13-491-018FOOTING SCHEDULE
MARK
SIZE
L x W x THICKNESS
DEPTH
REINFORCEMENT
REMARKS
BOTTOM
14. CONCRETE MASONRY WORK:
TOP
SHORT BAR
LONG BAR
SHORT BAR
LONG BAR
FRAMING THEM.
LOAD '' '''' ' ' 5O PSF LIVE LOAD @ BALCONIES SMALLER THAN 100 SQ' F[ '. '' .... 60 P3F
D[AD LOAD ''^ ' '' ^ 2O PSr/M ROOF)
B. ALL HOLLOW CONCRETE MASONRY UNITS \�mv� SHALL CONFORM TO A8TM C 90. -STANDARD SPECIFICATIONS FOR
LIVE LOAD @ ALL OTHER BALCONIES ^ ' OO PSF
^'^'^---'-^- 1O P3F (@ C8UNo)
HOLLOW LOAD BEARING CONCRETE MASONRY UNITS".
LIVE LOAD ELSEWHERE ........................... 40 P3F
WITH A NET AREA COWPERSSNE UTRENGHT OF MASONRY UNITS OF 1900 PSI
DEAD SUPERIMPOSED LOAD @ TERRACES AND STAR ................... 20 P3F
C. MORTAR SHALL COMPLY WITH /STM C 270. TYPE 1W"^ WITH A MINIMUM /A/ER/GE STRENGTH OF 2800 PSI.
DEAD SUPERIMPOSED LOAD ELSEWHERE ......................................... 38 pSF
D. CONCRETE MASONRY STRENGTH, f m. SHALL BE A MINIMUM OF 1500 p3L
C. WIND LOADS IN ACCORDANCE WITH ASCE 7-10 (BUILDING CATEGORY D; 175 MPH WIND SPEED; EXPOSURE r);
E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR D\A METER LAP SPLICES. PROVIDE CLEAN OUT HOLES
SEE CALCULATIONS FOR ADDITIONAL INFORMATION.
AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN RLLED SOLID WITH GROUT.
3' ELEVATION DATUM:
F FILLED CELLS SHALL BE RLLED WITH 3000 PSI GROUT AS PER AC| 530-08 AND
ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TUTOP OF INTERIOR FLOOR AT O'-O"
AC| 530-1-08. FILLING OF CELLS SHALL BE DONE IN MAX. POUR FOOT LIFTS WITH AMAX|MUM
4 DIMENSIONS CONDITIONS:
POUR OF 1� FEE[ USE MECHANICAL TO ACHIEVE GROUT-FILLED CELLS
" °
' '
A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRXV�DR IN THE FIELD PRIOR T0 CONSTRUCTION. ANY
GROUT SHALL CONFORM TO AST� C4�O SLUMP SHALL BE BETWEEN 8 AND 11
' `
DISCREPANCIES SHALL BE BROUGHT TOTHE IMMEDIATE ATTENTION 0F THE ARCHITECT WRITTEN DIMENSIONS '
G A�- C�U Y�JJ�| SHALL BE HORIZONTALLY REINFORCED YY�H STANDARD N0 9
G.
PRECEDENCE OVER SCALE SCALE |S FOR GUIDELINE PURPOSES ONLY. |F DIMENSIONS ARE UNCLEAR DO NOT SCALE
' ' °
'
LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
REQUEST CLARIFICATION FROM THE ARCHITECT DR ENGINEER.
REINFORCING A MINIMUM OF INCHES INTO ALL COLUMNS.
B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN
H. LINTELS: ANY C.M.0 Y4U- OPENINGS WHICH ARE NOT OTHERWISE FRAMED WITH CONCRETE SHALL HAVE B " x 8"
5^ METHODS � SAFETY.
CONCRETE LINTELS [AST-|N-PLACE YYDH 2#5 BOTTOM. EXTEND REINFORCEMENT MINIMUM O°
THE CONTRACTOR SHAH BE RESPONSIBLE FOR ALL METHODS, PROCEDURES ' AND SEQUENCES OF CONSTRUCTION.
PAST OPENING AND CAST IN GROUT. LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED
CONSTRUCTION SITE SAFETY, N�UJ0N� ALL BRACING AND SHORING, |3 THE SOLE RESPONSIBILITY
TOP AND BOTTOM REINFORCING. SPUCES, WHERE NECESSARY SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP
.
OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES.
uc
0, PROTECTION OF EXISTING CONSTRUCTION:
WITH 2 #5 AT MID-DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 5" INTO ADJACENT COLUMN DR MASONRY AND CAST IN GROUT.
EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT
'
J. AS PER FBC 301^0 PARAGRAPH 2122^ 4 A FLORIDA REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL FURNISH
CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPR#TEA{J0N TO PROTECT
INSPECTION OF ALL REINFORCED MASONRY STRUCTURES. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE GROUT PLACEMENT
THEM AND TO PROVIDE FOR SAFETY.
|3 IN COMPLIANCE AND VERIFY ALL THE RBQU|RMENTS OF LEVEL || QUALITY ASSURANCE PROGRAM AS REQUIRED BYAC| 530 AND AC| 530.1
7' CONSTRUCTION LOADS:
CORNERS SHALL HAVE 2 #5 x 5'-0" CORNER BARS` ONE TOP AND ONE BOTTOM' BENT AT MID-POINT.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION
0N LOADS
15 STRUCTURAL STEEL:
'
`
A. MATERIALS:
M- CONFLICTS IN DOCUMENTS:
1, STRUCTURAL TUBING: A3TM A500, GRADE B.
IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUWENTS, BETWEEN DOCUMENTS AND HELD
2. ALL OTHER STRUCTURAL STEEL- ASTW A38.
CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND
3. ANCHOR BOLTS: /0TW A307'
DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND
4. ALL OTHER BOLTS: ASTW A335'
STRUCTURAL DRAWINGS PRIOR T0 PROCEEDING WITH THE WORK.
B. STANDARDS:
0. CONSTRUCTION OBSERVATIONS:
THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL C PRIOR TO
1. /USC "SPECIFICATIONS FOR STRUCTURAL 3T EEL BUILDINGS', JOO-05.
BOTH THE CITY INSPECTOR AND THE ENSPEC�NG ENGINEER/ARCHITECT PR|O TO CONTINUING WITH WORK.
2. AWS D1-1, E-70 SERIES ELECTRODES.
�FROM
ANY U[TURAL DZN NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION.
C. CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE
10. SHOP DRAWINGS:
DESIGNED IN ACCORDANCE WITH A|SC SPECIFICATIONS.
A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES.
D. CORROSION CONTROL- ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST-|NH|BITKE PRIMER. PRIMER
B. RB0BN AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND
SHALL BE TOUCHED UP AFTER ERECTDN,
APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL APPROVAL BY THE ENGINEER
E. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY FLORIDA P.E. FOR REVIEW AND APPROVAL.
OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS. THE CONTRACTOR SHALL 8E
' '
17 STRUCTURAL LUMBER:
RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION \NOH /�L DOCUMENTS AND OTHER
' ' '
` `
A. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE, GRADE NO 2 /NKlV��LE F8 PER NDS-05) OR EQUAL U.O.N.
TRADES.
' '-�- /
B. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY OR PERMANENTLY EXPOSED TO WEATHER SHALL BE PRESSURE
11. EXISTING SOILS, SOILS PREPARATION &c ALLOWABLE BEARING:
PRESERVATIVE TREATED'
A. INFORMATION ABOUT THE SOILS ON THIS SITE |3 PRESENTED IN A REPORT PREPARED BY ALL STATE ENGINEERING 8c TESTING
18' PREFABRICATED WOOD TRUSSES AND GIRDERS:
CONSULTANTS, INC. DATED FEBRUARY O. 3013.
TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND FABRICATION OF TRUSSES, GIRDERS AND THEIR
THE CONTRACTOR SHALL REVIEW THIS REPORT AND FOLLOW ITS RECOMMENDATIONS UNLESS OTHERWISE INDICATED
CONNECTIONS TO EACH OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS TO RESIST LATERAL
IN THESE DRAWINGS.
