HomeMy WebLinkAboutSUBMITTED PAPERSc
OFFICE USE O Y:
Date: C) 0 I h Fee Due:
Permit # I ( 1
w w..
PLANNING &DEVELOPMENT SERVICES
x. BUILDING & CODE REGULATION DIVISION
2300 Virginia Avenue O
Ft. Pierce, FL 34982-5652
772462-1553
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
ALL INFO MUST BE COMPLETE && FILLED IN TO BE ACCEPTED
SCANNED
PROJECT INFORMATION
BY
St. Lucie
1. LOCATION/SITE ADDRESS:
5 Placido ( Stock Unit)
Countv
Spanish
Lakes
2. PROJECT NAME: R i verf ron
t SITE PLAN NAME:
3. PROPERTY TAX ID#:
3427-111-0002-000/5
4. LEGAL DESCRIPTION (attach extra sheets if necessary): 27, 36, 40
All that part lying
E & N of St. Lucie
River & W of US #1
5. PLAT BK PAGE
BLOCK
LOT
6. PARCEL SIZE: ACRES/SQ FT.
LOT DIMENSIONS 51'
X109 . 974' x55.88' x92'
7. SETBACKS (ACTUAL) FRONT:
2 0 ' BACK: 151 RIGHT
SIDE: 15 ' 4 " S §EFT SIDE: 15 ' 4 " s s
8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
TYPE OF CONSTRUCTION
Mobile Home reset
N = New
A = Addition
R= Rebuild
SG =
SR =
WD
Slab on Grade
Raised Slab
= Wood Deck
DIMENSIONS
SQUARE FEET OF
CONSTRUCTION
El
SCREEN ROOM
N
SG
a NEW
❑
EXISTING
12 ' X 2 2'
264
R7
CARPORT/PATIO ROOF
N
SG
KI NEW
❑
EXISTING
121 X 371
444
❑
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 OVER'
EXISTING ACCESSORY STRUCTURE
❑ NEW
❑
EXISTING
X
®
OTHER: driveway
N
SG
® NEW
❑
EXISTING
12' X 20'
240
❑
ALUM POOL FENCE I
i
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
948
9. VALUE OF CONSTRUCTION: $ 8, 0 9 0.0 0
The value of construction is used to determine the amount of permit- fees to be assessed. St. Lucie County reserves the right to
question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with
similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDV Form No.: 001-02 Rev.041262010
OWNER INFORMATION
NAME: Wynne Building Corp.
ADDRESS: 8000 S. US One
CITY: Port St. Lucie STATE: FL ZIP 34952
PHONE (DAYTIME): ( ) 8 7 8 — 5 513 EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED•ABOVE:
FEE SIMPLE TITLEHOLDER: same
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): (. )
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #: S CC 13115 0 5 8 6 ST. LUCIE COUNTY CERT #: 2 5 5 8 4
BUSINESSNAME: Master Craft Aluminum Products
QUALIFIER'S NAME: Jeff Jackman
ADDRESS:_ 1634 SE Niemeyer Circle
CITY: Port St. Lucie STATE: FL ZIP 34952
PHONE (DAYTIME): 3 3 5 —117 7 FAX NO. 3 3 5— 0 8 6 0 email:
ARCHITECT/ENGINEER: Lawrence Bennett PE
ADDRESS: 4191 Dairy Court Suite A
CITY: Port Orange STATE: FL ZIP 32127
PHONE (DAYTIME): (_3 §6 7 6 7- 4 7 7 4
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, 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
�1 [�
O( 1
TOWNSHIP
RANGE
MAP NO.��
Additional
ZONING
LAND USE
LOT CVG %
Permits
Required
REPORT
BIMS FEE
$
MISC FEES
$
TOTAL FEES
$
CODE
BUILDING '&i ZONINGREVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
COMPLETE
+ I
1
it
INITIALS
PLAN REVIEW SPECIFICATION CHECKLIST
PLEASE PROVIDE ONE OF THE FOLLOWING:
9 2 Sets'of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license.
❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide to Aluminum Construction in High Wind Areas.
❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113.
(I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT
APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF
A SUBMISSION.
• All.plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger.
• All relevant tables. & details, if using a manual, must be properly highlighted and must match design checklists &
drawings.
• The plan view must include all dimensions; the location of the host structure and all materials must,be sized and
identified thereon.
• All elevations must be shown, including 4" 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 .050"].
• All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component
must be sized and identified.
• All ridge beams and super gutter or fascia attachments must be identified.
• All roof pans or composite panels, with gauges and spans, must be sized and identified.
• All footing, slab and ISO pier designs must be on the plans, per the Architect / Engineer's plans & specifications.
• All light metal alloys which are utilized shall'be designed in conformity with the Florida Building Code of 2007, Chapter
20, including 2006 revisions.
• Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing; self -
catching gates with picket spacing.
(II) SITE CONSTRUCTED SHEDS, HAVING ANY ALUMINUM. COMPONENT, SHALL MEET ALL OF THE ABOVE
REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS:
(A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding
component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified.
(B) 2 electric schematics, in accordance with the N.E.C., if applicable.
(C) Design pressures, per ASCE-7, identified on the openings of all Plans.
(III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS,. EXCEPT AAMA
SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE.
(IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE
ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE
FOLLOWING ADDITIONAL ITEMS:
(1) The designer or engineer will state on all Plans, which Category of Design [3.1.2] will be used, inclusive of the definition.
(2) If designing a Category 4' or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy
calculations and long form equipment sizing. calculations shall be required, pursuant to Chapter 13 of the current Sate 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 40' wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial
number and current owner's name and street address.
(b) That the complete guide to H.U.D. specifications be strictly adhered to.
(c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall
assume full responsibility for both structures' integrity by site specific documentation.
CERTIFICATION:
This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a
certificate of capacity, if applicable, for the permitted work.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO
ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH 'PROMISE TO
DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE
PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A
CONDITION PRECEDENT TO THIS PERMIT
1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify
that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind
zones established by the county and take full responsibility for complying with the submitted design of the structure being
permitted.
2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the
issuance of a permit and that all .work shall be performed in compliance with all applicable laws regulating construction and
zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not
otherwise included with this building permit application.
3. I , the Contractor / Owner Builder, have verified that the existing foundation meets the requirements of the Engineer of
Record and is in adequate condition to withstand the uplift and weight of the aluminum structure and said structure will not
exceed the footprint of the structure that was in existence prior to removal by the storms.
OW R 'O RACTOR SIGNATURE
STATE OF FLORIDA
COUNTY OF St. Lucie
The foregoing instrument was acknowledged before me
methis 7thdayof October 2011
by Jeff Jackman
who is personally known
produced_
as identification.
A A 9 A _11,0
Signature of Notary (-
IMPORTANT NOTICES:
X to me, or who has
749247
Cpmm# DD0
E)Ores J�W2012
COQECTOR SIGNATURE
STATE OF FLORIDA
COUNTY OF S t _ T,u c- i P
The foregoing instrument was acknowledged before me
me this 7thday of October 120 11
by Jeff Jackman
who is personally known X to me, or who has
produced
as identification.
• TWO (2) SIGNATii`REFs1�Rry,MI•$rGNATURE Mt
�
BUILDING PERMIT.AM`i�i d�'0Vtp1�9�°MUILDER, THE OWNER N j�'„
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS
AFFIDAVIT.
(Seal)
C omm# DD0749247
J ffl. i%I1P'V?LYING FOR THIS
ArL,fL°ooe@I"o THE OFFICE
.CATION & TI OWNER/BLDR
• 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.
JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY
FILE # 354676E OR BOOK 32c.•y?AGE 44, Recorded 12/30/2010 at 12:4` id
The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713,
Florida Statues the following information is provided in the Notice of Commencement
1. DEScRwnON OF PROPERTY (Legal description and street address, if available) TAX FOL:O N"ER:.I 5ZG ' l Z ) • C= Z ' 000 • O
SuawvisioN A&Z S6fy) WLB-�Qp. BLOCK TRACT LOT BLDO ONU
Z6 34 3R 5 %Z bofF f� %a &jlwi 4 or 1� 1/4 - L �Rd CAs 1AL.44,42 )4y
7 5)(11
IIIA: Zq 3
cri
6. LENDER'S NAIV%ADDRESS AND PHONE NUMBER: N
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by
Section 713.13 (1) (a) 7., Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER: l 1
N
S. In addition to himself or herself; Owner designates the following to receive a copy of the Lienor's Notice as provided in Section
713.13 (1) (b), Florida Statutes:
NAM ADDRESS AND PHONE NUMBER:
tjomE
of a mmen ement ( ammummdon date is I year from the date of recording unless a differont date is
.bra
State of Florida
County of S t. Lucie
The foregoing instrument was acknowledged before me this 010 day of�� _Q0
By R� shl �i l ZrA�C �►�l _ , as Ok)" t
(name ofper3on) (type ofauthority,...e.g. officer, trustee, attorney in fact)
For
(name of parry on behalf of whom Instrument was executed) I A S (� -�
_ Personally fa+own or �ced the fallowing type of identification: t/ " : i� S�Y A
,r• �i KATIIIKiA D. NDWARD � W "X AX Now PLok,StetaofRpida gnatureofNoteryPublic)
thatihf('acts iDitatetraeo the
R-
10/31/2011 11:47 7723350860 r -s, PAGE 01/01
f 6 1 ?� AFTER AI,�CORDINO-R RTURN TO: j' ' JOSEPH E. SM", CLr:RIh Cll CIRCUIT COURT
SAIMa$te'r FILr#3
Craft Aluminum Products ucIEcOUNTY j
• ILC 63951710/2012011 -it 10;38 AM
( 16 3 4 : SE Niemeyer Circle OR BOOK 3333 PAGE 778.778 Dcc Type: NC
pw ��1-„71 Port' t. Lucie, FL 34952 RECORDING: $10.00
P.1w (:U:.r OVUM RER;
1
03 NOTICE OF COMMENCEMENT
ply
The undo rsignrd hereby given notice that improvement will be made to ctruin real property, and in accordance with Chapter 71 3,
Florida �tatulcs the following infnnnntion is provided in the Notica of Commencement.
I. DESWWI P PR0Pr"1.11 f-zgaI description an,d street address) TAX FOLIO NUMBER. 342 7-1.11-0002-- 000/5
I .Diver
SUBC"..M.''SION t. rmm-k .''80) IC TPA CT L07 _-. _J3J ))G- UNIT
2. C+FNiRAY t7RSCRIPTION OF IMPROVEMENT: Aluminum & c )nc . ere
3 OWA12 iN.l~OIxMA'TION; a. Name_WyrnaP _L1 dir3gGary to e�la
b.A&rrss 8000 S,; U5j., Suite 402, PSL, ET, 34952. c.iniereslinproperty-._ -,
I` _
d. Ngnc an(I address of frc Simple titleholticr (if other than owner)
4. CONfjfkZAC'TOWS NAMR, A]DDRTrSS AND PHONE NUMBER: faster Craft- Alumizl>�m )?rOductS
1`634 SE Niemeyer -Circle PS,T-, FL 34952-1TTT
5, SURA'ITV'S NAME, ADDRESS AND PRONE NUMBER AND BOND AMOUNT:
b LCN11 ,rVS NAME, ADDR&SS AND PHONE NU.M.0S.R:-
7, Pcrsohs within the Stntr_ of Florida drM natcd by Owncr upon whom notices or other doeurnents May be serval as provided by
Sect* 713.13 (I){a} 7., Florida Statutes:
Doug .13t_Zntley 1 Silver Oak Dr. 1?ST,., EL. 201-8418
S. to aclrittion to himself Or herself, Owner designates the following to receive a copy of Ihr, t,renor's Notice as provided in $eetion
713 19 (1)(b), Florida Statulr,.6
NAMJ,,;, ADAit/iSS AND PflON'P NUMBEA:
9. Expir lion date ornoticc of commencement (the expiration date is 1 yew- from the dale of recording unless a different date is
specif eel) , 20
Matthe_w Lyle Wynne,— V' ce--pr_e�,�ent
Signat+.4 of Owrneerr or
Print Name and Provide Signatory's Tith,,/OfTicc
Owner':3 A.1.1010HMI 011icerNirecior/)'t+rtr+er/Manager
Slnle nFh�IOrirla
i
County k1f—S_t�—Ews- i C
The forrb,oing instrument was acknowledged before me this day of_.
