HomeMy WebLinkAbout95-5396
BUILDING PERMIT ---
CITY OF ZEPHYRHILLS Permit N!
(813) 788-6611
j-539W
b ~~IJ
~LDIN"2)
,. \ 6V
ol-''::> .
0LECTR~
P,"..rtyOwn." ~~?>>fftJ< ...I~
Job Address: <...393 /1.-
ParceII.D.# /() - Ol-b -cJ.j- O/~CJ - rJOOOD- D-.~--....o D
Zoning: ~ C1 Code: Radon Gas: / ~
Description of Wor~ ~ 'I od..P' A..LP AI1 ~ /? LA
Date 11-- / 7 - ,7~--
PLUMBING
MECHANICAL
Sewer Conn
Water Conn:
Water Meter:
T.I.F:s:
NO OCCUPANCY BEFORE C.O.
FINAL
C.O.
I " L G,--
DATE
Complete Plans, Specifications and Fee Must Accompany Application.
All work shall be performed in accordance with City Codes and Ordinances.
City License Registration #
State Certified License#
r:l7'f
Inspector
P~rmitFee\ ~~Z?
Slgna~
Company
Address
Telephone#
DATE
W/rL;
Valuation or
Contract Price
y-s Cro.- Ol)
,
---.....,
rR~~
)t; a/>7;,; ,97
BUILDING ELECTRICAL
Ftr. 1!5J,-fJ/ll.!.P' Servo
Pre SLBQ Rough In 12...."S-~~ &8
Lintel Meter Can
FRM. /2.-15-95" /f:LL.. Const. Pole
Insul. CL I}, (5 .~'5 ~,/;..(..,POOI
WL I Pre-Meter
Final
PLUMBING
-
MECHANICAL
SLB
Tub Set
Water
Sewer
Final
Breakers
Ducts Insl.
Compressor
Final
Driveway
S~eA-11-1: lo#~ \d.,\I...t;1S' 6, LL
REINSPECTION FEES: When extra inspection trips are necessary due to anyone of the following reasons, a
charge of Fifteen and 00/100 Dollars ($15.00) shall be made for each trip for each trade:
a. Wrong Address
b. Condemned work resulting from faulty construction.
C. Repairs or corrections not made when inspection called.
d. Work not ready for inspection when called.
e. Permit not posted on job site.
f. Plans not at job site.
g. Work not accessible.
The payment of inspection fees shall be made before any further permits will be issued to the person owning'
same.
, .
CITY OF ZEPHYRHILLS BUILDING DEPARTMENT
OWNER 5AMu{'\ ':\ -S;oy(!e --C)CPA-S.C~~U\ \e
JOB LOCATION · 3l34lo 'CDf(NlA)~ll~(<j oc:.- W~rJG-( WOOQ
\ o. Ll.o -d- \ - O\"d-o-QOo,oQ -0 soD
PARCEL 1.D, It
SHOW ALL EXISTING & PROPOSED STRUCTURES GIVING DIM~NSIONS & SETBACKS.
(p~;
.
to'
+ '71
Aoe I ION
\ 0 )<, I ~' .
.
t;~IS~t ""(ii.
Home
'l a,.~q,
.
UTILITY BUILDINGS
H\JS'l' S H G\~ fJI~~ &.
. FOUNDATION INFOR-
. HATION,
(NOTE EXAMPLES 1 & 2 ) STREET
1. SETBACKS FOR Rl, R2 ZONING
60'-
10'
p E
R X
0 I
, 10' P S 10'
0 T
S I
E N
D G
20'
FRONT PROPERTY LINE
FRONT PROPERTY LINE
.
.
03
(J-.,f-A}Ik)IA:LL Oai Uf
2. SETBACKS FOR R3 ZONING
60'
1 0'
10'
10' EXISTING 10'
PROPOSED
20'SGL FAH 30'DUPLEX
'.
1 0'
.
FRONT PROPERTY LINE
a........._.....~......4VU .a.-v....", ....a....a.U'L.L.a.
