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01-0102-012 NUM DATE REMARKS L-1 L-2 - --- _ = L-3 COLUMN SCHEDULE STRUCTURAL STEEL DO NOT SCALE ANY DRAWING ON THIS SHEET. 1. ALL STRUCTURAL 6eCAN BE ASTM FOLLOW WRITTEN DIMENSIONS ONLY. IF ANY 1 6-30-01 BLM DEPTAMUM R�oNS N0. SIZE REINFORCING A-36 DETAILED I D ERECTED QQ DIMENSIONS ARE MISSING, IN ERROR OR IN 1/4 L-1 1/3 L-1 1/3 L-2 1/3 L-2 1/3 L-3 IN ACCORDANC W AISC l�va CONFLICT WITH ONE ANOTHER, THE ARCHITECT 1 8»X8» 1- #5 VERT. W/ 90 DEG. SPECIFICATIONS COLUMNS SHALL ISHALL BE NOTIFIED IMMEDIATELY BEFORE PROCEEDING CONC. BLK. HOOK AT TOP AND BOTTOM BE FILLED W 00 SI CONCRETE. SUB- WITH THE WORK. A CONTRACTOR FAILING TO IN A FULLY GROUTED CELL MIT SHOP DRA P TOR TO FABRICATION. NOTIFY THE ARCHITECT AS SPECIFIED ABOVE SEE DETATL SHT. S-4 SHALL BE HELD RESPONSIBLE FOR SAID ERROR "D" BARS - -- ■Cr -BARS WELDING AND BOLT] Q OR DISCREPANCY. t7' 1 AND AISC1 SPECIFl OND-SHALL BE 2 8"X17' 4- #5 VERT. W/ 90 DEG. ' CONCRETE HOOK AT TOP AND BOTTOM PERFORMED BY CERTI €n_W t ERs=mtDING FOUNDATIONS "E" BARS » »Dr' BARS © AND #3 TIES 0 8" VERT. CURRENT WELDING CERTIFICATIONS. WELDING 1. VISUAL INSPECTION REVEALS THAT THE , C" BARS 'Cr BARS SEE COL DETAIL SHT. S-4 TO BE E70XX ELECTRODES. BOLTING SHALL EXISTING SOILS IS COMPOSED OF SAND & SHALL BE BY A-325 BOLTS. ROCK WITH AN ASSUMED SOIL BEARING "Er BARS "B" BARS "B` BARS CAPACITY OF 2000 PSF. THE ENGINEER "K WILL PERFORM A VISUAL INSPECTION OF A» BARS 1. FORMWORK ON SIRUGTtiRAt�C NCR THE FOOTING EXCAVATION TO CONFIRM THIS » » SHALL NOT-BE",STRIPPED UNTIL THE CON- ASSUMPTION. (SEE NOTE BELOW) A BARS "A" BARS CRETE­REACHES A MINIMUM OF 2/3 OF T THE TIME OF CONSTRUCTION THE ENGINEER Copywrite 2001 Gene Farmer and Associates E'28�DAY STRENGTH. DESIGN, ERECTION `I S ECT THE EXISTING SOIL CONDITIONS AND All drawings and ideas shown on this drawing 7'MAX 2"MAX D,REMOVAL OF ALL FORMWORK, SHOES S B IT A LETTER TO THER BUILDING OFFICIAL are the pro perty of Gene Farmer. They may AN RESHORES SHALL MEET THE REQUIRE- A NG TO THE FACT THAT THE CONDITIONS not be used in whole or in art without the NTS AS FORTH IN THE CURRENT ACI-3+7s- OB N D ARE SIMILAR TO THE CONDITIONS written perrnisaton of Gene Former. 1/8 L-1 1/8 L-2 1/8 L-2 1/8 L-3 FOOTING SCHEDULE t� - p� Efl�Qi�- 9 `� UPO RICH THE FOUNDATIONS ARE DESIGNED. N0. SIZE REINFORCING 2E CONTRACTOR SHALL COMPLY WITH 3. ALL FOOTINGS SHALL BE PLACED A MIN. WF1 10"X16" 2- 5 CONT. E SAFETY REQUIREMENTS OF ALL LOCAL OF 2';0" BELOW THE FIRST FLOOR SLAB AND FEDERAL LAWS. ON GRADE.E ALL SHORING, BRACING AND--SHEET ING EQUI /WD FOR CONCRETE TOP STEEL CLEAR COVER BOTTOM STEEL CLEAR COVER THE PROPER-EXECUTION-01L WORK 1, ALL CONCRETE SHALL ATTAIN 3000 PSI MIN. 3 REMOVE WHEN THE WORK IS COMPLETED. COMPRESSIVE STRENGTH AT 28 DAYS. FOOTINGS BEAMS 2�P FOOTINGS St WOOD 2• CONCRETE COVER SLABS 2" SLABS 2" ALL STRUCTURAL WOOD MEMBERS SHALL HAVE FOOTINGS BOTTOM r P IDES „ „ A MINIMUM FIBER STRESS IN BENDING OF 1000 BEAMS MNS 1•-T 1.