11-72-0110
C4
�r
EXIST. BEDROOM
34' -10'
•
EXIST.
BATH.
EXIST LIVING ROOM
ENTRY \%
WH
0
EXIST KITCHEN
I ON R1 11111111114: 19109101 ii]
EXIST DINING ROOM
,_p
105 TIE -DN IN GROUTED
FILLED CELL 6 46' MAX.
(TYP) 4 EA, SIDE OF OPE-
NING BETWEEN 3' 4 6' WIDTH.
■ -- ■
_ 8'x12' CONC. TIE COLUMN -2m
I I W/ (4) 05 4 03 TIE 0 12' O.C. I I
v I
(TYP.) I I 2 'xl ' CONG. FOOTING
W (2 )S CONT.
z I■I
■I
4' THICK CONCRETE SLAB
W /6'x6', 10/10 WWM. ON 6 MIL.
I
'VISQUEEN' VAPOR BARRIER ;q-
C4
ON 10' MIN. WELL COMPACTED FILL 01 ■ ( ,
ELEv.�+14 NGYD
I
8'x12' CONC. TIE COLUMN
W/ (4) 05 4 *3 TIE g 12' O.C. I ■
(TYP.) I I
MATCH TO EXIST. FLOOR
- - - - -- =2� - - -_j
IN MI IN NJ ■■ ■ ■■
2b' -6'
/ ELEY.■ '
■413.13A545' NGYD
w
EXIST. WOOD FLOORL TO REMAIN
"ni n
- -- WF -16 - - - - -� ■
ATCH TO EXIST. FLOOR
4' THICK CONCRETE SLAB ;+ ■ I �Q
W /6'x6', lO /IO WWM. ON 6 MIL. '
■ 'VISQUEEN' VAPOR BARRIER
— ON 10' MIN. WELL COMPACTED FILL
WF -16
41-21 111-01
ELEY.■ t
■ +1lAl.41' NGVD
1 TIE -ON IN GROUTED
FI L
E0 CELL 6 48' MAX.
TRUSSES
BY OTHERS
R19 INSULATION
REQ.
1/2' GYP. BD. ON —�
1' x 3' WD. FURR.
STRIPS 6 16' O.C.
1' x 4' P.T. WD.
FIRESTOP
1/2' GYP. BD. ON
1' x 2' WD. FURR.
STRIPS -W 16' O.C.
R 4.1 GATT INSULATION
REQ.
REINF. MASONRY STL.
BEYOND
CEMENT TILE ROOF FOAMED OVVER '30 ASPHALT PA_P_ ER
HOT MOPPED ON *30 ASPHALT PAPER TIN - CAPPED
AT WITH 3/4' -Sd RING- SHANKED NAILS 12' O.C. AND
6' O.C. AT OVERLAP AREA OVER !a THICK EXTERIOR
PLYWOOD WITH STAGGERED JOINTS NAILED AT 6' O:C. _
AT INTERMEDIATE SUPPORTS AND PANELS EDGE AND •4'
AT EAVES.'
ROOF NAILING: -_ NAILS
6' O.C. AT F4NIEL EDczE5 --
AND e INTERME_ D SATE
SUPPORTS 4
GABLE ENDS.
12
3
T7,
4' THK. CONC. SLAB
W1 6' x 6' x *10 WWM ON
6 MIL. POLYETHYLENE
VAPOR BARRIER II
WD. BASE BD. �I
COMPACT FILL TO--
95% PROCTOR
MAX. DENSITY
1/2' EXPANSION JOINT
REQ.
MIN. CLEAR
REQ.
FOUNDATION PLAN t
scale 1/4 " =1' -0" —
ROOF NAILING: Sd NAILS
6" O.C. AT PANEL EDGES
AND a INTERMEDIATE
SUPPORTS 4 4" O.C.
GABLE ENDS.
CUT EXIST. OH. AS REQ'D.
2' x 8' WD. JOISTS a 16' O.C.
300 FELT WRAP AROUND JOIST
- MTW (BY USP) GALV.
TWISTED STRAP W/ (14) -10D NAILS
TO EA. JOIST 4 ( -1) 3116'0 x 11/4'
TAPCON SCREWS ATTACHED TO
EXISTING: TIE BEAM
connection detail scale: 3/4'=I'-O'
SOIL STATEMENT:
THE ENGINEER HAS VISITED 4 OBSERVED THE SITE AND FOUND THE
FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN IS BASED FURTHERMORE, UPON BREAKING OF GROUND. A
LETTER SHALL BE SUBMITTED TO THE BUILDING OFFICIAL VERIFYING
AND ATTESTING THAT THE SITE CONDITIONS ARE SIMILAR TO THOSE
WHICH THE DESIGN WAS BASED ON.