� G 7•L7 � �
gy Mf tthirw vle Winne as Vf G..E__—jp �v Z-
(Na, ': Of persOn) (Type of authoiity...c.g. Owner, Officer, trustee, ntiorncy ir, ract)
rcrwY�ne h3uild.inq CorporarjOri
(Nnip of party on behaU of whom instrument was exccutetl) Personally Known_,_ or produced the following tyl)e OF ID'
DOROTHY ANN HAMER
I�
Notary Public - State of Florlda
�M ,/� ,� My oComm,isExpires Oct 7 2012
090
(Pri❑tcdi'Narne of Notary Public) �•� Cnminlsslofl ti DR 87taryA
(Sigtlattrrr, 0f NOta. Public) !`r�`�'li �°f ;;�`' BondadThmughNatianalNotaryAssn.
Under Vj nalnes of perjury, t declare that 1 havr read the forrgoing and (hai the facts in it arr, Irr,ir, to the best of my knowledge and
belrrf (s�cNon 9.7, 525, f tor�da Statute .
Siena cattier (5) or Owncr(s)r A . iorizcd Ofricr__r/T)irertor/lyarincr/Manaacr who signed above:
fly:_ Y. .V� p_ M
R. ovm holtn�Gorm„r.!
11/10/2011 10:29 7723350860 PAGE 01/03
11/10/11 11:3U FAX UD4 85� 94 CONTIMNTAL I±LA IIAIWAL', �1009
Continental Florida h late(Wlg Inc, ' " '.. °i W � U
connngnTAL Iwo W, suntion aiva., sum 460
sunrise, FL 3
Tat: Ies4) 808.0780 CAUTIONI!! Resnty mlxgd lramoflU lllotlAr. UNWADINI� ' Dt�ara gre "
.r H 4� �roup "flamto ar gout mny oauso spin tnjwy. Avoid' tram delNadt+g as Wte a,rceltt undor 1ae
114
01�1
eomact wnh eyes whm p03511110 ON tivrtah'gttd{�mvr+Peuter.andwtwlo6iboeorld�+a
exposod �m grou Aroypily 4llllt WAICe If.a�y. 1 M91 the bate am pnlpar 0166 d1
comma mbduroa gel into oy06, *Z0 Immed:aIPIX QVIFolanti ti0"M nm floc Detmiaad Io
end repeatedly wnlr orator end pot pmnV itgxlkar add tuntm b Intl rat nor b go boyatd the
1reRtmtant, sawing, or grinling of cotrorete anb W%oscept upon thg 1AMOW10a at
PCIRT PIERCE (B) CONCRCTE PLANT pubes ttMc may ral m In s o f Wape o4ya ,n bcca tAChasar60 fo Ao w m oretadrionG nts
pantoto9 wttloh, vddqut >ho use of Iniapar ayn be' ,aea9nlAec►EI daft for aay boa or tlamAge-
Z776 5ELVITZ ROAD mrpifaiary' Prolodon, caaid catthe'eye or.aosb • I azrmowrstUnr dfnf 1 fkr� maafvad and
$E��/tf h^7 �r4 Iffim-dam The Mntetlt+t sInfaly DATA khAsota lov1,.gApI0d 0*matls MW99xrdn,r% the preducto Sold ny CorMnnalar f:Icttido .4 ilrldrftblapOnod agroo WOO tmmg on
Coro nno oroaaad al t'trrcnaaorJPurcbasees AaCnt requggL IM1114 of puroryema►RMInnara MAIArrntp rna, are mraaebte upon r4oaL both Ma rmm 06 A=k or U118 tltdraG
Agnet VA4IDSONTRUCK/ aAL+OFtNA7KAADDf'Id AIAn
30 A
InIU61g of ptArih ^•aYlppRhAseCA Agent aclmowlKWp0 additian al WOW i t RorohDt04PI Mht M0f8
Agent request 'f U
ARRIVALTIME 3TAA7'PDUATIME FINISH ►'DUFtTIM� LCAVI3.10FiTiM
°1nol b PURCHASE s AE>=Nr
pURptASF311P{JRGNASFASAIlR pt),NUMBFRfQRAEikAtlf IAN✓ dt1BNlIMBEA �1Mt 0dIG7FA ' ''17A1� i1GttE1'
�Ll�Sia99 RRDNi"Y NAE.[, A i�I��lAa ��s��at`
,,
SOLD TO DELIVERTO DppEp a 26
RODNEV HALLS CUNCRETE 5 PLAC1W .-.:PQRj 2T L,U E „ . '
Gent lmA 1: ya
Gd11Ql',Ii�.S'Cfl�PilON . • • • �� i
1.5. �91.. 11. fd0 _f, . 00 91. ,E,.,2i�.,1��YS , WT7W.: ,9L,A My
FT2�TI�l�k '»�.��;.I i /Y �� ' � A
w...... �,r ...... .. FURL. . _.. ; .....:: ITHO 9 AON
--ENliiaFr"'
Irv&& pIMtN 81mnp Pt
>a al ,Ntis Ilslt nt Gnnaroto .. .;' • : ' "' . • '
sUe70TAL
L;tl th�� Air to �titperP)as, nrlarn Nana
.ORIC3INAL
Spactat tnstrttctlatrs /% Y I
11)D'
Master Craft Aluminum
1634 S. E, Nerrleyer Circle
Fort St. Lucie, FL 34952 ,. • EVE.®
(772) 335-1177 Fax (77?) 335-0860
NOV 0 '2011
I�ublip Works
;.. St. Luc
•-.:: 1...... . --00r"gy, FL
Planning & Development Services
Building S Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
Phone: (772) 482-1553 Fax: (772) 462-1578
Permit 1 -�
Address 5 1PLACID0 Owner(s) WYNNE BUILDING CORP
PORTST LUCIE 134952 Historic No Jurisdiction St. Lucie County
Parcel # 3427-111-0002-000/5 S/D Spanish Lakes Riverfront Block I Lot #
FLU RU Zoning IPUD Flood Map 280E Flood Elevation Flood Zone IX
APPLICATION INFORMATION Property Maintenance Add A New Permit
Application Type Budding Permit w/o';s►ibs Status Pending
mm1110-0203 ActivityType Other
Expiration
•� Other - Specify ALUMINUM
881 Permit Type MA/R1%Addiion-whew Dona Date Applied 10202011 1 Taken By angela
Location Date Issued Issued By
Flat Fee Valuation Date Finaled Posted By
Date Voided Please explain in Additional Comment
Job Address
CategoryType
Property,Owner
Property Owner
Contractor
Contractor
Name
Business
Address
Email
IWYNNE BUILDING CORP I
SUS1
SST LUCIE
Open Contractor .
Registration
Phone (-M) 878-5513 ext
Fax ( ) -
Mobile ( ) -
Pager O -
SUB TRADE PERMITSAtPermit
tach SUb Trade
Sub-Trade Permit # Permit Type Sub Trade Status
Contractor Talon By
Company Date Applied
Cow.. ( ) _ Issued
Owner / Buildier Issued By
Expiration Finaled -
Sub -Trade Job Description
Finaled By
CONSTRUCTION INFORMATION
Units 1® Floors = Buildings ® # Bedrooms # Bathrooms
Total Sq. R. 0.00 Min Flood Elevation �� Flood Map 280E Flood Zone
FCC Motxle h,ome/Recreational'V NOC Required ❑ NOC Received ❑ NOC Expiration
Setbacks Front 20.00 Bads 15.00 Left Side 7.00 Right Side L
Job Description
Additional Info
CONSTRUCT 1Z X 2Z SCREEN ROOM (SLAB ON GRADE), CONSTRUCT 1Z X 3T CARPORT (SLAB ON GRADE)
Please include-the,date and -your name when adding inrormarron.
10/21/2011 14:05 77233F!?P,c0 0
PAGE 01/02
q� r." It 7"LZr.A v
n1 ...gl coROING•RETILRN T0; JOSEPH E. SMITH, GISAIO CIRCUIT COURT
Mast�'x' Craft Aluminum Products FILE;8 LUCIECOUNT1
FILE; 3t33951710/Zo12011 of 9020 AM
1634 :SE Niemeyer Circle OR BOOK3333 PAGE778-770 Doe Type: NO
Port St. Lucie, FL 34952 RECORDING: $10.00
P ^RMIT t>ill�ii:
03
NOTICE OF COMMENCEMENT
I
The und,.rstgncd hereby given notice that irriprovcmcnt will be made to certain real property, and in arGordantt withhaptCr 713,
Florida !statutes the following, information is provided in this Notice of commencement.
I..UES4�CiII'710N 99E PRC1Pr�2_)'Y fl�gal drscnptron Find street addrrss) TAX F'OLXO NIJMB3CR:• 3427-111-0007_- 000/5
RJ.VE1 f_'1`' Ldx�..—I1LDG UNX7�.—
SUB]i MaT.QN F r n a j----B f� 'X RA ---.
7, Q N zRAX, n}"s3CRn' T1ON OV T.MPROVEMEN-r: ZllU linUM & concrete -
INZ 01WAV.0N
000 S- US1, SuiCc 402, PSL.-r_, FL 34952—Tc,interesttnproprrty
d. Ndke and adclrw of fcc sirnple titleholder (if otbrr thin owner)
4. CON'T LACTOR'S NAMfl, ADDRP-85 AND PH..ONI:, NUMi 13.11: Master Craft -Aluminum Products
1t634 5E Niemeyer -Circle PSL FL 3493T—T315-_ E:f.'T7_�
S. SURAI'Y'S NAM ,', A.DI)RESS A.NI) PHONE NUM.i .813 ANP BOND AMOI)NT:
F. LE'Nllii m'S NAME, ADDRESS AN27 PUONE1 NUMBER: _Ms.
9. PersaEls within t.l,e State of Florida drsipaled by Owner upon whom notices or other documents play be served as irovided by
Scclir', 71 I.IJ (I)(a) 7„ Florida Statutes.
Doug A3raritIey 1 Silver. Oa.k Dr, . PSL,, FL. 201-8418
NAMA, A()A&F_SS AND I7 I-tONt NUMBER;
8. to adr'rition to himself of herself, Owner designates the following to receive a copy of the I.Jcnor's Nottre as provided in St:rl,on
i 11.1.1 (1)(b), Florida Statutes:
NAMA, Aor)RrBs AND Pr40N@: Num.3ER: ..,�
9 F.xpt; ytion elate of notice of commencement (thc expiration date is 1 year Croni thc date of recording unless a different date is
5pccif7cd) ?�
Matthew Lyle Wynne ene
5ign:,,tr,r).e of Owner or, Print Narne and Prgvide Siin2tory'S ! ittr/Of%r_r•.
Ownrr'igAuthaHzcd oMcer/t)ircrtor'/Parinrr/N)anagei
;i
I�
State cf',�loritle
CounLy
The forl ping, instrument was acknowledged brfore me this .—day of � C�7-0 6 6'X j0—� �
By
M,6tthew Ly),e Wynne as_j_ ����Ib��! T-
(Nnn r�of person) • ('type of atttl,ority... e.g. Owncr, o0cv, trusme, attornry in fact)
ForWy,lne Qui1din9 Corporation
(Narr>t of party on behalf of whom inArunnenl was executed) PersonRlly Known_ or produced the following type or TO:
78ondpd
DOROTHYANN WNCR
ary Public -State of Florida
Comm. Expiras Oct 2, 2012
ommiaslan # DO 827096
( y t' Through National N013TY Assn
Plinled:!Name of Nota.r Public) (signature pf Nato. Puhlic)
J
•t
Under p6alties of prrjury, t declare that 1 have rrad the forc(eoing and that the facts in it are Inge to [he best of my knowledge and
belief (suction 92.525, Florida Statute
!: Si nat sir wncr(s) or Owner(.,)' A f,oriaed Of("ir-cr/1)irector/PartnerfManager who signed trbove:
Fly V. P. —
rin.., nnrao��np,tr,�co,ar„¢I
i'
III
MT10fy
11110110,1191
E
ST. LUCIE COUNTY
BUILDING & ZONING
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
772-462-1553
FILLED LANDS AFFIDAVIT
I, the undersigned, am the owner of the following described property: C` C-A.
3427-111-0002-000/5
(Tax ID/Legal description/Address)
for which I have applied to St. Lucie County for a Final Development Permit. In accepting
this Final Development Permit, BP Number , I acknowledge that as owner of
the above described property, and in accordance with Section 7.04.01(D), St. Lucie County
Land Development Code, I shall be responsible for assuring adequate drainage so that the
immediate community WILL NOT be adversely affected. I further acknowledge that in
granting this permit for the development of this property, St. Lucie County is neither obliged
nor liable to provide for, or maintain in any form, adequate drainage off my property which
will not adversely affect the immediate community.
Property Owner Name
Property Owner Signature Date
STATE OF FLORIDA, COUNTY OF ST•
C I i
t�
ACKNOWLEDGED BEFORE ME THIS 10 rrL l DAY OF QC —TO 6C_TZ , 201 / ,
",477)1ew LyI. E W ywe'
WHO IS PERSONALLY KNOWN TO ME OR WHO HAS PRODUCED
BY
AS IDENTIFICATION.
