12-570-002SOUTH ELEVATION
1/4"=l'—Om
EAST ELEVATION
9 /A " -1' A"
" THE5E PLANS
HAVE BEEN PREPARED IN
COMPLIANCE W1 THE
FBC 2010 EDITION
30" MIN
y LAP
16 "X16" MONO FTG. W/
2 - #5 & 2 - #5 BARS BE
@ CORNERS 30" EA. WAY
* F.B.C.-1821.1.10
SPLICE IN REINFORCING BARS
SHALL BE MIN. 36 BAR DIA.
OR 22.5" $ REINFORCING SHALL
BE CONTINUOUS AROUND ALL
CORNERS $ CHANGES IN DIRECTION
CONTINUITY SHA; ; BE PROVIDED
CORNERS OR CHANGES IN
DIRECTION BY BENDING THE
LONGITUDINAL STEEL AROUND THE
CORNERS 48 BAR DIA 30"
EA. WAY
FOOTING DETAIL.
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WEST ELEVATION
1/4"=V-0”
WIND CODE
ASCE 7-10
EXPOSURE C 177 MPH
IMPORTANCE GAT. I .O
MEAN ROOF HGT. 12.0'
TERMITE PROTECTION
�T
2NXG" JOISTS @ 24" C
ATTACH J015T TO WD
LEDGER W/ NU VUE JC
HANGER MODEL# NVL
USE 20-1 GD NAIL INT
HEADER * 10- 1 OD NA
INTO EA. J015T N.O.A
08 -0326. I I
2- 21)(G" P.T. WD. RUNNER ATTACH
TO MTG. TIE BEAM W/ 1/2' DIA.
EXP. BOLTS X 8" LONG @ I G" O.C.
ROOFING LOADS
AS PER ASCE 2005
DEAD LOAD:
ROOFING ---- - - - - -- 10 P.S.F. (CLG. & PLASTER)
JOISTS - - - - - - - - - - 5 P S.F. (P 7 P.S.F. vs. UPLIFT)
TOTAL DEAD LOAD - 15 P.S.F.
EFF. ROOF AREA @ 120
EXPOSURE C @ 1.46
NET UPLIFT:
ZONE 0 47 -7 = 40 P.S.F.
ZONE Q 56 -7 = 49 P.S.F.
TOTAL GRAVITY:
G. = 30 +15 = 45 P.S.F.
A CERTIFICATE OF COMPLIANCE SHALL BE 15UED
TO THE BUILDING DEPARTMENT BY THE LICENSED
PEST CONTROL COMPANY, THAT CNTAIN5 THE
FOLLOWING 5TATEMENT5: THE BUILDING HAS
RECEIVED A COMPLETE TREATMENT FOR THE
PREVENTION OF THE SUBTERRANEAN TERMITE,
TREATMENT 15 IN ACCORDANCE WITH THE RULES
AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT
OF AGRICULTURE AND CONSUMER SERVICES.
SOIL 5TATEMENT
1. THE 51TE HA5 BEEN OBSERVED TO BE 501 L, 5AN D,
AND ROCK AND 15 CAPABLE OF SUPPORTING A
LOAD OF 2000 P.S.F. THE DE51NG LOAD OF TH15
PROJECT DOES NOT EXCEED 29000 P-5-F.
2. A LETTER WILL BE 5UBMITTED AFTER GROUND HA5
BEEN BROKEN ATTE5TING TO THE FACT TJAT 51TE
HA5 BEEN OBSERVED AND CONDITIONS ARE 51MILAR
TO TH05E UPON WHICH THE DE51GN 15 BASED.
t)Lu I o OD
3/4 = I 1_011
MORTAR:
1. ALL MORTAR SHALL CONFORM TO THE STANDARD SPECIFICATIONS
FOR MORTAR, FOR MASONRY UNITS, A.S.T.M. C270.
2. MORTAR USED TO BOND MASONRY UNIT SHALL BE OF TYPE "M" OR
"S" MINIMUM 1800 P.S.I.
CONCRETE & REINFORCING STEEL"
1. CONCRETE MUST BE DESIGNED TO ACHIEVE A MINIMUN COMPRESSIVE
STRENGTH OF 3,000 P.S.I. IN 28 DAYS.
2. REINFORCING STEEL SHALL COMPLY WITH A.S.T.M. 615 GRADE
60, 60,000 MINIMUM YIELD STRENGTH.
3. CONCRETE GROUT SHALL BE MINIMUM 3,000 P.S.I. WITH MINIMUM
SLUMP OF 8 ".
4. ANY OPENING IN C.M.U. BLOCK WALL MIN. 32" AND MAX. 6' -0" SHALL
HAVE 1 - #5 IN CONCETE FILL CELL ON EACH SIDE OF OPENING.
DESIGN LOAD CALCULATIONS
ROOF DEAD LOAD
......... ............................... 15 PSF
ROOF LIVE LOAD ......... ............................... 30 PSF
WIND DESIGN PER ASCE 7 -10
BASIC WIND SPEED(V) .........................177 MPH
STRUCTURAL CATEGORY II
EXPOSURE : C
QH .........................58 PSF
K d ........................ 0.85
Kz ........................0.98
Kzt........................1.00
Ccpi...........................0.18
MEAN ROOF HEIGHT .................. ............................... ± 12, -0"
NET UPLIFTS SHOWN HEREIN ARE BASED ON (GROSS UPLIFT)
LESS 10 PSF (DEAD LOAD) PER ASCE COMPONENTS AND CLADDING
GABLED ROOF
ZONES 1,2 AND 3
ZONE1 .................................... ............................... - 67.5 PSF
ZONE2 . ................................... ............................... - 74.07 PSF
ZONE3 . ................................... ............................... - 74.07 PSF
2"
6"
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ROOF FRAMING PLAN
1/4"=l'—O"
I CY -T U. G70#
110w
'G' P.T. WD.
