HomeMy WebLinkAboutSUBMITTED PAPPERSOFFICE USE ONLY:
Date: '-� V.
Fee Due:
Receipt#
Permit # 00�
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
SCANNED
St. Lucie County Building and Zoning BY
2300 Virgana Avenue �St. Lucie County
Ft. Pierce, FL 34982-5652 CA)
772462-1553 4 \ I oos? o an
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
PROJECT INFORMATION
1.
LOCATION/SITE ADDRESS: 5 3 c) g � -
2.
PROJECT NAME: L nw;�� SITE PLAN NAME:
W
3.
Q
PROPERTY TAX ID #: 133I 2—SOD— D1—M — ODD — T�
4.
LEGALDESCRIPTION (attach extra sheets if necessary): +6LL P[rli S��—Pi'IQS� 1
Jam+ ltQ9
5.
PLAT 6. PAGE 7. BLOCK 8. LOT
BOOK NO. NO. NO. _
^f�
J � n-r
2' O 74
9.
PARCEL SIZE: ACRES/SQ FT. • LOT DIMENSIONS .
10.
SETBACKS (ACTUAL) FRONT: Nth- , BACK: I RIGHT SIDE: LEFT SIDE: �I
11.
TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
N=New
SG = Slab on Grade
SQUARE FEET OF
TYPE
OF CONSTRUCTION
A= Addition
SR = Raised Slab
DIMENSIONS
CONSTRUCTION
R = Rebuild
WD = Wood Deck
❑
SCREEN ROOM
❑ NEW ❑ EXISTING
X
❑
CARPORT/PATIO ROOF
❑ NEW ❑ EXISTING
X
❑
iiAB1rABLE GLP.ss RGGM
_ ❑ NEW ❑ EXISTING
X
❑
SUNROOM
❑ NEW ❑ EXISTING
X
❑
SHED
❑ NEW ❑ EXISTING
X
�I
POOL ENCLOSURE
S(4 ❑ NEW D, EXISTING
2 i,(p X
❑
M H ROOF OVER
❑ NEW ❑ EXISTING
X
❑
ROOF SYSTEM OVER
❑ NEW ❑ EXISTING
X
EMSTING ACCESSORY STRUCTURE
-
❑
OTHER:
❑ NEW ❑ EXISTING
X
❑
POOL FENCE i
i
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
12.
VALUE OF CONSTRUCTION: $ 1°O—
The
value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to
question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with
similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDVFurm No.:001-02 R".31112009
OWNER INFORMATION
NAME: 11 YYl � A,J 1 Y i
ADDRESS: TOOL- Z5 %;N� A t— 1 .
CITY: �I—.-1>ierce— STATE: FIB
PHONE (DAYTIME): C86 G 3 — 4 Le 2 EMAIL: _
FILI. IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER)
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER: .
ADDRESS:
STATE:
PHONE (DAYTIME): (_) _
CONTRACTOR INFORMATION
m�
STATE OF FLORIDA REGICERT #: U& OtIVi ` S ST. LUCIE COUNTY CERT #: oCe� �� D
BUSINESS NAME: S T lPt jAL-7a"M2K Po N
QUALIFIER'S NAME: S&kloaq we&dG-BYCIm
ADDRESS: t-E r) A • aAn O Urctf. CITY:-F+. PI el—Cjov STATE: FL ZIP 34-9�fr/
PHONE(DAYTIME): r-M)-4U6-LQ7rIZ FAX NO.h7Z-Ii{Q.CJ-3252. email: aaMint*4ILf-WArh4a&
ARCHITECTIENGWEER:
ADDRESS: b15 -tVOCb9=Jr- 1'bfy(QYIQC ! L
CITY: e-"-t! oy-cLnove ..���/ STATE: �L ZIP 3ZI29
PHONE (DAYTIME): EiQ� -11A `t I' / �Y
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
ANDHVAC
ZONING REQUIREMENTS
All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE.
2'2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks
including front, side; rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan.
❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number -for -
inspection verification. ( not required for construction unrelated to storms)
zr Q I,E` S 6ftV,
;.
�.
_
SECTION TOWNSHIP RANGE -z;q MAP NO.
Permits
D--:: 'A
REPORT
1
BIMS FEE
$
MISC FEES
$
TOTAL FEES
CODE
$I3It DING:8e.ZONIL�IG.RE�'IEW=
.., > ....,
.r.,., ..,.
FRONT
PLANS
..,.
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
VEGETATION
USING ICC TABLE
x37V42,i?13vo
TION:
This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a
certificate of capacity, If applicable, for the permitted work.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU
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.
NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO
ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO
DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE
PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A
CONDITION PRECEDENT TO THIS PERMIT
1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify
that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind
zones established by the county and take full responsibility for complying with the submitted design of the structure being
permitted.
2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the
issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and'
zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not
otherwise included with this building permit application.
3. I , the Contractor / Owner Builder, have verll9ed that the existing foundation meets the requirements of the Engineer of
Record and is in adequate condition to withstand the uplift and weight of the aluminum structure and said structure will not
exceed -{he footari tvf the structure that was in existence prior to remopal)by the rms.
"�wc.e
The foregoing instrument was acknowledged before me
me this � � day of %601 CllJ ST— 20 i O
by
who is personally known '� to me, or who has
produced
as identification.
Notary Py i� a State of Flodda
t,A , n� DD919255
Ron
c�.�Minz;,,,,
NOTICES:
..TiiiJ c$)%I
The foregoing instrument was acknowledged before me
me this K�day of =k/ & S'r 20 l l7
by f J¢rnJ 1 `1 /1A1�2 B rA iJ d
who is personally known to me, or who has
produced
as
Public State of
00123/2013
0 TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS
BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER'MUST PERSONALLY APPEAR, IN THE OFFICE
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNER/BLDR
AFFIDAVIT.
• ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR
STAMPED REPRODUCTIONS ARE PROHIBITED.
• WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER
NOTIFICATION OF AVAILIBILRY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN
ADDITIONAL FEE WILL BE CHARGED.
PLAN REVIEW SPECIFICATION CIECKLIST
PLEASE PROVIDE ONE OF THE FOLLOWING:
E:I 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license.
❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide To Aluminum Construction in High Wind Areas.
❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113.
(1) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT
APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF
A SUBMISSION.
• All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger.
• All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists &
drawings.
• The plan view must include all dimensions; the location of the host structure and all materials must be sized and
identified thereon.
• All elevations must be shown, including 4'h wall detail, dimensions and all material must be sized and identified.
• All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: T' x 8" x .072"].
• All methods of fastening or other details which are relevant to the design must be identified on the Plans.
• All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"].
9. All chair -mils, roof purlins, gins, channels, knee -bracing, k-bracing, cable bracing or any other required component must
be sized and identified.
• All ridge beams and super gutter or fascia attachments must be identified.
• All roof pans or composite panels, with gauges and spans, must be sized and identified.
• All footing, slab and ISO pier designs must be on the plans, per the Architect / Engineer's plans & specifications.
• All light metal alloys which are utilized shall be designed in conformity with the Florida Building Code of 2007, Chapter
20, including 2006 revisions.
• Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing, self -
catching gates with picket spacing.
(11) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE
REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS:
(A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding
component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified.
(B) 2 electric schematics, in accordance with the N.E.C., if applicable.
(C) Design pressures, per ASCE-7, identified on the openings of all Plans.
(III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT AAMA
SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE.
(IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE
ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE
FOLLOWING ADDITIONAL ITEMS:
(1) The designer or engineer will state on all Plans, which Category of Design [3.1.2] will be used, inclusive of the definition.
(2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy
calculations and long form equipment sizing calculations shall be required, pursuant to Chapter 13 of the current State of
Florida Building Code.
(V) MOBILE HOMES (FAC 15C-2.0081 - FAC 15C-2.0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS
(Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A MOBILE HOME SHALL REQUIRE:
(a) A 4ih wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial
number and current owner's name and street address.
(b) That the complete guide to H.U.D. specifications be strictly adhered to.
(c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall
assume full responsibility for both structures' integrity by site specific documentation.
JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY
FILE R 3506187 OR H(. ;1222 PAGE 2437, Recorded 08/20/201C 11:14 AM
AFTER RECORDING -RETURN TO:
PERMIT NUMBER:
NOTICE OF COMMENCEMENT
The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713.
Florida statutes the following kdorma8on is provided in the Notice of commencement.
description and street address) Tav_ Lfo NUMBER
b. Address- 5308
d. Name and address of fee simple tifiehold
4. CONTRACTOR'S NAME, ADDRESS AND
6.LENDER'S NAME, ADDRESS AND PHONE NUMBER: A//q-ry�Vv
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as
Section 713.13 (1)(a) 7., Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER _ AI/H
8. In addition to himself or herself, Owner desgnates the following to receive a copy of the Lienors Notice as provided
713.13 (1)(b). Florida Statutes:
NAME, ADDRESS AND PHONE NUMSER .tf/A
specrfied) `" "2'0" 1",e expnauun care Is T year tmm the date of recording uNess a different date it
Signature of Owner or
Owneeo Authorized OfilcerlDlrector/Partnermanager
State of Florida
County of ST Vv.C:e
him (nl',`A A 5
Print Name and Provide Signatory's Tide/Office
The foregoing instrument was acknowledged before me this O ayof- 1'tV C--)S� , 20 D
ByTnn �r) `.1ANS as oWA.)WL
(Name of person) Type of eumanry...e.a. Owner, oRcer, uustee, attorney in fad)
For I ewe lti)i n Ala
(Name of party on behalf ofwhom instrument was executed) Personally Known_ or produced the f II y �r
Ndtary PuMicsww&MMa
Ra Wd Alki u
(Pnnted Name of Nota Public ry My Ce Iukinwoimas ) (Sign � re Notary �nhel Elmk.roMzsrzotz
Under penalties of perjury, I declare that I have read the fin oing and that the facts in it am "a to the best of my knowledge and
belief (section 92.525, Florida Statutes).
Signature(s) of'Owne (s) or Ovner(s)' Authorized OffleedDlmd0dPartnedManager who signed above:
S'. By T M W I (&t4s
Rs.,. da�xinmrwemunsl
tTATE OF FLORIDA
;'T. LUCIE COUNTY
1HIS ISTOCFRTIFYTHATTHIS ISA
''�;UEANP i ; :TCOPY OFT HE
Z
E SMITH, CLERK
Oy:
uty fork
Date: / ()
Property Appraiser - St.Lucie C^ rty, FL
Page 1 of 1
PROPERTY RECORD CARD
Timothy L Winans
Record: 1 of 1
<<Prev Next»
Spec.Assmnt Taxes
Exemptions Permits Home Print
Property Identification
,`VOCIE CO
Site Address:
5308 SUSON LN
ParcellD:
1312-500-0170-000-8
SeclTown/Range:
12:34S:39E
Account#:
4318
I/Y
Map ID:
13/12S
Land Use:
SF Res
St Lucie County
, !
Zoning:
RS4
City/Cnty:
Ownership and Mailing
Owner:
Timothy
L Winans Deborah
L Winans
Address:
16222 S
Cecily
Plainfield IL 60544-9003
Sales Information
Date
Price
Code
Deed
Book/Page
4126/2005
256000
00
WD
2241/0546
7/27/2004
205000
00
WD
2035 / 0745
2/1/2002
140000
00
WD
1488 / 2621
1115/2001
11500
00
WD
135712483
7/22/1999
100
01
TR
124112932
11/28/1994
18000
00
WD
0931 / 0017
1/1/1988
15000
00
CV
0572/2598
7/l/1978
12300
00
CV
0294/1108
7/1/1978
12300
00
CV
0293 / 0373
Legal Description
HOLIDAY PINES S/D-PHASE I- LOT 169 (MAP 13112S) (OR 2241-546)
Assessment 2010 TRIM Total Land and
Building
2010 TRIM:
97600
Land Value:
15800 Acres: 0.23
Assessed:
97600
Building Value:
81800
Ag.Credit:
0
Finished Area:
1604 SgFI
Exempt:
Taxable:
Taxes:
2028.54
BUILDING INFORMATION
Exterior Features
View: -
RocfCover:
SD - Dim Shingle
RoofStruct:
HP - Hip
ExtType: HC - HC
YearBlt:
2002
Frame:
-
Grade: C - C
EffYrBlt
2002
PrimeWall:
ES - CB Stucco
StoryHght: 0010 - 1 Story
No.Units:
1
SecWall:
-
Interior Features
BedRooms: 0
Electric:
MX-MAXIMUM
PrmintWall:
DW- Drywall
FullBath: 2
HeafType:
FHA - FrcdHotAir
AvgHt/FI:
1/2Bath: 0
HeatFuel:
ELEC - Electric
Prm.Flors:
CU - Carpet
%A/C: 100
°/ Heated:
100
%Sprinkled:
0
Special Features and Yard Items
Land Information
Type Y/S Oty.
Units Oual, Cond.
YrBlt. No. Land Use
Type
Measure Depth
Y 1
720 AV AV
2002 1 0100-SF Res
GFI -Front Ft
112.2 90.74
DWC - Driv-Concret
FNV6 - VINYLFENCE6' Y 1
18 AV AV
2007
THIS INFORMATION IS BELIEVED
TO BE CORRECT AT
THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED.
http://www.pasle.org/prc.asp?prclid=131250001700008 8/24/2010
LOT 170
OCCUPIED
FIN. FL. ELEV. = 51.43
5310 SUSON LANE
SURVEYOR'S NOTES
L HEARING BASE FOR THIS SURVEY IS THE
CENTERLINE SUSON LANE.
2. LOCATION OF UNDERGROUND UTILITIES
AND UNDERGROUND FOUNDATIONS ARE
NOT ABSTRACTED AND HAVE NOT BEEN
LOCATED AS PART OF THIS SURVEY EX_
CEPT AS SHOWN.
3.PROPERTY SITUATED IN FLOOD 7r
ACCORDING To FIRM MAP OF ST. LucIE Co., FL
MAP NUMBER, 12111CO070 F , DATED 8/19/91
4- ELEVATIONS ARE ASSUMED (UNLESS NOTED)
& THIS SURVEY WAS PREPARED WITHOUT BENEFIT
OF A CURRENT TITLE REPORT AND THEREFORE
MAY NOT INDICATE ALL ENCUMBRANCES AFFECTING
SUBJECT PROPERTY.
6- THIS PROPERTY MAY BE SUBJECT TO EASEMENTS.
RESTRICTIONS. OR 11MITATIONS, EITHER RECORDED
OR IMPIM.
7. NO DPINION OF TITLE OR OWNERSHIP IS HERESY
EXPRESSED OR IMPLIED By THE SURVEYOR.
LEGAL DESCRIPTION'
HO PINES SUBDIVISION PHASE I LOT 170
My"Amm IN PLAT 1300K 18 PAGE 16
OF TjM PUBLIC RECORDS OF Sr. LUCIE COUNTY
OF Tm
ON
m
TO
�pll 0
IRC f 5M V66 I@ego06 4k�
0
,0
00
0
P
00 0�
FND. 1'
Lp.
7.5' D&W EASEMENT
j
;Iji 60 35rl
3�1 % 01 . LE
IV GE
FND FOUND
CM CONCRETE MONMEWT
IR — IRON ROD
067 (P&M) IP — IRON PIPE
RADIUS = 1516.35' R/W — RIGHT OF WAY
DELTA =:3'50'31" POB — POINT OF BEWNNW
CHORD = 101-66' POC - POINT OF COMMENCEMENT
PC — POINT OF CURVE
COL NOTE: THE SUBJECT LOT IS SERVICED BY PT - POINT OF TANGENCY
COUNTY WATER AND SEWER PRC POINT REVERSE CURVE
PB PLAT BOOK
M - MEASURED
P - -PLAT
R - RADIUS
MIN. 8ET13ACK REQ, - A CENTRAL ANGLE
FRONT A - ARC
C - CHORD
SIDES
RP RADIUS POINT
-1
CNR SIDd E EXISTING
P` PROPOSED
RCAF{G-F. -.GARAGE FLOOR
D D
U. 13;W
W.F. - WOOD FENCE
F.F. LE EV. - - ELEVATIFINISHED OFLOOR
N
CERTIFIED TO:
VIP CONSTRUCTION CONSULTANTS INC.
LOT 168.
OCCUPIED
FIN. FL.*ELEV.= 51.47
5306 SUSON LANE
DANIEL W. TALB OTT V
ON THE SURVEMR'S
EANCB43 PR TO PROFESSIONAL SURVEYOR & MAPPER
IS MR 7RE AM
Im RSA7SI7 UPON By ANY
m NO LffiRR1Tlt OR 2066 14TH AVENUE SUITE 102D
OR TO AKr PARTY I=
mm R OF THE IsSORYEYOB AM AND VERO BEACH FL 32960
(561)569-8884
DANIEL W. TAMOT�VPROF1�91ONAL
LAND SURVEYOR. AND MAPPER
FLORIDA CERTIFICATION NO. 5642.
DATE SIGNED
BOUNDARY SURVEY
FOR
VIP CONSTRUCTION
CONSULTANTS INC.
SCALE 1"=40'
JOB NO. vipi
- I
Fm Bom.
Rkm
6/11/011 DWT,
11
I
Cv_
W," Pnl5 QeStd-el jcc r
S3oa 5�) So,J L,J
-rorT I�prCe- EL 3qT 1
dT A t u^,\63 Ser0Xe3
�100(o MA I:/'i 04 ef't('Je-
IS,ems P(-e_rce rL 3y9117
7-7 4�s (o770, CGCot����3
R-
x
�P
zz
ax
9
C6
X
�
qo
/Xa
LIO
No m P/-/ E� p ' 'i� (
1
11
ST,LL'CIECOIWTyB DINGDIMIOPT
REVIEWED FOR CO SCE
REVIE v
DATE
PLANS :D ERNIITMUST BER-EPTONdoB
OR NO aspECTION WILL BE MADE,
INSPECTION GUIDE FOR POOL ENCLOSURES'
1. Check the building permit for the following:
Yes
a. Pernit card & address . ... . ... . . . . . . .. . .
—
b. Approved draxnngs and addendums as required . ... . . . . . . . . . . .
—
. c Plot plan orsurveY ... . . ...:. ....... .... .. . . . ..
—
d. Notice of wmmencamailt . .
—
2. Check the approved site specific drawings or shop drawings against the 'AS
BUILT- Structure for.
Yes
a. Structures length. Projection, plan & height as shovn on the pans. . . . . . . .
—
b. Seem size, span. spacing & stitching screws . .. ... . .. . . . . . . .
—
c. Pudin sae, span & spacing . ...... . . ... . .
—
d. Upright size. height, spacing& stitching stews . . . .. . . . . . . . . . .—
e. Chair ral at-, length & spacing . .. ..... . .. . . . .. . . . .
—
f. Eve rat size, length, spacing & stitching of 1'x 2'to T x 2' . . . . . . . . . .
—
g. Enclosure roof diagonal bracing is installed snug . . . . . . . . .
—
h. Wag cables or'IC bracing are installed snug ... ..... . . . . .. . .
—
1. Knee braces are property installed .
3. Check load bearing uprights forthe following:
Yes
a. Angle bracket size & thickness . . . . . . . . . . . .
—
b. Correct number, size & spacing offasteners to upright . . - -
—
c. Correct number. size & spacing of fasteners of angle to deck and sole pale . .
—
d. Gprighl is anchored to deck through brick Pavers than anchors shall go through
pavers into consists ... . .. . . . . . . . . . . . . .
—
4. Check the load bearing beam to upright for
a. -Upright to beam connection and / or splices have owed number & spacing of
Yes
screws. _________________
b. Overlap beam toupightaglMaIP131e. .. . . . . . '.. . . . . . . . .
—
c. If angle.brackets are used in framing check for cooed thickness and SIZE & number
of fasteners .
S. Check load bearing beam to host structure and l or gutter for.
Yes
a. Receiver bracket, angle or receiving channel size & DiC mess . . . . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . .
c. Sze, number & spacing of anchors of receiverlo host structure of gutter .
d. Correct anchoring of guitars fn host Strudure . ..... . . . .
b. Check the wall cables:.- _
Yes
a. Location & number . . . . . .. . .. . .. ... .. . . . . .. . . .
—
b. Top bracket size and fasteners . . . . . . . . . . . . . . . . . . . . . .
—
n. Eye bolts arsweldep . . . . . . . . . . . . . . . .
cr d. Bottom strap to wnetacdnnedion . . . . . . .
7. Check wall 1V bracing (if required):
Yes
a. Location & size . .. .... .... . . . . . . .. .
b. Angle, gusset or dip size & number . . . . . . . . . . . . . . . . .
—
c.Number& size of fasteners. ... - - .. - -
_
a. Check electrical ground:
Yes
a. Property wripeled . . . . . . . . . . . . . . . . . . . . . . . . .
b. Angle, gusset or Gip size & number . . . .. . . . . . . . . . . . . . . .
—
c. Number & size offastenem . . . . . . . . . . . . . . . . . . .
9. Check the doors on pool enclosures:
Yes
a. Door handle Q 54- from the deck . . . . . . . . . . . . . . . . . . . .
—
No
No
No
No
No
No
No
No
No
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual (-ASDM') developed and owned by Bennett Engineering Group, Ina.
(Bennetr). Contractor scknovAedges and agrees that the following conditions are a mandatory prerequisite to Contractors purchase of these
materials.
1. Contractor represents and wanams No Cwtmdcr.
1.1. Is a contractor licensed in the stale of Florida to build the structures encompassed in the ASDM;
1.2 Has attended the ASDM training course within two years prior to the date ofthe purchase;
Ail. Has signed a Masterfile License Agreement and obtained a valid approval card from Banned evidencing the license granted in such
agreement -
1A. Will not alter. mend. or obscure my notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Flanda Status section 459.113(9)(b) and the notes failing the appropriate use
of the plans and the calculations in the ASDM;
1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other
than a local building department as part of any Contractors own work) would constitute infringement of Sennett Engineering Grwp's
wipyrighq and
1.7. Contractor is soley'responsible for its construction ofarry and all structures using the ASDM.
2. DISCLAIMER OF WARRANNES. Contractor acknowledges and agrees that the ASDM is provided -as is' and -as available- Bennett hereby
expressly disclaims all warranties of merchantabTry, fitness for a particular purpose, and non -infringement In particular. Barnet its oficess,
employees, agents, representatives, and successors, do not represent orwan-ant that (a) use of the ASDM will mast Cwtracta's requirements
or that the ASDM is free from anon.
3. LIMITATION OF LIABILTY. Contractor agrees that eennetrs entire liability, if any, for any daim(s) for damages misting b Contractors use of
the ASDM, which are made against Bennett, whether based in contract. negligence, or otherwise, shall be limited b the amount paid by
Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or spatial damages, arising
from or in any way related lo. Contractors use of the ASDM, even if Bennet has been advised of the possibility of such damages.
'4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett hamdess, from and against any action brought against Berri
by any third parry (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand. cause of action,
debt, or liability, including reasonable atomeys' fees, to the the extent that such action Is based upon, or in anyway related to, Contractors use
of the ASDM. f
CONTRACTOR NAME la �
w I / /�� COS
CONTRACTOR LICENSE NUMBER' CG Cc.
COURSE It 0002299 ATTENDANCE t
CONTRACTOR SIGNATURE:
SUPPLIER --
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE
DATE HAS BEEN VERIFIED: ANIMAL)
r $ v
p
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ATE.
BASED ON THE LOAD REQUIREMENTS FOR TEf! FLORIDA
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS',
JOB NAME WI pJA 53
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DESIGN CHECK LIST FOR POOL ENCLOSURES
1. Design Statement
These plane have been designed in accordance with the Aluminum Structures; Design Manual by _
Lawrence Bennett and are In Walpfianee with The 2007 Florida Bolding Code with 2W9
Sup I ments, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A 811-A: Exposure
'B' or'C' or D' Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH aA
high r, Negative l.P.C.0.O�PH Wnd Zone for 3 second vend gust Baae Wintl Pressure 3
Design pressures are SpPSF for roofs S,-�PSF for walls. (see page 3forwind loads and design
pressures) A 300 PLF point load is also censidered for screen roof members.
Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and
conversion multipliers are on page 3.
It. Host Structure Adequacy Statement
I have inspected and verify that the host structure is in good repair and attactiments made to the
structure will be solid. \ 11 (
R�P(JnlrJ Phone-. "D LILT bT a.
Contractor/ Authoroo d Rep' arse (please print)
Date'
tractor / Authorized Rep• 5gnaWre
53o15 Ln) T:XP L
Job Name & Address
• Must have attended Engineers Continuing Education Class within the past two years.
Note: If the total of beam span & upright height exceeds 50' or upright height exceeds
16', site specific engineering Is required.
III. Building Permit Application Package contains the following:
Yes� No
A. Project name & address on plans . .. .. . . . . . . . . . . . .
. 1..�-
B. Site plan orsurveywith enclosurelocation .
C. Contractors I Designers name, address, phone number, & signature cal plans
. Y/
D. Site exposure torn completed . . . . . . . . . . . . . . . . . . . . .
E. Enclosure layout drawing @ 1/8- or Lilly scalewith the following:. . . . . .
_
1. Plan view with host structure, enclosure length, projection from host structure...
/
and all dimensions
2. Front and side elevation views with all dimensions & heights .
Note:
All mansard wall drawings shall include mansard panel at the cop of the wall.
/
3. Beam location (show in plan & elevation view) & size . . . . . . . . . .
.
(Table 1.1 & 1.6)
.
Roofframe member allowable span conversions from 120 MPH wind zone,
'B• Exposure to _ MPH wind zone and / or_-C' or_'D' Exposurefor load
width of :
Note: Conversion factors do not apply to members subject to Point load (P).
Look up span in appropriate 120 MPH span [able and apply the following formula:
SPAN REQUIRED I- REQUIRED SPAN NEEDED IN TABLE
(b or d) =_
EXPOSURE MULTIPLIER
(see this page 3)
/
4. Upright location (show in plan & elevation view) & size . . . . . . . . .
.
(Table 1.3 & 1.6)
/
5. Char rail 8 girt size, length, 8 sparing
(Table tA)
6. Eave rail size, length, spacing and stitching of . . . . . . . .
(Table 1.2)
.
Wall frame member allowable span conversions from 120 MPH wind zone,'B' Exposure m_
MPH wind zone and / or_'C' or •D• Exposure for load width of
Look up span in appropriate 120 MPH span table and apply the following formula:
SPAN REQUIRED F- REQUIRED SPAN NEEDED IN TABLE
_/_(b or d) =_
EXPOSURE MULTIPLIER
(see this page 3)
Yes No
7. Enclosure roofdiagonal bracing in plan view . . . . .
8. Knee braces length. location, & size . ...
(Table 1.7)
.
/
9. Wall cables or K-bracing sizes shown in wall views . . . . . .
.
IV. Highlight details from the Aluminum Structures; Design Manual:
A Beam 8 with s ze, thi
rubles with size, thickness, spacing. 8spans /lengths .
J-
(Tables 1.7 & 7.2le
.1 &
B. Upright 8 girt tables with size, thickness, spacing, & spans/ lengths . .
rL//
(Tables 1.3 & 1A)
C. Table 1.6 with beam & upnght combination . ... .
D. Connection details to be use such as:
/
1. Beam to upright . . . . . .. .. . . . . .. .
-
2. Beam to wall. . . . .. ..
y/
3. Beam to beam. .
4. Chair cal, punins, 8 knee braces .
_
S. Extruded gutter connections .
6. Angle to deck and] crane plate. . . . . .
.
7. Anchors othrou h Ye No
9 a pavers or knee
mconrrete. .. . �../
8. Minimum footing and! or knee wall details .
9.. Cable or K- brace details Section 1 . . . . . .
Wall area celculabons for cables:
W = wall width, H =wall heighk R= rise
W 1 = width @ top of mansard, W2 =width @ top of wan
E. Selectfooting from examples in manual.
F. To calculate the number of cables needed.
Example l: Flat Roof
Front wall @eaves _ftx ft=_R'@100%= _ft.'
WH a ..........
Largest side wall: _ft x_ft 8.'@50%=
W H b
Total me1(233 ft'/cable for 313ZI _cable palm TOTAL
or -
Total area 1(445 R' / cable for 1/8•) =_cable pairs '
Side wall cable calculation: ItR' @ 100% R . . , _,
Side wall area / (233 R' / cable for 313Y)=_ceble(s)
W
Side wall area 1(445 ft.' / cable for 1/8-)=_cable(s)
R
W H f- HOST
FRONT SIDE
WALL WALL
Example2. Gable Roof
Fmntwall@eave:_ft.x_tL=_R'@100%=
W H a
_R,
Frontgabledse: _ftx 1/2[_1L)= R'@100%=
R W b
_R,
Largestsidewall: fLx=_R'@50%=
W H c
_ft,
Largest side gable rise: Rx_ft=_R'@50%
R W it
_ft
Total area !(233 R'/cable for 3/32')=_TOTAL = .
cable pairs -
_9'
or
Total area / (445 ft' I cable for 118•) =... cable pars
Side wall cable calculation: ... R'• ft'= ... ft'@100%=
_R?
C d
Side wall area / (233 f / cable for 3/32')=_cable(s)
or
Side wall area I (445 fL' / cable for V8`) =_cable(s)
RxW R Rx(1/2)W
4Y
H HOST
FRONT SIDE
WALL WALL
Example 3: Transverse Gable Roof
Front wall @save: A.x
ft.= 4° @100%=
R'
W
H a
_
Front gable nse: Rx_R=_ft'@10g°/,=
. .
H
. .
W b
_ft,
Largest side wall: ft.x
= ft'@50%=
W
H p
_R,
Largest side gable rise:
ft. x 1/2 C_fQ _R2 @ 50%
R W d
Total area! (233 R'lcable for
3/32")=_rode pairs TOTAL = _
_fL'
or
Total area / (445 R' / cable for
1/8-)=_Cable pars
Side wail cable calculation:
_R'+_R'=R=@7g0%=
C d
-R'
Side wall area / (233 R' / cable for 3/32')
or
Side wall area / (445 ft.' / cable for 1/8'7=_cable(s)
4--W2
R
H
-W7-�
Example 4: Mansard Roof
Front we] @ Save: _ft x_R==ft'@100%= ...........
R,
W H a
_
Front mansard rise._R x 1/2(_R i_R)= 1L'@100%=
R W7 W2 b '
-R'
Largestside wall: _ft.x=_R'@50%=
_R,
.x112 eft+ ft)= '@50%=
Largest side mansard rise: Ra
Total area/(233R'/cablefar3132)=_cablepaim TOTAL=
a
Total area / (445 R' / cable for 1181=... cable pairs
Side wall cable calculation: _R'+_R'=_R'@100%=
c . d
_R,
Side wall area / (233 121 cable for 3/32')=_cable(s)
or
Side wail area 1(445 R' 1 cable for 1/81)=_cable(s)
Example S Dome Roof
Front dome wall @owe: R__
xR=ft@100%= _R,
W H a
Fromdomedse: _Rxl12(_R)=_R'@100%= _ftF
R W Is
Largest side wall: ...ft. x=_ft'@50%= _R,
W H p
Largest side dome rise: _Rx R=_R' @50%=
R W d
Total area (R233 '/cable for 3/32 = _cable pairs TOTAL =. .... ._R'
or
Total area 1(445 ft' 1 cable for 11W) =_cable pars
Side well cable Celwlation: ft',_ft'=__ft'@100%= _R,
c d
Side wall area / (233 R' 1 cable for3132)=_rable(s)
or
Side wall area 1(445 ft.'/ cable for 1/8-)=_,able(s)
Example 6: K-Bracing
K-bracing shall be used for all wind zones of 130 MPH and higher.
1) The following shall apply to the installation of K-BRACING as additional brddng to diagonal wind bracing for
pool enclosures:
a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
TOTAL WALL AREA =100% OF FRONT WALL +50% OF ONE SIDE WALL
EXAMPLE: FRONTWALLAREA@ 100%(8'x32)= 256Sq.FL
SIDEWALLAREA@ 50%(8'x20)= 80Sq.FL
TOTAL WALL AREA= 336 Sq. FL
800 SF> 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED.
b) SIDE WALL K-BRACING-ONE SET FOR 233 SFTO WDSF OFWALL
c) To calculate the required pair of k-bracing for free standing pool enclosures use lUO%of each wall
area & 50% of the area of one adjacent wall.
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GENERAL NOTES AND SPECIFICATIONS
1. The following structures are designed to be married to site built Nock or wood frame DCA approved
modular structures of adequate structural capacity. The dmtrach,I home owner shallvedly that the
host structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall
hire an architect, engineer, or a certified home inspection company to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum combined span and upright
height of 56 and a maximum upright height of 16. Structures larger Man these limits shall have site
specific engineering.
4. Spans are for endosures with mean roof heights less than 30r. For greater heights, site specific fs
required.
S. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific
engineering is provided.
6. The proper structural name for a chair mil or top rail of an enclosure is a girt Thus the tern nology shall
. be interchangeable.
7. Screws that penetrate the water channel of the super
pe gutter shallthe fascia
ems 11 be c ulked.safety of
clearing gutter and the heads of screws through the gutter into the fascia shall be calked.
8. Span tables and attachment details for composite panels are in the solid roof panel products section.
9. When using TEK screws in lieu of S.M.S., longer screws must be used to compensato fordriO head.
10. An additional super gutter strop or ferule is required to be located near the midpoint of the beam
spacing.Streps shall be attached to each truss / rafter tail when a Y sub -fascia does not exist Straps at
the beam are not required when straps are placed @ each ass / ratter tail and spacing of straps does
not exceed Z-0'.
11. Super or extruded gutter details are applicable to all widths of super or extruded Sahara, and gutters
maybe substituted. Gutterstraps and/or ferules shall be the width of the inside and outside of the
super or extruded gutter respectively. The center of the knee braces shall not be more than 6 above the
top of the super or extruded gutter.
12. If the subAasda is 314-, and the sub -fascia Is in good repair, a 3/4-P.T.P. strip the width of the fascia
may be added to the existing sub -fascia by attaching the plywood with (2)16d x3' common nails or (2)
#8 x 3' screws. This gives the equivalent cf a Y fascia.
13. Spans may be interpolated between values but not extrapolated outside values.
14. All 2' X 4' and larger pudins shall have an internal or external angle clip er screw boss to fasten the
bottom of the purtin to the beam.
15. Load width and / or panel spacing used in determining spans / heights is measured from canter b
center of the members.
EXAMPLE -
Susan panel A is 6 center to center. Screen panel B is T center to center. The load width of the
frame member between panel A and B is (6/2+T12)= 6.5- or 6-6'.
The distance, spacing or load width is not measured between frame members as that would reduce it
+ by 2" to the load width iffigured thalway.
i8,
.`Definibon, standards and specifications can be viewed online a lwww.iebpe.com.
17. Moment connections and moment tables can not be used in solid roof/ Sheen roof combination
.enclosures or any connection that requires a knee brace such as in a dome roof.
18.. All.aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
119. Other shapes than those shown in Section 8 with State Product Approvals may be used VALh the details
.of this section so long as the shapes are compatible with the details.
@0. All aluminum shall be ordered as In the alloy and hardness after heat treahnent and Pant is applied.
' ..Example: 6063-T6 after heal treatment and paint process.
.23-, Aluminum metals that will come in contact with ferrous metal surfaces or conarete /masonry products or
. .,pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry pant or a coat of
'heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two mats
of aluminum house paint and the Joints sealed with a good quality caulking compound. The protective
-materials shall be as listed in section 2003.8.43 through 2003.8.4.6 of the Florida Building Code or
Combatted Cold Galvanizing Primer and Finisher.
22. All fasteners or aluminum parts shall be moosion resistant, such as non magnetic stainless Steel grade
3D4 or 316, Ceramic mated, double zinc coaled or powder mated steel fasteners. Only fasteners fret
are wananfied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
23. Any structure within 1500 feel of a salt water area; (bay or ocean) shalt have fasteners made of
non-magnetic stainless steel 304 or 316 sense. 410 series has net been approved for use with
aluminum by the Aluminum Associaton and should not be used.
24. Any project covering a pool with a salt water cNonnation disinfectioi system shall use the above
recommended fasteners. This is not limited to base antlroring systems but includes ail connection types.
SECTION 1 DESIGN STATEMENT
The structures designed for Section 1 are framing systems Win screen roofs & walls and loads have
been determined by vend tunnel test that include any negative internal pressure coefficient Since these
structures are open, the negative internal pressure coefficient is considered to be 0.00. The design
loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The leads
assume a mean roof height of less than W; rod slope of 0' to 20•; 1= 0.87 for 100 MPH and 0.77 for
110 or higher. All loads are based an 20120 screen or larger. All pressures shown in Ore below table
are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy.
GENERAL NOTES AND SPECIFICATIONS FOR SECTION 1 TABLES
SECTION 1 Uniform Loads for Structures with Screen Roof & Walls
d Velocity
Wind
to
Bask Wind
Pressure
De.f.1
Exposure'B'
-
Exm.c.'C'
Rooh
(a,.f.1
Windward
Walk ln.afl
Leeward
Walls 1P%1.
Roofs
s
Windward
Walls(0.>L
Leewartl
Wells(p.ss.
10o
13
3
12
10
5
17
13
till
14
4
13
9
7 5
18
14
120
17
4
15
13
8
21
17
t23
to
4.3
Me
133
6.3
222
17.6
130
20
__5_
18..E
14
7
25
19
-_-
-24
r 15
a
2a
23
150
26
7
24
18
9
33 I
2T
Loads perbble 20024
M"IdPlme oNyapplyto memberswhen spans/heights are eon(mlletl by vend In, ssure• net by point load.
Conversion Table 1A
Wind Zone Conversion Factors for Screen Roof or Wall Frame Members
From 120 MPH Vand Zone to others; Exposure'B'
Rmf-
Wind Zen"
MPH
Applled
Load NSF
M nmilon
Factor
ADDlled
Load NSF
Comerslea
Factor
12
3
1.1sM21DM
110
4
t.m
120
4
1.W
123
4.3
0.98
130
5
0.89
1401&Z
6
0.act
ISO
T
M76'
He
MWSprims ere fur we01oa0s oNy.
poled ersoNy eppyb members when spars!l�ghk all mhtroiled gwiM Dressure, rot by
pWNlpad.
Conversion Tab
le
Load Conversion Factors Based on Mean Roof Height ham Exposure -a- to -C- & -W
Exposure •B• b •C
Mean Roof
Hei9M1C
Load
Conversion
Factor
Span MWdpller
lead l~
Converalon
Factor
`Span Muitlplier
Bantling Deflect..
Bantling
Deaew..
D-IS
121
0.91
0.94
l
a
0.88
id.-20'
t.29
09
.50.8
One,2o'•S
13
D.86
0.91
0.86
0.0
0.
1fi
ass25-3p
1.37
am
0.90
13M-4R
e85
•Use IvgNmaan roW height olhostshrulure oreMosma
Values arefrom ASCE 7-05
MWGyOers DWyapPIYbmemberewhenspans/heightsareamap byw Mpressure• notbypmntload.
Conversion Example(Conranspan brklmpnnea •b•C•):
Hmax Span ImpM from apart tales for Expos. W =31Al-=31.92
BM Ne mean roof height M the strucuae k NIS Non m"Plyspanbya91
Ne span for Exposure'C is 3L92.0.81=2a05=29-P
SITE EXPOSURE EVALUATION FORM
F---------- - - - - - - - - - - - - -
I I
I I
I QUADRANT! I
say EXPOSURES
1 �
I Bay I
I QUADRANT IV i Into ( I
EXPOSURE I 4g I
Iar IW
QUADRANTH
47
lW I EXPOSURE
L any
I I
I I
QUADRANT III
EXPOSURE bar I
I I
) I
I I
L--- --- --- --- --- ----- - ------
NOTE ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
SIDE WALLMEMBER
SCREEN (TYP.) yy CABLE CONNECTION
(SEE DETAILS SECTION 1)
HOST STRUCTURE
GIRT
GRADE
K-BRACING (OPTIONAL) CABLE CONNECTION
(SEE DETAILS SECTION 1)
TYPICAL FLAT ROOF - FRONT WALL ELEVATION
SCALE N.T.S.
EXISTING STRUCTURE
K-BRACING (OPTIONAL)
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARL( IT AS'B','U. OR'D'
EXPOSURE 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C. Open terrain wth scattered obstructions, including surface undulaltions or other
iregulanties, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure Grype terrain that extends more
than 600 feet and width greater than 150 It.
2. No short term changes in W, 2 years before site evaluation and build out within 3 years,
site will be'W.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet
4. Open lenain for more than 1,5•�0•�0 feet in any quadrant 1
SITE IS EXPIRE(�4 OS//URE: EVAL{(U.ATIED BY. •U PAS 7 ^I N DATE:
SIGNATU. LICENSE #:_C6-Cor.i83
SIZE MEMBERS PER
APPROPRIATE TABLES
TYPICAL FLAT ROOF • ISOMETRIC
SCALE: N.T.S.
SIDE WALLS AND FRAMING
SIZES
(TABLES IA IA & 1.6)
ALUMINUM BEAMS
(TABLE 1.1 OR 1.8)
PURLIN
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
GIRT (TYP.)
CABLE BRACING
TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES
H- MAXIMUM UPRIGHT HEIGHTS
L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE
(ADD HORIZONTAL LENGTH OF KNEE BRACETO SPAN FROM TABLES)
SW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST
EXTRUSIONS ALLOWED BY SPAN TABLES
W- SCREEN PANEL SPACING
CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES.
At a
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K-BRACING
MPH EXPO
1.3,
PURUNS (TYP.)
GIRT
(� GRADE
FOR 120
.OR HIGHER CABLE CONNECTION
GIRT (TYP.) (SEE DETAILS SECTION
;REEN (TYP.)
NOTE: USE H2 FOR CABLE AREA CALCULATION
TYPICAL MANSARD ROOF - FRONT WALL ELEVATION
SCALE N.T.S.
STRUCTURE
SCREEN (TYP.)
OR HIGHER
LAWMINUM
COLUMNS
1.3.1.4 & 1.6)
GIRT (iYP.)
1' x 2' (TYP.)
1)
ALUMINUM BEAM
(SEE TABLE 1.1 OR 1.9.1)
SIDE WALL FRAME
(TABLES 1.3. 1 A & 1.6)
DIAGONAL ROOF B ING
(SEE SCHEMATICS TION 7)
CABLE BRACIN
SIZE MEM SPER
APPR ATE TABLES
NSARD ROOF - ISOM IC
SCALE: N.T.S.
NOTESARE D IN THE SUBSEQUENT PAGES
W l
PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION I)
H
ALTERNATE CABLE
(SEE TABLES
1' x 2' (TYP.)
1.3 OR 1.6)
GRADE
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER
CABLE CONNECTION
GIRT (TYP.)
(SEE DETAILS SECTION 1)
TYPICAL DOME ROOF -FRONT WALL ELEVATION -
SCALE N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAM
(TABLES 1.3.1.4 & 1.6)
SIZE MEMBERS PER
APPROPRIATE TABLES
RISER WALL WHERE
REQUIRED
PURUNS (TYP.)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
CABLE BRACING
H
K-BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER
GIRT(TYP.)
SCREEN (TYP.) SW
FRONT WALL ALUMINUM
COLUMNS (TYP.) SIDE WALL FRAMING (SEE
(TABLES 1.3. IA
&& 1.6) TABLES L3, 1.4 & 1.6)
))TYPICAL DOME ROOF - ISOMETRIC
SCALE N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
PURUNS (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
ALUMINUM BEAM
(TABLE 1.1 OR 1.8)
H
GIRT (TYP.)
(SEE TABLE 1.31
1' x 2• (TYP )
GRADE
CABLE CONNECTION
(SEE DETAILS SECTION 1) -
SCREEN (rrPJ
TYPICAL GABLE ROOF - FRONT WALL ELEVATION
SCALE N.T.S.
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
EXISTING STRUCTURE
HIGHER
PURUNS (TYP.)
L
REQUIRE LLWHERE
REQUIRED
ALUMINUM BEAM
(TABLE 1.1 OR 1.9.1)
SIZE MEMBERS
APPROPRIATETAI
SIDE WALL FRAMING
TABLES 1.3, 1.4 & 1.u)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
FRONT WALLALUMINUM
COLUMNS (T (P.)
(TABLE 1.3.1.4 & 1.6)
GIRT(TYP.)
SCREEN (TYP.)
CABLE BRACING
TYPICAL GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
PURUN (TYP.)
W'�`
SCREEN (TYP.)
I
CABLE CONNECTION
(SEE DETAILS SECTION 1)
GIRT(T(P.)
H
(SEE TABLES
1-x 2- (TYP.)
1.3 & 1.6)
�-
GRADE
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
CABLE CONNECTION
HIGHER
(SEE DETAILS SECTION 1)
TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
-
RISER WALL WHERE
/�
EXISTING STRUCTURE
REQUIRED
/
ry
f W
PURUN (TYP.j
SIZE MEMBERS PER
APPROPRIATE TABLES I
ALUMINUM BEAM
L
(TABLE 1.1 OR 1
DIAGONALAL ROOFF BRACING
(SEE SCHEMATIC SECTION 1)
H
/
K-BRACING REQUIRED FOR
SIDE WALL FRAMING
120
MPH EXPOSURE C OR HIGHER(TABLE
1.3.1.4 & 1.6)
FRONT WALL ALUMINUM
COLUMNS (TYP.)
(TABLES 1.3, IA & 1.6)
WGIRT
SCREEN (TYP.)
YP.)
SIDEWALLFRAMING
TYP.)
(TABLE 1.3,1.4 & 1.6)
BLE BRACING
TYPICAL TRANSVERSE STACKED GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
L
SIDE MEMBER
SCREEN (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
H
1' x 2' (TYP.)
(SEETABLES
GIRT
1.3 & 1.6)
GRADE
K-BRACING REQUIRED FOR CABLE CONNECTION
120 MPH EXPOSURE C OR (SEE DETAILS SECTION 1)
HIGHER
TYPICAL MODIFIED HIP ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAMS
(TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION 1)
K-BRACING REQUIRED
FOR 120 MPH EXPOSURE
C OR HIGHER SW
GIRT(TYP.)
FRONT WALLAWMINUM
COLUMNS
CABLE BRACING
(TABLE 1.3, IA & 1.6)
SIDE WALLS AND FRAMING
SIZE MEMBERS PER
SIZES
APPROPRIATETABLES
(TABLE 1.3, 1.4 & 1.6)
TYPICAL MODIFIED HIP ROOF - ISOMETRIC
SCALE N.T.S.
PURUN (TYP.)
SCREEN (TYP.) W
H
(SEE TABLE
1.3 & 1.6)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
FRONT WALLS FRAMING
(SEE TABLE 1.3, 1.4 & 1.6)
K-BRACING REQUIRED
FOR 120 MPH
EXPOSURE C OR
HIGHER
FRONT WALL SCREEN (TYP.)
1' x2' (TYP.)
CABLE CONNECTION
(SEE DETAILS SECTION 1)
K-BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
GIRT(TYP.)
1'x2'(TYP.) O,
GRADE z
k
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w
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PURLIN (TYP.) m
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ALUMINUM BEAM
(TABLE 1.1 OR 1.9.1) z
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DIAGONAL ROOF BRACING w
(SEE SCHEMATIC SECTION I) Z
0
SIZEMEMFERSPER w
APPROPRIATE TABLES'
0
EXISTINGSTRUCIURE,, 1 C,
SIDE SIDE WA4L CAEL-- 1 �,
TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC
(ALL ROOF TYPES)
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
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GALVANIZED METAL PLATE
TRUSS TAIL 02 P.T.P. AND
SUB -FASCIA
SEE TABLE 1.11 FOR MAX
TRUSSES OR SPAN (LOH)
RAFTERS ASSUMED TO BE @
2'-0' O.C.
TRUSS / RAFTER TAIL
SCALE:
112' x 8"L' BOLT W/ 2' SQUARE
WASHER ON PLATE
ALTERNATE ROOF TYPE
RAFTER TAIL #2 P.T.P. AND
SUB -FASCIA
2 x 8 P.T.P. TOP PLATE
SEE TABLE 1.11 FOR MAX
TRUSSES OR SPAN (LOH)
RAFTERS ASSUMED TO BE @
T-O'O.C.
ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY
SCALE: 1' = 1'-W
MINIMUM POST SIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
SBEAM
• 1'x 2' OPEN
BACK BACK SECTIONS
ATTACHED TO 2' x Y W/
#10 x 1-1/2' S.M.S. @ 24' O.C.
OR CONTINUOUS SNAP
SECTIONS OR Y x 3' (4)
SPLINE GROOVE SECTION °al
ea
as
i' x 2' OPEN BACK FASTENED ® °
TO POST W/ (2) #10 x 1-4Y
S.M.S.
SELECT FASTENER SIZE,
NUMBER AND PATTERN
(SEE TABLE 1.6 & SSA OR 9.5B)
ATTACH PURUNS TO
SELF -MATING BEAMS W/
S.M.S. PER TABLES
ALTERNATE
FLAT ROOF
OPTIONAL POSITION OF TOP
RAIL W/ 1' x 2'
- 1' x 2' SNAP SECTIONS
ATTACH TOYxYW@ I
#10 x 1-112- S.M.S. 24' O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2'x 3'(4)
a O a
- g
SPLINE GROOVE SECTION
a _ a
ALTERNATE FLAT ROOF
x
2'zYAND 1'xY MAY BESELECT FASTENER SIZE,
ROTATED TO RECEIVE i NUMBER AND PATTERN
SCREEN (SEE TABLE 1.6 & 9.5A OR 9.SB)
UPRIGHT CONNECTION DETAIL (FULL LAP)
SCALE 2'=l'-0'
1' x Y SNAP SECTIONS
ATTACH TO Yx Y W/
910x 1-1/2'S.M.S.@24'O.C. a
OR CONTINUOUS SNAP
SECTIONS OR Y x 3-(4) °
SPLINE GROOVE SECTION a a
m
GUSSETT PLATE 0.05P OR
i GREATER GUSSET PLATE
O SHALL HAVE AN ULTIMATE
rc YIELD STRENGTH OF 30 KSI
u ORHIGHER -
SELECT FASTENER SIZE,
NUMBER AND PATTERN
(SEE TABLE 1.6 & 9.5A OR 9.5B)
UPRIGHT CONNECTION
WITH GUSSET PLATE DETAIL (FULL LAP)
SCALE: 2=l'4P
PURUN Y x 3' MAX
ATTACH GUSSET PLATES TO
PURUN & POSTS
2' x Y EXTRUSION,
1' x Y OPEN BACK
° °
—�
ALL GUSSET PLATES SHALL
EXTRUSION
�
BE MINIMUM OF 5052 HJ2
a a
ALLOY OR HAVE A ULTIMATE
AROUND
(1 #10 x 1-1/2' S.M.S. 24' O.C.
a e v
YEILD STRENGTH OF 30 KSI.
Y OR (4)
✓EYx3'
1/16'RECEIVING CHANNEL OR
NOTCH POST
GUSSET PLATES
(4) #10 S.M.S. EACH SIDE
TE FLAT ROOF
-
COLUMN PER TABLE 1.3 OR 1.4
—2' x 4' MAXIMUM
POST SIZESFOR
D FOR EACH BEAM
I
LARGER UPRIGHT USE
E TABLE 1.6)
ALTERNATE BEAM TO POST
CONNECTION FULL _
FASTENER SIZE,
PURLIN TO UP GHTSAME AS
AND PATTERN
MIN- UPRIGHT TO BEAM
BLE 1.6 8 R 9.5B)
TABLE 1.6 (I.E. Yx T
UPRIGHT REQUIRES 7x4'
TO
TION DETAIL (FULL LAP)
BEAM)
SCALE 2' = l'-0'
SIDE WALL TO PURLIN DETAIL
SCALE: 2' = l'-W
BEAM / PURLIN Y x 3' MAX
ATTACHED TO RECEMNG
PURUN
2' x 2' EXTRUSION
1' x 2' OPEN BACK
EXTRUSION
(1) #10 x 1-10 S.M.S. 24' O.C.
NOTCH POST
BEAM POSITION VARIES
(MANSARD SHOWN)
0.045' x 1' X 2' H CHANNEL W/
(6) #10 x 112' S.M.S. EA SIDE (6)
TOTAL
I
I COLUMN PER TABLE 1.3 OR 1.4
�1A—L
Tx 4' MAXIMUM
FOR LARGER UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP DETAIL
THIS PAGE AND MIN, PURLIN TO
UPRIGHT SAME AS MIN.
UPRIGHT TO BEAM TABLE 1.6
(I.E. Yx7' UPRIGHT
REQUIRES 2' x 4' BEAM)
BEAM TO POST CONNECTION
SCALE: Y = V-V
#8 x 314' WASHER HEADED
ADDITIONUMBERNAL
CORROSIVE RESISTANT
FASTENNIING, PER
SCREWS AS SHOWN
TABLE 1.6 & 9.5 EXCEPT ALL
(SEE TABLE 1.6)
SHADED LOCATIONS SHALL BE
FILLED MINIMUM OF ALL
OUTER LOCATIONS
1' x Y SNAP SECTIONS
ATTACH TO T x Y W/
910 x 1-1/2' S. M. S. @ 24' O.C.
- OR CONTINUOUS SNAP
- -
SECTIONS OR Y x 3- (4)
SPLINE GROOVE SECTION
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EDGE OF EXISTING UPRIGHT
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ATTACH AUXILLARY MEMER
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ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
._-.-- -- TABLE 1.6 & 9.5 EXCEPTALL
SHADED LOCATIONS SHALL
BE FILLED MINIMUM OF ALL
OUTER LOCATIONS
(10) #8 x 1/T S.M.S. EACH SIDE
OF BEAM / POST
1' x 2' OPEN BACKATTACH TO
T x T W/ #10 x 1-1/2' S.M.S. @
24' O.C. OR CONTINUOUS
T x 3' (4) SPLINE GROOVE
SECTION
CONNECT T x TOR 2' x TTO
BEAM W/ MIN. OF (3)
#10 x 1-1/7 S.M.S. INTO
SCREW BOSSES
FFSELF MATING BEAM -
#10 x 31/2' S.M.S. IG O.C.
l-W4' STRAP MADE FROM _
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
CONNECT T x 2' OR T x 3'TO
BEAM W/ MIN. (3) #10 x 1-1/T
S.M.S. INTO SCREW BOSSES
e
a
1' x T OPEN BACK ATTACHED
a
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PROPOSED T x Wx0.050'
®
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SMOOTH SIDE DOWN
SCREW LOCATIONS PER
a
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TABLE 1.6 FILL OUTSIDE
7/8'x23/4'x W GUSSET EACH
LOCATIONS FIRST
SIDE OF POST AND BEAM
(FASTEN PER TABLE 1.6)
UPRIGHT PER TABLE 1.6
' Strap Table
ADDITION OF 2" x 3" TO EXISTING S.M.B.
SCALE 2'=1,-W
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 8 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL BE
FILLED MINIMUM OF ALL
#8 x 3/4' WASHER HEADED OUTER LOCATIONS
CORROSIVE RESISTANT NEW POST ADDITION INSIDE
SCREWS AS T) BEAM
TABLEi.6) (SEE TABLE
1' x 2' SNAP SECTIONS
ATTACH TO T x T W/
#lox 1-7/2' S. M. S. @ 24' O.C.
OR CONTINUOUS SNAP ® 40f,
SECTIONS OR T x 3' (4) up
SPLINE GROOVE SECTION ®® 1tLNG SNIn
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TO POST W/(1)#10 x 1-10 ®a a
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EDGE OF EXISTING UPRIGHT a CH BEAM TO RECEIVE
o POSTADDITION
T z_' (0.044' MIN.) HOLLOW
EXISTING 2 xTOR LARGER ADDITION ATTACH TO BEAMS
W/H-CHANNEL
S. AND
(2) #10 x —HOLLOW
EXTRUSION
16' D.C. BOTH SIDES
2'x_HOLLOW EXTRUSION
2- H-CHANNEL
ALTERNATE POST / BEAM ADDITION OF 2" x " TO EXISTING 2" x
SCALE. 2' = T-0'
a.m
sne
S.
#/soa
soap
Le
YxT
1 (4)#12
1 2-XV
Yx1m
(6)#14
1 &I2
d - 1/2"
k
x k
k BEAM CUT TO ACCEPT WALL
UPRIGHT
i-3/4' STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
SELF -MATING UPRIGHT CUT
TO MATCH BEAM ANGLE
'ALLSCRMS&CLONG V
Notes:
1) Ell outer screw positions first until required number of screws is achieved.
2) See Table 1.6 for screw sizes and number.
3) Screw pattern layout with spacing between screws greater than minimum is allowed so that equal spacing is
achieved.
4) 2' x 8' beam with T x 5' upright shown. Other beam 0 upright combinations per table 1.6 may be used.
ALTERNATE BEAM TO POST CONNECTION (FULL LAP)
SPLICE POINT
NOTES:
".aP�...IA�
SPLICE POINTS FOR FLAT OR DOME ROOF
SCALE N.T.S.
6PLICE P
SPLICE POINT
SPLICE POINTS FOR GABLE ROOF
SCALE N.T.S.
2x2
1. Door to be attached to structure with minimum lwo (2) hinges.
LICE POINT
2. Each hinge to be attached to structure will, minimum four (4) #12 x 314" S.M.S..
3. Each Wingate be attached to door with minimum Ihree (3) #12 x314' S.M.S.-,
SPLICE POINT
OR SUPER
GUTTER
SPLICEAT
RIGHTANGLE
TO BEAM
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
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5. Top hinge to be mounted between 10 inches and 20 Inches from top of door.
6. If door location is adjacent to upright a l'x 2'x 0.044' may be fastened to upri9htwlth#)2x1..�
a
S.M.S. at iT on center and within W from end of upright
0
J
TYPICAL SCREEN DOOR CONNECTION DETAIL '
SCALE: N.T.S.
❑
12-07-2009
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TO BEAM W/ MIN. OTHER r x T & LARGER
(3)970x 1-10 S.M.S. PGUSSET PLATE ^^ -
(INSIDE
OR OUTSIDE BEAM)
SAME WALL THICKNESS AS
BEAM WALLS OR LARGER
(SEE TABLE 1.6)
® ® D ® ® BEAM SPLICE SHALL BE MIN.
® ID BEAM HEIGHT MINUS 1/2' AND
0 0 0 ® ® ® 2x (d -.50') LENGTH
_ d=HEIGHT OF BEAM
MIN. EDGE DISTANCE
MINIMUM SPACING I
(PER TABLE 1.6) F-
(SEE SPLICING DETAIL PAGE 1-21)
FASTENER SIZE, NUMBERAND
SPACINGPER 'TYPICALBEAM
SPLICE DETAIL AND TABLE'
THIS PAGE (SEE TABLE 1.6)
TYPICAL SIDE PLATE CONNECTION DETAIL
SCALE 2'=1'4Y
CUT 2'x 4. r x 5, OR 2'x 6'
BEAMS TO SLIDE OVER EACH
OTHER 2' x r & LARGER
PROVIDE GUSSET PLATE
0 Goo
(OUTSIDE BEAM)SAME WALL
THICKNESS AS BEAM WALLS
0 0 0
OR LARGER
(SEE GUSSET PLATE TABLE)
®._®�®® ®®
0
® ® FASTENER SIZE, NUMBER AND
0 SPACING PER PAGE TYPICAL
BEAM SPLICE DETAIL AND
TABLE- THIS PAGE AND (SEE
TABLE 1.6)
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H32
ALLOY OR HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF
SCALE: r = 1'-('
2' x r PURLINS ATTACHED
TO BEAM W/ MIN.
(3) 910 x 1-1/2' S.M.S.
®�ar
MINIMUM SPACING
(PER TABLE 1.6)
(SEE SPLICING DETAIL THIS PAGE)
CUT 2'x 4', 2'x S, OR 2'
BEAMS TO SUDE OVER E
OTHERTxT&LLAAB�
PROVIDE GUSSEM
OR LARGER
(SEE TABLE I.6) 0®
0 0
0
SCALE
0000' I
0 0/0
0/ 0
0 0 0 0 1
CUT rx 4', 2'x 5. OR T x 6'
BEAMS TO SLIDE OVER EACH
OTHER 2' x r & LARGER
PROVIDE GUSSET PLATE
(INSIDE OR OUTSIDE BEAM)
SAME WALL THICKNESS AS
BEAM WALLS OR LARGER
(SEE TABLE 1.6)
FASTENER SIZE, NUMBER AND
SPACING PER'TYPICAL BEAM
SPLICE DETAIL AND TABLE'
THIS PAGE AND (SEE TABLE
1.6)
FASTENER SIZE, NUMBER AN
SPACING PER T'PICAL B
SPLICE DETAIL AND TAB
THIS PAGE (SEE AL SO LE
THIS
ALL GU PLATES SHALL
MINIMUM OF 5052 H32
ALLOY OR HAVE AN ULTIMATE
YIELD STRENGTH OF 30 KSI
MIN. EDGE DISTANCE
DENOTES SCREW PATTERN
NOT NUMBER OF SCREWS
— 2 x (d-0.50-) —
d-1.00- -11 d-1.00'
a 4. —+ . + 1•
MAX
1'
MinimumD ;7-and
SPLICE LOCATED 114 TO 113
BEAM SPAN STAGGERED
EACH SIDE OF BEAM
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
I
FASTENER SIZE, NUMBER AND
SPACING (SEE TABLE 1.6)
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HOSTSTRUCTURE
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0 0
W
2- REINFORCING STRAP W/ (2)
#10 x r INTO HOST
STRUCTURE AND (2) 910 x &W
INTO GUTTER
118' PLATE OF 5053 H32
ALLOY OR ULTIMATE YEILD
STRENGTH OF 30 KSI W7 (4)
#10 x 5/8' EAC
TYPICAL BEAM SPLICE DETAIL /
SCALE 2'=I-(r
INTERNAL BRACING: 1
(f$ALLOY) OR CUT FROM I IV J1
BEAM MATERIAL I
PLAN VIEW
SCALE: 2' = P-O'
MIN. (3) #11
RESIST VE
SCREWS
0
0
FOR 2' x W BEAMS AND
LARGER ADD(1) 3/37x(W+
2-10) LAG SCREW INTO THE
RAFTER TAIL CLOSEST TO THE
CORNER ON EACH SIDE
2 x— FRAMING BEAM
2' x 2' x 1/8' ANGLE W/ (4) #10 x
518' EACH SIDE
C-CHANNEL W/ THRU BOLT
THRU BOLT SIZING:
(2)1/4' UP TO rx r BEAM
(3)1/4' FOR 2'x 7' BEAM
(3) 3/8' FOR 2' x W & T BEAM
(3TTa• QRX x IP BEAM
SCALE: 2' = 1'-0'
STRAP SUPER OR EXTRUDED GUTTER
SPACING 12*-SPACING/2 SPACING/2 SPACING/2
— BEAM SET SPACING BEAM SET SPACING —
SCALE:
Tx 'x0.05D'STRAP@
MIN. (4) #10 x r CORROSION
RESISTIVE WASHER HEADED
EACH BEAM CONNECTION
AND @ 112 BEAM SPACING W/
(2) S.M.S. PER STRAP
SCREWS
(SEETAI 9.8)
INTERNAL BRACING CUT FROM
SAMEBEAM SIZEW/2-1/4'
WIDTH
/\
UNS
TABLES 1.2. 1.6. OR 1.9.2)
ISOMETRIC VIEW
SCALE N.T.S.
LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40' 0")
NOTES.
1. REQUIRED FOR SPANS GREATER THAN 4V AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES.
2. FOR ALL PURLINS& GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE&IF THERE IS NO BOTTOM
SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR Rn1Tnu nc wum. ,xr
m
low
0
w
m
O
z
w
z
z
w
ANGLE OR RECEIVING
CHANNEL (SEE SECTION 9 ' O
FORDETAIL.S) LL
MAX. DISTANCE FROM FASCIA '
TO HOST 51RUCT13RE(SEE w'
TABLE1.41)1, "J
SCREW PATTERNS MAY VARY Y ALTERNATE CUT OFF BEAM &'I O
(SEE TABLES OR NOTES FOR CAP W7 RECEIVING CHANNEL O
J
SIZE AND NUMBER OF ` I
SCREWS) - ALTERNATE FLAT BEAN.-
W
SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SELF
'
SUPEROR
MATING
EXTRUDED
BEAMGUTTER
(SIZE
VARIES)
je
0
Q Z
D _O
Q H
0 LU
Z Q 0)
0 W T7 (") o
Wes_/ (7o
N
O U) ¢ Z r
O F 1n O w
WIy U � 5 (Z
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U Z O <_ LU
D
G_ W U O Q-
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r0 O�
Z o N
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F
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SEAL z�
SHEET w
z
z
7 w
w
z
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911m
- SELF -MATING BEAM
T
(SIZE VARIES)
1/4' x T LAG SCREWS @ 24'
O.C. OR #10 x T SCREWS @
12. O.C.
- TAIL CUT OFF BEAM
—
(OPTIONAL)
Tx 2'ANGLE WITH (4)&M.S.
(SEE SECTION 9 FOR SCREW
SUPER OR
® 3/4'FERRULE WITH 3/8'x 8'
SIZES) EACH SIDETO
EXTRUDED LAG SCREWS @EACH BEAM
BEAM TO SUPER GUTTER
GUTTER
RECEIVING CHANNEL
MAX DISTANCE FROM FASCIA
2-11W x I"W/ (2) #8 x 1/20 S.M.S.
JL TO HOST STRUCTURE WALL
EACH SIDE OF BEAM
(SEE TABLE 1.11)
SELF MATING BEAM
AND SUPER OR EXTRUDED GUTTER CONNECTION
1/4' x 2' LAG SCI
O.C. OR #10 x T
1T O.C. MIN. AND
1'x 2. OR Z'xZ'
FOR SCREEN
i1va.,1
ANGLE, INTERIOR OR
EXTERIOR RECEIVING
CHANNEL (SEE SECTION 9)
114'x T LAG S 2E
O.C. OR#10xT SCREW
12. O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL I'x TOR T xT
FOR SCREEN
SCALE: T =1'4P
2' x ' x 0.05T STRAP @
2-1/2' MIN. S.M.S. OR LAG
SCREWINTO2'x FASCIAOR
IF NO SUB -FASCIA INTO
RAFTFRTAILS
T WIDE x 0.050' (MIN.) STRAP
SPACING PER LOCATION FOR SCREW SIZES SEE
DETAIL (SEE PREVIOUS PAGE) SECTION 9
SELF MATING BEAM
(SIZE VARIES)
fr.CIA
EXTRUDED
® GUTTER
IF TRANSOM HEIGHT EXCEEDS 6.0"
USE CANTIUEVER BRACE DETAIL
Jww
z,=X
BEAM -SCREEN ROOF
aE>E
0.050' H-CHANNEL• m ic c
m
r
I OR GUSSETS
-wm
g w
rr
G 0 G
45't
® SOFFIT
G NOTMORE V x 2'x 0.062'P.T. LUMBER
THAN 1/3 OF BLOCKING W/0.024-BREAK
® ® GUTTER HEIGHT FORM CAP OR I'xT LENG OF
KNEES E
2' x TH SIDE
E W/ B S.M.S. ANGL SA LESS ONLY
THAN 23' UP TO
EACH SIDE TO BEAM TO
SUPER OR EXTRUDED SIN 12' ROOF SLOPS)
. GUTTER FOR ROOF SLOPES GREATER HOST STRUCTURE _
THAN S' IN 12'USE 1B'x Tx' ROOFING
RECEIVING CHANNEL ANGLE AS REQUIRED
2-118'x i'W/(2)#8x 1/T (2)2-LAG SCREWS —
S.M.S. EACH SIDE OF BEAM MAX. DISTANCE FROM FASCIA (SEE SECTION 9 FOR SIZE)
LTO HOST STRUCTUREWALL 2•STRAP-LOCATEAND
TYPICAL SELF MATING BEAM AND (SEE TABLE 1.11) FASTEN PER STRAP —
SUPER OR EXTRUDED GUTTER CONNECTION LOCATION DETAILPAGE 1-24
SCALE: 2'=1'-0' FASCIAANDSUB-FASCIA —
� COMPOSITE LEAVE RAIL W!
BEAM -SCREEN ROOF
x 2' FASTENED BEAM /
2 x 2 ANGLE WITH (4) S.M.S.
ww
UPRIGHT
PRIGHT(3) x
(SEESECTION 9FOR SCREW
POST TO BEAM FASTENING
2 �
S.M.S. MIN..INTO SCREWEW
SIZES) EACH SIDETO BEAM
(SEE TABLE1.6)
3
BOSSES. 1' x 2' ATTACHED
TO SUPER OR EXTRUDED
'
K2,
®®
TO2'X2'W/#10x1-1/TS.M.S
GUTTER
-.
ww 0,6
®® ®®
@24'O.C. CONTINUOUS2'x
Tt qa w 0 G 00 3' SNAP SECTION FASTENED
SCREW PATTERN SHOWN IS
A POSSIBLE NUMBER OF
SCREWS. ACTUAL FIELD
SCREW PATTERN MAY VARY.
COMPOSITE 2' x 3' EAVE RAIL
0
®®
®®
FULL LAP CUT
POSTTO BEAM FASTENING
G G
0 G
(SEE TABLE 1.6)
0 G
G 0
POST
(SEE TABLE 1.3)
SCREEN
(MAY FACE IN OR OUT)
REQUIRED KNEE BRACE
MINIMUM SIZEAND
CONNECTION (SEE TABLE 1.7)
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
0
G
0 SUPER OR
® EXTRUDED
GUTTER MAX DISTANCE TO
HOST STRUCTURE
WALL (SEE TABLE 1.11)
SUPER OR - EACH BEAM CONNECTION bs 00 00 THRU SCREW BOSSES W/ (3) SUPER OR EXTRUDED. GUTTER
S EXTRUDED AND @ 1/2BEAM SPACINGW/ ®®® MIN. #10 x ldrr OR rx W RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 2
® GUTTER (2) #Bx 1/2' S.M.S. PERS 000 HOLLOW SECTION FASTENED
THRU SCREW BOSSES W! SCALE 3' =1'-0' -
MAX DISTANCE FROM F CIA _ #10 x 1-1/T S.M.S. NOTE:
TO HOST STRUCTURE ALL MINIMUM POST SIZES ARE
(SEE TABLE1.11) ENGTH SCREEN (MAY FACE REQUIRED FOR EACH BEAM
E BRAC IN OR OUT) SIZE (SS TABLE 1.6)
:TION TO SUPER OR EXTRUDE UTTER F m SCREW PATTERN SHOWN IS SELF -MATING BEAM
SCALE: 2' = V-17 REQUIRED KNEE BRACE m m A POSSIBLE NUMBER OF (SEE TABLE 1.1 OR 1.8)
MININUM
SIZE
CONNECTION (PERTABE�7) ® a P! SCREW PATTERN MASCREWS. ACTUAL VDVARV
SELF -MATING ®1F
BEAM
(SIZEVARIES) 0
® =2'50' STRAP
SUPER OR @ EACH BEAM CONNECTION
G EXTRUDED AND @ 112 BEAM SPACING W/
GUTTER (2)#8 x112'S.M.S. PER STRAP
MAX. DISTANCE FROM FASCIA
ANGLE, INTERIOROR TO HOST STRUCTURE WALL
EXTERIORRECEIVING (SEE TABLE 1.11)
CHANNEL (SEE SECTION 9)
ALTERNATE SELF MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
SCALE: 2' = T-D'
IF KNEE BRACE LENGTH ® ® w
2*x3'COMPOSITEEAVEGIRT
EXCEEDS TABLE 1.7 USE —�
CANTILEVERED BEAM 0
0 0
CONNECTION DETAILS
08 G G
FASTENERS SIZE, NUMBER
KNEE BRACE ATTACHMENT 6'
®® 0 G
AND PATTERN (SEE TABLE 1.6)
ABOVE TOP OF GUTTER MAX io
0 G
FASCIA AND SUBTASCIA
0 0
POST SIZE (SEE 1.3 OR 1.6)
(2) 2- SCREWS (SEE SECTION
-
9 FOR SCREW SIZES)
114.0 BOLT @ 24. O.C. MAX
HOST STRUCTURE ROOFING
(j
WITHIN 6- OF EACH POST
rEDED
2LAGSCREWSFASTEN
2- x 2- POST WI (3)
(SEE SECTION 9EACH
#10 S.M.S. INTO SCREW
FORSCREWSIZE)
SPLINES MAX DISTANCETO
TSTRAP LOCATE AND
HOST STRUCTURE
FASTEN PER STRAP
USE ANGLE EACH SIDE FOR ALL (SEE TABLE 1.11)
LOCATION DETAIL PAGE I-24
;FWAii:
T x 2' TO POST CONNECTION
ALTERNATE LAG SCREW AND
T-
W/ HOLLOW POST
FERRULE
IF TRANSOM HEIGHT EXCEEDS
0TSTRAP-LOCATEANO
6'-0" USE CANTILEVER BRACE
Tx7ANGLE WITH (4)S.M.S.
FASTENPETAILSPAGEI-24) DETAIL
(SEE SECTION 9 FOR SCREW
0SIZES)
EACH SIDE OF BEAM
Tx 2' x 0.09TANGLE WI (4)
AND SUPER OR EXTRUDED
S.M.S. (SEE SECTON 9 FOR
GUTTERSCREW
SIZES) EACH SIDE TO
E
BEAM TO SUPER OR
FASCIAANDSUB-FASCIA
WALL
EXTRUDED GUTTER
(SEE TABLE.t11)
SUPER OR EXTRUDED GUTTER
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL
3
SCALE: r=1'-0'
12-01-2009
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SHEET
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NOTE:
IF HEIGHT FROM GUTTER TO
BEAM IS GREATER THAN T-W
A KNEE BRACE IS REQUIRED
(2) ANGLE STRAPS OR
FERRULES REQUIRED
(3) 416 x 1/T S.M.S. EACH
CONNECTION
BEAM.
COMPOSITEY x r+ 1' xT
.
_PRIMARY
SCREEN ROOFBEAM
_.
=ALL0.044'MINEAVERAIL--
TO MIN. POST
(SEE TABLE 1.6)
0.050'H-CHANNELORGUSSETS
SEE TABLE 23 OR3.3 FOR
C�BRACESIZESAMEAS
I.N'
PURUN/GIRT
MINIMUM CANTILEVER BRACE
00
45'tW.-.CONSULTTABLE
1.6. 22 OR3.3
ALTO
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O
f
POST SIZE BRACED PPTH+i1)
O
wo.REQUIRED
f#10
NUMBER OF
9/16S.M.S.
x EACH SIDE
®�sw
pee
pee
p®s
0
(9)#12 x3/4'TEK SCREWS
Viea
p 0 °
°
THROUGH ANGLE INTO SUPER
O
GUTTER
FASTENER SIZE, NUMBER AND
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
(SEE TABLE 1.1 AND 1.3)
.SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL,
NOTE:
IF HEIGHT FROM GUTTERTO
BEAM IS GREATER THAN 1'4T
A KNEE BRACE IS REQUIRED
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
(2) ANGLE STRAPS OR
FERRULES REQUIRED
(3) #10 x 1/2' S.M.S. EACH
CONNECTION
eee
pee
pee
0
ee°
e00
ae°
° O
° °
a
(9)412x3/4'TEK SCREWS
y
THROUGH ANGLE INTO SUPER
CURER
FASTENER SIZE, NUMBERAND
FASTENER SIZE, NUMBER AND —
J
PATTERN (SEE TABLE 1.6)
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
(SEETABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL
LENGTH OF
WEE BRACE
(1) #10 SMS 24- O.C.
(3) #10 x 3' INTO Tx 4' (MIN.)
SUB -FASCIA EACH SIDE
BEAM TO WALL CONNECTION
(SEE SECTION 9)
SEE TABLE 1.6 FOR BRACE
SIZE SAME AS RISER
ANGLE CUT FROM S.M.B.
SAME SIZE AS CANTILEVER
BRACE OR LARGER (#OF
SCREWS BASED ON DEPTH OF
PRIMARY BEAM PER SIDE OR
PER CONNECTION) =
(D-1)#10 FOR 2-x4'-27x T'
(D-1)#12FORTx8'
(D-1)#14 FOR Tx 9' 8 Y x IT
Y x 2 (MIN.) x 7/8' ANGLE
NOTE
1. For Post to beam sizing see Table 1.6. 2.2. or 3.3
2 For connection members see Table 9.8 U-Channel
3. Inside connection members shall be used wherever possible
i.e.Use U-Channel in lieu of angles where possible.
ALTERNATE CANTILEVERED BRACE CONNECTION
TO WALL AND FASCIA DETAIL
GUTTER IS NON STRUCTURAL
MAY USE ROLL FORMED
GUTTER
NO STRAP IS REQUIRED
EXCEPT
FOR EXTRUDED GUTTER
7 x 4' PURLIN —�
MIN.(3)#10x1-I/TS.M,S.
2' x 9' S.M.B.
_ x 2' x Y 5052 H-32 OR HJ4
BREAKFORMANGLE 7WIDEz 5052 H-32 PLATE
W/ (1) #10 S.M.S.
BRACING SYSTEM FOR STEEP ANGLE GABLES
(3) 114' x 1-314' TAP CON OR
LAG SCREW VARY SIZE WITH
WIND ZONE
n
MINIMUM r x4' FASCIA
ANGLE, ANCHORS, AND -
RECIEVING CHANNEL PER
SECTION B
NOTCH ANGLE P8R GUTTER. .
MUST REMAIN FOR ANGLE ail
STRENGTH _1
Yx 3' x 0.o5P MIN. W7 (4)
910 x 3/4' S.M.SFORYA.BGER
BEAMS USE (BEAM DEPTH ♦1) `.
FOR NUMBER OF�SCREWS
\ (SEE SECTION 9);I/
p,
RAFTER TAILS OR Y O.C. MAX 1
W! Y x fi' SUB FACIA
CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW
H
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10 IZ
z
w
21
cc
BEAM
5.
SCREW INTO B AND/OR
E WALL RAIL
CONNECTOR
ANGLES, IN
CHANNEL OR E}
EXTRU S W/ INTERNAL
SLOPED ROOF OR GABLED
_
SCREW BO MAV BE`--__.
. .___..� .� END ROOF
- \ CONNECTED 3)#tOzt-tfY
I INTERNALLY
px2'OR YxYATTA
TO WALL WI it O. Z
6' O.C.
-- BOTHENDSOF
ANGLE OR PLATE
CE SCREWS (P ECTION 9)
BOTTOM
OF BRACE
BEAM
®
Fro
<
CARRIER
S
SEE TABLE 1.5)
®
6
MINBER S.M.S. 314'
(GREQUIREDEQUALTO
L
BEAM DEPTH
PRIMARY BEAM
•�
SEE SECTION 9)
(SEE TABLE 1.1 OR
WIND BRACE
d
Q �
Q �
Q
L
Z' x T EXTRUSION
1' x 2' EXTRUSION
EAVE RAIL
WIND BRACE CONNECTION DETAIL
SCALE: Y=1'-0'
shall be provided at each side wall panel
(4) panels from
SCALE: r = 1'-0'
70 WALL CONNECTION:
(2)Z' x Tx 0.06T
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
ALTERNATE:
FRAMEWREWSPERSIDE
1'x2',Pz3'OR 2'xT -----
I(��\
OR
REWI PER SIDE OR
2-LAGSCREWS
ATTACHED TO WALL W/ #10 x
TO CONCRETE WI (2)1/4' x
2- S.M.S. Q 16' O.C.
2_1/4' ANCHORS OR MASONRY
IH
WALL ADD (I) ANCHOR PER
w
SIDE FOR EACH INCH OF BEAM
HOST STRUCTURE MASONRY
m
DEPTH LARGER THAN T
OR FRAMED WALL
(SELECT FASTENERS FROM
F
K
®
ALTERNATE CONNECTION:
SECTION 9 TABLES)
a
®
1-3/4' x 1 1/8'
INTERNAL EL
INTERNAL
®`
ATTACHED TO WOOD FRAME
TO
WALL W/ MIN.(3) 318' x Y LAG
PRIMARY OR MISC. FRAMING
SCREWS ORTO CONCRETE
OR MASONRY WALLWI
BEAM (SIZE PER TABLES)
-
%
x 2-114' ANCHORS ORADD (1)
ANGLE OR RECEIVING
ANCHOR PER SIDE FOR EACH
'CHANNEL
INCH OF BEAM DEPTH
CUT RECEIVING CHANNELTO
FIT BEAM AND BRACE ANGLE
2-x TBEAM ----
�<< WIND BRACE
I � OPTIONAL BRACE TELESCOPE
( / +,f- MIN. 1r
MIN.
i_wr x r x 1.3/4' RECEfVING
CHANNEL ATTACHED TO BEAM
W/ (4) (TOTAL) #10 X IC S.M.S.
r x 2' EXTRUSION W/
r x Y EXTRUSION OR
Z' x 3' SPECIAL SECTION
BRACE ATTACHED TO
CHANNEL WI (4) (TOTAL)
#10 x 1/T S.M.S.
(2) TOP AND (2) BOTTOM
EAVE RAIL
TELESCOPING WIND BRACE CONNECTION DETAIL
5 E'r=1•-B'
NOTES:
1. Wind bracing shall be provided at each side wall panel when enclosed, PmleCts more Nan three Panels e
here
host sbUcture. Sbuctures of four or more panels shall be spaced for even number of panels for oppos gnd
bracing.
2. Cut brace parts Wlh min. 12' lap of larger and smaller brace.
I rut receiving channel With angle.
LARGER THAN 3'
BEAM TO WALL CONNECTION DETAIL
SCALE: 2- =1•-0'
% /` �4d (P" F�OR 1/4'
® 2d(11YFOR 114')
w ® _�f
m
6
® Z
PRIMARYOR <
MISCELLANEOUS FRAMING
BEAM (SIZE PER TABLES)
U
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HOST STRUCTURETRU /
RAFTER TAILS OR BARG
RAFTER(SELECTF ERB 3
ERDM SECTION 91 S 5
t t t
UPLIFT/FORCE
ON FASTENER
ANCHOR IN SMEAR
ANCHORIN LOAD
TENSION OR
TENSILE LOAD
CALCULATE THE NUMBER OF SCREWS REQUIRED BY
SOLVING THE FOLLOWING EQUATION:
I� ` -
I ROOF WIND LOAD'x BEAM SPACING x( BEAM 2SPAN ) FANCHORS
LANCHOR ALLOWABLE LOAD
FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON P E3
� y +
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12-01-2009 I OF
PANELS/ELEMENTS
UNBRACED BY HOST
STRUCTURE TO BE BRACED
BY DIAGONALS IN
,- PERIMETER PANELS (MIN.)
ELEMENTS BRACED BY HOST Q
STRUCTURE CONNECTION
BEAMS AND/OR PURUNS
HOSTSTRUCTURE
ELEMENTS BRACED BY
DIAGONALS
w ' ALTERNATE BRACING
PATTERN, CORNER BRACES
STILL REQUIRED
CABLE OR
F- K-BRACING
(IN WALLS)
/ \ N
AL
Qy
ga
m
tim
EXAMPLE OFALTERNATING \
BRACE POSITON
CABLEOR TYPICAL OUT CABLE OR
K-BRACING BEAMS OR PURLINS K-BRACING
(IN WALLS) (IN WALLS)
ADDITIONAL ROOF BRACING IS
REQUIRED FOR ALL SIDE
EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL,
FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING
EACH#10 S.M.S.(MIN.) SHOULD BE EVEN TO PERMIT ATCORNERS(TYP.)
POSITION OF BRACES
ALTERNATING
(POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP)
POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW
VA
SCALE: 1/4'= T-W
HOST STRUCTURE
mr�lmm UK VUKUNry
m
rc
a
O
m
WIND BRACING PATTERN
TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4
SCALE: 1/8' = 1'-0'
HOST STRUCTURE
/
m
I- z
OW
O W
g�
a
K
FO
m
�a
m
TYPICAL LAYOUT
BEAMS OR PURUNS
WIND BRACING PATTERN
TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4
SCALE: 1/B' = T-0'
CABLE BRACING
General Notes and Specifications:
1) The following shall apply to the installation of cables as additional bmdng to DIAGONAL bracing for pool ^
enclosures -
a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL
CABLEDIAMETER
TOTAL ALLOWABLE WALL AREA
313T
233 Sq. FL / PAIR OF CABLES
ln'
I 445 Sq. FL / PAIR OF CABLES
'TOTAL WALL AREA = 100% OF FRONT WALL+50% OF ONE SIDE WALL
EXAMPLE: FRONTWALLAREA@100%(8•x32)= 256Sq.Ft
SIDEWALLAREA@ 50%(8'x2()= BOSq.FL
TOTAL WALL AREA= 336 Sq. FL
233 Sq. Ft. x 2 sets = 466 Sq. FL > 336 Sq. FL; thus two sets of 3/32• cables is required.
b) SIDE WALL CABLES- 7 x 19 STAINLESS STEEL
CABLE DIAMETER
SIDE WALL CABLE"
3/32-
ONE PER 233 Sq. FL OF WALL
111'
I ONE PER 445 Sq. FL OF WALL
SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. FL
c) To calculate the required pair of cables for free standing pod enclosures use 100%of each wall
area 8 50% of the area of one adjacent wall.
NOTES:
1. Where wall height is such that a gin is required between the top or save rat and the chair mil, (i.a.
a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the lop
rail and the mid -rise rail. If more than one additional girt is required between the top or save mil
and the chair rail, then there shall be an additional front wall cable pair af1hat girt also.
2. Side walls do not require cables until the side wall area is greater than 233 Sq. FL. The side wall
cable may be attached at the mid-nse gin or the tap rail.
3. Standard rounding off rules apply. in- if the number of cables calculated is less than 2.5 pairs use
two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables.
4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall
be even and position shall be alternating.
5. Cables shall be snugged up fight only to not put strain on cables.
- (5) #10 S.M.S. (MIN.) -
1/8' x 1-1/T x B' FLAT BAR
0.125' PLATE OUT ON
45'ANGLE
B
EYE -BOLT OR TURNBUCKLE FOR
CABLE TENSION
DO NOT OVER TIGHTEN CABLES
SNUG UP ONLY
STAINLESS STEEL (SEE TABLE)
t
PERIMETER FRAMING
MEMBER
TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1
SCALE 2-=1'-0-
A ALTERNATE:
USE (1) 114" x 1-1W FENDER
WASHER EACH SIDE OF
1"x 2•x0.125' CLIP AND (\ ®® FRAME MEMBER
910 X 3/4' S.M.S. EACHH
SIDE FOR CABLES
EITHER A OR B
S.S. CABLE @40" - 60- MAIL
ANGLE W/ SLAB
3-1/2' ASTM A-36 PRESSED
STEEL CLIP MAY BE
SUBSTITUTED FOR
2' x 2' x 0.125' ANGLE
MIN. 3.314'
(4- NOMINAL) SLAB
MIN. (2) 1/4' OR 5t18' x 13/4'
CONCRETEANCHORS
ALTERNATE CUP.
T ASTM A36
PRESSED STEEL CUP
TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2
SCALE: 2' = T-0'
ANCHOR PER TABLE 94A MIN.
SHEAR 607# FOR 3/32' CABLE
AND 902# FOR 1/8' CABLE
FOR 3/32' CABLE 5116' x 2'
CONCRETE ANCHOR W/
CABLE THIMBLE AND WASHER
SLAB FOR 1/8' CABLE SHALL
HAVE A THICKENED EDGE TO
ACHIEVE 5d MIN. AND A3/8' x
2'ANCHOR
1
2500 P.S.I. CONCRETE
6x 6-10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A
SCALE:
S.S. CABLE @ 40- TO 60- MAX
ANGLE TO SLAB
CABLE CLAMP
(SEE TABLE)
NOTE
SEE GENERAL NOTES AND
x c X U.1LJ ANbi
-1/4' x 1-l12" CONCRETE
,NCHORS (MIN.)
ALTERNATE CLIP: 3' ASTM A36
RESSED STEEL CUP MAY BE
SUBSTITUTED FOR 2' x 2 x
SPEGS. FOR NUMBER OF n 2 m ...125' ANGLE 0
CABLES REQUIRED A i g z
3-1/2' ASTM A36 PRESSED < m
STEEL CLIP MAY BE rY
SUBSTITUTED FOR DISTANCE FROM EDGE OF n
2'x 2'x 0.125'ANGLE SLAB=5(D)OF SCREW W
LL
ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B
SC`2 7">��' w
CEI WIE�AR
.z
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LO
� 16
(TYP.) 1 y
MIN. 1W EYE BOLT. WELD EYE
CLOSED(TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A
SCALE: 2' =1'-0-
6 X 6 P.S.I. CONCRETE-
6x6-10x 10 WELDED WIRE ug
MESH OR FIBER MESH m
CONCRETE uOwi
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C
SCALE: 2' = 1'-0• 12-01-2009
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DOUBLE COMPRESSION
K-BRACING
SLEEVES
3-ASTM A-36 STEEL Cup WITH _
-
General Notes and Specifications:
CONCRETE ANCHORS TO
ti0
CONCRETE DECK
1) The following shag apply to the installation of K-BRACINGas additional bredng to diagonal wind bracing for
_
1/8' STAINLESS STEEL
pool enclosures:
F
CABLE 40' TO 60° MAX
a) FRONT WALL K-BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
e
ANGLE TO SLAB
TOTAL WALL AREA = 100% OF FRONT WALL +50% OF ONE SIDE WALL
EXAMPLE FRONT WALL AREA@ 100%(8'x 34)= 256 Sq. FL
SIDEWALLAREA@ 50%(8'x2(y)= 80Sq.FL
TOTAL WALL AREA= 336 Sq. FL
500 SF> 336 SF THUS ONE SET OF FRONT WALL K-BRACING IS REQUIRED.
b) SIDE WALL K-BRACING- ONE SET FOR 233 SF TO 800 SF OF WALL
c) To calculate the required pair of k-bracing far free standing pod enclosures use 100%of each wall
area 8 50% of the area of one adjacent wall.
NOTES:
NOTE
CLIP MAY ALSO BE MOUNTED TO SIDE
OF SLAB. MAINTAIN 2- EDGE DISTANCE
2500 P.S.I. CONCRETE
6 x 6 - 10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D
SCALE: 2-=1'-0'
GAD I®Nki
®®I®®\
100
®,v 1NZ®a
CHAIR RAIL
NOTES:
1. Can trim plate this area.
2. Altemate connections use If
2' =
EAVE RAIL
4' x 4' x O.O6T PLATE
2' x T x 0.044' BRACE
_ 1/4'x l.lW EMBEC
EXPANSION BOLT
1 x 2 SOLE PyRTELTT
O.C.
ZYE 1.8 FOR REQUIRED
OF
314" S.M.S.
1. K-bracing shall be used for all wind zones of 120 MPH EXPOSURE 'C' and higher.
2. Side walls do not require k-bracing until the side wall area is greater than 233 SF.
3. Standard rounding of rules apply. is: O the number of k-bracing sets calculated is less than 1.5
sets use one set of k-braces; if the number of k-braces calculated is 1.5 sets or greater use 2 sets
of k-bracing.
M
FAVE RAIL
(4) #10 x 1/4' S.M.S. OR TEK
FASTENER TYP. OF CUP OR
FRAME CONNECTION
2- x T x 0.044- BRACE (TYP.)
TELSCOPING BRACE SYSTEM
ALTERNATE K-BRACING CONNECTION DETAILS
SCALE T=I'-T
NOTE:
Alternate connections use'H' bar cut to fit connections.
PURUNS ANCHORED W/
CLIPS OR#10 SCREWS
THROUGH PURLINS INTO
SCREW BOSSES`•_.:.c.-.....,+..
EAVE RAILS SHALL BE
STITCHED W/ #10 x 1.10 SMS
@ S' FROM EACH END AND 24-
OC MAX
FROM AND SIDE BOTTOM
RAILS ATTACHED TO
CONCRETE W/ 1W x 2-1/4'
CONCRETE/MASONRY
ANCHORS @ PRIMARY S
SECONDARY ANGLES OR @ 6-
FROM EACH POST AND 24'
O.C. MAX. AND WALLS MIN. 1'
FROM EDGE OF CONCRETE
&m
zLL
at- u m
y n
ti0 �
w� S
c
woa
Q
m �
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POST PER TABLE m o
1.3 SERIES � g
�s
GIRTS ANCHORED W/ CUPS
OR THROUGH 010 SCREWS
INTO SCREW BOSSES
1'x T OR 1-x3-
d'
PURLIN & CHAIR RAIL DETAIL
SCALE: 2-= i'-0-
PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL 12
CLIP OR'U' CHANNEL W/ MIN. SCREW BOSSES
(4) #10 S.M.S. `
O. O
PURUN, GIRT, OR CHAIR RAIL J
SNAP OR SELF MATING BEAM
ONLY
O FOR WALLS LESS THAN V-8' FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
w
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAYBE REMOVED AND
Z
INSTALLED IN PILOT HOLES
i
O FOR ALL OTHER PURUNS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
w
` O
OF THE CONNECTION MUST BE STRAPPED FROM GIRTTO POST WITH 0.050'a 1-3/. ,)C 4' STRAP
` n
AND (4) #10 x 3M S.M.S. SCREWS TO POST AND GIRT
/I
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6' LONG AND CENIE'ED ON
THE POST AND HAVE A TOTAL(12) 910 x 3/4' S.M.S. -
'L'
.I
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: T =1'4r
12-01-2009
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[C
SHEET i
a
W
13 Ez
w
OF 21
SCREWS OR THRU-BOLTS
(SEE SECTION 9)
1' x T EXTRUSION ANCHOR
TO CONCRETE W/
CONCRETE ANCHORS WITHIN
V OF EACH SIDE OF EACH
POST AND @ 24.O.C. MAX
SELECT CONCRETE ANCHORS
FROM SECTION 9
POST SIZE Tx_.
SEE 1.3 SERIES TABLES
MIN. 3-1/T SLAB 25DO P.S.I.
CONCRETE 6x 6-10x10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SIDE WALL
POST TO PLATE TO CONCRETE DETAIL
SCALE 2'=1'-W
T x T 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 6x 6-10x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
ANGLES AS SHOWN ABOVE
MAY. BE USED TO CONNECT
,CHAIR'RAILS AND PURUNS
POST SIZE 2' x_
SEE 1.3 SERIESTABLES
1• x 2' EXTRUSION ANCHOR TO
CONCRETE W/ CONCRETE
ANCHORS W MAX EACH SIDE
OF EACH POST AND @ 24. O.C.
MAX OR THRU PRIMARY
ANGLE AND @ 24' O.C. MAX
SELECT CONCRETE ANCHORS
FROM TABLE 9.1
SIDE WALL
ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL
SCALE: T=1'-X
FOR WOOD DECKS (MIN. T NOMINAL THICKNESS) USE WOOD FASTENERS W/THESE DETAILS
1' x.2' EXTRUSION ANCHOR -
TO GONCRETE W/CONCRETE
ANCHORS OR THRU PRIMARY POST SIZE T x
ANGLE 6' MAX EACH SIDE OF . SEE 1.3 SERIES TABLES
EACH POST AND @
24' O.C. MAX
SELECT CONCRETE ANCHORS
FROM SECTION 9
MIN. 31/2SLAB 2500 P.S.I.
CONCRETE 6x 6-10 x'10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
1/8• x T x 1-314' INTERIOR
U-CLIP OF EITHER 6005T-5 _
ALLOY OR BREAK FORMED _
5052 H-32 OR 34 ALLOY '
23/B' BRICK PAVERS
THIN SET BETWEEN
CONCRETE AND PAVERS
ALL CONCRETE ANCHOR BOLTS
TO BE RAWL EXPANSION BOLTS
OR EQUIVALENT
CONCRETE ANCHOR
(SEE SCHEDULE THIS PAGE)
2500 P.S.I. CONCRETE —
NOTE: DETAIL ILLUSTRATES
TYPICAL T x r S.M.B.
COLUMN CONNECTION
PRIMARY T x TANGLE
(SEE SECTION 9)
CONCRETE ANCHOR THRU
PRIMARYANGLE
1' x 2" BASE PLATE (TYP.)
ALL CONCRETE ANCHOR
BOLTS TO BE RAWL
EXPANSION BOLTS OR
EQUIVALENT
REENIMARY
2' x T x 0.063' ANGLECH
SIDE-�•-•- - - -- -
0x 3/4'S.M.S. EACH SIDE
1' x 2' O.B. BASE
EE SCHEDULE THIS PAGE)
x 2' O.B. BASE PLATE (TYP)
2'x(D-2')x
EACH SIDE OF
k1rAR
MINIMUM EDGE DISTANCEOM
ANCHOR TO OUTSIDE
(SEE SC UUGE
OF SLAB
BOLTO
NCRI
ANGLE
W/#10 - -
S.M.S.
1/4• 11/T (SE HEDULETHIS PAGE)
N : DETAIL ILLUSTRATES
GRADE Typ LTx4'S.M.B. COLUMN
4-(MIN.)CONCRETE CONNECTION
T (MIN.)''' (MIN.)Sd
SIDE VIEW TYPICAL SELF MATING OR
SNAP SECTION
(2) #10 x 3/4- S.M.S. EACH SIDE
CONCRETEANCHORS
@ 24- O.C.
A. ..
d
2-�BRICKPAVERS
6'
�' '
6' (MAX)
MAX SPACING 24' O.C.
THIN SET BETWEEN
FOR BOTH SIDES
CONCRETE LAYERSI-I
(MIN.) CONCRETE
2500 P.S.I. CONCRETE J
FRONT VIEW ANC
ANCHOR EMBEDMENT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS
SCALE T = T-G'
NOTE FOR SIDE WALLS OF Tx
4' OR SMALLER ONLY ONE ANGLE IS REQUIRED.
1/8' X T X 1-3/4' X T INTERIOR
U-CLIP OF EITHER EXTRUDED
SCREEN `
6005 T-5 ALLOY OR BREAK
'd' VARIES
ALL CONCRETE ANCHOR BOLTS TO BE
FORMED 6063 T-6 OR 5G52 H32
(4'SHOWN)
RAWL EXPANSION BOLTS OR EQUIVALENT
OR 34 ALLOY
\\V
910 x 3/4' S.M.S. EACH SIDE
2-XWBRICKPAVERS
III
� (SEE SCHEDULE THIS PAGE)
THIN SIFT
CONCRETE AND PAVERS
CONCRETEANCHOR
(SEE SCHEDULE THIS PAGE)
2500 P.S.I. CONCRETE
SIDE WALL POST TO PLATE TO CONCRETE DETAIL
NOTE: DETAIL ILLUSTRATES
TYPICALTx4•S.M.B.
SCALE 2'=7'-0'
COLUMN CONNECTION
V x 2' EXTRUSION ANCHOR 2•x T,Tx3-OR2-x4'
TO CONC. W/CONIC. ANCH. 6'
HOLLOW SECTION
MAX. EA SIDE OF EA POST
(SEE TABLES)
AND @ 24- O.C. MAX SELECT
CONCRETE ANCHORS FROM
MIN. (3) #10 x 1-11T S.M.S. INTO
11W X 2' X 13/4' X T INTERIOR
SECTION 9
SCREW BOSSES
LLCMP OF EITHER EXTRUDED
60G5 T-S ALLOY OR BREAK
_
FORMED 6063 T-6 OR 5052 H32
OR 34 ALLOY
' MASONRY AN @ 6' EA
1' x T BASE PLATE (TYP.)
MIN. 3-1/2'SLAS 2500 P.S.I. - SIDE OF POST AND @24.O.C.
CONC.6x6-10x10W.W.M. MAX. SELECT CONCRETE
D
ALL CONCRETE ANCHOR
p
OR FIBER MESH CONC. 4 ANCHORS FROM TABLE 9.1
:i
BOLTS TO BE RAWL
p
EXPANSION BOLTS OR
EQUIVALENT
SIDE WALL HOLLOW POST TO BASE DETAIL
CONCRETE ANCHORS
SCALE T=T-0'
@24'O.C.
PREDRILL PILOT HOLE
POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS
2-3/6' BRICK PAVERS
General Notes and Specifications:
1. The uplift load on a pool enclosure upright is Wculated as 112 the beam span x the beam
11T (MAX) TYPE S MOF
spacing x the screen load of7#/ Sq. R
BETWEEN CONCRETE LAYERS
EXAMPLE
2500 P.S.I. CONCRETE
FOR A T x V BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING
OFTUSE 112x1T-11'x Tx10#/Sq.Ft.=6272#UPUFT
2 Table 7 6 of this manual uses the worst rase loads for all rases
2"x4"OR LARGER
T(MIN.) * *--
SIDE VIEW
-FRONT VIEW
3. In all cases there must be a primary anchor within 6' of each side of the updghL NOTE: SCALE. 2' = 7 -T
4. For attachment to wood deck (min. 2• nominal thickness) use wood anchors with details shovm 1. FOR SIDE WALLS OF 2' x 4' OR SMALLER ONLY ONE ANGLE IS REQUIRED.
above (min. 1-3/8' embedmenQ. 2. PREDRILL PAVERS W/ MIN. 1/4' MASONRY BIT.
Sri MINIMUM EDGE DISTANCE
FROM ANCHOR TO OUTSIDE
EDGE OF SLAB
BOLTO 'WDISTANCE
Ire 1-IM:
511E I 1-NE MAY
GRADE
1-1/4- (MIN.) CONCRETE
ANCHOR EMBEDMENT /
(MIN.) Sd
TYPICAL SELF MATT OR
SNAP SECTION
#10 )3/4' S.M.S. CH SIDE
(SEE SCHEDULE IS PAGE)
5d' MINI M EDGE
DISTANC
FROM CHORTO
OUTBID EDGEOFSLAB
I_1w
MIN.
SCREEN
CONCRETEGLEORWITHIN HOF
ANGLE OR WITHIN 6.OF
UPRIGHT IF INTERNAL
SCREWS INTO SCREW
BOSSES rF'a
4
NOTE SELECT CONCRETE 1■■
ANCHOR FROM TABLE 9.1 F
6' (MAX)
2500 P.S.I. CONCRETE
6- (MAX)
T x T x 0.06W PRIMARY AN,
EACH SIDE
910 x 3/4' S.M.S. EACH SIDE
DISTANCE
FROM ANCHOF
EDGE OF SLAB
GRADE
1-i/4' MIN. CONCRETE
ANCHOR EMBEDMENT
2500 P.S.I. CONCRETE OR
ALTERNATE 2' x_ WOOD
DECK
TYPICAL S.M. OR SNAP
SECTION COLUMN
#10 x We S.M.S. EACH SIDE
(SEE SCHEDULE THIS PAGE)
PRIMARY 2' x 2' x 0.05T ANGLE
1' x 2' BASE PLATE (TYP.)
1-1/4'
NOTE SCALE: 2' =1'4Y
1. FOR SIDE WALLS OF 2' x 4' OR SMALLER ONLY ONE ANGLE IS REQUIRED.
2 PREDRILL PAVERS W/ MIN-11Q MASONRY BIT. _
DETAIL ILLUSTRATES TYPICAL
2-x 4' S.M.B. THRU 2' x 9' SUB
CONNECTIONS
CONCRETE DECK EDGE
T x 2' PRIMARYANGLE
�r.,rlaM
2-1/2' (MIN)
1' x T O.B. BASE PLATE (TYP.)
#10 x 3/4• S.M.S. (TYP.)
2' x S.M.B. COLUMN
MIN. EDGE DISTANCE & O.C.
ANCHOR SPACING
ANCHOR
ALUM
WOOD
CONO
2-1R
I
4tl
Bd
1AW
SIZE
25rl2'
1-1/4-
1-qw
Primary and Secondary Anchor Schedule
SCREEN
ABSOLUTE MINIMUM EDGE
OF CONCRETE TO C.O.
7' NER=Sd
AN
B� ANGLES LE 9.1)
p C CONCRETE ANCHORS INTO
® PRIMARY AND SECONDARY
SCALE: 2' = 1'-0'
Column
6ecbnlary
Angle
Maximum
NumInnend
SpapNp Anphpm
Size
Angle
NumberofAncbom
1ld'
5116'
wa•'
LengNR
1/4•
.1fi•
..
.
'A•
•B'
-c'
#
•AWW
B.
•C
tl
•A'F.S.
'C1
2x4
Y
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4
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T'
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1'
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1-
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4
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2-12'
4
1
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-
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8
4
4
fi
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98'
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4
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-
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T
fi
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8
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2-70
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1 6
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a
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9a'
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6
1'
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33/1
6
1'
314'.
St/d'
Calalale Memvnberefanrhus mquved: 1.5 z Foam span/2x beam spadngxmofwiM pressma (PST) =Iclal k,
# 15 x30W2 z6'z f0 PST==1350R aM 1/4'x 1N' Tapmn in tensirnl (� Sd=42)tl/ea (sea rode 9.1)
then 135001427#/ea=3.16 ea nee (3) m. semndary angle not repaired
Actual Edea Dietanre Example:
Fmm Wge ofmnweie m fazlener= Y Idia d 0?S'=ad
Note:
atlaahmmlm ml de eAnItWrewootlfasimem jcrppMl¢m fswnn,rs&naIW.Wft aired
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12-01-2009 1 OF
6
K
dr xT x "14' x T INTERIOR
U-CUP OF EITHER EXTRUDED
6W5 T-5 ALLOY OR BREAK
FORMED 6063 T-S RO 5052 H-32
OR 34 ALLOY
CONCRETE DECK EDGE
V,
Sit
I' x T O.B. BASE PLATE (TYP.)
DETAIL ILLUSTRATES TYPICAL
T x 4' S.M.B. THRU Tx T SUB
CONNECTIONS
SCREEN
Fdga DisWro
BOLTS
Meta12-1?d
Conaem 54
1IC
SIB'
1-1/4'
5HT
1-911V
31B'
!WIT
1WIT
1-7/0'
WALL SCREWS
#10 x 3/4' S.M.S. (TYP.)
(SEE PRIMARYAND
SECONDARYANCHOR
SCHEDULE PREVIOUS PAGE)
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 THRU PAVER DETAIL
SCALE Y=1'-0'
EXAMPLE OF NUMBER OF SRCREWS REQUIRED:
ANCHOR LOAD = BEAM I UPRIGHT SPACING x BEAM SPAN 12 x 10 PSF' = P
1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD
P / ALLOWABLE LOAD FROM TABLE 9,1 =TOTAL NUMBER OF ANCHORS
2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR B THROUGH BOLTS ARE IN DOUBLE SHEAR
P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS
SEE PAGE 3 FOR ROOF WIND LOAD
'ALUMINUM FRAME SCREEN
WALL
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB W/
1/4'x 2-1(4' MASONRY
ANCHOR W/ IN 6'OF POST
9WD`Q24' O.C. MAXIMUM
`(1)#50 BAR CONTINUOUSIL
CON.,CRETE ANCHORS SHALL
EMBED INTO CONIC. THROUGH
CAP BLOCK OR BPJCK 1-10 MIN.
MIN.
GRADE •e. /-
a -
B'MIN.
Knee Wall Tattle
CONCRETE CAP BLOCK OR
BRICK (OPTIONAL)
8' x 8' x 16' BLOCK WALL
(MAX 3T)
(1) #4 BAR (9 CORNERS AND
St' O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
COURSE W/ 2500 PSI PEA
ROCK CONCRETE
DECK OR GROUND LEVEL
RIBBON FOOTING OR
MONOLITHIC IF MONOLITHIC
SLAB IS USED (SEE NOTES OF
DETAILS THIS PAGE)
CHI-) #5 0 BARS MIN. 2-10 OFF
GROUND
OPTIONAL BRICK
PAVERS -�
T
ORIT
T
OR17 x'
ALUMINUM STRUCTURE
(16- MAX HEIGHT SIDE WALL
ONLY)
FOOTING 2500 PSI CONCRETE
W/ (1) #50 OR (2) #30 CONT.
BARS MIN. 2AIT OFF GROUND
RIBBON FOOTING - TYPE 1
SCALE: llr =1'-0'
B'
OR 12
ALUMINUM STRUCTURE
(ALL'FRONTWALLS)
FOOTING 2500 PSI CONCRETE
W1(0)#30 OR(n2)#50 BARS
CONTINUOUS BARS MIN. 2-12' OFF
GROUND
RIBBON FOOTING - TYPE 2
Allowable Beam Sean far Wind Zone & Exaosure Cateaory
C34T�Itl�f[J$1Lrli
Ribbon
Footing Data
1100425MPHR12�1MPH
13S144
MPH
14 150MPH
Am. s.la
NumberofBars
Depth
x
Lr
V 2
1.
15.4'
12B
11.9
12d
95
11.9
65
64
0.12
2
1
' 2
23.
19.Y16S
19
14.4
16.5'
12.
2
0.13
2
1
1r 2
19216.5-
1 .Z
t4
Is-12.
)2
M13
2
1
T3'
1 3
2
24.9
20.11'
1T.1
1 9
1 .1'
§T
146
0.26
3
2tr
16' 3
2
36.
26
21.
19
2 .
17-1
192
TB
4
2
tr
10' 3
2
3.
W
36.
26.T
30.
225
2ST
20.
216
0.39
4
2
12'
24' 4
3
48.
40.9
40.9
34.3'
40.9
30.
34.3'
28.T
2W
0.52
2
12-
so- 4
3
A.6'
4B9
0
41.1-
d0.9
36.9
41.1
32
360
0.66
3
1r
3V 5
69.1
5).6
69.1'.
49.6
I.-
43.
49.4
369'
432
O.1.
3
NomiealesM,
aa-125
MPH
12S134
MPH
1351
MPM
14S150
MPH
Deth
a
c
e
c
B
a
I c
i11Y
50.4'
d29
50.4'
3
420'
3a
3BD'
269
_ ,s sty w„ s4- arse.
^n2=numberof#50 bars 0 e31 sq. in grade 60 steel
UPRIGHT SIZE VARIES _ 1
- - (2x6'SHOWN) SEE POST TO DECK
SLOPE OF GRADE MUST ON PREVIOUS PAGES
BE FIAT FOR P LEAST
T FROM OUTER •. ° "
SURFACEOF FOOTING H1. I. #30 BARS HORIZONTALLY
T I CONTINUOUS @ IT O.C. h
GRADE MAX I J 131LVOt I• :b
DIFFERENCE t 8' #30 BARS VERTICALLY CAGE
STEEL @IT O.C. MAX
io ..•
'H7=H2=24'MAX T02-1/LLMAX.
COVER (NP.ALLAROUND)
a=- 12'MIN.TO18'MAX
RETAINING WALL FOOTING - DETAIL t
SCALE: lrZ'=1'-T
N
h
w
&3
did
SEE POST TO DECK
#30 BARS HORIZONTALLY
3r
1r
3
2
r
CONTINUOUS@IT O.C. MAX
d0'
1Y
3
2
e9
0•-0•
PREVDETAIIOUS
PREVIOUS PAGES
PAGSONES
48'
IV
I WA
1 3
B4Y
UPRIGHT SIZE VARIES
BEND(1)#30 BAR INTO 32-OF
66'
1V
WA
3
d'-0•
(Tx6'SHOWN)
-
SLAB @24.O.C.
64'
]r
24-
30'
WA
WA
3
4
2-8-
1'%
•••
_Q
KNEE WALL FOOTING FOR SCREENED ENCLOSURES"
SCALE 1fr=l'-W
24'MAX
#30 BARS VERTICALLY CAGE
4' 4
STEEL @ IT O.C. MAX
-
GRADE
I:'
TMIN. TO 2d/T MAX
.I•
COVER (TYP. ALL AROUND)
a, MI .
I `
x * 12'MIN.TO18-MAX
RETAINING WALL TO FOOTING - DETAIL 2
SCALE: 10=1'-0'
1W x &' RAWL TAPPER
THROUGH I'x r AND
ROWLOCK INTO FIRST--.e-
COURSE OF BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NOW
36'MAX
STRUCTURAL KNEE WALL
1' WIDEx 0.06T THICKSTRAP
@ EACH POST FROM POSTTO
FOOTINGW/(2)#10x314'
S.M.S. STRAP TO POSTAND
(1) 1W x I-3M* CONCRETE
ANCHOR TO SLAB OR
FOOTING
l
ALUMINUM FRAME SCREEN
WALL
GAP BRICK
BRICK KNEEWALL TYPE'3'
MORTAR REQUIRED FOR
LOAD BEARING. BRICK WALL
4- (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
Q 4
#3030 BARS OR #5 C
� #50 BAR W/ 2-Ire COVER
(TYR)
1/Y = I'-('
I (1) #5 BAR CO
((2))1t3 BAR CONi. OR >� 3 #3 BAR CO
/B1]EFD0R'EM3'N
R FT. MAX FOR
LOPE ALL SLABS) 12. s
8' '- ../
. a e:
8` 1'
TYPE TYPE II TYPE III
FLAT SLOPE( NO FOOTING MODERATE BACK SLOPE FOOTING STEEP SLOPE FOOTING
0-211IT
Notes for all foundation types:
1. The foundations shown are based on a minimum scl bearing pressure of 1,500 PSF. Bearing capacity of
sal shall be verified prior to placing slab by field soil test (soil penetrometer) or sell testing lab.
2. The slab/foundation shall be cleared of debris, roots and compacted priorto placementof concrete.
3. No footing is required except when addressing erosion until the slab width In the direction of the primary
beams exceeds the span per table on to the left, then a type II slab is required under the load bearing wall only
unless the side wall exceeds maximum height of tables in which case a type II feeling is required-
4
. Monolithic slabs and footings shall be minimum 2,50D psi concrete with 6 x 6-10 x 10 welded wire mesh or
crack control fibermesh; Fbermeshm Mesh, InF.r e3^ (Focmedy Fibermesh MD) per manufacturers
specification may be used in lieu of wire mesh. All slabs I footings shall be allowed to are for? days before
installing anchors.
5. If local codes require a miwmum fooling use Type II fooling or feeling section required by local code.
codes govern.
SLAB -FOOTING DETAILS
SCALE: 112-=1'-T
EEC (STL GaJCf�.�CM�NU2.�
Jf TS
NEW SLAB iY -f4'$A'f /,- EXISTING SLAB
o #30 RE -BAR DRILLED AND
EPDXY SET A MIN.4' INTO
MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4-
CONTINUOUS 8' .. g(�q NEW S 6' FROM
LH EN '
DOWEL DETAIL FOR �NDI I I 4"
SCALE 4'=
1
0
z
f
a
O
Q
0 W
z CO Do
W W O O
fn of J UN
W7Q Z_ 1
0O W pCO
K U . W
7 W Z m
UZ 0 _��
d
U)U U) LLfA
1n n 00
O
Z N N
� F
J
Q
`I W
z
I w
cr
O
_\
LL
(AN-'Q
L2010
SHEET
o
0 N 1
N 5
6
K
12-01-20W OF
21
;,
12a0• I
A = 0.434 in?
A= 0.776 u1.'
"II�,.--� o-'
0.040' 0[=04i
Ix= in•
u ,N Sx=0.2.240 in ina
0.045 o Sx=0.970.97 7in?
o
6OD5-T5
GODS -TS
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2'= 1'-0-
STITCH W/ (1) #1 OX3/4- S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF EACH
TBEAM
200 $
2"
I
X 4" X 0:046" X 0.100'•
SELF MATING SECTION
0.045 5 A=0.638 ina
SCALE 2'=1•40'
m Ix=0.642 in:'
I 0.428 in?
* 2.00'
�k 6OD5-TS
I
2" x 'x 0.045" HOLLOW SECTION
SCALE T=1'4P
A = 0.964 in.'
FT
Ot = 3.688 in.
*2.00'*
I
0.050' yx= 1.475 in?
u
6005-T5
0.060 A=0.768in.'
I Sx=0.585 in.'
STITCH W/(1)#lUW4' S.D.S. HEX HEAD @24'O.C.
TOP AND
„ 6005-T5
BOTTOM OF EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION
2" x 5" x 0.050" x 0.096"
SCALE 2-= 1•-0'
SELF MATING SECTION
SCALE 2' = r41'
I
* 200'
I I
a.oso'
o A=0.697in.a
7
v Ix=1A28 in.'
Sx=0.714 in.'
A=1.098 in?
ElIx=5.938
-'llk
60DS-T5
0.050' m in.
2" x 4" x 0.050" HOLLOW SECTION
Sx = 1.979 in.'
SCALE 2' = 1'4Y
6005 - T5
f- 3.00'
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24' O.C.
A= 0.552 in?
TOP AND BOTTOM OF EACH BEAM
0.045 N Lx = 02 In.-
n Sx=0.3.342 in ?
2" x 6" x 0.050" x 0.120"
�
boas-T5
SELF MATING SECTION
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2-= 1-4'
SCALE 2' = I• T
2.02'
A = 1.277 in.a
0.060' R
Ix=8.873 in.'
Sx = Z534 in?
6005-TS
STITCH WI (1) #10x3/4- S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2"x7"x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2' =1W
1200'�
0.072' o
m
A=1.855 In. -
Ix = 16.622 in!
Sx = 4.156 in'
6005-T5
STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24. O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.112"
SELF MATING SECTION
SCALE 2• = T-V
2.00'
0.072' o
m
A= 1.999 in?
Ix=22.116 in-
Sx = 4.915 in?
6005-T5
STITCH W/(1)#lOx3/4- S.D.S. HEX HEAD@24' D.C.-
TOP AND BOTTOM OF EACH BEAM
2"X9"x 0.072"X0.112"
SELF MATING SECTION
SCALE 2- = 1'4Y
T 2.00-
MOST 0
W
A= 2.398 in.'
Ix = 27.223 in.•
Sx = 6.050 ina
60D5-T5
STITCH W/ (1) #1 Ox3/4- S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"
SELF MATING SECTION
SCALE 2' = 1'-l1'
T
0.09w o
F
A= 3.023 in.'
Ix = 42.466 in!
Sx = 8.493 in'
6005-TS
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.187"
SELF MATING SECTION
SCALE 2' =1'-W
N
Q J Z
D C O
ZLLI
F H
Cl W
Z m o 0 0)
0 w Z U o
Ofn W ZN
W O o O Z
itzLu (L mLLI
-s
LLJ U Z � a .W-I
Z) Lu CIL Fxa
O'W I- Od
U) U fr j LLL 1n
U) I:) p CD
O
Z d N N
O ~
J
(co
o�zo�o
SEAL
SHEET
16
1
12-01-2009
OF 21
Table 1.1130 Allowable Beam Spans
6005 TCI Town & Country industries, Inc.
Aluminum Alloy 6005 T5
For 130 M.P.H. Wind Zone, Et�osum B•arM LatlmEes Below 35-00'-00' NOM (Jaclmomiile, FL)
UnHerm Load=S EISF.a Point Lead o1305 gISF evwI110nearR balso corsitleretl
Nollow Seniors
TA b Lead WEN
W=BewnS do
3-0'
4'-0' 5-0'
6-0' T-V I g-0•
Mlowable
seen1'
I PWM
Leatl
or UnHartn Loaf U beedin daflenon MI
2•x2•X a.Dad•
S-W
PE
5'S
Pd
S-g
Ptl
5'-g Po
SS Po S_!
Po S-9'
Ptl
Txrxo. d
6-11'
Po
-U-11'
Po
6'-11'
Po
6-11' Po
5-ii' PE 5-11'
Po Fit-
Po
rx3•x0.DW
BS
Po
lrS
IN
I WS
IN
1 gS IN
I WS Po gS
jPdleS
Po
rxr.o.OW'
IT-1-
Pd
11'-1'
Po
11'-Y
PE
11'-l- Po
71'-1' Ptl 11'-1'
Po 1U-11•
UE
rz PX0.050•
W-r
IN
14'-Y
IN
14'-Y
IN
W-r IN
114,V Utl W-S
Utl lZ-11•
UE
rx Sx0.0W
W(
Pd
IW
N
W-1-
No
10'-11' UE
tT-11' Ud 1T-Y
tl t6S
UE
Sell Mahn Senos
B
Tdbb
Land Wdth
W=B9 Gn 1L
-0 -0"
fi-0'
W
-0
Ailm
n T
I Pdi(r.r
wuniform
LDad "Uenein
deflenon
2 xa
16-T
Po
IN1
16•-r
PE 16'-T
Po
uE
15-T
Ud
a
14'-4-
10.D46•s0.100'
2•XV3,0.0WXDJ9
Po
2Y-T
PE 2&-T
W6
2gJ
UE
tgd'
Ud
IW-10W.V
16-1.
Ud
1TS
e
Ud
2.x6•x0.0WX0.120'
W-Y
Po
Ud 25-Y
W
23'-g
Ud
22S
UE
21'-Y
Ub
1g'b'
UD
2^TrT-a O.OW'XD.12r.>
W-1B
34'-1"
Ud
W-11
3g-11'
Ud 28-g
Ud
Tr-1'
Ud
23'-9'
UD
Z2'-1
UD
rX8=xO:OTYY0Y24'-
4z-1-
ud
W6 .
Ud W5
d
33•-s
ua
31=Y�Ud
Wd
Ud
2g-r
ud
rx0•xo.e]2•x0.Mr
41r •
d
47-1•
ua W-1'
ud
N
ud
34•-11'
ua
3a•-5•
ud
3Z-r
Ud
2'x0"x OAerx0.30C
4gS
Ud
45a•
Ud 41•-1B
Ud
39'-S
Utl
3T.Y
Ud
W-9-
Ud
34'b-
Ud
rx10'x0e9rx0.314'
ST<'
W
524'
Ud 4B-T
Ud
45'-0'
Ud
43S
61'b'
Ud
39'-11'
Ud
Now:
1. Thiden sus sM1own areWmirW' 0ltlustry standaN Versions No wall Niciness shall be less Nan 0.040'.
2Tha sWdurestlesignetl using Otis section shall be tinted be reaction combined span end updgN heightefW and a
ma u'nnun upighl net 9M o116. ShutLuaa largw Nun Ness Omits aM1ell M1ava silo spavf c angireadrg
3. Span b measuretlfron renal dbeam Mtl upd9❑tmMenon m fasoa rowan mMwson
4. Above apastlomlNduOel kneAtltl M1owonbl dWMm bore up0g❑lw ceMudbrembbmm
mnnenon m da above spare mrWUmwl boom span& spans
5 Tewes am basetl on a mavmum wall height dt6 Ntludrg a b'max masard wgaMs
fi. SDars maybe Nnemdefed
]. To comart spans m'C aIW'0'arpowae cemgodes see exposae MOEpfiers Mtl example on Tatra 1B Page 3.
.Table 7.2130 Allowable Pullin Spans
:6005TCI Tom &Country Industries, inn
Aluminum Alloy 6005 TS
For an LLPA. Wind Zones. Expmu ,'B' antl Latitudes Bolow WS 3040' North (Jackso nHils, R)
Uniform Lead = 5 WSF, a Point Watl d300 d/SF merit) linsarR Is also considered
A Sections Fastened TO Beams Wth Cli s
Hollow Sectlos
Trinity Lwe Wm W = Pullin spectre
]'-0' 4'-0• 4'-0' S'-0'
Allowable
Sion V I Point
Wad
orunlforen
Load MI bencine MI. collection
tl
2'x 2'x D.044•
SS
IN I S-g Po
5
Po S-9' Pd S-g
Pd
.
r x Yx 0.045•
IYA1'
Po 6-11Po
6S-igT
Po 66-9
11
Ptl 0'-il' Po C-11'
Pd
Yxr•z a045'
gS
Po BS Pd
gb'
PE Bb'
Po
g-6'
Po ir6 Pe g4i'
Pe
YxrxAUW
11W
IN 11'A' IN Ill'
I-
IN 111W
IN
IN 11'-1' Po 11'-1-
IPe
Yxex0.ow
14'-7
IN 14'-Y Po
14'-Y
14'-Z
Pd
14'-Y
W-Y Ptl 14'-Y
Txax0.062'
2qS
Po lair A' Pd
2WbT
IN
Po 2g-1'
Ue
1Bb'
IN
Ud 16-11' Ud 1W-Y
IN
Utl
S. sections Fastened Thmu
h Beam
webs rem Screwemases
H.U.S.cu
_
Trib
Wad
WWT w=PudlnSea
a3'b 4-0
bb'
-0' '-0' 6b'
Mmembb5
n'L'
/ PeiM
Watl
P or uniform
Lmb definnon
tl]:3-
'
PD T-3
Po
T3'
PD3'
PD T3'
Po3'a2'xu04.4'
-9=Y"
Pb g-Y
Pb
9-Y
Pb B-2
PD g-Po g-2
P❑2'xrx&M'
tgS
PD 13'-6'
Pb
13'b'
Pb 1gS
Po lw•S e',
Ubrx
3'x 0.060'
W.r
Po i6'-T'
Po
iS-T
Po lT-T
Pe t6' IM IYb
Ub1'
Ub
W6
IM 24'-r
Ub Zr'1' Ub 25-W
ubWl'
UD2T1'
EM
25'S
UD 23'-W
tin 2YW Ub 2g-S
Ub
Note:
1. ThXlmesses shown am'rominar iMusDy smlMaM marenres NowaO NirJmea sM1all be less Wan O.OaO'.
2 Span ismeawred from cenW dbeem and updgM1l o.Memm m W�a wwall mnnectim.
3. Yentas era Dasetlmammdmumwan M1eigMaf l6'NeuQnga 4'max manmMofgable.
d. Spans may be kyampiand,
52'x4'&rx5.11Mow Cvrtssna0Wamm WVanwlemalwetemal1-iY X1.1?xO.o44•mgls.
A Tommedspans W antl'Ca'post'mmtegodesseee+eosummulbpl'rasantexampleon TablelBPagea
CHECKTABLE 1.6 FOR MINIMUM PURLIN SIMFOR BEAMS.
Table 1.3130 Allowable Post/Upright Heights
6005 TCI Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5 ,-__,.
Fw3semndwintlgustatav 1tyof BUMPH,Expwwe'B•wanapp0edImdd10Wsq.R
Hdlaw Senors
Tn Ina Witlm W=
n M1tS coin
4T
Moveable
.l. Xei
t'H'I seemmel MI. onmeno. in I
Tx2'z O.D44'
6S it
6•-1•
d SS of S<'
tll&SI
S d
I d'-g
b b
3'x Yz0.00.S
TS' d
6-10'
d 6'b' tl 6'-1'
tl S-T b
5-Y
b d--10' b
'I
2'i 3'x 0.04S
gS tl
a'S
tl Bb' tl TS
tl 6'-11' b
6-T b
Yi rX 0.060•
tgi• d
g<'
d gS d B-T
tl T-1T d
TS
1, 6-11- b
rx4'x O.OW'
12-1- d
11'' -
d 5B a if
tl W-0 b
6•S
b T6 b
rXSx0.06r
1SS
d 14'-1'
d 13•-1- D 11'-11' b 18-11' 6
1gJ'
p gS p
3elt Malin $ends
B
d
Loa I = Pfightspetin
3'-0'
44'
1 Y4 6-0' --0 -r
g-0• 0'-0•
Allowable
Hell
-11
bur-
dnenon
1Sb'
d 1T-3
tl 1 1' 1,
b g-Y b
6- T
b g-1' b
2 XVXoD4SXD,09r
2'•ar5•X.D.QW.Dl9r
16b•
d 1a•-tr
IT
6 134•11,112-r
D'tra b
1BS
-tg b bB
2"x 6'x D.050• Xo135•
17-7
b 16-r
b 14'-? b
13'-s
b 6
11'-II
=1T b D tg
YX rx 0.05rxo.
21'b'
b 16•-li
b ❑
1S-P
D 13'-11' b
"I'
1T-11'
h 1T-Y b
r x r x 0.07r x 0.22r
2T8
d 2
n-S
d Yf'-Y tl
6 6
1B-T'
b 1Tb• b
rz 9'x 0.0]2-x&22a•
3gJ'
mY
d 21•-S
d 25-r
=-It
D 2T-1Y
21.T
D 21•-r b
D 16'-r b
2' x9•X0.003•x Q206'
3TS
d 29'-S
d 2T4' tl
25'A'
tl 24'-1' D
n-B•
2YS
h 213' D
2'x10'z0.09Yx0.3]d'
3T-r
d 34'-1'
tl 31'S tl
2g-1o'
a 26•A• a
zr-0'
6 25-6' b
Nate:
Z TNrknessesUdehovmare•nM NdustryMIderenraa. Nowell Wtlmess shall balsa OMn 0.040'.
2 rg smeen panel wkN WW selMupright[eMllargN TT.
3. AWva haignwtlo st induda length dlmee bmm Ado vwUral dsWce fmn updgM b cenW orbrem m Deem
mMaCEOn m N9 a(bVa6DMawfmlal DP21116PdR4.
a. 5w sPedfic ergiseiug ngwred fw pod entlowms mw3g in mean mdheigM
5. Height ismbe measumtl nwn cemwof beam ant upEg❑tmMenonbtaade wwallmMenon.
6. CM1anm05dYz2zo.044'min erM set®36'mhefgMwe tlasignetl bbe raGtlanUal guaNruls )vovitletl they ere
eiM=1,su MrTxx1-1TT rxDi x sinew bossesantl ao nth arreedSS in spM.
T. Max beam aim farYXSisrxr x 0.05Sx 0.12g
9. Spans may be intemdawd
9. To mnven spec b'C wW'D' exlxX4ne miegnessee mmosve nvtl5diem antl axamile mTeble 16 Page 3.
Table 1.4130 Allowable Post/Girt/Chair Rall/Header Spans&Updght Heights
6005 TCI Town & Country Industries, inn
Aluminum Alloy 6005 T-5
For3semndwindgaMatsv.W ilyd130 MPH, Expmure'B'or an applietlimd dlBel.0.ft
A 3ec[lons AS HadmnWS Fastened To PoselnTMml s
Hollow Sections
Tribute
Watl Witlin w=MemberS.tin
3b' 44r
4'b" 54r fib I 6'4'
MlowsbMHei M•H•or5
an'It no
on tl
r.2'.ogW
54' It
I 5-1' tl
IFAV tl
I S-6•
d S-S d
6-4•
d 5-1' b
Tx2'x0.04r
T-Y
tl S- tl
S-g tl
Sd'
b 5-11' b
S-3'
b S-Y b
rxrx&.
0'-1g Id
BS d
SS d
lr '
Id T9• d
Td•
D 6'-11' b
rxrz0.0W
W-g
•
d it 0
9'-11• d
it •
d 5-11' d
6'-T
III it
r x 4•. 0.050•
IT-V Id
11'• d
11'S d
IV-r•
d W-11' d
98
b 6-11' b
rz Sx0.062•
14'-g Id
1W-1• d
13'S In
1ZS
Is It- It- Itb
11'S
0 1g5' In
. Senos As orizon
s aswn
o asls
mu 3
aMO Screw sas
Hollow sections
Tdbe
Load Were
W=Members tin
b a-0'
gd' - '
Allnwabla Hei
Mb
1n e
T-3
5 -g
Sdb-0'
b DSon
69" ly
lerx2xA040'
In56-1-0'
T9
b T
511'
lerxrxo.O
r-x3•x..., n
91ir
1. 1 u-Y 1.
1 11+D
I SJ'
1.1 T-9' 1. 1 T-0'
In 5-11' 10
r XrXDWV
11''r
Is I1VV
D W-ir jbl9rs
D 5-11- to I 6'-T
11, 1 S-r to
2'x 4'x M05P
tZ-V
b 11-11'
b 113 b
IW-r
to S-it' to I gS
It, 5-11' In
rxAx Deer
15d'
lb 1B-0'
❑ 13'S b
12S
D 11'-11' b 11'-S
b 1UW In
None:
t. Thitlmesas abeam are tromisl' intlustry siarWaM memrlces NPwall Nidmesa 6IW1 be less Nan 0.010'.
2 U5n9 yieen Penal witlNW saleG�rt lengms
3. Siw apeeficempnemNg nquiretlfw pool eneosw s over3g in mean roof M1eight
d. SpaNhegM b b be measwetl bore renal dDmm ant updgM mMenM m fasda wwall mnnedion.
5. CM1airreiis dY zrx 0.094' min Mtl set �36'm hegMare tleaBled to ba resitlelWal gartlreils pmvWW Ney are
atlaaletl with rein. (3) Om x t-1? s.ns imo Wa stew tresses and do notexcead 6S on
6 GirtsDadn9 shall not ex57 b Bb•.
].Max beam stre tmrxSb2-xT x0.O5Sx0.120'
a. Yxd' &T x S M1Wov BNs Shan be cmnededwl M NWnal w r.+=mM 1-1/Yx 1-1R' z 0.094' angle.
B.e maybe imem
10. TToo mmM spells m'Cand-D-
'D'ezpmure mlegodes see exposure mul5pnemantl examplem Tanta lB Page3.
Table 1.5.1 130 Town & Country Industries, Inn
6005T1:1 Allowable Spans for Miscellaneous Framing Beams as Supporting Semen Roof Frame Members
Aluminum Alloy 6005 TZ __._. _-:.._ _.-_>._ .;,-___...-
rorAmaswith wind Loads UpbIWIMPA., Exposure W and LetiMdea Red" 30.3g Noth(JadmwMlls, FL)
Unimnn Lmd-SGSF,a PointL dof WOMFmer(1)Iinurkmwwwnmd red
Single Solfh1afing
Beams
Tdbuta
Lead
WtlN
ITaN M•-0- 10-0' =L 2S-0'
300-
M'-0'
38S
4r-0V
I a6•S 50-40• W-13.
AllewaMe
a-v I Poffiti-cadipl,mUWhorm
Load MI.
bentlln
deOeNan
rx4•ZADW.kio5•
14'-11p
I 12S y
I 11'-T y
I tB-i' y
lr • p
I 6-S b
-a-1• b
TS b
Td'
b 5-11'
b BS
b 6-S U
Yx SYO.o50'x DoW
t6-t' b
13-rU
b
td'3-U
b
it-f D
11'- b
11 -0' b
1Bi' b
B-B U
b
Bd' U
b 6-it'
b 6S
S-r
b b
rXb'z ADW'a0.t20'
21'S b
le b
:16d
b 14'b• b
1SS
b 12S D
It" b
11'-r b
IVr
p tB-1•
D ,BS
In BA' b
Yxrx0.06n•x o.HO'
25'A'
21'S
b b
t6-1t
U iT-1'
b b
1S-7
U d4'-6'
D .. b
17-B
.. b
ir-11 b
IT-P
b 11.4T
U 11W
b
U 1B41 U
b b
rxr %O.OT2'z 0Jt24'
2a-z
25-z
a a
zg-r
u
zrb•
a a
zB-r
16-8
b b
mT
❑
1sa b
1sa
u
b 1s-z
u
b tas
U U
13' -n
b b
rxrzaorrxo.2za•
-n
U U
zr-B
a e
2s-s•
U U
zr S
e b
r-11
u u
zBA
e b
u
1B-r e
16-r D
1Ts
b 16b'
b 15-8
u u
1s-r
e D
rxs•:o.Derio.2Ds
-
33'S
IT•
2gs
d a
2r>U
d 25-r d
24'-z
a 22-r D
2v' b
w-1' b
18-1'
b t6a
b iTS
b 16-10 b
rx10'x0.09rs08l4•
3&'S
d 34'S d
31'-0' it
2B-T d
--
d 26-8 a
2s-2' b
-10 b
TYS
b 21s
b W'T
b 1B-tt b
Double Ssu-Ma6n9
Beams
Tdbwa
Loatlmm
tg-0 16'-0• 16'-0•
-0
25
3B-0'
34'-0'
36-0'
4 .V 45'-0' 50'-0' i;
AllowableS
on I
PnIM Lmtl
or Unfoon
Waa
bentlln
de0edion
(2)Yx8'i D.OTlx0.Y14'
5-11
b -g b
'-r
bB-1P 6
2B-Sb
2SSb
4'-11 b
S b
22Sb
2PS
D 2DS1,
iB-Bb
(2) rx9•s O.oTYx 0.224•
8-11
b 4z-z b
3T-r
b 33'S b
38-11
b -1 b
21-1•
b 25'-T b
M'
b 23'3'
b 2zd'
b 21'S b
(2) r X 9•X 0.0W x 0.206'
SSA'
b 46-8 b
dt'-3'
b 3T1' b
34'-4•
b 1'-11 b
W
b 26S ❑
2T-0'
b W.I V
b 24'-9'
b -1 b
(2)Yx10•xoA9Yz03Td'
65-Tb
55SE
-tt
b 44'3'b
aVSb
-1 b
I3S-Tb
3,b
3r
b 3B-T
b �4'b
2%3•b
Nob:
1. Nis -doll Mat Wa engineer be conured m alrT ordem Nat r beam spans rmre Dan
2. Span is measuedfrom omW dmnnenon bfasde wwd5 mn(IerJlon.
3 Above spans tlo nodindutle Iangtrof knm Dmm. Add M1odaalW disiMm from updghtm cenW dbmce bbeam mMerSm mine above spans
fa total beam spans
4. Spas maybe inwmolamn.
5. mmNtaparwb'C mtl 9'exposure mmgodes see amosure mWOpliare antl examga on Taxe 1B Page 3.
Example:
Tha Mammum i' W a Tx4'x O.OM' z D.tOBSNya SeIPMamg BeamwiNTdbuwry Lcatl WitlN =22-0' is 1g-1'
Table 1.52130 T Town & Country Industries, Inc.
Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
One End of Beam Attached to Host Structure
for Areas with Wind Loads up to 130 M.P.N., Exposurs'B- and LetiW des Below 30•4t0•-00' North (Jacksonville, FL)
Uniform Lead =5d1SF,a Point Load d3DOW5F wer(1) linear R. is also considered
Aluminum Mloy6005Tb
Single
Single Still-MoUn9 1
Beams
ImbutanyLoad
Wd%
- B-0� 16'-0' 18'-0' 2Y-0' 26'-0'
30'-0'
34'-0' 36'-0'
4T-0'
I W6a* I Sg-0' I W-0'
AllowableS
n V I
PoIMLmtl
P or Uniform
Loatl
MI, lending
,
deflection
d
Y xd'x U.0i6'x0.1W 17-11
4 17i
b tr_11
U W-IW
U B-I-
0'S b
Tar
b TS
U T-Y
U 6'-1B
b W-V
b 6'3 b
rx$XT.o60•X0.ti6�
--- -
15�g
P 14'-11
d
U 13'-r
b
U 11'-11
b
U la"'
p b
10'-Y
b
T_r
g-1•
b
U B'-T
b
U 63'
b
U T-11'
b-
T-T
b b
Yx Sz6050'z0.12g
16S
E 16A'
❑ 14'S 1,
15-0'
11'-11 b
11'-Y D
1gS
D g-11'
❑ BS
D B-0•
b 6S
b BS• rr
TxTx0.05Sx0.110'
-11
P 1rS
❑ tSb'
b ta'-2
13'W U
1z-Y
- 11'S
tg-g
b 1g3'
b B-1B
BS
9'le b-1• ❑
rxrx Oo7W x0Mr
25A'
P 25A'
d
P gTA.
d
U 2g-r
b
U 16-T
b b
1TA'
b
U 16d'
U iS-5
b
U 14'-6'
b
U 3'-11•
b
13'-S
b
U 2111• U
b b
Yx9'XO.WB xO]M'
ZTS
P 26'-1'
d
zM
b
b
1T-1
i6'-g
b
15'-1
b
b 15-1'
14'S
b
13'-1
b
IT 1T4'
b b
Tx9'x o.OBr x0.326'
WS
P 28S
b
1'-1
b 2VS
ju b 1BS
b 16Sb
b16-11
153'10o.314'
W-T
a 34'-r
d -if
b W6
b 2d'-9'
b 23'S
6 =Y
b 21--0
D 2VS
b ig-T b
Nola.
1. IlisremmmeMeO NM Ne elpinewt» 6fl5nlled m amy mmvEearll Nalspans Irore Olen 5?
2 SpM is mmsureEfMn renal dmnrenM sofa` --rowan mnMctian
3. Above ayes tlo mtintlutle mrrgN Of Imes brace Mtl hMmnbl bsmnra from updghd b renter of bmm mbeam mMa 1m mNa abme spans
fa rem beam spalas
4. SpasmsybeinWmdaled
5. To mnvertspans m •C aM'p' amcwre mtegaimsre expowre mW6pliere anti example on T.Ne 16 Page 3
Z
E
K
K
O
in
O
O
2
W
Z
(0
Z
W
W
O
.I
m�X
O 2¢
� con
ere
i z yy
w � 8
- 0
y O�
0
0
0
t 99
d.,
col.
m pi
3�
SS
¢ U) Z
D Z O
Z ¢ I-
U 0 W
U LU m O O
of
W n W Z N
W OJ a 0 U)
j W �: ¢ W
U Z 06 U -1
XW LL p0-
7
yV0 LLfn
cc
U) ti 0)
O
Z_ (L N N
Z - M =
J r
¢
6
0
rs?i
K
z
SHEET
U
QJ
z
W
W
OW
17A-130
E
�
w
21
m
72-01-2009
OF
O
' Table 16 Minimum Upright Sizes and Number of Screws for
Connection of Root Beams To Wall Uprights or Beam Splicing
Beam
Sias
Yx3'x 0.065'Xollew
Minimum
upHGhtl Column
Sim
T x T x 0.D45• Houov
Minimum
Pudin
Siza
2'x T xO H.H.
Minimum Girt
a
Knee Bats Sne
Yz Yz0.0aTi-an w
Minimum
NumberofsmewY
#axX'#tOx h'#12x,6'
a 6 d
Beamsuldling
5.
A itradn.
Yi4'X 0.050'H011ow
rxrxa.04S Ham
rxrxa.OM•Hdlvw
2x Y X0.0M'Hallev
8
8
4
2•x TX0.06'YHollow
Tx 3 xo.04S H.D.
YxrxO.DM•Honov
Tx TXO.(M•HWiow
8
8
d
Y zl'x0.01T x0.f00'SMBI
Yx5•z0:050'z0.11T5MHI
YX6•z0.050•X 0.120'SM8
av'S'XT%0:055'Y 0:120'SMB'TX4'
Yz8'z O.OM'z0.224'SMB
Yx8'z0.0YCX0224'SMB
rYxXt9o••xxOo.O.DBnY•Xx0o3.30]T4 - SBMM8B
Yxffx0.046•mes,
rx3-x0.04S Honow
Yz3'x0.045'HMm
S HOw1118Wlowor5MB�•
Yxm5M6
YrTZ%x TrSxxxOO...O0OT55lS8xX%000.-WT12224W'SSSMMMBBB
Yi Yxa.o lfclow
rxrxo.oM Wca.
Yx Yx u.o rraaav
YS'x UOASHOgowT-
Yk 3's0:00.S Hollow-T%Y"z
TTTXxx 4Sxx&4(01S fiLSHHdinv mSMB
7Hn m5M8
TxrxO.OM'Hallow
2z2xD.OM'Honow
Yx TZD.OM'NWav
XTk11o4b•HD]ox'"
0.0M•Hdbw
22xi33'xz440044SS lHlmdwovxr
Yxd'z O.p5p'Holim arSMB
8
1O
- t4
8
0
- 12�'
1 4
6
TO^<#1T
#a
"#10
24.O.C.
2PGC.
4_O,C�
21a0
ttfio
114fi
#tN144
tiST OO..GC.
20
18
1fi
/H4
1S O.G
Smaw Stre
Minimum Distance andsInuin.
of Screws
CmterTOCenter
Se'
3/4•
I 1-12'
1 1411 •
-
do. TOCemer
a
5116-
00
31a,
# 2
W2-
Mbor1/4'
3la'
L16•
]/r
Gusset Plata Thickness
eeam Size
Thickness
2•x rx 0A 'x 0.12T SMH
0.063-
YX8•x0.0T2•X0.224.SM8
I 0.12
Y x 9• x GLUM x D.226• SMB
I ol1
Y x T x now x 0.306• SMB I
OILY
r x 1T z 0.0927 x 0.31r SMB
I &25$
Gannucuon Eiannhe ;p
Txr BesmaTxb•atbaamagussetvela,(14)#Bx I( sinsaupdgbt3gu
Now:
,.Co ondrx6• wTxrshooumaLAlapmtMlll6•gus tp&
2 Fmbeam splim mmemwrs Nanumbwdsvewa sham is Na tows fat eatll
3.Thenuers1i.I.ftleA abasedm RAN1LRTapper anowaMebad data
The mmbashown is tlw wwi use 12 persitla
4. Mdlow splim mMections inn be made provided Ne mmec8on is appmvcl'
S Ifs largerNm midmum upright is used Vervvnbw o(acews is Nesame fa
7-fT die idri mMhaveangnirmanbeams pa inmvnabme,n a
T fuaunimmn girt see reatl upright sre az a beam mtlpudn sze isrrvrtimum
&"Ovneden413SM a upright reaWraz a2-z 3'x 4045$R/dairra'IJ
e ADmMeptiolls anon pee a hN wp eat
Tattle 1-7 Minimum Size Screen Enclosure Knee Braces
and Anchoring Required
Aluminum 6DD5 TS
03mm LengW
Extrusion
I Anchoring rem
D•-T-0'
Yx Yx40a4'
rH s'nalWm 3)#10 12-earlil oftlannel
,a 3S
YXYX0.00.S
YHLlannalWN 3#tOx 12'earJU ofchanwl
U c.-
Noun.
' Kam tram lergea sha0 W 0w hm®nwl ardvedmi le�gea ®a 4SMgl# tram Na mnwr of Ne
mweaefaze deae beam MupdgM1t
Note:
1. Fm regdretl knee Waves gnaawreaan rir mmade�gineerfm speofim6msand tlawJs
2 Cenbleva Wain devil shown on page 1-00 shall W usetl far0amom wall w hadsbuMue
a0atlmmlwWn biestmm Imgea m®eds S-0'.
Table 1.8 K-Bracing Fastening Schedule
Numear of #10 x Wr S. MS Naauime
Maximum
Wall Widdi
Career Post
@Top
I Diagonals
par End
Inwmiehun,
Past�Ghair Rml
Comer Past
aBottom
Plata to
Solenaw
28-0•
2
2
4
1
- --2
2
4
-a-
2
2
50'-0'
4
5
0
3
1 3
6841•
fi
1 ]
1 12
3
1 3
• I.M. screw aims sprcifletl in Ns cable below-
Umbontw WdNw ndele mNMmberofs.ms for Noodesell K-baciM.
Um 4tle wall widN when tlelennNwg mmOwdim.s for Ne front a�Mlorbagv4Vl K-Watlng.
Wnd Zuna screw Sira
90 MPH #10
100 MPH me
110MPH 910
120MPN #10
_1301u% 1012
• 140.1uMPNV1,4- Y
1SOMPH 4
see of beam&upright.
mdlsidadeaealL
smeacM1 sitladeae mL
rYbeam
0219'sm1�+l
t 'ENE
p� r Ai
n
`Table 1.11 Ma)dmum Overhang for Rafter/ Truss Tails
• " when Connected to Screen Roof
m=EadesureSpan
batter/Truss
Tail#2
lbmdag
ar Eefleco
d
WlrMbne
('B'Exp)
W^d
Pressure
1#/s
Zx4
2X6
W
2z10
;W2
T00.110
4
2-T
b
Vd
D
73
D
153
b
2za• b
t20
a
2-Y
b
S-0'
I b
$S
I b
I 16-W
I b
223 I D
t23
4.3
2S
b
d•-11•
I b
8-T
I b
I 13-11'
I b
W-B• I le
130
5
1'-Y
b
r•
D
TS
b
t2-0•
'b
IT-1C le
140
6
b
3'-T
D
S-Y
b
1$4•
b
14'-1P b
t50
]
t•J•
Far
b
3'-0•
b
rS
b
8-T
I b
1Z-r b
WMazEnc1.S
n
RaRerlTruss
Tag #2
5 /bending
ar tleflectlon
tl
W111a2ana
Wine
Pressu re
.2z/
2[a
2X3
2slo
2z12
f00.1f0
4
/'-S
6
2-T
le
e-Y
D
18S
b
/4'-1P
b
120
4
T•
b
3-T
b
8-Y
b
1$-0'
b
IV -IV
b
In
43
1- '
IIIp
3-0"
b
5-Y
b
$4•
b
t3'-iT
b
130
5
/'-Y
b
2-10'
b
4'-11'
D
e'S
b
N'-1T
b
140
6
$-1I'
b
Zd•
b
4'-/•
b
8S
D$-11•
b
150
]
8-10'
b
2S
D
3S
b
S-S
b
8-0'
b
68 Max Endosum
Span
RaRar/Tress
Tal142
S selbandng
ortlefleNon
Wintl ZoneD-3
21,4
2x6
2xa1'-1•
6
2-8•
b
4'-T1'-1•
b
Z-8•
D
4-T1'-
•
D
ZS
b
rq8-1T
b
Z-r
b
3-8•D-T
b
1'-9•
b
3-1•150$-T
b
1'S
b
Y-8'
b
d'A•
b
8d•
b
NOW
1. ForovdM1engs wiN sperm Owtexmetl Vase listetl abwesibspeefic emlinmring is apu'ved
if bussbo0dnnan nzwMs mineearsW over Ne wallsitee anes seeneadrg is ran sco
2 To mmentmm e�posma R-spma w'C m'D' exprmwe spans mamultipliers stet aumple
Tama 18 an pege3.
Examvw:
For a poolindosum wea W max beam spars,M o In M]o1i zme,-W ageene. For 2 x6
mflerl mea in. max ovmnwd tram Newell afthe had structure to in. subfasca i533.
LATITUDES NORTH 30 - 30' • 00- NORTH (JACKSONVILLE. FL
Table 1.9.1 Allowable Beam Spans
TCI 6006 Town & Country Inc usmes, Inc
Aluminum Alloy 6005 TS
forAreas In wind Zonesup w IM M.P.H, ExposureR and latitudes NOM 3740(r-00• North (Jadcwmi00, FL)
Uni/ortn Load-15#ISF, s Point loatl_of_300 MF.11) Ilinark lsalso mmowed,
I I TdbuGry tnatl WMI,W=n.am cnaN.... I
snow seetlms
3w•
edr s-0'
s-0• -r-0- s-o•
s4r
Allawabbs
n'Lll
Point
Load
P
or Unifmmt.oaordinanoldeflecthinfun
YZYx0.040•
S-6•
Pb
SS
Pb
S-0'
Pb
S-S Pb
S-Y 4'-tr Ub
Ub
3'z Yz0.06T
r-0•
pb.
S3'
Po
S-0-
Pb
S-T PO
po
5'-T Pb 54_ Ub
Tr
4'-9-
Ub
Yx3'x0.64T
e-6'
Po
8-i t'
d
8A•
Ud
T-10' Utl
TA' D I VS
I 8-Y
jub
YZYx0.06D•
18-1P
Utl
g-11•
Utl
ga
rxa•xo.asT
1z-tt•
a
ue
1sn0'
ud
18a ua
s-s 9s ub
T-ir
TXTxO.OfiY
18E•
tl
""II
ta'-11'
Utl
13-10'
UO
12S Ub
11'-S 18-T UD
$-10'
D
Self Maflrg Sadions
Tribute
4•4)
lead
5'-0
WaOINIr,
ms.dn
T-V
6-0'
I TOT 0'-0•
0'S
AllowabwS
'L'/Poim
LoadP
or Ungorm
Load
bmdin
defledion
2 xb'i0. i . 00
10't•
Ud
12-11'
Ud
11'-0'
UD
18S
Ub
g-0'
Ub
0'-t 1'
Ub
8A'
UD
2•z TZD.050'i0.096'
1T-0'
Utl
16'S
Ub
16'-Y
UD
12-10'
Ub
t'-18
b
18-11'
Ub
ira•
Ub
rxTz0.05T 10.120'
2$b'
Ub
1T-Y
b
15'-9'
W
14'-Y
Ub
13'-1'
D
tY-2'
Ub
11'i'
Ub
2'xrXOA60•x0.120•
23-Y
Ub
18-11'
Ub
1T-e•
Ub
16rV
UD
i4-V
13d'
IN
12S
W
2•z8'%O.pY1'x 0.224'
Y
Utl
28b'
Utl
24'-8-
Utl
23-Y
Utl
21'S
No
20S
UD
t8-10'
Ub
2'i 9'x0.8TCxO.Y24•
3T-1'
Utl
D'-Y
Ud
2T-1'
Utl
24'A'
Ilb
22-5
Ub
21'-Y
Ub
1$-11'
UO
Yx9'x 0.002'x0106•
34'-S
d
31'-3'
tM
29'S
Ud
2r-0'
Jun
Jun
ZW
Ub
22-11'
UD
2•x Iu-x O09riD."e
35-11'
We
36'-3'
Ia I,
We
31'A'
IUd
38-1'
Utl
2&-9-
Utl
2T-9'
Utl
nine:
1. Tlutlmssses Shawn 81B'rlwdndl' Wmby swnmA wleanms Noway Nitlmess ana0 W less Nan 0.Dt0'.
2 TIa strucboea Udldmed uorq Nis sec6m sM1aB W nmiwtl w a maz�mum mmNMtl span aM updghthdgMd58 eM a
minimum upright heightdSWduns lergar Nan eaase Omits shall have citespeoflcengineering.
3 Spania meazwea hors wn mnwrof beam en0 uprigMmnnammwwstla orvanmmectim.
4.ranoAbovo slwnstlo va sjsn lortc dw,ee bats Atltl horimnW dswrlmfiom updghtb mnwrdbamwWam
5.T Cw wNa Bbmsp81131ptnWbaamM&l
5. Tables a basetlr,amaumumwsl hegMaf 1r intlutlinga4•max mansarC Mgabia
fi. Spare maT W'ad10-47ed
]. To m:M apaaz w' xa xO. Whop mfeWmseeexposuremuluIW-1 and ¢amplem Table 1B Page 3.
Example: Ma r fort% a• z D.ow• hdlow mcuon wIN w=r-0• = to•-ln•
Table 1.9.2 Allowable Perlin Spans
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
torAmas Io d11Zooma to 13l. MP.H.,Exp. F and La under NoM of 30•sidar0•NOM (Jackaomine, R)
UnSeeffl Load=15#lSF,a Palm Load o1300i#SF over(1)Ilnearft is also wnddarM
A Se Vans Fastened To Basins With, mi
Hollow Sections
I roues Lead.. W=PuriinS adn
X-V
d'-0• d'4r' 5'-V
Allovrebws
ni'
I Point Load P oruniform Loatl U bentlin
b defledlan a
2'x 2•x 0.oa4•
S8'
Pb
SS
Pb SS Pb SS
Pb 5'-Y
Po
4'-tt'
Pb a'-9-
Pb
3•x 2•x 0.04T
6.4e'
Po
6I
PD 6'-0• Pb 5'-Y
Pb S-r
PD
5'A'
Po r-1-
Pb
2'x3•z 0.00.S
$-0'
Utl
5-11'
Ue tl 8'>'
Utl 8-1-
Utl
T-9•
tb T-Y
m
2'X3'z O.O6T
185'
Utl
$-11'
Wr
$-T tl $3-
Utl 5-11•
W
6-6-
Utl SS
Utl
Y zb'z O.OW
1T-3•
Utl
11'-0'
ue n'a• tl 1$-m- Utl 18.6-
Utl
10'J•
Utl $-8'
Ub
2•zs^Xo.Dfiz•
B. Seeuorm aswn T
Ira•
u arm
ua
16'-11'
a Inv
W 14'S de 3'-i b' UD 13-Y
Semvr ossss
UD
17S
Ub 11'-9'
UD
Hall.Sent..3'-0'
Tribuw Load width W=PudinS ad
4-0' d'b• 5'-0' S'-0'
Allowah1.S
Ta•
Pb
an L•
-
I Point
Pb
teal P or Uniform
6'-11' W SS
l
Lban
Ub
U
8-t'
Wndn
Ub
S-9'
JeBection
Ub SA'
Ub
2'x YxO.OM•
3'z Yx0.046•
6'-r
Pb
T-1O-
Ub
ra• ub
Wb
{•
•-1r
UD si•
Ub
2•x3•x0.045•
18-9'
Ub
liv,
Ub
S-6• Ube 818
2•z 3•x O.O6T 1Z-0' Ub n•a• ub 18-10' UD' DI$-10' 9S 8 •
2'zb•z 0.050' 13'-11' b t3-1' Ub 1T-Y 11•• P40'I ' -0' D gA• Ub
YZ Tx0.062' i6'-t0- Ub tr-8' Ub t4'-B• UY IT-t0 K 3'-Y. b tT-6' n 1' Un
Rote: -
1. TNdmesses Mown are'rromilW hMlrsbyswntlaN toleanres. Nowan Mitlmess sM1aO be less Man 0.09R.
2 Tha sbucbuet tldfmmetl using udsseroon sha0 W Smiles b e meumum mmdnetl span antl upright M1sgM dssaw e
3. Sin uprightheightdt6'. Ofu wine Naneaeselimi)sstallhavedweped0eengineedng.
3. Spin a meaarvW M1ommolar ofbeam aM upright deans don w fascia mwali convert
4. O
Above spins tlo not wtlutla lergN otknea beam. ptltl Mrirmwl tlislanm 6omuprigM1iwmnwrdbare wbeam
mnnection ro Ne emus spent fin local beam spans
5. Tedes am basetl m a manmamwa9 ndghtof 16 indMin9 a 4' mac mmsam orgahle.
& Spans may W inwrydated
]. To amen spins w'Cwq'C expmwa mL=.gories sin amours mWupters and example M Table 19 Page 3.
Example: Max i'rorYx 4'z 0.050^ hollow sedion with W =S-0' =9•-00'
Q Z
O
Z F-
Z Q W
C-W fn Uo
LUD CO Z ,
W OI-' �Z
of U W
W Z m 2
7 W OF O d
IYW w p�
U u_ U)
�"' �o
O
Z N N
F
J
Q
w SEAL
SHEEP i
z
N 17B
w
21 m
12-01_2oe9 OF �
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