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Home My WebLink AboutBUILDING PLAN PAGE 1-4NEW CONCRETE STAIR 1 GARAGE u ELEVATOR BONUS STORAGE ROOM El El STORAGE MECH 1 STORAGE POOL ARAGE LEVEL FL ORIP I 3E 13, )R PLAN SCL: 1/4"=I'—O" SCOPE OF WORK: STRUCTURAL PLANS AND DETAILS FOR INTERIOR CONCRETE STAIR UP POOL ABOVE �k'� SCANNLU py REVISION (iw' 6�y( REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY FiLWA, toupv (i 'BUILDING SOLUTIONS Danay Fernandez, P.E. P.E. LIC. No. 77142 C.X LIC. No. 30614 1310 NW 67th Ter Hollywood, FL 33024 305.773.7973 projects@gdbuildingsolutions,com 0 LL F<- (n U.J U.J F- LU 0 0� 3: u Z Z 0 0 u (f) ce 0 Lu F- Z P--q 0 Ld 0 0� D- LLJ 0111 ILL Lu, U Q� Lu ry 0 u- Z W wu) F- Z 0 0 FZ W F- vi� Z D 00 0 0 0�6 Z 0 W (DgP 0 LL 0— Id Z ui 0 a- 0 ��o > �Oz W 0 Lu o. Z F- OOD X F- � CL L) 0 W no 0 m 0 �Oz Q� ui wo-O 'W� <Q�D M (n �� zoo 0 Z46 Fn (9 wo� 000 181 90 < LLJ =�' cz) wor- uw< Zx(n �Wz CD <�L)w m 'M 00 W < 0 0 0� Z a_ < SEAL: FER& Ale E /V R I )ANAY FERNANDEZ, P.E. I REVISIONS zi� ZL ZL 2L ZL 14 DATE: 02-12-2020 SCALE: As Shown DRAWN: G.F. CHECKED: D. F. SD-1 ------------- R OVENS UTIL 10 BATH 6 BALCONY 1 I 1 2 MSTR WIC 11' cig wic Lu W PANTRY �� LIBRARY NEW CONCRETE STA�R OPEN TO BELOW PWDR 10' cig (,T. ') I -0 -�LR Fm 91 ELEVATOR MSTR BATH HOOD ABV I m GREAT ROOM FIRST FLOOR PLAN SCL: 1/4"=l'—O" SCOPE OF WORK: STRUCTURAL PLANS AND DETAlS FOR INTERIOR CONCRETE STAIR OUTDOOA LIVING FJ Lj ELEVATED DECK SUN SPA POOL/,SPA 11 SECOND FLOOR PLAN SCL: 1/4"=l'—O" BOCC FILE COPY BUILDING 6LUTIONS Danay Fernandez, P.E. P.E. LIC. No. 77142 CA, LIC. No. 30614 1310 NW 67th Ter Hollywood, FL 33024 305.773.7973 projects@gdbuildingsolutions.com 0 Li- ce LLJ uj 5- 0 u Z 0 0 U lc� 0 �—q lc� u.j LLJ 0 < r--1 M < -j ILL ul r U ce Z Lu t-0 C.L T-1 Nr F- 0 LL Z Wo m: Z 0 00 0 F- =Z 0 0 Z 0 .' cn LL OWE 'm 0 x Ow 0 Z OWZ of 0 Z 0 W 0 o- Z p u 00=' (Y F- � a- C) 0 Lu W , V) mou —OZ of V) WEE co��m cz zoo 0 z -'d CD moo IS 21 < Z LLJ V) Z) 0 0 I- (D Z-0 C)� W Z < U. O'm C.) 0 WWQ < woo Z < .01111111111J.. %%% 14 7o 2X on 0 P, DANAY FERAXN'DEZ, P.E. PE 77142 LEVISIONS DATE: 02-12-2020 SCALE: As Shown DRAWN: G. F. CHECKED: D. F. SD-2 AV ul) I CONCRETE GRADE BEAM 16'- 2" 8'-4- 3'- 10" LL 0 ffind '�4" SLAB ON GiADE, IF 11 _0 . �Al GARAG E LEVEL STAIR SCL: 1/4"=V-O" LEGEND DENOTES C.M.U. WALL BELOW W1 CONCRETE TIE BEAM DENOTES CONCRETE COLUMN BELOW 02 DENOTES TYP. TO W/ #5 VERT IN GROUT FILLED CELL -F�- DENOTES STEEL COLUMN BELOW CfB--:R- DENOTES CONCRETE BEAM U_� DENOTES 6" CONCRETE SLAB (3,000 PSI) NOTE CURRENT CODE IS 2017 FLORIDA BUILDING CODE 6tH EDITION. DESIGN WIND LOADS SHALL COMPLY WITH ASCE 7-10. DESIGN LOADS STAIR LIVE LOAD: 40 PSF SUPERIMPOSED DEAD LOAD: 20 PSF TYP. AUGER CAST PILE TYP, TD W1 #5 VERT IN GROUT FILLED CELL @ 24" MAX TYP. TO W/ #5 VERT IN GROUT 4 FILLED CELL02t" MAX D' 4 SD. 2 0 17 1 18 191 Ill 1 TYP. TO W/ #5 VERT IN GROUT 10 12 FILLED CELL@24- MAX 4 10 CTB-7 CTB-7 2 OPEN TO-/ *0 BELOW -up 'up M4 I % �- I '. . '. - 19 . - - 7 - - 1 4. 