HomeMy WebLinkAbout103 Crown Colony Way 04-220 pool enclosuret
Permit #
IA
f
Job Address: I D 3 I roWn (1 0 Description
of Work: CITY
OF SANFORD PERMIT APPLICATION Date:
IV/II b to Historic
District: Zoning: Value of Work: $ I pj U U U = Permit
Type: Building x Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical:
New Service — # of AMPS Addition/Alteration X Change of Service Temporary Pole Mechanical:
Residential X Non -Residential Plumbing/
New Commercial: # of Fixtures Plumbing/
New Residential: # of Water Closets Occupancy
Type: Residential Commercial Replacement
New (Duct Layout & Energy Cale. Required) of
Water & Sewer Lines # of Gas Lines Plumbing
Repair — Residential or Commercial Industrial
Total Square Footage: _ Construction
Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ((
Attach Proof of Ownership & Legal Description) Owners
Name & Address: Q h ,4 a H o m t s 112
L Q mo Z i a h4tr SA it 0 f 4 l K UQ 11 I Phone: Phone &
Fax: l ` M ATI 1 0 cI Address:
Mortgage
Lender:= oCT-2 2003 Address:
7 _
oArchitecUEngineer. ppyCnYPhAddress: U
bay, . Vl ' ax Application is
hereby made to obtain a permit to do the work and ins*10_ns as mdtca e . c .' th t or installation has commenced prior to the issuance of
a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must
be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS,
etc. OWNER'S
AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and
zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT mt YOUR PA-YING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In
addition to a requirements of this permit, there may be additional restrictions applicable to this property that may be found in the Public records of this county,
and there ay be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. n Acceptance
of
eriit-is n tion tha I will noti a owner o the1 operry
ofthe
7ig)nare
of Florid
L n La 713. U N
JJJ Signature
of
Owner/Agent Date of Contr et r/Agen Date Nick (ardit)
Qk U n .E , E < Pri Owner/Agen
Name Pr t Contractor/ ent's Name tY o u 0l.f lla d3 W Si na ure
of Notary -State of Florida Signature of Notary -State of Florida Date • v4 Owner/Agent is
Ix Personally Known to Me or Produced ID APPLICATION
APPROVED BY
Special Conditions: Bldg:
J MI2
ic9^Z'''3Loning: Initial & Date) Contractor/
Agent is.
Produced ID _ Utilities:
Initial & Date)
t
S Personally
Known
to
Me or FD: Initial & Date) (
Initial &
Date) N
CUSTOM SCREENS
HOME IMPROVEMENTS, INC.
4881 Distribution Court Orlando, Florida 32822 (407) 277-1028 • FAX (407) 277-1674
p lofd
Q r , Florida
Re: Screen Enclosure/ 103 enkq (01onq W"
TO WHOM IT MAY CO NCERN:
I, Q,ha N h , give power of attorney to 1 I
for the purpose of obtaining a building permit for th above
mentioned project.
1
tr
The foregoing in trument was acknowled ad, before me this
16 day of C.hYr : -2QG3 by by 11 ldffoi-,
ar&c
yam tans Rae Brandon
Y+ My Comrtrssim DOI23857
Expires August 04, 2006
0
5e V=ty
Clot 9.fSt.
4anror d FV 12"71 GENERAL
9
Parcel
Id: 33-19-30-5QS-0000-0630 Tax District: S1-SANFORD f
Owner:
MARONDA HOMES INC Exemptions: Address:
1101 N KELLER RD STE F City,
State,ZipCode: ORLANDO FL 32810 Property
Address: 103 CROWN COLONY WAY Subdivision
Name: CROWN COLONY SUBDIVISION Dor:
01-SINGLE FAMILY A
FS 2004
WORKING VALUE SUMMARY Value
Method: Market Number
of Buildings: 1 Depreciated
Bldg Value: 114,620 Depreciated
EXFTValue: 1,422 Land
Value (Market): 21,160 Land
Value Ag: 0 Just/
Market Value: $137,202 Assessed
Value (SOH): $137,202 Exempt
Value: $0 Taxable
Value: $137,202 SALES
2003
VALUE SUMMARY Deed
Date Book Page Amount Vac/Imp 2003
Tax Bill Amount: $441 WARRANTY
DEED 12/2002 04646 0743 $480,000 Vacant 2003
Taxable Value: $21,160 Find
Comparable Sales within this Subdivision LAND
LEGAL DESCRIPTION PLAT Land
Assess Method Frontage Depth Land Units Unit Price Land Value LOT 63 CROWN COLONY SUBDIVISION PB 61 LOT
0 0 1.000 21,160.00 $21,160 PGS 76 - 78 BUILDING
INFORMATION Bid
Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1
SINGLE FAMILY 2003 9 2,694 2,250 CB/STUCCO FINISH $114,620 $115,196 Appendage
I Sqft GARAGE FINISHED / 420 Appendage
I Sqft OPEN PORCH FINISHED / 24 I
Appendage /
Sqft UPPER STORY FINISHED / 1130 EXTRA
FEATURE Description
Year Bit Units EXFT Value Est. Cost New ALUM
FENCE 2003 486 $1,422 $1,458 NOTE:
Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes.
If
you recently purchased a homesteaded properly your next year's grope tax will be based on Just/Market value.
Prepared by f
d rl andl o) F-L 3d, --
NOTICE OF COMMENCEMENT
State: FLORIDA
County: SEMINOLE
THE UNDERSIGNED hereby gives notice that Improvement will
be made to certain real property, and in accordance with Chapter
713, Florida Statures, the following information is provided in this
Notice of Commencement.