-T 1.5" SLABS ON GRADE 2 SLABS ON GRADE 2 PSF UNLESS NOTED OTHERWISE. ALL WOOD IN GRADE BEAMS 2" GRADE BEAMS 2" CONNECTOR SCHEDULE CONTACT WITH CONCRETE, MASONRY OR GRADE SLABS 2" 2" 314" SHALL BE PRESSURE TREATED OR SEPARATED EXTERIOR SLAB 2" 2" 314" N0. TYPE NAILING WITH AN APPROVED SEPARATING MATERIAL �O REINFORCING STEEL A NU-VUE 20-10d NAILS INTO EA. ` 1. ALL REINFORCING STEEL SHALL BE NEW NVHTAI8 STRAP ROOF TRUSS NOTE BILLET DEFORMED CONFORMING TO ASTM//. C �+p� n n n M TRUSS ANCH UPLIFT: 2133 LBS NUMBER , DEPTH AND SPACING OF TRUSSES � --IATEST�iTIGN-GRADE Q U U PICAL9 STEEL PLACING DUAGRAW] PLUS DCPA#: 00-0327.03 SHOWN ON THE ARCHITECTURAL DRAWNGS IS 60. LAP CONTINUOUS BARS 36 BAR DIA. 3 B NU-VUE 10-16d NAILS INTO EA. APPROXIMATE, EXACT NUMBER, DEPTH AND HOOK DISCONTINUOUS ENDS OF ALL TOP SCALE= NONE NVTA18 STRAP SPACING SHALL BE DETERMINED BY THE TRUSS BARS. ALL REINFORCING STEEL SHALL BE ' TRUSS STRAP UPLIFT: 1815 LBS COMPANY PRIOR TO FABRICATION. IN NO CASE DETAILED AND FABRICATED IN ACCORDANCE ® 0"4 WITH THE MANUAL OF STANDARD PRACTICE DCPA#: 00-0122.04 SHALL THE DEPTH BE LESS THAN THAT SHOWN OF DETAIUNG REINFORCED CONCRETE [�] ON THE ARCHITECTURAL DRAWINGS, WITHOUT STRUCTURES AND THE ACI CODE-44Z.31 �� + WRITTEN APPROVAL FROM THE ARCHITECT. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. E­4 1-4 SHALL BE INSTALLED AND BRACED 2, COLUMN DOWEL REINFORCEMENT SHALL BE r" ''' "•' ~ BEAM SCHEDULE SFBC AND TPI STANDARDS AND RECOM- THE SAME SIZE AND NUMBER AS THE COL MENDATIONS. THE CONTRACTOR SHALL ASCER- ' REINFORCING. LAP 30" OR AS SPECIFIED ON ;� • '' ,•' 1' : " d• REINFORCING STIRRUPS TAIN AND INCLUDE IN HIS BID ALL REQUIRED rT, • I • . °• N0. SIZE ELEV. REMARKS THE DWGS. PROVIDE RIGID TEMPLATES FOR t4 ' ' TOP BOT. NO. SPACING BRACING. THE COLUMN DOWEL LOCATIONS. PROVIDE • •• • .. .,� • • ,• • STANDARD HOOKS FOR ALL VERTICAL RE- q CONCRETE TIE BEAM-SEE BEAM SCHDL �''"- ,. CONCRETE TIE BEAM-SEE BEAM SCHDL --: TH1 8"X12" 9'-0" 2-#5 2-#5 3 024"OC THE CONTRACTOR SHALL RETAIL THE SERVICES INFORCEMENT AT NON CONTINUOUS COLS. FOR SIZE AND REINF. FOR SIZE AND REINF. ,• OF A PROFESSIONAL ENGINEER TO SUPERVISE s1 ? ERECTION OF ALL TRUSSES WITH A BOT. CHORD 3. ALL DOWELS FOR COLUMNS AND WALLS #5 HOOK COL BAR W/ 90 HOOK & #5 HOOK COL BAR W/ 90 HOOK & B1 8"X12" 9'-Cr 2-#5 2-#5 3 05»OC LENGTH EQUAL TO OR