'j. C_TB-8_ 'rElLCFVATQR L - - CTEI ET-B - T-7, immit I dim oF 4 1 -CTB:-8- N FIRST FLO( 4'-0' 6 7 8 4 TYP. TO W/ #5 VERT GROUT FILLED CELL @48" MAX 8'-4- 11 OPEN TO BELOW 4 ICTB- 7 _j L _CTE-__16 CTB- LTB 5_ R STAIR. SCL: 1/4"=V-O" -10" lj--� 1 .0 ij Zo __Tf_ 22 4 . 2nd FLOOR STAIR SCL: 1/4"=V-0" 1. GENERAL: DESIGN AND CONSTRUCTION SHALL BE IN COMPUANCE WITH THE 2017 FLORIDA BUILDING CODE 6TH EDITION. AMENDMENTS AND REVISIONS TO THE CODE AND REQUIREMENTS SET FORTH BY THE LOCAL BUILDING OFFICIAL. a. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND ANGLES AND ALL OTHER EXISTING CONDITIONS PRIOR TO COMMENCING ANY WORK. CONTRACTOR TO ALSO VERIFY AND APPROVE ALL INFORMATION ON DRAWINGS. ACCEPTANCE OF THESE PLANS CONSTITUTES APPROVAL, PLEASE NOTIFY ENGINEER BY CERTIFIED MAIL OF ANY CONFLICTS OR DISCREPANCIES, IF ANY. b. CONTRACTOR SHALL FURNISH AND BE SOLELY RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED TO MAINTAIN PLUMBNESS AND STABILITY OF ALL STRUCTURAL ELEMENTS DURING CONSTRUCTION. c. CONTRACTOR/OWNER SHALL BE RESPONSIBLE FOR VERIFYING REQUIRED GRADE & FINISHED FLOOR ELEVATIONS WITH RESPECT TO DADE COUNTY FLOOD CRITERIA, EXISTING CROWN OF ROAD ELEVATIONS, FEDERAL FLOOD CRITERIA OR ANY OTHER GOVERNING BODY. d. THE OWNER SHALL BE SOLELY RESPONSIBLE FOR INVESTIGATION IN REFERENCE TO WHETHER STRUCTURE CAN BE BUILT ON SITE. PAYMENT OF THESE DRAWINGS CONSTITUTES ACCEPTANCE & AGREEMENT WITH THE FOLLOWING STATEMENT: NO PARTY SHALL INITIATE DELAY CLAIMS AGAINST DANAY FERNANDEZ PE. 77142 LIABILITIES SHALL BE LIMITED TO FEES PAID TO THE DESIGN PROFESSIONAL. 2. STRUCTURAL ENGINEER AND RELATED PARTIES 2.1 THE WORD "ENGINEER" AS USED HEREIN REFERS TO DANAY FERNANDEZ P.E. 77142 1310 NW 67th TERRACE, HOLLYWOOD FLORIDA , 33024 2.2 THE FOLLOWNG PARTIES REFERRED TO HEREIN ARE DEFINED AS FOLLOWS: A) OWNER: REFER TO TITLE BLOCK ON THIS SHEET B) ARCHITECT: SEE TITLE BLOCK C) CONTRACTOR: 2.3 ALL SUBMITTALS TO AND/OR REQUIRED BY ENGINEER SHALL BE MADE THROUGH THE ARCHITECT (IF APPL), APPROVALS FROM AND/OR REQUIRED BY ENGINEER SHALL BE REQUESTED IN WRITING THROUGH PROFESSIONAL OF RECORD. 3. DESIGN CRITERIA 3.1 LOADS LIVE LOAD LIVING AREAS 40 PSF LIVE LOAD STAIR 40 PSF SUPERIMPOSED DEAD LOAD 20 PSF 3.2 MISCELLANEOUS DEAD LOADS 8" CMU WALLS: UNREINFORCED 50 PSF REINFORCED, GROUTED @48" 61 PSF REINFORCED, GROUTED 040" 62 PSF REINFORCED, GROUTED 032- 65 PSF REINFORCED, GROUTED @24- 68 PSF REINFORCED, GROUTED 016* 75 PSF GROUTED SOLID 92 PSF REINFORCED CONCRETE NOTES AND SPECIFICATIONS. 