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REVISIONS BY
GENEFIVA NOTES
1- GENERAL CONDITIONS: 4- FORMING: NOTES ON REINFORCED MASONRY WALLS
A-IF DURING THE COURSE OF CONSTRUCTION,ANY SUBSOIL CONDITION
ENCOUNTERED IS DIFFERENT FROM THAT INDICATED BY THE BORINGS A-WET-NOT FLOOD-THE FORMS,REBARS AND BOTTOM OF ALL FOOTINGS EXCAVATIONS 1- GENERAL
AND/OR FROM THAT ASSUMED BY THE ENGINEER,NOTIFY THE ARCHITECT IMMEDIATELY BEFORE PLACING FOOTING CONCRETE. A- 'DAR 9-111 LADDER TYPE,STANDARD No.9 MASONRY REINFORCING SHALL
ENGINEER BEFORE PROCEEDING WITH THE WORK SEE NOTE ON FOUNDATION OY DED EVE 2nd BLOCK COURSE (1'-4' VERTICALLY) 2 TREADS
AND GROUND FLOOR FRAMING PLAN 6-1. 5-AMOUNT OF GROUND FLOOR SLAB PLACED AT ONE TIME,BETWEEN CONSTRUCTION - ALL MASONRY UNI SHALL CONFORM TO THE AC.I.STANDARD 530 BUILDING 3'-6' 611' = 1'-10'
JOINTS,SHALL BE LIMITED TO AN AREA OF 600 SQFT.OR t0 MAXIMUM LENGTH OF CODE 1995 EDITION QUIREMENTS FOR CONCRETE MASONRY STRUCTURES,AND
5-THE GENERAL CONTRACTOR SHALL CHECK,REVIEW AND VERIFY ALL PLANS 30 FEEL IN ONE DIRECTION PLACING OF ADJACENT SECTIONS OF FLOOR SLABS LOCATED AS SH ON PLANS.ALL MATERIAL SHALL CONFORM TO THE
DIMENSIONS AND SITE CONDITIONS.SHOULD DISCREPANCES APPEAR,NOTIFY FOLLOWING CURRE STANDARDS:
SHALL BE SEPARATED BY AT LEAST 36 HOURS. 'S g 8' C.
THE ARCHITECT AND ENGINEER IN WRITING,FOR A CLARIFICATION BEFORE MORTAR : SHAL ONFORM TO ASTM C210,TYPE M MINIMUM LONGITUDINAL 11
COMMENCING WORK GENERAL CONTRACTOR SHALL RESTRICT OR PROPERLY PRESSIVE STRENGTH -9 28 DAYS OF 2500 PSI +�4 I+ 12' O.C.
C-SIDE FORMS OF WALLS(NON-RETAINING),COLUMNS AND BEAMS SHALL BE DESIGNED MINIMUM MIXING TIME OF 5 MINUTES AFTER ALL TEMPERATURE
INSULATE EQUIPMENT,LOADINGS AND ELEMENTS THAT MAY INDUCE OR TRANSMIT TO WITHSTAND THE DEAD LOADS OF VIBRATED CONCRETE AND CUMMULATIVE LOADS 20 INGREDIENTS ARE ADDED II'
VIBRATIONS IN70 THE STRICTURE. OF SUPPORTING LOADS ABOVE. BLOCK : SHALL CONFORM TO ASTM G9O-10,8'x8'xl6' TWO CELL
C-ALL SUPPORTS FOR EQUIPMENTS THAT MUST BE VARIED TO SUIT PARTICULAR END BLOCK TYPE UNITS FROM ONE SOURCE
MANUFACTURER'S REQUIREMENTS SHALL BE DETAILED AND SUBMITTED FOR D-SIDE FORMS MAY BE REMOVED 8 HOURS AFTER PLACEMENT.NO FORMS SHALL BE GROUT : SHALL CONFORM TO ASTM C416,FOR COARSE GROUT
APPROVAL .ANY ADDITIONAL MATERIAL REQUIRED SHALL BE PROVIDED BY ATTACHED TO THE STRIPPED ELEMENTS.NO LOADS SHALL BE PLACED ON STRPPED MINIMUM COMPRESSIVE STRENGTH -9 26 DAYS OF 2500 PSI 4' CONCRETE `\ti ` �'� �M
THE CONTRACTOR ELEMENTS. SLUMP OF 8 t0 10 INCHES,MAXIMUM PLACEMENT TIME OF SLAB N
90 MINUTES GRADE °O
0-IN PERFORMANCE OF WORK BELOW EXISTING GRADE ,CARE SHALL BE EXERTED E-SIDE FORMS FOR LONG COLUMNS AND WALLS REQUIRING TWO FORM SEQUENCES SHALL TESTS : BLOCK - SUBMIT CERTIFIED LAB TESTS,ASTM CI40-10 25 — — — — — — — �'I — — — — — � �c