CITY OF ZEPHYRHlLLS
BUILDING DEPARTMENT
l:)c4)A~'A-\e PHONE
c.clLNWA-\ \ '--o~.J l> e..
WORK PROPOSED: ____New Construction XAddition ~teration -Repair _Install
____Sign ---'1ove ____DeJlolish
PROPOSED USE: ~ingle Family ____KIF _' of Units _K/H
_eo..ercial _Indust. _Swim. Pool _Other
____Restaurant & Health Department Approval
DESCRIPTION OF WORK:
BUILDING SIZE: 10 X
GlAsS. ) Sc.(2L t'.1O e.OO (Y\
I
10, J~() Square Feet, 8
Height
RES lDENTIAL:
COMMERCIAL :
ATTACH (2) PLOT PLANS & (2) SETS OF BUILDING PLANS & (1) SET ENERGY FORMS.
ATTACH (3) SETS OF BUILDING PLANS & (1) SET ENERGY FORMS.
PROPERTY SURVEY REQUIRED FOR ALL NEW CONSTRUCTION.
LBUILDING
XELEC'l'RICAL
PERMITS REOUESTED
$ ..4-500 0 ~
Valuation of Total Construction
AMP Service
Florida Power Corp.
y
W.R.E.C.
-KECHAlUCAL
$
Valuation of Mechanical Installation
____PLUMBING GAS ROOFING SPECIALTY
TYPE OF CONSTRUCTION: _Block .)(' Fr8lle _Steel Other
FDfISHED FLOOR ELEVATIONS: ~ FT. IS PROJECT IN FLOOD ZONE AREA?
******************************************
YES NO
Si
CONTRACTOR SECTIO~
COKPANY.:R~mA1\) Cb NS{e.,u..c\-i'<.1 :J
State Cert. or Regist. , Q &C.-O~S\-34.
City License Registration' -e.g ~ '7 Y
******************************************
:::;.. ./ '-. ~ COMPANY MMZ:.-~ I\J t;\ee:t'R_{' e..
.' ~ -,)> ,-----, , " State Cort. or Regis t. . 5. e 'I 0 \3 '+4,i
=-~L-... ~~. City License Registrlltion' ~ 1_
******************************************
PLUMBER COMPANY
State Cert. or Regist. t
Signature City License Registration ,
******************************************
MECHANICAL COMPANY
State Cert. or Regist. ,
Signature City License Registration'
******************************************
.QIIlEB COMPANY
State Cert. or Regist. ,
Signature City License Registration'
******************************************
APPLICATION APPROVED BY PERMIT OFFICER.
LUNJJlT lUN::> UJ~' )!J~RJ"'U.T AE'F'IDA V 1. T
'- A.~ NOTICE OF DEED RESTRICTIONS
The undersigned understands that this perlit lay be SubjE~Ct tc "deed restrictions" which lay be IIOre restrictive than City
regulations. The undersigned assUles responsibility for cOlpliance with any applicable deed restrictions.
B. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES
If the owner has hired a contractor or contractors to uncertake work, they lay be required to be licensed in accordance with
state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor lay be
cited for a lisdeJeanor violation under state law. If tiie owner Of intended contractor are uncertain as to what licensing
reguirelents lay apply for the intended work, they are advised to contact tile City of Zephyrhills Building DepartJent, (813)
788-6611.
Further.ore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the
.Contractor Sections' of this application for which they will be responsible. If you, as the owner sign as the contractor,
you are indicating that you, rather than the contractor, are responsible for the work. If the contractor wishes you to sign
as contractor that lay be an indication that he is not properly licensed and is not entitled to perlitting privileges in the
City of Zephyrhills.
C. TRANSPORTATION IMPACT FEES AND UTILITY CONNECTION FEES
D. CONSTRUCTION LIEN LAW (CHAPTER 713, FLORIDA STATUTES, AS AMENDED)
I certify that I, the applicant, have been provided with a copy of'''Florida's Construction Lien Law - Hoaeowner's Protection
Guide" prepared by the Florida Departlent of Agriculture and ConsUler Affairs. If the applicant is sOleone other than the
"owner", I certify that I have obtained a copy of the above described docUlent and prolise in good faith to deliver it to the
"owner" prior to couencl!lent.