1. GENERAL: REINFORCED CONCRETE SHALL BE OF THE MATERIALS, PROPORTIONS, STRENGTH, AND CONSISTENCY REQUIRED IN THE STRUCTURAL DRAWINGS, SCHEDULES AND NOTES. 2. STANDARDS: DESIGN AND CONSTRUCTION OF REINFORCED CONCRETE SHALL BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS. 2.1 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318. 2.2 MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES ACI 315. 2.3 STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR CONCRETE REINFORCEMENT ASTM A615, 2.4 STANDARD SPECIFICATION FOR COLD -DRAWN STEEL WIRE FOR REINFORCEMENT ASTM A82. 2.5 STANDARD SPECIFICATION FOR WELDED STEEL WIRE FABRIC REINFORCEMENT ASTM A185. 2.6 STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE ASTM C494. 2.7 STANDARD SPECIFICATION FOR AIR -ENTRAINING ADMIXTURES FOR CONCRETE ASTM C260. 3. MATERIAL AND TESTS 3.1 PORTLAND CEMENT: PORTLAND CEMENT SHALL BE TYPE I CONFORMING TO THE STANDARD SPECIFICATIONS FOR PORTLAND CEMENT ASTM C150. 3.2 CONCRETE AGGREGATES: NORMAL MAXIMUM SIZE OF COARSE AGGREGATES SHALL NOT BE LARGER THAN THREE-QUARTERS OF AN INCH. AGGREGATES USED IN CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR CONCRETE AGGREGATES ASTM C33. AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND SHALL CONTAIN NOT MORE THAN ONE -TWENTIETH OF ONE PERCENT SALT BY WEIGHT. SUBMIT AGGREGATE GRADATIONS TO THE ENGINEER FOR APPROVAL. 3.3 WATER: MIXING FOR CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR SUBSTANCES THAT MAY BE DELETERIOUS TO CONCRETE OR REINFORCEMENT. 3.4 REINFORCING: REINFORCING STEEL SHALL BE GRADE 60. 3.5 ADMIXTURES: ADMIXTURES TO BE USED IN CONCRETE SHALL BE APPROVED BY THE ENGINEER, 3.6 TESTS: (A) THE ENGINEER SHALL HAVE THE RIGHT TO ORDER TESTS OF ANY MATERIAL ENTERING INTO CONCRETE OR REINFORCED CONCRIETE TO DETERMINE SUITABILITY FOR THE PURPOSE, TO ORDER REASONABLE TEST OF THEM FROM TIME TO TIME TO DETERMINE WHETHER THE MATERIALS AND METHODS IN USE ARE SUCH AS TO PRODUCE CONCRETE OF THE NECESSARY QUAUTY, AND TO ORDER THE TEST LOAD OF ANY PORTION OF THE STRUCTURE, WHEN CONDITIONS HAVE BEEN SUCH AS TO LEAVE DOUBT AS TO THE ADEQUACY OF THE STRUCTURE TO SERVE THE PURPOSE FOR WHICH IT IS INTENDED. (B) TESTS OF MATERIALS AND OF CONCRETE SHALL BE MADE IN ACCORDANCE WITH THE REQUIREMENTS OF THE AMERICAN SOCIETY FOR TESTING MATERIALS. TESTS SHALL BE MADE BY A TESTING LABORATORY APPROVED BY THE ENGINEER, THE COST OF SUCH TESTS RESULTING FROM CONSTRUCTION RELATED PROBLEMS SHALL BE ASSUMED BY THE CONTRACTOR GENERAL NOTES 4. QUALITY OF CONCRETE 4.1 