FOR EACH 5000 UNITS - _ III—III-1 I =1 I i=�=1 1=1 11= 3' CLE — 1 —I I 1=1 11-'' Q�'
TO AVOID EXISTING UTILITIES DISCOVERED IN THE COURSE OF WORK SHALL BE BE AS FOLLOWS: PRISM - Not REQUIRED III=111=I I i=1 I ICI =III I=1 I I=i I I_ I I—I I i=1 I I=�I AR=1 III-1 I' L
=111=111= =1 f I — I =1 I I III=� —�I' III— 1=1 =1 I h�r'I I I,; I= E U
REPORTED t0 THE ARCHITECT/ENGINEER FOR APPROPIATE ACTION. SIDE FORMS FOR EACH SEQUENCE MAY BE REMOVED EIGHT(8)HOURS AFTER THIS C- DESIGN COMPRESSIVE STRENGTH OF MASONRY 28 DAYS,FM = 1500 PSI WF-24 — —VAPOR BARRIER I=1iii III=
I— — I I =1 WF-16 0
PLACEMENT OF CONCRETE. MASONRY STRENGTH CAN BE DETERMINED EITHER FROM NCMA R 158,TABL 3-1 12' x 24' CONC.FOOTINCtI I I.-1 I 1=1 I — I I_ I —I I MEMBRANE 12' x 16' CONCRETE FOOTING J
WITH 3 '5 CONTINUOUS AND =111-1 I I III
E-AFTER REMOVAL OF EXISTING UNDERGROUND UTILITIES AND OTHER CONSTRUCTION NO FORMS SHALL BE ATTACHED t0 THE STRIPPED ELEMENTS FOR 40 HOURS AFTER USING AN FM OF 2000 PSI NET OR A PRISM TEST USING APPROX. OF 4 TRANSVERSAL 36' O.C. WELL COMPACTED FILL WITH 2 5 CONTINUOUS
LM
NOTED 70 BE REMOVED AND/OR REQUIRED,BACK FILLING OF EXCAVATION THIS PLACEMENT.THIS SEQUENCE SHALL BE REPEATED UNTIL ELEMENT IS COMPAITED 1300 PSI NET.
SHALL BE IN ACCORDANCE WITH SPECIFICATIONS OR STANDARD PROCEDURES. TO REQUIRED HEIGHT. Q
2- GROUTED CELLS AND SEQUENCING g
2- CONCRETE: 20 5- SHORING FORM REMOVAL AND RESHORING: HIGH LIFT GROUTING: o
I- PLACE MASONRY TO A MAXIMUM HEIGHT OF TWELVE (12)FEET j
A-ALL CONCRETE SHALL BE IN CONFORMANCE WITH ACI 318,301,3 1, 1995 A-IF PRECAST CONCRETE ELEMENTS ARE USED IN THE PROJECT,CONTRACTOR SHALL 2- WALLS AND CROSS WEBS FORMING CELLS TO BE FILLED SHALL BE ® uj
EDITION,AND ASTM G94-18A AND PROPORTIONED FOR STRENGT STRICTLY ADHERE TO MANUFACTURERS SHORING WRITTEN RECOMMENDATIONS. FULL-BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT
3-CLEAR,UNOBSTRUCTED CONTINUOUS VERTICAL CELL SHALL BE A I I I I cf)
QUALITY REQUIREMENTS IN ACCORDANCE WITH ACI 316,SECTION 43 FOR ALL OCHER CAST-IN-PLACE COCRETE ELEMENTS,THE CONTRACTOR SHALL FOLLOW �A f rpm�� ION y� SCALE: iz' = I'-0'
'PROPORTIONING ON THE BASIS OF FIELD EXPIRIENGE' THE PROCEDURES LISTED BELOW. MINIMUM OF 3 INCHES BY 3 INCHES PROVIDE 4 �'5 TOP
4- CLEANOUT OPENINGS SHALL BE PROVIDED WHERE GROUT POUR �
B-ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI EXCEEDS FOUR(4)FEET IN HEIGHT AND BOTTOM-----\
B-FORMS AND SHORES FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED BY 5-PLACE REINFORCING PRIOR TO GROUTING AND TIE TO
At 26-DAY S7 A TE T, E Ot ON PLANS AND SHALL 1'-4' ~°
