMMENDATIONS FOR THE FY - 35 KSI. AND MAX I HOUR BETIIilwEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE � �� FIN. FL Q � Hill x x '"SE=E PLAN METHODS AND PROCEDURES. ALL FILL WORK SHALL BE SUPERVISED BY 4. ALL BOLTS SHALL BE 3/4' DIAMETER ON 13/16" ROUND HOLE5, PREVIOUS LIFT AFTER PLACING NEXT LIFT. R. I A SOIL LAB REPRESENTATIVE, ALL TOP SOIL SHALL BE REMOVED UNLESS OTHERWISE NOTED. 13. REINFORCED MASONRY WALL CONSTRICTION 5HALL BE INSP> CTE2 BY AN [ENT BEFORE STARTING FILLING OPERATIONS. 5. ANCHOR BOLTS SHALL GOh1PLY WITH ASTM A301. 4 x- TOP OF 2. SLABS ON GRADE 5HALL BE PLACED OVER b MIL vISQUEEN OR 6. WELDINCs ELECTRODES SHALL BE E - 10 SERIES, LOW HYDROGEN. ENGINEER OR ARCHITECT IN ACCORDANCE WITH ACI 531. Z :: A;- CsRADE ENGINEER APPROVE =D EQUIVALENT. 14. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS Z 3. WELDED WIRE FABRIC SHALL CONFORM WITH A5TM A 185 -19 PRE- FABRIGAtED WOOD TRUSSES: WITH GROUT FOR BOLTED COURSE, ONE COURSE A50VE AND TWO COURSES rt CLOSED TIES SEE SHEDULE i 'STANDARD SPECIFICATIONS FOR WELDED WIRE FABRIC FOR CONCRETE L TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE BELOW ANCHOR ELEVATION RE INORCEMENT'. FLORIDA BUILDING CODE, THE TRUSS PLATE INSTITUTE AND -I FIRST (5) TIES * 4" OG, rA u 1 4. WELDED WIRE FABRIC SHALL BE SUPPORTED ON SLAB BOLSTERS ARCHITECTURAL- STRUCTURAL DRAWINGS. SUBMIT SHOP DRAWINGS FOR 15. USE M55URE TREATED WOOD IN CONTACT WITH MASONRY, _ OR CONCRETE BLOCKS SPACED NO FURTHER THAN 3' -0' O,G. APPROVAL PRIOR TO FABRICATION SUPERIMPOSED LOADS SHALL BE AS -: '. .' 3 "4 HORIZ. a � ., � � -DOWELS W/ STD. °.10 HOOKS 5. SAW CUT CONTROL JOINTS SHALL 156 SAWED A5 $DON AS THE FOLLOWS: 16. PROVIDE POURED N PLACE LNTE:LS OR HEADERS OVER ALL MASONRY + ' •.. DOWELS W/ �uTD. W HOOKS E=G'U l LY SPACED CONCRETE 15 HARD ENOUGH NOT TO BE TORN OR DAMAGED BY THE ROOF: TOP CHORD: 15 P.6# -F. BOTTOM CHORD: 10 P -5F. OPENINGS NOT FLUSH WITH 5TRJCTURAL FRAME. SEE FOOTING ". •; m BLADE. WIND UPLIFT = SEE ROOF FRAMING PLAN 'SCHEDULE FOR • "• '• . -,. .. Y b. COLUMNS, BEAMS AND WALLS OR ANY OTHER STRUCTURAL MEMBER 11. REINFORCING SPLICES TO BE 45 BAR DIAMETERS #• �' ; SEE FOOTING "- -T^ ->; PENETRATING SLAB5 ON FILL SHALL BE ISOLATED BY PREMOLDED JOINT SIZE t REINF, r • Y » • WICK) COMPLYING WITH A51M ©6152 TYPEI. LUMBER: " 4 G 51ZEE44 RE1NR R • • 3' G R +� ••« �;• -r* « ,r 4 + r FILLER (I/2 T W Y 1. JOINTS SHALL BE SEALED WHERE INDICATED BY THE 1. ALL LUMBER TO BE SOUTHE=RN PINE NO.1 OR BETTER. 3 R « ARCHITECTURAL DRAWINGS AND FILLER AND SEALANT MATERIAL SHALL ' U • �> , FOLLOW SPE=CS. w ♦• I V � �, • it • Y • PICAL WALL FOOTING » •�'� y•Yu • u .� lypKfAL COLUMN FOOTING uccr o. • .. V y Y V « . 4 WOOD DECK (51FE PLAN) 1 ExlST. c aNT. EDOWELS, 05 • 32. O.G. DO 3/4 -1 0 ©rztwing Titles � °•r Yr• ♦rY - (2) 2 x a TOP PLATE � WELDED TO STEEL BEAM r r Y DOWEL MATERIAL IUELDAE3LES 1 /4' STIFFENER�J • • « FL FLOOR----,- BAR ASTM A106 5 irry o e' u » ♦ � �� � �� (SEE C41 -Ibd TOE NAILS PER STUD A WOOD LOAD BERING WALL PARTITION I 1 71 - • 2x4 BLOCK W12 -16d TOE NAIL'$, BOTH ENDS 2X6 STUDS + I6'O.G. WITH BLOCKING + WALL. 4' -(A' O.C. MAX FROM TOP AND BOTTOM. (TYPICAL FOR ALL INTERIOR BEARING � 5' CMU WALL (SEE PLAN) � 3/3" STEEL i=' UJ/ 13/1" X 1 ' HOLES r ! PARTITION5) FOR (2) 3/4' A -325 LOAD BEARING PARTITION PROVIDE: A) (2) STUDS EACH SIDE OF STUD WALL OPENiNC� � n �j()L'j rj (j f/ N � ((� T U ' 2 Revision ��1tt UP TO 61-01 N E6#) MINIMIJM 4 STUD5 • EACH CORNER/INTERSECTION /GIRDER TRUSS A _4 ' L% I35EGTION g 1 1/4 c " DRYWALL AT BOTH 51DE5 (SEAL ALL 3- r.4IN. 8' STIFFENERS T. OF AM SEE PLAN / 2--3 4" 4/4. - OPENINGS) CONT. WOOD P.T. PLATE 2X6 W/ 114' I' DIA. KUIK BOLT 11 BY HILTI w - - 24'O.C. AT 2 #' EMBED IN CONCRETE (2) -14d TOE NAILS PER STUD 1 /b.t/e ^ 4 f �wll CU' G- r �r �• - • 518' SEAT PLATE W/ CONCRETE BEAM / �7 I f� 1/2' X 8� X 12' W/ (4) 3/4 HEADED STUDS (6' LONG) !I X �1 X 3/8 T.S. lea X S iCiL 1/� " • 3/4' WELDED HEADER s. scales: As Shawn ". Ij : . . STUDS EME3EDED / i' -o" 1 a4 Y A -32s• rs _ SLAB- ON- GRr1DE OMI _TED "SOIL MONOLITHIC J ,i� , I -.z ,._,«., SECTIONA L / // v✓ N /,(/ STEEL BEAM JOINT T t) 1 STEEL EAa M TO STEEL ate s -h .4 -U5 FOOTING (SEE PLAN) BECTIONPWOOD LOAD BEARING ►ALL �OTEEL BEAM ON CONC. COLUMN /BEAM. � STEEL COL. ATTACHMENT � B M ATTACHMENT - _ � � n TF .. Q.A 1 N.T.S, f.L