13-1254-007EL. +8' -(o' (NjG.YD.)
T.O. TIE -BEAM
(MATCH EXIST)
to
EL. + 0' -0' (Nfs_vDJ
T.O. FIN. FLOOR
6 MIL VAPOR
BARRIER
COMPACTED
SOIL
$/8' PLYWOOD
SHEATHING
W/ Sd RING SHANK
NAILS 6' TYP.
TRUSS CONN. SEE PLAN
PRE -FAB WOOD I I
TRUSSES, SEE
PLAN.
CONCRETE
BEAM, SEE O.H.
SCHEDULE
8' MASONRY W/ No.9
GAUGE HORIZ. REINPG
SPACED AT 16' USE
LADDER TYPE. SEE
PLAN FOR REINF'G.
1/2' EXPANSION
MATERIAL
CONC. SLAB, _\
SEE PLAN. 4 w
nlu
4 -"3 TIFc cn 11il AT
ALL IN'
SHOWN
t
Q
DI ATE 09
H,JTORY OF DRAWING ISSUED
DESCRIPTION DATE OF ISSUED
0 PROGRESS
SCALE
PERMIT
ji�,r
CONSTRUCTION
4
V
SHEET
iii/
/77 ,7/7,
SHEETS
°
REVISION
OPENING
1i2"x10" REINR STEEL
PLATE
REINFORCED FILLED CELLS
ADJACENT TO NEW OPENING i
SEE PLAN AND DETAIL 1 /S-
REMOVE CMU WALL TO UNDERSIDE Or-
EXISTING T.B.
- _____ -__ - -=
------------------------------- -------------------
----------------- ------------------------- `I
- - - - -- - -- -
-------------
10 01 -07 -14
fOP`O / NEVI FIG.
Q
TIE 5E,1sM FE INF.
AT INTERSECTION
3/4" = 1' -0"
FOOTING, SEE
PLAN.
COMPACTED
SOIL
"5 CORNER BARS, 30"
A. WAY. ONE TOP, ONE
V BOTT.
TYPICAL
GONG. TIE BEAM
C
J" DIA. xb" L.G. EXP. BOLTS
AT 12" C/C STAGGERED
(2) J" DIA. x6" LG. EXP.
BOLTS 0 6 " C/C EA. END. \
EXISTING CONCRETE TIE BEAM
1' -O" MIN.
DI ATE 09
H,JTORY OF DRAWING ISSUED
DESCRIPTION DATE OF ISSUED
0 PROGRESS
SCALE
PERMIT
ji�,r
CONSTRUCTION
4
00
SHEET
iii/
/77 ,7/7,
SHEETS
°
REVISION
OPENING
1i2"x10" REINR STEEL
PLATE
REINFORCED FILLED CELLS
ADJACENT TO NEW OPENING i
SEE PLAN AND DETAIL 1 /S-
REMOVE CMU WALL TO UNDERSIDE Or-
EXISTING T.B.
- _____ -__ - -=
------------------------------- -------------------
----------------- ------------------------- `I
- - - - -- - -- -
-------------
10 01 -07 -14
fOP`O / NEVI FIG.
4TCN EXIST.
O
LL
z
p
N
-j
L_
o
NEW CONC.
TIE 5E,1sM FE INF.
AT INTERSECTION
3/4" = 1' -0"
FOOTING, SEE
PLAN.
COMPACTED
SOIL
"5 CORNER BARS, 30"
A. WAY. ONE TOP, ONE
V BOTT.
TYPICAL
GONG. TIE BEAM
C
J" DIA. xb" L.G. EXP. BOLTS
AT 12" C/C STAGGERED
(2) J" DIA. x6" LG. EXP.
BOLTS 0 6 " C/C EA. END. \
EXISTING CONCRETE TIE BEAM
1' -O" MIN.
1 SECTION
S J-3 3/4" = 1' -0"
S 6AW- -E DUR -04ALL , Z0NT'AL
i i OF T EVER' OTPER Ct nJ
(LAODE,R Tom)
li
li •.
W x 6'x 16' CONCRETE
I
111ASONRY LNITG
STRUCTURAL NOTES - -
THESE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGP,Atv,mATIC.
