01-0102-011 NUM DATE REMARKS
L-1 L-2 _ _ _ _"_ _ - L-3 COLUIIAN SCIif�DULE STRUCTURAL STEEL DO NOT SCALE ANY DRAWING ON THIS SHEET.
1. ALL STRUCTURAL STEEL SHALL BE ASTM FOLLOW WRITTEN DIMENSIONS ONLY. IF ANY
- J N0. SIZE REINFORCING A-36 DETAILED FABRICATED AND ERECTED 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 ACCORDANCE WITH THE LATEST AISC CONFLICT WITH ONE ANOTHER, THE ARCHITECT
1 8"X8" 1- #5 VERT. W/ 90 DEG. SPECIFICATIONS. ALL STEEL COLUMNS SHALL SHALL BE NOTIFIED IMMEDIATELY BEFORE PROCEEDING
�. CONC. BLK. HOOK AT TOP AND BOTTOM BE FILLED WITH 3000 PSI CONCRETE. SUB- WITH THE WORK. A CONTRACTOR FAILING TO
IN A FULLY GROUTED CELL MIT SHOP DRAWINGS PRIOR TO FABRICATION. NOTIFY THE ARCHITECT AS SPECIFIED ABOVE
" "_
JM� SEE DETATL SHT. S-4 SHALL BE HELD RESPONSIBLE FOR SAID ERROR '
D" BARS - r D" BARS WELDING AND BOLTING OR DISCREPANCY.
t7' 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
BARS "D" BARS AND #3 TIES ® 8" VERT. CURRENT WELDING CERTIFICATIONS. WELDING 1. VISUAL INSPECTION REVEALS THAT THE ,
BARS "C" 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
CAPACITY--OF-2000..PSF. THE ARCHITECT
"B" BARS "B" BARS "B" BARS FORMWORK WILL PERFORMEA 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-ARCHITECT Copywrite 2001 Gene Farmer and Associates
THE 28 DAY STRENGTH. DESIGN, ERECTION INSPECT THE EXISTING SOILCONDITIONS AND All drawings and ideas shown on this drawing
AND REMOVAL OF ALL FORMWORK, SHOES SUBMIT A-LETTER-TO-THER-BUILDING-OFFICIAL are the property of Gene Farmer. They may
2"MAX MAX not be used in whole or in part without the
AND,RE_SHORES SHALL MEET THE REQUIRE- '� ATTESTING TO THE FACT THAT THE CONDITIONS written permission of Gene Farmer.
MENTS AS FORTH IN THE CURRENT'ACI 347 OBSERVED ARE SIMILAR TO THE CONDITIONS
1/8 L-1 1/8 L-2 1/8 L-2 1/8 L-3 FOOTING SCHEDULE AND;,ACI 301, SPECIFICATION. ,.�T UPON WHICH THE FOUNDATIONS ARE DESIGNED.
NO. SIZE REINFORCING 2. THE CONTRACTOR SHALL COMPLY WITH 3. ALL FOOTINGS SHALL BE PLACED A MIN.
FLI_ THE SAFETY REQUIREMENTS OF ALL LOCAL OF 2'-0" BELOW THE FIRST FLOOR SLAB
WF1 10"X16" 2- #5 CONT. STATE AND FEDERAL LAWS. ON GRADE. : T^
PROVIDE ALL SHORING, BRACING AND SHEET V 1
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 2" 2. CONCRETE COVER
FOOTINGS 3" FOOTINGS 3" wooD BOTTOM TOP SIDES g
„ 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" 314"
,.,
NO. TYPE NAILING WITH AN APPROVED SEPARATING MATERIAL.
