HomeMy WebLinkAboutPLANS 1.,v
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32 75'
25'@ 12:1 MAX. SLOPE 2.79' 5'
2.76'
3'
3'x3' LANDING AND
STEPS FOP EMERGENCY
ACCE55 ONLY
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STEPS
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2x6 P.T. WOOD DECKING W1 (2) 3" 4x4 P.T. WOOD
DECK SCREWS AT EA. 2x8 LOCATION COLUMN
PROVIDE 1/4" MAX. SPACE (TYP-)
BETWEEN WOOD DECKING
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ilt
(TYP.)
FLOOR PLAN
24' 1 24' 1
FRAMING PLAN
SCALS: 1/4' = 1'
,'x7.33'LANDING
CERTIFICATION FOP DESIGN LOAD COMPLIANCE:
1. DESIGN CODE: FLORIDA BUILDING CODE 2010 EDITION
2. STRUCTURE DESIGN IS OPEN BUILDING
3. RISK CATEGORY: I EXP05URE CATEGORY: C
4. DESIGN WIND VELOCITY: 160 MPH END ZONE WIDTH: 5 FT.
5. MEAN ROOF HEIGHT: 2 FT7-
6. COMPONENTS & CLADSING DESIGN PRESSURE USED:
(PSF, BASED ON ACTUAL SQ. FT. @ 2 FT. MPH (WORSE CASE))
ZONE 1: -42.1 ZONE 2: -50.0 ZONE 3: -96.3 ZONE 4: -43.3
ZONE 5: -:��7_5
7. DESIGN LOADS: DECK 100 PSF STAIRS 100 PSF
HANI)RAILS & GUARDRAILS 50 PLF AND
200 LB CONCENTRATED LOAD
8. WERE SHEAR WALLS CONSIDERED FOR STRUCTURE? YES
9. IS A CONTINUOUS LOAD PATH PROVIDED? YES
10. DESIGN SOIL BEARING PRE55UPE: 2000 P5f�___
SOIL BORING TEST REQUIRED: NO (WILL BE LOCATED ON
EXISTING CONCRETE SLAB)
PROVIDE (2) 2x6 P.T. WOOD
TREADS FOR EACH STEP W1 (2)
3" DECK SCREWS AT EA. 242
STRINGER LOCATION
:(3) TREADS @ 11" EA.
(4) RISERS @ 6-1/4" EA.
BACKPLATE5
VO (2) 3" DECK SCREWS
. STRINGER LOCATION
IT 2 LOCATIONS)
D.T. WOOD
JMN5
P.T. WOOD
lk STRINGERS
qCHED TO 4x4 P.T.
WOOD COLUMNS W1
(2) 5/16" STEEL BOLTS & NUTS
(TYP. 2 LOCATIONS)
THrzeg PLANS AND ALL PROPOSED WORK
ARE WBJECT TO ANY CORRECTIONS
REQUIRED BY FJILD iNSPEC"S THAT
MAY BE NEGIMMY IN'MM TO
COUPLY WITH ALL APPLICABLE CODES.
N
SCANNED
BY
St Lucie County
NOTES:
STRUCTURAL LUMBER TO BE HEM -FIR #2
GRADE OR BETTER WITH 1,000 PSI MIN.
FIBER STRESS VALUE
2. ALL COMPONENTS OF THIS STRUCTURE HAVE
BEEN DESIGNED & SELECTED TO
WITHSTAND WINE) FORCES OF THE FLORIDA
BUILDING CODE 2010 EDITION PER WIND
LOAD COMPLIANCE.
ST LUCIE
BUILDING
FOR
:D BY
bATE.A . IPF.e
P5. S PERMIT
S
'W 7
ON JOB OR
MUSTBE �PTONJOBOR
NO INSPECTION NVILL BE MADE
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2x4 P.T. WOOD
TOP RAIL ATTACHED TO
4x4 P.T. COLUMNS W/
(2) 3" WOOD SCREWS
AT EA. COLUMN
(TYP.)
12"42" MIN. RETURN
ATTACHED BACK TO
4x4 P.T. COLUMN
(TYP-)
12"
2x4 P.T. WOOD
BRACE ATTACHED TO
4x4 P.T. COLUMNS W1
(2) Y WOOD SCREWS
AT EA. COLUMN
(TYP.)
EX 6- CONC. SLAJI
ELEVATION PLAN - OUTSIDE
1-1/2" 0 CONTINUOUS
ALUMINUM OR WOOD
HANDRAIL ATTACHED
TO 4X4 P.T. COLUMNS
W1 (2) 3/16"xl-1/2"
GALVANIZED LAG
BOLTS AT EA. COLUMN
(TYP.)
SCALE1 1/4' = I
2x4 P.T. TOE KICK
ATTACHED TO EA.
4x4 P.T. COLUMN
W/ (2) 3" WOOD SCREWS
(TYP.)
--7
EX. 6" coNca;�B
2x8 P.T. WOOD
BEAMS ATTACHED TO
4x4 P.T. WOOD
COLUMNS W1 (2) 5/16"
STEEL BOLTS & NUTS
(TYP.)
2x4 P.T. TOE KICK
ATTACHED TO EA.
4x4 P.T. COLUMN
W/ (2) Y WOOD SCREWS
(TYP.)
- - - - LL - - - - Ll - - - - L[
— — — — -- — — — - 4 A
— — — — — — — — — — — — — — . . . . . . . . .
ELEVATION PLAN - INSIDE
SCALE; 1/4" = V
1-1/2" 0 CONTINUOUS
ALUMINUM OR WOOD
HANDRAIL
(TYP.)
ATTACH HANbRAILS
W1 (2) 3/16"xl-1/2"
6ALVANIZED LAG
BOLTS AT EA. COLUMN
(TYP.)
HANDRAIL DETAIL
SCALE: 1-1/2'zl'
2x4 P.T.
WOOD
COLUMN
(TYP.)
ex-6; cm—c--sum— 7
�2x8 P.T. WOOD
BEAMS ATTACHED TO
4x4 P.T. WOOL)
COLUMNS W1 (2) 5/16"
STEEL BOLTS & NUTS
(TYP.)
4x4 P.T. WOOD
COLUMN
(TYP.)
4X4 P.T. WOOD
COLUMN
(TYP.)
ATTACH HANDRATL5
W1 (2) 3/16"xl-1/2"
GALVANIZED LAG BOLTS
AT EA. COLUMN
(TYP. @ MAIN LOCATION)
I --
4x4 P.T. WOOD
COLUMN
(TYP. 2 LOCATIONS)
2xB P.T. WOOD
BEAMS ATTACHED TO
En�4x4 P.T. WOOD
COLUMNS W1 (2) 5/16"
STEEL BOLTS & NUTS
7 (TYP. 2 LOCATIONS)
—2xl2 P.T. WOOD
STRINGERS
(TYP. 2 LOCATIONS)
PROVIDE (2) 2x6 P.T. WOOD
TREADS FOR EACH STEP W1 (2)
3" DECK SCREWS AT EA. 2x12
STRINGER LOCATION
THREE (3) TREADS @ 11" EA.
FOUR (4) RISERS @ 6-1/4" EA.
2x6 BACK PLATES e EA. STEP
W1 TWO (2) 3" DECK SCREWS
AT EA. STRINGER LOCATION
(TYP. 2 LOCATIONS)
STAIR PLAN - INSIDE
SCALE: 1/4' = I
2x4 P.T.
242 P.T.
WOOD COLUMN
WOOD BEAM
(TYP.)
(TYP.)
3/8"X2-1/2"
GALVINIZEb
STEEL LAG BOLT
W1 WASHER
(TYP.)
5116Yx2"
1-1/2"xl-1/2"xl
TAPCON
4 STEEL ANG�JE
(ffyp.)
@EA. COLU N
4
,TYP,)
----------------
EX. 6"CONC. SLAB
'VOLUMN ANCHOR DETAIL
F I L 5 E' COP w SCALE: 1-1/2"= V
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2x6 P.T. WOOD DECKING W/ (2) 3"
DECK SCREWS AT EA. 2XB LOCATION
PROVIDE 1/4" SPACE
BETWEEN WOOD DECKING
(TYP.)
2x8 P.T. WOOD
BEAMS ATTACHED TO
4x4 P.T. WOOD
COLUMNS W1 (2) 5/16"
STEEL BOLTS & NUTS
(TYP.)
�r
MAX.SLOPE
33'±
4x4 P.T. WOOD
COLUMN
(TYP.)
FLOOR PLAN
SCALe: 1/*-zl*
2x8 P.T. WOOD
BRACES @ 48" MAX. O.C.
ATTACHED TO 2x8 P.T.
WOOL) COLUMNS W1 (2) 3"
WOOD SCREWS AT EA. END
(TYP.)
4'
in
CERTIFICATION FOR DESIGN LOAD COMPLIANCE:
1. DESIGN CODE: FLORIDA BUILDING CODE 2014 EDITION
2. STRUCTURE DESIGN IS OPEN BUILDING
3. RISK CATEGORY: I EXPOSURE CATEGORY: B
4. DESIGN WIND VELOCITY: 160 MPH END ZONff WIDTH: 4 FT.
5. MEAN ROOF HEIGHT: 2 FT.
6. COMPONENTS & CLADDING DESIGN PRE55URE USED:
(PSF, BASED ON ACTUAL SQ. FT. @ 2 FT. MPH (WORSE CASE))
ZONE 1: -42.1 ZONE 2: -50.0 ZONE 3: -96.3 ZONE 4: -43.3
ZONE 5: -57.5
7. DESIGN C05-A'55: DECK 100 PSF STAIRS 100 P5F
B. WERE SHEAR WALLS CONSIDERED FOR STRUCTURE? YES
9. IS A CONTINUOUS LOAD PATH PROVIDED? YES
10. DESIGN SOIL BEARING PRE55URE: 2000 PSF�_
SOIL BORING TEST REQUIRED: NO (WILL BE LOCATED ON
EXISTING CONCRETE SLAB)
PROVIDE (2) 2x6 P.T. WOOD
TREADS FOR EACH STEP W/ (2)
3" DECK SCREWS AT EA. 2x12
STRINGER LOCATION
THREE TREADS @ 11" EA.
THREE (3) RISERS e 8 5/16" EA.
(TYP.)
4x4 P.T. WOOD
COLUMNS
(TYP.)
41" 42.5" 1 42.5"
1 42.5" 42.5" 42.5" 42,5"
48"
2x12 P.T. WOOD
STAIR STRINGERS
ATTACHED TO 4X4 P.T.
FRAMING PLAN
Cm
WOOD COLUMNS W1
1 24" 1 24" 1 (2) 5/16" STEEL BOLTS & NUTS
5CALE: 1/4' = 1'
(TYP.)
2x4 P ' T ' WOOL)
vv
TAC
BRACE ATTACHED TO
BRACE
WOOD
2X4 P.T. WOOD
4X4 P.T. COLUMNS W/
4X4 P T COLUMNS W/
P.T. WOOD
TOP RAIL ATTACHEb TO
IED To
(2) 3" WOOD SCREWS
(2) 3" WOOD SCREWS
/�4x4
COLUMN
4x4 P.T. COLUMNS W/
NS W
AT EA. COLUMN
AT EA . COLUMN
(TYP.)
'R EWS
(2) 3" WOOD SCREWS
(TYP.)
(TYP.)
AT EA. COLUMN
UMN
(TYP.)
2x8 P.T. WOOD
BEAMS ATTACHED TO
4x4 P.T. WOOD
COLUMNS W1 (2) 5/16"
STEEL BOLTS NUTS
(TYP.)
j
— — —
EX��6 CONC. 5LAS
_MC
70 .5F�FB 7
— — — — — — — — — — —
— --- — — — — — — — — — — — -- —
— — — — — — --- — — — — — — —
ELEVATION PLAN
5CALE: 1M = V
NOTES:
STRUCTURAL LUMBER TO BE HEM -FIR #2
CPA DE OR BETTER WITH 1,000 P51 MIN.
FIBER STRESS VALUE
2. ALL COMPONENTS OF THIS STRUCTURE HAVE
BEEN DESIGNED & SELECTED TO
WITHSTAND 1 0" �,,T P E�FJLORIDA
T
BUILDI 2014 ED 1,10N RE ND
RE
NC C�
, CODA
LOAD COMPLIA C . kh
SCANNED
BY
St. Lucie County
ST, LUCIE COLWy ouffDiNrj
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