THEY ARE NOT INTENDED TO BE SCALED FOR ROUGH -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE (HIGH VELOCITY HURRICANE ZONES), 2010 EDITION-- Ie /IND
PRESSURES HAVE BEEN DETERMINED IN ACCORDANCE WITH ASCE 7 -10, V =175 MPH (DADE COUNTY), RISK CATEGORY II, EXPOSURE;C,
CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO STARTING ANY WORK AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BETWEEN THESE PLANS
AND THE EXISTING CONDITIONS.
CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF EXISTING STRUCTURE DURING CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS AND JOB SITE SAFETY. CONTRACTOR SHALL EXERCISE ALL DUE CARE DURING DEMOLITION, EXCAVATION
AND CONSTRUCTION TO PROTECT WORKERS AND EXISTING CONSTRUCTION. CONTRACTOR SHALL NOT LOAD NEW OR EXISTING STRUCTURES BEYOND THEIR DESIGNED CAPACITY.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING AND BRACING REQUIRED DURING CONSTRUCTION. CONTRACTOR SHALL ATTEMPT TO LOCATE CONCEALED AND UNDERGROUND
PIPES, CONDUITS ETC. PRIOR TO COMMENCEMENT OF WORK.
THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY REQUIREMENTS OF CHAPTER 33 OF THE FLORIDA BUILDING CODE AND ALL LOCAL, STATE AND FEDERAL
LAWS.
COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE 3000 PSI.
ALL CONCRETE WORK SHALL CONFORM TO ACI 301 SPECIFICATIONS U.O.N.
CONCRETE SLUMP SHALL BE 3" PLUS OR MINUS 1" FOR FOOTINGS AND SLABS ON GRADE; 4" PLUS OR MINUS 1" FOR OTHER CONCRETE.
CEMENT SHALL CONFORM TO ASTM C150 TYPE I OR TYPE II. AGGREGATES SHALL CONFORM TO ASTM A33. WATER REDUCING AND RETARDING AGENT SHALL CONFORM TO ASTM C494
TYPE A AND D. AIR ENTRAINMENT SHALL CONFORM TO ASTM C260. EXPANSION JOINT MATERIAL SHALL CONFORM TO ASTM D1751 OR D1752. CURING AGENT SHALL CONFORM TO
ASTM C309 TYPE I. SEALER SHALL BE CLEAR SILICONE WATER REPELLENT, BREATHING TYPE. HARDENER SHALL BE A FLUOSILICATE SOLUTION FOR APPLICATION AFTER CONCRETE HAS
CURED.
ALL REINFORCING STEEL SHALL CONFORM TO ASTM A -615 GRADE 60 AND SHALL BE NEW, FABRICATED AND DETAILED IN ACCORDANCE WITH ACI 315. WELDED WIRE FABRIC SHALL
CONFORM TO ASTM A -185 AND SHALL BE SUPPORTED ON PIECES OF BRICK AT A MAXIMUM SPACING OF 36 INCHES C/C EACH WAY. LAP FABRIC A MINIMUM OF 6 INCHES AT THE
SIDES.
SPLICES IN REBARS SHALL BE A MINIMUM OF 36 BAR DIAMETERS U.O.N. ALL HOOKS IN REBARS SHALL BE STANDARD ACI 318 HOOKS.
CONCRETE COVER OVER REINFORCEMENT SHALL BE AS FOLLOWS:
BOTTOM AND SIDES OF GRADE BEAMS /FOOTINGS AND ANY CONCRETE DEPOSITED AGAINST THE GROUND 3"
TIES IN COLUMNS AND STIRRUPS IN BEAMS
1 -1/2"
CONCRETE EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND ( #5 BARS OR LESS) 1 -1/2'
CONCRETE EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND (LARGER THAN #5) 2"
SLABS AND WALLS NOT EXPOSED TO THE GROUND OR TO THE WEATHER 3/4"
WET (NOT FLOOD) THE FORMS, REBARS AND BOTTOM OF ALL FOOTING EXCAVATIONS IMMEDIATELY BEFORE PLACING FOOTING CONCRETE. PUDDLES OF WATER ARE NOT ACCEPTABLE.