E. CONTRACTOR'SjOWNER'S AFFIDAVI~
I certify that all the inforaation in this application is accurate and that all work will be done in cOlpliance with all
applicable laws regulating construction, zoning, and land developlent.
Application is hereby lade to obtain a pertit to do work and installation as indicated. I certify that no work or
installation has cOllenced prior to issuance of a peIlit and that all work will be perf OIled to leet standards of all laws
regulating construction, City codes, zoning regulations, and land develop.ent regulations in the jurisdiction. I also
certify that I understand that the regulations of other govel1llental agencies lay apply to the intended work, and that it is
IY responsibility to identify what actions I lust take to be in cOlpliance. Such agencies include but are not lilited to:
t DepartJent of EnviroDlental Regulation - Cypress Bayheads, Wetland Areas and EnviroDlentally Sensitive Lands,
Water/Wastewater Treatlent
t Southwest Florida Water ManageJent District - Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses
t AIIY Corps of Engineers - Seawalls, Docks, Navigable Waterways "
t DepartJent of Health & Rebabilitative Services, EnvirODlental Health Unit - NeIls, Wastewater rreatJent, Septic ranks
t US EnvirODlental Protection Agency - Asbestos abatement .
I also certify that, if fill laterial is to be used in Flood Zone "A. or "A, etc. ", it is understood that a drainage plan
addressing a 'cOlpensating volUle' will be subtitted which is prepared by a professional engineer registered in the State of
Florida prior to perlit issuance.
A perlit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel alter, or
set aside any provisions of the technical codes, nor shall issuance of a per.it prevent the Building Official frOJ thereafter
requiring a correction of errors in plans, construction, or violations of any code. Every perJit issued shall becOle invalid
unless the work authorized by such perlit is cOlleDced within six IOnths of issuance, or if work authorized by the perlit is
suspended or abandoned for a period of six IOnths after the tile the work is cOlllenced. One 90 day extension of tile, laY be
allowed for the perJit with fee charge of $15.00. The extension shall be requested in writing to the Building Official. An
approved inspection lUst be logged during each six IOnth period, or the project will be considered abandoned.
WARMING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COKMENCKMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVKMEHTS TO YOUR
PROPERTY. IF YOU IllTEHD TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT. JOBS UNDER $2,500 IN VALUE DO NOT NEED TO RECORD AND POST A "HOT ICE OF COMMENCEMENT",
...,....-. ~ ~, - ~
r-'- -=:> ~
- ... --:::::--, ,,,
~tmAGEMT -- SIGXATU~~ ...
STATE OF FLORIDA ~
COUllTY OF ' 'A.s c 0
The foregoing instrument was acknowledged
before me this~{)V /'( , 19~ by
STATE OF FLORIDA
COUNTY OF ~1I..s c 0
The foregoing instrument
before me thisv"}1 tfV /4
was acknowledged
, 191L.... by
who is personally known to me r who has
produce
as identification and who did/did not
take ~ v-m ,--L~/1
(Signature)
(Nam~ Typed, Printed or Stamped)
NOTARY PUBLIC
~"
*~*
#e.~
~perSOnallY ~or wbo bas
pro uced
as identification
take an h.
(Signature)
(Name Typed, Printed or Stamped)
NOTARY PUBLIC
DONNA M SINCLAIR
MyCom~~nCC~18
Expi,es Jun. 14. 1998
#A'
*~
e~*
DONNA M SINOLAIR
My Commission CC382019
Expir.." Jun, 14,1998
DiPasquale Addition
WIND LOAD ANALYSIS
for:
Ryman Construction
by:
Catalano Engineering, Inc.
11/7/95
Page 1
es Catalano, P. E.
] 1/7/95
I.) Location: Pasco County, FL.
II.) Design wind velocity:
100 (mph)
III.) Construction:
I-story
Hip roof
Fiberglass shingles
1/2" CDX plywood roof sheathing
Wood trusses
Wood frame const.