TER ATTACH T
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GENERAL NOTES:
``
WOOD:-'
1. PROVIDE ROUGH CARPENTRY AS INDICATED _BY DRAWINGS. AND
HEREIN SPECIFIED / DESCRIBED.
2. LUMBER USED FOR JOISTS, RAFTERS,- T! USSES, COQ UMNS, BEgMS
D STG. TRU55E5
,
AND /OR OTHER STRUCTURAL MEMBERS SHALL BE OF A STRESS
GRADE NOT LESS THAN 1,000 P.S.I. NOMINAL EXTREME FIBER
24" O.C.
STRESS IN BENDING (Fb). WOOD rJR -,'R TO PF -SO. PINT No.2.-.-
3. LUMBER USED FOR STUDS IN EXTEZiOR_ WALLS_ SHALL; BE OF A.
STRESS GRADE NOT LESS THAN 625; P-.S.I. NORMAL-EXTPEME----- _
FIBER STRESS IN BENDING. STUDS SHALL HAVE AN UNSUPPORTED
LENGTH OF NOT MORE THAN 10 ft. EXCEPT AS OTHERWISE
DETERMINED BY RATIONAL ANALYSIS.
4. LUMBER USED FOR STUDS IN INTERIOR WALLS SHALL BE OF A
STRESS GRADE NOT LESS THAN 235 P.S.I. NOMINAL EXTREME FIBER
STRESS IN BENDING.
5. ALL LUMBER IN CONTRACT WITH CONCRETE, EARTH AND /OR
EXPOSED TO AREA OF DECAY SHALL BE CHEMICALLY /
PRESSURE TREATED.
J
CONCRETE_ MASONRY UNITS:
1. COMPLY WITH GRADE IN NOMINAL SIZE 8" x 16" HOLLOW LOAD
BEARING BLOCK A.S.T.M. C90. f m =1500 P.S.I. MIN.
2. CONCRETE BLOCKS USED FOR FIRE RESISTIVE WALLS RATED
J
TWO -HOURS OR MORE ARE USED FOR LOAD BEARING OR EXTERIOR
WALLS SHALL HAVE A MINIMUM FACE THICKNESS OF 1 3/4" MIN.
WEB THICKNESS OF ONE INCH. AND SHALL HAVE A NET CROSS
LL1
SECTIONAL AREA NOT LESS THAN 50% OF THE CROSS SECTION.
3. CONCRETE BLOCKS FOR OTHER PURPOSES SHALL HAVE WALL AND
WEB THICKNESSES OF NOT LESS THAN 3/4 ".
MORTAR:
1. ALL MORTAR SHALL CONFORM TO THE STANDARD SPECIFICATIONS
FOR MORTAR, FOR MASONRY UNITS, A.S.T.M. C270.
2. MORTAR USED TO BOND MASONRY UNIT SHALL BE OF TYPE "M" OR
"S" MINIMUM 1800 P.S.I.
CONCRETE & REINFORCING STEEL"
1. CONCRETE MUST BE DESIGNED TO ACHIEVE A MINIMUN COMPRESSIVE
STRENGTH OF 3,000 P.S.I. IN 28 DAYS.
2. REINFORCING STEEL SHALL COMPLY WITH A.S.T.M. 615 GRADE
60, 60,000 MINIMUM YIELD STRENGTH.
3. CONCRETE GROUT SHALL BE MINIMUM 3,000 P.S.I. WITH MINIMUM
SLUMP OF 8 ".
4. ANY OPENING IN C.M.U. BLOCK WALL MIN. 32" AND MAX. 6' -0" SHALL
HAVE 1 - #5 IN CONCETE FILL CELL ON EACH SIDE OF OPENING.
DESIGN LOAD CALCULATIONS
ROOF DEAD LOAD
......... ............................... 15 PSF
ROOF LIVE LOAD ......... ............................... 30 PSF
WIND DESIGN PER ASCE 7 -10
BASIC WIND SPEED(V) .........................177 MPH
STRUCTURAL CATEGORY II
EXPOSURE : C
QH .........................58 PSF
K d ........................ 0.85
Kz ........................0.98
Kzt........................1.00
Ccpi...........................0.18
MEAN ROOF HEIGHT .................. ............................... ± 12, -0"
NET UPLIFTS SHOWN HEREIN ARE BASED ON (GROSS UPLIFT)
LESS 10 PSF (DEAD LOAD) PER ASCE COMPONENTS AND CLADDING
GABLED ROOF
ZONES 1,2 AND 3
ZONE1 .................................... ............................... - 67.5 PSF
ZONE2 . ................................... ............................... - 74.07 PSF
ZONE3 . ................................... ............................... - 74.07 PSF
2"
6"
l
ROOF FRAMING PLAN
1/4"=l'—O"
I CY -T U. G70#
110w
'G' P.T. WD.
TER ATTACH T
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DM. BOLT5 ® I G"
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21 MAY 2012
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'DATE,.
21 MAY 2012
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