HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY
Date:1�,
Fee Due:
Receipt#
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 Virginia Avenue
Ft. Pierce, FL 34982-5652
772-462-1553
Permit # / 11
APPLICATION FOR ALUMINUM STRUCTU7ACP
S PERMIT
ALL INFO MUST BE COMPLETE & FILLED IN TO BE PTED
PROJECT INFORMATION
1. LOCATION/SITE ADDRESS: I3If-7-7 ./ c Z1 ' 191-1 "7
2. PROJECT NAME: Z.A_ kt vw a noR Paa k SITE PLAN NAME:
3. PROPERTY TAX ID #: 1/6ag
4. LEGAL DESCRIPTION (attach extra sheet If necessary): LAj.1&,,e m i „ o a. Pw, a /c
I OR 2a,9 21-/
5. PLAT BK PAGE BLOCK LOT
6. PARCEL SIZE: ACRES/SQ FT. LOT DIMF1 BONS d.Q�
7. SETBACKS (ACTUAL) FRONT: BACK: RIGHT SIDE:_ LEFT SIDE:
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 i
b
CARPORT/PATIO ROOF
S4 ❑ NEW 16, EXISTING
X
❑ HABITABLE 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 ❑l EXISTING
X
❑ ROOF SYSTEM OVER
EXISTING ACCESSORY STRUCTURE
❑ NEW ❑ EXISTING
X
❑ OTHER:
❑ NEW ❑ EXISTING
X
❑ ALUM POOL FENCE
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
rf
9. VALUE OF CONSTRUCTION: $ w"
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 $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDV Form No.: 001-02 Rev.042612010 A — �
OWN FORMATION'
NA1iE--
ADDRESS:
CITY: P ; c Ic le f -4 C, v. STATE: b W ZIP
PHONE (DAYTIME): cL 19 Sf G ci -'-/.f Is- - EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER:
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): L�
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #: ST. LUCIE COUNTY CE$tT #: of G/ So7
BUSINESS NAME: was Coosa g/c. W nay paa l .e-�s
QUALIFIER'S NAME: nm r, 4
ADDRESS: /o o Sr (.3 e. l ( a e
CITY: E4 . P ,' e ,r e, -c STATE: 1= ( ZIP 3 y 9 $ a —
PHONE (DAYTHVIE): FAX NO. q6 z1. 76 p —3 email:
ARCHITECT/ENGINEER )3 ,e H H t f
,,ADDRESS: 3/S"
TITY: doo t-P U r a K fj-e__ STATE: /' /. ZIP 3 a a y
I, PHONE (DAYTIME): (320
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
AND RVAC
ZONING REQUIREMENTS
All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE.
❑ 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
V inspection verification. ( not required for construction unrelated to storms)
OFFICE USE ONLY
SECTION
TOWNSHIP
RANGE
MAP NO.
L1Lq 5- 0S
ZONING
��
LAND USE
LOT CVG%
Additi onal
.Permits
Required
REPORT
BIMS FEE
$
MLSC FEES
$
TOTAL FEES
CODE
BUMDING & ZONING REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
COMPLETE
ii �I12-
Z
t v
a
rn MAr A
1 / 41 r
PLAN RE,,__'EW SPECIFICATION
PLEASE PROVIDE ONE OF THE FOLLOWING:
2 Sets of Detailed Plans: Dated, Signed & Sealed by an -Engineer or Architect holding a Florida State professional license.
El2 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 fs489.113.
(I) 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 0 wall detail, dimensions and all material must be sized and identified.
• All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"].
• All methods of fastening or other details which are relevant to the designmust be identified on the Plans.
• All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"].
• All chair -rails, roof purlins, girts, 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 ANYALUMINUM 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 11714, 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 designei 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 MOBII,E HOME SHALL REQUIRE:
(a) A 4s' 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.
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 Contractor / Owner Builder, have verified 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 the footprint of the structure that was in existe ce prior to removal by the storms.
kA
OWNER OR CONTRACTOR SIGNATURE CONTRACTOR SIGNATURE
STATE OF FLORIDA
COUNTY OF .57. 1-4rew
The foregoing instrument was acknowledged before me
me this 2 ?"day of &cemaey- , 20 41 ,
by Mrweiv AlAxw
who is personally known
produced
�o me, or who has
as identification. ;;s+s':%%i<<,n DONALD M HOLMAN
MY COMMISSION # EE126749
EXPIRES S(g"per 20, 2015
Signature of Notary 7)39M1Lw FkrldaNataryServke.com
IMPORTANT NOTICES:
STATE OF FLORIDA
COUNTY OF S`T. LOcyE
The foregoing instrument was acknowledged before me
me this Z %14day of Ofce,"Oeo— , 20 / /
by AQ7r#Lrw MM"s
who is personally known me, or who has
produced
as identification. ;�,"'S;^ DONALD M HOLMAN
MY COMMISSION # EE126749
EXPIRES Sepl 1520, 2015
Signature ofNotary lold NderySerykexom
• 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.
I-
BOARD OF COUNTY
COMMISSIONERS
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
BUILDING & CODE
REGULATION DIVISION
FAX COVER SHEET
FAX #: (772) 462-6448 PHONE #: (772) 462-1553
DATE: 1 NO. OF PAGES INCL. COVER:
TO: C t J� Ccct ► 11.L:il'�l ( �1(�l a /��
ATTN: l` ►C.i,"1n��iul.S RE: �I
SENDER: Lydia Galbraith PHONE #: 462-1555
COMMENTS: ��C�� Cj Ci [` .e- cibaiyyrat acAn(i='
1joil) �D� Icon Gt
lFor Mobile Home Parks!
!Application Procedures.
al
U
LJ
>erson desiring to decrease any required minimum yard sek i tbacn am
sting Mobile Home Park by replacing apre-existing structure after the
sctive date of this Ordinance_ (Ordinance 06-013) by no more than two
-ds of the minimum standard shall apply for a variance on a form provi
(by the Building Code Administrator or his/her desi
�An appliction fe _ae in accordance with Section 11.12.00. Except as otherwise]
rrovided herein, _ the application fee shall be waived for completed��
applications received by the Building Official on or before December 3U
2006. �--�--- _
The_a_pplication_shall b_e in such_a form and contain such information and!
documentation as shall be prescribed from time to time by the Building Code
Administrator or his/her designee, but shall contain at least the following:]
0
u
L,J
Name and address of applicant.l
Legal description of the property which is subject of the application_]
Size of the subject property_]
certified boundary survey or a scaled plot plan, as deemed
;cessary by the Building Code_ Administrator or his/her designeel
r the subject property showing the location of the proposed M_obi
D?me and any accessory structure or Single Family Residence at
iy accessory structure, along with all setback and distance
easurements to all adjacent structures_, site improvements andf
ilityservice) _ -
iWith rani easonable period of time, not to exceed thirty (30) days after]
receipt o_f anplicat apion o_r receipt of additional information pursuant to this;
Section, the Building Code Administrator or his/her designee, shall examine
ithe application or information submitted and notify the applicant of apparen
!t!errors or omissions, and request such additional information_ as may bei
(necessary for the processing of the application.!
-- -- -- -- — - - -- - - - -
Within thirty_(30) working_days after an application has been determined toy
be completee,the Building Code Administrator or his/her designee_shall either.,
grant the variance, grant the variance with conditions or deny the variance]
th reasons clearly stated.
person aggrieved by a decision of the Building Code Administrator c
her designee may appeal the_decision within thirty (30) days after the
lition of such decision to the Board of Adjustment pursuant to procec
forth in 'Section 11 11.00 of this Code.1
2�1
General Standards for Issuance. The Building Code Administrator or his/_her_ designee;
shall grant the requested variance if all of the applicable following standards are,
,J
13
c-i
LJ
F91
ration that the Mobile Home Park was in legal existence upon th
date of this Ordinance (Ordinance No. 06-013).1
demonstration that the placement of the proposed structure will meet the!
ntent of all separation standards as required for all Mobile Home parks any
)her applicable provision of this Code, Florida Building Codes_or the firet
:ode(s) and that the requested variance is the minimum necessary toalo_cate
he proposed structure on the property.,
Demonstrate that a similar structure existed on the subject property at the,
proposed location of the new structure on the effective date of this Ordinance
(Ordinance No. 06-013
Demonstration that'the placement of the proposed structure, if a m.obilel
home, will not be located closer than ten (10) ft (3 m) side to side, eight (8) ft
�2.4 m end to side, or six 6 ft 1.8 m end tond h eorizontal) from ally othe
mobile home, manufactured home, single family detached dwelling orl
community building unless the exposed composite walls and roof of elherr
structure are without openings_ and constructed of materials that will provide!
a one -hour fire rating or the structures are_separated by a one -hour fire-ratec
barrier.—
Demonstration that the placement of the proposed structure, if an accessory!
structure, if located immediately adjacent to a site line is constructed entirely
of materials that do not support combustion and provided that _s_uch_b_pldings
or structures are not less than three(3) ft (0.9 m) from an accessory building;
,or structure on an adjacent site. An accessory building or structures —,
constructed_of combustible materials shall be located no closer than five (5)i
rft (1f5 ml from the site line of an adioinina situ
literal application of the provisions of the Code for required minima
setback will result in an undo hardship on the property_owners a_ n
d otherwise prohibittheuse of the petitioned property as others ai
I in the surrounding neighborhood.
The variance requested will not result in any encroachment into any
access/utility easement or other common area.
The variance requested will not conflict with any other provision of this Code
conditions on Variances. The Building Code Administrator or his/her designee shall
attach such conditions, limitations and requirements to the variance as are necessary!
=- _=
o effectuate the purpose of this section.
PLANNING & DEVELOPMENT SERVICES DEPARTMENT
BUILDING & CODE REGULATIONS DIVISION
2300 Virginia Ave
Fort Pierce, FL 34982
772-462-1553
Application for a Administrative Variance from the Provisions
of the St. Lucie County Land Development Code
4,5ro.00
Please complete the requested information below and submit all items to the St. Lucie County Code
Compliance Division at the address listed above. The proper non-refundable application fee must
accompany all applications or they will not be accepted for processing. For assistance in submitting the
petition, please contact Zoning at 772-462-5296.
Applicant's Information
1. Name:
2. Address:
Phone Number: Fax Number:
3. Location of Property Proposed for a Variance:
4. Property Tax Identification Number (s): (attach extra sheets if necessary)
5. 1(we) do hereby petition the St. Lucie County Board Building Code Administrator for the following
variance fiom the St. Lucie County Land Development Code. (State the variance # of ft )
6. What is the purpose of the proposed variance
7. State reasons why this variance will not be injurious to other property and/or improvements i i the
neighborhood in which the subject property is located.
8. Please attach a diagram of the property showing the dimensions of the lot and all other dunensions
necessary to understand this application.
For Office Use Only:
Zoning Future Land Use
Special Notice
(Please read before signing acknowledgments below)
Submission of this application does not constitute the granting of a Variance. All appropriate
requirements inust be met prior to this project being presented for approval to the appropriate authority.
St. Lucie County reserves the right to request additional information when necessary for a complete
review of this Variance application.
Acknowledgments
Applicant Information (Property Developer): Agent Information:
Name:
Address:
Phone:
Property Owner Information:
Name:
Address:
Phone:
This application will not be considered complete without the notarized signature(s) of all property
owner(s) of record which shall serve as an acknowledgment of the submission of this application for
a Variance. The property owner(s) signature(s) below shall also serve as authorization for the
above applicant or agent to act on behalf of said property owner.
Property Owner Signature
Mailing address:
Phone:
State of Florida
County of
The foregoing instrument was acknowledged before me this
by , who is personally known
Signature of Notary
Title: Notary Public
SLCPDSD Revised 06/21/2010
Commission Number
Print Property Owner's Name & Address
day of , 20 ,
to me or who has produced
as identification.
Type or Print Name of Notary
(Seal)
TRANSMISSION VERIFICATION REPORT IA
TIME 01/01/2012 13:40
NAME SLC CODE COMP
FAX 7724626448
TEL 7724622963
SER.* BROE5J278861
DATE DIME
01 / 01 13: 39
FAX NO./NAME
94647603
DURATION
00:01:23
PAGE(S)
05
RESULT
OK
MODE
STANDARD
ECM
DATE:
TO:
BOARD OF COUNTY
COMMISSIONERS
ub4 -,60�
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
BUILDING & CODE
REGULATION DIVISION
FAX COVER SHEET
FAX #: (772) 462-6448 PHONE #: (772) 462-1553
NO. OF PAGES INCL. COVER: . _
AWN:
moLione
—RE,
SENDER,:
Lydia Galbraith
PHONE #:
462-1555
Comm
T
Fj
5
12,
EAST COAST ALUMINUM
PRODUCTS, INC.
1008 Bell Avenue, Suite A
Fort Pierce, FL 34982
(772) 464-7600 283-5650
Lake Manor properties Inc
13827 S. Indian glvlar")f- #71
WE
40%
®r,
-
EAST COAST ALUMINUM
PRODUCTS, INC.
1008 Bell Avenue, Suite A
Fort Pierce FL 34982
(772) 464-7660 283-5650
JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY
FILE # 3665980 C" "=JOOK 3355 PAGE 2843, Recorde%'-' 1/19/2012 at 08:45
gFrpg"=RDINaREMRN TO:
i__-
NOTICE OF COMMENCEMENT
The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 7I3,
Florida statutes the following information is provided in the Notice of commencement.
1. DESCRIPTION OF PROPERTY (Legal description and street address) TAX FOLIO NUMBER: '/6e4.VoN -ooi 9-o ao -1
SUBDMSIONAE/l,f loAW. BLOCK TRACT_-LOT_—_-__OLDG UNIT
2. GENERAL DESCRIPTION OF IMPROVEMENT: r
3. OWNER INFORMATION: a. Namek: e to eee'. C U 10.,,.
b.Address 4(,1'. 54.c.l e. a& Q— P:akec�a.. OU e13t47 c.interest inproperty
d. Name and address of fee simple titleholder (if other than owner)
4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: La S i (otodu 0,6
/00y A,// 11dC /:�.�: 'se �/ /%/ .3e198j 779f//_1-/-96U0
5. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT:
6. LENDER'S NAME, ADDRESS AND PHONE NUMBER:
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by
Section 713.13 (1)(a) 7., Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
8. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor s Notice as provided in Section
713.13 (1)(b), Florida Statutes: 772• 4/4-/-7b00
NAME, ADDRESS AND PHONE NUMBER: /oox .8e-11 /11je rf.P.•�.�c i=/ 3�1ySra-
9. Expiration date of notice of commencement (the expiration date is I year from the date of recording unless a different date is
specified) — 20_
Zr Co//PA .
Print Name and Provide Signatory's Title/Office
Owner's Authorized Otficer/Director/Partner/Mauager
State of Florida
County of ST UVE
The fore wing instrument was acknowledged before me this _ day of ,�66C- 4-- 20/1
By KgIyAQ.O.7 C ud:AL as g2&&E2
(Name of person) (Type of authority,.. e.g. Owner, officer, trustee, attorney in tact)
For
(Name of party on behalf of whom instrument was executed) Personally Known, or produced the following type of ID: 2g Ve*Y Itefiurf
DONALD M HOLMAN
'//DA/4" 9 IwfdN MY COMMISSION S EE178748
(Printed Name of Notary Public) (Signature of Notary Public) EXPIRES Seplmber 20, 2016
107 ai601'3� FlondrtNou tHa.twm
Under penalties of perjury, I declare that I have read the foregoing and that the facts in it are true to the best of my knowledge and
belief (section 92525, Florida Statutes).
Signature(s) of Owner(s) or Owner's)' Authorized Officer/Dir�ejccttor/Plarrhter/Manage-ryw-•ho signed above:
By: u By
Rev. OWOntm(R,x iql
.STATE OF FLORIDA
ST. LUCIE COUNTY
THI IST0CERTIFYTHA TH A
C1)?r'-
TRU A CDR CTCO.Y FT
; SitF.
ORI AL.
EPH E
M TH CL
'-
� l
rr• co.''
Date._,e.
-i
Paula Bushby
From: Paula Bushby
Sent: Friday, January 13, 2012 11:57 AM
To: Mark Satterlee
Cc: Robin Meyer, Beverly Austin
Subject: RE: Administrative Variance for Mobile Home Park Permit # 1112-0294
No problem, I will attached this e-mail to my copy and issue the permit.
Thanks,
Paula
From: Mark Satterlee
Sent: Friday, January 13, 2012 11:55 AM
To: Paula Bushby
Cc: Robin Meyer; Beverly Austin
Subject: RE: Administrative Variance for Mobile Home Park Permit # 1112-0294
Paula — I signed one a day or two ago which is probably the one you reference — Bev- do you have it?
Mark Satterlee, AICP, Director
Planning & Development Services
St Lucie County, Florida
772.462.2822
satterleem@stlucieco. org
From: Paula Bushby
Sent: Friday, January 13, 2012 11:53 AM
To: Mark Satterlee
Cc: Robin Meyer
Subject: Administrative Variance for Mobile Home Park Permit # 1112-0294
Good afternoon Mark,
I delivered to your office the above Administrative Variance for permit # 1112-0294 on the 6th. The permit is ready but
we will need the Variance approval before we can issue it.
Thank you,
Paula
Paula Bushby
Permitting & Zoning Supervisor
St. Lucie County
772-462-1558
772-462-2522 (fax)
bushbvp@stlucieco.org
Please Note: Florida has very broad public Most written communications to or from County offiaaia 1egarding County business are public records
available to the public and media upon request. It is the policy of St. Lucie County that all County records shall be open for personal inspection, examination and /
or copying. Your e-mail communications will be subject to public disclosure unless an exemption applies to the communication. If you received this email in error,
please notify the sender by reply e-mail and delete all materials from all computers.
Please Note: Florida has very broad public records laws. Most written communications to or from County officials regarding County business are public records
available to the public and media upon request. It is the policy of St. Lucie County that all County records shall be open for personal inspection, examination and /
or copying. Your e-mail communications will be subject to public disclosure unless an exemption applies to the communication. If you received this email in error,
please notify the sender by reply e-mail and delete all materials from all computers.
Paula Bushby
To: Mark Satterlee
Cc: Robin Meyer
Subject: Administrative Variance for Mobile Home Park Permit # 1112-0294
Good afternoon Mark,
I delivered to your office the above Administrative Variance for permit # 1112-0294 on the 6th. The permit is ready but
we will need the Variance approval before we can issue it.
Thank you,
Paula
Paula Bushby
Permitting & Zoning Supervisor
St. Lucie County
772-462-1558
772-462-2522 (fax)
bushbvp@stiucieco.org
Planning and Development
Services Department
MEMORANDUM
To: Mark Satterlee
Planning & Development Services Director
Robin Meyer
Building & Code Compliance Manager
From: Paula Bushby
Permit/Zoning Supervisor
Date: January 6, 2012
Subject: Administrative Variance for the Required Minimum Yard Setback Standards
for Mobile Home Park
Attached please find an Application for an Administrative Variance for the required Minimum Yard
Setbacks in a Mobile Home Park.
10.01.14 Administrative Variance for the Required Minimum Yard Setback Standards
General Standards for Issuance: The Building Code Administrator or his/her designee shall grant the
requested variance if all of the applicable following standards are satisfied:
Demonstrate that the Mobile Home Park was in legal existence upon the effective date of this
Ordinance 06-013
Lake Park Manor has been a Mobile Home Park since 1972. The Zoning/Land Use is RMH-5/RU
Demonstrate that the placement of the proposed structure will meet the intent of all separation
standards as required for all Mobile Home parks, any other applicable provision of this Code, Florida
Building Codes or fire codes and that the requested variance is1he minimum necessary to locate the
proposed structure on the property.
The proposed structure will be replacing an existing structures in the same location and on the
existing concrete pad.
Demonstrate that a similar structure existed on the subject property at the proposed location of the
new on the effective date of this Ordinance (06-013)
Photograph of existing structure prior to hurricanes.
Demonstrate that the place ,dI it of the proposed structure, if a mobile nome, will not be located closer
than ten (10) feet side to side, eight (8) feet end to side, or, six (6) feet end to end horizontally from
any other mobile home, manufactured home, single family dwelling or community building.
Structure is not a mobile home, any residence or community building. The structure is an
accessory carport.
Demonstrate that the placement of the proposed structure, if an accessory structure, is constructed
entirely of materials that do not support combustion and provide that such buildings or structures are
not less than three (3) feet from an accessory building or structure on an adjacent site. An accessory
building or structure constructed of combustible materials shall be located no closer than five (5) feet
from the site line of an adjoining site.
The structure is an aluminum carport and is constructed of materials that do not support
combustion.. The proposed carport will be seven (7) feet from the adjacent mobile home.
The literal application of the provisions of the Code for required minimum yard setback will result in
undo hardship on the property owners and would otherwise prohibit the use of the petitioned property
as others are used in the surrounding neighborhood.
Many of the existing structures in the Lake Manor Mobile Home Park do not and have not met the
required setbacks.
The variance requested will not result in any encroachment into any access/utility easement or other
common area.
The proposed structure will not encroach into any access/utility easement or any common area.
Paula Bushby
Permit/Zoning Supervisor
F7J11 F71f L171L 1J: J7 I lL�FOL04Y0 ��a, l,uu[. v.n•r' ^�- " •• ""
PLANNING & DEVFLOPMENT SERVICES DEPARTMENT _
BUILDING & CODE REGULATIONS DTVISTON
0 2300 Virginia Ave
Port Picrce, FL 34982
772-462.1553 p
Application for a Administrative Variance from. the Provisions JAN5 2012
of the St. Lucie County Land Development Code QTLu
e aouN.Tv F�
Please complete the requested information below and submit all items to the St, Lucie County Code
Compliance Division at the address listed above. The proper ,non-refundable application fee must
accompany all applications or they will not be accepted for processing, For assistance in submitting the
petition, please contact Zoning at 772-462-5296.
Applicant's information
1. Namc:ra',C,1n-c..&cA C r. `1 _,v,,
2. Address: 13 y a 7 L n ee a H
r-/. 3y9s7
Phone Number: 4/ 1 q - T 6 cZ Fax Number:
3. Location of Property Proposed for a Variance:
oL O 7 Z,C G G� k -e _ /3'1 G n O 2 Pe & PC
4. Property Tax ,Identification Number (s); (attach extra sheets if necessary) c/ so9 - so Is - ao',a - add `�--
�k Makaa .PQs►� c^�o�.� .t;,, SI+-T 3z-J
5. I (we) do hereby petition the St. Lucie County Board Building Code Administrator for, the following
variance from the St. Lucie County Land Development Code. (State the variance # of ft) t
_Spy. iLi�TG -✓rc�{ I.. wtc�. w\ a��oR- � 5 lQ �� `,� �� `�� � � ���
w e .r- 7 '
w� WOe�\Gi tGi �' U
6. What is the purpose of the proposed variance
To Qe i v►S-4a 0 0—c,{Oo1L4- oin 2�[� 5{-� w" c�17 a.",A
CarQoa+ wc-S Los-_ i r. 1-I (A.retQti V. oP�oo,S
7, State reasons why this variance will not be iniurious to other property and/or improvements in the
neighborhood in which the subject property is located.
-Th.� VUp,w C_a..r4JnQ_-i- �.�occtrl Improup- 4-1,e, 1.3o/c- YY\Cti6-11VK
Q v�
$. Please attach a diagram of the property showing the dimensions of the lot and all other dimensions
necessary to understand this application.
Eu1101 / 2012 13: 39
/ l24b2b44t3
5LL; Lvut cutar
I -RUM VOl G7J
For Once Use
Zoning .
�erm�� ►i�aoa��
Future Land Use
Special Notice
(Please read before signing acknowledgments below)
Submission of this application does not constitute the granting of a Variance. All appropriate
requirements must be met prior to this project being presented for approval to the appropriate authority.
St. Lucic County reserves the right to request additional information when necessary for a comp' lete
review of this Variance application.
Acknowledgments
Applicant Information (Property Developer):
Nance: �Qsy C'�.s191
Address: /ooir- /3.e // do -e- .
Phone: _ � 7.2 p o
Property Owner Information:
Agent Information:
Name:
Address:
Phone:
This application will not be considered complete without the notarized signature(s) of all property
owner(s) of record which shall serve as an acknowledgment of the submission. of this application for
a Variance. The property owner(s) signature(s) below shall also serve its authorization for the
abov plicant or agent to act on behalf of said property owner.
/Z�L.a.rc/ Oa_l/p,n
r erty Owner 9fanature Print Property Owner's Name & Address
Maiting address: 9 G i a ,S�a 1 P 01 eLr_13 ,. / 3 Ya.� S i h cLa 0 /2,'ae4 11 _
k0k,arthp4ny% elk n �131Ni
Phone: I// 9 - frG-Li - e./6-iS
State of Florida
County of (Y.. L 9cof
��!A'ere.E /=/. 7
The foregoing instrument was acknowledged before me this day of ,TAN. , Z0 f 2 ,
by Af WA94 Ct-LCN , who is personally known _ to me or who has produced
026VEL `f Licepre as identification,
pow ,9 W,l,MA,
Signature or Notnry Type or Print Name of Notury
Title: Notary Public Commimion Number L"IF (2,L 790 DONAAA HOLMAN
••E MY COMMISSION # EE126749
SLCPDSU Revised 06/21/2010 .. EXPIRES September20, 2015
,07) 38tM153 FloddeNotaOervWxom
EAST COAST ALUMINUM
PRODUCTS, INC.
1008 Bell Avenue, Suite A
Fort Pierce, FL 34982
(772) 464-7600 283-5650
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EAST COAST ALUMINUM
PRODUCTS, INC.
1008 Bell Avenue, Suite A
Fort Pierce, FL 34982
.(772) 464-7600 283-5650
LII
EAST COAST ALv►NUM
10
PRODUCTS 0813611 AVenue ISuite
Fort Pierce FL 34982 A
(772) 464-7600 283982
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EAST COAST ALUMINUM
PRODUCTS, INC.
1008 Bell Avenue, Suite A
Fort Pierce, FL 34982
(772) 464-7600 283-5650
,,
44
.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 fife 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 Sudings' letter is
osted on m web site www.febpe.com.
-_P Y P
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 prior to becoming a authorized user and bi-annua Ily
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 Statement, Index, Legend, and Inspection
Guide for Attached & Free- Standing Covers and Utility Sheds.
SHEET 2: Design Checklist for Attached & Free -Standing Covers & Utiity Sheds, General
Notes and Specifications, Design Statement, and Site Exposure Evaluation
Form.
SHEET 3: Elevation, plan Views, & sections of carports and utility sheds and wall uplift
example.
SHEET 4: Termite shield Detail, side and end views of single bay & double bay carport
forth wall frames, end and side views of gable carports.
SHEET 5: OSB Sheating Specifications
SHEET 6: Knee brace to post details, double beam to post connection detail, and
alternate 4th wall beam connection detail.
SHEET 7: Beam and post connection details, ribbon footing detail, dowel detail, and tube
column base schematic.
SHEET 8: Slab -footing details, utility shed elevations views, pan wall connection detail,
allowable beam splice locations & detail, and span examples.
SHEET 9A-110: Tables showing 110 mph roof beam spans.
SHEET 9A-120: Tables showing 120 mph roof beam spans.
SHEET 9A-130: Tables showing 130 mph roof beam spans.
SHEET 9A-1401: Tables showing 140-1 mph roof beam spans.
SHEET•9A-1402: Tables showing 140-2 mph roof beam spans.
SHEET 9B: Tables showing allowable posts and footings.
SHEET 9C: Tables showing allowable spans & heights for panels and stud spacing.
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.
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 are a 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 he 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. 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 pa
rt ofan Conactor's own work) would constitute in
ftingement
of Bennett Engineering r h • and
n Gou'sce t,
9 9 P PYn9
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; or (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
Contractors 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, i .
ncidental, indirect, or special damages, arising from or in anyway related to, Contractor's 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, the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR
CONTRACTOR LICENSE
COURSE NUMBER 0002299 ATTENDANCE DATE
CONTRACTOR SIGNATURE
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE NUMBER ATTENDANCE HAS BEVERIFIED: (INITIAL)
INSPECTION GUIDE FOR ATTACHED & FREE-STANDING COVERS AND
.; UTILITY, SHEDS.•._
1. Check the building permit for the following: Yes No
a. Permit card & address . . ... . . . ... . . . . . . — —
b. Approved drawings and addendums as required . .. . . . . ... . . . . . . — —
c. Plot plan or survey . . . . . . . . . . . . . . . .. . . . . .. . . . .. . . — —
d. Notice of commencement . . . . . .. . . — —
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for. Yes No
a. Structure's length, projection, plan & height as shown on the plans.. . . . . . . . — —
b. Beam sizes, span, spacing & stitching screws (if required) . ... . .. . . . . . . — —
c. Purlin sizes, span & spacing. - - - - - - - - - . — —
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . .. . . — —
e. Chair rail sizes len
gth th&s
9 P —
9
f. Knee braces are
properly i _ installed 'rf r i ed P P Y ( equr ).. . — —
g. Roof panel sizes, length & thickness
3. Check load bearing uprights / walls to deck for. Yes No
a. Angle bracket size & thickness . . . . . . . . . . . . . . — —
b. Correct number, size & spacing of fasteners to upright . . . . . .. . . . . . — —
c. Correct number, size & spacing of fasteners of angle to deck and sole plate—
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 No
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 No
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:
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.
4 Ill2'Dvq
ST. L CIE COUNT'Y BUELDINGDIM1011
REVIEW0 IOR CONWIJANCEREVI
DATE._
m: kNs ; , _D 11T 1VItiST BE IEEPT ON JOB
Oi, NO VSlPECTIONI NVILL BE MADE.
TCI 6005 SELF -MATING
ALLOY INDICATOF
TCI 6005 HOI
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINQS ARE
BASED ON THE LOAD Py REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2007 EDITION W% 2009 SUPPLEMENTS.
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ADDRESS:
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DESIGN CHECK LIST FOR CARPORTS AND PATIO COVERS
I. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and a in compliance with The 2007 Florida Building Code with 2009
Supplements, Chap er , ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE
7-05;Exposure'B'_or'C' or'DJ
Freestanding carports with mono -sloped roofs; Negative I.P.C. 0.00 for open structures, I = 0.87 for 100
mph and 0.77 for 110 mph and higher.
Attached covers forth wall structures and freestanding gabled roof carports; Negative I.P.C. 0.18 for
enclosed structures; I = 1.0for lalyoindzones.
Roof live load 10 or 30 PSF or INT'k7 PH for 3 second wind gust velocity load; Basic Wind Pressure
Base design pressures ar�1IF for Roofs and _PSF for walls.
i
Notes: Wind velocity zone and exposure category are determined by local code. "Enclosed" refers to
covers & "open" refers to free standin mono-slo ed covers. Pressures &
attachedp g p •
Conversions multipliers are on this page.
II. 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.
Phone:
Contractor / Authorized Rep' Name (please print)
Date:
Contractor / Authorized Rep' Signature
lI .-
Job Name & Address
• Must have attended Engineer's Continuing Education Class within the past two
years.
•• Use appropriate multiplier from page 1.
Note: Projection from host structure shall not exceed 20'.
III. Building Permit Application Package contains the following:
Yes No
A. Project name & address on plans . . . . . . . . . ... . . . . ...
4-- -
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . .
. . gef,
C. Contractor's / Designer's name, address, phone number, & signature on plans . .
. Jel-I -
D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . .
..
E. Proposed project layout drawing @ 1/4" scale with the following:
1- Plan view With host structure, enclosure length, projection from host structure, ..
le!�'
and all dimensions
/
2. >Front and side elevation views with all dimensions & heights . . . . . . .
!� -
3. 'Beam location (show in plan & elevation view) & size . . . . . . . . . . . .
.-
(Select beams from appropriate 2.1 series tables)
4. Upright location (show in plan & elevation view) & size . . . . . . . . . . .
. -
(Select uprights from appropriate 2.2 series tables)
:'(Check Table 2.3 for minimum post size)
/
.5. =Knee braces length, location, & size . . . . . . . . . . . . . . . . . . .
.-/ -
(Check Table 2.3 for knee brace size)
V..Highlight details from Aluminum Structures Design Manual: Yes/ No
A. "Beam' & punt ble w/ sizes, thickness, spacing, & spans / lengths . . . . . . . .
(Tables 2.1 2.1 ndlor 2.1.3)
earn allowable span conversions from 120 MPH wind zon B' Exposure to
(MPH wind zone and/0r'C' Exposure for load width
{` Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED I
EE,YDITABLE.)
%N
Exposure Multiplier"
Yes/ No
B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2)' . (C
Allowable upright height conversion from Exposure "B" for any wind zone to a
"C" category exposure. Multiply height from table by 0.71.
Also, check Table 2.3 for minimum post size
To convert roof area for any wind zone from W to'C' exposure category,
multiply by 0.71.
Area from Table 2.2.1 or 2.2.2 ft.' x 0.71 =
C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors
f/
D. Connection details to be used such as: • • • . • •
. .
1. Carport / cover plan view & section (Example page 1 & 2)
-
2. Fourth wall or mobile home connedtiofi defailis • ' ' • ' .
• - -
3. Header to wall / fascia (Section 7)
-
4. Beam to upright; wall, or•a6ofher beam (piidins) •
S. Knee braces
E. Connection to slab / footing.
�L
F. Foundation detail type & size (Table 2.4)
GENERAL NOTES AND SPECIFICATIONS
I. Certain of the following structures are designed to be married to a host structure such as 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 owner or contractor has question
a a ues on about the host structure th
e i caner can expense) shall hire an
q at his own P )
architect or engineer to verify host structure capacity.
3. The structures designed lisirig`this'sectidii sfiall be•limited to a maximum projection of 20' from the point of connection to the
host structure. Structures with larger limits than these shall have site specific engineering. Freestanding structures shall be
limited to the maximum spans and size limits of component parts.
4. The proposed strurcture must be at least the length or width of the proposed structure whichever is smaller away from any
other structure to be considered Freestanding.
5. The following rules apply to attachments / additions involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use 'fourth wall
construction".This applies to all utility sheds, carports, and / or structures to be 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 constuction is considered and 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. AII fourth wall frames shall
I have knee braces on both fourth wall frame and outer
wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required.