FOOTING SIDES MUST BE FORMED IF EXCAVATION IS NOT STABLE. CONTRACTOR IS RESPONSIBLE FOR STABILITY OF EXCAVATION.
ALL MASONRY WALLS SHOWN ON THE STRUCTURAL DRAWINGS ARE LOAD BEARING WALLS AND SHALL BE IN PLACE PRIOR TO FORMING AND PLACING CONCRETE IN BEAMS AND
COLUMNS. PROVIDE NO. 9 LADDER TYPE JOINT REINFORCEMENT AT 16" C/C IN ALL WALLS. EXTEND 4" INTO TIE COLUMNS.
CONCRETE UNIT MASONRY WORK SHALL CONFORM WITH ALL LOCAL CODES AND WITH BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES, ACI 530 -08. MASONRY
UNITS SHALL CONFORM TO ASTM C90 WITH A NET AREA COMPRESSIVE STRENGTH OF 1900 PSI. MORTAR SHALL CONFORM TO ASTM C270, TYPE M. (2500 PSI) GROUT SHALL BE
MINIMUM 3000 PSI WITH A SLUMP BETWEEN 8 AND 11 INCHES. GROUT SHALL BE PLACED IN LIFTS NOT EXCEEDING 5 FEET AND A MAXIMUM POUR OF 12 FEET 8 INCHES.
REINFORCEMENT SHALL COMPLY WITH ACI 530 -08.
REINFORCED UNIT MASONRY SHALL DEVELOP A MASONRY PRISM STRENGTH OF 1500 PSI MINIMUM AND SHALL BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR
CONCRETE MASONRY STRUCTURES, ACI 530 -08.
PROVIDE PRECAST OR CAST -IN -PLACE LINTELS OVER MASONRY OPENINGS LESS THAN 7 FEET IN WIDTH WHERE A CONCRETE BEAM IS NOT INDICATED. AT OPENINGS ADJACENT TO
CONCRETE COLUMNS AND AT ARCHED OPENINGS LINTELS SHALL BE CAST -IN- PLACE. LINTELS SHALL BEAR MINIMUM 8 INCHES AT ENDS. WHERE APPLICABLE THE TIE BEAM MAY BE
DROPPED TO THE TOP OF THE WALL OPENING A MAXIMUM OF 16 INCHES WITH 2 #5 ADDITIONAL BARS AND FULL DEPTH STIRRUPS. FOR OPENINGS LESS THAN 6 FEET LINTELS SHALL
BE 8 INCHES DEEP REINFORCED WITH 2 #5 BOTTOM. FOR OPENINGS LARGER THAN 6 FEET LINTEL SHALL BE 12 INCHES DEEP WITH 2 #5 TOP, 2 #5 BOTTOM AND 2 #3 STIRRUPS AT 6"
O.C. AT EACH END.
STRUCTURAL WOOD SHALL BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL AND HAVE A MAXIMUM MOISTURE CONTENT OF 19 PERCENT AND SHALL BE SOUTHERN PINE
NO. 2 GRADE OR BETTER WITH THE FOLLOWING MINIMUM PROPERTIES:
ALLOWABLE FLEXURAL STRESS ...................1200 PSI
ALLOWABLE SHEAR STRESS .......................... 90 PSI
MODULUS OF ELASTICITY ........................1760000 PSI
ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR OTHER CEMENTITIOUS MATERIAL SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2.
PLYWOOD DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF "AMERICAN PLYWOOD ASSOCIATION DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE FLORIDA
BUILDING CODE. PLYWOOD DECK SHALL BE CONTINUOUS OVER TWO OR MORE SPANS AND PLACED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. CONNECT DECK TO SUPPORTING
STRUCTURE AND TO WOOD BLOCKING WHERE APPLICABLE WITH 8d RING SHANK NAILS SPACED AS INDICATED IN DRAWINGS.