Slab on Grade, (4")
Monolithic footing
IV.) Geometry
Height of ridge (ft.): 12.0
Mean roof Height = 10.0 ft
Height of eave (ft.): 8.0
Building Length (ft): 16.0
Building Width (ft.): 10.0
Roof pitch ("per ft. hz.): 4.0
Roof overhang (ft): 1.0
Longitudinal exposure = 200.0 sf
Transverse exposure = 108.0 sf
Plan area under roof = 160 sf
Page 2
DiPasquale Addition
es Catalano, P. E.
11/7/95
v.) Horizontal pressure:
P = Pv( GCp )(1)
DiPasquale Addition
Use Factor ( I ) = 1.0
Velocity Pressure (Pv) :
Height. (it) Pv(psf)
0-15 21.0
20 23.0
40 28.0
60 3 1.0
Pressure coefficient (GCp) :
Zone Transverse Parallel Location
1 0.80 N/A Sidewall
2 -0.75 -1.00 Roof
3 -0.75 -0.65 Roof
4 -0.70 N/A Sidewall
5 N/A 0.65 Endwall
6 N/A -0.55 Endwall
Transverse pressure (Ph) :
Longitudinal pressure (PI) :
Height (it) Pressure (pst)
0-15 3 1.5
15-20 34.5
20-40 42.0
40-60 46.5
Hei~ht (it). , Pressure. (pst)
0-15 25.2
15-20 27.6
20-40 33.6
40-60 37.2
Therefore ;
"Transverse pressure governs horizontal design"
Page 3
!
es Catalano, p, E.
11/7/95
VI.) Uplift pressure (U):
Pressure coefficient (GCp) :
Transverse pressure (Ph) :
Longitudinal pressure (PI) :
Therefore ;
U=Pv(GCp)(I)
DiPasquale Addition
:lZ6rie :mTiililiiVerse Parimit !:E6Cition:?
....................... ....... ............................... .......................... .... ................................
....................... ............................... .......................... ................................
..................
1 o. 80 N/A Sidewall
2 -0. 75 - 1 00 Roof
3 -0. 75 -0. 65 Roof
4 -0 70 N/A Sidewall
5 N/A o. 65 Endwall
6 N/A -0. 5 5 Endwall
Height (ft) Pressure (psi)
0-1 5 -1 5.8
15-20 -17.3
20-40 -21 .0
40-60 -23 .3
Height eft) Pressure (pst)
0-15 -21.0
15-20 -23.0
20-40 -28.0
40-60 -31.0
"Longitudinal pressure governs uplift design"
Page 4
VII.) Net Uplift
DiPasquale Addition
Roof Deadloads:
(SBC Appendix A)
Element Description Wei@t{pst)
Covering Fiberglass Shingles 2.0
Sheathing 1/2" CDX 1.6
Framing Wood Trusses @ 24" O.c. 6.0
Ceiling 1/2" Gypsum 2.2
Total Roof Load =
11.8
psf
Height (ft) Uplift. Pressure(pst) Roof Load (pst) Net. Uplitl(pst)
0-1 5 -21 .0 1 1 .8 -9.2
1 5-20 -23.0 1 1 .8 -1 1 .2
20-40 -28.0 1 1 .8 -16.2
40-60 -3 1 .0 1 1 .8 -19.2
VIII.) Hold-down at truss connection:
Maximum truss length =
12.0 ft
(Assumes building width + 2 x overhang)
Truss spacing (ft) =
2
ft
Height (ft) Contrib. area (st) NetUplift (pst) '" "'Uplift perbrg... (lbs)
