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4" CONC. SLAB W/ 6X6,W1.4 x W1.4 WWM
PT 2x4 SILL PLATE
1/2" DIA. x 12" A.B.@ 48" O.C. TYP.@ 24" O.C. CORNER@ EA. SIDE OPN'G.
1/2" COUPLER
UNDISTURBED EARTH OR95% MODIFIED DENSITYCOMPACT FILL
(3) #5 CONT.
#4 CONT.
1' - 8"
#5 W/ 1'-4" HOOK@ 48" O.C.
2' -
0"
8" M
IN.
2x4 @ 16" O.C.
4" CONC. SLAB W/ 6X6,W1.4 x W1.4 WWM
SIMPSON CB66
UNDISTURBED EARTH OR95% MODIFIED DENSITYCOMPACT FILL
(3) #5 CONT.
#4 CONT.
1' - 8"
#5 W/ 1'-4" HOOK@ 48" O.C.
2' -
0"
8" M
IN.
0' - 8"
P.T. 6x6SYP COL.
0' -
0 1/
2"
2x4 @ 16" O.C.
4" CONC. SLAB
1/2" DIA. x 12" A.B.@ 48" O.C. TYP.@ 24" O.C. CORNER@ EA. SIDE OPN'G.
1/2" COUPLER
2' -
0"
(3) #5 CONT.
TIE ROD
SHEATHING
PT 2x4 SILL PLATE
1
A
B
4
C
2 3
6' - 5" 6' - 2" 6' - 5"
0' - 8"
8' -
4"6'
- 8"
15' -
0"
0' -
8"
19' - 0"
0' - 8"
0' -
8"
4" CONC. SLAB W/6x6, W1.4xW1.4 WWM
6 MIL VAPOR BARRIERSMOOTH TROWEL
SLO
PE D
N.
1' -
6"
4" CONC. SLAB W/6x6, W1.4xW1.4 WWM
6 MIL VAPOR BARRIERSMOOTH TROWEL
2S101
2S101
2S101
3S101
4S101
S1015
CVR
. SEE
SPE
CS.
MIN
. LAP
30 B
AR D
IA.
CVR. SEE SPECS.
MIN. LAP
30 BAR DIA.
REINF. PERFND. DETAIL
FND. EDGE
SEE SPECS.CVR.
SEE
SPEC
S .C
VR.
REINF. PERFND. DETAIL
WOOD NOTES
1. WOOD CONSTRUCTION SHALL COMPLY WITH AMERICAN FOREST AND PAPER ASSOCIATION, AF&PA, NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) & CHAPTER 23 OF FBC.
2. COMPLY WITH "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED TO WOOD TRUSSES."
3. USE LUMBER WITH MINIMUM FB=1050/1200 PSI FOR SINGLE REPETITIVE USE AND A MODULES OF ELASTICITY, "E" OF 1,200,000 PSI (FOR WALLS AND BEAMS). PARALLEL STRAND LUMBER, PSL, AS MANUFACTURED BY TRUS JOIST MACMILLAN CORPORATION OR APPROVED EQUAL IS TO BE USED FOR MANUFACTURED WOOD COMPONENTS AND SHALL HAVE A MINIMUM FB=2900 PSI, E = 2,000,000 PSI, FV -290 PSI (DIMENSIONAL LUMBER SHALL CONFORM TO AMERICAN SOFTWOOD LUMBER STANDARDS PS-20 AND BE S4S AND GRADE STAMPED). ALL TOP PLATE WOOD MEMBERS TO BE DF/SP.
4. AT ALL BUILT-UP WOOD AND/OR ENGINEERED LUMBER BEAMS/TRUSS GIRDER BEARING LOCATIONS, A MINIMUM OF (4) 2X6 STUDS TO BE USED, U.O.N.
5. BEAMS USED AS MULTIPLE ASSEMBLY BEAMS IN LIEU OF SOLID WOOD BEAMS TO BE CONNECTED WITH 3 ROWS OF 16D NAILS AT 12" ON CENTER.
6. ONE PIECE OF 3 1/2" THICK WOOD MEMBER MAY BE SUBSTITUTED FOR TWO PIECES OF 1 3/4".7. THE INDIVIDUAL STUDS OF BUILT-UP COLUMNS TO BE ADEQUATELY FASTENED TO DEVELOP COMPOSITE ACTION OF THE ASSEMBLY.
