6835 SW 67 ST EB-09-019-061 P m
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GENERAL STRUCTURAL NOTES
I.CODES: G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD N0.9
All WORK SHALL CONFORM TO THE FLORIDA BUILDING CODE,2007 EDITION,AND ALL OTHER APPLICABLE LOCAL LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND "' 't 0
CODES. REINFORCING A MINIMUM OF 4 INCHES INTO ALL COLUMNS. i f0 w
H. LINTELS: ANY C.M.0 WALL OPENINGS WHICH ARE NOT OTHERWISE FRAMED WITH CONCRETE SHALL HAVE 8"x 8- O
2.DESIGN CRITERIA: CONCRETE LINTELS CAST-IN-PLACE WITH 2#5 BOTTOM.EXTEND REINFORCEMENT MINIMUM 6-
FOR VERT.REINF.SPACING A.ROOF LOADS: PAST OPENING AND CAST IN GROUT.LINTEL HAVE MINIMUM B'BEARING ON ADJACENT COLUMN OR REINFORCED �I
AND SIZE SEE PLAN c ICI. IQ'-if m
9 EII LADDER TYPE TOR. AND SCHEDULE LEE LOAD ......................30 PSF I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE.PROVIDE B"x 8'CONCRETE(FORMED OR BOND-BEAM BLOCK m
JOINT REINF.EVERY SECOND DEAD LOAD......................25 PSF(0 ROOF) ( ) b
. .5 PSF(®CEILING) WITH 2 p5 AT MID-DEPTH AT ALL SILLS.EXTEND REINFORCEMENT MINIMUM 6°INTO ADJACENT COLUMN OR MASONRY AND CAST
COURSE(16"O.C.)EXTEND 8°LOAD BEARING ...................
4-INTO TIE COLUMNS CMU WALL
IN GROUT. w
D.WIND LOADS: IN ACCORDANCE WITH ASCE 7-05[BUILDING CATEGORY II; 146 MPH WIND SPEED;EXPOSURE C; K.STRUCTURAL TEE SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING.
II IMPORTANCE FACTOR = 1.01. SEE CALCULATIONS FOR ADDITIONAL INFORMATION. 15.STRUCTURAL STEEL: co
3.ELEVATION DATUM: A MATERIALS: r` LO
DOUBLE W.W.F. ALL ELEVATIONS CONDITIONS:THESE STRUCTURAL DRAWINGS REFER TO TOP OF INTERIOR FLOOR AT 0'-0" 1.STRUCTURAL TUBING:AL M A500,GRADE. J
TOP OF FIN.FLOOR. 2.ALL OTHER STRUCTURAL STEEL ASTM A36. _` O
8" 6 x I SLAB ON WELL COMPACTED FILL 4.DIMENSIONS AND CONDITIONS: 3.ANCHOR BOLTS:ASTM A307. W
5'-0 W/6 x 6-W1.4 x W1.4 W.W.F.(ttP.U.O.N.) A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION.ANY O °
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT.WRITTEN DIMENSIONS TAKE 4.ALL OTHER BOLTS:ASTM A325. O
PRECEDENCE OVER SCALE.SCALE IS FOR GUIDELINE PURPOSES ONLY,IF DIMENSIONS ARE UNCLEAR,DO NOT SCALE, B.STANDARDS: -� 0 a
REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. 1.ALSO'SPECIFICATIONS FOR THE DESIGN,FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS.' Ei
B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN
rill", ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN,1989. v
5.METHODS&SAFETY: 2.AWS 01-I,E-70 SERIES ELECTRODES. c
GRADE THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS,PROCEDURES,AND SEQUENCES OF CONSTRUCTION.
C.CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE
CONSTRUCTION SITE SAFETY,INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING,IS THE SOLE RESPONSIBILITY DESIGNED IN ACCORDANCE WITH NSC SPECIFICATIONS. m
_ I-III=III- OF THE CONTRACTOR.THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. D.CORROSION CONTROL: ALL STRUCTURAL STEEL,SHALL BE SHOP PAINTED WITH RUST-INHIBMVE PRIMER.PRIMER
III- VAPOR BARRIER SHALL BE TOUCHED UP AFTER ERECTION.IF THE STEEL STRUCTURAL ELEMENTS WILL BE EXPOSED TO THE ATMOSFERE OR ELEMENTS
I I1=11 I COMPACTED FILL 6.PROTECTION OF EXISTING CONSTRUCTION: THIS MEMBERS SHALL RECEIVE A SECOND SHOP COAT WITH GRAPHIT OR ASPHALT PAINT OR OTHER APPROVED COATING COMPATIBLE
PROVIDE CLEANOM EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED.CONTRACTOR SHALL LOCATE AND PROTECT WITH THE SHOP COAT.