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.Manufacturers attachment specifications and the allowable loads of the attached
structure shall be adhered to.
6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
7. For patio covers or carports the following rules apply to knee brace requirements:
a. Freestanding structures with posts set in concrete footings do not require knee braces.
b. Freestanding structures with surface mounted posts require knee braces in both directions. Cross beams can be
used for the lateral bracing.
c. Patio covers or carports attached to a host structure do not require knee bracing.
8- For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. Spans may be interpolated between values but not extrapolated outside values..
10. 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 gutter end caps.
11. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
12. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after
treatment and paint process.
13. 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 20G3.8.4.3 through 2003.8A.6 of the Florida
Building Code or Combound Cold Galvanizing Primer and Finisher.
14. 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 warranted as corrosion resistant shall
be used; Unprotected steel fasteners shall not be used.
15. 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.
16. 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
17. Definitions, Standards, and specifications can be viewed online atwww.lebpe.com
SECTION 2 DESIGN STATEMENT
The structures designed for Section 2 are attached and freestanding carports and patio covers. Freestanding carports are considered
to be open structures w/ a negative internal pressure coefficient of 0.00. Attached carports & covers, structures with a fourth wall, and
gabled carports are considered to be enclosed structures w/ a negative internal pressure coefficient of 0.18. The design wind loads
used are from ASCE 7-05 Section 6.5, Analytical Procedure and are in compliance with The 2007 Florida Building Code with 2009
Supplements. The loads assume a mean roof height of less than 30'; roof slope 0' to 25' (+/-10") for attached structures or gabled
free standing carports and 0' to 10" for freestanding covers; For freestanding mono -sloped carport and patio covers I = 0.87 for 100
MPH zone, I = 0.77 for 110 MPH and higher zones. Attached covers, fourth wall structures, or freestanding gabled roofs I =1.0 for all
wind zones. All pressures shown in the table below are in PSF (#/SF). All framing components are considered to be 6005-T6 alloy
except where noted otherwise.
Section 2 Design Loads and Conversion Factor Tables for Attached & Freestanding Covers and Utility Sheds
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Notes:
1. Roof and framing members of carports & patio covers are considered to be the n7ain frame resistance components.
To convert the above loads to 'C" exposure use conversion table 2E.
2- Roof loads shall not be less than 10 PSF for 100 through 130 MPH wind zones or less than 30 PSF for 140A through
150 MPH wind zones.
Table 2A Conversion Factors for Table 213 Conversion Factors for
Section 2 Roof Beam Spans Section 2 Roof Beam Spans
for Freestanding Carports' wl Monosloped Roofs for Attached Carports or Gabled Freestanding Carports
From 49n MPH Wind 7- fn nfhnree evnneum'R' From 120 MPH Wind Zone to others; exposure "B"
Wind Zone
(MPH)
Applied Load
(#/S . Ft.
Deflection
(d)
Bending
(11)
100
15.8
1.01
1.01
110
15.6
1.01
1.02
120
162
1.00
1.00
123
16.3
1.00
0.99
130
16.8
0.99
0.98
1404
16.4
0.96
0.94
140-2
32.4
0.79
0.71
15D
33.1
1 0.79
0.70
• For Freestanding Carports with Gabled Rools use
Conversion Table 213
Wind Zone
(MPH)
Applied Loab(d)
(#ISq. FL)
Bending
(b)
10D
16.6
1.13
110
17.7
1.09
120
21.1
1.00
123
22.2
0.97
130
24.8
0.92
28.7
0.86
140.2
30.9
0.88
0.83
150
1 33.0
1 0.86
0.80
Table 2C Conversion Factors for
Section
n2
for Enclosed Shed Walls
'"- 'Frem �20 MPHVIIindZone to others "xoecum "R"
Wind Zone
(MPH)
Applied Load
(#ISq. FL)
Deflection
(d)
Bending
(b)
10o
26.6
1.01
1.01
110
26.8
1.01
1.01
120
27.4
1.00
1.00
123
28.9
0.98
0.97
130
322
0.95
0.92
140-1
37.3
2.90
0.86
140.2
37.3
0.90
0.86
150
1 42.8
1 0.86
1 0.80
Table 2D Conversion Factors for
Section 2 Roof Beam Spans
o Overhang Cantilever All Building Types) for g/ ( g --' )
Frnm 1gn MPH Wines Inn" fn nlh"rc "rnneerw'R' -� - -
-- J
Wind Zone
(MPH)
Applied Load
(#ISq. FL)
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
130
56.6
0.95
0.92
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 ZE
Load Conversion Factors Based on Mean Roof Height from
Exposure "B" to "C" & "D"
Exposure "8' to "C'
Exposure "B" to "D'
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
1.47
0.83
0.88
IS'- 20'
129
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 roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
(--•--•--•--•-•--•--•--•--•--•--•-1
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NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR -D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
Irregularities, 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 C-type terrain that extends more
than 600 feet and width greater than 150 R
2. No short tens changes in'b', 2 years before site evaluation and build out within 3 years,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet
4. Open terrain for more than 1,500 feet in any quadrant �y
SITE IS EXPOSURE::, TED BY: &- if ' DATE:
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FOURTH WALL FRAME
(IF REQUIRED)
BEAM SELECT "L" FROM
BEAM SPAN TABLES FOR
ATTACHED COVERS USE
'Al' = W/2 + O.H.
EXISTING HOST STRUCTURE
CROSS BEAM
J Q'
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= = = = =
_�_'W VARIES--"O.H.
SINGLE CARPORT - PLAN VIEW
SCALE: 1/8" =1'-0"
3" RECEIVING CHANNEL
ANCHORS W/ (3) EACH #8
S. M. S. @ 12" 0. C. (SEE -
DETAILS IN ROOF PANEL
CONNECTION SECTION)
FOURTH WALL FRA_
(IF R RED)
EXISTING HOST STRUCTURE _
WALL OR FASCIA
SINGLE
,`;EXISTING HOST STRUCTURE-4/1
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ANCHOR WITH HEADER
CHANNEL
FOURTH WALL FRAME
(IF REQUIRED)
SHADING TYPE II
DENOTES INTERIOR POST
MAX. ROOF AREA (SEE BEAM
SPAN TABLES FOR ATTACHED
COVERS)
CROSS BEAM
ROOF PANELS AND
CONNECTION DETAILS
(SEE DETAILS IN ROOF PANEL
- CONNECTION SECTION)
EXISTING HOST STRUCTURE
WALL OR FASCIA
FOURTH WALL FRAME
(IF REQUIRED)
Al=W/2T e2
W/2+0.
4r'RVJCI..1 Il
VARIES
2" x BEAM OR PURLINS
SELECT'L' FROM BEAM SPAN
TABLES FOR ATTACHED
COVERS USE'A2' = W/2 + O.H.
ALTERNATE BEAM LOCATIONS
2" x 3" MIN. (SEE TABLE 2.2.1
AND / OR TABLE 2.2.2)
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ('r +3/4') AT 9' O.C. FOR UP TO A 130 MPH WIND SPEED,'D'
EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED,'D' EXPOSURE.
EXISTING HOST STRUCTURE
FOURTH WALL FRAME
(IF REQUIRED) -
CROSS BEAM
ANCHOR WITH HEADER
PAN OR COMPOSITE PANEL
CHANNEL(SEE DETAILS IN
(SEE DETAILS IN ROOF PANEL
ROOF PANEL CONNECTION
CONNECTION SECTION)
SECTION)
SEE CONNECTION DETAILS
FRONT WALL BEAM (SELECT'L'
(SEE DETAILS IN ROOF PANEL
FROM BEAM SPAN TABLES
CONNECTION SECTION)
FOR ATTACHED COVERS)
FOURTH WALL FRAMING
MID SPAN BEAM (SELECT '12
WHERE REQUIRED
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
EXISTING HOST STRUCTURE
SELECT BEAM (SEE BEAM
2 x 4 LUMBER #2 S.P.F. (MIN.)
SPAN TABLES FOR ATTACHED
COVERS)
OR 2' x 2'ALUMINUM MAY BE
POST
SUBSTITUTED WITHOUT
HURRICANE CLIPS
SHADING TYPE II
SEE NEXT PAGE FOR TERMITE
(SEE TABLE 2.2.1 AND! OR
SHIELD DETAIL IF TOP OF
TABLE 2.2.2)
SLAB IS LESS THAN 6" FROM
SHADING TYPE I
GRADE
(SEE TABLE 2.2.1 AND OR UTILITY SHED WALL SECTION
TABLE 2.2-2) SCALE: 1/8' = 1'-0'
_ ROOF PANELS
(SEE TABLES)
DOUBLE
CARPORT WITHOUT CENTER POST - PLAN VIEW
SCALE: 1/8" =1'-0" MID -SPAN BEAM
3" RECEIVING CHANNEL
ANCHORS W/ (3) EACH #8
(SEE BEAM FOR
VE
_ POST TO BEAM (SELECT FROM
S.M.S. @ 12" O.C.
ATTACHED COVERS)
TABLE 2.3)
(SEE DETAILS IN ROOF
ROOF PANELS (SEE DETAILS IN
ROOF PANEL CONNECTION
POST SIZE AND SPACING
PANEL CONNECTION
SECTION)
/�
v SECTION)
- (SEE TABLE 2.2.1 AND / OR
POST TO BEAM
2.2.2)
HOST STRUCTURE WALL
-o
(SELECT FROM TABLE 2.3)
OR FASCIA
- S OTING DETAILS
FOURTH WALL FRAME
POST SIZE AND SPACING
TABLE 2.2.1 AND / OR
(2SZ
(IF REQUIRED)3
Z
WORT - ELEVATION VIEW
_ PROJECTION VARIES SEE FOOTING DETAILS
SCALE: 1/8"
WOOD FRAME SHED W/ 2 x 4
PRESSURE TREATED PINE
PLATE ANCHORED TO
CONCRETE W/ 1/4" CONCRETE
FASTENERS @ 4'-0" O.C.
FRONT WALL BEAM
(SELECT '12 FROM BEAM
TABLES FOR ATTACHED
w
COVERS)
Of
MID -SPAN BEAM (SELECT'L'
>
FROM BEAM SPAN TABLES
r
FOR ATTACHED COVERS)
l i i i
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SHADING TYPE 1
DENOTES EXTERIOR POST
ROOF AREA (SEE TABLE 2.2.1
i
AND/OR TABLE 2.2.2)
O.H.
N. 3" x 3" x 0.060"
THRU-BOLTED TO HEADER
A2 = Al = A3
POST ANCHOR TO CONCRETE
W/4 W2 W(SEE
f
DETAIL REQUIRED POST)
W = PROJECTION FROM(TYP
)
HOST STRUCTURE
POST TO BEAM
(SEE TABLE 23)
MID -SPAN BEAM SIMPLE SPAN
(SEE BEAM SPAN TABLES FOR
ATTACHED COVERS)
POST SIZE AND SPACING
(SEE TABLE 2.2.1 AND / OR
TABLE 2.2.2)
SEE FOOTING DETAILS
t DOUBLE CARPORT WITH CENTER POST
I SCALE: 1/8" = T-W
DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW
SCALE: 1/8" = T-0"
12" x PAN
(SEE TABLES SECTION 7)
USE'W' TO SELECT PAN
FOR REQUIRED SPAN
Notes:
EXISTING HOST STRUCTURE
SEE CONNECTION DETAILS
(SECTION 7)
POST AND BEAM
(DETAILS AND TABLES
SECTION 2)
FOR FRONT BEAM USE:
A = W ! 2+0VERHANG
FOOTING AND CONNECTION
DETAILS SEE PAGES 5 & 6
1. Shed is framed with fourth wall (if required) or attached to host, maximum Boor area 200 sq. fL, if floor area is
greater than 200 sq. ft. use Section 4 Type II footing, attach shed or room wall to host structure with 1/4" x 3-1/4"
Tapcons @ 16" o.c. for masonry or #16d common @ 16" o.c. or #10 x 3-1/2" for wood or #10 x 2-112" s.m.s. for
1" x 2" aluminum or #10 x 4" s.m.s. for 2 x 2 aluminum.
2. Sheds and utility rooms built under Section 2 specifications shall be limited to 16 f . in roof span.
3. All wood framing and sheathing connections shall be in compliance with the Florida Building Code 2007
Chapter 23, Table 2306.1 or as noted.
Nailing Schedule:
connection
Fastener
Number/Spacing
Wall Sheathing 1/2" or Less #8 Common
6" O.C. Edges and 12' O.C. Field
Top or Sole Plate to Stud
A End Nail
#16 Common
2
Be Toe Nail
#8 Common
2
CARPORT WALL SECTION
SCALE: 1/8" = V-0"
HURRICANE CLIPS FOR WOOD -
(SEE ANCHOR SCHEDULE) 2 x
4 TOP PLATE @ ROOF
(DOUBLE TOP PLATE IF
LENGTH OVER 1Z OR IF PLATE
IS SPLICED)
TOP PLATE P.T. OR W/ VAPOR
BARRIER @ ALUMINUM ROOF
SHEATHING: 7/16" O.S.B. OR
1/2" PLYWOOD W/ STUDS 24"
O.C. OR STRUCTURAL GRADE
THERMAL PLY W/ STUDS @ 16°
O.C.
2 x 4 PRESSURE TREATED
PLATE W/ 3/8' x 4-1/2'
CONCRETE ANCHORS @
4%0" O.C. (SEE SLAB DETAILS)
ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM
STUD HEIGHTS.
SHEATHING, 7-16" O.S.B., 1/2' PLYWOOD, OR STRUCTURAL GRADE THERMAL PLY SHALL BE
FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE.
7/16" O.S.B. OR 1/2" PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH #8d
COMMON AT 6" O.C. EDGES & 12" O.C. FIELD FOR UP TO A 130 MPH WIND SPEED "D° EXPOSURE; 4"
O.C. EDGES & 8" O.C. FIELD FOR ABOVE 130 MPH UP TO A 150 MPH WIND SPEED'D" EXPOSURE. #6 x
1-1/4" DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR #8d COMMON NAILS AT THE SAME
SPACING. USING THE -SAME PATTERNS O.S.B. AND PLYWOOD SHEATHING MAY BE FASTENED TO
ALUMINUM STUDS W/ #6 x 1" STEEL STUD DRYWALLSCREWS.
STRUCTURAL GRADE THERMALPLY SHALL BE FASTENED TO EITHER WOOD OR ALUMINUM STUDS
WITH #8 x 1" WAFER HEADED SCREWS USING THE ABOVE FASTENER PATTERNS.
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED 'D" EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE.
FOR FASTENING TO WOOD USE TRUFAST SD x ("P + 1-1/2") AT B" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE.
T T APPLIED LOAD FROM
TABLE 4.3 ='AP'
PO.H.'
OVERHANG ='O.H: = 2'-0"
LOAD WIDTH ='LW =
712 +'OH' = 8'-0"
OPTIONAL SHEATHING: 7/16'
o O.S.B. OR 1/2" CDX NAILED 6-
0. C. EDGES AND 12"0. C.
FIELD
WALL UPLIFT EXAMPLE
SCALE: 1/8" = T-0"
CALCULATE UPLIFT'U' IN # / LF. FOR 120 M.P.H. ZONE ='AP x'LW
'AP' = 21.1 # / SQ. FT.
'LW = 12/2" + O.H. = 8"
'U'=21.1 #/SQ. FT. x T x Cf= 168.8 #1 LF. ff
' WIND ZONE CONVERSION FACTOR IF NECE
REQUIRED ANCHOR SPACING CAN BE FOUND B D tCH
' ACGBYTHOUPLIFT VALUE PREVIOUSLY DETERMINED.
EXAMPLE: FOR AN H5 ANCHOR CAPACITY = 45 ! 16 .- NG
THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS
Anchor Schedule Wind Load Conversion Table:
For Wind Zones/Regions other than
120 MPH (fables Shown), multiply
allowable loads and roof areas by the
16' O.C. Each
conversion factor. w
Stud Sparing
Anchor Spacing Top and Bottom
Allowable Uplift Per Anchor
Simpson
Fasteners
Uplift Rating
H3
4 - ad stud; 4 - ad late
455#
SPI
6-10d stud• 4- tOd late
585#
PH 4 OR 6
12 - tOd stud x 1-1l2'1
1490#
Wind
Region
Applied
Load
conversion
Factor
100
16.6
1.13
110
17.7
1.09
_ 120
21.1
too
123
22.2
0.97
130
24.8
0.92
140.1
28.7
0.86
140-2
30.9
0.a3
150
33.3
0.90
Anchors to be installed per manufacturers
specifications. Anchor information based on
Simpson Catalog C-HW09
NOTES:
1. Above example can be used to calculate uplift and anchor spacing for any applied load or wind load.
2. For headers use 1/2 the header span x the # / LF value calculated from the example above.
3. Studs shall be anchored at both top and bottom plates.
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VEXTERIOR
SIDING
APPROVED SUBSIDING OR
STRAPPING
MIN. 0.024" ALUMINUM COIL OR
2 x_ WOOD STUD -
26 GA GALVANIZED STEEL
UNDER SOLE PLATE, AND
OVER SIDING & VAPOR
1/2" x 6" EXPANSION BOLT OR
BARRIER
8" L-BOLT @ 48' O.C.
2 X -PRESSURE TREATED
PLATE \\L a
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EXISTING CONCRETE z0
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WOOD STRUCTURES ON EXISTING CONCRETE
SCALE: T =1'-0'
KNEE BRACE (REQUIRED)
PER TABLE 2.3
SEE BEAM SPAN TABLES FOR ATTACHED COVERS
(AFTER COMPUTING "A" FROM PREVIOUS PAGES)
SELECT BEAM FROM BEAM
SPAN TABLES FOR ATTACHED
COVERS
CATILEVER
(O.H.)
POST SIZE (SEE TABLE 2.2.1,
2.2.2 AND / OR TABLE 23)
SIDE VIEW SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 1/8" = V-0'
Allowable Cross Beam Spans
for Attached Carports or Patio Covers at Various Wind Loads
Snap Sections
Wind Zone and Design Load
MF
120 MPH
123 MPH
130 MPH
140-1 MPH
140-2 MPH
15D MPH
P
P
1.1 PS2
PSF24.8
PSF
28.7 PSF
30.9 PSF
33.0 PSF..
AIIoWable
Span'L' / bending
'b` or
deflection'd'
2" x 2" x 0.050"
9'-T b
1 8'-11" b
8'-2' b
r-11" b
T-T b
r-0' b
6'-9• b
6'-7- b
2" x 3" x 0.045"
112'-1- bi
11'-9" b
10'-9' b
10'-6" b
9-11" b
9'-0' b
&A 1' b
&-7' b
2" x 4" x 0.045"
W-1- b
I T-W b
12'-6" b
12'-2- b
11'-W b
10'-W b
10'-4" b
9'-11- b
2" x 6" x 0.D62"
25-8' b
24-10' b
ZT-9" b
22'-2" b
21'-W b
19'-6" b
1&-10" b
18'-2" b
2" x 7- x 0.062"
28'-W b
2r l" b
25'-1' b
24'£ b
23'-1' It
21'-V b
20'-9" b
20'-1' b
Self Mating Beams
L 100 MPH
110 MPH
120 MPH
123 MPH
13D MPH
140-1 MPH
140-2 MPH
150 MPH
16.6 PSF
17.7 PSF
21.1 PSF
222 PSF
24.8 PSF
28.7 PSF
30.9 PSF
33.0 PSF
`Sr5"x0.050"0.100"
18'-4' b
1r-V b
16'-3" 6
1S-11" b
15'-W b
13'-1111" b
13'-6" b
13'-0' b
Note:
1. Spans may be interpolated.
2. Pan roofs require cross beams.
KNEE BRACE (REQUIRED)
PER TABLE 2.3
ALTERNATE KNEE BRACE
LOCATED AT FRONT WALL
SEE BEAM SPAN TABLES FOR
ATTACHED COVERS
(USE "A" FROM CARPORT
WALL SECTION DETAIL)
CROSS BEAM REQUIRED FOR
PAN ROOFS (SEE TABLE)
POST SIZE (SEE TABLE 2.2.1,
2.2.2 AND / OR TABLE 2.3)
SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 1/8" = V-0"
KNEE BRACE (REQUIRED)
SEE TABLE 2.3
SEE KNEE BRACE REQUIREMENTS
IN GENERAL NOTES AND
SPECIFICATIONS ON PAGE 2
CONVENTIONALLY BUILT
HOST STRUCTURE OF
MASONRY BLOCK OR WOOD
FRAME OR MANUFACTURED/
MOBILE HOME W/
MANUFACTURER'S APPROVAL
DSS BEAM REQUIRED FOR
J ROOFS (SEE TABLE)
POST.SIZE (SEE TABLE 2.2.1.
2.2.2 AND / OR TABLE 2.3)
SINGLE BAY OR DOUBLE BAY CARPORT WITHOUT FOURTH WALL FRAME
SCALE: 1w =1'-0"
BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE SHADING DENOTES MAXIMUM ROOF
LARGER OF: Al = W, A2 = W/2+ O.H. ' ' AREA FOR COLUMNS AND FOOTING
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SCALE: 1/8" = V-0" SCALE: 1/8" = V-D"
'SLOPE
BEAM IF REQUIRED FOR ' SLOPE 112
KNEE BRACING 112 12
12
�BEAMRSIIZE
'W' FOR BEAM SIZE"
AFTER COMPUTING'A'
'W FOR BEAM SIZE" LARGEST VALUE
POST SIZE AND SPACING PER TABLE
MINIMUM SLOPE SHALL BE 11T PER 12" EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2
0.026" PANS FOR WHICH THE SLOPE SHALL BE 314" NOTE: KNEE BRACES ARE REQUIRED
PER 12" FOR SPANS EXCEEDING 12'-0" OR IF POSTS ARE NOT SET IN CONCRETE
MANUFACTURERS RECOMMENDED SLOPE FOOTING
SEE BEAM SPAN TABLES FOR FREE STANDING STRUCTURES
END VIEW DOUBLE CARPORT (GABLED) END VIEW SINGLE CARPORT
SCALE: 1/8" = T-0" SCALE: 1/8" = V-17
PAN OR COMPOSITE
PANEL ROOF
RIDGE BEAM
(SEE BEAM SPAN TABLES
FOR GABLED COVERS USE
W12 FOR LOAD WIDTH)
POST (SEE TABLE 22.1
AND / OR TABLE 2.2.2)
W
GABLE CARPORT FRONT ELEVATION
SCALE: 1/8" = V-0'
LOAD WIDTH FOR CENTER BEAM
(SEE TABLE 2.1.1 AND / OR TABLE 2.1.2)
RIDGE CAP
3"x3'
CENTER CROSS BEAM SEE
BEAM SPAN TABLES FOR
ATTACHED COVERS USE
(U4 + O.H.) FOR END
FRAMES AND U2 FOR
CENTER CROSS BEAMS)
NOTCH POST TO RECEIVE
BEAM WITH THRU-BOLTS
(PER TABLE 2.3) WITH
LOCK NUT TOP AND
BOTTOM
U4 U2 �� U4
-----------------------
RIDGE BEAM
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CENTER BEAMS
CENTER FRAME END FRAME
r-
KNEE BRACES REQUIRED IF POSTS INTO` R FOUND ON
FOR SIDE BEAM SPANS SEE BEAM SPAN ABLE F •' A HE D OR VE
(USE U4+O.H ORS E ' F
DESIGN IS BASED ON SOLID GABLE END PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE
SPECIFIC ENGINEERING IS REQUIRED.
GABLE CARPORT SIDE ELEVATION
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SCALE: 1/8" = T-O" 08-12-2010' OF
1' MAX.
INTERNAL ANGLE OR U-CLIP
#10 x 11T W/ 3/4" WASHER
FOR 0-123 MPH WIND ZONES
"C" EXP.OR #12 x 1/2' W/ 3/4"
WASHER FOR 130-140 MPH
WIND ZONES "C" EXP. @ 8"
O.C.
CROSS BEAM 2" x
FASTENERS
(PER TABLE 2.3)
PAN ROOF PANEL
SEE TABLES FOR BEAM SIZE
1E BRACE L
PER TABLE
4" #10 S.M.S. THRU 2' x 2- IP'T^
BE
EDGE BE
POST PER TABLE
O- DICGD DAM
:E PER TABLE 2.3
ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF
START OR END
SCALE: 1-1/2"= V-0"
OF BEAM SPAN
USE TRUFAST HD x ("t" + 314")
AT 8" O.C. FOR UP TO A 130
MPH WIND SPEED"D'
CENTER OF
EXPOSURE; 6'O.C. ABOVE 130
E
MPH AND UP TO A 150 MPH
iCONNECTION
WIN PEED -D" EXPOSURE.
KNEE BRACE
LE 2.3
E BRACE TO
EDGE BEAM
ANDB
CHANNEL '
POST PER TABLE 2.3
, OR SET PLATE,
.
S.M.SAT EACH
KNEE BRACE PER TABLE 2.3
CONNECTION POINT
•
(PER TABLE 2.3)
•
-KNEE BRACE TO POST DETAIL - BEAM PERPENDICULAR TO ROOF
PAN OR COMPOSITE PANEL ROOF
BEAM
®
FASTEN PER TABLE 2.3
®®
CONNECTION =
START OR END KNEE BRAC ENGTH
OF BEAM SPAN PER TABLE 3
CENTER OFBRACE
MINIMUM KNEE BRACE
(SEE TABLE 2.3) ®
CONNECT KNEE BRACE TO
®
COLUMN AND BEAM WITH
®
0.050''U'CHANNEL, 'H'
®
CHANNEL, OR GUSSET PLATE.
KNEE BRACE REQUIREMENTS ®
FASTEN WITH S.M.S. AT
PER GENERAL NOTES
®
EACH CONNECTION POINT
PAGE 24
®
PER TABLE 2.3
COLUMN
Notes:
Beams next to the host structure shall have a minimum of (4) # (Size varies with wind zone) x 3/4" screws
as shown.
KNEE BRACE TO POST DETAIL - BEAM PARALLEL TO ROOF
SCALE: 2° = T-0"
ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF
SCALE: 1-1/2' = V-0"
BEAMS MAY BE ANGLED FOR
GABLED FRAME {
{
COLUMN NOTCHED TO SUIT
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE 2.3)
BEAM AND POST SIZES
(SEE TABLES)
DOUBLE 2" x 8" S.M.B.
(4) 3/8' x 5" THRU BOLTS @
BEAM AND @ EACH POST
1/4' x 4' x 2d" GUSSET PLATE
EACH SIDE OF BEAM
SIDE NOTCH POST TO BEAM CONNECTION
SCALE: 2" = 1'-W
BEAMS MAY BE ANGLED FOR — — — — — — — — — — — I I�
GABLED FRAME W
ROOF PANE) LR
(SEE TABLES 13/4"x 1-3/4"x 0.063"RECEIVING CHANNEL THRU R PAN
BOLTED TO POST W/ THRUTE PANEL
BOLTS FOR SIDE BEAM _
(SEE TABLE 2.3 FOR NUMBER O FO BER OF BOLTS AND
OF BOLTS) I Q - E 0 POST (SEE T .3)
IOO -
BEAM AND POST SIZES
(SEE TABLES)
COLUMN NOTCHED TO SUIT
CENTER
— 7 — — — — — — — — — — — — —
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4" x 4" x 0.125" POST
DOUBLE BEAM TO POST CONNECTION
SCALE: 2' = T-17
Lem
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
# OF BOLTS
(SEE TABLE 2.3)
2' x _ " S.M.B.
A6ft ID y NOTE:
M AN FLASHING AS NECESSARY TO
low PREVENT WATER INTRUSION
COLT HEADER
GH POST AND ANCHOR
10 x 3/4" S.M.S. @ 6"
ACH END AND @ 24"
X.
RACE
UIRED
'OST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
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OF
CONNECTOR MAY BE (2)
ANGLES, INTERNALLU' EXTRUSIONS W/ INTERNAL
CHANNEL OR EXTERNAL'U' SCREW BOSSES MAY BE
CHANNEL EACH SIDE OF CONNECTED W/ (4) #10 x 1-1/2"
CONNECTING BEAM W/ INTERNALLY
SCREWS (PER FASTENERS
SECTION)
® w
PRIMARY / FRAMING BEAM ® I=
(SEE SPAN TABLES) ® o
® wo_
ID
MINIMUM NUMBER S.M.S.3/4"
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE FASTENERS SECTION) �_ SECONDARY BEAM /
PURLINS(SEE SPAN TABLES)
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = T-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8" x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2)1/4" x
® 2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
w ® SIDE FOR EACH INCH OF BEAM
HOST STRUCTURE MASONRY
_j
OR FRAMED WALL
= m
DEPTH LARGER THAN 3"
(SELECT FASTENERS FROM
EL
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FASTENERS SECTION)
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ALTERNATE CONNECTION:
a
®
(1) 1-3/4" x 1-3/4" x 13/4" x 1/8"
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
PRIMARY BEAM
WALL W/ MIN. (3) 3/8" x 2" LAG
SCREWS OR TO CONCRETE
(SEE SPAN TABLES)
OR MASONRY WALL W/ (3)1/4"
ANGLE OR RECEIVING
x 2-1/4" ANCHORS OR ADD (1)
CHANNEL
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2" = 1'-W
U
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'U' CHANNEL
ANCHORS (SEE FASTENER SECTION FOR
(SEE FASTENER SECTION) CONNECTIONS)
CONCRETE SLAB OR FOOTING ° MAX. CONCRETE ANCHORS
(SEE TABLE)'
FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
SCALE: 2" = V-0"
z
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COLUMN WALL
CONCRETE SLAB OR FOOTING n e MAX. CONCRETE ANCHORS
-(SEE TABLE)'
FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL ANGLE CLIPS
SCALE: 2" = 1'
-W
NOTE:
ANGLES OR U-CHANNELS SHALL BE A MINIMUM OF 2-1/8" IN HEIGHT AND SHALL BE 0.125" 6063 T-6
EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY
/�' �1
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SHOWN REQUIRE DIAGONAL
' 2�
INUM / STEEL COLUMN
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THRU BOLT PER SCHEDULE
' (4) MAX. 1/4" X 2-1/2"
CONCRETE SLAB OR FOOTING
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WEDGE BOLT OR E E
TABLE BELOW F NUMBER 1t SLAB OR FOOTING
F BOLTS) pA
TYPE 1 POST TO CONCRETE CONNECTION + i/ ��// SUPER
JBE COLUMN BASE SCHEMATIC INTERNAL BAS i�' SCALE: 2"=1'-0" y6l '� "FOR�POST N
_ W/ W ASTE
ATTACHMENT DETAILS
SHOWN REQUIRE DIAGONAL
ALUMINUM / STE COLUMN
BRACING FOR
FREE-STANDING COVERS
t
EXTERNAL BREAK FORMED
ALUMINUM BASE OR.BREAK
CORROSION RESISTIVE STEEL
FORMED U-CLIP
THRU BOLT PER SCHEDULE
iiiii ' (8) MAX. 1/4" X 2-1/2" WEDGE
CONCRETE SLAB OR FOOTING
BOLT OR EQ. (SEE TABLE
BELOW FOR NUMBER OF
BOLTS)
TYPE II POST TO CONCRETE CONNECTION
BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE
SCALE: 2" = V-0"
' FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS
NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHTAND SHALL BE 0.125" 6063 T-6
EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY
Number of Wedge Botts (POWERS or Equal) for Super Base Connection
Wind
Wind
Post Spacing / Number of Fasteners
Zone (MPH)
Uplift (PSF)
8'-0"
10'-0"
12'-0"
14'-0"
16'-0"
18'-0"
20'-0"
100
16.6
2
2
3
3
- 4
4
5'
110
17.7
2
2
3
3
4
4
5'
120'
21.1
2
3
3
4
5'
5•
6'
123
22.2
2
3
4
4
5.
5'
6'
130
24.8
3
3
4
5'
5'
6'
7'
140-182
28.7
3
4
5'
5'
6'
7'
8'
150
33.0
4
5'
S'
6'
7'
8'
9'•
• For connections that require more than (4) fasteners use type 11 base. — For
connections that require more than eight bolts use the "Super Base".
Note: Allowable load on 1/4' x 2-1/2" Wedge Bolt or Equiv. @ 5d is 878#.
Example for Base Connection: # of anchors = area over post' applied load!
allowable load on anchor
For a 30' x 16' carport with 2' overhang in a 120 MPH wind zone. "B' exposure the load
width on the front wall is:
16' 12+ 2' =10, assume posts are at 10' O.C. then area = 100 SF and the applied load is
21.1 PSF x 100 SF = 2110# fora 3"5Ox0.060" post
Allowable load forwedge bolts 878# each, 2110#1878# = 2.4 souse (3) wedge bolts
MIN. 5-1/4" FOR 1/4"ANCHORS
2-1/2d 5d—,r 5d;-5d 2-1/2d
ALUMINUM ! STEEL COLUMN
SUPER BASE
(16) MAX. 1/4" X 2-112" WEDGE
a BOLT OR EQ. (SEE TABLE FOR
NUMBER OF BOLTS)
BASE POST TO CONCRETE CONNECTION
SCALE: 2" = T-O"
ECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS
NERS (1-3/8" EMBEDMENT)
STUD WALL OR POST
Minimum Ribbon Footing
Wind
Zone
#!
Sq. FL
x
Post Anchor
@ 48" O.C.
Stud•
Anchors
100 -123
+ 10 -15
1' 0-
ABU 44
SP1 @ 48- O.C.
130 -140-1
+ 10 -19
1'-0'
I ABU 44
SP1 @ 32' O.C.
140-2-150
+30 -20
T-0'
I ABU44
SP1@16.O.C.
Maximum 20' projection from host structure.
' For stud wells use 1/2" x 8" L-Bolls @ 48' O.C. and 2' square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate on to
the studs anchors and straps shall be per manufacturers specifications.
