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00-0445-086 G E N E R A L S T R U C T U R A L N O T E S STANDARD HOOKS (TYP.) G E N E R A L PRESTRESSED PRECAST JOISTS : TOP OFIULL (SHOP DRAWINGS REQUIRED) SEE PLAN THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, 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 O�fT TOP Fi00fGS BEAN/ i 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 �..�TES L _� DRAWINGS TO THE ARCHITECT/ENGINEER (AVE) BEFORE COMMENCING WORK. THE DESIGNED TO CARRY OWN DEAD LOAD PLUS ALL SUPERIMPOSED INSITU DEAD LOADS PLUS 15 Ems. TO OR CONTRACTOR AND ALL SUBCONTRACTORS ALL LAY OUT THEIR WORK FROM ESTABLISHED REQUIRED LIVE LOADS. ALL MEMBERS SHALL ALSO BE DESIGNED TO CARRY ALL EXPECTED REATEOTIiTW REFERENCE POINTS AND ARE RESPONSIBLE FOR ALL LINES, ELEVATIONS, AND CONSTRUCTION PHASE LOADS. ' MEASUREMENTS IN CONNECTION WITH THEIR WORK. INSIT SCHEME TH STOP COL. POUR - BEAM -SEE PLAN DIFFERENTIAL CAMBER BETWEEN JOISTS AND BETWEEN THE JOISTS AND ADJACENT U 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 . ; ; . y� N SEE SCHEDULE MARIM*G'�j 'A"''AR0014885 LAWS. COPE TOP OF JOISTS AT SUPPORTS TO PROVIDE CLEARANCE FOR BEAM REINFORCEMENT AS ME LEOEND 86BM OROUr FLLED CBEs FOR ADD'L. STEEL REQUIRED. PROVIDE 2 ADD'L TIES RiOM T. COOS, AAA. AR4 THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION AND REMOVAL OF ALL SHORING AND SEE Imo, SC ED 0 1/2 THE SCHEDULED BRACING AS REQUIRED FOR THE PROPER EXECUTION OF THE WORK. SUBMIT FABRICATION DRAWINGS, SECTION DRAWINGS AND CALCULATIONS. THESE DOCUMENTS SHALL IDENTIFY THE SPECIFIC PROJECT AND SHALL BEAR THE SIGNATURE AND FOR VERT. REI�F. SPC'G (TYP.) THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL WORK AND MATERIALS IMPRESSED SEALED OF THE FLORIDA REGISTERED PROFESSIONAL ENGINEER WHO - & TES. FROM WEATHER DAMAGE. PREPARED THEM. THE CONTRACTOR AGREES THAT HE WILL HOLD OWNER, ENGINEERS AND/OR ANY OF THEIR M A S O N R Y W A L L S A N D P A R T I T I O N S : EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL DAMAGE AND CLAIMS WHICH MAY ARISE BY REASON OF ANY NEGLIGENCE ON THE PART OF THE CONTRACTOR, ANY OF HIS 1 + •s• Dove_-TYP. DOWELS TO BE SAME SUBCONTRACTORS AND/OR SUBCONTRACTORS, MATERIALS AND EQUIPMENT SUPPLIES AND/OR CONCRETE MASONRY UNITS (BLOCK) SHALL COMPLY WITH THE PROVISIONS OF THE ANY OF THEIR EMPLOYEES OR AGENTS IN PERFORMANCE OF THIS CONTRACT; AND IN CASE 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. Ems• Y1'y " •� THEIR EMPLOYEES OR AGENTS, THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR A 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 PL:OAP SUCH ACTION AND CHARGE ALL COSTS THEREOF TO THE CONTRACTOR. MORTAR SHALL COMPLY WITH ASTM C-270, TYPE M, WITH A MINIMUM COMPRESSIVE ��OR ' ' ' •••• ' ' N F VERIFICATION OF EXISTING CONDITIONS: IN AS MUCH AS THE REMOLDING AND/OR STRENGTH AT 28 DAYS OF 2500 PSI. s �s , ,..,. , ,:;, , ,• , . � � � � � O SEE - * V REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE • '' •' • '' :'• ' '' ® Qt MADE REGARDING