01-0102-014 I
I
NUM DATE REMARKS
L-1 L-2 - - L-3 STRUCTURAL STEEL DO NOT SCALE ANY DRAWING ON THIS SHEET.
_ COLUMN SCHEDULE 1. ALL STRUCTURAL STEEL SHALL BE ASTM FOLLOW WRITTEN DIMENSIONS ONLY. IF ANY 1 6-30-01 BLDG. DEPTARTMENT REVISIONS
NO. SIZE REINFORCING A-36 DETAILED FABRICATED AND ERECTED DIMENSIONS ARE MISSING, IN ERROR OR IN
IN ACCORDANCE WITH THE AISC-1989 CONFLICT WITH ONE ANOTHER, THE ARCHITECT
1/4 L-1 1/3 L-1 1/3 L-2 1/3 L-2 1/3 L-3 a' " " SHALL BE NOTIFIED IMMEDIATELY BEFORE PROCEEDING 2 -22-01 e�nc. DEPiARTMENT REVISIONS
1 8 XS 1- #5 VERT. W/ 90 DEG. SPECIFICATIONS. ALL STEEL COLUMNS SHALL WITH THE WORK. A CONTRACTOR FAILING TO
�T CONC. BLK. HOOK AT TOP AND BOTTOM BE FILLED WITH 3000 PSI CONCRETE. SUB-
NOTIFY THE ARCHITECT AS SPECIFIED ABOVE
i IN A FULLY GROUTED CELL MIT SHOP DRAWINGS PRIOR TO FABRICATION.
°0 SEE DETATL SHT. S-4 SHALL BE HELD RESPONSIBLE FOR SAID ERROR
"D" BARS -- "p" BARS WELDING AND BOLTING OR DISCREPANCY. ,
12' 1. ALL WELDING SHALL CONFORM WITH A.W.S.
2 8"X12" 4- #5 VERT. W/ 90 DEG. AND AISC SPECIFICATIONS AND SHALL BE
CONCRETE HOOK AT TOP AND BOTTOM PERFORMED BY CERTIFIED WELDERS HOLDING FOUNDATIONS
AND #3 TIES ® 8" VERT. CURRENT WELDING CERTIFICATIONS. WELDING 1. VISUAL INSPECTION REVEALS THAT THE
"E" BARS "C" BARS "D" BARS "C" BARS SEE COL DETAIL SHT. S-4 TO BE E70XX ELECTRODES. BOLTING SHALL EXISTING SOILS IS COMPOSED OF SAND & s
SHALL BE BY A-325 BOLTS. ROCK WITH AN ASSUMED SOIL BEARING z
CAPACITY OF 2000 PSF. THE ENGINEER
"B" BARS "B" BARS "B" BARS FORMWORK WILL PERFORM A VISUAL INSPECTION OF
"A" BARS THE FOOTING EXCAVATION TO CONFIRM THIS
1. FORMWORK ON STRUCTURAL CONCRETE ASSUMPTION. (SEE NOTE BELOW)
SHALL NOT BE STRIPPED UNTIL THE CON-
"A" BARS "A" BARS CRETE REACHES A MINIMUM OF 2/3 OF 2. AT THE TIME OF CONSTRUCTION THE ENGINEER Copywrite 2001 Gene Farmer and Associates
THE 28 DAY STRENGTH. DESIGN, ERECTION INSPECT THE EXISTING SOIL CONDITIONS AND Al drawings and ideas shown on this drawing
AND REMOVAL OF ALL FORMWORK, SHOES SUBMIT A LETTER TO THEIR BUILDING OFFICIAL are the property of Gene Farmer. They may
2"MAX U2-MAX AND RESHORES SHALL MEET THE REQUIRE- ATTESTING TO THE FACT THAT THE CONDITIONS not be used in whole or in part without the
MENTS AS FORTH IN ACI 318-95. OBSERVED ARE SIMILAR TO THE CONDITIONS written permission of Gene Farmer.
1/8 L-1 1/8 L-2 1/8 L-2 1/8 L-3 FOOTING SCHEDULE UPON WHICH THE FOUNDATIONS ARE DESIGNED.
NO. SIZE REINFORCING 2. THE CONTRACTOR SHALL COMPLY WITH 3. ALL FOOTINGS SHALL BE PLACED A MIN.
