HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY:
Fee Due:
Receipt# (�'l b'�
Permit j
`al PLANNING & DEVELOPMENT SERVICES
®` .y BUILDING & CODE REGULATION DIVISION SCANNIib
o• s . 2300 Virginia Avenue 13Y
Ft rce, FL 34982 st. Lucie
772 6-1553_5652
Count
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
PROJECT INFORMATION
1. LOCATION/SITE ADDRESS: 5 o N 14 e m f-V wa�q T e. r r
2. PROJECT NAME: T r a p s e a l= s t e S SITE PLAN NAME:
3, PROPERTY TAX ID #: 3` l o M SOT- 6 n -oro -
4. LEGAL DESCRIPTION (attach extra sheets if necessary): 7'r 6j : a" I ..T 5 / e S
Ayk;�- o�
5. PLAT BK PAGE BLOCK LOT
6. PARCEL SIZE: AcREg7SQ FT. i719- LOT DD IEE�NSIONS T]�O
FRONT: BACK: . RIGHT SIDE' LEFT SIDE
7. SETBACKS (ACTUAL) !
8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
N = New
SG = Slab on Grade
SQUARE FEET OF
TYPE OF CONSTRUCTION
A = Addition
SR = Raised Slab
DRvIENSIONS
CONSTRUCTION
R = Rebuild
WD = Wood Deck
❑ SCREEN ROOM
❑ NEW ❑ EXISTING
X
❑ CARPORT/PATIO ROOF
❑ NEW ❑ 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 ❑ EXISTING
X
❑ ROOF SYSTEM OVEA
NEW ❑ EXISTING
X
EXISTING ACCESSO S UCTURE
❑ OTHER:
�
❑ NEW ,� EXISTING
X
❑ ALUM POOL FENCE
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
9
9. VALUE OF CONSTRUCTION: 1
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
OWNER INFORMATION
NAME: S 4'e. o +e. Y'
ADDRESS: 510GI
CITY: C-' 1 A* e r e 2 STATE: 1= I ZIP 3 Nq ��--
PHONE (DAYTUvIE): (M) 1936/ - 15 /7 EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SDOLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER: ,) ; aj Z 5 1,e 5 (5 - o /�
ADDRESS: QS I Trese cc.l
CITY: F 'A' e r p STATE: /= / . ZIP 31-/y fr�
PHONE (DAYTIME): (_,
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #. ST. LUCIE COUNTY CERT #:
BUSINESS NAME: f S L' G s f 41
QUALIFIER'S NAME:
ADDRESS: (, D S S 1"►'1 ct r 1{ e - ,0y ,e
CITY: _ r.1 A "e, r e" _ _ STATE: ZIP 3 N q S' D--
PHONE (DAYTIME): M_ 2Z �/- 7 6/� f� FAX NO. -6/6o 1/' 76 D email:
ARCHITECT/ENGINEER: — T� l %3�.� m.c - �S_e� �n� . Z 4 e .
ADDRESS: 315 9 ePlo ,,.,-4- 571
CITY: Pn,1-4- LU oa. yn 6 -e- STATE: /= / , ZIP 3 9, /a y
PHONE (DAYTIME): () ) 7 -407) L/
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECMC, PLUMBING,
AND HVAC
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
inspection verification. ( not required for construction unrelated to storms)
OFFICE USE ONLY
SECTION
10
TOWNSHIP
3
RANGE
MAP NO.
ZONING
P UD
LAND USE
LOT CVG %
Additional
Permits
Required
REPORT
2
3
BIMS FEE'
��
M[SC FEES
$
TOTAL FEES
l
CODE
BUELDING & ZONING REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
ICC TABLE
DATE
�JUSING
COMPLETE
TNffTAiS
T-W
I
JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY
FILE # 3549084 OR BOOI�-` 9 PAGE 647, Recorded 01/10/2011 at,--151 AM
PERMIT NUMBER: .
NOTICE OF COMMENCEMENT
The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713.
Florida statutes the following information is provided in the Notice of commencement.
1. DESCRIPTION OF PROPERTY (Legal description and street address) TAX FOLIO NUMBER: 34L /j�=.50SL-n la ci-C>oo_
SUBDIV/SECTIONI *te,ex,LTe�BLOCK TRACT LOT BLDG UNIT_
7)roAJ'Cr—I l-T 5 LIP aaxi-,
2. GENERAL DESCRIPTION OF IMPROVEMENT: rn�jr_r l
3. OWNER INFORMATION: a Name la e- u P. h
b. Maiiing Address 50q 14e_r^:..$twe6q'r,@11C I:JP.rrea i=1.3(!IgY-I-c,interestinpropwty
d. Name and address offee simple titleholder (if other thin ownu�jps l g /eS /'o o� a8/ 7rbP;0,4t I51e5 f ei.• (l.P,erc2
4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: F/. 3N4 9-2
&Q5 S- MArAr-
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 whonj. notices or other documents may be served as provided by
Section 713.13 (1)(a) 7., Florida Statutes: )7a-e 6 y 7G v
NAME, ADDRESS AND PHONE NUMBER; S4Pew 4hewn 60S .S.Mac�e�Q„�.rlO,�eeH/.3yy��
8. In addition to himself or herself, Owner designates the following to receive a copy of the Licnor's Notice as provided in Section
713.13 (1)(b), Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
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_
5 fc- 1'
Signature of Owner or Print Name of Owner or Owner's Authorized Officer
Owner's Authorized Officer/Director/Partner/Manager sad Provide Signatory's Title/Office
State of Florida
County of 5rn Lutes•
The foregoing instrument was acknowledged before me this 7" day of -T
ua . 20&—.
$y S-rgt,jA Perris as OwNarz
(Printed name of person signing above) (Type of authority... e.g. Owner, officer, trustee, attorney in fact)
For
(Nance of party on behalf of whom instrument was executed) Personally Knowr
_or produced the following type of ID:
. ;liiYiy DONALD M. HOLMAN
Commission DD 704898
/%IuAu M• /�oLM/K1 %n14G ".`_
(Printed Name of Notary Public) (Signature of Notary:Public)
' Exp'ix.Septernber20,2DII
A , tt.•' amasanwrwri,se,r�eoo-nsmn
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 92.525, Florida Statutes).
S ture(s) of 0 er(s) ar Ovvner(s)' Authorized Otiicer/Direetor/Partner/Monager who signed nhove.
w..einozoor(wwerngl (Signature)
(Printed Name)
STALUCIE COUIITY _
IL
T4il�
TAL
By
Da
Property Appraiser - St.Lucie County, FL
Page 1 of 1
PROPERTY RECORD CARD
Tropical Isles Co-op Inc Record: 1 of 1 «Prev Next»
Spec.Assmnt Taxes
Exemptions Permits Home Print
Property Identification
Site Address: 504 HEMINGWAY TERR F-07
ParcellD:
3410-508-0129-000-7
Sec/Town/Range: 10:36S:40E
Account #:
172623
�� <
Map ID: 34/1ON
Land Use:
VacRes Coop
Zoning: CG
City/Cnty:
St Lucie County
Ownership and Mailing Legal Description
Owner: Tropical Isles Co-op Inc TROPICAL ISLES (OR 2786-2163) UNIT F-07
Address: 281 Tropical Isles Cir
Fort Pierce FL 34982
Sales Information
Assessment 2010 Final
Total Land and Building
Date Price Code
Deed Book/Page 2010 Final:
12000
Land Value: 12000 Acres: 0.13
4/19/2007 100 04
PR 2802 / 2171 Assessed:
12000
Building Value: 0
4/11/2007 15000000 02
WD 2802 / 2168 Ag.Credit:
0
Finished Area: 0 SgFt
Exempt:
Taxable:
Taxes:
249.42
BUILDING INFORMATION
No Sketch No Image
Available
Available
Exterior Features
View:
RoofCover:
- RoofStruct: -
ExtType:
YearBlt:
Frame: -
Grade:
EffYrBlt:
PrimeWall: -
StoryHght: -
No.Units:
SecWall: -
Interior Features
BedRooms: 0
Electric:
PrmintWall:
FullBath: 0
HeatType:
- AvgHUFI:
1/2Bath: 0
HeatFuel:
- Prm.Flors:
%A/C: 0
%Heated:
0 %Sprinkled: 0
Special Features and Yard Items
Land Information
Type Y/S Qty. Units Qua[.
Cond. YrBlt.
No. Land Use Type Measure Depth
1 0005-VacRes Coop 127 -Site 1
THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED.
http://www.paslc.org/prc.asp?prelid=341050801290007
1/11/201 V
PLAN REN',-,�JW SPECIFICATION CHI,
A
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.
Elets of Detailed Plans: Designed in accordance with the AAF Guide to Aluminum Construction in High Wind Areas.
❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113.
(1) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT
APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF
A SUBMISSION. a
• All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x 11" or larger.
• All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists &
drawings.
• sions; the location of the host structure and all materials must be sized and
The plan view must include all dimen
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 design must be identified on the Plans.
• All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .05W].
• 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.
(II) 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 1714, clearly identified.
(B) 2 electric schematics, in accordance with the N E.C., if applicable.
(C) Design pressures, per ASCE-7, identified on the openings of all Plans.
(III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT AAMA
SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE -
(TV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE
ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE
FOLLOWING ADDITIONAL ITEMS:
(1) The designer or engineer will state on all Plans, which Category of Design [3.11] will be used, inclusive of the definition.
(2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy
calculations and long form equipment sizing calculations shall be required, pursuant to Chapter 13 of the current State of
Florida Building Code.
(V) MOBILE HOMES (FAC 15C-2.0081- FAC 15C-2.0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS
(Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A MOBILE HOME SHALL REQUIRE:
(a) A e 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 RVAC, etc., not
otherwise included with this building pfrmh application.
3. I , the Contract o / wner B id , ve verified that the existing foundation meets t 6irements eer of
Record'and is i a uate ndi ' n withstand the uplift and weight of the alumni st a an Id uc a will not
exceed the fo of t tru at was in existence prior to removal by the sto
O ONWAIMICS1 NA CO O N
STATE OF FLORIDA STATE OF FLORIDA
COUNTY OF <-r Lu c i E COUNTY OF Lu c.L E
The foregoing instrument was acknowledged before me
me this jO" day of jAuu a-aj , 20 i r _
by ('��trlcs gi�ktr
who is personally known
produced
01-1"to me, or who has
The foregoing instrument was acknowledged before me
me this 1C7t' day of ,*UyAzy 2011
by I' La r fei J, D&W6 r
who is personally known
produced
'*� to me, or who has
as identification. as identification. l� "�� , DONALb M. HOLMAN
ti� ey • DONALD M. HOLMAN = Commission DD
gyp "'` °`;P__ �n�,reP !'»• Q 70489J2011
Commissio 04898 Expires Septepzq% pires Se t 20 2011 SignatureofNotary Toy Fain IMeO 8*
';SignatureofNotary 8wdedThmTttyFain lMrea95-7019
IMPORTANT NOTICES:
• TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS
BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNERBLDR
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.
N
ra �
7e-%ki
'P6
THESE PLANS AND ALL Pi<i. q,
ARE SUBJECT TO ANY CORRECTI X6
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE- CODES.
ems,
3J
�j
THESE PLANS AND ALL PROPOSED WOR
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES.
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Product Approval Menu > Product or Application Search >
Detail
FL #
FL161-113
Application Type
Revision
Code Version
2007
Application Status
Approved
Comments
Archived
Product Manufacturer
Custom Window Systems I
Address/Phone/Email
nue
Ocala, FL 34474
(352)368-6922 Ext207
mlafevre@cws.cc
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Florida Engineer or Architect Name who
developed the Evaluation Report
Florida License
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Michael LaFevre
mlafevre@cws.cc
Michael LaFevre ##
1900 SW 44th Avenue
Ocala, FL 34474
(352) 368-6922 Ext207
MLaFevre@cws.cc
Ralph Emminger ##
1900 SW 44th Avenue
Custom Window Systems, Inc.
Ocala, FL 34474
(352) 368-6922 Ext208
Ralph@cws.cc
Exterior Doors
Swinging Exterior Door Assemblies
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Roberto Lomas
PE-62514
Keystone Certifications, Inc.
12/31/2010
Steven M. Urich, PE
[� Validation Checklist - Hardcopy Received
FL161 R3 COI 511038 (Eva] Rep Guardian Door).odf
Standard
ANSI/AAMA/WDMA 101/IS2-97
Year
1997
http://Www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDcivvf4ngAXhlO4... 9/23/2009
PRIME DO R ELEVATION N N-IMPA T
1. THE PRODUCT SHOWN HERE(Y IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE FLORIDA BUILDING CODE, CURRENT
EDITION.
2. GLAZING OPTIONS: (SEE SHEET 3)
3. CONFIGURATIONS: OUTSWING, INSWING. LEFT OR RIGHT HINGED.
4. THE INSWM SYSTEM WAS NOT TESTED FOR WATER INFILTRATION. AND 18 TO BE INSTALLED ONLY WHERE THE WATER
REQUIREMENT IS NOT NEEDED.
5. ANCHORAGE: THE 33113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEET 8.7 FOR
ANCHOR DETAIL. W INDLOAD DURATION FACTOR Cd=1.S WAS USED FOR WOOD ANCHOR CALCULATIONS.
S. DESIGN PRESSURE RATING (SEE SHEETS 3):
NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300.
-POSITIVE DESIGN LOADS BASED ON TESTED PRESSURE, WATER INFILTRATION TEST PRESSURE AND GLASS TABLES ASTM E 1300.
7. ANCHORAGE: THE 331/3%MESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8.7 FOR ANCHOR
DETAIL.
8. NOT APPROVED FOR IMPACT RESISTANCE. IMPACT PROTECTIVE SYSTEM IS REQUIRED IN WIND BORNE DEBRIS REGION,
9. ALL FRAMES SCREWED TOGETHER. SMALL JOINT SEAM SEALANT USED AT ALL FRAME JOINTS.
10. REFERENCE TEST REPORTS: NGTL-210-3251-1
11. WOOD BLICK OR STUD FRAMONG TO Be DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. BUCK OR
FRAMING IS RESPONSIBILITY OF ARCHITECT OR ENGINEER OF RECORD,
OUTSWNG WHERE WATER 19 REQUIRED
DESIGN PRESSURE RATM EI,WACTRATMp
i40.OPSF NONE
OUTSW WG WHERE WATER IS NOT REQUIRED
DESIGN PRESSURE RATNG NPAGT RATING
140.OPSF NONE
Euew�un
DESIMPRESSURERATWG
IUPACTRATDID
310.OPSF
NONE
THIS SYSTEM WAS NOT TEum FOR WATER
N LLTRATION AND IS TO K METALLED ONLY
XERE THE WATER REOUIREIMEJT IS NOT 111EEDEC
VENDOR COLUMN TO PARTS UST
TABLE OF CONTENTS
GENERAL AFLOR[DA
SCHEDULE NOTES_-_...
2
�. asos epy{Q/r;
3W44THAVE.
3474ANCHOR
L NOTES
GLAZING DETAIL. ...... ........ .. 3
SECTION VIEWS....,.,.__ ............... A
EXTRUSIONS& G.O.M..................... 5
INSTALLATION DETAIL_._____...._S.7
.+
Fr~AevAHDOONNINI 1AL $.'`
THEKl0r& 1TMGOMANEDNTHEfDMWNGEEITHESDLF
WxsoevararE�a We �wr�waA rnN�rrA�►aul=
• a•
:> =� e
~e
L o
1 AD
DIAN NTS
WRREN►ERARUY M0FCUA%MWNDOWSYSMA,NC.6 r
FLV
A-,®r!7-
03/13/OY
[Kel.]
123fA_ e
S
NOTES:
1. INSTALL ONE ANCHOR AT EACH INSTALLATION LOCATION
2. SHIM AS REO'D AT INSTALLATION ANCHOR USING LOAD BEARING SHIMS. MAX. ALLOWABLE SHIM STACK TO BE 1l4•. USE SHIMS WHERE SPACE GREATER
THAN 1/19' IS PRESENT.
3. LOAD BEARING SHIMS SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER WOOD SHIMS ARE NOT ALLOWED.
4. 3111i OLk ELCO TAPCON MASONRY ANCHORS MUST SE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 1N• INTO MASONRY THRU FRAME OR
THRU 1 BY WOOD BUCK INTO MASONRY. A MINIMUM EDGE DISTANCE OF 21&* SHALL BE ACHIEVED.
S. i10 WOOD SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 3B' INTO 2 BY WOOD SUCK.
9. #10 PFMUPS PAN TEK ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. PENETRATION OF THREE THREADS BEYOND ANCHOR PLATE
SURFACE IN TUBE FRAME INSTALLATION.
7. SEAL CORNERS WITH SMALL JOINT SEAM SEALANT.
ADDED 03/13/09
S. ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. VENDOR COLUMN TO PARTS LIST
9.INSTALLATION ANCHORS SHALL BE IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL told /J •.�—.
NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. �a Sw4 N
10. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIAL WITH THE FOLLOWING PROPERTIES: 44TH AVE.
A. WOOD • MINIMUM SPECIFIC GRAVITY OF 04.42 ; oo�+"� o ORIDA 34474
B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. `,• C. MASONRY • STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 NOR GREATER). ;,31` a°� ° ;y; _R B __
26 7=
MAX FRAME WIDTH
- 24E116 -
MAX DLO WIDTH
2711N6•
MAX
DLO
HEIGHT
MAX
HEIG HI
E
23'
MAX DLO WIDTH
FULL VIEW
SINGLE HUNG
✓ a'
FULL VIEW
PICTURE WINDOW
9 JADDED VENDOR COLUMN TO PARTS LIST 03113a
190030144THAVE,
OF
rSEMS T R
7 i t -1 1 Y2 1 5.37
VENDOR COLUMN TO PARTS LIST 1mine
�, ua a •� • ' 'R > OD SWI 447H AVE.
w�� •.• r 4 CALA, FLORIDA 34474
• -'`s''•yA r,SECTVIEWIS
ITEMP
CUM
DESCRIPTION
VENDOR
1
S-1377
HEAD, 2 BAR, OUTSWING
KEVMARK
2
SA382
HEAD, Z BAR, INSWING
KEYMIWK
3
5-1374
JAB, ZBAR, OUTSWI NG
KEVMARK
4
S-1379
JAMS,2BAR,INSWING
KEVWAK
5
S-1196
THRESHOLD
KEYMARK
6
51183V�INGES
ETHRESHOLD
KEYINARK
7
8.112ER
THRESHOLD
KEYMARK
8
H-1001
ORE
KEYMARK
9
5-1002R
KEY
KEYMARK
10
P-3006
IDEAL
11
P-3370
VET
HUB
12
P-3260
OLT-3127-kO
DELANEY
13
P-3280
ET-3127-A•Q
DELANEY
14
P-3302
330 x.197FA1 BLACK SOFTT000H
ULTRAFAB15
P-3310
360 x.187 BULB VINYL
ULTRAFAB
17
P-3087
, DOOR KNOB _
PRATT IND.
18
P-3204
GASKET; DEADSOLT
HO PRODUCTS
19
P-3584
FOAMCORE
ELITE
24
P-3539
9 x3l4, QUAD PAN TEK
FASTEC
25
P-3320
FOAM BLOCK, DOOR KNOB
IMPERIAL
26
P-3350
FOAMBLOCK, FILLER
METALS USA
28
P-3369
CYLINDER, DOOR PLUNGER
VALE
29
P3370
CYLINDER, DEAD BOLT
YALE
30
S-1083
ASTRAGAL
KEYMARK
31
P-3531
8x3/8PHILFLATSNS
FASTEC
32
P-W4
BUGSWEEP
TEAMPLASTICS
33
S-1300
ADJUSTABLE SWEEP
KEYMARK
34
P-3387 IDOORSTFIKE
YALE
3S
P-3366
DEPDBOLT STRIKE
YALE
36
P-3612 18
x 1-1/4 QUAD PAN W/ OP LEAD
FASTEC
37
P-3776
BACKER PLATE
ALCOA
7
,t10S
BUMPER THRESHOLD S-1126
DOOR CORE - H-1001
CORNER KEY- S-1002
CRi maL- 11:T� -� lf,
6'
2 3/8'
1/16' 1-- 2
1 13/16'
INSWING HEAD S-1382
2 318'
t/16` 4
1 11/1B'
INSWING JAMBS 5-1379
2 3/8' -
1/16'
3 1 11l16`
OUTSW ING JAMB 5.1374
2 3A1'
1I16"
f 1 13/16•
OUTSWING HEAD S-1377
N ij ...,
2 Sl8'-•---•j
ADJUSTABLE SWEEP S-1300
Ins•
a 7/16*
ASTRAGAL S-1053
3 7/16' —
6
13/18'
�1.
SADDLE THRESHOLD 8-1193
OUTER FRAME
ASSEMBLY
215N8`
1M8'
Sri
5
�Y
STANDARD THRESHOLD S-1186
B IA66ED VENDOR COLUMN TO PARTS
44TH
F,{s
PANEL FRAME
ASSEMBLY
SOFT
`4:
CONCRETE OR MASONRY --f
ljw
; • v + (MIN. EMBEDMENT)
OPENING BY OTIiF.FiS.
' v
V• O v. �•
•
• a
2X WOOD MUST
INSTALLATION ANCHOR,
BY OTHERS. Y ANCHORED
010 DIA. WOOD SCREW
ANCHOR.
2X WOOD BUCKI
WOOD FRAMING
DOORFRAME
CAULK BETWEEN WOOD
HEAD
BUCK 6 MASONRY OPENING
BY OTHERS.
INTERIOR
EXTERIOR INTERIOR ::=.I
DOORFRAME
SILL
EXTERIOR
INSTALLATION ANCHOR,
atIV DIA. CONCRETE
SCREW ANCHOR,
CAULK OR SET SILL IN
CONCRETE OR MASONRY.
PERIMETER CAULK
BY OTHERS.
' ;V
♦ • `r n- --- CONCRETE OR MASONRY
(M�iN.EMBEDMam INSTALLATION DETAIL 8YOTHER3.
2 BY WOOD FRAMFJ 2X BUCK
SYOTHERS.
INTERIOR
INSTALLATION ANCHOR,
#10 DIA. WOOD SCREW
ANCHOR.
(MIN EMBEDMENT)
EXTERIOR HINGESIDEDETAIL
SHEATHINGBY 2X WOOD BUCK/
BY OTHERS.
7
7
OTHERS. PERIMETER CAULK WOOD FRAMING
EXTERIOR FINISH
BY OTHERS.
IM D FRAME/ 2X BUCK
SPACING)117
S.
STRIKE PLATE SCREW
i8 X 1 1/2° FH SCREW
MIN EMBEDMENT)
PERIMETER CAULK)
1 `-EXTERIOR FINISH
BY OTHERS.
\` BY OTHER&
LOCKING SIDE DETAIL
SHEATHING
HEET � BY
2X WOOD BLICw
WOOD FRAMING
h
mHOL/ l L. — N
mm 1p. 0. FL. O'er
%
10DED VENDdFI COLUMN TO PARTS LIST 03/13/08
1i/ -
aYS:=' is
SW 44TH AVE
A, FLORIDA 3"74
ALUMINUM SCREEN
ENCLOSURE MEMBEI
OR STEEL TUBE, If$*
MINIMUM THICKNESS
BY OTHERS
INSTALLATION ANCHOI
#10 SMS.
CAULK BETWEEN
DOOR FLANGE AND
SCREEN ENCLOSURE.
VAX. SHIM
ACING)
EXTERIOR INTERIOR
SILL
FRAME
JL4:
ALUMINUM SCREEN
ENCLOSURE MEMBER
SPACING
)
OR STEEL TUBE .1f8'
DOOR FRAME
MINIMUM THICKNESS
BY OTHERS
JAMB
INTERIOR
INSTALLATION ANCHOR,
010 DIA. SMS ANCHOR,
CAULK BETWEENEXTERIOR
HINGE SIDE DETAIL
SCREEN ENCLOSURE
ALUMINUMVSTEEL TUBE
BY OTHERS,
PERIMETER CAULK
BY OTHERS.
]L4'
EXTERIOR FINISH
(MAX. SHIM
BY OTHERS.
SPACING)
DOORFRAME
JAMB
INTERIOR
ALUMINUM SCREEN
ENCLOSURE MEMBER
OR STEEL TUBE. Iff
MINIMUM THICKNESS
BY OTHERS
STRIKE PLATE SCREW
NB X 1 112• FH SMS
INSTALLATION ANCHOR,
INSTALLATION ANCHOR,
EXTERIOR
010 SMS ANCHOR
3/10' DIA. CONCRETE
SCREW ANCHOR
CAULK BETWEEN
DOOR FLANGE a
SCREEN ENCLOSURE
CAULK OR SET SILL IN
LOCKING SIDE DETAIL
BY OTHERS.
B
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ALUMINUM/STEEL TUBE
PERIMETER CAULK
SYOTHERS.
•'0 •
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ALA, FLORIDA 34474
INSTALLATION DETAIt .
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BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
a
Product Approval
ai '* r USER: Public User
Product Aooroval Menu > Product or APPIlcatl n Search > A licatlon ication Detail
r FL # FL12192
Application Type New
{ -x Code Version 2007
Application Status Approved
Comments
Archived
Product Manufacturer CAYCAN LTD
Address/Phone/Email 402 Boyer Circle
Williston, VT 05495
(905)793-9462 Ext235
a lex. jovanovic@kpproducts. com
Authorized Signature Jovanovic Alex
alex.jovanovlc@kpproducts.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Evaluation Entity
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Alex Jovanovic
255 Summerlea Road
Brampton, NON -US 05476
(905)793-9462 Ext235
alex.jovanovic@ kpprod ucts.com
Alex Jovanovic
255 Summerlea Road
Brampton, NON -US 12345
(416)553-6818
alexjovanovic@kpproducts.com
com
Panel Walls
Siding
Evaluation Report from a Product Evaluation Entity
ICC Evaluation Service, Inc.
Architectural Testing, Inc.
12/31/2011
Robert A. Walz, PE
Validation Checklist - Hardcopy Received
FL12192 RO COI ICC Certificate of Independence pdf
Referenced Standard and Year (of Standard) Standard
ASTM D3679
Equivalence of Product Standards
Certified By
Sections from the Code
Year
2005
http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquk24AUC%2tE... 3/5/2010
- --o- - --
C
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
!Summary of Products
Method 1 Option C
02/26/2009
03/02/2009
03/05/2009
04/07/2009
FL # Model, Number or
Description
-Name
12192.1 Board &Batten
ISingle 7" Vertical Siding
Limits of Use
Approved for use in HVHZ: No
Installation Instructions
FL12192 RO II Kaycan Installation.odf
I Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, Inc.
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: +70/-70
Evaluation Reports
Other: Installed only on exterior walls over solid
FL12192 RO AE ESR-1495 Jan 09.odf
sheathing capable of withstanding the design wind loads.
Must be installe
I ins S.
12192. D-4 Avant!
Double 4" Horizontal Du
Li s of Use
i
Installation InstrucZParty:
pproved for use in HVHZ: No
FL12192 RO II Kaycandf
Approved for use outside HVHZ: Yes
Verified By: ICC Evalc.
Impact Resistant: N/A
Created by IndependDesign
Pressure: +70/-70Evaluation
Reports
her: Installed only on exterior walls over solid
FL12192 RO AE ESRf
thing capable of withstanding the design wind loads.
e installed as per the manufacturers installation
4instruc
i
12192.3 13-4 Marquis
i
Double 4" Horizontal
Limits of Use
Installation Instructions
Approved for use in HVHZ: No
FL12192 RO II Kaycan Installation. odf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, Inc.
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: +70/-70
Evaluation Reports
Other: Installed only on exterior walls over solid
FL12192 RO AE ESR-1495 Jan 09.0f
sheathing capable of withstanding the design wind loads.
,
Must be installed as per the manufacturers installation
Instructions.
12192.4 13-5 Contessa
Double 5" Horizontal
Limits of Use
Installation Instructions
Approved for use in HVHZ: No
FL12192 RO II Kaycan Installation. odf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, Inc.
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: +70/-70
Evaluation Reports
Other: Installed only on exterior walls over solid
FL12192 RO AE ESR-1495 ian 09.odf
sheathing capable of withstanding the design wind loads.
i Must be installed as per the manufacturers installation
instructions.
12192.5 D-5 Elegance
IDouble 5" Horizontal Dutch Lap
Limits of Use
i
Installation Instructions
Approved for use in HVHZ: No
FL12192 RO II Kaycan Installation. odf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, Inc.
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: +70/-70
Evaluation Reports
Other: Installed only on exterior walls over solid
FL12192 RO AE ESR-1495 Jan 09.Ddf j
I capable of withstanding the design wind loads.
,sheathing
Must be installed as per the manufacturers installation
instructions.
12192.E D-5 Vertical
Double 5" Vertical
Limits of Use
i
Installation Instructions
Approved for use in HVHZ: No
FL12192 RO II Kaycan Installation.odf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, Inc.
Impact Resistant: N/A
Design Pressure: +70/-70
Created by Independent Third Party:
Evaluation Reports
Other: Installed only on exterior wails over solid
FL12192 RO AE ESR-1495 Jan 09.odf
sheathing capable of withstanding the design wind loads.
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 3 /5/2010
15ASIC INSTALLATION RULES
Before getting started, it is important to review several rules of thumb for
vinyl siding application. The following rules, which come up throughout this
guide, are critical for proper vinyl siding installation:
1. Installed panels must move freely from side to side.
2. When installing a siding panel, push up from the bottom until the lock is
fully engaged with the piece below it. Without stretching the panel,
reach up and fasten it into place.
3. Fasten nails or other fasteners in the center of the nailing slot.
4. Do not force the panels up or down when fastening in position.
5. Do not drive the head of the fastener tightly against the siding nail hem.
Allow 1/32" (about the thickness of a dime) clearance between the fas-
tener head and the siding panel. Drive fasteners straight and level to
prevent distortion and buckling of the panel.
6. Leave a minimum of 1/4" clearance at all openings and stops to allow
for normal expansion and contraction. When installing in temperatures
below 400 F, increase minimum clearance to 3/8".
7. Do not caulk the panels where they meet the receiver of inside corners,
outside corners, or J-trim. Do not caulk the overlap joints.
8. Do not face -nail or staple through siding. Vinyl siding expands and con-
tracts with outside temperature changes. Face -nailing can result in rip -
pies in the siding.
J. In residing, furring or removal of uneven original siding may
be necessary.
10.In new construction, avoid the use of green lumber as the underlay-
ment. Keep in mind that siding can only be as straight and stable as
what lies under it.
11. The installation of specific products may differ in details from the
instructions given in this manual. Always follow the manufacturer's
instructions, using parts specified by the manufacturer, to ensure proper
installation.
.19
Fastener Choices
Use aluminum, galvanized steel, or other corrosion -resistant nails, staples,
or screws when installing vinyl siding. Aluminum trim pieces require alu-
minum or stainless steel fasteners. All fasteners must be able to penetrate
not less than 3/4" into framing or furring (Fig. 15). (Review your local building
codes for variations that may apply to specific geographic areas.)
Mails
Nail heads should be 5/16" minimum in diameter. Shank should be 1/8" in
diameter (Fig. 15).
Screw Fasteners
as eners can be used if the screws do not restrict the normal expan-
sion and contraction movement of the vinyl siding panel on the wall. Screws
must be centered in the slot with a minimum 1/32" space between the screw
head and th . crews mus not less than 3/4" into
3/4"
® Size #8, truss head or pan head.
® Corrosion -resistant, self -tapping sheet metal type.
Figu
�h6 "
t/8 " minimum
Fastener
Vinyl 5iding
Wood
Framing
Plywood or OSB
V//
I
Sheathing
New Construction
Fastener
Vinyl 51ding
Wood Lap
Siding
Fan Fold
(foam under-
layment)
Original
Sheathing
Kaowing
13
3/4"
Vinyl Siding
' Block or
Concrete - -
Furring Strip
(min. 3/4")
Over Block or Concrete
d
Palotening ProrMure
Vinyl siding can expand and contract 1/2" or more
over a 12' 6" length with changes in temperature.
Whether using a nail, screw, or staple to fasten the
siding, the following basic rules must be followed:
Ill
® Make sure the panels are
fully locked along the length of
the bottom, but do not force
them up tight when fastening.
iot too tight
Do not drive the head of the fastener tightly
against the siding nail hem. Allow 1/32" clear-
ance (the thickness of a dime) between the fas-
tener head and the vinyi. 'Tight nailing
screwing, or stapling will cause the vinyl
siding to buckle with changes in tempera-
ture (Fig. 16).
® When fastening, start in the center of the
panel and work toward the ends.
® Center the fasteners in the slots to permit
expansion and contraction of the siding
(Fig. 17).
® Drive fasteners straight and level to prevent
distortion and buckling of the panel (Fig. 18).
® Space the fasteners a maximum of 16" apart
for the horizontal siding panels, ever, 12" for
the vertical siding panels, and every 8" to 10"
for the accessories. Start fastening vertical sid-
ing and corner posts in the top of the upper-
most slots to hold them in position. Place all
other fasteners in the center of the slots
(Fig. 19).
E4
Figure 16.
Figure 17.
Figure 15.
Figure 19.
post
M
Visibly Better-
1070 Technology Drive
Nokomis, FL 34275
October 30, 2008
eeting Rail NOA 06-0706.04
To Whom It May Concern:
Toll Free Phone 800.282.6019
Local Phone 941.480.1600
Engineering Fax 941.488.3196
The above -referenced Miami -Dade County Notice of Acceptance meets the
requirements of the Florida Building Code 2007 edition, section 1714.5.2.1 (TAS 202
protocol).
S.Opprely
R06 "t. 'tbrk;.P.E.
P.JE43971;2-
PGT Code Compliance
M1AM
m
BUMDMGCODL CONnJANCE OFFICE (BCCO)
PRODUCT CONTROL DIMON '
a v a imuslA LEWO
P.O. Boa 1529
Nokomis, FL 34274
M1AI141 DARE COUNTY, FWRIDA
MMO-DARE FLAGLER BUILDING
140 WEST FLAGLER STRUT, SUITE 1603
WAK FLORIDA 33130-1563
(305) 315-2901 FAX (31i5) 375-29os
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed by MiamiDade County Product Control Division and accepted
by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by
the Authmty Having Jurisdiction (AIM).
This NOA shad not be valid after the expiration date stated below_ The Aiiami--Dade County Product Control
Division (In 1Vliami Dade County) and/or the AM (in areas other than Marm Dade County) reserve the right to
have this product or material tested for quality assurance proposes. If this product or material fails to perform in
the accepted manner, the manufacturer w01 mcur the expense of such testing and the AW may immediately
revoke, modify, or suspend the use of such product or material within their jmisdiction. BORA reserves the right
to revoke this ac ccp =t,- if it is determined by Mami Dade County Product Control Division that this product or
material fails to meet the requirements of the applicable budding code.
This product is approved as descr*ed her+erin, and has been designed to comply with the Florida Building Code,
including the High V�
"SH4000" Alwuemrnn Single Hang Window
APPROVAL DOCUMENT: Drawing o. urn. Single Hung Window W/ STD. MTG. Rwn
sheets 1 through 7 of 7, prepared, signed and sealed by Robert L.Clark, P.)3,., dated 12/15/04 with revision ` r, on
tl3f2d2�M, bearing the Miami -Bade County Product Control Renewal Stamp with the Notice of Acceptance number
and expiration date by the Mardi Dade County Product Control Division.
ML mx IMPACT RATING: None
LABELM: Each unit shall hear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no
ebange in the applicable building code negatively affecting the performance of this product.
TUAMATION of this NOA will occur after the expiration date or if these has been a revision or change in the
materials, use, anwor manufacture of the product or process. Arfisuse of this NOA as use endorsement of any
ptoduet, for sales, adverming or any otbex purposes shall automatically terminate this NOA. Failure to corry-£y
with any section of this INOA shah be cause for terminauou and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by
the expiration date tray be displayed in advertising literatttre. If any portion of the NOA is displayed, then it shall
be done in its eatkety.
IFNPECTIOM A copy of this entire NOA sball be- provided to the ;user by the manuf hcturer on its distrib*tutors
and sha0 be available for taspecdan at the sob site at the request of the RuJilchng Officid.
This NOA revises NOA # 05-0104.05 and, consists of this page 1 and evidence page E-1 and E-2, as well as
approval document mentioned above.
The submitted documentation was reviewed by Jaime D. Gaston, P.E.