A NU-VUE 20-1Od NAILS INTO EA. REINFORCING
1. ALL REINFORCING STEEL SHALL;8E-NEW :., - � •
NVHTAI8 STRAP ROOF TRUSS NOTE BILLET DEFORMED 845 �1
p TRUSS ANCH UPLIFT: 2133 LBS NUMBER , DEPTH AND SPACING OF TRUSSES AND CONFORMING TO AS` A-615 GEADE "�l� C:d
TYPICAL, STEEL PLACING DIAGRAM PLUS DCPA#: 00-0327.03 SHOWN ON THE ARCHITECTURAL DRAWNGS IS 60. LAP CONTINUOUS BARS 36•-••BAR-DIA. '
B NU-VUE 10-16d NAILS INTO EA. APPROXIMATE, EXACT NUMBER, DEPTH AND HOOK DISCONTINUOUS ENDS OF ALL TOP ,
S� SCALE= NONE BARS. ALL REINFORCING STEEL SHALL BE
NVTA18 STRAP SPACING SHALL BE DETERMINED BY THE TRUSS DETAILED AND FABRICATED IN ACCORDANCE
TRUSS STRAP UPLIFT: 1815 LBS COMPANY PRIOR TO FABRICATION. IN NO CASE WITH THE MANUAL OF STANDARD PRACTICE p� f
DCPA#: 00-0122.04 SHALL THE DEPTH BE LESS THAN THAT SHOWN OF DETAILING REINFORCED CONCRETE
ON THE ARCHITECTURAL DRAWINGS, WITHOUT STRUCTURES AND THE ACI CODE 318. O
WRITTEN APPROVAL FROM THE ARCHITECT. SUBMIT SHOP DRAWINGS FOR APPROVAL T
PRIOR TO FABRICATION.
TRUSSES SHALL BE INSTALLED AND BRACED 2. COLUMN DOWEL REINFORCEMENT SHALL BE
• ° •' At BEAM SCHEDULE SFBC AND TPI STANDARDS AND RECOM- THE SAME SIZE AND NUMBER AS THE COL. Psi
' MENDATIONS. THE CONTRACTOR SHALL ASCER- REINFORCING. LAP 30" M R SPECIFIED .
.° REINFORCING STIRRUPS TAIN AND INCLUDE IN HIS BID ALL REQUIRED THE DWGS. PROVIDE RIGID TEMPLATES FOR
.. NO. SIZE ELEV. REMARKS BRACING. THE COLUMN DOWEL LOCATIONS. PROVIDE ® v�
'' • °. .: e ' ' • • . ° TOP BOT. NO. SPACING
STANDARD HOOKS FOR ALL VERTICAL RE-
CONCRETE TIE BEAM-SEE BEAM SCHDL. CONCRETE TIE BEAM-SEE BEAM SCHDL. ---o ° TB1 8"X12" 9'-0" 2-#5 2-#5 3 ®24"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
Al z_ p ,, ERECTION OF ALL TRUSSES WITH A BOT. CHORD 3. ALL DOWELS FOR COLUMNS AND WALLS
#5 HOOK COL. BAR W/ 90 HOOK & :+ g�C�2 �,. o ��}� � 3 �"C�•C- LENGTH EQUAL TO OR EXCEEDING 40'-0" SHALL BE SECURED INTO POSITION PRIOR
#5 HOOK COL. BAR W/ 90 HOOK & a TO THE DEPOSITING OF THE CONCRETE. �n
EXTEND 30" INTO T.B. & COL. '0 EXTEND 30" INTO T.B. & COL. N r' NOTE: DRILLING OR PUSHING THE DOWELS INTO
6" °1j �S d' PROVIDE METAL TRAY UNDER EACH NEW TRUSS WET CONCRETE IS NOT PERMITTED.
7.
TO PREVENT CONTACT WITH MASONRY OR CONCRETE.