'b0,20TH y A/Vrj WAS-'-jCX
SIGNATURE OF NOTARY
TYPE OR PRINT NAME OF NOTARY
(SEAL)
NOTARY PUBLIC TITLE
COMMI
"Iyallpf" DOROTHY ANN HAFNER
P`,�4'y
:i°;ar
Notary Public - State of Florida
• My Comm. Expires Oct 2, 2012
"_,l Commission # DD 827096
o-c
�''%�°;�� �' Bonded Through National Notary Assn.
'7 v F v nl;n Fnl irth \Ahll Romm
1014, 10' 4"
11'0-1/a" it 0.114" 12' 9-1/2"
With Knee Braces on each post
the span will be 10'4-114'
T 5'
3" x 12" x 12' x •024 Riser Roof Panels
3" x 12"- x 12' x -024 Riser Roof Panels
3' 0"
6 9-1/2" �{ � 5 9-3/4" � � 6 9-3/4"
22' 1"
Upright to Beam
See Detail
aoom a
Pans to Beam
See Detail Screem Room
1nn12
3" x 12" x 12' x .024 Riser Roof Panels
cn
32
0
0
CD
0
rn
0
0
7'
10"
X
X
M
M
M
X
X
M
M
Cl)
11'0.1/4" 12' 9-1/2"
I 36,101,
I
- 58' 11 "
2 x 3 x .045 Edge Beam
N Beam to Beam Connection
L
0
(00
X
M
X
Cl)
3" x 12" x 12' x -024 Riser Roof Panels
2 x 5 x .050 Edge Beam 2x 3 Knee Brace
L I See Detail 2-12 8
10' 4-1l4"
Bottom Plate To ConcreteY See Detail ottom ate e e o 0 0 0 o Max Spacing on a 2 x 5 x .050 SMB
See Detail
Front Elevation is up to 1TY as per Table2.1.2B-140-1(pg 9A 1401-12)
1 x2 OB To SWcture
8' 1.
Left Side Elevation
Scale: 1/8" = 1'
rose Beam
ea nalail 4-19
12' 0"
Pans to Beam
Ceo flarail 1rIr112
Post to Beam
t(!o-a2o3
ST. LUCIE COUNTY B DING DIVISI01
REVIEWED FOR COI 1
REVIEWS B�'
DATE 101
PLANS A� P RNUT MUST BE I(EPT O1V JOB
OR NO INSPECTION WILL BE MADE. •'
Right Side Elevation
Site Address: 5 Placido,. Spanish Lakes Riverfront
Design Criteria: Velocity Zone: 140 MPH Exposure B
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in compliance with
ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements,
Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington; D.C.
Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be
used for codes other than the Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads,
and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones
may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby
listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
of review and statement no financial interest is available upon request A copy of Brian Stidings' letter is
posted on m web site www.lebpe.com.
P Y P
2. An user of this manual for the purpose of acquiring y p rp permits, must be a licensed Architect, Engineer,
or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual Statement, Index, Legend, and Inspection
Guide for Attached & Free- Standing Covers and Utility Sheds.
SHEET 2: Design Checklist for Attached & Free -Standing Covers & Utiity Sheds, General
Notes and Specifications, Design Statement, and Site t!xposure 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
SHEET 6: Knee brace to post details, double beam to post connection detail, and
alternate 4th wall beam connection detail.
SHEET 7: Beam and post connection details, ribbon footing detail, dowel detail, and tube
column base schematic.
SHEET 8: Slab -footing details, utility shed elevations views, pan wall connection detail,
allowable beam splice locations & detail, and span examples.
SHEET 9A410: Tables showing 110 mph roof beam spans.
SHEET 9A420: 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 96: 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.
SHEET 10C: 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 111E: 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 p 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 Contractor's own work) would constitute infringement
of. Bennett Engineering Grou 's copyright; and
9 9 P PYn9 .
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available."
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non4nfringement In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of
the ASDM will meet Contractor's requirements; or (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, I
ncidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME:
CONTRACTOR LICENSE NUMBER SCL G\1 S ++W(J.O
y� l`1
COURSE NUMBER 0002299 ATTENDANCE DATE11
CONTRACTOR SIGNATURE
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE NUMBER ATTENDANCE HAS BEVERIFIED: (INITIAL)
INSPECTION GUIDE FOR ATTACHED & FREE-STANDING COVERS AND
UTILITY SHEDS
1. Check the building permit for the following:
Ye
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" stiructure for.
YVV
a. Structure's length, projection, plan & height as shown on the plans. .
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . .
.
c. Purlin sizes, span & spacing. - - - - - - - - - -
.
d. Upright sizes, height, spacing & stitching screws (if required) . .
e. Chair rail sizes, length & spacing. . . . .
. . . . . . . . . . . .
f. Knee bracesare property in
stalled if required) P P Y (.. . . . . . ..
.
g. Roof panel sizes, length &thickness . . . . . . . . . .
3. Check load bearing uprights / walls to deck for:
Y7
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 . . . . . . . . . . . . . . . . . . .
J
. . . .
4. Check the load bearing beam to upright for.
Yes
a. Receiver bracket, angle or receiving channel size & thickness . .
e
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 . . . . . . . . . . . .
/
.
C Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . . .
_
5. Check roof panel system for
yey
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 att
achment to receiver or beam
Notes:
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
No
No
No
No
No
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOI
TCI 6005 HO
K
d
O z
� o
x
C da
y N
ZO
w
zQ O1
I
0
a
y
�K
oQ
q
� LL
ui
z¢
:g0
3�
sg
J g
= to 0
Z W o
Q X N
O w
° Z U zp f2
00U)_ Zw
Fo Z 0 1-- O M
WOW W Z a
13 Z = g O 0-
CO W 1--in
� U) < W m
0
�W ItjC
S
IX =)<Z U
H°6ZQ Z Z
W Q L o
2 Z W m
Z Q W c
O
J Q u.
Q o
N
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA =r ,
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS. t�• l
JOB NAME:
ADDRESS: S
� o
�
CO o
CO
m 1
a
W ��
O
LLL
E
W 6� X
m
O
=
a: w "
O n
Q r v m
C jIL� 3
Z
w
C UMW 33
O
Z)
m o_
m
O
W a M c
0
1L
J
#
W
a) U d o
�La
0-
DRAWING FOR ONE PERMIT ONLY 08-12-2010 1 OF
1 Z
Z
Z
W
12 0
11
1 7
DESIGN CHECK LIST FOR CARPORTS AND PATIO COVERS
I. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009
Supplements, Chapter 0, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE
7-05; Exposure'B' or'C'-or'D'J
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 all wind zones.
Roof live load 10 or 30 PSF or t�MPH for 3 second wind gust velocity load; Basic Wind Pressure
Base design pressures areD:aPSF for Roofs and _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 -sloped covers. Pressures &
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.
'J��' ,(�i�WlCn Phone: 77a "n -I 177
Contractor / Authorized Rep' Name (please print)
Date:_((�j �y ►1
Eorlr Au -zed Rep' Signature
V i
JobJob Na�dre+-
• 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'.
ill. Building Permit Application Package contains the following:
Yes No
A. Project name & address on plans . . . . . . . ... . . . . . . . . . . . . .
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . .
-
C. Contractors / Designers name, address, phone number, & signature on plans . . .
__1Z1 -
D. Site exposure form completed . . . . . . . . . ... . . . . . . . . . . . .
. -
E. Proposed project layout drawing @ 1/4' scale with the following:
1. elan view with host structure, enclosure length, projection from host structure,
-
end all dimensions
2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3.' Beam location (show in plan & elevation view) & size . . . . . . . . . . . .
. Z -
a(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, cKnee braces length, location, & size . . . . . .. . . . . . . . . . . . .
/ -
L
.(Check Table 2.3 for knee brace size)
f, ;Highlight details from Aluminum Structures Design Manual:
Y7 No
A:'Beam' & puriin tables w/ sizes, thickness, spacing, & spans / lengths . . . . . . .
-
(Tables 2.1.1, 2.1.2 and/or 2.1.3)
Beam allowable span conversions from 120 MPH wind zone,'B' Exposure to
_MPH wind zone andlor'C' Exposure for load width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE
(bord)=
Exposure Multiplier ••
Yes No
B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2) . 1 -
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 _R' 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 page t & 2)
2. Fourth wall or mobile home connection details ' ' ' ' ' •
-
3. Header to wall / fascia (Section 7)
4. Beam to upright; Wall, or afiother beam (ptidiils) .. . . . . . . . . . .
-
_L -
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 struct i- to be attar ed.
b. Fourth wall construction means the addition shall be self-supporting with only;,tie root flashing of the two units
being attached. Fourth wall constuction is considered and Attached Structure. The most common "fourth wait
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: Qh:fourtl! wall'framesstiall'tfa e.kgee.btace`s on'twfhfiourtti wall•frame and oute`�
c. If the -mobile (manufactured home manufacturer certifies in writing that the motile home maybe attached to, then a
"fourth wall" is NOT required.Manufacturers attachment specifications and the allowable loads of the attached
structure shall be adhered to.
6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
7. For patio covers or carports the following rules apply to knee brace requirements:
a. Freestanding structures with posts set in concrete footings do not require knee braces.
b. Freestanding structures with surface mounted posts require knee braces in both directions. Cross beams can be
used for the lateral bracing.
C.
Patio covers or carports attached to a host structure do not require knee bracing.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. Spans may be interpolated between values but not extrapolated outside values..
10. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel
roof shall have a minimum 2" diameter hole in all gutter end caps.
11. AII aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
12. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after
treatment and paint process.
13. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated
wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the
wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good
quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8A.6 of the Florida
Building Code or Corobound Cold Galvanizing Primer and Finisher.
14. AII 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 warantied 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 Association 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 1= 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). AII 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
11
ik►t]•�J•���IILLEI•IIIfC31],IF3lICfir•II�IIr3IIIk�L•!:7
f iLl]
iL' dl�
tip•->•
�tt�
Fes]•
fiL'76f�
if L!
ffi�
[�Y:�
[r!�
�]•
LY!
F��
it:.'1it611■����315!•L'fi�li3'•
r>•f��[�YI��fS>•f�F:![��
f YR7
�L•b]♦
��'
IIIIIIIIiraV�
��
Ejlb�
�.�
[:'!l::il♦
�
� i1
�
[�
ikilli
' 1
iL•'!ii•i3'S����->■�),[27L'!•�ES�:S�LSrtI
1114i1
U&NK12511111111
Mum
ffm0inE1l
*in
ItLlLLE
i4i1�'
f1L'.dl]•�J•�'Kt�]♦t:��itr3l�.T'I�E�E:ItL'![�
iF.117srxt>•
!•�:SILL"wk%=KLLILMEM[31]•LLUR•il♦[e271mill
Notes:
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 vrind zones or less than 30 PSF for 140A through
150 MPH wind zones.
Table 2A Conversion Factors for Table 2B Conversion Factors for
Section 2 Roof Beam Spans Section 2 Roof Beam Spans
for Freestanding Carports' w/ Monosloped Roofs for Attached Carports or Gabled Freestanding Carports
From 120 MPH Wind Zone to ath- n,mrr.n'R' From 120 MPH Wind Zone to others; exposure "B"
Wind Zone
(MPH)
Applied Load
(#/Sq. FL)
Deflection
(d)
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
0.96
0.94
140.2
324
0.79
0.71
150
33.1
0.79
0.70
"For Freestanding Carports with Gabled Roofs use
Conversion Table 2B
Wind Zone
(MPH)
Applied Load
(#/Sq. Ft)
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
1 0.88
0.83
150
33.0
1 0.86
0.80
Table 2C Conversion Factors for Section 2
for Enclosed Shed Walls
Frnm 7?n MPH Wind 7nn" to nth.- "rnn 'R'
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
1 0.90
O:lfbt'=
140-2
37.3
0.90
0.86
150
1 42.8
0.86
1 0.80
Table 2D Conversion Factors for
Section 2 Roof Beam Spans
for Overhang / Cantilever (All Building Types)
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
0.86
140-2
65.7
0.9D
0.86
150
75.4
0.86
0.a0
Conversion iaoieZr-
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending Deflection
Bending
Deflection
0 -15'
1.21
0.91
0.94
1.47
0.83
0.88
15'-20'
1.29
0.86
0.92
1.54
0.81
0.87
20' - 25'
1.34
0.86
0.91
1.60
0.79
o.a6
25' . 30'
1.40
0.85
0.89
1.66
0.78
0.85
use larger mean roor neignr or nost smicture or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
j---- --- --- - --- --- --- --- --- ---
-'-
I I
I I
QUADRANTI
600' EXPOSURE
I I
I I
QUADRANT IV i
EXPOSURE I 40'
100' 100'
QUADRANT II
I I
1 100, I EXPOSURE 1
I I
QUADRANTIll
EXPOSURE `1 60i7 I
I I
I I
I I
1- - - rE
,��NOTE: ZO SU ��IROM
ERUCT O' AR • + A
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK ITAS'B','U, OR'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
Irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant.
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more
than 600 feet and width greater than 150 fL
2. No short term changes in 'b', 2 years before site evaluation and build out within 3 years,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet
4. Open terrain for more than 1,500 feet iin�\ /quladrant.
SITE IS EXPOSURE: O EVALUATED BY: �Tt J�(/k/Y�1 ra,�1 �Y �pDATE: 1f1 it
SIGNATURE: LICENSE #: �] ,� ) �J� O7
cow_
Wei �i
2 ZLL
0
h
6
z c�
o Q
z m
_ m rc.1
to 0o
dR
00
Mid
za
�W
30
Sg
J O
W W W w
Z W a 0 0
O -a LL
W N
Z 0 fn W
(>)� w
fl)ZC)0 O n
WFnWZ X
�Z[2J Wa.
fn Q w
W F-�LU I`_rn
W U) Z N
LLI J LI
F-LUF-O ~ o
UX�� LL IZ o
0 U) 2
od W
N 0 Q V Q
LU
_ LU
_ U m
Z U U Z a
0
O fn o
JQ (!) 0 a
Q W
N
In
(O
Z @
m
J tY m m
U- W LL
W (g �x
CL W E2 w m
O 0.
j a.
10
a) zi o
r/J l m L
W ro o
J m
U >_ (5
O '0N/) a
f-
OB-12-2010I OF 12
0
1�1
xx
FOURTH WALL FRAME
j
(IF REQUIRED)
2" x _" BEAM OR PURLINS
BEAM SELECT "L" FROM
SELECT'L' FROM BEAM SPAN
BEAM SPAN TABLES FOR
TABLES FOR ATTACHED
ATTACHED COVERS USE
_ _ _ _ _ =
COVERS USE'A2' = W/2 + O.H.
'Al' = W12 + O.H.
ALTERNATE BEAM LOCATIONS
EXISTING HOST STRUCTURE
�
w
J �
Tx 3" MIN. (SEE TABLE 2.2.1
AND / OR TABLE 2.2.2)
'W'
VARIES O.H.
CROSS BEAM
SiivG�Er(J3HrORL.Ei�ni vriEif>i:
SCALE: 1/8" = V-0"
3" RECEIVING CHANNEL
ANCHORS W/ (3) EACH #8
ROOF PANELS
S. M.S. @ 12" O. C. (SEE
ILS IN ROOF PANEL
DETAILS
CONNECTION SECTION)
i
(SEE TABLES)
FOURTH WALL FRAME POST TO BEAM (SELECT FROM
(IF REQUIRED) I TABLE 2.3)
EXISTING HOST STRUCTURE A2
Al = W/2 POST SIZE AND SPACING
WALL OR FASCIA
� � W/2+0.H (SEE TABLE 2.2.1 AND / OR
22.2)
_ PROJECTION
VARIES SEE FOOTING DETAILS
SINGLE CARPORT -ELEVATION VIEW
SCALE: 1/8" = V-17
/
WOOD FRAME SHED W/ 2 x 4
,EXISTING HOST STRUCTURE
PRESSURE TREATED PINE
PLATE ANCHORED TO
CONCRETE W/ 1/4" CONCRETE
FASTENERS @ 4'-0" O.C.
ANCHOR WITH HEADER
CHANNEL
i
FRONT WALL BEAM
(SELECT '12 FROM BEAM
TABLES FOR ATTACHED
FOURTH WALL FRAME
(IF REQUIRED)
i
w
;
COVERS)
MID -SPAN BEAM (SELECT '12
FROM BEAM SPAN TABLES
7
i
FOR ATTACHED COVERS)
1
/
SHADING TYPE 11
DENOTES INTERIOR POST
MAX. ROOF AREA (SEE BEAM
SPAN TABLES FOR ATTACHED
COVERS)
I
i i i
i i
SHADING TYPE I
DENOTES EXTERIOR POST
ROOF AREA (SEE TABLE 2.2.1
AND/OR TABLE 2.2.2)
I
CROSSBEAM
MI4.3"x3"x0.060"
O.H. THRU-BOLTED TO HEADER
A2 = Al = A3 =POST
ANCHOR TO CONCRETE
W14 W/2 W/4
(SEE DETAIL REQUIRED POST)
W = PROJECTION FROM
(TYP-)
HOST STRUCTURE
ROOF PANELS AND
CONNECTION DETAILS
(SEE DETAILS IN ROOF PANEL
CONNECTION SECTION)
EXISTING HOST STRUCTURE
WALL OR FASCIA
FOURTH WALL FRAME
(IF REQUIRED)
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 2.22)
__-- SEE FOOTING DETAILS
DOUBLE CARPORT WITH CENTER POST
SCALE: 1/8" =1'-0"
FOR FASTENING TO ALUMINUM USE TRUFAST HD x (Y + 314-) 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.
EXISTING HOST STRUCTURE
FOURTH WALL FRAME
(IF REQUIRED)
CROSSBEAM
ANCHOR WITH HEADER
PAN OR COMPOSITE PANEL
CHANNEL(SEE DETAILS IN
(SEE DETAILS IN ROOF PANEL
ROOF PANEL CONNECTION
CONNECTION SECTION)
SECTION)
SEE CONNECTION DETAILS
FRONT WALL BEAM (SELECT'L'
(SEE DETAILS IN ROOF PANEL
FROM BEAM SPAN TABLES
CONNECTION SECTION)
FOR ATTACHED COVERS)
FOURTH WALL FRAMING
MID SPAN BEAM (SELECT '12
WHERE REQUIRED
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
EXISTING HOST STRUCTURE
SELECT BEAM (SEE BEAM
TABLES FOR ATTACHED
2 x 4 LUMBER #2 S.P.F. (MIN.)
MIN.SPAN
COVERS)
OR 2" x T ALUMINUM MAYBE
POST
SUBSTITUTED WITHOUT
HURRICANE CLIPS
SHADING TYPE 11
SEE NEXT PAGE FOR TERMITE
(SEE TABLE 2.2.1 AND / OR
SHIELD DETAIL IF TOP OF
TABLE 2.2.2)
SLAB IS LESS THAN 6" FROM
SHADING TYPE I
GRADE
(SEE TABLE 2.2.1 AND / OR
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 98
(SEE BEAM SPAN TABLES FOR
S.M.S. @ IT 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)
�- (SEE TABLE 2.2.1 AND / OR
2.2.2)
PROJECTION VARIES SEE FOOTING DETAILS
DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW
SCALE: 1/8' = V-17
12" x PAN
(SEE TABLES SECTION 7)
USE'W' TO SELECT PAN
FOR REQUIRED SPAN
Notes:
EXISTING HOST STRUCTURE
SEE CONNECTION DETAILS
(SECTION 7)
POST AND BEAM
(DETAILS AND TABLES
SECTION 2)
FOR FRONT BEAM USE:
A = W / 2+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. R, if floor area is
greater than 200 sq. ft. use Section 4 Type II footing, attach shed or room wall to host structure with 1/4" x 3-1/4"
Tapcons @ 16" o.c. for masonry or #16d common @ 16" o.c. or #10 x 3-1/2" for wood or #10 x 2-112" s.m.s. for
1" x 2" aluminum or #10 x 4" s.m.s. for 2 x 2 aluminum.
2. Sheds and utility rooms built under Section 2 specifications shall be limited to 16 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
1 Fastener
Number/Spacing
Wall Sheathing 1/2' or Less #8 Common
6' O.C. Edges and 12" O.C. Feld
Top or Sole Plate to Stud
A. End Nal
#16 Common
2
B. Toe Nail
#8 Common
2
CARPORT WALL SECTION
SCALE: 118" =1,-W
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"
O.C.
2 x 4 PRESSURE TREATED
PLATE W/ 3/8" x 4-112"
CONCRETE ANCHORS @
4'-0- O.C. (SEE SLAB DETAILS)
UTILITY SHED WALL SECTION
SCALE: 118" = V-O"
ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM
STUD HEIGHTS.
SHEATHING, 7-16" O.S.B., 1/2" PLYWOOD, OR STRUCTURAL GRADE THERMAL PLY SHALL BE
FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE.
7/16" O.S.B. OR 1/2" PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH #8d
COMMON AT 6" O.C. EDGES & 12" O.C. FIELD FOR UP TO A 130 MPH WIND SPEED "D' EXPOSURE; 4-
O.C. EDGES & 8" O.C. FIELD FOR ABOVE 130 MPH UP TO A 150 MPH WIND SPEED "D" EXPOSURE. #6 x
1-1/4" DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR #8d COMMON NAILS ATTHE SAME
SPACING. USING THE SAME PATTERNS O.S.B. AND PLYWOOD SHEATHING MAY BE FASTENED TO
ALUMINUM STUDS W/ 96 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 Cr + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE -
FOR FASTENING TO WOOD USE TRUFAST SO x ("t" + 1-1/2") 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
TTTTTT.,._ . _
APPLIED LOAD FROM
TABLE 4.3 ='AP'
OVERHANG='O.H.' = 7-0-
LOAD WIDTH ='LW
'P'/2+'OH'=8'-0"
OPTIONAL SHEATHING: 7/16'
o O.S.B. OR 112" COX NAILED 6"
0. C. EDGES AND 1Y 0. C.
FIELD
ALL UPLIFT EXAMPLE
SCA
CALCULATE UPLIFT'U' I IL : F , 120 :R . ZOe-
'AP' = 21.1 # / SQ. FT.
U'=21.1 #/SQ.FT.x8'xCf=168.8#/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 Wind Load Conversion Table:
Stud Spacing Anchor Spacing Top and Bott
For Wind Zones/Regions other than
12' O.C. Altern
120 MPH (rabies Shown), multiply
16' O.C. Each Stud
allowable loads and roof areas by the
CnnVPminn factnr
om
Allowable Uplift Per Anchor
Simpson
Fasteners
Uplift Rating
H3
4 - 8d stud; 4 - 8d plate
455#
SPI
6 -10d stud• 4 -10d plate
585#
PH 40R8
12-10dstudx1-12'
149D#
Wind
Region
Applied
Load
convarsion
Factor
100
16.6
1.13
110
17.7
1.09
120
21.1
1.00
123
222
0.97
130
24.8
0.92
140-1
28.7
0.86
140.2
30.9
0.83
150
33.3
0.80
AnCnOrS 10 De mstalleu per manufacturers
specifications. Anchor information based on
Simpson Catalog G-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.
J
Q fn
D X
Z W
Q �
Z OU
0 (_9 f n
to_ZaU
❑ z 2 Q
Z Cf) p-
W H ❑
W U) N
W1--=,z
of j C)
U
06 Z W
U) 0 Q CO
2W
M _
_ZU
Q
J
Q
m
(O �
rn
r
J m
LL W LL
W 0W x E
a Z M LL U
_ O �i
C ja. r- m
mpc_
rn
n
W4M co go t
7 o
N m
O m
0) d c
0
� a
m
(9 F
W SEAL
a
0 SHEET
Q
W
W 3
0
CO
w
08-12-2010 1 OF
IL
O
ne
O
O
Z
W
2 x_ WOOD STUD
1/2" x 6" EXPANSION BOLT OR
8" L-BOLT @ 48" O.C.
EXTERIOR SIDING
APPROVED SUBSIDING OR
STRAPPING
MIN. 0.024" ALUMINUM COIL OR
26 GA GALVANIZED STEEL
UNDER SOLE PLATE, AND
OVER SIDING 8 VAPOR
BARRIER
2 x _ PRESSURE TREATED
-
F
PLATE
EXISTING CONCRETEAtn
z0
Z_ F
2w
CO
'
z
- GRADE
d
a
a
MASTIC
4
TERMITE SHIELD FOR
WOOD STRUCTURES ON EXISTING CONCRETE
SCALE: 2" = V-0"
KNEE BRACE (REQUIRED)
PER TABLE 2.3
SEE BEAM SPAN TABLES FOR ATTACHED COVERS
(AFTER COMPUTING "PP 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 CARPbRTIOURTti WAIL FRAME
SCALE: 1/8" = T-0"
Allowable Cross Beam Spans
for Attached Carports or Patio Covers at Various Wind Loads
wind Zone and Design Load
Snap Sections
100 MPH
110 MPH
120 MPH
123 MPH
130 MPH
140,0'MPH 140-2 MPH
150 MPH
16.6 PSF
11.1 PSF
21.1 PSF
1 222 PSF
1 24.8 PSF
1 28.7 PSF 1 30.9 PSF
1 33.0 PSF
Allowable
Span V / bending'b'
or
deflection'd'
2" x 2" x 0.050"
9'-3" b
8'-1 V b
8'-Y b
T-11" b
T-T b
T-0- b
6'-9- b
I 6-T b
2" x 3" x 0.045'
12'-1' b
11'-9" b
W-9" b
10'-6" b
7-1 V b
9'-Y b
8'-11' b
B'-7' b
c2=x-49Y-01.045"'
W-1" b
13'-B" b
12'-6' b
17-2' b
11'-6' b
=78'.+08
10'-4" b
9'-11' b
2" x 6" x 0.062"
25'-8" b
24'-1 V b
2T-9' b
2T-2' b
21'-0' b
19'-6" b
18'-1 a* b
18'-2' b
2" x 7- x 0.062"
28'-0" 6
2T-4" b
25'-1' b
24W b
23'-l' b
21'-6' b
20'-9" b
2W-1" b
Self Mating Beams
100 MPH
110 MPH
120 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
'X5"x0.050"0.100"
1B'-4- b
1T-9" b
16-3" b
16-11- b
15'-0" b
13'-11- b
13'-6- b
13'-0- b
Note:
1. Spans may be interpolated.
2. Pan roofs require cross beams.
KNEE BRACE (REQUIRED)
PER TABLE 2.3
ALTERNATE KNEE BRACE
LOCATED AT FRONT WALL
SEE BEAM SPAN TABLES FOR
ATTACHED COVERS
(USE "A" FROM CARPORT
WALL SECTION DETAIL)
CROSS BEAM REQUIRED FOR
PAN ROOFS (SEE TABLE)
POST SIZE (SEE TABLE 2.2.1
2.2.2 AND / OR TABLE 2.3)
SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 1/8" = V-0"
KNEE BRACE (REQUIRED)
SEE TABLE 2.3
SEE KNEE BRACE REQUIREMENTS
IN GENERAL NOTES AND
SPECIFICATIONS ON PAGE 2
CONVENTIONALLY BUILT
HOST STRUCTURE OF
MASONRY BLOCK OR WOOD
FRAME OR MANUFACTURED/
MOBILE HOME W/
MANUFACTURER'S APPROVAL
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" =1'-0"
w
m
H
z
n
En
a
w
m
BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE
LARGER OF: Al = W, A2 = W/2 + O.H.
W
�W ��11
OVERHANG
VARIES
A2�
1� A2
rr'
rr
SHADING DENOTES MAXIMUM ROOF
AREA FOR COLUMNS AND FOOTING
W
MONO -SLOPED
ROOF
w
OVERHANG
J
VARIES
m
J
A2 A2
z
a
DOUBLE CARPORT SINGLE CARPORT
SCALE: 1/8" = V-W SCALE: 1/8" =1'-0"
'SLOPE
BEAM IF REQUIRED FOR ' SLOPE 1/2
KNEE BRACING 1/2 , 12
12
�- KNEE BRACE 'W' FOR BEAM SIZE •'
AFTER COMPUTING'A'
W FOR BEAM SIZE W FOR 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 2.22
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'-0"
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 2.22)
W.
RIDGE CAP
3" x 3"
CENTER CROSS BEAM SEE
BEAM SPAN TABLES FOR
ATTACHED COVERS USE
(L/4 + O.H.) FOR END
FRAMES AND v2 FOR
CENTER CROSS BEAMS)
NOTCH POST TO RECEIVE
BEAM WITH THRU-BOLTS
(PER TABLE 2.3) WITH
LOCK NUT TOP AND
BOTTOM
GABLE CRMBOR76 FRONZELEVATION
L DWI OR RB
(SEE BLE 1 I N OR TAB %1-2
OPY
ua ��
u2
va
-----------I�
- - - -
- - - - -
----------
- - - - - - -
RIDGE BEAM
z
SIDE BEAMS'
END BEAMS
CENTER BEAMS
CENTER FRAME
END FRAME
L
I.
C9
z
W
w
0-
Of
O
LL
0
Q
w
m
O
F
O
z
w
w
z
cD
z
w
O
LL
KNEE BRACES REQUIRED IF POSTS ARE NOT SET INTO CONCRETE FOUNDATION
FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS J
(USE L/4 + O.H. FOR SIDE BEAMS)
0
DESIGN IS BASED ON.SOLID GABLE END PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE U)
SPECIFIC ENGINEERING IS REQUIRED.
GABLE CARPORT SIDE ELEVATION
SCALE: 1/8" = V-0" 08-12-2010 1 OF
J
Q U)
Z W
Q >
�0
Z U
0 (9co
rnZOm
W 0 W �
0'Z = Q
c) ~
LU
WI¢->-0
WU) - N
W--IZ
W I- 0
= LL
U
06 Z W
y0Qfn
W
_ZU
Q
J
Q
It rn
19
r- f7 n
Z N m
J 221
LL W 9:
W i3 c m o
d � O LL a
¢z t:
C j ti
a)r o n
0
cli
W m ii t
ca •.
0 m
a o
n
3 m
ctf i
SEAL
SHEET
4
d
rn
O
LL �
O °
K LL
a J
z¢
3a
Sg
z
0
1=
Wt
t
o k
N
u
F u
z Cl
w u
M u
J r-
a u
o
N
m `a
o _
o u
C
w
6 C
o �
U U.
c�
z �
o n
to
a
2
it 3
O u
J =
LL ~
o ~
N r
a
W
1010
z
Z
w
W
z
z
w
k
w
z
z
W
to
12 c
-
#10 x 1/2" W/ 3/4" WASHER
FOR 0-123 MPH WIND ZONES
"C" EXP.OR #12 x 112" W/ 3/4'
4' #10 S.M.S. THRU 2' x 2" IP
WASHER FOR 130-140 MPH
WIND ZONES "C" EXP. @ 8' BE
O.C.
CROSS BEAM 2" x "
FASTENERS
(PER TABLE 2.3)
PAN ROOF PANEL EDGE BE
—
® ® POST PER TABLE
SEE TABLES FOR BEAM SIZE
Ir 1" MAX.
INTERNAL ANGLE OR U-CLIP CONNECTION
® ® START OR END
OF BEAM SPAN
_ KN BRACE LENG _ CENTER OF
PER TABLE 2. BRACE
® MINIMUM KNEE BRACE
(SEE TABLE 2.3)
® 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)
KNEE_BRACE TO POST DETAILS BEAM PERPENDTCULAR 70 ROOF;'
— — — — — — — — — — — — — — — — — — — — — — — — — — —
PAN OR COMPOSITE PANEL ROOF
BEAM
CONNECTION =
01 A
START OR END
OF BEAM SPAN
CENTER OF BRACE
KNEE BE
PER
MINIMUM KNEE BRACE
(SEE TABLE 2.3)
KNEE BRACE REQUIREMENTS
PER GENERAL NOTES
PAGE 24
COLUMN
FASTEN PER TABLE 2.3
(D
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" =1'-0"
E PER TABLE 2.3
ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF
SCALE: 1-1/2" = 1'-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. ... :::::.a:::
EDGE BEAM
POST PER T
,CE PER TABLE 2.3
ALTERNATE KNEE BRACE TO POST DETAIL FOR COMPOSITE ROF
SCALE: 1-1/2" = 1'-0"
--I-----------
U)
uj ROOF PANEL
(SEE TABLES)
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
BEAMS MAY BE ANGLED FOR FOR NUMBER OF BOLTS AND
GABLED FRAME — SIZE OF POST (SEE TABLE 2.3)
COLUMN NOTCHED TO SUIT I ' BEAM AND POST SIZES
1�•..41 (SEE TABLES)
SIDE NOTCM-POSTTO.BEAM-CONNECTION
SCALE: 2' = V_T —
BEAMS MAY BE ANGLED FOR
—t----------
GABLED FRAME
w ROOF PANEL
W
(SEE TABLES)
1-3/4" x 1-3/4" x 0.063"
— — — — —
—
RECEIVING CHANNEL THRU
BOLTED TO POST W/ THRU
OO
—
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
O
_
(SEE TABLE 2.3 FOR NUMBER
FOR NUMBER OF BOLTS AND
OF BOLTS) T
I Q
—
SIZE OF POST (SEE TABLE 2.3)
(of
BEAM AND POST SIZES
(SEE TABLES)
COLUMN NOTCHED TO SUIT
CENTER NOTCH POST TO BEAM CONNECTION
SCALE: 2" = V-0"
--r-------------
w ROOF PANEL _
(SEE ROOF PANELS SECTION)
DOUBLE 2" x 8" S.M.B.
(4) 3/8" x 5" THRU BOLTS @
BEAM AND @ EACH POST
1/4" x 4" x 2d" GUSSET PLATE
EACH SIDE OF BEAM
ANCHOR (SEE DETAIL FOR
PAN OR COMPOSITE PANEL)
�E:-:
E
wm
0
�0 O
v
511
4' x 4" x 0.125" POST
DOUBLE BEAM TO POST CONNECTION
SCALE: 2" = T-O"
FPANICOMPOSI
PER SECTION 7
POST TO BEAM SIZE AND
# OF BOLTS
(SEE TABLE 2.3)
2" x—" S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
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.
0
z
of
of
w
Q.
of
O
LL
w
m
O
0
Z
K
w
w
z
6
z
w
O
LL
J
Q U)
z W
Q �
O
z0
S2 (i fn
fn _z 0 07
0 z = Q
N Q U W
LU
fY N
W -E Z
E" W F-. O
:3 LL
0 W
tn0Q�
W
Z U
J
Q
Q
0
(D �
_Z N
�n
_1 % M
LL W LL
LU 2 m E
a � O LL a
a) ¢> v m
r j CL
C
C Uti g
`
N J o r
[7] � 0)g
[o N ODD L
LU -ao
a)
C U o
L
n
m
to
SEAL
SHEET
W 6
0
w
4a
08 12-2010 OF
Ilp z
w
w
z
0
z
w
z
z
w
12 0
F_
CONNECTOR MAY BE (2)
ANGLES, INTERNALLU'
CHANNEL OR EXTERNALLU'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER FASTENERS
SECTION)
® W
tn
PRIMARY / FRAMING BEAM ® _1
(SEE SPAN TABLES) ® o of
® a
MINIMUM NUMBER S.M.S.314"
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE FASTENERS SECTION)
CO
EXTRUSIONS W/ INTERNAL
ATTACHMENT DETAILS
W
J Z
SCREW BOSSES MAY BE
SHOWN REQUIRE DIAGONAL
;� �
ALUMINUM /STEEL COLUMN
CONNECTED W/ (4) #10 x 1-1/2"
BRACING FOR
'
�
INTERNALLY
FREE-STANDING COVERS
r�
INTERNAL EXTRUDED
ALUMINUM BASE OR BREAK
CORROSION RESISTIVE STEEL
FORMED U-CLIP
THRU BOLT PER SCHEDULE
(4) MAX
CONCRETE SLAB OR FOOTING
WED OR EQ. (SEE CONCRETE
TABLE BELOW FOR NUMBER SLAB OR FOOTING
OF BOLTS)
SECONDARY BEAM /
PURLINS(SEE SPAN TABLES)
.BEiAM [ O=BEACCM ONNECT QNLUT.A� is
SCAM—2- 2" = T-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8" x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2) 1/4" x
®
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
U.)®
HOST STRUCTURE MASONRY J
SIDE FOR EACH INCH OF BEAM
= OR FRAMED WALL co
�
DEPTH LARGER THAN 3"
(SELECT FASTENERS FROM w ~
of
FASTENERS SECTION) o
ALTERNATE CONNECTION:
(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
SCREWS OR TO CONCRETE
(SEE SPAN TABLES)
OR MASONRY WALL W/ (3)114"
ANGLE OR RECEIVING
x 2-1/4" ANCHORS ORADD (1)
CHANNEL
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: Y = T-T
W
W
J Z
m�
N t ALUMINUM/STEEL COLUMN
U'CHANNEL
ANCHORS (SEE FASTENER SECTION FOR
(SEE FASTENER SECTION) CONNECTIONS)
a• MAX. CONCRETE ANCHORS
CONCRETE SLAB OR FOOTING (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" = 1'
-W
z
�O
`m W
N J 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 v MAX. CONCRETE ANCHORS
(SEE TABLE)'
" FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
P.OSTi�TLOfiCQNCREME�,CONN ECTf01.
fINTERNAL OR!EXTERNAL ANGLE CLIPS
SCALE: 2" = T-0"
NOTE:
ANGLES OR U-CHANNELS SHALL BE A MINIMUM OF 2-118" IN HEIGHT AND SHALL BE 0.125' 6063 T-6
EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY
TYPE I POST TO CONCRETE CONNECTION
TUBE COLUMN BASE SCHEMATIC INTERNAL BASE
SCALE: 2" = V-0"
ATTACHMENT DETAILS
SHOWN REQUIRE DIAGONAL
BRACING FOR
FREE-STANDING COVERS
CORROSION RESISTIVE STEEL
THRU BOLT PER SCHEDULE
CONCRETE SLAB OR FOOTING
ALUMINUM / STEEL COLUMN
EXCTERNAL BREAK FORMED
ALUMINUM BASE OR BREAK
FORMED U-CLIP
(8) MAX. 1/4" X 2-1/2• WEDGE
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 HEIGHT AND 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
Zone (MPH)
Wind
Uplift(PSF)
Post Spacing Number of Fasteners
8'-0"
10'-0"
12'-0"
14,.0"
16'•0"
18'.0"
20'-0"
100
16.6
2
2
3
3
4
4
5'
110
17.7
2
2
3
3
4
4
5'
120
21.1
2
3
3
4
5'
5'
6'
123
22.2
2
3
4
4
5"
5'
6'
130
24.3
3
3
4
5'
5'
6'
7'
140-1&2
28.7
3
4
5'
5'
6-
7-
8-
150
33.0
4
5-
5'
6•
7-
8-
9--
For connections that require more than (4) fasteners use type 11 base. " For
connections that require more than eight bolts use the 'Super Base".