8. AT ALL BUILT-UP WOOD COLUMNS USE SPECIFIED ANCHOR TIE DOWNS AT BASE AND TOP OF BUILT-UP COL. BEAMS OR TRUSS GIRDERS BEARING ON BUILT- UP COLUMNS TO BE ANCHORER WITH WOOD TO WOOD UPLIFT CONNECTOR.
9. USE MANUFACTURER'S REQUIRED SIZE AND NUMBER OF NAILS OR BOLTS FOR ANCHOR TIE DOWNS. HURRICANE CLIPS AND ALL CONNECTORS. ALL HURRICANE CLIPS, TIE-DOWNS AND FASTENERS TO BE STAINLESS STEEL. SIMPSON PRODUCTS THAT CANNOT BE PROVIDED IN STAINLESS STEEL, MAY BE Z-MAX GALVANIZED.
10. 5/8" PLYWOOD ROOF SHEATHING APA RATED 24/16 EXPOSURE 1 TO BE NAILED TO SUPPORTED MEMBERS WITH 10D NAILS AT 6" ON CENTER INFIELD, 3" ON CENTER ALONG ALL PANEL EDGES.
11. 5/8" PLYWOOD WALL SHEATHING TO BE NAILED TO WALL STUDS WITH 10D NAILS AT 6" ON CENTER, 3" ON CENTER ALONG THE PANEL EDGES.
12. GYPSUM WALL SHEATHING AT EXTERIOR AND LOAD BEARING WALLS TO BE SECURED TO STUDS WITH DRYWALL NAILS AT 7" ON CENTER AND 4" ON CENTER ALONG THE PANEL EDGES.
13. PROVIDE CONTINUAL LATERAL BRACING AND/OR BLOCKING BETWEEN CHORDS OF TRUSSES AS REQUIRED OR AS NOTED BY TRUSS MANUFACTURER TO ADEQUATELY TRANSFER LAODS TO SHEAR WALLS.
14. CONTRACTOR TO VERIFY THAT HURRICANE CLIPS/TIE DOWNS SHOWN WILL RESIST WIND UPLIFT FROM ROOF TRUSSES. IF UPLIFT VALUE FROM ROOF TRUSS MANUFACTURER EXCEEDS CAPACITY OF THE HURRICANE CLIP/TIE DOWN, THE CONTRACTOR SHALL PROVIDE A CONNECTOR TO RESIST THE UPLIFT LOADS. ALL HURRICANE CLIPS AND STRAPS TO BE STAINLESS STEEL PER MANUFACTURER (SIMPSON-SST300, TYPE 316-L.
15. PLACE FLAT STRAPPING BETWEEN STUDS AT ENDS OF ALL BEAM BEARING LOCATIONS. MIN 1 1/4"X30"X16 GA. FLAT STRIP WITH TWENTY-FOUR 10D NAILS TO BE PLACED AT ENDS OF BUILT-UP WOOD BEAMS.
16. ANCHOR BOLTS TO BE 5/8"X16" LONG WITH 2" SQUARE WASHERS, SPACED 32" ON CENTER U.O.N. FIRST ANCHOR BOLT IS TO BE PLACED A MAXIMUM OF 4" FROM EACH CORNER.
17. WOOD IN CONTACT WITH CONCRETE OR MASONRY WALL SHALL BE PROTECTED OR PRESSURE TREATED IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS.
18. STANDARD U.S.S. WASHERS SHALL BE USED BETWEEN WOOD AND BOLT HEADS AND NUTS. BOLTS AND SCREWS SHALL BE ASTM A-307, ALL TO BE HOT DIPPED GALVANIZED. ALL BOLTS/FASTENERS EXPOSED TO WEATHER TO BE 316 STAINLESS STEEL.
19. WOOD TRUSSES AND CONNECTIONS ARE TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. METAL PLATE CONNECTED TRUSSES SHALL COMPLY WITH THE SPECIFICATIONS FOR DESIGN OF LUMBER AND ITS FASTENINGS, TRUSS PLATE INSTITUTE DESIGN SPECIFICATIONS & THE LATEST EDITION OF FLORIDA BUILDING CODE.
20. ERECTION, BRACING AND HANDLING OF TRUSSES SHALL BE PERFORMED IN ACCORDANCE WITH REQUIREMENTS BY TRUSS PLATE INSTITUTE.
21. LOCATIONS WHERE THE RIGID CEILING IS NOT PERMANENTLY SECURED TO THE BOTTOM CHORD OF TRUSS, 2X4 MEMBERS AT 4'-0" ON CENTER SHALL BE SECURED PERPENDICULAR TO THE BOTTOM CHORD.