RIBBON FOOTING
SCALE: 112" = V-0"
�ILEB 2" " EXISTING SLAB
#30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR I, EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8" INTO NEW SLAB 6" FROM
EACH END AND 48" O.C:
DOWEL DETAIL FOR EXTENDING EXISTING 4"" SLAB
SCALE: 3/4" = V-0"
N
N to ALUMINUM POST SEE TABLE
O 3/4" PLYWOOD DECK
U
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POST TO CONCRETE CONNECTION
SUPER BASE (PLAN VIEW)
SCALE: 4" = V-0"
EXTRUDED ALUMINUM BASE
CORROSION RESISTANT
THRU-BOLT PER SCHEDULE
k-1/4' LAP
2 x 6 OR 2 x 8 LAG SCREW (SEE TABLE 4.2)
@ 16" O.C.X PARAMETER DOUBLE
STRINGER
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood
2-1/2"
5/4" P.T.P. or Teks Deck
3-3/4"
2" P.T.P.
4'
TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE)
-SCALE 3" = T-0"
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08-12-2010 OF 12
NOTE
'Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure,freated 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 materialI
'COATED ALUMINUM 9
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.
THICKNESS OF REQUIRE
TOP OF BASE WALL MIN. "r IS
GRADE T POST. MAY BETHICKER D
POST IN CONCRETE
#40 BAR 12" LONG
POURED CONCRETE
(REFER TO TABLE 2.4)
ISOLATED FOOTING
SCALE: 2" = 1'-0"
A
F
"1" PEJ
FOR
COMPACTED
BACK FILL
16"
ALUMINUM POST AND
BURIED FOOTING CONNECTION
SCALE: 1" = V-0"
3" x 3" POST TURN BOLTED
TO ANCHOR RISER
2-3/4" x 2-3/4" x 2-1/2" LONG
Q
x 1/8" TUBING
N
WELDED CONNECTION
FASTEN (SEE FASTENER
SECTION)
12" x 12" x 114" PLATE
3-112" CONC. SLAB
POST MAYBE FILLET
WELDED DIRECTLY TO
BASE PLATE
ANCHOR CONNECTOR
BE
SLOPE ALL SLABS
NOMINAL)
/TYPEI
)PE / NO FOOTING
0-2' / 12'
2" =1'-0"
TYPE III
STEEP SLOPE FOOTING
TYPE II
MODERATE SLOPE FOOTING
2" / 12"- V-10'
•
NOTES: > 1'-10"
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of
soil shall be verified, prior to placing the slab, by field soil test (soil penetrometer) or a soil testing lab.
2. The slab / foundation shall be Geared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3.112" (4" nominal) slab is required except when addressing erosion until the
projection from the host structure of the carport or patio cover exceeds 20'-0". Then a minimum of a Type
II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. See table 24.1 for allowable loads.
4. For wood frame utility sheds the minimum depth of the footing shall be 10" for Type If footing and 14" for
Type III footing with 6" Min. exposed above grade.
5. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh
or crack control fiber mesh: Fbermesh ® Mesh, InForce- e3- (Formerly Fbbermesh MD) per
maufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days
before installing anchors.
6. If local building codes require a minimum footing use Type 11 footing or footing section required by local
code. Local code governs.
SLAB -FOOTING DETAILS
SCALE: 1/2" = T-0"
ALUMINUM COATED
POST (SEE TABLE)
RECEIVING
(2) 2" x 2" x "r ANGLE OR CHANNEL
(1) U CHANNEL x "r
318" x 3-1/2" BOLT
80 LB. 2500 PSI
CONCRETE PRE -MIX
3" EXTRUDED ALUMINUM
BASE ALTERNATE: 3" BREAK
FORMED 5052 H32
ALUMINUM BASE
12" ALUMINUM
PANEL ROOF
(SEE TABLE 2.5)
RECEIVING CHANNEL
12" ALUMINUM PANEL
(SEE TABLE 2.5)
ALUMINUM UTILITY SHED WALL WITH DOOR
ELEVATION VIEW
SCALE: 1/8" = 1'-0"
RECEIVING
CHANNEL
MAX. SHED FLOOR
MAY. AREA200 SO. Fr.
PAN TO WALL CHANNEL
(3) #8 x 1/2" PER PAN
RECEIVING CHANNEL
PAN TO WALL
2" x T x 0.044" BRACE FOR
GREATER PAN HEIGHT
(SEE TABLE 2.5)
3-112' CONCRETE SLAB
ALUMINUM UTILITY SHED WALL
ELEVATION VIEW
SCALE: 1/8" = T-W
SECTION THROUGH UTILITY SHED
SCALE: 1/8" = T-0"
12" ALUMINUM
PANEL ROOF
(SEE TABLE 2.5)
RECEIVING
CHANNEL
12" ALUMINUM
PANEL
(SEE TABLE 2.5)
PAN ROOF
(SEE TABLE 2.5)
PAN WALL
1/4"0 x 1-1/4"
EMBEDMENT
EXPANSION BOLTS
OR EQUAL DRIVE
PINS @ 24" O.C.
#8 x 1/2" S. M. S.
INTO EACH
RISER @
PANELENDS
ATTACH PANELS TO CHANNEL
TOP AND W/ (2) #8 x 1/2" S.M.S. EACH
BOTTOM PAN PANEL @ EACH END
12" RISER PANEL
(SEE TABLE 2.5)
BOTTOM CHANNEL
ANCHOREDTO
SLAB W/ 1/4"0 x V
EMBEDMENT
EXPANSION BOLTS
@ 24" O.C. OR
CONCRETE SCREWS
PAN WALL CONNECTION DETAIL
SCALE: 1/8" =1"
(3.00 L) - ,.
D (2.33 L)
C (1.67 L)
A (0.67 L)
t [ t
ALLOWABLE BEAM SPLICE LOCATIONS
�YN_U�■Nr�9
SINGLE SPAN BEAM SPLICE
d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN
BEAM SPLICE SHALL BE
MINIMUM d-.50"
ALL SPLICES SHALL BE
STAGGERED ON EACH
d-.50" - d-.50"
SIDE OF SELF MATING BEAM
PLATE TO BE SAME
n
n
+ + +
+ + +
THICKNESS AS BEAM WEB
I
PLATE CAN BE INSIDE OR
n
v
OUTSIDE BEAM OR LAP CUT
+ + +
+ + +
DENOTES SCREW PATTERN
NOT NUMBER OF SCREWS
FASTENER SIZE, NUMBER
HEIGHT 2 x (d - .50") LENGTH
AND SPACING (SEE TABLE)
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = T-O"
Minimum Distance and
Screw
size
ds
(in.)
Edgeto
Center
2ds n.
Center to
Center
2-1/2ds in.
Beam Sim
- ' -
Thickness
in.
#8
0.16
318
7/16
2" x 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
7116
9116
Yx 9'x0.072"x0.224"
1/8=0.125
#14 or 1/4"
0.25
112
SIB
2" x 9' x 0.082' x 0.306'
118 = 0.125
5/16"
0.31
5/8
3/4
2' x 10" x 0.092" x 0.369"
1/4 = 0.25
refers to each side of splice
-usefor2"x4"and2'x6'also
Note:
1. All gusset plates shag be minimum 5052 H32 Alloy or have a minimum yield of 30 ksi.
■■■■■■■dal■■■I� � 7 r.' ,� ■�i■EI■■■■
SINGLE SPAN CANTILEVER
UNIFORM LOAD
L L-4
A B C
2 SPAN
1 OR SINGLE SPAN
UNIFORM LOAD
i l 1
A B C D
3 SPAN
SEMEN
4 SPAN
NOTES:
1) is = 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.
5) Span condition = number of supports (posts) less one.
Example: If there are 5 supports (posts) then the span condition is "4 span".
SPAN EXAMPLES FOR SECTION 2 TABLES
SCALE: N.T.S.
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w
a
0
4 SPAN
NOTES:
1) is = 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.
5) Span condition = number of supports (posts) less one.
Example: If there are 5 supports (posts) then the span condition is "4 span".
SPAN EXAMPLES FOR SECTION 2 TABLES
SCALE: N.T.S.
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08-12-2010
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Table 2.1.1 A-110 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 see. wind gust for 110 MPH velocity;
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
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.
Table 2.1.1E-110 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 seP- wind gust for 110 MPH velocity;
Usina design load of 15.6 #ISF (47.1 #ISF for Max Cantilever)
2" x 4" i�0.046" x 0.115" SMB
2" x 5' x 0.050" x 0.135" SMB
Loaff
Width*(k)
Max. Span'U(bending
W ordeflection'dj
Load
Width (ft.)
Max. Span
'L7(bending'b'
or deflection'dj
1&2 Span
3 Span
4 Span
Max Cantilever
182 Span
3 Span
4 Span
Cantilever
4
10'-5- d
12'-10" d
13'-1' d
7-2' d
4
15'-11' d
16'-2" d
2-8" d
5
9'-8' d
11'-11" d
17-2" d
1'-11' d
5
14'-9' d
W.0' d
2'-5' d
6
9'-1" d
it'-3" d
1T-5' d
1'-10' d
6
d
13'-10' d
W-2" d
2-4" d
7
8'-8" d
10'-S" d
10'-10' b
1'-9' d
7
d
13'-2' d
13'5"d
2'-2" d
8'-3" d
10'-2" d
10'-2' b
1'-8" d
a
E12'_10*
d
12'-7' d
12'-10' d
7-1' d
9
T-11' d
9'-10" d
9'-7' b
1'-8" d
9
d
12'-1- d
12'-4" d
2'-0- d
107'-d
9'-5' bto
d
11W d
W-117
T-S d
8'-11" b
8'-8' b
1'-6' d
11
d
11'4' d
11'-3' b
1'-11' d
12
T-3- d
B'-7b
8'-3- b
1'-6- d
12
d
11'-0' d
10-10' b
1'-1U" d
2" x 6" x 0.050"
x 0.135"
SMB
2" x 7" x 0.057"
x 0A35"
SMB
4
1 15'-1- d
1 18'-7- d
W-11- d 1
3'-1" d
4
17'-3' d
21'-3' d
2T-8' d
3'-6' d
5
IT-11" d
1T-3" d
IT-8- d
7-10- d
5
W-11" d
19%9' d
20'-2' d
3'-3d
6
13'-2" d
IF-3- d
16'-7- d
2'-8- d
6
15-l" d
18'-7" d
18'-1 I" It
T-1" d
7
12'-6' d
16-5" d
15'-9" d
2'-7' d
7
W4' d
17'-8" d
18'-0" d
2'-11' d
a
IVAI' d
14'-9' d
14'-11' b
2'-5" d
8
IT-8' d
16.11' d
1T-3- d
2'-10" d
9
11'-6' d
W-2' d
14'-l" b
2'4" d
9
13'-2' d
16-3" d
16'4" b
2' fl' d
10
11.1' d
13'-9' d
13'4° b
7-3" d
10
12-V d
16-8' d
15'-6' b
2'-7" d
11
10'-9' d
1&-2- b
12'-9" b
2'-2- d
11
12'4" d
15'-2" d
W-9" b
2'-6" d
12
W-5' d
12'-8" b
12'-2" b
7-2' d
12
11'-11" d
14'-B' b
W-2" b
2'-5" d
2" x 8" x 0.072"
x 0.240"
SMB
2" x 9" x 0.072"
x 0.239"
SMB
4
21'-3' d
26'-3" d
26'-9" d
4'-0" d
4
234' d
28'-10' d
29'-5" d
4'-C' d
5
19'-9" d
24W d
24'-10" d
4'-0' d
5
21'-8' d
26'-9' d
274' d
4'-0' d
6
18'-7- d
22'-11" d
23'-5- d
3'-10- d
6
20'-5" d
25'-2' d
26-9" d
4'-0" d
7
17'-7* d
21'-9" d
22'-2' d
3'-7' d
7
19'-5' d
23'-11" d
24'-5' d
3'-1 I" d
8
W-10' d
20'-10' d
21'-0' d
3'-5' d
8
18'-6' d
27-11" d
23'-4' d
3'-10" d
---9--
W-3" If
20'-0' d
2o'-5" d
T4" d
9
1T-10" d
22'-0' d
22'-6" d
T-8' d
10
16-8' d
19'4' d
19'-9" d
3'-2' d
10
IT-3' d
21'-3" d
21'.7' b
3'-6' d
11
16-2' d
1B'-9' d
W-11' b
T-1- d
11
16'-B" d
20W" d
20' 7- b
3'-5' d
12
14'-9- d
1 18'-2- d
18'-1' b
T-0' d
12
16'-2- d
I 20'-0- d
IW-8" b
3'4' d
2" x 9" x 0.082"
x 0.321"
SMB
2" x 10" x
0.092" x 0.389"
SMB
4
1 26-0- If
I 30'-11- d
31' 7- d
4'-0' d
4
29'-0" d
35'-10" d
3&-7' d
4'-0' d
5
1 23'-3- d
1 28'-8" d
29'-3- d
4'-0' d
5
W-11' d
33'-3' d
33'-11" d
4'-0' d
6
21'-10- d
27'-0' d
27'-7- d
4'-0' d
6
254' d
31'4' d
31'-11" d
4'-0' d
7
W-9' d
25'-W d
26'-2' d
4'-0" d
7
24'-l" d
29'-9" d
30'4' d
4'-0' d
a
19'.10' d
24' 7' d
25'-0" d
4'-0" d
8
2T-1' d
2&-6" d
29'-0" d
4'-0' d
9
19'-1' d
23'-7' d
24'-1' d
3'-11' d
9
22'-2" d
2T-4' d
2T-11" d
4'-0° d
10
18'S° d
22'-9' d
23'-W d
T-9" d
10
21'-5" d
26'-5' d
20-11 ° d
4'-0' d
11
1T-10" d
2T-1' d
22'-6' d
S-8" d
11
- 20'-9" d
25-7' d
26'-1' d
4'-0' d
12
1T4- d
21'-5' If
21'-10- b
3'-7- d
12
20'-2" d
24'-10' d
25'4' d
4'-0' d
`Mono -sloped roofs include gables where the slope of the mof is less than 1" in 12'.
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.
Table 2.1.2 A-110 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers Fourth WaILStructures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust at 110 MPH;
' Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
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.
Table 2.1.2E-110 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans,
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled
Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 110 MPH velocity;
Using design load of 17.7 #ISF 47.1 #ISF for Max. Cantilever)
2"x4"x 0.046"x0.115"SMB
2"x5"x 0.050"x 0.135"SMB
Load
Width (R)
Max. Span'L'I(bending'b'
ordeflection'd')
Load
Width (fL)K1&2Span
Max. Span'LY
bending'b'
or deflection'Ir
1&2 Span
3 Span
4 Span
Cantilever
3 Span
4 Span
Cant ever
4
9'-11" d
174" d
12'-7' d
2-2' d
4
15'-3' dWdT-8-d
T-8- - d5
9'-3' d
11'-5" d
11'-W d
1'-11' d
5
14'-2" dd
7-5" d6
8'-9' d
10'-9'd
IT-11" d
1'-10' d
6
13'-4' dd
2'-4' d7
8'-3' d
10'-3' d
10'-2" b
1'-9' d
7
12'-8' d
d
2'-2" da
7'-11' d
9'-9- d
9-6" b
1'-8" d
8
12'-1" d
d
2'-1- d9
7' 7' d
9'-3" b
8'-11" b
1'-8" d
9
11'-7" d
b
T-0' d10
7'4" d
8'-10' b
8-6" b
1'-7- d
10
9'-1' d
11'-3' d
b
1'-11" dd.
8'-5' b
8'-1- b
T-6- d
11
8'-10- d
10'-10- d
b _
1'-11- d12
6'TF d
8'-0- b
T-9- b
1'-6" d
12
8'-7- d
10'-6' b
b
1'-10. d
2"x6"x 0.050"x
0.135"
SMB
2"x7"x 0.057"x0.135"SMB
4
W-5' d
1T.10' d
18'-2" d
3'-1" d
4
W-6- d
20'-5' d
W-10" d
3'-6" d
5
13'-5" d
16'-7" d
IVA 1" d
7-10' d
5
15'4" d
18'-11' d
19'4- d
3'-3- d
6
1Z-7" d
15'-T d
15'-11' d
2'-8" d
6
14'-5" d
17'-10" d
18'-2" d
T-1" d
7
1VA 1" d
14'-10" d
W-11- b
2'-7" d
7
13'-8' d
W-11' d
17'•3" d
2'-11' d
8
11'-6' d
W-2° d
14'-0' b
T-5' d
8
13'-1" d
16'-2" d
16'-3' b
2'-10- d
9
11'-0° d
13W' d
13'-3" b
2'4' d
9
12'-7' d
15'-T d
15'4" b
7-B" d
10
10'-8" d
12'-11" b
12'-7" b
2'-3" d
10
17-2" d
15'-0' d
W-T b
2'-T d
11
10'-4" d
12'-5" b
1T-11" b
2'-2° d
11
11'-9" d
14'4" b
13'-10" b
2'-6° d
12
10'-0' d
11'-10" b
11'-5' b
2'-2" d
12
11'-5' d
13'-9' b
IT-3" b
I 2'-5" d
2" x 8" x 0.072" x 0.240" SMB
2" x 9" x 0.072" x 0.239 SMB
4
20'4" d
25'-2- d
26-8" d
4'-0" d
4
22'-5" d
27'-8' d
28'-3" d
4'-0- d
5
18'-116 d
23'4' d
23'-10" d
4'-0' d
5
20' 10" d
25'-8' d
26'-2- d
4'-0' d
6
17'-9" d
21'-11' d
22'-5" d
T-10" d
6
19'-7" d
24'-2' d
24'-8' d
4'-0" d
7
W-11' d
20'-10" d
21'-3' d
3'-7" d
7
18'-7" d
22'-11' d
23'-5' d
3'-11" d
8
16'-2' d
19'-11" d
20'4" d
3'-5' d
8
17'-9' d
21'-11' d
22'-5" d
TAG' d
9
15'-6' d
19'-2' d
19'-7" d
3'4" d
9
1T-1" d
21'-1' d
21'-4" b
T-8' d
10
15'-0" d
18'-6" d
18'-8" b
3'-T d
10
16'-6' d
20'-5' d
20'-3' b
3'-6" d
11
14'-6' d
17'-11" d
17'-9' b
3'-1' d
11
IS-11" d
19'-9" d
19'-4' b
3'-5' d
12
1 14'-1" d
I 1T-5' d-T
17'-0' b
3'-0' d
12
1 16-6' d
W-T b
18'-6" b
2" x 9" x 0:082"
x 0.321"
SMB
2" x 10" x
0.092" x 0.389"
SMB
4
24'-0" d
29'-8" d
30'-3' d
4'-0' d
4
27'-10° d
34'-5" d
35'-1° d
4'-0' d
5
22'-3' d
27'-6" d
28'-1' d
4'-0" d
5
25'-10" d
31'.11" d
32'-T d
4'-0- d
6
20'-11' d
26-11' d
26'-5' d
-0
4'' d
6
24
74" d
30'-0' d
30'-8' d
4'-0" d
7
IV-11" d
24'-T d
25'-1" d
4'-0" d
7
23'-1" d
28'-6' d
29'-1' d
4'-0' d
8
19'-1" d
23'-6' d
24'-0" d
4'-0" d
8
2ZA" d
2T-3" d
2T-10' d
4'-o" d
9
18'-4" d
22'-7" d
23'-1" d
3'-11" d
9
21'-3" d
26'-3- d
267-9' d
4'-0- d
10
17'-8" d
21'-10' d
27-3' d
3'-9" d
10
20'-6" d
257" d
25'-10" d
4'-0" d
11
1T-2' d
21'-2' d
21'-5' b
3'-W d
11
19'-10" d
24'-6° d
257-0' d
4'-0' d
12
W-8- d
20'-T d
20'-6' b
3'-7"
di 2�19'-4"
d
23'-10' d
24'4' b
4'-0" d
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
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 scans for total beam scans.
Table 2.1.1 C-110
6005 T-6 Town & Country Industries, Inc.
_ Allowable Spans.For:Miscellaneous Beams Used for Freestanding Carports with Mono-Sloped�R_oofs'
Aluminum Alloy 6005 T-5
For 3 sec. wind oust for 100 & 110 MPH velocity: usino desion load of 15.6 #ISF
Single Self -Mating
Beams
Tributary Load Width
- 6'-0' 1 7--0' 1 9'-0" I 9--o" I10'-0'
I 11'-0' 1 12'-0" 1 13'-0" 1 14'-0' 15'-0' 16'•0" 17'-0-
Allowable Span
'L' I bending'b' or deflection'd'
2" x 4" x 0.046" x 0.115"
9'-1' d
8'-8' d
8'-3' d
T-11' d
T-8' d
T-5' d
T-3' dl
T-0' di
6'-10' d
S-8' d
6'-7' d
6'-5' d
2" x 5" x 0.050" x 0.135"
W-3' d
10'-8' d
10'-2' d
9'•10' d
9'-6' d
9'-2' d
8'-11- di
8'-8- d
8'-6" d
6-3- d
8'-1- d
T-11- d
2" x 6" x 0.050" x 0.135"
13'-2' d
12'-W d
11'-11' d
11'-6' d
11'-1" d
10'-9" d
10'-5' dl
10'-2- d
9'-11- d
9-8- d
9'-6" d
9'-4- d
2" x 7" x 0.057" It 0.135"
- 15'-1" d
14'-3' d
IT-9` d
1S.2' d
12'-8' d
12'-3" d
11 d
11'-8' d
11'4' d
11'-1' d
10'-10' d
10'-B' d
2' x 8" x 0.072" x 0.240"
1ST d
1T-7' d
16'-10' d
16'-2" d
15'-8" d
15'-2' d
14'-9' d
14'4' d
13'-11' d
IT-8' d
13'4" d
13'-1' d
2" x 9" x 0.072" x 0.239"
20'-5' d
- 19.4" d
18'-6- d
IT-10' d
1T-T d
16'-8' d
16'-T d
IS-9- d
15' 5- d
15-0- d
14'-9' d
14'-5- d
2" x 9' x 0.082" x 0.321"
21'-10- d
20'-9- d
19-10' d
19-1- d
18'-5- d
.1T-10- d
1T4- d
16'-11- d
16'-6' d
IVA" d
16-9- d
1S-5' d
0.092" x 0.389"
25'-4' d
24'-1' d
23'-0' d
22'-2' d
21'-5' d
20'-9" d
20'-l' d
1 19' 7' d
19.1" d
W.8' d
W-3' di
17'-11' It
Double Self -Mating,
Beams
Tributary
Load Width
6'-0" 7'4- 1 8'-0- 9'-0" W-0" 11'.0' 1
12'-0" 1 13'-0' 1 14'-0' 1 IT-0" 1 16'-0" 1 17'-0'
Allowable Span'U]
bending'b' or deflection'd'
(2) 2" x 8" x 0.072" x 0.115"
23'-4' dl
27-2' di
21'-3" d
20%5- dl
19%8- dl
19'-1- d
18'-T d
18'-1' d
17'-7' d
17'-3" d
1&-10- d
16'-6-
(2) 2" x 9" x 0.072" x 0.239"
25'-8' d
24'-5' d
23'-4' d
22%5' d
21 %8- d
20'-11' d
20'-5' d
19'-10' d
194 d
18-11 d
18'-6" d
18'-2'
(2) 2" x 9" x 0,082" x 0.321"
2T-6' d
26'-2' d
25-0" d
24'-1' d
23'-3' d
22%6' d
21'-10' d
21%3' d
20'-9' d
20'-4' d
19'•10- d
19'-6'
(2) 2" x 10" x 0.092" x 0.389"
31'-11' di
30'-4" dl
29'-0" dl
27'-11' di
2U-11' di
26%1' di
26-4' di
24'-8" dl
24'-1" di
23'-6' dl
23'-0" d
27-7'
Mono -sloped roofs include gables where the slope of the root is less than 1' in 12'. "
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 3T
2 Spans are based on 110 M.P.H. wind toad 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 2.1.2 C-110 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec- wind oust for 100 & 110 MPH velocity: usino design load of 17.7 #ISF
Single Self -Mating
Beams
Tributary Load Width
6'-0' I T-0" 8'-0- 9'-0" 1 10'•0" 1 IT-0" 1 12'-0' 1 13'-0" 1 14'-0" 1 15'-0" 1 1670 17'-0"
- Allowable Span
'12I bending W or deflection'd'
2" x 4" x 0.046" x 0.050'
8'-9" d
8'-3" d
T-11" d
T-T d
T-4' d
T-1' d
6'-11' di
6'-9' d
6' 7' d
6'-5" d
6'-3" b
6'-0° b
2" x 5" x 0.050" x 0.048"
10'-9" d
W-3' d
9'-9' d
9'-S d
9'-1' d
8'-10" d
8'-7" d
8'4' d
8'-1" d
T-11' d
T-9' d
7'-T d
2" x 6" x 0.050" x 0.060"
12W' d
11'-11' d
1 VwW d
W1 0' d
10'-8" d
10'-4" d
10'-0' d
9'-9' d
9'-6' d
9'4' d
9'-1" d
8'-11' b
2" x 7" x 0.060" x 0.060"
14'-5' d
13'-B' d
13'-1' d
12'4' d
17-2" d
11'-9" d
11'-5' d
11'-2" d
10'-10' d
10'-8" d
l u-5' d
10'-T d
2' x 8" x 0.072" x 0Al2"
1T-9" d
W-11" d
W-7 d
16-6" d
14'-11" d
14'-6" d
147-1- d
1T-9. d
13'-5° d
13'-1" d
17-10' d
12'-7" d
2" x 9" x 0.072" x 0.112"
19'-7' d
18'-7' d
17'-9" d
1 T-1' d
IV-6" d
16-11" d
15'-6' d
15'-1' d
14%9" d
14'-5' d
14'-1' d
13'-10" d
2" x 9" x 0.082- x 0.153"
20'-11" d
19'-11' d
19'-0' d
18'4' d
1 T-8" d
17'-l" d
16'-8' d
16'-2" d
15'-10' d
15'-5' d
16-1" d
14'-10" d
2" x 10" x 0.092" x 0.18T
24'4" d
2T-1" d
2T-1- d
21'-3- d
20'-6- d
19'-10- d
19'4- d
18'-9" d
18'4" d
17'-11" d
17'-6' di
17'-2- d
Double Self -Mating
Beams
Tributary Load Width
6'-0" T-0" 8--0" 9'-0" 10'-0' 11'-0" 12'•0' 13'-0" 14'-0" 15'-0' t6'-0" 17'-0"
Allowable Span'L'
l bending'b' or deflection'd' -
2) 2" x B" x 0.072" x 0.240"
27-5" d
1 21'-3" d
20'-0' d
19'-7- d
IF-11" d
t8'-4" di
17'-9" d
1T-4' d
16'-17' d
16'-6' d
16'-2° d
15'-10' d
(2) 2" x 9" x 0.072" x 0.239'
24'-8' d
23'-5' d
22'-5' d
21'-6' d
20'-9" d
20'-2' d
19'-7' d
19'-0' d
18'-7' d
16'-2' d
17'-9' d
1 T-5' d
2) 2" x 9" x 0.082" x 0.321"
2F-5- d
1 25'1- di
23'-11" di
23'-1' dl
22'-3- di
21' 7- di
20'-11' d
20'-5' d
19-41- di
19'-5- di
19-0- dl
18'-8" d
2 2" x 10" x 0.092" x 0.389'
30'-7' di
29'-1' dl
27'-10- di
26'-9" dl
25'-10' dl
25'-0' di
24'-4" dl
23'-8" di
23'-1' di
22'-7- di
2T-l' di
21'-8- d
• Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12'.
Notes:
1. It is recommended that the engineer be consulted on any tamer beam that spans more than 35'
2. Spans are based on 110 M.P.H. 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. Town & Country 6005 Indicator Mark
5. Spans may be interpolated.
(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.
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TO 6005 SELF -MATING
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Table 2.1.1 A-120 Town & Country Industries, Inc. Table 2.1.2 A-120 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans
v _ + for Freestanding Carports or Patio Covers with Mono -Sloped Roofs For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 TS Aluminum Alloy 6005 T-5
For 3 sea wind gust Tor 120 MPH velocity; For 3 sea wind gust at 120 MPH;
Using design load of 162 r#SF 48.3 /#SF for Max. Cantilever) Using design load of 21.1 #/SF (48.3 #/SF for Max. Cantilever)
2' x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width(fL)
Max. $pan
13(bending
W or deflection'dl
Load
Width (fL)
Max. Span'L'/(bending
W or deflects on'dj
182 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Cantilever
4
5'-1' it
6'-Y d
6'S' d
1'-1' d
4
T-l' d
8'-9' d
8'-11' d
V-6- d
5
4'-9' d
5'-10' d
5'-11" d
U-11' it
5
6'-7" d
&-2' d
8'4' d
1'-4' d
6
4'-S d
5'$' d
S-T d
0'-11" d
6
6-2" d
T-S" d
T-10' d
1'-3' d
7
4'3' d
63' d
S-4' d
0'-11" d
7
5-11" d
T-3' d
TS' d
1'-3' d
B
4'-1' d
4'-11" d
6-1" d
0'-10- d
8
S$' d
6'-11" d
6'-11' b
1' 2" d
9
T-1 T d
4'-10' d
4'-11' d
0'-10' it
9
S-5" d
6'$' d
6'-T b
1'-1' it
10
1 T-9" d
4'$' d
4'$' b
0'-9- it
1 10
S-Y d
6'-5' it
V-T b
1 1"' d
11
3'$' d
4'$' d
4'$' b
0'-9" d
11
5'-1" . d
6'-Y b
5'-11' b
1'-1- d
12
3'-6' -d
I 4'-0- d
I 4'-3° b
0'-9- it
12
4'-11- d
5-11" b
1 5'$' b
I T-0- d
2" x 3" x 0.060"
Hollow
2' x 4" x 0.050"
Hollow
Load
Width (ft.)
Max Span'L'/(bending'b'
or deflection'd')
Load
Width (fL)
Max. Span
'L'/(bending'b'
or deflection'd)
1&2 Span
3 Span
4 Span
Cams ever
1&2 Span
3 Span
4 Span
Ca Dever
4
TAU* d
9'-T d
9'-11" d
V-8' d
4
9'-3' d
11'-5' d
11'$' d
1'-11- d
5
T-4' d
9'-0' d
9'-2' d
V-6' d
5
8'-7' d
10'-T d
10'-10' d
1'-9" it
6
6'-10- d
8'$' d
V-8- d
1'-5- d
6
8'-1'- d
9'-11' d
9'-11' b
V-8" d
7
6'-6' d
8'-1- d
8'-3" d
1'4' d
7
T$" d
9'$' d
9'-2' b
1' 7' d
8
6'3' d
T-9' d
T-10" d
T4' d
8
T4' d
8'-11' b
8'-T b
V-6' it
9
6'-T d
T-S d
T-T d
1'3' d
9
T-1' d
8'-5" b
6'-1" b
V-6' d
10
5-10" d
T-2' d
T-4" d
1'-2' d
16
6'-10' d
T-1 T b
T$' b
1'-5' d
11
5'-7w d
6'-11' d
6'-11' b
1'-2' d
11
6'-7- d
T-T b
T4' b
1'4- d
12
5--S d
6'-9- d
6'$' b
1'-2- d
12
6'-5" d
T-3" b.
T-0' b
1'-4- d
' x 2" x 0.045"
Hollow
Load
Width (fL)
Max. Span 'L'/ bending'b'
or deflection'ci
1&2Span
3Span
4Span
Max'
Cantilever
4
5'-9' d
T-1' d
T3° d
1'-2' it
5
VA" d
6'-7" d
6'-9' d
1'-1' it
6
5'-0' it
6'-2' d
6'4' d
1'-1' it
7
4'-9' d
5'-11" d
S-0" d
0'-11" it
e
4'-7" d
S$' d
S-9' d
0'-11" d
9
4'-5' d
SS' d
V-6' d
0'-11" d
12
4'3' d
5'-3" d
6-4'd
&-11" d
11 -
4'-1' d
5*-1' d
5*-2' d
0'-10' it
12
1 T-11- it
4'-11- d
5--0- d
0'-10- d
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1AB-120 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with MonoSloped• Roofs
Aluminum Alloy 6005 TS
For 3 sea wind gust for 120 MPH velocity;
Using design load of 162 #SF 48.3 #/SF for Max. Cantilever
2"x4"x 0.046'x
0.115"SMB
2"x 5"x0.050"x 0.135'SMB
Load
Width (fL)
Max. Spa
VIbending'b'
or deflection'
Load
Width (fL)
Max. Span
VI ending'b'
or deflection
'd
1&2 Span
3 Span
4 Span
Cana ever
1&2 Span
3 Span
4 Span
Camiler
4
10'3' d
1Z-8" d
17-11' d
2'-1" d
4
12'$' d
15$" d
15'-11' d
2'-7- d
5
9'-6" d
1T-9" d
17-0' d
1'-11- d
5
11'-9" d
14'-T d
W-10" it
2'S" it
6
8'-11- d
11'-1- d
11--4- d
1'-10- d
6
IT-1' d
IT-87 d
13'-11' d
2'3' it
7
B'$' d
10'$" d
10'-8' b
1'-9' d
7
10'$' d
13'-0' d
1T-3' it
2'-2' d
8
8'-Y d
10'-1' d
9'-11" b
1'$' d
8
10'-1" d
1Z5" d
12'-W it
2'-1" it
9
T-10" d
9'-W d
9'4' b
1'-T d
9
91$' d
11'-11' d
12'3" d
T-11' d
10
T-7' d
9'-2' b
Ll_y b
1'-7' d
10
9'-0' d
11'-T d
11'-7- b
1'-11- d
11
T4' d
8'-9" b
8'$b
1'$' d
11
9'-1" d
1T-2" d
11'-1' b
1'-10' d
12
1 T-1- d
I B--5" b
I 8'-1" b
I T-6' d
12
8'-10" d
10'-10' d
1OW- b
I 1'-10' d
2"x 6'x 0.050"x0.135"SMB-
2"x Tx0.057"x
0.135"SMB
4
W-11' d
18'S d
18'-9' d
3'-1- d
4
IT-0' d
21'-0' d
21'S" d
3-6' d
5
IT-10' d
1T-1' d
1T-5' d
2'-10' d
5
15'-10" d
19'$' it
19'-11' d
3'3' d
6
13'-0' it
IVA" d
16'-T d
2'$" d
6
14'-10- d
18'4° d
18'-9" d
T-1- d
7
12'-0' it
15'3" d
15'-T d
2'-T d
7
W-1' d
1T-5" d
1T-9' d
7-11' d
8
11'-10' it
14'-T d
14'$' b
2'S" d
8
IT-6' d
16'$" it
1T-0" b
7-9' d
9
1V-4" it
14'0" d
IT-10' b
74' d
9
17-11' d
16'-0" d
16'-0' b
7$" d
10
10'-11' d
13'-T d
.13'-1' b
2'3' it
10
1Z-6' d
15$' d
15'-2' b
7-T d
11
10'-7' it
12'-11' b
17$' b
7-2' it
11
12'-2' d
14'-11' it
14'$° to
2'$' d
12
10'4- d
17-5' b
1 R11' b
2'-1' it
12
11'-1 D' d
14'4- b
13'-1 I' b
I 2'S' d
2" x 8" x 0.072"
x 0.240"
SMB
Y 1i 9" x 0.072"
x 0239"
SMB
4
20'41" d
25'41" it
2W.5' d
4'-O" it
4
1 23'4" d
2W.6- d
29'4" d
4'-0" it
5
19'$' d
24'-l' d
24'$' d
4'-0" d
5
21'-5" d
26-5' d
26'-11" d
4'-0' it
6
18'-0' d
2Z-8" d
23'-1" d
3'-9' d
6
20'-2" d
24'-11" d
25'-5' d
4'-0' it
7
1T-5' d
21'$" d
21'-11' d
T-T d
7
19'-2" d
27-8' d
24'-1" d
-T-11" d
-8
1V-8' d
20'-7' d
20AI' d
T-5' it
8 -
18'4- d
22'-7- d
23'-l' d
3'-9- it
9
16'-0' it
19'-9' d
20'-2' it
T-4" it
9
1T-7' d
21'-9" d
22'-2" d
3'-7' d
10
165' d
19'-1' d
19'$' d
3'-2' d
10
16'-11" d
20'-11' d
21'-2' b
3'-6' d
11
W-11" d
18'-6' d
18'-T b
3'-1' d
11
16'-6' d-
20'4' d
20'-2" b
3'S- it
12
1 14'-7- d
1T-11" d
I 1T-9- b
2-11" d
12
15'-11- d
19'-9- d
19'4- b
1 3'4' it
2" x 9" x 0.082"
x 0.321"SMB
2"x10"x0.092"x0.389"SMB
4
24'-9' d
30'-6' d
31'-2* d
4tT d
4
28'$" d
35'-5' d
36'-l" d
4'-0' it
5
22'-11' d
28'-0" d
28'-1 T d
4'-0' d
5
2&-7" d
32'-10' d
33'$' it
V-O" it
6
21'-T it
26'-W d
2T3' it
4%T d
6
25'-1" d
30'-11' d
31'-7' d
4'-0" it
7
20'-V d
254' d
25'-l(r it
4'-0' d
7
23'-10' d
29'-5" d
29'-11' it
4'-0' it
8
19'-T d
24' T d
2N-9' d
4%7 d
B
22-9' d
28'-1" d
28'$' d
*a" it
9
18'-10' d
234' d
23'-9" d
&-I I" d
9
21'-11' d
2T-0" d
2T-7- d
4'-0" d
10
18'3' it
22'$' d
72'-11' d
3'-9' d
10
21'-2' d
25-1" d
267 d
4'-0" d
11
1T$' d .
21'-10' d
22'3' d
T-8' d
11
20'-6" d
253" it
25'-9' d
4'-0' it
12
1 1T-2- d
21'-2- d
1 21'-5- b
3'-6' d
12
19'-11- d
I 24'-T it
25'4' d
4'7d
• Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
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.
Mono-sloped roofs Include gables where the slope of the mof is less than 1' In 12'.
Notes:
1. Above spans do not Indude length of knee brace. Add horizontal distance from updght to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1.2B-120 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled
Carports
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 120 MPH velocity;
Using design load of 21.1 #/SF (48.31NSF for Max. Cantilever)
2" x 4" x 0.046" x 0.115"SMB
2"x5"x 0.D50"x 0.135"SMB
Load
Width (fL)
Max Span'L'/
bending
W or it
ocUon'dl
Load
Width (R)
Max. Span'L'/ bending'b'
or deflectionMax.
1&2 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
9'-5' d
11W- d
11'-10' d
2A" d
4
11'-8' d
W4' d
14'$' d
2'-T d
5-
8'-9" d
10'-9" d
IV-W d
1'-11- d
5
10'-10' d
13'-0" d
IT-T d
2'-5" d
6
8'3' d
10'-2*- d
10'-1' b
1'-10' d
6
10'-2' d
17-T d
17-10' d
2'3' it
7-
T-10" d
9'$' b
9'4' b
T-9' d
7
9'$' d
11'-11' d
17-2" b
2'-2' d
8
- T$' d
9'-0' b
8'-9' b
1'-8' d
8
9'3' d
11'-5' d
11'4' b
2'-1- d
9
T-2° d
8'$' b
8'3' b
T-T d
9
8'-10- d
10'-11- d
10'-9' b
1'-11- d
10
6'-11' d
8'-1' b
T40' b
1'-T d
10
B'-T d
10'$' b
10'-2' b
1'-11' d
11
S-9' d
7'-8 b
T-Y b
1'-W d
11
8'-0' d
10'-0' b
9'$' ti-1'-10'
d
12
6'-0" d
T4- b
T-1- b
1'-T d
12
-8--1- d
9'-T b
9'3' b
1'-10' d
2"x6"x 0.050"x
0.135'SMB
2"x7"x 0.057"x
0.135"SMB
4
IT-8" d
16'-10' d
1T-Y d
T-1' d
4
15'-7- d
193' d
IV-S- d
Y-6- d
5
17$" d
1S-7- d
15'-11' d
2'-10' d
5
14'$" d
1T-10' d
18'3' d
3'-W d
6
11'-11' d
W-S' d
14'-10" b
2'$' d
6
13'-7" d
16'-10' d
1T-2' d
3'-1' it
7
11'4" d
13'-11" d
13'-9' b
2'-7-d
7
12'-11- d
15'-11- d
15-11- b
2-11- it
8
10'-10" d
1 T4' b
12-10' b
2'-5' d
8
174" d
15'3' d
14'-11' b
2'-9" d
9
10'S' d
12'-6' b
17-1" b
74" it
9
11'-11' d'
14'$' b
14'-Y. b
'2'$' d
10
- 10'-W d
11'-11' b
11'$' b
2'3' it
10
1 V-6" d
13'-9' b
13'4' b
2'-T d
11
-9'-9' d-
11'4" b
10'.11" b
2'-2' d
11
11'-1" d
IT-2" b
17$' b
2'$' d
12
9'-5' d
10'-10' b
10'$' b
2'-1' d
1 12
10'-10' d
12'-7- b
17-2' b
2'S d
2" x 8" x 0.072"
x 0240"
SMB
2" x 9' x 0.072"
x 0.239'
SMB
4
19'-2- d
23'-9' d
24'-2- d
4--0- d
1 4
21'-l' d
1 26-1- d
2&-T d
4'-W d
5
1T-10" d
22'-W it
27$' d
V-D' d
5
19'-7- d
1 24'-3" d
24'$' d
4'T d
6
16'-9' d
20'-9' it
21'-2' d
7-9- d
6
18'$' d
I 22'-9" d
233' d
4'-0' d
7
15'-11" d
19'-8' d
20'-1- d
7-7-d
7
1T$' d
1 21'$' d
22'-1' d
T-11- d
8
15'3' d
18'40- it
19'-l' b
3'-6' d
8
16'-9' d
1 20'$' d
20'-9- b
3'-9' d
9
14'$' d
18'-l' it
1T-11' b
3'4' it
9
16'-1'. d
19'-11' d
19'-7' b
3'-T d
10'.
14'-2' d
17"$' d
1T-1' b
3'-2" d
10
15'-7- d
1 19'-2' b
18'-T b
3'$' d
11
13'$' d
15-10' b
16'3' b
Y-1" d
11
15'-1' d
18'4' b
1T$' b
T-5* d
12
13'4" d
16'-1' b
15'-7' b
7-11' CI12
14'$' d
1T$' 61
16'-11' b
3'4' d
2"x9"x 0.082"x
0.321"SMB
2'x IOn x
0.092"x 0.389"SM13
4
22'$" d
2T-11' d
2V-S' d
N-O' d
4
26'-T -d
3T-5° d
33'-1" d
4'-0' d
5
21'-0' d
25'41' d
2"" d
4'-0' d
5
2474' d
-So '-1' d
30'-8' d
4'-0' d
6
19'-9" d
24'S" it
24'-11' d
N-O* d
6
22'-11' d
284 d
28 11' d
4'-0' d
7
18'-9' d
23'-2" d
23'$' it
4'-0' d
7
21'-9- d
26'-11- it
2T-5' d
T: d
8
1T-11' d
27-2' d
2Z-8` d
4'-W d
g
910' d
25-9' d
26'3' d
T:F d
9
1T3' d
21'4' d
21'$' b
3'-1T d
9
20'-0' d
24'-9' d
25'3- d
4'-0' d
10
16'3' d
20'-r d
20'-7" b
T-9' d
10
194' d
23'-1 T d
24-4 d
11
15-2" d
19'-11' d
19'$' b
3'-B' d
11
18'-9' d
23'-Y d
23'3' b
4'-0' d
12
15'$' d
19'-5- d
18'-10' b
r 18'-2- d
22'$' d
22'3' b
4LO- d
Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 127.
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1.1 C420 Town & Country Industries, Inc.
6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs•
Aluminum Alloy 6005 T-5
'Fo3 sec. wind gust for 120 MPH velocity; using design load of 16.2 i#SF
Single Self -Mating
Beams
Tributary Load Width
6'-0' T-0' 1 8'-0" 1 9'-0'
10'-0'
1 11%0" 1 12'-0" 1 W-O" 1 14'-0' 1 15'-0' 1 16'-0' 1 1T-0"
Allowable
Span'L'
/ bending'b' or deflectlon'd'
2" x 4' x 0.046" x 0.115"
8'-11' d
"" d
8'-2' d
T-10- d
T-T d
T-4- d
T-1- d
6'-11- d
6'-9' d
6'-7' d
SS' d
6'4' b
2' x 5" x 0.050' x 0.135-
11'-l" d
101$' d
1 U-1' d
9'$' d
9'-4" d
9'-1° d
8'-10" d
8' 7- d
8'4' d
B'-Y d
T-11- d
T-10' d
2" x 6" x 0.050" x 0.135"
12-1I- d
IZ-4- d
11'-10' d
11'-0' d
10'-11' d
10'-7" d
10'-4' d
10'-0' d
9'-10' it
9'-T d
9'-0' d
9'-Y d
2' x 7" x 0.057" x 0.135"
14' 40' d
14'-1' d
13'$' d
12-11' d
12-6' d
12'-2' d
11'-9' it
1 T-W d
11'-2' d
IVA 1" d
10'-9' d
lu-w d
2" x 8' x 0.072" x 024O"
18'-4' d
1T-5" d
IV-8` d
15-11" d
16- d
14'-11' d
14'$" d
W-2- d
1Y-10° d
IT-6- d
13'-Y d
12'-11- d
2' x 9" x 0.07Y x 0.239"
20'-2' d
19'-2" d
1 4" d
1T-7' d
16'-11" d
16'-S d
1&-11' d
15'-7- d
1S-2' d
14.10' d
14'$' d
14'-3' d
2' x 9" x O.OB2" x 0.321"
21'-T d
20'$' d
19'-7' d
18'-10' d
18'-2' d
17'-B' d
IT-Y d
16W d
16'-Y d
15-11' d
15'-7' d
1S-3' d
2" x 10" x 0.092" x 0.389"
25'-0- d
23'-9' d
22'-9- d
21'-10- d
21'-1" d
20'S" d
19'-10- d
19'-4- d
18'-10- d
18'-5" d
18'-1- d
1T$' d
Double Self -Mating
Beams
Tributary Load Width
6'-0- 7'-0" 8'-0' 1 9'-0- 10'-0" 11'-0" 1 12'-0" 1 13'-0'1 14'-0" 15'-0" 1 16'-0' 1T-0'
Allowable Span'L'
/ bending'Vor deflection'd'
(2) 2" x 8' x 0.072" x 0.240"
23'-1' d
21'-11' d
20'-11' d
20'-2' ci
19'$' d
18'-10' d
18'-4" d
1 T-10' d
1T3 d
16'-11' d
16'$' d
16'd" d
(2 2" x 9' x 0.07Y x 0239"
26-5' d
24'-1" d
23'-1' d
22'-T d
21'-Y d
20'-9' d
20'-2' d
19'-7' d
19'-2' d
16. 8 d
18'-4' d
iT-11° d
2 2" x 9" x 0.082- x 0.321"
2T-2" d
25--10- d
24'-9- d
23'-9" d
22'-11- d
22'-0' d
21'-T d
21'-0- d
20'$' d
20'-0' d
19"-T d
19'. d
(2) 2" x 10" x 0.092" x 0.389"
311$" di
29'-11' di
2813" c1l
ZT-T dl
261-7' cil
26-9' c1l
25'-0- di
24'S' dl
23'-9' d
23'-3' d
22'-9' d
22'-0' If
' Mono -sloped roofs include gables where the slope of the roof Is less than 1' In 12".
Notes:
1. It is recommended that the engineer be consulted on any center beam that spans more than 35
2.' Spans are based on 1201d.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia orwall 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 2.1.2 C-120 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 120 MPH velocity; using design load of 21.1 f#SF
Single Setf-Mating
Beams
Tributary Load Width
6'-0' 1 T-0- 8'-0" _1 9'-0'
I 1D'-0'
1 11--0- 12'.0' 1 IT-O" 1 14'-0" 1 16--0' 1 16'-0' 1 17'-0"
Allowable
Span
'L' / bending'b' or deflection'd'
2" x 4" x 0.D46" x 0.115"
8'3' . d
T-10" d
T-T d
T-2' d
6'-11' d
6'-9' d.
6'$' d
6'-0" b
6'-l', b
-.5-11' b
6-8' b
5'$' b
2" x 5' x 0.05O" x 0.135"
10'-2' d
9'3" d
9'3' d
8'-10" d
8'-7' d
8'-0' d
8'-l' d
T-10' d
T$' it
T$' d
T4' d
T-2' b
2' x 6" x 0.05O" x 0.135"
117-11' d
11'4" d
10'-10- d
10'S" d
10'-0' it
9'-9" d
9'-5' d
9'-Y d
8'-11" d
8'$' b
8'-5' b
8'-2' b
2" x 7" x 0.057" x 0.135"
13'-7* d
12'-11' d
12'4' d
11'-11' d
I V-6' d
11'-1" d
10'-10' d
1V-6" d
10'3' d
10'-0' d
9'-9' b
V-V b
2° x 8" x 0.072" x 0.240"
16'-9' d
15'-11' d
15-3' d
14'$' d
14'-2' d
13'$' d
13'-0' d
12'-11' d
17-T d
12'4' d
17-1' d
2' x 9" x 0.072" x 0.239"
18'-S d
1T$' d
15-9' d
16'-1' d
1S-T d
15'-1' d
14'$' d
14'3' d
13'-11' d
13'-7' d
134' d
13'-0' d
Y x 9" x 0.082" x 0.321"
19'-9' d
18'-9' d-1T-11"
d
1T3' d
1 V-8' d
16'-2" d
15'$' d
153' d
W-11' it
W-7' d
14'-3' d
13'-11' d
2' x 10" x 0.092" x 0.389°
1 27-11" d
d
20'-10' d
-021'-9'
20'' d
19'4' d
18'-9' it
IV-2' d
1T-9' d
1T3' d
16'-11' d
19-6- d
16'-2" d
Double Self -Mating
Beams
I 12'-0'
B'-0' I T D- 1 8'-0" 9'-0' 10'-0' I 11'-0"
1 IT-O" 1 W-O" 1 15'-0' 1 16'-0'
Allowable S
p an'L'I be
d
n Ing'b'or
deflection
2 2" x 8" x 0.072" x 0240"
2312
192'
5
18-d
T-0'
16'' d
15-11' d
15'-7' d
15-3' d
'14'-1' d
2"x 9" x 0.072" x 0239"
2
-I d1
d
20
d
118T-31'
d1'
18'Sd
1T-11'
1T$-
d162
-9- di
16'S' d
2) 2" x 9" x 0.082" x 0.321"
24'-11' c1l
23'$' di
27$' dl
21'-9" di
21'-0' di
2V-4' di
19-9' di
19'3' cil
18'-9' di
16'4' di
1T-11' dl
1T-7- d
2) 2" x 10" x 0.092" x 0.389'
28'-11" di
2TS' c1l
26'3' di
25'-3" di
24'4' di
23'-7' d
22'-11' d
274' di
21'-9' c1l
2113' dl
20'40' di
2(rS' d
• Mono -sloped mots include gables where the slope of the roof is less than 1' In 120.
Notes:
1. It is recommended that the engineer be consulted on any carder beam that spans more than 36
2. Spans are based on 110 M.P.H. 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 updght to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be Interpolated.
C ntry diva
nstruo For it Purp )
foP Py
s i and Bu g ors
These alloy indentifieation 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
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Table 2.1.1 A-130 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped` Roofs
Aluminum Alloy 6005 T-5
For 3 sem wind gust for 130 MPH velocity;
Usinn d-Inn Inad of 16.8 #NSF f56.6 BISF for Max. Cantilaveri
2" x 2' x 0.040" Hollow
2" x 3" x 0.045" Hallow
Load
Width (fL)
Max. Span'L'/
bending
W or d
ectlon'dj
Load
Width (fL)
Max. Span'L'/ bending'b' or deflection'd
1&2 Span
3 Span
4 Span
Ca Max` r
1&2 Span
3 Span
4 Span
CaMax.
ntilever
4
5'-0' d
6'-W d
6'4' d
0'-11' d
4
T-0" d
&.8' d
&-10' d
1'S' d
5
4'-8' d
5'-9' d
5-11' d
0'-11' d
5
6'-6" d
8'-0" d
8'-2' d
1'3' d
6
V-W d
5'-5" d
55' d
0'-10' d
6
6'-1" d
T-T d
r-9' d
1'3" d
7
4'-2' d
5'-2' d
5'3' d
0'-10' d
7
5'-10" d
T-2" d
T4' d
T-T d
8
T-11- d
4'-11- d
5-0' d
0'-9' d
8
S-T d
6'-10' d
6'-10' b
1'-1- d
9
31-10" d
4'-9' d
4'-10' d
0'-9' d
9
6-0' d
6'-7' d
6'-6' b
1'-1" d
10
T-W d
4'-T d
4'-T b
0'-9" d
10
S-2' d
6'4" b
6'-T b
1'-0' d
11
T-T d
4'-5' d
4'-S b
0'-9' _ d
11
4'-11' d
6'-1" b
5'-10" b
0'-11" d
12
T-6- d
4'4- d
4--T b
0'-8' d
12
4'-10- d
I 5-10- b
5'-7- b
0'-11- d
2" x 3" x 0.060" Hollow
2" x 4" x 0.050" Hollow
Load
Width (1L)
Max. S
an'L'/(bending'b
or deflectlon'd'
Load
Width (ft.)
Max. S
an'L'/(bending'b'or
de0edion'd')
1&2 Span
3 Span
1 4 Span
Can6evver
1&2 Span
3 Span
4 Span
Canb ever
4
T-9' d
9-7" d
9'-10' d
1'S' d
4
9'-2' d
11'4" d
11'-6' d
1'-10' d
5
r-3' d
8'-11' d
9'-1' d
1'-5' d
5
&-6" d
10'S" d
10'-8' b
T-8' d
6
6'-9' d
8'-S d
8'-T d
T4' d
6
T-11' d
9'-10' d
9'-9' b
1' 7' d
7
6'-5" d
T-11' d
8'-2" d
T3" d
7
T-7" d
9'4" b
9'-0' b
T-6" d
8
6'-2' d
T-7" d
T-9' d
T-T d
8
T3' d
8'-9" b
8'-5' b
V-5' d
9
5'-1 V d
7'4' d
T-T d
1'-T d
9
6'-11' d
8'3" b
T-11' b
V-5' d
10
5'-9' d
T-1' d
T-T b
1'-2' d
10
6'6'-0' -9' d
T-10' b
T-7' b
1'4' d
11
5'-7' d
6'-10' d
6'-10" b
T-1' d
11
d
T-5' b
T-2' b
1'3' d
12
1 S-5- d
6'-8- d
6'-T b
1'-1- d
12
6'4- d
T-T b
I 6'-11- b
1'-3- d
" x 2" x 0.045"
Hollow
'
Load
Width (ft.)
Max.S
an'L'/(bending
V ordaflection'd')
%2 Spanb5-2'
4 Span
Mom'
Candlever
4
5'-8" d
T-2' d
T-1" d
5
5'-3" d
S-W d
T-0' d
6
4'-11' d
6"3' d
0'-11' d
7
4'-9' d
5'-11' d
0'-11' d
a
4'S` d
5'-8' d
0'-11` d
9
4'4" d
5'S' d
0'-10" d
10
4'-2" d
5'3` d
0'-10' d
11
4'-1' d
5-0- d
5'-1- d
0'-10" d
12
T-11- d
1 4'-10- d
1 4--11- d
0--9- d
Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 12.
°Notes:
,�tiAbbveepans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
mnnet tion.to the above spans for total beam spans.
Table 2.1.1 B-130 Town & Country Industries, Inc.
6005'TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with MonoSloped• Roofs
Aluminum Alloy 6005 T-5
: For'3�sec. wind gust for 130 MPH velocity;
Lsinoideslon load of 16.8 WSF 156.6 #NSF for M- Cantileveri
V'k.4_x0:046"x0.115'SMB
2'x5"x0.050'x0.135'SMB
..*.,Load,.
".W)dih.4%)
Max. Span
VI ending'b'
or deflacdon'dj
Load
Width (fL)
Max. Span'L'/(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Ca nalever
1&2 Span
3 Span
4 Span
Can ever
:'•+:4
10'-2' d
1Z-6' d
12'-9" d
2'-0' d
4
12'-7- d
15'S" d
15'-10' d
Z-F d
5
9'-5' d
11'-8' d
11'-1 D" d
1'-10' d
5
11'-8" d
14'-5' d
14ta' d
2'4" d
6-
8'-10' d
10'-1 I' d
11'-2' d
1'-9' d
6
10'-11' d
13'S' d
ITA D' d
2'-2' d
7
8'S" d
10'S' d
10'S' b
T-T d
7
10'S' d
17-10' d
IT-1' d
2'-1" d
8
8'-1' d
9'-11' d
9'-9' b
T-T d
8
9'-11' d
12'4' d
17-7' d
1'-11- d
9
T-9' d
9'S' b
9'-2' b
T-6' d
9
9'-7' d
11'-10' d
12'-0" b
1'-11' d
10
TS' d
9'-0" b
8'-9' b
1'-6- d
10
9'3' d
11'-S d
11'S' b
4'-10' d
11
T3; d
5-T b
8'4' b
1'-5' d
11
8'-11' d
11'-1" d
10'-10' b
1'-9' d
12
1 T-0- d
1 8'-3- b
1 T-11` 6
1'-5' d
12
1 8--8' d
1 10--9- d
1 10'S' b
T-9- d
2"x6"x0.050"x0.135"SMB
2"x7"x0.057'x0.135"SMB
4
W-s' d
IW-2' d
18'-6' d
2'-11" d
4
16'-10" d
20'-9- d
1 21'-2" d
T4- d
5
13'-W d
16'-10" d
1T-2' d
7-8' d
5
15'-7' d
19'3' d
19'-W d
3'-1' d
6
17-10' d
15'-10' d
16'-2' d
7.6' it
6
14'-0' d
18'-2" d
18'-6' d
7-11- d
7
12'-T d
15-i' d
15'4" d
7-5' d
7
IN-11' d
IT-3' d
1T-7' d
2'-9" d
8
1T-8' d
14'S' d
14' W b
2'4' d
8-
13'4' d
16'-6' d
15-W b
T-8' d
9
11'3' d
13'-10' d
13'-7' b
2'-3' d
9
17-10" d
15-10' d
15-9' b
2'-6- d
. 10
10'-10' d
13'4' b
17-11' b
2'-T d
10
12'-5' d
15'4' d
14'-11' b
Z-5" d
11
10'S' d
12'-9' b
12'3' b
2'-1" d
11
11'-11' d
14'-9" b
14'-3' b
74' d
12
1 10'-2- d
17-2- b
I 11'-9- b
1 7-0- d
12
1 T-8' d
14%1' b
13'-8' b
2'4" d
2" x 8" x 0.072"
x 0240"
SMB
2" x 9" x 0.072"
x 0239"
SMB
4
20'-9' d
25'-7' d
26'-1' d
4'-0' d
4
22'-9' d
28' T d
28'-9' d
4'-0" d
5
19'-3' d
23'-9" d
243" d
T-10" d
5
21'-2' d
26'-2" -d
26'-W it
4'-0- d
6
1&-1" d
22'4' d
27-10' d
3'-7' d
6
19'-11' d
24'7' d
25-1' d
3'-11' it
7
1T-T d
21'3' d
21'-W d
T-5' d
7
1&-11' d
234' d
23'-10' d
3'-9` d
8
W-5' d
20'4' d
20'-9' d
T-T d
8
1&-1' d
2Z-,r d
22'-9" d
T-7" d
9
IS-10" d
IW-6' d
19'-11' d
T-I' d
9
1T5' d
21'S' d
21'-11' d
3'-5' d
10
15'3" d
18'-10' d
I&A' b
3' -W d
10
16-10" d
20'-9' d
20'-10' b
3'4' d
11
W-T d
18'3' d
18'3' b
2'-11" d
11
153' d
20'-1' d
19'-10' b
3'3" d
12
W4- d
1T-9- d
1T5" b
7-10- d
12
15-10' d
1 19'-T d
IV-1 I" b
T-1' d
2" x 9" x 0.082"
x 0.321"
SMB
2" x 10" x
0.092" x 0.389"
SMB
4
24'S" d
30'-2" d
30'-9' d
4'-0' d
4
28'4- d
34'-11- d
I 35-8' d
4'-0" d
5
22'-8" d
28'-0' d
28'-7' d
4'-0' d
5
264' d
32'S" d
33'-2' d
4'-0' d
6
21'4' d
264' d
26'-11' d
4'-T d
6
24'-9" d
30'-7' d
31'-2' d
V-T d
7
20'3' d
25-0' d
265' d
4' -W d
7
23'-6' d
29'-0' d
29'-7- d
4'-0' d
8
19'S' d
23'-11" d
24'S' d
T-10' d
8
22'S' d
2T-9' d
284' d
4'-0" d
9
18'-8" d
2T-0" d
23'S' d
T-8' d
9
21'-7' d
26'-8' d
2T3" d
4'-0' d
10
1r-11' d
22'3' d
27-8' d
T-T d
10
20'-10' d
2&-9' d
254' d
4'-0" d
11
17"S" d
21'-6' d
21'-11' d
3'S' d
11
20'3' d
24%11" d
25'•6- d
3'-11- d
12
iT-11" it
20'-11- d
21'-1' b
3'4- d
1 12
19'-8- d
24'-3" d
24'-9' d
1 T-11- d
Mono -sloped roofs Include gables where the slope of the roof is less than 1" In 12'.
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.
Table 2.1.2 A-130 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust at 130 MPH;
Mono -sloped roofs Include gables where the slope of the roof Is less than 1' in 12".
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.
Table 2.1.2B-130 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding
Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 130 MPH velocity;
Uslno desion load of 24.8 #NSF 156.E N/SF !or Max_ C-tileved
2"x4"x 0.046"x 0.115"SMB
2'x 5' x 0.050' x 0.135"SMB
Load
Width (ft.)
Max. Span'L'/
bending
W or de
cdon'dj
Load
Width (ft.)
Max. Span 13 bending W or deflectlon'd
1&2 Span
3 Span
4 Span
Canever
1&2 Span
3 Span
4 Span
x.
Cantilever
4
8'-11' d
11'-0" d
11'3" d
2'-0' d
4
11'-0' d
13'-7' d
13'-11' d
7-6" it
5
8'3" d
10'-3' d
10'-2" b
1'-10' d
5
10'3' d
12'-B' d
12'-11' d
74' d
6
T-9' d
9'-T b
9'3' b
T-9" d
6
9'-7- d
11'-11' d
12'-1' b
2'-2" d
7
TS' d
8'-11' b
8'.-77 b
1'-8' d
7
9'-2' d
11'-3' d
11'-2' b
7-1' d
a
T-1" d
8'4' b
8'-0' b
1' 7" d
8
8'-9' d
10'-10' d
10'-6' b
1'-11- d
9
6'-10' d
T-10' b
T-T b
T-6' d
.9
B'S' d
1U3' b
9'-11' b
1'-11- d
10
6'-T d
TS' b
T-2' b
T-6' d
10
8'-1' d
9'-8' b
9'-5' b
1'-10' d
11
6'4' b
I 7'-1' b
6'-10- b
1'S' d
11
T-10- d
9'3- b
8'-11'
12
. 6'-1' b
6'-9" b
6'-T b
1'-5 d
12
1 7-8' d
.8k10' b
B'-7' b
1'-9' it
2"x6"x0.050"x0.135SMB
2'x7"x0.057"x0.135"SMB
4
12'-11' d
16-11" d
16'-3' d
7-11" d
4
14'-9" d
.18'3' d
18'-7' d
T4' d
5
11'-11" d
14'-10' d
14'41' b
2'-8" d
5
13'-8' d
16'-11' d
1T-3' d
3'-1' d
6
11'3' d
1T-1I" d
13'-8' b
2'S' d
6
12'-11' d
15'-11' d
15'-10' b
7-11' d
7
10'-9" d
13'-1' b
17-8" b
75' d
7
173' d
15'-2' dit
-9' d
B
10'3' d
17-3' b
11'-10' b
2'-4' d
8
11'-9' d
14'3' b7-8"
d
9
9'-10" d
11'-T b
11'-2` b
2'3- d
9
11'3' d
13'-5' b
-6' d
10
9'-6' d
10'-11" b
10'-7' b
2'-2` d
10
10'-11' d
12'-9' b'-5'
d
11
9'-3' d
10'S' b
10'-1" b
2'-1" d
11
10'S" d
17-2" b'4'
d
12
8'-11- d
IV-0" b
9'-8- b
2'-0" d
12
10'3' d
1T-7" b'4'
d
2" x 8" x 0.072"
x 0240
SMB
2" x 9" x 0.072"
x 0239
SMB
4
18'-2" d
2Z-6" d
22'-11' d
4' -W d
4
20'-0' d
24'-9' d
29-T d
4' 0` d
5
is-11' d
20'-10' d
21'3' d
T-10' d
5
- 18'-T d
27-11" d
23'S' d
4'-0' d
6
1&-11" d
19'-8` d
20'-0' d
3'-7' d
6
ITS' d
2T-7- d
27-W d
T-11' d
7
15-1" d
18'-8' d
18'-10' b
3'S' d
7
16'-T d
2W-6' d
20'S' b
3'-9' d
a
1V-5' d
1T-10' d
1T-7' b
3'3" d
8
15--11" d
19'-7- d
19'-2' b
3W- d
9
13'-11' d
17'-2' d
16'-7' b
T-1" d
9
15'3- d
18'S' b
187-1' b
3'S' d
10
IT-5' d
16'3' b
15'-9' b
3'-0" d
ie
14'-9' d
1T-9- b
1T-1' b
3'4' d
11
17-11' d
15'S' b
15'-0' b
7-11- d
11
14'-W d
1"-11' b
16'4' b
T3' d
12
17-T d
14'-10' b
14'4' b
2'-10" d
12
13'-1I' d
16'-2' b
15'-B' b
3'-1' d
2' x 9" x 0.082"
x 0.321"
SMB
2" x 10" x
0.092" x 0.389"
SMB
4
21'-W d
26'S` d
2T-0" d
4'-0' d
4
24'-11" d
30'-9' d
1 31'4' d
4'-0' d
5
19-11" it
24'4' d
25-1' d
4' -W d
5
23'-1' d
28'-W d
29'-T d
4'-0° d
6
18'-9' d
23'-2' d
23'-7' d
4' -W d
6
21'-9' d
25-10' d
2TS d
4'-0' d
7
1T-10" d
21'-11' d
275' d
4'-0' d
7
20'S' d
25'S' d
26'-0' d
4'-0` d
8
17'-0' d
21'-W d
21'b
3'
T-10' d
8
19'-9- d
24'S' d
24' -11" d
9
16'4' d
20'3' d
20'-0' b
3'-8" d
9
18'-11- d
2&-5- d
23'-9- b
4'-0` d
A0
15-10' d
191-6' d
18'-11' b
T-7" d
10
18'4' d
27-8' d
275' b
4'-0' d
11
15'4' d
1B'-9` b
18'-1' b
3'-5' d
11
17'-9- d
21'-11" d
07T b
3'-11` d
12
14'-10' d
IT-11" b
1T4' b
3'4" d
12
1T-3' d
21'-3' b
20'S' b
x-11' d
• Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
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.
Table 2.1.1 C430 Town & Country Industries, Inc.
6005 TS Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs'
Aluminum Alloy 6005 T-5
For 3 see. wind oust for 130 MPH veloocity: usino daslon load of 16.8 ##/SF - -
Single Self -Mating
Beams
Tributary Load Width
6'-0' T-0" I 8'-0' I 9'-0"
I 10'•0"
I 11'-0" 12'-0' 1 ix-o- I 14'-0' I 15'-0" I 16'-0' ir o-
Allowable
Span
/ beriding 'b' or deflection'd'
2' x 4' x 0.046' x 0.115"
8'-10- d
8'S" d&-I-
d
T-9- d
r-0' d
T-3- d
T-0- d
6'-10" d
6'-8- d
6'-6' d
6'S' d
6'-2- b
2" x 5" x 0.050" x 0.135"
10'-11" d
10'-5' d
9'-11" d
9'-7' d
9'-3" d
8'-11" d
8'-8' d
8'-6' d
8'-T d
8'-1' d
T-11° d
T-9' d
2' x 6" x 0.050" x 0.135"
17-10' d
12'-2- d
11'-B" d
11'3" d
10'-10" d
10'-6- d
10'-2- d
9'-11" d
9'-8- d
9'S' d
9'-3- d
9'-1- d
2" x T x 0.057" x 0.135"
14'-8' d
1 T-11' d
13'4' d
12'-10' d
17-5` d
11'41' d
11'-0' d
1 V-4" d
11'-1' d
10'-10' d
10W' d
10'-0' d
2" x 8" x 0.072" x 0.240"
18'-1° d
1T-2" d
16'-5" d
15'-10" d
15'3' d
14'-9' d
1N-4' d
1T-11' d
13'-8' it
13'4' d
IT-1' d
17-9' d
2" x 9' x 0.072' x 0.239"
19'-11" d
18'-11' d
18'-1" d
1T5' d
16'.9" d
16'-3' d
15-10' d
16-5' d
15'-0" d
14'-8' d
14'-0' d
14'-l' d
2" x V x 0.082" x 0.321"
21'4' d
20'3' d
19'-5' d
18'-B' d
1T-11' d
1T-5' d
16'-11' d
IF-6" d
15-1' d
15'-9' d
155` d
15'-1" d
2" x IV x 0.092" x 0.389"
1 24'-9- d
23'S' d
275' d
21'-7- d
20'-10- d
20' T d
19'-8- d
191•1" d
18.8- d
1&3- d
1r-10- d
1T-6- d
Double Self -Mating
Beams
Tribute Load Width
5-0- T-0" 8'-a- 9'-0" 10'-0" 11'•0' 17-0' 1T-0' 14'•0' 1 15'-0" 16'-0- 17'-0"
Allowable Span
'L'/ bending'b' or deflection 'd' -
(2) 2" 2" x 8" x 0.072" x 0.240"
22'-10" d
21'-w dl
20'-9' d
19'-11' d
19'-3' d
18W- d
18'-1- d
IT-7-di1r-2'
d
16'-10' d
16'-5' d
16'-1" d
2 2" x 9" x 0.072" x 0.239"
25-1" d
23'-10" d
27-9' d
21'-11" d
21'-2- di
20'-6" di
19'-11- dl
19'4" di
18'-11' di
I"- d
111.1- d
(2) 2" x 9" x 0.082" x 0.321"
26'-10' d
25'S" dl
24'-5' dl
23'S" dl
22'-8- di
21' 41- di
21'4- dl
20'-9" dl
20'-3- d
19'-10- d
19'-5- di
18'-11- d
(2) 2" x 10" x 0.092" x 0.389"
31'-2" di
29'-7- dl
28'4- dl
27--3- dl
26'3- di
25-6- di
24'-9- dl
24'-1" di
23'S' d
27-11- d
27-6' d
22'-0- d
' Mono -sloped roofs include gables where the slope of the roof Is less than 1' in 12'.
Notes:
1. It is recommended that the engineer be consulted on any carder beam that spans more than 35'
2. Spans are based on 110 M.P.H. 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 2.1.2 C-130 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind oust for 130 MPH velocity: usino dasion load of 24-B NSF
Single Self -Mating
Beams
Tributary Load Width
6"-0" T-0' 1 8'-0" 1 9'-0' 1 10'-0"
1 11'-V 1 12'-0" 1 IT-0" 14'-0" 15'-0" iw-o- 1T-0"
Allowable Span
'12 / bending W or deflection'd'
2" x 4' x 0.046" x 0.115- -
7'-9' d
T-5" it
T-l' d
6'-10' d
6-7'd
6-4" b
6'-1" b
S-10' b
5W' b
5'-5' b
63"" b
5'-l" b
2" x 5" x 0.050" x 0.135"
9'4- d
9'-2" d
8'-9" d
87' d
8'-1- d
7'-10' d
r-6' d
rS' d
7'3' b
6'-1 I" b
6'-9" b
6'-7- b
2" x 6' x 0.050' x 0.135'
11'3' d
10'-9' d
10'-3' d
9'-10' d
9'S' d
9'3' d
8'-11' d
8'-7' b
8'4' b
8'-0' b
T-9' b
T-6' b
2" x T x 0.057" x 0.135"
12'-11' d
12'3' d
11'-9" d
11'3' d
107-10' d
10'-6' d
10'3' d
9-11" d
9-7' b
9'3' b&-I
t' b
8'-9' b
2' x 8" x 0.072" x 0.240"
15-11' d
15'-1' d
14'-5' d
13'-11' d
13'S` d
17-11' d
17-T d
173' d
11'-11' d
11'-8' d.
11%5" d
11'-2' b
2" x 9" x 0.072" x 0239"
1T5" d
16'-7- d
15-11' d
15-3" d
14'-9' d
14'-3' d
13'-10" d
13'-6' d
13'-2' d
12'-1 I' d
17-6' b
12'-2' b
2' x 9" x 0.08r x 0.321-
18'-9` d
1T-9" d
1T-0' d
16'4' d
15'-10" d
164' -d
14'-10' d
14'S' d
14'-1" d
IS-10' d
13'-6' d
13'3' d
2' x 10" x 0.092" x 0.389"
21'-9- d
20'-W d
19.9` d
18'-11- d
18'4' d
17'-9- d
1 T3' d
16'-9" d
16'-5- it
16'-0- d
15'-8- d
15'4- d
Double Self -Mating
Beams
Tribute
Load Width
6'-0" r-0' ii-- 9'-0" 10'-0" 11'-0"
12'-0"
13'-0' Is., 1T-0"
Allowable Span
/ bending'b'
or deflection'd'
2 2" x 8" x 0.072" x 0240"
20'-0' d
19'-0" d
18'.2" d
1T-6- d
16'-11" d
16'4" d
1571i d
1SS' d
15-1' d
a-9'
d
2) 2" x 9' x 0.072' x D239'
27-0' d
20-11' d
20'-0- d
19'-3- d
18'-T d
1T-11- d
1TS` d
1 T-0- d
16'-T d
16'3' d
15-11' d
15-7' d
2) 2" x 9' x 0.082" x 0.321"
23'-T d
27S' d
1 21'S' di
20'-7- di
19'-11' di
19'3' di
18'-9' di
18'3- di
1T-9- di
1T5' di
T
2) 2" x 10" x 0.09r x 0.389"
2T4' d
I 25-11' d
24'-10" d
1231-11' d
1 23'-l" it
1 224' d
21'-9' di
21'-2' di
2(Y-S` di
20'-T d
19'-9'
• Mono -sloped roofs include gables where the slope o1 the roof is less than 1' in 12%
Notes:
1. it is recommended that the engineer be consulted on any carrier beam that spans more than 35'
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wail 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. 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
s en using this engineering. We are providing this
ObVin
( the fndentification of our 6005 alloy materials to
nju (n with our 6005 engineering.
parat igned and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
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Table 2.1.1 A-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140-1 MPH velocity;
' Mono -sloped roofs include gables where the slope of the roof is less than T in 12".
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.
Table 21.1B-140-1 Town & Country Industries, Inc.
6005:TG1 Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 ssc2:wfnd gust for 140-1 MPH velocity;
Usingder lgn load of 18A f#SF (65.7 NSF for Max. Cantilever)
2' x 4"af0.046" x 0.115' SMB
2" x 5" x 0.050' x 0.135" SMB
Loa&>,.,
'Width.112)
Max.Span'L'/(bending'b'ordeflection'dI
Load
Width (fL)
Max. Spa
n'L'/bending'b'
or deflection
'd')
182 Span
3 Span
4 Span
CantileMax.ver
1&2 Span
3 Span
4 Span
Cann ever
4 1•:"
VAT d
12'-Y d
12'-5' d
1'-11" d
4
12'-2" d
15-0" d
15'4" d
74' d
5
9'-2' d
1T-3' d
11'-6' d
1'-9" d
5
11'4' d
IT-11' d
14'-3' d
2'-2' d
6
8' 7' d
10'-7' d
to'-9" b
1'-W d
6
10'-8' d
IT-2" d
13'-5" d
2'-1' d
7
8'-2" d
10'-1' d
9'-11' b
1'-7' d
7
10'-1' d
12'-6" d
17-9" d
1'-11" d
a
T-10' d
9'-6' d
9'4' b
T-6" d
a
9'-W d
11'-11' d
12'-2' d
1'-IT d
9
T-T d
9'-1' b
8'-1T b
T-T d
9
9'3' d
11'-W it
11'-6' b
1'-10" d
10
7'3' d
8'-8' b
8'4" b
1'S' d
10
8'-11' d
11'-1' d
10'-11' b
1'-9' d
11
T-0' d
8'S' b
T-11' b
1'4' d
11
8'-6' d
10'-9' d
10'-5' b
1'S' d
12
1 6'-10- d
T-11- b
T-T b
1'4' d
12
8'-5' d
10'-3- b
9'-11- b
V-8- d
2"x 6'x 0.050"x
0.135
SMB
2'x7" x 0.057"
x 0.135'
SMB
4
14'3' d
1T-7' it
1T-11' d
2'-9" d
4
16'4' d
20'-2' d
20'-7* d
3'-2' d
5
13'3" d
16'4' d
161-W d
2'-7' d
5
15'-2' d
18'-8' d
19'-1" d
2'-11' d
6
12'S" d
16-Y d
15'-W d
2'S" d
6
14'-0" d
1T-7' d
1T-11' d
7-9" d
7
11'-10" d
14'-7' d
14'-9" b
2'4' d
7
- 13'-W d
16'-9' d
17"'-1' d
2'-T d
8
11'4" d
13'-11" d
IT-9- b
2'-2' d
8
12'-11' d
15-11" d
16-11" b
T-W d
9
10'-11" d
IT-T b
12'-11' b
2'-1' d
9
17-Y d
15'4' d
15-0' b
2'S' d
_ 10
10'S" d
12'-9" b
V-4" b
2'-T d
to
12'-0' it
W-9" b
14'-3' b
2'-0' d
11
10'-2' d
12'-2' b
11'-9' b
1'-11' d
11
1 V-s' d
14'-1' b
13'-7- b
2'-3" d
12
1 9'-11- d
I IT-8" b
11'-3- b
1'-11- d
12
11'4- d
I 13'S" b
IT-0- b
2'-2' d
2" x 8' x 0.072"
x 0240
SMB
2" x 9" x 0.072"
x 0239"
SMB
20--1- d
24'-10" d
25'4- d
T-11- d
4
22'-1• d
2T4' d
2T-1W d
4-W d
18'-B" d
23'-1' d
23S" d
3-7' d
5
20'S" d
254" d
25'-1T d
T-1I" d
17'-7• d
21'-8' d
22'-Y d
3'S' d
6
19'4' d
2T-IT d
24'4" d
3'-9' d
IV-8" d
20'-T d
21'-0' d
T-3' d
7
18'4' d
22S' d
23'-1" d
T-7- d
K104
15'-11" d
19'-W d
20'-1' d
3'-1" d
8
1T-7' d
21'-W d
22'-1" d
3'-5' d
154" d
18'-11' d
IW3' b
7-11" d
9
16'-10' d
20'-10' d
20'-11' b
3'3" d
1WAT d-
A8'4' d
18'-3' b
2'-1W d
10
16'3' d
20'-l" d
19'-1T b
3'-27 d
14'4' d
1T-9" d
1T5' b
2'-9' d
11
15'-9' d
19'S' d
18'-11" b
T-1" d
12
IX-1 1" d
1T3' d
16'-W b
2'-8' d
12
1 154" d
1 18'-9" b
1&-2" b
2'-1T d
2"x9"x 0.082"x
0.321"
SMB
2"x I V x
0.092"x 0.389"SMB
4
23S" 'd
29'-3' d
29'-10' d
4'-0' d
4
2T5' d
33'-11" d
34'-7' d
4'-T d
5
21'-11' d
27'-2' d
2T-9" d
4'-0' d
5
25'-6' d
31'-6' d
32'-2" d
4'-0' d
6
20'S" d
25-7" d
26'-1" d
4'-T d
6
24'-T d
29'-8' d
30'-3" d
4'-0" d
7
19'-B" d
243' d
24'-9' d
T-1 T d
7
22'-1 T d
28'-2' d
28'-9' d
4'-W d
8
N11
18'-10" d
233' d
23'-8' d
T-8' d
8
21'-10' d
26'-11" d
2T5' d
4'-W d
9
18'A" d
224' d
27-9' d
T-T d
9
20'-11" d
25-11' d
26'-5" d
V-T d
10
17'S' d
21'-7' d
21'-11' d
3'-5" d
10
20'3" d
25'-T d
25'S' d
3'-11" d
16'-11" d
20'-11' d
21'-0" b
- T-Y d
I
19'-T 'd
24'-3" d
24'-9' d
TAT d
12
1 16'S' d
20'4" d
1 20'-2' b
3'-2' d
12
19'-1- d
23'S' d
23'-10" b
T-8- d
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
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.
Table 2.1.2A-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust at 140-1 MPH;
Using design load of 28.7 f#SF (65.7 #/SF for Max. Cantilever)
2" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (fL)
Max. Span'L'I
bending'b'
ordeflection'd
Load
Width (fL)
Max. Span'L'/(bending'b' or deflectlon'd
1&2 Span
3 Span
4 Span
Cantilever
182 Span
3 Span
4 Span
Cantilever
4
4'-W d
5-T d
5'-4' d.
0'-11' d
4
SAW d
T-T-d
T-5' d
V-4' d
5
&-11' d
4'-10' d
4'-11' d
0'-11" d
5
5'-5- d
679' d
6'-0' b
1'-Y d
6
T-W d
V-G' d
4'-6' b
0'-1 W d
6
5'-l' d
6'3' b
6'-1' b
t'-2- d
7
3'S' d
4'4" d
4'-2' b
0'-9' d
7
4'-10" d
5-10' b
5' 7 b
i'-1- d
8
S-4- d
4'-1' b
T-11' b
0'-9- d
a
4'-8- d
5'-5' b
5'-3- b
1'-1- d
9
3'-T d
T-10- b
3'-8' b
0'-9- d
9
4'-6" d
3-1' b
4'-11' b
1'-0- d
d
3'-8' b
I b
0'-8' d
10
4'-0' d
4'-10" b
41-8- b
0'-I t- d
d
3'S' b
3'4' b
0'-8" d
11
4'-2- b
4'S' b
4'-6- b
0'-11' d
-' - 12 " -
7-11" d
T4- b
3'-3- b
0'-8- d
12
3'-11" b
4'-5' b
I 4'-3" b
-0--11- d
2" x 3" x 0.060" Hollow
2" x 4' x 0.050" Hollow
Load
Width (f.)
Max. Span
'L'/(bending
W or deflection'd)
Load
Width (ft.)
Max. Span'L'/(bending'b'
or deflection'd')
1&2 Span
3 Span
4 Span
Cantll ver
1&2 Span
3 Span
4 Span
CaMa ever
4
6'S' d
8'-0' d
8'-2' d
V-6" d
4
T-8" d
I 9'-5' b
9'-2" b
1'-9- d
5
6'-0' d
T-5' d
7'-7' d
1'-4' d
5
7'-1" d
8'-5' b
8'-2" b
1'-7- d
6
5'-B'-d
7'-W d
T-1' b
T-3' d
6
6'-8' d
T-9" b
T-5" b
1'S' d
7
5'-5' d
6'-W d
6' 7' b
1'-3- d
7
6'4" d
T-2' b
5-11' b
1'-5' d
8
5-2' d
6'4' b
6'-2' b
1'-2" d
8
5-11' b
6'-W b
6'-5' b
1'-4' d
9
4'41" d
5-11" b
5'-9' b
1'-1" d
9
5'-8" b
6'4' b
6'-1" b
V-4' d
10
4'-9' d
5'-a' b
RF
5'-6' b
1'-1" d
10
V-4' b
5'-11' b
5'-9' b
1'-3" d
11
44 d
b
5'-3' b
1'-1- d
11
5'-1" b
5'-8- b
5'S" b
1'-3' d
12
V-6- d
5'-2' b
5'-0' b
1'-0' d
12
4'-11' b
5-5' b
5'.3' b
1'-2' d
". x 2" x 0.045"
Hollow
- - - - - -•
Load
Width (ft.)
Max. Span'L'/(bending'b' or deflection'd)
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
4'-9" d
5-10" d
5'-11' d
1'-1' d
5
4'-5' d
5'-5' d
5' -T d
0'-11' d
6
4'-2' d
5'-1" d
5'-3" d
0'-11' d
7
3'-11' d
4'-lW d
4'-1 I" d
0'-11" d
...a
T-9" d
4'-B" d
4'-8" b
0'-10' d
9 _
3'-7' d
4'-6" d
4' 5' b
0'-10' d
10
3'-6' d
4'-4" d
' 4'-Y b
0'-9- d
11
3'-5' d
4'-2b
4'-0" b
1 0'-9' d
12
3'-4- d
3'-11' b
3'-10' b
0'-9' - d
- Mono -sloped roofs Include gables where the slope of the roof Is less than 1' in 12'.
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
Table 2.1.2B-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
r Attached Covers, Fourth Wall Structures, or Freestanding Gabled�rp
Alu Alloy 6005 T-5
For 3 sec. wind gust for 140-1 MPH velocity;
Using design load of 28.7 #ISF (65.7 #1SF for Max. Cantilever)
2"x4"x 0.D46"x0.115 SMB
2"x5"x 0.050" x 0.135' SMB
Load
Width (ft.)
Max. Spa
n'L'/ bending'b'
or deflection'd
Load
Width(fL)
Max. Span 'L'I bending'b' or deflectlon'd
182 Span
3 Span
4 Span
Cantilever
%2 Span
3 Span
4 Span
Cantilever
4
8'-6• d
10'-6" d
IV-7' b
1'-11' d
4
10'-6" d
IZA1' d
13'3" d
2'-4' d
5
T-11' d
9'-9" d
9'-5' b
1'-9' it
5
9'-9" d
12'-0' d
12'-3' d
2'-2' d
6
7'-5" d
8'-11" b
8'-W b
1'-8' d
6
9'-2' d
11'4' d
11'-3' b
7-1' d
7
T-1' d
8'-3' b
T-11' b
1'-T d
7
B'-8' d
10'-9" d
10'-5' b
T-1 I" d
B
6'-9- d
T-9- b
T-0' b-
1'-6• d
B
8'4' d
10'-1• b
9'-9' b
1'-10' d
9
6'-6' d
T-3" b
7'-1" b
1'-5' d
9
8'-0' d
9'-6' b
9'-2" b
T-10' d
10
-'
6'-11" b
6'-W b
1'-5' d
10
T-9' - d
9'-T b
8'-9' b
1'-9' d
5'-11" b
- b
6'-4- b
1'4" d
11
7'S' d
8' T b
8'4' b
V-8" d
-
5'-8- b
6'4"
6'-1" b
i'4' d
12
TT d
W-3- b
7'-11' b
1'-8' d
2"x6'x0.G5Vx0.135"SMB
2" x 7" x 0.057'-x0.M3
SMB
- d
16-6" d
2'-9" d
4
1 14'-l' d
1T4- d
1T-9" d
3'-2- d
14'-1' d
IT-11• b
2'-7' d
5
13'-1" d
16'-l' d
16'-Y b
2'-11' d
- d
13'-2" b
12'-9' b
2'-5- d
6
12'3• d
15'-2" d
14'-9' b
2'-9' d
12'-2' b
I1'-9- b
2'4' d
7
11'-8' d
IV-2' b
13'-8' b
2' -T d
a
9'-9" d
11'-5" b
11'-0' b
2'-2" d
8
11'-2" d
IT-Y b
12'-9' b
7-6" d
9
9'S' d
10'-9' b
19-8" b
2'-1" d
9
10'-9' d
12'S' b
12'-1' b
2'-5' d
10
9-1' d
10'-2" b
9'-10" b
2'-0' d
10
10'4' d
1 T-1 T b
11'-5' b
2'4' d
11
8'-8" b
9'-9" b
9'-5" b
1'-11' d
11
10'-W d
1V-3' b
10'-11' b
2'-W d
12
8'4- b
9'4" b
1 8'-11- b
1'-11- d
12
9.8- b
1767710' b
10'S' b
2'-2' d
2" x 8" x O.D72" x 0.240" SMB
2" x 9" x 0.072" x 0.239" SMB
4
17'4' d
21'-5" d
21'-10" d
3'-11' d
4
19'-1" d
23'-T d
24'-0' d
4'-W d
-5
16'-1' d
19'-10" d
20'-3" d
3'-7- d
5
17'-8' d
21'-10' d
22'4' d
T-11" d
6
15'-2- d
181-88 d
1B'-11' b
Y-5- d
6
16.8' d
20'-7' d
20'-7' b
3'-9' d
7
14'S' d
17'-9" d-
ITS' b
T3' d
7
1VAV d
19'-6' d
19'-0' b
3'7- d
8
13'-9' d
16'-11' b
16'4' b
3'-1' d
8
15-2' d
18'-5" b
1T-9' b
T-5' d
9
13'3' d
15'-11" b
15'-5" b
2-11" d
9
14W" d
IT4' b
16'-9' b
T-3" d
10
12'-9' d
15'-2' b
14'S" b
2'-10' d
10
14'-1' d
16'S" b
16-11" b
3' -T d
11
IZ4' d
14'-5' b
13'-11" b
2'-9- d
11
13'-7- d
15-V b
157-2' b
371" d
12
12'-0' d
13'-10- b
13'4- b
7-8" d
12
13'-3" d
15'-0" b
14'-6" b
2'-11' d
2" x 9" x D.082"
x 0.321"
SMB
2' x I0" x
0.092" x 0.389"
SMB
4
20'S' d
25-3- d
25'-9' d
4'-0" d
4
23'-8' d
29.3• d
29'-10" d
4'-W d
5
18'-11" d
23'-5" d
d
4'-W d
5
21'-11' d
2T-2" d
2T-9' d
V-T d
6
IT -IT d
22'-1' dd
V-W d
6
20'-8'd
25'-T d
26'-1" d
4'-T d
7
16'-11" d
29-11' db
3'-10' d
7
19'-8' d
24'3' d
24'-9' d
4'-0' d
8
16'3' d
20'-T db
V2Z-6"
T-8" d
8
18'-10" d
23'3' d
23'-5 b
4'-T d
9
15'-7- d
19'-3' bb
V-6" d
9
1B'-1' d
2Y4• d
22'-1' b
4'-0" d
10
15-1' d
18'-3' bb
T5' d
10
1T5' d
21'-T d
20'-11" b
T-11' d
14'-7' d
1T-5' bb
33• d
11
16'-11' d
20'-0' b
19'-11" b
3'-10' d
12
14'-2' d
16'3' bb
3'-2' d
12
15-5" d
19'-9' b
Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 12-.
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of
connection to the above spans for total beam spans. f a
Table 2.1.2 C-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 1404 MPH velocity; using design load of 28.7 #/SF
Single Self -Mating
Tributary Load Width
Beams
6'-0" T-V I 8'-0' 1 9'-V 10'-V
I 11'-0' - 12'-0' 1 IT-0" 1 14--0" 15'-0" iv-w I 1T-0"
Allowable Span
l' l bending'b' or deflection'd'
2" x 4" x 0.046" x 0.115"
T-Y d
T-0' d
6'-9" d
(Y-6- d
6'-2- b
I S-11- b
5'-8- b
5'S' b
6-3" b
6-1- b
4'-11' b
4'-9- b
2" x 5" x 0.050" x 0.135"
9'-2- d
8'-W d
8'-4' d
F-0- d
T-9' d
T-6' d
T-3- b
6'-11" b
6'-9' b
T-6- b
6-4m b
6'-1' b
2" x 6" x 0.050" x 0.135'
10'-9' d
10'-Y d
9'-9' d
9'-5" d
9'-1' d
8'-8' b
tl'-4' b
8'-0" b
T-9' b
T-S b
T-3' b
6'-11' b
2" x 7" x 0.057" x 0.135"
17-3" d
11'-8" d
11'-Y d
10'-9" d
1014' d
10'-0" d
9'-8' b
9'-3' b
8'-11' b
8'-W b
8'-4' b
8'-1' b
2' x 8' x 0.072' x 0.240"
15'-2' d
14'-5" d
13'-9" d
13'-0" d
12'-9' d
1Z-4' d
12'-T d
11'-8" d
11'£ d
11'-1- b
10'-W b
10'-S' b
2' x 9' x 0.072' x 0239'
16'-8" d
15'-10' d
15'-l' d
14'S" d
14'-W d
13'-T d
IT-Y d
12'-10' d
17-S b
IZ-W b
11'-8' h
11'-4' b
2' x 9" x 0.082" x 0.321"
1 1T-10" d
16'-11• d
16'-2' d
15'-7' d
1&-1" d
14'-7- d
14'-2' d
13'-9' d
13'-5' d
13'-2' d
t2'-10' d
1, T-6" b
2"z I V x 0.092"x0.389'
1 20'-8" d
19'-W d
18'-10'd
18'-1- d
1T-5- d
16'-11-d
15-5- d
16-11-d
15'-T d
15'-W d
14'-11-d
14'7- d
Double Self -Mating
Tributary
Load Width
Beams '
6'-0" T-V 8'-0" 9'-V 1 10'-0' -1
11'-0"...
-12'-V .'I 13'-0" 1 14'-0" I 15'-V I IW-T 1 17'-0"
Allowable S
)an'L' / bending'b'
or deflection'd'
2 2' x B' x 0.072" x 0.240"
19'-1' d
18'-1. d
VP4" d
15 4' d
10-1' d
' 15'-T dW20'-19'
4'-9" d
14'S d
74'-1' d
13'-9' d
13'-6' d
2 2'x9'x 0.072"x0.239'
2&II'd
1TAI`•d
19'-1` d
18'-4- d
1T5' d
1T-2' d6'-2'
d
15'-10'd
15S' d
15-1' d
14110"d
2) 2" x 9" x 0.082" x 0.321'
22'S' d
21'4" d
20'S' d
19'-8" d
18'-11' d
18'4' dT-4-
d
16'-11- d
16'-T d
16'-2- ill15-11-
d
2) 2" x 10" x 0.092' x 0.389"
26'-1' d
24'-9' d
23'-8" d
22'-9" d
21'-11' d
21'4' d20'-2'
ill
19'-8' di
19'-2' di
1 VAT di
18'-5' d
Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12".
Notes:
1. It is recommended that the engineer be consulted on any earner beam that spans more than 35
2. Spans are based on 110 M.P.H. 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 2.1.2 C-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140-1 MPH velocity: usino design load of 28.7 #ISF
Single Self -Mating
Beams
Tributary Load Width
6'-0" 7'-0" 1 8'-V I 9'-0'
I 10'-V
I 11'-V I 12'.V 1 IT-0' 1 14'-V 1 15'-0' 16'-0'
Allowable
Span'L'
/ bending W or daflection'd'
2" x 4' x 0.046" x 0.115'
T-5" d
T-0- d
6'-9' d
6'-6- d
6'-2" b
5'-11' b
6-8- b
6-5- b
5'-3' b
5'-1" b
4'-11- b
4'-9" b
2" x 5" x 0.050" x 0.135"
9'-2- d
6'-8" d
8'-4" d
8'5' d
T-9- d
T-6- d
T-3- b
T-11" b
6'-9- b
6'-W b
6'-4- b
6-1- b
2" x 6" x 0.05T x 0.135"
10'-9' d
10'-2' d
9'-9- d
9'-5' d
9'-1' d
8'-6' b
8'-4' b
8'- b
T-9' b
TS' b
T-0' b
6'-11' b
2" x 7" x 0.05T' x 0.135"
12'3" d
11'-8' d
11'-2' d
10'-9" d
10'4" d
I W-O' d
9'-8" b
e'-3' b
8'-11' b
8'-8' b
W-4' b
8'-1' b
2" x 8" x 0.072" x 0240"
15'-2" d
14'-5' d
13'-9" d
' 13-3" d
12'-9' d
12'4' d
12'-0' d
11'S' d
11'-S d
11'-1' b
10'-8' b
10'S' b
2" x 9' x 0.072" x D239"
16'-8" d
15'-10• d
15'-l" d
14'-6' d
14'-W d
1 T-T d
13'-W d
12'-10' d
IZ-Y b
12'-0' b
1 T-8' b
1 V-4" b
2" x 9' x 0.082" x D.321'
1T-10' d
16'-11" d
16'-Y d
15'-7' d
15'-1" d
14'-T d
14'-2' d
13'-9" d
IT-F d
IT-2' d
17-10' d
17-6, b
2" x 10' x 0.092" x 0.389'
20'-W d
19'-87 d
18'-10' d
18'-l' d
1T-S d
16'-11' d
16'-5' d
15'-11" d
15-T d
15LY d
14'-11- d
14'-7- d
Double Self -Mating
Beams
Tributary Load Width
6'-V T-0" 8'-V 9'-T 1 1W-V I 11'-V I 12'-V 1 IT-0" 1 14'-0' 1 15'-0" 1 16'-0- 1T-0"
Allowable Span'L'
/ banding'b' or deflection'd'
2) 2" x 8" x 0.072" x 0.240"
19'-1" d
18'-1' d
1 T-4- d
16'-6- d
16'-1- d
15-7- di
15'-2" di
14'-9- d
14'-5' d
14'-l" d
13'-9' d
13'-6' d
2 2" x 9" x 0.072" x 0.239"
20'-11" di
19'-11' dil
19'-1' di
18'-4' di
1T-8" di
1T-2' di
16'-8- di
16'-2- dl
16-10' di
15'-5' di
15-1' d
14'-10' d
2 2" x 9" x 0.082" x 0.321"
22'-T dl
21'-4' di
20'-5' di
19'-8" di
18'-11' di
18'4' di
17'-10' di
1T-4' di
16'-11" di
16'-7' di
W-2" d
15-11" d
2 2" x IV x 0.092" x 0.389"
2&-1• di
24'-9' di
23'-8' di
22'-9" di
21'-11" dl
2114' di
20'-8' di
2(Y-2* di
19'-8' di
Is'-2' d
16'-10' d
16'-0' d
' Mono -sloped roofs include gables where the slope of the roof is less than 1' M 12'.
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35
2. Spans are based on 110 M.P.H. 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.Town & Country 5. Spans may be Interpolated. 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
t ly to asponsibility that they receive and use only
6 . sing this engineering. We are providing this
um h t p ify indentfcation of our 6005 alloy materials to
FILLseparate
Cuti
use :i ction th our 6005 engineering.
signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
g
m
o G
U.
J
aU)
Z W
Q
Z� z
0(L
to Z 0 U)
W O W
viQU)W
m
(0 u-
H W F 0
0 of
� D (L
fA�Q�
Z_U
Q
J
Q
CD
(0 �
C
i1 2 N
.J to M
m
IL u-
2 m # E
W Za1e8
LL
a 6
¢1=v m
(D ti p
m
N
m Co
U.i oo
f
r m
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C: m
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W
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Z
W
A-1401 z
W
OF 12 O
G® f q ifs ' ' 1/ r�o� ,
Table 2.1.1 A-140-2 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped` Roofs
Aluminum Alloy 6605 T-5 -
For 3 sea wind gust for 140-2 MPH velocity;
Mono -sloped mots include gables where the slope of the roof is less than 1" In 12".
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.
Table 2.1.2 A-140-2 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Altoy-6005 T-5
For 3 sea wind gust at 140-2 MPH;
Mono -sloped roofs Include gables where the slope of the rod is less than 1' In 12'.
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.
Table 2s'A.213-140-2 Town & Country Industries, Inc. Table 2.1.2B-140-2 Town & Country Industries, Inc.
60051ti Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T-5
For'3 sec;fwind gust for 140.2 MPH velocity; For 3 sea wind gust for 140.2 MPH velocity;
Using design load of 30.9 #/SF 65.7 #/SF for Max. Cantilever
Usingdesign load of 30.9 illSF (65J #1SF for Max. Cantilever)
2" x 4"x;0.046' x 0.115' SMB
2" x 5" x 0.050" x 0.135" SMB
• t'oad v`T
Width.($.)
Max. S an'tN(bending
W or deflection'dj
Load
Width (fL)jr4ld
Max. Span'L'/(bending'b'
or deflection'dj
1&2 Span
3 Span
4 Span
Cantilever
3 Span
4 Span
CaM ever
4
&-3" d
10'3' d
10'-2' b
1'-11" d
4
12'-8' d
12'-11' d
2'-4' d
5
TS' d
9'S' b
9'-1' b
1'-9' d
5
11'-9' d
11'-11' b
2'-2' d
6
T3" d
8'-7' b
8'-4' b
1'-8' d
6
I V-1' d
10'-10" b
2'-l' d
7
6'-1 D" d
7'-11' b
T-T b
1W* d
7
10'-5' b
10'-0' b
R11' d
8
6'-7' d
TS" b
T-2' b
1'S' d
a
9'-9' b
9'-5' b
1'-10" - d
9
6'3" b
T-0" b
6'-9' b
V-6' d
9
9'-2- b
8'-10' b
1'-10" d
10
5'-11' b
6'S' b
6'-5' b
1'S' d
10
8'S' b
8'-5" b
t'-9' d
11
5'-8' b
6'-0" b
6'-T b
1' 4 d
11
8'3" b
6'-0" b
1'-6' d
12
5'S' b..6'-1-
b
5'-11" b
T4 d
12
1 T-1'. b.
,7T!-11- b
T-8- b
1'S' d
2"x6"x 0.050"x 0.135"
SMB
2" x T' x 0.057"
x 0.135"SM8
4
1 Z-O' d
W-10" d
15'-0" b
2'-9" d
4
13'-9' d
16'-11' d
1 T-3' d
3'-2" d
5
11'-2- d
13'-9" d
13'-5- b
2'-7" d
5
12'-9- d
15'-9- d
16-7- b
2'-11- d
6
10'-6' d
12'-8" b
12'-3" b
2'-5' d
6
11'-11' d
14'-9' b
14'-3" b
2'-9" d
7
9-11' d
11'-9" b
11'-4' b
2'-4' d
7
11'-5- d
13'-7- b
1T-Y b
T-T d
8
9'S' d
10'-1T b
10'-7- b
2-2" d
a.
10'-11' d
12'-9' b
12'-4' b
2'S" d
9
9'-2' d
10'-4" b
10'-0" b
2'-1' d
9
10'S' d
12'-0' b
11'-T b
2'-5" d
10
8'-9' b
9'-10' b
9'-6" b
Z-O' d
10
10'-1' d
1T-5* b
11'-0" b
2'-4' d
11
9'-5' b
9'-4' b
9-l' b
T-11' d
11
9'-9' b
1U-10" b
10'S' b
2'3" d
12
W-D' b
8.11- b
6'-0' b
1'-11' d
1 12
1 9'-0" b
1 1W-5" b
10'-1" b
2'-2' d
2" x 8" x 0.057" x 0.135"
SMB
2" x 9" x 0.072"
x 0.239"
SMB
4
16'-11' d
20'-11' d
21'-0' d
T-11' d
4
18'-7- d
22'-11- d
23'-5- d
4'-0- d
5
15'-8' d
19'S" d
19'-9' d
T-T d
5
1T3' d
21'4" d
21'$" b
3'-11" d
6
14'-9" d
IS'-T d
18'-2' b
3'S' d
6
16'3' d
20'-1" d
19'-10- b
T-9' d
7
14'-0' d
1T4' d
iS-10' b
T-3' d
7
15'-5' d
18'-11" b
18'-4" b
3W" d
a
13'S" d
16'-4' b
15'-9' b
3'-1' d
a
14'-9' d
17'-9' b
1T-2" b
T-5- d
9
12'-11" d
1SS' b
IWAD' b
2'-11' d
9
14'-2' d
1S-9' b
16'-T b
3'3- d
16
12'-6' d
14'-7' b
14'-1' b
2'-10" d -
10
13'S' -d
-IT-10" b
"15'-4' b
3'-Y d
11
12'-1' d
IT-1 1" b
13'-5" b
2'-9" d
11
13'3" d
15'-2' b
14W" b
T-1" d
12
11'-9' d
1 13'-4' b
I 12'-10" b
2'-8' d
12
12'-11' d
14'-6" b
13'-11" b
2'-11' d
2" x 9" x 0.082"
x 0.321"
SMB
2" x 10" x 0.092"
x 0.389"
SMB
4
19'-11' d
24'-7' d
25-1" d
4'-0' d
4
23'-1" d
28'-7- d
29'-2" d
4'-0' d
5
18'S' d
22'-10" d
23'-4' d
4'-0- d
5
21'-6' d
26'-6' d'Wd4%-0-
4'-0" d6
1T-5' d
21'S" d
2T-11" d
4'-0" d
6
20'-2' d
24'-11' d
4'-0" d7
16'-T d
2V-Y d
20'-0' b
3'-1 g' d
7
19'-2" d
23'-8" d
4%0' da
15'-10" d
19'-T d
19'-0' b
T-8' d
8
18'-4' d
22'-8" d.
4'-0° d9
1S3' d
18'-7" b
1T-11' b
T-6' d
9
1TS" d
21'-9' d
4'-0' d10
14'-8' d
1T-7' b
17'-T b
3S' d
10
1T-0' d
2U-10' b
3'-11' d11
14'3' d
16'-9" b
16'3" b
T3- d
11
16'S' d
l&-11" b
T-10" d12
13'40' d
16'-1' b
15'-6' b
T-2' d
12
16'-0' d
19'-1' b
3'-0' d
Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 12".
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"x4'x0.046"x0.115"SMB
2"x5"x0.050"x0.135"SMB
Load
Width (fL)
Max. Span'L'/(bending'b'
or defl
on 'dj
Load
Width (ft.)
Max. Span'L'/ bending'b'
or deflection'd'
1&2 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
C. III er
4
8'3' d
10'3" d
10'-2' b
1'-11' d
4
10'-3' d
12'S" d
12'-11 * d
2'4" d
5
T-8- d
9'-5" b
9'-1' b
1-79" d
5
9'-6' d
11'-9" d
11'-11' b
2-2' d
6
73' d
8'-T b
8'-0" b
1'-W d
6
8'-11' d
IVA' d
10'-10" b
2'-1' d
7
5-10' d
7'-11' b
7'-8" b
1W' d
- 7
8'S' d
10'S' b
10'-0" b
1'-11' d
8
6'-7- d
T-5" b
T-T b
1'-6" d
8
8'-2' d
9'-9' b
9'-5* b
1'-10' d
9
6'3- b
T-0' b
6'-9- b
1'-5" d
9
T-10" d
9'-2' b
8'-10" b
1'-10' d
' 10
6-11' b
6'-6" b
6'-5' b
TS' d
10
T-T d
I 8'-W b
8'-5- b
1'-9' d
11
5'-8" b
-0
6'" b
6'-2" b
1'4' d
11 -
T-0' d
8'.3' b
&-0" b
1'-8" d
12
1 5-5' b
1 6'-l' b
5'-1T b
V-4' d
12
T-1' b
1T-11' b
7'-8' b
i'-8' d
2" x 8' x 0.050"
x 0.135"
SMB
2"x 7' x 0.05T'x
0.135"
"SMB
4
1 12'-0"- d
14'-10' d
15'-0' b
2'-9' d
4
1 13'-9" d
16'-11' d
I 1T-3' d
3'-2' d
5
11'-2' d
1&-9" d
13'S' b
2'-7' d
5
1 12'-9" d
15'-9' d
1 15'-7" b
2'-11" d
6
10'S' d
12'-8" b
12'3' b
2'-5" d
6
11'-11' d
14'-9" b
14'-3" b
2'-9' d
7
9-11' d
11'-9" b
11'4' b
2'4' d
7
11'-5" d
13'-7' b
13'-2' b
2' 7' d
8
9'S" d
10'-11' b
10'-7" b
2'-2" d
8
10'-11' d
12'-9' b
12'-4" b
2'S' d
9
9'-2" d
10'4" b
10'-0' b
2'-1' d
9 -
10'-6" d
12'-0" b
11'-7" b
2'-5' d
10
8'-9" b
9'-10' b
9'S" b
2-0' d
10
10'-1' d
1 V-5' b
11'-0' b
T4' d
11
&-Y b
9'-0" b
9'-1' b
T-11" d
11
9'-9' b
10'-10" b
10'S" b
2'3- d
12
8'-0' b
8'41' b
18'-8" b
1'-11- d
12
9'4" b
10'-5" b
10'-1' b
T-2" d
2" x a" x 0.057"
x 0.135"
SMB
2" x 9" x 0.072"
x 0.239"
SMB
4
16'-11' d
1 20'-11" d
21'4- d
3'-11- d
4
18'-7- d
22'-11' d
1 23'-5" d
4'-T d
5
1 15'-0' d
1 19'S' d
19-9' d
T-T d
5
17'-3' d
21'-4' d
21'-8' b
3'-11" d
6
14'-9" d
18'3' d
1&-2' b
3'-5" d
6
16'3" d
20'-1' d
19'-10' b
3'-9' d
7
W-O' d
17"-4" d
16'-10" b
3'3' d
7
15'-5" d
1&-11" b
18'4" b
3'-7' d
8
13'S" d
16'-' b
15'-9- b
T-1- d
8
14'-9' d
1 T-9- b
17'-2' b
T-5- d
9
17-11" d
15'S' b
14'-10" b
T-11" d
9
147-2' d
16'-9- b
16'-2' b
37-3' d
10
12'S' d
14W" b .
14'-1' b
2'.-10' d
10
.13'-8' d.
'-10
15' b
15 '-4 b
372' d
11
17-1' d
13'-11" b
1&-5- b
T-9- d
11
1373- d
16-2" b
14'-7-b
3'-1' d
12
11'-9' d
13'-4" b
12'-10" b
2'-8' d
12
12'-11' d
14'-6" b
13-11" b
2'-11" d
2" x 9" x 0.082'
x 0.321"
SMB
2" x 10- x 0.092"
x 0.389"
SMB
4
19'-11- d
24'-T d
26-1- d
4'-0' d
4
23'-1' d
28'-7' d
29'-2" d
4'-0" d
5
18'S" d
22'-10' d
23'4" d
4'-0' d
5
21'S' d
26'-6" d
2T-0- d
4'-0- d
6
1TS' d
21'-6" d
21'-11' d
T: d
6
20'-2' d
24'-11' d
25'-5' d
4'-0" d
7
16'-T d
20'-5' d
20'-0' b
3'-10' d
7
19'-2' d
23'-8° d
247-1" b
4'7d
8
15-10' d
19'-T d
19'-0' b
T-W d
8
18'-4' d
2T-8" d
2T-6b
4'-0' d
9
15'-3" d
18' 7' b
1T-11' b
T-6- d
9
1T-W d
21-9- d
21'3' b
4' 0- d
10
14'S' d
1T-7' b
1T-0' b
T-5" d
10
17'5' d
20'-10" b
207-2' b
T-11- d
11
11
14'-3' d
16'-9' b
16'3' b
T3" d
11
-7 d
19'-11" b
'b
T-10" d
12
13'-10- d
16'-1- b
15'S" b
3'-2" d
12
16'-0' d
1W-1" b
1,_, b
3'S' d
' Mono -sloped roofs include gables where the slope of the roof is less than 1' In 12'.
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.
Table 2.1.1 C-140-2 Town & Country Industries, Inc.
6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs*
Aluminum Alloy 6005 T-5
For 3 sec. wind qust fo'r 1404 MPH velodty: usina deslan load of 32-4 r#sc
Single Self -Mating
Beams
Tdbule Load Width
6'-0" T-0' 8'-0" 9--0" 10'-0"
11'-0" 12'-0" 13'-0' 1 14'-0' 1 15'0" T 16'-0' r 17'1"
Allowable Span
'12 / bending'b' or deflection'd'
2' x 4" x 0.046" x 0.115"
7'-1" d
6'-9' d.
6'-6' d
6'-2" b
S-10- bi
5'-7" b
5' 4' b
5'-l' b
4'-11' b
4'-9' b
4W" b
4'-6' b
2" x 5" x 0.050" x 0.135"
8'-10' d
81-4' d
7'-11' d
T-8' d
7'-5' d
T-2' b
6'-10" b
6'-7' b
6'-4' b
6'-1" b
5-11' b
5'-9' b
2' x 6" x 0.050' x 0.135
10'4' d
9'-10' d
9'-4' d
9'-0' d
8'-T b
8'-2" b
T-10" b
T-W b
T-0' b
T-0' b
6'-9' b
6'-7- b
2" x 7" x 0.057" x 0.135"
11'-9' d
11'-T d
10'-9' d
10'4' d
9-11" d
9'-6' b
9'-1' b
8'-9' b
8'-5' b
8'-2' b
T-10- b
T-8- b
2" x 8" x 0.072" x 0240"
W-6' d
IT-10" d
1 T-2" d
12'-8' d
12'-3" d/
1'-11' d
11'.6" d
1 T-2' b
10'-9' b
10'-5' b
10'-1' b
9'-9' b
2" x 9" x 0.072" x 0'39
16-11' d
15'-2' d
14'-6' d
13'-11" d
13'-6' d
13'-1' d
12'-8' b
17-7 b
11'-9" b
1 V-4' b
10'-11' b
10'-W b
2' x 9' x 0.082" x 0.321"
1 1T-2" d
IV-3' d
15'-7' d
14'-11' d
14'-5" d
13'-11' d
13'-7' d
13'-3" d
12'-11' d
12'-T b
12'-2' b
11'-10" b
2' x 10" x 0.092" x 0.389'
1 19-10' d
18'-10' d
18'-1" d
1T-4' d
16'-9' d
16'3- d
16-9- d
15'-4- d
W-11- d
W-8' d
Double Self -Mating
Beams _
}'Y
Tributary
Load Width
fi'-0' T-0" 8'-0^ 9'-0" 1 10'-0' 1 11'-0"
1 1T-0"
1 13'-0' W-0' I 15'-0' 16'-0' 1T-0-
- Allowable Span'L'
/ bending
W
or deflectlon'd'
(2) 2" x 8" x 0.072" x 0.240"
18'-4' d
1TS' d
16'-8" d
15'-11' d
15S' d
14'-11' d
14'-6' d
14'-2" d
IT-10" d
13'-6' d
13'-2' d
12'-11" d
(2) 2' x 9' x 0.072" x 0.239
20'-2" d
19'-2' d
1W-4" d
1T-T d
16 11' d
16'-5' d
15-11" di
15'-7- di
15-2- ill
14'-10- dl
W-6- di
14'3" d
2 2" x 9" x 0.082' x 0.321"
21'-7' di
2W-W di
19-7' di
18'-10" di
18'-2" dl
1T-8' di
1T-2' di
16'-8" di
16'3" di
15'-11' di
15'-T dl
15'3" d
2) 2" x 10" x 0.092" x 0.389
25'-0' di
23'-9' dl
22'-9' dl
21'-10' di
21'-1" dl
20'-5' di
19'-10- di
19'-4' di
18'-10" di
18'S' d
18'-1" di
1T-8- d
' Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
Notes:
1. It is recommended that the engineer be consulted on any Cartier beam that spans more than 35'
2. Spans are based on 110 M.P.H. 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.
S. Spans may be Interpolated.
Table 2.1.2 C-140-2 Town & Country industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140-2 MPH velocity; using design load of 30.9 #/SF
Single Self -Mating
Beams
Tributary Load Width
6'-0" T-0" 1 8'-0' 9'-0"
1 10'-0"
1 11'-0" 1 12'-0" 1 13'-0" 1 14'-V 15.0
Allowable
Span'L'
/ bending'b' or deflection'd'
2" x 4" x 0.046" x 0.11 S' -
`T3' - tl
6'-10' di
6'-7' d
" 6'-3' b
6-11' bl
5'-8" b
5'-5- b
-5'-3" b
5'-0- b
4'-10--b
4'-9' b
4'4- b
2" x 5" x 0.05D" x 0.135
8'-11' d
8'-0" d
8'-l" d
T-10' d
T-6" d
T-4' d
T-0' b
6'-9' b
6'-6" b&-3'
b
6'-l' b
5'-11" b
2" x 6" x 0.050" x 0.135"
10'-6' d
9'-11" d
9'S" d
9'-2' d
8'-9' b
8'-5' b
8'-0' b
T-9' b
T-5' b
T-2' b
6-11' b
6'-9' b
2" x 7" x 0.057" x 0.135"
11'-11' d
1 T-5' d
10'-11" d
1 D'-6' d
10'-1" d
9'-9" b
W-4" b
8'-11" b
8'-7' b
8'-0' b
8'-l' b
T-10" b
2" z 6" x 0.072" x 0240"
14'-9' d
14'-0' d
13'-5' d
12'-11' d
1TS' d
12'-1" d
11'-9' d
11'-5' d
11'-0' b
10'-B' b
10'-0' b
10'-0' b
2' x 9' x 0.07F x 0.239"
16'-3" d
1SS" d
14'-9- d
14'-2' d
13'-8- d
13'-3- d
12'-11- d
12'-5- b
11'-11" b
11'-7- b
11--3- b
10'-11" b
2" x 9" x 0.082" x 0.3 1
1 17'3 d
16'-6' d
16-10" d
15'-2' d
14'-W d
14'-3" d
13'-1 D' d
13'-5' d
13'-1' d
12'40' d
12-5' b
1T-1' b
2" x 10" x 0.092" x 0.389
20'-2' d
19'-2" d
18'-4' d
17'-8' d
1 T-0" d
16'-6" d
16'-0' d
15'-T d
3
15'' d
14'-10' d
14'-7' d
14'3' d
Double Self -Mating
Beams
Tribute Load Width
6'-0- 7-0' 8'-0" 9'-0' 10'0" 11'-0" 12'-0" 13'-0' 1 14'-0' I 15'
Allowable Span'L'/bending'b'ordeflection'd'
2 T' x 8" x 0.072" x D.240"
18'-T d
17-8' d
16'-11' d
16'-3" d
15'-8" d
15-2' d
14'-9' d
W-5" d
14'-0" d
1T-8- d
13'-5- d
13'-2- d
2 2" x 9" x 0.072" x 0.239"
20'S' d
19'-5' d
18'-T d
1T-11' d_
17J" d
IV-9- d
16'-3" d
15-10. d
16-5- d
15-1- d
14'-9" d
14'-6' d
2 2" x 9' x 0.082" x 0.321'
21'-11" d
20'-10' d
19'-11- ill
19.2- di
18'-6" d
iT-11' d
1T-5' d
16-11" d
1&-6" d
1&-2' dl
15-10" dl
15'-6" d
2) 2" x 10" x 0.092" x 0.389'
25-5' d
24'-2' d
1 2T-1' dl
22'-0' dl
21'S' d
20'-9- di
20'-T di
19'-8' di
19'-2- di
18'-9" di
18'-4- di
1T-11- d
' Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
Notes:
1. It Is recommended that the engineer be consulted on any carder beam that spans more than 3S
2. Spans are based on 110 M.P.H. 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 maybe Interpolated. 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 INDICATOI
TCI 6005 HO
ALLOY INDIC
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Table 2.2.1 Allowable Attributable Roof Area per Post
_- Attached Carports or Freestanding Carports with Gabled Roofs
Wind Zone =
Aripiled Load #/S =
100 MPH 110 MPH
120 MPH
1123 MPH
11130 MPH 40-1 M 1 -2 MPH
1 150 MPH
16.691It" 117.7#/k'
21.1#/ft
RZ2#/112
124.8#II 8.7 # 14130.9#/
33#I it,
Max-
Height
Max.
Load
Allowable
Roof Area
In Square
Feet for Various Load
3" x 3" x 0.040" Roll
Formed -Aluminum
Ailey
3105 H-14
T-0"
1772
107
100
f 84
80
71
62
57
54
81-6"
1772
107
100
1 84
80
71
62
57
54
10-0"
1772
107
100
1 84
80
71
62
57
54
11'-6"
1772
107
100
1 84
80
71
62
57
54
13'.0"
1446
87
82
1 69
65
58
50
47
44
4'-6"
163
76
66
1 55
52
47
4
38
35
16-0"
955
58
54
1 45
43
39
33
31
29
Max.
HeI ht
li
Lo
Affewatila
Roof Area
In Square
Feet for Various
Loads
on Post
3" x 3" x 0.06 "
Formed -Aluminum
Allo
3105 H-14
10
368
345
290
275
246
213
185
8'
4
30
236
224
125
161
151
"
_
129
162
14
140
25
-.._1ug
271
2719
128
154
154
101
122
1
95
88
82
82
IT-6"
13'-0"
2128
128
120
101
96
66
6
74
69
64
1 '-6"
1710
103
97
81
77
69
60
55
52
16-0
404
85
79
6'7
63
57
49
1 45
43
Max.
Height
Max.
Load
Allowable
Roof Area
in Square
Feet for Various
Loads
on Post
3" x 3" x 0.060" Fluted
Hollow Extrusion
-Aluminum
6063
T-6
T-0"
7575
456
428
1 359
1 341
1 305
1 294
1 245
1 230
8'-6"
5646
340
319
268
254
1 228
197
183
171
10.4.4079
246
230
193
184
164
142
132
124
111-6"
3085
186
174
146
1 139 1
124
107
too
93
13'-0"
2414
145
136 1
114
1 109
97
84
78
73
19 0
117
110
92
87
78
68
63
59
18.0"
594
96
90
76
72
64
56
52
48
Notes:
1. Design must satisfy both height and area requirements.
2. Areas may be interpolated.
Table 22.2 Allowable Attributable Roof Area per Post
Attached Carports or Freestanding Carports with Gabled Roofs
Wind Zone -
"APplled Load (#ISF)=
100 MPH
110 MPH 120 MPH 123 MPH 130 MPH
40-1 MP 140-2 MPH 150 MPH
16.6#/fl'
17.7#/ft 21.1#/fN 222#/fP 24.8#/ft
28.7#/}t' 30.9#/ft' 33#/fH
Max.
'..` Height
Max.
Load (#)
Allowable Roof Area In Square Feet for Various
Loads on Post
3" x 3" x 0.090"
Hollow Extruslen
-Aluminum
Allov 6063
T-6
-- 7'1"
10680
643
603
506
1 481
431
1 372
346
324
8'-6"
72"
436
409
343
326
292
252
234
220
10-0"
5233
315
296
248
236
211
1 182
169
159
1 V-6"
3957
238
224
188
178
160
138
128
120
IT-O"
3097
117
175
147
139
125
108
100
94
1 -6
2 9
150
1 1
118
112
100
87
81
75
16'-0"
2044
123
115
97
92
82
71
66
62
Max.
HeI ht
Max.
Load (#)
Ajiowaoie
KoofArea InSquare
reettorvanow
Loads
on Post
s
u
60
T-0"
14340
864"
810
680
646
578
500
464
435
B'-6"
9725
586
549
- 461
-438
392
339
315
295
0-0
7027
2
397
333
317
283
2 5
227
213
11,-6-
5313
320
300
252
239
214
185
172
161
13'-0"
4156
250
235
197
187
168
145
135
126
4.6
3342
20
89
158
15
35
116
108
101
16'-0"
2745
165
155
130
124
"'1
96
89
83
Max.
Halcilit
Max.
Load
owa a
oo n
uare eel
or a aus
oa on
os
4" x 4" x 0.125"
Hollow
Extrusion
-Aluminum
Allov 6063
T-0
7'1"
26177
1577
1479
1241
1179 1
1056 1
912
1847
793
8'-0"
23401 1
1410
1 1=_l1109.
1 10541
815
757
709
10-0
17191
1 815
71
693
599
556
521
11 .6"
12998
783
734
616
586
524
453
421
394
13W.
10172 1
513
1 575
1 482 1
458
410 1
354
329
308
14'-U-5175
1
493
1 462 1
388 1
368
330 1
265
265
248
16'-0"
5715 1
405
1 379 1
318 I
aw
271
234
217
203
1. Design must satisfy both height and area requirements.
2. Areas may be interpolated.
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2-1/2d
Beam
Size
Minimum
Post
Size
Max.#Thru-Bolts
@ Beam(,
, Max. # Thru-Bolts -
@ Post Base (Note 5)
Minimum
Knee
Brace • (Note 5)
Miminum#
Knee Brace
Screws•'• (Note 4)
- Minimum
Stitching Screws
Spacing
1 S116" 3/8' 1/T
114" 5116" 3/8' 1/Y
Hollow Sections
2'x4"0.050•Tdt
I 2'x2"Hollow or Snap
5
1 3
1 3
1 2
3
1 2
1 1
1 1
1 Tx3•x0.045'
1 3
1 #18 24"O.C.
2'x4"x 0.050'Hoilow
I 2'x3"Hollow or Snap
7
1 5
1 q
1 3
5
1 3
1 3
1 3
1 Tx3•x0.045'
1 3
1 #11 @ 24. O.C.
Self-MaUn Beams
2" x 4" x 0.046" x 0.115"
3" x 3" x 0.060' Fluted
5
4
2
2
5
3
3
2
1 2" x 3• x 0.045"
3
#8 @ 24' O.C.
'
Yx6'x0.050'x0
3'x3'x0.060'Flut
7
5
3
3
5
3
3
2
x,
6
3
3
5
3
3
2-
Tx3'x0.045"
YxT x0.13S
3•x •
3' x 3" x 0.093' Hollow
10
7
4
4
5
3
3
2
Y x 4' x 0.050'
T x 8' x 0.072• x 0.240•
11
9
5
5
5
3
3
2
3
#12 24' O.C.
2• x 9• x 0.072" x 0.239•
3' x 3' x 0.125' Hollow
13
10
6
6
5
3
3
2
2' x 4' x 0.050"
3
#14 24' O.C. ••
Yx 9'x 0. OBYx0.321'
4'x4'x0.125"Hollow
13
11
6
1 6
7
5
4
3
2' x 4' x 0.050'
3
#14 24' O.C. "
2"x10'x0.092•x0.389"
4' x 4'x 0.125" Hollow
15.
15
7
-7-,19-.,
5
4.
3.
2'x4"x 0.o50'
4
#14 24'O.C.•'
1. • Minimum post(beam may be used as minimum knee brace
2. "• Fasten external screws or dips. See Details
3. -For screw size we wind zone chart
4. (2)1/4" Thru-Bolts may be substituted for screws.
5. All Thnr-Bolts shall have minimum 5/B' diameter washers and look nuts.
Example:
Number of bolts required for 120 MPH,'B• exposure, Attached (Enclosed) structure; MWFRS Design Load 21.1 PSF
load width of post =12', post spacing = 10, w2 = 21.1 PSF
Post Uplift = 1Z x 10' x 21.1' = 1680#
From Table 9.4A• use wall thickness of lesser member
Example: use Twall = 0.60•
Allowable Loads # Bolts R 'd' @ post base
@ beam
1/4" = 46a# / bolt
3.62 use 4
yes
yes
5/16' = 610 # / bolt
2.75 use 3
yes
yes
31W = 731#! boft
2.29 use 3
yes
yes
12' =1.004 # / bolt
1.67 use 2
yes
yes
• These values are good for past base & beam bolts
Material
Type
'
Top Edge In Direction
Of Applied Load
& Center To Center
Side
Edge
Aluminum
2-12 D
1 D
Concrete
5 D
5 D
Wood
4 D
4 D
ax
Knee Brace
Min. Length
Length
. •
z-0"
T x 3' x 0.045'
1'-6'
'
Table 2.4.1 Footings -Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts
Wind Zone MPH =
100
110
120
123
130
1404
140-2
150
Attached Cover U lift • =
16.6 #/SF
171 #ISF
21.1 #/SF
22.2 #ISF
24.8 #/SF
26.7 #/SF
30.9 #ISF
133.0 #ISF
Free Standing Uplift
15.5 #ISF
115.6 #ISF
116.2 ##SF 116.3
#ISF
116.8 #ISF
118.4 #ISF
132.4 #ISF
133.1 #/SF
Existing Slab on Grade with unknown
reinforcement In good repair
55
51
43
41
37
32
29
27
Isolated Footing
Dimensions"
Uplift
Rating lbs.
Maximum Attributable Roof Area In Square Feet
12" x 12' x 12"
386
23
22
18
17
16
13
13
12
16" x 16" x 16"
738
44
42
35
33
30
26
24
22
18" x 18" x 18"
987
58
55
46
44
39
34
31
29
20" x 20" x 24'
1.484
89
84
70
67
60
52
48
45
20" x 20" x 30"
1,855
112
105
88
84
75
65
60
56
24" x 24" x 24"
1,891
114
107
90
85
76
66
61
57
24"_x 24' x 30"
2,364
142
134
112
108
95
82
77
72
30" x 30" x 30'
3,225
194
182
153
145
130
112
104
98
30' x 30' x 36"
3,870
233
219
183
1 174
1 156
1 135
1 125
117
Roof areas based on attached cover uplift loads.
Notes:
1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth).
2. Slab on grade must be new or in good condition.
3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below.
Pre -Cast Block Footing
Precast fooling block (16" x 16" x 4" 1 at 24" below °rode with 80 # hart nre-mix concrete and ha 1,1111 d 1
wind Zone (MPH )=
100
110
120 123
130
140-1
140.2
150
Attached Cover Uplift • =
16.6 #ISF
17.7 #/SF
2IN #ISF 22.2 #ISF
24.8 #!SF
28.7 #/SF
30.9 #1SF
33.0 #/SF
Free Standing Uplift =
10 NSF
1 10 #/SF
1 11 #ISF 12 #ISF
1 13 #/SF
1 15 #ISF
1 15 NSF
17 ##SF
Dimenslons'•
Ratin Ibs.
Maximum
Attributable Roof
Area In S
uare Feet
1 x 80# Ba
1 947
117
110
92
88
78
68
63
59
2 x 80# Bag2,027
122
114
1 96
1 91
182
71
66
61
3 x 809 Bag
2107
127
1119
1001
95
1 85
1 73
68
164
Maximum uplift on post Is determined by multipying maximum attributable roof area x applied load.
Example:
Post tributary roof area = 7T, Applied load for 110 MPH wind zone = 17.7 # I Sq. Ft, Uplift on post = 77 x 17.7 = 1,363 #
Roof Area Conversion Multipliers
Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs
Wind Zone 1 100 110 1 120 1 123 1 130 1 1404 1 140-2 1 150
°of ea 1.00 1 1.05 1 1.13 1.36 1A8 1.56 1.00 1.00
Mule Ifer
Table 2.4.2 Uplift Resistance of Carport Footinq
Footing Size
Uplift Ratln Ibs.
12' x 12' x 12" -
386
12'x "xt'
514
16'x 16•x 16
734
16' x 16" x 18'
828
18'x18"x 18'
967
18"x x
07
20 x 20" x 2
1239
20' x 20 % 4'
1484
x x
9
24 x 24" x 30'
23
30 x 30' x 3 "
322
30" x 30 x 36'
3870
36' x 36 x 36"
5033
36' x 6- x 42"
5872
Example:
For 140 MPH wind zone, maximum uplift for free standing carport =15 #/Sq.FL.
Allowable roof area for.24' x24'x 24' 1891 Sq.Ft 115 #/Sq.Ft = 126 Sq.FL
The allowable roof area on 24' x 24' x 24' footing for 140 MPH wind zone
'B' exposure category Is 126 Sq.FL
The allowableroofarea on 24" x 24• x 24' footing for 140 MPH wind zone
'C' exposure category Is 126 Sq.FL! 1.21 = 104 Sq.FL
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load
Diameter Anchor
x Embedment
Number of Anchors
1
2
3
4
114"xl"
264#/11SF
528#/22SF
792#133SF
1055144SF
1/4"xl-112"
3969117-SF
799/33-SF
1188#750SF
15BW66SF
1/4"x2.1/2"
660#/28-SF
1320N55SF
1980#/83SF
2640#/110SF
5/16" x 1"
312#/13SF
624#/26SF
936#/39SF
1248#/52SF
5/16"x1-112"
468#/20SF
936#/39SF
1404#159-SF
1872#f/8SF
5/16"x2-1/T
780#/33-SF
1560##65SF
2340#/98-SF
3120#/130SF
3/8"xt"
356#N15SF
712/#30SF
1068#/45SF
1424#/59SF
3/8' x 1-1/2"
534#/22SF
10689145SF
1602I#/67SF
2136#/89SF
318"x2-1/2'
6909137SF
I 1780#f74SF
I 2670#1111-SF
I35607#148SF
Note:
1. Anchor must embed a minimum of 2' Into the primary host
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
322
0.92
140-1
37.3
0.86
140-2
371
10.86
150
428
0.80
Allowable Load Coverslon Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load
Multipliers
Tension
Shear
12d
1.10
127
11d
1.07
1.18
10d
1.03
1.09
9d
1.00
1.00
8d
0.98
0.90
7d
0.95
0.81
6d
0.91
0.72
5d
0.88
0.63
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between
anchors shall not be less than 9d where d Is the anchor diameter.
2. Concrete screws are limited to Y embedment by manufacturers.
3. Values listed are allowed loads with a safe factor of 4Edby
4. Products equal to rawl may be sJ IE's6_�d
5. Anchors receiving loads perpendi Iar to di star ion.
Anchors receiving loads parallel to e a hear
Example: Determine the number of ncrete reqividin e_uplift load by the anchor ai ed IoFor a 2• x 6" beam with: s ing = .; aan = 25-9" (fable 1.1)
UPLIFT LOAD=1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBEROFANCHORS = 11/2(25.75')xTx7#1 Sq. Ft]/ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.875#/300# = 2.102
Therefore, use 2 anchors, one (1) on each side of upright
Table Is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete.
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Table 2.5 Maximum Allowable Spans I Heights for Aluminum Pans
Utility Shed Roof or Walls
Aluminum Alloy 3105 H-14 or H-25
1-114" x 12" x 0.026" Rizer Panel
1-1/4' x 12" x 0.032" Rizer Panel
Wind
Zone
1&2
spaMoad'
3
span/I
4
Cantilever
spannoad•
Wind
Zone
1&2
spannoad•
3
I spaNload•
4
span/load,
Cantilever
I spanload•
100
4'-6'
30.0
5'-T
130.0
1 &-8'
30.0
7-2'
130.0
100
5'-2'
30.0
U-4'
30.0
V-6'
130.01
2'-2"
30.0
110
4'-3-
36.0
5'-3'
36.0
1 6-4-
36.0
2--0"
36.0
110
4'-3'
36.0
5'-11"
36.0
&-1-
36.0
7-0'
36.0
120
4'-0"
43.0
4'-11'
43.0
1 F-1'
43.0
i'-11'
43.0
120
4'-0'
43.0
--
43.0
5'-9-
43.0
1'-11"
43.0
123
S-11"
45.4
4'-10'
145.41
4'-11'
45.4
1'-10-
45.4
123
3'-11'
45.4
6-6"
45.4
5'-B"
45.4
1'-10'
45:4
130
X-10"
51.0
4'-8
51.0
4'-9'
51.0
1'-9"
51.0
130
Y-10"
57.0
-Y-�4
51.0
5'-5"
51.0
1'-9-
51.0
140.1
3'-T
59.0
4'-8"
159.01
4'4'
59.0
T-8
159.0
140.1
T-7-
59.0
5'-7"
59.0
S-2-
59.0
-1'-8"
59.0
140-2
3--T
59.0
4--6-
59.0
4'-7'
59.0
1'-8"
59.0
140-2
3'-7-
59.0
5'-1'
S9.0
5'-2'
59.0-1
-IF
59.0
150
3'-5-
68.0
4'-3'
68.0
4'-0'
68.0
1'-7"
68.0
150
3'-5'
68.0
4'-10-
68.0
4'-11-
68.0
1'-7'
68.0
1-112" x 12" x 0.026" RhMr Panel
1-112" x 12' x 0.032" Rizer Panel
Wind
Zone
182
span/load'
3
I span/load'
4
I spannoad•
Cantilever
spaNload•
Wind
Zone
1&2
spaMoad'
3
I spaMoad•
4
spaNload•
Cantilever
spaNload•
100
5'-5'
30.0
1 6'-11'
130.0
7'-0'
30.0
2'-6'
30.0
100
6-4'
30.0
T-10'
130.0
T-11'
30.0
T-6"
30.0
110
5'-1'
36.0
6'-W
36.0
6'-8'
36.0
2'-5'
36.0
110
5'-1'
36.0
7'-0'
36.0
T-6'
36.0
2'-5'
36.0
120
4'-9'
43.0
6'-1'
43.0
6'-3'
43.0
2'-3'
43.0
120
4'-9'
43.0
7'-0"
43.0
2'.3"
43.0
123
4'-8'
45.4
6'-0'
45.4
6'-1-
45.4
2'-2'
45A
123
4'-8'
45.:
6':10'
45.4
6'-11'
130
4'-0'
S1.0
5'-T
51.0
5'-11'
57.0
2'-1'
51.0
730
4'�i'
51.0
6'-T
51.0
6'-9'
51.0
2'-7'
51.0
1404
4'4'
59.0
S-0"
59.0
5'-7'
59.0
2'-0'
59.0
140-1
4'4"
59.0
6'-3'
159.0
S-4'
S9.0
2'-0'
59.0
140-2
4'-0'
59.0
5'-4'
59.0
5'-5'
59.0
2'-0"
59.0
140-2
4'-0'
59.0
6'-3"
59.0
6'-0'
59.0
7-0"
59.0
150
4'.W
68.0
7-
68.0
5'-5"
68.0
2'-0'
68.0
150
4'-3'
68.0
68.0
2-0"
68.0
1-3/4" x 12" x 0.026" Cleated Panel
1-314" x 12' x 0.032" Cleated Panel
Wind
Zone
182
spaMoad•
3
spaMoad•
4
I spannoad•
Cantilever
spaNload•
Wind
Zone
1&2
spannoad•
3
span/load'
4
spaNload•
Cantilever
spaMoad•
100
T-3'
30.0
8'-11'
130.0
9'-l'
30.0
3'-5'
30.0
100
8'-3'
30.0
10-2'
130.0
10'-0'
27.0
3'-5"
30.0
110
U-1
135.0
8'-7'
36.0
Y-3'
36.0
110
6'-10"
36.0
9'-7"
36.0
9'-9-
36.0
3'-3"
36.0
120
V-5"
43.0
T-11"
43.0
&-1'
43.0
X-0"
43.0
120
b'-5'
43.0
9-2'
T-0"
43.0
123
6'-0"
45.4
T-9'
145.4
T-11"
45.4
Y-11'
45.4
123
6'-0'
45.4
8'-10'
45.4
-43.0-
T-0'
45A
7-11'
45.4
130
&-10'
51.0
T-3'
51.0
7-4'
51.0
2'-9'
51.0
130
5'-10'
51.0
B'-3'
51.0
8'.5'
51.0
2'-9'
51.0
140-1
5'-9'
S9.0
7'-2'
59.0
T-3'
59.0
2' 7'
59.0
140-1
6-9'
S9.0
8'-1"
59.0
8'-3'
59.0
2'-7"
59.0
140.2
5'-9'
59.0
T-2"
59.5
7'-3"
59.0
Z-9'
59.0
140-2
5'-9"
59.0
8'-1'
59.0
6'J'
59.0
2'-9'
59.0
150
5'-6"
68.0
6'-10"
68.0
F-11"
68.0
2'-7"
68.0
150
5'-6'
68.0
7'-9'
68.0
T-11-
68.0
2'-7"
68.0
3" x 12" x 0.026" Panel
3" x 12" x 0.032" Panel
Wind
Zone
182
spaMoad•
3
I spaMoad•
4
spannoad•
Cantilever
spaMoad'
Wind
Zone
1&2
spannoad•
3
span/load'
4
spannoad•
Cantilever
spannoad•
10o
10'.2"
30.0
1Y-7-
27.0
12'-10"
27.0
4'-0'
30.0
100
11'-7"
27.0
15'-1"23.0
110
9'.7"
36.0
1l'-11'
32.0
1Z.2'
32.0
4'-0'
35.0
110
9'-7'
32.0
13'-6'
32.0
IS-9 '
32.0
4-0"
36.0
.120
9'-0'
43.0
11'-2'
39.0
11.4'
39.0
4'-0'
43.0
120
9'-W
43.0
12'-6'
39.0
12'-11'
39.0
4-0-
43.0
`i123
8'-7'
45.4
10'-T
40.8
10'-10'
40.8
4'-0'
45.4
123
8'-T
45.4
1Y-0'
40.8
1Y.9'
40.8
4'-0'
45.4
8'-7'
51.0
10'-T
45.0
10--10"
45.0
T-11-
51.0
130
B'-7'
51.0
12'-1'
45.0
17-3m
45.0
4'-0'
51.0
140-1
8'-2'
59.0
1T-1'
59.0
10'-3'
53.0
T-10"
59.0
140.1
8'-2'
59.0
1V-5"
53.0
11'-8-
53.0
4'-0"
59.0
440-2
8'-2"
59.0
Ur-7-
59.0
10'-3'
53.0.
3'-10'
59.0
140-2
8'-2"
59.0
11'-5"
53.0
11'-8'
53.0
4'-0'
59.0
•150
T-10'
68.6
FT
68.0
9'-10'
68.6
T-B"
68.0
150
T-10"
68.0
10'.11'
60.0
11'-2'
60.0
4'-D"
168.01
:Room Roof Panel span = "W" as shown on drawings.
-.I4ote:
1. install 2' x 2' x 0.036" Extrusion at Midspan Increase span by 25 h maximum shed area.
2."Spans may be interpolated
Table 2.6.1 Town & Country Industries, Inc.
:-mits TS Allowable Stud Heights
Utility Sheds Framed With Hollow Aluminum Extrusions
6005 T-5 Aluminum Alloy
1. The above listed allowable heights are measured from the bottom of top plate to top of bottom plate.
2 Spans may be Interpolated.
3. Structural grade thermalply shall be fastened to aluminum studs with #8 X 1' wafer headed screws
using the fastener patterns described with the details of this section.
4. For fastening to aluminum use bufast HD X (Y - 314") @ 8' O.C. for up to 130 MPH wind speed,'D'
Exposure: 6- O.C. for above 130 MPH wind speed up to 150 MPH, Exposum'D'.
Table 2.7A Maximum Stud Wall Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls wl Vinyl Siding, Aluminum or Other Flexible Finishes
Residential Construction, Utility Sheds
Wind Velocity 100 MPH, Applied Load =15 #/SF
Wind Velocity 110 MPH, Applied Load -18 #/SF
Stud
Spacing
Stud
She &
Lumber Grade
Stud
Size &
Lumber Grade
2x4
#3 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
.3 pine
2x6
#3 pine
2x8
fKf In
2x4
#3 SPF
2 x 6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pl..
12"
10'-9' b
15-8' b
19'-10' b
1Y-5' b
78'-3' b
23'-3' b
9'-9' b
14'-4' b
1B'-1' h
11'-0' b
16'�' b
21'-3' b
16"
9'-0' b
1T-T b
7T-Y b
10'-9' b
15'-10' b
20'-27 h
8'-6' b
17-5' b
75'-8' b
9'-10' b
14'-6' b
18'-5' b
24'
T-T hi
11'4' bi
14--0- bl
8'-9- bi
1Z-11- bj
6'-11' b
10'-l' b
12'-10' b
T-11- b
11-10- b
IS-W b
Wind
Velocity
12D MPH,
Applied
Load = 22
#/SF
Wind
Velocity
130 MPH,
Applied
Load = 25
#/SF
- -Stud"
- Stud Size & Lumbar Grade
Stud Size & Lumber Grade "` . " .
Spacing
2x4
#3 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine
2x4
#3 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine
12"
8'-10' b
17-11' 6
16'-0' b
1U-3' b
19-1' b
19'-2" b
&-4" b
1Y-Y b
15'-4' b
9'-T b
W-2' b
18'-0' b
16"
T-B" b
it'-0" b
14'-2' b
8'-10' b
13'-1' b
16'-8' b
7'-2' b
10'-6' b
13'-4' b
B'-4' 6
1Y-0' b
15'-7' b
24"
b
9'-2' b
71'-T b
T-3' b
10'-8' b
13'-T b
b
8'-T b
10'-10' bI
ly-O b
1Y-9" h
Wind Veloci 140-1&2 MPH, Applied Load = 29 #/SF
wind Velocity 150 MPH, Applied Load = 34 #/SF
Stud
Stud
Size &
Lumber Grade
Stud
Size &
Lumber Grade
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine
2x4
#3 SPF
2x6
#3 SPF
2xB
#3 SPF
2x4
03 pine
2x6
93 pine
2x8
93 pine
FEE
11-W b
1V-Y b
B'-11' b
13'-Y b
16'-9' b
7'-1" b
10'-5' b
IT-2" b
8'-3' b
17-2' b
1S-5" b
9-9" b
17-0' b
T-9' b
71'-S b
14'-6' b
- b
9'-0' b
1 V- b
7'-2' b
10'-6' b
13.5' b
7'-11' b
10'-1' b
b
9'-0" b
11'-10- b
b
T-0' b
9'-0' b
b
8'-T b
10' `! b
Notes:
1. Applied load values based on ASCE 7-02 Table 6-2. 1= 1.0
2 Wood design values are based on #3 S.P.F. (South) and Southem Pine construction grade wood from NDS American Forest & Paper
Association, current edition.
3. For'C' wind exposure category, multiply allowable stud heights by 0.85.
4. For utility sheds multiply heights by 1.14. For utility sheds in exposure category wind zones, multiply allowable height by 0.97.
5. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown.
Maximum stud heights less than &-6• are not listed.
6. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown.
Maximum'stud heights lass thah 6'.T are not listed. ' "
7. 7/16" O.S.B. or 1/2" plywood sheathing shall be attached to wood studs with #8d common at fi O.C. edges & 12" O.C. field for up to a 130 MPH
wind speed,'D' Exposure; 4' O.C. edges and 8' O.C. feild for wind speeds above 130 MPH up to 150 MPH. *D" exposure. #6 drywall or deck
screws maybe substituted for #8d common nails at the same spacing.
8- Use TnrFast SD x ('t" + 1-1/2) at 8' O.C. for up to a 130 MPH wind speeds,'D' exposure; 6' O.C. for wind speeds above 130 MPH and up to
150 MPH.'D' Exposure.
Table 2JEI Maximum Stud Wall Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls wl Vinyl Siding, Aluminum or Other Flexible Finishes
Residential Construction Utility Sheds
Wind Velocity 100 MPH, Applied Load = 151#SF
Wind Velocity 110 MPH, Applied Load =18 #/SF
Stud
Stud Size & Lumbar Grade
Stud Size &
Lumber Grade
Spacing
2"
#2 SPF
2x6
1r2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
1 #2 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
12"
17-1' d
18'-11' d
24'-T b
13'-1' d
20'-6' d
2T-0' d
11'A" d
1T-9' b
22'-5' b
IZ-3' d
19'-3' b
24'-9" b
16"
10'-11' d
16'-10' b
21'-0' b
11'-10' d
18'-3' b
23'-6" b
10'4' d
15'-0' b
19'-6' b
11'-2' d
16'-8' b
21'-6' b
24"
9'-5' b
13'-9' bi
1T-5- bi
10'-3- bi
14'-11- bi
19'-2" b
8'-7- b
IZ-6- bi
15'-10- bi
9'4' b
13'-7- b
1T-T b
Wind
Velocity
120 MPH,
Applied
Load = 22
#/SF
wind
Velocity
130 MPH,
Applied
Load = 25
#/SF
Stud
Spacing
Stud
Size &
Lumber Grade
Stud
Size &
Lumber Grade
2x4
#2 SPF
I 2x6
#2 SPF
2x8
#2 SPF
2x4
02 pine
2x6
#2 pine
2x8
02 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
12"
1V-7' d
16'0' b
20'-0' b
11'-V d
1T-W b
22'S' b
10'-2' d
15-0' b
19'-1' b
11'-0' d
19-4" b
21'-0" b
16"
9'-6' b
13'-11' b
1T-T b
10'-S b
15'-1' b
19'$ b
8'-11' b
13'-0' b
16'-6' b
9'-9- b
14'-2- b
18'-3- b
24"
- b
11'-0' b
W4' b
8'-6" b
1Y-0' b
15'-10• b
- b
10'-B'
b
T-11' b
11'-6' b
14'-10' b
Stud
Wind
Velocity
140 MPH,
Applied
Load = 29#/SF
Wind-Velocity
150 MPH,
-Applied
Load=34#ISF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
2x4
#2 SPF
2x6
#2 SPF
2xB
#2 SPF
2 x 4
#2 pine
2x6
92 pine
2xB
#2 pine
12"
9' 7' b
IT-1 I' b
1T-8' b
W-5- b
1S-Y b
19'-V b
9'-10- b
1Z-11- b
1F-4- b
9'-B' b
13'-11- b
1&-0" b
16'
8'-3' h
12'-7' b
15'-4' b
9'-1' b
13'-2' b
16'-11' b
b
11'-2' b
14'-2' b
8'-4' b
17-2' b
15-T b
24'
b
9'-10" b
12'-0' b
b
10'-9' b
13'-10' b
b
9'-7' b
11'-T b
b
9'-11- b
12'-9- h
Notes:
1. Applied load values based on ASCE 7-05 Table 6-2. 1= 1.0
2 Wood design values are based on #2 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper
Association, current edition.
3. For 'C' wind exposure category, multiply allowable stud heights by 0.85.
4. For utility sheds multiply heights by 1.14. For utility sheds In exp0sureV category wind zones, multiply allowable height by 0.97.
5. Sbid heights are limited by code and 2 x 4 greater than 10'-0" (stud length) are not shown. 2 x 6 greater than 18'-0" (stud length) are not
shown. Maximum stud heights less than 6-W are not listed.
6. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not
shown. Maximum slid heights less than V-6' am not listed.
7. 7/16" O.S.B. or 1T2' plywood sheathing shall be attached to wood studs with #8d common at 6' O.C. edges & 12" O.C. field for up to a 130
MPH wind speed.'D' Exposure,, 4' O.C. edges and W O.C. fetid for wind speeds above 130 MPH up to 150 MPH. *0" exposure. #6 drywall or
deck screws may be substituted for #8d common nails at the same spacing.
8. Use TruFast SD x ("r+ 1-1/2' at 8' O.C. for up to a 130 MPH wind speeds. '0' exposure- 6' O.C. for wind speeds above 130 MPH and up to
150 MPH,'D" Exposure.
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 indentfication of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & County
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
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08-12-2010
OF
O
ROOF PANELS GENERAL NOTES AND SPECIFICATONS
1. -Certain of ttie 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 1/2" sheet rock added by securing the
sheet rock w/ 1" fine thread sheet rock screws at 16' O.C. each wa
10. Spans may be interpolated between values but not extrapolated outside values.
11. 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 seatent. Panel area around screws and washers shall be cleaned with xylene (xylol) or
other solvent based cleaner prior to applying caulking.
14. All 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.
16. 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 not be used.
ROOF PANELS DESIGN STATEMENT
The roof systems are main force resisting systems and components and cladding in conformance with
The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads
for components and cladding. Section 7 uses ASCE 7-05 Section 6.5. Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0
to 20% 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
"Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All
pressures shown are in PSF.
1. 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)
` -
Open Structures
Mono Sloped
1= 0.87 for 90 to 100 MPH
1= 0.77 for 100 to 150 MPH
KCpi = 0.00 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
1=1.00
KCpi = 0.18 Zone 2
Overhang / Cantilever
" All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wind
Pressure
Effective
50
20
Area
10
Basic Wind
Pressure
Effective
Area
Basic Wind
Pressure
. Effective Area
5020 10
Basic Wind
Pressure
Effective Area
50 20 40
50
20
10
100 MPH
13
13
16
25
1 13
20
1 23
1 26
1 13
23
27
30
13 _
27
38
45
110 MPH
14
14
17
20
14
121
25
128
1 14
27
32
36
14
33
46
55
120 MPH
17
17
20
23
17
25
30 T
33
T 17
32
39
43
17
39
54
65
123 MPH
18
17
21
24
18
26
32
35
18
34
41
45
18
41
57
69
130 MPH
20
20
23
27
20
29
35
20
38
45
51
20
46
64
77
140-1 MPH
23
23
27
31
23
34
40
23
44
53
59
23
53
74
.89
140-2 MPH
23'
23
27
31
23"
34
40
a46
23'
44
53
59
23"
54
74
89
150 MPH
26"
26
32
36
26'
39
46
26' '-51
60
68
'26'
61
85
102
- minimum uve roao or au ebt- conuois in nign mno veioary 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 1 V and 16' projection with
a 2' overhang. Any greater load width shall be site specific.
Conversion Table 7A 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
Bending
Deflection
Bending
Deflection
0-15,
1.21
0.91
0.94
1.47
0.83
0.88
15' - 20'
1.29
0.88
0.92
1.54
0.81
0.87
20' - 2S
1.34
0.86
0.91
1.60
0.79
0.86
25' - 304
1.40
0.85
0.89
1.66
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-0"
0
0
12.00" -
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
C', �
_ 12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM
TABLES
SCALE: 2" = 1'-0"
ALUMINUM SKIN
E.P.S. CORE
'� -
........................
a
z
SIDE CONNECTIONS VARY
a 0
:•_
(DO NOT AFFECT SPANS)
48,00"
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = V-W
PRIMARY CONNECTION:
(3) #_' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
#10x 1-1/2" S.M.S. (2)PER
RAFTER OR TRUSS TAIL
#10 x 3/4" S.M.S. @ 12" Q.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = 1'-W
ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
iF ' x 1/2' S.M.S. (3) PER PAN
(BOTTOM) AND (1) @ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
1-112" x 118" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
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 1/2' S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100 -1231 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]:::::---Tn
ALTERNATE: I L
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
C; .
I- _
Lu w
o of
POST AND BEAM (PER
TABLES)
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.
B. SLIDE 1" TAB ATTOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS .@ 5" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH T04TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
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10A
08-12-2010 OF 12
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
#8 x 1/2" S.M.S. SPACED
/ @ 8" O.C. BOTH SIDES CAULK
v ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = l'-0" #14 x 1/2' WAFER HEADED
WOOD FRAME, MASONRY OR 1 S.M.S. SPACED @ IT O.C.
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.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = 1'-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 "t". 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.
ANGH012S BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1 140 150
#8 1 #10 1 #12 1 #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
pza
a O
1-1/2" x 1/8' x 11-10 PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-02
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2" = 1'-0"
REMOVE RAFTER TAIL TO
(
HERE
-
REMOVE ROOF TO HERE
#8 x 1/2" S.M.S. SPACED
I
@ 8" O.C. BOTH SIDES
EXISTING TRUSS OR RAFTER' FLASH UNDER SHINGLE
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOSTSTRUCTURE
COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2"--- 1'-0"
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x't' x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
w
�E
SCREW #10 x (T + 112") W/
1-114" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PER
FOR
x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
"D" EXPOSURE.
MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2' = 1'-0"
INSTALLATIO RUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS @ 6"O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE 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.
HOST STRUCTURE TRUSS OR
RAFTER
�—
1" FASCIA (MIN.)
Z
BREAK FORMED METAL SAME
THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN.ANCHORTO FASCIAAND
RISER OF PAN AS SHOWN
#8 x 3/4" SCREWS @ 16" O.C.
#8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
#8 x 1/2" ALL PURPOSE.
SCREW @ IT O.C.
BREAKFORM FLASHING
6" 10'
3" COMPOSITE ROOF PANEL
(SEE SPAN TABLE)
STRIP SEALANT BETWEEN
FASCIA AND HEADER
112" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
7DRIP
SHEET ROCK SCREWS @ 16'
O.C. EACH WAY
RATION BETWEEN
ND PANEL IS
FASTENING SCREW SHOULD
/4" THE FLASHING
BE A MIN. OF 1" BACK FROM
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2' = V-0"
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12'
.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.
B. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TOINSTALLATION.
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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
#8 x 1/2" S.M.S. @ W O.C.
-HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE:
FOR MASONRY USE
WOOD FRAME, MASONRY OR
1/4" x 1-1/4" MASONRY EXISTING HOST STRUCTURE:
OTHER CONSTRUCTION
ANCHOR OR EQUAL WOOD FRAME, MASONRY OR
@ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION
#10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C-
ALTERNATE ROOF PANEL TO WALL DETAIL ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" =1'-0"
SCALE: 2" = 1'-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 COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+112") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1'
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RISER OF PAN AS SHOWN
1" FASCIA (MIN.)
#10 x 1-1/2" S.M.S. @ 16" O.C.
0.040" ANGLE W/ #8 x 112"
S.M.S. @ 4" O.C.
r-
COMPOSITE ROOF PANEL
HEADER (SEE NOTE BELOW)
lk (# 1/ ) .1@ 8" O.C.
WNCHOR OR EQUAL
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#10 x 1-112' S.M.S. OR WOOD
SCREWS @ IT O.C.
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SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
FOR FASTENING COMPOSTS PANEL 14 IIIII
ALUMINUM USE TRUFAST HD x ('P + 3/4� AT 8'
O:C:`FOtUP TO 130 MPH WIND SPEED "D'
EXPOSURE; 6". O.C. ABOVE 130 MPH AND UP
TO ;4 �50 NIPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = V-0"
'COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 8 150 MPH USE
(2) 3/8" x 3" LAG SCREWS
W/ WASHERS
POST SIZE PER TABLES
#8 x 1/2" WASHER HEADED
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(SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
C RooF:
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
#8 x
x"I"+1TE /2" LAG SCREWS W/
1-1/4"0 FENDER WASHERS @
PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2
SCALE: 1/8" = l'-0"
30# FELT UNDERLAYMENT W/
2" X 2" x 0.044" HOLLOW EXT.
220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
5/16"0 x 4' LONG (MIN.) LAG
SCREW FOR 1
0.024" FLASHING UNDER AGAINST EXISTING ROOF
EMBEDMENT (MISMIN. INTO
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
RAFTER OR TRUSSS TAIL
MIN. 1-112' PENETRATION
CONVENTIONAL RAFTER OR
TRUSS TAIL
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
A - A - SECTION VIEW
SCALE: 1/2" = V-0"
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4" = V-0'
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNELAND
(8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4' S.M.S.
RIDGE BEAM
2"x6"
EXISTING 1/2" OR 7116'
SHEATHING
B - B - ELEVATION VIEW
SCALE: 1/2" = T-0"
I
B - B - PLAN VIEW
SCALE: 112' = -W
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050'
ALUMINUM U-CLIP W/ (4) 1/4- x
1-1/2" LAG SCREWS AND (2)
1/4' x 4" THROUGH BOLTS
(TYPICAL)
TRUSSES OR RAFTERS
(2) 1/4" x 4" LAG SCREWS AND
WASHERS EACH SIDE
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U-CLIP W/ (4) 1/4- x
1-1/2- LAG SCREWS AND (2)
1/4" x 4' THROUGH BOLTS
(TYPICAL)
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TO WOOD SCALE: 2" = 1'-0"
USE TRUFAST SD x ("r + 1-1/2")
AT 8' O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D'; 6'
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE "D" i
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
(3) #8 WASHER HEADED
SCREWS W/1"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
/' COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: T = 1'-0"
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FROM GUTTER TO BEAM WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" =1'-0"
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GUTTER
PAN ROOF
FA
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
A$
3/8" x 3-1/2" LOUVER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
& 3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8' x 4" LOUVER @
12" FROM.EACH END,AND 48" O.C. BELOW.THE PAN RISE BREAKTO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2" = 1'-0"
FLASHING 0.024' OR 26 GA.
GALV.
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BEAM TO WALL CONNECTION:
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LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
(ALTERNATE) (1) 1-3/4" x 1-3/4' x 1-3/4' x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = V-0"
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BEAM EXTRUSION
ROOF PANEL
1/8" x 3" x 3" POST OR SIMILAR
#10 x 4" S.M.S. W/ 114 x 1-1/2"
S.S. NEOPRENE WASHER @
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SEALANT
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O.C.
CAULK ALL EXPOSED SCREW
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(3) 1/4"0 THRU-BOLTS (YP.)
#8 x 9/16' TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM an POST DETAIL
SCALE: 2' = l'-0"
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x _ SELF MATING BEAM
95 RFBAR IMBEDDED IN TOP
OF -.CONCRETE COLUMN (BY
OTHERS)
FASTENING OF COMPOSITE
PANEL'
SEALANT
#8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
WHEN f;ASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D', 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM-01 CONCRETE POST DETAIL
SCALE: 2" =1'-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
W
TYPICAL INSULATED PANEL
SCALE: 2" = V-0"
#8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 10 S.M.S.
W/ 1/2" 0 WASHER
-NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x VZ" CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL.
COVERED AREA
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1"WIDE ADHESIVE
STRIP UNDER SHINGLE
MIN ROOF SLOPE 2-1/2: 12
SUBSEQUENT ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA
FOR AREAS ABOVE 120 M.P.H. WIND ZONE
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. -SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
ADHESIVE: BASF DEGASEAL" 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
MIN. ROOF SLOPE 2-1/2 : 12
0
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C.
0
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3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
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FORMED CAP SEALED IN
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\ WAFER HEADED SCREWS
7116" O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER
3. SEAL ALL SEAMS WITH BASF DEGASEAL - 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL w 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING
SHINGLES.
5. INSTALL 159 FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6' O.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
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MANUFACTURERS PROPRIETARY PRODUCTS
co SET WITH DEGASEL 2000 OR EQUAL
WO CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
CID
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ih
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & U180
Wind
Open Structures MonoSlo ed Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
1&2
3
4
1&2
3
4
182
3
4
Cantilever
MPH
so annoad•
s aNload•
Spa
s annoad•
s annoad'
s annoad•
. s an/load' I
s enlload'
span/load'
100
20--8'
13
23'-2-
13
2T4-
.13
16--6-
20
18'-6-
20
17'-10'
f 20
15'-5-
23
17'-3"
23
16'-8'
23
4'-0-
45
110
20'-1"
-14
22'S"
14
21'-9
14
16--2-
21
18'-0-
21
17'-5'
121
13'-1-
32
15'-11'
27
1&-4"
27
4'-0'
55
120
18'-2'
17
20'4"
17
19'-8'
17
13'-6'
30
16'-6'
25
15'-11'
25
11'-10-
39
13'-3'
39
12'-9'
39
4'-0'
65
123
1T-9"
17
19'-10' 17
19'-2'
17
13'-2'
32
16'-2'
26
15'-7'
26
11'-7'
41
1Z-11'
41
12'-6'
41
4'-0-
69
130
16'-W
20
18'-9"
20
18'-l'
20
17-5
35
15'4'
29
13'-6'
35
11'-0'
45
12'-4'
45 11'-11"
45
4'-0'
77
140-1
15'-7'
23
17'-5'
23
16'-10'
23
11'-8-
40
13'-1'
40
17-8'
40
11'-0'
45
12'-0'
45
ll'-11'
45
T-11'
89
140-2
15'-7"
23
17'-5"
23
16'-10'
23
11'S'
40
13'-1'
40
12'-B"
40
9'-7'
59
11'4"
53 10'-11-
53
T-11-
89
150
13'-Y
32
16'4'
26-
15'-10"
26-
10'-11^
46
17-2'
46
11'-9' -
46
8'-11'
68
10'-8"
60
10'4'
60
T-8"
102
Wind
Open Structures Mono lone Roof
Screen Rooms
& Attached Covers
Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s aMoad•
3
s an/load•
4
s anlload'
1&2
s annoad•
3
s aMoad'
4
s annoad•
1&2
s anfload•
3
s annoad•
4
s anlload•
Cantilever
100
23'-10'
13
26'-8'
13
25--9-
13
19'-1-
20
21'4-
20
20'-7-
20
17'-9"
23
19'-10'
23
19'-Y
23
4'-0'
45
110
2T-Y
14..25'-11'
14
25-1"
14
18WO
21
20'-9'
21
20'-1'
21
16'-5'
27
18'-4
27
17'-9'
27
V-0'
S5
120
-20'-11'
17
23'-5'
17
22'-8-
17
1T-0'
25
19-1-
25
18'-5"
25
1S-1"
32
16'-W'
32
16'-3-
32
4'-0"
65
123
' 20'-5'
17
22'-10'
17
22'-1'
17
16'S'
26
18W
26
1T-11'
26
13'4'
41
16'-5'
34
15'-10'
34
4'-0'
69
130
194
20
21'-7'
20
20'-10'
20
15'-10'
29
1T•8'
29
17'-1'29
12'-8'
45
15'-5'
38
13'-9'
45
-4-0''
77
1404
17'-11'
23
20'-1'
23
19'-5
23
' 13'-6'
40
16.4-
34
15'-9'
34
12'-8`
45
15'-5-
38
13'-9-
45
4'-0-
89
140-2
17'-11'
23
20'-1"
23
19'-5'
23
13'-6'.
40
16'4'
34
15'-9`
34
.11'-8'
53
13'-1'
53
12'-8'
13
4'-0'
89
150
16'-10-
26
18'-10'
26
18'-3*
26
12'-7'
46
15'-3'
39
1T-7'
46
10'-11`
60
12'4'
60
11'-11'
60
4'-0'
102
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#!SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
..-
Wind
Open Structures Mon oSloped Roofl
Screen Rooms
& Attached Covers
Glass & Modular Rooms Enclosed
Overhang
.Zone
MPH
A&2
s aniload'
.3
s anlload•
4
s anlload'
182
s aMoad•
3
s an/load'
4
s an/load•
182
s anlload•
s arnlonlload'
3W44
4.
Cantilever
100
20'-8'
13
23'-l'
13
22'-0'
13
16'-6"
20
18'-5'
20
17'-10'
20
15'-5'
23
17'-2'
'
23110
20'-1'
14
22'-5"
14
211
14
111"
21
1Ill'
21
17'-5
21
'
27
4'-0-
S5
120
18'-2'
17
20'4'
17
19'-8'
17
13'-6'
30
16'-8'
25
15'-11'
25
13'-3'
'
39
4'-0'
65
123
17'-8'
17
19'-9'
17
19'-1'
17
13'-2'
32
16'-1'
26
15'-7'
26
2'-11''
41
4'-0-
69
130
16'-9'
20
18'-8'
20
18'-1'
20
17-6'
35
164"
29
13'-6-
35
M325'-11'
12'-4'
1'
45
4'-0'
77
140.1
15'-7'
23
1T-5'
23
16'-10'
23
11'-8'
40
13'-l'
40
12'-7'
4D
12'4'
1'
45
3'-11'
89
140-2
15'-7'
23
17'-5'
23
16'-10'
23
11'S'
40
13'-1'
40
12'-7'
4011.4'
1'
S3
15D
13'-2'
32
16'4'
26
15'-9'
26
10-11'
46
12'-2'
46
11'-9'
46
-1168
10-8'
60
10'4'
60
3'-8'
102
Wind
Open Structures Mon oSloped Roof
Screen Rooms
& Attached
Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
MPH
182
s anfload'
3
s annoad•
4
s an/load•
1&2
s aMoad•
3
s annoad'
4
s anlload•
1&2
span/load
3
s annoad'
4
s aMoad•
Cantilever
100
24'-3"
13
27'-1"
13
26'-2"
13
19'-4"
20
21'-8'
20
20'-11'
20
18'-1-
23
20'-2-
23
19'-6'
23
4'-0'
45
110
23'-7"
14
26'4"
14
25'-6-
14
18'-11-
21
21'-Y
21
20'-5-
21
16'-8-
8'-8-
27
16'-0-
27
4'-0-
S5
120
21'4'
17
23'-10'
17
23'-0'
17
17'-0'
25
19'-0'
25
15'-4'
7'-1'
32
16'-6'
32
4'-0'
65
123
20'-9"
17
23'-3"
17
22'-5-
17
16'-11-
26
1&-11'
26
13'-7"
6'-8'
34
16'-1'
34
4'-0'
69
130 -
19'-7'
20
21'-11'
20
21'-2'
20
16'-1"
29
.'17'-11"
29
17-11'
J45
5'-8'
38
15'-2'
38
4'-0'
77
140-116'-3'
23
20'-5'
23
19'-9-
23
13'-8-
40
16--7-
V18
34
12-11'
'-6'
38
15'-Y
38
4'-0'
89
140-2
18'-3'
23
20'-5'
23
19'-9'
.23
13'-8-
40
16W-
34
ll'-11'
3'-4'
S3
12'-10'150
1T-2'
26
19'-2'
26
'-6'
26
12'-9'
46
15'-6'
46
11'-2'
2'-6'
60
12'-1'
S1
4'-0'
102
Wind
O en Structures
Mono-Sicps d Roof
Screen Rooms
8 Attached Covers
Glass &Modular Rooms Enclosed
Overhang
Zone
MPH
s anilonk
1&2E19-
3
d'
4
s aMoad•
1&2
s aMoad•
3
s aMoad'
4
s annoad'
1&2
s anlload•
3
s annood•
4
s aMoad'
Cantilever
100
22'-8"
-
13
24'$'
13
18-1'
20
20'-3'
20
19'-T
20
16'-11'
23
18'-11'
23
16'-3'
23
4'-0'
45
110
22-0-
8-
14
23'-10-
14
17'S"
21
19'-9-
21
19--1'
21
15'-7-
27
17'-5-
27
16'-10'
27
4--0'
65
120
19'-11'
-3-
17
21'-6"
17
16--2-
25
18'-1-
25
1T-6"
25
1Z-11-
39
16'-0'
32
15'-6'
32
4'-0'
65
123
19'-5"
8"
17
20'-11'
17
16-10-
26
17--8'
26
1T-1'
26
12'-8'
41
15'-7'
34
.15'-1'
34
4'-0"
69
13D
18'4'
-6'
20
19'-10'
-20
' 15'-0"
29
16'-10'
29
16'-3'
29
12'-1'
45
13'-6"
45
13'-0'
45
4'-0'
77
140-1
17'-l'
1'
23
18'-5'
23
12'-10'
40
15'-6'
34
15'-0'
34
17-1"
45
13'-6'
45
13--0'
45
- 4'-0-
89
140.2
. 1T-1'
t'
23
18'-5'
23
12'-10'
40
15'-6'
34
15'-0'
34
11'-1'
53
12'-5'
S3
12'-0'
53
4-0"1'
26
1T4'
26
11'-11'
46
-13'4'
46
12'-11'
46
10'-5"
60
1V-8'
60
11'4'
60
4'-0'
102
Wind
Open Structures MonoSlo loped Roof
Screen Rooms
&Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad•
3
s aMoad•
4
s Moad•
1&2
s aMoad•
3
s annoad•
4
s annoad•
1&2
s anfload•
3
s annoad'
4
s annoad'
Cantilever
100
26'-2'
13
29'-3'
13
28'-3'
13
20'-10"
20
23'4'
20
22'-7"
110
25'-5'
14
28'-5"
14
2T-5'
14
20'4'
21
" 22'-9'
21
22'-0'
21
17'-11'
120
27-11'
17
25'-8'
17
24'-10'
17
18'-8'
25
20'-10'
25
20'-2"
25
16'S"
32
18'-5"
32
.17'-10'
32
4'-0'
65
123
274'
17
2S-0'
17
24'-Y
17
18'-3'
26
20'-5'
26
-19-8"
26
16'-1"
34
17'-11-.34
1T4'
34
4'-0'
69
130
.21'-2'
20
23'-8"
20
27-10'
20
17'4'
29
IFSTST
29
16'-9-
29
1&-2'
38
16'-11'
38
16'4'
38
4'-0'
77
140.1
19'-8'
23
21'-11"
23
21'-3'
23
16'-0'
34
17'-11'
34
17'-3'
34
15'-2'
38
16'-11'
38
16'4'
38
4'-0'
89
140.2
19'-8'
23
21'.11-
'23
21'-3"
23
' 16'-0'
34
1T-11'
34
17'-3'
34
12'-10'
53
15'-9'
44
15'-2'
44
4'-0'
89
150
- 18'-6'
6
20'-8"
26
19'-11'
28
13'-9'
46
16'S"
39
16'-2"
39
1 -
0
13
6
Cif'
60
S4} .
102
Note: Total roof panel width =room width +wall width +overhang. 'Design or applied load ed onI -diveof the pa
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08-12-2010
OF
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MANUFACTURERS PROPRIETARY PRODUCTS
CO SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOPAIVD BOTTOM LOCK GROOVE
CO
I
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" = 1'-0"
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
Wind
Open Structures Mono -Sloped Roof
I Screen Rooms
& Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
(MPH)s
1&2
anload•
3
s aNload•
4
Spa
anfl,
182
s an/load•
3
s aMoad•
4
s anlload•
%2
s aMoad•
3
s anlload•
4
s anload•
Cantilever
100
25'-9-
13
28'-9-
13
27'-10-
13
- 20'-7'
20
22'-11'
20
22'-Y
20
19'-2'
23
21'-5"
23
20'•8'
23
4'-0'
45
110
25--0"
14
2T-11"
14
27'-0'
14
20'-1'
21
22'-5'
21
21'-8'
21
17'-8'
27
19'-9"
27
19'-1'
27
4'-0'
S5
120
ZZ-7"
17
25'4'
17
24'-5"
17
18'-5'
25
20'-7"
25
19'-10'
25
16'-3"
32
18'•2"
32
17W'
32
4'-0'
65
123
2Z-0'
17
24'-8'
17
23'-10'
17
17'-17'
26
20'-1'
26
19'-5'
26
15'-10'
T
17'-8'
34
17'-1-
34
4'-0-
69
130
20'-10'
20
23'3'
20
2Z-6'
20
17'-1'
29
19'-1'
29
18'-5'
29
13'-8"
45
16'-8'
38
16'-1'
38
4'-0'
77
1404
19'4'
23
21'-8"
23
20'-11'
23
15--9-
34
1T-7'
34
1T-0"
34
13'-8'
45
16'-8'
38
16'-1"
38
4'-W
89
140.2
19'-0'
23
21'S'
23
20'-11'
23
15'-9'
34
1T-7"
34
17'-0"
34
12'-T
53
15'-6'
44
13'-8'
53
4'-0'
89
150
4-2'
26
20'-4'
26
19'$"
26
13W
46
16'-5'
39
15'-11'
39
11'-10'
60
73'-3'
60
12'-10'
60
4'-0'
102
Wind
Open Structures Mono —Sloped Roof
I Screen Rooms
& Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
MPH
1&2
s aMoad'
span][ oad•oad'
3L5-
1&2
s aMoad'
3
s anlload•
4
s aMoad•
1&2
s anlload•
3
s aMoad•
4.
spa Moad•
Cantilever
100
29'-8'
13
33'-2'
1313
23'-8'
20
26--6-
20
25'-7'
20
22--1'
23
24'-B-
23
23'-10-
23
4'-0-
45
110
28'-10"
14
3Z-3'
1414
23'-2"
21
2F-10"
21
24'-11-
21
20--5'
27
2Z-10"
27
221-0'
27
4-0-
55
120
26'-l"
17
29'-2'
1717
21'-2'
25
23-8'
25
22'41'
25
18'-9-
32
20'-11"
32
20'-3"
32
4'-0'
65
123
25'-5"
17
28'-5'
1717
20'-8"
26
23'-2'
26
22'-4'
26
18'-3"
34
20'-5
34
19'-8-
31
4'-0'
69
130
23'-11"
20
26'-10'
20
20
19'-8'
29
22'-0'
29
21'-3"
29
1T-2'
38
19'-3'
38
18'-7"
38
4'-0'
77
140-1
ZZ-4'
23
24'-11'
2323
18'-2-
34
20'-0'
34
19'-8-
34
17%2"
38
19'-3-
38
18'-7-
38
4'-0"
89
23
24'-11'
2323
18'-2-
34
20'-4"
34
19'-8'
34
15-41'
44
17'-10'
44
1T-3'
44
4'-0'
89
150
20--11-
26
23'-6'
26
22'S'
26
16'-11"
39
18'-11-
39
18'-4-
39
13'-8'
60
16'-7'
51 -
16'-0'
91
7W
1 22
Wind
Open Structures Mon oSloped Roof
I ched Coversk27-4-
8 Mo ular Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad•
s an lon/1
3E-2O2
4
ad*
1&2
s aNload•
3
s anload•
4
s anlload•oad•
2
3
s anlload•
4
s anload•
Cantilever
100
29'-11-
_13
33'-6"
5"
13
23-11'
20
26'-9-
20
2&.11-
20
110
29'-2-
14
3Z-7-
6-
14
23'-4-
21
26'-2-
21
25'-3-
21
2s
27
23'-1'
27
22'-3'
27
4'-0'
55
120
26'-4"
17
29'-6'
6'
17
21'-5-
25
23'-11'
25
23'-2-
25
32
21'-2'
32
20'-5'
32123
25'-8"
17
28'-9-
9-
17
20'-11'
26
23'-5"
26
2Z-7'
2634
20'-7"
34
19'-11'
34
4'-0'
69
130
24'•3'
20
27'-1'
2-
20
19'-11'
29
22'-3'
29
21'-6-
2938
19'-5'18'38140-1
22'-7'
23
25'-3"
5'
23
18'-4-
34
20'-6'
34
19'-10"
3438
19'-5"
38
18140.2
22'-7'
23
25'-3"
5"
23
18'-4'
34
20'-6-
34
19'-10'
34
44
78'-7'
44
1T-5'
44
4'-0'
89
150
21'-3-
26
23'•9"
17'
26
17'-Y
39
19'-2'
39
18'-6'
39
13'-10'
60
16'-9'
S1
76'-2'
S7
4'-0'
102
Wind
Open Structures Mon oSlo ed Roof
Screen Rooms & Attached Covers
Glass & Modular
Rooms
Enclosed
overhang
_Zone
(MPH)s
%2
anlload•
s anload•ad•
3E30'-3'
1&2
s anlload•
3
s anload•
4
s an8oad•
1&2
s aMoad•
3
s aMoad•
4
s anlload-
Cantilever
100
- 34'-7"
73
38'-8-
1313
. 27'-8'
20
30'-11"
20
29-10'
20
25'-9'
23
28'-10"
23
27'-10'
-23
4'-0'
45
110
33'-8"
14
37'-7'
1414
26'-11'
21
30-2'
21
29'-2'
21
23'-9"
27
26'-7'
27
25'-8'
27
4'-0'
55
120
30'-5"
17
34'-0'
17
17
24'-9'
25
27'-8'
25
26'-8'
25
21'-10'
32
24'-5'
32
23'-7'
32
4--0-
65
123
29'-7"
17
3T-1'
1717
.24'-2'
26
26'-11'
26
.26'-1'
26
21'-3'
34
23'-9'
34
2Y-11'
34
4'-0'
69
130
2T-11"
20
31'-3'
2020
22'-11'
29
- 25'-8'
29
24'-9'
29
20'-1'
38
2Z-5'
38
21'-B'
38
W-V
77140-1
26'-1"
23
29'-1'
2323
21'-Y
34
23'-8'
34
22'-11'
34
20'-l"
38
2Z-5'
38
21'-8'
38
4'-0'
89
140-2
26'-1'
23
29'-1'
2323
21'-Y
34
23'S'
34
22'-11'
34
18'-8'
44
20'-10-
"44
20'-Y
44
4'-0'
89
150
24'•6'
26
27'-4'
26
26'-5'
26
19'-9-
39
22--7'
39
21'-5-
39
1T-4'
51
19'-4-
51
.18'S'
51
4'-0-
102
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab 8& analyzed by
Lawrence E. Bennett & U180
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
s- v ea- t n n9d' Pan"Ic Ab,mim,m All. 11nS M_1A nr N_9S 9 n Fast rn n"..—, =n
Wind
Open Structures Mono -Sloped ed Roof
Screen Rooms & Attached
Covers
Glass & Modular Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad•
3
s anload'
4
s anload•
182
s aMoad•
3
spa
4
s anh ad'
%2
s anlload•
3
s aMoad•
4
s aMoad•
Cantilever
700
26'-2'
13
31'-6'
13
30'-5'
13
22-6"
20
25'-2'
20
24'-4'
20
20'-11'
23
23'-6"
23
22'-8'
23
4'-0'
45
110
27'-5"
14
30'-8'
14
29'-7"
14
21'-11'
21
24'-7'
21
23'-9'
21
19'-0'
27
21'-8'
27
20'-11"
27
120
24'-9'
17
27'-8'
17
26'-9'
17
20'-2'
25
22'-6'
25
21'-9"
25
17'-10'
32
19'-11'
32
19'-3"
32
123
24'-2'
17
26'-11'
17
26.1
17
19'-8'
26
21'-11"
26
21'-3"
26
17'-4'
34
19'-4'
34
18'-8"
130
ZZ-10-
20
25'-6-
20
24'-8'
20
16'-8"
29
20'-11"
29
20'-2"
29
18'-3'
38
17'-8"
140-1
21'-3'
23
23'-9"
23
22-11'
23
1T-3-
34
19'-4-
34
18'S'
34
16'4'
38
18'-3"
38
1TS'
M4'-O'
140.2
21'-3'
23
23'.9-
23
27-11"
23
77'-3-
34
19'-0'
34
18--8'
34
15'-2'
44
16'-11'
44
16'-5-
150
19--11'
26
22-3"
26
21'S'
26
16'-1'
39
18'-0'
39
1T5'
39
1_Z11'
60
15'-9'
51
15'-3"
Wind
Open Structures Mon oSloped Roof
I Screen Rooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
MPH
182
s aMoad•
3
s anload•
4
s anload•
1&2
s an/load•
3
s anlload•
4
spa
1&2
s aMoad•
3
s aniload•
4
s aMoad•
Cantilever
100
32'-6'
13
36'-0'
13
35'-2'
13
25'-11'
20
29'-0'
20
28'-1"
20
24'-2'
23
27'-1'
23
26'-2'
23
4'-0'
45
110
31'-7'
14
35'-4'
14
34-2
14 14
25'-4'
21
28'-4"
21
27'-4'
21
27-4-
27
24-11"
27
24'-2-
27
4'-0-
55
120
2&-7" .
17
31'-11-
17
30'-11'
17
23'-3'
25
25'-11"
25
25--1"
25
20'-6-
32
2Z-11'
132
2Z-2"
32
4'-0
65
123
27'-10'L
17
31'-1'
17
30'-1"
17
22'-8'
26
25'-4'
26
24'-6"
26
19'-11-
34
22'-4'
34
21W-
34
4'-0"
69
130
26'-3'
20
- 29'-5'
20
28'-5'
20
21'-7'
29
24'-1'
29
23'-3"
29
18'-10'
38
21'-1'
38
20'4'
38
4'-0'
77
140.1
24'-6'
23
27'-4'
23
26'-5'
23
19'-11'
34
2Z-3'
34
21%6'
34
18'-10'
38
21%1'
38
20'-0"
38
4'-0'
89
140-2
24%11
23
27' 4
23
26'-S
23
19'-11'
34
2Z-3'
34
21'-6"
34
1T-S'
44
19'-7'
44
18'-11'
44
4'-0'
89
150
2Y-11'
26
25'-8'
26
24'-10'
26
18'-7'
39
90.9'
39
20'-1"
39
16'J'
S1
18'-2'
51
17'-T
51
4'-0'
102
Wind
O en SWctures MonoSlo ed Roof
Screen Roams
8 Attached Covers
Glass 8 Modular Rooms Enclosed
Overhang
Zone
1&2
3*28-2"2
4
1&2
3
4
1&2
3
4
Cantilever
MPH
s anlload•
s aMoNload•
s an/load•
s aNload•
s aMoad•
s anload•
s aniload•
s aMoad•
100
34'-7'
13
38'-6'
"
13
27'-8'
110
33'-8'
14
37'-7-
4"
14
26'-11-
21
30'-2'
21
29'-2"
21
23'-9'
27
26'-7"
27
2&-8'27
4'-0'
55
120
30'S"
17
34'-0'
0" 17
24'-9'
25
2T-8'
25
26'-8"
25
21'-10"
32
24'-5'
32
23'-7'
32
4'-0'
65123
2933'-1'
'
17
24'-2-
26
26'-11"
26
26'-1'
26
21'-3"
34
23-9'
34
22'-11'
34
4'-0'
69130
27-11'
20
- 31'-3'
3'
20
22'-11'
29
25'-8"
29
24'-9'
29
20'-1"
38
ZZ-5'
38
21'-8'4-D'
771401
26'-1'
23
29'-1"
2'
23
21'-2'
34
23'-8'
34
22'-11'
34
20'-1'
38
22-5'
38
21'-8'
38
4'-0'
89140-2
26'-l'
23
29'-1'
2'
23
21'-2'
34
23'S'
34
2Z-11-
34
18'-8'
44 20'-70'
44
20'-1'
44
, n-150
24'-6'
26
27'-4'
S
26
19'-9'
39
22'-1'
39
21'-5'
39
1T-0"
51
19'-4'
S7
18'-8'
S1
4'-0'
102
Wind �O en Structures Mono -Sloped Roof ,Screen Rooms & Attached Covers I Glass & Modular Rooms Enclosed Overhang
Zone- 182 3 4 182 3 4 182 3 4 Cantilever
MPH s anlload• s aMoad• s aNload• s anlload' s aMoad• s aMoad• s anlload• I s an/load• s aMoad'
100 37'-11' 13 42'-5- 13 40'-11' 113 1 30'-3" 20 33-10- 20 32'-8" 201 28'-3- 23 31'-7' 123 30'-6- 23 4'-0' 38
11014 41'-2' 14 39'-10" 14 29'-6' 21 33'-0" 21 31'-11' $212,:'-1' 27 29'-0" 27 28-2' 27 4'-0" 55
1737'-3' 17 36'-0' 17 27'-1' 25 30'-3' 2529'-3" -9' 32 25'-10' 32 4'-0" 65123 325' 17 36'S• 17 .35--1' 17 26'-5' 26 29'-7' 26 28'-7" 34 26'-0" 34 25'-2' 34 4'-0" 69130 30'-8' 20 34'-3' 20 33'-1" 20 25'-2" 29 28'-1' 29 27'-Y 38 24'-T 38 - 23'-9' 38 4'-W 77140-1 28-6" 23 31'-11" 23 30'-10" 23 23'-3' 34 26-11" 34 25'-1' 38 24'-7' .38 23'-9' 38 4'-0" 892 28-6' 23 31--11" 23 30'-10' 23 23'-3- 34 25'-11- 34 25'-1' 44 2Z-10' 44 ZT-1" 44 4'-0" 89150 26'-70' 26 29'11- 26 28'-11" 26 21'-8' 39 24'-3' 39 23'-5' S1 2fr2" 51 20'S' S1 102
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load b a 've a e pan Py
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2.00'*
*2.00"*
.
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A = 0.434 in?
A = 0.776 in?
0.040"
o
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Ix = 1.953 in. `
Sx = 0.240 in?
�
0.046'
v Sx = 0.977 in?
6005 - TS
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = V-W
STITCH W/ (1) #10x3/4• S.D.S. HEX HD @ 24" O.C.
EA
TOP AND BOTTOM OF EACH BEAM
2.00'
I
2" x 4" x 0.046" x 0.115"
SELF MATING SECTION
0.045"
A = 0.538 in?
o
SCALE 2" = V-0"
Ix = 0.642 in'
? in
2.00'
0 - T5
6005 TS
60
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = V-0'
A = 0.964 in?
Ix = 3.688 in. `
2.00"
* *
I I
0.050"
uo Sx = 1.475 in?
i
6005 - TS
0.060' o A = 0.768 in?
Ix = 0.530 in'
Sx = 0.585 in?
STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM
6005 - T5
OF EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION
2" x 5" x 0.050" x 0.135"
SCALE 2" = r-0"
SELF MATING SECTION
- SCALE 2" = V-0" ..
* 2.0OW"
I
I
*
I
2.00"
I
0.050"
o A = 0.697 in?
`T Ix = 1.428 in'
Sx = 0.714 in?
A = 1.098 in?
6005 - T5
0.050"
R Ix = 5.938 in. °
,2" x 4" x 0.050" HOLLOW SECTION
Sx =1.979 in?
SCALE 2' = V-W
6005 - T5
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^ o Ix = 0.342 in'
2•' x 6" x 0.050" x 0.135"
Sx = 0.342 in?
6005-T5
SELF MATING SECTION
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2' = V-0"
SCALE 2" = V-W
2.02"
* 2.00'
0.06"
0
o
A = 1.277 In?
i6
A = 954 in?
0.060"
row Ix= 8.873 in. '
Ix = 2 .987 in'
Sx = 2.534 in?
Sx--1.195 in?
6005 -*T5
6005 -T5
2" x 5" x 0.062" HOLLOW SECTION
SCALE 2" = V-V
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24' O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.057" x 0.135"
SELF MATING SECTION
SCALE 2' = 1'-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 0.240"
SELF MATING SECTION
SCALE 2' = V-0"
* 2.00'
0.072" o
m
A = 1.999 in?
Ix = 22.116in`
Sx=4.915in?
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 0.239"
SELF MATING SECTION
SCALE 2• = V-G"
* 2.00"
0.087 o
rn 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 0.321 "
SELF MATING SECTION
SCALE 2• = 1'-0"
* 2.00•
0
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z
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E
Ix = 42.466 in'
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Sx = 8.493 in?
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6005 - T5
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TOP AND BOTTOM
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2" x 10" x 0.092" x 0.389"
SELF MATING SECTION
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These alloy indentification marks have been provided to a O 5.
contractors and yourself for permitting purposes. The details below j a°
illustrate the alloy indentification marks and the location of such marks. w C `I
These alloy marks are used solely for our 6005 extrusions. It is C v r-
ultimately the contractors responsibility that they receive and use only W m o a
6005 alloy shapes when using this engineering. We are providing this ap r j N co
document to simplify the indentification of our 6005 alloy materials to v W ro o `✓
be used in conjuction with our 6005 engineering.
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A separate signed and sealed document from Town & Country p or
Will be provided to our pre -approved contractors once the materials are w m
purchased. J F
TCI 6005 SELF -MATING
ALLOY INDICATOR _� I
TCI 6005 HOLLOW
CATOR
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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. (RAWL
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 7/16" 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 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.
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.. '
B. 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 asalt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but incl des all connection types.
nchorsystems in the Fastener
Multipliers for other wind zones
le a 133% wind load increase a:
With 2009 Supplements. The w
i selected anchoring systems w
(STATEMENT:
on are designed for a 130 MPH wind
t been provided. Allowable loads
vided for in The 2007 Florida Building
this multiplier is only allowed once and
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 arrie y-1 Allowaole Loaos for Concrete Anchors
Screw Size
d =diameter
Embedment
Depth
(in.)
Min. Edge Dist. 8
Anehor Spacing
Allowable Loads
I Tension Shear
ZAMAC NAILIN (Drive Anchors)
1/4'
1-112'
1 1-1/4'
1 273#
236#
2"
1 1-1/4"
1 316#
1 236#
TAPPER (Concrete Screws
3116"
1-114"
15116'
1 288#
1 167#
13/4"
15116"
1 371#
1 2599
114"
1-114"
1-114"
427#
zoo#
1-3/4'
1-1/4"
544#
216#
318"
1-112"
1-9/16'
1 511#
402#
1314"
33I8'
703#
455#
POWER
BOLT (Expansion Bolt)
1/4'
2'
1.114'
624#
261#
5I16"
3"
1-7/B"
936#
751#
3/8"
3-1/2'
1 1-9116"
1,575#
1,425#
1/2"
5"
1 2.112"
2,332#
2,220#
POWER STUD (Wedge-BoltS)
114"
23/4"
1.1/4'
812#
326#
3/8"
4-1/4"
1-7/8"
1,358#
921#
112"
6"
2-1/2"
2,271#
1,211#
SIB"
7'
2-1/4"
3,286#
2,2029
Wedge Bolt
1!4" 2-1/2' 2-1/4" 1 878# 385#
318" 3-1/2" 3-1/4" 1,705# 916#
1/2" 4" 33l4' 1,774# 1,095#
Notes:
1. Concretew are limited t screws o 2" embedment by manufacturers.
2 Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 forwind 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 = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(2DA2') x T x 10# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.7D# = 1.67
427#
Therefore, use 2 anchors, one (1) on each side of uprigh
Table is based on Rawl Products' allowable loads
Screw/Bolt
I Allowable Tensile Loads on Screws for Nominal Wall Thickness ('tJ (Ibs.)
08
OASC
122
139
153
200
228
255
#10
0.190"
141
161
1T7
231
263
295
#12
0.210"
156
178
196
256
291
327
#14
0250"
186
212
232
305
347
389
529
1/4'
0.240"
179
203
223
292
333
374
508
5116"
0.3125"
232
265
291
381
433
486
661
318"
0.375"
279
317
457
520
584
793
12"
o.5o"
373
423
_349
465
609
693
779
1057
Allowable Shear Loads on Screws for Nominal Wall Thickness IT) (Ibs.)
Screw/Bolt
Single Shear
Size
Nd
0.044"
0.050"
0.055"
0.072"
0.082"
0.092"
1 0.125"
#8
0.164"
117
133
147
.192
218
245
#10
0.190"
136
154
170
222
253
284
012
0210"
150
171
lab
246
280
293
#14
0250"
179
203
223
292
333
374
508
114"
02AD'
172
195
214
281
320
358
487
5116"
0.3125"
223
254
279
366
415
467
3/8"
0.375"
268
--305
335
-439
499
560
MN761
112"
0.50'
357
406
447
5a5
666
747
'I
Allowable Shear Loads on Screws for Nominal Wall Thickness IT) (Ibs.)
Double Shear
Nd
0.044"
0.050"
0.055"
0.072"
0.082'
0.092"
0.125'
K1/4.240"
343
390
429
551
639
717
974
125"
446
508
559
73269
375"
536
610
670
878
998
1120
1522
.50'
714
812
894
1170
1332
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.
Mullers for OtherAlloys
606tipl3 T�
1269
5052 H-25
1522
6005T-5
2030
Table 9.5A Allowable
o Metal
nclosad
Allowable Load Coversion Multipliers
for Edge Distances More Than Sol
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.D4
1.20
7d
- 1.08
IAO
8d
1.11
1.60
9d
1.14
1.80
10d
155
2.00
11d
1.21
12d
1.25
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 # / SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this oaeel
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
105B#-39 SF
114"0
1-112"
396#-14 SF
792#-298F
1188#-43SF
11.-58SF
2.112"
660#-24 SF
1320#-48 SF
1990#-72 SF
2640#-96 SF
1"
312#-II SF
624#-23 SF
936#-34 SF
12484-46SF
5/16"o
1-1/2'
4684-178F
936#-34 SF
1404#-51 SF
1872#-68 SF
2.1/2"
780#-28SF
1560#-57 SF
234D#-a5 SF
3120#-114 SF
318"o
1"
356#-13SF
712#-26 SF
1068#-39 SF
1424#-52SF
1.11-534#-19
SF
1068#-39 SF
1602#-58SF
2136#-78 SF
2-112"
890#-32 SF
178D#-65 SF
267D#-97 SF
35609-130 SF
ONNECTING 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
TYPE OF FASTENER = "Quick Sect Concrete Screw Rawt Zamac Nallln or E uivalent
1/4"o
1-12"
273#-10 SF
546#-20 SF
819#-30 SF
1092#-40 SF
2"
316#-12 SF
1 632#-23 SF
1 948#-35 SF
1284#-46SF
TYPE OF FASTENER
= Concrete
Screw (Rawl
per or Equivalent
3116"e
1.114"
288#-11 SF
1 576#-21 SF
I 864#-32SF
1152#-42SF
1314"
371#-14 SF
742#-27SF
1113#-41 SF
1484#-54 SF
114"0
1-1/4"
365#-13 SF
730#-27SF
1095#-40 SF
1460#-53 SF
13/4"
427#-16 SF
854#-31 SF
12819-47 SF
1708#-62 SF
318"e
1-112"
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
318"e
1 2-1/2"
1050# - 38 SF
2100# - 77 SF
3150# -115 SF
4200# -153 SF
3-12"
1575#-57 SF
3150#-115 SF
4725#-172 SF
6300#-230 SF
1/2"e
3"
1 1399#-51 SF
12798#-102 SFI
4197#-153 SFI
5596#-2D4 SF
5'
1 2332#-85 SF
14664#-170 SFJ
6996#-255 SF
-32--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 rocf areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I =1.00.
2 p.s.i. concrete.
& Roof Areas Over Posts iT T Maximum Allowable Fastener Loads
I, Beam to Upright Bolt Connections for Metal Plate to Wood Support
ices Q 27.42 #/SF
Fast' er
dia
. edge
distance
min. ctr.
to ctr.
No, of Fastenersrea (SF)
11
3/ Area
4 / Area
'
1/2"
519"
- 908-106
4,362-159
5.819-212
5/1 '
3/8'
7/8" .
1.894 - 69 788 -138
4.544 -166
5.682 - 207
7.576 - 276
314'
1"
6.816 - 249
9.088 - 331
1J2
1"
14/4"
3.030-110 6,060-221
9,090-332
12,120-442
Table 9.5B Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures (a2 35.53 #/SF
Fastener
diam.
min. edge
dlstanea
min. ctr.
to ctr.
No. of Fasteners 1 Roof Area S
1/Area
2/Area
31 Area
4/Area
114"
fir
518'
1,454-41
2,908-82
4,362-125
5.819-164
5/16"
3/8"
7!8'
1,894 - 53
3,788 -107
5,682 -160
7,576 -213
318"
314"
1"
2,272 - 64
4.544 -128
6,B16 -192
9,08E - 256
112"
1'
1414"
3,030 -85
6,060 -171
9,090 - 256
12,120 - 341
Notes for Tables 9.5 A. B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure "B";
= 1.0.
2. Minimum spacing is 2-12d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bolts, and rivals.
Allowable Load Conversions
for Edge Distances More Than 5d
' Edge
Distance
Allowable
MuIU
Load
lien'
Tension
Shear
12d
125
11d
121
10d
1.18
2.00
9d
1.14
1.80
8d
1.11
1.60
7d
1.08
1.40
6d
1.04
1.20
Sd
1.00
1.00
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
(Tables Shown),
multiply.allowable loads and roof areas by the
conversion factor.
Metal to Plywood
1/2' 4 ply
518" 4 ply
314" 4 ply
Shear
(Ibs.)
Pull Out
(Ibis.)
Shear
(lb..)
I Puli Out
Ibs.
Shear
(Ibs.
Pull Out
(Ibs.)
Screw 0
98
93
48
113
59
134
71
#10
100
55
120
1 69
1 141
78
#12
118
71
1 131
1 76
1 143
94
#14
132
70
1 145
1 88
1 157
1 105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel
Steel Mandrel
Rivet Diameter
Tension Itis.
Shear
Tension Ibs.
Shear
118"
129
176
210
325
5132'
187
263
340
490
3/16"
262
375
445
720
LOAD
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 w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attachment Type
Size Description
To Wall
0
To Updght,Beam
0
2"x4'x 0.044"
Angle
1'x 1'x 0.D45'
3116'
#to
2" x 4" x 0.044"
Angle
1' x 1"x 1/16 0.063
W16'
#12
2" x 5" x 0.072"
U-channel
1-1 W x 1-Vr x 1-12' x 0.125"
1/2"
#14
2' x 6" x 0.072"
U-channel
1" x 2-1/8" x 1"x 0.050"
5116"
5/16
2' x 8' x 0.072"
Angle
1"x 1" x 1/8" (0,1257
3116'
#12
2"x 10"x0,072"
Angle
1-1/2"x1-1/2' 1116(0.062')
1/4'
#12
2' x 7" x 0.072"
Angle
1-1/2' x 1-12' 3116'(o.1a87)
1/4
# 44
2" x 10" x 0.072"
Angie
1-12" x 1-12' 1/8'(0.062)
1/4"
-----------------
#14
2" x 7" x 0.072"
Angle
13/4' x 1314" x 1!8'(0.125')
1/4'
#14
2" x 10" x 0.072"
U-channel
13/4' x 13/4' x 1.3W x 1!8"
318"
#14
2"x 10"x 0.072"
Angle
2"x 2'x 0.093"
318'
3/8-
2"x 10"x0.072
Angle
2' x2'x118'(0.125)
5/16'
5/16'
2" x 10" x 0.072"
Angle
2- x 2- x 3/16-(0.313-)
12'
112'
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! Upright 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 Roof Area for 120 MPH Wind Zone (35.53 # / SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this oacel
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1"
264#-7 SF
528#-15 SF
792#-22SF
1056#-30 SF
Iwo
1-1/2"
396#-11 SF
792#-22SF
1188#-33SF
1584#-45 SF
2-1/2"
660# -19 SF
1320# - 37 SF
1980# - 56 SF
2640# - 74 SF
1"
312#-9 SF
624#-18 SF
936#-26 SF
1248#-35 SF
5/16"o
1-112"
468#-13 SF
936#-26 SF
1404#-40 SF
1872#-53 SF
2-1/2'
780#-22SF
1560#-44 SF
2340#-66 SF
3120#-88 SF
1"
56#-10S
7126#-20SF
106#30 SF
1424#-40 SF
1
534# 15
t-30SF16#-318"e
Ofi#
4SF
2136#-605F
2-112"
890#-25 SF
1780#-50 SF
2670#-75 SF
3560#-100 SF
CONNECTINGTO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I ' Length of
Embedment
Number of Fasteners
1 2 1 3 4
PE OF FASTENER = "Quick Set' Concrete Screw (Rawl Zamac Nailin or Equivalent
1/4"e
1-12"
233#-BSF
466#-17 SF
199#-25 SF
932#-34SF
2"
270#-10 SF
540#-20 SF
810#-30 SF
1080#-39 SF
TYPE OF FASTENER
= Concrete
Screw (Rawl Tapper
or EquNalent
3116"e
1-112"
246#-7SF
492#-14 SF
73B#-21 SF
984#-28SF
1314"
317#-9 SF
634#-18 SF
951#-27SF
1268#-36 SF
1/4"a
3
730#-21 SF
1095#-31 SF
MO#-41 SF
1-3/4"
465#-13 SF'
930#-26 SF
1395#-39 SF
1860#-52SF
3 e
1-012"
4 -
874#-25SF
1 1311#-37 SF
1748#-49 SF
13/4"
fi01#-17 SF
1202#-34 SF
I 1803#-51 SF
2404#-68 SF
TYPE OF FASTENER
= Expansion
Bolts Rawl Power
Bolt or Equivalent
318"e
22
2-34 SF
5F3361#-1102SF4B20-136
SF#
13033
F
0910 S
5213.111 2#-147 SF
1/2"0
1 T'
1806#-51 SF
13612#-102 SFI
5418#-152 SFJ
72249-203 SF
5"
1993# - 56 SF
1 3986f/ -112 S"1
5979# -188 SFl
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 d 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
lIg r-,� y2`�
WIND LOAD CONVERSION TABLE:
For Wind Zones/Reglonsother than 120 MPH
(Tables Shown), multiply allowable loads and roof
areas by the conversion factor.
LOAD I FACTOR
.9 f 'f ����
Table 9.9 nimum An or Size for Extrusions
Extrusions
Wall
Meta
Connection
2" x 1 o"
114"
#14
114'
114"
2" x 9"
1 1/4"
#14
114"
1/4'
2" x 8"
114"
#12
1/4'
#12
2'x7"
3116"
#10
3/16'
#10
2" x 6' or less
3116"
#8
3/16"
#8
Note:
Wag, beam and upright minimum anchor sizes shag be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
1 #12
#14"
1 5/16"
3/8"
#8
1.00
0.80
0.58
0.46
027
0.21
#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
5/16"
0.27
0.33
0.46
0.59
1.00
0.79
318"
0.21
1 016
0.36
0.58
0.79
1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors Dyna Bolts (1516" and
(concrete screws: 2" maximum embedment) 2-1/4" embedment respectively),
Anchor Size 3116"
114"
3/8"
1.
0.83
50
4 0.8
FI
LO
18 0. 0 -
0.59
1.0 .'
']Iui6py �i nfrws x ss
of'screws.- �9�'%L
Example:
If (10) #8 screws are required, the number of #10 screws destred Is:
O.Bx10=(8)#10
ASize nchor I 3116- I 112" `I
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