0-15 24.0 -9.2 -11 0.4
15-20 24.0 -1 1.2 -134.4
20-40 24.0 -16.2 -194.4
40-60 24.0 -19.2 -230.4
** SpecifY hold-down accordingly, FS 'built in' to Mfr's tables.
Page 5
IX.) Overall Moment Stability (Overturning):
Resisting Moment:
Dead loads above slab:
Roof area:
Dead Weight:
Total Weight =
Exterior Walls:
Wall height:
Unit weight:
Total Weight =
DiPasquale Addition
W(I)
160.0 sf
11.8 psf
1888.0 Ibs
(Neglect overhang; conservative)
1888.0
52.0 If
8.0 ft
11.0 psf ( SBC Appendix A)
4576,0 Ibs
4576.0
Interior Walls: 0.0 If
Wall height:
Unit weight:
Total Weight =
Total Resisting Dead Load (W) :
Dead Load Moment Arm ( I ) :
Resisting Moment (RM) =
Overturning Moment:
Uplift :
8.0 ft
8.0 psf( SBC Appendix A)
0.0 lbs
0.0
6464.0 lbs
Total Resisting Dead Load =
6464.0 lbs
5 ft, Width / 2
32.3 ft-kips
U(I) + P(h)
Height: 0-15 15-20 20-40 40-60
Roof area: 160,0 0.0 0,0 0.0
Gross Uplift : -21.0 -23.0 -28.0 -31.0
Total Uplift (U) = -3360.0 0.0 0.0 0.0
Moment Arm (I) : 5.0 5.0 5.0 5.0
Uplift Moment = -16.8 0.0 0.0 0.0
Horizontal Pressure:
sf
psf
lbs
ft
ft-kips
Height: 0-15 15-20 20-40 40-60
Pressure: 31.5 34.5 42.0 46.5
Contrib. Height: 12.0 -3.0 -8.0 -28.0
Total hz. Pressure = 378.0 0.0 0.0 0.0
Moment Arm (I) : 6.0 13.5 16.0 26.0
Unit Pres. Moment= 2.3 0.0 0.0 0.0
Hz. Pres. Moment = 36.3 0.0 0.0 0.0
sf
If
Ibs/lf
ft
ft-ki
ft
Page 6
DiPasquale Addition
Height: 045 15-20 20-40 40-60 Total
Resisting Moment: 32.3 32.3 32.3 32.3 32.3
x 2/3 = 21.5 21.5 21.5 21.5 21.5
Uplift Moment -16.8 0.0 0.0 0.0 -16.8
Hz. Pres. Moment -36.3 0.0 0.0 0.0 -36.3
Overturning Mmt. = -53.1 0.0 0.0 0.0 -53.1
Note: If OM < 2/3 RM, hold-downs are not required.
Required tie-down force (T):
( Factor of Safety 'built in' to Mfr's tables.)
Therefore: T x b + RM > or = OM.
where, b= building width.
T = (OM-RM) 1 b = I 2077 Ilbs
* * Specify tie-down accordingly, FS 'built in' to Mfr's tables.
X) Girder Uplift:
I.) Two (2) Point Bearing, Symmetric,
Girder Contrib. area (st) Height (ft) Net.Uplift (pst) Uplift per brg.
1 O. 0 -9.2 0.0
1 O. 0 -9.2 0.0
I 0 0 -9.2 0.0
2.) Three (3) point bearing.
Modeled as a simply supported beam each direction at intermediate support ( conservative)
Girder Span I Span 2 Height (ft) Net Uniform load Max. Uplift
Mark (ft) (ft) (Mn.. roof) Uplift (pst) on Truss (pIt) Reaction<(lbs)
1 0.0 -1 1.2 -22.4 0.0
I 0.0 -1 1.2 -22.4 0.0
Page 7
XI.) Shear:
DiPasquale Addition
L d t
T g! fd' h
oa 0 cel In roo lap! ragm:
Height: 0~15 15~20 20-40 40~60 Total
Total hz. Pressure = 252.0 0.0 0.0 0.0 252.0
pvlf
0.0
2016.0 lbs
2016.0 lbs
Total shear transferred to sidewall =
Unit Shear at roof diaphragm:
v=R/b
Unit Shear ( v ) =1
201.61
0.01
0.01
o.ol
201.61plf
Unit Shear at Midheight walls ( v'): (Design case)
Total width of openings at mid~height wall :
6
ft
Length of wall available to resist shear =
4
ft
Unit Shear @ Midheight ( v' ) =
Select structural element to resist v' from SBC tables ie. 1710.2B
Shear capacity of structural element:
560 plf
(15/32" RS. wi lOd nails at 3"-edges)
Required length of transverse shearwall = I 3.6 1ft
Longitudinal shear:
Height: 045 15-20 20~40 40-60 Total
Pressure: 25.2 27.6 33.6 37.2
Contributing Height: 6.0 -3.0 -8.0 -28.0
Unit Hz. Pressure = 151.2 0.0 0.0 0.0
Reaction (R) = 756.0 0.0 0.0 0.0 756.0
Unit shear (v=R/I) = 47.3 0.0 0.0 0.0 47.3
Tot. opngs. ({iJ mid ht 13.5 13.5 13.5 13.5 13.5
Unit Shear ( v') = 302.4 0.0 0.0 0,0 302.4
lbs
ft
Required length of longitudinal shearwall =1 1.4 1ft
Page 8
X) Shear (Cont.):
DiPasquale Addition
Roof Diaphragm:
Maximum shear at roof I wall interface = 201.6 plf
Capacity of non-blocked sheathing (SBC Table 171O.2A) = 240.0 plf
Capacity of blocked sheathing (diaphragm) = 360.0 plf
(15/32" RS. wi 8d nails at 4" bndry, 6" edges)
Half Building length =
8.0 ft
Slope of the shear diagram =
25.2 plf 1ft
Diaphragm length required to resist shear =
0.0 ft
( Round value up to nearest truss multiple of truss spacing)
Analysis of shear at roof/wall interface:
Location along Distance Shear at
building length from endwall (ft) interface (pIt)
Endwall 0.0 201.6
0.1 * Length 1.6 161.3
0.2 * Length 3.2 121.0
0.3 * Length 4.8 80.6
0.4 * Length 6.4 40.3
Mid-span 8.0 0.0
0.6 * Length 9.6 -40.3
0.7 * Length 11.2 -80.6
0.8 * Length 12.8 -121.0
0.9 * Length 14.4 -161.3
Endwall 16.0 -201.6
Page 9
XI.) Summary: DiPasquale Addition
Describe the following:
1.) Truss fasteners.
U lift er Truss = -134.4 lbs
Simpson H3 w/8-8d nails (455Ibs. cap each.)
2,) Girder Fasteners.
Max uplift reaction=
0.0
lbs.
3.) Gable -End bracing:
4.)
Hold-Downs at foundation.
Tie-down force req'd = 2076.8 lbs.
Simpson LTT20 w/1I2" AD & 10-16d nails @ building corners (1750 Ibs ea.)
5.) Shearwall element.
Wood Frame:
Maximum shear at mid-height = 504.0 plf
Panel Grade Thickness Nail size Edge Spacing
Rated Sheathing 15/32" 10d 3"
6.)
Roof sheathing.
Maximum shear = 201.6 plf
Diaphragm:
(Pattern Case 1)
Panel Grade Thickness Nail size Edge Spacing Boundary Spacing Length
0.0
Elsewhere:
Panel Grade Thickness
Rated Sheathing 15/32"
Nail size
8d
Ed e S acmg
6"
Intermediate S
12"
Page 10
"
=t'
j
J~~1.0:~t-=1~ _
. l ...~. 4 ~
ill
'- t-._~..- ;.-- t-,-
, : , " J
. , · 10
t-- +--1--'-
Ii'
. . ' .;--t..cJ __I _.
~ ,. '7:'1.1 r r
t-- 5,\t~ H_
i
t-- "-1- ---tu.... ~-_.--_...
~.-t"-lt
,
--+--+- i- "--1'
: ! I
____ L
t -'--- .
-'j ~~--~ . +-,--t-L .-\
-~._-
,
,
1 ..
f -
.- ~
. :;AS1/i1'l 1lA1'-~It.. TO,
14'~tJ%) -{ ~:t~ tV~/ilr--.
I ' , -t--, .,- r4'L ?it.~ . ~ -'-r-
, ! i i
."t---i--'-i ..--.-.. ;--- .. 'Vl
'-r-+-'+-- . . {u___ ~-.. f.Yt--- ~ --~-
___+.__m_~. ----.f" - . - -..- --+- - Q -.1- t-.- ~
--f' -+--- ~- "I' . On -- "-1~~--L1 .
I . [ 1 J ...X'~~~
- t-~.", :"~ft---. ( . . ~ . . ,. . ~ ''''Tt;'- 'r: . .. .
- ;-~;: .~:.::;, . t - . .-- :._~ -- .---. -T"~
l i i
r-r'1 r --+-.- ,
._+__}- .t.
( 1
. .oi-
l
A~ \t!ALfr$
AeJ.:. ~~ef\1)..JALlS
~ ' . ( y f{.; i . ,
16', (
i
I 1
'I '
H., . 'r-'''' ..... ....-.
! I J . ~
-..t .",.-l~,,-~~~~;'~- ~~ "
-~'r. " ....j'--.-- : ,i.':, -="...,
, ".,.."t"l",", ~
Ju.-t. "\'---
-+ ~ .. -----1
_H r-- on t ~_J
, I I I
I
, I
, . ....~ -.--t-'- .
- L ..~--.+---L- L .'
, i ! i ..
. 5" !'" I. $,tJH.., t.. '('72 () .
i/I;. "1~H 1./ /.0 -: /~ e/
ti~(. .s e., A'.4~'1' ".. t ,,'
f' CA.qy/.~/,s~ ($.tt4~(f5~
/": I:
: <..(f/') , .t-_.~--~
I
I
..-..~-_. ...
,
I
-~ -'lI!;..... -
--~-'.~ .:.<-.~ -- -..!.-
;ilk--"~, ~"':-...'j.~~.
',~",~,,: .
~t.
- ;"1
-.-.~
- '.
. ~., - ~ ,.,,'..--
>: -'
/6"
I
>- >> C;>I/S7/N~ ;"/~n~
REAR ELEVATION
i l':~' '1 t. ;:: l""tf" i. '
- , -y- ,'< -1-t--..~ f-- .t- t.-:-+,-'l- _._~--,
~t. . :"",.,. " r ~ 'r ~, ;
~ __ ~_ __ ___ __ ~ ~ __ l:-
"''''t"" '" -. j
,_.f:~. .,-t-_-t..L :,t-_l ~!__L_t._- -t' ;
r' ~ ~__.~ . L . .._1 ,];:'_1....,... .. . _. J_
i
-~..
.
SNt;eL"J ~[Z.;
0-".- 1
Uj-t+~=t
'. :+'. )-:-J :-.~:1
~. _.t
"'1-- L '-l---l- .t-.t.-.t-.+
'" .; - r- +:.' i . -1-.., ..t-_::::1::-; . '-
,\
, ,>.'
t-
.t-- t
____I
::~.:::::"--"':r""""" '."
..:.._~~ ,......:. ....~.....;.<_-.:..;.~._-..;.--- .:......~ ;;'.-"'-':':7~~g~tf"~-';""-1----a:q,..;
General Notes:
Ll. All reinforcing steel shall be ASTM A 61 S. Grade 40 (D1ln.)
DOUBLE 2 x 4 TO? PLATE
FIBEGLASS ROOF SHINGLES
1.2.
Anchorages shall be hot-&pped galvanized, after fabrication per ASTM A 90.
ENGINEERED IJOOD TRUSSES 2 24' QC,
1,3. Trusses shall be designed per SBC and TPI specifications and certified by a Professional Engineer registered in the
state of Florida, Bracing specified by the truss manufacturer (internal to the truss system) without fastening instructions
shall be fastened with 2-16d nails per bearing point at cross bracing, lOd nails at 8" o,c. along stiffeners (i.e. 'L' and 'T'
bracing) and 3-16d nails toe-nailed at end bearing colU1cctions,
l.~. Trusses shall be braced in accordance with the Truss Plate Institute's HlB-90.
1.5, Windows. exterior doors,and other vendor-provided exterior cladding shall comply with SBC section 1205
including the design criteria set forth in the following wind load notes.
112' GYP, CLG, BOARD
FASTEN TO TRUSSES ~I 5~ BOX NAILS
DR 54GIJB SCREIJS 2 7' DC,
1.6. All structural lumber shall be #2 (min.) SPF or SYP.
SIMPSON H3 'JITH
8 - 8d NAILS PER TRUSS
1.7. All load bearing frame walls shall be stud grade (min,) SPF or SYP with studs at 16" o,c. with a double top plate.
Top plate joints shall be lap-spliced a minimum of 48" and fastened with 15 - 16d nails.
1.8. All non-load bearing frame walls shall be stud grade (min.) SPF or SYP with studs at 24" o.C,
DBL 2X12 8EADER ~/ 1/2' CDX eTR. PLATE
FASTENED 'JITH 2 ROIJS Of
16d NAILS 2 8' O,C. EA. FACE
1.9. Windows in wood framed walls shall be 'fin' framed aluminwn fastened directly to framing with 3 - #8 x 1-1f,f'
wood screws per side.
Wind Load Notes:
ALUM. FIN FRAMED IJINDOIJ OR SGD.
FASTEN DIRECTLY TO IJALL FRAM~
~/ 3 118 x 1-1/4" SCRE'.IS (MIN) PER SIDE
2.1.
Design Velocity = 100 Mph
2.2.
Specifications = SBC 1991 including 1992 and 1993 addenduills, section 1205.
2,3. Roof Dead Load (used to calculate uplift resistance) = 11.8 psf.
2.4. Maximum net uplift per truss bearing colU1cction = 134.4 lbs.
1/2' GYP, 'JALLBOARD
VINYL SIDING OVER
15/32' APA RATED SHEATHING
(Typ, EXTERIOR)
2.5.
Factor of safety against overturning = 1.5
2.6. Maximwn unit shear at roof diaphragm = 201.6 plf.
STUD GR, (MIN) SYP DR S-P-F
2 16' O,C,
2.7.
Maximwn unit wall shear at midheight wall = 504.0 plf.
2 ~ 4 PT BDTTD~ PLATE
1/2' CIP DR EPOXY AD wi STD 'JASHER
@ 32' O,C,
2.8. Roof Sheathing: Fasten 15/32" APA Rated Sheathing perpendicular to framing with 8d nails or 0.113" spiral
shank P-nails at 6" o,c. along panel edges, 12" o.e. along intennediate supports (No blocking required).
4' CONC, SLAB We: = 2500psl) ~
~/ 6x6-1J1.4xl.4 IJIJF -CENTERED IN SLAB "-
,4' '4
4'
.11 ~II ('m" I ~
-III -III I
-III
1
f
2.9. Wood-Frame Shearwalls: Fasten 15/32" APA Rated Sheathing to framing \\ith 8d nails or 0.113" spiral shank p.
nails at 3" along the top and bottom plates, 4" o.e, along panel edges, 12" o.c.along intennediate supports. Provide 2 x 4
blockingedge\\ise along horizontal panel joints. Buildingcomeis shall be double studs fastened to bottom plate \\ith one
(1) Simpson L TT20 tension tie \\ith a 1/2" epoxy set or cast-in-place anchor bolt with a manufacturer's pull-out capacity of
1,750 pounds (min). Fasten tension tie to double studs \\ith 10 - 16<1 nails.
C
E
.
~
~
....
---.--------...- --
~.~~~??--=-~~-~~~*:~:-:~::..-:~::-T~~~~=~.:<.::~:~_:~:_:7"~~~.~~~~ -~. -. - -
~--.~=~~:~c?___= ~~;,,=~.-:-~.c=-;;;o~~~-=:-=~=;;~ l{i-'
::'_"-:f~ <;..:;,";"-, ~~ ~~
'"2:' 1:5 BARS (CONT.> ON 3" CHAIRS
'c}',!4IH. LAP = 25'
31 CLR.
~
-':',
,