CONCRETE QUALITY: (A) CONCRETE SHALL BE NORMAL WEIGHT, AND SHALL ATFAIN A 28 DAY COMPRESSIVE STRENGTH IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: 28 DAY COMPRESSIVE STRENGTH PSI FOUNDATIONS 3000 MIN COLUMNS 3000 MIN ROOF AND FLOOR BEAMS 3000 MIN CONCRETE STAIR 3000 MIN (B) THE MAXIMUM WATER -CEMENT RATIO SHALL BE 0.65. (C) THE MINIMUM CEMENT CONTENT FOR CONCRETE SHALL BE FIVE BAGS PER CUBIC YARD. (D) CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CAPABLE OF INCREASING WORKABILITY AND REDUCING THE AMOUNT OF MIXING WATER (CONFORMING TO ASTM C494 TYPE A). OTHER ADMIXTURES MAY BE USED IF APPROVED BY THE ENGINEER. ADMIXTURES SHALL BE ADDED TO THE MIX IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND AT A CONTROLLED RATE, WORKABILITY SHALL NOT BE ACHIEVED BY WATER ADDITION. (E) PROPORTIONING AND MIXING OF ALL CONCRETE MIX DESIGNS, FOR EACH STRENGTH OF CONCRETE REQUIRED, SHALL BE APPROVED BY THE ENGINEER. 4.2 TESTS OF CONCRETE (A) (1) TEST ON CONCRETE USED IN CONSTRUCTION SHALL BE MADE BY AN APPROVED TESTING LABORATORY AND REPORTS SUBMITTED TO THE ENGINEER. THE COST OF SUCH TESTS SHALL BE ASSUMED BY THE OWNER. (2) NOT LESS THAN THREE SPECIMENS SHALL BE MADE FOR EACH STANDARD TEST NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE USED ON THE PROJECT OR FRACTION THEREOF. (3) SPECIMENS SHALL BE MADE AND CURED IN ACCORDANCE WITH THE STANDARD METHOD OF MAKING AND CURING CONCRETE COMPRESSION FLEXURE TEST SPECIMENS IN THE FIELD ASTM C31. (4) SPECIMENS SHALL BE TESTED IN ACCORDANCE WITH THE STANDARD METHOD OF TEST FOR COMPRESSION STRENGTH OF MOLDED CONCRETE CYLINDERS ASTM C39. REPORTS TO THE ENGINEER SHALL BE SUBMITTED FOR EACH TEST PERFORMED. (5) TEST CYLINDERS TAKEN OFF TRUCK -QUARTER POINT AND THE THREE-QUARTER POINT OF THE LOAD. (B) THE AGE FOR STRENGTH TEST OF CONCRETE SHALL BE 28 DAYS. STRENGTH TESTS FOR AN EARLIER AGE SHALL BE SUBMITTED IF THE ENGINEER HAS APPROVED CONCRETE IN THE STRUCTURE TO RECEIVE ITS FULL WORKING LOADS AT SUCH EARLIER TIME. SEVEN DAY TESTS MAY BE USED WITH THE APPROVAL OF THE ENGINEER, PROVIDED THAT THE RELATION BETWEEN THE SEVEN AND 28-DAY STRENGTHS OF THE CONCRETE IS ESTABLISHED BY TESTS FOR THE MATERIALS AND PROPORTIONS USED. (C) TO CONFORM TO THE REQUIREMENTS OF THESE SPECIFICATIONS, THE AVERAGE STRENGTH OF THE LABORATORY CURED CYLINDERS REPRESENTING EACH CLASS OF CONCRETE AS WELL AS THE AVERAGE OF ANY FIVE CONSECUTIVE STRENGTH TESTS REPRESENTING EACH CLASS OF CONCRETE SHALL BE EQUAL TO OR GREATER THAN THE SPECIFIED STRENGTH AND NOT MORE THAN ON STRENGTH TEST IN TEN SHALL HAVE AN AVERAGE VALUE OF LESS THAN 90 PERCENT OF THE SPECIFIED STRENGTH. (D) WHEN THERE IS A QUESTION AS TO THE QUANTITY OF THE