NOTE: CHIP OUT EXISTING F❑❑TING LEAVING
REINF, INTACT.
APPLY BOUNDING AGENT AT EXIST,
CONC. SURFACES TO REMAIN PRIOR
TO POURING NEW FOOTING,
U
�CONC. COL. BLOCK
:.
zz
•. ' REINF. CONC. FTG.
. •4
EXIST. FOOTING 4 #5- BOTT. CONT
FOOTING CONNECTION DETAIL
get
5 #5- TOP. X 6' -0' LONG
45 * 24' LONG DOLLELL DRILL WTO
EXM ER 6ER NEW C EPO TAR COL 4 SLAB
#5- TRANSV. @ 12' O.C.
n. t. s.
C11T EXISTMG CONC.BEAM 3'
M AREA WMRE NEW COW=0U8
C01-*�IEC I DRILL 3 /4'HOLE R)/6'
DEPTH ATTACH RSBARS W/H*14
STRENGTH EPDXY GROUT
NEW 8'x12' C *r=E BEAM
SEE PLANS J
EXIST CONCRETE
I
ALL WORK SHALL COMPLY WITH THE FLORIDA BUILDIN6 CODE, THE AMERICAN CONCRETE INSTITUTE
ti
gg I
�GlCC W4LL
ALL OTHER APPLICABLE CODES AND REGULATIONS. DESIGN FOR WIND COMPLIES W/
�••�- L''.. ;j`j� 1 i-i MIAMI
ASGE '1 -18.
DuILDING
DEPT
ALL MANUFACTURERS OF REINFORCING AND STRUCTURAL STEEL, PRECAST (PRESTRE55ED) CONCRETE,
STRUCTU
I
AND PREFABRICATED WOOD TRUSSES SHALL SUBMIT SHOP DRAWIN65 TO ENGINEER FOR APPROVAL
INSTRUCTION
EXISTING CONSTRI
ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND ARE TO BE VERIFIED BASED ON
8'x12' CONCj7OL.
aul4r 5o VERT. RENF.BARS
10103 TIES AT 8' OZ.
ICTION
Started Column Detai
• `
:�..
• :•
O •• a•'•
O.N.
J
.Q
11
REFER TO ANCHORAGE
DETAIL A OR C
(2) -05 STL. RODS MIN.
60' BENT O CORNERS
TO ASSURE CONTINUITY
3'x3'x 26 GA MTL.
EAVE DRIP NAILED 6 4' O.C.
I' x 2' WD. BLK.'G
2' x5' P.T. WD. FASCIA
STUCCO 4 MTL. RIB LATH ON
W1 4'x22' SOFFIT
VENT. 4 INSECT
SCREEN e 48' O.C.
8' x 12' CONC. TIE BM.
W1 (4) -*5 4 *3* Q 48' O.C.
NOTE: FIRST (4) -*3* ,m
CORNERS TO BE g 12' O.C.
STUCCO IN TWO LAYERS
8' CONC BLOCK W1
1* 5 VERT. IN GONG.
FILLED BLOCK CELL
6 V-81 O.C. MAX.
PROVIDE STD. HOOK
AT TOP (TYP.).
N
FIN. GRADE
20' x 12' CONC. WF
W1 (2) -05 CONT.
MIN. CLEAR
REQ.
ical section (new wa
scale: s /4' =1' -0'
I
ST U(��-TU AL NOTES
ALL WORK SHALL COMPLY WITH THE FLORIDA BUILDIN6 CODE, THE AMERICAN CONCRETE INSTITUTE
ti
ALL OTHER APPLICABLE CODES AND REGULATIONS. DESIGN FOR WIND COMPLIES W/
�••�- L''.. ;j`j� 1 i-i MIAMI
ASGE '1 -18.
DuILDING
DEPT
ALL MANUFACTURERS OF REINFORCING AND STRUCTURAL STEEL, PRECAST (PRESTRE55ED) CONCRETE,
STRUCTU
RAL SECTION
AND PREFABRICATED WOOD TRUSSES SHALL SUBMIT SHOP DRAWIN65 TO ENGINEER FOR APPROVAL
BEFORE FABRICATION. DIMENSIONS AND LENGTHS OF FABRICATED UNITS SHOWN ON SHOP DRAWINGS
ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND ARE TO BE VERIFIED BASED ON
;,yl, �VED BV`,,,,
;;� ;J,
ACTUAL FIELD CONDITIONS. IN THE CASE OF REINFORCING BARS, STRICT ADHERENCE TO THE BAR
,,•�.� f :M._
PLACING DIA6RAMS/LEN&THS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE FOLLOWED UNLESS
OTHERWISE SHOWN BY THE ENGINEER ON SUCH PLANS. GENERAL CONTRACTOR OR ARCHITECT MUST
MAKE ANY REVISIONS OR CORRECTIONS, IF ANY, ON SHOP DRANIN65 BEFORE SUBMITTING TO THE
ENGINEER FOR FINAL APPROVAL.
ALL CONCRETE SHALL DEVELOP THE FOLLOWING MINIMUM 28 -DAY COMPRESSIVE STRENGTHS UNLESS
OTHERWISE SHOWN ON THE STRUCTURAL PLANS:
PRECAST . ............................... ..........................5,000 PSI
ALL OTHERS .......................... ...........................3,000 P51
STRUCTURAL STEEL BOLTS SHALL CONFORM WITH A.5.T.M. A -325.
SLUMP OF CONCRETE SHALL NOT EXCEED 5 INCHES. A MINIMUM OF 5 CONCRETE SPECIMENS SHALL BE
ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE (NO. 2 OR BETTER) WITH THE
FOLLOWING MINIMUM
OBTAINED FROM EACH 50 CUBIC YARDS OR FRACTION THEREOF AND SHALL BE TESTED ACCORDING TO
STRENGTHS.
A.S.T.M. G -39. USE REGULAR WEIGHT (145 PCF) FOR ALL STRUCTURAL MEMBERS. SIGNED AND SEALED
BENDING ............... ............................... ..........................1,500 PSI
COPIES WITH THE RESULTS OF SUCH TESTS SHALL BE DELIVERED TO THE ENGINEER FOR REVIEW. ALL
TENSION PARALLEL TO &RAIN ................. ............................825 P51
ADMIXTURES SHALL BE APPROVED BY THE ENGINEER.
SHEAR PARALLEL TO GRAIN ................... .............................40 1=51
COMPRESSION PERPEND. TO GRAIN ............ ............................565 PSI
REINFORCING STEEL SHALL BE GLEAN, DEFORMED BARS OF NEW BILLET STEEL, FREE FROM OIL, SCALE
COMPRESSION PARALLEL TO GRAIN ....................................... 1,650 PSI
AND RUST, AND CONFORMING WITH A.S.T.M. A -615 GRADE 60. WELDED WIRE FABRIC, SHALL COMPLY WITH
ELASTIC MODULUS ....................... .......................1,600 ,000 PSI
A.S.T.M. A -185.
ALL SLAB5 ON 6RADE SHALL BE POURED OVER A .006 IN. VISQUEEN MEMBRANE ON GLEAN, WELL
ALL REINFORCING SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVERAGES:
FOOTING S .................. .............................3"
COMPACTED INORGANIC FILL. ALL COMPACTED SOIL SHALL ATTAIN A MINI Q5% DENSITY AT
OPTIMUM MOISTURE AS DETERMINED BY THE STANDARD PROCTOR TEST.
SLABS POURED ON GROUND .... .........................I -1/2"
STRUCTURAL SLAB POURED ON &ROUND .................a"
BOTTOM OF ALL CONCRETE TIE BEAMS SHALL BE DROPPED OVER ALL MASONRY OPENINGS NNLESS A
GRADE BEAMS ..... .............................3°
STRUCTURALLY REINFORCED BEAM IS SHOWN) WITH A MINIMUM BEARING OF 8" AT EACH END. PROVIDE
BEAMS AND COLUMNS ........ .........................1 -1/2"
#5 ADDITIONAL LONGITUDINAL BARS AND #3 TIES ®12" ON CENTERS THROUGHOUT HOUT OPENING.
SUSPENDED STRUCTURAL
UCTURAL SLABS ..........................3 /4"
EXTERIOR CANTILEVER SLABS .. .............................I"
GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE BRACING AND SHORING FOR
ALL STRUCTURAL MEMBERS, WALLS AND NON - STRUCTURAL MEMBERS DURING THE COURSE OF
STRUCTURAL STEEL SHALL BE NEW CONFORMING WITH A.S.T.M. A -36. WELDING ELECTRODES SHALL BE
CONSTRUCTION.
TYPE E- "10XX.
WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE DIMENSIONS. GENERAL CONTRACTOR
STRUCTURAL STEEL COLUMNS SHALL COMPLY WITH A.S.T.M. A -500 OR A.S.T.M. A -501. ALL STEEL
SHALL, VERIFY ALL DIMENSIONS AND ACTUAL CONDITIONS EXISTING AT THE FIELD. IF UNUSUAL OR
COLUMNS SHALL BE FILLED WITH 3,000 PSI PEAROCK CONCRETE.
UNFORESEEN CONDITIONS ARE ENCOUNTERED NOTIFY ENGINEER BEFORE PROCEEDING WITH THE WORK.
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