DESIGN LOADS SHALL BE AS FOLLOWS:
ROOF DEAD LOAD . .............................25 PSF
ROOF LIVE LOAD .. .............................30 PSF
STRUCTURAL STEEL SHALL CONFORM WITH ASTM A -36 FOR PLATES AND SHAPES AND TO ASTM A -500 GRADE B FOR RECTANGULAR TUBING. ROUND PIPES SHALL CONFORM WITH
ASTM A -53 GRADE B. ANCHOR BOLTS SHALL CONFORM TO ASTM F -1554 GR. 36. STRUCTURAL BOLTS SHALL CONFORM TO ASTM A -325 AND SHALL BE BEARING BOLTS UNLESS
OTHERWISE NOTED. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS STANDARDS WITH A MINIMUM TENSILE STRENGTH OF 70 KSI, AND SHALL BE PERFORMED BY CERTIFIED
WELDERS.
STRUCTURAL STEEL SHALL BE SHOP PRIMED WITH A CORROSION INHIBITING PRIMER AND PAINTED WITH A COMPATIBLE PAINT AS REQUIRED BY THE ARCHITECT AND /OR OWNER.
SURFACE PREPARATION, PRIMING AND PAINTING SHALL CONFORM TO THE REQUIREMENTS OF THE SSPC.
EXPANSION BOLTS INDICATED IN THESE DRAWINGS SHALL BE HILT] KWIK BOLT 3 SYSTEM OR EQUAL CONFORMING TO MATERIAL SPECIFICATIONS FOR STUD, WEDGE, NUT AND WASHER
INDICATED BY HILTI SYSTEM. BOLTS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER SPECIFICATION TO OBTAIN ALLOWABLE SHEAR AND TENSION CAPACITY
INDICATED IN HILTI CATALOG.
WHERE STEEL REINFORCING BARS ARE INDICATED TO BE SET IN EPDXY, SYSTEM SHALL BE HILT] HIT -HY 150 MAX EPDXY SYSTEM CONFORMING TO ASTM C 579 OR EQUAL INSTALLED
IN STRICT ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
UPON VISUAL OBSERVATION THE SOIL CONSISTS OF UNDISTURBED SAND WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF. AT TIME OF EXCAVATION THE CONTRACTOR SHALL
NOTIFY THE ARCHITECT OR ENGINEER TO VISIT THE SITE TO OBSERVE THE SOIL CONDITION AND THE ARCHITECT /ENGINEER SHALL SUBMIT A LETTER TO THE BUILDING OFFICIAL,
ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THAT THE SITE CONDITIONS CONFORM TO DESIGN BEARING PRESSURES IF APPLICABLE.
FOR CONSTRUCTION OF THE NEW GROUND FLOOR SLAB, CLEAR, REMOVE AND DISPOSE OF ALL VEGETATION, ORGANIC SOILS AND DEBRIS. FILL AND BACKFILL IN LAYERS NOT GREATER
THAN 12 INCHES LOOSE THICKNESS WITH STRUCTURAL FILL MATERIAL AND COMPACT TO 95% MAXIMUM DENSITY.
FIELD DENSITY (COMPACTION) TESTS SHALL BE MADE FOR EACH 2000 SQUARE FEET OF EACH LIFT OF FILL. TESTS SHALL BE MADE BY AN INDEPENDENT TESTING LABORATORY AND
SHALL BEAR THE SEAL OF A FLORIDA REGISTERED ENGINEER. FIELD DENSITIES SHALL BE COMPARED AGAINST THE MAXIMUM DRY SOIL DENSITY AS DETERMINED IN THE LABORATORY
BY ASTM D1557.
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES OF THE
TRUSS PLATE INSTITUTE AND ALL OTHER REQUIREMENTS OF THE FLORIDA BUILDING CODE. TRUSSES SHALL BE DESIGNED FOR THE DEAD AND LIVE LOADS INDICATED IN THESE
DRAWINGS AND FOR WIND UPLIFT INDICATED IN ROOF PLAN. ALL TRUSSES SHAL BE DESIGNED FOR A CONCENTRATED LOAD OF 200 LBS ALONG ANY POINT IN THE BOTTOM CHORD. NO
STRESS INCREASE FACTOR SHALL BE USED FOR THE CONNECTOR PLATES. MANUFACTURER SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA REGISTERED ENGINEER
INDICATING LAYOUT, SPACING, METHOD OF ATTACHMENT, SPECIAL BRACING REQUIRED DURING CONSTRUCTION AND ANY OTHER PERTINENT INFORMATION. TRUSSES SHALL BE INSTALLED
WITH OUT OF PLUMB AND OUT OF PLANE TOLERANCES, AS PER THE TRUSS PLANE INSTITUTE. ANY TRUSS EXCEEDING THE SPECIFIED TOLERANCE SHALL BE REALIGNED OR REPLACED.