THE WF1 10"X16" 2- #5 CONT. STATE SAFETY D FE ERAL LAWS. OF ALL LOCAL ON 2'-0"
RADE BELOW THE FIRST FLOOR SLAB
PROVIDE ALL SHORING, BRACING AND SHEET En
ING AS REQUIRED FOR SAFETY AND FOR CONCRETE
TOP STEEL CLEAR COVER BOTTOM STEEL CLEAR COVER THE PROPER EXECUTION OF THE WORK. 1. ALL CONCRETE SHALL ATTAIN 3000 PSI MIN.
REMOVE WHEN THE WORK IS COMPLETED. COMPRESSIVE STRENGTH AT 28 DAYS.
BEAMS 2" BEAMS 299
2. CONCRETE COVER
FOOTINGS 3" FOOTINGS 3" wooD BOTTOM TOP SIDES
�� p� ALL STRUCTURAL WOOD MEMBERS SHALL HAVE FOOTINGS 3" 2" 3"
SLABS 2 SLABS 2 A MINIMUM FIBER STRESS IN BENDING OF 1000 BEAMS 1.5" 1.5" 1.5"
SLABS ON GRADE 2" SLABS ON GRADE 2" PSF UNLESS NOTED OTHERWISE. ALL WOOD IN COMUMNS ---- ---- 1.5"
" " CONNECTOR SCHEDULE CONTACT WITH CONCRETE, MASONRY OR GRADE SLABS 2" 2" 3/4"
GRADE BEAMS 2 GRADE BEAMS 2 SHALL BE PRESSURE TREATED OR SEPARATED EXTERIOR SLAB 2" 2" 3/4"
NO. TYPE NAILING WITH AN APPROVED SEPARATING MATERIAL.
REINFORCING STEEL
II
A NU-VUE 20-1Od NAILS INTO EA. 1. ALL REINFORCING STEEL SHALL BE NEW
NVHTA18 STRAP ROOF TRUSS NOTE BILLET DEFORMED CONFORMING TO ASTM/
/� ® n �B p nn TRUSS ANCH UPLIFT: 2133 LBS NUMBER , DEPTH AND SPACING OF TRUSSES ACI 315-80 AS
TYPICAL, STEEL Ii�LACI1®G DIAGRAM PLUS DCPA#: 00-0327.03 SHOWN ON THE ARCHITECTURAL DRAWNGS IS 60. LAP CONTINUOUS BARS 36 BAR DIA.
SCALE- NONE B NU-VUE 10-16d NAILS INTO EA. APPROXIMATE, EXACT NUMBER, DEPTH AND HOOK DISCONTINUOUS ENDS OF ALL TOP
NVTA18 STRAP SPACING SHALL BE DETERMINED BY THE TRUSS BARS. ALL REINFORCING STEEL SHALL BE O �+ rn
TRUSS STRAP UPLIFT: 1815 LBS COMPANY PRIOR TO FABRICATION. IN NO CASE DETAILED AND FABRICATED IN ACCORDANCE
DCPA : 00-0122.04 SHALL THE DEPTH BE LESS THAN THAT SHOWN WITH THE MANUAL OF STANDARD PRACTICE
# OF DETAILING REINFORCED CONCRETE
xW
ON THE ARCHITECTURAL DRAWINGS, WITHOUT STRUCTURES AND THE ACI CODE 315-80
WRITTEN APPROVAL FROM THE ARCHITECT. SUBMIT SHOP DRAWINGS FOR APPROVAL
PRIOR TO FABRICATION.
TRUSSES SHALL BE INSTALLED AND BRACED 2. COLUMN DOWEL REINFORCEMENT SHALL BE 14
• a. °W BEAM SCHEDULE SFBC AND TPI STANDARDS AND RECOM- THE SAME SIZE AND NUMBER AS THE COL.
e ° ° MENDATIONS. THE CONTRACTOR SHALL ASCER- REINFORCING. LAP 30 OR AS SPECIFIED ON
•.• Q. ; ° REINFORCING STIRRUPS TAIN AND INCLUDE IN HIS BID ALL REQUIRED THE DWGS. PROVIDE RIGID TEMPLATES FOR
BRACING. THE COLUMN DOWEL LOCATIONS. PROVIDE
w :I • : : • ' •;:I;° N0. SIZE ELEV. REMARKS STANDARD HOOKS FOR ALL VERTICAL PROVIDE ch
I r '' a• '•` ." TOP BOT. N0. SPACING 0
• . .•: e . e
° THE CONTRACTOR SHALL RETAIL THE SERVICES INFORCEMENT AT NON CONTINUOUS COLS.