CONCRETE COL.- SEE COL. SCHEDULE CONCRETE COL.- SEE COL. SCHEDULE 4. SLABS AND BEAMS REINFORCEMENT O e
FOR SIZE AND REINF. - - FOR SIZE AND REINF. - - BE PLACED IN ACCORDANCE WITH THE
DESIGN LOADS _,T REINFORCING DIAGRAMS, LAPPED 36 BAR
r
t.-THE DESIGN COMPLIES' WITH THE REQUIRE-, DIAMTERES OR MINIMUM 18". BOTTOM BARS V 1
MENTS OF THE SOUTH FLORIDA BUILDING SHALL BE SPLICED AT SUPPORTS ONLY.
CODE AND REFERENCE CODES AND SPEC TOP BARS SHALL BE SPLICED ONLY AT MID
IFICATIONS AL4 REFERENCED - - SPAN. ALL TOP BARS SHALL BE HOOKED
AT NON CONTINUOUS EDGES. ALL HOOKS
°d : - - 2. WIND LOAD CRITERIA TO BE STANDARD 90 DEGREE OR 180 DEG. A
#5 HOOK COL. BAR W/ 90 HOOK & #5 HOOK COL. BAR W/ 90 HOOK & BASIC WIND LOAD VELOCITY 110 MPH PER AS REQUIRED. lei(
EEXTEND 30" INTO COL. & FTG. EXTEND 30" INTO COL. & FTG. z_ ASCE 7-93
Z 5. CORNERS:
A. ROOF LOADING
TOP CHORD LIVE LOAD 30 PSF PROVIDE TWO #5 BARS 5'-0" LONG BENT Tn Tn
CONCRETE FOOTING-SEE FOOTING v CONCRETE FOOTING-SEE FOOTING ° 1a TOP CHORD DEAD LOAD 20 PSF IN THE MIDDLE AT THE OUTSIDE FACE OF V 1 V 1
SCHDL. FOR SIZE & REINF. I SCHDL. FOR SIZE & REINF. N BOT. CHORD DEAD LOAD 10 PSF ALL BEAM CORNERS. PROVIDE 4- #3 TIES
AT 12" OC AT CORNERS AND ® 48" OC
• Q WIND LOADS WALL PRESSURE - ROOF _ ELSEWHERE.
COMPO - D�LADDIN -
�., -- SURE "Cr �.•? PS�;INTEL ARCHITECTURE
�, •a t '' e• .q ° ° " ZONE 4: -45.4 PSF J + THE • ONTRACTOR SHALL PROVIDE PRECAST
:.. ° ' ' ' . ZONE 5: -56.0 PSF l t. �.2•� P5� OR AST IN PLACE CONCRETE LINTELS OVER
•. a a . ; •• ° , a a MAXIMUM GROSS UPLIFT PRESSURE: A TH. LIINTEL MAY BECNTEGRAL WITH THE
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.
END AND BALANCE AT 12" OC AT DROP.
COLUMN PROVIDE 8" MINIMUM BEARING FOR LINTEL
E C099CRETE COLUMN DETAIL KCN� CONCRETE TIE COLUMN DETAIL AT EACH END OR PROVIDE DOWELS AND
'�ss�(l�i POCKETS IN ADJACENT OPENINGS.
SCI SCALE= 314" :1 '-0" S'� SCALE= 3/4" :1 '-0"
- �"�- f MASONRY WALLS
1. HOLLOW MASONRY WALLS SHALL BE ASTM
C-90 GRADE TYPE II. PROVIDE STANDARD
NO. 8 LADDER TYPE HORIZONTAL JOINT
e REINFORCING AT EVERY SECOND COURSE
^,w 16" VERTICALLY. CONCRETE BLOCK WALLS
�. SHALL BE CONSTRUCTED PRIOR TO PLACING GENE F A R M E R
CONCRETE IN ADJACENT BEAMS AND COLS.
