HomeMy WebLinkAbout122 Walnut Crest Runa
RECEIVED
CITY OF SANFORD PERMIT APPLICATION
Permit #: NO " 1 3 I ( J A N 3 0 2006
p
Job Address: Z ' n 6l, G'eS K—Vl SA A) Fz rDpte: Z 77
Description of Work: _ - eP..1L e. $ 2
Historic District: Zoning: Value of Work: S L43
Permit Type: Building 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 Commercial Industrial Total Square Footage:
Construction Type:
q #
of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #: 1 ---3— Z — ttach Proof of Ownership & Legal Description)
Owners Name & Address: 1 r3 ti Vt Y" ( P r.4 U 1
Contractor Name & Address: OSUMmomm
p_p p
State License Number: LfoC QD ' 00%
Phone & Fax: 417! %4 D— t /M Contact Person: I,Gt1IN JO hAS Phone: yD% oyg'T7Y)
Bonding Company:
Address:
Mortgage Lender:
Address:
Address:
Phone:
Fax:
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: 1 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 OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. u
NOTICE: In addition to the 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 may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of per s)tefific )(001y(vill notify the owner of the property of the
Stoatuie of Owry'r/
Arri
Date
r t., o /k—'o
J. Rw, JR.
ION t DD 192438
APPLICATION APPROVED BY: Bldg: , ' V' Zoning: Utilities:
Initial & Date) (Initial & Date)
Special Conditions:
00
FD:
Initial & Date) (Initial & Date)
r11*1 In na It Eel a on, . arw q1 i1 Jli it ill it ili N1 ill is iiNi
0
MARYANNE MORSE, CLERK OF CIRCUIT COURT
EMINOLF, ;OUNTY--
llili Instruinc t 1're ated Dy: - . BK ' 06100 PG 1261
i!arne CLERK'S # 2006015482AOdrectG
RECORDED 01/30/4006 03129:34 PML
RECORDING FEES i0.007l
RECORDED BY D Thooas
CERTIFILD COPY
MARY-IIVNF. MORSE
CLE".OF..CI r COURT
1'cntiit No. SE OLE' CO FLORID/
NO110E OF COMMENCEMENT t3Y
FPr.ITM Ct.E
STATE OF El or ,da _ '4N 3 0 2006COUNTYOF ;P_ "note A V t (U ,
THE UNDERSIGNED hereby.gives notice that Improvement will be n:nde to certain real property,
and in accordance with Cliapter 713, Florida Statutes, the following Informations provided In thisNoticeofCommencement.
1. Description q property: (Icgnl description of property, and street address If available)
Clr7tG/ Sl J cS-at^v F- be- ("ter? ro- / P19f- rbcije_ (p 2 f PJ' l -z —/Y—
12 2 t l I n I.l - C r s— 2vt • S A,jF-a .-j r—(, 3 Z 7.7 1 --k-&7fAc h e G Jh 2.
General description of improvement: SCREEN ENCL'OSURt 3.
Owncr. info rinnlinn -Fo I) 0 cell ( A-" r 1 •e C'.4V, a:
Nance and address: 122 1,) nk — .C'- „; ,fur-P(, >?77 / b.
Interest in property: Owner/Bui l der C.
Name and address of fce simple titleholder (if other than owner): 4.
Contractor: (name and address) Action Aluminum 2698-
S. Orange Blossom Trail Orlando,
FL 32805- 5.
Surcly a.
Nnmc and address: b.
Amount of bond $__._ AM 6Acndcr. (
name and Uddress) 7.'
Pcrsons within the State or Florida designated by Owner upon whom notices or other docuniculs
may be served as provided by Section 713.13(1)(a)7., Florida Statutes: manic
acid address) AN.
8.
In addition to himself, Owner designates the following person(s) to.receive a copy of.thc Licnor'
s Notice as provided In [Scn Ilion 713.13(1)(b), Florida Statutes: (name and address) fV
9.
I'xpirntioin tints of notice of commencement (tilt: expiration dnte Is 1 year from the date of
recording unless n different date is specified) Swnrn
to niul•suhscribed before me this
W7 dny of &--- za ' Si urc of Owner' Owner
s Nome o Signallue
of bufuly 1'6W) 0wncr'
s Address 12 7— Notary'
s Name J.
i;APP, JR. _ cJZ c, 't X ( I Z 7 -7 / Notary'
s Commission F.x _ 1$$It)NIDu1-9 March
11. W. State
of Florida, "°"a`
The foregotn In t nt wa 7acknowledgedbefotsCdate) liy_Ow—'T name
of,person acknowledging), wlio is we
vnall`
112-0 t to me or has producrd type
of ldentl'Pi oti as 'ldent I f ic,t tun and who
ACTION ALUMINUM PRODUCTS, INC
2698 South Orange Blossom Trail
Orlando, Florida 32805
POWER OF ATTORNEY
I hereby name and appoint Patty Johns to be my lawful attorney, in fact to act for
me and apply to4he =a led Building Department
fora 001- scr en Env clos raze permit to be
performed at a location described as:
a AMLNur Ce esr Attxl
And to sign my name and do all things necessary to this appointment.
pe-- -
David Allan J has
CGC 053605
SUBSCRIBED BEFORE ME THIS
2-3 DAY OF 20j2k
Notary as to Con ractor
My Commission
DAMELTHOMP80N
COMMISSION # DD 255104
EXPIRES: Ogober 1, 2V
ow" Thu N01dy PkA* unarwlun
METRO ORLANDO (407) 648-9948 • Fax (407) 648-9949 9 BREVARD (407) 632-0264 9 VOLUSIA (904) 252-7835
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL
M k k , lei
DAvin Jommsom. CFA,ASA
PROPERTY'
APPRAISER ___ Im
SEMINOLE COUNTY Ft--
is
1101 E. FiRsT sT 3A
9'-
sA![FORo, FL32T71-14C
4D7-665-75D6 7
1 9/ a
2006 WORKING VALUE SUMMARY
GENERAL Value Method: Market
Parcel Id: 22-19-30-502-0000-0950 Number of Buildings: 1
Owner: CAVITO TODD C & LAURIE D Depreciated Bldg Value: $137,292
Mailing Address: 122 WALNUT CREST RUN Depreciated EXFT Value: $0
City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $29,500
Property Address: 122 WALNUT CREST RUN SANFORD 32771 Land Value Ag: $0
Subdivision Name: PRESERVE AT LAKE MONROE Just/Market Value: $166,792
Tax District: S3-SANFORD-WATERFRONT REDVDST Assessed Value (SOH): $166,792
Exemptions: 00-HOMESTEAD Exempt Value: $25,000
Don 01-SINGLE FAMILY Taxable Value: $141,792
Tax Estimator
2005 VALUE SUMMARY
Tax Value(without SOH): $2,843
SALES 2005 Tax Bill Amount: $2,843
Deed Date Book Page Amount Vaclimp Qualified Save Our Homes (SOH)
WARRANTY DEED 09/2004 05475 1455 $195,000 Improved Yes Savings: $
0
Find Comparable Sales within this Subdivision 2005 Taxable Value: $142,486
DOES NOT INCLUDE NON -AD VALOREM
ASSESSMENTS
LAND LEGAL DESCRIPTION
Land Assess
Frontage Depth
Land Unit Land PLATS: Pick...
Method Units Price Value
LOT 95 PRESERVE AT LAKE MONROE PB
LOT 0 0 1.000 29,500.00 $29,500 62 PGS 12 - 15
BUILDING INFORMATION
Bid Year Base Gross Living Est. Cost
Bid Type Fixtures Ext Wall Bid Value
Num Bit SF SF SF New
1
SINGLE
2004 9 1,042 2,938 2,476 CB/STUCCO $137,292 $138,679FAMILYFINISH
Appendage I Sqft OPEN PORCH FINISHED / 21
Appendage / Sqft GARAGE FINISHED / 441
Appendage I Sqft UPPER STORY FINISHED / 1434
NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed
Porch Finished,Base Semi Finshed
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 ear's property tax will be based on Just/Market value.
http://www.scpafl.org/pls/web/re web.seminole county title?parcel=22193050200000950... 1/25/2006
PLAT 4F SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 95, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA
NOTE:
THE FINISHED FLOOR ELEVATION OF THIS
STRUCTURE MEETS OR EXCEEDS THE
THE REQUIREMENTS SET FORTH IN THE
CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A).
CERTIFIED TO AND FOR THE
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC
LEGEND
BUILDING SETBACK LINE
CENTERLINE
RIGHT OF WAY LINE
0
EXISTING ELEVATION
CONCRETE
LB LAND SURVEYING BUSINESS
LS LAND SURVEYOR
PRM PERMANENT REFERENCE MONUMENT
PCP PERMANENT CONTROL POINT
P) PER PLAT
M) MEASURED
FND FOUND
C/W CONCRETE WALK
S W SIDEWALK
C CONCRETE PAD
CS CONCRETE SLAB
C CHORD LENGTH
PK PARKER KALON
R RADIUS
POC POINT OF CURVE
FND 1/2'[RON ROD AND CAP
LB #6393 (08-24-D4)
QFND NAIL AND DISCLB168 (08-24-04)
CNA CORNER NOT ACCESSIBLE
Z DENOTES DELTA ANGLE
L DENOTES ARC LENGTH
C.O. DENOTES CHORD BEARING
PC DENOTES POINT OF CURVATURE
PI DENOTES POINT OF INTERSEC71ON
PRC DENOTES POINT OF REVERSE CURVATURE
PT DENOTES POINT OF TANGENCY
TYP TYPICAL
A/C AIR CONDITIONER
COW CONCRETE BLOCK WALL
RP RADIUS POINT
OHU OVERHEAD UTILITY LINE
ID IDENTIFICAIION
POL POINT ON LINE
PLC POINT OF COMPOUND CURVE
P.U.D. PLANNED URBAN DEVELOPMENT
IUHPLATTEO
PER THIS PLAT)
46.83„
0 95
t
10926 SD
LOT 96
o
AI
ki l I
y12601
I
40.0'
II
TWO STORY
b CONCRETE BLOCK
1 0+ & WOOD FRAME
RESIDENCE
FINISH FLOOR
ELEVATION-16.36
COVEREDENTRY
i
o
I 4'
1II
II.
WALK IS . -----
OFF ' -
1 10'
A"279'31" -
R- I ''•ivBOO.00'
CB-N20'1 T21 "E 1 1
C-26.09' II1
PI I S70'57'5'E
11— 25.00
L— _
1II
i
1II
i
I1
I
1I NII 1I
ID
1€
1' I
Ln
J
DO
cr CO
cil Ltl
N
J
m
I. 30'
GRAPHIC SCALE
O 15 30
LOT 94
f I•T+ 1
111iEW1AY; I
IIJINTI WALK IS
ALDFE—
WILLOWBAY RIDGE L--225.91'
2-
5.81'
S +p[`
R-600.00'
1 BEET C8-MI0'45'13'E
I //
C-224.48'
NOTE:
WALNUT CREST RUN
SO' RIONT-OF-WAY
ALL DIRECTIONS AND DISTANCES HAVE
3£EN FIELD VERIFIED AND ANY
4CONSISTENCIES HAVE BEEN NOTED ON THE
IURVEY, IF ANY.
PROPERTY CORNERS SHOWN HEREON WERE
ET/FOUND ON 08-24-04, UNLESS OTHERWISE
HOWN.
3. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF
WAY, RESTRICTIONS OF RECORD WHICH MAY
AFFECT THE TITLE OR USE OF THE LAND.
I HAVE EXAMINED THE F I.R.M. COMMUNITY PANEL
NO 120294 0035 E DATED 4/17 95 AND FOUND
THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD PLAIN.
THE SURVEYOR MAKES NO GUARANTEES AS TO THE A80VE INFORMATION.
PLEASE CONTACT THE LOCAL F, E.M.A. AGENT FOR VERIFICATION.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
VERTICAL CONTROL AS FURNISHED.
BEARINGS SHOWN HEREON ARE BASED ON
THE WESTERLY LINE OF LOT 95
BEING N00'01'41"W PER PLAT.
FIELD DATE:) 04-06-04
REVISED:
SCALE: I" s 30 FEET
APPROVED BY: Si
wAL a-24-04 CKB
JOB NO. ASM39709 FORMBOARO 05-03-04 VH
PLOT PLAN 02-04-04 500
DRAWN BY:
LOi FIT 01-02-03 CKB
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
5. NOT VALIO WTHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIOA LICENSED
SURVEYOR AND MAPPER.
HINTER PARK, FLORIDA
32789 (407) 426- 7972
y19'04'16"
L-199.71'
R-600.00'
PCCB-NO9'30'27'E
C-190.79' _ —
CENT£RL1NE
RIGHT -OF -'MAY
0
6= 7'38'20"
L= 76.66'
R=575.00'
CB=N15*13'25"E
C=76.60'
I HLREBY 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
SIG17-6, FLORIDA ADMINISTRATIVE CODE
PURSUANT TO CHAPTER 4.72.027• FLORIDA
STATUTES.
g//
FOR
THE
FIRM
JAMES JAY ALES PSM #4997 DATI
r,;,„ CENTEX POOLS & SPAS JOB No,
Ad&-.ss. 1 ?? WALNUT CREST RUN
C,t,,SANFORD
L- 95
SL"I„ IEIO ,PRESERVE P LK M NROE _- 81_00 — 8•_p•
i X 2 1 X 2
0
2 X 3 2 X 3
D 0
2 X 3 2 X 3
tD N ~ N ZD
X X X
N . NIA
X 3 2 X
z D
1 XZD1X2
in
1 X 2
I'
II
o
co ap
1 X 2
2 X 3
2 X 3
0Nlrrxo,)
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 ONLY" drawings or any
site specific" drawings that I may furnish the contractor.
David A. Johns
Action Aluminum Products, Inc.
2698 South Orange Blossom Tr.
Orlando, FL 32805
They are hereby added to my 2006 MASTERFILE LIST
Should you,have',a questions please contact me at your
convenience l)l 4 -
SincerelV,' i, .
7 c-
Lawrenc Bje in#16644
SECTION 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)
Hollow Sections
Tributary Load Width 'W' = Beam Spacing
3'.0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7--0 1 8'.0" 1 9'-0"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 9'-10" b 8'-7" bi 7'-8" b 6'-11" DI b'-6" Di 6'-1" Dj 5'-8" b
2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b 7'-7" b 7'-1" b b'-7" b 6'-3" b
2" x 3" x 0.045. 13'4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b
2" x 4" x 0.050" 14'-8" b 12'-8" b 11'-4" b 1 10'-4" b 9'-7" b 1 8'-11" b I W-5" b Self
Mating Sections Tributary
Load Width 'W' = Beam Spacing 3'-
0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'4)" 1 9'-0" Allowable
Span 'L' / bending 'b' or deflection 'd' 2"
x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-l" b 12'-3" b 1 V-6" b 2"
x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2"
x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16'-6" b 2"
x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24--11" b 22'-9" b 21'-l" b 19'-9" b 18'-7" b 2"
x 7" x 0.055" w/ insert 42'-10" b 37'-l" b 33'-2" b 30'-4" b 28'-l" b 26'-3" b 24'-9" b 2"
x 8" x 0.072" x 0.224" 4V-7" b 36'-1" b 32'-3" b 29'-5" b 2T-3" b 25'-6" b 24'-0" b 2"
x 9" x 0.072" x 0.224" 45'-l" b 39'-l" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-l" b 2"
x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2"
x 10" x 0,092" x 0.369" 59' 6" b 51'-7" b 46'-1" b 42'-l" b 38'-11" b 36'-5" b 34'4" b Snap
Sections Tributary
Load Width 'W' _ Beam Spacing 3'-
0" 1 4'-0" 1 5'-0" 1 6'.0" 1 7'-0"1 8'-0" Allowable
Span'L' / bending'b' or deflection'd' 2"
x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 7'-2" b 6'-9" b 2"
x 3" x 0.045" 15'-1" b 13'-l" b 11'-8" b 10'-B" b 9'-10" b 9'-3" b 8'-8" b 2"
x 4" x 0.045. 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-l" b 11'-3" b 10'-8" b 2"
x 6" x 0.062. 31'-3" b 27'-l" b 24'-2" b 22'-l" b 20'-5" b 19'-2" b 88'-0" b 2"
x 7" x 0.062" 34'-9" b 30'-l" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-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 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.
