Loading...
05-192(3)-015� I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10 I I I I 12 I 13 I 14 I 15 N M L K J N G F E D 6 A BEAM SCHEDULE MARK TOP SIZE REINFORCING TIES OR STIRRUP REMARKS "8" "T'$ "C" "E" "D" "1 "EAF NO. TYPE SPACING EA EN — ELEV. W x H 406 0308' 305 4 SEE DETAIL 1 ' 5 0348' V -0' X 3'-O')< 12' 5 8' X 21' 6' 6 '3 s 8' © 6 R5-1 +131-01 8' X 18' 1. 5 205 Nve 35 KSI. E ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND TE. CONTmX 8' X 8' MIN. — 03 0 *11 w 2' 6 IN 2 GROUT- FILLED CELLS HOOT IPPEI GALY�,4NLIZ�ED MIN. IV. STRUCTURAL STEEL SHOP DWGS 1. WELDING: 12' LEG - SHRINK GROUT AS REQ'D EL. -3' -0' I 2 5 DIAGONAL I s ji-EL. SEE PLAN 3. CONCRETE: B. WELDERS SHALL BE AWS- CERTIFIED. 4- 5/8' 'J' ANCH. BOLTS R5-2 + 9' -0' S' X IS' 2 05 2 05 - B. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 3000 P51. 5. A FIBER BEND STRESS AS PER NDS. B. SIZES SHOWN ARE A NOMM STRESS 03 0 s 1' II II II FOR SIZE 4 REINFORCING) LIMEROCK PRACTICE FOR CCNCRETE WORK' MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO J I 1 L THE DRAWINGS. NO FRAMING MEMBERS SHALL BE OF PRESSURE - TREATED WOOD, — NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. #• • • • I R5-3 4131-01 8' X 18' 205 2' 5 3' GLR COL 4 FTG. 03 0 all u EMBED FIGS b �y t 1 I R STEEL COL " - INTO LIMEROCK REQUIRED. ONE SLUMP TEST ALL BE TAKEN FOR EACH SET OF TEST CYLINDERS SH FOOTING DETAIL COMPACTED FILL S' lie R5 -4 +S'—OR 8' X IS' 2 05 2 ' 5 SL/l � 1'1/r 1"1ETAIL (TE) fi J./� L� WITH ACI 301- 99:SPECIFICATIONS FOR STRUCTURAL CONCRETE �7 H. 03 0 *11 RB -5 4 9' -0' 8' X 22' 2' 1 265 43 1961 ARCH BEAM 28 -1 + 10' -51/4' 8' X 311/4' 201 2 05 364 6 3 *121 25 -2 +10'-6' 8'X38' 201 2.5 3+4 03 0 412' 213-3 + 10'40' S' X 24' 1 ' 6 2 ' 5 03 0 410, 28 -4 + 10' -6' S' X 24' 2' 5 2' 5 03 0 1510, 28 -5 + 10' -6' S' X 24' 206 205 43 0 410, 28 -6 + 10' -6' 8' x 24' 206 2 05 03 0 s 10' 18 -1 + 10' -6' S' x 24' 2' 6 2' 5 3 rb s 10 , 1 05 2' S r 3 Ib 4 s 12' s CORNERS, ' DROP OVER Ol'NG, ADD 2' 5 BOTTOM. T$ SEE PLAN S' X 12' MIN. CONT. CONT. BAL. s 48 � WHEN DEPTH EXCEEDS 361 ADD 04 s 12 'I' BARS EA FACE COLUMN SCHEDULE MARK SIZE WxD REINFORCEMENT REMARKS VERTICAL TIES O8'X12' LONG BAR 405 1398' W` -I6 1 8'X13' 405 0348' — 3 8'X16' 406 0308' 305 4 SEE DETAIL 1 ' 5 0348' V -0' X 3'-O')< 12' 5 8' X 21' 6' 6 '3 s 8' © 6 8' X 34' 8' 5 03 is 8' — — Nve 35 KSI. E ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND TE. CONTmX 8' X 8' MIN. — FG 1.6 IN GROUT - FILLED CELLS — w 2' 6 IN 2 GROUT- FILLED CELLS HOOT IPPEI GALY�,4NLIZ�ED FWELDED WIRE QJT�CTU�I- NOTES ` - I. FOUNDATION.- 4. REINFORCING STEEL: i>L EL. SEE PLAN A REINFORCNG STEEL SHALL BE DETAILED AND PLACED M ACCORDANCE WITH }!