BUCKLING UNDER GRAVITY OR WIND LOADS |8 THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. PREFABRICATED WOOD
B. WITH THE SOILS PREPARATION DESCRIBED IN THE REPORT, AN ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF WAS
TRUSSES AND GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE F.B.C. 2010 FOR THE
USED |N THE FDUNDAQ0N DESIGN FOR SUPPORTING THE STRUCTURE ON SPREAD R]�ONCS
LOADS INDICATED ABOVE TRUSSES AND GIRDERS SHALL BE DESIGNED BY FLORIDA- EQ|3TERED ENGINEER. COMPLETE
' '
^
CB 8" x CONT 12- 2#5 CONCRETE CURB
FOOTING NOTES:
1. AT ALL FD[DlNC CORNERS AND INTERSECTIONS, PROVIDE 2#5 L-SHAPED CORNER BARS
WITH 30-|NCH LONG LEGS.
2, LAP SPLICE BARS MINIMUM 36-INCHES.
CL
Ld
PROVIDE CLEANOUT T, ,
*PENING TO INSPECT Z�
AND SIZE SEE PLAN
AND SCHEDULE
�l | 8^ LOAD BEARING
CMU WALL
U| �
|
' DOUBLE W.W.F. �"
TOP OF RN. FLOOR.
TB
---- 3 @ tl
2.-8" .
TOP & BOTTOM
2 #5 TOP & BOTTOM CONT.
yz IN 19-1
f,--10" HOOKS TOP AND BOTTOM
#5 STD. HOOK
Ct�iUNUUUS YA Jl 4 12'
�~ K�|NFORC|NQ ^
�- CLOSED TIES
U | | "
REINF. & GROUT FILL, ONC. SLAB 0N I d% EL. SEE PLAN
8 WELL COMPACTED FILL,
TYP. AT FIRST COURSE u 'A
SEE PLAN
AT EVERY LEVE uj
L uj r
GZADE c3cL --- -N — X X —
=E =0 AND BOTTOM
\--VAPOR BARRIER %AkMU
SEE SOIL STATEMENT, DEPTH 11-4 COMPACTED FILL 2 #5 P & BOTTOM CONT.
TO BE AS REQUIRED TO EMBED - +-Typ I
FOOTING AT LEAST 8" INTO 1 #5 CONT.
BEARING STRATUM BELOW AND I TYPI AL DETAIL AT
NOT IESS THAN I P REINF. SEE PLAN IF APPLICABLE
FD) TIE BEAM ELEVATION CHANGE
.�FOOTING (SEE PIAN AND EL. TO MATCH A 4
FOOTING
`�--SEE SOIL STATEMENT
TYPICAL WALL FOOTING DETAIL.
N. T. S.
-SECTION 1
SCALE 3/4" = 1'-0" (D
CAULK
1/8- SAW CUT CONTROL JOINT
F TO BE CUT WITHIN 24 HOURS
cli 0 AFTER SLAB IS POURED
a WELDED WIRE
_0 L /X—X—X-
-X_ 1X_L_X_ X_ X
VAPOR BARRIER
TYP. CONTROL JOINTS DETAIL (C. J.)
��[N���| �T�U��TU��| N��T[�
��L_|�L_|\�\L_ STRUCTURAL |LJ|��\L_ |�\J |L_`]
�/m ^ �non�n� �umno �v�rvunu mwncum/c�/ nr/om nnmnnv mmu /Mmcum'o-/ nr/o` nonuvnL vr rwnma ,vnma
SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL VERIFY CDWPAOB|LRYDFCURING COMPOUND
1' CODES:
CORNER BARS WITH
ALL WORK 3H/&l CONFORM T0 THE FLORIDA BUILDING CODE, 2010 BlDlON' AND
B
ALL OTHER APPLICABLE LOCAL CODES.
14. CONCRETE MASONRY WORK:
2. DESIGN CRITERIA:- B. FIRST 8 SECOND FLOOR LOADS:
A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD B ~^^~~ ^~`^~ U.O.N. kWS0 ~^' ^'L~~ SHALL IN PLACE
A. ROOF LO/DS:
BEFORE THE SLABS AND BEAMS SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS
LIVE LOAD @ TERRACES ft SlA|R3-.-.-- 40 PSF
FRAMING THEM.
LOAD '' '''' ' ' 5O PSF LIVE LOAD @ BALCONIES SMALLER THAN 100 SQ' F[ '. '' .... 60 P3F
D[AD LOAD ''^ ' '' ^ 2O PSr/M ROOF)
B. ALL HOLLOW CONCRETE MASONRY UNITS \�mv� SHALL CONFORM TO A8TM C 90. -STANDARD SPECIFICATIONS FOR
LIVE LOAD @ ALL OTHER BALCONIES ^ ' OO PSF
^'^'^---'-^- 1O P3F (@ C8UNo)
HOLLOW LOAD BEARING CONCRETE MASONRY UNITS".