KWME IORSE, CLERK OF CIRCUIT COURT
5aiw CMMTY
BK 05067 PG 0935
CLERK' S # 2063 t813695
QED 10/ ym n ai s29 An
RECORDING FEES 6.00
NI XORCED BY S O'Kelley
1• Description of property: (legal description ofproperty, and street address if mailable)
2. General description of Improvements: CONSTRUCT SWIMMING POOL P,Od os I, re
3. Owner Information:
1
A. Name and Address10-11 N C LLJA
B. Interest in property: OWNER
C. Name and address of fee simple titleholder (if other than owner):
4• Contractor: (name & address):
uK l ow Cup)
MOR-SLMARYANNE
y 4 a i D j 5fl b a -fiU CLERK OF CIRCUIT COURT
Cyr1ando F 3d dd
SEMINOLE COUNp5. vSurety:
A. Name and address: NIAB.
UTY c LE RK
Amount of bond: N/A
6. Lender: (name and address)
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be
served as provided by Section 713.13 (1)(a)7, Florida Statures: (name and address) N/A
8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as
proved in Section 713.13 (1)(b), Florida Statues: (name and address)
ABOVE NAMES CONTRACTOR
9• Expiration date of Notice of Commencement (the expiration date is 1 year for the date of recording unless a
different date is specified)
Signatures of Owner Drivers License #: 03 •-p- -- l-+(p3—(7
Owner's Name: ' C-
Owner's Address J
All information must be printed legibly to comply with recording requirements.
STATE OF FLORIDA
COUNTY OF SEMINOLE
The foregoing instrument was acknowledged before me this
7• L • V 3 by IJ I CJL C- P CUj ALE who is personally known to me or who hCsprod:u:ce)
As identification and who did (did not) take and oath.
Signature of person taking acknowledgement)
RONALD C. HOMAN (Name of officer taking acknowledgement - typed or stamped)
NOTARY RUC - STATE OF FLORIDACOMMISSION # DD228953 (Tile or rank)
EXPIRES 9/8/Y007
BONDED TNRU 1486-NOTARYI
SOREENED ENCLOSURES
SECTION 1
PURUNS (TYP•)
W
SCREEN T(P.)
PERMIT ay-Co CABLE CONNECTION
SEEcE OETAII.S SECTION 1 )
I
I ALTERNATE CABLE
Y (TYP-) . CIE (5 TABLE 1.3) GRADE
CABLE CONNECTION
K_aRACING (OPTIONAL) (Sc- DETAILSAILS SECTION 1)
GIRT- (TYP-)
LAMS REVIEWED APICAL DOMEROO.E-,ELEV_A_T_]O.N_
HY OF SANFORD SCALE: N.T.S.
EXISTING S T RUC TURE
ALUMINUM BEAM
TABLE i.1 OR i-a)
slZF ME.MEE'S PER
AFFROFRIA T E T AELES 4
x
E-
K_EF,ACING (OFTIGNAL)
CIRT ( F-)
RISER WALL WFERE
OUIRED
IRLINS F.)
ICON A L ROCF EFACINC
SC;=,EMA T 1C SF-CTiGN 1)
D E L =- Eiv=.CING
F==;ti1ET== WALLS FRAtMINGALUMINUMCOLUMNS (TYF•) G _
1.3 AND 1.-I) AEL= 1.3 OR 1.6) ( E= TAEL 1"
x 2" (TYF.) D'
O i1E ROQ r - SOME- t1. ND
1\10ARE N CUCIN T' . Sc SUE:LE:- CCNNECTI0N
0ETAILE r,` LZ-
wrence E. ccnnet, P.E. apt '
g; -o__o PAGE
COP`/
RtGr+T :000 r rr E wRtrrEr PER,ISSiCN OF L'IRENCE E. BE`+NET-. P N07
TO BE REPRCCUCEC IN WHOLE OR tN Pnhi W i"OU
REiNEt Rr_ING
DE11L w5
5/16 - --CUT SEC`PION ERU[i
WELDED O
7. LAP BEAM
EYEBOLT WIT11
W ASI tER & NU f
r
F LO EA. it to X 3/4' SMS t
Ft
r
ANGLE OR - -_ C/MILE
AT BAR
AACCEPTED
SECTION 1
2"x4"OR2"x6"
SELF MATING BEAM
1" x 2" SNAP SECTIONS
ATTACHED TO 2" x 2" W/
10 x 1-1/2" S.M.S. @ 24" O.C. _
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION
1" x 2" OPEN BACK FASTENED
TO POST W/ (2) #10 x 1-1/2"
S.M.S.
ATTACH 2" x 2" PURLINS TO
SELF MATING BEAMS W/ (2)
10 x 1-1/2" S.M.S. INTO
SCREW BOSSES
SCREENED ENCLOSURES
SCALE: 3" = l'-0"
MINIMUM POST SIZES
REQUIRE&FOR EACHtiBEAM
SIZE-(SEE`TABL'E 1-6)-!
r,-p,M I
r
ALTERNATE FLAT ROOF
SELECT FASTENER SIZE,
NUMBER AND PATTERN
SEE TABLE 1.6 & 9.5A OR 9.513)
2" x 3" HOLLOW OR SNAP
SECTION
Lawrence E. Bennett, P.E.
CIVIL ENGINEER . DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1 'H NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
IAAWRENCE E. BENNETT, P. E.
CIVIL & STRUCTURAL ENGINEERING
p. O. BOX 214368
SOUTH DAYTONA, FLORIDA 32121
PHONE # (386) 767-4774 Fax #: (386)-767-6556
E-mail lebpe@bellsouth.net
Website @ http://www.lebpe.com
To: WHOM IT MAY CONCERN
Re: "Aluminum Structures Design Manual"
Page 1-59
Dear Building Officials & Contractors
This is to certify that I have reworded Note # 8 of Table 1.6 to read "All beam to
upright connections for 2"x 7"
knee brace islarger ahthec ove an
nnection Gusset plates
l or are
gusset plate, except when a
required for mansard, gable and all splice connections."
This note wM be included in the next printing of the manual. This change is effective
immediately and retroactive to jobs that have used knee braces.
If you have any questions please fax them to me.
T6 EP 2 6 2003
ht
tea . A;
SCREENED ENCLOSURES SECTION 1
Minimum sizes
Beam SplicingConnectionoRoofBeamsToWallUprightsorMinimum
Purlin, Glrt Deck Notes Minimum Number of Screws" Beam Stltching Beam
Upright 8
Knee Brace Size" Anchors #8
x Y:" 10 x 1/2" #12 x 1/2" Screw @ 24" O.0 size
2"
x 3" Size
2"
x 3' 2" x 2" x 0.02 Full La 44' 64
4 6 4
2" x
4" 2" x 3" 2" x 2" x 0.044" 2 Full La 6 g 4
10 2" x
4" 2" x 4" 2" x 2" x 0.044" 2 Full La 6 6 4
8 2" x
5" 2" x 3' 2' x 2" x 9.044" 2 Full La 6 8 6
10 2" x
6" 2" x 3" 2" x 2" x 0.044" 4 Full La 10 8 6
10 2" x
6" 2" x 4• 2" x 2" x 0.044" 4 Partial La 10 14 12
10 12 2" x
7" 2" x 4" 2" x 2" x 0.044" 4 Partial La 16 14
12 14 2" x
8" 2" x 5" 2" x 3" x 0.044" 6 Partial La 18 16
14 14 2" x
9" 2" x 6" 2" x 3" x 0.045" 6 Partial La 20 1816
14 2" x
g""' 2" x 7" 2" x 4" x 0.050" 6 Partial La 20 18
1 g 14 2" x
10" 2" x 8" 2" x 4" x 0.050" 10 Partial.La Minimum Distance
and Spacing of Screws Gusset Plate Thickness Screw Size
Edge To
Center Center To Center Beam Size Thickness 5/8"
2" x 7" x 0.055" x 0.120" 1/16" = 0.063" 5116" 314"
2"
x 8" x 0.072" x 0.224" 1/8" = 0.125" 10 3/
8" 1" 2"
x 9" x 0.072" x 0.224" 1/8" = 0.125" 12 1/
2" 1 1/
2" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 14 or
1/4" 3/4" 7/8"
1-314"
2" x 10" x 0.092" x 0.369" 1 /4" = 0.25" 5/16"
2" 3/
8"
1" Refers to
each side of the connection of the beam and upright and each side of splice connection. 0.082"
wall thickness, 0.310" flange thickness Note: 1.
Connection
of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. Allgussetplatesshallbeaminimumof5052H-32 Alloy or have a minimum yield strength of 23 ksi. 3. Forbeamspliceconnectionsthenumberofscrewsshownisthetotalforeachsplicewith1/2 the screws on each side of the cut. 4. The
number of screws is based on the maximum allowable moment of the beam. load datafor2,500 psi concrete and / or equal anchors may 5. ThenumberofdeckanchorsisbasedonRAWLRTappallowablebeused.
The number shown is the total use 1/2 per side. 6. Hollowspliceconnectionscanbemadeprovidedtheconnectionis approved by the engineer. 7. Ifalargerthanminimumuprightisusedthenumberofscrewsisthesameforeachsplicewith1/2 the screws on each side of the cut. 8.
Allbeam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for
mansard or gable splice connections. 9. For
gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. Thesidewalluprightshallhaveaminimumbeamsizeasshownabove, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. ConnectbeamtouprightwlH-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. Table_1,
7-j Minimum Size Screen Enclosure Knee Braces And Anchoring
Required Aluminum 6063
T-6 Brace Length
Extrusion Anchoring System 0' - 2'-
0" 2" x 2" x 0.044" 2" H Channel With 3 #10 x 1/2" EACH SIDE To 3'
0" 2" x 3" x 0.045" 2" H-Channel With 3) #10 x 1/2" EACH SIDE To 4'-
6" 2" x 4" x 0.044" x 0.12" 2" H-Channel With (4) 3/4" long screws size to
be determined by beam size, see table 9.6) See Table
1.6 For Number And Size Of Screws) Note: 1.
For
required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantileverbeamdetailshownonpage1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E.
Bennett, P.E. CIVIL ENGINEER -
DEVELOPMENT CONSULTANT P.O.
BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386)
7674774 FAX (386)
767-6556 PAGE @
COPYRIGHT
2003 1 "59 NOT TO
BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SECTION 1 SCREENED ENCLOSURES
BEAM -SCREEN
ROOF
HOST STRUCTURE ROOFING
2) 2" LAG SCREWS (SEE
SECTION 9 FOR SCREW SIZES)
2" STRAP LOCATE AND FASTEN
PER STRAP LOCATION DETAIL
PAGE 1-20
2" x 2" x 0.062" ANGLE EACH
SIDE (3) EACH #8 S.M.S. EACH
LEG INTO POST
BEAM CAP (SEE PAGE 1-20)
OPTIONAL 3/8" LAG SCREW
AND 3/4" FERRULE
FASCIA AND SUB -FASCIA
0.05" H-CHANNEL OR GU
COMPOSITE 2 x 3 EAVE RAIL
W cn POST TO BEAM FASTENING
Q zz. (SEE TABLE 1.6)
2>
w CD _ ® ® SCREEN
z cD ® ® (MAY FACE IN OR OUT)
RE.QUIRED`KNEE BRACE
MINIMUM SIZtAND
P -' CONNECTION (SEE_TABLE J)
ATTACHED NO: MORE` THAN_6"
ABOVE TOP OF GUTTER
AC oCo a
F-
w
ui
s
010
0111MM
mac
SUPER
OR EXTRUDED
GUTTER
SOFFIT
MAX.