CONCRETE N THE STRUCTURE, THE ENGINEER SHALL HAVE THE RIGHT TO REQUIRE CORE TEST IN ACCORDANCE WITH THE STANDARD METHOD OF OBTAINING AND TESTING DRILLED CORES AND SAWED BEAMS OF CONCRETE ASTM C42, TO ORDER LOAD TESTS ON THAT PORTION OF THE STRUCTURE WHERE THE QUESTIONABLE CONCRETE HAS BEEN PLACED OR TO REQUIRE OTHER REASONABLE TESTS TO EVALUATE THE STRENGTH OF THE STRUCTURE. (E) THE MAXIMUM ALLOWABLE SLUMP OF CONCRETE SHALL BE FIVE INCHES. SLUMP GREATER THAN FIVE INCHES SHALL BE APPROVED BY THE ENGINEER, WITH THE PROPORTIONS OF THE CONCRETE ADJUSTED TO MAINTAIN THE STRENGTH AND QUALITY OF THE CONCRETE. NO WATER SHALL BE ADDED AT THE JOB SITE TO CONCRETE DELIVERED BY TRUCKS READY FOR USE WITHOUT THE APPROVAL OF THE ENGINEER AND THEN ONLY WHEN SLUMP TESTS ARE MADE AND THE CONCRETE SO DELIVERED IS KNOWN TO BE OF LESS SLUMP THAN SLUMP SPECIFIED. 5. MIXING AND PLACING 5.1 FORMS AND EQUIPMENT: (A) BEFORE PLACING CONCRETE, ALL EQUIPMENT FOR MIXING AND TRANSPORTING THE CONCRETE SHALL BE CLEANED, ALL DEBRIS REMOVED FROM THE SPACES TO BE OCCUPIED BY THE CONCRETE, FORMS SHALL BE THOROUGHLY WETTED OR OILED, MASONRY FILLER UNITS THAT WILL BE IN CONTACT WITH CONCRETE SHALL BE WELL DRENCHED AND THE REINFORCEMENT THOROUGHLY CLEANE. (B) STANDING WATER SHALL BE REMOVED FROM PLACES OF DEPOSIT BEFORE CONCRETE IS PLACED, 5.2 MIXING OF CONCRETE: (A) JOB MIXING CONCRETE SHALL NOT BE PERMITTED UNLESS THE PROPORTIONS, EQUIPMENT, AND METHODS ARE APPROVED BY THE ENGINEER. CONCRETE TESTS SHALL BE REQUIRED AT THE RATE OF ONE TEST FOR EACH FIVE CUBIC YARDS OR LESS, OR EACH TIME CONCRETE IS MIXED. (8) READY -MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FOR READY -MIXED CONCRETE, ASTM C94. (C) NO CONCRETE SHALL BE RETEMPERED AFTER IT HAS TAKEN AN INITAL SET NOR SHALL ANY BATCH OR PORTION THEREOF BE DEPOSITED IN FORMS MORE THAN ONE AND ONE-HALF HOURS AFTER THE MIXING OF THAT PARTICULAR BATCH HAS COMMENCED. 5.3 CONVEYING (A) CONCRETE SHALL BE CONVEYED FROM THE MIXER TO THE PLACE OF FINAL DEPOSIT BY METHODS WHICH WILL PREVENT SEPARATION OR LOSS OF THE MATERIALS. (B) EQUIPMENT FOR CHUTING, PUMPING, AND PNEUMATICALLY CONVEYING CONCRETE SHALL BE OF SUCH SIZE AND DESIGN AS TO ENSURE A PRACTICALLY CONTINUOUS FLOW OF CONCRETE AT THE DELIVERY END SEPARATION OF THE MATERIALS. 5.4 DEPOSITING: (A) CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL POSITION TO AVOID SEGREGATION DUE TO HANDLING OR FLOWING. THE CONCRETE SHALL BE CARRIED ON AT SUCH A RATE THAT THE CONCRETE IS AT ALL TIMES PLASTIC AND FLOWS READILY INTO THE SPACES BETWEEN THE BARS. NO CONCRETE THAT HAS BEEN CONTAMINATED BY FOREIGN MATERIALS SHAILL BE DEPOSITED ON THE WORK. (8) WHEN CONCRETE IS STARTED, IT SHALL BE