HAVE A SLUM (IN)OF 4' t I'.(FOUNDATIONS 5' t 1) THE GENERAL CONTRACTOR TO WITHSTAND THE DEAD LOAD ON CONCRETE AND REINFORCING FROM BELOW 12 TREADS Il' = 11'-0' 3'-6' co
21 THE CUMMULATIVE LOADS OF SUPPORTING FLOOR SLABS. 6-PLACE GROUT IN 4 FOOT LIFTS,30 TO 60 MINUTES APART,MAXIMUM V
FREE FALLSHALL NOT EXCEED EIGHT(8)FEET - N
C-STRENGTHS SHALL BE B SE - S S.ANY ALTERNATES TO C-THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE DESIGN,INSTALLATION 1-HOLD TOP OF GROUT 1112 INCHES BELOW LAST COURSE OF BLOCK
THE ABOVE MUST HAVE WRITTEN APPROVAL OF THE ENGINEER FOR CHAT LIFT o
AND INSPECTION OF SHORING INCLUDING BASE SUPPORTS. i �i3 � z�
8-GROUT TO BE CONSOLIDATED IN PLACE BY PUDDLING,RODDING OR
D-ALL CONCRETE SHALL CONTAIN AN A/E/O REVIEWED ASTM C494-19 MECHANICAL VIBRATION o z
ADMIXTURE AS FOLLOWS: 6-MASONRY GENERAL: 9-WHEN PLACING SECOND GROUT LIFT,VIBRATE INTO FIRST LIFT r.
FOR PC EQUAL TO OR LESS THAN 4000 PSI .......TYPE A 10- MAXIMUM GROUT POUR IS TWELVE (12)FEET HIGH 3 X 8 WOOD
FOR PC GREATER THAN 4000 PSI ...............TYPE D A-BLOCK UNITS SHALL CONFORM To FLORIDA CONCRETE AND PRODUCTS ASSOCIATION 1/2'0 LAG BOLTS TRELLIS
FOUNDATIONS...............................TYPE D SPECIFICATIONS AND ASTM C-90-15,
COUNTER SUNK 2'-0'
�� 00
B �d 11� T- o
CEMENT SHALL CONFORM TO ASTM C150-18A,TYPE 1. 4 x 12 WOOD 4 x 12 WOOD 1 o
E-AGGREGATES SHALL CONFORM TO ASTM C33-19,SIZE "61,UNLESS OTHERWISE B-MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 34% OF TOTAL ABSORTION AT 5-3 BEAM BEAM LONGITUDINAL � p' '„ °
NOTED IN FOOTINGS MAY CONFORM t0 SIZE 'gl THE TIME OF PLACEMENT.MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR -� -� �y.o -Qt r
EXTERIOR WALLS SHALL NOT EXCEED 0.04io (DIVISION 'S')MOR70R SHALL CONFORM - •5 ,0 12' O.C. V� r- Q
TO ASTM C210-13,TYPE 'M' (2500 PSU 5/ TEMPERATURE `\" m
F-PLACING AND CURING OF ALL CONCRETE SHALL CONFORM TO ACI 318 AND a THRU BOLT
ul
ACI 301 LATEST EDITIONS.ALL CONCRETE SHALL BE PLACED IN DRY UNLESS C-CRACKS IN MASONRY ARE ANTICIPATED.GENERAL CONTRACTOR SHALL BE
WRITTEN APPROVAL IS OBTAINED FOR EACH CASE PRIOR TO PLACING CONCRETE. RESPONSIBLE FOR FILLING AND SEALING ALL CRACKS.GENERAL CONTRACTOR TO
THE GENERAL CONTRACTOR SHALL TAKE APPROPIATE MEASURES FOR THOSE SUBMIT TO ENGINEER IN WRITING,LOCATION,DESCRIPTION AND SIZE OF ALL CRACKS 4 x 6 x /a fE _ 2 ��3
INSTANCES WHEN CONCRETE MIGHT EXCEED 90 DEGREES F At TIME OF AND PROPOSED METHODS FOR REPAIRING SAID CRACKS. WELDED t0 CAP lE
PLACEMENT.CONCRETE WITHOUT AN ASTM 0494 TYPE D ADMIXTURE SHALL NOT I
I I I I
BE USED IF THE CONCRETE TEMPERATURE AT TIME OF PLACEMENT EXCEEDS p-IF REINFORCED HOLLOW UNITS MASOORY IS USED,SEE NOTES ON 'REINFORCED
�F. MASONRY WALLS' ON THIS SET OF PLANS.