SUBMIT SHOP DRAWINGS FOR THE FOLLOWING ITEMS: [3LNL•D IP,11G DE-
(MINIMUM 3 READABLE SETS OF PRINTS) _.
WOOD TRUSSES INCLUDING CALCULATIONS SIGNED & SEALED BY A FLORIDA REGISTERED ENGINEER. S I RUCTURr5`SE'
SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW AFTER THEY HAVE BEEN REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS, ANQ,0TI-J €R
TRADE REQUIREMENTS AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING,DESIG
DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF SHOP DRAWING REVIEW. THE ENGINEERS REVIEW OF SHOP DRAWINGS IS FOR GENERAL COMPLIANCE NTH,,.;THE D
INTENT, REQUIRED LOADING AND COORDINATION WITH THE STRUCTURAL DESIGN. �''
cN
I RA
•
�!` A
N. OSCAR G❑NZALEZ
CONSULTING STRUCTURAL ENGINEER
+ (305) 596 -4874
FLA. P.E. LICENSE NO. 31964
DI ATE 09
H,JTORY OF DRAWING ISSUED
DESCRIPTION DATE OF ISSUED
0 PROGRESS
SCALE
PERMIT
ji�,r
CONSTRUCTION
4
00
SHEET
iii/
/77 ,7/7,
SHEETS
°
REVISION
OPENING
1i2"x10" REINR STEEL
PLATE
REINFORCED FILLED CELLS
ADJACENT TO NEW OPENING i
SEE PLAN AND DETAIL 1 /S-
REMOVE CMU WALL TO UNDERSIDE Or-
EXISTING T.B.
- _____ -__ - -=
------------------------------- -------------------
----------------- ------------------------- `I
- - - - -- - -- -
-------------
10 01 -07 -14
O
LL
z
p
N
-j
L_
o
Q
Q
�
�
Q
♦-
/ /
, 1� , j j, �� /, 1 ,
1 SECTION
S J-3 3/4" = 1' -0"
S 6AW- -E DUR -04ALL , Z0NT'AL
i i OF T EVER' OTPER Ct nJ
(LAODE,R Tom)
li
li •.
W x 6'x 16' CONCRETE
I
111ASONRY LNITG
STRUCTURAL NOTES - -
THESE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGP,Atv,mATIC.
THEY ARE NOT INTENDED TO BE SCALED FOR ROUGH -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE (HIGH VELOCITY HURRICANE ZONES), 2010 EDITION-- Ie /IND
PRESSURES HAVE BEEN DETERMINED IN ACCORDANCE WITH ASCE 7 -10, V =175 MPH (DADE COUNTY), RISK CATEGORY II, EXPOSURE;C,
CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO STARTING ANY WORK AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BETWEEN THESE PLANS
AND THE EXISTING CONDITIONS.
CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF EXISTING STRUCTURE DURING CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS AND JOB SITE SAFETY. CONTRACTOR SHALL EXERCISE ALL DUE CARE DURING DEMOLITION, EXCAVATION
AND CONSTRUCTION TO PROTECT WORKERS AND EXISTING CONSTRUCTION. CONTRACTOR SHALL NOT LOAD NEW OR EXISTING STRUCTURES BEYOND THEIR DESIGNED CAPACITY.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING AND BRACING REQUIRED DURING CONSTRUCTION. CONTRACTOR SHALL ATTEMPT TO LOCATE CONCEALED AND UNDERGROUND
PIPES, CONDUITS ETC. PRIOR TO COMMENCEMENT OF WORK.
THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY REQUIREMENTS OF CHAPTER 33 OF THE FLORIDA BUILDING CODE AND ALL LOCAL, STATE AND FEDERAL
LAWS.
COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE 3000 PSI.