CARRIED ON AS A CONTINUOUS OPERATION UNTIL THE PLACING OF THE PANEL OR SECTION IS COMPLETED. THE TOP SURFACE SHALL BE GENERALLY LEVEL. (C) ALL CONCRETE SHALL BE THOROUGHLY COMPACTED BY SUITABLE MEANS DURING THE OPERATION OF PLACING, AND SHALL BE THOROUGHLY WORKED AROUND THE REINFORCEMENT AND EMBEDDED FIXTURES AND INTO THE CORNERS OF THE FORMS, WHERE THE CONCRETE IS PLACED IN COLUMNS OR WALLS. THE PLACING SHALL BE SO CONDUCTED THAT THE CONCRETE WILL NOT PASS REINFORCEMENT FOR MORE THAN SIX FEET. SEPARATE LIFTS SHALL BE THOROUGHLY COMPACTED. VIBRATORS MAY BE USED TO AID IN THE PLACEMENT OF CONCRETE, PROVIDED THEY ARE USED UNDER EXPERIENCED SUPERVISION. THE FORMS DESIGNATED TO WITHSTAND THEIR ACTION AND THEIR ACTION IS NOT DIRECTED TO BARS, ANY PART OF WHICH IS IN CONTACT WITH CONCRETE WHICH STARTED TO TAKE ITS INITIAL SET. (D) WHERE CONDITIONS MAKE COMPACTING DIFFICULT, OR WHERE THE REINFORCEMENT IS CONGESTED, BATCHES OF MORTAR CONTAINING THE SAME PROPORTIONS OF CEMENT TO SAND USED IN THE CONCRETE SHALL FIRST BE DEPOSITED IN THE FORMS TO A DEPTH OF AT LEAST ONE INCH. 5.5 CURING: A CURING COMPOUND SHALL BE APPLIED TO THE TOP OF "GREEN" CONCRETE SLABS AS SOON AS PRACTICAL AFTER PLACEMENT OF THE CONCRETE, FOLLOWING THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. SPECIFICATIONS FOR CURING COMPOUNDS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR APPROVAL. ALTERNATIVELY, CONCRETE SHALL BE KEPT IN A WET CONDITION FOR THE FIRST 24 HOURS AFTER PLACEMENT, AND SHALL BE MAINTAINED IN A MOIST CONDITION FOR AT LEAST THE FIRST SEVEN DAYS AFTER PLACING. 5.6 HOT WEATHER REQUIREMENTS: DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF CONCRETE MEMBERS. 5.7 BONDING: BEFORE NEW CONCRETE IS DEPOSITED ON OR AGAINST CONCRETE WHICH HAS SET, THE FORMS SHALL BE RETIGHTENED. THE SURFACE OF SET CONCRETE SHALL BE CLEANED OF ALL FOREIGN MATTER AND LAITANCE AND WETTED. THE CLEANED AND WETTED SURFACES OF THE HARDENED CONCRETE SHALL FIRST BE SLOSHED WITH A COATING NEAT CEMENT AGAINST WITH THE NEW CONCRETE SHALL BE PLACE BEFORE THE MORTAR HAS ATTAINED ITS INITIAL SET, 6 FM AND KTAU OF MMUCTION: 6.1 DESIGN OF FORMS: FORMS SHALL CONFORM TO THE SHAPE LINES AND DIMENSIONS OF THE MEMBERS AS CALLED FOR ON THE PLANS, AND SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO PREVENT LEAKAGE OF MORTAR, FORMS SHALL BE PROPERLY BRACED OR TIED TOGETHER SO AS TO MAINTAIN POSITION AND SHAPE, TEMPORARY OPENINGS AT THE BOTTOM OF COLUMNS SHALL BE PROVIDED TO FACILITATE CLEANING AND INSPECTION BEFORE DEPOSITING CONCRETE. WHEN THE CONCRETE HAS ATTAINED SUFFICIENT STRENGTH, FORMS SHALL BE REMOVED FROM AT LEAST TWO FACES OF ALL REINFORCEMENT MEMBERS, OTHER THAN WERE PLACED IN CONTACT WITH THE SOIL OR JOIST TO FACILITATE INSPECTION OF THE PLACING OPERATIONS, WITH THE EXCEPTION TO 4U" TYPE BEAM BLOCK. 