EXCEEDING 40'-0" SHALL BE SECURED INTO POSITION PRIOR EXTEND 30" INTO T.B. & COL - 10 EXTEND 30" INTO T.B. & COL 1 TO THE DEPOSITING OF THE CONCRETE. �1 NOTE: DRILLING OR PUSHING THE DOWELS INTO l N N B2 8"X12" 9 -Or 2-#5 2-#5 3 05»OC PROVIDE METAL TRAY UNDER EACH NEW TRUSS WET CONCRETE IS NOT PERMUTED. • TO PREVENT CONTACT WITH MASONRY OR CONCRETE. CONCRETE COL- SEE COL SCHEDULE CONCRETE COL- SEE COL SCHEDULE FOR SIZE AND REINF. • t' - - FOR SIZE AND REINF. - - 4. SLABS AND BEAMS REINFORCEMENT 0 0 • . BE PLACED IN ACCORDANCE WITH THE • DESIGN LOADS REINFORCING DIAGRAMS, LAPPED 36 BAR • S AMTERES OR MINIMUM 18". BOTTOM BARS MEP -erg TFIE SA6iTN FL-E�RIEaA 86116BIN6 SHALL BE SPLICED AT SUPPORTS ONLY. 666.r�►.c •� erki i:nrn - TOP BARS SHALL BE SPLICED ONLY AT MID . SPAN. ALL TOP BARS SHALL BE HOOKED _ _ V • .;• , • ,A•: AT NON CONTINUOUS EDGES. ALL HOOKS 2. WIND LOAD CRITERIA TO BE STANDARD 90 DEGREE OR 180 DEG. 5 HOOK COL BAR W/ 90 HOOK & 5 HOOK COL BAR W/ 90 HOOK & BASIC WIND LOAD VELOCITY 110 MPH PER AS REQUIRED. b� EXTEND 3 INTO COL & FTG. r z EXTEND 30" INTO COL & FIG. z ASCE 7-93 ' ' ROOF LOADING 5. CORNERS: 0 • TOP CHORD LIVE LOAD 30 PSF PROVIDE TWO #5 BARS 5'-0" LONG BENT T^ CONCRETE FOOTING-SEE FOOTING CONCRETE FOOTING-SEE FOOTING IN THE MIDDLE AT THE OUTSIDE FACE OF lyj/1 I I TOP CHORD DEAD LOAD 20 PSF SCHDL FOR SIZE & REINF. N SCHDL FOR SIZE & REINF. N BOT. CHORD DEAD LOAD 10 PSF ALL BEAM CORNERS. PROVIDE 4- 3 TIES ., .11** ~ WIND LOADS WALL PRESSURE - ROOF AT 12" OC AT CORNERS AND O 4ir OC • _ t __ ELSEWHERE. COMPONENTS AND CLADDING �� ; :' :: ;': :';: •- : ' EXPOSURE "C` LINTELS: ARCHITECTURE '• `; : 4 �� •• ' ZONE 4: -45.4 PSF / 42.7 PSF 1. THE CONTRACTOR SHALL PROVIDE PRECAST ZONE 5: -56.0 PSF / 42.7 PSF OR CAST IN PLACE CONCRETE LINTELS OVER ,,. :•`': 'a . MAXIMUM GROSS UPLIFT PRESSURE: ALL OPENINGS NOT EXCEEDING 8'-0" IN ZONE ONE -38 PSF WIDTH. LINTEL MAY BE INTEGRAL WITH THE ZONE TWO -66.8 PSF TIE BEAM WHEN THE HEAD OF THE OPENING ZONE THREE -66.8 PSF IS 16" OR LESS BELOW THE TOP OF THE TIE BEAM. CONTINUE TYPICAL BOTTOM BARS 7. Y THROUGH AND ADD 2-#5 BOTTOM BARS AT GROUTED CELLS DROP. ADD 2- #3 STIRRUPS O 6" OC EA. OC AT DROP. PROVIDE A MIN. OF 1-#5 IN A FULLY GROUTED END AND BALANCE AT 12"PROVIDE 8" MINIMUM BEARING FOR LINTEL [� CONCRETE COLUMN DETAIL C CONCRETE TIE COLUMN DETAIL ONRY WADS. CELLS SHALL BEEXTERIOR FI EU.EDD WITH AT EACH END OR PROVIDE DOWELS AND 2000PSI PEAROCK WITH A MAXIMUM SLUMP OF POCKETS IN ADJACENT OPENINGS. SCALE= 3 4":l '-O" " 1 '-Y' e" +/- 1". PROVIDE CLEANOUTS AT BOTTOM �� SCALE= 3/4 :� -O OF EACH LIFT OF FILLED CELLS. MASONRYW WALLS MASONRY WALLS SHALL BE ASTM C-90 GRADE TYPE 11. Fm 1350 PSI PROVIDE N0. 