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00-0445-038 :,.. .Y �s ,�.rwwatiwiM'""' nm.,,...,,.. T vsr.py �� � f.r-•.......,,�,..-..�,.r.a�.. �'--_...�_,.._. .�—+--_._.__.,I'-'-+(� 1 • J J O GENERAL STRUCTURAL NOTES STANDARD HOOKS (TYP.) G E N E R A L : PRESTRESSED PRECAST JOISTS : TOP OF WALL -� THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, (SHOP DRAWINGS REQUIRED) SEE PLAN CONDITIONS AND DIMENSIONS AT THE JOB SITE AND AS SHOWN ON THE DRAWINGS. THEY PRESTRESSED JOISTS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE BEM SUB SHALL REPORT IN WRITING ANY ERRORS, INCONSISTENCIES, OR OMISSIONS ON THE SOUTH FLORIDA BUILDING CODE, P.C.I. MANUAL AND ACI CODE. MEMBERS SHALL BE Ta 5�PLAN DRAWINGS TO THE ARCHITECT/ENGINEER (AVE) BEFORE COMMENCING WORK. THE DESIGNED TO CARRY OWN DEAD LOAD PLUS ALL SUPERIMPOSED INSITU DEAD LOADS PLUS EOLIAL TO OR I CONTRACTOR AND ALL SUBCONTRACTORS ALL LAY OUT THEIR WORK FROM ESTABLISHED REQUIRED LIVE LOADS. ALL MEMBERS SHALL ALSO BE DESIGNED TO CARRY ALL EXPECTED t�A�THTWM { REFERENCE POINTS AND ARE RESPONSIBLE FOR ALL LINES, ELEVATIONS, AND CONSTRUCTION PHASE LOADS. MEASUREMENTS IN CONNECTION WITH THEIR WORK. �TM ' : STOP COL, POUR BEAM -SEE PLAN DIFFERENTIAL CAMBER BETWEEN JOISTS AND BETWEEN THE JOISTS AND ADJACENT INSITU 1/2" BELOW BM. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE REQUIREMENTS OF CONCRETE BEAMS SHALL BE KEPT TO A MINIMUM. ;• CHAPTER 33 OF THE SOUTH FLORIDA BUILDING CODE AND ALL LOCAL, STATE AND FEDERAL •s• v�T N SEE S(3 EIxJIE &4ARU •C IF A ,'•AIA•••AR0014M LAWS. COPE TOP OF JOISTS AT SUPPORTS TO PROVIDE CLEARANCE FOR BEAM REINFORCEMENT AS �� ' , Ora�ouT FILLED cats FOR CHE STEEL REQUIRED. PROVIDE 2 ADDL TES THOMAS T. COOPK A1A. AR4486 THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION AND REMOVAL OF ALL SHORING AND : , COL.Ca SCHED, ® 1/2 THE SCHEDULED BRACING AS REQUIRED FOR THE PROPER EXECUTION OF THE WORK. SUBMIT FABRICATION DRAWINGS, SECTION DRAWINGS AND CALCULATIONS. THESE FOR SPCG TYP. DOCUMENTS SHALL IDENTIFY THE SPECIFIC PROJECT AND SHALL BEAR THE SIGNATURE AND ( ) THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL WORK AND MATERIALS IMPRESSED SEALED OF THE FLORIDA REGISTERED PROFESSIONAL ENGINEER WHO TIES. FROM WEATHER DAMAGE. PREPARED THEM. THE CONTRACTOR AGREES THAT HE WILL HOLD OWNER, ENGINEERS AND/OR ANY OF THEIR EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL DAMAGE AND CLAIMS WHICH MAY M A S O N R Y WALLS AND PARTITIONS : ARISE BY REASON OF ANY NEGLIGENCE ON THE PART OF THE CONTRACTOR, ANY OF HIS 10•:•M&L-M DOWELS TO BE SAME SUBCONTRACTORS A OR AGENTS, IN PERFORMANCE OF THIS CONTRACT; AND, IN CASE D/OR OR /SUBCONTRACTORS, MATERIALS AND EQUIPMENT SUPPLIES AND CONCRETE MASONRY UNITS (BLOCK) SHALL COMPLY WITH THE PROVISIONS OF THE O EMPLOYEES STANDARD SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING SIZE AND QUANTITY AS ° ANY ACTION IS BROUGHT THEREFORE AGAINST THE OWNER, ENGINEERS AND/OR ANY OF CONCRETE MASONRY, NCMA TR-75B OR ACI 531. VERT• CO- RED. THEIR EMPLOYEES OR AGENTS, THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR C DEFENSE THEREOF, AND UPON HIS FAILURE TO DO SO ON PROPER NOTICE, OWNER, HOLLOW BLOCK SHALL COMPLY TO ASTM C-90, TYPE I, GRADE N-1. DOUBLE END CELL BLOCK ENGINEERS AND/OR ANY OF THEIR EMPLOYEES OR AGENTS RESERVE THE RIGHT TO DEFEND REQUIRED. TOP OF PILE CAP : ch SUCH ACTION AND CHARGE ALL COSTS THEREOF TO THE CONTRACTOR. GRADE eFJv.r OR •. �.;;,•. • .•;,•. �.;; MORTAR SHALL COMPLY WITH ASTM C-270, TYPE M, WITH A MINIMUM COMPRESSIVE FLOOR BEAM • • • • • : • •..• .•• • o . N F- VERIFICATION OF EXISTING CONDITIONS: IN AS MUCH AS THE REMOLDING AND/OR STRENGTH AT 28 DAYS OF 2500 PSI. SEE PLANS ••;:: I- �� O REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE •'•':�•'�••�' �•'�'•'•'' ' r" � MADE REGARDING EXISTING CONDITIONS,AND BECAUSE SOME OF THESE ASSUMPTIONS MAY GROUT SHALL CONFORM TO ASTM C476, FOR COARSE GROUT, MINIMUM COMPRESSIVE •;:•••,' ;:•'•,'•; • �y .r V NOT BE VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY,OR DESTROYING STRENGTH ® 28 DAYS OF 3000 PSI. SLUMP OF 8 TO 10 INCHES, MAXIMUM PLACEMENT TIME •'•': •' •'•'::•: uj OTHERWISE ADEQUATE OR SERVICEABLE PORTIONS OF THE BUILDING, THE OWNER AGREES OF 90 MINUTES. SUBMIT DESIGN MIX FOR APPROVAL. 1.. �� uu THAT, EXCEPT FOR NEGLIGENCE ON THE PART ON DESIGN PROFESSIONAL FROM AND — ^ o•. AGAINST ANY CLAIMS ARISING OUT OF THE PROFESSIONAL SERVICES UNDER THIS HORIZONTAL REINFORCING SHALL BE DUR-O-WALL STANDARD (9 GA.) LADDER, ASTM CLASS FOOTING - SEE in O AGREEMENT. B-2, HOT DIPPED GALVANIZED OR APPROVED EQUAL. PLACE VERTICALLY AT ALTERNATE I PLAN. ® $:4 �� C O COURSES. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTION. OVERLAP TYPICAL_ WALL SECTION v v DISCONTINUOUS ENDS A MINIMUM OF 12". S H O P D R A W I N G S : VERTICAL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. FILL ALL REINFORCED AT FILLED CELLS HOOK COL. DOWELS � 0 x W cjc _j & TIE TO BOTT. SUBMIT ONE SEPIA AND ONE PRINT OF SHOP DRAWINGS FOR A/E REVIEW BEFORE STARTING CELLS WITH 3000 PSI GROUT AS SPECIFIED ABOVE. SEE PLAN FOR SIZE AND SPACING OF COL. & FTG. > f� < < FABRICATION. VERTICAL REINFORCING. NO SCALE FEW. I (U.ON.) � � � U. _ NO SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW UNTIL AFTER THEY HAVE BEEN MASONRY COMPRESSIVE STRENGTH f m = 1300 PSI. V REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING AND OTHER TRADE TYPICAL COLUMN FOOTING DETAIL REQUIREMENTS BY THE CONTRACTOR AND STAMPED WITH THE CONTRACTOR'S APPROVAL AT GROUT FILLED CELLS IN REINFORCED MASONRY WALLS, CROSS WEBS ARE TO BE FULL NDICATES ON PLANS 11-E EXACT LOCATION W A Fii c�Cal � in cd SEAL. ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS QUANTITIES ERRORS OR BEDDED IN MORTAR TO PREVENT GROUT LEAKAGE. GROUT FILLED CELL SHALL BE A CLEAR WAY BE N ADDITION TO THE INDICATED SPACM FILLED CELLS F-• ' FEalM AT ALL INTERSECT)"AND ENDS OF WALLS �j ° S_ a0 W OMISSIONS AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS UNOBSTRUCTED, AND CONTINUOUS VERTICAL CELL WITH MINIMUM DIMENSIONS OF 3" X Y. ��,q DOOR AND N,�OPENfM MWA) NO SCALE d (A ^ a OR OMISSIONS MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING 74 �/� < O O OR REVIEW OF DRAWINGS BY ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE CLEAN-OUT OPENINGS SHALL BE PROVIDED IN THE FIRST COURSE WHERE GROUT POUR NOTE Z a� WITH SUCH DRAWINGS. EXCEEDS 4'-0" IN HEIGHT. SIX Oa saw FOR Aoo 0NAL T£RMIUAMM SMULm TO CWROL MM fA4 0 _ � Q S T R U C T U R A L S T E E L : (SHOP DRAWINGS REQUIRED) tn F- STRUCTURAL DESIGN CRITERIA . .,..® � `0 ALL STRUCTURAL STEEL TO BE DOMESTIC A.S.T.M. A-36 (FY=36 K.S.I.) AND DESIGNED IN LA- THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE SOUTH FLORIDA BUILDING CODE ACCORDANCE WITH THE LATEST A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND n J 1994 EDITION) AND OTHER REFERENCED CODES AND SPECIFICATIONS. ALL REFERENCED ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE A.I.S.C. CODE OF STANDARD co In — ODES AND SPECIFICATIONS SHALL BE LATEST EDITION AT TIME OF PERMIT. PRACTICE. N M < WIND LOAD CRITERIA: STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO A.S.T.M. A-500 GRADE B (FY=46 K.S.I.). �i , BASIC LOAD VELOCITY - 110 MPH AS PER ASCE 7-93. TUBE COLUMNS TO BE CONCRETE FILLED WITH VENT HOLES TOP, MIDDLE AND BOTTOM. so EXPOSURE 'C' /f W ALL WELDING TO BE DONE WITH E-70 SERIES ELECTRODES IN ACCORDANCE WITH A.W.S. SEE PLAN FOR I.0 LIVE LOADS: LATEST "STRUCTURAL WELDING CODE - STEEL", (A.N.S.I./A.W.S. Dl-1). RUSTPROOF ALL FIELD SLAB REW. WELDS WITH HEAVY DUTY RUSTPROOFING PAINT. ALL WELDING TO BE PERFORMED BY A . 2nd FLOOR OFFICE.. . . . . . . . . . 50 P.S.F. CERTIFIED WELDERS. #4 0 12" TOP 4b� ROOF . . . . . . . . . . . . . . . . . . 20 P.S.F. 0 SLOPED SECTIONS ALL CONNECTIONS TO BE FIELD AND SHOP WELDED AND TO DEVELOP MEMBER IN SHEAR. ROOF . . . . . . . . . . . . . . . . . . 30 P.S.F. 0 FLAT SECTIONS SHOP COAT ALL STRUCTURAL STEEL WITH RUSTOLEUM "769" RED PRIMER OR APPROVED EQUAL (U.O.N.). SPLICE LENGTH SCHEDULE c Fy- 60 KS.0 goo SEE PLANS FOR ADDITIONAL LOADING INFORMATION. (ALL LENGTH N INCHES)SUBMIT SHOP DRAWING PRIOR TO FABRICATION. HOOK F'c 3.000 P.S.I 4,000 P.S.I. 5,000 P.S.I. 6,000 P.S.I. ALL LIM-M FOUNDATIONS : • • TIMBER : A B C A B C A B C A B C D N rte. 1" TYP. ' FOUNDATIONS ARE DESIGNED TO BEAR ON NATURAL LIMEROCK FORMATION WITH AN ALLOWABLE BEARING CA//PACIITY OF 5000( P.S.F. AS# RECOMMENDED IN THE SOILS AND PLYWOOD SHEATHING TO BE 5/8* MIN.) NAILED TO SUPPORTING MEMBERS WITH 8d 0 4" 0/C Fn 12 9 16 12 18 12 12 18 12 Q 18 12 8 ANY FOUNDATIONS D SCRE ANC NREPORT OIL 9BEARING CAPACITYSBEFORE PROCEEDING WI H THENWORK. OF (U.O.N.) AND IN ACCORDANCE Sf0 APA 32/16 SPECIFICATIONS AND PLACED WITH FACE GRAIN 12 I8 21 12 18 21 12 18 21 12 16 21 15 8 #5 ® 8" BOTT. r PERPENDICULAR TO SUPPORTS. 5 15 20 26 15 20 28 15 20 26 15 20 28 19 10 INDICATED STRUCTURAL WOOD FRAMING TO BE NO. 1 SOUTHERN PINE OR DOUGLAS FIR t " TOP OF WALL FOOTINGS TO BE AT SAME ELEVATION AS TOP OF COLUMN FOOTINGS. WALL #4 ® 12 TEMP. FOOTING REINFORCEMENT TO RUN CONTINUOUS THROUGH COLUMN FOOTING. STEP WALL WITH THE FOLLOWING MINIMUM PROPERTIES Fb=1400 PSI Fv=90 PSI, E = 1,700,000 PSI. t 8 19 25 32 IS 23 31 18 23 31 18 23 31 23 12 0 ^ #4 0 12» TOP FOOTING BETWEEN COLUMN FOOTINGS OF DIFFERENT ELEVATIONS. MAXIMUM MOISTURE CONTENT = 1996 (U.O.N.). if 7 28 34 44 23 30 39 21 27 36 21 27 38 27 14 FOOTINGS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF S.F.B.C. PRESSURE TREATMENT WHERE REQUIRED HEREIN SHALL CONFORM TO AWPI t 8 35 46 60 30 39 51 27 35 48 25 33 43 30 18 SECTION 2404. SPECIFICATIONS. A CCA TREATMENT WITH A MINIMUM RETENTION IN POUNDS PER CUBIC 0 0 FOOT OF .40 FOR TIMBER ABOVE GROUND AND WATER, .60 FOR TIMBER IN DIRECT CONTACT t 9 44 57 75 38 49 65 34 44 58 31 40 53 34 19 0 WITH THE GROUND, AND 2.50 FOR TIMBER IN DIRECT CONTACT WITH WATER. ALL PRESSURE 0110 58 73 95 48 62 82 43 56 73 39 51 68 38 22 < SLABS ON GRADE : ASSOCIATION GROUP 3 BOLT DESIGNNVALUES FETING NATIONAL FOREST PRODUCTS t n 6s 88 W 59 77 100 53 69 90 48 62 82 42 2 TYPICAL .STAIR REINFORCING � O ALL CONCRETE SLABS ON GRADE TO BE IN ACCORDANCE WITH THE LATEST "GUIDE FOR SEE PLAN w CONCRETE FLOOR AND SLAB CONSTRUCTION" (ACI 302). NO SCALE FOR ' _> oc V CONCRETE : Q O ,� � J h W 44 0 U. UJ W ALL CONCRETE WORK SHALL CONFORM WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE 1074 =) u. FOR BUILDING ACI 301). FOR ALL CONCRETE TO BE PLACED IN SLABS (INCLUDING SLABS ON GRADE), THE SLUMP W — Z V SHALL NOT EXCEED 40. NO WAIVERS OF THIS REQUIREMENT SHALL BE CONSIDERED. SLUMP FOR BEMs GREATS THAN 36• DEEP. ADD +5 � EA. FACE � H — FOR OTHER CONCRETE SHALL NOT EXCEED 5". S?Aa D NOT MORE THAN THE BEM WOTH OR 12• IN-ICH EVER S Z V SMALLER ICON. N BEAM SCHEDULB :) h ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH OF 3000 P.S.I. AT 28 DAYS. o >. Y OWNER SHALL EMPLOY AND PAY FOR THE SERVICES OF AN INDEPENDENT CERTIFIED < V TESTING LABORATORY FOR CONCRETE SAMPLING AND TESTING IN ACCORDANCE WITH ASTM �o V � C31 AND ASTM C39. O0 WHERE BEAM OA - °C' BAR 'C' BAR �_.. cc CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE SUM TOP BARS N„Te, /4 �OF SPAN OR SCHEDULED WITH L-1 SCHEDULED Vii L-2 Ln < PRACTICE IN THEIR USE AND REMOVAL. w BARS FROM ADJACENT OEM EDGE OF CANTILEVER 25 OF + 25 OF + 0 � Cft OONTt� TOP BARS FROM 24 PLACING OF CONCRETE IN ALL REINFORCED COLUMNS AND WALLS SHALL BE IN EQUAL BEAM CONTNLE TIM TIE BEM LIFTS NOT EXCEEDING 7'-6" IN HEIGHT. CONCRETE SHALL BE PLACED THROUGH ELEPHANT TOP BAR SPLICE TRUNK" TUBULAR CHUTES LOCATED SUCH THAT THE FREE AIR DROP OF THE MIX DOES NOT EXCEED THREE FEET. -�e � sPLJLZ • 4 L2 V4 LZ SUBMIT ALL CONCRETE MIX DESIGNS TO ENGINEER FOR REVIEW. TOP aABS •A• TOP BARS •A• REINFORCING STEEL : (SHOP DRAWING REQUIRED) BEAM BEAM HOOKS TO BE NEW BILLET STEEL CONFORMING TO THE LATEST A.S.T.M. A615 GRADE 60 ��� BAR ��� 8AF2 SPECIFICATIONS, FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF TIE BEAM SEE BEAM SCI- CONTINUOUS ENDS THE C.R.S.I. AND PLACED IN ACCORDANCE WITH ACI 315 AND ACI MANUAL OF STANDARD SEE Bar SCr-� TOP Alp BOTTOM PRACTICE. SEE SCFfDULE FOR 6' MR E1r6EDAt?JT L4_1 COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL ABOVE. ,ADDED BARS I , • eor BARS , , �1 SPACM AND 24 ���lID z4 PROVIDE STANDARD HOOKS FOR ALL VERTICAL REINFORCEMENT AT NON-CONTINUOUS A A DIAM• DIAM. COLUMNS (U.O.N.). sPL SPtI� 0 SPLICE 0 SPLICE CPEaNG L-1 1 L-2 1 L-3 ALL DOWELS FOR COLUMNS AND WALLS TO BE SECURED IN POSITION PRIOR TO eR� �. u CONCRETING. DRILLING OR PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT Ora DATA 09.15.2000 PERMITTED. wA9awr + L-1 OR L-2 (THE GREATER SPAN) CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS: FOOTINGS 3", COLUMNS NOs 1-1/2" TO TIES BEAMS 1-1/2" TO STIRRUPS, INTERIOR SLABS 3/4", EXPOSED SLABS 1-1/2", SLABS BARS MARKED "OpHiWUOUS" REQURE A MN. 24 BAR DW,ON GRADE 1-1r2" MEASUREED FROM TOP OF SLAB. SPLICE SPLICE TOP BARS AT MDSPAN ONLY MID BOTTOM owrl eYc SLAB AND BEAM REINFORCEMENT: PLACED IN ACCORDANCE WITH REINFORCING DIAGRAMS. BARS AT SUPPORT ONLY. BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID-SPAN. ALL TOP TYPICAL REINFORCING PLACEMENT.,` CoL.Vlkl. cm er, • ch•w BARS HOOKED AT NON-CONTINUOUS EDGES (U.O.N.). ALL HOOKS TO BE STANDARD 90 BEAM TO TIE BEAM REINFORCING SPLICE DETAILS DEGREE OR 180 DEGREE HOOKS AS REQUIRE (U.O. .). DIAGRAM FOR BEAMS AND,,-,.ONE .; ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 2'-6". MINIMUM EACH • ` ERIC COLVILLE P.E. 1Q 09.18.00 WAY AT CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BARS NOT NOTE SEE n'�' �- P ACMW DIAGRAM FOR OTHER DETAILS NOT SK M ABCNE qd 2^ ' `��` N0:'' t 7531 SW 63RD COURT DETAILED WITH A HOOKED END. �;1 '' ;, •,V SOUTH MIAMI, FLORIDA 33143 d 305) 667-6505 FAX 786 268-7089 o ' #��r�'�Cj `'•••0 ••''�� ERIC COLVILLE #40,924 STRUCTURAL _,gyp� ti .