6.2 REMOVAL OF FORMS: THE REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH A MANNER AS TO INSURE THE COMPLETE SAFETY OF THE STRUCTURE. VERTICAL FORMS MAY BE REMOVED IN 24 HOURS, PROVMDED THAT THE CONCRETE HAS HARDENED SUFFICIENTLY SO TO PREVENT DAMAGE, BOTTOM FORMS AND SHORING, WITH RE -SHORING IMMEDIATELY, SLAB FORMS SHALL NOT BE REMOVED PRIOR TO 14 DAYS AFTER POUR IN SEQUENCE AND FULL RE -SHORING FOLLOWING. 6.3 PIPES AND CONDUIT EMBEDDED IN CONCRETE: ELECTRIC CONDUIT AND OTHER PIPES SHALL NOT DISPLACE THAT ON WHICH STRESS IS CALCULATED OR WHICH IS REQUIRED FOR FIRE PROTECTION TO A GREATER EXTENT THAN FOUR PERCENT OF THE AREA OF THE CROSS SECTIONS. SLEEVES OR OTHER PIPES PASSING THROUGH FLOORS, WALLS, OR BEAMS SHALL NOT BE OF SUCH SIZE OR IN SUCH LOCATION AS TO UNDULY IMPAIR THE STRENGTH OF THE CONSTRUCTION, EMBEDDED PIPES AND CONDUITS OTHER THAN THOSE MERELY PASSING THROUGH SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE-THIRD THE THICKNESS OF THE SLAB, WALL OR BEAM IN WHICH THEY ARE EMBEDDED; SHALL BE SPACED CLOSER THAN THREE DIAMETER ON CENTERS, NOR AS LOCATED AS TO UNDULY IMPAIR THE STRENGTH OF THE CONCRETE. 6.4 CLEANING AND BENDING REINFORCEMENT: STEEL REINFORCEMENT AT THE TIME CONCRETE IS PLACED, SHALL BE FREE FROM RUST, SCALE, OR OTHER COATINGS THAT WILL DESTROY OR REDUCE THE BOND, REINFORCEMENT LESS THAN #8 BAR IN SIZE MAY BE HEATED AND FIELD BENT WITH THE APPROVAL OF THE ENGINEER, BARS LARGER THAN #8 SHALL NOT BE BENT IN THE FIELD BY NO MEANS. 6.5 PLACING REINFORCEMENT: METAL REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN POSITION BY CONCRETE OR METAL CHAIRS OR SPACERS OR OTHER ACCEPTABLE METHODS. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS, EXCEPT IN COLUMNS, SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE BARS, IN NO CASE SHALL THE CLEAR DISTANCE BETWEEN BARS BE LESS THAN ONE INCH, NOR LESS THAN ONE AND ONE-THIRD TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE. WHEN REINFORCEMENT IN BEAMS OR GIRDERS IS PLACED IN TWO OR MORE LAYERS, THE CLEAR DISTANCE BETWEEN LAYERS SHALL NOT BE LESS THAN ONE INCH NOR LESS THAN THE DIAMETER OF THE BARS AND THE BARS IN THE UPPER LAYER SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER. 6.6 SPLICES IN REINFORCEMENT: (A) IN SLABS, BEAMS, AND GIRDERS, SPLICES IN REINFORCEMENT AT POINTS OF MAXIMUM STRESS SHALL BE AVOIDED WHEREVER POSSIBLE. SUCH SPLICES WHERE USED SHALL BE WELDED, LAPPED, OR OTHERWISE FULLY DEVELOPED, BUT IN ANY CASE SHALL TRANSFER THE ENTIRE STRESS FROM BAR TO BAR WITHOUT EXCEEDING THE ALLOWABLE BOND AND SHEER STRESSES. THE