�,�+
6M NOA. No 06-0706.04
�.b Ezpirafinn Date: Septeueber 30, 2011
to 'W� Approval Date: Odober 19, 2006
Page 1
PGT Industries
&OTICE OF ACCEPTANCE: MWENCE STmm TIED
A. DRAWINGS
1. Manufacturer's die drawin d e do
2. Drawing No 2736, ' 'Series "Alum. Single Hung Win W/STD. MTG. Rail"
Sheets 1 dmu of 9, y man teci 12 I with revision
on 1 5/04 ed and sealed by Robert L. Clark,
B. TESTS
1. T t onl) Uniform Static Air Pressure Test, Loading per FBC, 2-94
o with marked up drawings and installation diagram of aluminum si a ung
ndow, prepared by Fenestration Testing Laboratory, Inc., 'Pest Report bT L.
signed and sealed by Joseph C. Chan, P.L.
"Submitted under NOA # 95"104.05"
Test reports on 1) Air Infiltration Test, per FBC, TAS 202--94
2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202
3) Water Resistance Test, per FBC, TAS 202-94
r� 4) Forced Entry Test, per FBC 2411.3.2.1(b) and TAS 202-94
along with marked up drawings and installation diagram of aluminum single h
windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No.
f 2959, 2960, 2%1, 2962, 2963 and 2964 dated various, signed and sealed by An c
Acevedo, P.E. "Submitted under NOA # 058-0104.05"
3. Test reports on 1) Air Infiltration Test, per FBC, TAS 202,94
2) Uniform Static Air Pressure Test, Loading per FBC, TAS 2 -94
3) Water Resistance Test, per FBC, TAS 202-94
4) Forced Entry Test, per FBC 2411.3.2.1(b) and TAS 202-9
along with marked up drawings and installation diagrann of aluminum sin gl hung
windows, prepared by Fenestration Testing Laboratory, Inc., Test Report o. Fi'L-
4179 dated April 07, 2004, signed and sealed by Edmundo J. Largaes , P.E.
"Submitted under NOA # 05&0104.05"
4. Test reposes on 1) Air infiltration Test, per FBC, TAS 202-94
2) Uniform Static Air Pressure Test, Loading per FB TAS 94
3) Water Resistance Test, per FBC, TAS 202-94
4) Forced Entry Test, per FBC 2411.3.2.1(b) and AS 2-94
along with marked -up drawings and installation diagram of al u single hung
windows, prepared by Fenestration Testing Laboratory, Inc., es eport' No.
79 dated 11/04/04, signed and sealed by Edmundo J.
-- f -��-
Jaime D. G p.E.
Chief, Product Control Division
NOA Pro 06-0706.04
Expiration Date: September 30, 2011
Approval Date: October 19, 2006
E-1
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GENERAL NOTES: NON -IMPACT WINDOW
1, GLAZNG OPTIONS:
A 1PAWN-ALED+3LAS$
6.119' TEMPERED GLASS
C. 3118' ANNEALED GLASS
0.1/4'ANNMALED GLASS
E, 311V TEMPERED GLASS
F.114' TEMPERED GLASS
G.112' I.O. %MS CONSISTING OF (2) LITES OF IV ANNEALED GLASS
WITH A 1/4'AIA SPACE BETWEEN,
H. IW LQ GLASS CONSISTING OF,(1) LITE OF 3118'ANNEALE0 GLASS
AND (I) LITE OF 118'ANNEALED GLASS WITH A3/15'AIR SPACE BETWEEN,
® I. 112' i.e. GLASS CONSISTING OF (2)LITES OF 118'TEMPERED GLASS
WITH A 1/4' AIR SPACE BETWEEN.
J, 1r2' 1.0, OWBS CONSISTING OF (1) LITE OF 3115' TEMPERED GLASS
AND (1) LITE OF 1/S' TEMPERED GLASS WITH A 3116' AIR SPACE BETWEEN,
2. CONFIGURATION: III a
3. DESIGN PRESSURES: (SEETABLE 1, SHEET3)
A. NEGATIVE DESIGN LOOS BASED ON TESTED PRESSURE AND GLASS
® TABLES ASTM E 11300-02.
B. POSITIVE UESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS
TABLES ASTM E 1300Q.
C. DESIGN PRESSURES LESS THAN40 PSF ARE NOT APPLICABLE IN MWYO
-DADE COUNTY.
4. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 0 AND T.
THE 33113 STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS
PRODUCT
6. SHUTTERS ARE REOWRED WHERE IMPACT RESISTANCE 13 REWIRED.
SHUTTERS MUST BE MIAMI-DADE COUNTY APPROVED FOR INSTALLATION
IN MIAMIOADE COUNTY,
S. SEALANTS: FRAME CORNERS, FIXED MEETING RAIL SEAMS AND VENT
CORNERS SEALED WITH CLEAR COLORED SEALANT.
T, REFERENCES; TEST REPORTS FTL•2959 PTL,2980, Fn-2981, F71.4983:
FTL-3054, FTL 417% AND FTL-437S.
ELCO TEXTRON NOA, 04-0721.01, 03-0225A5
ANSItAF$PA NDS-"0I FOR WOOD CONSTRUCTION
AUM•2000 ALUMINUM DESIGN MANUAL
B. THIS PRODUCT HAS BEEN DESIGNED & TESTED TOCOMPLY WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION FOR
THE HIGH VELOCITY HURRICANE TONE (HVHZ7,
MAX.
HE ;HT
NOKONS.PLS4215
P.O. BQx too
HO)W69B,PL849T4
fm 1/S' MAX. WID
OUTSIDE ELEVATION
SHd= I NTS I I w 7 1 2736
NOA DRAWING MAP
SHEET
GENERAL NOTES ............. I
ELEVATIONS ..—................ 1
GLAZINo ITET'AILS.,........,.2
DESIGN PRESSURES
VERT'.4l=ONS........_.,, 4
HORI.Z. SECTIONS.,.....,.... 4
PARTS LIST .. ............... . 6
EXTRUSIONS .................... 6
ANCNORAGE.................... /}4
k�
L. 206 P E.
PE A3ST12
Bwauml
OR
21 TEMPERED GLASS L241
OR "1 r TEMPERED GLASSR
51
22 F� " ei I25
er
19
19
1/8" GLAZING DETAIL 3/16" GLAZING DETAIL
(ORIGINAL DESIGN) (ORIGINAL DESIGN)
L"2• NOM.
28 tiff ANNEALED OR TEMPERED GLASS 54
QR 114"AIRSPACE & �R
+--114" ANNEALED OR TEMPERED GLASS
1M"ANNEALEDOR
TEMPERED GLASS
114" GLAZZING DETAIL
(ORIGINAL DESIGN)
11P" NoM.
311W ANNEALED OR TEMPERED GLASS
3116" AIR SPACE
IWANNEALED OR TEMPERED GLASS
GLAZING DETAIL 1/2" I.G. GLAZING DETAIL
(ORIGINAL DESIGN) (ORIGINAL DESIGN)
In IL P,Q, �x,axe ALiJM. SINGLE Ni1NG WINDOW, SiD. MT
NOKOMI9. F13�T/1 Vltibl� Ftlttrr ° °'""�"°
sMrDM FVfl 2 d 7 2736
;w
iL`icr%71
/qy
R6 h L. C PE.
PE OW12
SeucNral
COMPARATIVE ANALYSIS;
LEI.
GLA TYPES:
WINDOW
GLASS
HEIR
A.
1/8" ANNEALED FTL-2881, 2883
WIDTH
TYPE:
28"
38 318"
60 618"
63"
79"
FTL4881, 2983
A
+56.7
-90.0
+56,7
1 40.0
.0
+66.7
-71.0
+43.8
-43.8
C.
3/18"ANNFAL.ED FTL 2960
191/8r'
%E,P
+56.7
-90.0
+68.7
-00.0
+66.7
-90.0
+56.7
-90.0
+68,7
-73.0
" 0.
114" ANNEALED FTL-2980
C,O,G,H,6J
+86.7
-90.0
+66.7
-90.0
+50.7
-90.0
+56.7
-",0
+58,7
-0.4
E.
3116" TEMPERED FTL-2959, 4179, 4379
A
+5&7
-0:0
+58,7
-+90.0
+50.7
-90.0
+68,7
-6&6
+30.2
-38,2
* F. 114" TEMPERED FTL-2989, 4178, 4379
24"
B,E,F
+66.7
-80.0
+50.7
40.0
+50,7
-90.0
+50.7
-04.9
+50.7
-03.6
0. 112" I.C. (1/8"A, 114" AIR SPACE, WA) FTL-3664
C,D,G,H,I,J
+50.7
-90,0
+50.7
r90.0
+56.7
.90.0
+56.7
77.1
1 +60.7
-5719
* H. 1f2" I.G. (8116"A, 8/18" AIR SP.ACA WrA) FTL-3964
A
+50.7
20.0
+56.7
-90,0
+56.7
-9010
+68.7
-81.6
+30.3
N.3
" 1. 112" LO. (118"T,114r' AJR SPAM IlW'T) FTL-301
28 lw
B,E,F
+58.7
-9D.0
+56.7
90.0
+60.7
.90.0
+5617
-82.1
+56.7
-60.5
J, pir i.e. (3H9"T, WIG" AIR SPACA W8"T) FTL-36 511
J
+58.7
-no
+50.7
-0.0
+50.7
-00.0
+58.7
-74.8
+55.0
-W.0
"UPGRADE FROM GLASS TYPE TESTED
A
+b8.7
-90.0
+56.7
-85,5
+56.7
77,8
+66.7
-80,0
+33,8
-M.8
32"
B,E,F
+58.7
-90.0
+58.7
90.0
+56.7
40,0
+56.7
.00.0
+60.4
-W.4
D,G,H,I.
+55.7
-90.0
+56,7
90.0
+56.7
-72.8
+61.3
-61.3
A
+56.7
-90.0
+55.7
-73,5
+66.7
-65.9
.7
-W,2
+33.0
-33.0
37"
B.
66.7
90,0
+68.7
.90.0
+68.7
-8010
+66.0
-65.0
C,D,G,H,I,J
+56.7
-90.0
+56.7
-00.0
+68.7
-900
+56.7
72.8
+50.0
-60.0
A
+56.7
-90.0
+%1
-86.5
+56.7
-59.3
+48.0
48.0
+33.0
-33.0
40"
0,5,F
450.7
-00
*58.7
-0.0
+58.7
-90.0
+W.7
*.0
+55.0
-55.0
C,D,G,H,I,J
+58.7
-00.0
+56.7
-90.0
+66.7
90.0
+55.7
-72.8
+50.0
-50.0
A
+56.7
-87.0
+56.7
-60.3
+51.7
-51.7
+48.0
48.0
+33.0
-33.0
44"
B,E.F
C,D,O,H,I,J
+60.7
-90.0
+66.7
-90.0
+56.7
-89.9
+68.7
-W.0
+55.0
-56.0
+56.7
-00.0
+66.7
-90.0
+66.7
-01.7
+66.7
72.8
+50.0
-50.0
Ofh
A
+68.7
-79.3
+66.7
-68.7
+46.3
-08,3
+42.1
-42.1
+33.0
-33.0
BaEX
+5517
-90.0
+56.7
-90.6
+86.7
-79.7
+56.7
-70.2
+55.0
-0.0
iw
ohYAe
C,D,G,H,I,J
+55.7
-90.0
+56.7
-08.0
+56.7
-72.5
+56.7
-83.8
+50.0
-50.0
A
+56.7
-7.6
+51.2
-1.2
+39..9
-9,.9
++5388..73
BE F
+68
80A
+587
998b31li
--8308.,83
++5353..00
535..00
CGIJ,H,
6.T
-87.0
+66.7
-77.13
+58,7
83,3
+55.1
b6.1
+60.0
ar0.0
F.K, ODiONB
F uPORAOETA8660E6lON 1raE9P£Vi L1U7d
1070TECHNOlO0YRi1VE DESIGN PRESSURCS
F.K. QS7Stk
B REOLCF
T7V� -0
0 TO-YO
NO wa. FL Uvel
rr.
F.X. f1/NS
0 ordmv RA089
P.0.90X7TI8
ALUM SING-1EHLWGININDOIN S7D. MTC RAIL w,er.aar�sP.e.
F.K. LZnS 4
J..� r fi-M
9
NOKOMtB, R 37i<
Y:rib @etkr
NTS 3 e i �� 2738 F Gkowrrd
NO
y na_:
SECTION M
P,a x I=
NOR FL 74774
INTERIOR
-^ -----i m WIDTH— 1
EXTEMR
SECTION A -A
NOTES:
1. WINDOWS ARE EQUIPPED WITH ITEM 13, SWEEP LATCH
LOCATED ON THE VENT TOP RAIL OR ITEM 41, BOTTOM
LOCK LOCATED ON THE VENT BOTTOM RAIL.
2. WINDOWS ARE GLAZED WITH ONE OF THE FOLLOWING
GLASS ITEMS 21, 23, 24, 29, 61, 52, 63, 54, 55, OR 56.
SHOW 1 112 f 4- 7 1 2736
.arc-:rrr
G
ft , Clakp.E.
reVMSM
6truetrnat
ITEM DESCRIPTION POT I¢ VENDOR/MAT'L DWG.I I t.t3B
DF62703 6033 03
V
2.000
Z71,j
082
9M 1 B028G0 Ta Ov 062 80Te 1.180
0 V a 2746 1.609 1.368
1 fdx. 9 7 A EROIt 878 = 600
2 VIN L T CS 0■ 1 A62
13 MPLATCH NA OR ■
%. 9 F1A BP e
g WEA 67 x Z FlN 61 TiCB OR. 2.129 2 080 1.983
17 x Fl 1 OR■
e o r e P + �o ` O #2703. HEAD O # 704 L O #2706, JAMB
H 663-T6 age"8063-T6
xi 1 1a
24 3H D F 0 e 19 Jim
AstmajAm 7
L 750
1 I. 1 8
-30 I. 0 1 TEAMP 2.100
8
LL 6Y 1 BOBS•
8 OM LOCK1.8821.0fie
} .062
1 • O ! a 118' I 2.050 1.010
t17.G. BEjWMR5RAMla
32 112761,•AL7. SILL 4 #2706 MEETI _ G
6063.T6 RAtL 6083.T6
(ALTERNATE EXTRUSION)
.076 1,862 1M
1,817 .682
.D82 1.898 '� - I•�--�' 1,167 8 I .8 � DiMIM
I} sjl} E»-1.17x �7
.060
918 D4
O#2707, VENT TOP 7D #2708 VENT BOTTOM Q #2709, VENT SIDE ! J9 #2770, VENT 41 #2740.130TTQM
RAIL, 0063-T6 RAIL, 6063-T6 RAIL. 6063-T6 STOP, GooT6 LOCK, 6063•T6
FA a91tTeXt r• ADDAY SWGDW. TOl.G. russa ! s2s ,asade. PARTS UST AND EXTRgSIONS s
r, r 7070 MMG.LL342?3oov VE m
J.J. 06+DSN9 E r RFM9 d 91 E !• p 7A7At4J Nl7KOAA8, Ft21277 L, gilt, P.E.
r. n V. ALUM. SINCLEHUNG WINDOW, STU MTG. RAIL
7ED PAR75 LA97 W/D4YO ND.Ra• PA.BQX152B ,�,t ac■e PE1P30712
HdtwBs. F<UM visibly &tw, stHaav Nlsll 6 a 7 :J28R26 2798 81nuWre1
F.h t1/t&tlW J.J.
e
CONCRETE
® 131$'MBN.
CMU
1 1/4' MIN.
114P MAX SH 1141 MAX SHI
s JII
.
CONCRETE ANCHOR f CONCRETE --------
SEE NOTE 11 �', ® SEENOTEI
® MIN. 3kel CONCRETE_..)
OR MIN.1,5JW CMU
(EXTERIOR)
DETAIL 1
1X W000 BUCK (SEE NOTE
CONCRETE
® 1 C MI I
CMU
1 t/4"MIN.
(EXTERIOR)
DETAIL 2
MIN, 3kwI
OR MIN.
TYPICAL IAMB ANCHORAGE
WOODANCHOR
SEE NOTE 1
2X WOOD BUCK (SEE NOTE
(EXTERIOR)
DETAIL 3
1. MIAMI•DADE COUNTY APPROVED ANCHOR TYPES: 1. ELCO 114' TAPCON 2. ELCO 1141 W4 CRETB&FLE( MASONRY SCREWS 3. Al2 SCREW
®FOR CONCRETE APPLICATIONS IN MIAMI4)ADE COUNTY, USE ONLY ABOVE APPROVED 114' TAPCONS OR 804 CRETE-FLEX. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE
EDGE IS 1,750'. FOR WOOD APPLICATIONS USE 012 STEEL, 05 $OREM OR IM ELCO S84 CRETE•FLEX ANCHORS.
2. WOOD BUCKS DEPICTED (N THE SECTIONS ON THIS PAGE AS 1XARE BUCKS WHOSE TIOTAL THICKNESS 18 LESS THAN 1 f?. WOOD 0=8 DEPICTEDAS tic ARE I hr THICKOR
GRFATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDIMON.
S. WOOD BUCKS LESS THAN i lir THICK ARE OPTIONAL (PRODUCT MAY BE INSTALLED DIREE :TLY TO CONCRETE),
4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF $083•T$ AND A MINIMUM OF 1/10P THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BB OF
A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW JAM SIMILAR TO THAT SHOWN IN OBTAIL 3 ABOVE FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A1112 SHEET METAL SCREW
WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET THE PRESSURES AND ANCHOR QUANTITIES SHOWN IN TABLE 2, SHEET 7 FOR ANCHOR TYPES 1 AND 2
IN CONCRETE MAYBE USED.
$, ANCHORS ARE NOT REQUIRED IN THE HEAD OR SILL (REF. TEST REPORTS, FTL-4253 AND FTL.4378).
8. 53118' WIDE x l8' HIGH UNITS TESTED TO FULL DESIGN PRESSURE AT THE FOLLOWING SPACING:
AJAMSS: r MAX. FROM CORNERS, $ 142' BELOW MEETING RAIL AND 1P ABOVE THE LOWER MEETING RAIL ANCHOR. W MIN. ANCHOR SPACING.
7. FOR INSTALLATION IN MIAMI•OADE COUNTY REFER TO DIMENSIONS OF NOTE 8 AND ANCHOR OUANTIES PER JAMB IN TABLE 2, SHEET 7. ADDITIONAL ANCHORS. WHEN REQUIRED, TO SE
EQUALLY SPACED ABOVE AND BSLOW THE MEETING RPJL BETWEEN THE CORNER AND MEETING RAIL ANCHORS.
B. MATERIALS. INCLUDING BUT NOT LIMITED TO STEEL SCREWS. THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS $HALL MEET THE REQUIREMENTS OF FBC 2004.
SECTION 2003.0.4 (SUPPLEMENT 2005}
OANE
P.G. Box IL28
Noxam. F1 z.
se4wo 11VT81 8 d 7 f 2736
QUANTITY OF ANCHORS REQUIRED EACH JAMB TABLE 2. ®ANCHOR TYpE/5UBSTRATE ItEv
ANCHOPMJ UBBTRA WINDOW HEIGHT 3M =M126CREWINW0OD
WINDOW GLASS 2S" 38 33/3" 50 618" 03" 70" 2/W v 114. 884 CREMFLEX IN WOOD
WIDTH TYPE VW 21W 112/C 31W 21W 1,Y/C 3m 2IW 1,24 3/W 21W 1121C VW 21W 1,2/C 1= a1/4'TAPC0NORlWSS4CRETE-FLEXINCONCRETE
A 4 4 4 4 4 4 4 4 6 4 4 6 4 4 4 (SEE APPLICATION NOTES AND DETAILS ON SHEET 3)
181/8" B,E/F 4 4 4 4 4 4 4 4 6 6 6 6 6 6 8 NOTE: ANCHORS NOT REQUIRED IN HEAD ORSIL
0,D,G,H%jj 4 4 4 4 4 4 4 4 8 6 8 8 6 6 6 GLASS TYPE KEY
A 4 4 4 4 4 4 6 4 6 4 4 6 4 4 4 A 1l6'ANNEALED
B.1B' TE[1 PM ED
V ANNEALED
24" B,B,F 4 4 4 4 4 4 8 4 6 6 8 8 6 6 8 C, 4.ANNEALED
ClDlGlHpIjj 4 4 4 4 4 4 8 4 6 6 6 6 6 6 6 E.3/16'TENFERED
F. 1/4 TEMPERED
A 4 4 4 4 4 4 6 6 6 6 4 6 4 4 4 O,1M2' I.G. (115 A,1/4' AIR9PACE,118'A)
_ H.11T I.O. (311e A, 3/16• AIR SPACE., IVA)
261I2" 13,E,F 4 4 4 4 4 4 6 6 6 6 6 8 0 6 0 1,107I.G.(1137,1/4'AIRSPACAI/0'T)
J. ire I.G. (31161. 3Mr AIRSPACE,1/6'i)
C,),G,H,I,J 4 4 4 4 4 4 8 6 8 8 6 6 6 6 8
A 4 4 4 4 4 8 6 ( 6 8 8 6 8 4 4 4
32" %FE F 4 4 4 4 4 0 6 8 6 8 6 8 8 6 8
C,D.G,Hj,jI 4 4 4 4 4 6 8 6 6 8 8 8 8 8 8
A 4 4 4 4 4 4 6! 4 6 8 6 • 6 4 4 8
37" B,AF 4 4 4 6 4 6 6 6 0 6 8 8 6 6 6
C,DIG,H,I,J 4 4 4 0 4 6 6! 6 6 6 6 6 6 8 8
A 4 4 4 4 4 4 6 4 6 8 8 0 4 4 8
40" 8113,F 4 4 4 6 6 6 6 6 6 0 6 8 1 6 6 8
C,D,G,H,I,J 4 4 4 8 8 6 6 6 6 6 0 8 8 6 6
A 4 4 4 4 4 4 4 4 6 8 6 0 6 4 8
44" BIE,F 4 4 4 8 6 6 6 6 8 6 6 10 6 6 6
C,D,G,H,I,J 4 4 4 6 6 8 8 6 8 6 8 8 6 6 8[11
0
A 4 4 4 4 4 4 4 4 6 6 B 8 8 6 6 �
46" B,E,F 4 4 4 6 6 6 6 6 8 6 6 10 6 6 8
CjD,G.HjIjjI 4 4 4 6 6 8 e 6 6 6 0 6 0 6 6
mow
OWN
A 4 4 4 4 4 4 4 4 4 4 4 6 6 6 6
631/0" B,E,F 4 4 4 8 6 6 6 8 8 0 6 6 8 6 10
C,D,G,H,I,J 4 4 4 6 6 6 6 6 8 8 8 6 8 6 8
RSPACE OMTOQRGUM
FK,• ANCH EPE aNCNaRaaca. 131NHORG: SPACING
'FM
MAW E FOSAAOPDATEANCHOR4GEfORM4T 14%71,1 OOOY7ORNE 1/1 MMDOWS
O
T1p
F.K. tsna,v. P NCW4MC-TF0RAWCN0R5PAVWG P.O BQ1I152C ALUM. SINGLE HUNG WINOQW, STD. MTG. RAIL wE
NOKWA3. FL 39274 Yfrfb(y Bettar a°"�" °i PPE i138712
F.K. 1?/t51W id, YI(ifOfi BNFOQD NTS 7 - 7 2736 F aauauru
r.
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in
,y compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code
with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The
Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA
ASM35- Appropriate multipliers and conversion tables shall be used for codes other than the
• Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or
live loads, and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and
wind zones may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are
hereby listed:
1. This master file manual ha
s been peer reviewed
by Brian Stirlin
g.
P.E. #34927 and a copy
of his letter of review and statement no financial interest is available upon request. A copy of
Brian Stirlings' letter is posted on my web site, www.lebpe.com. .
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect,
Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are
required to attend my continuing education class on the use of the manual within six months of
becoming a client and bi-annually thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general
notes contained here in. Structures exceeding these.limits shall require site specific
engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual Statement, Index, Legend, and Inspection
Guide for Attached & Free- Standing Covers and Utility Sheds.
SHEET 2: Design Checklist for Attached & Free -Standing Covers & UOity, 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 Sheeting Specifications
SHEETS: 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.
SHEETS: 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
Contractors 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 part of any Contractors own work) would constitute infringement
of Bennett Engineering
neerin Grou ' s copyright; 9and
9 P
1.7. Contra
ctor 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 fora 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
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence. or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,'
ncidental, indirect, or special damages, arising from or in any way 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 parry (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable 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 NUMBE IM 6%//
COURSE NUMBER 0002299 ATTENDANCE DA
CONTRACTOR
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. Pudin sizes, span & spacing. _ .........
_
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . .
.
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . .
.
f. Knee braces are properly installed (if required)
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 indentfcaton marks have been provided to
SUPPLIER:
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
BUILDING DEPARTMENT THESE PLANS AND ALL PROPOSED WORI<
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to
' { ANY CORRECTIONS
simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
CONTRACTOR INFORMATION AND COURSE NUMBER ATTENDANCE HAS BEVERIFIED: ARE SGB(})gt'�►AL)TO
KA
BY FIELD INSPECTORS THAT
signed and il& Country
REQUIRED
ORDER
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will be providedseparate
our pre -approved contractors once the are
MAY BE NECESSARY IN
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COMPLY ITH ALL L APPLI-CA CODES.
purchased.
TCI 6005 SELF -MATING
V
ALLOY INDICATOR
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THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA O1
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. a
O
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SEAL, W
JOB NAME: SfiEE'i i 3
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DRAWING FOR ONE PERMIT ONLY 08-12-2010 I OF `
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 an are in compliance with The 2007 Florida Building Code with 2009
i Supplements, Chat 0; ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE
7-05;Exposure'B_or C_or'D_
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 = 1.0 for
zones.
Roof live load 10 or 30 PSF or PH for 3 second win¢¢ gu•st velocity load; Basic Wind Pressure
`J Base design pressures ar�PSF for Roofs_andiU PSF for walls.
//
Notes: Wind velocity zone and exposure category are determined by local code. "Enclosed" refers to
attached covers & "open" refers to free standing mono -sl
oped o ed cover
s. rs. Pressures 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:60D
Contractor / Author R erne p ase print)
Date:
Contract orize ep' Signature
Job Name & Address v a r
' 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 . . . . . . . . . . . . . . . . . . . . . .
B. Site plan or survey with enclosure location .
C. Contractor's / Designer's name, address, phone number, & signature on plans -
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, ..
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)g1
IV. 'Highlight details f luminum Structures Design Manual: r Yes No
A. Beam & purlin tiles sizes, thickness, spacing, & spans / lengths .
(Tables2.1.1 2.1? 6r2.1.3)
earn allowa le span conversions from 120 MPH wind; Exposure to
]MPH wind zone and/or'C' Exposure for load width
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
/-(bord)= _/0i�
Exposure Multiplier"
Yes No
B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2A & 2.2.2) . . . .
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 2 x 0.71 = /
C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors
D. Connection details to be used such as: . . . . . . . . . .
1. Carport / cover plan view & section (Example pade 'I & 2)
2. Fourth wall or mobile home connecliori details ' ' ' ' ' ' '
3. Header to wall / fascia (Section 7)
4. Beam to upright; wall, or another beads (ptidihs) ' ' ' ' ' ' • ' . ' . ' ' '
5. Knee braces . . . . . . . . . . . . . . . . . . . . . . . . .
E. Connection to slab / footing. ' ' ' ' . . . ' ' ' ' ' ' ' ' ' . . .
F. Foundation detail type & size (Table 2.4)
GENERAL NOTES AND SPECIFICATIONS
1. 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 a question about the host structure, the owner (at his own expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 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. All fourth wall frames shall have knee braces on both fourth wall frame and outer
wall fr
ame each en
d when attaching
@ ching 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 lop 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 ofASTM 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 2003.8A.3 through 2003.8.4.6 of the Florida
Building Code or Corobound 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 warrantied 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 at www.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
tr
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ivies:
1. Roof and framing members of carports & patio covers are considered to be the main 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 vrind zones.
Table 2C Conversion Factors for Section 2
for Enclosed Shed Walls
Frnm 19n MPFI Wi...i 7....e ... ........... ....__-..__ n"�.
Wind Zone
(MPH)
Applied Load
(#/Sq. Ft.)
Deflection
(d)
Bending
(b)
100
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
32.2
0.95
0.92
140-1
37.3
0.90
0.8E
140.2
37.3
0.90
0.86
150 142.8
1 0.8E 1
0.80
Table 2D Conversion Factors for
Section 2 Roof Beam Spans
for Overhang / Cantilever (All Building Types)
Frnm 19n MPH Wrnd 7-..... . _..-_ -
Wind Zone
(MPH)
Applied Load
(#]Sq. Ft.)
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
a'86
140-2
65.7
0.90
0.8E
150
75.4
0.86
o.eo
..8.
arun ICDIe LC
Load nversion 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' - 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
se larger mean roar neignt of nost structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
�--•--•--•--
- [ - - - - - - - - - - - - - - - - - -
I I
I I
QUADRANT]
600' IXPOSURY
I I
I I
600'
QUADRANT IV i 100'
EXPOSURE 61y I too' 40'00' I I
QUADRANT II 40
I I
I I 10I0• I IXPOSUREjI
600 '� - - �k • - - I
I I
I I
QUADRANT III
EXPOSUROC, 60V I
I I
I I
I I
L-•--•--•--•--•--•--•-•--•--•----
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK ITAS'B','C', OR -D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain Witt 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'
Table 2A Conversion Factors for Table 213 Conversion Factors for 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
Section 2 Roof Beam Spans Section 2 Roof Beam Spans than 1,500 feet.
for Freestanding Carports* w/ Monosloped Roofs for Attached Carports or Gabled Freestanding Carports
V..... 11a ..Di, ,.- �___ ._ __.___.__ - Frnm 11n MDH Wind 7nn" ... _.�__. _..___..__ .". 4. Open terrain for more than 1,500 feet in any quadrant.
Wind Zone
(MPH)
Applied Load
(#/Sq. Ft.)
Deflection
(d)l
Bending
(b)
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
140-1
18.4
0.9E
D.94
140-20.79
0.71
1501
33.1 1
0.79
1 0.70
ui rreesianamg t erporss Wlm UaDled Koots Use
Conversion Table 2B
Wind Zone
(MPH)
ApplIedL;ad
(#/Sq. FL)
Deflection
(d)
Bending
(b)
100
16.6
1.08
1.13
110
17.7
1.06
1.09
120
21.1
1.00
1.00
123
22.2
0.98
0.97
130
24.8
0.95
0.92
140.1
28.7
0.90
0.86
140-2
30.9
0.88
0.83
150
33.0
0.86
0.80
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SITE IS EXPOSURE: le_ LU D BY: �i /YQr�jr/ DATE: J ,%'J:�` w' Y 1 0,
' ,1 SIGNATURE: LICENSE M SEA
TKESE PLANTS AND ALL PROPOSED WORK' ) l 6 .SHEET
,ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT �' \' 2
MAY BE NECESSARY IN ORDER TO
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FOR FASTENING TO ALUMINUM USE TRUFAST HD x (Y + 3/4") AT 6' 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.
r
FOURTH WALL FRAME
j
(IF REQUIRED)
2" x BEAM OR PURLINS
BEAM SELECT "L" FROM
SELECT U FROM BEAM SPAN
BEAM SPAN TABLES FOR
TABLES FOR ATTACHED
ATTACHED COVERS USE
_ _ _ _ _ =
COVERS USE'A2' = W/2 + O.H.
'Al' = W/2 + O.H.
ALTERNATE BEAM LOCATIONS
EXISTING HOST STRUCTURE
� w
J �
>
2" x 3" MIN. (SEE TABLE 2.2.1
AND / OR TABLE 2.2.2)
W' VARIES O.H.
CROSS BEAM
SINGLE CARPORT - PLAN VIEW
SCALE: 1/8" = V-0"
3" RECEIVING CHANNEL
ANCHORS W/ (3) EACH #8
S. M. S. @ 12" 0. C. (SEE
ROOF PANELS
(SEE TABLES )
DETAILS IN ROOF PANEL
CONNECTION SECTION)4;f;N=
FOURTH WALL FRAME
POST TO BEAM (SELECT FROM
(IF REQUIRED)
TABLE 2.3)
EXISTING HOST STRUCTURE
WALL OR FASCIA
POST SIZE AND SPACING
(SEE TABLE 2.2.1 AND / OR
2.2.2)
PROJECTION
VARIES �—
SEE FOOTING DETAILS
SINGLE CARPORT - ELEVATION VIEW
SCALE: 1/8" = 1'-0"
EXISTING HOST STRUCTURE
'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)
CROSSBEAM
ROOF PANELS AND
CONNECTION DETAILS
(SEE DETAILS IN ROOF PANEL
CONNECTION SECTION)
EXISTING HOST STRUCTURE
WALL OR FASCIA
FOURTH WALL FRAME
(IF REQUIRED)
T
A2 = Al = A3 =
W/4 W12 W/4
W = PROJECTION FROM _
HOST STRUCTURE
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'L' FROM BEAM
TABLES FOR ATTACHED
COVERS)
MID -SPAN BEAM (SELECT'U
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
SHADING TYPE I
DENOTES EXTERIOR POST
ROOF AREA (SEE TABLE 2.2.1
AND/OR TABLE 2.2.2)
MIN. 3" x 3" x 0.060"
THRU-BOLTED TO HEADER
POST ANCHOR TO CONCRETE
(SEE DETAIL REQUIRED POST)
(TYP.)
POST TO BEAM
(SEE TABLE 2.3)
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
DOUBLE CARPORT WITH CENTER POST
SCALE: 1/8" = T-0"
EXISTING HOST STRUCTURE
FOURTH WALL FRAME
(IF REQUIRED)
CROSSBEAM
ANCHOR WITH HEADER
PAN OR OMPO E
CHANNEL(SEE DETAILS IN
(SEE DETAILS IN ROO EL
ROOF PANEL CONNECTION
CONNECTION SECTION)
SECTION)
SEE CONNECTION DETAILS
FRONT WALL BEAM (SELECT'L'
(SEE DETAILS IN ROOF PANEL
FROM BEAM SPAN TABLES
CONN CT
FOR ATTACHED COVERS)
OURTH WALL FRAMING
MID SPAN BEAM (SELECT 12
WH
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
EXISTING HOST STRUCTURE
SELECT BEAM (SEE BEAM
SPAN TABLES FOR ATTACHED
#2 S
US.P.F.(MIN.)
)
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 I 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
TABLE 2.2.2)
DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW
3" RECEIVING CHANNEL
SCALE: 1/8" = 1'-0" MID -SPAN BEAM
ANCHORS W/(3)EACH #8
(SEE BEAM SPAN TABLES FOR
S.M.S. @ 12" O.C.
ATTACHED COVERS )
(SEE DETAILS IN ROOF
ROOF PANELS (SEE DETAILS IN
PANEL CONNECTION
ROOF PANEL CONNECTION
SECTION)
SECTION)
HOST STRUCTURE WALL
POST TO BEAM
OR FASCIA
—�
(SELECT FROM TABLE 2.3)
FOURTH WALL FRAME
POST SIZE AND SPACING
(IF REQUIRED)
o— (SEE TABLE 2.2.1 AND / OR
2 2 2)
I I
PR07JECTION V— PROJECTION VARIES SEE FOOTING DETAILS
DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW
SCALE: 1/8" = T-T
12" x PAN
(SEE TABLES SECTION 7)
USE'W` TO SELECT PAN
FOR REQUIRED SPAN
W VARIES
N otes:
EXISTING HOST STRUCTURE
SEE CONNECTION DETAILS
(SECTION 7)
POST AND BEAM
(DETAILS AND TABLES
SECTION 2)
FOR FRONT BEAM USE:
A = W / 2+OVERHANG
FOOTING AND CONNECTION
DETAILS SEE PAGES 5 & 6
1. Shed is framed with fourth wall (if required) or attached to host, maximum floor area 200 sq. ft., if floor area is
greater than 200 sq. ft. use Section 4 Type II footing, attach shed or room wall to host structure with 114" x 3-114"
Tapcons @ 16" o.c. for masonry or #16d common @ 16" o.c. or #10 x 3-1/2" Tor wood or #10 x 2-1/2" 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 ft. 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 112' or Less
#8 Common
6" O.C. Edges and 72' O.C. Fietd
Top or Sole Plate to Stud
A. End Nail
#16 Common
2
B. Toe Nail
#8 Common
2
CA
k ; N .L PROP0.