G-IN THE EVENT OF CRACKS IN CONCRETE,GENERAL CONTRACTOR SHALL BE
RESPONSIBLE FOR SEALING AND FILLING ALL CRACKS.CONTRACTOR SHALL SUBMIT 1-REINFORCING STEEL:
TO ENGINEER, IN WRITTEN,LOCATION AND DESCRIPTION OF ALL CRACKS AND i i i 8' x 12' CONCRETE
PROPOSED METHODS FOR REPAIRING SAID CRACKS PRIOR TO REPAIR I _� TIE BEAM
A-ALL REINFORCING STEEL SHALL BE DEFORMED BARS,FREE FROM LOOSE RUST AND I I I I
SCALE,AND CONFORMING TO ASTM A615-81,GRADE 60 NO WELDING OR TACK
H-CONTRACTOR SHALL EMPLOY A CERTIFIED TESTING LABORATORY FOR CONCRETE WELDING SHALL BE ALLOWED.
SAMPLING AND TESTING IN ACCORDANCE WITH ASTM C31-15 AND ASTM
C39-19 AND TEMPERATURE.ONE SET OF 6'X 12' CONCRETE CYLINDERS B-ALL ACCE60RIES SHALL HAVE UPTURNED LEGS AND PLASTIC DIPPED AFTER i 4' CONCRETE L,
(TEST 1�3,Iml, 128 DAYS)FOR EACH DAY'S PRODUCTION. IF THE 7UW0 28 DAYS FABRICATION.ACCESORIES SHALL BE INSTALLED IN ACCORDANCE WITH ACI 315
TEST FAIL TO MEET REQUIRED STRENGTH,TEST THE FIFTH CYLINDER AT 46 DAYS. CURRENT ADDITION.SUPPORT BAR SHALL BE 65 OR GREATER AND NOT SPACED i IS i 18 = _ _ _ _ — _ _ = GRADE
MORE THAN 4'-O'o.C. I -1 -1 -1 I I III-1 11-1 I -1 I
I-EXACT LOCATION OF CONCRETE PLACED IMMEDIATELY AFTER TEST SAMPLE SHALL =1 I =1 1=1 1=1 I —I 1=1 11=1 =1 =1 I —I 11=1 1=1 11=
BE INDICATED ON REPORT.SAMPLE CONCRETE SHALL BE SAMPLED AT POINT 8-STRUCTURAL STEEL: i i i 1-1 III—I I 1=1 11— 1 — I I 1=1 I 1=1 I- I I-
VAPOR BARRI�E� 1=1 11= I I — — —I x-24
OF DISCHARGE AND INDICATED AS SUCH ON REPORT. 4' x 4' x /a' THICC STEEL 1 1 4' x 4' x /a' THICK STEEL MEMBRANE I 1=1 —I = I 1=1 I I=1 1-12' x 24' CONK.FOOTING
A-SHALL CONFORM TO ASTM A36-11A. OV DE ONE SHOP COAT OF ST COLUMN FILLED WITH CONCRETE i COLUMN FILLED WITH CONCRETE III III_I I�- '' =ITH 3.5 CONTINUOUS AND r
J=MINIMUM CONCRETE COVER SHALL BE DETAILED ON THE DRAWINGS.WHERE THE INHIBITING PAINT (MINIMUM 3 MIL.DR FILM THICKNESS)ON STRUCTURAL STEEL,WHICH AND COVERED WITH 5/s' TYPE 'X' AND COVERED WITH 5/s' TYPE 'X' WELL COMPACTED FILL 4 TRANSVERSAL s 36 O.C.
