108 Skogen Ct 11-279NOV CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: D umented Construction Value: $ i y 4� ;� N
Job Address: I i�j 5(4 0 of vj Historic District: Yes ❑ NoN
Parcel ID: Zoning: t"vmD°
vyl\ escription of Work: Ps'b� O �Plan Review Contact Person: V a Title:
Phon t! 3Fax: E-mail: �Y�11(.CL L$�, C1=L. 4Zl'i.
( �y w �
-t fbrn ,
A Namet>ff V L VKr l -e Ls' Phone: W47
Street: 1 CZ 9&o Gt-yu ►2( Resident of property?
City, State Zip: 5Aryr-wZr) , Fk_ .S 97)
Contractor Information
Name Phone:
Street: Fax:
City, State Zip: State License No.:
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Architect/Engineer InforrUation
Phone:
Fax:
E-mail: _
tgage Lender:
Address:
PERMIT INFORMATION
Building Permit(;B�
Square Footage: (.0 90 Construction Type: No. of Stories:
No. of Dwelling Units: Flood Zone: 'A Csc.e_
Electrical Plumbing ❑
New Service - No. of AMPS: New Construction - No. of Fixtures: _
Mecham (Duct layout required for new systems) Fire Sprinkler/Alarm ❑ No. of heads:
's C�w- Olt
;4(YlidY+l9YWftlSmJ rY .::Ow,✓
PARK NOT INCLUDED
LOT 6 / LOT 7
t FENCE t
FENCE
0.1' OFF 0.2' INSIDE
11 N90000'00"E 216,19'
175.19'(C) PHONE BOX `40.00'(P)
TRANSFORMER PAD-,--'IQ
-
STRUCTURAL DESIGN NOTES PROPERTY ID# PROPERTY ID#
- - - - - � DRAINAGETEAS EASEMENT 33-19-30-504-0000-0150 I
1. ALL CONCRETE SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE 33 19 30 300 035C 0000 '
STRENGTH OF 2500 P.S.I. AT 28 DAYS FOR SLAB AND FOOTINGS.
COMPENSATING STORAGE CALCULATIONS I .
2. ALL REINFORCING STEEL SHALL BE NEW BILLET DEFORMED STEEL
I
MINIMUM GRADE 60 AND IDENTIFIED IN ACCORDANCE WITH ASTM A615, 703 S.F. GARAGE ADDITION REQUIRES 703 SQUARE INCHES OF WALL OPENINGS
I
A616, A617 OR A706. U.N.O. EACH .BLOCK HAS 55 SQUARE INCHES OF OPENING I I
13 TURNED BLOCKS (6 ON ONE WALL, 7 ON ANOTHER) = 715 SQUARE INCHES
3. CONCRETE MASONRY UNITS SHALL BE IN ACCORDANCE WITH ASTM 100 YEAR FLOOD LINE
WITH MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 P.S.I.
THE. BOTTOM OF THE OPENINGS SHALL BE ABOVE GRADE BUT NO .MORE THAN r42.00 CONMUR °
I
4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270. 12" ABOVE FINISHED GRADE
5. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 P.S.I. OI LOT 14
PRESENT EDGE I
AT 28 DAYS IN ACCORDANCE W/ ASTM C1019 OR ASTM C476. F WATER 11/18/10
IRRIGATION �
WELL ^�
6. SOIL BEARING CAPACITY = 2000 PSF (MIN.) o o w I ^� 20,
7. FILL FOR FLOOR SLABS SHALL BE PLACED IN 12" LAYERS AND ROLLED ° 10.2' W SCREENED
r I PORCH
AND/OR COMPACTED TO MINIMUM FIELD DENSITY OF 95% OF THE MODIFIED FRAME SHED I I
WOOD FLOOR �? o
PROCTOR MAXIMUM DRY DENSITY VALVE PER ASTM D-1557. ALL FILL SHALL o g wooD
BE CLEAN AND FREE OF ORGANIC OR OTHER DELETERIOUS MATERIALS. o DECK
8. ALL WINDOWS AND DOORS TO COMPLY WITH F.B.C. 120 M.P.H. WIND LOAD REQ. 3'''