{ x —x x —x —x FOUNDATION SYSTEM CONSISTS OF SPREAD FOOTINGS DESIGNED FOR AN i — ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. FOOTINGS SHALL BEAR REI 318 -99 ^ _ — _ ON EXISTING LIMEROCK SEE SOIL STATEMENT IN DWG. S -1 B. RE�NF�EING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615 -96a. L—x—x,4-x—x—x-+/I 11 I —I 2 ��: C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 -91. - D. REINFORCING SHALL BE HELD SECURELY M POSITION WITH STANDARD ACCES- A ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE FLORIDA SORIES DURING PLACING OF CONCRETE. =III =III =III= I I I =1I III— —15 �, BUILDING CODE, 2001 EDITION, ASCE 1 -98 MINIMUM DESIGN LOADS FOR BUILDINGS, E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCON- =III =I I I=I I �I I I III =I I = �T =I I THE ACI 318 -99 BUILDING CODE, AND ALL APPLICABLE FEDERAL, STATE AND TNUOUS EDGES OR ENDS. LOCAL ORDINANCES. F. ALL BOTTOM BARS SHALL BEAR b' MNIM M OVER SUPPORTS, UDA 8' B. THESE DRAWINGS AND SPECIFICATIONS COMPLY, TO THE BEST OF MY KNOWLEDGE G. ALL RENFORCNG BARS MARKED CONTINUOUS SHALL BE LAPPED 30 DIA AT COMPACTED FILL WITH THE FLORIDA BUILDING CODE, 2001 EDITION. SPLICES AND CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BARS /gip G. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRUCTURES AT CENTER BETWEEN SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS TYPICAL S�Q ON t�M A E AFFECTING NEW CONSTRUCTION BEFORE COMMENCING ANY WORK ANY AT NON-CONTINUOUS ENDS WITH STANDARD HOOKS, UDN It VARIATIONS N ACTUAL FIELD CONDITIONS/DIMEN510NS FROM THOSE SHOW IN H. ALL TOP AND BOTTOM DSNF 14 STN FOR ALL BALCONIES SHALL BE EPDXY- COATED ELEVATION CHANGE THE CONTRACT DRAWINGS SHALL IG REPORTED TO THE CONTRACTOR'S SUBMITTAL ARCHITECT/ENGINEER FOR 1. MINIMUM CONCRETE COVER FOR REINFORCEMENT: - DETERMINING THE NEED OF REDESIGN PRIOR TO CONTRACTORS SUBMITTAL OF 3/4' = 1' -0' SHOP WORKING DRAWINGS FOR REVIEW. I. CONCRETE CAST AGAINST AND PERMANENTLY D. THESE DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, AIR EXPOSED TO CONDITIONING, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED II. CONCRETE EXPOSED TO EARTH OR WEATHER SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLETS, BOLT % BARS AND LARGER 2' SETTINGS, SLEEVES, ETC. DISCREPANCIES SHALL BE BROUGH TO THE ATTEN- 5 BARS AND SMALLS I I/2' TION OF ARCHITECT /ENGINEER BEFORE PROCEEDING WITH THE WORK III. CONCRETE NOT EXPOSED TO WEATHER OR E. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID N CONTACT WIN EARTH: � Top LEG, TYP DAMAGING ANY EXISTING UTILITIES. ALL U404M UTILITIES DISCOVERED SLA55 AND WALLS �/4' F 1 5 TOP�1 Tl3OTTOM CONY. DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHI- BEAMS AND COLUMNS - -� 1/1' , SEE PLAN TECT/ENGINEER ANY DAMAGE TO THE EXISTING UTILITIES SHALL BE REPORTED 5. CONCRETE MASONRY WORK: TO ALL AFFECTED PARTIES, INCLUDING THE ARCHITECT/ENGINEER F. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HIS CONSTRUC- TION DOCUMENTS WITH THE REVISED DRAWINGS AND SPECIFICATIONS, FIELD A ALL CONCRETE MASONRY WALLS AR= DESIGNED AS NON- LOAD BEARING WALLS, - 2 5 'Z' BARS ORDERS, C1444GE ORDERS AMD CLARIFICATION SKETCHES ISSUED DURING THE UNLESS OTHERWISE NOTED, AND SHALL BE PLACED AFTER SLABS, BEAMS AND COURSE OF CONSTRUCTION. COLUMNS SUPPORTING THEM ARE IN PLACE Cs TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECI- B. ALL CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C 90, 'STANDARD CONTINUOS WALL FICALLY NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COM- SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY WITS'. Few -ORCING PLETELY SNOW OR NOTED SHALL BE SIMILAR TO DETAILS AND SECTIONS SHOW G. MORTAR SHALL CONFORM TO ASTM C 210 TYPE 'M', WITH A MINIMUM AVERAGE 12' MIN. OR NOTED FOR SIMILAR CONDITIONS. H. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION CON STRENGTH M 1500 PSI. riiii, EL. SEE PLAN PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PRO- D. CONCRETE MASONRY STRsTH, fin, SHALL BE A MINIMUM OF 1500 PSI. PERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL E VERTICAL REINFORCING N CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA- BUILDING DEPARTMENT. METER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS TB I. BACKFILL AROUND THE EXTERIOR PERIMETER OF WALLS SHALL NOT BE PLACED FOR LAP INSPECTION AND VERIFYING THAT THE CELLS HAVE BEEN FILLED UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SOLID WITH GROUT. SYSTEMS. DO NOT PROCEED WITH BACKPILL UNTIL (1) DAYS AS A MINIMUM AFTER F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530 -99 AND 8, CMU THE COMPLETION OF INTERIOR FLOOR SYSTEM UNLESS WALLS ARE ADEQUATELY ACI 530.1 -99. FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM WALL BRACED. BACKFILL SHALL NOT BE PLACED UNTIL AFTER COMPLETION AND IN5PEC- POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT- FILLED TION OF WATERPROOFING WHERE WATEF49WOFNG OCCUR SOLID CELLS. GROUT SHALL GONFOR'1 TO ASTM 0416. SLUMP SHALL BE BETWEEN S' AND 11'. FOOTING SCHEDULE MARK SIZE L x W x THICKNESS REINFORCEMENT REMARKS BOTTOM TOP SHORT BAR LONG BAR SHORT BAR LONG BAR W` -I6 CONT. X 16' X 12' — 205 — — PROVIDE 2 45 X 2' -b' X 2' -6' WF -24 CONT. X 24'X 12' 04 s 48' 305 — — PROVIDE 2 5 X 1' -6' X T -6' CORNER BARS F -30 V -0' X 3'-O')< 12' 504 504 — — © F -40 4'-O')< 4' -0' X 12' 4' 5 405 — — Nve 35 KSI. E ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND TE. CONTmX 8' X 8' MIN. — 1 ' 5 — — w STEEL COLUMN SCHEDULE MARK DESCRIPTION BASE PLATE TOP PLATE ANCHORS AT BASE ANCHORS AT TOP DTS 4' X 4' X 1/4' 1/S' X 12' X 12' 1 /8' X 15/8' X IZ' SEE