MINIMUM OVERLAP FOR A LAPPED SPLICE SHALL BE 36 BAR DIAMETERS, BUT NOT LESS THAN 12 INCHES. THE CLEAR DISTANCE FROM A CONTACT SPLICE AND ADJACENT SPLICE OR BARS. (8) WELDED WIRE FABRIC REINFORCEMENT SHALL BE LAPPED ONE MESH PLUS TWO INCHES, OR AS NOTED IN THE PLANS. (C) SPLICES IN COLUMNaJEAMb ',, r , fIERS N SLAWOT SHOWN IN PLANS SHALL BE CLASS I R B S tICEW 6.7 CONCRETE PRO E ISIO N THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: MINIMUM COVER (INCH) (A) CONCRETE CAST AGAINST AND PERMANENTLY 3 EXPOSED TO EARTH (B) CONCRETE NOT EXPOSED TO EARTH OR WEATHER: #8 THROUGH #11 BARS 2 #5 BAR W31 OR D31 WIRE AND SMALLER 1 1/2 (C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND, SLABS, WALLS OR JOISTS - Ill AND SMALLER REVIEWED FpR BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIE STIR&PDE COMPLIANCE OR SPIRALS ST. LUCIE COUWTY (D) FORMED SIDES OF GB BOcc 2 (E) THE ABOVE PROTECTIVE COVERINGS ARE A MINIMUM BUT PROTECTION SHALL NOT BE LESS THAN REQUIRED FOR FIRE -RESISTIVE RATINGS. (F) THE CONTRACTOR SHALL PROVIDE THE NECESSARY BOLSTERS, CHAIRS, CONCRETE BLOCK, AND MISCELLANEOUS REINFORCEMENT FOR THE SUPPORT OF REINFORGINU, STEEL WIRE BAR SUPPORTS USED IN SLABS, BEAMS AND COLUMNS SHALL BE CLASS C, PLASTIC PROTECTED. 6.8 SHORING AND RESHORING OF CONSTRUCTION: (A) THE SHORING SYSTEM SHALL BE DESIGNED BY A COMPETENT AND EXPERIENCED ENGINEER QUALIFIED BY BEING REGULARLY ENGAGED FOR AT LEAST FIVE YEARS IN DESIGN AND INSTALLATION OF SHORING AND RESHORING SYSTEMS FOR CONCRETE CONSTRUCTION SIMILAR TO THE REQUIREMENTS OF THIS PROJECT. (B) THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE FOLLOWING: (1) DESIGN OF WOOD FRAMEWORK FOR CONCRETE STRUCTURES, NATIONAL LUMBER MANUFACTURERS ASSOCIATION. 2� FORMWORK FOR CONCRETE, PUBLICATION SP-4, ACIL 3 PLYWOOD FOR CONCRETE FORMING, APA. 4) RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE FORMWORK, SCAFFOLDING & SHORING INSTITUTE. (C) THE ENGINEERS SHALL NOT BE RESPONSIBLE FOR THE SHORING OR RESHORING OF CONCRETE CONSTRUCTION FOR THE PROJECT. FILE Cowt (D 6&, BUILDING SOLUTIONS Danay Fernandez, P.E. P.E. LIC. No. 77142 C.A. LIC. No. 30614 1310 NW 67th Ter Hollywood, FIL 33024 305.773.7973 projectsOgdbuildingsolutions.com 0 U- cl� U) uj LLJ Lu 0 lcll� = u Z Z 0 0 P-4 u U-) 0� 0 F__q cl� Lu F_ Z FL F-1 0 Ld 0 [If CL m < < U- U ce Lu U- bi V) Ltj Of 0 0 Z W Wo Z 0 FZ Z F_ u� Z Z 0 Z m OWE 0 Ad � co (L a 0 0 of Z 0- UO V) W. 0 0 W a- Z P= OOD ir � F_ m C) 0 W , V) MOO ,OZ W (L 0 0 �� m zoo 2 Z -'d 0 Wx 00 a in Z Z < D 0 Ld _j W 0 F: 0 W m Z uj 0 CL W W � < 0 won Z< SEAL: Ay F�e .00 , 0 . DAN P. E. P E 77142 I REVISIONS I DATE: 02-12-2020 SCALE: As Shown DRAWN: G. F. CHECKED: D. F. S D - 3