17A" =
RRE� �-
Ai d CO, `�
ARE Sl�BJE&TO
S
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
nrC
HURRICANE CLIPS FOR WOOD
(SEE ANCHOR SCHEDULE) 2 x
4 TOP PLATE @ROOF
(DOUBLE TOP PLATE IF
LENGTH OVER 12' 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"
2O.C.��oo
�PRESSURETREATED
PLATE W/ 3/8" x 4-1/2"
4'-0" O.C. (SEE SLAB DETAILS)
UTILITY SHED WALL SEC ION 3l�jL ��- Z4V
SCALE: 1/8" = T-T
ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING.
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 ATTHE SAME
SPACING. USING THE SAME PATTERNS O.S.B. AND PLYWOOD SHEATHING MAY BE FASTENED TO
ALUMINUM STUDS W/ #6 x 1" STEEL STUD DRYWALL SCREWS.
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 ("r + 314") AT W 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 ("r + 1-1/2") AT W 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.
APPLIED LOAD FROM
TABLE 4.3 ='AP'
OVERHANG ='O.H: =2'-0"
LOAD WIDTH ='LW' _
712 +'OH' = 9-T
OPTIONAL SHEATHING: 7/16'
O.S.B. OR 1/2" CDX NAILED 6"
O. C. EDGES AND 12" O. C.
FIELD
WALL UPLIFT EXAMPLE
SCALE: 1/8" = V-0"
CALCULATE UPLIFT'U' IN # I L.F. FOR 120 M.P.H. ZONE ='AP x'LW`,n %4
'LW = 12/2*+0SQ8" g,anj7j�`�� r� ��� 7 i� te•
'U'=21.1#/SQ.FT.x8'x f68.8#/LF.
WIND ZONE CONVERSION FACTOR IF NECESSARY
REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE
UPLIFT VALUE PREVIOUSLY DETERMINED.
EXAMPLE: FOR AN H5 ANCHOR CAPACITY = 455 # / 168.8 # / LF. = SPACING OF 2.70 FT.
THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS
Anchor Schedule �J Wind Load Conversion Table -
Stud J/J For Wind Zones/Regions other than
n� r/ 120 MPH (Tables Shown), multiply
yf �Jh/1 allowable loads and roof areas by the
conversion factor.
Stud Spacing An her Spacing Top and Bott
om
1 ' ..
Altema0 tads
76'O.0
24` O.C.
Each S-p d�j
a SNd
Allowable Uplift
PerAncho�
r
Simpson
Fasteners
UpIIR Rating
`
H3
4 - 8d stud; 4 - 8d plate
455#
SPI
6 - 10d stud• 4 -10d late
5854
PH 40R6
12-10d stud 1-12"
14909
90
Wind
Region
Applied
Load
Conversion
Factor
100
16.6
1.13
110
17.7
1.09 ,
120
21.1
1.00
123
22.2
0.97
1
24
no-
laaz
o.e
o.e3
150
33.3
O.BO
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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2 x _ PRESSURE TREATED
PLATE
EXISTING CONCRETE —\
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EXTERIOR SIDING
APPROVED SUB -SIDING OR
STRAPPING
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BARRIER
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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)
TERMITE SHIELD FOR
WOOD STRUCTURES ON EXISTING CONCRETE �S1NE�6AY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 2" = V-0" THESEPLANS AND ALL PRO P0 CU Y e iJazdi SCALE: 1/8" = V-0"'
ARE SUBJECT TO ANY CORRECTIONS)
KNEE BRACE (REQUIRED) REQUIRED BY FIELD INSPECTORS TIwT
PER TABLE 2.3
MAY BE NECESSARY IN ORDEr
COMPLY WITH ALL ���_ i 'll•-KNEE BRACE (REQUIRED)
SEE 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 2.3)
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
Wind Zone and Design Load
Snap Sections
100 MPH
1 110 MPH
1 120 MPH
123 MPH
1 130 MPH
140-1 MPHI
140 2 MPH
150 MPH
15.6 PSF
1 17.7 PSF
11 21.1 PSF
22.2 PSF
24.8 PSF
1 29-7 PSF
1 30.9 PSF
1 33.0 PSF
Allowable
Span'L' / bending
W or
daflection'd'
2" x 2" x 0.050"
V-T b
B'-11" b
8'-2' b
Till- b
T-T b
T-0" b
V-9" b
6'7 b
2" x 3" x 0.045"
IZ-1' b
11'-9' b
10'-9' b
1V-6' b
9'-11' b
9'J' b
8'-11' b
8'-7' b
2" x 4" x 0.045"
14'-l" b
13'-8' b
IZ-6' b
12'-2" b
11'-6" b
10'-W b
1 V-4' b
9'-11' b
2" x 6" x 0.062"
25-8' b
24'-10' b
2Z-9' b
22'-2' b
21'-0- b
19'-6' b
18'-10- b
18'-2- b
2" x r x 0.062"
28'-3' b
27'-4' b
25'-1' b
24'-5' b
2T-1' b
21'-6" b
20'-9' b
20'-1' b
Self Mating Beams
100 MPH
110 MPH
12D MPH
123 MPH
130 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
'7c5-x0.050"0.100"
1F-4- b
17'-9" b
16'-3- b
16-11' b
19-0- b
13'-11- b
13'-6- bi
IT-0- b
"1 �". Spans may be interpolated.
2. Pan roofs require cross beams.
SEE BEAM SPAN TABLES FOR
ATTACHED COVERS
—(USE "A" FROM CARPORT
WALL SECTION DETAIL)
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
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 WITHOUT FOURTH WALL FRAME
SCALE: 1/8" = V-W
BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE
LARGER OF: Al = W, A2 = W/2 + O.H.
FF— W I W I
I
OVERHANG
VARIES
A2 � 1� A2
SHADING DENOTES MAXIMUM ROOF
AREA FOR COLUMNS AND FOOTING
W I
MONO -SLOPED
ROOF
OVERHANG
VARIES I
A2 A2 I
.I�
I
'ice I
DOUBLE CARPORT SINGLE CARPORT
SCALE: 1/8" = T-0" SCALE: 1/8" = V-0"
'SLOPE
BEAM IF REQUIRED FOR ' SLOPE 1/2
KNEE BRACING 1/2 . 12
12
�- KNEE BRACE W FOR BEAM SIZE'•
AFTER COMPUTING'A'
'1M FOR BEAM SIZEW`OR BEAM SIZE '• LARGEST VALUE
POST SIZE AND SPACING PER TABLE
MINIMUM SLOPE SHALL BE 1/2" PER 12" EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2
0.026" PANS FOR WHICH THE SLOPE SHALL BE 3/4" 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' =1'-0" SCALE: 1/8" =1'-W
PAN OR COMPOSITE
PANEL ROOF
RIDGE BEAM
(SEE BEAM SPAN TABLES
FOR GABLED COVERS USE
W/2 FOR LOAD WIDTH)
POST (SEE TABLE 2.2.1
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" x 3"
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
SIDE BEAMS'
z
2 END BEAMS
CENTER BEAMS
CENTER FRAME
I END FRAME
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FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS
(USE U4 + O.H. V W
FOR SIDE BEAMS)
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DESIGN IS BASED ON SOLID GABLE END PANELS. IF ANY SIDE PANELSARE USED IN DESIGN, SITE U)
SPECIFIC ENGINEERING IS REQUIRED.
GABLE CARPORT SIDE ELEVATION
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#10 x 1/2" W/ 3/4" WASHER
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"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
CD
SEE TABLES FOR BEAM SIZE
1" MAX.
INTERNAL ANGLE OR U-CLIP CONNECTION
® ® START OR END
OF BEAM SPAN
KNEE
2BBRACENG CENTER OF
. BRACE
MINIMUM KNEE BRACE
(SEE TABLE 2.3)
CONN KNEE B CE TO
CO MN AND B WITH
50"U' C L, 'H'
OR GUSSET PLATE,
FASTEN WITH S.M.S. AT EACH
CONNECTION POINT
- BEAM P
---------------------------
PAN OR COMPOSITE PANEL ROOF
BEAM
CONNECTION =
®®
START OR END
OF BEAM SPAN
CENTER OF BRACE
KNEE BI
PER
MINIMUM KNEE BRACE
(SEE TABLE 2.3)
—'
KNEE BRACE REQUIREMENTS
PER GENERAL NOTES
PAGE 24
COLUMN
® FASTEN PER TABLE 2.3
® N
CONNECT KNEE BRACE TO
®
COLUMN AND BEAM WITH
®
0.050"'U' CHANNEL, 'H'
®
CHANNEL, OR GUSSET PLATE,
®
®
FASTEN WITH S.M.S. AT
®
EACH CONNECTION POINT
PER TABLE 2.3
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" = V-0"
4" #10 S.M.S. THRU 2" x 2" INTn
BI
EDGE BE
POST PER TABLE
- Dic=o DAra
;E PER TABLE 2.3
ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF
SCALE: 1-1/2" = V-0"
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 A 150 MPH
WIND SPEED "D" EXPOSURE.
EDGE BEAM
POST PER TABLE 2.3
KNEE BRACE PER TABLE 2.3
DOUBLE 2" x 8" S.M.B.
(4) 318" x 5" THRU BOLTS @
BEAM AND @ EACH POST
1/4" x 4" x 2d" GUSSET PLATE
EACH SIDE OF BEAM
—I -------------
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4" x 4" x 0.125" POST
ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF
SCALE: 1-1/2" _,'-0" ��� SUBJECT TO ANY CORRECTIONS E PLANS #AND ALL nsRC�o. POST -0coNNECTION
— co— --------- REQUIRED BY FIELD INSPECTORS THAT
w ROOF PANEL MAY BE NECESSARY IN ORDER TO
2 (SEE TABLES)
CUrli LY VVITI-I ALL APPLICA—M-- i.,NOTE:
_ _ _ _ _ — — — — — FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
BEAMS MAY BE ANGLED FOR
GABLED FRAME
COLUMN NOTCHED TO SUIT
SIDE
BEAMS MAY BE ANGLED FOR
GABLED FRAME
1-3/4" x 1-3/4" x 0.063"
RECEIVING CHANNEL THRU
BOLTED TO POST W/ THRU
BOLTS FOR SIDE BEAM
(SEE TABLE 2.3 FOR NUMBER
OF BOLTS)
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
SST TO BEAM CON
SCALE: 2" = T-G"
—T---------
Co
_ ROOF PANEL
of
(SEE TABLES)
O
_
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
O
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE 2.3)
BEAM AND POST SIZES
(SEE TABLES)
CENTER NOTCH POST TO BEAM CONNECTION
SCALE: 2" = 1'-0"
HEADER
PANS OR
COMPOSITE PANELS
1 PER SECTION 7
POST TO EAM SIZE AND
# OF BOLTS
(SEE TABLE 2.3)
2" x _
IOLT 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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CONNECTOR MAY BE (2)
ANGLES, INTERNALLU'
CHANNEL OR EXTERNALLU'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER FASTENERS
SECTION)
" J
PRIMARY / FRAMING BEAM
(SEE SPAN TABLES) —�
MINIMUM NUMBER S.M.S. 3/4'
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE FASTENERS SECTION)
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (4) #10 x 1-1/2-
INTERNALLY
SECONDARY BEAM /
PURLINS(SEE SPAN TABLES)
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = V-0"
HOST STRUCTURE MASONRY
OR FRAMED WALL
(SELECT FASTENERS FROM
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN:-(2) 3/8" x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2) 1/4" x
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3"
FASTENERS SECTION)
a
CONNECTION:
(ODALTERNATE
(1) 1-3/4" x 1-3/4" x 1-0/4" x 1/8"
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
PRIMARY BEAM
WALL W/ MIN. (3) 3/8" x 2" LAG
(SEE SPAN TABLES)
SCREWS OR TO CONCRETE
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' = V-0"
w
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ALUMINUM/STEEL COLUMN
U' CHANNEL
ANCHORS
(SEE FASTENER SECTION FOR
(SEE FASTENER SECTION) J
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
\ D J
a t ALUMINUM / STEEL COLUMN
ANCHORS (SEE FASTENER 2" x 2" WITH WALL THICKNESS
SECTION) EQUAL TO OR GREATER THAN
COLUMN WALL
CONCRETE SLAB OR FOOTING a
. � n 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" = V-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
IK�tA
J
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ATTACHMENT DETAILS w
J
SHOWN REQUIRE DIAGONAL n LUMINUM / TEEL COLUMN
BRACING FOR
FREE-STANDING COVERS ` INTERNAL EXTRUDED
CORROSION RESISTIVE STEEL ALUMINUM BASE OR BREAK
THRU BOLT PER SCHEDULE FORMED U-CLIP
(4) MAX. 1/4" X 2-1/2"
CONCRETE SLAB OR FOOTING WEDGE BOLT OR EQ. (SEE
TABLE BELOW FOR NUMBER
LTS)
I POST TO CONCRETE C NECTION ✓ //I
TU E COLUMN BASE SCHEMATIC INTERNAL BASE �� ®�
SCALE: 2" = 1'-0"
ATTACHMENT bETAILS
SHOWN REQUIRE DIAGO ALUMINUM/ STEEL COLUMN
BRACING FOR
FREE-STANDING COVERS t EXTERNAL BREAK FORMED
CORROSION RESISTIVE STEEL ALUMINUM BASE OR BREAK
THRU BOLT PER SCHEDULE FORMED U-CLIP
(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 Bolts (POWERS or Equal) for Super Base Connection
Wind
Wind
Post Spacing l Number of Fasteners
Zone (MPH)
Uplift (PSG
8"-0"
10'-0"
12'-0"
14'-0"
16'-0"
18"-0"
20'-0"
1D0
16.6
2
2
3
1 3
1 4
4
5'
110
17.7
2
2
3
1 3
1 4
4
S.
120
21.1
2
3
3
1 4
1 5'
5'
6-
123
22.2
2
3
4
4
5'
5'
6-
130
2"
3
3
4
5'
S•
6-
7-
140-18.2
28.7
3
4
5"
5-
6'
7-
8"
150
33.0
4
5'
5-
6'
1 7'
8-
g»
��� - s u ur mquna more man (4) Fateners use type II base. " For
connections that require more than eight bolts use the 'Super Base".
Note: Allowable load on 1W 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' / 2 + 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# for a 3"4`x0.06D' post
Allowable load for wedge bolts 878# each, 2110# / 878# = 2.4 so use (3) wedge bolts
MIN. 5-1/4" FOR 1/4" ANCHORS
2-1/2d 5d —ter 5d �' 5d 3 2-1/2d
CONCRETE
SLAB OR FOOTING
ALUMINUM / STEEL COLUMN
SUPER BASE
(16) MAX. 1/4" X 2-1/2" WEDGE
BOLT OR EQ. (SEE TABLE FOR
NUMBER OF BOLTS)
SUPER BASE POST TO CONCRETE CONNECTION
SCALE: 2" = T-0'
'FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS
W/ WOOD FASTENERS (1-3/8" EMBEDMENT)
i
STUD WALL OR POST
X
Minimum Ribbon Footinn
Wind
Zone
#f
Sq. FL
I x
Post Anchor
@ 48" O.C.
Stud'
Anchors
100 -123
+ 10 - 15
1 1'-D'
I ABU 44
SP1 @ 8" O..
130 -14D-1
.10 -19
1'-0'
ABU 44
SPt @ IF O.CC.
140-2 -150
+ 30
Maximum 2U- pro)ecaon from host structure.
For stud walls use 1/2' x 8' L-Bolts @ 48" O.C. and 2" square washers to attach sole plate to
fooling. 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: 1/2" = V-0"
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SLAB
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DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
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3/4" PLYWOOD DECK
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LAG SCREW (SEE TABLE 4.2),
.
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@ 16" O.C.
PARAMETER DOUBLE
u_
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m
2
STRINGER
® � 0�1AND -ALL PR POLD
�E PLANSUBJEC T TO ANY CORRECTIONS •:(�
POST TO CONCRETE CONNECTIOREQUIRED BY FIELD INSPECTORS THAILTERNATE WOOD DECKS AND FASTENER LENGTHS
SUPER BASE (PLAN VIEW) MAY BE NECESSARY IN ORDER TO
SCALE: 4" _,'-0" COMPLY WIT�i ALL APPLICABLE CODES,
3/4" P.T.P. Plywood
2-1/2"
5/4" P.T.P. or Teks Deck
1 3-3/4"
2" P.T.P.
1 4°
TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE)
SCALE: 3" = V-0"
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NOTE
'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.
TOP OF BASE WALL MIN. "t' IS
GRADE THICKNESS OF REQUIRED
'COATED ALUMINUM POST. MAY BE THICKER
POST IN CONCRETE COMPACTED
#40 BAR 12" LONG BACK FILL ' ALUMINUM COATED
POST (SEE TABLE)
POURED CONCRETE!
(REFER TO TABLE 2.4) (2) 2" x 2" x "t" ANGLE OR
a (1) U CHANNEL x "t"
3/8" x 3-1/2" BOLT
0 80 LB. 2500 PSI
CONCRETE PRE -MIX
3" EXTRUDED ALUMINUM
BASE ALTERNATE: 3" BREAK
16" FORMED 5052 H-32
ALUMINUM BASE
ISOLATED FOOTING ALUMINUM POST AND
SCALE: 2"=V-0" BURIED FOOTING CONNECTION
SCALE: 1" = 1'-0"
3" x 3" POST TURN BOLTED
TO ANCHOR RISER
2-3/4" x 2-314" x 2-1/2" LONG
`� x 1/8" TUBING
N
WELDED CONNECTION
FASTEN (SEE FASTENER
SECTION)
12" x 12" x 1/4" PLATE
3-1/2" CONC. SLAB
POST MAYBE FILLET
WELDED DIRECTLY TO
BASE PLATE
E_AXQHOR CONNECTOR
FOR POST TO SLAB CO
SCALE: = V-0"
11171.7 1" PER •-
rNOMINAL)
BEFORESLOPE
RM
_
E 11
MODERATE •-FOOTING
CONT.
FLAT SIkOPE /
- -•-•--- -^--•a
iFAi
TYPE III
STEEP SLOPE FOOTING
ANGLE 33' TO 45'
NOTES: > V-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 cleared 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
If footing Is required. All slabs shall be 3-112" (4" nominal) thick. See table 2.4.1 for allowable loads.
4- For wood frame utility sheds the minimum depth of the footing shall be 10" for Type II 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: Rbenmesh ® Mesh, InForce- e3- (Formerly Fibermesh 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 II footing or footing section required by local
code. Local code governs.
SLAB -FOOTING DETAILS
SCALE: 1/2' = 1'-0"
12" ALUMINUM
PANEL ROOF
(SEE TABLE 2.5)
RECEIVING CHANNEL
12" ALUMINUM PANEL
(SEE TABLE 2.5)
RECEIVING
CHANNEL
ALUMINUM UTILITY SHED WALL WITH DOOR
ELEVATION VIEW
SCALE: 1/8" = T-0"
RECEIVING
CHANNEL
ALUMINUM UTILITY SHED WALL
ELEVATION VIEW
SCALE: 1/8" = V-0"
MAX. SHED FLOOR
MAY. AREA200 SQ. FT.
PAN TO WALL CHANNEL
(3) #8 x 1/2" PER PAN
RECEIVING CHANNEL
PAN TO WALL
2" x 2" x 0.044" BRACE FOR
GREATER PAN HEIGHT
(SEE TABLE 2.5)
12" ALUMINUM
PANELROOF
(SEE TABLE 2.5)
RECEIVING
CHANNEL
12" ALUMINUM
PANEL
(SEE TABLE 2.5)
PAN ROOF
(SEE TABLE 2.5)
PAN WALL
I r4 VJ X -1-114
3-1/2" CONCRETE SLAB EMBEDMENT
EXPANSION BOLTS
OR EQUAL DRIVE
PINS @ 24" O.C.
SECTION THROUGH UTILITY SHED
SCALE: 1/8" = T-O"
#8 x 1/2" S. M. S.
INTO EACH
RISER @
PANEL ENDS
ATTACH PANELS TO CHANNEL
TOP AND W/ (2) #8 x 112" S.M.S. EACH
BOTTOM PAN PANEL @ EACH END
12" RISER PANEL
(SEE TABLE 2.5)
BOTTOM CHANNEL
ANCHOREDTO
SLAB W/ 1/4"0x 1"
EMBEDMENT
EXPANSION BOLTS
@ 24" O.C. OR
CONCRETESCREWS
PAN WALL CONNECTION DETAIL
SCALE: 1/8" =1"
(3.00 L) -� <
D (2.33 L)
C (1.67 L)
B(1.33L)
A (0.67 L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE
d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN
BEAM SPLICE SHALL BE
MINIMUM
ALL SPLICES SHALL BE
STAGGERED ON EACH
>� d-.50' d-.50"
d-.50"
SIDE OF SELF MATING BEAM
PLATE TO BE SAME
n
+ + + +
+ ,+ +
THICKNESS AS BEAM WEB
u?
v
PLATE CAN BE INSIDE OR
n
OUTSIDE BEAM OR LAP CUT
+ + +
+ + + ld
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" = V-0"
Minimum DIsee and
Screw
Sim
ds
On.)
Edge to
Center
2ds in.
Centeno
Center
2-112ds in.
Beam Size
Thickness
In,
#6
0.16
3/8
7/16
2' x 7- x 0.055" x 0.120'""
1/16 = 0.063
#10
0.19
am
12
2" x 8- x 0.072' x 0224'
1/8 = 0.125
#12
0.21
- 7/16
9/16
2" x 9' x 0.072' x 0.224"
1/8 = 0.125
#14 or 1/4"
0.25
12
5/B
f2 x 9" x 0.082" x 0.306'
1/8 = 0.125
5/16'
0.31
5/8
3/4
2" x 10' x 0.092" x 0.369'
114 = 0.25
- raters to eacn side of splice
use for 2- x 4" and 2- x 6" also
Note:
1. All gusset plates shag be minimum 5052 H-32
Alloy or have a minimum yield of 30 ksi.
UNIFORM LOAD
UNIFORM LOAD
A B
A B
SINGLE SPAN CANTILEVER
1 OR SINGLE SPAN
UNIFORM LOAD
t l
A B C
2 SPAN
UNIFORM LOAD
l l l
A B C D
3 SPAN
UNIFORM LOAD
t t t t
A B C D E
4 SPAN
NOTES:
1) t = Span Length
¢ = 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 1 OF 1210
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 sec. wind gust for 110 MPH velocity;
Using design load of 15.6 #ISF (47.1 #/SF for Max. Cantileverl
2" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (ft)
Max. Span'L'/(bending
W or deFlection'dl
Load
Width (ft)
Max. Span'L'I(bending'b' or deflection'd
1&2 Span
3 Span
4 Span
Max'
Cantilever
1 &2 Span
3 Span
4 Span
Max'
Cantilever
4
5' T d
6'-4' d
6'-6' d
1'-1' d
4
T-2' d
8'-10' d
9'-1' d
7'-6- d
5
4'-9" d
5'-11' d
F-0' d
0'-11" d
5
6'-8" d
8'-3' d
8'-5' d
1'4" d
6
4'•6' d
5'-7' d
5'S' d
0'-11- d
6
6'-F d
T-9' d
T-11' d
1'-3" d
7
4'-3' d
5'3" d
5'-5- d
0'-11- d
7
5'-11' d
7'-4' d
T-6" d
1'-3" d
8
4'-1- d
5'-1" d
5.2- d
0'-10- d
8
S-8" d
7'-0' d
T-1- b
1'-2" d.
9
3'-11" d
4'-10' d
4'-11' d
0'-10' d
9
5'S' d
6'-9' d
6'-9' b
1'-1' d
10
3'-10" d
4'-8' d
4'-9' b
0'-9' d
10
5'-3" d
6'-6' d
6'-0- b
1'-1- 'd
11
3'-8" d
4'-7' d
4'-7" b
0'-9' d
11
5'-1' d
6'-3" b
6'-1' b
1'-1' d
12
3'-7" d
4'-5- d
4'4' b
0'-9' d
12'
4'-11- d
U-0- b
6-10" b
1'-0" d
2" x 3" x 0.060' Hollow
2" x 4" x 0.050" Hollow
Max. Span
Vil(bending'b'
or deflection'd')
Load
Width (fL)
Max. Span'L'I(bending'b' or deflection'd')
1&2 Span
3 Span
4 Span
Max'
Cantilever
182 Span
3 Span
4 Span
Max.
Cantilever
7'-11' d
9'-10' d
10'-0' d
1'-8" d
4
9'-0' d
11'-7' d
11'-10" d
1'-11" d
M
T-5' d
9'-2' d
9'-4' d
1'-6' d
5
8'-8' d
1 U-9' d
10'.11' d
1'-9' d
6'-11" d
8'-7' d
8'-9" d
V-5' d
6
B'-Y d
10'-l" d
1U' 1' b
V-8' d
6'-7' d
8'-2' d
3'4' d
1'4' d
T
T-9' d
9'-7' d
9'4' b11'4�d
6'4' d
7'-10' d
7'-11' d
1'-0' d
8
T•5' d
9'-1' b
8'-9' b5-1'
d
7'-6' d
7'-8' d
1'3' d
9
T-2' d
8'-6" b
8'-3' b
10
S-10' d
T-3' d
T-5" d
1'-2' d
10
6'-11' d
6'-1" b
T-10" b
11
Y-8' d
T-1r d
T-1" b
1'-2' d
11
6'-8' d
T-9" b
T-6" b12
5'-6' d
6'-10" d
6'-10- b
1'-2- d
12
6'-6- d
7'-5" b
T-2- b
" x 2" x 0.045"
Hollow
Load
Width (ft.)
Max. Spa Vil(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
5'-10' d
7'-2' d
7'-4' d
1'-2" d
5
5'-5- d
6'-W d
6.10- d
1'-1- d
6
5'-1' d
6'3' d
6'-5" d
1'-1- d
7
4'-10" d
5'-11' d
6'-1" d
D'-11" d
8
4'-7" d
5'-8' d
5'-10" d
0'-11' d
9
4'S' d
5'-6- d
T7- d
0'-11- d
70
4'-3" d
5'4' d
5'-5" d
0'-11' d
11
4'-2' d
5'-2" d
5'-3' d
0'-10" d
12
4'-0' d
4'-17" d
5'-1' 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 rile above spans for total beam spans.
.Sable 2 1.1B-110 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 110 MPH velocity;
Using design load of 15.6 #/SF (47.1 #JSF for Max. Cantilever)
2' x 4" x 0.046" x 0.050" SM8
2" x 5" x 0.050" x 0.048" SMB
Load
Width (ft)
Max. Span
17(bending'b'
or deflection'dj
Load
Width (ft)
Max. Spa n'L'/(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Max.
Cantilever
182 Span
3 Span
4 Span
Max.
Cantilever
4
10'-5' d
12-10' d
1T-1' d
2-2' d
4
12'-10' d
16-11" d
16'-2' d
2'-8- d
5
9'-8' d
11'-11' d
12'-2" d
1'-11' d
5
11'-11' d-
14'-9" d
15'-0" d
2-5' d
6
9'-1" d
11'-3' d
11'-5' d
1'-10' d
6
11'3- d
13'-10' d
14'-2- d
24" d
7
8'S' d
I W-8' d
10'-10" b
1'-9" d
7
10'-8- d
13'-2- d
13'-5' d
2'-2° d
d
1072- d
10'-2-b
1'-0' d
8
10'-Y d
12'-7' d
12'-10" d
2-1- d
9
T-11" d
9'-10' d
9'-T b
1'S" d
9
9'-10" d
12-1' d
12'4- d
2'40" d
10
T2' d
9'S' b
9'-7' b
1' 7- d
10
9'S' d
11'-8' d
11'-10" b
T-11' d
11
TS' d
8'-11' b
8'-8' b
V-6" d
11
9'-2' d
11'4' d
11'-3" b
1'-11" d
12
7'3- d
8'-7- b
8'-0' b
1'-6" d
12
8'-1 Y d
11'-0' d
10'-10' b
1'-10' d
2"x 6"x 0.050"x 0.060'SMB
2"x7"x 0.060"x 0.060" SMB
4
15'-1' d
18'-7' d
18'-11' d
3'-1" d
4
1T3' d
21'3' d
21'-8' d
T-6- d
5
IT-11- d
1T3- d
1T-8' d
2'-10" d
5
15'-11' d
19'-9' d
20'-2" d
&3' d
6
13'-2' d
16'-3' d
16'-7- d
2'-8- d
6
"16-1" d
18'-T d
18'-11" d
3'-1- d
7
12'-6" d
15'-5' d
15'-9' d
2'-T d
7
14'4' d
1T-8' d
18'-0' d
2'-11' d
8
ll'-11' d
14'-9' d
14'-11' b
2'-5' d
a
13'-6' d
16'-11' d
17'3' d
2'-10" d
9
11'-6" d
14'-Y d
14'-1' b
2'4- d
9
IT-2' d
153" d
16'4' b
2'-8' d
10
11'-1 ` d
13'-9' d
13'4' b
23' d
10
12'-T d
15'-8- d
15'S' b
2'-7" d
11
10'-9' d
13'-2' b
12'-9' b
2'-2' d
11
12'4' d
15-2" d
14'-9" b
2-6' d
12
10'S" d
12'S' b
12'-Y b
2'-2' d
12
11'-1'1" d
14'-B' b
14'-2' b
2-5" d
2" x 8" x 0.072"
x 0.112"
SMB
2" x 9' x 0.072"
x 0.112"
SMB
4
21'-3" d
21T3- d
26'-9- d
4'-0" d
4
23'4' d
28'-10' d
29'-5" d
4'-0" d
5
19'-9' d
244' d
24'-10' d
4'-0' d
5
21'-8' d
26'-9' d
2T4- d
4'-0' d
6
10'-T d
22'-11' d
23'S' d
3'-10' d
6
20'S" d
26-2' d
2&-9" d
4'-0' d
7
1T-7' d
21'-9' d
22'-2' d
3W- d
7
19'S d
23'-11' d
24'-5" d
3'-11' d
6
16'-10' d
20'-10" d
21'3' d
T-Y d
8
18'-6' d
22'-11' d
23'4' d
T-10" d
9
1677 d
20'-0- d
2U-5- d
T4- d
9
1T-10" d
22-0' d
22'-6" d
3'-8' d
10
1S-8' d
19'4' d
19'-9" d
3'-2' d
16
1T3' d
21'-3" d
21W' b
T-6- d
11
15'-2' d
18'-9' d
18'-11' b
3'-1' d
11
16'-8' d
20'-7" d
20'-T b
T-5" d
12
14'-9" d
1&-2- d
18'-1' le
T-0' d
12
16'-2' d
20'-0' d
19'-8" b
3'4' d
2" x 9" x 0.082"
x 0.153'
SMB
2" x 10" x 0.092"
x 0.187"
SMB
4
25-0" d
NY-11" d
31' 7- d
4'-0" d
4
29'-0' d
35-10' d
36'-7' d
4'-0' d
5
23-3" d
28'-W d
29'3' d
4'-0' d
5
26'-11- d
33'3- -d
33'-11" d
4'-0- d
6
21'-10- d
2T-0' d
2T-7- d
TU d
6
2S4' d
31'4' d
31'-11' d
4'-0- d
7
20'-9" d
25'-8" d
26'-2' d
4'-0- d
7
24'-1" d
4'-0' d
8
19'-10' d
24'-T d
25'-0' d
4'-0' d
8
23'-1- d
2B'S' d
29'-0' d
4'-0" d
9
19'-7' d
23' 7- d
24'-1' d
3'-11" d
9
22-2- d
2T4' d
2T-11' d
4'-0" d
10
18'S' d
22'-9" d
23'-3' d
T-9- d
10
21'-5' d
26'S' d
26'-11" d
4'-0" d
11
1T-10" d
22'-1° d
22'S' d
3'-W d
11
20'-9' d
25'-T d
26'-1' d
4'-0' d
12
1T4' d
21'S'
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 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 Wall Structures, 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: I.
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 2.1.213410 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled
Carports
Aluminum Alloy 6005 TS
For 3 sec. wind gust for 110 MPH velocity;
Using design load of 17.7 #/SF f47.1 #ISF for Max. r-fil "rl
2" x 4" x 0.046" x 0.050" SMB
2" x 5" x 0.050" x 0.048" SMB
Load
Width (L
()
Max. Span'L'/(bending
W or deflectlon'dj
1 Load
Width f .
()
Max. Span'L'/(bending W or deflection'd
18:2 Span
P
3 Span
P
4 Span
P
Max'
Cantilever
1&2 Span
P
3 S an
P
4 S an
p
Max.
Cantilever
4
9'-11' d
12'-4' d
12'-7' d
2'-2" d
1 4
124" d
1 15'-3' d
15-6' d
T-8' d
5
9'-3' d
11'-5" d
11'-8" d
1'-11' d
1 5
11.5" d
14'-2' d
W-5' d
2'-5" d
6
8'-9" d
10'-9' d
10'-11' d
1'-111* d
6
10.9" d
13 7 d
13'-7- d
2'4- d
F-3"d
0`3d
10'
1-9' d
7
'
10-W
2'' d
'
2'-7 2- d
8
7'-11' d
9'-9' d
9'-6' b
1'-8' d
-Tr-a-
B
9' -9" d
12'-1' d
12-7 d
2-1' d
9
T-7" d
9'-3' b
8'-11b
-d
9
9'-5' d
11'-7- d
11'-B' b
2'-0' d
10
7-4- d
B'-10" b
8'-6` h
1'-7 d
10
9'-1' d
11'-3' d
11'-1' b
1-11- d
11
7'-1- d
8'-5- b
8'-1- b
1'-6' d
11
8'-10' d
10'-10' d
10'-T b
1'-11' d
12
6'-11' d
8'-0' b
T-9' b
1'S' d
12
8'-7- d
10'-6` b
1 10'-2- b
I 1'-10° d
2" x 6" x 0.050"
x 0.060"
SMB
Y x 7" x 0.060"
x 0.060"
SMB
4
14'-5' d
17'-10' d
18'-2' d
1 T-1' d
4
16'-0' d
20'S' d
20'-10" d
3'-6' d
5
S
137' d
16'-7- d
16'-11' d
2'-10" d
5
164' d
18'-11' d
19'4' d
3'3" d
6
12'-T d
15'-T d
15-11- d
2'-W d
6
14'-5- d
17'-10- d
t87-2' d
T-1- d
7
11'-11" d
14r-1-0 d
147-11" b
;F7 d
7
13'-8- d
16--11" d
1T-3' d
2'-11' d
8
11'S' d
14'-2' d
14'-0' b
2'S" d
B
13'-1' d
16'-2' d
1 fi'-3' b
2-10' d
9
11':5 d
13'-T d
13'-3' b
27-7 d
9-
12-7' d
15'-T d
15'-4 b
2'-8' d
10
10'-8- d
12'-11' b
1277- b
2'3' d
10
12'-2- d
15'-0- d
14'-7- b
27 d
11
10'4' d
12'-5' b
11711- b
2'-2° d
11
11'-9- d
14'4" b
13'-10' b
Y-6- d
12
1 10'-0- d
I 17-10- b
11'-5- b
I 2'-2` d
12
11'-5' d
1 13'-9- b
13'-3' b
2S" d
2" x 8" x 0.072"
x 0.112"
SMB
2" x 9" x 0.072"
x 0.112"
SMB
4
20'4" d
25-2" d
25'-B" d
4'-0" d
4
22'-5' d
27'-B' d
28'-3' d
4'-0° d
5
18711- d
23'4' d
23'-10' d
4'-0' d
5
20'-10' d
25'-8" d
26'-2' d
4'-0" d
6
1T-9' d
21'-11' d
2 :T d
3'-10' d
6
19'-7' d
24'-2T' d
24'-8" d
4'-0' d
7
16'-11" d
20'-10" d
21'3' d
_Tr_d
7
18'-7- d
22'-11' d
23'3' d
T-11- d
8
16'-2' d
19'-11' d
20'-4' d
3'S' d
8
1T-9' d
21'-11' d
2Z-5' d
TAG* d
9
15'-6' d
19 2 d
79'-7' d
3'-4" d
9
17'-1' d
21'-1" d
21'4' b
T-B' d
10
15' 0 d
1 a'-6' d
18'-8' b
3'-2' d
10
16'-6' d
20-5 d
20'-3' b
3'-6- d
11
14'-6- d
17'-11" d
1T-9' b
T-1' d
11
15-11' d
19'-9' d
4
19'' b
3'-5" d
12
14'-7' d
1T5' d
17'-0' b
3'-0' d
12
15'S' d
19'-2' b
19-6' b
T.4" d
2"x9"x0.082"x0.153"SMB
2"x10"x0.092"x
0.187"SMB
4 1
24'-W d 1
29'-8' d
30'-3' d
4'-0' d
4
2T-10' d
34'S' d
35'-1- d
4'-T d
5
22'-3' d
2T5" d
28'-V d
4'-0' d
5
25'-10' d
1 31' 111- d
3Z.7- d
4'-0' d
6
20'-11 lit
25-11- dM21--5-
4'-0' d
6
244" d
30'-0" d
30'-8' d
4'-0" d
7
19'-11" d
24'-T d
4'-0' d
7
23'-l' d
28'-6" d
29'-1' d
4'-0- d
8
19'-7' d
23'S' d
4'-0" d
8
22'-1' d
2T-3' d
2T-10' d
4'-0' d
9
18'4' d
22'-T d
3'-11' d
9
21'3' d
26'-3' d
26'-9' d
4'-0' d
10
17'S' d
11 -10- d
3'-9' d
10
20'-w d
25'4- d
MY I0° d
4'-W d
11
17'-2" d
21'-2" d
3'-8' d
11
1g'-10' d
24'S' d
2S-0' d
4'-0' d12
16'-B'd
20'-Td
3'-T d
12
194' 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 spans for total beam soans.