LIVE LOAD ELSEWHERE ........................... 40 P3F
WITH A NET AREA COWPERSSNE UTRENGHT OF MASONRY UNITS OF 1900 PSI
DEAD SUPERIMPOSED LOAD @ TERRACES AND STAR ................... 20 P3F
C. MORTAR SHALL COMPLY WITH /STM C 270. TYPE 1W"^ WITH A MINIMUM /A/ER/GE STRENGTH OF 2800 PSI.
DEAD SUPERIMPOSED LOAD ELSEWHERE ......................................... 38 pSF
D. CONCRETE MASONRY STRENGTH, f m. SHALL BE A MINIMUM OF 1500 p3L
C. WIND LOADS IN ACCORDANCE WITH ASCE 7-10 (BUILDING CATEGORY D; 175 MPH WIND SPEED; EXPOSURE r);
E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR D\A METER LAP SPLICES. PROVIDE CLEAN OUT HOLES
SEE CALCULATIONS FOR ADDITIONAL INFORMATION.
AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN RLLED SOLID WITH GROUT.
3' ELEVATION DATUM:
F FILLED CELLS SHALL BE RLLED WITH 3000 PSI GROUT AS PER AC| 530-08 AND
ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TUTOP OF INTERIOR FLOOR AT O'-O"
AC| 530-1-08. FILLING OF CELLS SHALL BE DONE IN MAX. POUR FOOT LIFTS WITH AMAX|MUM
4 DIMENSIONS CONDITIONS:
POUR OF 1� FEE[ USE MECHANICAL TO ACHIEVE GROUT-FILLED CELLS
" °
' '
A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRXV�DR IN THE FIELD PRIOR T0 CONSTRUCTION. ANY
GROUT SHALL CONFORM TO AST� C4�O SLUMP SHALL BE BETWEEN 8 AND 11
' `
DISCREPANCIES SHALL BE BROUGHT TOTHE IMMEDIATE ATTENTION 0F THE ARCHITECT WRITTEN DIMENSIONS '
G A�- C�U Y�JJ�| SHALL BE HORIZONTALLY REINFORCED YY�H STANDARD N0 9
G.
PRECEDENCE OVER SCALE SCALE |S FOR GUIDELINE PURPOSES ONLY. |F DIMENSIONS ARE UNCLEAR DO NOT SCALE
' ' °
'
LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
REQUEST CLARIFICATION FROM THE ARCHITECT DR ENGINEER.
REINFORCING A MINIMUM OF INCHES INTO ALL COLUMNS.
B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN
H. LINTELS: ANY C.M.0 Y4U- OPENINGS WHICH ARE NOT OTHERWISE FRAMED WITH CONCRETE SHALL HAVE B " x 8"
5^ METHODS � SAFETY.
CONCRETE LINTELS [AST-|N-PLACE YYDH 2#5 BOTTOM. EXTEND REINFORCEMENT MINIMUM O°
THE CONTRACTOR SHAH BE RESPONSIBLE FOR ALL METHODS, PROCEDURES ' AND SEQUENCES OF CONSTRUCTION.
PAST OPENING AND CAST IN GROUT. LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED
CONSTRUCTION SITE SAFETY, N�UJ0N� ALL BRACING AND SHORING, |3 THE SOLE RESPONSIBILITY
TOP AND BOTTOM REINFORCING. SPUCES, WHERE NECESSARY SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP
.
OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES.
CELL
L SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE' PROVIDE B" x G" CONCRETE (FORMED OR BOND-BEAM BLOCK)
0, PROTECTION OF EXISTING CONSTRUCTION:
WITH 2 #5 AT MID-DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 5" INTO ADJACENT COLUMN DR MASONRY AND CAST IN GROUT.
EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT
'
J. AS PER FBC 301^0 PARAGRAPH 2122^ 4 A FLORIDA REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL FURNISH
CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPR#TEA{J0N TO PROTECT
INSPECTION OF ALL REINFORCED MASONRY STRUCTURES. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE GROUT PLACEMENT
THEM AND TO PROVIDE FOR SAFETY.
|3 IN COMPLIANCE AND VERIFY ALL THE RBQU|RMENTS OF LEVEL || QUALITY ASSURANCE PROGRAM AS REQUIRED BYAC| 530 AND AC| 530.1
7' CONSTRUCTION LOADS:
CORNERS SHALL HAVE 2 #5 x 5'-0" CORNER BARS` ONE TOP AND ONE BOTTOM' BENT AT MID-POINT.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION
0N LOADS
15 STRUCTURAL STEEL:
'
`
A. MATERIALS:
M- CONFLICTS IN DOCUMENTS:
1, STRUCTURAL TUBING: A3TM A500, GRADE B.
IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUWENTS, BETWEEN DOCUMENTS AND HELD
2. ALL OTHER STRUCTURAL STEEL- ASTW A38.
CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND
3. ANCHOR BOLTS: /0TW A307'
DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND
4. ALL OTHER BOLTS: ASTW A335'
STRUCTURAL DRAWINGS PRIOR T0 PROCEEDING WITH THE WORK.
B. STANDARDS:
0. CONSTRUCTION OBSERVATIONS:
THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL C PRIOR TO
1. /USC "SPECIFICATIONS FOR STRUCTURAL 3T EEL BUILDINGS', JOO-05.
BOTH THE CITY INSPECTOR AND THE ENSPEC�NG ENGINEER/ARCHITECT PR|O TO CONTINUING WITH WORK.
2. AWS D1-1, E-70 SERIES ELECTRODES.
�FROM
ANY U[TURAL DZN NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION.
C. CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE
10. SHOP DRAWINGS:
DESIGNED IN ACCORDANCE WITH A|SC SPECIFICATIONS.
A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES.
D. CORROSION CONTROL- ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST-|NH|BITKE PRIMER. PRIMER
B. RB0BN AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND
SHALL BE TOUCHED UP AFTER ERECTDN,
APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL APPROVAL BY THE ENGINEER
E. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY FLORIDA P.E. FOR REVIEW AND APPROVAL.
OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS. THE CONTRACTOR SHALL 8E
' '
17 STRUCTURAL LUMBER:
RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION \NOH /�L DOCUMENTS AND OTHER
' ' '
` `
A. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE, GRADE NO 2 /NKlV��LE F8 PER NDS-05) OR EQUAL U.O.N.
TRADES.
' '-�- /
B. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY OR PERMANENTLY EXPOSED TO WEATHER SHALL BE PRESSURE
11. EXISTING SOILS, SOILS PREPARATION &c ALLOWABLE BEARING:
PRESERVATIVE TREATED'
A. INFORMATION ABOUT THE SOILS ON THIS SITE |3 PRESENTED IN A REPORT PREPARED BY ALL STATE ENGINEERING 8c TESTING
18' PREFABRICATED WOOD TRUSSES AND GIRDERS:
CONSULTANTS, INC. DATED FEBRUARY O. 3013.
TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND FABRICATION OF TRUSSES, GIRDERS AND THEIR
THE CONTRACTOR SHALL REVIEW THIS REPORT AND FOLLOW ITS RECOMMENDATIONS UNLESS OTHERWISE INDICATED
CONNECTIONS TO EACH OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS TO RESIST LATERAL
IN THESE DRAWINGS.
BUCKLING UNDER GRAVITY OR WIND LOADS |8 THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. PREFABRICATED WOOD
B. WITH THE SOILS PREPARATION DESCRIBED IN THE REPORT, AN ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF WAS
TRUSSES AND GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE F.B.C. 2010 FOR THE
USED |N THE FDUNDAQ0N DESIGN FOR SUPPORTING THE STRUCTURE ON SPREAD R]�ONCS
LOADS INDICATED ABOVE TRUSSES AND GIRDERS SHALL BE DESIGNED BY FLORIDA- EQ|3TERED ENGINEER. COMPLETE
' '
^
CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER AND SUBMITTED TO THE
C. ALL GEQTECHN|CAL 00R% MUST BE PERFORMED UNDER THE SUPERVISION OF THE GEOTECHN|[AL ENGINEER
ENGINEER-OF- RECORD FOR RENEW. RBNBN BY THE ENGINEER-OF-RECORD WILL BE FOR COMPLIANCE WITH DESIGN
T0 VERIFY COMPLIANCE WITH THE DESIGN CDNCEPT3, SPECIFICATIONS AND RECOMENDATIONS
CONCEPT ONLY.
WHO SHALL ISSUE ASTATEMENT OF COMPLIANCE AFTER COMPLE11ON OF THE SOILS PREPARATION.
ANY SINGLE PANEL POINT OF THE LOWER CHORD OF ROOF TRUSSES OR ANY OTHER POINT OF OTHER PRIMARY STRUCTURAL
MEMBERS SUPPORTING ROOFS SHALL BE CAPABLE OF SAFELY CARRYING A SUSPENDED CONCENTRATED LOAD OF NOT LESS
12. POLYETHYLENE SHEET:
THAN 300 L8S IN ADDITION TO DEAD LOAD.
POLYETHYLENE SHEET, PLACED CONTINUOUSLY, UNDER CONCRETE SLABS AND BEAMS PLACED ON GROUND SHALL BE
AS PER FBC 2010. PARAGRAPH 2319.17.2'4.2 FOR TRUSSES YYOH OVERALL LENGTH OF THE BOTTOM CHORD IN
MINIMUM O MIL THICK. ALL JOINTS SHALL BE LAPPED MINIMUM 12 INCHES AND CONTINUOUSLY TAPED WITH MINIMUM OF
BKCE33 OF 35 F[ OR O F[ OVERALL H|GH, ERE[JlON SHALL BE SUPERVISED BY ETHER A FLORIDA REGISTERED
TWO-INCH WIDE VINYL TAPE.
ARCHITECT OR PROFESSIONAL ENGINEER.
13' CONCRETE (CAST-IN-PLACE):
19. PLYWOOD ROOF SHEATHING:
A. STANDARDS: AC| 318-08, AC| 301 AND AC| 347.
A. PLYWOOD ROOF SHEATHING SHALL BE 1 1 WITH APA SPAN RATING.
B. ALL CONCRETE SHALL BE PROPORTIONED TOATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS.
B. EDGES OF PLYWOOD PANELS SHALL BE TONGUE-AND-GROOVE OR CONTINUOUSLY SUPPORTED WITH WOOD SUBRAFTERS
SLUMP SHALL BE 4° WATER �ER SHALL BE ADDED T0 THE CONCRETE AT THE SITE. CONCRETE FOR AREAS
SPANNING BETWEEN PRIMARY FRAMING MEMBERS.
''
WHICH WILL RE�REMAIN EXPOSED TO WEATHER AFTER CONSTRUCTION SHALL HAVE 3% TO 5% ENTRAINED AIR.
C. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE GRAIN PERPENDICULAR TO PRIMARY FRAMING
C. THE CONTRACTOR 8H/LL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER TESTS
MEMBERS. END JOINTS SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH PANELS FASTENED TO [[
AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER.
END JOINTS SHALL BE STAGGERED
D. CONTRACTOR SHALL PR0NDEALL FORMING AND TEMPORARY SHORING 3H0p DRAWINGS AND CALCULATION SIGNED
D. FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING MEMBERS USING 8d RING SHANK NAILS SPACED AT 8 "
AND SEALED BY FLORIDA PROFESSIONAL ENGINEER. .
ON CENTER AND INTERMEDIATE SUPPORTS. AT A "EDGE" ZONE ALL AROUND THE BUILDING PERIMETER AND AT GABLE END
FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING MEMBERS USING 10d COMMON NAILS SPACED
E. NO PIPES OR CONDUITS EXCEEDING THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE
AT 4° ON CENTER.
CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED,
20. 2 X O TONGUE-AND-GROOVE ROOF SHEATHING:
THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS D.C. AND SHALL BE LOCATED 3O AS NOT TO IMPAIR THE
2 x O TONGUE-AND-GROOVE SHEATHING SHALL BE NOMINAL 2 x 6 TONGUE-AND-GROOVE BOARDS,
STRENGTH OF THE STRUCTURE.
SOUTHERN PINE, MINIMUM GRADE NO. 1, BUTT JOINTS SHALL OCCUR OVER RAFTERS AND SHALL BE
F. REINFORCEMENT: ASTM A815, GRADE DO. /STM A185 FOR WELDED WIRE FABRIC.
STAGGERED. EACH BOARD SHALL BE NAILED TO EACH RAFTER WITH (2) 16d NAILS. ALL TONGUES
G. CONCRETE COVER OVER REINFORCEMENT-
SHALL BE FULLY SEATED IN GROOVES.