TYP. STEEL COL- FOOTNG DETAIL 03LI OR 03L2 Q TS 4' X 4' X I/4' 1/8' X 12' X 12' 3/4 a � � x l sue' SEE TYP. STEEL COL- FOOTNG DETAIL x — x — x — x- © TS 4' X 4' X 1/4' 1/1' X 12' X 12' 3/4' x � a i g� SEE TYR STEEL COL- FOOTNCs DETAIL L J ® TS 4' X 4' X 1/4' 1/2' X 12' X 12' 3/4' X 15/8' X 12 SEE TYP. STEEL COL- FOOTNG DETAIL 2 -k'e' o WELDED C112 ANCHORS 8 © TS 4' X 4' X 1/4' 1/1' X 12' X 12' 3/4' x SEE TYP. STEEL COL - FOOTING DETAIL 2 -5/8' 4 Ma' Nve 35 KSI. E ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND II. REINF-ORCNG STEEL SHOP DRAWINGS. V-5ASE PLATE (SEE SCHEDULE) III. PREFABRICATED METAL ROOF TRUSSES SHOP DRAWINGS, ERECTION DRAWINGS, AND 36NON a � w I TYFIC4L STImE;I'I''vED FTG. METAL 3/4' = 1' -0' ? 5 TOP 4 BOTTOM CONY. J. IR' JOINT, W/ SEALANT III II I STEEL COL (SEE SCHEDULE) TO NOT INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUC- GALVANIZED I;MIWORC EVE SECOND COURSE. EXTEND TURALS S.CAUSE FILLED SOLID W/ CONC. REINF. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CON- CONC. SLAB 03LI OR 03L2 TRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION 15 IN FULL AGREEMENT WITH NON LOAD - BEARING WALLS TO CONCRETE COLUMNS AND SHEAR WALLS. SEE /JikEL. SEE PLAN x — x — x — x- I STRUCTURAL STEEL: x111/2' NGS A MINIMUM OF ONE WEEK PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAW - A, STRUCTURAL STEEL SHALL COMPLY WITH AISC 'SPECIFICATIONS FOR DESIGN, FA- Do NGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL I DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE N ANY WAY B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM A 36, Fq 36 KSI. VISQUEEN 3' i ' C. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy =46 KSI. WEEP HOLES SEDE THE STRUCTURAL DRAWINGS. D. STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, TYPE S, GRADE B, M. SUBMITTALS TO STRUCTURAL ENGINEER I. CONCRETE TEST REPORT FOR CAST-IN-PLACE CONCRETE AS PER ACI 301 -99. Nve 35 KSI. E ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND II. REINF-ORCNG STEEL SHOP DRAWINGS. V-5ASE PLATE (SEE SCHEDULE) III. PREFABRICATED METAL ROOF TRUSSES SHOP DRAWINGS, ERECTION DRAWINGS, AND 36NON w DESIGN DATA HOOT IPPEI GALY�,4NLIZ�ED MIN. IV. STRUCTURAL STEEL SHOP DWGS 1. WELDING: 12' LEG - SHRINK GROUT AS REQ'D EL. -3' -0' I 2 5 DIAGONAL I s ji-EL. SEE PLAN 3. CONCRETE: B. WELDERS SHALL BE AWS- CERTIFIED. 4- 5/8' 'J' ANCH. BOLTS a A ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -99 8 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.' WOOD FRAMING: A WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE '2 SOUTHERN PINE X 1' -2' LONG, U.ON. IN COL SGHED. - B. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 3000 P51. 