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 Roofs'
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 100 & 110 MPH velocity: using design load of u n arsr
Single Self -Mating
Beams
= Tributary Load Width
6'-0" 7'-0"8'•0" 9'-0"
10'-0",,
11'-0' 12' -0" 13'-0' 14'-0' 15%0" 16'-0" 17.-0"
AllowableSpa7n'5L/bni
ng W or deflection
x 4' x 0.046' x 0.050"
9' d
8'd
'
8-3
d7
-8d
-d
7'-3' d
7'-0' d
6-10' d
63' d
6'-7' d
6-5' d2"
2" x 5" x 0.050" x 0.D48"
11'-3' d
-2' d
T-10" d
9'-6' d
9'-2- d
8'-11- d
8.8- d
B'-6' d
8'-3' d
8'-l" d
T-11' d
2" x 6" x 0.050" x 0.060"
13; 2' d
72.6' d
11'-11' d
11'-6' d
1 T-1' d
10'-9' d
10'-5' it
10'-2' d
9'-11' d
g'-8' d
9'-6' d
9'4' d
2" x 7" x 0.060" x 0.060"
15'-1" d
14'-3' d
13'•8' d
13'-2" d
12'-8' d
12'-3- d
11'-17' d
11'-8- d
11'4- d
11--1- d
10'-10- d
10'-8" d
2" x 8' x 0.072' x 0.112"
1 B'-7' d
1 T-7" d
16'-10' d
16'-2' d
15'-8' d
15'-Y d
14'-9' tl
14'�' d
13'-11' d
13'-8' d
13'4' dLIT-11
'-1' d
2" x 9' x 0.072" x 0.112"
2D'-5' d
19'4' d
18'-6' d
1T-10' d
1T-2' tl
16'.8' d
16'-2' d
15'-9' d
15'-5' d
15-0' d
14'-9' d'-5'
d
0.153"
21'-10` d
20'-9" d
19'-10' d
1g'-1' d
18'-5" d
1T-10" d
1T4" tl
16'-11' tl
16'-6" d
16'-7' d
16-9- d-5"
d
2" x 1 D' x 0.092" x 0.187"
254" d
24'-1' d
23'-0" d
2Y-2' d
21'-5" d
20'-9" d
20'-1' d
19'-7' d
19'-1' d
181-8' d
18'-3' d1'
d
Double Self -Mating
Beams
-
Tributary Load Width
6'-0" 1 7'-0" 8'-0' 1 9'-0" 1 10'-0" 1 11'-0" 1 17-0" 1 13'-0" 1 W-0' 1 151-0" 1 16'-0" 1 17'-0"
Allowable Span'L'!
bending'b' or deflection'd'
(2) 2" x 8" x 0.072" x 0.112"
23'-4' d
22'-2' d
21'-3" d
20'-5' d
19'-8- d
19'-1' d
18'-T d
18'-1" d
IT-7- d
17'-3- d
W-10' d
16'-6'
(2) 2" x 9" x 0.072' x 0.112"
25'S' d
24'S' d
23'-4' d
22'-S d
21'-8" di
20'-11' di
20'-5' d
19. d
19'4" di
18'-1 P di
18'-F di
18'-2'
(2) 2" x 9" x 0.082" x 0.153"
27'S' d
25-2' d
25'-0' d
24'-1- d 1
23'-3- di
22'-0- it
21'-10' di
21'-3- dl
20'-9- di
2U44 d
19'-10' it
19'-6'
(2) 2" x 10" x 0.092" x 0.187"
31'-11" d
30'4' d
29'-0' d
27'-11' d
26'-11' d
26'-1" d
25'-' d
24'-8' d
24'-l" d
23'-W d
23'-. d
22'-7'
eloped rbbis include gables where the slope of me 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 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 maybe 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 gust for 100 & 110 MPH velocity; using design lead Of 19 ) eree
Single Self -Mating
Beams
Tributary Load Width
6'-0" T-0" 8'-0' 9'-0" 10--0"
11'-0' 12'-0" 13'14'•0' 15'-0" 1 16'-0' 1T-0"
Allowable Span
'L'/ bending'b' or deflection.,
2" x 4" x 0.046" x 0.050"
6-9' d
8'-3" d
T-11' d
7'-7' di
T4- d
T-1- d&-11"
dl
6'-9- d
6'-7- d
6'S d
6'-3' b
6'-0" b
2" x 5" x 0.050" x 0.048"
10'-g' d
10'-3' d
9'-9' d
9'-5' d
9'-l' d
8' 40- d
8' 7- d
8'4' d
IVA' d
T-11' d
7*-9' d
T-T d
2" x 6" x 0.050" x 0.060"
12'-7" d
11'-11; d
11'-6- d
11'-0- d
10'-0' d
10'-4- d
10'-0' d
9'-9' d
9'-6- d
9'4' d
9'-7' d
8'-11' b
2' x 7' x 0.060' x 0.060"
14'-5" d
13'-W d
1T1' d
12'-T d
12'-2- d
11'-9' d
11'-S d
11'-2- d
10'-10- d
10'-8" d
10'5' d
10'-2' it
2" x 8' x 0.072" x 0Al2'
1 T-9' d
16'-11' d
16'-2' d
15-6' d
14'-11' d
14'-0' it
14'-1' d
13'-9" d
13'-5- d
13'-1' d
12'-10" d
12'.7- d
2"x9"x0,072"x0Al2"
1T-7' d
18'-7' d
1T-9' d
1T-1- d
16'-6- d
15'-11-d
15'-6' d
15'-l" d
W-9" it
W-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
'IT-8' d
1T-1' d
16'S' d
16'-2" d
W-10- d
15'-5- d
15-1- d
14'-10' d
2" x 10" x 0.092' x 0.18T
24'4' d
23'-1' d
22A d
21'-3' d
20'S' d
19'-10' d
19'4- d
18'-9- d
18'4- d
1T-11' d
1T5' tl
1T-2' d
Double Self -Mating
Beams
Tribute Load Width
6'-0' T•0- 8'-0' 9'-0" 10'-0' 11' 0 12'-0'1 1IT-0" 1 14'-0" I 15'-0" 16'-0" 17'-0"
Allowable Span'L"! bending W or deflection'd'
2) 2" x 8" x 0.072' x 0.112"
2T-5" d
21'3" d
294' d
19'-7- di
18'-11' d
18'4- d
1T-9' d
1T4' d
16'-11" d
16'-6' d
16'.2" d
75'-10' d
2) 2" x 9' x 0.072" x 0.112'
24'-8- d
23'-5- d
2Y-5' d
21'-6' d
20'-9' d
20'-2" d
19'-T d
19'-0' d
1B'-T d
18'-2' d
1T-9' dl
1T-5- d
2 2" x 9" x 0.082" x 0.153"
26-5- df
25--1- d
23'-11' d
23'-1' d
22'3' d
21'-T d
20'-11' di
20'-5" d
19'-11' dl
19'-5- dl
19' 0' di
18'-8- d
2 2" x 10" x 0.092- x 0.167'
30'-7' di
29'-1" dl
2T-10" di
26'-9' dl
25'-10' dl
25'-0- di
24'4- dl
23'-8" di
23'-l' di
27-7- 11
22'-1- d
..-=...Ma.. - -g ... games wncre me slope m me roor Is less man 1- m 12-.
Notes:
1. It Is recommended that the engineer be consulted on any carder beam that spans more than 39
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 & Coun
5. Spans maybe interpolated. Town 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
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Table 2.1.1 A-120 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 120 MPH velocity;
Uslnq design load of 16.2 #ISF (48.3 #/SF for Max. Cantileverl
2^ x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span
'L'I(bending'b'
or deflection'd')
Load
Width (ft.)
Max. Span 'L7(bending'b' or deflection'd')
1&2 Span
3 Span
4 Span
CanlilL.r
1&2 Span
3 Span
4 Span
Cantilever
4
5'-1' d
6'-3' d
6-5' d
1'-1' d
4
T-1- d
8'-9- d
&-It- d
1 1'-6- d
5
4'-9' d
5'-10' d
5'-11' d
0'-t I' d
5
6'-7' d
8'-2' d
8'-4' d
1'4' d
6
4'-5' d
&-6' d
S-T d
0'-11- d
6
6'-2' d
T-8" d
T-10' d
1'-3- d
7
4'-3' d
5'-W d
S4' d
0'-11- d
7
5'-11' d
7"-3' d
7"-5' d
1'-3' d
8
4'-1' d
4'-11" d
5'-1" d
0'-10" d
8
5'-8' d
6'-11" d
6'-11' b
1'-2' d
9
3'-11" d
4'-10" d
4'-11" d
0'-10" d
9
5'-5' d
6'-8' d
6'-7' b
1'-1' d
IO1
d
4'-8' tl
4'-8' b
0'-9" d
11)
5'-3' d
6'-5' d
6'-3- b
1'-1- d
11
3' -8' d
4' '
b
0' -9' d
11
5'-1' d
6'-2' b
5'-11' b
1'-1' d
12
1 T-6' d
1 4'4' d
1 4'.3- b
0'-9' d
12
4'-11' d
5'-11" b
5'$' b
1'-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 (ft.)
Max. Span 'L'I(bending'b'or deflection'd')
1&2 Span
3 Span
4 Span
Mom'
Cantilever
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
T-10' d
9'-9' d
T-1 I- d
1'-8- d
4
9'-3" d
11'-5' d
11'-8' d
1'-11- d
5
7'4' d
9'-0' d
9'-2- d
1'-6- d
5-
8'-7' d
10'-7' d
10'-10' d
1'-9- d
6
6'-10' d
8'-6' d
W-W d
1'-5- d
6
&-l' d
9'-11' dnu
1'-8- d
7
6'-6' d
8'-1' d
8'3- d
1'4- d
7
T-8^ d
9'-6' d'-7'
d
8
6'-3" d
T.9' d
T-10- d
1'4- d
8
T4' d
8'-11" b'-6'
d
9
6'-0' d
7'-5' d
7'-T d
1'-3- d
9
T-1' d
8'-5" b'-6'
d
10
5'-10' d
T-2' d
T,4' d
1'-2' d
10
6'-10- d
T-11' b1'-5"
d
11
6-7' d
6'-11' d
6' -11' b
1'-2' d
11
6'-7' d
7'-7' b'4'
d
12
5'-5' d
6'-9' d
6'-8- b
1'-Y d
12
6'-5" d
T-3' b'4-
d
' x 2' x 0.045"
Hollow
'
Load
Width (fL)
Max. Span 'W(banding'W
or deflection'd')
1&2 Span
3 Span
4 Span
Max'
Cantilever
4
5'-9' d
T-l' d
7'-3- d
1'-2- d
5
5'-4' d
6'-7' d
6'-9' d
1'-1- d
6
5'-0' d
6'-2' d
6'4' d
1'-1" d
7
4'-9' d
5'41' d
6'-0-' d
0'-11- d
8
4W" d
5'3' d
5-9' d
0'-11- d
9
4'-5- d
5'-5' d
5'-6- d
0'-11' d
10
4'-3' d
5'-3' d
54" d
0'-11- d
11
4'-1" d
6-1- d
5'-2- d
0'-10- d
12
T-11" d
4'-11" d
5'-0- d I
(y-10" d
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
Notss:
14 �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 2.1.1B-120 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
0or3 sec. wind gust for 120 MPH velocity;
Using design load of 16.2 #ISF (48.3 #ISF for Max. Cantilever)
2"x 4"x 0.046' x 0.050" SMB
2" x 5" x 0.050' x 0.048" SMB
"•Load
Width (ft)
Max. Span
' L'I(bending'b'cr
deflection'dl
Load
Width (ft.)
Max. Span'LYbending'b' or de fle ti.n'd')
182 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Cantil Max.
4
10'3' d
17-T d
12'-11" d
2'-1' d
4
12'-8" d
15'-8' d
16-11" d
2' 7" d
5
9'-6' d
1I'-9' d
12' T d
1'-11' d
5
11'-9' d
14W' d
14'-10" d
2'-5" d
6
8'-11' d
1TA" d
11'4" d
1'-10" d
6
11'-1' d
13'-W d
1T-11" d
2'3' d
7
8'-6" d
10'-6" d
1U-8- b
1'-9- d
7
10'-6" d
13'-W d
IT-3" d
2'-2" d
8
8'-2' d
10'-1' d
9'-11' b
1'-a' d
a
10'-1' d
12'-5' d
12'-8- d
2'-1- d
9
1 T-10' d
9'-8' d
9'4' b
1'-7' d
9
9'-8' d
11'-11' d
IT-3" d
T-11" d
10
7'-T d
9'-2' b
6'-11' b
11" d
10
9-4' d
11'-T d
11'-7" b
1'-11' d
11
T47 d'
b
1'-6' d
11
9'-1" d
11'-2" d
11'-1' b
I'-1 D' d
12
77 d
I 8'S' b
I &-I- b
1'-6- d
12
710- d
10'-10' d
10'-7" b
1'-10' d
2"X6"X 0.050"x
0.060"SMB
2" x T x 0.060'
x D.5Be-
SMB
4
14'-11' d
18'S' d
18'-9' d
3'-1- d
4
1T-0' d
21'-0" d
21'-5' d
3'-6' d
5
13'-10' d
1T-1- d
1TS d
7-10' d
5
15'-10- d
19'-6' d
19'-11" d
3'-3' d
6
1V-W d
16'-l' d
16'-5- d
2'-W d
6
14'-10' d
18'4' d
18'-9' d
3'-1' d
7
17-4' d
IS-3' d
1S-T d
2'-T d
7
14'-1- d
1T-5" d
1T-9' d
2'-11' d
8
11'-10' d
14'-7- d
14'-8" b
7S" d
8
1T-6' d
16'-W d
1T-W b
2'A" d
9
11'4' d
I- d
IT-10- b
2'4- d
9
12'-11' d
16'-T d
16'-W b
2'-0' d
10
10'-11' d
13'-T d
13'-1- b
2'-3- d
10
17-6' d
1&-6' d
15-2- b
2'-7" d
11
10'-T d
12'-11' b
12'-W b
7-2" d
11
12'-2' d
14'-11' d
14'-6" b
7-6" d
12
10'4' d
12'-5- b
11'-11' b
2'-1' d
12
1T-10" d
1 14'4" b
IT-11- b
75" d
2"x8"x0.072"x0.112"SMB
2"x9"x 0.072"x 0.112"SMB
4
1 20'-11' d
1 25'-11" d
26'S" d
4'-0" d
4
23'-1" d
28'.6" d
29'4" d
4'-0" d
5
1 191-6' d
1 24'-1" d
24'-W d
4'-0- d
5
21'-5' d
26'-5" d
26'-11" d
4'1' d
6
18'4" d
I 27-W d
23'-1' d
3.9" d
6
20'-2' d
24'-11' d
25.5- d
4'-0' d
7
ITS' d
21'S' d
21'-11' d
3'-7- d
7
19'-2' d
23'-8- d
24'4' d
3'-11' d
8
16'-8' d
20'-7" d
20'-11' d
3'S d
8
18'4' d
22' 7' d
23'-1" d
3'-9' d
9
16'-0" d
19'-9' d
20'-2- d
3'4- d
9
1T-7' d
21'-9' d
22'-2- d
T-T d
10
15'-5' d
IV-1' d
19'-T d
3'-2" d
I
16'-11- d
20'-11- d
21'-2' b
3'-6' d
11
WA V d
18'-6' d
18'-7- b
&-1' d
11
16'•6' d
20'4" d
20'-2" b
3'-5- d
12
14'-T d
1T-11' d
17'-9' b
7-11' d
12
15'-11' d
19'-9' d
19'4' b
3'4- d
2" x 9" x 0.082"
x 0.153'
SMB
2" x 10" x 0.092"
x 0.187-
SMB
4
1 24'-9' d
30'S' d
31'-2' d
4'-0" d
4
28'-8' d
1 35'S' d
36'-1' d
4'-0' d
5
1 27-11' d
28'4' d
28'-11' d
4'-0' d
5
26'-7' d
I 32'-10- d
33'-6" d
4' 0' d
6
21' 7' d
26'-8- d
2T3' d
4'-0- d
6
25'-1' d
30'-11' d
31'-7- d
4'-0- d
7
20'-6' d
254' d
25'-10- d
4'-0- d
7
23--10' d
29'-5' d
29'-11' d
4'-0" d
a
19'-7- d
243' d
24'-9' d
4'-T d
8
22'-9" d
28'-1' d
28'-8' d
4'-0" d
9
18'-10' d
23'4- d
23'-9- d
S-11' d
9
21'-11' d
27'-0" d
27-7- d
4'-0- d
10
18'3' d
27S' d
27-11' d
T-9- d
10
21'-2' d
26'-l' d
26'-T d
4'-0- d
11
1T-8' d
21'-10' d
273- d
3'-8' d
11
20'-6- d
253" d
25'-9- d
4'-0- d
12
1T-2' d
21'-2' d
21'-5" b
3'-6" d
12
19'-11' d
24'-7" d
25'-1" d
4'-0' d
Mono -sloped roofs include gables where the slope of the roof is less than I' 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-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 sec. wind gust at 12D MPH;
Using design load of 21.1 #ISF (48.3 f#SF for Max. Cantilever)
2" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span'L'1(bending'b'
or deflection'd')
Load
Width (fL)
Max. Span 'L'/(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Ma.
Cantilxever
1&2 Span
3 Span
4 Span
p
Max'
Cantilever
4
4'-0' d
5'-9- d
S-11' d
1'-1' d
4
6'-6' d
8'-0' d
8'-2' d
1'-6" d
5
4'-4 d
5'4' d
5'-5' d
U-11' d
5
6'-0' d
T-7' d
1'-4' d
6
5'-0' d
5'-2' d
0'-11' d
6
5'-8' d
7%1' b
1'-3' d
7
4'-9' d
4'-11' d
0'-10' d
7
5'-5' d
6-7' b
7'-3' d
4-7' d
4'-7' b
0'-10" d
8
5'-2' d
j
6'-1' b
1'-2" d
9
N3�3-
4'-5' d
44' b
0'-10" d
9
4'-11" d
5'-9' b
1'-1' d
10
4'-3' b
4'- '
1 b
0'-9' d
10
4'-9' d
5'-6' b
1'-111d
4'-1' b
3'-1 '
1 b
0'9" d
11
4'-B' d
5'-3' b
1'-0' d
12
3'-10' b
T-9' b
0'-9' d
12
4'-6- d
5'-2' b
4'-11' b
1'-0" d
2" x 3" x 0.060" Hollow
2" x 4" x 0.050" Hollow
Load
Width (f .)
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
Cantilever
1&2 Span
3 Span
4 Span
Max'
Cantilever
4
T-2- d
8'-11' d
T-1' d
1'-7' d
4
8'-6' d
10'-W d
10'-8' b
1'-11' d
5
6'-8" d
8'-3' d
&-5" d
1'-6- d
5
T-10- d
9'-9- d
9'S' b
1'-9' d
6
6'4" d
7'-9" d
T-11' d
1'-5" d
6
T-5' d
8'-11' b
8'-8' b
T-8" d
7
5'-11' d
T-5' d
T-8' d
1'4" d
7
T-0" d
T-4' b
8'-l' b
1'-7" d
8
5.9" d
T-1" d
T-2' b
1'-3' d
8
6'-9- d
7'-9' b
T-6- b
1'-6' d
5'-6' d
6'-9' d
6-9' b
1'-3- d
9
"" d
T4b
T-1' b
1'-5' d
0
P11
5-4' d
6'-7' d
6'-5" b
1'-2' d
10
6'-3" b
T-11' b6'-9'b1'-5'd1
5'-2" d
T-4" b
6'-1" b
1'-2' d
11
5-11' b
6-8" b
6'-5' b
1'4' d
2
4'-11- d
1 6'-1" b
I S-10- b
11' 11' d
12
5'-8' b
6'-4- b 1
6'-2- b 1
1'4- d
" x 2" x 0.045"
Hollow
Load
Width (ft.)
Max. Span'L'/(bending W or deflaction'd')
1&2 Span
3 Span
4 Span
M"'
Cantilever
4
5'3' d
6'-6" d
6'-8" d
1'-2' d
5
4'-11' d
d
67'2 d
1'-1' d
6
4'-7" d
5'-8' d
S-1 D' d
1'-0- d
7
4'4' d
5-5' d
5'-6' d
0'-11" d
8
4'-2- d
5'-2- d
5'-Y d
0'-11' d
9
4'-0- d
4'-11' d
5'-1' d
0'-11- d
10
T-11- d
4'-9' d
4'-11' d
U-10' d
4--8' d
4'-8' b
U-70" d
12
3'-8" d
4'-6- d
V-6- b I
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 2.1.213-120 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 XSF (48.3 #1SF for Max. Cantilever)
2" x 4" x 0.046" x 0.050" SMB
2" x 5` x 0.050" x 0.048" SMB
Load
Width (tL)
Max. Span'L'/(bending'b'
ordeflection'dl
Load
Width (R)
Max. Span'L'/(bending'b' ordeflection'd'
1&2 Span
3 Span
4 Span
Max'
Cantilever
1&:2 Span
3 Span
4 Span
Max.
Cantilever
4
9'S" d
11'.7" d
11--10- d
2'-l' d
4
11'-8' d
14'4' d
W-8- d
2W' d
5
8'-9" d
10'-9' d
I II'-0' d
1'-11' d
5
10'-10' d
13'4- d
IT-7- d
2'-5' d
6
8'-0' d
10'-2' d
10'-1' b
1'-10' d
6
10'-2' d
12-7- d
12'-1 D" d
2'-3- d
7
T-10' d
9'-8- b
9'4- b
1'-9' d
7
9'.8' d
11'-11" d
12'-Y b
2'-2' d
8
T-6' d
9'-0' b
8'-9' b
1'-8- d
1 8
9'-3' d
11'S- d
1174' b
2'-1' d
9
7'-2' d
8'-6" b
8'-3' b
1'-7- d
9
&-10' d
10'-11" d
10'-9' b
1'-11- d
1 D
6'-11' d
8'-l" b
T-10' b
I' -r d
10
8'-7' d
10'-6' b
10'-2' b
1'-11' d
11
6'-9' d
T-8' b
T-Y b
1'-6" d
11
8'4' d
10'-0' b
9'-8' b
1'-10' d
12
6'S' d
T4' b
T-1- b
V-6' d
12
6'-1' d
9'-T b
9'-0' h
1'10" d
2" x 6" x 0.050"
x 0.060"
SMB
2' x 7" x 0.060'
x 0.060"
SMB
4
13'-8' d
W-10' d
1T-2' d
1 3'-1' d
4
15'7' d
1V-3" d
19'-W d
V-6- d
5
12'-8" d
15'-7- d
15'-11' d
2'-10' d
5
W-F d
1T-10- d
18'3- d
73" d
6
11'41' d
14.8" d
14710- b
2'-8- d
6
IT-7' d
W-10' d
1T-2' d
3'-1' d
7
11'4" d
13'-11- d
1T-9- b
2'-T d
7
12-11' d
15-11" dr14�11-
' b
2'-11- d
8
10'-10" d
13'4' b
12'-10- b
2'-S d
8
12'4' d
15'3' d
b
2.9- d
9
10'S' d
12'6-b
12'-1' b
24" d
9
11'-11' d
W-6- b'
b
7-8- d
10
10'-0' d
11 1' b
11'-6' b
2'-3' d
10
11'-6' d
13'-9' b'
b
2-7" d
11
9-9' d
IV4' b
10'-11- b
2'-2' d
11
11'-1' d
13'-2' b'
b
2'-W d
12
9'S' d
10'-10' b
10'-6' b
2'-1' d
12
1D'-10'd
12'-T b
b
T-5- d
2"x8"x 0.072"x
0.112"
SMB
2"x9'x 0.072"x
D.112"SMB
4
19'-2" d
23'-9' d
24.2- d
4'-0" d
4
21'-1' d
26'-l' d
26'-7" d
4'-0' d
5
17'-10" d
22'-0' d
22'-6' d
4'-0' d
5
19'-7' d
24'-3' d
24'-8' d
4'-0' d
6
16'-9' d
20r9- d
21r2 d
3'-9" d
6
18'S' d
22'.9" d
235' 3 d
4'-0' d
7
15'-11" d
19'3" d
20'-1- d
T-7' 'd
7
1T-6' d
21'•8' d
27-1' d
3'-11' d
8
15'-3' d
1S'-10' d
19'-1- b
3'-5- d
8
16'-9' d
2U-6' d
20'-9' b
3'-9' d
9
14'-8' d
18'-1" d
1T-11- b
3'4' d
9
IS'A" d
19'-11' d
19'-7" b
T-T d
10
17-2- d
1T-6' d
17'-l' b
3'-2' d
10
15-7' d
19'-T b
18'-7' b
T-W d
11
13-8. d
16'-10" b
16'-3" b
T-1' d
11
I&A" d
18'4" b
1T-8' b
T-5- d
12
13'4- d
1 16'-l' b
15'-7 b
2'-11' d
12
1 W-8' d
1T-6- b
16'-11" b
T4- d
2" x 9" x 0.082"
x 0.153-
SMB
2" x 10" x 0.092"
x 0.187"
SMB
4
22'-8' d
2T-11- d
28'S' d
4'-T d
4
26'3' d
32'-5' d
33'-1- d
4'-0" d
5
21'-0' d
25'-11' d
2&-6' d
4'-0' d
5
244' d
30'-1' d
30'-8' d
4'-0' d
6
19'-9' d
24'S' d
24'-1 r d
4'-0- d
6
22'-11' d
28'4' d
28'-11" d
4'-0' d
7
18'-9' d
23'-2' d
23'3' d
4'-0" d
7
21'-9- d
26--11' d
27'S' d
4'-0" d
8
17'-11' d
27-2" d
22'-W d
4'-0" d
8
20'-10" d
25'-9- d
26'3' d
9
1T3" d
21'4' d
21'-8' b
3'-11' d
9
20'-0- d
24'-9- d
253' d
4'-0' d
10
16'-8' d
20'-7' d
20'-7- b
3'-9' d
10
19'4' d
23'-11' d
24'4' d
4'-0' d
11
16'-2" d
19-11' d
19'-8' b
3'-8" d
11
18'-9' d
23'-2- d
23'J' b
12
15'-8' d
19.5- d
18'.10" b
1 3'-6" d
12 1
18'-2' d
I 22'-6' d
22'-3' h
4'-7 d
' Mono -sloped roofs include gables where the slope of the roof is less than I" 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-120 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 gust for 120 MPH velocity; using design load of 16.2 #/SF
Single Self -Mating
Beams
Tributary Load Width
6'-0- 7'-0- 8'-0- 9'-0" 10'-0"
11'-0" 1 IT-O" 1 13'-0" 1 14'-0" 1 15'-0"
Allowable Span
/ bending W or deflection'd'
2" x 4" x 0.046" x 0.050"
8'-11' d
8'-6' d
8'-2' d
T-10' d
T•7' dl
7'-4' d
T-7' di
6'-11' d
6'-9- d
6-7- d
6'-6- dI
6.4- b
2" x 5' x 0.050" x 0.048"
I VA' d
10'-6' d
10'•1' d
9'-W d
9'-4' d
VA" d
8'-10' d
8'-7' d
8'4' d
8'-2" d
T-1 I" d
T-10' d
2" x 6" x 0.050" x 0.060'
12-11' d
12.4' d
11'-10- d
11'4' d
10'-11' d
10'-7- d
VY-4- d
10'-0- d
9'-10' d
9'-7- d
T-4- d
9'-2- d
2" x 7" x 0.060" x 0.060"
14'-10' d
14'1' d
13'-6' d
IZA 1" d
12'-6' d
IT-2" d
11'-9" d
11'-6" d
11'-2' d
10'-11' d
10'-9' d
10'-0' d
2" x 8" x 0.072' x 0.112"
18'4' d
1 T-5- d
16'-8- d
15-11- d
15'-5- d
14'-11- d
14'-6- d
W-2- d
13'-10' d
13'-6- d
IT-2' d
12'-11' d
2" x 9" X 0.072" x 0A 12-
20'-2- d
19'•2' d
18'4' d
1T-7- d
16--11' d
16'-5" d
15-11- d
15'-7- d
15'-2" d
14'-10- d
14.6' d
14.3' d
2" x 9" x 0.082" x 0.153"
21'-7' d
20'-6' d
19'-7' d
18'-10' d
18'-2' d
17'-8- d
1T-2" d
16'-W d
165' d
15,41- d
15'-7' d
15'.3' d
2" x 10" x 0.092" x 0.187"
1 25-0' d
23'-9' d
22'-9" d
21'-10' d
21'-l' d
2T-5' d
IT-10' d
19'4' d
18'-10' d
18'-5' d
18'-1' d
1 T-8' d
Double Self -Mating
Beams
rY Tributa LoadWidth
6'-0' 7'-0" .8'-0" 9'-0" 10'-0" 1 11'-0" 1 12'-0" 1 13'-0' 14'-0" 151-0" 1
Allowable Span
'12 / bending'b' or deflection'd'
(2) 2" x 8" x 0.072" x 0.112"
23'-7' d
21'-11' d
20'-11' d
20'-2" d
19'-6' d
18'-10' d
18'4' d
1T-10- d
1T-5 d
16'-11' d
16'-8' d
76'4' d
2 2" x 9" x 0.072" x 0.112"
25'-5' d
24'•I- d
23'-1' d
22'-2' d
21'-5' tl
20'-9" d
20'-2" d
19'-T d
19'-2' d
18'-8' d
18'4' d
1 T-11" d
(2) 2" x 9" x 0.082" x 0.153'
2T-2' d
25'-10' d
24'-9' d
23'-9' d
22'-11- dl
2Z-3- di
21'-7" di
21'-0- di
20'-6- dl
20--0- dl
19'-7- dl
19'-3- d
(2) 2" x 10" x 0.092" x 0.187"
31'-6' di
27-11" dl
28'-8' di
2T-7- di
26' 7' di
25'-9' dl
25'-0' di
24'-5' dl
2T-9' dl
23'-3' d
22'-9' d
ZY-3' tl
Mono -sloped roots 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 carrier beam that spans more than 36'
2. Spans are based on 120 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-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 qust for 120 MPH velocity: usino design load of 71 1 fact:
Single Self -Mating
Beams
Tributary Load Width
6'-0" 1 7'-0" 1 8'-0" 1 9'-0' 1 10'-0"
1 11'-0" 1 12'-0" 1 13'-0' 1 14'-0" 15'-0" 16'-0" 1 17--0"
Allowable Span
'L' / banding W or deflection'd'
2" x 4" x 0.046' x 0.050"
8'-3' dl
T-10' d
T-T d
T-2' dl
6'-11" d
6'-9' d
6'.6' dl
94' bj8'-1
b
5'-11' b
6-8' b
5'-6' b
2" x 5" x 0.050" x 0.048"
10'-2' d
9'-8' d
9'-T d
8'-10" d
8'-T d
8'4" d
8'-1' d
T-10" dd
T-6- d
7'4" d
7'-2- b
2" x 6" x 0.050" x 0.060"
11'-11' d
1 T-4' d
10'-10- d
10'-5- d
10'-T d
9'-9' d
9'S' d
9'-2' dd
8'-8' b
8'-5' b
8'-2' b
2" x 7" x 0.060" x 0.060"
13'-T d
12'-11" d
12'4' d
11'-11' d
11'-6' d
IT-l" d
10'-10' d
10'-6' dd
10'-0- d
9'-9- b
9'-6'b
2" X 8" x 0.072" X 0.112"
16'-9' d
16-11" d
15'-3' d
14'-8' d
14'-2' d
13'-8' d
13'4" d
12'-1'1" dd
12'4" d
12'-1' d
11'-10' d
2" x 9" x 0.072'x 0.112"
18.5' d
1T-6' d
16'-9' d
16'-l' d
15'-7' d
15--1' d
14'-W d
14'-3- dd
13'-T d
13'4- d
13'-0- d2'
x 9' x 0.082" x 0.153'
19'-9' d
18'-9' d
ITA 1" d
IT-3" d
16'3' d
16'-2' d
1S-8' d
15'-Y dd
W-7' d
14'-3' d
13'-11' d
2" x 10" x 0.092" x 0.187"
27-11" d
21'-9' di
20'-10' d
20'-0' d
19'4' d
18'-9' d
18'-2' d
1T-9' d
1TJ' d
16'-11' d
16'-6' d
16'-2" d
Double Self -Mating
Beams
6.0' 7'-0" 8'-0" 9'-0' 10'-0' 1 11'-0`
1 IT-1)"
1 13'-0' 14'-0' 1 15'-0' 1 16'-0
Allowable Span'L'
/ bending
'b'
or deflection'd'
2 2' x 8" x 0.072- x D.I12'
21'-2' d
2w-l' d
19'-2' d
18'-5' d
1T-10" d
17'-0' d
16'-9' d
16'4" d
15-11' d
16D d
15'-3' d
14'-11" d
2) 2" x 9" x 0.072" x 0.112"
23'-3- d
22'-1- d
21'-1' d
20'4- d
19'-T d
18'-11' d
18'S" d
1T-11' tl
17'-T tl
1T-1' d
16'-9' d
16'-5" d
2) 2" x 9" x 0.082" x 0.153-
24'-11" di
23'-0' di
22'-8' dl
21'-9" dl
21'-0- di
20'4' dl
19'-9" di
19'-3" di
18'-9" dl
18'-4' d
1T-11' d
1 T-7- d
2) 2" x 10" x 0.092" x 0.187"
28'-11" d
27'S' d
26'-3" d
25-3' d
24'4' d
23' 7' d
22'-11' d
22'4' d
21'-9' d
21'J' d
20'-10' d
20'S' 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 censer beam that spans more than 39
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.
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
Will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
CATOR
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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 see, wind gust for 130 MPH velocity;
Using design load of 16.8 #ISF (56.6 #/SF for Max- Cantilever)
ax 3" x 0.045- Hollow
Load I Max. Span 'L'/(bending'b' or deflection'd') I Load I Max. Span'L'/(bending'b' or deflection'd')
Width (ft.) 1&2 Span 3 Span I 4 Span Cantilevl. er Width (ft) 1&2 Span 3 Span 4 Span "Max.
x 3"
width (ft.) 11&2 Span 1 3 Span 1 4 Span
"x 2- X 0.045- Hollow
Load Max. Span 'L'I(bending'b' or r
Width (R) 1&2 Span 1 3 Span 1 4 Span
Width (fL) 1 1&2 Span 1 3 Span 1 4 Span
mods include gables where the slope of the mof is less than 1' In 12".
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.
Table 2.1.1E-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
�1For, 3-sec. wind gust for 130 MPH velocity;
:Usingg design load of 16.8 #ISF (56.6 #/SF for Max- Cantilav-1
> Tyk4'. x 0.046" x 0.050" SMB
2' x 5' x D.050" x 0.048" SMB
= ..Load
Width (fL)
Max. Span
'C/(bending
W or deflection'd')
Load
Width (fL)
Max. Spa n'L'I(bending'b' or deflection 'd')
1&2 Span
3 Span
4 Span
Max'
Cantilever
1&2 Span
3 Span
4 Span
M-
Cantilever
4
10'-2' d
IT-6' d
I 12'-9" d
Z-0' dM71
T d
15'-T d
15'-10' d
2'-T d
5
9'S' d
I V-8" d
l l'-10" d
1'-10" dW
d
14'-5- d
14'-8- d
2'-' d
6
8'-10' d
W-11' d
11'-2" d
1'-9' d11"
d
13'-6' d
13'-10- d
2'-2" d
7
W-T d
10'5' d
10'5' b
1'-8' d5'
d
12'-10' d
13.1' d
2'-1' d
8'-1" d
9'-11' d
9'-9' b
1W- d1"
d
12'-4'd
IZ-T d
1'-11' d
T-9' d
9'-0' b
9'-2' b
1'S d'
d
11'-10' d
17-0' b
1'-11• dT5'
d
9'-0' b
8'-0" b
V-T It'
d
11'-5• d
I V-Y b
1'-10" d
_3d
8-7' b
8-4 b
1'-e d1'
d
1T-7' d
10'-10" b
1'-9" d
12
T-T d
8'3' b
T-11' b
1'-5' dB"
d
10'-9' d
1 1l1'-5' b
1'-9' d
2" x 6" x D.050" x 0.060" SMB
2' x 7" x 0.060" x 0.060" SMB
4
14' W d
1 18'-2' d
1W-6' d
7-11- d
4
19-10' d
20'-9• d
1 21'-2- d
3'-4- d
5. ,
13'-8' d
16'-10' d
1T-2" d
7-8' d
5
1 S-T d
19'-3' d
I 19'-S' d
T-1' It
6
17-10' d
15'-10" d
16'-2' d
2'-6' If
6
14'-8' d
18'-2' d
1 18'S' d
7-11" It
7
12'-2' d
15'-l' d
15*-4' d
Z-5' It
7
13'41- d
1T-3- d
I 1T-7• d
7-9- d
8
11'-W d
14'5- d
14W b
2'4- d
8
13'-0" d
16'S" d
16'-8- b
2'$ d
9
11'3' d
13'-10" d
13'-7' b
2'-3' d
9
12'-10' d
15'-10• d
15'-9• b
2'-W d
10
10'40' d
13-4 b
12'-11' b
7-2' d
10
12'S" d
IS-4" d
I 14'-11" b
2'S' d
11
101S' d
17-9' b
173' b
2'-1' d
11
11'-11' d
14'-9' b
1 14'-3' b
2'4' d
12
1 10'-2" d
12'-Y b
1 11'-9- b
2'-0' d
1 12
TT-W d
14'4' b
13'-8- b
2'-0' d
2" x 8" x 0.
072" x 0.112'
SMB
2" x 9" x 0.072"
x 0.112"
SM B
4
20'-9' If
1 25'-7- d
26-1" d
4'-W d
4
22'-9- d
2&-Y d
28'-9• d
4'-0' d
5
19'-3" d
2T-9' d
24'-3' d
3'-10' If
5
21'-2' d
26'-2" d
26'-B- d
4'-0" d
6
18'-1' d
22'-4' d
27-10- It
3'-7- d
6
19'-11° d
24'-7" d
25'-1' d
3'-11' d
7
1T-2" d
21'3' d
21'-8' d
3'-5' d
7
18'-11' d
23'-4' d
23'-10' d
3'-9' d
8
16'-5" d
20'-4' d
20'-9" d
3'3' d
8
18`4" d
22'-4' d
22'-9° d
3'-7' d
9
1S-10• d
19'-6' d
19AV d
T-1- d
9
1T-5' d
21'-6- d
21711' d
3'S' d
10
15'3' d
787-10' d
19'-1- b
3'-W d
10
16'-10' d
20'-9" d
20'-10' b
3'-0' d
11
14'-9' d
18'3' d
18'3- b
2'-11- d
11
16-3' d
20'-1• d
19'-10" b
3'-3' d
1
7-9'd
1T-5• b
2'-10" d
12
15-10' d
19'S• d
18-11b
3-1" d
x1Y-
2"x 92OB4,,'ES
2"x 10"x 0.092x
0.187"SMB
4 1
24'-5' d
30'-2" d
30'-9' d
4'-0' d
4 1
28'-4' d
34'-11' If
35'-8' d
4.0' d
5 1
22'-8' d
28'-0' d
28'-7' d
4'-0' d
5 1
26'-4' d
32'-6" d
33'-2- It
4'-0' d
6 1
21'-4' d 1
26'-4' d
26'-11' d
4'-0' If
6 1
24'-9" d
30'-7' d
31'-2' d
4'-0° If
7
20'-3' d
25-0' d
26-6' It
4'-0' d
T
23'S' d
29'-0" d
29'-7" d
4'-0' d
B
19'S' d
23'-11' d
24.5' d
3'-10" d
8
22'-6' d
2T-9' d
28'-0" d
4'-0" d
9
18'-W d 1
2T-0- d
23'S' d
T-8` d
9
21'-T d
26'-6" d
273' d
4'-0" d
10
1T-11' d
22'3' d
275' d
3'-7' d
70
20'-10' d
25'-9' d
26'-4' d
4'-0' d
11
1TS d
21'S' d
21'-11- d
T-5' d
11 1
20'-3" It
24AV d
25.5" d
T-11- d
12
16.41" d
20'41- d 1
21.1' b
T-4- d
12 1
19'-8' d
24'-3' d
24'-9- d
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 2.1.29-130 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 see. wind gust for 130 MPH velocity;
Using design load of 24.8 f#SF (56.6 #ISF for Max- Cantilaverl
2" x 4" x 0.046" x 0.050" SMB
2" x 5' x 0.050" x 0.048' SMB
Load
Width f .
()
Max. Spa
n'L'l(bending'b'
or de
ctlon'dj
Load
Width ft
()
Max. Span VI(bending'b' or deflection'd
112 Span
p
3 Span
p
4 Span
p
Max'
Cantilever
1&2 Span
p
3 Span
p
4 Span
p
Max'
Cantilever
4
8'-11' d
11'-0' d
11'-3' d
1 2'-0' d
4
11'-0' d
13'-7' d
13'-11' d
2'-6' d
5
B'-W d
10'-3' d
10'-2• b
1'-10' d
5
10'3' d
12'-8' d
12'-11' d
Z-4' d
6
T-9' d
9'-7' b
9'-3' b
1'-9' d
6
9'-7' d
77'-11' d
12'-1- b
2'-2' d
7
T_5 d
8'-11' b
8'-7' b
7
9'-2" d
11'-3' d
11'-2' b
2'-1' If
8
T-1' d
B'-4' b
8'-0' b
1'-T d
8
8'-9' d
10'-10' d
10'-6" b
1'-11" d
9
1 6'-10" d
T-10- b
T-7- b
V-6- d
9
8'-5" d
10'3' b
9'-11" b
1'-11' d
10
6'-T d
7'5- b
T-2- b
V-6" d
10
8'-1' d
9'-W b
9'-5" b
1'-10' d
b
T-1' b
6'-10• b
1'-5' d
11
T-10' d
9-3" b
8'-11' h
1'-9' d
12
6'-1-6-7'
6'-9' b
6'-T b
1'-5' d
12
T-W d
I 8'-10' b
1 8'-7' b
1'-9' d
2' x 6" x 0.050"
x 0.060"
SMB
2" x 7" x 0.060"
x 0.060'
SMB
4
1 17-11' d
I 15'-11" d
16'3- d
7-11' d
4
14'-9' d
18'-3' dj12'-11
d
T-4' d
5
11'-11" d
14'-10' d
14'-11' b
7-8' d
5
13'3' d
16'-11- d
3'-1- d
6
11'3' d
13'-11' d
13'-8' b
7-6' d
6
12'-11' d
15'-11' d
7-11" d
7
10'-9- d
IT-l" b
IZ-8' b
2'-5' d
7
173' d
15'-2' db
7-9• d
8
10'-W d
1T3- b
11"0' b
2'-4' d
a
11'-9' d
14'3- b
7$ d
9
9'-10' d
177- b
11--2- b
2'3" d
9
11'3" d
13'5' b
2'-6' d
10
9'-6" It
10'11'b
10'-7'b
2'2'd
10
10'-1t' d
12'-9' bb
2'S' d
11
9'-3" d
70'6"b
70'1'b
2'-1d
11
10'-6- d
12'-2- bb
74' d
12
8'- ' 11 d
10'2 b
9'3' b
2'-0' d
12
10'-3' d
11'4' b
11'-3' b
7-4' d
2"xB" x 0.072"
x 0.112'
SMB
2"x9"x 0.072"x
0.112"
SMB
4
187-2" d
22'S' d
22'-11- d
4'-0- d
4
2U-0" d
24'-9' d
1 25-3' d
4'-W d
5
16'-11' d
20'-10' d
21'3' d
3'-10' d
1 5
18'-7' d
22'-11" d
23'-5• d
4' 0" d
6
16-11" d
19'-8' d
20'-0" d
T-7' d
6
1T-6' If
21'-7' d
27-0' If
3'-11' d
7
15'-1- d
18'-8' d
18'-10' b
T-5' d
7
16-7- It
20'-W d
20'-6' b
3'-9- d
a
14'-5' d
17'-10' d
17'-7- b
TY d
8
15'-11' d
19'-T d
19'-2' b
7_7• d
9
73'-11• d
17'-Y d
16'-7- b
T-1' d
9
15'3- d
18'43' b
18'-1' b
3'S It
10
13'-5' d
16'-3" b
15'-9• b
3'-0' d
1g
W-9• d
1T-9" b
1T-1" b
T-4' d
11
12'-11' d
75'-F b
15'-0- b
7-11' d
11
14'3' d
16'-11' b
16'-0' b
T3• d
12
12'-7" d
W-10" b
W-4' b
7-10' d
12
13'-17' d
16'-2" b
15'-8• b
3'-1' d
2" x 9" x D.082"
x 0.153"
SMB
2" x 10" x 0.092"
x 0.18T'
SMB-
4
21'-Y It
26-6' d
2T-0' d
4'-0' It
4
24'-11' If
30'-9' d124�-11"
4'-0' d
5
79'-11' d
24'-7' d
25'-l' d
4'-0' d
5
23'-1' d
28'S• dd
4'-0' d
6
18'-9' d
23'-2" d
23' 7- d
4'-0" d
6
21'-9' d
26'-10" d
4'-0' d
7
1T-10' d
21'-11' d
2Z-Y d
4'-0' d
7
29-8' d
25'-6' d
4'-0' d
B
17'-0" d
21'-0' d
21'-3" b
T-10' d
8
19'-9• d
24'S' d
4-0" d
9
16'-0' If
20'3' d
for b
3'-8' d
9
18'-11' d
23'S db
4'-0" d
10
1510• tl
19'-Cd
18'-11b
3'-7d
10
18'-4' d
22-8' db
111-4d
18'-9b
18'-1' b
3'S' d
11
1T-9' d
21'-11' db
3' -11' d
12
14' d
17'-71' b
1T-4' b
3'-4' d
12
1T-3' d
20'S' b
3'-11' d
Mono-slopeo 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-130 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 gust for 130 MPH velocity: using design Ioad of IF; It !TIFF
Single Self -Mating
Tributary Load Width
Beams
6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0"
1 11'-0" 1 12'-0" 1 13'-0" 1 14'-0" 15'-0" 16'-0" 17'-0"
- Allowable
an 'L' / bending'b' or deflection'd'
2" x 4" x 0.046" x 0.o50-
Y x 5" x 0.050" x 0.048"
2" x 6' x D.OSD" x 0.060"
2" x 7" x 0.060" x 0.060"
2" x 8" x 0.072" x 0.112-
2" x 9" x 0.072' x 0.112"
2" x 9' x 0.082" x 0.153'
2" x 10" x 0.092" x 0.187"
8'-10" d
10'-11' d
12'-10' d
14'-8" d
18'-1' d
19'-11' d
21'-0' d
24'-9" dl
8'-5' d
10'-5' d
12'-2' d
13'-11" d
1 T-2- d
18'-11" d
20'-3' tl
23'-6' dl
8'-1' tl
9'-11' d
71715- d
13'-4- d
1 F-5' d
18'-l' d
19'-5• di
22'-6" dl
7'-9' d
9'-T d
11'-3• d
12'-10- d
15'-10' d
1 T-5" d
18'-8" d
21'-7' d
T-6" di
9'-3- d
1 g'-10' d
12'-5- d
163' d
16'-9' d
1T-11• d
1 20'-10" d
T-3' If
8'-11' d
10'-6' d
l l'-11' d
14'-9" d
76'-3- d
1T-5' d
20'-2' tl
T-0' It
&-8' d
10'-2' d
I V-8' d
14'-4" d
15-10' tl
16-11- d
19'-8' d
6'-10' dl
8'-6" d
9'-11' 11
11'-4" d
13'-11" d!
15'-5' d
16'-6" 111
19'-1- d
6'-8' d
8'-3' d
9'-8' d
11'-7' d
13'-8' d
15'-0• d
16'-1- d
18'-8- d
6'-6• d
8'-1' d
9'-6' d
10'-10' d
13'-0' d
14'3' d
18'-3- d
6'-5' d
7'-11" d
9'J" d
10W" d
13'-1" d
14'-0' d
17'-10- d
6'-2" b
T-9- d
9'-1' d
10'-0' d
12'-9' d
14'-1' d
1T-6- d
Double Self -Mating
Beams
Tributary
Load Width
6'-0" T-0" 8%0' 5%0" 1 10'-0' 1 11'-0' 1 12'-0" 1 13'-0" 14'-D" 15'-0' 16'-0'
Allowable Span'L' / bending'b' or deflection'd'
(2 Y x B" x 0.072" x 0.112"
(2) 2" x 9" x 0.072" x 0.112'
(2) 2" x 9" x 0.082" x 0.153"
(2) 2" x 10" x 0.092" x 0.1 B7"
22'-10' d
25, d
26'-10' d
31'-2' dl
21'-W d
23'-10' d
25'S' d
29'-7' 111
20'-g' d
2Y-9' tl
24'-5' d
28'-4' di
19'-11' d
27'-11' d
23'S' d
2T-3' -11
19'-3' II
21'-2' d
22'-8' d
26'-3' di
18' 7- II
20'-6' d
21'-11' d
W " III
18'-1' d
19'-11' d
21'-0' d
24'-T III
IT-7- d
19'A' d
20'-9" 111
24'-l' di
1T-2' d
1 B'-17' d
20'-3- tl
23'-6- 111
16'-10' d
18'-fi' d
19'.10- d
22'-11 ` dl
16'-5' d
1 B'-1' d
19'-5' di
22-6- di
16'-1- d
1 T-9' d
18'-11' d
22'-0' d
a -save -, 1-Wu yabi- where uie slope or me root Is less than 1' in 12'.
Notes:
1. It is recommended that the engineer be consulted on any center beam that spans more than 3T
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 gust for 130 MPH veinrity- uernn dad ""'""a
Single Self -Mating
Tributary Load Width
Beams
6'-0" 1 7-0' 1 8'.0' 1 9'-0" 10'-0"
11'-0" 12'-0'1 13'-0" 14'-0' 1 15'-0" 1 16'-0" 1T-0"
Allowable Span
'I: / bending'b' or deflection'd'
2" x 4" x 0.046' x 0.050"
7'-9' 11
7"-5• d
T-1' d
6'-10' di
6'-T II
6'-4' b
6'-l' b
5-10' b
S-T b
S-5' b
5'-3• b
5'-1' b
2" x 5' x 0.050' x 0.048'
2" x 6' x 0.050" x 0.060'
2" x 7" x 0.060" x 0.060'
2" x B" x 0.072" x 0.112"
2" x 9' x 0.072" x 0.112"
2" x 10' x 0.092" x 0.16T
9'-T d
11'-3' d
12'-11' d
15'-11' d
17'S' d
21'-9' d
9'-2' d
IT-9' d
17-3' d
.15'-1' d
16'-T d
1T-9' d
20'3' d
8'-9' d
10'-3' d
11'-9" d
W-5' d
15'-11• d
1T-0' d
19'-9' d
B'S• d
9'-10- d
11'-3' d
13'-11' d
15'-3' d
16'-4' d
78'-11" d
8'-1' II
9'-6' d
W-10' d
13'S d
W-9' d
15'-10° d
18'-4' d
T-10' d
9'-3" d
10'-6' d
12'-11- d
W-3' d
15'-4' tl
17'-9' d
T-8' d
8'-11' d
W-W d
13.10" d3'-6'
127-T dj14'-6'
14'-10' d
1 T-3' d6'-9'
7'-5' d
8'-T bi
9'-11' d
2'-3' d
d
d
d
T-3' b
8' -0" b
9'-7" b
11'-11. d
13'-2• d
14'-i' d
16'-5' d
6'-11' II
8'-0' b-
9'-3" b
111-8' d
12'-11' d
13'-10" d
16'-0' d
6'-9' b
7'-9` b
8'-11- b
11'S' d
12'-6" b
13'-6' d
15'3" d
6'-7- b
T-6' b
8'-9• b
11'-T b
12'-2' b
13'-T d
15'-4' d
Double Self -Mating
Tributary Load Width
Beams
6'-0' 1 T-0" 1 8'-0' 9'-0" 1 10'-0' 1 11'.0' 1 12%0' 1 13'-0" 14'-0' 15'-0" 16'-0" 1T-0"
Allowable Span'L' / bending'b' or deflection'd'
2 2" x 8" x 0.072" x 0.112"
(2" x 9" x 0.072" x 0.112'
2) 2" x 9" x 0.082" x 0.153'
2) 2" x 10" x 0.092' x 0.187"
20'-0" d
2' d
23' 7- dl
2T-4• II
19'
0-0d
22.5- al
25'-11' II
1' d
0-019'3-
21'S' d
24'-10° d
1T-6' d16'-1'
11
20'-7' di
23'-11' d
d16'-0d15.11'
18'-
19'-71" d
23'-1' 11
19'-3' d
27-4" d
d15'
18'-9' d
21'-9' d
d
d
18'3' d
21'-2' d
d2)
1T-9' tl
20'-8• d
163d_11
1T-5" d
2. _2;d
1154-5' dd
1 T-0" d
d
141- d
15W' d
16'-W d
a�3jJ U""id I-- gdurea her. in. slgpe or me 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. 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-
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Table 2.1.1 A-140-1 Town & Country Industries, Inc. Table 2.1.2 A-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 60D5 T-5 Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140.1 MPH velocity; For 3 sec. wind gust at 140-1 MPH;
Using design load of 18.4 #ISF (65.7 #lSF for Max. Cantilever) Using design load of 28.7 #/SF (65.7 #ISF for Max. Cantilever)
X3"X
Load I Max. Span 'L'/(bending'b' or deflection'd') I Load I Max. Span 'L'/(bending'b' or deflection'd')
Width (fL) 1&2 Span 3 Span 4 Span r"Mae;,", Width (IL) 1&2 Span 3 Span I 4 Span_ -
Width (fL)j 1&2 Span I 3 Span 14 Span
x2"x
Width (fL)I 1&2 S an 13 S an 14 S an I Max.
P P P c�"ei".
Width (fL)l 1&2 Span I 3 Span I 4 Span
Mono -sloped roofs Include gables where the slope of the roof is less than 1" in 12%
'Notes: '
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.
Table 24.16-140-1 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
Fo"r3see. wind gust for 140-1 MPH velocity;
Usina design load of 18A #ISF (65.7 #/SF for Max. Cantilever)
2".'x 4":xA.046" x 0.g50" SMB
2" x 5" x 0.050" x 0.048" SMB
Width (ft.)
Max.Span'L'/(bending'b'or
deflectlon'd7
Load
Width (ft.)
Max. Span'L'/(bending'b' or deflection W)
182 SpanbSpan
4 Span
Cantile er
182 Span
3 Span
4 Span
CantileverM
4
9'-10' d
12'S d
1'-11' d
4
12'-2- d
15'-0- d
15'4- d
2'4' d
5
9-2' d
11'-6' d
1'-9' d
5
114' d
13'-i P d
14'-3' d
2'-2' d
6
8'-7' d
10'-9' b
1'-6' d
6
10'-8' d
1 S-2' d
13'-5" d
2'-1' d
7
8-2' d
9'-11' b
1'-7' d
7
10'-1' d
12'-6' d
12'-9" d
1'-11' d
8
T-10' d
9'4' b
1'S' d
8
9'-0' d
11'-11' d
12'-2' d
1'-10' d
9
7'S' d
8'-10' b
1'5' d
9
9'3' d
11'-6 d
11-6 b
1'-10' d
b-1'b
8'-4'
-11' d
10'-11b
1-9' d10
113d
T
14d
'
11
'
10'-5- b
1'-8- d
12
6'-10- d
1 7'-11- b
I T-T b
1'4' d
12
8'S' d
10'3" b
9'-11- b
1'-8- d
2" x 6" x 0450"
x 0.060"
SMB
2" x 7" x 0.060"
x 0.060'
SMB
4
14'3' d
1T-7' d
1T-11' d
2'-9' d
4
16'4' d
2&-2' d
20'-7' d
3' 2' d
5
1T-W d
16'4' d
16'3' d
T-T d
5
15'-2' d
18'-8" d
19'-1" d
2'-11' d
6
12'S' d
15'5' d
15-8' d
2'-5' d
6
14'-3' d
1T-7' d
1T-11' d
2'-9' d
7
11'-10' d
14'-7' d
14'-9' b
2'4" d
7
13'-6- d
16'-9' d
1T-1" d
7-7- d
8
11'4" d
IX-1 I" d
13'-9' b
2'-2' d
8
12'-11" d
15'-11" d
15'-11" b
2'S' d
9
10'-11' d
13'S' b
12'-1 I" b
2'-1' d
9-
12'-5' d
15'4' d
16-0" b
2'-5' d
10
10'-6' d
12'-9' b
12'4' b
2'-0' d
10
17.0" d
14'-9' b
14'-3" b
74' d
11
I V-2' d
12'-27 b
11'-9' b
1'-11' d
11
11'-87 d
W-1' b
13'-7' b
2'-3' d
12
1 9'-11' d
11'-87 b
11'-3' b
1'-11' d
12
1 11'4" d
I 13'S' b
13'-0' b
2'-2' d
2"x8"x 0.072"x0.112"SMB
2" x 9" x 0.072"
x 0.112"SMB
4
20'-1" d
24'-10' d
25'4' d
3'-11' d
4
22'-1' d
274' d
27'-10• d
4'-0" d
5
_18'-8*_d
23'-1' d
23'S' d
T-T d
5
20'S' d
254' d
25-710- d
3'-11- d
6
1T-7' d
21'-8' d
22'-2' d
3'S' d
6
19'4' d
23'-10" d
244' d
T-9' d
7
16'-8' d
20'-T d
21'4' d
3'3' d
7
18'4' d
22'-W d
2T-l' d
3'-7- d
8
15'-11' d
19'-8' d
20'-1' d
3'-1' d
8
1T-7" d
21'-6" d
22-l' d
3'-5' d
9
15'4"-d
IW-11" d
19'-3' b
2'-11' d
9
16'-10' d
20'-10' d
20'-11" b
T-3' d
10
W-10" d
18'4' d
18'-3' b
2'-1 g' d
10
16'-3' d
20'-1" d
19'-10" b
T-2' d
11
14'4' d
17'-9' d
1T-5' b
2'-9' d
11
15'-9' d
19'-6" d
18'-11' b
T-1' d
12
1 IS-1 1' d
1T3" d
16'-W b
2'-S" d
12
15'4- d
18'-9- b
18'-2- b
7-11' d
2"x9"x 0.082"
x 0.153"
SMB
2"x10"x
0.092"x 0.1117"SMB
4
2T-W dF20'-11"
d
29'-10' d
4'-W d
4
2T-6' d
33'41" d
34'-7' d
V-T d
5
21'-11' dd
2T-9- d
4'-0' d
5
2SS- d
31'S' d
37-Y d
4'-0' d
6
20'-0' dd
26'-1' d
4'-0' d
6
24'-0' d
29'-W d
30'-3' d
4'-0' d
7
19'-W dd
24'-9' d
TAG* d
7
27-10' d
28'-2' d
28'-9' d
4'-0' d
8
18'-10' dd
23'-8' d
T-8" d
8
21'-10' d
26'-11' d
27'-6' d
V-T d
9
1S'-1' d"d
27-9' d
3'S' d
9
20'-11- d
25'-11' d
26'-5' d
4'-0' d
t0
1T-6- dd
21'-11' d
3'-5" d
10
20'3" d
25'-0' d
25'-6- d
3'-11- d
11
16'-11' d
d
21'-0' b
Y-3' d
11
19'-7' d
24-3" d
24'-9- d
3'-10' d
12
16'-5- d
d
20'-2' b
3'-2- d
12
19'-1' d
23'S' d
23'-10'
' 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" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (f .)
Max. Spa
n'L7(bending'b'
or defl
action 'd')
Load
Width (fL)
Max. Span'U/(bending W or deflectlon'd')
1&2 Span
3 Span
4 Span
Max.
Cantilever
1&2 Span
3 Span
4 Span
MaX.
Cantilever
4
4'-3' d
5'-2' d
5'4" d
0'-11' d
4
5-10' d
7'-3' d
T-5' d
114' d
5
T-1 l' d
4'-10' d
4'-11' d
0'-11' d
5
5'-5- d
F-9- d
6'-8' b
1'-3' d
6
3'-8' d
4'-6' d
4'-6' b
0'-10' d
6
5'-l' d
F-3' b
6'-l' b
1'-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
8
3'4' d
4'-1' b
3'-11" b
0'-9' d
8
4'-8' d
5'-5' b
5'-3' b
1'-1' d
9
3'-3' d
T-10' b
Y-8' b
0'-9' d
9
4'S' d
5'-1' b
4'-11- b
1'-0' d
10
1 T-1- d
3'-8' b
3'-6- b
0'-8' d
10
4'4' d
4'-10' b
4'3' b
0'-11" d
11
1 T-0- d
3'S' b
3'4' b
0'-8- d
11
4'-2' b
4%8' b
4'S' b
0'-11' d
12
1 2'-11- d
3'4' b
3'-3' b
0'-8" d
12
S-11- b
4%5- h
1 4'-3- b
0'-11' 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'dj
Load
Width (ft.)
Max. Span'Ul(bending'b' or deflection'd')
1&2 Span
3 Span
4 Span
Max'
Cantilever
192 Span
3 Span
4 Span
Max.
Cantilever
4
V-6' d
8'-0' d
1 8'-2" d
1-6" d
4
T-8' d
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'-8- d
T-0' d
7'-1' b
1'-3- d
6
6'-8' d
7'-9" b
T-5' b
1'-6- d
7
5.5' d
6'3' d
6'-7" b
1'- 3- d
7
6'-4- d
T-Y b
6'-11- b
1'-5- d
8
5'-2' d
6'4' b
6'-2" b
1'-2" d
8
S-11' b
6'-8' b
6'-5' b
1'4' d
9
4'-11° d
5-11' b
5'-9' b
1'-1' d
9
5'-8' b
6'4' b
6'-1' b
1'4' d
10
4' -9" d
S-8' b
5'-6' b
1'-1' d
10
5'- b
5'-11' b
5'.9" b
1'-3' d
11
41; d
S5' b
51' b
1'-1' d
11
S-1- b
1 5'-8- b
5'-6- b
1'-3- d
12
1 4'S- d
6-2- 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
)
,►/u
Load
Width (R)
Max. Span'L'/(bending'b'
or deflection'd�
1&2 Span
3 Span
4 Span
Ca Ulever
4
4'-9" d
5'-10' d
5'-11" d
I 1'-1' d
5
4'-5' d
5'-5' d
5'-7' d
U-1 I" d
6
4'-2" d
5'-l' d
5'-3' d
0'-11' d
7
3'-11" d
4'-10' d
4'-11' d
D'-11' d
8
3'-T d
4'-8' d
4'-8' b
0'-10' d
9
T-7' d
4'-6' d
4'-5' b
0'-10" d
10
3'-6" d
4'4- d
4'-2" b
D'-9' d
11
T-5- d
4'-2- b
4'-0' b
0'-9- d
12
3'4' d
3'-11' b
T-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 beam spans.
Table 2.1.2E-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 sea wind gust for 140-1 MPH velocity;
Using design load of 28.7 #/SF (65.7 #/SF for Max. Cantileverl
2" x 4" x 0.046" x 0.050" SMB
2" x 5" x 0.050" x 0.048" SMB
Load
Width (ft.)
Max. Span'L'/(bending'b'
or deflectlon'd
Load
Width (fL)
Max. Span'L'/(bending'b' or deflectlon'd'
1&2 Span
3 Span
4 Span
Max.
Cantilever
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
8'-6' d
10'-6' d
10'-7' b
1'-11' d
4
10'S" d
12'-11' d
13'3" d
2'4" d
5
T-11' d
9'-9- d
9'-5- b
I' 9' d
5
9'-9' d
12'-0' d
12'3' d
2'-2' d
6
T-5" d
&-11' b
B'-8' b
1'-8' d
6
9'-2" d
11'4' d
1T3' b
2'-1- d
7
T-1' d
8'3' b
T-11- b
1W- d
7
8'-B" d
10'-9' d
10'-5' b
1'-11" d
8
6'-9" d
T-9' b
T5' b
1'S' d
8
8'4" d
10'-1' b
9'-9' b
1'-10' d
9
6'S' d
7'3' b
T-1' b
V-5' d
9
8'-0' d
9'-6' b
9'-2' b
1'-10' d
10
6'-2" b
6'-11- b
6'-8- b
1'S' d
10
T-9' d
9'-0' b
8'-9' b
1'-9' d
11
S-11- b
6'-7' b
6'4' b
1'4' d
11
TS' d8'4'
b
1'3' d
12
5'-8' b
54' b
6' -1' b
IC d
12
T-3- d.
B'3' b
T-11" b
V-S'' d
2" x 6" x 0.050"
x 0.060`
SMB
2" x 7' x 0.060"
x 0.060"
SMB
4
12'4' d
15'-2' d
15-6' d
2'-9' d
4
14'-1' d
1T4' d
1T-9' d
3'-Y d
5
11'5' d
14'-1' d
13'-11" b
7-7' d
5
13'-1' d
W-1' d
16'-2' b
7-11' d
6
10'-9' d
13'-2' b
12'-9' 6
7S' d
6
12'-3' d
15'-2' d
14'-9' b
2'-9' d
7
10'-2' d
17-2' b
11'-9' b
27_4 d
7
11'-8' d
14'-2' b
13'-B' b
2'-7' d
8
97Y d
11'S' b
11'-0' b
7-2' d
8
11'-2' d
13'-3- b
12'-9' b
2'S' d
9
9'5' d
10'-9' b
1075' b
2'-1' d
9
10'-9' d
12'S' b
17-1- b
7S' d
10
9'-1- d
10'-2- b
9'-10' b
2'-0' d
10
10'4- d
11'-10' b
11'-5' b
2'4- d
11
8'-8' b
9'-9- b
9'-5- b
1'-11' d
11
lv-0' d
11'-3- b
1g'-11' b
2'3- d
12
8'4- b
9'4' b
8'-11' b
1'-11' d
12
9'-B" b
10'-10' b
10'-5 b
2'-Y d
2" x 8" x 0.072"
x 0A 12"
SMB
2"x9"x 0.072"x0.112"SMB
4
1T-0' d
21'-5' d
21'-10' d
T-11' d
4
19'-1" d
23'-T d
24'-0" d
4'-0' d
5
161-1' d
19-10' d
20'-3' d
3'-7' d
5
1T-8" d
21'-10" d
224' d
3'-11' d
6
15'-Y d
18'-8" d
18'-11' b
3'S' d
6
16'-B' d
W-7' d
20'-7' b
3'-9' d
7
14'-5" d
17'-9' d
17'-6' b
T-3' d
-7-1-6-10'
d
19'S' d
19'-0- b
3%7- d
8
13'-9' d
16'-11' b
16'4' b
3'-1' d
8
15'-Y d
18'-5' b
17'-9' b
3'-S d
9
13'3" d
W-11' b
15'-5" b
2'-11" d
9
14'-T d
17'4- b
16'-9' b
3'-3' d
.' 70
12'-9' d
15'-Y b
14'-8' b
7-10' d
70
14'-1' d
16'-6- b
19711" b
3'-2- d
11
12'4' d
W-5' b
13'-11' b
2'-9- d
11
13'-T d
15'-0- b
15'-2" b
3'-l' d
12
12'-0' d
13'-10' b
13'4' b
2'-a" d
12
13'3- d
15'-0- b
14'S' b
2'-11' d
2" x 9" x 0.082"
x 0.153`
SMB
2" x 10" x
0.092" x 0.187"
SMB
4
20'-5' d
253' d
25'-9' d
4'-0' d
4
23.8' d
29'-3- d
29'-10" tl
4'-0` d
5
18'-11' it
2T-Y d
23'-11" d
4'-0' d
5
21'.11' d
27'-2' d
27%9" d
4'-0' d
6
iT-10' d
27-1" d
22-V d
4'-0' d
6
20'-8- d
25'-T d
26'-1' d
4'-0' d
7
16'-11" d
20'-11- d
21'-l' b
3'-10' d
7
19'-8- d
24'3' d
24'-9' d
4'-0' d
8
16'-3' d
20'-0" d
19'-9' b
3'-8' d
8
I W-10' d
23'-3- d
23'-5' b
4'-0- d
9
15'-7' d
19'3' b
1&-7' b
3'S" d
9
18'-1' d
224- d
22'-1 ° b
4'-0- d
i0
15-1' d
18'3' b
1T-87 b
3'-5' d
I
1TS' d
217 d
20'-11' b
3'-11' d
11
14'-7- d
17'5' b
16'-10° b
3'-3' d
11
16'-11' d
20rr b
19'-11' b
3'-10' d
12
14r2 d
16'-8' b
16'-1' b
T-2- d
12
16'-5' d
i9'-9' b
19'-1' b
31_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 2.1.2 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; using design load of 28.7 #ISF
Single Self -Mating
Beams
Tributary Load Width
6'-0" 1 T-0" I 8'-0' 1 9'-0' 1 10'-0"
1 11'-0' 1 12'-0" 1 13'-0" 1 14'-0" 15-0" 16'-0" i7'•0"
Allowable Span
/ bending'b' or deflection'd'
2" x 4" x 0.046" x 0.050"
T-5' d
T-0' di
6'-9' d
6'-6' di
6'-2' b
5'-11" b
5'-8' b
5'-5' b
5'-3" b
S-l' b
4'-11' bj
4'-9' b
2" x 5" x 0.650" x 0.048"
9'-2' d
6'-6' d
8'-4" d
8'-0' d
T-9' d
7-6' d
T-3' b
6'-11" b
6'-9' b
6'-6' b
6'4' b
6'-1' b
2" x 6" x 0.050" x 0.060"
10'-9' d
10'-2- d
9'-9- d
9.5- d
9'-l' d
8'-8' b
8'4' b
8'-0- b
T-9- b
T-5' b
T-T b
6'-11- b
2" x T x 0.060" x 0.060"
12'-3' d
11'-8' d
1 T-2' d
10%9' d
10'4' d
10'-0' d
9%8' b
9'-3' b
8'41' b
B' T b
8'4' b
8'-1' b
2" x 8' x 0.072" x DA 12"
1S-2' d
14'S' d
13%9' d
13'-3' d
12'-9' d
12'4' d
1T-V d
11'-8' d
11'•5' d
11'-1' b
1"' b
10'-5' b
2" x 9- x 0.072' x 0.112"
16%8' d
15'-10' d
15'-1- d
14'S' d
14'-0- d
13'-7- d
13'-Y d
12'-10- d
12'-5- b
17-0- b
11'-8' b
11'4- b
2" x 9" x 0.082" x 0.163"
17'-10' d
16'-11' d
16%2' d
15'-T d
15'-1' d
14'-7' d
W-2' d
13'-9' d
IT-5' d
13'-2' d
12'-10' d
121-6' b
2" x 10^ x 0.092" x 0.187'
20'-8' d
19%8' d
18'-10' d
18'-1' d
1T-5' d
16'-11' d
16'-S d
15-11- it.
15'-7- it
15'-3- d
W-11- d
14%7- d
Double Self -Mating
Beams
Tributary Load Width
6'-0" 7*4' 1 8'-0' 1 9'-0" 1 10'-0" 1 11'-0" 1 12'.0" 1 13'-0" 1 W-0" 15'-0" 16'-0'
Allowable Span'L'
/ bending'b' or deflection'd'
(2) 2" x 8" x 0.072" x 0.112"
19'-1" d
18'-1' d
17"-4' d
15.8' tl
16'-1' d
1S-7' d
15'-2' d
14'-9' d
14'-5' d
14'-1' d
13'-9' d
13%6" d
(2) 2" x 9' x 0.072" X 0.112'
20'-11' d
19'-11" d
19'-1" d
18'4' d
1T-8' d
1T-2' d
16'-r d
16'-2- d
15' - d
15-5- d
15'-1- d
14'-10" tl
(2) 2" x 9' x 0.082" x 0.153'
22'S" d
21'-4- ill
20'-5- di
19'-8- dI
18'41- dl
18'4- di
1T-10- dI
1T-4- dl
10-11- dl
1&-7- dl
16'-2- di
15'-11- d
(2) 2" x 10" x 0.092" x 0.187"
26'4T d
24'-9' dl
23'-8' di
22'-9" di
21'-11' dl
21'4' di
20'-8' ill
20'-2" dl
1 T-8' d
1 19'-2' d
I I T-10' tl
1 18'-5" d
- Mono -sloped mots 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 rarer beam that spans more than 35'
2. Spans are based on 110 M.P.H. wind load a or m ng.
3. Span is measured from center of action to fascia or wall connection.
4. Above spans do not Include gth of knee brace. Add horizontal distance from upright to center of br to beam connection to the above spans for total beam
spans.
5. Spans may be interpo ad.
Table 2.1.2 C-140 Town & Count Industries, Inc.
6005 TCI Allow pans For Miscellaneous Framing Beams Used
ched Covers, Fourth Wall Structures, or Freesta ' g Gabled Carports
Alumi u Alloy 6005 T-5
F 3 see. wind gus r 140-1 MPH ocity; us
Single Sel alto
Bea
� Tributary Load Width
6'-0" 7'-0^ 1 8'-0' 1 9'-0-
10'-0"
1 11'-0" 12'-0' 1 13'-0' 1 14'-0" 15'-0` 1 16'-0" 17'-0-
Allowable
Span
'L' / bending'b' or deflection'd'
2" x 4" x 0.046" x 0.050"
T-5" d
T-0' d
6'-9' di
6'-6' d
6'-2' b
5'-11' bi
S-8' b
5'-5' b
5'-Y b
S-1' b
4'-11' b
4'-9' b
2"
d
8'4' di
8' -W d
7'-9' d
TS' d
T-3' b
6'-11' b
6'-9' b
6'-6' b
6'4' b
6'-1' b
" x 6" x 0.050' x 0.060"
10'-9" d
-2' d
9'-9' d
9'-S d-
9'-1' d
8'-W b
8'4" b
8'-0- b
T-9' b
7'-5- b
T-3- b
6'-11' b
2' x x -x .06V
-
11'-8' tl
11'-2' d
10'-9' d
10'-4" d
10'-0' d
9'-8' b
9'-3" b
8'-11' b
8'-B' b
8'4' b
B'-1' b
2" x 8" x 0.072" x 0.112*
15'-2" d
14'-5' d
13'-9' d
IT-3' d
12'-9' d
12'4' d
lZ-W d
11'-8' d
11'-5' d
11'-1' 6
10'-11" b
10'S' b
2" x 9' x 0.072" x. 0.112'
16'3' d
15-10' d
15'-1' d
14'6' d
14'-0' d
13'-7' d
13'-3' d
12'-10' d
12'-5' b
12'-0' b
11'-S" b
11'4' b
x 2" x 9- O.0§ x 0.153'
17'-10- d
16'-11" d
16'-Y d
15'-7- d
151-1' d
14.7- d
14'-2- d
13'-9' d
13'-5- d
13'-2- d
17-10' d
12'-6- b
2" x 10" x 0.092" x 0.187"
20'-8- d
19'-8- d
18'-10- d
18'-1' d
7 T-5' d
16'-11- d
16'-5' d
15'-11' d
15' 7- d
15'-3' tl
14'-11' tl
W-T d
Double Self -Mating
Beams
Tributary Load Width
6'-0" 1 T-0" I 8'-0' 1 9'-0- 10'-0' 1 11'-0" 1 12'-0" 1 13'-0' 1 14'-0" 16-0' 1 16'-D^ 1T 5-
Allowable Span'L'
/ bending'b' or deflection 'd'
2) 2" x 8" x 0.072" x 0.112"
19'-1' d
1&-1" d
17'4' d
16'-8' dl
16'-1" d
15-7' d
15-2' d
14'-9' d
14'-5' d
14'-l' d
13'-9' d
13'-6' d
2 2" x 9" x 0.072" x 0.112"
20'-11' d
19'-11" d
19'-1' d
18'4' d
1 T-8' d
1T-2' d
16'-0' d
16'-2' d
15'-10- d
15'S' d
'IFF , d
14'-1 D- d
2 2" x 9" x 0.0S2" x 0.153'
22'-6- d
1 21'4- di
20'S' d
I V-8" di
18'-11- di
18'4- di
1T-10- di
17'4- d
16'-11' dl
16'-T di
16'-2- di
15'-11- d
2) 2' x 10" x 0.092" x 0.187"
26'-1' d
1 24'-9' di
23'-8' dl
22'-9" di
21'-11' d
1 21'4' dl
20'-8' dl
20'-2' dl
19'-S' dl
19'-2' dl
18'-1- di
18'-5' d
mono-siopea roots inauae 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 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 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. Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions, it is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction With our 6005 engineering.
A separate signed and sealed document from Town & Country .
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
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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 6005 T-5
For 3 sec. wind gust for 140-2 MPH velocity;
Using design load of 32.4 #ISF (65.7 #/SF for Max. Cantilever%
2" x 2" x D.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width ft.
()
Max. Spa
n'L'I(bending'b'
or deflection'dj
Load
Width ft
()
Max. Spa n'L'I(bending'b' or deFlection'dj
1&2 Span
P
3 Span
P
4 S an
p
Max'
Cantilever
182 Span
P
3 Span
P
4 Span
p
Max.
Cantilever
4
4'-1' d
4'-11' d
S-1' d
0.11' d
4
5'-8' d
6'-11' d
F-11' b
1'4' it
5
3-9' d
4'-8" d
4'$' b
O'-11' d
5
F-3" d
6'-5' d
6'-3' b
1'-3' it
6
3-6' d
4'4' d
4'-3' b
0'-10' d
6
4'-11' d
5'-11' b
5'-8' b
1'-2' d
7
3'4' d
4'-1' b
3'-11' b
0'-9' d
7
4'$" d
5'-6- b
V-3' b
1'-1' d
8
3'-3' d
Y-10' b
3'-8' b
0'-9' d
8
4'$' d
5'-1' b
4'-11- b
1'-1- d
9
T-1' d
T-7' b
3'-6' b
0'-9" d
1 9
4'4' d
4'-10" b
4'$' b
1'-0' d
10
2'-11' d
T-5' b
3'4- b
0'$' d
10
4'-l' b
4'-7' b
4'-5" b
0'-11" d
11
7-11' d
3'-3' b
3'-2' b
0'$' d
11
3'-11' b
4'4' b
4'-3' b
0'-11' d
12
1 7-10- b
Y-2" b
3'-0- b
0'$' d
12
T-9- b
4'-2- b
4'-0- b
0'-11' d
2" x 3" x 0.060" Hollow
2" x 4" x 0.050" Hollow
Load
Width (R)
Max. Spa
n'L'/(bending'b'
or cle
ection'dj
Load
Width (fL)
Max. Span'L'/(bending'b' or deflectlon'd'
182 Span
3 Span
4 Span
Cantilever
182 Span
3 Span
4 Span
Cantilever
4
6'-3- d
T-9- d
1 7'-10- d
V-6- d
4
74' d
8'-1 t' b
8'-7" b
1'-9' d
5
5'-10' d
T-2' d
1 7'4' d
1'4' d
5
6'-10" d
T-11' b
T$' b
1'-7' d
6
5'-5- d
6'-9' d
I 6'$' b
V-3' d
6
6'-5' d
TJ' b
T-0' b
V-6' d
7
5'-2* d
So" b
6=2" b
1'-3' d
7
6'-0" b
6'-9' b
6'-6" b
1'-5' d
a
4'-11' d
F-11' b
5'-9' b
1'-2' d
8
5'-7- b
6'$' b
6'-1" b
1'4' d
9
S-8* b
5*-5* b
1'-1' d
9
5'-4' b
5'-11' b
5'-9' b
1-4'd
10
4'-7' d
5'4' b
5'-2' b
1'-1' d
10
5'-0' b
5'-7' b
5'-5' 6
1'-3- d
11
4'-5'- d
5'-7' b
4'-11- b
1'-1' d
11
4'-10' b
5'-4 b
5'-2' b
1'-3' d
12 1
4'4- d
4'-11" b
4'-9- b
1'-0' d
12
4'-7- b
5'-2- b
4'-11b
1'-2- d
" x 2" x 0.045"
Hollow
Load
Width (it)
Max. Span'L7(bending
V or deflection'd')
1&2 Span
3 Span
4 SpanVCanUlwer
er
4
4'-7" d
9-8- d
S-T d5
4-3' d
5'-3" d
5'4' dd6
T-11" d
4'-11" d
5'-0' d7
&-9' d
4'4' d
4'-9' b8
S-7' d
4-6" d
4-5' b9
3'$' d
4-4' d
4'-2' b
10
3'4' d
4'-l" b
Y-11" b
0'-9' d
17
3'$' d
T-11- b 1
3'-9- b
0'-9- d
12 '^-1
3'-2- d 1
T-9' b 1
T-7' b 1
0.9' d
'.Mono -sloped roofs include gables where the slope of the roof Is less than 1' in IT.
Notes:
-ILAbove 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 Alloy 6005 T-5
For 3 sec. wind gust at 140-2 MPH;
' Mono -sloped mofs Include gables where the slope of the roof Is less than 1° in 12'.
Notes:
I. 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-140-2 Town & Country Industries, Inc. Table 2.1.2B-140-2 Town & Country Industries, Inc.
>6Q05 TCI 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 Alloy6005 T-5 Aluminum Alloy 6005 T-5
Y
For;3 sea wind gust for 140-2 MPH velocity; For 3 sem wind gust for 140.2 MPH velocity;
'Using deslan load of 30.9 #ISF (65.7 #ISF for Max_ C-1,11 "r% Using design load of 30.9 #/SF 65.7 f#SF for Max. Cantilever
2"d!4'x. 0.046" x 0.050" SMB
2" x 5' x 0.050" x 0.048" SMB
'�-+toad
Width (k)
Max. Spa n'L'/(bending
W or deflection'dj
Load
Width (fL)
Max. Spa n'L'/(bending'b'
or deflection
1&2Span
3 Span
4 Span
Max'
Cantilever
1&2Span
3 Span
4 Span
Max'
Cantilever
4
8'-3- d
10'-3' d
10'-2- b
I 1'-11" d
4
10'-3' d
17$' d
17-11' d
2-4" d
T-8*5 T' d
9'-5" b
9'-1' b
1'-9' d
5
9-6" d
11'-9' at
11'-11" b
2'-2' d
6
7'$' d
8'-7' b
8'4' b
1'$' d
6
8'-11' d
11'-1' d
10'-10" b
2'-1" it
7
6'-10' d
T-11" b
T$' b
1W' d
7
8'$" d
10'5" b
10'-0" b
1'-1 I" d
8
&-T d
7'S' b
T-2" b
V-6V d
a
8'-Y d
9'-9' b
9'-5" b
1'-10' d
9
6'-0' b
T-0' b
6'-9- b
1'-5- d
9
T-10- d
9'-2- b
8'-10- b
T-10- d
10
5'-11' b
6'$' b
6'-5' b
1'-5" d
10
T-7" d
8'$' b
B'S' b
T-9' d
11
5'$' b
6'4' b
6'-2' b
1'4' d
11
T4" d
8'-3" b
8'-0' b
1'$' d
12
5'-S b
6'-1- b
5'-11' b
1'4- d
12
1T-1' b
T-17' b
T$' b
1'$" d
2" x 6" x 0.050"
x 0.06D"
SMB
2"x 7-x 0.060-x
0.060"
SMB
'
4
1 17-0- d
14'-10- d
15'-T b
7.9' it
4
1 13'-T d
16'-11' it
1T-3' d
T-2' d
5
11'-2' d
13'-9' d
IT-5' b
7-7" d
5
1 12'-9' d
1&-9' d
15'-7" b
2'-11' d
6
10'-6' d
17$' b
12'-3" b
P'-5" d
6
111'-11" d
14'-9' b
14'-3" b
2'-9" d
7
9'-11' d
11'-9' b
17-4 b
74' d
7-
115' it
13W' b
13'-2' b
7-7' d
8
9'$' d
1U-11" b
10'-7' b
7-2- d
8
10'-11''d
17-9' b
12'4' b
2'S' d
9
9'-2' d-
104' b
10'-0' b
2A' d
9
1 U-6* d
72-0' b
t i' _7 b
75' d
10
8'-9' b
9'-10" b
9'$' b
Z-O' d
10
10'-1' d
11'-5' b
11'-0" b
2'4" d
11
8'-5' b
9'4- b
9-1' b
1'-11' d
11
9-9' b
10'-10' b
10'-6" b
Z-3" d
12
8'-0' b
8'-11" b
8'-8' b
1'-11' d
12
9'4' b
1 10'-5- b
10'-1" b
2'-T d
2"x8"x 0.072"x0.112"SMB
2"x9"x 0.072"x
0.112"
SMB
4
16-11" d
20'-11' d
21'4' d
3'-11' d
4
1 18'-T d
27-11' d
23'-5" d
4'-0' d
5
15 8- d
19'-5" d
19'-9" it
T-7' d
5
1 17'-3- d
21'4- d
21'$' b
3'-11' d
6
14'-9" d
18'-Y d
18'-2' b
3'-5" d
6
1 16'$' d
20'-7d
19'-10' b
3'-9' d
7
14'-0' d
1T4' d
16'-10^ b
3'-3' d=71T-T__d
18'-11b
18'4b
3'-Td
8
13'-5' d
16'4' b
15'-9' b
3'-1' dd
1T-9' b
17"mT b
Y-5' d
9
12'-11' d
15'S' b
14'-1 D' b
7-11' dd
16'-9' b
16-2' b
3S' d
10
12'-6' d
14'-7' b
14'-1" b
2'-10' dd
15'-10" b
15'4' b
Y-2' d
11
12'-1' d
IN-11" b
13'-5' b
7-9- dd
15'-2" b
14'-T b
3'-1' d
12
11'-9- d
13'4- b
17-10" b
7-8- dd
14'$' b
13'-11' b
2'-17' d
2" x 9" x 0.082"
x 0.153"
SMB
2" x 1 D" x 0.092-
x 0.187"
SMB
4
19'-11' d I
24'-T d
1 25'-1' d
1 4'-0' d
4
23'-1' d
2W-7' d
29'-Y d
W-1 " d
5
1 W-17 d
27-10" d
23'4- d
4'-0' d
5
21'$' d
26'-6' d
27'-0' d
4'-0' d
6
17'-5' d
21'$' d
21'-11" it
4'-T d
6
20'-2" d
24'-11' d
25'-5" d
V-O' d
7
16'-7' d
20'-5" d
20'4' b
T-10' d
7
19'-Y d
23'$' d
24'-1' b
4'-0' d
a
IS-10- d
19-7- d
IT-0- b
3'$' d
8
18'4- it
22'$' d
22'$' b
4'0` d
9
1SJ' d
78'-7" b
IT-11--b
3'$' d
9
17'$' d
21'-9" d
21'-W b
V-O' d
10
14'-8' d
7T-7' b
17'-0" b
3'S' d
10
17'-W d
20'-10' b
20'-T b
T-11' d
11
14'-3- d
16'-9° b
16'-3° b
3'-3' d
11
16'$' d
19-11- b
19'-W b
T-10- d
12
13'-10' d
10-1" b I
15'$' b I
72- d
12
16'-0- it
19-1- b
18'-5' b
3'$' 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" x 4" x 0.046" x 0.050- SMB
2" x 5" x 0.050" x 0.048" SMB
Load
Width (fL)
Max. Spa n'L'I(bending'b'
or deft
lon'dl
Load
Width (ft.)
Max. Span'LY(bending'b'
or deflection'dl
1&2 Span
3 Span
4 Span
Mom'
CantileverCantilever
182 Span
3;. �Sp]cdi
4 Span
Max'
4
8-3" d
10'-T d
10'-2" b
1'-11' d
4
10'-3" d
112'-11'
d
2'4' d
5
T$' d
9'-5" b
671- b
T-9- d
5
9'$" d
1 11'-9' d
11'-11' b
7-2- d
6
T-3' d
8'-7" b
8'4' h
1'$' d
6
8'-11' d
17'-1' d
10'-10' b
2'-1' d
7
6'-10' d
T-11' b
T$' b
7'-7-d
7
B'S' d
10'-5' b
10'-0" b
1'-11' d
a
6'-7' d
T-5" b
T-2" b
1'S' d
V 6
8'-Y d
9'-9' b
9'-5' b
7'-10' d
9
6'-3" b
7'-0' b
9
T-10" d
9'-2' b
8'-10" b
1'-10' d
10
5-11" b
S$' b
0
T-T d
8'$' b
8'-5' b
1'-9" d
11
5'-8' b
6'4' b
mij
1
7'4' d
8'-3' b
8'-0' b
7'$" d
12
5'S' b
6'-1' b
2
T-1' b
T-11- b
T$' b
2" x 6" x 0.050"
x 0.060"
SMB
2" x 7" x 0.060"
x O.O60"
SMB
4
12'-0' d
14'-10' d
15-0' b
2'-9" d
4
13'-0' d
16-11' d
1T-3' d
3'-2' d
5
it'-Y d
13'-9° d
IT5' b
2'-7- d
5
12'-9' d
15'-9' d
1S-7' b
7-11" d
6
10'$' d
12'$' b
12'-W b
2'-5' d
6
11'-I t- d
W-9' b
14'-3' b
7-9" d
7
9'-11' d
11'-9' b
11'4' b
74' d
7
11'-S d
13W- b
13'-Y b
2'-T d
8
9'S' d
1o'-11' b
10'-7' b
2-2' d
8
10'-11- d
17-9" b
124- b
0-6' d
9
7 2' d
10'-4 b
10'-0' b
2'-1' d
9
10'$' d
1'-0' b
11 7- b
2'S' d
10
8'-9' b
9'•10' b
9'-6' b
Y-0' d
10
10'-1" d
11'-5' b
11'-0" b
74' d
11
B'-5' b
9'4' b
9'-1' b
1'-11' d
11
9'S' b
10-10- b
10'-6- b
2'J' d
12
8'-0- b
8'-11" b
I 8'-8' b
I 1'-11" d
12
19'4' b
1 10'-5- b
I 10'-7" b
1 7-2' it
2" x 8" x 0.072"
x 0.112"
SMB
2" x 9" x 0.072"
x 0.112"
SMB
4
116'-11' d
20'-11' d
21'4- d
3'-17' d
4
27-11- d
23'-5- d
4'-0- d
5
15'$' d
19'-5' d
19'-9' d
3'-T d
5
IM
21'4' d
21'$' b
3'-11' d
6
14'-9° d
18'3' d
18'-2' b
3'-S d
6
20'-1' d
19'-10' b
7
14'-0' d
1T4' d
16'-10' b
3'-3' d
7
18'-11' b
18r b
3'-7- d
16'4' b
15'-9' b
3'-1' d
8
14'-9' d
17'-9" b
7-2- b
Y-5- it
9
17-11" d
15'-5' b
14'-10' b
7-11" d
9
14'-Y d
16'-9- b
16'-2' b
T-3- d
10
1Z-6' d
14'-T b
1N-1' b
7-10' d
10
13'$' d
15--70' b
15'4" b
3'-Y d
11
12'-7" d
13'-11' b
13'S' b
2'-9' d
11
13'$' d
15'-2' b
14'-7' b
T-7' it
12
179" d
13'4' b
12'-10' b
Z-0- d
12
12'-11- d 1
14'-6- b
13'-11" b
7-11' it
2" x 9" x 0.082"
x 0.153"
SMB
2" x 10" x 0.092"
x 0.187"
SMB
4
19'-11' d
24'-7* d 1
25'-11" d
4'-W d
4 .
2 11' it
28W' d
29'-2' d
4'-T d
5 1
6
18'$" d
17'S' d
27-10' d
21'$' d
2Y4' d
21'-11' d
V-W d
4'-0' d
5
6
21'$" d
20'-Y d
26'$' d
24'-11' d
2T-0' d
25'-5- d
4'-0" d
4'-0" d
7
16' 7- d
20'S' d
20'4' b
3'-10' d
7
19'-2' d
23'$' d
24'-1' b
4'-0' d
a
15-10' d
19'-7" it
19'-0' b
3'$' d
8
18'4- d
22'$' d
22'-6- b
4'-0' d
9
15'-3' d
18'-T b
1T-11" b
3'T- d
9
1T$' d
21'-9" d
21'-3• b
4'-0' d
10
14'-8' d
1T-T b
1T-0' b
3'-5' d
10
1T-0- d
20'-10- b
TO'-2- b
3'-11- d
11
d
16'-9' b
16'-Y b
3'3' d
11
1V-6- d
VA1- b
19'-3- b
T-10' it
12
YW
13'-10" d
16'-1" b
15'$' b
3'-2' d
12
167 T d
19'-7' b
18'-5' b 1
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 2.1.1 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 gust for 140.2 MPH velocity; using design load of 32 4 #/SF
Single Self -Mating
Beams
I Tributary Load Width
6'-0" T-0" 8'-0" 9'-0" 10--o
11'-0" IT-0` IT-0' 1 14'-0- 15'-0" 16'•0" 1 17'-0"
Allowable
an Vila nding'b'or deflection'd'
2` x 4" x 0.046" x 0.050"
2" x 5' x 0.050" x O.D48"
2" x 6" x 0.050" x 0.060"
2" x 7" x 0.060" x 0.060"
2" x 8" x 0.072" x 0.112"
2' x 9" x 0.072" x 0.112`
2' x 9' x 0.082" x 0.1 W.
2" x 10" x 0.092" x O.i BT
7'-7' d
8'-10' d
10'4' d
11'-9' d
14'S' d
15'-11' d
1T-2' d
19'-10- d
6'-9' tl
8'4- d
9'-10' d
111-2- d
13'-10" d
15'-2' d
16'-3' d
18'-10' d
6'-6- d
7'-11' d
9'4" d
70'-9- d
IT-2" d
14'$' d
IS-7 d
18'-1- d
6'-2- b
T-8' d
9'-0' d
10'4' d
12'$' d
13'-11' d
14'-11- d
1T4' d
5-10' b
-7 5' d
8'-T b
9'-11' d
17-3' d
13'-6' d
14'5' d
1S-9' d
5-7'b
T-2' bl
8'-2' b
9'S' b
11'-11' d
13'•1' d
13'-11- d
16'-3' d
5'4- b
6'-10' bl
T-10' b
9'-1' b
11'-fi' d
17-8' b
13'-7- d
15-9" d
5'-1'
U-T b
7'$' b
8'-9' b
ill-2" b
12'-2' h
13'-0" d
1514' d
6'-4- bl
T-3' b
8'-5' b
10'-9" b
11'-9' b
17-11- d
14'-11' d
6.1' b
7'-0' b
8'.2' b
10'-5- b
11'-0' b
12'-7" b
14'$' d
4'-7' b
S-11' b
6'-9' b
T-10' b
10'-1' b
10'-11' b
IT-2' b
14'4' it,
4'-6' b
5'-9- b
6'-T b
7'$' b
9'-9" b
10'$' b
11'-10" b
13'-11' b
Double Self -Mating
Beams
Tribute Load Width
6'-0" T-0" 8--0' 9'-0" 10'•0" 11'-0" 12'-0" 1 13'-0' 1 14'-0" I IT-O"
18'4' d
20'-2' d
2-0d
1T-5' d
19'-2' d
2-
30d
16'$' tl
18'4' d
22'-9' d
Allowable
15-11' d
1T-T d
its, it)' cl
d8
Span
15'-5' d
15-11" d
-2- d
'L' / bending'b'
14'-11' d
16'-5' tl
1T-8' ci
14'-6' d
15'-11' d
1T-2- d
or deflection
14'-2' tl
1 S-T d
16'$' d$dd
19'd
'd'
13'-10' d
15'-Y tl
-10(2)
13'-6' d
14'-10" di
15'-11' d
18'-5' d
13'-2' d
14'$' di
15-7- d
I 78'-1" di
17-11' d
14'-Y d
15-3- d
1T-8' d
(2) 2" x 8" x 0.072" x 0.112"
(2) 2" x 9" x 0.072" x 0.772"
2) 2" x 9" x 0.082" x 0.153'
2" x 10" x 0.092" x 0.187"
-- Notes: r eaa,ao wamo-a pe or me roar is less man 7- in1Y.
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.
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 oust for 140-2 MPH io"a -an a « =
Single Self -Mating
Beams
V V• ad Tributary LoWidth
6;T T-0'11'
-0'
Allowable
Span
'L' I banding'b' or deflection'd'
2" x 4' x 0.046" x 0.050"
2" x 5" x 0.050" x O.D48"
2" x 6" x 0.050" x 0.060"
2' x 7' x 0.060" x O.D60"
2" x 8" x 0.072' x 0.112"
2' x 9" x 0.072" x 0.112"
T-3" d
8'-11' d
10'S' d
1 T-11' d
14'-9' d
16'-W d
1 T5- d
d
6'-10" d
8'$' d
9'-11" d
11'-5' d
14'-0' d
15'5' d
16'-6' d
19'-2' d
6'--7' d
8'-1' d
9'-6' d
10'-11' d
13'-5" d
14'-9" di
15'-10- d
18'4' d
&-Y b
T-10" d
9'-2' d
10'-6' d
12'-17' d
14'-2' d
15'-2" d
1T$' d
5-11' b
T$' d
8'-9' b
10'-1' d
12'S d
13'$' d
14'$- d
1 T-0' d
5'$' bi
7'4' d
8'-5'
9'-9' b
12'-1" d
13'-3- d
14'-3- d
16'$' d
S-5" b
T-7 b
b
9'4' b
11'-9' d
12'-11' d
IT-10' d
76'-0-d15'-7'
5'-3- b
6'-9" b
T-9- b
8'-11' 6
11'-5' d
17-5- b
13'-5- d
d
5'-0- b
V-6' b
7.5" b
8'-T b
11'-0' b
11'-11' b
1T-1- d
153' d
4'-10' bi
6'-3- b
T-2' b
B'4' b
10'$' b
11'-T b
17-10' d
14'-10' d
4'-9' bI
6'-1- b
6'-11' b
8'-1' b
10'4' b
117-3' bM112"x9"x0.082"x0.153"
17-5' 620'-2'
14'-7' d
4'-7-b
5'-11- b
6'-9' b
7'-10' b
10'-0" b
Double Self -Mating
Beams
Tribute Load Width
6--0" T-0" 8'.0" -0 9'-0" 10'" 11'-0' IZ-D" 1 13'-0' 1 14'-0' 1 15'-0` 1 16'-0' 1 1T-5-
Allowable Span 'L' I bending W or deflectlori V
2 2" x 8" x 0.072" x 0.112"
2) 2" x 9" x 0.072" x 0.112-
2) 2" x 9" X 0.082" x 0.153"
2) 2" x 10' x uxsz- x 0.187-
18'-T d
20'S' d
21'-11' d
25'S' d
1T$" di
19'-5- di
20'-10' d
24'-2' d
16'-11' d
18'-7- di
19'-11' d
23'.1' d
16'-0' d
17'-11' di
11 19'-2' d 1
27-3" d
15'$' d
1T-3' d
16'$" d
21'-5' d
15'-T di
1&-9' dl
1T-11- di
20'-9' d
14'-9' di
16'-0" d
1TS' di
20'-2' d
W-S c1l
15'-10' di
16'-11' dI
19'$' d
14'-0" dl
15-5 c1l
76-6" d
19'-Y d
13'$' d
15'-1- d
16'-2' d
18'-9' d
13'-5' d
14'-9- d
15'-10' d
18'4' d
13'-2' d
14'$' d
15'-6' d
1 T-I t' d
Nas: r •� • w,a an.,uua 9aurca wnCrC mu slope m lope or e m01 Is less men 1- in 12'.
ot
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. 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.
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OF 12
Table 2.2.1 Allowable Attributable Roof Area per Post
Attached Carports or Freestanding Carports with Gable oofs
Wind Zone =
Applied Load #/S =
100 MPH L 110 MPH
120 MPH 123 MPH
130 M 140-1 MP 0-2 MPH 150 MPH
16.6#1ft' 17.7#/ft'
21.1#/It 2.2#/ft'
4.8# ft' 8.7 30.9#/fP 33#Ift'
Max.
Height
Max.
Load
Allowable
Roof Area in Square
Feel Ick Va0ofFs Loads on Post
3" x 3" x 0.040 Roll
Formed -Aluminum Alloy
310 -14
7'-0"
1772
107
1 wo
i 84
1 80
1 71
1 62
57
54
8'-6"
1772
107
100
84
80
71
62
57
54
10'-0"
1772
107
100
84
BO
71
62
57
54
11' -0"
1772
107
10 0
84
80
71
62
57
54
13'1"
1446
87
82
69
65
58
50
47
44
14'-6"
1163
70
66
55
52
47
41
38
35
16'-0"
955
5B
54
45
43
39
33
31
29
Max.
Height
Max.
Load
Allowable
Roof Area
in S uare
Feet for Varicus
Loads
on Post
3" x 3" x 0.060" Roll Formed -Aluminum Alloy
3105 H-14
7'-0"
6110
368
345
290
1 275
246
1 213
198
185
8'-0"
4976
300
281
236
224
201
1 73
116
151
10-0"
170
162
145
125
116
109
11'-0"
2719
2719
164
164
154
154
129
122
110
95
88
82
13'1"
2128
128
120
101
96
86
74
69
64
14'1"
1710
103
97
81
77
69
60
55
52
16'-0"
1404
85
79
67
63
57
49
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
i 456
428
359
1 341 1
305
264
245
230
"
5646
340 1
319
268
254 1
228-
1
183
171
4079
246
1 230
193
184
164
4
132
124
11'
3085
186
174
146
139
124
7
100
93
•0"
2414
145
136
114
109
97
84
78
73
14'-fi"
1940
117
110
92
87
78
68
63
59
16 -0"
i594
96
90
76
72
64
56
52
48
1. Design must satisfy both height and area requirements.
2. Areas may be interpolated.
=Table 2.22
Allowable Attributable Roof Area per Post
Attached Carports or Freestanding Carports with Gabled Roofs
Wind Zone=
"APPIled Load(#/SF)=
100 MPH 110 MPH 120 MPH 123 MPH 130 MPH 140-1 MPH 140-2 MPH 150 MPH
16.6#1ft' 17.7#/fl' 21.1#/fP 22.2#/fN 24.8#/fN 28.7#/ft' 30.9#/f' 33#/ft'
Max.
Hel ht
Max.
Load #
Allowable Roof Area In Square Feet for Various Loads on Post
3" x 3" x 0.090" Hollow Extrusion
-Aluminum
Alloy 6D63
T-6
7'1"
10680
643
1 603 -
506
481
431
1 372
346
1 324
8'-0"
7244
436
409
343
326
292
252
234
220
10-0"
5-3
315
296
248
236
211
182
169
559
1 V-6"
3957
238
1 224
188
178
160
138
128
120
13'-0"
3097
187
176
147
13 9
125
108
100
94
144i
2489
150
14
118
112
100
87
81
75
16'-0"
2044
123
115
97
92
82
71
66
62
Max.
Height
Max.
Load #I
owa a
oo rea
n uare
eet or ar
ous oa son
ost
3ft Y 3" Y QJ25"
Hollew
Extrusion-
Alumintin
Alli-6063
TA
T•0"
14340
1 864
1 810
680
1
500
464
435
8'-0"
9725
586
315
295
027423
245
227
213
11'-6'
S313
320
A
185
172
161
13'-0'
4158
250
M549461339
145
135
126
14-6"
3342
201
116
108
101
16'-0"
2745
165
96
89
83
Max.
Hei ht
Max,
Load
a ous
oa son
os
4" x 4" x 0.125"
Hollow
Extrusion
-Aluminum
Allo 6063
T-6
7'-0"
26177
1577
1479
1247
1179
1056
912
847
793
8'-6"
23401
1410
1322
109
1054
944
815
757
009
10-0
17 91
1036
971
815
774
693
599
556
521
11 .6"
12999
783
734
616
586
524
453
421
394
13'-0"
10172
613
575
482
458
410
354
329
308
4'-6"
8176
493
462
388
368
330
285
265
248
16'.0"
6715
405
379
318
302
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
•'-Minimum
a�Be
Max.#Thru-Bolts
Minimum
Miminum#
Minimum
Size
Post
@ Post Base (Note 5)
Knee
Knee Brace
iScre.s-
Stitching Screws
114" 15116' 318" 1/2'
114' 5/16" 318' 112"
Size
Brace' (Note 5)
(Note 4)
Spacing
Hollow Sections
2'x4'O0 Tilt
2' x 2' Hollow or Snap
5
3
3
2
3
2
1
1
2'x3'x0.045'
3
#8 24'O.C.
2'x4'x 0.050'Hollow
2'x 3'Hollow or Snap7
5
4
3
5
3
3
3
2-x3'x0.045'
3
#8 24"D.C.
Self -Mating Beams
2" x 4' x 0.044" x 0.100'
-
3' x 3' x 0.060' Fluted
5
4
2
2
5
3
3
2
2" x 3' x 0.045'
3
#8 @ 24, 0,C.
d
7
5
3
3
5
3
3
2
3
#10 '
2'x 6'x0.050'x0.1
3'x Wx 0.060'Flu
8
6
3
3
5
3
3
2
2'x3'
3
#10@24'O.C.
2'x x 0
3'x ollow
10
7
4
4
5
3
3
2
x4'x0.0
2'x 8'x0.082'x0.306'
3'x3'x0.093'Hollow
11
9
5
5
5
3
3
2
2'x4'x0.050'
3
.C.
#12 24'O.C.
2' x 9' x 0.072" x 0.224"
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. "
Yx9"x0 8'
.0 2 x 0.306'
4'x '
4 x 0.125' Hollow
13
11
6
6
7
5
4
3
2' x4'x0.050'
3
#14 24' O.C. "
2'x 10'x0.092'x0.374'
The minimum m,mhnr ni thn, hnlle
4'x4'x0.125'Hollow
ie l�\
15
15
7
7
19
5
4
3
1 2'x4'x0.050'
1 4
#14@24'O.C."
1. ' Minimum postlbeam may be used as minimum knee brace
external screws or clips. See Details-
2. ^ For
screw
3. "'For screw size see wind zone chart
4. 1/4' Thru-Bolts may be substituted for screws.
All
5. All Thm-Bolts shall have minimum 5/8' diameter washers and lock nuts.
Example:
Number of bolts required for 120 MPH, "B" exposure, Attached (Enclosed) structure; MWFRS Design Load 21.1 PSF
' y
load width of post = 12', post spacing = 10, w2 = 21.1 PSF
Post Uplift = 17 x 10' x 21.1' = 1680#
B.d/
From Table 9.4A' use wall thickness of lesser member
�•�/�
Example: use' wall = 0.60" .
.
Allowable Loads
# Bolts Re 'd •Post
base
beam
1/4' = 468# / bolt
3.52 use 4
yes
yes
5/16' = 610 # / bolt
275 use 3
yes
yes
31W = 731# / bolt
2.29 use 3
yes
yes
1/2' = 1.004 # / boll
1.67 use 2
yes
yes
' These values are good for post base & beam bolts
Material
Type
Top Edge In Direction
Of Applied Load
& Center To Center
d4D
Aluminum
2-1/2 D
Concrete
5 D
Wood
4 D
Knee Brace
Min. Len th
Max
Y x 2' x 0.044'
1'�'
2' x 3' x 0.045'
1'-6'
2" x 4' x 0.050'
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 Uplift =
16.6 ##SF
17.7 #/SF
21.1 #/SF
22.2 #/SF
24.8 #/SF
28.7 #!SF
30.9 #/SF
33.0 #/SF
Free Standing Uplift =
15.8 #/SF
15.6 #!SF
16.2 #!SF
16.3 #/SF
16.8 #/SF
18A #/SF
32.4 #/SF
33.1 #/SF
Existing Slab on Grade with unknown
reinforcement In good repair
55
51
43
41
37
32
29
27
Isolated Footing
Dimensions"
Uplift
Rating Ibs.
Maximum Attributable Roof Area In Square Feet
12" x 12' x 12'
386
23
1 22
18
17
16
1 13
1 13
12
16" x 16' x 16"
738
44
33
30
26
24
22
18' x 18' x 18"
967
58
46
44
39
34
31
29
20" x 20" x 24"
1,484
89
70
67
60
52
48
45
20' x 20" x 30"
1,855
112
K4235
'88
84
75
65
60
56
24" x 24" x 24"
1.891
114
90
85
76
66
61
57
"x24"x 30"
2364
142
112
106
95
82
77
72
0"x30'x30'
3.225
194
153
145
130
112
104
98
30' x 30" x 36'
• RQ0! e
3.870
233
219
183
174
156
135
1 125
1 117
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 freestanding covers, multiply above roof areas by the appropdate multiplier from the table below.
Pre -Cast Block Footing
Pre -cast footine block f 16" x 16" x e' \ at?e' hnln n,=a"..,eh an a w.............n.
Wind Zone (MPH )=
100
110
120
123
130
140-1
140-2
150
Attached Cover Uplift •=
16.6 ##/SF
17.7 #/SF
21.1#/SF
22.2 #1SF
24.8 WSF
28.7 WSF
130.9#/SF
33.0 #/SF
=
10 #1SF
10 #/SF
11 #/SF
12 #1SF
13 #/SF
15 #/SF
15 #/SF
171NSF
tln Ibs.
Maximum
Attributable
Roof
Area in S
uare Feet
�Sa2
1 947
117
110
92
88
78
68
63
59
2 027
122
114
96
91
82
71
66
612
107
127
119
100
95
85
73
68
64'
Maximum uplift on post Is determined by mulOpying maximum attributable roof area x applied load.
Example:
Post tributary roof area =7T, Applied load for 110 MPH wind zone =17.7 # i Sq. FL, Uplift on post = 77 x 17.7 = 1,363 #
Roof Area Conversion Multipliers
Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs
Wind Zone 100 1 110 1 120 1 123 1 130 1 140-1 1 140-2 150
Roof Area Multiplier 1.00 1 1.05 1 1.13 1 1.36 IAA 1 1.56 1 1.00 1.00
Table 2.4.2 Uplift Resistance of Carport Footing
Footing Size
Uplift Rating lbs.
12" x 12' x 12'
386
12'x 12"x 16'
514
16' x 16' x 16'
734
16'x 16'718'
828
18" x 18' x 18"
957
18" x 18' x 20"
107
20" x 20" x 20'
1239
20" x 20' x 24"
1484
24 x 24 x 24
1891
24' x 24' x 30'
2364
30' x 30' x 30'
3225
30' x 30" x 36"
3870
W x 36- x 36-
5033
36" x 36' x 42'
5872
Example:
For 140 MPH
wind zone, maximum uplift for free standing carport = 15 #/Sq.FG.
Allowable roof area for 24' x 24" x 24' = 1891 Sq.FL 115 #ISq.FL = 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.Ft.
The allowable roof area on 24' x 24' x 24" footing for 140 MPH wind zone
'C' exposure category is 126 Sq.FL 11.21 = 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. Ft) @ 120 M.P.H. wind load
Diameter Anchor
x Embedment
Number of Anchors
1
2
3
4
114" x 1'
2644/11SF
528#/22SF
792#/33SF
1056#/44SF
1/4" x 1-1/2"
396#/17-SF
7926133SF
1188#/50•SF
15MM66SF
114-x2412-
660#/28-SF
1320#/55SF
1980##83-SF
2640#/110SF
5/16' x 1"
312#/13SF
624#/26SF
936#/39-SF
1248#/52SF
5116' x 1-112"
468#/20-SF
936##39SF
1404#/59-SF
1872#178SF
5116" x 2-1/2'
780#/33-SF
1560#/65SF
2340#/98SF
3120#/130-SF
3/8" x 1"
356#/15SF
712#l3O-S _
1068##45-SF
1424#/59SF
318"x1-1/2'
S34#/22-S
1068#/45SF
1602#/67-SF
2136#189SF
3/8" x 2-1/2'
890#/37-SF
I 17BON74SF
2670#/111•SF 1
3560N148.SF
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
0
26.6
1.01
0
26.8
1.01
0
27A
1.00
3
k
28.9
0.97
0
322
0.92
0-1
37.3
0.86
0-2
37.3
0.66
0
I Al
0.80
Allowable Load Coversion Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load
Tension
Multipliers
Shear
12d
1.10
127
lid
1.07
1.18
10d
1.03
1.09
9d
1.00
1.00
Bd
0.98
0.90
7d
0.95
0.81
6d
0.91
0.72
Sd
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 27 embedment by manufacturers.
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to raw[ may be substituted.
5. Anchors receiving loads perpendicular to the diameter are in tension.
Anchors receiving loads parallel to the diameter are shear loads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed load.
For a 2" x 6' beam with: spacing = 7'-0' O.C.; allowed span = 25'-9' (rabie 1.1)
UPLIFT LOAD=1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = [1/2(25.76) x T x 7#/ Sq. FL] /ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.8759/300# = 2.102
Therefore, use 2 anchors, one (1) on each side of upright.
Table is based on Raw[ Products' allowable loads for 2,500 ps.l. concrete.
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Table 2.5 Maximum Allowable Spans / Heights for Aluminum Pans
Utility Shed Roof or Walls
Aluminum Allov 3105 H-1d or n-75
1.114" x 12" x 0.026' Rizer Panel
1-1/4" x 12" x 0.032` Rizer Panel
Wind
1&2
3
4
Cantilever
wind
1&2
3
4
Cantilever
Zone
spanload•
spaMoad'
spaNload•
spent/ ad'
Zone
spaMoad•
spaMoad•
spaMoad•
spanload•
100
4'-6'
30.0
5'-7'
130.0
5'-6'
130.01
2'.2"
30.0
100
5'-2'
30.0
6-4'
130.0
F-6'
130.01
2'-2'
130.0
110
4'-3'
36.0
5'-3'
36.0
5'4'
36.0
2'-0-
36.0
110
4'-3"
36.0
5'-11'
36.0
6' 1'
36.0
T-0-
36.0
120
4'-0'
43.0
4'-11'
43.0
5'-7'
43.0
1'-11'
43.0
120
4'-0'
43.0
5'-7'
43.0
5'-9'
43.0
V-11'
43.0
123
3'-11'
45.4
4'-10'
45.4
4'-11'
45.4
1'-10'
45.4
123
3'-11'
45.4
F-6'
45.4
5'-T
45.4
1'-10'
45.4
130
T-10-
51.0
4'-8'
51.157.0
1'-9'
51.0
130
3'-70"
51.0
5'-4'
51.0
5'-5-
51.0
7'-9"
51.0
140.1
T-7"
59.0
4'-0"
59.0
4'4"
69.0
1'-8'
0Tu
140.1
3'-7'
59.0
5'-1'
59.0
5'-2'
59.0
1'-8'
S9.0
140-2
3'-7'
59.0
4'-6'
S9.0
4'-7'
S9.0
1'-8'
S9.0
140.2
3'-7-
59.0
5'-1`
59.0
5'-2"
59.6
1'-6'
S9.0
150
3'-5'
68.0
4'-3'
68.0
4'4'
fi8.0
1'-7'
68.0
150
3'-5'
68.0
4'-10'
68.0
4'-11'
68.0
1'-7'
68.0
1-1/2" x 12` x 0.026" Rizer Panel
1-112" x 12" x 0.032" Rizer Panel
Wind
18'2
3
4
I
Cantilever
Wind
1&2
3
4
Cantilever
Zone
spaNload•
spaNload•
spannoad•
span/Ioad•
Zone
span8oad•
spaNload•
spaNload•
spannoad•
100
S-5'
30.0
1 6-11'
30.0
1 T-0'
130.0
T-6-
30.0
100
T-4'
30.0
T-10'
30.0
T-11'
30.0
2'-0"
30.0
110
5'-1'
36.0
6'-6"
36.0
&-8'
36.0
T-5'
36.0
110
5'-1'
36.0
=
36.0
71-6"
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
6'-11'
43.0
7'-0'
43.0
2'-3"
43.0
123
4'-B'
45.4
6'-0"
45.4
6'-1"
45.4
- 2'-2'
45.4
123
4'-0'
45.4
6'-10'
45.4
6'-11'
130
4'-6"
51.0
5'-7'
S1.0
5'-17"
51.0
2'-l'
51.0
130
4'-0'
51.0
6' 7-
5To
6'-9'
151.01
2'-1'
151.0
140.1
4'4'
S9.0
5'-0'
59.0
5'•T
59.0
2'-0'
59.0
140-1
4'-4'
59.0
6'-3'
59.0
6'-4'
59.0
2'-0'
59.0
140-2
4'4'
S9 0
5'4'
S9.0
5'-5'
59.0
2'-0'
S9.0
140-2
4'-4'
59.0
6'3'
59.0
6'4"
59.0
2'-0"
59.0
150
4'-3'
68.0
5'-3'
68.0
5'-5"
68.0
2'-0'
68.0
150
4'-3'
68.0
5'-11'
68.0
6'-1"
68.0
2-0"
68.0
1-314" x 12" x 0.026" Cleated Panel
1-314" x 12" x 0.032" Cleated Panel
Wind
1&2
3
I
4
Cantilever
Wfrid
182
3
4
Cantilever
Zone
span/load-
spaMoad•
spaMoad•
spaMoad•
Zone
span8oad•
spaMoad'
spanload•
I spaMoad•
100
T-3"
30.0
8'-11'
30.0
9'-1"
30.0
X-5"
30.0
100
.0
10'-Y
30.0
10'4'
27.0
3'-5"
30.0
110
6'-10'
36.0
8'-5'
36.0
&-T
36.0
3'-3'
36.0
110
.0
36.0.0
3'-3"
36.0
120
6'-5'
43.0
T-11'.
43.0
BA"
43.0
3'-0'
430
120
.0
8'-11°
43.0
9'-2'
43.0
X-0"
430
123
6'-4"
45A
7'-9'
45.4
T-11"
45.4
2'-11'
45.4
123
.4
8'-10'
454
9'-0'
45.4
7-11"
45.4
130
5'-10'
51.0
7-3`
51.0
T4"
51.0
T-9`
51.0
130
10"3
0
8'.3`
51.0
B'-5'
51.0
2'-9"
51.0
1404
5'-9:
59.0
7'-2'
59.0
T-3-
59.0
T-7-
59.0
140-1
0
8'-1'
59.0
8'3°
59.0
2'-7"
59.0
140-2
5'-9'
S9.0
T-2'
59.0
T-3"
59.0
2'-9-
59.0
140-2
0
8'-1'
S9.0
Y:
S90
2'-9'
59.0
150
5'-6'
68:0
6'-10'
68.0
F-11"
68.0
2'-7-
68.0
150
.0
3" x 12" x 0.026" Panel
3" x 12" x 0.032" Panel
Wind
182
3
4
Cantilever
Wind
1&2
3
4
Cantilever
.no
spaMoad•
spaMoad•
span8oad•
spaNload•
Zone
1 spaMoad•
I spanload•
span/ioad•
I spaMoad•
100
10'-2'
30.0
12'-7'
27.0
12'-10`
27.0
4'-0'
30.0
100
1 V-7'
27.0
15'-7'
23.0
15'4'
23.0
4'-0"
30.0
110
9'-7"
36.0
11'-11'
32.0
12'-2'
32.0
4'-0"
36.0
110
9W'
32.0
13'-6'
32.0
1T-9'
32.0
4'-0'
36.0
120
9'-0'
43.0
it'-2'
39.0
1V4'
39.0
4'-0"
43.0
120
9'-0'
43.0
IT-8' -
39.0
12'-11"
39.0
4'-0"
43.0
123
8'-7"
45.4
10'-7"
40.8
10'-10'
40.8
4'-0°
45.4
123
&-7'
45.4
12'-0'
40.8
12'-3'
40.8
4'-0'
45.4
130
8'-7'
51.0
10'-T
45.0
10'-10'
45.0
3'-17'
51.0
130
8'-T
51.0
12'-1'
45.0
12'3'
45.0
4'-0"
51.0
140-1
B'-2'
S9.0
10'-7'
59.0
10'-3'
53.0
3'-10`
59.0
140-1
8'-2'
59.0
11'-5'
53.0
11'-8'
53.0
4'-0"
59.0
140-2
8'-2'
59.0
10'-1'
59.0
10'-3-
53.0
T-10"
59.0
140.2
8'-2'
59.0
11'-5'
53.0
11'-8-
53.0
4'-0'
59.0
150
1—-
68.0
_
68.0
9'-10'
68.0
3'-8'
68.0
150
7'-10'
68.0
10'-11'
60.0
11'-Y
60.0
4'-0`
68.0
Room Roof Panel span ='W" as shown on drawings.
`.Note:
A. Install 2' x 2' x 0.036' Extrusion at Midspan increase span by 25 % maximum shed area.
'2. Spans may be interpolated.
Table 2.6.1 Town & Country Industries, Inc.
36005 T-5 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 thennalply shall be fastened to aluminum studs with #8 X 1' wafer headed screws
using the fastener pattems described with the details of this section.
4. For fastening to aluminum use Wfast HD X (Y + 3/4') @ 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. Exposure "D'.
Table 2.7A Maximum Stud Wail Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes
Resiriantial cnnctr +i^n 11tnit., ct,...t_
Wind Velocity 100 MPH, Applied Load =15 #ISF
Wind Velocity 110 MPH, Applied Load =18 #ISF
Stud
Stud Size & Lumber 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
2x8L2x
#3 SPF
2x6
#3 pine#3
2x8
pine
12"
10'-9' b
15'-W b
19'-10" b
12'-5" b
1B'-3" b
23'-3' b
9'-9' b
14'4" b
18'-1' b
16'-8' b
21'-3" b
16"
9-4' b
13'7"b
1T-2- 6
10'-9' b
5'-10-b
20'-2-b
8'-6'b
1Z-5'b
15'-8- b
14'-6- b
W-5- b
24"
7'-7- b
11'-1' b
14'-0' b
B-9- b
12'.11-b
16'-S b
6'-11' b
10'-l' b
17-10' b
11'-10- b
16-0- b
Stud
Wind Velocity 120 MPH, Applied Load = 22 #ISF
Wind
Velocity 130 MPH, Applied Load = 25 #1SF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
93 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" b
16'-4' b
10'-3' b
15'-1- b
IT-2" b
8'•4- ti
12'-Y b
15'-4' b
9'-T b
14'-2- b
18'-0- b
16"
T-8' b
11'-3" b
14'-2' b
8'-10' b
13'-l' b
IV-8- b
7-2. b
10'-6' b
13'-4' b
8'-4' b
12'-3' b
IS-7' b
24"
- b
9'-2' b
1 T-7" b
7'-3' b
10'-8' b
1 T-7- b
b
8'-7" b
1 U-10" bi
6'-9' b
10'-0" b
17-9" b
Wind Velocity 140-1&2 MPH, Applied Load = 29 #ISF
Wind Velocity 150 MPH, Applied Load = 34 #ISF
Stud
Spacing
Stud
Size &
Lumber Grade
Stud
Size &
Lumber Grade
2x4
03 SPF.1
2x6
#3 SPF
2 x a
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine 1
2x4
#3 SPF
2x6
93 SPF
2xB
#3 _SPF
2x4
#3 pine
2x6
93 pine
2x8
#3 pine
12"
T-9' b
11'-0' b
14'3' b
8'-11' b
13'-2- b
16'-9- h
T-1- b
10'-5- b
13'-2' b
8'-3- b
12'-2' b
15'-5' b
16"
6'-8' b
9'-9' b
12'4' bl
T-9' bl
11'-5- b
14'-0" b
b
9'-0' b
17'-5' b
7'-2' b
-0' 70' b
13'-5' b
24"
- bl
T-11- b
10'-1' b
- b
9'-4• b
11'-10' b
- b
T-0 ' b
9'-4' h
b
8'-7' b
10'-11' b
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 Southern Pine construction grade wood from NDS Amedcan 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'C' 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'-6" are not listed.
6. Stud heights ale 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'-V are not listed.
7. 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 and 8' O.C. feild for wind speeds above 130 MPH up to 150 MPH, 'D" exposure. #6 drywall or deck
screws may be substituted for #8d common nails at the same spacing.
8. Use TruFast SD x ('t' + 1-1/2) at 8" O.Q. 130 MPH wind speeds, "D' exposure; 6" O.C. for wind speeds above 130 MPH and up to
150 MPH,'D' Fxposur
T le 2.7B Maximum Stud Wall Height for Various Wind Loads, Stud Spacin
and Species of Lumber
For Wails w/ 7U.Inum exible Finishes
Wind Velocity 100 MPH, Applled Load = 15 #/SF
Wind Velocity 110 MPH, Applied Load =18 #ISF
Stud
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
1 2X6
#2 pine
1 2x8
92 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
12"
12'-l' d
18'-11' d
24'4' b
IT-l" di
20'-6' di
2T-W it
1174 d
1T-9' b
22'-5' b
12'-3' di
19'-0' bi
24'-9' b
16"
10'-11" it
16'-10' b
21'-4- bi
11'-10" di
18'-3- bl
23'-6" b
IU-4' d
15'4- bi
19'-0- b
11'-Y d
16'-8' b
21'-6" b
24"
9'-5" b
13'-9' b
1TS' b
10'-3" b
14'-11' b
19'-2- b
8' 7- b
17-V b
15'-10- b
9'4' b
13'-7' bi
1T-6' b
Stud
Spacing
Wind Velocity 120 MPH, Applied Load = 22 #/SF
- Wind Velocity 130 MPH, Applied Load = 25 #ISF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
2x4
92 SPF
2x6
#2 SPF
I 2x8
#2 SPF
I 2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
2x4
#2 SPF
2x6
#2 SPF
2xa
#2 SPF
2x4
#2 pine
2X6
#2 pine
2x8
I !!2 pfne
12"
10'-T d
1"" b
20'-0' bi
11'-6' ell
1T5" b
22'-5' h
10'-Y d
15'-0' b
19'-1' 6
11'-0' d
16'-4- b
21'-W - b
16"
9'-6'
'-
b
19'S' b
8--11- b
13'-0' b
l6'-0' 6
9'-9' b
24"
b
11'4' bi
14'-V bi
8--6' bi
12'4'
2TIQ
- bi
I V-W bi
1 X-6- ti
T-11' b
Stud
Spacing
Wind Ve
d
H. Applied Load = 29 #ISF
Wind
Velocity 150 MPH, Applied Load = 34 #ISF
Stud Size & Lumber Grade
2x4
92 SPF
2x6
278
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
02 pine
2x6
#2 pine
2x8
#2 pine
b
-
T-8" b
10'S" b
1&-2" b
19'-6" b
8'-10" b
12'-11' b
16'4' 6
9'-8' b
13'-11- b
18'-0- b
17- b6
4' b
9'-1' b
13'-2' b
16'-11' b
b
11'-Y b
14'-2" b
8'-4- b
17-2- til
IS-7- b
17-6' b
- b
10'-9" b
13'-10' b
- b
9'-T b
11'-T b
- b
V-11' bi
17-9' b
Applied load values based on ASCE 7-05 Table 6-2.1 =1.0
Wood design values are based an #2 S.P.F. (South) and Southern Pine consbuctan grade wood from NDS American Forest & Paper
Association, current edition.
For'C' wind exposure category, multiply allowable stud heights by 0.85.
For utility sheds multiply heights by 1.14. For utility sheds In exposure'V category wind zones, multiply allowable height by 0.97.
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'-W are not listed.
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 V-9• are not listed.
7/16" O.S.B. or 1/2' plywood sheathing shall be attached to wood studs with #8d common at V 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 may be substituted for #8d common nails at the same spacing.
Use TruFast SD x ("r+ 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.
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ROOF PANELS GENERAL NOTES AND SPECIFICATONS
1. Certain of the following structures are designed to be married to Site Built block, wood frame
or DCA approved modular structures of adquate structural capacity. The contractor / home
owner shall verify that the host structure is in good condition and of sufficient strength to hold
the proposed addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill
head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard"
shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product
is known, use the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be
checked and reinforced for the enclosed building requirements. .
7. Composite panels can be loaded as walk on or uniform loads and have, when tested,
performed well in either test. The composite panel tables are based on bending properties
determined at a deflection limit of L1180.
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 L/80 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 we
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 sealent. 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
coaflng
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.00f.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 toads
for compdnents 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
I = D.87 for 90 to 100 MPH
1= 0.77 for 100 to 150 MPH
KCpt = 0.00 Zone 2
loads reduced by 25%
Screen Rooms
& Attached Covers
I = 0.87 for 90 to 100 MPH
1 = 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
& Roof Overs
I =1.00
KCpI = 0.18 Zone 2
Overhang / Cantilever
All Rooms
I = 1.00
KCpI = 0.18 Zone 3
Basic Wind
Pressure
EffecOve
50
20
Area
10
Basic Wind
Pressure
Effective
50
20
Area
F10
Basic Wind
Pressure
Effective Area
50 20 10
Basic Wind
Pressure
Effective Area
50 20 10
100 MPH
13
13
16
25
17
20
23
26
17
23
27
30
17
27
38
45
110 MPH
14
14
17
20
18
21
25
28
1 18
27
32
36
18
33
46
55
120 MPH
17
17
20
23
22
25
30
33
22
32
39
43
22
39
54
65
123 MPH
18
17
21
24
23
26
32
35
23
34
41
45
23
41
57
69
130 MPH
20
20
23
27
26
29
35
39
26
38
45
51
26
46
64
77
140-1 MPH
23
23
27
31
30
34
40
46
30
44
53
59
30
53
74
69
140-2 MPH
1
27
31
30
34
40
46
30
44
53
59
30
54
74
89
150 MPH
26'
26
32
36
34
39
46
52
34
51
60
68
34
1 61
1 85
162
minimum live load of 30 PSF controls In high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 10' and 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"
Exposure "B" to "C" Exposure "B" to "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending Defection
Bending
Deflection
0 -15'
121
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'-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
INDUSTRY STANDARD ROOF PANELS
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SCALE: 2" = V-0"
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SCALE: 2" = l'-0"
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CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2' = V-0" ALUMINUM SKIN
TABLES
E.P.S. CORE
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........................
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COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = V-0"
PRIMARY CONNECTION:
(3) #_' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
#10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
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" = T-W
ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
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
1.1/2" x 1/8" 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 112" 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 911 6"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.
1100-1231 130 140 150
#8 1 #10 #12 #12
EXISTING TRUSS OR RAFTER 6" x'[' x 6" 0.024"MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
(2) #10 x 1-1/2" S.M.S. OR
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EXISTING FASCIA
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 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 PAN ROOF PANEL INTO HEADER AND ATTACH TO 4T i WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
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08-12-2010
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EXISTING TRUSS OR RAFTER
#10 x 1-11T S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ IT O.C.
#8 x 1/2" S.M.S. SPACED
�- @ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
:('�:^r_i'•;.:.::. 4— ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: T =1'-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR 1 S.M.S. SPACED @ 1Y O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
(2) 1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ IT O.C.
FOR WOOD USE:
#14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ IT O.C.
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
" FOR FASTENING TO ALUMINUM USE TRUFAST
FLOOR PANEL HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE
MPH AND TO A 15
"D" 0 MPH
EXPOSURE..
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: T =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.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
100 -1231 130 140 150
#8 1 #10 1 #12 1 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
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1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: T = 1'-0"
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 112" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: T = l'-0"
6" x't' x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
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POST AND BEAM (PER
TABLES)
MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: T = T-0"
INSTALLATION
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.)
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EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN
#8 x 3/4" SCREWS @ 16" O.C.
#8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
#8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE:
FOR MASONRY USE
WOOD FRAME, MASONRY OR
1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION
ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
#10 x 1-112" S.M.S. OR WOOD
SCREWS @ 12" O.C.
98 x 1/2" ALL PURPOSE
SCREW @ IT O.C.
BREAKFORM FLASHING
T 6" 10"
713"CopPOSITE ROOF PANEL
(SEE SPAN TABLE) /
STRIP SEALANT BETWEEN
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16"7=DRIP
O.C. EACH WAYND
ATION BETWEEN
FASTENING SCREW SHOULD4"
PANEL IS
BE A MIN. OF 1" BACK FROM
THE FLASHING
THE EDGE OF FLASHING
SYSTEM SHOWN IS REQUIRED
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: T =1'-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.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/T
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
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EXTEND UNDER DRIP EDGE 1"
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MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN
V FASCIA (MIN.)
#10 x 1-1/2" S.M.S. @ 16" O.C.
0.040" ANGLE W/ #8 x l/2"
S.M.S. @ 4" O.C.
d
COMPOSITE ROOF PANEL
HEADER (SEE NOTE BELOW)
#8 x (011T) S.M.S. @ 8" O.C.
.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 @ IT O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: T = 1'-0"
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+1/2") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
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CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
#8 x 1/2" WASHER HEADED
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2" x _ RIDGE OR ROOF BEAM
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SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
/ IF W / VARIES — A
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
#8 x 't' +1/2" LAAGGSCREWS W/
coMPosf2SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
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1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = l'-0"
2" X 2" x 0.044" HOLLOW EXT
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-1/2"
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("P + 3/4") AT 8"
O.C. FOR -UP TO 130 MPH WIND SPEED'D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
TO A z5D MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = 1'-0"
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS Nu `uncu000
FOR 140 & 1
(2) 3/8" x W L
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POST SIZE PER TABLES
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4" = V-0"
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0' OR LESS
FOR FASTENING TO WOOD
USE TRUFAST SD x ("I" + 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 .
PAN TO WOOD FRAME DETAIL
\ SCALE: 2" = T-0"
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER ::::
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER AGAINST EXISTING ROOF
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EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
ZZ MIN. 1-1/2" PENETRATION
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FASTEN W/ (2) #8 x 3" DECK FOR NON -SPLICED PLATE
EXISTING RAFTER OR SCREWS THROUGH DECK WALLS 18'-0" OR LESS
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
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" x 6"
EXISTING 1/2' OR 7116"
SHEATHING
A - A - SECTION VIEW
SCALE: 1/2" = V-0"
B - B - ELEVATION VIEW
SCALE: 1/2" = 1'-0"
B - B - PLAN VIEW
SCALE: 1/2" = V-0"
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
(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: 2" = V-0"
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
#10 x 2" S.M.S. @ 12" O.C.
EXISTING FASCIA
SEALANT
3" PAN ROOF PANEL
(MIN. SLOPE 1/4": 11
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SUPER OR EXTRUDED GUTTER w
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SCALE: 2" = l'-0"
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UDED OR
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TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
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FENDER WASHER @ 12" O.0
CAULK SCREW HEADS &
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CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
(MIN. SLOPE 1/4": T)
1/2' 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = V-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 112
CAULK EXPOSED SCREW
WAY BETWEEN EACH SIDE W/
HEADS
(3) #10 x 2' INTO FASCIA AND
PLACE SUPER OR EXTRUDED
(3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE
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TRUSS / RAFTER TAIL IN 1/2"0
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SEALANT
#10 x 2" S.M.S. @ 24" O.C.
3" COMPOSITE ROOF PANEL
— — — — —
(MIN. SLOPE 1/4" : T)
EXTRUDED OR
3" HEADER EXTRUSION
EXISTING TRUSS OR RAFTER
SUPER GUTTER
FASTEN TO PANEL W/
EXISTING FASCIA
#8 x 1/2" S.M.S. EACH SIDE
@ 12" O.C. AND FASTEN TO
SEALANT
GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" =1'-0"
GUTTER BRACE @ 2"-0" O/C
CAULK
SLOPE
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COMPOSITE ROOF
HEADER
CAULK
2" x 9" BEAM
SUPER OR
EXTRUDED
GUTTER SOFFIT
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(2) #10 x 1/2" S.M.S. @ 16" O/C / 2" 0 HOLE EACH END FOR
FROM GUTTER TO BEAM WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" = 1'-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
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 314"0 HOLE OR A 3/8" x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO 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" = l'-0"
FLASHING 0.024" OR 26 GA.
GALV.
T x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 2-3/8' LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
910 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2"
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 WALLW/ 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" = 1"-0"
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
#10 x 2-1/2' S.M.S. @ RAFTER
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2" x 6' SUB FASCIA
2" x 6" S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = V-0"
PAN ROOF ANCHORING DETAILS
RIhf:F RAP
#8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
#8 x 1/2' S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
98 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
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ROOF PANEL -
HEADS AND WASHERS
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#8 x 9/16" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM 0 POST DETAIL
SCALE: 2" = T-0"
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CAULK ALL EXPOSED SCREW
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WHEN. -FASTENING TO ALUMINUM USE TRUFAST HD x ("P + 314") AT 8" O.C. FOR UP TO 130 MPH WIND
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SCALE: 2" = l'-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
TYPICAL INSULATED PANEL
SCALE: 2" = 1'-0"
#8 x 112" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 1/2" 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 1/2" 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.
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 2-112: 12
0 0
0
0
0
o SUBSEQUENTROWS
0
3/8" TO 1/2" ADHESIVE BEAD
FORA 1"WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
\ WAFER HEADED SCREWS
7/16" 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 SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 318"0 BEAD OF BASF DEGASEAL- 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 15# 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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Table 7.1.1 Allowable Spans and Design / Applied Loads* (#iSF)
• •," • for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
Mono -Sloped Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms
Enclosed
I Overhang
Cantilever
Zone
MPH
1&2
s annoad"
3
s annoad'
4
s annoad•
182
s anlload•
3
s ardload•
4
s annoad'
182
s annoad•
s annoad3•
4
s annoad•
All
Roofs
100
4'-10"
25
5'-11'
25
6'-1'
25
4'-9'
26
5'-11'
26
6'-0'
26
4'$'
30
5-7'
30
5'-9'
30
1'-10'
45
170
5'-3'
20
6-6'
20
6'-7'
20
4'-8'
28
&_9-
28
5'-10'
28
4'-3-
36
5'-3'
36
5'$'
36
1--9'
55
120
5'-2'
23
S-2'
23
6'4'
23
4'-5'
33
5'-5'
33
5'-7'
33
4'-0-
43
4 -1
' 1'
43
5'-1'
43
1'-8-
65
123
4'-17'
24
6-1'
24
5-T
24
4'-4
35
V-4m
35
5'-5'
35
3'-11-
45
4'-11'
45
4'-11-
45
1'-7'
69
130
4'-8'
27
5'-10'
27
5.11'
27
4'-2'
39
T-2'
39
5'-3'
39
Y-10'
51
4'$'
S1
4'-10'
S1
1 -7-
77
t4D•1
4'S'
31
V-7'
31
5'$'
31
3'-11'
46
4'-10"
46
4'-11'
46
Y-10'
51
4-8-51
4'-10'
51
1'-6'
89
140-2
4'S'
31
5'-7'
31
6-8'
31
3'-11'
46
4'-10'
46
4'-11'
46
Y-7'
59
4'$'
S9
4'-T
59
1'$'
89
150
4'_3'
36
5'-3'
36
S-Y
36
a-9'
52
4'$'
S2
4'-9'
S2
T-5'
fib
4'-3'
tiff
4'-0'
68
1'$"
102
Wind
Open Structures
MonoSlo ed Roof
Scraen Roams
& Attached Covers
Glass & Modular Rooms
Enclosed
Zone182
s annoad•
3
s aMo d•
a
4
s annoad•
182
s annoad•
3
s a d•
nnoa
4
a oad•
s M
1&2
s aNload'
3MPH
s annoad'
s Moad
F,,h,".g,
100
6'-0'
25
6'-5'
25
6'$'
25
'-1' 5
26
6'4'
26
6'-5'
26
4'-10'
30
6'-0'
30
6
30
1'-2'
1'-1 °
45
110
5'-17"
120
6'•11'
20
T-1'
20
4'-11'
2B
6'-Y
28
6'3'
28
4'-T
36
5'$'
36
5'-9'
36
1'-10'
55
120
5-7'
23
6'•T
23
6'-9'
23
4'-9'
33
5'-10'
33
5'-11'
33
4'-4'
43
5'-4'
43
5'-5'
43
1'-9'
65
123
5'$'
24
6'$'
24
6'-T
24
4'-B"
35
5'-9'
35
5'-10'
35
W-Y
45
S-3-
45
F-4-
45
1'-9'
69
130
5'4'
27
6'3'
27
6'-0'
27
4'5'
39
5'$'
39
5'-T
39
4'•1'
51
5'-0'
51
5'-2'
91
1'$'
77,
140-1
Y-0"
31
5'-11"
31
S-1'
31
4'-3"
46
5'-3'
46
5'-0'
46
4'-1'
S1
5'-0'
51
5'-2'
S1
1'-7'
89
140-2
5'-0"
31
5'-71'
31
5-1'
31
4'-3'
46
5'-3'
46
5'-4'
46
3'-11'
59
4'-10'
59
4'-11'
S9
1'-7'
89
150
4'-9•
36
5'$'
36
5'-9'
36
4%1'
52
5'-0'
52
5'-1'
52
T-8'
68
4'-7'
tiff
4'$'
tiff
V-6'
102
Wind
Open SWmure I I
Mo—Slo ed Roof
Screen Rooms
8 Altached Covers
Glass & Modular Rooms -
Enclosed
Overhang
Cantilever
Zone
MPH
182
s annoad•
3
s annoad•
4
s annoad'
782
s annoad•
3
s annoad•
4
s annoad'
182
s annoad•
3
s aniload•
4
s annoad•
All
Roofs
100
T-1'
25
T-T
25
7'$'
16
5'-11'
26
7'-5'
26
T$'
26
5'$'
311
T-1'
30
T-2'
30
2'-4'
45
110
6'-11"
2017
5'-10'
28
T-Y
28
T-0'
28
5'd'
36
6'-8-
35
6'-9'
36
2'-2'
S5
720
6'$'
23
T-9'
23
T-11'
20
5'$'
33
6'-10'
33
6'-11'
33
5'-1'
43
6'-3'
43
6'-4'
123
6'_5'
24
7'-T
24
TA'
21
5'_5'
35
6'$"
35
6'-10'
35
4'-11'
45
6'-2'
45
S-3'
130
6'-2•
27
7'-0'
27
7'-S
23
S-0'
39
6'-5'
39
6'-7•
39
4'-9r
S1
5'-11'
51
T-0-
51
1'-11-
77
140-1
5'_I1'
31
6'-11'
31
T-Y
31
4'-11-
46
6'-1'
46
6'-3'
46
V-9'
51
5'-11'
51
6'-W
S1
140-2
5'-11"
31
6'-11'
31
T-Y
31
4'-11'
46
6'-1'
46
b'-3'
46
4'-T
59
5'-T
59
5'•9'
S9
150
5'-7'
36
6'-8'
36
5-9'
36
4'-9'
52
5'-10'
52
&-11'
S2
4'-0'
tiff
5'-4'
tiff
5'$'
tiff
1'-9'
102
now: J dial raw panel wialn =room main +MR wldth + overhang. 'Design or applied load based on the affective area of the panel
Table.7:12 Allowable Spans and Design / Applied Loads* (#ISF)
for Industry Standard Riser Panels for Various Loads
1.1/2"x 12°x eD2d'2er5 Rih Riser panels blrrmlmim 411nv i1nG H_1d •.rRdS
Wind
Open Structures
—Sloped ed Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
- annoad•
3
s annoad-
4
s annoad•
182
s annoad•
3
s annoad•
4
s annoad'
1"
s annoad•
3
spa nnoad•
4
Spa nnoad'
All
Roofs
100
'S-s'
z51125
7'-Y
16
5'-7'
26
6'-17'
26
T-1'
26
5-4'
30
6-T
30
6'
30
7-2'
45
6'•9'
28
6'-11'
28
5'-1'
36
6-3'
36
6'-4'7-P
55
6'-5"
33
4'-9'
43
S-11'
43
V-11-
43
1'-11-
65
S4'
354$°
455
5'76'-1"
394'$"
51
5'-T
51
5'$'
S1
1'-70"
77
157
A
5'-7'
S1
5'$'
51
1'-9•
89
15'-9'
46
FY
S9
5'3'
59
&-5-
S9
Y:
S2
4'-1'
tiff
5'-Y
tiff
5'-2'
tiff
1'$'
702
Wind
Open Structores
MonoSio ad Roof
8
Screen Rooms
Attached Covers
Glass &Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s annoad•
1&2
s annoatl•
3
s annoad•
4
s annoad•
1&2
spanifoacr
3
s annoatl•
4
s annoad•
All
Roofs
700
S-2'
25
T-T
25
T-9'
16
5-1-
26
T-6"
26
r-W
26
S-9'
30j
T-3'
3D
2'S-
45
110
6'$'
20
B'-3'
17
8'S'
17
5'-11'
28
T4°
28
S-5'
36
5-10.
36
73'
55
120
6'4"
23
T-10'
20
B'-0'
20
5'-7'
33
6'-11'
33
5'-2'
43
6'$'
43
2'-1'
fi5
7'-9'
21
7.10.21
SS'
35
6'-10'
35
5'-0'
456'-0'
45
-i'
fi9
TS'
2323
5'4'
39
6'-T
39
R133
4'-10'
S1
6'1'
51
1'-11'
77
T-1'
31T3'
3
5'-0'
46
S-2'
46
4'-10'
S1
1
6'-1'
S1
1'-11'
89
7'•1'
31
T3
31
5'-0
46
6'-2'
46
4-T
595'-10'
S9
1-11`
89
6'-9'
366'-10'
36
4-10
S2
5-11'
52
4-5'
68
5'-7'
6B
1-10"
102
Wind
Open Structures
MonoSlo ad Roof
8
Screen Rooms
Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
M
s annoad•
3
s Moad•
4
s annoad'
1&2
s annoad•
3
s annoad'
4
s .Moad'
182
s onnoad•
.Mad'
3
s a
4
s annoad•
All
Roofs
100
-Y
5
104'
16
1 -7'
16
T-1' ..