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 purlin need lateral bracing. 7.
Spans may be interpolated. Example:
Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" Lawrence
E. Bennett, P.E. FL # 16644 CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE. (
356) 767-4774 FAX: (
386) 757-GW I
PAGE
A _
56 I Q NOT
TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I
SECTION 1
BEAM -SCREEN
ROOF
J
QW
j
W
Q
aQ O -
zC='
1 w
e
e ENC
K
E HOST
STRUCTURE ROOFING 2)
2" LAG SCREWS (SEE SECTION
9 FOR SCREW SIZES) 2"
STRAP LOCATE AND FASTEN
PER STRAP LOCATION
DETAIL PAGE 1-21 2"
x 2" x 0.062" ANGLE EACH SIDE (
3) EACH #8 S.M.S. EACH LEG
INTO POST - BEAM
CAP (SEE,PAGE 1-22) OPTIONAL
3/8" LAG SCREW AND
3/4" FERRULE FASCIA
AND SUB -FASCIA SCREENED
ENCLOSURES 0.
05" H-CHANNEL OR GUSSETS COMPOSITE
2 x 3 EAVE RAIL POST
TO BEAM FASTENING SEE
TABLE 1.6) e
e SCREEN CD
e MAY FACE.IN OR OUT) 90
e
6 REQUIRED KNEE BRACE MINIMUM
SIZE AND CONNECTION (
SEE TABLE 1.7) ATTACHED
NO MORE THAN 6" F-
ui ABOVE TOP OF GUTTER n
Co 0a<
W
W
e
e
e e e
e SOFFIT
e
SUPER OR EXTRUDED
GUTTER
IMAX.
DISTANCE TO HOST
STRUCTURE WALL
24" WITHOUT SITE
SPECIFIC ENGINEERING
IF
KNEE BRACE LENGTH EXCEEDS
TABLE 1.7 USE CANTILEVERED
BEAM CONNECTION
DETAILS SUPER
OR EXTRUDED GUTTER RISER (
OR TRANSOM) WALL AT FASCIA - DETAIL 6 SCALE:
3" = 1'-0" Lawrence
E. Bennett, P.E. FL # 16644 CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (
366) 767.4774 FAX: (
386) 767-G&W- PAGE
COPYRIGHT
20" 1 -
30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES SECTION 1
Table 1.2 Allowable Spans for Secondary Screen Roof FrameWembers
Aluminum Alloy 6063 T-6
For Areas with Wind Loads up to 150 M.P.N. and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
4_ Sections Fastened Tn Rpams With Clins
Hollow Sections
Tributary Load Width 'W' = Purlin Spacing
3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6'-8"
Allowable Span'L' / bending'b' or deflection'd'
2" x 2" x 0.044" T-8" d 7'4" d T-0" d 6'-9" d 6' 6" b 1 '-3" b 1 5'-11" b
2" x 2" x 0.055" 8'-1" d 7%9" d T-5" d 7'-2" d 6'-11" dl 6'-9" dl 6' 5" b
3" x 2" x 0.045" 8'-8" d 8'-3" d T-11" d 7'-S" d 7'-5" d 1 7'-3" d 1 6'-11" d
2" x 3" x 0.045" 10'-9" d 10'-3" d 9'4" b 9'-3" b 8' 10" bT S'-5" bj b
2" x 4" x 0.050" 12'-2" b 1 1'-4" b 10' 8" b 10' 21" b 9' 8" b 1 9'-3" b 1 8'4" b
Snap Sections
Tributary Load Width NY = Purlin Spacing
3'.6" 1 4'-0" 1 4'-5" 1 5'-0" 5'.6" 1 6'.0" 1 6'-S"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044 8'-5" d 8'-1" d T-9" d T-6" d T-3" d 1 T-0" d 6'4" d
2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10' ' dj 9'-11" b 9'-6" b 9'-0" b
2" x 4" x 0.045" 14'-S" d 14'-0" d 1 13'-6" d 12'.9" bj 12'-2" bj 1 1'-S" b 11'-1" b
B. Sections Fastened Through Beam Webs Into Screw Bosses
Hollow Sections
Tributary Load Width NY = Purlin Spacing
3'-6" 1 4'-0" 1 4'-5" 1 5'-0" r 5'-5" 6'-0" 1 6'-8"
Allowable Span 'L' / bendirg'b' or deflection'd'
2" x 2" x 0.044" 9'-2" b 8'-7" b 1 8'-1" b T-8" b 7'-1" b 6' i 1" b 6'-7" b
2" x 2" x 0.055" 9'-11" b 9'4" b 8'-10" b 8'-4" b 7'-11" b 7'-7" b 7'-3" b
2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-"' b 9'-10" b 9' 5" b 8' 11" b
2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-1G" b 10'-4" b 9'-10" b
Snap Sections
Tributary Load Width tiY' = Purlin Spacing
3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6--8"
Allowable Span 'L' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 10'-11" bj 10'-2" bi 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" bj 7'-11" b
Notes:
1. Thicknesses shown are "nominal" industry standard tolerances. No wa!I thickness shall be less than 0.040".
2. Spans are based on a minimum of 104 / Sq. Ft. for up ;o a 150 NI.P.H. vrind IoaC.3. Span is measured from
center of beam and upright connection to fascia or v.atl 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 spars a. eater than 40'-0" the beam at the center purlin and
one purlin for each 14'-0" on each side of the center pur!in shall include lateral bracing as shown in detail
18'-0") span with. purlins at 6'- 8" O.C. Center purlln and (2) purlins each side of c_n:er purlin need latera!
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' = 5'-0" = 10'-2"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214358. SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767.4T74
FAX: (386) 767-6556
PAGE
COPYRIGHT 2004
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERIJISSION OF LAWRENCE E. BENNETT, P.E 1 -57
SECTION 1 SCREENED ENCLOSURES
SCREEN
d' VARIES
4" SHO'V
1" x 2" O.B. BASE PLATE (TYP.) II
SECONDARY
2" x (d - 2 ") x 0.063" ANGLE e
EACH SIDE OF COLUMN W/ #10
S.M.S.
SEE SCHEDULE NEXT PAGE)
CONCRETE ANCHOR
a,
e
m I a
SEE SCHEDULE NEXT PAGE)
NOTE: DETAIL ILLUSTRATES
TYPICAL 2" x 4" S.M.B. COLUMN
CONNECTION 2" 5d
MIN.) (MIN.)
SIDE VIEW
SCREEN
CONCRETE ANCHOR THRU
ANGLE OR WITHIN 6" OF
UPRIGHT IF INTERNAL
SCREWS INTO SCREW
BOSSES ,rr
a
v
G
v : e av
e °.. • I IC
2" x 2" x 0.063" PRIMARY ANGLEI
EACH SIDE
10 x 3/4" S.M.S. EACH SIDE
SEE SCHEDULE NEXT PAGE)
5d• MINIMUM EDGE DISTANCE
FROM EXTERIOR OF COLUMN
TO OUTSIDE EDGE OF SLAB
BOLT 0 • 5d DISTANCE
va•' 1.1,,..
3'2" 1-7,'B" I -
GRADE
1-1/4" P:11N. CONCRETE
ANCHOR EMBEDMENT
TYPICAL S.M. OR SNAP
SECTION COLUMN
2) #10 x 3/4" S.M.S. EACH SIDE
PRIMARY 2" x 2" x 0.063" ANGLE
1" x 2" BASE PLATE (TYP.)
I i L 1-1/4" MIN. CONCRETENOTE: SELECT CONCRETE ANCHOR ENIBEDIMENTANCHORFROMTABLE9.1 L6,. (MAX) _L 6" (MAX.)
3000 P.S.I. CONCRETE MAX. SPACING 24" O.C.
FOR BOTH SIDES
FRONT VIEW
2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DFTAlt_s
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. DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 767-4774
FAX: (386) 767-6556
PAGE
COPYRIGHT 2004
1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF L WMENCE E. BENNETT. P.E.
SECTION 1 SCREENED ENCLOSURES
Table 1.3 Allowable Post I 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.*
Hollow Sections
Tributary Load Width 'W' = Upright Spacing
3'.0" 4'-0" 5'.0" 1 6'-0" 1 7'.0" 1 8'.0" 9'-0"
Allowable Height'H' I bending'b' or deflection'd'
2" x 2" x 0.044" 8'-4" b 7'-3" b 6'-6" b 5'-11" b 5'-6" b 5'.1" b 4'-10" b
2" x 2" x 0.055" 9'-1" b 7'-11" bj 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b
2" x 3" x 0.045' 11'-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2"
x 4" x 0.050" 12'-5" b 10%9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" b 7'-2" b Self
Mating Sections Tributary
Load Width 'W' = Upright Spacing 3'.
0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 6'-0" 9'-0" Allowable
Height'H' / bending 'b' or deflection'd' 2"
x 4" x 0.044 x 0.100" 16'-11" b 14'-B" b 13'-1" b 11'-11" b 1 V-1" b 10'-4" b 9'-9" b 2"
x 5" x 0.050" x 0.100" 20'-11" b 18'-l" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-l" b 2"
x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-l" b 15'-10" b 14'-10" b 13'-11" b 2"
x 7" x 0.055" x 0,120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b I T-10" b 16-8" b 15'-9" b 2"
x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-l" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2"
x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 1 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2"
x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2"
x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 2"
x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" Snap
Sections Tributary
Load Width 'W'= Upright Spacing 3'-
0" 1 4'.0" 1 5'-0" 1 6'-0" 1 7'.0" 1 8'-0" 1 9%0" Allowable
Height 'H' I bending 'b' or deflection'd' 2"
x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-l" b 5'-9" b 2"
x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'-4" b 2"
x 4" x 0.045' 15'-7" b 13'-6" b 12'-1" b 11'4" b 10'-2" b 9'-7" b 8'-11" b 2"
x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2"
x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 1 19'-3" b 17'-11" b 10 -11" b For
allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for
tables at the beginning of this section and example below. Note:
1.
Thicknesses shown are "nominal" industry standard tolerances. No wall thic'r,ness shall be less than 0.0:0". 2.
Using screen panel width 'W' select upright length 'H'. 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. FL # 16644 CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (
386) 767-4774 FAX. (
386)767-65M IPAGE
1 -58 I O NOT
TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA'NRENCE E. BENNETT, P.E. I
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
SIDE WALL
SECTION 1
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
FIBER 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
WELDED 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 TO
CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND @ 24" O.C.