22. LOCATIONS WHERE ROOF SHEATHING IS NOT PERMANENTLY SECURED TO THE BOTTOM CHORD OF TRUSS, 2X4 MEMBERS AT 2'-0" ON CENTER SHALL BE SECURED PERPENDICULAR TO THE BOTTOM CHORD.
23. WANES ARE NOT ACCEPTABLE IN EXPOSED MATERIALS.
24. WHERE PRESSURE TREATED FRAMING IS REQUIRED, FRAMING SHALL BE PRESSURE TREATED USING NON, CCA METHODS, PRESSURE TREATING TO BE ACQ OR EQUIVALENT.
MINIMUM NAILING SCHEDULE:
1. JOIST OR RAFTERS TO SIDES OF STUDS 3-16d8-INCH JOIST OR LESS 1-16dFOR EACH ADDITIONAL 4 INCHES IN DEPTH OF JOIST 2-8d
2. BRIDGING TO JOIST, TOENAIL EACH ENDa. BLOCKING BETWEEN JOISTS OR RAFTERS - TO JOIST OR RAFTERS - TOENAILS EACH SIDE, EACH END 2-10db. BLOCKING BETWEEN STUDS, EACH END 2-10d toenails or 2-16d
3. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d at 16" o.c.4. TOP PLATE TO STUD, END NAIL 2-16d5. STUD TO SOLE PLATE 4-8, toenail or 2-16d, end nail6. DOUBLE STUDS, FACE NAIL 16d at 24" o.c.7. DOUBLED TOP PLATES, FACE NAIL 16d at 16" o.c.8. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d9. CEILING JOISTS TO PLATE, TOENAIL 3-8d10. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d11. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3-16d12. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d13. JOIST OR RAFTERS AT ALL BEARINGS - TOENAILS, EACH SIDE 2-10d14. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d15. BUILT-UP CORNER STUDS 16d at 24" o.c.
SILL BOLT REQUIREMENTS1. PROVIDE A MINIMUM SILL BOLT EMBEDMENT OF 7" BELOW FINISH FLOOR OR
2. PROVIDE AN ADDITIONAL SILL BOLT 6 INCHES FROM EACH END OF EACH
3. WHERE SILL PLATES ARE BORED OR NOTCHED IN EXCESS OF 1/3 OF THE
4. SET ALL SILL BOLTS WITH A SETTING TEMPLATE BEFORE PLACING
5. PROVIDE A MINIMUM SILL BOLT PROJECTION ABOVE THE CONCRETE AS SHOWN
TOP OF CURB.
PIECE OF SILL PLATE.
SILL PLATE WIDTH, PROVIDE ADDITIONAL SILL BOLTS 6 INCHES EACH SIDEOF BORE OR NOTCH.
CONCRETE. STABBING OR PUSHING OF SILL BOLTS INTO WET CONCRETE ISEXPRESSLY PROHIBITED.
ON DETAIL C.
BUTT END OR ENDOF SILL PLATE
6"
6"6"
3" MIN. WHEREDRYPACK OCCURS
TOP OF CONC.
2x NAILER, TYP.U.N.O.
BORE OR NOTCH
"W"
TYPICAL SILL PLATE ELEVATION
PLAN VIEW
MINIMUM SILL BOLT PROJECTION
A
C
B
2 1
aaa
3
2
2
21
3
2
2
a
54
5 5
a
a
5 HT
OKE
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ISTO
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ING,
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2920
CAL
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Y ROA
DT A
LLAH
ASS E
E, FL
ORID
A 32
312
p.: 8
50.3
86.71
00 -
www .
franc
epe .c
omCA
NO.
305 6
1
DE S
IGN
E R:
J.S .
FR
ANC
E
DR
AWN
BY:
JSF
REV
IEW
ED B
Y:J.
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RAN
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ISSU
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ATE:
CO
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FIL
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8C
SYM
BOL
REV
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ND
ATE
SYM
BOL
REV
ISIO
ND
ATE
A B
A B
De partm
e nt of Environmental Protec tion
Division of Re creation and Parks
Bure au of Design and Construc tion
3450 Thomasvill e Rd., Tallahasse e, FL 32309 (850) 488-5372
SHEET NO.