AND SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. o 44:7
9. ALL LUMBER SHALL BE #2 SPF U.N.O. FRAME' r 29.7 ^1 0 METAL SHED w I �. WALK t I
AND SECTIONS SHOWN ON THE DRAWING ARE INTENDED TO
SHED
I ON CONCRETE 0I / �`° ON LINE ----- -"--
10. ALL DETAILS A I CONI. f/•
46.34 � 45.6 Grp SOUTHEAST
BE TYPICAL, AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION FINISH coRNER of
I__._ �- - -- -- I LOT 1 5 FLOOR LOT 14
ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. 20 -,- 26.0' RESIDENCE /
41.9 #108 p
11. ASPHALT SHINGLES SHALL HAVE SELF -SEAL STRIPS AND CONFORM TO
of 42 15 / I _� � P�
ASTM D225 OR D3462. FASTEN WITH GALVANIZED ROOFING NAILS 1 LONG WITH PROP. F ooR �,� I �mJ��
MINIMUM FOUR (4) FASTENERS PER STRIP SHINGLE. ATTACHMENT OF ASPHALT GARAGE w EXIST. 2e m EDGE of PAVEMENT
SHINGLES SHALL CONFORM WITH ASTM D3161 OR M -DC RA 107-96 FOR THE 703 S.F. 3 CAR �1 45.1 �� 0.00' -
APPLICABLE WIND ZONE. FFE 42.15 iq 884 AS F. �)
43.6'
12. SHINGLE UNDERLAYMENT SHALL CONFORM WITH ASTM D 226, TYPE 1 (
- - - -� - . WATER METER
j-
7.5' DRAINAGE 8c r I - � (TYPICAL)
13. ALL WIND LOAD CALCULATIONS AND DESIGN CRITERIA ARE BASED ON AN Ln, WALKWAY EASEMENT
ENCLOSED STRUCTURE. ANY BREACH OR PENETRATION OF OPENINGS, SUCH
N90000'00"E 284 o
.65'
AS WINDOWS, DOORS, ETC. DURING STORM EVENT WILL COMPROMISE STRUCTURAL MY* M"ATIONB ME BASET) ON OPS MWEN COURT
RECOVERED / FLUME OBSERVATION, NAVO 19d.
INTEGRITY. 5/8" IRON ROD SET 1/2" IRON ROD #L86300
FLUME f
14. TRUSSES MUST BE CAPABLE OF TRANSFERRING LATERAL LOADS TO BEARING WALLS. RECOVERED I 2.0' INSIDE RECOVERED 5/8" IRON ROD
I 1/2" IRON ROD #3382 PA 0.36 SOUTH RK NOT INCLUDED 0.24' NORTH LOT 16 0.58' EAST ` � I
15. TRUSSES, GIRDERS, AND BEAM TIE DOWNS ARE SIZED PER UPLIFT REQUIREMENTS. I V
ANY QUESTION AS TO THE SIZE, TYPE, OR VALUE. OF A NAIL, STRAP, OR CLIP
SHOULD BE VERIFIED BY STRUCTURAL ENGINEER. LEGAL DESCRIPTION -
LOT
15 AND THAT CERTAIN PORTION OF PARK LOT AJACENT
TO THE WEST, UPPLAND PARK, ACCORDING TO THE PLAT
THEREOF AS RECORDED IN PLAT BOOK 20, PAGE 5, OF THE
PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
W E
a ROOF EDGE a r�
d 0 0 3 a
a UO RIDGE
a3/7
O O
FO w 0
a O iR �- - 0 3 -a
a
ell%
CASE 1 (BOTH DIRECTIONS) CASE 2 (FULL UPLIFT)
1
ZONE +PRESSURE -PRESSURE.
ROOF SHEATHING NAILING PATTERN*
+ 10.5 PSF - 21.5 PSF
+ 10.5 PSF - 30.5 PSF
+ 10.5 PSF - 50.0 PSF
ZONE 1 USE 8D RING SHANK OR SCREW SHANK` NAILS ® 12" 0/C
ZONE 2 - USE 8D RING SHANK OR SCREW SHANK NAILS ® 6 0/C
3 ZONE 3 - USE 8D RING SHANK OR SCREW SHANK NAILS 0 4 O/C
SHINGLE AND FELT NAILING PATTERNS AND SPECS
1) EACH SHINGLE SHALL HAVE 4 NAILS AND NAIL LOCATION PER
MANUFACTURES SPECS.
2) NAILS SHALL BE A MIN. OF 1" RING SHANK WITH A 3/8" HEAD
OR EQUAL AND BE RESISTANT TO CORROSION.
3) SHINGLES SHALL OVERLAP THE HORIZONTAL FLANGE OF ALL
FLASHING AND BE SET IN ROOFING CEMENT.