CONCRETE TIE BEAM-SEE BEAM SCHDL. - • - CONCRETE TIE BEAM-SEE BEAM SCHDL ---< TB1 8"X12" 9'-0" 2-#5 2-#5 3 024-OC OF A PROFESSIONAL ENGINEER TO SUPERVISE
FOR SIZE AND REINF. % FOR SIZE AND REINF. 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'-0" 2-#5 2-#5 3 ®5"OC LENGTH EQUAL TO OR EXCEEDING 40 -0 SHALL BE SECURED INTO POSITION PRIOR
EXTEND 30 INTO T.B. & COL. co EXTEND 30 INTO T.B. & COL. (D TO THE DEPOSITING OF THE CONCRETE.
NOTE: DRILLING OR PUSHING THE DOWELS INTO
iv B2 8"X12" 9'-0" 2-#5 2-#5 3 05"OC PROVIDE METAL TRAY UNDER EACH NEW TRUSS WET CONCRETE IS NOT PERMITTED.
a TO PREVENT CONTACT WITH MASONRY OR CONCRETE.
CONCRETE COL.- SEE COL. SCHEDULE : CONCRETE COL.- SEE COL SCHEDULE 4. SLABS AND BEAMS REINFORCEMENT ® o
FOR SIZE AND REINF. a - - FOR SIZE AND REINF. - - DESIGN LOADS BE PLACED IN ACCORDANCE WITH THE
•. REINFORCING DIAGRAMS, LAPPED 36 BAR
1. THE DESIGN 15OMPLIES WITH THE REQUIRE DIAMTERES OR MINIMUM 18". BOTTOM BARS V�
ME�•NTS O THE SOUTH r'I ORIDA 8WILI)IPIG SHALL BE SPLICED AT SUPPORTS ONLY.
TOP BARS SHALL BE SPLICED ONLY AT MID
iFTG,,;IGNS. "" °«c°E'D- SPAN. ALL TOP BARS SHALL BE HOOKED
0
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 &
pq CQ
EXTEND 30" INTO COL & FTG. z
XT 30" INTO COL. & FTG. z BASIC WIND LOAD VELOCITY 110 MPH PER AS REQUIRED.
ASCE 7-93 co e ROOF LOADING
5. CORNERS: \o
• TOP CHORD LIVE LOAD 30 PSF PROVIDE TWO #5 BARS 5'-0" LONG BENT
CONCRETE FOOTING-SEE FOOTING is CONCRETE FOOTING-SEE FOOTING ° `o IN THE MIDDLE AT THE OUTSIDE FACE OF
TOP CHORD DEAD LOAD 20 PSF
SCHDL. FOR SIZE & REINF.
C',
SCHDL. FOR SIZE & REINF. a N BOT. CHORD DEAD LOAD 10 PSF ALL BEAM CORNERS. PROVIDE 4- #3 TIES
a • AT 12 OC AT CORNERS AND ® 48 OC
° Q WIND LOADS WALL PRESSURE - ROOF ELSEWHERE.
77 .__�' _ _ -_ COMPONENTS AND CLADDING
FT
¢� ° ° d " ZONE 4: "C" -45.4 PSF / 42.7 PSF 1I"THE LINTELS: ARCHITECTURE SHALL PROVIDE PRECAST ARCHITECTURE
ZONE 5: -56.0 PSF / 42.7 PSF OR CAST IN PLACE CONCRETE LINTELS OVER
ALL., a '• ; •..:. ° e b :° e MAXIMUM GROSS UPLIFT PRESSURE:
WIDTH.OPENINGS LINTEL MAY BECNTEGRAL WITH I HE
ZONE ONE -38 PSF TIE BEAM WHEN THE HEAD OF THE OPENING
ZONE TWO -66.8 PSF IS 16" OR LESS BELOW THE TOP OF THE
ZONE THREE -66.8 PSF TIE BEAM. CONTINUE TYPICAL BOTTOM BARS
THROUGH AND ADD 2-#5 BOTTOM BARS AT
DROP. ADD 2- #3 STIRRUPS ® 6 OC EA.
GROUTED CELLS
END AND BALANCE AT 12" OC AT DROP.
PROVIDE A MIN. OF 1-#5 IN A FULLY GROUTED PROVIDE 8" MINIMUM BEARING FOR LINTEL
K'B'N� CELL AT 32" OC MAX. IN ALL EXTERIOR MAS- AT EACH END OR PROVIDE DOWELS AND
CONCRETE COLUMN DETAIL C CONCRETE TIE COLUMN DETAIL ONRY WALLS. CELLS SHALL BE FILLED WITH POCKETS IN ADJACENT OPENINGS.
2000PSI PEAROCK WITH A MAXIMUM SLUMP OF
SCALE- 3/4":V-0"'-0" �� SCALE- 3/4":V-0"�-0" 8" +/- 1". PROVIDE CLEANOUTS AT BOTTOM MASONRY WALLS
OF EACH LIFT OF FILLED CELLS. 1. HOLLOW MASONRY WALLS SHALL BE ASTM
C-90 GRADE TYPE II. Fm 1350 PSI PROVIDE
NO. 8 LADDER TYPE HORIZONTAL JOINT
REINFORCING AT EVERY SECOND CO
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.
...
UNLESS SPECIFIED OTHERWISE. PROVIDE &
CONCRETE:4 WITH MINIMUM T8" BEARING ON EACH END. A S S O C I A T E S
•I :• �. I .a • a L • .1" " "
4• a ARCHITECTS - PLANNERS
2 EXTERIOR WALLS SHALL HAVE AN 8X12
CONCRETE TIE BEAM W/ 4 #5 CONT. AND
CONCRETE TIE BEAM-SEE BEAM SCHDL • --
4-Y3 TIES ® 8" OC AT EACH CORNER AND 13321 SOUTHWEST 124 STREET
FOR SIZE AND REINF. 48 OC THROUGHOUT. 1EAMI,FL. F000068 305-235-7400
3 EXTERIOR WALLS SHALL HAVE AN 8"X12"
#5 HOOK COL. BAR W/ 90 HOOK & d
CONCRETE TIE COLUMN WITH 4-#5 CONT. ARCHITECT
EXTEND 30" INTO T.B. & COL. in 4-#3 TIES ® 12" OC AT CORNER. AND #3 TIES AT 8-OC VERT AT THE FOL-
• I ELSEWHERE AS PER BEAM SCHEDULE. LOWING LOCATIONS.
cV
I A AT INTERSECTION OF NEW AND EXISTING
FULLY GROUTED CELL W/ 1-15 VERT. _ _ _ MASONRY WALLS.
TIED TO HOOK BARS TO FP & OTT. •
B AT EACH CORNER
INSTALL 2-#5 x 5'-0" LONG C AT EACH SIDE OF EACH OPENING EX-
BENT IN MIDDLE AT ALL OUTSIDE CEEDING 8'-0".
PROVIDE CLEANOUT - INSPECTION BARS AT ALL CORNERS
HOLE AT BASE OF BLOCK WALL
SLABS ON GRADE
1. ALL FILL AND BACKFILL SHALL BE COM-
PACTED TO 95% 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. & H Z TERMINATE COL OR GROUTED CELL MINED BY THE MODIFIED PROCTOR TEST.
2 REINFORCING IN BEAM WITH 90 DEG. SOILS SHALL BE COMPACTED IN LAYERS
HOOK. NOT EXCEEDING 12" IN DEPTH.
CONSULTANT
I CONCRETE FOOTING-SEE FOOTING `O c p 2. ALL CONCRETE SLABS ON GRADE SHALL BE
3
SCHDL FOR SIZE & REINF. N CONSTRUCTED IN ACCORDANCE WITH THE
LATEST ACI GUIDE FOR CONCRETE FLOOR
` a AND SLAB CONSTRUCTION ACI 531.1R92
I, ,: :� �,• • • •; ';. .. • •�' °' ° .. �• 3. CONTROL JOINTS SHALL BE PROVIDED IN
�� .
• °..' ' •a ; %, t :..' Q I a . v I ALL SLABS ON GRADE WHERE INDICATED ON
- •• ° •. S THE PLANS. ��.�_.
MAHMOl- ' I PE
' 4. A CONTINUOUS 6 MIL POLYETHYLENE MEM- CONSULTING .E ER #36921
BRANE SHALL BE INSTALLED UNDER ALL 13901 S. P. 108TH AVENUE
SLABS FORMED ON FILL OR GRADE.
MIAMI, FLORIDA 33176
5. COLUMNS, BEAMS OR WALLS PENETRATING
CONCRETE SLABS SHALL BE ISOLATED BY
PRE-MOLDED JOINT FILLER (1/2" THICK)
COMPLYING WITH ASTM D1752, TYPE 1. PROJ:
D CONCRETE MASONRY GROUTED CELL DETAIL K'E _'� C ONCRETE TIE REAM CORNER DETAIL 6. WELDED WIRE FABRIC SHALL CONFORM TO �S1
SCALE- 3/4":1 �-0" $'� SCALE- 3/4":1 �-0"
ASTM AB BOLSTERS AND BE SUPPORTED ON DATE: 5-07-01
- - SLAB BOLSTERS AT 3'-0" OC.
BY: EDF OF 2
I