EXISTING CONDITIONS,AND BECAUSE SOME OF THESE ASSUMPTIONS MAY GROUT SHALL CONFORM TO ASTM C476, FOR COARSE GROUT, MINIMUM COMPRESSIVE .;•, ;;;•,;•,: ;•, •._.. NOT BE VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY,OR DESTROYING STRENGTH 0 28 DAYS OF 3000 PSI. SLUMP OF 8 TO 10 INCHES, MAXIMUM PLACEMENT TIME •• •:•. • � oC OTHERWISE ADEQUATE OR SERVICEABLE PORTIONS OF THE BUILDING, THE OWNER AGREES OF 90 MINUTES. SUBMIT DESIGN MIX FOR APPROVAL. � � ,. THAT, EXCEPT FOR NEGLIGENCE ON THE PART ON DESIGN PROFESSIONAL FROM AND FOOTING - SEE AGAINST ANY CLAIMS ARISING OUT OF THE PROFESSIONAL SERVICES UNDER THIS HORIZONTAL REINFORCING SHALL BE DUR-O-WALL STANDARD (9 GA.) LADDER, ASTM CLASS I 0 O AGREEMENT. B-2, HOT DIPPED GALVANIZED OR APPROVED EQUAL. PLACE VERTICALLY AT ALTERNATE COURSES. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTION. OVERLAP T Y F'I C A L_ W!�L_ S C T I O N PLAN. ® Q Ma DISCONTINUOUS ENDS A MINIMUM OF 120. /) V 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 C E L.L.S HOOK COL. DOWEL > 0 / CELLS WITH 3000 PSI GROUT AS SPECIFIED ABOVE. SEE PLAN FOR SIZE AND SPACING OF & TlE TO BOTT. COL. & FTG. > © < U.1 .•i i SUBMIT ONE SEPIA AND ONE PRINT OF SHOP DRAWINGS FORA E REVIEW BEFORE STARTING VERTICAL REINFORCING. U.ON. ,� FABRICATION. N O SCALE REI F. I ( ) u. NO SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW UNTIL AFTER THEY HAVE BEEN MASONRY COMPRESSIVE STRENGTH fm = 1300 PSI. p � 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 WICATES ON PLAM TEE EXACT LOCATION OF A FLED CELL _- sn p s SEAL. ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS QUANTITIES ERRORS OR BEDDED IN MORTAR TO PREVENT GROUT LEAKAGE. GROUT FILLED CELL SHALL BE A CLEAR, OA�Y BE N ADOPTION TO TEE INDICATED SPACM FLT[A I S , " " F�OI,MD AT ALL 00*� S.INTERSECTIONS NO ENDS OF WALLS. ° LiJ QO OMISSIONS AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS UNOBSTRUCTED, AND CONTINUOUS VERTICAL CELL WITH MINIMUM DIMENSIONS OF 3 X 3 . �IXINO DOOR AND MM O�pg"P"J SCALE to OR OMISSIONS MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING ,� 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 NOTT Z O J WITH SUCH DRAWINGS. EXCEEDS 4'-0" IN HEIGHT. ONJIM 9MMULE FM A=ION&TE was SM=TM OWrRM aYM V STRUCTURAL DESIGN CRITERIA : STRUCTURAL S T E E L : (SHOP DRAWINGS REQUIRED) ® * �ALL STRUCTURAL STEEL TO BE DOMESTIC A.S.T.M. A-36 (FY-36 K.S.I.) AND DESIGNED IN I" •• 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 (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 L 4 CODES AND SPECIFICATIONS SHALL BE LATEST EDITION AT TIME OF PERMIT. PRACTICE. ° `n o WIND LOAD CRITERIA: STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO A.S.T.M. A-500 GRADE B (FY=46 K.S.I.). BASIC LOAD VELOCITY - 110 MPH AS PER ASCE 7-93. TUBE COLUMNS TO BE CONCRETE FILLED WITH VENT HOLES TOP, MIDDLE AND BOTTOM. EXPOSURE 'C' ALL WELDING TO BE DONE WITH E-70 SERIES ELECTRODES IN ACCORDANCE WITH A.W.S. SEE PLAN FOR ui LIVE LOADS: LATEST THRHEAVYADUTYLRU TPROOFING PANT. (ALLSWE D WELDING 0 BE PERFORMED RUSTPROOF BYALL FIELD SLAB RENF. 2nd FLOOR OFFICE.. . . . . . . . . . 