DISTANCE TO HOST
STRUCTURE WALL
24" WITHOUT, x SITE
SPECIFIC ENGINEERING
IF
KNEE BRACE LENGTH EXCEEDS
TABLE 1.7 USE CANTILEVERED
BEAM CONNECTION
DETAILS SUPER
OR EXTRUDED GUTTER RISER (
OR TRANSOM) WALL (i_) FASCIA - DETAIL 6 SCALE:
3" = 1'-0" Lawrence
E. Bennett, P.E. CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (
386) 767-4774 FAX (
386) 767-6556 PAGE
COPYRIGHT
2003 1-
28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SECTION 1 SCREENED ENCLOSURES
SCREWS OR THRU-BOLTS
SEE SECTION 9)
1" x 2" EXTRUSION ANCHOR
TO CONCRETE W/
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND @ 24" O.C. MAX.
SELECT CONCRETE ANCHORS
FROM SECTION 9
POST SIZE 2" x 4" MAX.
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 - 10 x 10
WELDED WIRE MESH OR FIB
MESH CONCRETE
POST TO PLATE TO CONCRETE DETAIL
SCALE: 3" = 1'-0"
2" x 2" x 0.063" ANGLE EACH
SIDE ATTACH TO POST AND
CONCRETE @ LOAD BEARING
WALL W/ (2) MIN. S.M.S. (PER
SECTION 9) EACH SIDE
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 - 10 x 10
DED WIRE MESH OR FIBER
MESH CONCRETE
ANGLES AS SHOWN ABOVE
MAY BE USED TO CONNECT
CHAIR RAILS AND PURLINS
POST SIZE 2" x 4" MAX. (SEE
TABLE)
1" x 2" EXTRUSION ANCHOR TC
CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND @ 24" O.0
MAX. OR THROUGH ANGLE
AND @ 24" O.C. MAX. SELECT
CONCRETE ANCHORS FROM
SECTION 9
ALTERNATE POST TO BEAM AND PEATE TO CONCRETE DETAIL 77
SCALE.- 3" = 1'-0"
Lawrence E. Bennett; P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368,. SOUTH 0AYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1.44 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES
1" x 2" EXTRUSION ANCHOR
TO CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND @ 24" O.C.
MAX. SELECT CONCRETE
ANCHORS FROM SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 - 10 x 10
DED WIRE MESH OR FIBER
MESH CONCRETE
1" x 2" EXTRUSION ANCHOR
TO CONC. W/ CONC. ANCH. 6"
MAX. EA. SIDE OF EA. POST
AND @ 24" O.C. MAX. SELECT
CONCRETE ANCHORS FROM
SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH CONC.
HOLLOW POST TO BASE DETAIL
SCALE: 3" = 1'-0"
SECTION 1
POST SIZE 2" x 4" MAX.
2" x 2", 2" x 3" OR 2" x 4"
HOLLOW SECTION
SEE TABLES)
MIN. (3) #10 x 1-1/2" S.M.S. INT
SCREW BOSSES
MASONRY ANCHOR @ 6" EA.
SIDE OF POST AND @ 24" O.C.
MAX. SELECT CONCRETE
ANCHORS FROM SECTION 9
POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS
General Notes and Specifications:
1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam
spacing x the screen load of 7# / Sq. Ft.
EXAMPLE:
FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING
OF T USE:
1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT
2. Table 1.6 of this manual uses the worst case loads for all cases.
3. In all cases there must be a primary anchor within 6" of each side of the upright.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003 " F
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SECTION 1 1 SCREENED ENCLOSURES
Table 1.1 Allowable Spans For Primary Screen Roof Frame Members
Aluminum Alloy 6063 T•6
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30*-30'-00" North (Jacksonville, FL)
Tributary Load Width 'W' = Beam Spacing
Hollow Sections 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 1 8'-V 1 9'-0"
Allowable Span 'L' / bending b' or deflection 'd'
2" x 2" x 0.044"
2" x 2" x 0.055"
2" x 3" x 0.045"
2" x 4" x 0.050"
9'-10" b
10'-9" b
13'-4" b
14'-8" b
64" b
9'-4" b
11'-7" b
17-8" b
I T-8" b
8'-4" b
10'-4" b
I 11'-0" b
1 6'-11- b
T-7" b
9'-5" b
1 10'-4" b
6'-6" b
T-1" b
8'-9" b
9'-7' b
6'-1" b
6'-7" b
8'-2" b
8'-11" b
1 5'-8"
6%-
1 T-8"
1 8'-5"
b
b
b
b
Tributary Load Width W = Beam Spacing
Self Mating Sections 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 4 T-0"` ~ -8:-0 9'-0"
Allowable Span 'L' / bending b' or deflectibn-'d'-1
2" x 4" x 0.044 x 0.100"
2" x 5" x 0.050" x 0.100"
2"-x•6"-x-0:050"-x-0:120"--h
2""z 7"-x-0:055" x-0:120"
2" x 7" x 0.055" wl insert
2" x 8" x 0.072" x 0.224"
2" x 9" x 0.072" x 0.224"
2" x 9" x 0.082' x 0.310"
2" x 10" x 0.092" x 0.369"
19'-11" b