ALL CONCRETE WORK SHALL CONFORM TO ACI 301 SPECIFICATIONS U.O.N.
CONCRETE SLUMP SHALL BE 3" PLUS OR MINUS 1" FOR FOOTINGS AND SLABS ON GRADE; 4" PLUS OR MINUS 1" FOR OTHER CONCRETE.
CEMENT SHALL CONFORM TO ASTM C150 TYPE I OR TYPE II. AGGREGATES SHALL CONFORM TO ASTM A33. WATER REDUCING AND RETARDING AGENT SHALL CONFORM TO ASTM C494
TYPE A AND D. AIR ENTRAINMENT SHALL CONFORM TO ASTM C260. EXPANSION JOINT MATERIAL SHALL CONFORM TO ASTM D1751 OR D1752. CURING AGENT SHALL CONFORM TO
ASTM C309 TYPE I. SEALER SHALL BE CLEAR SILICONE WATER REPELLENT, BREATHING TYPE. HARDENER SHALL BE A FLUOSILICATE SOLUTION FOR APPLICATION AFTER CONCRETE HAS
CURED.
ALL REINFORCING STEEL SHALL CONFORM TO ASTM A -615 GRADE 60 AND SHALL BE NEW, FABRICATED AND DETAILED IN ACCORDANCE WITH ACI 315. WELDED WIRE FABRIC SHALL
CONFORM TO ASTM A -185 AND SHALL BE SUPPORTED ON PIECES OF BRICK AT A MAXIMUM SPACING OF 36 INCHES C/C EACH WAY. LAP FABRIC A MINIMUM OF 6 INCHES AT THE
SIDES.
SPLICES IN REBARS SHALL BE A MINIMUM OF 36 BAR DIAMETERS U.O.N. ALL HOOKS IN REBARS SHALL BE STANDARD ACI 318 HOOKS.
CONCRETE COVER OVER REINFORCEMENT SHALL BE AS FOLLOWS:
BOTTOM AND SIDES OF GRADE BEAMS /FOOTINGS AND ANY CONCRETE DEPOSITED AGAINST THE GROUND 3"
TIES IN COLUMNS AND STIRRUPS IN BEAMS
1 -1/2"
CONCRETE EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND ( #5 BARS OR LESS) 1 -1/2'
CONCRETE EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND (LARGER THAN #5) 2"
SLABS AND WALLS NOT EXPOSED TO THE GROUND OR TO THE WEATHER 3/4"
WET (NOT FLOOD) THE FORMS, REBARS AND BOTTOM OF ALL FOOTING EXCAVATIONS IMMEDIATELY BEFORE PLACING FOOTING CONCRETE. PUDDLES OF WATER ARE NOT ACCEPTABLE.
FOOTING SIDES MUST BE FORMED IF EXCAVATION IS NOT STABLE. CONTRACTOR IS RESPONSIBLE FOR STABILITY OF EXCAVATION.
ALL MASONRY WALLS SHOWN ON THE STRUCTURAL DRAWINGS ARE LOAD BEARING WALLS AND SHALL BE IN PLACE PRIOR TO FORMING AND PLACING CONCRETE IN BEAMS AND
COLUMNS. PROVIDE NO. 9 LADDER TYPE JOINT REINFORCEMENT AT 16" C/C IN ALL WALLS. EXTEND 4" INTO TIE COLUMNS.
CONCRETE UNIT MASONRY WORK SHALL CONFORM WITH ALL LOCAL CODES AND WITH BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES, ACI 530 -08. MASONRY
UNITS SHALL CONFORM TO ASTM C90 WITH A NET AREA COMPRESSIVE STRENGTH OF 1900 PSI. MORTAR SHALL CONFORM TO ASTM C270, TYPE M. (2500 PSI) GROUT SHALL BE
MINIMUM 3000 PSI WITH A SLUMP BETWEEN 8 AND 11 INCHES. GROUT SHALL BE PLACED IN LIFTS NOT EXCEEDING 5 FEET AND A MAXIMUM POUR OF 12 FEET 8 INCHES.
REINFORCEMENT SHALL COMPLY WITH ACI 530 -08.
REINFORCED UNIT MASONRY SHALL DEVELOP A MASONRY PRISM STRENGTH OF 1500 PSI MINIMUM AND SHALL BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR
CONCRETE MASONRY STRUCTURES, ACI 530 -08.
PROVIDE PRECAST OR CAST -IN -PLACE LINTELS OVER MASONRY OPENINGS LESS THAN 7 FEET IN WIDTH WHERE A CONCRETE BEAM IS NOT INDICATED. AT OPENINGS ADJACENT TO
CONCRETE COLUMNS AND AT ARCHED OPENINGS LINTELS SHALL BE CAST -IN- PLACE. LINTELS SHALL BEAR MINIMUM 8 INCHES AT ENDS. WHERE APPLICABLE THE TIE BEAM MAY BE
DROPPED TO THE TOP OF THE WALL OPENING A MAXIMUM OF 16 INCHES WITH 2 #5 ADDITIONAL BARS AND FULL DEPTH STIRRUPS. FOR OPENINGS LESS THAN 6 FEET LINTELS SHALL
BE 8 INCHES DEEP REINFORCED WITH 2 #5 BOTTOM. FOR OPENINGS LARGER THAN 6 FEET LINTEL SHALL BE 12 INCHES DEEP WITH 2 #5 TOP, 2 #5 BOTTOM AND 2 #3 STIRRUPS AT 6"
O.C. AT EACH END.
STRUCTURAL WOOD SHALL BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL AND HAVE A MAXIMUM MOISTURE CONTENT OF 19 PERCENT AND SHALL BE SOUTHERN PINE
NO. 2 GRADE OR BETTER WITH THE FOLLOWING MINIMUM PROPERTIES:
ALLOWABLE FLEXURAL STRESS ...................1200 PSI
ALLOWABLE SHEAR STRESS .......................... 90 PSI
MODULUS OF ELASTICITY ........................1760000 PSI
ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR OTHER CEMENTITIOUS MATERIAL SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2.
PLYWOOD DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF "AMERICAN PLYWOOD ASSOCIATION DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE FLORIDA
BUILDING CODE. PLYWOOD DECK SHALL BE CONTINUOUS OVER TWO OR MORE SPANS AND PLACED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. CONNECT DECK TO SUPPORTING
STRUCTURE AND TO WOOD BLOCKING WHERE APPLICABLE WITH 8d RING SHANK NAILS SPACED AS INDICATED IN DRAWINGS.
DESIGN LOADS SHALL BE AS FOLLOWS:
ROOF DEAD LOAD . .............................25 PSF
ROOF LIVE LOAD .. .............................30 PSF
STRUCTURAL STEEL SHALL CONFORM WITH ASTM A -36 FOR PLATES AND SHAPES AND TO ASTM A -500 GRADE B FOR RECTANGULAR TUBING. ROUND PIPES SHALL CONFORM WITH
ASTM A -53 GRADE B. ANCHOR BOLTS SHALL CONFORM TO ASTM F -1554 GR. 36. STRUCTURAL BOLTS SHALL CONFORM TO ASTM A -325 AND SHALL BE BEARING BOLTS UNLESS
OTHERWISE NOTED. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS STANDARDS WITH A MINIMUM TENSILE STRENGTH OF 70 KSI, AND SHALL BE PERFORMED BY CERTIFIED
WELDERS.
STRUCTURAL STEEL SHALL BE SHOP PRIMED WITH A CORROSION INHIBITING PRIMER AND PAINTED WITH A COMPATIBLE PAINT AS REQUIRED BY THE ARCHITECT AND /OR OWNER.
SURFACE PREPARATION, PRIMING AND PAINTING SHALL CONFORM TO THE REQUIREMENTS OF THE SSPC.
EXPANSION BOLTS INDICATED IN THESE DRAWINGS SHALL BE HILT] KWIK BOLT 3 SYSTEM OR EQUAL CONFORMING TO MATERIAL SPECIFICATIONS FOR STUD, WEDGE, NUT AND WASHER
INDICATED BY HILTI SYSTEM. BOLTS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER SPECIFICATION TO OBTAIN ALLOWABLE SHEAR AND TENSION CAPACITY
INDICATED IN HILTI CATALOG.