OPENING TO INSPECT z CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT E. WELDERS SHALL BE AWS-CERTIFIED.
REINF.&GROUT FILL, �i I 1 #5 CONT. THEM AND TO PROVIDE FOR SAFETY. 16. STEEL ROOF JOISTS AND JOIST GIRDERS: .0
TYP. FIRST COLITIS
AT EVERY LEVE I TOP REINF.SEE PLAN IF APPLICABLE 7.CONSTRUCTION LOADS: A AND DESIGN,FABRICATION ERECTION OF STEEL JOISTS,JOIST GIRDER AND BRIDGING SHALL BE IN ACCORDANCE WITH THE N
L _ IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE LATEST SPECIFIACTIONS OF THE STEEL JOIST INSTITUTE,LATEST EDITION.
-° -
J FOOTING(SEE PLAN AND SCHED) NECESSARY METHODS AND SUPPORTS REGARDING FOR bINIMUM BEARING OF JOIST TO BE NO LESS THAN 4'FOR K SERIES JOISTS,5'FOR LH SERIES JOISTS AND °
`' jam.. .• FORMING AND CONSTRUCTION LOADS. B. 6 FOR JOIST GIRDERS. m
I'=
B.CONFLICTS T DOCUMENTS: C. ALL JOIST BEARING ENDS SHAD.BE WELDED TO THE BEARING PLATES OR ANGLES WITH 3 16"FILLET WELDS �
IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS,BETWEEN DOCUMENTS AND FIELD /
CONDITIONS OR OTHERWISE,THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND 3"LONG ON EACH SIDE FOR V SERIES AND WITH 1 4'FILLET WELDS 3'LONG ON EACH SIDE FOR'Ui'AND'DLH°SERIES
• _° DIRECTION BEFORE PROCEEDING.THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND IN ADDITION FIELD BOLT JOINT AT COLUMN LINE OF S7RUCIURAL FRAMINGS IS NOT IN TWO DIRECTIONS,
3"CL i- STRUCTURAL DRAWINGS RIDGING SHALL BE SIZED,SPACED AND CONNECTED TO THE JOISTS AS SHOWN ON DRAWINGS. ALL BRIDGING
9.CONSTRUCTION OBSERVATIONS:
,III=I EE SOIL STATEMENT GS PRIOR T°PROCEEDING WITH THE WORK. D. AND ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE JOISTS.
BOTT.REINF.SEE SCHEDULE THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL COMPONENTS(REINFORCEMENT PRIOR TO E. pa�NG JOISTS SPECS NO.SHOP-PAINTED 1.FIELD PATDCH OXIDE AAFTERAERECTIONFORMINC TO STEEL STRUCTURES
SECTION O CASTING)FROM BOTH THE CITY INSPECTOR AND THE ENSPECTING ENGINEER//ARCHITECT PRIOR TO CONTINUING WITH WORK.
ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMISVAL AND RECONSTRUCTION. F. JOISTS AND JOIST GIRDERS SUPERIMPOSED LOADS ARE SHOWN ON DRAWINGS.
10.SHOP DRAWINGS: G. STEEL JOISTS SHOULD BE DESIGNED FOR UPUFT LOADS.
TYPICAL WALL FOOTING DETAIL A.THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES. H. ALL CONCENTRATED LOADS ARE TO BE APPLIED AT PANEL POINTS.
B.REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY.THE CONTRACTOR SHALL CHECK AND I. DESIGN JOISTS FOR NET UPUFT AS SHOWN ON'ROOF WIND LOAD PLAN'AND FOR ALL SUPPERIMPOSED LOADS INDICATED IN THE STRUCT.PLANS. m
N. T. S. APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL.APPROVAL BY THE ENGINEER 17. STEEL ROOF DECK: M.!!; •w�w°;7 q
OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS.THE CONTRACTOR SHALL BE A STEEL DECK SHALL CONFORM TO THE CURRENT AISC'SPECIFICATIONS FOR THE DESIGN OF LIGHT GAUGE COLD FORMED g t.w a q°"m
RESPONSIBLE FOR ALL DIMENSIONS,QUANTITIES,JOB CONDITIONS,AND COORDINATION WITH ALL DOCUMENTS AND OTHER STEEL STRUCTURAL MEMBERS'AND SDI RECOMMENDED SPECIFICATIONS. •¢�,�,o u 0 q
TRADES. B. OPENINGS IN DECK SHALL BE TREATED AS FOLLOWS: m o4 mro+.t~ m
1.FOR HOLES 6'OR LESS PERPENDICULAR T°SPAN,NO REINFORCING REQUIRED. •�A o v
STD.HOOK 11.EXISTING SOILS,SOILS PREPARATION&ALLOWABLE BEARING: m m o w°0
EL SEE PLAN 2.FOR HOLES OVER 6',BAN'NOT MORE THAN 12°,PROVIDE ONE 14 GAUGE REINFORCING PULE 24'X 24'AND
ROOF LEVEL A.INFORMATION ABOUT THE SOILS ON THIS SITE IS PRESENTED IN A REPORT PREPARED Bt'ARDAMAN&ASSOCVQES,INC. WELD IN PLACE(SEE DETAILS). '�v�ro m �v q�
DATED APRIL 23,2009. C. DECK SHALL BE ANCHORED BY WELDING THROUGH THE BOTTOM OF THE RIB TO STRUCTURAL STEEL AT MAXIMUM SPACING OF 12°. w ro o 0 0
THE CONTRACTOR SHALL REVIEW THIS REPORT AND FOLLOW ITS RECOMMENDATIONS UNLESS OTHERWISE INDICATED 0 C�.� u
IN THESE DRAWINGS. D. ROOF SYSTEM SHALL CONSIST OF 2'MIN INSULATING CONCRETE OVER STEEL DECK.STEEL DECK SHALL BE 1 I/2'DEEP,20 GAUGE, 0 0 m o- %a a•C IL•"u
GALVANIZED,TYPE-B,WIDE RIB,SLOTTED AT THE BOTTOM DECK,0.5%VENTED. z N 0 0 M 3 °m
B.WITH THE SOILS PREPARATION DESCRIBED IN THE REPORT,AN ALLOWABLE SOIL BEARING CAPACITY OF 3500 PSF MAY BE E. ROOF DECK SHALL BE WELDED TO SUPPORTS WITH 3/4'DIA PUDDLE WELDS AT EACH SUPPORT SO THAT THE AVERAGE WELD SPACING
USED IN THE FOUNDATION DESIGN FOR SUPPORTING THE STRUCTURE ON SPREAD FOOTINGS. DOES NOT EXCEED 6"O.C.(SEE PATTERN DETAIL)AND 6'AT THE SIDE SUPPORTS.SIDE LAP ATTACHMENT SHALL BE WELDED(8 PER SPAN) J7 10.9., 0 0
C.ALL GEOTECHNICAL WORK MUST BE PERFORMED UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER WELDING PATTERN TO RESIST UPUFT FORCES PER ANSI A58.1 AS TABULATED 0 DESIGN LOADS ma m �p',a
CONC.BEAM OR SLAB TO VERIFY COMPLIANCE WITH THE DESIGN CONCEPTS,SPECIFICATIONS AND RECOMENDATIONS 36/7 PATTERN(SEE NOTE 17 E) %,,,
WHO SHALL ISSUE A STATEMENT OF COMPLIANCE AFTER COMPLETION OF THE SOILS PREPARATION. ,vq b❑13,o a 0 0
DOUBLE TIES 12.POLYETHYLENE SHEET:
F m u 04 0 o.q
CLOSED TIES I❑ POLYETHYLENE SHEET,PLACED CONTINUOUSLY,UNDER CONCRETE SLABS AND BEAMS PLACED ON GROUND SHALL BE
MINIMUM 6 MIL THICK.ALL JOINTS SHALL BE LAPPED MINIMUM 12 INCHES AND CONTINUOUSLY TAPED WITH MINIMUM OF 36'