+ �• % \ UNLESS SPECIFIED OTHERWISE. PROVIDE SC
• a •Q" • ` I CONCRETE LINTELS OVER ALL OPENINGS A S S 0 C I A T E S
,•••I :• •. •I •: •d I.� • ••.a •• .I •• � --, :,r^WITH MINIMUM ✓f�(BEARING ON EACH END. ARCHITECTS - PLANNERS
12 E�tIOR WALLS SHALL HAVE AN 8"X12"
,•• •. 7 r CONCRETE TIE BEAM W/ 4 #5 CONT. AND
CONCRETE TIE BEAM-SEE BEAM SCHDL. -- - 4-#3 TIES ® 8" OC AT EACH CORNER AND 13321 SOUTHWEST 124 STREET
FOR SIZE AND REINF. '� '\ ? 4 OC THROUGHOUT. MIAMI,FL./FOOOOBIB/305-235-7400
Z ? 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. 'l0 4-#3 TIES ® 12" OC AT CORNER. i . AND #3 TIES AT 8"OC VERT AT THE FOL-
ELSEWHERE AS PER BEAM SCHEDULE.
` P ' %� � LOWING LOCATIONS.
A AT INTERSECTION OF NEW AND EXISTING
FULLY GROUTED CELL W/ 1-#5 VERT. _ _ _ MASONRY WALLS.
TIED TO HOOK BARS TOP & BOTT. r
INSTALL 2-#5 x 5'-O" LONG '� 3� C B AT EACH AT EACH SIDE OF EACH OPENING EX-
BENT IN MIDDLE AT ALL OUTSIDE 0'c- ei �ti ��GCS �2 �l� S��/r CEEDING 8'-0".
PROVIDE CLEANOUT - INSPECTION BARS AT ALL CORNERS
HOLE AT BASE OF BLOCK WALL SLABS ON GRADE
QlrLS • f�/�� AJZ_ C�LG.S -5 4v e-C_ 1• ALL FILL AND BACKFILL SHALL BE COM-
• v PACTED TO 95% OF MAXIMUM DENSITY AT GENE FARMER RA
#5 HOOK COL. BAR W/ 90 HOOK & -- - LG�p �l�Q� ����ae�C ���,J OPTIMUM MOISTURE CONTENT AS DETER- AR 7565
EEXTEND 30" INTO COL & FTG. TERMINATE COL. OR GROUTED CELL MINED BY THE MODIFIED PROCTOR TEST.
REINFORCING IN BEAM WITH 90 DEG. SOILS SHALL BE COMPACTED IN LAYERS
HOOK. l�vT5 s lALL B� Pao✓/o� � NOT EXCEEDING 12" IN DEPTH.
CONCRETE FOOTING-SEE FOOTING `� v ° CONSULTANT
SCHDL. FOR SIZE & REINF. N � O,oM p AC(4 ��l-r- a� /I(ffo • ALL CONCRETE SLABS ON GRADE SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE
co�GGS LATEST ACI GUIDE FOR CONCRETE FLOOR
• • • •a a• -_ _a AND SLAB CONSTRUCTION ACI 302.
�• • •' °•, •a •� .a: •� ,''' :,• I a • v l ALL SLABS ON GRADE WHERE INDICATED ON
3. CONTROL JOINTS SHALL BE PROVIDED IN
THE PLANS.
.• • •• • .• •• ,••�•: .• ' MAHMOOD ZOLFAGARI, PE
• 4. A CONTINUOUS 6 MIL POLYETHYLENE MEM- CONSULTING ENGINEER #36921
BRANE SHALL BE INSTALLED UNDER ALL 13901 S.W. 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) PROJ: '
�® MASONRY p COMPLYING WITH ASTM D1752, TYPE 1.
® COMCRETE MASONRY GROUTED CELL DETAIL E CONCRETE TIE BEAM CORNER DETAIL 6. WELDED WIRE FABRIC SHALL CONFORM TO S - 1
SCALE= 3/4" :1 '-0" $'� SCALE= 3/4":1 '-0"
ASTM A185-79, AND BE SUPPORTED ON DATE: 5-07-01
SLAB BOLSTERS AT 3'-0" OC.
BY: EDF OF 2