8 LADDER TYPE HORIZONTAL JOINT REINFORCING AT EVERY SECOND COURSE 16" VERTICALLY. CONCRETE BLOCK WALLS SHALL BE CONSTRUCTED PRIOR TO PLACING G E N E F A R M E R CONCRETE IN ADJACENT BEAMS AND COLS. •• ,. • :,, .2. UNLESS SPECIFIED OTHERWISE. PROVIDE & CONCRETE LINTELS OVER ALL OPENINGS A S S O C I A T E S 4 ' 'W WITH MINIMUM 8" BEARING ON EACH END. •I •y ' X. 2 EXTERIOR WALLS SHALL HAVE AN IrX12" ARCHITECTS - PLANNERS 7"T77- •• CONCRETE TIE BEAM W/ 4 #5 CONT. AND CONCRETE TIE BEAM-SEE BEAM SCHDL -- 4- 3 TIES 0 8" OC AT EACH CORNER AND 13321 SOUTHWEST 124 STREET FOR SIZE AND REINF. 48S' OC THROUGHOUT. MIAMI,FL°/F000088/305-235-7400 z #5 HOOK COL BAR W/ 90 HOOK & 4 3 EXTERIOR WALLS SHALL HAVE AN 8"X12" CONCRETE TIE COLUMN WITH 4-#5 CONT. EXTEND 30" INTO T.B. & COL 10 4-#3 TIES O 12" OC AT CORNER. AND #3 TIES AT 8"OC VERT AT THE FOL- ARCHITECT N ELSEWHERE AS PER BEAM SCHEDULE. LOWING LOCATIONS. FULLY GROUTED CELL W 1- 5 VERT. _ _ A AT INTERSECTION OF NEW AND EXISTING TIED TO HOOK BARS TOP & OTT. - MASONRY WALLS. ° INSTALL 2-#5 x 5'-0" LONG B AT EACH CORNER BENT IN MIDDLE AT ALL OUTSIDE C AT EACH SIDE OF EACH OPENING EX- PROVIDE CLEANOUT - INSPECTION BARS AT ALL CORNERS CEEDING 8'-Or'. HOLE AT BASE OF BLOCK WALL SLABS ON GRADE I. ALL FILL AND BACKFILL SHALL BE COM- PACTED TO 959E OF MAXIMUM DENSITY AT GENE FARMER RA 5 HOOK COL BAR W/ 90 HOOK & -- - OPTIMUM MOISTURE CONTENT AS DETER- AR 7565 EXTEND 30" INTO COL & FIG. z TERMINATE COL OR GROUTED CELL MINED BY THE MODIFIED PROCTOR TEST. of REINFORCING IN BEAM WITH 90 DEG. SOILS SHALL BE COMPACTED IN LAYERS CONCRETE FOOTING-SEE FOOTING 10 v ° HOOK. ,` . W •� NOT EXCEEDING 12" IN DE w , l O CONSULTANT SCHDL FOR SIZE & REINF N 2. ALL CONCRETE SLABS ON/GRADE SHALL BE CONSTRUCTED IN ACCO DANCE WITH THE LATEST ACI GUIDE FO CONCRETE FLOOR •. .•d•.. +; -- -° AND SLAB CONSTRU ON ACI-382- j3l �� I-�2 aa? •' w.' Q • ''' :••' '•• •• ,:• ••• •`• O � I ° ' • v I 3. CONTROL JOINTS S BE PROVIDED IN d, • ''•�r:•'., • • ALL SLABS ON GRAD WHERE INDICATED ON _ 21771 4 THE Paws• MAHMOOD ZOLFAGARI, PE .. . ; • • 4. A CONTINUOUS 6 MIL PO L NE-MEM CONSULTING ENGINEE)Ei #38921 BRANE SHALL BE INSTALLED UNDER-AtL 13901 S.W. 108TH AVENUE SLABS FORMED ON FILL OR GRADE. B{IAMI, FLORIDA $3176 5. COLUMNS, BEAMS OR WALLS PENETRATING CONCRETE SLABS SHALL BE ISOLATED BY PRE-MOLDED JOINT FILLER (112" THICK) PROD: ® CONCRETE MASONRY GROUTED CELL DE'T'AIL E CONCRETE TIE BEAM CORNER DETAIL COMPLYING WITH ASTM D1752, TYPE 1. 6• WELDED WIRE FABRIC SHALL CONFORM TO DATE: 5-07-01 S SCALE= 3/4!':l '-U' $'Q SCALE= 3/4!':l '-U' ASTM A185-79, AND BE SUPPORTED ON SLAB BOLSTERS AT 3'-0" OC. Lj BY: EDF OF 2