4) 30# FELT, 30" WIDE, SHALL BE SELF ADHESIVE ON ALL SLOPES
LESS THAN 4:12 SLOPE. SELF ADHESIVE FELT SHALL BE USED ON
ALL VALLEYS
5) ADHESIVE SEALANT SHALL BE APPLIED UNDER THE DRIP EDGE AT
ALL EAVES. A 4" WIDE LAYER OF ADHESIVE SEALANT SHALL BE
APPLIED ALONG ROOF EDGES (EAVES AND RAKES) TO ADHERE
SHINGLES OR STARTER STRIPS TO THE EDGE OF ROOF.
Fr�EA �QR�,�,c�
.�.tUtJ 7!rIG�`2 VlDiaa"i 3
FRONT ELEVATION G.a
TOTAL ALLOWABLE SUPERIMPOSED LOAD -POUNDS PER LINEAR FOOT
CONC. FILLED DESIGN BASIS:
$"x8" PRECAST HEADER (1)#5 TOP & QUALITY PRECAST COMPANY
BOTTOM BRANDON, FLORIDA 33509-0011
MARK N0. CLEAR SPAN LINTEL SIZE. C
L-4 3'-2" 4'-6" 5772# PLF
STRUCTURAL NOTES
1) CODES:
1.1 FLORIDA RESIDENTIAL BUILDING CODE (2007)
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
(ACI 318-95).
1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN
.LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-95).
2) CONCRETE:...
2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:.
.2.1.1 PRECAST WITH STANDARD REINFORCEMENT - 3,500 PSI
2.1.2 PRECAST .WITH PRESTRESS REINFORCEMENT - 5,000 PSI
2.1.3 CONCRETE FILL (PLACED IN FIELD). - 3,000 PSI
2.2 REINFORCING BARS:
2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRI-
CATION ASTM A615 (GRADE 60).
2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN
FIELD) ASTM A615 (GRADE 60).
2.3 PRESTRESS STRANDS ASTM A4167 -WIRE
2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS..
3) MASONRY:
3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO SPECIFICATIONS
OF THE NA1
/
12 12
i/ 2.7 2.7
PROJECT �: 00000
DESIGNED: JHR
REVIEWED BY: RC
SCALE: 1 "=20'
DATE: 10/20/10
REVISION:
ERMOCRATES E. CASTILLO, P.E. DATE
FL. REG. # 52590
70-F
2
EXIST. 9'x7' OHD I EXIST. 16'x7' OHD
00 11'^- -1 I I � - -� I F3UIL.UtNC' C7E.F'T. I Y�AeaFORU NDITICiIdAliIL PE -
r'Vlk`NE.D AN I�r,L1ESJ'SN� ygtThB
PL.AN� ARF�,M1T � Fd"RMI.Ta F�UG�v C�LPTF"
- J I IL FCaTR� OF
OR 5, L I I I I I �,d� N <��K Ar�.� �, r�ri =.,t:�ir,At �`•.'oF� NBuetrDlN�
T
0
U3
OVERHANG
+ 15.0 PSF
- 50.0 PSF
'U3 OVERHANG
+ 15.0 PSF
-.60.0 PSF
Fr�EA �QR�,�,c�
.�.tUtJ 7!rIG�`2 VlDiaa"i 3
FRONT ELEVATION G.a
TOTAL ALLOWABLE SUPERIMPOSED LOAD -POUNDS PER LINEAR FOOT
CONC. FILLED DESIGN BASIS:
$"x8" PRECAST HEADER (1)#5 TOP & QUALITY PRECAST COMPANY
BOTTOM BRANDON, FLORIDA 33509-0011
MARK N0. CLEAR SPAN LINTEL SIZE. C
L-4 3'-2" 4'-6" 5772# PLF
STRUCTURAL NOTES
1) CODES:
1.1 FLORIDA RESIDENTIAL BUILDING CODE (2007)
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
(ACI 318-95).
1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN
.LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-95).
2) CONCRETE:...
2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:.
.2.1.1 PRECAST WITH STANDARD REINFORCEMENT - 3,500 PSI
2.1.2 PRECAST .WITH PRESTRESS REINFORCEMENT - 5,000 PSI
2.1.3 CONCRETE FILL (PLACED IN FIELD). - 3,000 PSI
2.2 REINFORCING BARS:
2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRI-
CATION ASTM A615 (GRADE 60).
2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN
FIELD) ASTM A615 (GRADE 60).
2.3 PRESTRESS STRANDS ASTM A4167 -WIRE
2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS..
3) MASONRY:
3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO SPECIFICATIONS
OF THE NA1
/
12 12
i/ 2.7 2.7
PROJECT �: 00000
DESIGNED: JHR
REVIEWED BY: RC
SCALE: 1 "=20'
DATE: 10/20/10
REVISION:
ERMOCRATES E. CASTILLO, P.E. DATE
FL. REG. # 52590
70-F
2
EXIST. 9'x7' OHD I EXIST. 16'x7' OHD
00 11'^- -1 I I � - -� I F3UIL.UtNC' C7E.F'T. I Y�AeaFORU NDITICiIdAliIL PE -
r'Vlk`NE.D AN I�r,L1ESJ'SN� ygtThB
PL.AN� ARF�,M1T � Fd"RMI.Ta F�UG�v C�LPTF"
- J I IL FCaTR� OF
OR 5, L I I I I I �,d� N <��K Ar�.� �, r�ri =.,t:�ir,At �`•.'oF� NBuetrDlN�
T
10NAL CONCRETE MASONRY ASSOCIATION AND ACI 530,
3.2 MINIMUM MASONRY UNIT STRENGTH: 1,250 PSI
3.3 .MORTAR SHALL BE TYPE S.
Fr�EA �QR�,�,c�
.�.tUtJ 7!rIG�`2 VlDiaa"i 3
FRONT ELEVATION G.a
TOTAL ALLOWABLE SUPERIMPOSED LOAD -POUNDS PER LINEAR FOOT
CONC. FILLED DESIGN BASIS:
$"x8" PRECAST HEADER (1)#5 TOP & QUALITY PRECAST COMPANY
BOTTOM BRANDON, FLORIDA 33509-0011
MARK N0. CLEAR SPAN LINTEL SIZE. C
L-4 3'-2" 4'-6" 5772# PLF
STRUCTURAL NOTES
1) CODES:
1.1 FLORIDA RESIDENTIAL BUILDING CODE (2007)
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
(ACI 318-95).
1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN
.LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-95).
2) CONCRETE:...
2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:.
.2.1.1 PRECAST WITH STANDARD REINFORCEMENT - 3,500 PSI
2.1.2 PRECAST .WITH PRESTRESS REINFORCEMENT - 5,000 PSI
2.1.3 CONCRETE FILL (PLACED IN FIELD). - 3,000 PSI
2.2 REINFORCING BARS:
2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRI-
CATION ASTM A615 (GRADE 60).
2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN
FIELD) ASTM A615 (GRADE 60).
2.3 PRESTRESS STRANDS ASTM A4167 -WIRE
2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS..
3) MASONRY:
3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO SPECIFICATIONS
OF THE NA1
/
12 12
i/ 2.7 2.7
PROJECT �: 00000
DESIGNED: JHR
REVIEWED BY: RC
SCALE: 1 "=20'
DATE: 10/20/10
REVISION:
ERMOCRATES E. CASTILLO, P.E. DATE
FL. REG. # 52590
70-F
2
EXIST. 9'x7' OHD I EXIST. 16'x7' OHD
00 11'^- -1 I I � - -� I F3UIL.UtNC' C7E.F'T. I Y�AeaFORU NDITICiIdAliIL PE -
r'Vlk`NE.D AN I�r,L1ESJ'SN� ygtThB
PL.AN� ARF�,M1T � Fd"RMI.Ta F�UG�v C�LPTF"
- J I IL FCaTR� OF
OR 5, L I I I I I �,d� N <��K Ar�.� �, r�ri =.,t:�ir,At �`•.'oF� NBuetrDlN�
T
34
10
■ ■ 1 1 1 1 1 ■ 11 11 11 11 11 11 11 if 10 11 1 i ■
r------------ ---------------- ------------- ---- -----I
= I I
I TURN EVERY OTHER REGULAR BLOCK ON THEIR I
I SIDES FOR A TOTAL OF 7 BLOCKS. THE TURNED BLOCKS I
SHALL BE IN THE FIRST COURSE. EACH BLOCK HAS A 1
1 55 SQUARE INCH NET OPENING (7 x 55 = 385 SQUARE INCHES). 1
—�1-20"x20" MONOLITHIC FOOTER
W/(2)#5 REBAR CONT. 1
■ I 4" CONC. SLAB (2500 PSI) I ■
OVER 6 MIL VAPOR BARRIER
ON COMPACTED (2000 PSF)
TERMITE TREATED FILL
>a 1TURN EVERY OTHER REGULAR BLOCK ON THEIR 1 "
00 oo
I I SIDES FOR A TOTAL OF 7 BLOCKS. THE TURNED BLOCKS
CD
I SHALL BE 1N THE FIRST COURSE. EACH BLOCK HAS A
55 SQUARE INCH NET OPENING (6 x 55 330 SQUARE INCHES).
— I I
■ I DRILL & EPDXY (2)#5 REBARS DRILL & EPDXY (2)#5 REBARS ■
I 6" INTO EXISTING FOOTER. 6 INTO EXISTING FOOTER.