TWO-INCH WIDE VINYL TAPE.THE SUB SLAB MEMBRANE SHALL EXTEND HORIZONTALLY BENEATH THE SLAB
_ - - TO ITS OUTER EDGE OVER THE STEM WALL F. ALL FIELD WELDING OF DECK SHALL BE IN ACCORDANCE WITH ANSI-AWS D1.3.A MINIMUM VISIBLE PUDDLE WELD DIAMETER OR ELONGATED WELD
VERT.REINF. ANY JOINTS IN THE SLAB HAVE TO BE CLEANED AND SEALED BY THE USE OF AN APPROVED SEALENT TO CONFORM WITH AN EQUAL PERIMETER SHALL BE SPECIFIED.WELD METAL SHALL PENETRATE ALL LAYERS OF DECK MATERIAL AND SHALL HAVE GOOD FUSION
ROOF OR 2ND FLOOR WITH ASTM C920-87 AND ASTM C 1193-91.APPLY SEALANT ONLY TO DRY AND CURED CONCRETE IN TO THE SUPPORTING MEMBERS.WELDING WASHERS SHALL BE USE IN ALL DECK UNITS WITH A METAL THICKNESS LESS THAN 0.028 IN.WELDING Q
TIE BEAM ACCORDANCE TO MANUFACTURERS INSTRUCTIONS
WASHERS SHALL BE A MINIMUM THICKNESS OF 0.056 IN., Ifi GA,ANO HAVE A NOMINAL 3/8'DIA HOLE. N R'i
13.CONCRETE(CAST-IN-PLACE): CARE SHALL BE EXERCISED IN THE SELECTION OF ELECTRODES AND AMPERAGE TO PROVIDE A POSITIVE WELD AND PREVENT O
A.STANDARDS: ACI 318-05,ACI 301-05 AND ACI 347-05. 1 HIGH AMPERAGE BLOW HOLES.
VERT.REINF. VERT.REINF. B.ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI U.O.N.IN PLAN AT G. DO NOT HANG CEILING,DUCTS,UGHT FIXTURES OR EQUIPMENT FROM ROOF DECK.
28 DAYS.SLUMP SHALL-BE 4"(±1")AND NO WATER SHALL BE ADDED TO THE CONCRETE AT THE SITE.CONCRETE 18.FASTENERS
EL SEE PLAN FOR AREAS WHICH WILL REMAIN EXPOSED TO WEATHER AFTER CONSTRUCTION SHALL HAVE 3%TO 5%ENTRAINED AIR. A FASTENERS SHALL BE OF THE TYPE AND SIZE INDICATED IN THIS DRAWING v
CONC.TIE SECOND FL LEVEL C.THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER B.ALL FASTENERS INCLUDING EXPANSION ANCHORS,SLEEVE ANCHORS,STRAPS,NAILS,SCREWS,ETC SHALL BE GALVANIZED(U.O.N.)
COLUMN TESTS AS REQUIRED BY THE FLORIDA BUILDING CODE.SUBMIT TEST REPORTS TO THE ENGINEER. 19.GENERAL CONTRACTOR TO COORDINATE AND VERIFY ALL DOORS AND WINDOW OPENING DIMENSIONS PRIOR TO
4° HORIZONTAL JOINT. D.CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED
REINF.EVERY OTHER AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. START ERECTION OF L REQUITE BLOCK AND THE POURING OF THE CONCRETE STAB WITH MANUFACTURER r
COURSE,SEE GEN,NOTES E.NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE AND PRODUCT CONTROL REQUIREMENTS I-I--I
CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER.WHERE PIPES OR CONDUITS ARE PERMITTED, 20.SUBMITTALS(SHOP DWG MUST BE SUBMITTED FOR APPROVAL AND REVIEW):
8-CMU WALL THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C.AND SHALL BE LOCATED SO AS NOT A REINFORCING STEEL SHOP DRAWINGS.
(ABOVE GRADE) CONC.BEAM OR SLAB TO IMPAIR THE STRENGTH OF THE STRUCTURE. B.ROOF STEEL DECK AND ROOF STEEL JOISTS SHOP DRAWINGS AND CALCULATIONS.
F.REINFORCEMENT: ASTM A615,GRADE 60,ASTM A185 FOR WELDED WIRE FABRIC. C.STRUCTURAL STEEL SHOP DRAWINGS.
D.SHORING AND RESHORING SHOP DRAWINGS AND CALCULATIONS,
DOUBLE TIES G.CONCRETE COVER OVER REINFORCEMENT: E. RAIUNG AND GUARDRAIL SHOP DRAWINGS AND DESIGN DATA
1.3-INCHES WHERE CAST AGAINST EARTH.( 21. SHORING AND RESTORING:
H.SAW-Clh2CONTROL JOINTS TSHALL BE MADE WITHIN)TWELVE HOURS OF CONCRETE PLACEMENT. A SHORING AND RESHORING DRAWINGS SHALL BE PREPARED BY A STATE OF FLORIDA REGISTERED
I.ALL CONCRETE SHALL BE FINISHED AS APPROPRIATE FOR THE FINISHES INDICATED IN THE ARCHITECTURAL DRAWINGS. SPECIALTY ENGINEER WITH A MINIMUM OF TEN YEARS OF EXPERIENCE IN SHORING AND RESHORING DESIGN AND DETAILING.
J.ALL CONCRETE SHALL BE CURED FOR MINIMUM OF SEVEN DAYS.THE CURING SHALL ENTAIL MAINTENANCE OF THE B. SHORING AND RESHORING DRAWINGS SHALL INCLUDE AT LEAST THE FOLLOWING ITEMS:
MOISTURE IN THE CONCRETE.GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING EXPOSED CONCRETE SURFACES 1.) LOCATION,SIZE,TYPE AND CAPACITY OF ALL SHORING. l/1
WITH A CHEMICAL CURING COMPOUND IMMEDIATELY AFTER FINISHING AND IMMEDIATELY AFTER REMOVAL OF FORMS.FORMS 2. LOCATION,SIZE,TYPE,AND CAPACITY OF ALL RESHORING. r
o SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL.VERIFY COMPATIBILITY OF CURING COMPOUND 3. LOCATION,SIZE,AND TYPE OF ALL BLOCKING,MUD SILLS,TEMPORARY LATERAL BRACING AND w
g WITH PROPOSED FINISHES. OTHER ACCESSORIES REQUIRED TO ADEQUATELY AND SAFELY SUPPORT AND BRACE THE STRUCTURE CURING CONSTRUCTION.
31 K. ALL CONCRETE SLA85 AND BEAMS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL 4.) INSTALLATION PROCEDURE,SEQUENCE OF INSTALLATION,LOAD RELIEF AND REMOVAL OF ALL SHORING AND RESHORING.
CLOSED TIES f] DOWELS SAME SIZE I C. SHORING AND RESHORING SUBMITTAL FOR APPROVAL SHALL INCLUDE AT LEAST TWO COPIES FOR
&N0.AS VERT.BAR
WELDED WIRE FABRIC
L DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN.DOWEL SPLICE 36 DIAM.MIN. THE BUILDING DEPARTMENT,ONE FOR THE ENGINEER OF RECORD,ONE FOR THE INSPECTOR,AND ONE FOR THE ARCHITECT.
EL+0'-0' m M. COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS D. DESIGN,DETAIL AND ERECT FORMS,SHORING AND RESHORING IN COMPLIANCE WITH ACI 347-05,
EL.SEE PLAN ABOVE.MINIMUM TIME INTERVAL 3 HOURS. PROJECT SPECIFICATIONS,AND THESE NOTES.FORMS,SHORING AND RESHORING SHALL BE DESIGNED
x-x-x-'R-x- x-x x-x-x-x GROUND FLOOR N. ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FORMS,AND SHALL HAVE CONTINUOUS FOR THE WEIGHT OF THE FLOOR OR ROOF,A CONSTRUCTION LOAD OF 50 PSF.AND FOR THE CUMULATIVE
T T CONC.SLAB ON = - = I = _ _ _ - TOP AND BOTTOM REINFORCING. SPLICES,WHERE NECESSARY,SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP LOADS OF THE SUPPORTED HORIZONTAL CONCRETE MEMBERS.USE A DESIGN FACTOR OF SAFETY OF
GRADE III � _ - - BARS AND END 1/3 OF SPAN FOR BOTTOM BARS.PROVIDE A 40 DIA.LAP MINIMUM AT ALL SPLICES.ALL EXTERIOR 3 FOR WOOD SHORES AND 2 FOR METAL SHORES.
""I I"•I MIN, i�I I I ITI�I I I I wI I� CORNERS SHALL HAVE 2 5 x 5'-0'CORNER BARS,ONE TOP AND ONE BOTTOM,BENT AT MID-POINT. E. THE MAXIMUM SUPERIMPOSED CONSTRUCTION LOAD APPLIED TO FLOORS SUPPORTING SHORES OR
HORIZ.JOINT REINF. COMPACTED RESTORES SWILL NOT EXCEED 75%OF THE DESIGN LIVE LOAD SPECIFIED FOR SLABS(AND JOISTS WHERE
EVERY COURSE, -i 1 1/2" FILL 0. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER AND SUBMITTED TO THE APPLCABLE)AND 60%OF THE LEE LOAD SPECIFIED FOR BEAMS.NO CONSTRUCTION LOAD SHALL 0 �
SEE GEN.NOTES 6 MIL VISQUEEN ENGINEER-OF-RECORD FOR REVIEW AND APPROVAL. RENEW BY THE ENGINEER-OF-RECORD WILL BE FOR BE APPUED TO ANY MEMBER UNTIL THE CONCRETE IS A MINIMUM OF 14 DAYS OLD AND THE 7 DAY
COMPLIANCE WITH DESIGN CONCEPT ONLY. STRENGTH THIS 70% OF THE SPECIFIED 28 DAY STRENGTH.
CMU WALL P. REINFORCING STEEL SHALL BE DETAC SP-66(315R).ACCORDANCE WITH ACI SP-66(315)AND REINFORCING STEEL PLACING DRAWINGS F. FORMS MAY BE REMOVED 72 HOURS AFTER CONCRETE POUR PROVIDED THAT CONCRETE STRENGTH U
(BELOW GRADE) SHALL BE IN ACCORDANCE WITH ACI .N
.T.O.F. DOWELS SAME SIZE IS 70%OF THE SPECIFIED 28 DAY STRENGTH AND NOT LESS THAN 3000 PSI.RESTORE EACH BAY
AND NO.AS VERT.REINF. FOOTING 14, CONCRETE MASONRY WORK: IMMEDIATELY AFTER FORMS ARE STRIPPED AND REMOVED.REMOVAL OF FORMS IS THE SOLE W CO 6
STD.HOOK - (SEE SCHEDULE) A ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS U.O.N.MASONRY WALLS SHALL BE IN PLACE RESPONSIBILITY OF THE GENERAL CONTRACTOR,REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH Q 6
BEFORE THE SLABS AND BEAMS SUPPORTED BY THEM ARE POURED AS VIIELL AS THE CONCRETE TIE COLUMNS A WAY AS TO NOT DAMAGE THE STRUCTURE,INSURE SAFETY AND PREVENT CREEP DEFLECTION OF STRUCTURAL MEMBERS.
J- - - - • -I FRAMING THEM. G. EXISTING WALL SHALL BE SHORED WHEN REMOVING THE EXISTING ROOF BRACING UNTIL ALL THE STRUCTURAL MEMBERS '
�� I W
_ If, - 3°CL. Iylµ�;ll1- B. ALL HOLLOW CONCRETE MASONRY UNITS(CMU) ITS. CONFORM TO ASTM C 90,'STANDARD SPECIFICATIONS FOR ARE IN PLACE ACCORDING TO THE DRAWINGS.SUBMIT SIGNED AND SEALED SHOP DWC'S BY A REGISTERED FL P.E.FOR REVIEW. P. �-
_ ICI II�� HOLLOW LOAD BEARING CONCRETE MASONRY UNITS°. °
=II=I - I-1=�- UNDISTURBED WALL FOOTING "TL- WITH A NET AREA COMPERSSIVE STRENGHT OF MASONRY UNITS°F 1900 PSI '� io El
=II III=II�Iii=II UNDISTURBED NATURAL SOIL Z Go O
LIMEROCK STD.HOOK OR COMPACTED FILL C. MORTAR SHALL COMPLY WITH ASTM C 270,TYPE'M",WITH A MINIMUM AVERAGE STRENGTH OF 2800 PSI.
(SEE SOIL STATEMENT) D.CONCRETE MASONRY STRENGTH,f'm,SHALL BE A MINIMUM OF 1500 PSI.
TYP. CONC. TIE COL.- TYPICAL COLUMN-FOOTING DETAIL E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA CELLS LAP SPLICES. PROVIDE CLEAN OUT HOLES
AT BASE OF FILLED CELLS FOR IAA INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT.
WALL FOOTING DETAIL F. FILLED CELLS SHALL BE FILLED WITH LL B PSI GROUT AS PER ACI 530-05 AND
N.T.S. ACI 530.1-05.FILLING OF CELLS SHALL BE GONE IN MAX.FOUR FOOT LIFTS WITH A MAXIMUM
SCALE 3/4" = 1'-0" POUR OF 12 FEET,USE MECHANICAL VIBRATION TO ACHIEVE GROUT-FILLED CELLS
GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE CONCRETE SLAB
BETWEEN 8"AND I1*.