WHERE STEEL REINFORCING BARS ARE INDICATED TO BE SET IN EPDXY, SYSTEM SHALL BE HILT] HIT -HY 150 MAX EPDXY SYSTEM CONFORMING TO ASTM C 579 OR EQUAL INSTALLED
IN STRICT ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS.
UPON VISUAL OBSERVATION THE SOIL CONSISTS OF UNDISTURBED SAND WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF. AT TIME OF EXCAVATION THE CONTRACTOR SHALL
NOTIFY THE ARCHITECT OR ENGINEER TO VISIT THE SITE TO OBSERVE THE SOIL CONDITION AND THE ARCHITECT /ENGINEER SHALL SUBMIT A LETTER TO THE BUILDING OFFICIAL,
ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THAT THE SITE CONDITIONS CONFORM TO DESIGN BEARING PRESSURES IF APPLICABLE.
FOR CONSTRUCTION OF THE NEW GROUND FLOOR SLAB, CLEAR, REMOVE AND DISPOSE OF ALL VEGETATION, ORGANIC SOILS AND DEBRIS. FILL AND BACKFILL IN LAYERS NOT GREATER
THAN 12 INCHES LOOSE THICKNESS WITH STRUCTURAL FILL MATERIAL AND COMPACT TO 95% MAXIMUM DENSITY.
FIELD DENSITY (COMPACTION) TESTS SHALL BE MADE FOR EACH 2000 SQUARE FEET OF EACH LIFT OF FILL. TESTS SHALL BE MADE BY AN INDEPENDENT TESTING LABORATORY AND
SHALL BEAR THE SEAL OF A FLORIDA REGISTERED ENGINEER. FIELD DENSITIES SHALL BE COMPARED AGAINST THE MAXIMUM DRY SOIL DENSITY AS DETERMINED IN THE LABORATORY
BY ASTM D1557.
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES OF THE
TRUSS PLATE INSTITUTE AND ALL OTHER REQUIREMENTS OF THE FLORIDA BUILDING CODE. TRUSSES SHALL BE DESIGNED FOR THE DEAD AND LIVE LOADS INDICATED IN THESE
DRAWINGS AND FOR WIND UPLIFT INDICATED IN ROOF PLAN. ALL TRUSSES SHAL BE DESIGNED FOR A CONCENTRATED LOAD OF 200 LBS ALONG ANY POINT IN THE BOTTOM CHORD. NO
STRESS INCREASE FACTOR SHALL BE USED FOR THE CONNECTOR PLATES. MANUFACTURER SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA REGISTERED ENGINEER
INDICATING LAYOUT, SPACING, METHOD OF ATTACHMENT, SPECIAL BRACING REQUIRED DURING CONSTRUCTION AND ANY OTHER PERTINENT INFORMATION. TRUSSES SHALL BE INSTALLED
WITH OUT OF PLUMB AND OUT OF PLANE TOLERANCES, AS PER THE TRUSS PLANE INSTITUTE. ANY TRUSS EXCEEDING THE SPECIFIED TOLERANCE SHALL BE REALIGNED OR REPLACED.
SUBMIT SHOP DRAWINGS FOR THE FOLLOWING ITEMS: [3LNL•D IP,11G DE-
(MINIMUM 3 READABLE SETS OF PRINTS) _.
WOOD TRUSSES INCLUDING CALCULATIONS SIGNED & SEALED BY A FLORIDA REGISTERED ENGINEER. S I RUCTURr5`SE'
SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW AFTER THEY HAVE BEEN REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS, ANQ,0TI-J €R
TRADE REQUIREMENTS AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING,DESIG
DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF SHOP DRAWING REVIEW. THE ENGINEERS REVIEW OF SHOP DRAWINGS IS FOR GENERAL COMPLIANCE NTH,,.;THE D
INTENT, REQUIRED LOADING AND COORDINATION WITH THE STRUCTURAL DESIGN. �''
cN
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N. OSCAR G❑NZALEZ
CONSULTING STRUCTURAL ENGINEER
+ (305) 596 -4874
FLA. P.E. LICENSE NO. 31964
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