26
8'-9'
26
8'-11'
26
6'-9'
30
84'
30
8'-6'
30
-9'
45
110
7'-10"
20
9'$`
17
6-11
28
8S
28
8-9'
28
6'4'
36
T-10'
36
8'-0
36
7-7'
55
120
S
23
9'-2'
20
6'-7'
33
8-1'
33
B-3'
33
5-11'
43
7$
43
T-7'
43123
T3"
24
9'-0'
216'-5'
35
T-11'
35
8'-1'
355-114573'45T-5'45
T-W
69
130
6'-1Y
27
N:
23
U51
39
S$'
S1
6'-11'S1T-2'
All"
512'477
140.1
6'$'
31
8'3'
27
5'-10'
46
7'3"
46
T-5'
46
S$'
S1
S1
T-2'
S1
Y3'
31
R:N
275-10'
46
T3'
46
T-5'
46
5'S'
59
V-8-
59
6'-10'
59
2..336
T-10-
32
S2
S-Y
tiff
6'4
tiff
S$'
66
T-7'
102
n.,.e: ..0 rvar ymJm w,ou. = room wum • wau wwm * overhang. -uesJgn or applied Joao Daiwa on me enec lve area of the panel.
Table 7.1.3 Allowable Spans and Design / Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
Mono -Sloped Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular Rooms
Enclosed Rooms
Overhang
Cantilever
Zen.
MPH
a &2
s Nload•
3
sea
4
s annoatl•
182
s annoad•
3
Sea
4
s annoad•
182
s aNload•
3
s annoad•
4
s annoad'
All
Roofs
100
12'-2' 16
76'-7' 13
16'-5' 13
10'-9' 23
13'-3' 23
13'$' 23
9'-10' 30
1Z.7 127
17.10' 27
4'-0'
45
110
15'-10'
74
16'-l'
14
10'-5'
25
17-10' 25
13'-2'
25
9'•3"
36
11'-10'
32
3'-9'
55
120
13'-10'
20
15'-1-
17
9'$'
33
17-1' 30
12'-4'
30
W-B'
43
11'-1'
39
3W_
65123
13'-7'
21
IT-11'
21
9'4'
35
1T-11' 32
12'•2"
32
8'$'
45
10.-11"
41
3'-6'
fig130
R1220
13-2'23
13'-5'
23
8'-11'
39
11'$' 35
17'-9'
35
8'-3'
S1
1a-T
45
d12
3'-4'
77140-7
12'-7'
27
12'-10'
27
8'S'
4fi
11'-0' 40
11'-3'
40
6'3'
51
10'-7'
3'•3'
89140-2
Z-7"
7
17-10'
27
8'-6'
46
11'-0' 40
11'-3'
40
T-10'
59
9'-e'
59
3'-3'
89150
32
72'-2'
32
8'-2-
52
10$' 46
T'-9'
46
T$'
fib
9'3'
6B
3'-1-
102
Wind
Open
MonoSlo
SWctures
ecl of
screen Rooms
8 Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
Sp annoad•
3
spaMood•
4
spa
182
s annoatl•
3
spaoa M tl'
4
s annoad'
782
s aM oad•
3
s annoad'
4
s annoad•
I
All
Roofs
100
13'-Y
16
1T-5'
13
1T-9'
13
1 '-T 1
23
74'-0'
23
15'-3'
20
10'-11'
27
13'- '
7
2 7
13'-1
27
4'-0-
4 5
110
12'-11'
17
1T-1'
14
1T•5'
14
11'3'
25
13'-11'
25
15'-1'
21
10'<'
32
17-10'
32
-
13'-1'
32
4'-0"
55
120
12'-1`
20
15'-11'
17
16'-0'
17
10'-T
30
13'-1'
30
13'-'
30
9'-5'
43
11'-11'
39
12-3'
39
3'-10'
65
123
11'-11'
21
15'$'
17
16'-0'
17
10'-5'
32
72-1T
32
is.-2-
32
9'-3'
45
11'-10'
41
12'-1'
41
4'-0'
69
130
11'$'
23
15-1'
20
15'S"
20
9'$'
39
17-5'
35
12'$'
35
&-If"
51
11'•5
45
11'-8'
45
3'$'
77
140-1
10-17'
27
13-7'
27
13'-10'
27
9'-2-
46
11'-11'
40
12'-Y
40
8'-11'
51
11'$"
45
3'$'
89
140-2
10-11'
27
13'-7'
27
13-10'
27
9'-2'
46
11'-11'
40
12'-2"
40
8'-5'
S9
70'-10'
53
11'-1•
53
T-W
B9
150
10'-5'
32
17-11'
32
73'-Y
32
8'-10'
S2
11.4'
46
11'-T
46
8'-7'
6B
70'S'
60
10'-T
60
3'-0'
102
Wind
Open Structures
MonoSlo ed Roo(
Screen Rooms
&Altached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s annoad•
182
s anfload'
3
s annoad'
4
s annoad•
1&2
s annoad•
3
s annoad•
4
s annoad•
All
Roofs
100
16'$'
13
20'-4'
13
20'-9'
13
13'$'
23
0IT-10'
20
12'-1027
15-9'
23
17'-1`
23
4'-0'
45110
16'-2'
14
19'-71'
14
20'-0'
14
13'•Y
251'115'-10'
27
15-2'
274'-0'S5t20
15-1'
17
78'$'
17
19'-0'
77
12'-S
30
76'-T
25
11'4'
39
14'-0'
39
15'-3'
32
4'-0-
65723
13'-11'
21
18'4'
17
1B'$'
17
17-Y
32
16'-4'
26
11'-2'
41
13'-10'
41
14'-1'
41
4'-0'
69130
13'$"
23
1T-8'20
16'-0'
20
11'-9'
35915'9'
A
29
10'-10'
45
13'4'
45
13'-8'
45
4'-0'
'140.1
72'-10'
27
16'-10'
23
17'-2'
23
11'3'
40
14'-Y40
10'-10'
45
13'4"
45
13'•8"
45
4'-0'
B9
140.2
12'-10'
27
16'-10'
23
1T-2"
23
11'3"
40
0
14'-2"
40
9'-11'
S9
17-8'
S3
12'-11'
S3
4'-0'
897506
13'S'
46
9'-5'
tiff
t7-7
60
12'-5"
60
4'-0'
102
••-•"• ..... overhang. uesign or appuea load passel on ma BtIS=a me of the panel
Table 7.1.4 Allowable Spans and Design / Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
MonoSlo ed Roof
8
Screen Rooms
Attached Covers
Glass & Modular Rooms
Enclosed
Overhan
Cantileveg r
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s annoad'
1&2
s Moad•
3
s annoad•
4
s annoad'
182
s annoad'
3
s annoad•
4
s annoad•
All
Roofs
100
12*-W
jib
16'-3'
113
1 16'•7-
13
1.'-10"
23
1 13'-V 120
13'$'
20
10'3-
27
17$"
23
17-11'
23
4'-0'
45
110
12'-1'
17
15'-01'
14
16'-3'
14
10'S"
21
13'3"
21
9'4'
32
11'-11"
27
12'-Y'
27
3'-10'
55
120
11'3'
20
13'-71'
20
15'-3'
17
9'-7'
25
72'$`
25
39
11'-2'
39
11-5"
39
723
11'-1'
21
1&-9"
21
14'-0'
21
9'$'
26
12'3'
26
6'-7'
41
1T-X
41
77'3'
130
70'-0"
23
13'4'
23
13'-7'
23
9'-1'
29
&.11-4-
11'-10'
29
8'-0'
45
10'$'
45
10'-11'
45
140-1
10'-3°
27
1Z-8
27
17-11'
27
B'-7-
- 40
11'4"
408''510'$'40
7T_4
40T-11'
53
9'-9'46
10'-10'
46.
Wind
Open Structures
MonoSlo ed Roof
&
Screen Rooms
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
s annoad'
3
s aNload•
4
spa
182
s annoad•
3
s annoad'
4
s annoad•
1&2
s annoad•
3
s annoad•
4
s annoad•
All
Roofs
100
73'3'
13
7T-7'
13
7T-11'
13
11'-r
23
15-1'
ZO
15'-5'
20
71'-1'
27
13'-8'
23
73'-11'
23
4'-0'
45
110
13'-0'
74
1T3'
14
IT-T
14
71'4'
25
14'-0'
21
15'-Y
21
10'-5'
32
12'-11'
27
13'-2'
27
4'-0'
55
720
12'-2°
17
16'-V
17
16'-Y
17
10'$"
30
13'-2'
25
1 -6"
25
9'$"
39
17-1'
32
174•
32
3'-11'
65
123
17-0"
17
15-10'
1710'$'
32
12'-11'
26
13'-3'
26
9'-0'
41
11'-11'
34
12'•2•
34
4'-0'
69
130
11'$'
20
1S3"
20
15'-T
20
9'-9'
17S'
29
12'-9'
29
8'-11"
45
1'-W
45
11'-9'
38
3'$'
77
140-1
11'-1'
27
13'$'
23
13'-11'
23
9'-3'
40
11'_11-
34
12'-3'
34
8'-11'
45
11'-6'
45
11'-9'
38
3'$'
89
140-2
11-7"
27
13'-B'
23
13'-11
23
9'-3'
40
11'-11
34
12'3'
34
8$
53
1 -11"
53
11 •Y
53
3$
89
121Z1 _
26
13'-3"
26
fi -11
46
11 S•
46
11-8
39
8'-2'
60
-1 $'
60
10 $'
60
3'-0'
102
Wind
Open
MonoSlo
SWtNres
ed of
&
Screen Rooms
Attached Covers
Glass &Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad'
3
s .Moad'
4
s annoad•
182
s annoad'
3
s aafload•
4
s paad'
182
s annoad•
3
s Selload'
4
s annoad•
All
Roofs
100
16'-7'
13
20'S
13
20-11'
13
13
20
1T$'
20
1"'
20
17-11'
23
16'-10
23
17'•2-
23
4-0'
45
11
164
14
20-Y
14
2 -T
14
133'
1
17'-5'
21
17-9
21
173'
27
is-11
27
164'
27
4'-0'
S5
720
153
17
78-1
17
7 3'
17
$
25
165
25
tfi-
25
11-5'
39
15-1'
32
155
32
-0
5
123
14'-0'
17
1 18'$'
117
18'-11'
17
12'3-
26
IV-21
2fi
16'-6"
26
11'-3'
41
13'-11-
34
15'-Y
34
4--W
69
130
13-T
20
iT-10'
20
18'•2'
20
It* 10'
29
15'-T
29
15'-17'
29
10'-11'
45
13'-6'
38
13'-9°
36
4'-0'
77
140.1
12'-11'
23
16'-i t°
23
tT4'
23
TT-'
—11'4'
40
14'-0'
34
15'-1'
34
19-11'
45
13'-6"
38
13'-9'
38
V-or
89
140-2
12'-17'
23
16'-11"
23
17'4'
23
-fly10'
40
14'-0'
34
15'-1"
34
10'-4'
S3
12'-9'
44
73'-0•
44
4'-0'
89
150
26
1S4'
26
16-T
26
46
13'S'
39
13'-8'
39
9'$'
60
173'
51
IZ-61
51
W-W
102
••-•.•• •.. W • v ....n., mvnr = wav carom+overhang- -uesign or applied Joao owed on the affective area of the panel
Table 7.1.5 Allowable Spans and Design / Applied Loads* (#ISF)
for Industry Standard Cleated Panels for Various Loads
wind
Open Structures
Mono -Sloped Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s annoad•
182
s annoad'
3
s anlload•
4
Spann ad'
182
s annoad'
3
s .Moad'
4
ape
All
Roofs
100
T-7'
16
10'-11'
116
1 11'-1'
16
7'$'
23
9'-3'
23
9'-5'
23
7'-7'
30
B'-10'
27
B'-it'
27
7-71.
45
110
8'•3'
77
10'-9'
17
10'-11'
17
7'-3'
28
9'-0'
25
9'•Y
25
6'$"
36
8'•3'
32
8'•5'
32
2'-9'
S5
120
T-10'
20
9'$-
20
&-11'
33
B'-6'
30
B'$'
30
6-d'
43
T-10'
39
T-77'
39
2'-7'
65
123
7'$'
21
9'$'
21
9'$'
21
8'$'
32
6'-2-
45
T$'
41
T-10'
41
2'-7'
69
130
T-4
23
9'•1'
23
9'<-
23
S$'
39
B'-1'
35
8'•3'
35
V-11'
51
T-0-
51
7'$-
45
2'-5'
77
140-1
7'-l"
31
B'-9'
27
1 1'
27
6'-Y
46
T-V
40
T-9-
40
V-11'
51
T4'
51
7'$'
45
T-4-
89
140-2
7'-1'
31
8'-9'
27
8'-71'
27
6'-2
46
T$'
40
7'-9'
40
5'$"
59
T-0'
S9
7'-Y
59
15D
6'$'
36
8'3'
32-
8'-5'
32
5'-71'
S2
T4'
52
T$'
46
5'-5'
68
F-8-
58
&-to-
tiff
2'-3'
102
Wind
Open Structures
MonoSlo d Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
s annoad•
3
s a Nload•
4
s a Mood•
182
s annoad'
3
s annoad•
4
s annoad•
182
s annoad•
3
s an oad• n
4
s an8oad•
All
Roofs
100
B'- ' 2
16
11'-9"
73
11-17
13
8'-0'
23
10'-0'
23
70'-7'
23
7'-8'
27
g$'
27
9'$"
27
3'-2'
45
170
8'-10'
17
11'-T
14
71'-9'
14
T-10'
25
9'-6'
25
10'-3'
25
T-Y
36
8'-11'
32
9'-1'
32
7-11.
55
720
8'-S
20
10'-9'
20
10'-11'
20
T-5'
33
9'-2'
30
9'-0"
30
6'-9-
43
8'A"
39
B'-7' -
39
7-9'
65
123
8'.1-
21
10'$'
21
10'-10°
21
7--3-
35
9'-0'
32
9'-Y
32
6'-e'
45
FY
47
B'$"
41
Y-9'
69
130
T-11'
23
10'-0'
23
10'$•
23
7'-0'
39
8'-8•
35
8'-10-
35
6'-S
51
T-11'
45
8'-1'
45
7-8'
77
740-1
7'-T
27
9'-5'
27
9'-7'
27
6'-8'
40
8'4'
40
6'-5'
S7
T-11"
45
8'-7'
45
7$'
89
140-2
T-7'
27
9'-5'
27
9'-7'
27
B$'
4fi
8'-2'
40
6'-4-
40
6'-1'
59
T-7'
53
7'$'
53
2'$'
B9
150
7'-Y
36
e'-11"
32
9'-1•
32
6'-4'
S2
7'-10'
46
6'-0'
46
5'-10'
tiff
T-2'
tiff
T3'
tiff
2'-5'
102
Wind
Open Structures
MonoSlo d Root
Screen Rooms
& Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zane
MPH
182
s annoad•
3
s aoad•
nn
4
s annoad•
182
s annoad'
3
s annoad•
4
s annoad'
1&2
s annoad•
3
s aNload•
4
s annoad•
All
Roofs
Iuu
11'-1'
I I
1 13'-9'
1131
75W'
113
T-5'
123
1 17-1'
120
174'
120
8'-11'
27
11'S'
110
10'-11'
17
13'$'
14
13'-9'
14
9'-Y
25
11'-9'
21
17$'
21
B'-5'
32
10'-10"
32
11'-1'
32
3'-5'
55
120
VA.-
20
12'-1
17
17-11'
17
B'$'
30
11'-1"
30
11-0''
30
T-11-
39
9'-10-
39
1 10'-0'
39
T-3'
65
123
9'-8'
21
17-5'
17
17$'
17
8`6
32
10'-11°
32
11'-1"
32
7'-IW
41
Y-d'
41
9-10'
41
3'-2'
69
130
9'•3'
23
12'-1'
20
12'-4'
20
8'J'
35
10'$'
35
10'-9'
I 35
'$'
45
g$'
45
$9''
45
3'-1'
77
40
10'-3'
40
7'£
45
9'-3'
45
9'S"
45
7-11'
89
140-2
8'-11"
27
IT-6"
27
IT-8-23
T-9'
40
9'-7'
40
1 -3'
40
7'-2'
59
B'-10
53
2'-11'
89
150
8'-Y
32
10-11'
32
11-1'
32
T-6
46
9'-3-
46
9'-5'
46
6'-10'
68
B'-5'
60
Jr_,
60
-10'
102
•--•• • • ..•.."• - •...••• ..,.,.• - we.• w,our r wnmeng. -u gn or applied Joao Dried on me aaectne area of me panel
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#ISF)
Wind
Open Structures
Mon.Slo dRoof
Screen Rooms
&Attached Covers
Glass &Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
s annoad•
3
s annoad•
4
s annoad'
1&2
s annoad•
3
s annoad•
4
sea
182
s annoad•
3
s annoad•
4
s annoad•
All
Roofs
100
15'-0"
131
77'-2'
113
_ 1&-7'
13
11'-5•
23
17-e'
23
1Z 4•
23
10'-S"
27
11'-9•
30
110
13'-6'
17
16'$'
14
16'-1'
14
10'-11"
25
1Z-3-
25
11'AT
25U-51
10-10"
36
120
17-2'
20
15'-1'
17
13'-2'
20
9'$'
33
11'-2'
30
10'-10'
30
9-0'
39
9'-0'
43
Y-5•
65
123
11'-11'
21
13'-0'
21
17-10"
21
9'-3'
35
10'-11-
32
10-T
32
9'-1'
41
B'
130
114'
23
12$
23
1 3'
23
B'-9'
39
10-0'
35
9'$"
39
-7'
45
8'3'
140-1
10$"
-To-6"
27
11-9'
27
11'-5"
27
B'-1
46
1"
46
8'-9'
46
B'-T
45
63
57
2'-11•
B9
140.2
27
11-9"
27
11_5
27
8'-1'
4fi
9-01
46
BW
46
T-11"
53
T$-
59
7-it'
892150
T-S-
60
7-
fib
7-9'
102
nose: 1-1 rooipan.I---nwm-01n-wan wldm+overhang. 'Design or applied load based on the affective area of the panel
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* 2.00" T 2.00"
T
2.00" � I I I
A = 0.434 in.' A = 0.776 in?
UA,
Ix =1.953 in.0.040" Ix = 0.234 in "
Sx = 0.240 in? 0.046° o Sx = 0.977 in?
6005 - T5 6005 - T5
2" x 2" x 0.040" HOLLOW SECTION 0.072" o
SCALE 2" = 1'-0" m A = 1.855 in?
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Ix = 16.622 in°
TOP AND BOTTOM OF EACH BEAM ' Sx = 4.156 in.'
* 2.00"
I I 2" X 4" X 0.046" X 0.1 QQ" 6005 -T5
0.045" A= 0.538 in.' SELF MATING SECTION
o SCALE 2" = 1'-0"
= in 0. 8 in? '
STITCH Wl (1) #10x3/4° S.D.S. HEX HEAD @ 24" O.C.
6005 in? - T5 * 2.00" * TOP AND BOTTOM OF EACH BEAM
6005 I I
2" x 3")1 0.045" HOLLOW SECTION 2" x 8" x 0.072" x 0.112"
SCALE 2" = 1'-0" A = 0.964 in? SELF MATING SECTION
Ix = 3.688 in. ° SCALE 2• = 1'-0"
0.050" o 2.00" Sx = 1.475 in?
* * ui
I I 6005 - T5
*200"*
0.060" o A = 0.768 in? I I
6 Ix = 0.530 in'
j Sx = 0.585 in? STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 24" O.C.
6005 -T5 TOP AND BOTTOM OF EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.096"
SCALE 2" =1'-0" SELF MATING SECTION o.072" o
SCALE 2" = 1'-0" m
* 2.00' * A = 1.999 in.'
I 12.00"* Ix=22.116in'
:0.050" I Sx = 4.915 in?
0o A = 0.697 in.' 6005 - T5
Ix = 1.428 in'
Sx = 0.714 in? o A = 1.098 in?
6005 - T5 0.050" m Ix = 5.938 in. °
Sx = 1.979 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
2': z 4" x 0.050" HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM
SCALE 2" = 1'-06005 - T5
2" x 9" x 0.072" x 0.112"
SELF MATING SECTION
T- 3.00" SCALE 2" = 1'-0"
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
A = 0.552 in? TOP AND BOTTOM OF EACH BEAM
o.oa5" o Ix = 0.342 in.' 2" x 6" x 0.050" x 0.120" * 2.00•
� Sx = 0.342 in? I I
6005-T5 SELF MATING SECTION
3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = 1'-0"
SCALE 2" =1'-0"
2.02"
6.082" o
m A = 2.398 in?
Ix = 27.223 in.°
Sx = 6.050 in?
g m. A = 1.277 ' 6005-T5
0.060" Ix = 8.873 in. '
Sx = 2.534 in?
6005 - T5
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"
STITCH W/ (1) #10x3/a• S.D.S. HEX HEAD @ 24• D.C. SELF MATING SECTION
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.060" x 0.120" SCALE 2" = 1'-0"
SELF MATING SECTION
SCALE 2" = 1'-0"
* 2.00"
0.090' o
A = 3.023 in?
Ix = 42.466 in.'
Sx = 8.493 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" z 1 Q" z 0.092" z 0.187"
SELF MATING SECTION
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08-12-2010 OF 2 G
GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be 'Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (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, 112" 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 r powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. ':'Any project covering a pool with a salt water chlorination disinfection
..;:system shall use the above recommended fasteners. This is not limited to
..".,base anchoring systems but includes all connection types.
'FASTENER SECTION DESIGN STATEMENT:
The anchor'systems in the Fastener section are designed for a 130 MPH wind
load:=Multipliers for other wind zones have been provided. Allowable loads
.include a 133 % wind load increase as provided for in The 2007 Florida Building
Code with 20,09 Supplements. The use of this multiplier is only allowed once and
Thave selected anchoring systems which include strapping, nails and other
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d =diameter
Embedment
Depth
(in.)
Min, Edge Dist 8
Anchor Spacing
Sd (in.)
Allowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-112"
2'1
1-114" 273# 236#
1-1/4" 316# 236#
TAPPER (Concrete Screws)
3116"
1-1/4•
15116'
1 288#
167#
1-314'
1 15116"
371#
259#
1/4"
1-114'
1-1/4"
427#
20D#
1-3/4'
1-1/4"
544#
216#
3/8'
1-112'
1.9/16'
511#
402#
1-314'
3-3/8'
703q
455#
POWER BOLT (Expansion Bolt
1/4"
2"
1-1/4"
624#
261#
5/16"
3"
1-718"
936#
751#
3/8"
3-1/2-
1 1-9/16"
1,575#
1,425#
112"
5"
1 2-1/2" 1
2,332#
1 2,220#
POWER STUD (Wedge -Bolt B)
114'
23/4'
1-1/4'
812#
326#
4-114"
1-7/8"
1,351
921#
112" 1
6"
2-112"
2,271#1
1,218#
518' 1
7" 1
2.114"
3,288# 1
2,202#
wedge Bolt
1/4" 2-112" 1 2-1/4"1 878# 385#
318" 3-M3-114" 1,705# 916#
112" 4" 3-3/4-1,774# 1 1,095#
Notes:
1. Concrete screws are limited to T embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to raw] may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are Increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2" x 6" beam with:
spacing = T-0" O.C.
allowed span = 20'-5" (Table 1.1)
U -
Allowable Load Coversion Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.D4
1.20
7d
1.08
1.40
8d
1.11
1.60
9d
1.14
1.80
10d
1.18
2.00
11d
1.21
12d
1.
Table 9.2 Wood & Concrete Fasteners fofOpen 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 page)
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
~"1 - Number -of Fasteners
•;�. 2,1"
3
4
1"
264#-10 SF
528#-19 SF
792#-29 SF
10564-39 SF
114"o
1-112"
396#:='14..SF..
792#;°-r29;SF
1188#-43 SF
1584#-58
2-112"
16604 - 24 SF
1320# - 48 SF
980# - 72 SF
2640# - 96 SF
IF
1'
r'312#-11 SF
624#-23 SF
936#-34 SF
1248#-46 SF
5116"o
1-1/2"
468#-17 SF.
936#-34 SF
1404#-51 SF
1872#-68 SF
2-1/2"
780#-28 SF
"1560#-57SF
2340#-85 SF
3120#-114 SF
318"e
1' _
396#-13 SF
712#-26SF
1068#-39 SF
1424#-52SF
1-112"
a534# -19"SF
1068# _ 39 SF
1602# - 58 SF
2136# - 78 SF
2.112"
890# - 32 SF
1780#- 65 SF
2670# - 97 SF
3560# -130 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Dlameter
Length of r^=
Embedment
%= "'" -• 'Number of Fasteners
1 ,:� 2 3 q
TYPE OF FASTENER - "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent)
1/4"e
1.1/2"
273#-10 SF546#-20
SF
819#-30 SF
1092#-40 SF
2"
316#-12 SF
632#-23SF
948#-35 SF
1264#.46SF
TYPE OF FASTENER
= Concrete
Screw (Rawl
per or Equivalent)
3/16"e
1-1/4"
288#-11 SF
-576#.-21SF.
864#-32 SF
1152#-42SF
1314"
371#114'SF
742#-27 SF
1113#-41 SF
1490-54 SF
1/4"o
1.1/4"
'365#-13 SF
730#-27 SF
1095#-40 SF
1460#-53 SF
1314"
427#-16 SF
854#-31 SF-
1281#-47 SF
1708#-62 SF
Wa"o
1-112"
511#-19 SF..=1022#-37
SF
1533#-56 SF
2044#-75 SF
13/4'
�03#-26 SF
1406#-m SF
2109#-77 SF
2812#-103 SF
TYPE OF FASTENER=
Expansion
Bolts (Rawl Power
Bolt or Equivalent
3/8"o
2-112"
1050# - 38 SF
2100#-- 77 SF
31511q -115 SF
4200# -153 SF
3-112"
1575#,; 57SF
3150#=115.SF
4725#-172SF
6300#-2.30 SF
712"a
3'
d3999-51 SF
2798#-102'SF
4197#-1535
5596#-204 SF
5'
2332#-BS SF
4664#-1705F
6996#-255SF
9328#-340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where,
d is the anchor diameter. 2. Allowable mof areas are based ori'loacis for
Glass / Enclosed Rooms (MWFRS); I =1.00.
PLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(20.421 x 7 x 10# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70#70# = 1fi7 G I k"y
427#
Therefore, use 2 anchors, one (1) on each side of upright tv ! (!y o
Table Is based on Rawl Products' allowable loads for 2,500 p.s.I. concrete. 6
ScrewlBolt
I Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs.)
28
0.164"
122
139
153
200
228
255
-
#10
0.190"
141
161
177
231
263
295
-
9112
0.210"
156
178
196
256
291
327
#14
0.25D"
186
212
232
305
347
3 99
529
1/4'
0.240"
179
203
223
292
333
374
508
5/16"
0.3125"
232
265
291
381
433
486
661
318"
0.375"
279
317
349
457
520
584
793
112"
0.50"
373
423
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"
D.092'
0.125"
#B
0.164"
117
133
147
.192
218
245
-
#10
0.190'
136
154
170
222
253
284
#12
0.210"
150
171
185
246
280
293
-
#14
0.250"
179
203
223
292
333
374
508
1/4"
0.240"
172
195
214
281
320
358
487
5116-
0.3125"
223
254
279
366
416
467
634
316"
0.375"
268
305
335
439
499
560
761
1/2"
O.SD"
357
406
447
585
1 666
747
1015
'F
Allowable Shear Loads on Screws for Nominal Wall Thickness fr) (Ibs.)
Bolt
Double Shear '
Size
Nd
0.044"
0.050"
0.055"
0.072"
O.D82"
0.092"
0.125"
114"
111"
13
390
429
561
639
717
974
5/16'
0.3125"
446
508
559
732
.2
934
1269
318"
0.375"
1 536
610
670
878 1
998
1 1120
1522
1/2`
0.50'
714
812
894
1170 1
1332
1 1494 1
207
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of frame members Is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6 1269
5052 H-25 1522
6005T-5 1 030
Table 9.5A
Allowable Loads & Roof Areas Over Posts Table 9 M In Allowable Fastener Loads.
for Metal to Metal, Beam to Upright Bolt Connections for Metal Plate to Wood Support
Enclosed Structures Cod 27.42 #/SF
Fastener
diam.
min. edge
distance
min, ctr.
to ctr.
No. of Fasteners / Roof Area (SF)
1/Area
2/Area 3/Area
4/Area
1/"
- 1/2"
518"
1,454-53
2,908-106 4,362-159
5,819-212
16"
3/a-
715-
1,894 - 69
- 682 - 207
7.576 - 276
3l8,
4'
1"
2.272 - 82
4,544 - - 249
9,088 - 331
UP
1"
14W
3.030-110
, D- 1 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 0)35.53 #/SF
Fastener
diam.
min. edge
distance
min. ctr.
to ctr.
No. of Fasteners / Roof Area (S
1 I Area
2 / Area
3/ Area
4 / Area
114"
1/2"
519"
1,454 - 41
2,908 - 82
4,362 -125
5.819 -164
5116"
3/8'
7/8"
1.894 - 53
3.788 -107
5,682 -160
7,576 - 213
3/8-
314"
1'
2.272 - 64
4.544 -128
6,876 -192
9,088 - 256
1W
1"
1414"
3,030-85
6.060-171
9,090-256
12,120-347
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';
I = 1.0.
2. Minimum spacing is 2-1/2d O.C. for
screws & bolts and 3d O.C. for rivals.
3. Minimum edge distance Is 2d for screws,
bolts, and rivets.
Allowable Load Conversions9
for Edge Distances More Than Sd
Edge
Distance
Allowable
Muhl
Load
hers
Tension
Shear
12d
1.25
11d
1.21
10d
1.18
2.00
Sit1.14
1.80
Sd
1.11
1.60
7d
1.08
!All
6d
I.64
1.20
5d
1.00
1.00
WIND LOAD CONVERSION TABLE:
'Forwind Zones/Regions other than 120 MPH
(fables Shown),
multiply.allo`wable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
1D0
26.6
1.01
110
26.8
1.01
120
27A
1.00
123
28.9
0.97
130
32.2
0.92
140.1
37.3
0.86
.14D-2
37.3
0.86
150
1 42.8
1 0.80
Metal to Plywood
-11
4 ply
1 518' 4 ply
1 - Z: 3/4' 4 ply
Shear
(tbs.)
Pull Out
lbs.
Shear
(Ibs.)
Pull Out
(Ibs.
Shear
(Ibs.
PUII Out
Screw 0
#8
93
48
113
59
134
71 :-
#10
W )
55
120
69
`•. 141
.78
#12
118
71
131
78
143 -
94
#14
132
70
145
88
157
105
Table Q 7 Aluminum Rivets With nu...0 .,...,..." c
Aluminum Mandrel
I i; Steel Mandml - '
Rivet Dlameter
Tension (Ibs.
Shoar
Tension (Ibs.
Shear
R-
129
176
tt 210 _
325
5132-
187
263
,: 340
490
3116'
2621
375
W5
720
Table 9.8 Alternative Angle and Anchor Systems foilleams Anchored to
Walls, Uprights, Carrier Beams, or Ottier 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
Attachment Type
Size Description
,
To Wall
0
To Upright / Beam
0
2" x 4' x 0.044"
Angle
T x 1' x 0.045' 1
3116"
#10
2" x 4" x 0.044"
Angle
1" x l' x 1/16(0.063') ;�
3/16'
#12
2"x 50x 0.072"
Uchannel
1-1/2'x1-1/2'x 1-1/2"x0.125'
1/2'
#14
2" x 6' x 0.072"
U-channel .
1' x 2-1/8;x 1' x 0.050"
,- 5136'
5/16
2' x 8' x 0.072"
Angle
1' x 1' x •;1/8" (0.125). _ ,qt;+.
3116"
#12
2" x 10" x 0.072"
Angle
1-1/2' x 1=1/2 -1 16'(0.062
c�, 1/4'
#12
2" x 7-x 0.072-
Angle
1-1/2" x 1-1/2' 3116"(0.188')
;, 1/4'
# 44
2" x 10" x 0.072"
Angle
1-112' x 1=1/2' 1/8'(0.062')
'1!4'
#14
2" x 7" x 0.072"
Angle
13/4' x "W x 1/8'(0.125')
iw
#14
2" x 10" x 0,072`
U-channel
13/4" x "W x 13/4' x 1/8•
3W ` ., 1
#14
2" x 10" x 0.072"
Angle
2' x 2' x 0.093"--
3/8'
3/8-
2"x1D"x 0.072"
Angle
2'x2'x 118"(0.125)
5/16'
5/16'
2" x 10" x 0.072"
Angla
2" x 2- x 3116-(0.313-)
112•
1/2'
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam / 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
i.e. 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 oossible.
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 Conversinn Table at R," „r+ " -%
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#-22 SF
1056#-309F
1/4"o
1-112"
396#-11 SF
792#-22 SF
1188#-33SF
1584#-45 SF
2-112"
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"0
1-112"
4684-13 SF
936#-25SF
1404#-40 SF
1872#-53 SF
2-1/2"
780#-22 SF
1560#-44 SF
2340#-66 SF
3120#-88 SF
1•
35SF
712#-20S1
F
IF
14#308#-6#-10 -40 SF
318"o
1/2'
534#-15 SF
1068#-30
1602#-
#60 SF
2-1/2'
1 890# - 25SF
1780# - 50 SF
1
100 SF
CONNECTING TO: CONCRETE [Min. 2,600 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 2 3 4
PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent
1/4"e 1-1/2"
233#-8 SF
466#-17 SF
699#-25SF
932#-34 SF
2"
270#-10 SF
540#-20 SF
810#-30 SF
108D#-39 SF
PE OF FASTENER = Concrete
Screw (Raw] Tapper
or Equivalent
3116"e
1.1l2'
246#-73F
492#-14 SF
73B#-215F
984#-28 SF
13/4"
317#-9SF
634#-18 SF
951#-27 SF
1268#-36 SF
1/4"o
1-1I2"
365#-10 SF
730#-21 SF
1095#-31SF
1460#-41 SF
1.314"
465#-13 SF'
93D#-26 SF
1395#-39 SF
1860#-52SF
318"a
1-112"
437#-12 SF
774#-25SF
1311#-37SF
1748#-49 SF
13/4"
601#-17SF
1202#-34 SF
1803#-51 SF
2404#-68 SF
P OFF
TENER = Expansion
Bolts (Rawl Power
Bolt or Equivalent
8"
2' 1
1
2410#-fill SF
36t5#-102 SF
4820#-136 SF
3-1/2"
13
7 SF
1f2"e
F 1
3612#-102 SFJ
5418#-152 SF
7224#-203 SF
5"
1993#-56 SF
3986#-112 SF
5979#-168 SF
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
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
25
1.22
110
30
1.11
120
35
1.03
123
37
1.00
1
4
0-182
4
0.aa
6
.1
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wall
Metal Upright
Concrete
I Wood
2• x 10'
1/4•
#14
1/4'
7/4'
2" x 9"
1/4•
#14
1/4-
1/4'
2" x 8"
1/4"
#12
114"
#12
2"xT
3/16"
#10
3/16'
#10
.2' x fi" or less
3116"
#8
3/16'
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Altemative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
#12
#14•
5116"
318"
#8
1.00Pnq
0.58
0.46
0.27
0.21
f110
0.80
0.72
0.57
0.33
0.26
#12
0.58
1.00
0.78
0.46
0.36
#14
0.46
0.78
1.00
0.59
0.46
5116"
0.27
0.46
0.59
1.00
0.79
318"
021
0.36
0.58
0.79
1.00
Alternativ
e Anchor Selec
tion Factors for Anchor/ Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
1/4•
1 318-
3116*
1.00
0.83
0.50
1/4'
0.83
1.00
0.59
3/8'
0.50
0.59
1.00
Dyna Bolts (1518" and
2-114" embedment respectively)
3/16'
1/2'
i
1.00
0.46
0.46
1.00
Multiply the number of #8 screws x size of anchor/svew desired and round up to the next even
of screws.
Example:
If (10) #8 screws are required, the number of 910 screws desired Is:
0.8x 10=(8)#10
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