24'-9" b
28'-7" b
3273" b
42'-10" b
41'-7" b
45'-1" b
49'-11" 6" b
59'-6" b
17'-4" b
21'-5- b
24'-9" b
TT -11" b
37'-1" b
36-1" b
39'-l" b
42' b
51'-7" b
15'-6" b
19'-2" b
22'-2" b
24'-11" b
33'-2" b
32'-3" b
34'-11" b
38'-4" b
46-1" b
14'-2" b
17'-6" b
20'-3" b
22'-9" b
30'-4" b
29'-5" b
31'-11" b
35'-0" b
42'-1" b
13'-l" b
16'-2" b
1'8'=9" 'b
2 "=1"'-b
28'A" b
27'-3" b
29'-6" b
32'-5" b
38'-11" b
12'-3" b
15'-2" b
17'-6"„ b;
19'-9" b
26'-3" b
1 25'-6" b
27'-8" b
30'-4" b
36'-5" b
11'-6"
14'-3"
It 16'-6"
18'-7"
24'-9"
24'-0"
26-1"
28' 7"
1 34'-4"
b
b
b
b
b
b
b
b
b
Tributary Load Width W = Beam Spacing
Snap Sections 3'-0- 4'-0" 5'-0" 1 6'-0" 7'-0"1 8'-
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044"
2" x 3" x 0.045"
2" x 4" x 0.045"
2" x 6" x 0.062"
2" x 7" x 0.062"
11'-9" b
15'-1" b
18'-5" b
31'-3" b
34'-9" b
10'-2. b
13'-l" b
16-11" b
27'-1* b
30'-1" b
9'-l" b
11'-8" b
14'-3" b
24'-2" b
26-11" b
8'-4" b
10'-8" b
13'-0" b
22'-l" b
24'-7" b
T-8" b
9'-10" b
12'-1" b
20'-5" b
22'-9" b
T-2" b
9'-3" b
11'-3" b
19'-2" b
21'-3" b
6-9" b
8'-8" b
10'-8" b
18'-0" b
20'-l" b
Notes:
1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and
a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering.
3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.
4. Span is measured from center of beam and upright connection to fascia or wall connection.
5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
6. Puriin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one
purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with
pudins at 6'- 8" o.c. center purlin and (2) puriins each side of center purlin need lateral bracing.
Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0'. = 11'-4"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
1-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
SECTION 1 SCREENED ENCLOSURES
Table 1.3 Allowable Post / Upright Heights For Primary Screen Wall Frame Members
Aluminum Alloy 6063 T-6
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.•
Tributary Load Width = Upright Spacing
Hollow Sections 3'-0" 4'-0"' 5'-0" 6'-0" r-O" 1 8'4"
Allowable Height'H' / bending 'b' or deflectlon 'd'
2" x 2" x 0.044"
2" x 2" x 0.055"
8'-4" b
9'-1" b
11'-3" b
12'-5" b
T-3' b
T-11" b
9'-9' b
10'-9" b
6'-6" b
7%1" b
8'-9" b
9'-7" b
5'-11" b
6'-5" b
T-11" b
8'-9" b
5'-6" b
5'-11" b
T-5" b
8'-l" b
5'-1" b
5'-7' b
6-11" b
7'-7" b
4'-10" b
5'-3" b
6'-6" b
7'-2" b
EAN
Tributary Load Width W_5 Upright -Spacing
Self Mating Sections 3'-0" 4'-0" 5'-0"
Allowable Height'H' / bending b-or-deflection_d' _
2=x 4_x_0.0-4-4.x_0.1.00
2" x 5" x 0.050" x 0.100"
2" x 6" x 0.050" x 0.120"
2" x 7" x 0.055" x 0.120"
2" x 7" x 0.055" w/ insert
2" x 8" x 0.072" x 0.224"
2" x 9" x 0.072" x 0.224"
2" x 9" x 0.082" x 0.310"41'-10"
2" x 10" x 0.092" x 0.369"
16'-11" b
20'-11' b
24'-2" b
27'-3" b
36'-3" b
35'-2" b
38'-2" b
b
50'-4" b
14'-8" b
18'-1' b
20'-11" b
23'-7" b
31'-4" b
30'-6" b
33'-0" b
36'3"b
43'-7" b
16'-2" b'-9"
18'-9" b'-1"
13'-1" b[
24'-
21'-l" b'-3"
28'-1" b'-7"
27'-3" b10"
29'-6" b-11"
32'-5" b'-7"
38'-11" b
11"
b
b
b
b
b
b
b
35'-7" b
13' 8" b
15' 10" b
17'-10" b
23'-9" b
23'-0" b
24'-11" b
27'-5" b
32'-11" b
12'-10" b
14' 10" b
16'-8" b
22'-2" b
21'-6" b
23'-4" b
25'-8" b
30'-10" b
12' 1" b
13' 11" b
15'-9" b
20'-11" b
20'-4" b
22'-0" b
24'-2" b
29'-l" b
Tributary Load Width W= Upright Spacing
Snap Sections 3'-0" 4'-0" 5'-0" 6'-0" I T.0" 1 8'4"
Allowable Height 'H' / bending W or deflection 'd'
2" x 2" x 0.044"
2" x 3" x 0.045"
2" x 4" x 0.045"
2" x 6" x 0.062"
2" x 7" x 0.062"
9'-11" b
12'-9" b
15'-7" b
26'-5" b
29'-5" b
8'-7" b
1 l'-0" b
13'-6" b
22'-10" b
257-5" b
7'-8" b
9'-10" b
12'-1" b
20'-5" b
22'-9" b
T-0" b
9'-O" b
11'-0" b
18'-8" b
20'-9" b
6'-6" b
8' 4" b
10`-2" b
17'-3" b
19'-3" b
bl 1A
6'-1" b
7'-10" b
9'-7" b
16'-2" b
1 17'-11" b
the s ecification
5'-9" b
7' 4" b
8'-11" b
15'-3" b
16'-11" b
pageForallowableheightsatwindvelocitiesotherthan120MPH, see conversion to a on p
for tables at the beginning of this section and example below.
Note:
1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040".
2. Using screen panel width'W select upright length W. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 20' in mean roof height.
5. Height is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they
are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0' in span.
7. Heights may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE
EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767.6556
PAGE
COPYRIGHT 2003
ISSION OF LAWRENCE E. BENNETT, P.E. 1 "56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERM
SCREENED ENCLOSURES SECTION 1
Table 1.2 Allowable Spans For Secondary Screen Roof Frame (Members
Aluminum Alloy 6063 T-6
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30 30'-00" North (Jacksonville, FL)
Tributary Load Width 'W' = Purlin Spacing
Hollow Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'-8"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044"
2" x 2" x 0.055"
3" x 2" x 0.045"
2" x 3" x 0.045"
2" x 4" x 0.050"
7'-8" d
8'-1" d
6-8" d
10'-9" d
1 12'-2" b
T-4" d
7'-9" d
8'-3" d
10'-3" d
1114" b
T-0" d
T-5" d
T-11" d
9'-9" b
10'-8" b
6'-9" d
T-2" d
T-8" d
9'-3" b
10'-2" b
6-6" b
6-11" d
T-5" d
8'-10" b
9'-8" b
6-3" b
6-9" d
7'-3" d
8'-5" b
9'-3" b
5'-11" b
6'-6" b
6-11" d
8'-0" b
8'-9" b
Snap Sections
Tributary Load Width 'W' = Purlin Spacing
T-6" 4'-0" 4-6" I T-0" 5'-6" 6'-0" 6'-8"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044
2" x 3" x 0.045"
2" x 4" x 0.045"
8'-5" d
11'-7" d
14'-8" d
8'-1" d
11'-1" d
14'-0" d
T-9" d
10'-8" d
13'-6" d
T-6" d
10'4" dl
12'-9" b
1 7'-3" d
9'-11" bi
1 12'-2" b
7'-0" d
9'-6" b
1 11'-8" b
6-9" d
9'-0" b
11'-1" b
B. Sections Fastenea I nrougn oeaun quo 11-w ...-....- --
Tributary Load Width 'W = Purlin Spacing
Hollow Sections T-6" 1 4%0" 1 41-6" 1 5'-0" 7 T-6" 1 6'-0" 6'-8"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044"
2" x 2" x 0.055'.
2" x 3" x 0.050"
2" x 4" x 0.050"
9'-2" b
9'-11" b
12'-4" b
13'-7" b
8'-7" b
9'-4" b
11'-7" b
12'-8" b
8'-1" b
8'-10" b
10'-11" b
11'-11" b
T-8" b
8'-4" b
10'-4" b
11'-4" b
T-4" b
T-11" b
9'-10" b
10'-10" b
6' 11 b
T-7" b
9'-5" b
10'-1" b
6'-7" b
7'-3" b
8'-11" b
9' 10" b
Tributary Load Width 'W = Purlin Spacing
Snap Sections T-6" 1 4'-0" 1 4'-6" 1 T4 5' &" 6'-0" 1 6'-8"
Allowable Span 'L' / bending W or deflection 'd'
2" x 2" x 0.044" 10'-11" b 1 10'-2" b 1 9'-7" b 9'-1" b 8'-8" b 1 8'-4" b I T-11" b
Notes:
1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040".
2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from
center of beam and upright connection to fascia or wall connection.
3. Span is measured from center of beam and upright connection to fascia or wall connection..
4. Purlin spacing shall not exceed 6-8". For beam spans greater than 40'-0" the beam at the center purlin and
one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail
48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center puriih need lateral
bracing.
5. Spans may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
Example:
Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W = T-0" = 10'-2"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386)767-6556
PAGE
COPYRIGHT 2003
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. "55
i
SCREENED. ENCLOSURES SECTION 1
Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights
For Secondary Screen Wall Frame Members
Aluminum Alloy 6063 T-6
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # I sq. ft `
A. Sections As Horizontals
Hollow Sections
Fastenea i o ruaw ••'•"
Tributary Load Width 'IM
3'-6' 4'-0" 4'-6" 1 5'-0" 1 51-6" 1 6'-0" 1 6'-8"
Allowable Heights 'H' / bending 'b' or deflection d'
2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5' 6" b 5'-3" b 5'-0" b
5'-6" b
2" x T x 0.055" 7'-3" d 6'-11" d 6'-8" b 61-4" b 6'-0" b
6'-10" d 6'-7" b
5'-9"
6' 4"
b
b 5'-11" b
3" x 2" x 0.045" 7'-9" d 7'-5" d 7' 1" d
8'-E3b 7'-10" b 7'-5" b 7-
1
b 6'-9" b
2" x 3" x 0.045" 9'" b 8'-9" b
9'-7" b 9'-8' 7" b 8'-2" b 7'-10" b 7'-5" b
2" x 4" x 0.050" 10'-3" b
or deflection
2" x 2" x o.u44- 1 -o u I- -
B. Sections As Horizontals
Hollow Sections
Fasteneo 10 roses I -- „ -•-_ - --------- --- ______
Tributary Load Width 'W'
X-6- 4'-0" 4'-6" 5'-0" 5'-0" 6' 0' 6' 8"
d' Allowable Heights 'H' / bending W or deflection
2" x 2" x 0.044" T-9" b 7'-3" b 6-10" b 6-6" b 6-2" b 5'-11" b
b
5-7" b
6-1" b
2" x 2" x 0.055" 8' S" b T-11" b 7'-5" b 771" b 6'-9" b 6-5"
7'-5" b T-1" b 6'-8" b
3" x 2" x 0.045" 9'-3" b 8' 8" b 8'-2" b T-9" b
9'-2" b 8'-9" b 8' 4" b 7'-11" b 7'-7" b
2" x 3" x 0.045" 10'-5" b -9" b9'
10'-9" b 10'-1" b 9'-7" b b 8' 4" b
2" x 4" x 0.050" 11'-6" b
Allowable Heights 'H' / bending 'b' or deflection 'd' Snap Sections
9'-2" b 8'-7" b 1 8'-1" b T-8"
2" x 2" x 0.044" A uou eo .-nnvoreinn tahle 1A on the
I • For allowable nelgnrs ac wu,u .u— ,., -••-• -••-•• ---
specifications for tables page at the beginning of this section and example below.
Notes: ustry standard tolerances. No wall thickness shall be less than 0.040". 1. Thicknesses shown are "nominal" ind
2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height.
4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails providedtheyareattachedwithmin. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span.
6. Girt spacing shall not exceed 6-8".
7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE
REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS
SECTION.
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003 1 -57
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES I SECTION 1
C
SELF -MATING BEAM
SIZE VARIES)
1/4" x 2" LAG SCREWS @ 24"
O.C. OR #10 x 2" SCREWS @
12" O.C.
TAIL CUT OFF BEAM
OPTIONAL)
2" x 2" ANGLE WITH (4) S.M.S.
SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE TO BEAM TO
SUPER GUTTER
RECEIVING CHANNEL
2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S.
EACH SIDE OF BEAM
SUPER OR 3/4" FERRULE WITH 3/8" x 8"
EXTRUDED LAG SCREWS @ EACH BEAM
GUTTER
MAX. DISTANCE FROM FASCIA
TO HOST STRUCTURE WALL
24" WITHOUT SITE SPECIFIC
ENGINEERING
SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION
SCALE: 3" = V-0"
1/4" x 2" LAG SCREWS @ 24"
O.C. OR #10 x 2" SCREWS @
12" O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL 1" x 2" OR 2" x 2"
FOR SCREEN
4 SELF -MATING
2" x _" x 0.050" STRAP @ EAC
BEAM SUPER OR
BEAM CONNECTION AND @ 1/2
SIZE VARIES) EXTRUDED
BEAM SPACING W/ (2) #8 x 1/2"
GUTTER
S.M.S. PER STRAP
ANGLE, INTERIOR OR MAX. DISTANCE FROM FASCIA
EXTERIOR RECEIVING ® TO HOST STRUCTURE WALL
CHANNEL (SEE SECTION 9) 24" WITHOUT SITE SPECIFIC
ENGINEERING
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 3" = l'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767.4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003 1 _L1
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
i
L-
SCREENED ENCLOSURES
CONNECTOR MAY BE (2)
ANGLES, INTERNAL'U'
CHANNEL OR EXTERNAL'U'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER SECTION 9)
MINIMUM NUMBER S.M.S. @
3/4" LONG REQUIRED EQUAL
TO BEAM DEPTH
SEE SECTION 9)
w
J
aQ PRIMARY BEAM
o (SEE TABLE 1.1 OR 1.8)
w
a
SECTION 1
CARRIER BEAM
NOTE:
SEE TABLE 1.5)
EXTRUSIONS W/ INTERNAL
EW BOSSES MAY BESCR
CONNECTED W/ (3) #10 x 1-1/2"
INTERNALLY
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 3" = 1'-0"
1" x 2" OR 2" x 2" ATTACHED
TO WALL W/ #10 x 2" S.M.S. @
16" O.C.
HOST STRUCTURE MASONRY
OR FRAMED WALL (SELECT
FASTENERS FROM SECTION 9)
I I
i I
PRIMARY OR
MISCELLANEOUS
FRAMING BEAM w
SIZE PER TABLES)
BEAM TO WALL CONNECTION DETAIL
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E.
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE (386) 767-4774
FAX (386) 767-6556
PAGE
COPYRIGHT 2003
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 -49
Section 1 Design Statement:
The structures designed for Section 1 are framing systems with screen roofs & walls and are considered
open structures. The design loads used are from Chapter 20 of the 2001 Florida Building Code. The
loads assume a mean roof height of less than 30'; roof slope of 0° to 20% 1 = 0.77. All loads are based
on 20 / 20 screen or larger. Wall heights may be increased when using 18 / 14 screen. All pressures
shown in the below table are in PSF (#/SF).
General Notes and Specifications for Section 1 Tables:
Section 1 Design Loads
wr wifk Ce-renn Rnnf R Walls
Wind Velocity
Exposure'B' Exposure 'C'
Roofs
Note 1
Walls
Note 1
Roofs
Note 1
Walls
Note 1
100 M.P.H 10 10 10 13
110 M.P.H 10 11 10 16
120 M.P.H 10 14 10 19
123 M.P.H 10 14.6 10 19.9
130 M.P.H 10 16 10 22
140 M.P.H 10 18 10 26
150 M.P.H 10 21 10 30
Note 1: per Table 2002.4 or paragraph 1606.1.2
Note 2: Multipliers for'C' exposure catagory are for wall loads only.
Conversion Table 1A
Wind Zone Conversions for Screen Wall Frame Members Only
From 120 MPH Wind Zone to Others
Exposure'B'
Wind Zone
MPH
Applied
Load #1 Sq. Ft.
Deflection
d'
Bending
V
100 10 1.12 1.18
110 11 1.08 1.13
120 14 1.00 1.00
123 1
15 0.99 0.98
130 16 0.96 0.94
140 18 0.92 0.88
150 21 0.87 0.82
Note:
Multipliers are for wall loads only, no conversions are necessary for roof frame members.
Conversion Table 1 B
Conversion Based on Mean Height of Host
Structure for Screen Wall Frame Members
From Exposure 'B' to V
Mean Host
Structure Height
Deflection
d'
Bending
b'
0 - 15' 0.91 0.94
15' - 20' 0.88 0.92
20'- 25' 0.86 0.91
25' - 30' 0.85 0.89
PLAT .0F:(90UNDARY SURVEY for: MARGINDA NOME5, INC. _ y4
DESDmP770N: LOT 63 CROWN COLONY 5UB01V151(7N
RECORDED IN PLAT 900K ` PACE(S) 76 t ry 76
PUBLIC RECORDS 5EMINt7L E
LOT G4
Q` rn„uTy r, t,
TRACT 'A'
OETENT-10 i AREA)
50305.3' 1 1 "E GO. 13'
I
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L Ln
G-ot G
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17J` U.E.
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a s1 to ?a
QP,/Y111G Y_A1.E
LOT 62
N00°06' 19"W GO.( 70' _ N
CROWN COLONY WAY
F10ND D151L
Noo'aC19M+
NOTES: ND. LS'LOOS FLOOD CE1777FICA770N
L BEARINGS ARE BASED ON DIE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY
MW COLONY WAY BEING NWD6'19*w MANACEWENT AGENCY FLOOD INSURANCE CERTIFIED TO!
2. UNDERGROUND IMPROVEMENTS, ROOF OVERHANGS
AND FOOTERS NAVE NOT BEEN LOCATED,
RATE MAP, THE STRUCTURE
SHOW HEREON DOES NOT UE wTMN Cosmo Cardinale
J• ELEVATIONS ARE BASSO ON NATIONAL GEOOE TIC TTIE 100 YEAR FLOOD HAZARD AREA.p
TWS STRUCTURE LIES IN ZONE ' X ', i n n 8 C 1 F i n a n C i a 1 Corp _
VERTICAL DATUM Or 1929,
4. BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO, 120794 0040 E iC a mp E Title & Guaranty Corp _
5. BUILDING TIES ARE NOT TO 6E USED TO
CONSTRUCT DEED OR PLATTED LINES.
EFFECTIVE DATE: APRIL 17, 1995
MAP REVISION DATE. Ad n o r d m Title Company, I n ^ .
6, BEARINGS AND DISTANCES STIOWW HEREON ARE SUBXCT TO CHANCE) Chicago Title Insurance Cc,.
MEASURED AND PER RECORDED PLAT UIN•ESS
OTHERMSE NOTED.
THE UNDERSIGNED AND CAVAONE, INQ LANO''SURVEYORS wd MAPPERS HAKE NO RCSERVA77ONS OR GUARANTEES AS TO DIE INFORMATION REFLECTED HEREONPERTAINING •TO EASEMENTS, RIGHTS OF, WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER T14IS INSTR[IUENT IS NOT INTENDED TOREFLECTORSETFORTHALLSUCHUA77>=RS, SUCH AJFORMAT70N SHOULD BE OBTAINED AND CONMWED BY OTHERS 771R000H APPPWRUTF 7TTTE ViRIFICATIO++.
ASSREWAIXWS CEND:
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LAND SURWYORS AND MAPPERS
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Seminole County Property Appraiser Get Information by Parcel Number Page 1 of I
P.4i CEL DETAIL
VIHLEH RD
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2004 WORKING VALUE SUMMARY
GENERAL Value Method: Market
Parcel Id: 33-19-30-5QS-0000-0630 Tax District: S1 -SANFORD Number of Buildings: I
Owner. CARDINALE COSIMO & Exemptions: Depreciated Bldg Value: $114,620
Own/Addr. CARDINALE NICHOLAS & DONNA Depreciated EXFT Value. $1,422
Address: 103 CROWN COLONY WAY Land Value (Market): S21,160
City,Stale,ZipCode: SANFORD FL. 32771 Land Value Ag: so
Property Address: 103 CROWN COLONY WAY 137=
Subdivision Name: CROWN COLONY SUBDIVISION Assessed Value (SOH): $1 37M
Dor. 01 -SINGLE FAMILY Exempt Value: $0
Taxable Value: S137202
SALES
Deed Date Book Page Amount VacAmp 2D03 VALUE SUMMARY
SPECIAL WARRANTY DEED 09r"3 $160,300 Improved S441
WARRANTY DEED 120002 S480,000 Vacant 2003 Taxable Value: S21.160
LAND LEGAL DESCRIPTION
Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 63 CROWN COLONY SUBDIVISION PB 61
LOT 0 0 1,000 21,160.00 $21,160 PGS 76 - 78
BUILDING INFORMATION
Bid Nurn Bld Type Year BU Fixtures Gross SF Heated SF Ext Wall Bid Value Est- Cost New
1 SINGLE FAMILY 2003 9 2,694 2,250 CB/STUCCO FINISH $114.620 S115.196
Appendage I Sqft GARAGE FINISHED / 420
Appendage I Sqft OPEN PORCH FINISHED/ 24
Appendage I So UPPER STORY FINISHED / 1130
EXTRA FEATURE
Description Year Bit Units EXFT Value Est. Cost New
ALUM FENCE 2003 486 $1.422 S1,458
FAU 1 t: Assessed values shown are NOT certified values and therefore are subod to change before being firmbed farad valorem taxI'S
FKAWPoses.
I— ffyou mcerft Wrhased a homesteaded ffoperty ymw next years ffopeq tax will be based on Jas~et vaW,
http-.i'iwww.scpafl.org/pis/web/lre- web.seminole _county—title?PARCEL=3319305QSOOO--- 10/28/2003