1' 3-INCHES WHERE CAST AGAINST EARTH.
21' FASTENERS
2` 1-1/n � INCH AT OTHER LOCATIONS (U.O.N.).
' ' ''^
A. FASTENERS SHALL BE OF THE D SIZE (N IN THIS
/ `
B. ALL FASTENERS INCLUDING EXPANSION ANCHORS, SLEEVE ANCHORS, 8TRAP3, NAILS, SCREWS, ETC SHALL BE GALVANIZED (U.O.N.)
H. SAW-CUT CONTROL JOINTS SHALL BE MADE WITHIN TWELVE HOURS OF CONCRETE PLACEMENT.
22- THE GENERAL CONTRACTOR MUST NOTIFY THE OWNER THAT ALL EXTERIOR WOOD MEMBERS AND CONNECTIONS MUST RE CHECKED
|. ALL CONCRETE SHALL BE FINISHED AS APPROPRIATE FOR THE FINISHES INDICATED IN THE ARCHITECTURAL DRAWINGS.
YEARLY AND THAT MAINTENANCE IS REQUIRED TO ASSURE THAT THE STRUCTURAL INTEGRITY OF THE WOOD MEMBERS AND HARDWARE
0O NOT CHANGE DUE TDTHE EXPOSURE TQ THE WEATHER. ALL WOOD MEMBERS MUST BE PRIMED AND ALL CRACKS, OPENINGS, GAPS
J. ALL CONCRETE SHALL BE CURED FOR MINIMUM OF SEVEN DAYS. THE CURING SHALL ENlAL MAINTENANCE OF THE
MUST BE FILLED WITH WEATHER RESISTANT MATERIALS.
MOISTURE IN THE CONCRETE. GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING EXPOSED CONCRETE SURFACES
23. ALUMINUM SURFACES IN CONTACT WITH LIME-MORTAR, CONCRETE, OR OTHER MASONRY A to
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7601 SW 60 AVE MIAMI, FL 33133
REVISIONS
NORTH SEAL
2P)54 TOP
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0 3 TYPICAL OPENING IN SLAB DETAIL
SEE RAILING MANUFACTURER
SHOP DRAWINGS, FOR MIN
CLEAR DISTANCE \
v� umutu u IN WKuumm*L Muwutx au
� PER SHOP DWG� SPECIFICATIONS
(SUBMIT SIGNED AND SEALED
SHOP DRAWING BY FL REGISTERED 4' C0NC
P.E. c 12
FOR APPROVAL)
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POST [-M[][-DMEK]7- DETAIL
���70l������ J. �� ��
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STRUCTURAL ENGINEER
FLORIDA LICENSE N(]. 56755
1800 S.W. 27th' Ave. #401 K� ^O�D~ Florida 33145
Ph: 848-8008
Fax: (305) 648-9128
E-MAIL: i`opo0beUoouth'net
SHEET TITLE
liqla 0 1 1 �1 � � I w 411-11 1 a
SHEET NUMBER
S�5
COPYRIGHT 8|DRG|O8ALU.PA.
8301 SW 53 AVE MIAMI, FL 33143 - 305.669.5160
�/m ^ �non�n� �umno �v�rvunu mwncum/c�/ nr/om nnmnnv mmu /Mmcum'o-/ nr/o` nonuvnL vr rwnma ,vnma
SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL VERIFY CDWPAOB|LRYDFCURING COMPOUND
mm/tmm-b, bnmLL bt rxu|tu/tu Wxn *uvAu-xtb1b1mv| cu*nmuZ), uuUn *z nuw,-uuuLu
BODW|NUOS PAINT OR WATER-WHITE METHACRYUgE LACQUER.
CORNER BARS WITH
GIORGIO
B
WITH PROPOSED FINISHES.
24 ' SU8WOrALS
LONGITUDINAL BARS IN
K
ALL CONCRETE SLABS AND BEAMS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL BE MADE AT
A. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS.
�����T��TUF� ��T���nRS
CONSTRUCTION
CENTER OF SPANS WITH VERTICAL BULKHEADS '
B. HAND RAIL AND GUARD RAILS SHOP DRAWINGS AND CALCULATIONS.
L
DOWEL ALL COLUMNS TO FOUNDATIONS WITH 8/0S OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAW. W|N,
C. SHORING AND RESHOR|NC CALCULATIONS.
M
COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED T0 ATTAIN INITIAL SET PRIOR TO PLACING BEAMS
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ABOVE. MINIMUM TIME INTERVAL 3 HOURS.
-
-
N
ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FDRM3, AND SHALL HAVE CONTINUOUS
�����"�=----
CHECKED BY:
M. ENRIQUEZ
TOP AND BOTTOM REINFORCING. SPUCES, WHERE NECESSARY SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP
'
BARS AND END 1/3 OF SPAN FOR BOTTOM BARS. PROVIDE A 40 D|A. LAP MINIMUM AT ALL SPLICES. ALL EXTERIOR
ISSUE DATE:
OCT. 25.2012
CORNERS SHALL HAVE 2 #5 x 5'-0" CORNER BARS` ONE TOP AND ONE BOTTOM' BENT AT MID-POINT.
| | ^�-RNUNG/ GUARDRAIL PDST.._..~_,
.
2P)54 TOP
hT ED Mw AT CORNER BARS
0 3 TYPICAL OPENING IN SLAB DETAIL
SEE RAILING MANUFACTURER
SHOP DRAWINGS, FOR MIN
CLEAR DISTANCE \
v� umutu u IN WKuumm*L Muwutx au
� PER SHOP DWG� SPECIFICATIONS
(SUBMIT SIGNED AND SEALED
SHOP DRAWING BY FL REGISTERED 4' C0NC
P.E. c 12
FOR APPROVAL)
;2�� M MEMBER, / --'--MEMBER,
mUMLM� mom��|cu
�"
TYPICAL | RAILING/ ��| | /\ []��[] /\ ||
| | [-|���tL_ ������[\L�[\��|L-
POST [-M[][-DMEK]7- DETAIL
���70l������ J. �� ��
������������ ��, ���������
STRUCTURAL ENGINEER
FLORIDA LICENSE N(]. 56755
1800 S.W. 27th' Ave. #401 K� ^O�D~ Florida 33145
Ph: 848-8008
Fax: (305) 648-9128
E-MAIL: i`opo0beUoouth'net
SHEET TITLE
liqla 0 1 1 �1 � � I w 411-11 1 a
SHEET NUMBER
S�5
COPYRIGHT 8|DRG|O8ALU.PA.
8301 SW 53 AVE MIAMI, FL 33143 - 305.669.5160
�F W THAT WR
CORNER BARS WITH
ff BY THE 0P9K AT
30-INCH LONG LEGS TO
MATCH THE NUMBER OF
LONGITUDINAL BARS IN
EACH CONC. MEMBER.
PLAN VIEW DETAILI
2P)54 TOP
hT ED Mw AT CORNER BARS
0 3 TYPICAL OPENING IN SLAB DETAIL
SEE RAILING MANUFACTURER
SHOP DRAWINGS, FOR MIN
CLEAR DISTANCE \
v� umutu u IN WKuumm*L Muwutx au
� PER SHOP DWG� SPECIFICATIONS
(SUBMIT SIGNED AND SEALED
SHOP DRAWING BY FL REGISTERED 4' C0NC
P.E. c 12
FOR APPROVAL)
;2�� M MEMBER, / --'--MEMBER,
mUMLM� mom��|cu
�"
TYPICAL | RAILING/ ��| | /\ []��[] /\ ||
| | [-|���tL_ ������[\L�[\��|L-
POST [-M[][-DMEK]7- DETAIL
���70l������ J. �� ��
������������ ��, ���������
STRUCTURAL ENGINEER
FLORIDA LICENSE N(]. 56755
1800 S.W. 27th' Ave. #401 K� ^O�D~ Florida 33145
Ph: 848-8008
Fax: (305) 648-9128
E-MAIL: i`opo0beUoouth'net
SHEET TITLE
liqla 0 1 1 �1 � � I w 411-11 1 a
SHEET NUMBER
S�5
COPYRIGHT 8|DRG|O8ALU.PA.
8301 SW 53 AVE MIAMI, FL 33143 - 305.669.5160