REBAR TO EXTEND 30" (MIN.) REBAR TO EXTEND 30" (MIN.) 1
INTO NEW FOOTER INTO NEW FOOTER I
PROP.
DRILL AND EPDXY #5 REBAR I 30 x68 PED.
6" INTO EXISTING SLAB 8' 0/C 1 DOOR
- I EXTEND 16" INTO NEW 4" SLAB I i
_ I
I I
■ - — —— — — —— -- -- -- I ■
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1�---------------- ------------------- — �I
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1 2500 PSI
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------------------ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - II I
L.
EXIST. 9'x7' OHD r------- EXIST. 16'x7' OHD
--------------------------�---------I----------------------------------�------� I
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FOUNDATION PLAN
I
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L__-----__ —,_--- --------- %tt; -- — — — — — — — — — — — — — --------------- --..
RIGHT ELEVATION
SHINGLESALT
1/2, PLYWOOD OR
15/32" OSB
ON 30# FELT
.,
TRUSS STRAP
2.7
(SEE TRUSS LAYOUT)
P.E. TRUSS ®24" O.C.
L
z
co
. .
'
12"
'.
OVERHANG
•
• '
40
•
02 ,
tivo
5 VERTICAL REINFORCEMENT
Cil CJ3 CJ5
CJ5 CJ3
Cil
LOCATIONS)
#5 DOWEL W"/ 8"
HOOK & 30 LAP
4" FIBERMESH CONC. SLAB (2500 PSI)
TURNED BLOCK, EVERY
ON 6 MIL VISQU'IEEN OVER COMPACTED
(2000 PSF) TERMITE TREATED IN PLACE
OTHER BLOCK, NOT AT
SOIL OR FILL
FILLED CELLS. SEE FND.
PLAN FOR LOCATIONS
A. .•
:.
GRADE
„�.� d
1"
(2) #5 CONT. A IN
IL
20"
TYPICAL BLOCK WALL SECTION
Qp
Cil
Cil
Eel
EJ7
0 1)
CJ3
CJ3
CJ5
CJ5
A6
(2) META 12
2 PLY (2) META 12
A5
ocR
I
A4
META 12 FOR ALL TRUSS TO BLOCK CONNECTIONS (U.N.O.)
\\� POWER
SUB
EXIS TINGELECTR
MP PANEL
A3
� \
\�
A2
PRECAST HEADER
L -4C
PROP.
13° x68 PED.
DRILL & EPDXY (1)##'5 REBAR
`�
IDOOR
26.9
Al
6 INTO EXISTING Lv- +24 .G
NEW LINTEL
REBAR 30 (MIN.) INTO DRILL & EPDXY (1)#S REBAR
6' INTO EXISTING LLII�TEL. EXTEND i'
Al
REBAR 30 -(MIN.) INTO NEW LINTEL �
Al
PROP. FILL CELL
II
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1 /
1
---
--- ^_— ---
I REMOVE BLOCK WALL ___----I�---11--1--I-1-----4----
� •� �1-------------------- ----tEXISTING
I+
---
-_PROP.
i1EXIST.
9'-4" WIDE OPENING I
I
FILL CELLICMU WALLS--
Nl�LUS210-2
I
�
HAND] FRAME
2x8, # $YP, 0/C II I
I
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LUS210-2 I
I
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II
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EXIST. FILL CELL I
I
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1 !
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1
1
1
I
I RIDGE REAM 2'12-----
'12
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' HEADER BEAM INSTALLATION �
� 4R�oEE°
;--;
I
�--------�-><;
11
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- =�- �-
-�
1 SHORE UP TRUSSES PRIOR TO REMOVING ANY BLOCK I
I SIDEWALK
I 4" THICK
I
I
11 ��
I I
II
I
ROOF OVER FRAMING
1 SEE D THIS ISHT.
I II //
V
I I
1
I
2) REMOVE REAR OVERHANG I
I 3) CUT EXISTING HURRICANE STRAPS FROM EXISTING TRUSSES OVER PROP. OPENING
I 2500 PSI
i
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-rt I
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hl�
I
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11
II �
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1 II
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4) SAW CUT BLOCK AND LINTEL COURSE VERTICALLY AT FILL CELLS
III
II
If
71,11
1 5 REMOVE BLOCK AND LINTEL COURSE
'
111
6) INSTALL ONE LUS210-2 BUCKET AND INSTALL DBL. 2x1 2 (#2 SYP)
+I11
- - - - - - - ------
1 j X I I- - - - - - - - - - -
11`
- -
7) SECURE BEAM AGAINST TRUSSES AND INSTALL SECOND LUS210-2 BUCKET
1 1
8) USE (8) 3/16"x1.75" TAPCONS PER BUCKET
I
9) USE MTS 12 TO ATTACH TRUSSES TO NEW WOOD BEAM I
I
I
I
I
-- - - - - - - - - - -
I
- -
II
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h_----_------��--1
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1 EXISTING 3 CAR GARAGE
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RIGHT ELEVATION
SHINGLESALT
1/2, PLYWOOD OR
15/32" OSB
ON 30# FELT
12
TRUSS STRAP
2.7
(SEE TRUSS LAYOUT)
P.E. TRUSS ®24" O.C.
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5 VERTICAL REINFORCEMENT
(SEE FOUNDATION PLAN FOR
LOCATIONS)
#5 DOWEL W"/ 8"
HOOK & 30 LAP
4" FIBERMESH CONC. SLAB (2500 PSI)
TURNED BLOCK, EVERY
ON 6 MIL VISQU'IEEN OVER COMPACTED
(2000 PSF) TERMITE TREATED IN PLACE
OTHER BLOCK, NOT AT
SOIL OR FILL
FILLED CELLS. SEE FND.
PLAN FOR LOCATIONS
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(2)#5 BENT BARS W/ I 1 II I II
30" LAP MIN. EACH WAY i i II II II II 2"x8" RAFTERS,#2 SYP, II II i j
CORNER BAR DETAIL ' ' ii a411cuP (TY�. #2 sYP, 2' o/c 11
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STRUCTURAL DESIGN CRITERIA
2"x10" P.T. PLATE II II II II
1. CODES: 2007 FLORIDA BLDG. RESIDENTIAL CODE ATTACH WITH MTS 12 OR II II n II II II
LSTA 12 TO TRUSS BELOW II II �I II 11 11
and 2009 SUPPLEMENTS. (1) STRAP PER TRUSS('TYP)II
2. DESIGN LIVE AND DEAD LOADS:
ROOF: PER TRUSS MANUF. OR ll n u ii a ii ii ii
LL = 20 PSF DL = 15 PSE—SHINGLE
3. DESIGN CRITERIA FOR WIND (ASCE 7-05) NEW ROOF DECKING MUST MEET EXISTING ROOF DECKING
BASIC WIND SPEED = 120 MPH (3 SEC. GUST) EXTEND NEW 2x8 RAFTERS 1" PAST PLATES
WIND IMPORTANCE FACTOR 1.0 ROOF—OVER FRAMING PLAN
BUILDING CATEGORY II
WIND EXPOSURE CATEGORY B ENCLOSED
APPLICABLE INTERNAL PRESSURE
COEFFICIENT +/ 0.18 (INCLUDED
IN DESIGN WIND LOADS)'
COMP. & CLADDING DESIGN WIND PRESSURES r WIND LOAD NOTE
ROOF SEE CHART ON SHT. 1 THIS STRUCTURE HAS BEEN DESIGNED TO
WINDOWS AND DOORS SEE FLOOR PLAN MEET OR EXCEED THE 120 M.P.H.
WALLS + 26, - 35 PSF (3 SECOND GUST) WIND LOAD REQUIREMENTS
GENERAL NOTES OF CHPT. 16 OF THE FLORIDA RESIDENTIAL'
BUILDING CODE 2007 ED. AND 09 SUPPLEMENTS
1. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD.
2. CONTRACTOR SHALL CALL ENGINEER WITH ANY
QUESTIONS OR PLAN DISCREPANCIES PRIOR TO^
PROCEEDING WITH CONSTRUCTION
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ERMOCRATES E. CASTILLO, P.E. DATE
FL. REG. # 52590
PROJECT: 00000
DESIGNED: JHR
REVIEWED BY. RC
SCALE: 1/4"=l'
DATE: 10/12/10
REVISION:
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PROJECT: 00000
DESIGNED: JHR
REVIEWED BY. RC
SCALE: 1/4"=l'
DATE: 10/12/10
REVISION: