HomeMy WebLinkAboutSUBMITTED PAPERSI PLANNING & DEVELOPMENT SERVICES SCAN
BUILDING & CODE REGULATION DIVISION ��D
s 2300 Virginia Avenue
Ft. Pierce, FL 34982-5652 ° Lk4C10 �'O�II��,
772-462-1553
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
PROJECT INFORMATION
1. LOCATION/SITE ADDRESS: 70O7 YA tr,4 R v Pl,"w`r
2. PROJECT NAME: -r4Y c o !Z SITE PLAN NAME:
3. PROPERTY TAX ID #: 3 . 0242 - moca /3
4. LEGAL DESCRIPTION (attach extra sheets if necessary): �/.
5. PLAT BK PAGE BLOCK / S/o LOT__AL_
6. PARCEL SIZE: ACRES/SQ FT. 0- 2Y LOT DIMENSIONS oo A /31. So
7. SETBACKS (ACTUAL) FRONT • 3� BACK: G 1• 33 RIGHT SIDE:B', LEFT SIDE:�3.e
8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
TYPE OF CONSTRUCTION
N = New
A = Addition
R = Rebuild
SG = Slab on Grade
SR = Raised Slab
WD = Wood Deck
DIMENSIONS
SQUARE FEET OF
CONSTRUCTION
❑
SCREEN ROOM
❑ NEW
❑
EXISTING
X
Er CARPORT/PATIO ROOF
❑ NEW
EXISTING
12- X a�-
9(,4
❑
HABUABLE GLASS ROOM
❑ NEW
❑
EXISTING
X
❑
CAT 1, 2 OR 3 SUNROOM
❑ NEW
❑
EXISTING
X
❑
ALUMINUM COMP. SHED
❑ NEW
❑
EXISTING
X
❑
POOL ENCLOSURE
❑ NEW
❑
EXISTING
X
❑
M H ROOF OVER
❑ NEW
❑
EXISTING
X
❑ ROOF SYSTEM OVER
EXISTING ACCESSORY STRUCTURE
❑ NEW
❑
EXISTING
X
❑
OTHER:
❑ NEW
❑
EXISTING
X
❑
ALUM POOL FENCE
Linear feet
TOTALSQUARE FOOTAGE OF CONSTRUCTION
9. VALUE OF CONSTRUCTION: $ '�') 3 L f J �
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.
SLCCDV Form No.: 001-02 Rev.041262010
OWNER INFORMATIONS
NAME: l calu L . l q Yao 7�
ADDRESS: 7007 SAu4A 4c4 Pau.,)-?
CITY: f"•r Aae c F STATE: FL ZIP
PHONE (DAYTIME): 17 S".2s - Yr 3 Z EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER:
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME):
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #: ST. LUCIE COUNTY CERT
BUSINESS NAME: FX 7 FQ16,1s /,✓e
QUALIFIER'S NAME: R 2aw J —ro u,JsoJ �J i
ADDRESS: JZ.or SM/ l3r�TMoRE sr
CITY: r')oR-r Sr Luc, ar STATE: FL ZIP 3 Y 9o3
PHONE (DAYTIME): 77 m-73 - FAX NO. 771 63?7 email: e�(nrc�-���,ars.�w�
ARCHITECT/ENGINEER: L Awaywer C' 3 ewe r- r RE,
ADDRESS: Pb "3ox 2 9,--0 3G
CITY:Pr-al 0A 4,J(-1r STATE: FL- ZIP 31/..7
PHONE (DAYTIME): 7&7 - Y771/
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
AND HVAC
I
ZONING REQUIREMENTS PL pfb
All su h structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE. �
lia S
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)
OFFICE USE ONLY
SECTION
�y
TOWNSHIP
RANGE
?
MAP NO.
r31
ZONING
q
LAND USE
kU,
LOT CVG %
/6 ��
Additional
Permits
Required
REPORT
BIMS FEE
$
MISC FEES
$
TOTAL FEES
$
CODE
BUILDING & ZONING REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
' .. I � J
I l
COMPLETE
%
1
INITIALS
CERTIFICATION:
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 Co ctor / Builder, have verified that the existing fou ation ee the equirements of the Engineer of
Record nd is i ade uate co dition to withstand the uplift and weight o the alu in m str ture and said structure will not
excee the foot in the str cture that was in existence prior t rem o I by th st ms.
OWNER
.TURF
STATE OF FLORIDA
COUNTY OF F�C3�-t a� —C Ul.(' pt Q.J
The foregoing instrument was acknowledged before me
me this 3� day of i 20 C® ,
by muo n, 3Dyrr,-z 1—)r.
who is personally known I to me, or who has
produced �tI J_) L-
TURE
STATE OF FLO A .
COUNTY
The foregoing instrument was acknowledged before me
me this5� d y of 20�,
by &Dubn 76 WIsb fir.
who is personally known /Ir to me, or who has
produced *-4 x 8
a entification. as identification.
,,•`?kw P STACEY M. HARM """'�a STACEY M. HARM
ply pvb��.•�ti1•Rv a 11.4
•' My tCary Pu tic -State of Florida ' +*� Notary Public of
of Florida
o4rtl� �Cpires Mar 30, 2014 mm. Exp es Mar 30, 2014
re of '+ P:� Commission DD 966869 » re of No =;� .�;� Commission ak DI) 966869
R��1;%•` o;� of
Bonded Through National Notary Assn. '""""` Bonded Through National N;nary Assn.
IMPORTANT NOTICES:
• 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 AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN
ADDITIONAL FEE WILL BE CHARGED.
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Lot 21, Nodc 148, in the Su&L& ium a
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')Put Bode 11, &9e 32A-32D, 4 the RA&c
Remo o�e SL Lucia Cuddy, F&s&a.
2Ul3/4W'S AMS:
1. LaW4 4raui he4CM ueW not a dl=tad
A- vteeemerzte -e)l a -4i ti, a "ay oL?
Aaco'd By M44 q#dre.
2. L-Xd dtrun & A-Aaeied By cb:&, .
3. Leyend oje au/mey aaa o,.iatiau on Back o�e
t4L6 Iketrh.
4. Q.r»nhiR 4e A--R-6 unkna✓t.
5. Fhed Zone X
1 bcmby can* that the autched sketch of survey of tw bmw dracdw
p:oputy is true and canna to !js.rbcsL of my lmowkdgt and bdirf as
swtveyod under my dumiea 1 fncthe: caury :hat this survey meal the
mioimam teded-1 staoda►ds for land suwtying in ik Slate d norida
(chapter 61G17-6) p aumd to swoon 472.027, Florida ttau= Subjoa to
the qu hfic ions scrod hemm.
11OL AEL P. MCLAUGHLLV
IAA SCALE
BOUNDARY SURVEY
CER71TIED 70;
72ea-6u4e Coact Rontgage COAPoaation
Siemant 7itea oe St. Lucie County
7e44i L. 7ay-oo4
FILE
1bu axi6atim is made ady to sieve osmed Put' for Pwth re tmd/or mort4c
Of haoin ddioeatod P WaW by 0M named pwrhasa. No tnponyib&W ar
liabilih is asmawd by sutveya far use of aevcy fQr oy apex purpose induding bW
as limited W. we of wvrY far tutvcy t�vil. track of Pmpaty, of to my wh"
perssrt cat Herod in «..�Fyim Citpa ditoot!y a utdimcdy.
McLaughlin Land Surveying, Inc.
498 Maple Avenue
Ft. Pierce, FL 34982
(407) 4654250
FAX (407) 489-0730
SANTA ROSA PKWY
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ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code
with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The
Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA
ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the
Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or
live loads, and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and
wind zones may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are
hereby listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy
of his letter of review and statement no financial interest is available upon request. A copy of
Brian Stirlings' letter is posted on my web site, www.lebpe.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect,
Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are
required to attend my continuing education class on the use of the manual within six months of
becoming a client and bt-annually thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general
notes contained here in. Structures exceeding these limits shall require site specific
engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and pur in details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEETIOC: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water
relief detail, beam connection to fascia details, pan roof achoring details.
SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 10F: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 10H: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement and allowable
loads tables.
l 5 t
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering
Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions area mandatory prerequisite to Contractor's
purchase of these materials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the state 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 of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license
granted in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. Understa
nds that the ASDM is protected b the federal t Act a Copyright h and that further distribution of the ASDM t
p y py g _ d stnbubo M o any
third party (other than a local building department as part of any Contractors own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available."
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractor's requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in anyway related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (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 attorneys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM. /
CONTRACTOR NAME: J ES/2�XTF/Z/
CONTRACTOR LICENSE NUMBER:
COURSE # 0002299 ATTENDANCE DATE:
CONTRACTOR SIGNATURE:
SUPPLIER: / pGjy `,ptf
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
1. Check the building permit for the following: Yes No
a.. Permit card & address . . . . . . . . . . . . . . . . . . _4 —
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . . X
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . X
d. Notice of commencement , .
2. Check the approved site specific drawings or shop drawings a9 ainst the "AS
BUILT" structure for.
Yes
a. Structure's length, projection, plan & height as shown on the plans. . .
. I(
b. Beam sizes, span, spacing & stitching screws (if required).
X
c. Purlin sizes, span & spacing . . . . . . . . . . .
r
d. Upright sizes, height, spacing & stitching screws (if required) .
. Jr
e. Chair rail sizes, length & spacing. . . . . . . . . . . ..
X
f. Knee braces are properly installed ('d required) . . . . . . . . . . . . .
g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . . .
.
3. Check load bearing uprights i walls to deck for.
Yes
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . .
. 5e
b. Correct number, size & spacing of fasteners to upright . . . .
. X
c. Correct number, size & spacing of fasteners of angle to deck and sole plate .
X
d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . . . . . .
—
4. Check the load bearing beam to upright for.
. Yes
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . .
.
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure
c. Header attachment to host structure or beam
.
d. Roof panel attachment to receiver or host structure . .
. .
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners . . . . . . . . . . . . . . . . . . . . . . .
.
f. Post to beam attachments to slab . . . . . . . . . . . . .
.
5. Check roof panel system for:
Yes
a. Receiver bracket, angle or receiving channel size & thickness . . .
.
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . .
.
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . .
.
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . .
.
Notes:
No
No
X
No
No
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984. ;
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE ;
BASED ON'THE LOAD REQUIREMENTS FOR THE FLORIDA.
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS.
JOB NAME:
ADDRESS:
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DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1, t
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
'B' X or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120
MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure _; Design Pressures
for Screen / Vinyl Rooms can be found on page 3A41:
a. "B" exposure =yS.O PSF for Roofs 8 /4.o PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page Nil.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
2- TEBJecs �. R T e Phone: 773-873-oGoa
Contra r / e Name (please print)
Date: /2-/r/- /O
Contractor / Authoilzed Rep' Signature
/At/tat2 70�7 A&i 14'9A $LV0 3y9S/
Jo Name
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following:
Yes No
A. Project name & address on plans . . . .. . . . . . . . . . . . . .
. . X
B. Site plan or survey with enclosure location . .. . . . . . . . . . . . . .
. . X
C. Contractor's / Designer's name, address, phone number, & signature on plans
. K _
D. Site exposure form completed . . . . . . . . .. . . . . . . . . . . . . .
. 'P
E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following:
x
1. Plan view with host structure area of attachment, enclosure length, and .
projection from host structure
2. Front and side elevation views with all dimensions & heights
X
3. Beam span, spacing, & size . . . . . .. . . . . . . . . . . .
. A
(Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . . . . . . .. . . . . . . . . . . . . .
. .
(Select uprights from appropriate 3A.2 series tables)
Table 3A.3 for minimum upright size (Check)
5. Chair rail or girls size, length, & spacing . . .. . . . . . . . . . . .
. . 'r _
(Select chair rails from appropriate 3A.2 series tables)
.6. Knee braces length, location, & size . . . . .. . . . . . . . . . .
. . X
(Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual:
Yes No
A.:`Beam & puriin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate .
. - X
:Section 3A tables used:
!Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
13 o MPH wind zone and/or "C" or "D" Exposure for load width_:
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
(bord)=
1� EXPOSURE MULTIPLIER
(see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . -
(Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone and/or'C Exposure for load
width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---I F- REQUIRED SPAN NEEDED IN TABLE
(bord)=
t EXPOSURE MULTIPLIER
(see this page 3)
Yes
No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . .
. . x
D. Connection details to be used such as:
1. Beam to upright
2. ..............................
3. Beam to wall . . . . . . . . . . . . . .. . . . . . . . . . . .
X
-
4. Beam to beam . . . . . . . . . . . . . . .. . . . . . . . . . . . .
. . X
-
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . .
X
6. Extruded gutter connection . . . . . . . . .. . . . . . . . . . . . . .
. .
U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . .
. . -
E.
Foundation detail type & size . . . . . . . . .. . . . . . . . . . . . . .
. . -
` Must have attended Engineer's Continuing Education Class within the past
two years.
" Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing
slab and 20'-0" with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site speck engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to uliliy sheds, carports, and / or other structures to b&attached.
b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a Z over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all guttc: end caps or alternate water relief ports
in the gutter.
14. All aluminum extrusions shall meet the strength requirements of ASTIR B221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA /
NPEA / NSA 2100-2 for catagory I, 11, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%. pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009. Supplements. The loads assume a mean roof height
of less than 30 ; roof slope of 0" to 20'; 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection with a 2' overhang. Any greater load Width shall be site specific.All framing
components are considered to be 6005-T6 alloy except where noted otherwise..
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure"B"
Basic
Wind
Pressure
Room
Vinyl Rooms
Over Hang
All Roofs
Walls
100 MPH
13.0
12.0
46.8
110 MPH
14.0
L13.3
13.0
47.1
120 MPH
17.0
15.0
48.3
123 MPH
18.0
15.9
50.8
140-1 MPH
23.0
17.0
21.1
65.7
140-2 MPH..
23.0
17.0
21.1
65.7
150 MPH
26.0
20.0
24.0
1 75.4
Note:
Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from Exposure "B" to Exposures 'C' or 'D" see Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others. Exposure "B"
Roof
Walls
Wind Zone
MPH
Applied Load
(#ISF)
Deflection
(d)
Bending
(b)
Applied Load
(#!SF)
Deflection
(d)
Bending
(b)
100
10.0
1.09
1.14
12.0
1.08
1.12
110
11.0
1.06
1.09
13.0
1.05
1.07
120
13.0
1.00
1.00
15.0
1.00
1.00
123
13.3
0.99
0.99
15.9
0.98
ffnic-
I ftlaiiiiiiiiiiiiii
mlolq-mw..-
140-1&2
17.0
0.91
0.87
21.0
0.89
0.85
150
20.0
0.67
0.81
1 24.0
1 0.85
1 0.79
Table 3A-B Conversion Factors
for Over Hangs
Wind Zone
MPH
Applied Load
(#/SF)
Deflection
(d)
Bending
(b)
100
46.8
1.01
1.02
110
47.1
1.01
1.01
120
48.3
1.00
1.00
123
50.8
0.98
0.97
140.1
65.7
0.90
0.86
140-2
65.7
0.90
0.86
150
75.4
0.86
1 0.80
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bendin
Defleetfo
Bending
Deflection
15'
' -
1 A7
0.83
0.88
15' - 20'
1.29
0.88
0.92
1.54
0.81
0.87
20'- 25'
1.34
0.86
0.91
1.60
0.79
0.86
25' - 30'
1.40
0.85
0.89
1.66
0.78
0.85
- use larger mean root neight or host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
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QUADRANT[
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_ _
QUADRANT IV - - 11
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NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
0
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SITE
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USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR D.
z
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
w
EXPOSURE C: Open terrain win scattered obstructions, including surface undulaltions or other
irr 1 T h' h' ht call I th 30 f
�O
egu an ies, aving etg s gene y le an eet 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 i 0Vfeet "
horizontally in any direction of open areas of Exposure C-type terrain that extends•.'tora
than 600 feet and width greater than 150 ft.
2. No short term changes in 'b', 2 years before site evaluation and build out within 3 year /-
site will be'b'. /
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr at
than 1,500 feet.
4. Open terrain for more than 1,500 feet in any quadrant.
SITE IS EXPOSURE: G EVALUATED BY:
DATE:
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SIGNATURE: LICENSE #:
08-12-2010I OF 12
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INTERIOR BEAI
(PER TABLES 3A.1
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HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
(PER SOLID PANEL HOST STRUCTURE OR
ROOF SECTION) A �— FOURTH WALL FRAME
USE BEAM TO WALL
RIDGE BEAM
(PER TABLES 3A.1.4)
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEANtT(- TABLES
3A.1.1 & 3A.1.2)
LW'FOR
MAX.
H' / UPRIGHT
HEIGHT (h) 1" x 2"
'�- MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS
W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7)
' (HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM)
'LW' LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/2' P/2' @FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
(SEE TABLES) ui
O.H. H v
SOLID ROOF
NO MAXIMUM / w U)
(ELEVATION SLAB OR GRADE)
'k— P = PROJECTION FROM BLDG.
VARIES VARIES I LW = LOAD WIDTH
NOTES: 7 VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION Wl 1/4" x 2-114" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0' O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
N.
ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
100-123 140 150
#8 #12 #12
SCALE: 1/8" = T-0"
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OB-12-2010 OF 12 Q
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
(4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1" x 1" x 2" ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2" x 0.032" MIN.
HOLLOW RAIL
I" x 2" TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE
MAX. UPRIGHT
SPACING
100
T-0"
110
6'-T
120
6'-3"
123
6'-1"
130
5'-8"
140182
5'-1"
150
4'-11"
INTERNAL OR EXTERNAL
_ 'L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4) #10 S.M.S.
ANCHOR 1 x 2 PLATE TO
V
1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2"
BOTTOM W/ 1" x 1" x 2" x 1116"
CONCRETE ANCHORS WITHIN
0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR
S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX.
1" x 2" x 0.032' MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI
�—
EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
,
OR FIBER MESH
a
1-1/8" MIN. IN CONCRETE
'?
(ALTERNATE WOOD DECK: 2"
P'TP USE WOOD FASTENERS
VAPOR BARRIER UNDER
".
.W/ 1-1/4" MIN. EMBEDMENT)
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" = V-0"
ALTERNATE CONNECTION
DETAIL 1" x 2"WITH
BEAM / HEADER
` ;,(3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
(2) #10 x 1 1/2" S. M. S. INTO
ANGLE CLIPS MAY BE
SCREW BOSS
SUBSTITUTED FOR INTERNAL
ANCHOR 1" x 2" PLATE TO
SCREW SYSTEMS
CONCRETE W/ 1/4" x 2-1/2"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
MIN. (3) #10 x 1 112" S.M.S."
POST AND 24" O.C. MAX.
INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI
1" x 2" EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
1-1/a"MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
\NCrl0 I" x 2" CHANNEL TO ® 010 f— '
CONCRETE WITH ®®r (4) #10 x 1/2" S.M.S. EACH SIDE
1/4" x 2-1/4"CONCRETE OF POST
VCHORS WITHIN 6" OF EACH H-BAR OR GUSSET PLATE
SIDE OF EACH POST AT 24"
O.C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B.
ANGLE AT 24" O.C. MAX. POST
MIN. (4) #10 x 1/2" S.M.S. @
MIN. 3-1/2" SLAB 2500 PSI EACH POST
CONC. 6x6-IOxl0 W.W.M. OR
FIBER MESH
1" x 2" EXTRUSION
VAPOR BARRIER UNDER a tr
CONCRETE "`- 1-1/8" MIN. IN CONCRETE
TERNATE PATIO SECTION TO UPR
RATIO SECTION TO BEAM DET
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
(PER TABLE) WITHIN 6" OF —
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2" x 2" OR 2" x 3" POST
#8 x 9116" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x 1" U-CHANNEL OR
RECEIVING CHANNEL
CONCRETEANCHOR
(PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2" = l'-0"
1" x 2-1/8" x l" U-CHANNEL OR
2" x 2" OR 2" x 3" POST - RECEIVING CHANNEL
#8 x 9/16" TEK SCREWS BOTH
SIDES
ANCHOR RECEIVING CHANNEL
TO CONCRETE WI FASTENER
(PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
COMPOSITE ROOF PANELS:
(4) 1/4" x 4" LAG BOLTS W/
1-114" FENDER WASHERS PER
4'-O" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG _
SIDES
2"x 2"OR 2"x 3"HOLLOW
GIRT AND KICK PLATE 2" x 2"
HOLLOW RAIL
#8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2"
S.M.S. IN SCREW BOSSES
CONCRETEANCHOR
(PER TABLE)
1-118" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" = V-0"
EDGE BEAM
1" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
#10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
Pai
TO TON`T POST W/
#10 x 1 ,1/2" SUS. MAX, 6"
FROM EACH EIPD OF POST
// 'AND 24" O.C.
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
'HROUGH SPLINE GROOVES
;IDE WALL HEADER
ATTACHED TO 1"x 2" OPEN PURLIN OR CHAIR RAIL
IACK W/ MIN. (2) #10 x 1-1/2" ATTACHED TO BEAM OR POST
;.M.S. W/ INTERNAL OR EXTERNAL'L'
CLIP OR'U' CHANNEL W/ MIN.
(4) #10 S.M.S.
TYPICAL UPRIGHT DETAIL
SCALE: 2" = V-0"
SIDE WALL GIRT ATTACHED TO r
1"x 2" OPEN BACK W/ MIN. (3)
#10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL
BOSSES
I
SNAP OR SELF MATING BEAM
ONLY
FRONT AND SIDE
RAILS ATTACHED TO
-ONCRETE W/ 1/4" x 2-1/4
ONCRETE/MASONRY
NCHORS @ 6" FROM EACH
DST AND 24" O.C. MAX. AND
/ALLS MIN. 1" FROM EDGE OF
ONCRETE
c / iit : o ' o U^'
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
2"x2",2"x3"OR3"x2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 1/2" S.M.S. IN
SCREW BOSSES
1" x 2" OPEN BACK BOTTOM
RAIL
1/4" x 2-1/4" MASONRY
ANCHOR @ 6" FROM EACH
POST AND 24" O.C. (MAX.)
SCREW BOSSES
I
1
0
I
" SNAP OR SELF MATING BEAM
ONLY
SCALE: 2" = V-0"
FOR WALLS LESS THAN 6'-B" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
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M`p0SITE OR
(SOLID] ROOFFASPA PANELS TO EEDGE BEAM N 7yPE)
(PER DETAILS IN SECTION 7 AND I OR 3A)
r 6" MAXIMUM
=U
(A C)LL ^
W
W U z
a = W
R
IF KNEE BRACE LENGTH
> > CO W
W
EDGE BEAM TABLES:
EXCEEDS TABLE 1.7 USE
w = ?
3A.1.1, 2
CANTILEVERED BEAM
x2x
L 2 a rn L7
CONNECTION DETAILS
_ �O w
m V
SCREEN OR SOLID WALL
_
POST SELECT PER TABLE 3A.3
(MAY FACE IN OR OUT)
USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
2"STRAP -LOCATE @ EACH
POST, (2) 1/4" x 2" LAG
SCREWS @ 24" 0. C. (MAX.)
EACH STRAP
(2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4- BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
—
W1(2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2" x 0.062" ANGLE EACH
I ®
EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH
I ®
OR SUPER
LEG INTO POST AND INTO
GUTTER MAX. DISTANCE TO
GUTTER (MIN.)
HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA
36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
(OR TRANSOM) WALL @ FASCIA (WITH
SOLID ROOF)
SCALE: 2" = T-0"
BEAMS MAY BE ANGLED FOR
-
GABLED FRAMES
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
- SIZEOF POST (SEE TABLE
BEAM AND POST SIZES
;
(SEE TABLES 3A.3)
1' x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
POST NOTCHED TO SUIT
#10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST
TO CARRIER BEAM CONNECTION.
SCALE: 2" = V-0"
--r----------
U)
_ w ROOF PANEL
(SEE SECTION 7)
1-314" x 1-314" x 0.063" — ---
-----
RECEIVING CHANNEL THRU
ANCHOR PER DETAIL FOR PAN
-
BOLTED TO POST W/THRU OO
OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
_
(SEE TABLE 3A.3 FOR NUMBER O
FOR NUMBER OF BOLTS AND
OF BOLTS)
SIZE OF POST (SEE TABLE
-
3A.3)
10
-
BEAM AND POST SIZES
1" x 2' MAY BE ATTACHED FOR
(SEE TABLE 3A.3)
SCREEN USING (1)
#10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT
AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = V-0"
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
# OF BOLTS
(SEE TABLE 3A.3)
2" x _" S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U-BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4" S.M.S. @ 6"
M EACH END AND @ 24"
MAX.
E BRACE
:EQUIRED
_ POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
2" x 9" x 0.072" x 0.224" BEAM
SHOWN
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
WHEN FASTENING 2"x 2'
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
1a1
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-02
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2ds
2" x 6" x 0.050" x 0.120"
UPRIGHT SHOWN
�l
a5�
ti
`i•1
ry`ae.
STRAP TABLE
BEAM
SIZE
SCREWS
#/SIZE
STRAP
LENGTH
2' x 7•
(4)#12
2-3/4"
2• x 8'
4 #14
3-1/4"
2•x9"
4 #14
3-1/4'
2 x 10
6 14
4-1
NOTES: 1 'ALL SCREWS 314" LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES; AND NUMBER
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
S. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2" = V-0"
PRIMARY FRAMING BEAM
(SEE TABLES 3A.1.1, 2) -�
1-1/2" x 1-1/2" x 0.080"ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS .
SHOWN
MINI. #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-112"
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = T-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY hnOU
ANGLE OR RECEIVING
NTED
CHANNEL EXTRUSIONS WITH
ANGLES ATTACHED TO WOOD
INTERNAL SCREW BOSSES
\
FRAME WALL W/ MIN. (2) 3/8" x
MAY BE CONNECTED WITH
2" LAG SCREWS PER SIDE OR
(2) #10 x 1-1/2" INTERNALLY
TO CONCRETE W/ (2)1/4" x
®
2-1/4' ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
MINIMUM #8 S.M.S.
W
®
SIDE FOR EACH INCH OF BEAM
LONG NUMBER REQUIREEDD
DEPTH LARGER THAN 3'
EQUAL TO BEAM DEPTH
w ~
®
IN INCHES
t
a w
ALTERNATE CONNECTION:
o
®
(1) 1-3/4" x 1-3/4" x 1-3/4"x 1/8"
J
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
INTERIOR BEAM TABLES:
WALL W/ MIN. (3) 3/8" x 2" LAG
3A.1.3
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4"
x 2-1/4" ANCHORS OR ADD (1)
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE:
2" = V-0"
2 x 2 EXTRUSION
DOOR
HINGE LOCATION
2 x 2 EXTRUSION
HINGE LOCATION
HINGE LOCATION
NOTES:
1. Door to be attached to structure with minimum two (2) hinges.
2. Each hinge to be attached to structure With minimum four (4) #12 x 3/4" S.M.S..
3. Each hinge to be attached to door with minimum three (3) 912 x 3/4" S.M.S..
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
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 1' x 2" x 0.044" may be fastened to upright With #12 x
S.M.S. at 12" on center and within 3" from end of uprghL
ARMCREE_N I300 ��" r 'IL
SCALE: N.T.S.
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UNIFORM LOAD
r171
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
l t
A B C
2 SPAN
UNIFORM LOAD
A B
1 OR SINGLE SPAN
UNIFORM LOAD
A B C D
3 SPAN
UNIFORM LOAD
A B C D E
JV
NOTES:
1) 1 =Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
A (31r L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d-.50"
STAGGERED ON EACH d-.50" d-.50" 1" MAX.
SIDE OF SELF MATING BEAM
PLATE TO BE SAME 11 + + + + + +
THICKNESS AS BEAM WEB .-.50
75" d " d
PLATE CAN BE INSIDE OR .75
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX.
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - .50") LENGTH
Minimum Distance and
e..�":"" s e..""...""
Screw
Size
ds
(in.)
Edge to
Center
2ds n.
Center to
Center
2-1/2ds in.
Beam Size
Thickness
in.
#8
0.16
3/8
7/16
2x 7" x 0.055" x 0.120"""
1/16 = 0.063
#10
0.19
3/8
1/2
2"x 8" x 0.072"x 0.224"
1/8 = 0.125
#12
0.21
1 7/16
9116
2" x 9" x 0.072' x 0.224"
118 = 0.125
#14 or 1/4"
0.25
1/2
518
2" x 9' x 0.082' x 0.306"
1/8 = 0.125
5116'
0.31
518
3/4
2" x 10" x 0.092' x 0.369"
1/4 = 0.25
refers to each side of splice use for 2• x 4" and 2" x 6" also
Note:
1. Ali gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = 1'-0"
1
SELF -MATING
BEAM
(SIZE VARIES)
00
® SUPER OR
EXTRUDED
® GUTTER
2" x 2" ANGLE EACH SIDE
SELF -MATING BEAM —
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER
TABLE 3A.3
LOAD PER TABLE 3A.3
# AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
TRUFAST SIP HD FASTENER
"t"+1-1/2" LENGTH (t+1") @
8" O.C.1+1-114"
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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Table 3A.1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF (56.6 #ISF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span'L'1(bending'b' or deflection'dl
Load
Width (ft)
Max.Span'L'I(bending'b' or deflection'd')
1&2 Span
3 Span
4 Span
CaMax.
ever
1&2 Span
3 Span
4 Span
CantileverMax.
4
F-30 d
6'-5" d
6'-7' d
0'-11' d
4
T-3' d
8'-11- d
9'-2' d
1'-5- d
5
4'-10" d
5'-11' d
6'-1" d
0'-11" d
5
6'-9" d
8'-4" d
8'-6' d
1'-3' d
6
4'=7' d
S-8' d
5'-9' d
0'AT d
6
6-4' d
T-10' d
8'-0' d
1'-3' d
7
4'-4- d
5.4- d
5'-6' d
0'-IT d
7
6'-0' d
7'-5' d
T-7' d
1'-2' d
8
4'-2- d
S-1" d
5'-3- d.
0'-9- d
8
5'-9' d
T-2' d
T-3' b
VA" d
9
3'-1 1' d
4'-1V d
5'-0" d
0'-9" d
9
5'-7" d
6'-10' d
6'-10' b
1'-1" d
10
3'-10' d
4'-9" d
4'-10' d
0'-9' d
10
5'-4" d
6'-7' d
6'-6- b
1'-0' d
11
3'-9' d
11
-
6'-5- b
6'-2- b
0'-11" d-'
3'-7'
4'612
'8
4-5'
12
5'-1" d
6-2' b
5-11
011' d
2" x 3" x 0.060"
Hollow
2" x 4" x 0.050"
Hollow
Load
Width (ft.)
Max. Span'L'I(bending'b'
or deflection'dl
Load
Width (f .)
Max. Spa.
VI(bending'b'
or deflection'd')
1&2 ;an
3 Span
4 Span
Can ile er
1-pan]
3 Span
4 Span
Cantilever
4
8'-1" d
9'-11" d
10'-2" d
1'-6" d
4
9'-6" d
11'-9" d
11'-11" d
T-10' d
5
T-6' d
9'-3' d
9'-5' d
1'S" d
5
8'-10" d
10'-11' d
11'-1' d
1'-8' d
6
T-1' d
8'-0' d
8'-11' d
V-4" d
. 6
8'-0' d
10'-3' d
10'-4' b
1 W' d
7
6'-8' d
8'-3" d
8'-5' d
1'-3' d
7
T-11' d
9'-9" d
9'-7' b
l'-6" d
8
6'-5" d
7'-1 1" d
8'-1" d
1'-3' d
8
7'-0" d
9'-3' b
8'-17- b
l'-5' d
9
6'-2" d
T-7' d
T-9" d
1'-2" d
9
T-3' d
8'-9' b
0'-5' b
1'-5' d
10
5'-11" d
7'-40 d
7'-6' d
1.2- d
10
6'-11" d
8'-3' b
7'-11" b
1'-4' d
11
5'-9' d
7'-1' d
7'3' b
'1'-1 rid
11
6'-9- d
T-11' b
T-7- b
1'3' tl
12
5'-T d
6'-11' Cl
6'-11' b
1'-1' d
12
6'-T d
T-7" b
T'-3' b
V-3' d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
' •. to the above spans for total beam spans.
2. Spans may be interpolated.
r.. Table 3A.2 130 Town & Country Industries, Inc.
' '6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH eloci ; using design load of 18.0 f#SF
ry
Sections
Tribute
Load Width 1M =
Member S
a n
3'-0" 3'-6" 4'-0"
4'-0' 5'-0"
5'-0"
:D 6'-6" T-0' T-6"
Allowable
Height 'H' / bending
'b' or deflecbo
d'
2" x 2".x.0.044" Hollow
T-3' b
6'-9' bWb2
b
5'-11" b
5'-8" b
5'-4' b
5'-2" b
4'-11' b
4'-9" b
4'-7' b
3" x 2".x'd.045" Hollow
T-11' h.
T-0' b
b
6'-6' b
6'-2' b
5'-10' b
5'-T b
5'-5' b
5-2" b
5'-0' b
2" x 3" x 0.045" Hol ow
9-0 b
8'-4' b
b
7'-4' b
6'-11" b
6-8" b
&1.
6'-1" b
5'-11" b
5'-8' b
2" x 3" x 0.060" Hollow
11'-4" b
10'-6" b
b
9'-3' b
8'-10" b
8'-5' b
8'-0" b
7'-9" b
7'-5" b
T-2' b
2 x x 0.062". o ow
10'-11" b
10'-1' bb
8'-11' b
8'-5' b
8'-0' b
T-5" b
7'-1" b
6'-11' b
16-10" b
14'-8" b
b
12'-11' b
12'-3" b
11'-8' b2'
x4 x0.046x 0A 00" S.M.B.
134" b
12-4' b
10'-11" b
10'4' b
9'-10' b
9-5' b
T-1" b
8-9" b
8'-6" b
2" x 5" x 0.050" x 0.100" S.M.B.
16'-l' b
14'-10' b
' b
13'-1' b
12'-5" b
1'-10" b
11-0" b
0'-11" b
10'-6- b
10'-2' b
2" x 6" x 0.050" x 0.120" S.M.B.
18'-7' b
17'3'b
b
75'-2" b
74'-5" b
73'-9' b
13'-2' b
12'-8" b
12'-2" b
71'-9-2"x7"x
0.055' x0.120" S.M.B.
22-4 b
20'-8- b
18-2_
17'-3' b
16-6' b
1V-9" b
15-2
14-T b
1V-1' b
2" x 8" x 0.072" x 0.224" S.M.B.
27'-4" b
25'3" b
b
22'-4" b
21'-2" b
20'-2' b
19'-0" b
18W" b
1 T-11" b
17'-3' b
2" x 9" x 0.072' x 0.224- S.M.B.
31'-8' b
29'3' b
27'-5" b
25'-10" b
24'-6" b
23'-4' b
22'-4' b
21'-6' b
20'-8" b
20'-0" b
2" x 9" x 0.082" x 0.310" S.M.B.
35'�' b
37-0' b
30'-7' b
28'-10' b
27'4' b
26'-1' b
24'-11' b
23'-11' b
23'-1' b
22'-4' b
2" x 10" x 0.09 x 0.359" S.M.B.
48-5" d
45'-10" Ir
142'-IU' b
40-5" b
38'-4" b
36-bi b
34'-11' b
33'-7' b
32'-5' b
31'-3" b
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3-130 Town & Country industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #1SF
Tributary Load Width
2'-0" 3'-0" 4'-0" 5'-0" T-0" 1 8'-D" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0"
Hollow Beams
Allowable Span'L'
I bending'b' or deflection'd'
2" x 4" x 0.050"
11'-11" dl 10'-5' tl 1 T-6" d 8'-10' dl 8'-3- di
T-11" dl 7'-6' di 6'-11" di 6W' d 1 6'-3" tl 1 5'-11' dl 5'-9" d
Self Mating Beams
Allowable Span
V1 bending'b' or deflection'd'
4'79 04T -1 7"-88"
'-3' d
11'-7' d
10'-6' d
9'-9' d
8'-9" d
B'-4' d
T-9' d
T-0' d
6'-11" d
6'-8' d
6'-4'
2" x 5 x 0.05d" x 0.116"
16'-5" d
14'-4" d
13'-0' d
12'-7' d
11'-0' d
10'-10" d
10'-0" d
9W' d
9' -0' d
8W' d
8'-2' d
T-11' d
2' x 6" x 0.050" x 0.120"
19'3' d
16'-10' d
15'-3" d
14'-2" d
13'-0' d
12'-8' d
12'-1" d
11'-3' d
10'-7" d
10'-1' d
9'-7' d
9'-3' d
2" x 7" x 0.055" x 0.120'
21'-11" d
19'-2' d
1T-5' d
16'-2' d
15'-3' d
14'-6' d
13'-10' d
12'-70' d
12'-1' d
11'-6' d
10-11' d
10'-T d
2" x 8" x 0.070" x 0.224"
27'-1" d
23'-8" d
21'-6' d
19'-11" d
18'-9' d
IT-10" d
17'-1" d
15'-10" d
14'-11' d
14'-2" d
13'-7" d
IT-0' d
2" x 9" x 0.070" x 0.204'
29'-10' d
26'-0' d
23'-8' d
21'-1 l' d
20'-8' d
19'-8" d
18'-9" d
1T5" d
16'-5' d
15'-7' d
14'-1 V d
14'-V d
2" x 9" x 0.082" x 0.326"
31'-11' d
27'-11' d
25'-4" d
233" d
22'-2' d
21'-0' d
20' 1' d
18'-T d
1T-7- d
16'-8- d
15-11' d
IS-4- d
2" x 10" x 0.090" x 0.374"
37'A' d
32'-4' d
29'-5- d
2T-4' d
25'-8' d
24'-5' d
23'-4- d
21'-8- d
207-5- d
19'-4- d
18'-6- d
17'-10- d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span Is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be Interpolated.
Table 3A.1.4-130 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity: using design load of 15.0 #1SF
Self Mating Sections
Tributary Load Width 9M = PuHln Spacing
5'-0" 1 6'-0" 7'-0" 1 8'-0' 1 9'-0" 1 101-0"
1 11'-0" 12'-0"
Allowable Span'L' I bending'b' or deflection'd'
2" x 4" x 0.046" x 0.050"
IT-1" d
12'-4" d
11'-5' b
10'-B' b
IV-1" b
9'-7- b
9'-1" b
8'.9" b
2" x 5" x 0.050" x 0.048"
16'-2' d
15'-3" d
14'-6' d
13'-9' b
1 T-11" b
12'-4" b
11'-9' b
11'-3' b
2" x 6" x 0.050" x 0.060"
18'-11" d
Tr- 10- d
16'-10- b
15'-9- b
14'-10'. b
14'-1" b
13'-5" b
12'-11' b
2" x 7" x 0.060" x 0.060"
21'-9' d
20'-5' d
19'S' d
18'-3" b
iT-3- b
16'4' b
15'-7- b
14'-11- b
2" x 8" x 0.072' x 0.112"
26'-9" d
25'-2" d
23'-11' d
22'-11' d
22'-0" d
20'-11' b
19'-11' b
19'-1' b
2" x 9" x 0.072" x 0.112"
29'-5' d
27'-8' d
26'-4" d
25'-2' d
24'-0" b
22'-9" b
21'-9' b
2U.10' b
2" x 9' x 0.082' x 0.153"
31'-7- d
29'-8' d
28'-2' d
26'-11" d
2&-11" d
25'-0" d
24'-1" b
23'-l' b
2" x 10" x 0.092" x 0.187"
1 36'-7' d
1 34'S' d
32'-8' d
31'-3" d
30'-1" d
1 29'-0" d
28'-2" d
I 2T-4' d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind gust at 130 MPH velocity; using design load of 18.0 XSF
Sections
Tributary Load INldih' = Puriln Spacing
T-0" T-6" 4'-0" 4'-6" 5'-0" S-0" 6'-0" 6'-6" 7'-0" T-6-
5
Allowable Height 'H'1 bending'b' or deflectlon'd'
3" x 3" x 0.045" Fluted
T-8' b
T-2' b
6'-8' b
I 6'-4' b
I S-11' to
1 5'-B' b
1 5'-5' b
1 5'-3" b
5'-1' b
1 4'-10' b
3" x 3" x 0.060" Square
3" x 3" x 0.125' Square
16'-3" bi
15'-0' bi
14'-1" bi
13'3" bi
1P'-7' bi
11'-11- b
11'-6- bi
11'-0' Irl
10'-B' bi
10'-3' b
4" x 4" x 0.125" Square
20'-11' b
19'-5' bi
1 F-2' b
17'-2' bi
16'3" Irl
15'-6" bi
W-10' b
14'-3' Irl
13'-9' bi
13'-3" b
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans.
2. Spans may be interpolated.
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ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have; when tested, performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 112" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16" O.C. each we
10.Spans may be interpolated between values but not extrapolated outside values.
I1.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14.AI1 aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
/masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
IB.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316: Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners.that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
nofbe used.
ROOF.PANELS DESIGN STATEMENT:
The roof systems are main force resisting systems and components and cladding in conformance with
the2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
Omponerts and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Coriponerits and Cladding Loads. The procedure assumes mean roof height less than 30 ; roof slope 0
Ip 20';' I =: 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
ScrOp.Ropms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0:00•fo� open structures, 0.18 for enclosed structures. All pressures shown are in PSF..
A. 'Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to'C" & "D"
Exn -a" to "C" Fso '•R^ ••rv•
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0-15
1.21
0.91
0.94
1A7
0.83
0.88
15' - 20'
1.29
0.88
0.92
1.54
0.81
0.87
20'-25'
1.34
0.8E
0.91
1.60
0.79
0.8E
25'-30'
1.40
0.85
0.89
1.6E
0.78
0.85
' Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-17
0
" 12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
W
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12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = V-0" r- ALUMINUM SKIN
Open Structures
Mono Sloped
1= 0.87 for 90 to 100 MPH
1= 0.77 for 100 to I SD MPH
KCpi = D.00 Zone 2
loads reduced by 25%
Screen Rooms
& Attached Covers
1= 0.87 for 90 to 100 MPH
1= 0.77 for 100 to 150 MPH
KCpi =0.00 Zone 2
Glass & Modular
Enclosed Rooms
& Roof Overs
I=1.00
KCpi = 0.18 Zone 2
Overhang / Cantilever
All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wlnd
Pressure
Effective
50
20
Area
10
Basic Wind
Pressure
Effective
Area
Basic Wlnd
Pressure
Effective
Area
Basic Wind
Pressure
Effective
Area
50
20
10
50
20
10
50
20
10
100 MPH
1 13
13
1 16
1 25
17
20
1 23
1 26
17
23
27
30
17
27
J 38
45
110 MPH
1 14
14
17
20
18
21
1 25
1 28
18
27
32
36
18
33
46
55
120 MPH
17
17-
20
23
22
25
30
33
22
32
39
43
22
39
54
65
123 MPH
18
17
21
23
26
32
35
23
34
41
45
23
41
57
69
21
20
23
29
39
26
38
45
51
26
46
64
77
140.1 MPH
23
23
27
t36
0
40
46
30
44
63
59
30
53
74
89
140-2 MPH
23'
23
27
30
34
40
46
30
44
53
59
30
54
74
89
150 MPH
26'
26
32
34
39
46
52
34
51
60
68
34
61
85
102
Minimum live load of 30 PSF controls In high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
. ........................ ° 1\
Z SIDE CONNECTIONS VARY
¢a (DO NOT AFFECT SPANS)
48.00"
SCALE: 2" = 1'-0"
ARY CONNEC-1 iOw:-
_- SCREWS PER PAN
iH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
#10 x 1-112" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
#10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-112"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
ROOF ANCHORING DETAILS
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SCALE: 2" = V-0"
SEALANT
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SEALANT
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ROOF PANEL
# ' x 1/2" S.M.S. (3) PER PAN
(BOTTOM) AND (1) @ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # *x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
#_' x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x l/2" S.M.S.
' SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100 -123 -'130 1 140 1 150
#8 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE;
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
c'r x 6" 0.024" MIN. BREAK
RMED FLASHING
N ROOF PANEL
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ST AND BEAM (PER
BLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: 2' = V-0"
INSTALLATION INSTRUCTIONS: '
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. ,
j
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. i I
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. J
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
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08-12-2010 OF 12 0
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 314" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
FOR MASONRY USE:
(2) 1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
#14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
#8 x 112" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ro- #14 x 1/2" WAFER HEADED
S.M.S. SPACED @ 12" O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = l'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "P. THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
`?-sANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
,CQNVERSION:
100-123 130 140 150
#8 1 #10 #12 #12
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
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1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2X_FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE —�
SCALE: 2" = T-O"
o REMOVE RAFTER TAIL TO
I HERE
REMOVE ROOF TO HERE
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@
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PAN
HEADER
` NEW2x_FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = l'-0"
#8 x 112" ALL PURPOSE
SCREW @ 12" O.C.
:XI ING TRUSS OR RAFTER
BREAKFORM FLASHING
6" x't' x 6" 0.024" MIN. BREAK
6., 10"
FORMED FLASHING
ROOF PANEL'
. . . . . . ..... .:::I:.:•.::::::._.
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER :.: a.n:::::::: ::'-:•:•'-'•:'::.:-:-'•' w
OR TRUSS TAIL aa.w:.::::' '.::::::.:....
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3" COMPOSITE ROOF PANEL
ALTERNATE:
(SEE SPAN TABLE
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
)
EXISTING FASCIA SCREW D x ('P+SHE W/
STRIP SEALANT BETWEEN
FASCIA AND HEADER
1-114" FENDER WASHER
N
1/2' SHEET ROCK FASTEN TO
PANEL W/ 1" FINETHREAD
FOR FASTENING TO ALUMINUM USE TRUFAST
SHEET ROCK SCREWS @ 16"
POST AND BEAM PER
HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH (
WHEN SEPARATION BETWEEN
O.C. EACH WAY
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
FASTENING SCREW SHOULD DRIP EDGE AND PANEL IS
130 MPH AND UP TO A 150 MPH WIND SPEED
LESS THAN 3/4" THE FLASHING
BE A MIN. OF 1" BACK FROM
"D" EXPOSURE.
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE MOBILE HOME FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
FOR FOURTH WALL CONSTRUCTION
SCALE: 2" = T-0"
COMPOSITE ROOF PANELS
NOTES:
SCALE: 2" _' l'-0"
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL
INSTALLATION INSTRUCTIONS:
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE, DO NOT PUSH DRIP EDGE UP.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12"
TOP AND BOTTOM (SEE DETAIL ABOVE)
.03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
BEAM SYSTEM ONLY. DO NOTATTACH TO HEADER. HEADER IS USED AS FLASHING
SEPARATION MINIMUM.
ONLY.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
z BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN
#8 x 314" SCREWS @ 16" O.C.
#8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
LU
aW
/ 1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
#8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
#10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: `2" = T-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT
S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 112" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
Z THICKNESS AS PAN (MIN.)
r 2 EXTEND UNDER DRIP EDGE 1"
`" MIN.ANCHORTO FASCIAAND
RISER OF PAN AS SHOWN z
1" FASCIA (MIN.)
#10 x 1-1/2" S.M.S. @ 16" O.C. w
D_
0.040" ANGLE W/ #8 x 1/2" Ir
S.M.S. @ 4" O.C. O
COMPOSITE ROOF PANEL
i
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m
I
HEADER (SEE NOTE BELOW)
#8 x (d+1/2") S.M.S. {ab 8" O.C.
FOR MASONRY USE - )
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL `
@ 24" O.C.FOR WOOD Il
#10 x 1-1/2" S.M x. OR WODD
SCREWS @ 1T O.C.
ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
#8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
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ON
2.00"
A = 0.434 in?
0.040" o Ix = 0.234 in'
`Ni Sx = 0.240 in?
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = 1'-0"
* 2.00"
0.045" I I A = 0.538 in'
0
Ix = 0.642 in.'
0.428 in?
6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
* 2.00"
0.060" I I o A = 0.768 in?
6Ix = 0.530 in'
Sx = 0.585 in?
6005 - T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
*z0o"*
0.050"-,I I
0o A = 0.697 in?
Ix = 1.428 in'
Sx = 0.714 in?
6005 - T5
2"__.x 4" x 0.050" HOLLOW SECTION
SCALE 2" = 1'-0"
3.00" -1
A = 0.552 in'
0.045"
Ix = 0.342 in'
Sx = 0.342 in?
6005 - T5
4 ,
SCALE 2" =1'-0"
2.00"
A = 0.776 in.'
Ix = 1.953 in. °
0.046" o Sx = 0.977 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
F IIN131SEMPOU
* 2.00"
I I A = 0.964 in?
o Ix = 3.688 in. •
0.050" Sx = 1.475 in?
Ui
LU6005 -T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.096"
SELF MATING SECTION
SCALE 2" = 1'-0"
* 2.00"
A = 1.098 in?
0
0.050" Ix = 5.938 in.
Sx = 1.979 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.120"
SELF MATING SECTION
SCALE 2" = V-W
2.02"
o A = 1.277 in?
0.060" Ix = 8.873 in. `
Sx = 2.534 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = T-0"
2.00"
0.072" o
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" = 1'-0"
* 2.00"
0.072" o
of
A = 1.999 in?
Ix=22.116in!
Sx = 4.915 in'
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.072" x 0.112"
.SELF MATING SECTION
SCALE 2" = T-0
* 2.00"
0.082" 00
of
A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 in?
6005 - T5
STITCH W/ (1) #10X3/4" 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'-0"
2.00"
0.090"
0
A = 3.023 in'
Ix = 42.466 in"
Sx = 8.493 in?
.6005 - T5
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'-0"
Town & Country 6005 Indicator Mark
(instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
CATOR
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GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. CRAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 1/2" 4 ply CDX or 7116" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. 'Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated wl two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use With aluminum by the
Aluminum Associaton and should not be used.
9. 'Any project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
)ricer 133 % wind load increase as provided for in The 2007 Florida Building
Code with 2009 Supplements. The use of this multiplier is only allowed once and
Hfave selected anchoring systems which include strapping, nails and other
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
I able 9.1 Allowable Loads Tor Goncrete Anchors
Screw Size
d = diameter
Embedment
Depth
(in.)
Min. Edge Dist 8
Anchor Spacing
5d (in.)
Allowable Loads
Tension Shear
7AMAC NAILIN (Drive Anchors)
114" "1-112"
2"
1-114" 273# 236#
1-1/4^ 315# 236#
TAPPER
(Concrete Screws)
3116"
1-114"
15116"
288#
167#
1-314"
15116'
371E
259#
1/4"
1-114"
1.114"
427#
200#
1-314"
1-114"
544#
216#
318"
1-1/2"
1-9116'
511E
402#
1-314"
3-318"
703#
455#
POWER
BOLT (Expansion Bolt
114"
2"
1-114"
624#
261E
5116"
3"
1-718'
9:1.
751#
318"
3-1/2"
1.9116"
1,575E
1 1,425#
1/2"
5"
2-112"
2,332E
1 2,220#
POWER STUD (Wedge -Bolt 0)
1/4'
2-3/4'
1.114"
812#
326#
318"
4-114"
1-718"
1,358#
921#
112"
6"
2412"
2,271#
1.21 B#
5/8'
7"
2.114"
3,288#
2,202#
Wedge Bolt
114" 1 2-112" 2-1/4' 878E 385#
318" 3-112" 3-1/4" 1
,705# 916#
112" 4" 3.314" 1,774# 1,095E
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to raw] may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2" x 6' beam with:
spacing = T-0' O.C.
allowed span=20'.5" (Table 1.1)
UPLIFT LOAD = 1l2(BEAM SPAN) x BEAM 8 UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(20.4Z) x T x 10# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
. 427#
Therefore, use 2 anchors, one (1) on each side of upright.
Tale is based on Rawl Products' allowable loads for 2.500 p.s.l. concrete-
Scre./Solt
Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs.)
#8
0.164'
122
139
153
200
228
255
#10
0.190"
141
161
177
231
263
295
-
#12
0210"
156
178
196
256
291
327
-
#14
0.250"
196
212
232
305
347
389
529
114"
0.240"
179
203
223
292
333
374
508
5116"
0.3125"
232
265
291
381
433
486
661
318"
0.375'
279
317
349
457
520
584.
793
112"
0.50-1
373
423
465
I sc
693
779
1057
Allowable Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.)
Screw/Bolt
I Single Shear
Size
Nd
0.044"
0.050"
0.055"
0.072"
0.082"
0.092"
0.125"
#8
0.164'
117
133
147
192
218
245
#10
0A 90"
136
154
170
222
253
264
-
#12
0.210"
150
171
188
246
280
293
-
#14
0.250"
179
203
223
292
333
374
508
1/4"
0240'
172
195
214
281
320
358
487
5116"
0.3125"
223
254
279
366
416
467
634
318"
0.375"
268
305
335
439
499
560
761
1/2"
1 0.50"
1 357
1 406
1 447
585
666
747
1 1015
Allowable Shear Loads on Saews for Nominal Wall Thickness (T) (Ibs.)
Bolt
Double Shear
Size
Nd
0.044"
0.050"
0.055"
D.072"
0.082'
0.092"
0.125"
114"
0240'
343
390
429
561
639
117
974
5116"
0.3125"
446
508
559
732
.2
934
1269
318"
0.375"
536
610
670
878
998
1 1120
1522
1/2"
0.50"
1 714
812
894
1170
1332
1 1494
2030
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths: Celus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings.
3. Minimum thickness of frame members Is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T:g
11 1269
5052 H-251
1522
6005 T-5
1 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.04
1.20
7d
1.08
1.40
ad
1.11
1.60
9d
1.14
1.B0
10d
1.18
2.00
11d
1.21
12d
1.25
Table 9.5A Allowable Loads 8: Roof Areas Over Posts
for Meta[ to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 27.42 #/SF
Fastener
diam.
min. edge
distance
min. dr.
to ctr.
No.
of Fasteners
/ Roof Area
(SF)
1 / Area
2/ Area
3/ Area
4/ Area
114"
112"
SI8"
1,454 - 53
2,908 -105
4,362 - 159
5, it - 212
5116"
318"
7/8"
1.894 - 69
3,788 - 138
5,682 - F.
7,576 - 276
3/8"
3/4"
T.
2,272-82
4,544-166
6.816- 2491
9,088-331
1/2"
1"
1-1/4"
3.030 -110
6,060 - 221
9,090 - 332
12,120 - 442
Table 9.513 Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #/SF
Fastener
diam.
min. edge
distance
min. ctr.
to ctr.
No.
of Fasteners
/ Roof Area
(SF)
1 / Area
21 Area
31 Area
4/ Area
114"
1/2"
518"
1.454 - 41
2,908 - 82
4.362 -1251
5,819 - 154
5116"
318"
7/8"
1.894 - 53
3.788 - 107
5,682 -160
7,576 - 213
3/8"
3/4"
1'
2.272 - 64
4,644 -128
6,816 -192
9.088 - 256
1)2"
1"
1-1/4"
3,030 -85
6.060 - 171
9,090 - 256
12.120 - 341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A 8 B are based on 3 second
wind gusts at 120 MPH; Exposure'13%
1= 1.0.
2. Minimum spacing is 2-1/2d O.C. for
screws 8 bolts and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
Allowable
Muttl
Load
liars
Tension
Shear
12d
1.25
11d
121
10d
1.18
2.00
9d
1.14
1.80
Bd
1.11
1.60
7d
,.OB
1.40
6d
1.04
1.20
5d
1.00
1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # 1 SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1"
264# -10 SF
528# - 19 SF
792# - 29 SF
1056# - 39 SF
114"e
1-1/2"
396# - 14 SF
792# - 29 SF
1188# - 43 SF
15a4# - 58 SF
2-1/2"
660# - 24 SF
1320# - 48 SF
1980# - 72 SF
2640# - 96 SF
1^
312#-11 SF
624#-23 SF
936#-34 SF
12484-46 SF
5/16"e
1.112"
468E - 17 SF
936# - 34 SF
1404# - 51 SF
1872# - 68 SF
2-1/2"
780# - 28 SF
1560# - 57 SF
2340#- 85 SF
3120# - 114 SF
1"
356#-13 SF
712#-26 SF
1068#-39SF
1424#-52SF
3/8"e
1-VP"
534#-19 SF
1068#-39SF
1602E-SB SF
2136E-78 SF
2-1/2"
1 890# - 32 SF
1780E - 65 SF
2670# - 97 SF
13560# - 130 SF
CONNECTING TO: CONCRETE [Min. 2.500 psi] for PARTIALLY ENCLOSED
Buildings
Fastener
Diameter
I Length of
Embedment
- Number of
Fasteners
1 2 1 3 4
TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailln or Equivalent)
1/4"o
1-112"
273#-10 SF
546#-20 SF
1 819#-30 SF
1092#-40 SF
2"
316#-12 SF
1 632#-23 SF
1
1 948#-35 SF
1264#-46 SF
TYPE OF FASTENER = Concrete Screw (Rawl Tapper
or Equivalent)
3116"o
1-114"
288#-11 SF
576#-21 SF
864#-32 SF
1152#-42 SF
1.3/4"
371#-14 SF
742#-27SF
1113#-41 SF
1484#-54 SF
1/4'e
1.114"
365#-13 SF
730#-27SF
1095#-40 SF
1460E-53 SF
1314"
427#-16 SF
854#-31 SF
1281#-47 SF
1708#-62 SF
3/8"e
1.1/2"
511#-19 SF
1022#-37 SF
1533#-56 SF
2044#-75 SF
1314"
703#-26 SF
1406#-51 SF
2109#-77 SF
2812#-103 SF
TYPE OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent)
3/8"o
2.112"
1 1050#-38SF
2100#-77SF
3150#-115SF
420D#-153 SF
3-1/2"
1575#-57 SF
I 315D#-115 SFJ
4725#-172 SFJ
6300#-230 SF
1/2"o
3
1399#-51 SF
12799#-102 SFJ
4197#-153 SFI
5596#-204 SF
5'
2332# - 85 SF
14664# - 170 SFJ
6996# - 255 SFJ
9328# - 340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where
d Is the anchor diameter.
2. Allowable mof areas are based on loads for
Glass / Enclosed Rooms (NIWFRS); I = 1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
(Tables Shown),
multiply allowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6
1.01
110
26.8
1.01
120
27.4
1.00
123
28.9
0.97
130
32.2
0.92
140-1
37.3
0.86
140-2
37.3
0.16
150
42.8
0.80
Screw B
Metal to Plywood
1/2" 4 ply
518" 4 ply
314" 4 ply
Shear
lbs.
Pull Out
lbs.)
Shear
(Ibs.
Pull Out
(Ibs.)
Shear
(Ibs.)
Pull Out
(Ibs.)
#8
93
48
113
59
134
71
#10
100
55
120
69
141
78
M2
118
71
131
L145
78
143
94
#14
132
70
1 88
157
105
Table 9-7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel
Steel Mandrel
Rivet Diameter
Tension (Ibs.
ar She
Tenslon (Ibs.
Shear
118"
129
176
210
325
5/32"
187
263
340
490
3/16'
262
1 375
445
720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph C" Exposure Vary Screw Size wl Wind Zone Use Next larger Size for "C"
Exposures
-
Maximum Screw/Anchor Size
f Beam
ht
Attachment Type
Size Description
To Wall
0
To Upright I Beam
p
0.044"
Angle
1" x V x 0.D45"
3116,
#10
0.044"
UG"x
Angle
V x 1" x 1/19 (0.063)
3/16'
#12
0.072"
U-channel
1-1/2" x 1-1/2' x 1-1/2' x 0.125"
1/2"
#14
0.072"
U-channel
1"x 2-118' x Vx 0.05D"
5/16'
5/16
D.072'
Angle
1' x 1' x 1/8' (0.125")
3116'
#12
2" x 10" x 0.072"
Angle
1-112" x 1-1/2" 1/16"(0.062")
1/4"
#12
2' x 7" x 0.072'
Angle
1-112' x 1-112" 3116'(0.188")
1/4'
#14
2" x 10" x 0.072"
Angle
1-1/2" x 1-1/2" Vil'(0.06T)
1/4'
#14
2" x 7" x 0.072"
Angle
1-314" x 1-3/4' x 1/8"(0.125")
1/4"
#14
2" x 10" x 0.072"
U-channel
"14" x 13/4" x 1-3/4' x 1/8'
318"
#14
2" x 10" x 0.072"
Angle
2" x 2' x 0.093'
318"
318'
2" x 10" x 0.072"
Angle
I 2" x 2' x 1/8"(0.125')
5116'
5/16"
2" x 10" x 0.072"
Angle
1 2' x 2" x 3/16'(0.313")
1/2'
1/2"
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam / updght found in table 1.6.
2. For post attachments use wall attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wall thickness.
3. Inside connections members shall be used whenever possible
Le. Use in lieu of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection If possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable -Load and Attributable Root Area for 120 MPH Wind Zone (35.53 # 1 SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of
Fasteners
1 1
2
3
4
1"
264# - 7 SF
528# - 15 SF
792# - 22 SF
1056# - 30 SF
114"o
1-112"
396#-11 SF
792#-22 SF
1188#-33 SF
1584#-45 SF
2-112"
660# -19 SF
1320# - 37 SF
1980# - 56 SF
2640# - 74 SF
1"
312#-9 SF
624#-183F
936#-26 SF
1248#-35 SF
5116"e
1.1/2"
468#-13 SF
936#-26 SF
1404#-40 SF
1872#-53 SF
2-112"
780#-22 SF
1560#-44 SF
2340#-66 SF
3120#-88 SF
318"e
1"
356#-10 SF
712#-20 SF
1068#-30 SF
1424E-40 SF
1
34#-15 SF
1068#-30 SF
1602#
21 3SF
2-
90# - 25 SF
W# - 50 SF
2670# - 75 SF
3560# -100 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I Length of
Embedment
Number of Fasteners
1 1 2 1 3 4
PE OF FASTENER = "Quick Set" Concrete Screw (Raw] Zamac Nallin or Equivalent)
1/4"o
1-112"
233#-8 SF
466#-17 SF
699#-25 SF
932#-34 SF
2"
270#-10SF
540#-20SF
I 810#-30SF
1080#-39SF
PE OF FASTENER
= Concrete
Screw (Rawl Tapper
or Equvalent
3/16"o
1-112"
246#-7 SF
492#-14 SF
738#-21 SF
984#-28 SF
1-314"
317#-9 SF
634#-IBSF
I 951#-27SF
1268#-36 SF
1/4"o
1.1/2"
365#-10 SF
730#-21 SF
1095#-31 SF
1460#-41 SF
1-314"
465#-13 SF
930#-26 SF
1395#-39SF
1860#-52SF
318"a-
1-112"
437#-12 SF
874#-25 SF
1311#-37 SF
1748#-49 SF
1-314"
601#-17 SF
1202#-34SF
1 1803#-51 SF
2404E-68 SF
PE OF FASTENER=
Expansion
Bolts (Raw] Power
Bolt or Equivalent
318"e
205E-34 S
3610E-112 SF
B1# -114376 SF
0#-3SF
17
0E -
10SF42
1/2"o
3"
1806#-51 SF
13612#-102 SFI
541 a#-152 SFI
q:F3-112"
7224#-203SF
5"
1993#-56 SF
3986#-112 SFJ
5979#-168 SFJ
7972#-224 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d
where it is the anchor diameter.
2. Allowable loads have been Increased by 1.33 for
wind loading.
3. Allowable roof areas are based on loads for
Glass / Partially Enclosed Rooms (MWFRS)
I = 1.00
WIND LOAD CONVERSION TABLE:
For Wind ZonesrRegions other than 120 MPH
(Tables Shown), mulfiply allowable loads and roof
areas by the conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
25
1.22
110
30
1.11
120
35
1.03
123
37
1.00
130
42
0.94
1404&2
48
0.88
150
56
0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wall
Metal Upright
Concrete
Wood
2"x 10"
114"
#14
1/4'
1/4'
2"x9"
114"
#14
1/4'
1/4"
2" x 8"
114"
#12
114'
#12
Y'x7"
3116"
#10
3116"
#10
2" x 6" or less
3116"
#8
3/16"
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
#12
#14'
Bit 6"
318"
#8
1.00
0.80
0.58
0.46
027
021
#10
0.80
1.00
0.72
0.57
0.33
0.26
#12
0.58
0.72
1.00-
0.78
0.46
0.36
#14
0.46
0.57
0.78
1.00
0.59
0.46
5116"
0.27
0.33
0.46
0.59
1.00
0.79
318"
0.21
1 026
0.36
0.58
1 0.79
1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
114"
318"
3116"
1.00
0.83
0.50
114"
0.a3
1.00
1
0.59
3/8"
0.50
0.59
1.00
Dyna Bolts (15/8' and
2-114" embedment respectively)
Anchor
3116"
112"
Size
3116"
1.00
0A6
1/2"
0.46
1.00
" Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even
of screws.
Example:
If (10) #8 screws are required, the number of #10 screws desired is:
0.8x10=(8)#10
J
Q
a
20
ZD
6
y J
W
fn
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cc m o
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w O a
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