I SS U
E D F
OR
RE V
I EW
FOU
ND
A TIO
N P
L AN
& D
ETAI
L S
S101
11-1
4-20
14
3/4" = 1'-0"2 FOUNDATION PERIMETER DETAIL 3/4" = 1'-0"3 FOUNDATION COLUMN DETAIL
3/4" = 1'-0"4 FOUNDATION THICKENED SLAB DETAIL 1/2" = 1'-0"1 FOUNDATION PLAN
3/4" = 1'-0"5 CORNER REBAR DETAIL
APPLICABLE CODESFLORIDA BUILDING CODE - EXISTING (FBC-E) 2010 EDITIONAMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE 7) 2010 EDITIONAMERICAN CONCRETE INSTITUTE (ACI 318) 2008 EDITIONAMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) 3RD EDITION
DESIGN LOADSROOF DEAD LOAD 12 PSFROOF LIVE LOAD 20 PSF
WIND LOAD NOTESBUILDING ENCLOSURE PARTIALBUILDING END ZONE "a" 3 FEETEXPOSURE "C"INTERNAL PRESSURE +/- 0.55RISK CATEGORY IWINDLOAD Vult = 140 MHP
COMPONENTS & CLADDING ROOF (ULTIMATE)ROOF 10 SF 50 SF 100 SF
ZONE 1 -45 PSF -40 PSF -37 PSFZONE 2 -53 PSF -48 PSF -45 PSFZONE 3 -53 PSF -48 PSF -45 PSFZONES ALL 41 PSF 41 PSF 41 PSF
CONCRETE NOTES1. ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY CYLINDER COMPRESSIVE
STRENGTH lf'c) OF 3000 PSI.2. REINFORCING BARS: ASTM A-615, GRADE 40 OR 60.3. REINFORCING BAR SPLICES SHALL BE LAPPPED 24" MIN. OR 30 Db
WHICHEVER IS LARGER.4. THE MINIMUM PROTECTIVE CONCRETE COVER FOR REINFORCING BARS
SHALL BE AS FOLLOWS: CAST AGAINST & PERMANENTLY EXPOSED TOEARTH, 3" EXPOSED TO EARTH & WEATHER, 2", NOT EXPOSED TO EARTHOR WEATHER OR IN CONTACT WITH GROUND, 1 1/2"
5. COMPACT SOIL TO 95% MODIFIED PROCTOR.6. MINIMUM SOIL CAPACITY OF 2000 PSF.7. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS.
COMPONENTS & CLADDING WALL (ULTIMATE)WALL 10 SF 50 SF 100 SF
ZONE 4 -49 PSF -45 PSF -43 PSFZONE 5 -60 PSF -52 PSF -48 PSF
12
4
2x4 @ 16" O.C.
4" CONC. SLAB
PT 2x4 SILL PLATE
PT 2x4 DBL. TOPPLATE
SIMPSON H14@ EA. TRUSS
1/2" DIA. x 12" A.B.@ 48" O.C. TYP.@ 24" O.C. CORNER@ EA. SIDE OPN'G.
1/2" CDX PLY. W/10d x 2 1/4"@ 4" O.C. EDGE@ 6" O.C. FIELD@ 4" O.C. PERIMETER
1/2" CDX PLY. W/10d x 2 1/4"@ 4" O.C. EDGE@ 6" O.C. FIELD@ 4" O.C. PERIMETER
PRE-ENGINEEREDTRUSSES @ 24" O.C.
2' O.H.
SEE ARCH.FOR FINISH
1/2" DIA. ALL THREADROD @ EA. A.B.
1/2" COUPLER
SLOPE GRADE FORPOSITIVE DRAINAGE
2x BLOCKING
3x3x1/4 PLATE WASHERW/ SIMPSON RTU NUT
SEE SHT. S101FOR FND. DETAIL
12
4
SIMPSON H14@ EA. TRUSS
SIMPSON CB66
1/2" CDX PLY. W/10d x 2 1/4"@ 4" O.C. EDGE@ 6" O.C. FIELD@ 4" O.C. PERIMETER
PRE-ENGINEEREDTRUSSES @ 24" O.C.
2' O.H.
SEE ARCH.FOR FINISH
SLOPE GRADE FORPOSITIVE DRAINAGE
SEE SHT. S101FOR FND. DETAIL
P.T. 6x6SYP COL.
SIMPSON ECCQ46SDS2.5
(2) 2x12
OFF
SET
0' -
0 1/
2"
FINISH SEE ARCH.
2x4 @ 16" O.C.
4" CONC. SLAB
PT 2x4 DBL. TOPPLATE
SIMPSON H10@ EA. TRUSS
1/2" DIA. x 12" A.B.@ 48" O.C. TYP.@ 24" O.C. CORNER@ EA. SIDE OPN'G.
1/2" CDX PLY. W/10d x 2 1/4"@ 4" O.C. EDGE@ 6" O.C. FIELD@ 4" O.C. PERIMETER
PRE-ENGINEEREDTRUSSES @ 24" O.C.
SEE ARCH.FOR FINISH
1/2" DIA. ALL THREADROD @ EA. A.B.
1/2" COUPLER
2x BLOCKING
3x3x1/4 PLATE WASHERW/ SIMPSON RTU NUT
SEE SHT. S101FOR FND. DETAIL
PT 2x4 SILL PLATE
1
A
B
4
C
2 3
6' - 5" 6' - 2" 6' - 5"
8' -
4"6'
- 8"
15' -
0"
19' - 0"
EXT. SHEAR WALLTYPICAL
VERT. ALL THREAD RODTIE DOWN, TYP.
6x6 COL.(4) TYPICAL
1' - 6"
9' - 6"
1' - 6"
2' -
0"
2' - 6"
6' - 1"
2' - 6"
6' - 1"
2' -
0"
HB HB HB HB
HB
HB
HB HB HB
3S102
4S102
2S102
2S102
2S102
TYP.
1' - 6"
TYP.
1' -
6"
SIMPSON CCQ46SDS2.5TYPICAL
1/2" THRU BOLT W/ WASHERSCOUNTERSINK BOLT ENDSTYPICAL
1/2" THRU BOLT W/ WASHERSCOUNTERSINK BOLT ENDSTYPICAL
PT 6X6 COL.TYP.
4x6 KNEE BRACETYPICAL
2x12 W/ 1/2" PLY. CONT.FASTENED W/ (2) ROWS10d GALV. NAILS @ 12" O.C.
TYP.
1' - 0"
0' -
2"0'
- 2"
TIE ROD
(2) 2x10 W/1/2" PLY.HEADER BEAM
TOP PLATE
SIMPSON LSTA12@ HEADERS &
LSTA 21 @ BEAMS
(1) JACKSTUD
MAX. 8"
STUD PACK
MIN.
0' - 6"#2 S.Y.PTOP PLATE
SPLICE OVER STUDSTAGGER TOP & BOTT.2x SPLICES
1/4" THK. x 12" S.S. PLATEW/ (12) #14 SS SCREWS
OVER SPLICE
OKE
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TTL E
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3015
CO
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LTA N
T:FR
ANCE
E NGI
NEER
ING,
LLC.
2920
CAL
LAWA
Y ROA
DT A
LLAH
ASS E
E, FL
ORID
A 32
312
p.: 8
50.3
86.71
00 -
www .
franc
epe .c
omCA
NO.
305 6
1
DE S
IGN
E R:
J.S .
FR
ANC
E
DR
AWN
BY:
JSF
REV
IEW
ED B
Y:J.
S . F
RAN
CE
ISSU
E D
ATE:
CO
MP.
FIL
E N
o.:
STA
TE P
RO
JEC
T N
o.:
14- -.
001
609 2
8C
SYM
BOL
REV
ISIO
ND
ATE
SYM
BOL
REV
ISIO
ND
ATE
A B
A B
De partm
e nt of Environmental Protec tion
Division of Re creation and Parks
Bure au of Design and Construc tion
3450 Thomasvill e Rd., Tallahasse e, FL 32309 (850) 488-5372
SHEET NO.
I SS U
E D F
OR
RE V
I EW
WA L
L SE
CT I
ON
& D
E TA I
LS
S102
11-1
4-20
14
3/4" = 1'-0"2 01 EXT. WALL SECTION 3/4" = 1'-0"3 02 COLUMN SECTION
3/4" = 1'-0"4 03 EXT. WALL SECTION 1/2" = 1'-0"1 TIE DOWN PLAN
3/4" = 1'-0"5 PORCH BEAM DETAIL 1 1/2" = 1'-0"6 TYPICAL HEADER BEAM DETAIL
1 1/2" = 1'-0"7 TOP PLATE NAILING DETAIL
SEE DETAIL 2/S103 SEE DETAIL 2/S103
1
1
A
B
4
4
C
2 3
SIMPSON H14 OR EQUAL
SIMPSON LGT2SEE DETAIL 08
GIR
DER
TR
USS
GIR
DER
TR
USS
HIP
HIP
RIDGE
HIP
HIP
SIMPSON HCP2 OR EQUAL@ WALL ENDS & BEAMCORNERS
4:12
4:12 4:12
4:12
T/ BRG WALL BLKNG W/ SIMPSON RBC OR EQUAL17' - 3 1/4"
(2) 2x12
(2) 2
x12
(2) 2
x12
SIMPSON MGTSEE DETAIL XX
SIM
PSO
N H
14 O
R E
QU
AL
SIMPSON MGT2SEE DETAIL 09
SIMPSON LGT2SEE DETAIL 08
SIMPSON MGT2SEE DETAIL 09
COLUMN
SIMPSON CB66OR EQUAL
3000 PSI, MIN.
COLUMN
SIMPSON CBSQ OR EQUAL
TOP PLATE
TRUSS OR RAFTER
H14 CLIPPLACE NAIL IN EA. HOLE
SEE ARCH.FOR FINISH
P.T. 6x6SYP COL.
SIMPSON ECCQ46SDS2.5
PT (2) 2x12
2x12 PT
SIMPSON TS12
2x STUDPACK
2x12 PT
SIMPSON LSTA21OR EQUAL
SIMPSON LSTA21OR EQUAL
FIEL
D S
PAC
ING
NO
TE 3
EDGESPACINGNOTE 2
PERIMETERSPACINGNOTE 1.
NOTE:
1. FOR SHEATHING PERMITER SPACING TO BE 4" O.C.
2. FOR PLY. SHEATHING EDGE SPACING TO BE 4" O.C.
3. FOR PLY. SHEATHING FIELD SPACING TO BE 4" O.C.
ROOF SHEATHING NAILING SCHEDULE
FIEL
D S
PAC
ING
NO
TE 3
EDGESPACINGNOTE 2
PERIMETERSPACINGNOTE 1.
NOTE:
1. FOR SHEATHING PERMITER SPACING TO BE 4" O.C.
2. FOR PLY. SHEATHING EDGE SPACING TO BE 4" O.C.
3. FOR PLY. SHEATHING FIELD SPACING TO BE 4" O.C.
WALL SHEATHING NAILING SCHEDULE
TRUSS GIRDER
SIMPSON LGTOR EQUAL
(2) 2x12 BEAM
TRUSS GIRDER
SIMPSON MGTOR EQUAL
STUD PACK
TIE ROD
OKE
ECH
OBE
E BA
TTL E
FIEL
D H
ISTO
RIC
STA
TE P
ARK
DAY
USE
RE S
T RO
OM
OK E
E CH
OB E
E , F
LOR
IDA
SH
EET
TIT L
E
PR
OJE
CT
T ITL
E
J. S
CO
TT F
RAN
CE
FL P
E N
O. 6
3015
CO
NSU
LTA N
T:FR
ANCE
E NGI
NEER
ING,
LLC.
2920
CAL
LAWA
Y ROA
DT A
LLAH
ASS E
E, FL
ORID
A 32
312
p.: 8
50.3
86.71
00 -
www .
franc
epe .c
omCA
NO.
305 6
1
DE S
IGN
E R:
J.S .
FR
ANC
E
DR
AWN
BY:
JSF
REV
IEW
ED B
Y:J.
S . F
RAN
CE
ISSU
E D
ATE:
CO
MP.
FIL
E N
o.:
STA
TE P
RO
JEC
T N
o.:
14- -.
001
609 2
8C
SYM
BOL
REV
ISIO
ND
ATE
SYM
BOL
REV
ISIO
ND
ATE
A B
A B
De partm
e nt of Environmental Protec tion
Division of Re creation and Parks
Bure au of Design and Construc tion
3450 Thomasvill e Rd., Tallahasse e, FL 32309 (850) 488-5372
SHEET NO.
I SS U
E D F
OR
RE V
I EW
RO
OF
P LA N
& D
ETAI
L S
S103
11-1
4-20
14
1/2" = 1'-0"1 ROOF FRAMING PLAN
6 SIMPSON CBSQ POST ANCHOR
4 SIMPSON CBSQ POST CAP3 SIMPSON H14 HC
1 1/2" = 1'-0"2 03 END COLUMN SECTION 1 1/2" = 1'-0"5 BEAM TO WALL DETAIL 1 1/2" = 1'-0"7 SHEATHING NAILING SCHEDULE
1 1/2" = 1'-0"8 SIMPSON LGT GIRDER ANCHOR
1 1/2" = 1'-0"9 SIMPSON MGT GIRDER ANCHOR
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