5. A FIBER BEND STRESS AS PER NDS. B. SIZES SHOWN ARE A NOMM STRESS FOOTING (SEE SCHEDULE TOP OF II II II FOR SIZE 4 REINFORCING) LIMEROCK PRACTICE FOR CCNCRETE WORK' MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO J I 1 L THE DRAWINGS. NO FRAMING MEMBERS SHALL BE OF PRESSURE - TREATED WOOD, — NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. #• • • • I � WELDED WIRE FABRIC b MIL VISQUEEN FORM CONCRETE CYLINDER TESTS AS FOLLOWS: SIX CYLINDER TESTS FOR ANY 50 CUBIC YARDS OF CONCRETE POURED, OR FRACTION THEREOF FOR EACH CLASS OF 1 3' GLR COL 4 FTG. o_ OF 501-135iFT APPLIED N ANY DIRECTION AT TOP OF SUCH BARRIER POSTS SHALL BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MNIMUN LOAD OF u EMBED FIGS b �y t 1 I R STEEL COL " - INTO LIMEROCK REQUIRED. ONE SLUMP TEST ALL BE TAKEN FOR EACH SET OF TEST CYLINDERS SH FOOTING DETAIL COMPACTED FILL S' lie 3/4' = 1' -0' G. a � w I TYFIC4L STImE;I'I''vED FTG. METAL 3/4' = 1' -0' ? 5 TOP 4 BOTTOM CONY. J. GENERAL CONTRACTOR SHALL 13E RESPONSIBLE FOR THE DISPOSAL OF ALL ACCU- MULATED WATER FROM EXCAVATIONS AND DEWATERING OPERATIONS N SUCH A G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD N0.9 p TYPICAL D TQI� �T TO NOT INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUC- GALVANIZED I;MIWORC EVE SECOND COURSE. EXTEND TURALS S.CAUSE LASING A IMUM OF 4 INCHES TIC BEAM ELEVATION CI�,IC K REINF. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CON- H. PROVIDE GALVANIZED STEEL DOVETAIL ANCHORS EVERT OTHER COURSE COWECTMG 03LI OR 03L2 TRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION 15 IN FULL AGREEMENT WITH NON LOAD - BEARING WALLS TO CONCRETE COLUMNS AND SHEAR WALLS. THE LATEST STRUCTURAL DRAWINGS. L. THE CONTRACTOR SHALL SUPPLY THE ENGINEER THREE COPIES OF SHOP DRAW- 6. STRUCTURAL STEEL: NGS A MINIMUM OF ONE WEEK PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAW - A, STRUCTURAL STEEL SHALL COMPLY WITH AISC 'SPECIFICATIONS FOR DESIGN, FA- Do NGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL BRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS,' LATEST EDITION. DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE N ANY WAY B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM A 36, Fq 36 KSI. COLUMNS THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPER- C. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy =46 KSI. SEDE THE STRUCTURAL DRAWINGS. D. STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, TYPE S, GRADE B, M. SUBMITTALS TO STRUCTURAL ENGINEER I. CONCRETE TEST REPORT FOR CAST-IN-PLACE CONCRETE AS PER ACI 301 -99. Nve 35 KSI. E ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND II. REINF-ORCNG STEEL SHOP DRAWINGS. HEX NUTS. 3' -6' III. PREFABRICATED METAL ROOF TRUSSES SHOP DRAWINGS, ERECTION DRAWINGS, AND � EXTERIOR S, PLATES, NUTS, BOLTS, WASHERS SHALL 13E w DESIGN DATA HOOT IPPEI GALY�,4NLIZ�ED MIN. IV. STRUCTURAL STEEL SHOP DWGS 1. WELDING: 12' LEG V. RAILING SHOP DRAWINGS AND DESIGN DATA A. WELDING SHALL BE DONE WITH E -10 ELECTRODES. I 2 5 DIAGONAL I s ji-EL. SEE PLAN 3. CONCRETE: B. WELDERS SHALL BE AWS- CERTIFIED. SEE PLAN 4 COL. SCHEDULE FOR REIW. a A ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -99 8 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.' WOOD FRAMING: A WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE '2 SOUTHERN PINE - B. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 3000 P51. 5. A FIBER BEND STRESS AS PER NDS. B. SIZES SHOWN ARE A NOMM STRESS .FILLED C. FORMWORK SHALL COMPLY WITH ACI 341 -01, ' RECOMMENDED C. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS. D. PRACTICE FOR CCNCRETE WORK' MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO D. MOISTURE CONTENT SHALL BE 1'3% OR LESS. E. PRESSURE- TREATED WOOD SHALL BE USED ONLY WHERE SPECIFICALLY NOTED IN COMMENCEMENT OF ANY CONCRETE WORK. THE DRAWINGS. NO FRAMING MEMBERS SHALL BE OF PRESSURE - TREATED WOOD, 5 CONT. E. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. UNLESS OTHERWISE NOTED. a uWF F. THE OWER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PER- 9 BALCONY AND TERRACE RAILINGS AND STAIR RAILINGS SHALL BE DESIGNED BY WELDED WIRE FABRIC FORM CONCRETE CYLINDER TESTS AS FOLLOWS: SIX CYLINDER TESTS FOR ANY 50 CUBIC YARDS OF CONCRETE POURED, OR FRACTION THEREOF FOR EACH CLASS OF MANUFACTURER'S REGISTERED ENGINEER N THE STATE OF FLORIDA TO RESIST A LOAD CONCRETE POURED EACH DAYS. ONE CYLINDER SHALL BE TESTED AT 3 DAYS AND OF 501-135iFT APPLIED N ANY DIRECTION AT TOP OF SUCH BARRIER POSTS SHALL BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MNIMUN LOAD OF 1 DAYS. THREE AT 28 DAYS, AND ONE RESERVED TO BE TESTED AT 56 DAYS IF 200 LBS. HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST A LOAD OF REQUIRED. ONE SLUMP TEST ALL BE TAKEN FOR EACH SET OF TEST CYLINDERS SH NOT LESS THAN 100 LBS. APPLIED M ANY DIRECTION AND AT ANY FONT ON THE RAIL. COMPACTED FILL S' lie CAST. SLUMP TESTS SHALL CONFORM WITH IM C 143. PROVIDE A SLUMP OF 4 1/2' WITH A TOLERANCE OF 4 1R'. IF 'SUPERPLASTICIZER' 15 USED, SLUMP WAI BE S' WITH A TOLERANCE OF 1' G. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE SHALL COMPLY SL/l � 1'1/r 1"1ETAIL (TE) fi J./� L� WITH ACI 301- 99:SPECIFICATIONS FOR STRUCTURAL CONCRETE �7 H. CONCRETE USED AT BALCONIES AND TERRACES SHALL HAVE A WATER/CEMENT RATIO OF 0.40. 3/4' = 1' -0' CLOSM TIES — rriJT 8TI uevA - STD. NO.9 LADDER -TYPE GALV STEEL JOINT REINF. s EVERT COURSE BELOW GRADE AND s EVERY OTHER COURSE HAIR PM EL SEE PLAN ot — — — — - - �— � GREATER OF SPACING TO MATCH TIE SPACING t 03LI OR 03L2 03L2 OR 03L3 ABOVE GRADE. EXTEND REINF. L4 OR L3 A MIN. OF 4' INTO TIE Do CONT. 7 — — — -� COLUMNS IS C 3'-b' 3' -6' WHICHEVER w MIN.' MIN. M.L, S' LOAD - BEARING CMU WALL, VIN. I 2 5 DIAGONAL I s 1 SEE PLAN 4 COL. SCHEDULE FOR REIW. SIX /� p /� SIX 5AR COL. DETAIL _ 215 DIAGONAL .FILLED DOUBLE W.WF. 3/4' = l' -0' MASONRY COLUMN OR coNC. COL WELDED WIRE FABRIC PROVIDE CLEANOUT i r EL. SEE PLAN OPENING TO INSPECT REIW. 4 GROUT FILL, ZU=_R TYP. AT FIRST COURSE AT EVERY LEVEL , ' — III — III —I I I 1 I- 1 15 CONT. 1 VISAWEEN (SEE PLAN) COMPACTED FILL EL. -3' -0' OL STD. HOOK 3' CLR I WALL FTG, SEE SCHEDULE �I I- UNDISTURBED LIMEROCK TYPICAL CMU WALL. FOOTING DETAIL 3/4' = 1' -0' COL 4 DETAIL 3/4' = 1' -0' 'D' BARS /1 1TYR /2' CLR 'B' BARS I L STIR W% OR TIES, 2' TYP. 'B' BARS CONC. COL. SEE SCHEDULE FOR TYPE, NUMBER AND C.MT. 'I' BARS I SPACING LI (o' iYF L2 L3 L4 TYPICAL BEAM 5AR PLACING DIAGRAM NOTES: 1. PLACE A MAX" OF 2 BARS PER LAYER IN 8' -WIDE BEAMS. 2. SPLICE TOP BARS AT MID SPAN W/ 30 BAR DIAMETER LAP SPLICES. 3. SPLICE 'I' BARS AT SUPPORTS W/ 30 BAR DIAMETER LAP SPLICES. 4. PLACE 'C' BARS OVER RIGHT -NAND SUPPORT, UNLESS NOTED IN REMARKS. S. 'I' BARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF BEAM. 1 I 2 I 3 I q. I 5 I 6 I 7 I g I g I 10 I II I 12 I 13 I 14 I 10 VI K J N G F E C r� 0 mi'm ARC INC. ona BW 47t>s St"" Miami, Florida 88366 wwa8000 s Tel We an— Fa: 01119 e68-mm 0 Go W� L) V z a4 00 wo �b 0 �o 14 0 W Z 0 U �I--1 0 a 0 W z Lu O z Z in in ul Z 0 w rz ci W =� O �- W Z QW_j Q —j u Q W_WU_ U W� c� (n (D �R Z 0 DRAWN BY: ISSUE DATE 10 -26 -04 CHECKED BY: SCALE: J.S.A. 114' -I' -O' PROJECT NO. 04256 DRAWING NO. SHEET OF W 3/4' = F -0' GREATER OF GREATER OF LI t 03LI OR 03L2 03L2 OR 03L3 o L4 OR L3 CONT. IS C 3'-b' 3' -6' WHICHEVER w MIN.' MIN. M.L, 'T' BARS VIN. MIN REAMER. e 'D' BARS /1 1TYR /2' CLR 'B' BARS I L STIR W% OR TIES, 2' TYP. 'B' BARS CONC. COL. SEE SCHEDULE FOR TYPE, NUMBER AND C.MT. 'I' BARS I SPACING LI (o' iYF L2 L3 L4 TYPICAL BEAM 5AR PLACING DIAGRAM NOTES: 1. PLACE A MAX" OF 2 BARS PER LAYER IN 8' -WIDE BEAMS. 2. SPLICE TOP BARS AT MID SPAN W/ 30 BAR DIAMETER LAP SPLICES. 3. SPLICE 'I' BARS AT SUPPORTS W/ 30 BAR DIAMETER LAP SPLICES. 4. PLACE 'C' BARS OVER RIGHT -NAND SUPPORT, UNLESS NOTED IN REMARKS. S. 'I' BARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF BEAM. 1 I 2 I 3 I q. I 5 I 6 I 7 I g I g I 10 I II I 12 I 13 I 14 I 10 VI K J N G F E C r� 0 mi'm ARC INC. ona BW 47t>s St"" Miami, Florida 88366 wwa8000 s Tel We an— Fa: 01119 e68-mm 0 Go W� L) V z a4 00 wo �b 0 �o 14 0 W Z 0 U �I--1 0 a 0 W z Lu O z Z in in ul Z 0 w rz ci W =� O �- W Z QW_j Q —j u Q W_WU_ U W� c� (n (D �R Z 0 DRAWN BY: ISSUE DATE 10 -26 -04 CHECKED BY: SCALE: J.S.A. 114' -I' -O' PROJECT NO. 04256 DRAWING NO. SHEET OF W