COVER IS NOT DIMENSIONED,USE THE SAME AS DIMENSIONED FOR SIMILAR SHALL BE FABRICATED AND ERECT IN ACCORDANCE WITH THE PRO SIONS OF DRYWALL AT INTERIOR AREA i DRYWALL AT INTERIOR AREA +
ITEMS THAT THE AMOUNT OF COVER OR USE THE FOLLOWING: THE AIX 'STEEL CONSTRUCTION MA AL',NINETH EDITION. OF BUILDING OF BUILDING' TfiI SECTION Vu
,A-IN PRINCIPAL STRUCTURAL ITEMS WHERE THE CONCRETE IS DEPOSITED SUBMIT SHOP DRAWINGS. 20 i i i i SCALE: 1/4' = P-0'
AGAINST THE GROUND,THE MINIMUM COVER SHALL BE: 3'INCHES
5-IN ALL BEAMS AND COLUMNS,THE COVER SHALL BE: 1-1/2'INCHES 5-ALL WELDING IS TO PERFORMED BY CERTIFIED WELDERS. IMMEDIATELY AFTER
C-IN ALL CONCRETE WALLS: 2'INCHES ERECTION,CLEAN WELDS AND TOUCH UP PAINTING(MIN.4 MIL.DRY FILM THICKNESS) i i i SCALE: �2' = 1'-0'
D-At RECESSED CONSTRUCTION JOINTS IN ALL WALLS AND COLUMNS: 1-1/2'INCHE5 ELECTRODES SHALL BE E-10 SERIES,LOW HYDROGENSTORED IN ACCORDANCE
E-TOP AND BOTTOM REINFORCEMENT IN ALL STRUCTURAL SLABS, INCLUDING WITH AW.S.REQUIREMENTS.
GROUND FLOOR SLABS WHEN POURED OVER VIZQUEEN VAPOR BARRIER
MEM5RANE:3/4' INCHES
9- SUPERIMPOSED DESIGN LOADS(PSF) I I I I
F-CONCRETE SURFACES WHICH AFTER REMOVAL OF FORMS ARE EXPOSED TO t0 BE USED UNLESS OTHERWISE NOTED ON PLANS
WEATHER SHALL HAVE CONCRETE COVER AS NOTED IN SF.B.C. 1 12' x 12' x �iy' THICK STEEL PLATE 12' x 12' x 1/2' THICK STEEL PLATE
SECTION 25085(A)OR(E)(1)(2) WELDED TO COLUMN WITH 4-5/s' 'J' WELDED 70 COLUMN WITH 4-5is' 'J'
DEAD LOADS LIVE LOADS F-30(3-0 x 3-0 x 12 CONCRETE I I BOLTS WITH NUTS AND WASHERS I 1 BOLTS WITH NUTS AND WASHERS STEEL RAILING
K-PROVDE A MINIMUM OF 2 "4 BARS IN ALL LINTELS NOT SPECIFICALLY DETAILED FOOTING WITH 4 15 TOP AND i 42' HIGH
FOR OPENINGS UP TO 4'-0' WIDE.A MINIMUM OF 2 •5 SHALL BE PROVIDED MOVABLE PARTITIONS 20 APT.BUILDINGS 40 BOTTOM EACH WAY)
8L41 I 8 �
FOR LINTELS UP TO 8'-O' LONG.EXTEND ALL SUCH LINTELS A MINIMUM OF 8' SUSPENDED CEILING 20 OFFICE BUILDINGS 50 i i i i I1/z'� HANDRAIL
BEYOND THE OPENING OF EACH SIDE.NOTIFY THE ARCHITECT,ENGINEER IF ROOFING 10 CORRIDORS,BALCONIES 100 F-30 (3'-O' x 3'-0' x 12' CONCRETE i 4 AT 34' HIGH 4.
IF UNDE7AILED LINTELS FOR OPENING IN EXCESS OF 8'-0' ARE ENCOUNTERED. ROOF LIVE LOADS 30 FOOTING WITH 4 .5 TOP AND
BOTTOM EACH WAY) i i -
I' LEVELING GR I I I' LEVELING GROUT
L-AT THE EXTERIOR COMERS OF ALL CONCRETE BEAMS,ONE EXTERIOR TOP AND 10- SHOP DRAWINGS: 1 1 I 1 1/z'� STEEL PICKEC7S
BOTTOM BARS(2 BARS)SHALL BE BENT AROUND THE CORNER 30' OR IN LIEU i i i AT 41/2' O.C.TO REJECT 1'#STEEL POSTS
CONTRACTOR SHALL SUPPLY SHOP DRAWINGS.SUBMIT TWO PLANS TO ENGINEER FOR I I I AT 48' O.C.
THEREOF,TWO ADDED BENT EXTERIOR CORDER BARS 30'X30' ONE TOP,AND , TOP OF FLOOR TOP OF FLOOR I 4 OBJECTS
REVIEW. INDICATE ISSUE DATE OR LATEST REVISION DATE OF RELATIVE STRUCTURAL 1% 111/2'0 HANDRAIL �
ONE BOTTOM SHALL BE PROVIDED,AS SAME SIZE AS BEAM REINFORCING. PLAN(6)AND NAME OF PERSON RESPONSIBLE FOE CHECKING.SHOP DRAWINGS EL.= + Il-0 N:G.V.D. EL.= +11-0 Nb.V .
SHALL BEAR CONTRACTOR'S STAMP, INITIALED OR SIGNED CERTIFYING TO REVIEW OF AT 48' O.C.
M-SPLICES IN BARS SHALL BE A MINIMUM OF 46 BAR DIAMETER,EXCEPT WHERE SUBMITTAL,VERIFICATION OF PRODUCTS,FIELD MEASUREMENTS AND FIELD CONSTRUCT. v v "' 8' CMUU.
DIMENSIONED OTHERWISE. CRITERIA,AND COORDINATION OF THE INFORMATION WITHIN THE SUBMITTAL WITH o �, 0 WALL
N-PLACEMENT OF SLAB REINFORCEMENT SHALL BE UNDER THE SUPERVISION OF A REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS. 3 CLEAR 3 CLEAR
SPECIAL INSPECTOR AS DEFINED IN SUBSECTION 3053 OF SF.B.C.
11- WATERPROOFING:
3- OPENING IN SLABS: SEE ARCHITECTURAL FOR ALL WATERPROOFING REQUIREMENTS.
A-ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED SIZED AND REINFORCED 20 1 1
(WITH THE EXCEPTION OF SMALL OPENINGS AND /OR SLEEVES OF A SIZE THAT 12- COMPLIANCE WITH CODES: I I 1
WILL NOT DISPLACE OR INTERRUPT THE TINUIT OF E INF CING)AS ' I
THIS SET OF STRUCTURAL PLAN HAVE BEEN PREPARED TO THE BEST OF OUR STEEL COLUMN ST��� �O�U
SHOU.N ON RESPECTIVE FLOOR PLANS AND E TLS.ANY ALTS TI S IRE KNOWLEDGE,t0 COMPLY WITH FBC. 1994 EDITION AND SUPPLEMENTS 170 6
THE APPROVAL OF THE STRUCTURAL. INEER AND BUILDING OFFICIAL 22 INCLUDING FEMA REGULATIONS. /� i
1 1 SECTION ��n SCALE- 4 - 1_01 DRILL 3' 0 X 4' DEEP 21/41
m 1'
B-OPENING IN SLABS AND WALLS FOR DUG OCHER MECHANICAL A ECtRICAL SECTION � SCALE- 3/a' = 1'-0' 3 ' - ' �
EQUIPMENT SHALL BE COORDINATED BY THE CONT 7 0 SURE THE 13- ROOF AND WALL DESIGN LOADS HOLE TO RECEIVE STEEL cn
POST AND FILLED WITH
OPENINGS WILL ACCOMMODATE THE ACTUAL EQUIPMENT TO BE USED.t0 THE IN COMPLIANCE WITH AXE- ANSI LATEST EDITION CATEGORY 'C' 24 \ EPDXY GROUT
EXTENT POSSIBLE ALL OPENING SIZES AND LOCATIONS SHALL BE PRECISELY IMPORTANCE FACTOR 1.05,WIND VELOCITY 110 MP STEEL BRACKECT Q
At 4'-0' O.G.(TYP.) m U
DETERMINED EARLY IN THE JOB AND THE INFORMATION FORWARDED TO ALL 14- MINIMUM COVER FOR REINFORCING STEEL UNLESS OTHERWISE NOTED SHALL BE: SECURE[) WITH
SUBCON7 CT t S I H DRAWINGS WILL REFLECT CONCRETE STAIR 2-1/4'0 x 3 LONG O
AND COORDINATED OPENINGS.A SUITABL NOT L BE PLACED A-CONCRETE DEPOSITED AGAINST THE GROUND 3' (SEE STRUCTURAL PLANS) TOPCON SCREWS
LL
ON ALL SHOP DRAWINGS BEFORE THEY ARE SUBMITTED TO TH ARCHITECT/ 5-CONCRETE EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND 2' —
ENGINEER AND BUILDING OFFICIAL FOR APPROVAL STATING C-SLABS AND WALLS NOT EXPOSED TO THE WEATHER OR IN CONTACT U
THAT THE OPENINGS HAVE BEEN COORDINATED AND 23 WITH THE GROUND 3/4' Z
0 GTE AS INDICATED. IF IT IS NOT POSSIBLE TO D RHINE THE EXACT D-BEAMS(OVER MAIN REINFORCING) 2' EDGE OF °
111
SIZE L A OP DRAWINGS SUBMITTAL E-SLAB ON GRADE (NON STRUCTURAL) 0 CENTER LINE li2'0 LAG BOLTS !COUNTER SUNK) EXISTING WALL 3 - Q 111 >�
THE CONTRACTOR SHALL SO NOTE ON SHOP DRAWINGS AS A WAW ING t0 F-COLUMNS(OVER MAIN REINFORCING) 2' � RAILING DETAIL SCALE. 4 - I 0 HAND I..,AIL DETAIL N.T.S. i�.� � �Q
SUBCONTRACTOR TO PRECLUDE DIFFICULTIES DURING CONSTRUCTION. PROVIDE 4 MINIMUM PENETRATION ONE (1)%'0 THRU R�
BOLT(COUNTER SUNK) (SUBMIT SHOP DWG's FOR APPROVAL) c) �Q
3 X 8 WOOD JOIST 24' O.C. � -�
C-REFERENCE SHALL BE MADE TO THE ARCHITECTURAL,MECHANICAL,AIR CONDIOOINIG P
AND ELECTRICAL DRAWINGS-FOR LOCATION,SIZE AND DETAILS OF OPENINGS, IN 0 �
RECESSES,PROJECTIONS,BEVELS,PITCHES, INSERTS,SLEEVES,CONDUITS,PIPING `-
SLOTS,ETC.THAT ARE REQUIRED TO BE LOCATED AND IN PLACE BEFORE PLACING -n Q '
CONCRETE OR THAT INFLUENCE THE FORMING OR FINISH OF THE CONCRETE. �� \ (L ° z
kN Ln
( 4 x 12 WOOD U Ln
BEAM OR IE 0-
%'0 THRU BOLT �� 3 X 8 WOOD
_ TRELLIS
4' x6' x1/4' E
WELDED t0 CAP B
i SHOP WELD 114' fiE
ST-1 31/z' WIDE WITH
SEE SCHEDULE
1 1 2'-0' 2-1/2'0 RAWLS
POWER BOLTS DRAUN
R.M.G.
CHECKED
, .. EA.G.
DETAIL g8 DETAIL g _a � R
� . DATE
SCAL.IE: 3/a" = 1'-0u . a �� 1 �� �..�-�" <�F 1 CA I�•.� APRIL '00
SCALE. /a 1.0 _ y
� SCALE
ol
SHOWN
JOB NUMB - ='' j " JOB No.
CONSULTING ENGINEERS, PA. 0004, 2K-216
CIVIL / STRUCTURAL SHEET
P.E. 22249 DATED
-1220 S.W. 39th TERR MIAMI FLA 33155 _3
TEL- (305) 262-6225 FAX- (305) 262-2014 AUGUST '00
f _
' OF 4 SHEETS
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