50 P.S.F. CERTIFIED WELDERS. A #5 0 8" TOP 40 ROOF . . . . . . . . . . . . . . . . . . 20 P.S.F. 0 SLOPED SECTIONS ALL CONNECTIONS TO BE FIELD AND SHOP WELDED AND TO DEVELOP MEMBER IN SHEAR. t-0" ROOF . . . . . . . . . . . . . . . . . . 30 P.S.F. 0 FLAT SECTIONS SHOP COAT ALL STRUCTURAL STEEL WITH RUSTOLEUM "769" RED PRIMER OR APPROVED ^� 10 EQUAL (U.O.N.). SPLICE LENGTH SCHEDULE 1 Fy- 60 KS.0 � • SEE PLANS FOR ADDITIONAL LOADING INFORMATION. SUBMIT SHOP DRAWING PRIOR TO FABRICATION. (ALL LENGTH IN WHES) HOOK F 0 U N D A T I 0 N S : N013 3,000 P.S.I 4.000 P.S.I. 5,000 P.S.I. 6.000 P.S.I. ALL LENGTH �� g TIMBER : A B C A B C A B C A B C D Aloe rn'• FOUNDATIONS ARE DESIGNED TO BEAR ON NATURAL LIMEROCK FORMATION WITH AN ALLOWABLE BEARING CAPACITY 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" O/C Q a 16 T2 1B a 12 18 Q Q 16 C2 6 FOUNDATIONS REPORT OF 9 21 99 BY PS1 (PSI FILE #771-95077). NOTIFY ENGINEER OF (U.O.N.) AND IN ACCORDANCE TO APA 32/16 SPECIFICATIONS AND PLACED WITH FACE GRAIN 4 Q 16 21 12 16 21 12 16 21 12 )6 21 15 8 #5 0 8" BOTT. ANY DISCREPANCY IN SOIL BEARING CAPACITY BEFORE PROCEEDING WITH THE WORK. PERPENDICULAR TO SUPPORTS. + gyp+ 20 26 19 10 ti TOP OF WALL FOOTINGS TO BE AT SAME ELEVATION AS TOP OF COLUMN FOOTINGS. WALL INDICATED STRUCTURAL WOOD FRAMING TO BE NO. 1 SOUTHERN PINE OR DOUGLAS FIR / 5 6 20 26 b 20 26 15 20 26 15 #4 0 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. if 8 19 25 32 IS 23 31 18 23 31 18 23 31 23 12 A ^ #5 0 8" TOP FOOTING BETWEEN COLUMN FOOTINGS OF DIFFERENT ELEVATIONS. MAXIMUM MOISTURE CONTENT = 19% (U.O.N.). iF 7 26 34 14 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 0 8 35 46 60 30 39 51 27 35 48 25 33 43 30 16 SECTION 2404. SPECIFICATIONS. A CCA TREATMENT WITH A MINIMUM RETENTION IN POUNDS PER CUBIC g 44 57 75 38 48 65 34 44 58 31 40 53 34 19 ° o ® .s FOOT OF .40 FOR TIMBER ABOVE GROUND AND WATER, .60 FOR TIMBER IN DIRECT CONTACT t WITH THE GROUND, AND 2.50 FOR TIMBER IN DIRECT CONTACT WITH WATER. ALL PRESSURE 10 10 56 73 95 48 82 82 43 56 73 39 51 68 38 22 .� SLABS 0 N GRADE : TREATED SHALL BE DESIGN VALUES.FETING NATIONAL FOREST PRODUCTS , n 68 88 T16 59 77 100 53 69 90 48 62 82 42 24 TYPICAL STAIR REINFORCING � � O ALL CONCRETE SLABS ON GRADE TO BE IN ACCORDANCE WITH THE LATEST "GUIDE FOR SEE PLAN uJ V CONCRETE FLOOR AND SLAB CONSTRUCTION" (ACI 302). NO SCALE FORS' ( > GC CONCRETE : O V) uui UJ ALL CONCRETE WORK SHALL CONFORM WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE 4 AL+# � FOR BUILDING" (ACI 301). A i- O► Q FOR ALL CONCRETE TO BE PLACED IN SLABS (INCLUDING SLABS ON GRADE), THE SLUMP M V Z V SHALL NOT EXCEED 4". NO WAIVERS OF THIS REQUIREMENT SHALL BE CONSIDERED. SLUMP ' -����TM OR I. EM IS Z <WIHICH FOR OTHER CONCRETE SHALL NOT EXCEED 5 . SK41JE i IU.O.K N BEM SCHEDULE) N ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH OF 3000 P.S.I. AT 28 DAYS. V OWNER SHALL EMPLOY AND PAY FOR THE SERVICES OF AN INDEPENDENT CERTIFIED TESTING LABORATORY FOR CONCRETE SAMPLING AND TESTING IN ACCORDANCE WITH ASTM WHERE BEAM TERMINATES IV m C31 AND ASTM C39. 