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ROOF SHEATHING NAIiLIrNG ZONE ICNFO.
ZONE PI, REMAINING AREA W/8d RING SHANK @ 6" O.0 PERIMETER & 6a O.C. FIELD.
ZONE P2 'T X LENGTH W/&I RING SHANK @'4" O.0 PERIMETER & 6" O.C. FIELD.
ZONE P3 S' X S' @ HIP AND S' X LENGTH @ GABLE ENDS W/Bd RING SHANK @ 4-O.0 PERIMETER & 4" OC. FIEW .
NOTES:
19/32" CDX PLYWOOD SHEATHING
25'- 0" OR GREATER MEAN ROOF HEIGHT SHALL HAVE 10 d RINGSHANK NAILS,
.UNDERLAYMENT FELT. SHALL.13E PEEL,. & STICK OR 30# FaT COMPLYING W/- ASTM. D22G.
Certification for Design Load Comaiianea
N :
1. DESIGN CODE Florida L�21 P� 21_'4 de 2017 EdIdori writ] supp[ementB Using ASCE 7-10
DRYWALL SHALT. CONFORM WITH SECTION R702.3.I OF THE FLORIDA BUDDING
2. Structure Design is:_ Enclosed Partially Enclosed Open Building
3. Risk Category: �ll #t!
��� CODE
,,•_I �. __ _`_tV Exposure Category. ._w 8 ?C C _ _,D Ad)ustrrlent cosfgclent f =2t
4. Design Wind Velocity LO
mp#I ASDLRFD End Zone Width � ft
�C TEE O TUB SH 4$ SHAF T" CONFORM WITH SECTION'
S. Mean Roof Height: �ft. Roof Pam,. -IL-1 2 Parapet _fL
BUILDING
R7t)2.4 O£� THE FLORIDA BUILDING RES]DENT�, CODE.
6. Components & Cladding Design Pressure used: (PSF, based on Actual sq. fL @ 3Q 'MRH (worst case)
ions 1•- Z`� Zone 2:-'4rSry �, fo
_.Zone 3: 2 —Zone 4:Za ,g Zone S.M14 Garage: # l.&
WALL AND CEILING FINISHES SHALL HAVE A FLAME SPPXAD CILASSMCATION OF NOT
7. Design Loads: Floor ZL PSF RooVDead: 4EPSF RooNLlve J� PSF Balcony
GREATIIt THAN 200 AND A SMOKE DEVUOPM INDEX OF NOT TER THM 450•
`PSF
Dock _PSF Deok: PSF Stairs: PSF Fence., -'
•,,,,— _ PSF Ralling: PSF
AMC INSULATION SHALL HAVE A CRiZ�CAI g ANT F,UX NOT LESS THAN
B. Were Shear Walls Considered for Structure?! YeS_Not Appllcable Explain Why Not:
9. Is Continuous
0.I2 WATT
PER SQUARE CENT Zffi,TER. WITH A FLAME SPREAD NOT EXCEEDING 25 WITH AN
a Load -Path provided? Yes —Not applicable Explain Why Not
�—...._.. .
ACCOMPANYING SMOKE-DEVELOPP_? INDEX NOT EXC�DING 450.
FOAM BLACK INSULATION SHALL HAVE A FLAME SMEAD OF NOT MORE THAN
75 AND
SMOKE - DEVELOPED INDEX OF NOT MORE T 4N 450. '
STRUCTURAL NOTES:
TABLE R301.2(1)
CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA
1,
STRUCTURAL LUMBR TO BE HEM -FIR #2 GRADE OR BETTER WITH 1000 P.S.I. MIN. FIBER STRESS VALUE,
GROtiE<tD WIND DESIGN SEISMIC SUBJECT TO DAMAG€ FRom
WRMR ICE BARRIER
2.
CONCRETE SLABS AND FOOTINGS TO BE 2500 P.S.I. MIN,
SNOW Sp90d" Topogmphla DESIGN Frost line AIR MEAN
LOAD (mph) atfnoW JNA CATEGORY' Wt•atherlrr DZSIGN UNOERLAYMENTi FLOOD FREEZING ANNUAL
' as thb Tatmli9' TEMP' REOIIIRW 'HAZARDso INock TEMIl
3..
REINFORCING STEEL SHALL BE GRADE 60 OR BETTER WITH 30- MIN. LAP.
NA See ft R301.20) NA Negiigible NA Very
Iieuv NA NA NA
4
CONCRETE COVER OVER REINFORCING STEEL:
FOOTINGS T
FILL(SOIL) SMALL BE PLACID IN LIFTS NOT TO EXCEED 12' AND COMPACTED TO A
#
MINIMUM OF 95°% MODIFIED PROCTOR DENS17Y,
6.
ALL COMPONENT OF THIS STRUCTURE HAVE BEEN DESIGNED & SELECTED TO WITHSTAND WIND FORCES
OF THE FLORIDA BUILDING CODE 2017 EDITION PER WIND LOAD COMPLIANCE.
7.
WINDOW AND DOOR ASSEMBLY COMPONENTS TO BE CERTIFIED BY MANUFACTURER FOR WIND FORCES
OF THE FLORIDA BUILDING CODE 2017 EDITION PER WIND LOAD COMPLIANCE
DESIGN PRESSURES.
8.
FOR METHOD OF ATTACHMENT FOR DOORS AND WINDOWS, SEE PRODUCT REVIEW AFFIDAVIT:
NOTE:
-_
ALL SIMPSON STRONG TIE PRODUCTS IN CONTACT WITH TREATED LUMBER SHALL HAVE A MINIMUM Z
MAX COATING OR BETTER.
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