2'MIN.LT.WT.INSUL.CONC.,FOR
s 2'MIN.LT.WT.INSUL.CONC.,FOR SLOPED TO DRAINS SEE MECHANICAL
WALL FIG. 18°LEG,TYP. SLOPED TO DRAINS SEE MECHANICAL ROOF SYSTEM AND ARCH.DWG S.
EL SEE PLANL AND ARCH.DWG S. INSULATION g (?D,SEE MECHANICAL p D:2#4 X 4'-0°LONG
_ ROOF SYSTEM,SEE ARCH.DWGS, GAMNAIL�OV.ARSTCIEiEL S �. DIAGONAL U TOP BARS a a a a
r-------- - --ice- -- h U�qTI�N g�pC SEE MECHANICAL
35 TOP I ARCH DWG�, ROOF DECK,SEE STRUCT AT THE UPPER THIRD
REINF.CONCRETE MEMBER ABOVE ----1------ fU GALV.STEEL ROOF DECK, NOTES OF THE SLAB
A SEE PLAN AND SCHED. " 7 �� SEE STRUCT NOTES PUDDLE WELDS,SEE STRUCTURAL REENTRANT
EL SEE PTA I TRANSVE SE BARS SLURRY COAT OF LIGHT WT.INSUL.CONC. NOTES CORNER
8'x 8'DEEP MIN.CONCRETE 3�5 VERT. i I
. LINTEL CAST-IN-PLACE WITH _-- - --- +-----i� J 1
r-10EK'N1
2#5 BOT TOM.EXTEND REINFORCEMENT MINIMUM 6" _--_ In PAST OPENING AND CAST IN GROUT.LINTEL - -- ------ ----'� 1 BOTTOM BARS -- O SHALL HAVE MINIMUM 8 BEARING ON � - - - REWSAPS W/2 X10�7 TYPICAL DIAGONAL CORNER BARS
ADJACENT COLUMN OR REINFORCED CELL. _ _ITT_' r_�.. II- I UNDISTURBED Tn
�: . iI-ITiJ=iii III-��I'-LI�I III UNFROCK SEELJOISi AT REENTRANT CORNER DETAIL y aaaa
2'-6 1%4° -I - 6"�-r_ PERIMETER WALLS W/GS/8'DIA (U
TYPICAL STEPPED CLEAR COVER PUDDLE WELDS 0 6 STEEL JOIST SCALE: N.T.S. 7
D OR/WI W SEE STRUCT (W/WELDING WASHERS)
OF LNG - FOOTING DETAIL NOTES ` TYPICAL ROOF DECK DETAIL CAULK 00 Ld M
FOR STIRRUP TIES, N.T.S. 1/8"WIDE X 1/4 d DEEP p o
c. - / S5EEEE LqN / >=1. _ SAW CUT CONTROL JOINT
3 4 I'-O" AS SCHEDULE >=db TO BE CUT WITHIN 24 HOURS o
CONC ; 3�3' 9 AFTER SLAB IS POURED
REINFORCED MASONRY BLAB 5 d WELDED WIRE
CONCRETE COLUMN GROUT FILLED CELLS T-0' FABRIC 0 MID-UPP R THIRD
SEE PLAN AND SCHED. SEE PUN AND SCHED. -X X X- -X
icy ------ ----- ------- G-A•
"i, OR NUMBER OF BARS VAPOR BARRIER 'cy
TYPICAL CONCRETE CAST-IN-PLACE ~�~~ �= PER LAYER SEE PLAN (SEE PLAN) x
DBL.WWF AND SCHEDULE
LINTEL-COLUMN/ FILLED CELL DETAIL 2#5CONT. m TYP. CONTROL JOINTS DETAIL (CA) CO � d �
BAR PLACEMENT DETAIL IN CONCRETE IGNACIO J. CALVO
SCALE N.T.S. - 1 1/2" = 1'-0" STRUCTURAL ENGINEER
MEMBERS IN TWO OR MORE LAYERS FLORIDA LICENSE NO. 56755 sheet no.
TYPICAL THICKENED SCALE: N.T.S. 1800 Flor h. Ave. #401
EDGE DETAIL (TE) Ph: (305) 648-9008 �y
SCALE: 3/4"=1'=0" Fax:(305) 648-9128 S
SECTION O E-MAIL: ijcpe0bellsouth.net P.R N°5 6 7 5 5
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