0 SLAB, EXTEND TOP BARS BAR BAR F- OL CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE 5� TOP BARS N,TB, /4 POI SPAN OR SCHEDULED WITH L-1 SCHEDULED WITH L-2 Ln 0 PRACTICE IN THEIR USE AND REMOVAL. CR coNrr T� �BEM EDGE OF CANTILEVER. 25 OF + 25 OF • 24 � � cn PLACING OF CONCRETE IN ALL REINFORCED COLUMNS AND WALLS SHALL BE IN EQUAL BEM OONTRE TMJ TE BEAM DAR LIFTS NOT EXCEEDING 7'-6" IN HEIGHT. CONCRETE SHALL BE PLACED THROUGH ELEPHANT TOP BAR PL)C TRUNK" TUBULAR CHUTES LOCATED SUCH THAT THE FREE AIR DROP OF THE MIX DOES NOT EXCEED THREE FEET. ' "9° s� V4 L2 4 L2 4 L2 N1 d SUBMIT ALL CONCRETE MIX DESIGNS TO ENGINEER FOR REVIEW. TOP MRS 'A' TOP BARS 'A' REINFORCING S T EEL : (SHOP DRAWING REQUIRED) STD. 90 DEGREE TO BE NEW BILLET STEEL CONFORMING TO THE LATEST A.S.T.M. A615 GRADE 60 VV BEAM BEAM HOOKS 0 NON- BOTTOM BAR BOTTOM BAR SPECIFICATIONS, FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF TIE BEAM SEE BEAM SCH0l E CONTINUOUS ENDS THE C.R.S.I. AND PLACED IN ACCORDANCE WITH ACI 315 AND ACI MANUAL OF STANDARD SEE BEAM SCHMME TOP AND BOTTOM PRACTICE. SEE SCHEDULE FOR 6" MN. E1r6EDMENT + STFRU' SIZE AND NDICATED COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL ABOVE. ADDED BARS .,�. BOT 9� .A. A SPACING 4 �J(M OAK DLAA PROVIDE STANDARD HOOKS FOR ALL VERTICAL REINFORCEMENT AT NON-CONTINUOUS COLUMNS (U.O.N.). SPixE SPLx L_1 1A A SPLICE X>PENNC L-2 L-3 ALL DOWELS FOR COLUMNS AND WALLS TO BE SECURED IN POSITION PRIOR TO CONCRETING. DRILLING OR PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT O�G DST& 09.15.2000 PERMITTED. MASOWY _ s L--1 OR L-2 (THE GREATER SPAN) Y CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS: FOOTINGS 3", COLUMNS M NO: 1-1/2" TO TIES BEAMS 1-1 2" TO STIRRUPS, INTERIOR SLABS 3/40, EXPOSED SLABS 1-1/20, SLABS BARS MARKED 'CONTNL00 REQUIRE A MN. 24 BAR DIA. a ON GRADE 1-1720 MEASURED FROM TOP OF SLAB. SPLICE. SPLICE TOP BARS AT MDSPAN ONLY AND BOTTOM * owN BY` '-�►�` SLAB AND BEAM REINFORCEMENT: PLACED IN ACCORDANCE WITH REINFORCING DIAGRAMS. BARS AT SUPPORT ONLY. �" ;�1 • fj L ar ►► cwc eY: i,. .I BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID-SPAN. ALL TOP TYPICAL REINFORCING PLACEMENT roU,.,•• •. BARS HOOKED AT NON-CONTINUOUS EDGES (U.O.N.)). AL HooKS To BE sTANDARD so BEAM TO TIE BEAM REINFORCING SPLICE DETAILS ,�t '�.�. #µ, DEGREE OR 180 DEGREE HOOKS AS REQUIRED (U.O.N.). DIAGRAM FOR BEAMS AND ONE : . v P.E.DDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 2'-6" No SCALE. MINIMUM EACH � k; ERIC COLVILLE, 1" 1Q 09.18.00 WAY AT CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BARS NOT NOTE SEE TYM-FUFCRDANT PIAMENT DIAGRAM FOR OTHER DETALS NOT SIOWN A80VE �����-.'� � ��� �► ` 7531 SW 63RD COURT ' SOUTH MIAMI, FLORIDA 33143 © 12 19Q r ` DETAILED WITH A HOOKED END. IL ,R (305) 667-6505 FAX (786) 268-7089 7 S . 4 ti ,'�y�,�c X �. T� & ► ERIC COLVILLE #40,924 STRUCTURAL Y' '