MAX. OR THROUGH ANGLE
AND @ 24" O.C. MAX. SELECT
CONCRETE ANCHORS FROM
SECTION 9
SIDE WALL
ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER . DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767.4774
FAX: (386).767.-6556
O
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1
PAGE
1 -47 I
SCREENED ENCLOSURES SECTION 1
Table 1.4 Allowable Post 1 Girt I 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 # / sq. ft.*
I_ ro-t. Witk PH Hollow
Sections 2"
x 2" x 0.044" 2"
x 2" x 0.055" Tributary
Load Width'W' 3'-
6' 4'.0" 1 4'.6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable
Heights 'H' / bending 'b' or deflection 'd' 6'-
10" d 5'-5" b 6'-1" b 5'-9" b 5'-6" b 5'-3" b 1 5'-0" T-
3" d 6'-11" d 6'-6" b 6' ." b 6'.0" b ;'-9" b 5'-6" b
b
3"
x 2" x 0.045" 7'-9" d 7'-5" d 7'-V d 6'-10" d 6'-7" b 6'-4" b 1 5'-11" b 2"
x 3" x 0.045" o'=" o 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7' 2" b 1 6'-9" b 2"
x 4" x 0.050" 10'-3" b 9'-7" b 9'.0" b 8'-7" b 5'-2" b 7'-,0" b 1 T-5" b Snap
Sections Allowable Heights 'H' / bending 'b' or deflection 'd' , 2"
x 2" x 0.044" 7'-5" c 7'-2" d 6'-11" d 6'-K b 6'-1" b 1 ,' b 1 5'-9" b l r__.___
J T- D- - TL.. .. F. Cir,.n Intn CZ-- Rneeoe Hollow
Sections Tributary
Load Width NY 3'-
6' 1 4'-0" 1 4'.6" 1 5'.0" 1 5'.6" 1 6'-0" 1 6'.8" Allowable
Heights 'H' / bending'b' or defiection'd' 2"
x 2" x 0.044" 7'.9" b 7'-3" b 5'.10" b 6'-6" b 1 6'-2" b 1 5'-11" b 5'-7" b 2"
x 2" x 0.055" 8'-5" b 7'-11" b 7'-5" b 7'-l" b 6'-9" b 1 6'-5" b 6'-1" b 3"
x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'.9" b 7'-5" b 1 7'-l" b 5'-8" b 2"
x 3" x 0.045" 10'-5" b 9'-9" b 9'.2" b 8'.9" b 8'-4" b 7'-11" b 7'-7" b 2"
x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'4" b Snap
Sections Allowable Heights 'H' / bending 'b' or deflection'd' 2"
x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-l" b 1 7'-8" b 1 7'-4" b 1 7'-0" b 1 6'-8" b For
a[Iowa Die nelgnrs a1wino velocmes o,ner ma„ ,cv mrn, *CC - .a,..... -....- specifications
for tables page at the beginning of this section and example below. Notes:
1.
Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.0=0". 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 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. 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. FL # 16644 CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (
386) 767AT74 FAX: (
386) 767-6556 I
PAGE
I
COPYRIGHT2004NOT
TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERAIISSION OF LAWRENCE E. BENNETT, P.E. 1 59
e
SECTION 1
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
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"
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.
2" x 2", 2" x 3" OR 2" x 4"
HOLLOW SECTION
SEE TABLES)
MIN. (3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSSES
MASONRY ANCHOR @ 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' AND A BEAM & UPRIGHT SPACING
OF 7' USE:
r
1/2 x 17'-11" x Tx 109 / 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. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767.4774
FAX: (386) 7674M
PAGE
COPYRIGHT 2004
1 -48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES I SECTION 1
Table 1.6 Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams to Wall Uprights or Beam Splicing
Beam
Size
Upright
Size
Minimum Purlin, Girt
Knee Brace Size"
Deck
Anchors
Notes Minimum Number of Screws' Beam Stitching
Screw @ 24" O.C. 8 x'/," 10 x I", 12 x'/,"
2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4
2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8
2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lao 8 6 4 10
2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8
2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Fuli Lap 0 r3 1 6 10
2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Pariai Lac 10 8 6 10
2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Par.,ial Lap, 14 12 10 12
2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 14
2" x 9" 2" x 6" 2" x 3" x 0.045" 6 1 Lap i8 1i5 14 14
2" x 9" 2" x 7" 2" x 4" x 0.050" el Parlal Lap 20 18 16 14
2" x 10" 2" x 8" x 4" Y. 0.01U" I lr ial Lag 20 i$ 16 14
Screw Size Minimum Distance and Spacing of Screws
V Gusset Plate Thickness
Edge To Center Center To Center Beam Size Thickness
18 5116" 5!3" 2" x 7' x 0.055" x 0.120" 1/16" = 0.063"
10 3!8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125"
412 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125"
5/16" 7/8" 2" x 10•' x 0.092" x 0.369" 1/4" = 0.25"
3,8„ 2
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 ill 6" gusset plate.
2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi.
3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut.
4. The number of screws is based on the maximum allowable moment of the beam.
5. The number of deck anchors is based on RAVVL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may
be used. The number shown is the total use 1/2 per side.
6. Hollow splice connections can be made provided the connection is approved by the engineer.
7. If a larger than minimum upright is used the number of screws is the same for each splice with 112 the screws on each side of the
cut.
8. All beam 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. The side wall upright shall have a minimum beam size as sho .n above, ie., a 2" x 4" upright shall have a 2" x 3" beam.
11. Connect beam to upright w/ H-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut.
12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044".
Table 1.7 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'-0" 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. 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 - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 767-4 74
FAX: (386) 767-6556
I O
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1
PAGE
1 -61 I
SECTION 1 I SCREENED ENCLOSURES
MINIMUM POST SIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
2"x4"OR2"x6"
SELF MATING BEAM
1".x 2" SNAP SECTIONS 2
ATTACHED TO 2" x 2" W/
10 x 1-1/2" S.M.S. @ 24" O.C.
I
OR CONTINUOUS SNAP i /
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION g PM
6„
2„
i._ X
1 x 2" OPEN BACK FASTENED I
TO POST W/ (2) #10 x 1-1/2" ALTERNATE FLAT ROOF
S.M.S.
I
SELECT FASTENER SIZE,
ATTACH 2" x 2" PURLINS TO NUMBER AND PATTERN
SELF MATING BEAMS W/ (2) SEE TABLE 1.6 & 9.5A OR 9.56) 10 x 1.112" S.M.S. INTO
SCREW BOSSES
o 2" x 3" HOLLOW OR SNAP .
SECTION
SLOPING BEAM TO UPRIGHT CONNECTION DETAIL PARTIAL LAP
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 767-4774
FAX: (386)767.6M
PAGE
@ COPYRIGHT 204
1-8
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
SCREENED ENCLOSURES I SECTION 1
W PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
SEE DETAILS SECTION 1)
ALTERNATE CABLE
H
SEE TABLE 1.3) 1" x 2" (TYP.)
I- GRADE
K-BRACING (OPTIONAL) _ CABLE CONNECTION
GIRT (TYP.) (SEE DETAILS SECTION 1)
TYPICAL DOME ROOF - ELEVATION
EXISTING STRUCTURE
ALUMINUM BEAM
TABLE 1.1 OR 1.8)
L
SIZE MEMBERS PER
APPROPRIATE TABLES
r
H
SCALE: N.T.S.
RISER WALL WHERE
W
REQUIRED'
PURLINS (TYP.)
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
CABLE BRACING .
K-BRACING (OPTIONAL) -
GIRT (TYP.)
SCREEN (TYP.) SW
ALUMINUM COLUMNS (TYP.)
TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING
1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4.)
TYPICAL DOME ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (388) 757.4774
FAX: (386) 767-65%
PAGE
CQ COPYRIGHT 2004
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-3
SCREENED ENCLOSURES
PURLIN (^
SCREEN C
SEE T
SECTION 1
CABLE CONNECTION
SEE DETAILS SECTION 1)
GIRT (TYP.)
1" x 2" (TYP.)
GRADE
CABLE CONNECTION
SEE DETAILS SECTION 1)
TYPICAL TRANSVERSE GABLE ROOF - ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
SIZE MEMBERS PER
APPROPRIATE TABLES
K-BRACING (OPTIONAL)
ALUMINUM COLUMNS (TYP.)
TABLE 1.3 OR 1.6)
SCREEN (TYP.)
PERIMETER WALLS FRAMING
TABLE 1.3 OR 1.4)
TYPICAL
L- L
RISER WALL WHERE
REQUIRED
PURLIN (TYP.)
6.
ALUMINUM BEAM
TABLE 1.1 OR 1.8)
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
7t
GIRT (TYP.)
1" x 2" (TYP.)
CABLE BRACING
E GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767.4774
FAX: (386) 767.as"
COPYRIGHT 2W
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
PAGE
1-5
SCREENED ENCLOSURES SECTION 1
5) #10 S.M.S. (MIN.) -
1/8" x 1-1/2" x 8" FLAT BAR
0.125" PLATE OUT ON
45° ANGLE
EYE -BOLT OR TURNBUCKLE FOR
CABLE TENSION
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
MEMBER
TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1
EITHER A OR B
1" x 2" x 0.125" CLIP AND (4)
10 x 3/4" S.M.S. EACH SIDE
FOR CABLES
SCALE: 3" = 1'-0"
A
V-900-M-Plep
ALTERNATE:
USE (1)1/4" x 1-1/4" FENDER
WASHER EACH SIDE OF
FRAME MEMBER
MIN. (2) CLAMPS REQUIRED
TYP.)
MIN. 1/4" EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OFCABLE CONNECTION - DETAIL 1A
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 767-4774
FAX 8)
COPYRIGHT 2004
PAGE
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41
SECTION 1 I SCREENED ENCLOSURES
MIN.3-3/4"
4" NOMINAL) SLAB
MIN. (2)1/4" OR 5/16" x 1-3/4"
MIN. 5d CONCRETE ANCHORS
6d ALTERNATE CLIP:
MIN. 5 .I 3" ASTM A-36
PRESSED STEEL CLIP
TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2
SCALE: 3" = V-0"
ANCHOR PER TABLE 9-1A MIN.
SHEAR 607# FOR 3/32" CABLE `
AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALLFOR3/32" CABLE 5/16" x 2" O HAVE A THICKENED EDGE TOCONCRETEANCHORW/ ACHIEVE 5d MIN. AND A 3/8" xCABLETHIMBLEANDWASHER2" ANCHOR
tIa
3-1/2" (4" NOMINAL)
SLAB (MIN.)
5d (MIN.)
2500 P.S.I. CONCRETE
6 x 6 -10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E. FL # 16644
CM. ENGINEER -DEVELOPMENTCONSULTANT
P.O. BOX 214366, SOUTH DAYTON& FL 32121
TELEPHONE: (386) ?W-4774
FAX: (386) 767-65M
PAGE
COPYRIGHT 2004
1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
SECTION 1 I SCREENED ENCLOSURES •
LAB
MIN. (2)1/4' OR 5/16" x 1-3/4"
CONCRETE ANCHORS
ALTERNATE CLIP:
3" ASTM A-36
PRESSED STEEL CLIP
TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2
SCALE: 3" = V-0"
ANCHOR PER TABLE 9-1A MIN.
SHEAR 607# FOR 3132" CABLE
AND 902# FOR 1/8" CABLE SLAB FOR 118" CABLE SHALL
FOR 3/32" CABLE 5/16" x 2" p HAVE A THICKENED EDGE TOCONCRETEANCHORW/ /Z
ACHIEVE 5d MIN. AND A 3/8" xCABLETHIMBLEANDWASHER2" ANCHOR
A, 5d (MIN.)
3-'1/2" (4" NOMINAL) c
SLAB (MIN.)
I
2500 P.S.I. CONCRETE
6 x 6 -10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E. FL # 16644
CML ENGINEER- OEVELOPINENT CONSULTANT
P.O. BOX 214388, SOUTH DAYTONA, FL 3212i
TELEPHONE: (386) 7874T74
FAX: (388) 78r ms
PAGE
COPYRIGNT2884
1-42 NOT TO BE REPROOUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.
r
SECTION 1
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL
BE FILLED MINIMUM OF ALL
OUTER LOCATIONS
10) #8 x 1/2" S.M.S. EACH SIDE
OF BEAM / POST
1" x 2" OPEN BACK ATTACH TO
2" x 2" W/ #10 x 1-1/2" S.M.S. @
24" O.C. OR CONTINUOUS
2" x 3" (4) SPLINE GROOVE
SECTION
CONNECT 2"x 2"OR 2"x 3"TO
BEAM W/ MIN. OF (3)
10 x 1-1/2" S.M.S. INTO
SCREW BOSSES
SCREENED ENCLOSURES
EXISTING 2" x 6"
SELF. MATING BEAM
10 x 31/2" S.M.S. 16" O.C.
PROPOSED 2" x 3" x 0.050"
SMOOTH SIDE DOWN
1/8" x 2-3/4" x 8" GUSSET EACH
SIDE OF POST AND BEAM W/
6) #8 x 1/2" S.M.S.
EXISTING 2" x 4"
ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B.
SCALE: 3" =1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPJNENT CONSULTANT
P.O. BOX 214368. SOUTH DAYTONA. FL 32121
TELEPHONE. (NO)T8T-4TT4
FAX:, (380) TOT -ON -- -
PAGE -
COPYRIGHT 2004
1-14 NOT TO BE REPRODUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
SCREENED ENCLOSURES
CONNECTOR MAY BE (2)
ANGLES, INTERNAL'U'
CHANNEL OR EXTERNALLU'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER SECTION 9)
CARRIER BEAM
SEE TABLE 1.5)
MINIMUM NUMBER S.M.S. 3/4"
LONG REQUIRED EQUAL TO
BEAM DEPTH
SEE SECTION 9)
r.,
u
SECTION 1
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (3) #10 x 1-112"
1 INTERNALLY
I
PRIMARY BEAM
SEE TABLE 1.1 OR 1.8)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 3" = V-0"
ALTERNATE:
1"x2".1"x3"OR2"x2"
ATTACHED TO WALL W/ #10 x
2" S.M.S. @ 16" O.C.
HOST STRUCTURE MASONRY
OR FRAMED WALL
SELECT FASTENERS FROM
N
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8" x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2) 1/4" x
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3"
SECTION 9 TABLES) w ALTERNATE CONNECTION:
a 1) 1-3/4" x 1-3/4" x 1-3/4" x 1 /8"
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
PRIMARY OR MISC. FRAMING WALL W/ MIN. (3) 3/8" x 2" LAG
BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE
ANGLE OR RECEIVING OR MASONRY WALL W/ (3) 1/4"
x 2-1/4" ANCHORS OR ADD (1)
CHANNEL ANCHOR PER SIDE F OR 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 214358, SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 787-47T4
FAX: (386) 7574M
COPYRIGHT 2004 PAGE
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37
SCREENED ENCLOSURES
1/4" x 6" RAWL TAPPER
THROUGH 1" x 2" AND
ROWLOCK INTO FIRST
COURSE OF BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NOW
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
a.. FOOTING W/ (2) #10 x 3/4"
S.M.S: STRAP TO POST AND
1) 1/4" x 1-3/4" CONCRETE
ANCHOR TO SLAB OR
FOOTING
SECTION 1
ALUMINUM FRAME SCREEN
WALL
CAP BRICK
BRICK KNEEWALL TYPES'
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
3) #30 BARS OR (1)
50 BAR W/ 2-1/2" COVER
TY P. )
BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 314" = 1'-0"
2'-0" MIN 3-1/2" (TYP.
2 143 BAR CONT. OR
1 #5 BAR CONT.
BEFORE SLOPE ALL SLABS)
Q—
TYPE
FLAT SLOPE / NO FOOTING
0-2" / 12"
00
8" —
TYPE II
MODERATE SLOPE FOOTING
2" / 12" - V-10"
1 ) #5 BAR CONT.
3 #3 BAR CONT. OR
TYPE III
STEEP SLOPE FOOTING
V-10"
Notes for all foundation types:
1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds
32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in
height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls.
2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil
shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF
prior to placing the slab.
3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete.
4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh ® Mesh, InForceT"' e3l (Formerly Fibermesh MD) per maufacturer's
specification may be used in lieu of wire mesh.
5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code.
Local code governs.
SLAB -FOOTING DETAILS
SCALE: 314" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (386)T87-4TT4
FAX: (386) T67-6556
COPYRIGHT 2004 PAGE
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -55