HomeMy WebLinkAbout314 Clydesdale Cir (3)Owners Name & Address:
tsommng l ompany:
Address:
Mortgage Lender:
Address:
Architect/ weer:
Address: V.C)•
Phone: _ ^�, ^ 1 T74
Fax: 3� IV
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work 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 IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY, IF YOU INTEND TO 013TAIy FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restricti&r
this county, and there may be additional permits required from other governmental entities
Acceptance of perm t is verification t at I i otify,the owner of the property of the
Sig ature of Owner/Agent ate
Print Owner/Age;??a
�^^ CEL1A M. DA SILVA
MY COMMISSION # DD257585
EXPIRES: November 03, 2007
Owner/Agent is _ ':M� D. �m nssoc. co.
Produced ID
APPROVALS: ZONING TIL
Special Conditions:
Rev 03/2006
)licable to this property that may be found in the public records of
ras waterorid management districts, state agencies, or federal agencies.
mt of Fl,Lien Law, FS 3.
- _ bP
Lure of Contractor/Ag n Date
�
Contractor/Agent's Name
0 _ �5-Q-o �-
Signature of Notary -
Contractor/ t
Produced ID
FD: _ ENG
i/ 5 q, 00
aERRY A. PAQUETTE
ry Public - State of Florida
Commission Expires Jan 25, 20
_LMpospn # DD 510943
B
RECEIVED
AUG 1 8 2006
CITY OF SANFORD PERMIT APPLICATION
A��J I n
Permit # :.�lCs�— 31 "' S
Date:
Job Address: ��
A�l' r" �jlr t i d
a Description of Work:y�,lri OA
141 Total Square Footage
Historic District: Zoning:
Value of Work: $ )
Permit Type: Building V Electrical
Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS
Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential
Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures
# of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets
Plumbing Repair — Residential or Commercial
Occupancy Type: Residential 10-**' Commercial
Industrial
Construction Type: _ # of Stories:
# of Dwelling Units: Flood Zone: (FEMA form required )
Owners Name & Address:
tsommng l ompany:
Address:
Mortgage Lender:
Address:
Architect/ weer:
Address: V.C)•
Phone: _ ^�, ^ 1 T74
Fax: 3� IV
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work 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 IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY, IF YOU INTEND TO 013TAIy FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restricti&r
this county, and there may be additional permits required from other governmental entities
Acceptance of perm t is verification t at I i otify,the owner of the property of the
Sig ature of Owner/Agent ate
Print Owner/Age;??a
�^^ CEL1A M. DA SILVA
MY COMMISSION # DD257585
EXPIRES: November 03, 2007
Owner/Agent is _ ':M� D. �m nssoc. co.
Produced ID
APPROVALS: ZONING TIL
Special Conditions:
Rev 03/2006
)licable to this property that may be found in the public records of
ras waterorid management districts, state agencies, or federal agencies.
mt of Fl,Lien Law, FS 3.
- _ bP
Lure of Contractor/Ag n Date
�
Contractor/Agent's Name
0 _ �5-Q-o �-
Signature of Notary -
Contractor/ t
Produced ID
FD: _ ENG
i/ 5 q, 00
aERRY A. PAQUETTE
ry Public - State of Florida
Commission Expires Jan 25, 20
_LMpospn # DD 510943
B
ts.+'
Rqe{�
NOTICE OF COMMENCEMENT
Permit No. Tax Folio No.
State of Florida
County of Seminole
�YJ
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with
Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.
-r
1. Description of property: (le al description of the property and _street address if available)
2. General description of improvement: ���;�,�-��,.-,� �t—f--z> ;�
3.
Owner information
a. Name and address
`7t Lk
b. Interest in property
c. Name and address
Contractor
a. Name and address
b. Phone number
5. Surety
a. Name and address
I loll it Ill II Illi 11 Ill Il oil li Ill 11 III II Ill II IIIA II III II ill I loll
b. Phone number Fax num68RYANNE MORSE, CLERIC OF CIRCUIT rniiar
c. Amount of bond SEMINOLE COUNTY
6. Lender left 06376 Pg 17261 tlpg)
a. Name and address CLE RK I S # 20061344222
RECORDED 08/18/2006 03:34:44 PM
b. Phone number Fax numW60RDING FEES 10.00
7. Persons within the State of Florida designated by Owner upon whom noticRECW e8Yidtft-kl4v may be served as
provided by Section 713.13(1)(a)7., Florida Statutes:
a. Name and address
b. Phone number Fax number
8. In addition to himself or herself, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section
713.13(I)(b), Florida Statutes.
a. Phone number Fax number
9. Expiration date of notice of commencement (the expiration date is 1 year from the .date of recording unless different
date is specified)
Signature of Owner
Sw r to (or affix e-9 and subscribed before me this day of ,�, i , 20 b) J by
Personally Known ✓ OR Produced Identification
Type of Identification Produced
CELIA M. DA SILVA
MY COMMISSION # DD257585
SigiJW6fX6t'IK Sa e Florida
Comms I i
Power of Attorney
Company Representing: Specialty Construction and Design, Inc.
2789 South Financial crt
Sanford Florida 32773
I hereby name and appoint Danielle Paquette Specialty Construction and Design Inc.
to be my lawful attorney-in-fact to act for me and apply to !]�OR�rd
for a pool enclosure permit for work to be preformed at a location described as:
Parcel # I I - 5 oke b h DIC) - c»a
Legal I d+3 YC�r 'ULh.J) n
9
Address, -3)4 0i un o �)aN t o C -A r
Owner
And to sign on my behalf and do all things necessary to this appointment.
Card Holdei=: -Dennis Rupert
License Number: CG ' 47510
l
SIGNATURE _�.. .._..........
_- - -�
The foregoing instrument was acknowledgedlbe. o
by Dennis Rupert who is personally known to me.
Notary S
Print Nai
me this 3—day of A -A -L Q , 2006,
0
State of Florida County of Florida—Seminole—
My
loridaSeminole_My commission expires—ci-S -(p --
� raffiaNotary Public State 1an25.20,0
E%ovo
Y com�Natlo# 0 Not 3p n.
eonded t3Y
, Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
http://www. scpafl.org/pls/web/re_web. seminole_county_title?parcel=18203150600000020... 8/17/2006
DAviD .]oHmsom, CFA, ASA
PROPERTY
a
APPRAISER
_
SEMINOLECOUNTYFL_
__ 61 6u J:?
1101 E. FIRST ST
SAUF03ZD FL32771-1466
. ._.
447-E65-7506
,.
U-
2006 WORKING VALUE SUMMARY
GENERAL
Value Method: Market
Parcel Id: 18-20-31-506-0000-0020
Number of Buildings: 1
Owner: PERKINS KAREN K
Depreciated Bldg Value: $177,159
Mailing Address: 314 CLYDESDALE CIR
Depreciated EXFT Value: $0
City,State,ZipCode: SANFORD FL 32773
Land Value (Market): $38,000
Property Address: 314 CLYDESDALE CIR SANFORD 32773
Land Value Ag: $0
Subdivision Name: BAKERS CROSSING PHASE 2
Just/Market Value: $215,159
Tax District: S1-SANFORD
Assessed Value (SOH): $215,159
Exemptions: 00 -HOMESTEAD
Exempt Value: $25,000
Dor: 01 -SINGLE FAMILY
Taxable Value: $190,159
Tax Estimator
SALES
2005 VALUE SUMMARY
Deed Date Book Page Amount Vac/Imp Qualified
Tax Value(without SOH): $2,510
WARRANTY DEED 08/2005 05871 1442 $275,000 Improved Yes
2005 Tax Bill Amount: $2,373
CORRECTIVE 08/2003 04974 1324 $100 Vacant No
Save Our Homes (SOH)
$137
DEED
Savings:
WARRANTY DEED 07/2003 04952 0026 $159,200 Improved Yes
2005 Taxable Value: $118,924
WARRANTY DEED 04/2003 04788 1517 $224,000 Vacant No
DOES NOT INCLUDE NON -AD VALOREM
Find Comparable Sales within this Subdivision
ASSESSMENTS
LAND
LEGAL DESCRIPTION
Land Assess Land Unit Land
Frontage Depth
PLATS: Pick...
Method Units Price Value
LOT 2 BAKERS CROSSING PHASE 2 PB 62
LOT 0 0 1.000 38,000.00 $38,000
PGS 97 - 99
BUILDING INFORMATION
Bid Year Base Gross Living Est. Cost
Bid Type Fixtures Ext Wall Bid Value
Num Bit SF SF SF New
1 SINGLE 2003 8 1,955 2,390 1,955 CB/STUCCO $177,159 $179,857
FAMILY FINISH
Appendage / Sgft OPEN PORCH FINISHED/ 10
Appendage / Sgft GARAGE FINISHED/ 425
NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed
Porch Finished,Base Semi Finshed
Permits
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 property your next year's property tax will be based on Just/Market value
http://www. scpafl.org/pls/web/re_web. seminole_county_title?parcel=18203150600000020... 8/17/2006
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January 01, 2006
LAWRENCE E. BENNETT, P.E.
P.O. BOX 214368
SOUTH DAYTONA, FL 32121
386-767-4774
TO ALL BUILDING DEPARTMENTS
Re: Master File Engineering
"ALUMINUM STRUCTURES DESIGN MANUAL
2004 edition & 2006 edition
Dear Building Official/Plans Examiner,
This is to certify that the following contractor/company
is hereby authorized to use my 2004 ed "ALUMINUM STRUCTURES
DESIGN MANUAL" during the year 2006. When we publish and
distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL",
they will be authorized to use that manual for the remainder of 2006.
Our authorization is based on a January to January basis requardless
of the edition of the manual. This authorization also applies to
contractor master file drawings, " ONE PERMIT
"site specific ONLY" drawings or any
"drawings that I may furnish the contractor.
Dennis Rupert
CGC047510
Specialty Construction & Design
2789 So Financial Ct
Sanford, FL 32773
They are hereby added to my 2006 MASTERFILE LIST
Should you have any ques nslease contact me at
convenience. p your
Sincerely,-'
R
Lawrence E e - e
_ t
'--_ --
R. �� a
11 T111
De-slgn Check Ust for Pool Enclosures (parte 1 of Al
1. Design Statement
These plans have boon designed In accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are In compliance with the Florida Building Code, 2004 Edition, Chapter 20;
Bxposurs'B' cr'C' • Open Building; Importance Factor 0.77; Negative I.P.C. 0.00;
160 MPH Root Load & 120 MPH or MPH Wall Load, 3 second gust velocity load; Design
pressures are 10 PSF for roofs & 14 PSF or—PSF for wells.
Notes: Wind velocity zones and exposure category Is determined by local code. Minimum design load
Of 10 PSF for all roof foods prevents any conversion of roof loads. Design pressures and
conversion multipliers are on page 1.11.
2. Host Structure Adequacy Statement:
1 cattily that 1 have Inspected the host structure and It Is In good repair and attachments made to the
structure will be solid.
Dennis Rupert Phone: 407-328-8776
Contractor / Authorized Rep' Name (please prlyd)
. .. Date:,.. '
Contractor / Authodzed Rep* Signature
Note: H the total of beam span& upright height exceeds 66' or upright helght exceeds
20', site specific engineering is required,
3. Building Permit Applicaaon Package contains the following: Yes No
A. Project name& address on plans ........................ -1S. Site plan of survey with enclosure location ...... ,. .e
C. Contractor's / Designer's name, address, phone number, & signature on plans .... 2:
D. Notice of consumer rights attached and Initiated by consumer ...". ,;::............ I _
E, Enclosure layout drawing 1/8" or 1/10" scale with the following: ......... :.. .
1,, Plan view with host structure,.endosuis length, projection from host structure,
and all dimensions ;.;;•
.... ... .. ✓
2. Front and side elevation views with all dimenslohe &.helghts ..... ...... , �G
Note: All mansard wall drawingo shall Include mans efd panel et the top of the
wail.. ....... ✓ .
3. Beam location (show in plan & elevation view) & size
(i.e. 2" x 8" x 0.077'x 0.224") : " ✓
4. Upright location (show In plan & elevation v!eW) & slio
(I.e. 7' x 8" X 0.077' x 0.224") ..:........... :: : .... : .
Upright & wall mernber allowable helght / span conversions from 120 MPH
" windzdne;'B'Expoaure'to,_MPHwindzone andlor'C'Exposure:forload
width _ ..
Look up span on 120 MPH table and apply the following formula:
Span / Height Required Converted
Q 120 MPH 1
span
(bord)x_(bord)x�(bord)�.
YNnd Zona
Multiplier' � Exposure Multiplier'
Appropriate multiplier from page 141.
D. Chair rail & girt size, length, & spacing
(i.e. 2" x 2" x 0.044" x 7,•0" @ 6'-0" O.C.) ................... . ................
8. Eave rail size, length, spacing and stitching of ✓,
(Le. 1" x 7to 7' x 2" x 7'-17' G 8'-10" O.C.) .
T. Enclosure roof diagonal bracing In plan view, ............................ .
8. Knee braces length, location, & size
(Le. 7' x 3" x 0.046" for 2" x 8" x 0.072".x 0.224" SMB) ............ I ......... ,
' Must have attended Engineer's Continuing Ed)ucaWn Class with In past two years.
b-1
Desitin Check List for Pool Encioaures (pane 2 of 4)
g. Wall cables or K -bracing sizes shown In wall views .
Z_
4, Highlight details from the Aluminum etruchires Design, Manuel -
_
Yes No
In
®
A Beam 8 pudln tables with size, thlcRnON, spacing, & opens / lengths (tables
...
In
t:1
1.1&1.2or 1.8&1.g)
�/
B. Upright & girt tables with alze, thickness, spacing, & spans /lengths (tables
UJ
1.3 & 1.4) . _ . . .. . . .. .... ...
.
U=1
C. Table t.8 with beam & updpht comblnatlon..
D. Connection details to be in;
_
use such
8 A d
1. Beam to upright .. .... ..
�/
2. Beam to wall.
. U=3.,
Seem to beam
4. Chair tall, puffins. & knee braces
6 Extruded gutter connections • r . ... .. ..
cam'
8. Angle to deck and/ oriole plate
7: Anchors go through pavers into concrete
_-
CLi
S. Mlnlmum fooling and/or knee well details .
0. Cable or K- brace details Baden 1 .
Wail area calculations for cables.
W . wall width Hhal
wall ght. R a doe -
W1 • width Q top of mansard, W2 a width a top of wall
Example 1: flat Roof
Front well tB eave: t R x H e Jt • R,• o too % a �
Largest side well: t R x,_JA _/b b0 gt �
b'.
Total area / (233 R' / cable for 3132") a _cable pain TOTAL =, .. - ft!
or '
Total area / (445 R' / cable for 1/8")p.._,_;_cable pairs
Side wall cable calculafJon: _ft.e 0100 %. fts
b .
Side wall area/ (233 ft'/cable for 3/32')-._,_cabie(s)
or
Side wall area/ (445 U / cable for 1/8") a_cable(3)
b-2
03
u
f�
Design Check List for Pool Enclosures (page 4 of 4)
PURLINS (TYP:)
Example 4: Mansard Roof
w l
Front wall @ save: _n x_n. F _R.10100%. _
— ft.'
W H a
CABLE CONNECTION
FrontmansardAse':R R.x1/2L—ft- +W2 nJ= R.'(M100% _
T(L+_
b
ALTERNATE CABLE
Largest side wall: ft. x -
1" x 2" (TYP.)
W H a
GRADE
Largest side mansard rise': �tt. x 112C—ft. + ry.) - n! 0 SO #A
CABLE CONNECTION
(SEE DETAILS SECTION 1)
R W1 W2 d
TOTAL ° ....
_ ry!
Total area 1(233 ft.- / cable for 3132') _cable petro
or
Total area 1(445 ft.' / cable for 118') _ _cable palm
SCALE: N.T.S.
Side wall cable calculation: _ft.' + ft..• `fl.' a 100 %
_ n!
o d
REQUIRED
Side well area 1(233 ft.' / cable for 3132')-_cable(s)
or
Side wall area 1(445 R' / cable for 118-_ceble(s)
(TABLE 1.1 OR 1.8) L'
Example 5: Dome Roof
SIZE MEMBERS PER /
Front dome wall@eave:_ft.x�fl.=__R�100°6-..,,
APPROPRIATE TABLES
W H e
Front dome rise': ft. x 112 W R) = b ft.-® 100 %- ....
_ fL'
R
'L-
Largest side wall: fL'x�_-_R!(�50°h-
_n'
W H o
.- GIRT MPI)"-
Largest side domedse': R.x R.= •---ft.'@S0°/6 .,.. ..._ft.!
'd
SCREEN (TYP•)
R W
ALUMINUM COLUMNS (TYP•)
(TABLE 1.3 OR 1.6)
. -. TOTAL
1- x 2" (TYP.)-
Total area 1(233 ft.-/ cable for 3132') =_cable palm
DOME ROOF - ISOMETRIC
or
Total area 1(443 h' / cable for 1/8') - _cable palm
-.
Side wall cable calculation; _fL'+ n!-_fl.'(�100%=
_ry•'
c d
Side wall area / (233 ft! / cable for 3132")- _cable(s)
or.... ..... . . .... ..' _._.. ..
Side wall areal (446 fl.' / cable for 118')-_cable(s)
..... ..- .....
Notes:
b-4
SCREENED ENCLOSURES
SECTION 1
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER • DEVELOPMENT CONSULTANT
P.O. BOX 214388• ROUTH DAYTONA� FL 31121
TEL PHON
(355)787.6566 TTI
0 COPYRIOHT 1904
IN PART WITHOUT THE WRITTEN PERIAI9910N OF LAWRENCE E. BENNETT, P
NOT TQ BE REPRODUCED IN WHOLE OR.
PAOR
1-3
PURLINS (TYP:)
w l
SCREEN (TYP.)
CABLE CONNECTION
F (SEE DETAILS SECTION 1)
ALTERNATE CABLE
H
1" x 2" (TYP.)
(SEE TABLE 1.3)
GRADE
CABLE CONNECTION
(SEE DETAILS SECTION 1)
K -BRACING (OPTIONAL)
GIRT (TYP-)
- -
DOME ROOF - ELEVATION
TYPICAL
SCALE: N.T.S.
RISER WALL WHERE
EXISTING STRUCTURE
REQUIRED
ALUMINUM BEAM
w PURLINS (TYP.)
�'
(TABLE 1.1 OR 1.8) L'
DIA(90NAL ROOF BRACING
SCHEMATIC SECTION 1)
SIZE MEMBERS PER /
(SEE
APPROPRIATE TABLES
CABLE BRACING
H,..
.- ,.. ....
'L-
K -BRACING (OPTIONAL)
.- GIRT MPI)"-
W
SCREEN (TYP•)
ALUMINUM COLUMNS (TYP•)
(TABLE 1.3 OR 1.6)
�_ PERIMETER WALLS FRAMING
(SEE TABLES 1.3 AND 1.4)
1- x 2" (TYP.)-
DOME ROOF - ISOMETRIC
TYPICAL
SCALE: N.T.S.
NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
CONNECTION DETAILS AND
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER • DEVELOPMENT CONSULTANT
P.O. BOX 214388• ROUTH DAYTONA� FL 31121
TEL PHON
(355)787.6566 TTI
0 COPYRIOHT 1904
IN PART WITHOUT THE WRITTEN PERIAI9910N OF LAWRENCE E. BENNETT, P
NOT TQ BE REPRODUCED IN WHOLE OR.
PAOR
1-3
SCREENED ENCLOSURES SECTION 1
-STRAP- - --- - -
- -- -- --- ----- -SUPER-OR EXTRUDED GUTTER--
HOST STRUCTURE
SPACING / 2 * SPACING/2 SPACING / 2 * SPACING/2
BEAM SET SPACING BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 3/8" =1'-0"
2"x_"x0.050"STRAP@
EACH BEAM CONNECTION
AND QD 1/2 BEAM SPACING W/
(2) S.M.S. PER STRAP
.... (SEE SECTION 9)
ALTERNATE 2" S.M.S. OR LAG SCREWS
I TRANSOM (SEE SECTION 9)
UPRIGHT
I
ll
I`\
l\
\ \
\ SUP
EXTRUDED
SCREENED. ENCLOSURES
\
ON GUTTER
ANGLE OR RECEIVING
CHANNEL (SEE SECTION 9
SELF MATING BEAM �
FOR DETAILS)
--
(SIZE VARIES) I
MAX. DISTANCE FROM FASCIA
BEAM CAP L
TO HOST STRUCTURE WALL
SCREW PATTERNS MAY VARY
24" WITHOUT SITE SPECIFIC
(SEE TABLES OR NOTES FOR
ENGINEERING
SIZE AND NUMBER OF
- SCREWS)
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 3'- 1'-0"
COMPOSITE 2" x 3"�E�AaVE6G�IRT
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER. DEVELOPMENT CON9LLrANT
P.O. BOX 214908, SOUTH DAYTONA, FL 82121
TELEPHONE: (980)7074774
2: 1300) 7074800
I ® COPYpI0Nf 2004 PAOH rr�B
NOT TO BE REPRODUCED IN WHOLE OR IN PARI WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNlTT, P.E. 1'A:1
SECTION
SCREENED. ENCLOSURES
L
a
r `
COMPOSITE 2" x 3"�E�AaVE6G�IRT
2 x 8 BEAM - SCREEN ROOF III o �<
I
I ®®
0 ®
U6(
SCREW SIZE
_
(
(SEE TABLE 1.8)
45' #
(2) 2" SCREWS
(SEE SECTION 9 FOR SIZES)
2" STRAP - LOCATE AND
FASTEN PER STRAP
LOCATION DETAIL PAGE 1-21
REQUIRED KNEE BRACE
MINIMUM SIZE AND
CONNECTION (SEE TABLE 1.7)
KNEE BRACE ATTACHMENT
8" ABOVE TOP OF GUTTER
(MAX.)
2"x 2" ANGLE WITH (4) S.M.S.
(SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE TO BEAM
TO SUPER OR EXTRUDED'
GUTTER
FASCIA AND SUB -FASCIA -
POST P.
(SEE TABLE 1.3)
SCREEN
(MAY FACE IN OR OUT)
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS.
®SUPER OR
EXTRUDED
® GUTTER
'- - MAX. DISTANCE TO
HOST STRUCTURE 24"
WITHOUT SITE
SPECIFIC ENGINEERING
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 2
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER • DEVELOPMENT CMSULrANr
P.O. SOX 714800, SOUTH DAYTONA, FL 87121
TELEPHONE: (380)70r4774
FAxt(]05) 7874SBO
PAG!
® COPYRIONT2004
1'26 - NOT TO 01 REPRODUCED IN WHOLE OR 84 PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.O.
SECTION 1
SCREENED ENCLOSURES
T
SIDE WALL RAIL
(2) 82 x 2-1/2" S.M.S. TOE
SCREW INTO BEAM AND/OR
SIDE WALL RAIL
3
- ANGLESINTERNAL'U'- ---
WIND BRACE
2" x 2" EXTRUSION
1"x 2" EXTRUSION
WIND BRACE CONNECTION DETAIL
SCALE: 3" _ .1'-0"
NOTES:
1. Wind bracing shell be provided at each side wall panel when enclosure projects more than (4) panels from
host structure.
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER. DEVELOPMENTCONSULTANr
SCREWS (PER SECTION 9)'
P.O. BOX 214788, SOUTH DAYTONA, FL 32121
TELEPHONE: (388)707J774
FAXI 130017674550
PAGE
® COPYRIOHT2004
1-36
NOT TO Be REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCA E.86NNET7, P.S.
SCREENED ENCLOSURES
SECTION 1
CONNECTOR MAY BE (2)
EXTRUSIONS W/ INTERNAL
- ANGLESINTERNAL'U'- ---
-- - - - - -
SCREW BOSSES MAY BE
CHANNEL OR EXTERNAL'U'
CONNECTED W/ (3) #10 x 1-1/2"
CHANNEL EACH SIDE OF
INTERNALLY
CONNECTING BEAM W/
SCREWS (PER SECTION 9)'
CARRIER BEAM
(SEE TABLE 1.6)r-
og
MINIMUM NUMBER S.M.S. 3/4"
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE SECTION 9)
PRIMARY BEAM
(SEE TABLE 1.1 OR 1.B)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 3"= V-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ALTERNATE:
1"x 2", 1" x 3" OR 2" x 2"
ANGLES ATTACHED TO WOOD
\ FRAME WALL W/ MIN. (2) 3/8" x
ATTACHED TO WALL W/ #10 x
2" LAG SCREWS PER SIDE OR
2" S.M.S. Q 16" O.C.
TO CONCRETE W/ (2)1/4'1x
2-1/4" ANCHORS OR MASONRY
CID
WALL ADD (1) ANCHOR PER
HOST STRUCTURE MASONRY
-�
SIDE FOR EACH INCH OF BEAM
OR FRAMED WALL
®'
DEPTH LARGER THAN 3"
(SELECT FASTENERS FROM
SECTION 9 TABLES)
w ®
ALTERNATE CONNECTION:
a ®
(1) 1-3/4" x 1-3/4"x 1-3/4" x 1/8"
INTERNAL U -Cry, ANNEL
ATTACHED TO WOOD FRAME
PRIMARY OR MISC. FRAMING
WALL W/ MIN. (3) 3/6" x 2" LAG
SCREWS OR TO CONCRETE
BEAM (SIZE PER TABLES
OR MASONRY WALL W1(3)1/4"
ANGLE OR RECEIVING
x 2-1114" ANCHORS OR ADD (1)
CHANNEL
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 3" - V-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214308, SOUTH DAYTONA, PL 32121
TELEPHONE: (34617ST-4TT4
FAX: oa6)7ar.8wa
® COPYRIaHT2004
PAOB
NOT TO 06 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OP LAWRENCE E.08NNSTr, P.E.
1-37
SCREENED ENOL &URE9
'.
SECTION 1
P HOST STRUCTURE
PANELS;! ELEMENTS
ELEMENTS BRACED BY
O
UNBRACED BY HOST
DIAGONALS
STRUCTURE TO BE BRACED.. I
ALTS INATEBRACING
BY DIAGONALS IN i.
PERIMETER:PANELS'(MIN.)
— — PA4RN, CORNER BRACES
ELEMENTS' BRACED. BY HOST^
STILL REQUIRED
C
CABLE OR
LE OR
STRUCTURE CONNECTION I
BEAMS AND / OR PURLINS
B .
(IN WALLS)
I
TYPICAL LAYOUT
BEAMS OR PURLINS
CABLE OR.
K -BRACING _CABLE OR .
(IN WALLS) K -BRACING
(IN WALLS)
EACH DIAGONAL TO BE
FASTENED.EACH END W/ (2). 2 x 2 (MIN) ROOF DIAGONAL,.
'EACH #10.S.M.S. (MIN.) MEET WALL AT WALL BRACING
AT CORNERS (TYP.)
(POOL. ENCLOSURE SCREEN ROOF MAY BE FLAT; GABLE,; MANSARD, DOME, OR HIP) .
POOL ENCLOSLURE DIAGONAL BRACING. S
.12MATIGPLAN VIEW'
Lawrence E. Bennett; P.E. FL # 16644
CIVIL ENGINEER- DEVELOPMENTCONSUL TAW
F,G. BOX 214308, SOUTH OAITOAk FL 32121
.. TELEPHONE: (388) 7874771
. FAX;,(310)/87d0•% ..
'®
COP YRIG HT 2001,
1 : PA01' .
NOT TOBE.REPRODUCED IN WHOLE OR IN PART WITHOVTTME WRITTEN PERMISSION OF LAWRENCE E.eENNETT, P,E.
1-39
SECTION 1
SCREENED ENCLOSURES
CABLE BRACING
General NotesUJI
and Specifications:"
lst,d
1) The following shall apply to the Installation of cables as additional bracing to DIAGONAL bracing for p
enclosures:
a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL
CABLEDIAMETER TOTAL ALLOWABLE WALL AREA"
3/32" 1 233 Sq. Ft. / PAIR OF CABLES
1/8" 445
Sq. Ft. /. PAIR OF CABLES
TOTAL WALL AREA =100 % OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 258 Sq. Ft.
SIDE WALLAREA (M:. 50%1(8' x 20') = 80 Sq. Ft.
TOTAL WALL.AREA = 336 Sq. Ft.
233 Sq, Ft. x 2 safe = 468 Sq, FI. > 336 Sq- Ft.; thus two sets of 3/32" cables Is required.
b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL
CABLE DIAMETER SIDE WALL CABLfi •"
3/32" ONE PER 233 S . FL OF WALL
1/8" I ONE PER 445 S . Ft. OF WALL'
"SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. FI:
c) To calculate the required pair, of cables for free standing pool enclosures use 100 % of each wall
area &,50% of the area of one adjacent wall.
NOTES:
1. Where well height Is such that a girt Is required between the top or eave rail and the chair rail, (i.e.
a mid -rise girt), [hen the front wait shall have two cable pairs and they shall be attached to the top rail
and the mld-rlse rail. If more than one additional girt Is required between the top or save tall and the
chair rail, then there shall be an additional front well cable that
pair at girt also.
2. Side wells do not require cables until the side well area Is greater than 233 Sq. Ft.. The side wall
cable may be attached at the mid -rise girt the
or top rail,
3. Standard rounding off rules apply. Is: If the number of cables calculated Is less than 2.5 pairs use
two cables; If the number of cables calculated Is 2.5 or
pairs greater use 3 pairs of cables.
Lawrence E. Bennett, P.E. FL # 16844
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 111111, SOUTH DAYTONA, FL 3n21
TELEPHONE: (311)7874771
FAX: (311) 71749N
PAOE
,2 ® CDPYRIGHT2004
1-40 NOT TO OR REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P,E.
e -.
SCREENED ENCLOSURES
SECTION 1
(6) #10 S.M.S. (MIN.)
1/8"x 1.112" x B" FLAT BAR
STAINLESS STEEL CABLE
0]
ANCHORS (MIN.)
0.125" PLATE OUT ON
\A5*ANGLE
FOR /
EYE-BOLTCABLE
TENSIONKLE
/
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
MEMBER
TYPICAL CABLE CONNECTIONS AT CORNER= DETAIL 1'
SCALE: ' 3" =
AALTERNATE:'' .
USE (1)114"x 1-114" FENDER
l WASHER EACH SIDE OF
®®� FRAME MEMBER
EITHER A OR 8
1"x 2"x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED
#10 x 3/4" :S.M,S. EACH SIDE
®®®® (TYP.)
FOR CABLES
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B
MIN. 1/4" EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A
SCALE: 3"- V-0*
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENOINEER- QHVELOPMENTCONSULTAN7
AO
P.O. BOX 214300, SOUTH DAYTONA, FL 32121
2
TELEPHONE: (380)707.4774
FAX: (300( 7874550
m DOPYRIOHT20N
PAD!
1-41
NOT 70 BE REPRODUCED IN WHOLE 08 IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE B. BENNETT. P.H.
\\ �� 5d (MIN.) •.
SCREENED ENCLOSURES
SECTION 1
- ----- - - - - --- - - `
- - - - --2"_x 2" x.0..125"_ANGLE— -
STAINLESS STEEL CABLE
2-1/4" x 1-1/2" CONCRETE
ANCHORS (MIN.)
-• CABLE CLAMP
(SEE TABLE)
NOTE:
�/y IN. 3-3/4"
Sa
SEE PAGE 1-41 FOR NUMBER
(4" NOMINAL)
OF CABLES REQUIRED
SLAB
DISTANCE FROM EDGE OF
..,- SLAB - 5(D) OF SCREW
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B
SCALE: 3" = 1'-0"
SELECT ANCHOR FROM TABLE
9-1, MIN. SHEAR 607# FOR
3/32" CABLE AND 594# FOR 118"
AO
CABLE, FOR 3132" CABLE (1)
2
1/4" x 1-112" CONCRETE
ANCHOR (MIN.) @ 5d MIN.
o�
P
\\ �� 5d (MIN.) •.
6-1/2"(&' NOMINAL)
SLAB (MIN.)
5d (MIN.)
J
2500 P.S.I. CONCRETE
6 x 6 - 10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C.+
SCALE: 3" - 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER. DEVELOPMENT CONSULTANT
P.O. BOX 214166, BOUT DAYTONA. FL 32121
TELEPHONE; (380)7074771
FAX: (388)7670650
® COPYRIONT 2081
PADS
1-43
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE B. BENNETT, P.B.
SECTIONA
1"X 2" EXTRUSION ANCHOR
TO CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND
24" O.C. MAX.
ELECT CONCRETE ANCHORS
FROM SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 5 x 5 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SCREENED ENCLOSURES
POST SIZE 2"x 4" MAX.
SIDE WALL POST TO PLATE TO CONCRETE DETAIL
SCALE: 3" =1'-0"
N
1"x 2" EXTRUSION ANCHOR
2" x24, 2"z 3" O3 2"'x 4"
TO CONC. W/ CONIC. ANCH. 6"
.
HOLLOW SECTION
MAX. EA. SIDE OF Ek POST
—\
(SEE TABLES)
AND Q 24" O.C. MAX. SELECT
q,
CONCRETE ANCHORS FROM
�i
MIN. (3) #10 x 1-1/2" S,M.S. INTO
SECTION 9
SCREW BOSSES
MIN. 3=112" SLAB 2500 P,S.I.
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH CONC.
:.:_MASONRY ANCHOR Q 6" EA.
SIDE OF POST AND @ 24" O.C.
MAX. SELECT CONCRETE
ANCHORS FROM SECTION 9
SIDE WALL HOLLOW POST TO BASE DETAIL
SCALE: 3'. 1'-0"
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' ANDA BEAM & UPRIGHT SPACING
OF P USE:
1/2 x 17'-11" x 7' x 10# / Sq. Ft. = 827.2# UPLIFT
2. Table 1.6 of this manual uses the worst case loads for all casae.
3. In all cases there must be a primary anchor within B" of each side or the upright,
r
awrence E. Bennett, P.E. FL # 16644
CIWL ENGINEER - DEVELOPMENT CONSULTANr
P.O, BOX 214308, EOVTH DAYTONA. FL 32121
TELEPHONE: (380)707-4714 '
FAX: (300) 7078801
PAOB
148
C011RIOHT2004
NOT TO BE REPRODUCED INWHOLE OR IN PART WITHOUT TMG WRITTENPERMIBBION OF LAWRENCE E. BENNETT. P.N.
�.,.`-7777777777777
SCREENED ENCLOSURES fwd ., SECTION 1..
ALL CONCRETE ANCHOR BOL'
TS RAWL EXPANSION'S LTSj(ZR.EQUIVALENT
SECONDARYS'E
2" x (d - 2") x 0.083" ANGLE 2r VARIES I (5REEN
- EACH. SIDE OF COLUMN(4" SHOWN, PRIMARY.2" x 2"x 0.063" ANGLE
(SEE SCHEDULE PAGE -1-61) ) LEACH SIDE
2-3/8" BRICK PAVERS---- ® �(L 2)_#10 x 3/4" S.M.S. EACH SIDE
THIN SET BETWEEN. I I7 ll .D
® ®
CONCRETE AND PAVERS. 1`x 2" O.B. BASE PLATE (TYP.)
'
Sd' MINIMUM EDGE OISTAN615
FROM EXTERIOR -OF COLUMN
TO OUTSIDE EDGE OF SLAB
CONCRETE ANCHOR eOLT e . sd DISTANCE
(SEE SCHEDULE PAGE 1.48} d 1/4" "
4 3/B" ; 718.::
3000.P.8.I. CONCRETE • ' GRADE
-NOTE: DETAIL II LUSTRATES • " ." • r
1-1/4" (MIN.) CONCRETE
TYPICAL 2" x 4" S.M.B. ANCHOR EMBEDMENT
—"-- COLUMN CONNECTION
2 (MIN.) (MIN.) 5d
SIDE VIEW
PRIMARY 2"x 2" ANGLE
(SEE SECTION 9), TYPICAL SELF MATING OR
- CONCRETE.ANCHOR THRU SNAP SECT ON
-
- PRIMARY ANGLE (2) #10 x 3/4' S.M.S. EACH BIDE '
1" x 2" BASE PLATE (TYP.) CONCRETE ANCHORS
® 24" O.C.
2-3/8" BRICK PAVERS.
6" (MAX.) MAX. SPACING 24" O.C.
THIN SET BETWEEN FOR BOTH SIDES
CONCRETE LAYERS
1-1/4" (MIN.) CONCRETE
3000 P.S.1. CONCRETE. FRONT.VIEW ANCHOR EMBEDMENT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS
........ SCALE: 3" 01'-0"
NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
Lawrence E. Bennett,' P.E. FL #16644
c1WL ENGINEER m DEVfLOPMENTCONSULrANT
P.O. BOX 214308, BOUT" DAYTONA. FL 32121
I TELEPHONE: (300)7074774.
—. PAX: (380) mer -es"
® COPYRIGHT 2004 .: PA00
NOT TO Be REPRODUCED IN WHOLE OR INPART WITHOUT THEWRITTEN PERMI31100 OP LAWRENCE B. BENNETT. I,
149
'9'
SECTION 1 SCREENED ENCLOSURES
2" x 2" x 0.063" PRIMARY ANGLE
EACH SIDE
d
' : a • •A .. �..,
i
1-1/4' MIN. CONCRETE
NOTE: SELECT CONCRETE ANCHOR EMBEDMENT
ANCHOR FROM TABLE 9.1. 6" (MAX.) 6" (MAX.)
BOTH SIDES
FRONT VIEW
2" x 4" OR LARGER SELF MATING OR SNAP'SECTION POST TO DECK DETAILS
SCALE; 3"- 1'-0" _
NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. .
Lawrence E. Bennett, P.E. FL # 16644.
cIVIL ENGINEER- OBVELOPMENTcONSULTAN7
P.O. BOX 214300, SOUTH DAYTONA. PL 32t21
TELBPHONB: 1300) 7074174
FAX: (700) 7674356
PAOE
® COPYRIUHT9404
1.50 NOT TO BE REPRODUCED IN WHOLE OR IN PARTWITHOLITTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES" I SECTION 1 I
DETAIL ILLUSTRATES TYPICAL
2" x 4" S.M.B. THRU 2" x B" SUB
SCREEN
CONCRETE DECK EDGE
'd' VARIES
#10 x 3/4" S.M.S. EACH SIDE
SCREEN
VARIES
4" SHOW
(SEE SCHEDULE NEXT PAGE)
6d (MIN.)'
I
1"x 2" O.B. BASE PLATE (TYP.)
6d" MINIMUM EDGE DISTANCE
SECONDARY
SECONDARY 2" x 2" x 0.063"
® ®I
FROM EXTERIOR OF COLUMN
2"x (d - 2 ") x 0.063" ANGLE
ANGLE(SEESECONDARY
TO OUTSIDE EDGE OF SLAB
EACH SIDE OF COLUMN W/ #10
® ®
BOLT 0 ' Bd DISTANCE
AND, SECTION 9)
1"x 2" O.B. BASE PLATE (TYP.,
- S.M.S.
61
PRIMARY AND SECONDARY
-:.114' :. -1-114"
ANGLES
#10 x 3/4" S.M.S. (TYP.) / A
(SEE SCHEDULE NEXT PAGE)
• 4
. -
S.M.S. STITCHING SCREWS
318" 1-718"
® 24" O.C. FOR S.M.B.
t
CONCRqTE ANCHOR
SCALE: 3"- 1,_0
GRADE
Secondary Anchor, Schedule
(SEE SCHEDULE.NEXT PAGE)
Column Size ;-. Total - Total
S.M.B. or B.B. Concrete Anchors #10 x 314' B.M.S.
2x4 (4)114-
4 114"2x6
1-1/4" MIN. CONCRETE
20, (4 114'.. _.: B
NOTE, DETAIL.ILLUSTRATES
2 x 8 4 114- 10
ANCHOR EMBEDMENT
TYPICAL 2'x 4" S.M.B. COLUMN
y' 6d
2x8 6 114' 14
CONNECTION
(MIN.) (MIN.)
2x10 (10)114' 18
Nota.:
SIDE VIEW
1.8ae Secllon 9 for addlllonel anchor Information.
2. Seoondery anchor schedule applies to aide walla wllh uprights
that are 2" x 5" and larger.
TYPICAL S.M. OR SNAP
SCREEN
SECTION COLUMN
CONCRETE ANCHOR THRU
(2) #10 x 3/4" S.M.S. EACH SIDE
ANGLE OR WITHIN 6" OF
UPRIGHT IF INTERNAL
PRIMARY 2"x 2" x 6.063" ANGLE
SCREWS INTO SCREW <
V x 2" BASE PLATE (TYP.)
BOSSES.
_ _.:_,,,
d
' : a • •A .. �..,
i
1-1/4' MIN. CONCRETE
NOTE: SELECT CONCRETE ANCHOR EMBEDMENT
ANCHOR FROM TABLE 9.1. 6" (MAX.) 6" (MAX.)
BOTH SIDES
FRONT VIEW
2" x 4" OR LARGER SELF MATING OR SNAP'SECTION POST TO DECK DETAILS
SCALE; 3"- 1'-0" _
NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. .
Lawrence E. Bennett, P.E. FL # 16644.
cIVIL ENGINEER- OBVELOPMENTcONSULTAN7
P.O. BOX 214300, SOUTH DAYTONA. PL 32t21
TELBPHONB: 1300) 7074174
FAX: (700) 7674356
PAOE
® COPYRIUHT9404
1.50 NOT TO BE REPRODUCED IN WHOLE OR IN PARTWITHOLITTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES" I SECTION 1 I
DETAIL ILLUSTRATES TYPICAL
2" x 4" S.M.B. THRU 2" x B" SUB
CONNECTIONS
CONCRETE DECK EDGE
2"x 2" PRIMARY ANGLE
SCREEN
VARIES
6d (MIN.)'
2-1/2" (MIN.)
SECONDARY 2" x 2" x 0.063"
ANGLE(SEESECONDARY
BOLT m ed CE
ANGLE ANCHOR SCHEDULE
1/4" � 1 1.114.1/4"'
318" 1 1-7/8"
AND, SECTION 9)
1"x 2" O.B. BASE PLATE (TYP.,
CONCRETE ANCHORS INTO
61
PRIMARY AND SECONDARY
ANGLES
#10 x 3/4" S.M.S. (TYP.) / A
�_.
S.M.S. STITCHING SCREWS
2"x S.M.B. COLUMN \
® 24" O.C. FOR S.M.B.
(SEE TABLE 1.6 FOR SIZE)
- TOP VIEW POST TO DECK DETAIL
SCALE: 3"- 1,_0
Secondary Anchor, Schedule
Column Size ;-. Total - Total
S.M.B. or B.B. Concrete Anchors #10 x 314' B.M.S.
2x4 (4)114-
4 114"2x6
20, (4 114'.. _.: B
2 x 8 4 114- 10
-
2x8 6 114' 14
2x8 (6)1/4' 16'
2x10 (10)114' 18
Nota.:
1.8ae Secllon 9 for addlllonel anchor Information.
2. Seoondery anchor schedule applies to aide walla wllh uprights
that are 2" x 5" and larger.
Lawrence E. Bennett, P.E. FL # 16644
CIVIL BNGINEER • DaVELOPMENr CONSULTANT
P.O. BOX 21436/, SOUTH DAYTONA. FL 321x1
l TELOPHONB: (306)7a74774
�. FAX: (3Be) 7074000
® COPYRIOHT2004 PAGB
NOT TO 00 REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE S. BENNETT. P.B. 1 1-51 `
SCREENED ENCLOSURES I SECTION 1
ALUMINUM FRAME SCREEN
WALL
ANCHOR ALUMINUM FRAME CONCRETE CAP BLOCK OR
1/4"x 2-1l4""MASONRY
NWALL SLAB W! BRICK (OPTIONAL)
" M
ANCHOR W/ IN 6" OF POST
AND @ 24" 0.6. MAXIMUM 8" z 8" x 16'. BLOCK WALL
(1) #5 0 BAR CONTINUOUS �, " (MAX. 32").
CONCRETE ANCHORS SHALL , (1) #5 BAR @ CORNERS AND
EMBED INTO COW. THROUGH KNO110�-0CK
O.C. PILL CELLS AND
- KNOCK OUT BLOCK TOP
CAP BLOCK OR BRICK 1 -1/2 -
COURSE Wi 3000 PSI PEA
MIN. ROCK CONCRETE
ALTERNATE CONNECTION OF I /-- DECK OR GROUND LEVEL
SCREENED ENCLOSURE FOR ` d
BRICK OR OTHER NON- GRADE RIBBON FOOTING OR
STRUCTURAL KNEE WALL 1" POST FROM POST MONOLITHIC IF MONOLITHIC
EACH POS
WIDE x THICK STRAP Q SLABIS USED (SEE NOTES OF
TO +. •,
FOOTING W/ (2) #10 x 314" • DETAILS NEXT PAGE)
S.M.S. STRAP TO P. OST AND SLAB (1) (2) #5 0 BARS MIN. 2-1/2",OFF
1/4"x 1-3/4" TAPCON TO _ GROUND
i OR FOOTING '.
KNEE WALL 'FOOTINGFOR SCREENED ENCLOSURES
SCALE; 3/4"- V-0'
14
12' F
(SIDE WALL ONLY) ALUMINUM STRUCTURE
FOOTING 2500 PSI CONCRETE (ALL FRONT WALLS)
W/ (1) #50 OR (2) #30 CONT. FOOTING 2600 PSI CONCRETE
BARS MIN. 2-1/2" OFF GROUND W/ (3) #30 OR (2) #503 BARS CONTINUOUS
BARS MIN. 2-1/2" OFF GROUND
RIBBON FOOTING -TYPE 1 RIBBON FOOTING -TYPE 2
SCALE: 3/4"- V-0" SCALE: 3/4" - T-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER- DEVELOPMENr CONSULTANT
P.O. BOX 214300, SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 707JT74
FAX:
(388) 167-6658
[Q:OOPWRIGHT 2004 PAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERADSSION OF LAWRENCE E. BENNETT. P.E. 1-53
SCREENED ENCLOSURES �CTION
1/4"x 6" RAWL TAPPER Vj
THROUGH 1"i 2 AND ALUMINUM FRAME SCREEN
ROWLOCK INTO FIRSTWALL
COURSE OF BRICKS
CAP BRICK
ALTERNATE CONNECTION OF &� BRICK KNEEWALL TYPE'S'
SCREENED. ENCLOSURE FOR - — t#.� MORTAR REQUIRED FOR
BRICK OR OTHER NON LOAD BEARING BRICK WALL
STRUCTURALKNEEWALL 4" (NOMINAL) PATIO '
11* WIDE x 0.083"'.THICK STRAP -^''EACH POST FROM POST TO CONCRETE SLAB (SEE NOTES
FOOTING W/ (2) #10 z 3/4' " � ,� .� .CONCERNING FIBER MESH)
S,61.S. STRAP TO POSTiAND
(1)1/4" x 1-3/4" CONCRETE O
ANCHOR TO SLAB OR - a (3)'#30 BARS OR (1) .
;:FOOTING #50 BAR W/ 2-1/2' COVER
(TYP.).
BRICK KNEEWALL AND FOUNDATION FOR SCREE4 WALLS
SCALE 3!4 V-0"
— - - -- '�3;#3BARCONT OR
(2 #3 BAR'CONT OR
2'-0" MIN. 3.1/2 (EYP, #5 BAR CONT I .4 I
BEFORE SLOPE - ALL SLABS)
TYPE 1 ;- TYPE II TYPE III .
FLAT SLOPE /—N6 FOOTING MODERATE SLOPE' FOOTING STEEP SLOPE FOOTING
0-2" 112' 2"/ 12'- V-10.. v-16-
Notes
10"Notes for all foundation type':
I- No fooling required except when addressing oroslon until the slab width In the direction of the primary exceeds .
32 ft., than a Type 11 footing Is required under the food bearing wall only pnless the slde wall exceeds 16 R. In
n
height or the enclosure Is in a "C' exposure categoryIn which case a Type II' footing Is r�qulred for aA walls.
2. The foundations showare.besed on a minlmum aQp haa�luq pcessuce oL-t,5Il0 FSE<Besdng ceAa((jEof-61
sr—oa ve fl
prlorlo piecing the sllib.'.
e ; us a poc sl penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF
rt
3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete.
4. Monolithic slabs and footings shell be minimum 2,500 Psi concrete. with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibennesh 0 Mesh, InForcal e3DL (Formerly Flbermesh MO) per maufacturer's
specification may be used In Ileu of wire mesh.
5. If local building codes require a minimum fooling, use Type II fooling or fooling sections requiredby local code.
Local code governs.
SLAB -FOOTING DETAILS
SCALE: 3/4". 1'-v
Lawrence E. Bennett, P.E. FL # 16644
CML ENGINEER • DEVELOPMENrcoNSULrXwr
P.O. BOX 214388, SOUTH DAYTONA. FL 32121
TELEPHON& (380)7874774
1": nee) r8TB8"
® COPYRIGHT2904 PAD! ,
NOT To 88 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1-55
SECTION
SCREENED ENCLOSURES
SECTION 1.
Table 1.1 Allowable Spans`fOrPl'Imary Screen Roof Frame Members
.
Aluminum Alloy 8063 7-6- -
. 3'-6 4'-0" d'-0" 5'-0" 8'-0" 0%0" 6'S"
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'•30'•00" North (Jacksonville, FL)
x 2" x 0.0441'
For Areae with Wind Loads up to 150 M.P.H. and Latitudes Below 30'40'40" North (Jacksonville, FL)
Tribute Loed Wldlh'W'a Beam Spicln
To Booms With CII s
-I
Hollow Sections 3'•0" 4'-0" 6'•0" 6'-0" T'-0" 8'•0"
9'•0"
Hollow Sections
3'•8" 4'-0" 41•8" 1 8'-0" 1 6'-0"
Allow+ble 8 an'OI bending 'b' or deflection'd'
-
Allowable Span'L' I bending 'b' or d$Decilpn'd'
-
2" x 2" x 0.044" 9'-10" It 8'-7" b 1 1 8' b 6'-11" b 8'-8' b 8'-1"
6'•8" b
W-11' bx
2" x 0.055"
2" x 2" x 0.055" 10'•9' b 9'•4" b 8 -4` b T-7" b T-1' b 8'-T - b
8'-9` It
-
81,8' d B'-3' d T-11". d 7S' d 7'5" d T-3' ' d-
2" x 3' x 0.045" - 13'-4' b 1 11'-7' b It 0'•4" - b 9--5" b 1 8'-9- b 1 8'-2" '"bl
T•8' - b
'
"'x
2" x 4" x 0,050" 14'-8' b I 12'-B" b I :1 V41" b 1 10'-4" ' b 1 9'-7" b I B' -i t" ' b
1 e'.5"
- 78" b
Tribute Load Wldlh'W' • Pur1ln 9 ;cine
-
_
4,1° +{,,6„ B'S" .. 8'-0"
Snap SectionA'-W'
. - Tributary Load Width VV'- Beam Spacing
Allowable S en'L'/bendln'b' orde8ecllon'd".2"
Self Mating Sections T-0" 4'-0" 1_ 6'-0"-'1 6'-0" T-1)" - , 8•4"
x 2" x 8.044 -B'-t-
d T -9""d T5"d T -3"d - T-9" d
g'-8' . d2"
' Allowable Span.' ibanding'b'. or deflection' d'
d 10'5" d 10'-0'. It 9'-11' It '9'S" b
9'-0- :' b2'
x 4" x 0.045"14'-0"
2" x 4" x 0.044 x 0.100" 19'•11" b 17'-4" b- 1 WV b 14'4" b 13'-1' b .12'4•,: It
17'-6" It
-
- -
2" x 5" x 0.050" x 0,100" 24'•9" It 1 21'-5" b 19'4" b 7.6" It 18'-2` fi,2- b
14'-7. b
Hollow Bectlons
3'S" 4'-0- 4'-0" Sb'• 5'S" 6'-0"
' 6'S"
2" x 6" x 0.050" x 0. 20"' 28.7' b 24•9 b 22'•2" b 20'-3" b 16'-9" b 1T-8'. b
16'-6" b
2" x 7" x 0.055" x 0.120" 32'-3' b 27'-11' h 24'-11- . b 22'-9" . b 21'-1', 6 9.9.' b
B- - b
6'-7" jb
2"x 2" x O.OSS"
2" x 7" x 0.065" w/ Insert.. 42'-10" b -3-7,-7,-'F.33'-T. 0 0' 28=1" b :26'-3- b
4'•9" b
! 2" x 3" x 0.050"
�.:...
•d
12'" b 11'-7" b 10'-11" b -410'' It 8'-10' D T-61 b
2" x 8" x DAM x 0.22 ' 41'-T- -b 38'-1" : b 32'-3" b 29'-5" b 27'•3" b 25'5- b
24'-D" h
• 13'.171 It 1 12'5":.:.: b .11'-11"'�s 6 11'-4".:, b I 10'-10" : D''10'+4•.., 'b
9'-10" b ..... .,
2" x 9" x 0.072" x 0.224" 45.1' b 9- . h 34.1 t, b 31'-11" b 29'5" b 27'•8" D
28'-1" b
2"x 9"X 0.082" x 0.310" 49'-0' b 42'•11" b 38'-0" b 36'-0" b 32'•6" b 301-4' b
28'-7' b
2" x 10" x 0:092' x 0.369" 59'•8" b 61'•7- b : 46'-1" b 42.1 b138 --Ii- b 36'-5' b
34'-0" b
,
- Tributary Load Width VV'!- Beam S acln9
-
- Snap Sections ...: 3'-0" 4••0" 6'-0" T'•0", B 0" .9'-0"•
Allowable. Spm VI banding' b' or dellection'd'
_.
2"x 2". x. 0.044" _._ 11'-9"•b 10'x2"L..b 91.. :. -6't4:,. ..78..._.....I r2 .: _b.
_..8'-9' b
-
:.....
2" x 3" x 0.045" ,; '1fi'•1- bf 13'•1" -' b' 11'-8" .: `10'5" . 9,-70' .. b' s,9' -3"-'-'b
.: B'S" b
2' x 4" x 0.045"L - ' i 8'•6' b i 5'-11' - b 14'-3" b 13'-0" b 1 - 11'•3-
10'-8' D-
2" x 6" x 0.082"-.. 31'3" b 1 2T -I", b 1 24'-2" b 1 22'-1" b 1 20'5" b 1 19'-2. 6 I
18'-0` b--
'
2"z7"x0.062" _. 34'-9" .b .30' -1":L -b I 26':11' b I 24'-7` 6 I 22'-91_: 21'.3"_b 1-28'.1".b
Note: . ..
1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures designed using ]his section shah be limited to a maximum combined open and upright height
of 55' and
a maximum upright height of 20'. Structures larger than these limits shall have site specific englnaering. �. -
3. Spens are based an a minimum of 104I Sq.. Ft. for up to a 150 M.P.H. wind bad.
4. Span Is measured from center of beam and upright connection to fascia or wall connectlon.
6. Above opens do not Include length of knee brace: Addhorizontal distance from upright to center of brace to beam
connection to the above epena for total beam $pens. --
e. Pudin spacing shall no( exceed 6'- W , For baa. spans greater than 40'-0' the: beam at the center pudin and
hoFvm
one .
"-_-==-pGir ac l vn-each-dearlh3 t`e7 6rlin-`aFell'incTad`arteieffirec`Te`s a Indata 1143'VroluffirVill,
pudin at W. W Do. center purlln and (2) purlins each side of center purlln need lateral b.dng.
7. Spans may be Interpolated.
Example: Max,' L' for 2" x 4"x 0.050" hollow section wlth'W'"6'-0'- it' -0".
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER • OEVELOPMENTCONSULTANT
P.O. BOX 214300, SOUTH DAYTONA, PL 32121
TELEPHONE: (309) 7074774
PAX: (380) 7010090
PA08
1-56
® COPYRIONT 2001
NOT TO ON REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT,P.E.
i. Thicknesaas shown are "nominai" Industry standard lolerancas. Nowell thickness shell ba less than 0.040'.
2. Spans are based on a minimum of 1091 Sq. FL for up to a 150 M.P.H. wfild.load.3, $pan la measured hum
center of beam and upright Connection to fascia or well connection.
3, Span Is measured from canter of beam and Op&Ohtconnection to fascia or wall cannecllori,' ''-Y ''
4, Purim apadng shell nol exceed W-8". For beam spans greater men 40'-0" the beam at the canter purin and
one udln kr sec 14'-0' on each side of me anter pudin shall Include lateral bracing as shown In detail
--- --�-V span w h purr ne efB=H o,c. can er pu�)ln and? puffins see side o center pu n nee lateral
' bracing. - -
6. Spens May be Interpolated, '
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
Exemplar
Maa.'L' far 2"x 4" x 0.050" hollow section feslenod to boom with allps with'W' a 5'-0" 10'4"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENOINEGR •. DEVELOPMENT CONSUL TANT
P.O. BOX 214300, SOUTH DAYTONA, FL 32t21
TELEPHONE: (394)7e7a774
FAX: (3801707-00$0'
PAGE
COPYRIGHT 2009
NOT TO 88 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 1'57
SCREENED ENCLOSURES
SECTION 1.
Table 1.2
Allowable Spens for Secondary Screen Roof Frame Members
. 3'-6 4'-0" d'-0" 5'-0" 8'-0" 0%0" 6'S"
Aluminum Alloy, 6053 T4
x 2" x 0.0441'
For Areae with Wind Loads up to 150 M.P.H. and Latitudes Below 30'40'40" North (Jacksonville, FL)
A. Sections Fastened
To Booms With CII s
-I
Tributary Load Width 'W' - Purlin Spacing
-
Hollow Sections
3'•8" 4'-0" 41•8" 1 8'-0" 1 6'-0"
Allowable Span'L' I bending 'b' or d$Decilpn'd'
-
x 2" x 0.044"
T-8" d T-0" d 7'•0" If- 6•-9" d 8'S' b 8'-3' b
W-11' bx
2" x 0.055"
8'•1" d 7'•9" If 7'-6' d 7'-2" d W-11" d 8'-9" d
6'-8• b
x 2" x 0,045"
L
81,8' d B'-3' d T-11". d 7S' d 7'5" d T-3' ' d-
8'-11"x
3" x 0.045"
10'-9' d 10'-3" If 9'-9". b 9-3" b 8'-10" b. 8 -6" b
"'x
4" x 0.050"
12'-2' b 11'•4" b 10'•8' b 10'•2' b B'S" b' '"8'-3" b
- 78" b
Tribute Load Wldlh'W' • Pur1ln 9 ;cine
-
_
4,1° +{,,6„ B'S" .. 8'-0"
Snap SectionA'-W'
6'S"
Allowable S en'L'/bendln'b' orde8ecllon'd".2"
x 2" x 8.044 -B'-t-
d T -9""d T5"d T -3"d - T-9" d
g'-8' . d2"
x 3" x 0,048"11'-.1'
d 10'5" d 10'-0'. It 9'-11' It '9'S" b
9'-0- :' b2'
x 4" x 0.045"14'-0"
If 13'-8"^ d' 12'=9' b 12'•2" b 11'-8" b Y 1'•i""D
B. Sections Fastened Through Beam Webs Into Screw Bosses
-
- -
TribuIa Load Width 'W' a Purlln Spaoing -'
-
Hollow Bectlons
3'S" 4'-0- 4'-0" Sb'• 5'S" 6'-0"
' 6'S"
•Allowable 8pan'VI bonding'b'or danacllon'd'..
2" x 2" x 0.044"
9'-2"b B'-7" 6 8'-1" 6 7'S" b T4"' "b 8'-11" . b
6'-7" jb
2"x 2" x O.OSS"
9'-11' b 9 b 8'•10" b 8'-0' 11 7'• 1':"' II7.'-7- 6
T-3"
! 2" x 3" x 0.050"
�.:...
•d
12'" b 11'-7" b 10'-11" b -410'' It 8'-10' D T-61 b
B'•i 1" I
..
2" x�4" x 0:050':...
• 13'.171 It 1 12'5":.:.: b .11'-11"'�s 6 11'-4".:, b I 10'-10" : D''10'+4•.., 'b
9'-10" b ..... .,
i. Thicknesaas shown are "nominai" Industry standard lolerancas. Nowell thickness shell ba less than 0.040'.
2. Spans are based on a minimum of 1091 Sq. FL for up to a 150 M.P.H. wfild.load.3, $pan la measured hum
center of beam and upright Connection to fascia or well connection.
3, Span Is measured from canter of beam and Op&Ohtconnection to fascia or wall cannecllori,' ''-Y ''
4, Purim apadng shell nol exceed W-8". For beam spans greater men 40'-0" the beam at the canter purin and
one udln kr sec 14'-0' on each side of me anter pudin shall Include lateral bracing as shown In detail
--- --�-V span w h purr ne efB=H o,c. can er pu�)ln and? puffins see side o center pu n nee lateral
' bracing. - -
6. Spens May be Interpolated, '
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
Exemplar
Maa.'L' far 2"x 4" x 0.050" hollow section feslenod to boom with allps with'W' a 5'-0" 10'4"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENOINEGR •. DEVELOPMENT CONSUL TANT
P.O. BOX 214300, SOUTH DAYTONA, FL 32t21
TELEPHONE: (394)7e7a774
FAX: (3801707-00$0'
PAGE
COPYRIGHT 2009
NOT TO 88 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 1'57
-
Snap Sections
•
12"
Tribute Laad Wldlh'W', Purlln Spacing
. 3'-6 4'-0" d'-0" 5'-0" 8'-0" 0%0" 6'S"
Allowable Span'12I bonding W or da8eallon'd'
x 2" x 0.0441'
10'47" It 1 10'-2- It 1 9'-7" b I 9'-1" b ' 8'4" bf 8'4" b I T•11- b
i. Thicknesaas shown are "nominai" Industry standard lolerancas. Nowell thickness shell ba less than 0.040'.
2. Spans are based on a minimum of 1091 Sq. FL for up to a 150 M.P.H. wfild.load.3, $pan la measured hum
center of beam and upright Connection to fascia or well connection.
3, Span Is measured from canter of beam and Op&Ohtconnection to fascia or wall cannecllori,' ''-Y ''
4, Purim apadng shell nol exceed W-8". For beam spans greater men 40'-0" the beam at the canter purin and
one udln kr sec 14'-0' on each side of me anter pudin shall Include lateral bracing as shown In detail
--- --�-V span w h purr ne efB=H o,c. can er pu�)ln and? puffins see side o center pu n nee lateral
' bracing. - -
6. Spens May be Interpolated, '
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
Exemplar
Maa.'L' far 2"x 4" x 0.050" hollow section feslenod to boom with allps with'W' a 5'-0" 10'4"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENOINEGR •. DEVELOPMENT CONSUL TANT
P.O. BOX 214300, SOUTH DAYTONA, FL 32t21
TELEPHONE: (394)7e7a774
FAX: (3801707-00$0'
PAGE
COPYRIGHT 2009
NOT TO 88 REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 1'57
I SECTION 1 I SCREENED ENCLOSURES I
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 130 MPH or an applied load of 14 # I sq. R.•
Tributary Load Width '1N' • U right 9 acin
Hollow Sectlons 3'•0" 4'•D" 5'•0" I 6'•6" 7'•0" 6'4" 6'-0"
Allowable Helght'H' / bending b' or If lectlon'd'
e'-4" b 7'-3" b 0'•8' b 5'-11" b S'-8" b W-1" b 4'40" b
9'4" b 7'-11" 6 7'-1' b 8'-6" b 5'-11" b W-7' 6
2" x 3" x 0.045" 11'•3" b e'- I" b 8'-g" b 7'•11" b 7'-5"
112 'x 4" It 0.050" 1Z-5" b 10'-g"
Notst .-p.. celow. ,
t. Thicknesses shown are "nominel" Industry standard tolerances. No wall thickness shell be less than 0.040".
2. Using screen panel Wldth'w select Upright length'H.
3. Above helghls do not Include length of knee brace. Add horizontal distance from upright to cenler.of brace to boom
conn,egon to the above opens for total beam opens.
4. Site specilloonglnsering required for pool enclosure, over 20' In mean roof 1. height.
__.�.S.-H€lght Is3o:be:me9eurod:fmm-mnlerrokbeem-endvpligiit-vonnec orr oIa& a or�nnial6-n
S. Chair rails of 2' x 2' x 0.044" min. and oat @ 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 CATAOORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE
EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION.
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENDINEBR • DEVELOPMENTCCNSULTANT
P.O. BOX 214308• SOUTH DAYTONA. Ft 32121
TELEPHONE: (380)701.4774
PAX: 138017Sr4133e
PACE
��••ppV ® COPYRIONT20U
1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES
SECTION 1
Table 1.4 Allowable Po fi 1131141 CEJIl"tthli $pane, Header Spans & Upright Heights
for Secondary Screen Will Frame Members
Aluminum Alloy 6063 T-6
For 3 seoond wind gust it velocity 01120 MPH or an applied load 0114 N l aq. M.•
A. Sections As Hodzonlsls Fastened To Posta With CII s
:. .. Tribute Loa Idlh'W'
Hollow Ssetlons 3'-8' .. 4 0" '4'-0"
- an—tn xx Altowsbb elghb JbmdlnD 6 and n r ....,-
-
5"
Soaa.$ea0on- _.
...:�
__-•IlawaLie Hol his'H't bendin -'b'or AellaoEonWd'
6.-a
a. Sections As Horhonlele
Fastened To Poets Through Side Into 3cnw posies
Hollow 8ecllons
-
3 •
Tribute Load Wldlh'W' -
,.
-0' •6" 5 •0' •8'. -0'
. Allowable He l hU'H'/hsndln g'b. or deflecti.rIV
2"X3 X0.0p.6
_ g.2 _ ,T-
Sneo 8ecrinn•
-
-"- ' "
7.-;
- Tor anowabie halghts e1 wind velocities other than 120 MPH, see conversion table 1A on Ihsi
No'.atlons for table pogo at the beginning of this action and example below.;
Holes;
--' - 1. 7hicknessee shown ere "noml6jF Industfy, standard tolerances No wen thickness shell be less than 0.040 .
2. Using screen panel width W seleot gid lengths, - --
3. Slid opeclgo engineering required for pool enclosures over 20- I -mean roof freight. . -
4. Span Is to be measured from center of beam and updght connection to fascia or wag connection;-' -
6. Chair ra0e 012' x 2"x 0.044".m1n, and set a 36' In height can be considered BE residential guardralls provldod
they are attached wlih min. (3) 010 x i 112' S.M.S. Into the screw bosses and do not exceed S' -O" In span.
6. Gln spacing shell not exceed e'-6'.
7. Spens may be Interpolated. -
IF HEIGHTS FOR 'C' EXPOSURE CATAOORY AND/OR WINDZONEB OTHER THAN 120 MPH ARE
REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR
SECTION. TABLES AT THE BEGINNING OF THIS
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER • DEVELOPMENTCCNSUL 7ANr
P.O. BOX 214308, SOUTH DAYTONA, FL 32121
TELEPHONE: 1308) 7074774
FAX: 1380) 70raeee
0 COPYRIGHT2004 - ►AO!
NOT TO BE REPRODUCED IN WHOLE OR IN PARI WITHOUT THE WRITTEN PERMISSION OF LAWRENCE a. BENNETT. P.O. 1 "J9
SCREENED ENCLOSURES
SECTION 1
-. -__-Table 1.B-.Mlnlmum_Upright..Slzes-acid q'N)77tiecbf,$Crewe. for_ __-_____-____..___._-----
Connection of Roof Beams to Wall Uprights or Beam Splicing
Boom Upright Minimum Purlln, Girl Deck Notes Minimum Number of Screws* Boom Stitching
Size Size d Knee Brace Size" Anchors 08 x %" ''#10 x %" 1 012 x 11W screw C 24" O.C.
2' x 3" 2"x 3" 2" x 2" x 0.044" 2 Full Lop 6 4 4
2"x4" 2"x3" 2"x2"x0.044" 2Full Lap 8 6
- 2"x4" 2"x4" 2"x0.4 " .2- Full Lop 8 - 8 4 #to
2"x 5. 2"x3" "x2"x0.044" - 2 FII Lo - 8 8 4 #8
2"x6" 7'x3" 2"x2"x0.044" ''4 'Full Lop 10 B 6 #10
2.1 x 6" '2"x4" ' 2'x2" .044" 4 Partial Lap 10 'r 6°' 010
2" x T! 2" x 4" 2" x 2'x 0.044" 4 '' Partial Lan 14 12 '10 412
x 0" 2"x 5" 2" z 3' x 0.044" : 8 'Perlis/ Le 18 _' 14 a.12 #14
i2"
t 2" x 9" 2'x 6" 2" x 3"x 0.045' 6 Partial La ' 18 18 ,n,:.< 14- #14
2"x9"'• 2"x7"2'x 4'x 0.050" 8 'Partial Lop 20 - 16 1B #14
2'X 10" 2"x8" 2•x4"x0.080'. .10 Partial Lap 20 - 18 6 #id
Screw Size -` Mlnlmum Distance and Spec lnIT1of Screws ..- Gusset Plate Thickness
-'- Edge To Center. Center To Center - .. Beam Size- Thickness
#8 5118• 616' 2" x 7" x 0.055" x 0.120' VIE"- 0.063'
# - 318" - 314" 2" x B" x 0.072' x 0224" 118' - 0.125"
.#12 .1/2' 1. 21' x 9" x 0.072" x 0.224" 118"•0.126"
#14or.t/4" ' 314" 1.112" 2"x9"x0.0825x0..306' 118"s0.12b'
5/18"' - '':718" 1.3/4". - 2:x10"x0.D92"x0.369" 1/4"•0,25"
1" -2'! - ...., .
' Refers to each side of the connection of the beam and upright a_hd'each side of splice connectlonl:...,
•' 0.082" wall thickness, 0.310" flings thlckneei -' - - -
1. Connection of 2'.x 6`. to 2" x 3" shalt u3a a fu81aP cut or 1/18'. gusset plata.
2. All gusset plates shelf be a minimum of 6052 Hat Alloy or have a minimum yield atrength bf 23 ks1. ,
3. For boom splice connections the number of screws shown Is the total for each spike with 1/2 the screws on each aide of the cut
- 4. The number of screws Is based on the maximum allowable moment of thebeem.
5. The number of deck anchom Is based on RAWL RTipper allowable load data for 2,500 psi concrete and /nor equal anchors may
be used. The number shown Is the total use 1/2 per aide: - - -- -
6. Hollow splice conneclfone can be made provided the connection Is approved by the engineer -
7. If a laryer than minimum upright Is used the number of screws Is the same for each splice with'1/2 the screws on each side of the
cut. -. .. .... ... ..._
6. All beam to upright connections for 2" x 7" beams or larger shad have an Internal or external gusset plates. Gusset plates are
required for mansard or gable spiles connections.
9. For gusset plats connections 2" x W beams or larger use 314" long screws.
10. The side wall upright shall have a minimum beam size as shown above. Is., a 2" x 4' Upright shall have a 2" x 3" beam.
".Connect beam to upright wl H -bar, gusset plate, or angle cops for each splice with 112 the screws on each side of the cul.
12. For girt eIre use. upright alze i.e. 2"x, 6").. Read the 2" x 6" beam row for mjn._glrt: of 2" x 2" x 0.044". „
Table 1.7 Minimum Size Screen Enclosure Knee Braces
_------------=and�4nchoring•Required=--_--- _°_-`-- - -- - - --------..__--_ -_
Aluminum 8063 T -s
Brace Lon th Extrusion Anchoring System
D'- 2'-0" 2" x 2" x 0.044' 2" H -Chanel Wlth 3 010 x 112" EACH SIDE
To 3'.0" 2" x 3' x 0.045" 2" H -Channel Wlth 3 #10 x 112" EACH SID
To 4'd" 2" x 4" x 0.044" x 0.12" 2' H -Channel With (4) 314" long screws
(Size to be determined by beam size, sea fable 9.8)
(Sea Table 1.6 For Number And Size Of Screws)
Note:
1. For required knee braces greater than 4'4" contact engineer for specincatlons and details.
2. Cantilever beam detail shown on page 1.32 shall be used for host structure attachment when knee brace length exceeds 4'-6".
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER. DEVELOPMENTCONSULTANT
P.O. BOX 114380. 000TH DAYTONA. FL 31111
TELEPHONE: (300)7074714
FAX: (304)7474100a
PA04
® COPYRIGHT 1001 _
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE e. aENNETT, P.E.
1 "B1
n 1 -.J VI'71Y J V IY OP RCI'1 m es
to f f f `FZ)i34tl
PLAT 4F SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 2, BAKERS CROSSING PHASF 2, ACCORDING TO THE PLAT THEREOF
AS RECORDED IN PLAT BOOK 62, PAGES 97, 98 AND 99, OF THE PUBLIC RECORDS OF SEMINOL
E COUNTY, FLORIDA
0 4-:20'04'15" ,
/
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RIGHT IF WAY LINE
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THF.' FINISHED FLOOR ELEVATION OF THIS V"��r
STRUCTURE MEETS OR EXCEEDS THE
THE SET FRTH IN TE
CITY OFO SIItNFORDSCODE CH A TER 6H SEC, 6-7(A), `
� s
CERTIFED'D) AND FOR THF,
EXGLUSIV$ IJSE OF:
DR” 1'ITT.E Cok4PANY OF PLORIDA, INC.
FIDELrry N A TTot."AL Ti. LE INSURANCE Co, OFFENPlB YT,ypNIA
THOMAS P. MEYERB
CH MORTOADE COMPANY, L LTD.
NOTE:
1. ALL DIRECTIONS AND DISTANCES HAVE
BEEN FIELD VI;RIFIEb AND ANY
INCONSISTENCIES HAVE BEEN NOTED ON THE
SURVEY, IF ANY.
2. PROPERTY CORNERS SHOWN HEREON WERE
SET/FOUND OIJ 08-23-03, UNLESS OTHERWISE
SHOWN,
3, THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASF,MENTS, RIGHT OF
WAY, RESTRICI'IONS OF RECORD WHICI'I MAY
AFFECT THF T:1LE OR USE OF THE LAND.
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN,
S. NOT VALID WITHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIDA LICENSED
SURVEYOR AND DAPPER.
I HAVE EXAMINED THE F.I,R,M, COMMUNITY PANEL
NO 120288 0045 E DATED 4/17/05 AND FWND
THE SUBJECT PRCPERTY APPEARS TO LIE IN ZONE X,
AREA OUTSIDE 101) YEAR FL000.
ELEVATIONS SHOV" HEREON ARE 8ASE0 011 Sf4WOLL COUNTY
VCRTICH� CONTROL AS rURN15NED.
BEARINGS SHOWN HEREON ARE BASCO ON
1110 SOUTHERLY LNE OF LOT 2 AS
BEING' N89 -34'3D' W PER PLAT,
(}ICED DATA;) 4/10/OS
SCALE:_ L° - 30 FEET
APPROVED ('TY; ,'ARM
900 NO. ASM40; 1(i
DRAWN BY' _
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92801- (401) 426-7970
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CRSSS�°C�_ALE
0 15 X30
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LEGEND '
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DENOTES CHORD BEARING
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10
OVERHEAD 11TIUTY LhNE
IDENnnCAR014
CC
;CC
PLANT %) UNE
POINT LY CW,IPOUND CURVE
I HEREBY CERTIFY, THAT THIS BOUNDARY
SURVEY, SUBJECT' TO THE SURVEYOR'S NOTES
CONTAINED HEREON MEETS THE: APPLICABLE
`MINIMUM TECHNICAL STANDARDS" SET FORTH
BY THE FLORIDA BOARD OF PROFESSIONAL
SURVEYORS AND MAPPERS IN CHAPTER
51017-6, FLORIDA ADMINISTRATIVE CODE
'URSUANT TO CHAPTER 472.027, FLORIDA
CTAT ITC&
•
4SM
�FOR
THE
WILLIAM RMUS 'A1FIRM
LLOI926, OATF
Sep. 18. 2006 4:OOPM Bovis Lend Lease No, 0513 P. 1
BAKERS CROSSING 14ONIEOWNF.RS ASSOCIATION, INL:.
REQUEST FOR ARCHITECTURAL APPROVAL
ADDRESS:
PHONE (H) 40 9 O (Cell) p-7 ZM 40 551-12.5 3
TYPE OF MODIFICATION:
ADDITION FENCE
DECK SHED
LANDSCAPE MODIFICATION
OTHER (DESCRIBE) SCRM
EXTERIOR PAINTING
PORCH
COCO
IWQRTAN.T_ PLEASE ATTACH A DETAILED DESCRIPTION OF THE
PROPOSED CHANGES, INCLUDING THE FOLLOWING INFORMATION, IF
APPLICABLE:
1. Copy of property survey showing the location of the proposed changes in
relation to the building and property lines
2. Size 5. Contractor 8. Exterior finish
3. Color 6. PWWdrawings 9. Dimensions
4. Material 7. Roof design and colors 10. Photographs
ESTIMATED START DATE: �4 1 o
ESTIMATED COMPLETION DATE:
SIGNATURE: DATE: C�
THE ARCHITECTURAL REVIEW BOARD RESERVES THE RIG MUT REQUTIPLEEST
MORE
INFORMATION TO CLARIFY THIS REQUEST. Q .
SHOULD BE SUBMI'T'TED SEPARATELY. THE ARCHITECTURAL REVIEW BOARD HAS
TH RTY DAYS TO RENDER A DECISION. pLFA5E MAIL TO BAKERS CROSSING, c/o
SENTRY MANAGEMENT, INC., 2180 WEST SR 434, SUITE 50.00, LONGWOOD, FLORIDA
32779 OR FAX TIDE REQUEST TO SENTRY MANAGEMENT AT 407-788-7488.
xEv►Ew BY atzcEUTECTURni, REVIEW so
APPROVED / ATIED BY: a4 DATE:
INCOMPLETE APPLICATION V
COMMENTS:
r �A
�., . :'- C.I .� � < 11 G, - -��._..(�
Sep.18. 2006 4:01PM Bovis Lend Lease
�' Ccot&
kaCP).1pek'� as
No, 0513 P. 2
0
Ard, r - z -T73
76 q�L,
'J
1 X61a- m
i,04� li::)vc
Oo (261�Lmuk-
.. ...... ...
... .. ......
't OR aPPMVable 2641iiiCi airid buildieIg regulittivi's of )';c
IS
-S
BE COMPLE!'YED C3'Y AROWTIECTURAL RE-ViEl,"V
-5 r10
-74