Note: Allowable load on 1/4" x 2-1/2" Wedge Bolt or Equiv. @ 5d is 878#.
Example for Base Connection: # of anchors = area over post' applied load /
allowable load on anchor
For a 30' x 16' carport with T overhang in a 120 MPH wind zone,'B' exposure the load
width on the front wall is:
1 V / 2 + 2' =1 V, assume posts are at 10' O.C. then area 100 SF and the applied load is
21.1 PSF x 100 SF = 2110# fora 3"x3'x0.060' post
Allowable load for wedge bolls 878# each, 2110# / 878# = 2.4 so use (3) wedge bolts
MIN. 5-1/4" FOR 1/4" ANCHORS
2-1/2d 5d 5d 5d —
(
2-1/2d
POST TO CONCRETE CONNECTION
SUPER BASE (PLAN VIE"
SCALE: 4" = V-0"
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" =1'-0"
'FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS
W/ WOOD FASTENERS (1-3/8" EMBEDMENT)
STUD WALL OR POST
Minimum Ribbon Footing
Wind
Zone
#1
Sq. FL
x
Post Anchor
@ 48" O.C.
Stud•
Anchors
100 -123
+ 10 -15
V-T
ABU 44
SP7 @ 48. O.C.
130 -140-1
+ 10 - 19
1'-0"
ABU 44
SP1 @ 32- O.C.
140-2 - 150
+ 30 - 20
1'-0•
ABU 44
SP7 @ 16.O.C.
Maximum 20' projection from host structure.
'For stud walls use 1/2' x W L-Bolls @ 4V O.C. and 2' square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the -top plate on to
the studs anchors and straps shall be per manufacturers specifications.
RIBBON FOOTING
SCALE: V2" =1'-0"
NEWSLAB
MIN. (1) #30 BAR
CONTINUOUS 8" —
ALUMINUM POST SEE TABLE
3/4" PLYWOOD DECK
EXISTING SLAB
AIL FOR EXTENDING EXISTING
SCALE: 3/4" = T-0"
DRILLED AND
1 MIN. 4" INTO
F4 NDAMIN.4'
5" FROM
48" 0. C.,
EXTRUDED ALUMINUM BASE
CORROSION RESISTANT
THRU-BOLT PER SCHEDULE
.� 1/4" LAP
2 x 6 OR 2 x 8 LAG SCREW (SEE TABLE 4.2)
@ 16" C.C. PARAMETER DOUBLE
STRINGER
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood
2-1/2"
5/4' P.T.P. or Toks Deck
3-314"
'2" P.T.P.
4•
TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE)
SCALE: 3" = V-0"
O
z
0
w
Q.
W
O
LL
w
m
O
z
Z
K
W
W
z
0
z
w
W
O
J
Q co
z W
CQ
G O
z0
S2(_9U)
U) z 0 fn
W 0 W
z = Q
U) W
WI—>-0
W F— N
1.. LU1-O
LLLL. = F-
U
U)ioaco
W
2
z_ �V
1••'
Q
..1
Q
Nt �
CD �
Z N
_ I W cmvn
2 L # E
W c m m
(L W LL m
j O a
t v m
C j i
t(;
C (~j -0 n
0) ,n
0
inlam—
W C/3 ii y r
Pn0
N m
O m
d 0
coL
m
SEAL
SHEET
o
w
7
9
08-12-2010
OF
rn
o�
LL 0
o°
� LL
aLa
z¢
P
z
O
t=
C
w
0
0
N
N
z
w
M
w
a.
00
rn
on
w
0
O
U
0
z
0
to
to
Q
0
K
O
J
LL
n
o
N
0
10,
z
ot
w
z
z
z
w
LU
w
z
z
w
to
.2 @
NOTE
'Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be
coated wl two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material
shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials
shall be as listed in section 2003.8.4.3 through 2003.8.4-6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
TOP OF BASE WALL MIN. "t" IS
GRADE TI THICKNESS OF REQUIRED
'COATED ALUMINUM COMPACTED 11� POST. MAY BE THICKER
POST IN CONCRETE BACK FILL " ALUMINUM COATED
#40 BAR 12" LONG 'fc POST (SEE TABLE)
POURED CONCRETE
(REFER TO TABLE 2.4)
40% >
ISOLATED FOOTING
SCALE: 2" = 1'-0"
ALUMINUM POST AND
BURIED FOOTING CONNECTION
SCALE: 1" = V-0"
3" x 3" POST TURN BOLTED
TO ANCHOR RISER
2-3/4" x 2-3/4" x 2-1/2" LONG
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
BASE ANCHOR CONNECTOR
FOR POST TO SLAB CONNECTION
SCALE: 2" = 1•-0"
1"PER Ff. MAX. FOR 3-112" (4' NOMINAL)
BEFOR
2'-0"E SLOPE MIN. I ALL SLABS
-
,�yEI
;SLAT SLOP, _' 151 F DTING
D-2 %`72
TYPE 11
MODERATE SLOPE FOOTING
2" / 12'- T-10"
•
TYPE III
STEEP SLOPE FOOTING
NOTES: > V-10"
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psi. 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. �NoJootingiather than 3 T/2 (4 nominal) slab is required except when addressing erosidn_Znh1 t e
pro)ecti nlfi othe host tructure ofitheTcarport orpztio'coverexceetlsZ20 0"a^Then aminimu ofa T} p
Il.footing is requ red -Alt slatis shall be 3=112 (4_nomirtal)•thick See table 2:4:1'for-allowableloads
4. For woad 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: Fibennesh ® Mesh, InForceTM 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'= V-0"
(2) 2" x 2" x "t" ANGLE OR
(1) U CHANNEL x "t"
3/8" x 3-1/2" BOLT
80 LB. 2500 PSI
CONCRETE PRE -MIX
3" EXTRUDED ALUMINUM
BASE ALTERNATE: 3" BREAK
FORMED 5052 H-32
ALUMINUM BASE
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' = 1'-0"
12" ALUMINUM
/�- PANEL ROOF
d (SEE TABLE 2.5)
RECEIVING
CHANNEL
ALUMINUM UTILITY SHED WALL
ELEVATION VIEW
SCALE: 1/8" = T-G"
MAX SHED FLOOR
MAY. AREA200 SQ. Fr.
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)
3-1/2' CONCRETE SLAB ------- /
SECTION THROUGH UTILITY SHED
SCALE: 1/8• = T-W
RECEIVING
CHANNEL
12" ALUMINUM
PANEL
(SEE TABLE 2.5)
PAN ROOF
(SEE TABLE 2.5)
PAN WALL
1/'i +ux 1-I/4
EMBEDMENT
EXPANSION BOLTS
OR EQUAL DRIVE
PINS @ 24" O.C.
#8 x 1/2' S. M. S.
INTO EACH
RISER @
PANEL ENDS
ATTACH PANELS TO CHANNEL
TOP AND W/ (2) #8 x 1/2" S.M.S. EACH
BOTTOM PAN PANEL @ EACH END
12" RISER PANEL
(SEE TABLE 2 5)
BOTTOM CHANNEL
ANCHOREDTO
SLAB W/ 1/4"0 x 1"
EMBEDMENT
EXPANSION BOLTS
@ 24" O.C. OR
CONCRETE SCREWS
PAN WALL CONNECTION DETAIL
SCALE: 1/8' =1"
(3.00 L)
D (2.33 L)
C (1.67 L)
B(1.33L)
A (0.67 L)
1-` 1-t
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50"
STAGGERED ON EACH d-.50" d-.50" "
SIDE OF SELF MATING BEAM
PLATE TO BE SAME n + + + + + ,+ +
THICKNESS AS BEAM WEB
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT + + + + + + -�Ic
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 Dlstai and
Screw
size
ds
(in.)
Edgeto
Center
2ds in.
Center to
Center
2-1/2ds (in.)in.
Beam Size
Thickness
rib
0.16
3/8
7/16
2'xTx0.055'x0.120'••
V16=0.063
#10
6.19
31a
12
2"x8'x0.072"x0.224"
118 0.125
#12
0.21
7/16
9 116
2• x 9' x o.072• x 0.224'
118 = 0.125
914 or l/4•
0.25
12
5/8
2' x 9" x 0.082• x 0.306'
118 = 0.125
5/16,
0.31
518
3/4
2" x 10' x 0.092-x 0.369•
1/4 = 0.25
syn6-m
^ use for 2' x 4' and 2• x also
Note:
1. All gusset plates shall be minimum 505211-32 Alloy or have a minimum yield of 30 ksi.
UNIFORM LOAD
UNIFORM LOAD
riiiii
A B
1 OR SINGLE SPAN
UNIFORM•••
UNIFORM LOAD f
l l l l
A B C D E
S A
NOTES:
1) L = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
5) Span condition = number of supports (posts) less one.
Example: If there are 5 supports (posts) then the span condition is "4 span".
SPAN EXAMPLES FOR SECTION 2 TABLES
SCALE: N.T.S.
dA
Z LL
0
A
=
o. rn
d0
�E
N
:�
W
� G
r E
z Q
�
y
m
o0
o0
o:
of
z¢
3�
Sg
J
M
O
o
�
ZZ W
o
N
C O
ZZ U
0 (D CO
Fy^-
w
U) Z 0 rn
W p W
N
�
t7Z=Q
1--
a
WI-_ p
W U) N
rnn
rn
o
�W•JZ
~ W F- O
L)LL
o
0
0
fA�Q�
o
W
=
J
m
_Z Q
a
O_
0
O
J
Q
~
0
N
co
N
m
LJL lu -
LI 2 m E
a- 1 6
� O n
�
o n m
CtiaY�
Qi
M f0
::IO n
LLI o f
J_ m
C ' Q
a) U o 0
t
n
m
1 F
SEAL
SHEET
iL
rn
w
08-12-2010 OF
0
d
rn
11Z
Fr.
Table 2A.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;
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 2.1.1B-110 Town & Country Industries, Inc.
6005 TO 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 desiqn load of 15.6 #lSF (47.1 #fSF for Max. Cantilever)
2" x 4" 1it0.046" x 0A I S" SMB
2" x 5" x 0.050" x 0.135" SMB
Load;..
Width'(t)
Max. Span
'L'/(bending'b'or
deflection
'dj
Load
width (t)
Max. Span'L'I(bending'b'
or deflection
'dj
1&2 Span
3 Span
4 Span
Cantilever
1- Span
3 Span
4 Span
Cantilever
4
10'-5" d
1T-10' d
13'-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
IT-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
W-3" d
13'-10" d
14'-2" d
74" d
7
8'-8' d
10'-8" d
IU-10' b
1'-9" d
7
1IY-8" d
13'-2" d
13'-5' d
2'-2" d
8
8'-3' d
10'-2- d
10'-2- b
1'-8' d
8
10'-2" it
17-7' d
12'-10' d
7-1" d
9
T-11' d
9'-10" d
9'-7' b
1'-8' d
9
9'10' d
12'-1' d
12'4' d
2'-0" d
10
7'-8' d
9'-5- b
9'-1' li
1'-7' d
10
9'-6' d
11'-8' d
11'-10" b
1'-11' d
11
7'-5' d-
11" b
8'-8" b
1'-6' d
11
9'-2' d
11'4' d
1v-3' b
1'-11" d
12 1
T-3- d I
F-7" b
8'-3' b
1%6' d
12
8'-11" d
11'-0" d
10'-10" b
T-10" d
2"x6"x 0.050"x 0.135'SMB
2" x 7" x 0.05T x 0.135"SMB
4
15'-1" d
18'-7' d
18'-11" d
T-1' d
4
1 1T-3- d
21'J" d
21'-8- d
3'-6" d
5
13'-11" d
1T-3" d
1T-8' d
2'-10" d
5
16-11" d
19'-9" d
20'-2'- d
T-3' d
6
13'-2' d
16'-3' d
16'-7' d
2'-8" d
6
15'-l' d
18'-7' d
18'-11" d
3'-1' d
7
12'-6" d-
15'-5" d
15-9" d
2' 7- d
7
14'4' d
1T-8" d
18'-0' d
2'-11' d
8
11'-11' d
14'-9" d
14'41' b
T-5' d
a
13'-8" d
16'-11' d
17'-3" d
2'-10" d
9
11'-6' d
14'-2' d
14'-l' b
2'4' d
9
13'-2" d
16'-3" d
16'7b
2'-8" d
10
1 VA' d
13'-9' d
134' b
2'-0" d
10
12'-8' d
15'-8" d
15'-6' b
2'-7' d
11
10'-9' d
1T-2" b
12'-9" b
2'-2" d
11
12W d
15'-2" d
W-9' b
2'-6' d
12
1 10'-5- d
12'-8' b
12'-2' b
2'-2' d
12
11'-11' d
14'-8" b
14'-2'
2" x 8" x D.D72"
x 0.240"
SMB
2" x 9" x 0.072"
x 0.239"
SMB
4
21'-3" d
26'-3" d
26'-9" d
4'-0" d
4
23'4- d
28'-10- d
29'-5- d
4'-0- d
5
19'-9" d
24'4" d
24'-10" d
4'-0' d
5
21'-B' d
26'-9" d
2T4" d
4'-0" d
6
18'-7' d
22'-11' d
23'-5' d
3'-10' d
6
2T-5" d
25'-2" d
25'-9' d
4'-0' d
7
17'-7' d
21'-9' d
2T-Y d
3'-T d
7
19'-5' d
23'-11' d
24'-5' d
3'-11" d
a
16'-10" d
20'-10' d
21'-3" d
T-Y d
a
18'-6' d
22'-11" d
23'4" d
T-10" d
9
16'-3" d
2U-0" d
20'-5' d
YA" d
9
1T-10" d
22'-0' d
22'-6" d
3'-8" d
10
15'-8" d
19'4" d
19'-9" d
3'-2" d
10
1T-3" d
21'-3' d
21'-T b
3'-6' d
11
15'-2' d
18'-9' d
18'-11' b
3'-1" d
11
16'-8" d
20W' d
20'-T b
&-5' d
12
14'-9' d
18'-2" d
18'-1' b
3'-0' d
12
16'-2' d
20'-0" d
19'-8' b
3'4' d
2" x 9" x 0.082"
x 0.321"
SMB
2" x 10" x
0.092" x 0.389"
SMB
4
25'-0' d
30'-11" d
31'-7" d
4'-0" d
4
29'-0' d
36-10" d
36'-7" d
4'-0- d
5
23'-3" d
28'-8" d
29'-3° d
W-T d
5
26'-11' d
33'-3' d
33'-11" d
4'-0" d
6
21'-10' d
27'-0" d
27W' d
4'-0- d
6
264" 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
29'-9" d
30'4' d
4'-0' d
8
19'-10' d
24'-7" d
25'-0' d
4'-0" d
a
23'-1' d
28'-6' d
29'-0' d
4'-0' d
9
19'-1" d
23'-7' d
24'-l' d
3'-11" d
9
2Z-2- d
27'-4" d
2T-11" d
4'-0" d
10
181-5' d
2T-9' d
23'-3' d
3'-9' d
10
21'-5' d
26'-5" d
26'-11' d
4'-0" d
11
1T-10" d
22'-l' d
22'-6" d
3'-8' d
11
20'-9' d
25'-T d
26'-1' d
4'-0" d
12
174' d
21'-5' d
21'-10' b
3'-7' d
12
20'-Y d
24'-10' d
25'4' d
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;
Using design load of 17.7 #/SF (47.1 #/SF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (t)
Max. Span 'L'/(bending'b' or deflection'dj
Load
Width (t)
Max. Span 'L7(bending'b' or deflection'd-)
1&2 Span
3 Span
4 Span
Cant li ever
1&2 Span
3 Span
4 Span
Cantilever
4
4'-11" d
6'-1" d
6'-3' d
1'-1' d
4
6'-11" d
f 8'-6' d
1 8'-8' d
1 1'-6' d
5
4'-7- d
5'-8' d-
5'-9" d
U-11" d'
5
6'-5" d
T-11" d
9-1" --d
1 T-4- d
6
V-4' d
5'-4' d
5'-5" d
0'-11' 'd
6
- 6-0' d
T-5"_ ri.,-
T-T d
1'-3" d
7
8
4'-1' d
T-11" d
5'-l' d
4'-10' d
5-2" d
4'-11" d
U-11' d
0'-10" d
7
a
5'-9'- -d
5'-6" d
T-1" d ;,^T
6'-9' d'
Y b
" 6-d' b
1'-3' d
1'-2" d
9
T-9' d
4'-8' d
4'-9' b
0'-1 D" d
9
5'-3' d
6'-6" d
-cA'. b
1'-1' d
10
3'-8' d
4'-6' d
4'-6' b
0'-9' d
10
5'-1' d
6'-2- b
5'-11"' b
,1'-1'., - d _
it
3'-6" d
4'-0" d
4'-Y b
0'-9- d
11
4'-11' d
5'-11" b
6-8' b
1'4' .tt I
12
3'-5" d
1 4'-3- b
4'-1' b
0'-9" d
12
4'-9' d
5'-B' b
6-5' b
1'-0' d
2" x 3" x 0.060"
Hollow
2" x 4" x 0.050"
Hollow
Load
Width (t)
Max. Span
'L'/(bending'b'
or deflection'dj
Load
Width RQ
Max.Span'L'/(bending'b'or
deflection'd')
1&2 Span
3 Span
4 Span
Cantilever
I- Span
3 Span
4 Span
Conti ever
4
7'-8" d
9'-5' d
9'-7' d
T-8' d
4
8'-11' d
11'-1" d
11'-4" d
1'-11" d
5
7'-1" d
8'-9' it
8'-11" d
1'-6" d
5
8'-4' d
10'-4" d
10'-5" b
1'-9' d
6
6'-8" d
8'-3' d
B'-5' d
1'-5' d
6
T-10' d
9'-8" d
9'-6" b
1'-8" d
7
6'-4' d
T-10" d
T-11' d
1'-4" d
7
7'-5' d
9'-1' b
8'-9' b
1'-7" d
8
6'-1' d
7'-6" d
T-8' d
T-4" d
8
T-2' d
8'-6' b
8'-3" b
1'-6" d
9
6-10' d
7'-2' d
7'4' d
1'-3' d
9
6'-10" d
B'-0' b
T-9" b
1'-6" d
10
5'-B' d
6'-11" d
6'-11" b
1'-2" d
10
6'-7' d
7'-7" b
T4' b
1'-5' d
11
5'-5" d
6'-9- d
6'-8" b
T-2- d
11
6-5" d
T-3" b
T-0" b
1'4' d
12
5'4" d
6'-6" d
6'-5- b
1 1'-2" d
1 12
F-3- b
6'-11" b
6'-9' b
1'4" 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 2.1.26-110 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 sea wind gust for 110 MPH velocity;
Using design load of 17.7 #ISF (47.1 #ISF for Max. Cantilever)
2"x4"x 0.046"x 0.115"SMB
2"x5"x0.050"x 0.135"SMB
Load
Width (t)
Max. Span'U/(bending'b'or
deflection'd
Load
Width (t)
Max.Span'U/(bending'b'or deflection'd')
1&2 Span
3 Span
4 Span
Ca Mritiax.
1&2 Span
3 Span
4 Span
Cantilever
4
9'-11" d
12'-4' d
1Z-7" d
2'-2" d
4
1T4- d
15'-3" d
15-6- d
2'-8" d
5
9'-3' d
11'-5' d
11'-8` d
1'-11' d
5
11'-5" d
14'-2- d
14'-5' d
2'-5" d
6
8'-9" d
10'-9" d
10'-11' d
1'-10' d
6
10'-9' d
13'4" d
13'-7" d
2'4" d
7
8'-3" d
10%3" d
10'-2" b
1'-9" d
7
10'-3" d
1T-8" d
12'41" d
2'-2' d
8
7'-11' d
9'-9" d
9%6" b
l'-8' d
8
9'-9" d
12'-1" d
12'4" d
2'-1' d
9
7' 7' d
9'-3" b
8'-11" b
1%8' d
9
9%5" d
11'-7" d
11'-8" b
2'-0" d
10
7'4" d
8'-10" b
8'-6" b
1'-T d
10
9'-1" d
11'-3' d
11'-1' b
1'-11' d
-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 I
T-9" b 1
1'-6" d
12
1 B'-7- d
1 10'-6" b 1
10'-2- b
1%10" d
2"x6"x0.050"x0.135"SMB
2" x 7" x 0.067"
x 0.135"
SMB
4
14'-5' d
17•10" d
18'-2'- d
3'-1' d
4
16%6" d.
20'-5" d
20'-10° d
T-6' d
5
13'-5' d
16%7' d
I &A 1' d
2'-10' d
5
164" d.
18'-11' d
19'4' d
3'-0" d
6
12'-T d
16-7' d
15%11" d
2'-8" d
6
14'-5' d
17'-10' d
18%2" d
T-1" d
7
11%11" d
14'-10` d
14'-11' b
2'-7' d
7
13'-8' d
16'-11' d
17%3" d
2'-11' d
8
11'-6' d
14'-2" d
14'-0" b
2'-5" d
8
13'-1" d
16'-2" d
16'-3" b
2'-10" d
9
11'-0' d
13'-T d
1T-3" b
2'4' d
9
12'-7" d
15'-7" d
15'4' b
2'-8" d
10 •
10'-8' d
12%11' b
12'-7' b
2%3" d
10
12'-2" d
15'-0' d-
14'-7' b
2'-7' d
11
10'4" d
12%5' b
IT-11' b
2'-2' d
11
11'-9' d
14'4' b
13%10" b
2'-6" d
12
10'-0" d
11'-10' b
11'-5' b
2'-2" d
12
11'-5" d
13'-9" b
13'-3" b
2'-5" d
2" x 8" x 0.072"
x 0.240"
SMB
2" x 9" x 0.072"
x 0.239
SMB
4
20'4" d
25'-2" d
25'-8' d
41-0" d
4
22'-5' d
27'-8' d
1 28'-3' d
4'-0' d
5
18%11" d
23'4" d
23'-10' d
4'-0" d
5
20%10' d
25'-8" d
26'-2' d
4'-0' d
6
17'-9" d
21'-11' d
22'-5" d
T-10" d
6
1T-7' d
24'-2" d
24'-B" d
4'-0" d
7
W 11" d
20'-10" d
21'-3' d
3'-7" d
7
18'-7" d
27-11' d
23'-5' d
3'-11' d
8
16%2' d
19'-11" d
20'4' d
3'-5' d
a
17'-9' d
21'-1I- d
22'-5- d
3'-10' d
9
15'-6' d
19'2 d
19'-7- d
3'4" d
9
1T-1- d
-it '-1' d
2174' b
T-8" d
10
15'-0" d
18'-6" d
18'-8' b
3'-2' d
10
16'-6" d
20'-5' d
20'-3- b
T-6' d
11
14'-6" d
1T-11" d
17'-9' b
T-l" d
11
15'-11' d
19'-9- d
19'4- b
T-5" d
12
14'-1" d
it-5" d
lT-0' b
3'-0" d
12
15'-6' d
19'-2' b
18'-6' b
3'-4" d
2" x 9" x 0.082"
x 0.321"
SMB
2" x 10" x
0.69Y x 0.389"
SMB
4
24'-0' d
29'-8' d
30'-3' d
4'-0' d
4
27'-10" d
34'-5' d
35-1" d
4'-0' d
5
22'-3' d
2T-6' d
28'-l" d
4'-0" d
5
d032%7r'
4'-0' d
6
20'-11" d
29 11-d
26'5' d
4'-0- d
6
30'-0' d
4'-0' d
7
19'-11' d
24'-7" d
25'-l' d
4'-0' d
7
28'-6" d
4'-0" d
B
19'-1' d
23'-6" d
24'-0' d
4'-0" d
8
2T-3" dd
4'-0' d
9
18'4" d
2Z-7' d
23'-1' d
3'.11' d
9
Ad3l'-11'3l'-11'
26'-3' dd
4'-0' d
10
1T-B" d
21'-10" d
22'-3" d
3-9' d
10
25'4- dd
4'-0" d
11
1T-2' d
. 21'-Y d
21'-5' b
3'-8' d
11
24'-6' dd
4'-0" d
12
16'-B' d
20'-7" d
20'-6' b
3-7' d
12
23'-10' db
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 2.1.1 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 15.6 #ISF
Single Self -Mating
Beams
Tributary Load Width
6'-0" T-0" I a,-o" I 9'-0" I io,-v
I iv-0" 1 12'-0" 1 13'-0" 1 14'-0" 1 15'-0" 16'-0" 17'-0-
Allowable Span
'L' I bending 'b' or deflection'd'
2" x 4" x 0.046" x 0.115"
9'1- d
8'-8- d
8'-3- d
T-11" d
7'-8" d
7-5" d
T-3- d
7'-0" d
6'-10' d
6'-8' d
6'-T d
6'-5' d
2" x 5" x 0.050" x 0.135"
11'-3' d
10%8" d
10%2' d
9'-10" d
9%6' d
9'-2' d
B'-11" d
8%8' d
8'-6' d
8'-3' d
8'-1' d
7'-11" d
2" x 6" x 0.050" x 0.135"
13'-2" d
12'-6" d
11'-11" d
11'-6" d
11%1' d
10'-9" d
10'-5' d
10'-2' d
9'-11' d
9'-8' d
9%6' d
9'-4' d
2" x 7" x 0.057" x 0.135"
, 15'A" d
14%3" • d
13'-8" d
13'-2" d
12'-8" d
12'-3' d
11%11' d
11'-8' d
11'4" d
11 %1' d
10'-10' d
10'-8" d
2" x 8" x 0.072" x 0.240"
18'-7" d
' 1T-7' d
16'-10" d
16'2' d
15'-8" d
15'-2" d
14'-9" d
14'-4' d
13'-11" d
13'-8' d
13'-4' d
2" x 9" x 0.072" x 0.239"
20'-5" d
. 19-4" d
" 18'-6' d
17'-10" d
1T-2- d
16'-8" d
16'-2" d
15'-9" d
16-5" d
15'-0" d
14'-9" d
14'•5' d
2" x 9" x 0.082" x 0.321"
21%10' d
20%9" d-19'-10"
d
19%1" d
18'-5' d
1 T-f0" d
1T-4" d
16'-11" d
16'-6' d
16'-1' d
15'-9" d
2"x 10 x 0.092".r. 0.389
254 d
24'-1' d
23'-0" tl
22'-2' d
21%5" d
20--9' d
20'-1" d
19'-7' d
19'-1" d
18'-8' d
18'-3" d
1T-11° d
Double Self -Mating
Beams
-
_ - Tributary Load Width -- '
5'-0" T-0"; A'-0" 9'-D" 10'-o" 1 11'-0" 1 12'-0" I AT-0" 1 14'-0- 15'-0- 16'-0" -1T-0"
Allowable Span
V i bending'b' or deflection'd'
(2) 2" x B" x 0.072" x 0.115"
23'4' d
22'-2" d
21'-3' d
20'-5Rd
19'-1' d
18'-T d
?8=1^d� 1T-7" d
•17-3` d
16'-10" d
16'-6'
(2) 2" x 9" x 0.072" x 0.239"
25'-B' d
24'-5' d
23'4' d
22'-5
�2d
20'-11' d
20'-5' d
19'-10' d 19'-0' d
18'-1 I" d
18%6" d
18'-2'
(2) 2" x 9" x 0.082" x 0.321"
27'-6" d
26%2' d
25'-0' d
24'-1
- 22'-6" d
21'-10" d
21'-3' d 20'-9" d
20'-4" d
19%10- d
19'-6'
(2) 2" x 10" x 0.092" x 0.389"
31'-11" d
30'4' d
29'-0' d
27'-1
26'-1" d
25'4' d
24'-8' d 24'-1" d
23%- d
23'-0'
• Mono -sloped roofs include gables where the slope of the roof is less than 1` in 12'.
a
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35'
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be interpolated.
Table 2.1.2 C-110 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind oust for 100 & 110 MPH velocity: usino design load of 17-7 XSF
Single Self -Mating
Beams
Tributary Load Width
6'-0- T-0' I 8'-0" 1 9'-0" 1 10'-0"
1 11'-0" 1 121-0" 1 13'-0" 1 14%0" 15'-0" 16'-0" 1T•0'
Allowable Span
'L' I bending'b' or deflect! on'd'
2" x 4" x 0.046" x 0.050"
8'-9' d
8'-3' d
T-11" d
7'4" d
T-4" d
T-1' d
6'-11' d
6'-9" d
6'-7' d
6'-5" d
6'-3' b
6'-0' b
2" x 5" x 0.050' x 0.048"
10'-9" d
10'-3' d
9'-9" d
9'-5" d
9'-1" d
8'-10' d
F-7" d
8'4' d
B'-1" 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'-8' d
10'-4" d
10'-0" d
9'-9" d
9'-6' d
9'4' d
9'-1' d
8'-11" b
Y x 7" x 0.060" x 0.060"
W-5' d
13'-8" d
13'-1' d
12'-7" d
12'-2' d
11'-9" d
11'-5- d
11'-2- d
10'-10" d
10'-8- d
10'-5- d
10'-2" d
2" x 8' x 0.072" x 0.112"
1T-9" d
16'-11' d
16'-2' d
15'-6" d
14'-11" d
14'-6" d
14'-1- d
1 T-9" d
13'-5' d
13'-1' d
12'-10' d
12'-7' d
2" x 9" x 0.072" x 0.112"
19'-7' d
18'4" d
17'-9" d
17'-1' d
16'-6" d
15'-11" d
15'-6' d
15'-l" d
14'-9" d
14'-5' d
W-l" d
13'-10" d
2" x 9" x 0.082" x 0.153"
2U-11" d
19'-11' d
19'-0- d
18.4" d
1T-8" d
17'-1" d
16'-6' d
16'-2- d
1&-10" d
15'-5- d
15'-l' d
W-10- d
2" x 10" x 0.D92" x 0.187"
244" d
2T-1' d
2Z-1' d
21'-3' d
20'-6" d
19'-10' d
19'4' d
18'-9' d
18'4' d
17'-1I d
17'-6" dl
1 T-2" d
Double Self -Mating
Beams
Tributary Load Width
6'-0" T-0' 8--0" Fir- 10'-0" 11'-0' IV 13'-0^1 14%0 1 15'-0" 16'-0" 17 -0"
Allowable Span
/ bending'b' or deflection'd'
2) 2" x 8" x 0.072' x 0.240"
22'-S' d
21'-3" d
20.4" d
19'-7" di
W-11" di
18'-4' d
17'-9" d
1T T dj
16'-11" d
16'-6' di
16'-2" di
15'-10" d
2) 2" x 9" x 0.072" x 0.239"
24'-8' d
23'-5" d
22'-5' d
21'-6' d
20'-9" d
2U-2" d
19'-7' d
19'-0' d
18'-7' d
18'-2" d
17'-9" d
17'-5' d
2) 2" x 9" x 0.082" x 0.321"
26'-5" d
25'-1' d
231 11' di
23'-1" di
22'-3' dI
21' 7- di
20'-11- di
20'-5' dl
19'-11" di
19'-5- di
19'-D' d
1 18'-8- d
2) 2" x 10" x 0.092" x 0.389'
30'-7" di
29'-1" di
27'40' di
26'-9" di
25'-10' dj
25'-0" di
24'-4' di
23'-8' di
23'-1" di
22'-7" dl
22'-1" dl
21'-B" d
' Mono -sloped roofs include gables where the slope of the roof is less than 1" in 1T.
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 36
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans. Town & Country 6005 Indicator Mark
5. Spans may be interpolated. (Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
ntrc�ond you�r Ifor pet{r¢tt ng pu o Te details below
ustr tertfie alloy iN 11eh ltica_ n rk3 an } on of such marks.
ust Ilo inI oy re us. oieh � a�1�5�i�sions. It is
tima :g'ly a conctor `' ors b hhaf they celve and use only
tJ ha es he • sn eerin
F1'1_l'1'h3C'2 P 6 P 9
documen o simplify a inden cation of our 60 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
J
Q C0
=31 CC
Z W
Q >
ZOU z
U)<
fAZpo-
lJJ 0 W
0 Z =
W H U) W
w � m
-3 W _j p
Cr _ X
L)
)" ce 0.)' Z d
fnw<
M U r
Z Q
Q
_I
Q
0
Co
I7 rn n
Z N
07
W LLN
v
2 a at E
m o
Lij Z m tL 6
O a
o n d
,o- IT
0 c7 rnD
�o
0) n a
v7 O er L
m
c
0
m
H
0
0
N
sf
m
Z
SEAL w
w
SHEET Z
(7
2
W
9A-110 z
w
m
08-12-2010 1 OF
12 0
Table 2.1.1 A-120 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with MonoSloped• Roofs
Aluminum Alloy 6005 T5
For 3 sec. wind gust for 120 MPH velocity;
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1.1E420 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 sea wind gust for 120 MPH velocity;
Using design load of 16.2 #ISF (48.3 #/SF for Max. Cantilever)
2"x4"x 0.046" x 0.115"SMB
2"x 5"x0.050"x0.135'SMB
Load
Width (R)1,0"'0'
Max Span'L'/
bending'b'
or deflection'dj
Load
Width (R)
Max. Spa n'L•I(bending W or deflectlon'd
Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
CantileverMa
4
3' d
12'-8° d
17-11" d
7-1' d
4
17-8- d
15'-8' d
15-11' d
2'-T d
5
' d
11'-9` d
1Z-W d
T-11' d
5
11'-9" d
14W" d
14'-10' d
2'-5' d
6
1" d
11'-1' d
11'4" d
1'-10" d
6
11'-1' d
13'-W d
13'-11' d
2'-3' d
7
S' d
10'-6" d
10'-V b
1'-9" d
7
10'-6' d
13'-0' d
13'-3" d
7-2" d
8
' d
10'-1' d
9'-11' b
1'-8' d
8
10'-1' d
17S' d
12'-8' d
2'-1' d
9
d
9'-8' it
97" b
1'-7- it
9 -
9'-8' it
11'-11' it
12'-3" d
1'-11' d
10
T-T d
9'-2° b
8'-11' b
1'-T d
10
114" d
11'-T d
11'-T b
1'-11' d
11
T4' d
tl'-9' b
8'-0' b
1'-6" d
11
9'-1' d
11'-2' d
11'-1' b
TAG" d
12
T-1- d
8'S' b
18'-1" b
i'S' d
12
1 8'-10' it
10'-10" d
1 10'-7- b
I 1'-10" d
2" x 6" x 0.050" x 0.135" SMB
2" x 7" x 0.057" x 0.135" SMB
4
14'-11' d
18'-5' d
18'-9' d
T-1' d
4
17'-0" it
21'-0" d
21'-5' d
S-6' d
5
13'-10" d
1T-1' d
1T5" d
7-10" d
5
IS-10" it
19'-6" d
19'-11" it
T-3" d
6
13'-0" it
16'-1" d
16'-5" d
2-8" d
6
14'-10" it
18'4' d
18'-9' it
3'-l' d
7
12'4" d
15'-3" d
16-7' d
7-7' d
7
14'-1' it
ITS' d
1T-9' d
7-11' d
8
11•-10' d
14'-7' d
14'-8" b
2'S" it
8
13'-6' it
I&-6' d
1T-0" b
2'-9' d
9
11'4' d
14'-0" d
13'-10' b
74' it
9
12'-11" it
15-0" d
16'-0" b
2'-8" d
10
10'-11" d
13'-7' d
13'-1" b
73' it
10
12'-6' d
1576" d
15'-2" b
2'-7- d
11
10'-7' d
17-11' b
12'-6' b
2'-2" d
11
12'-2' it
W-11' d
14'-6" b
2'-6' d
12
10'4- it
I IZ-5° b
11'-11" b
2-1' d
12
11'-10' it
I 14'4' b
13'-11" b
7-5° d
2" x e' x 0.072"
x 0240"
SMB
2' x 9" x 0.072"
x 0239"
SMB
4
2W41" it
25-11" of
26'S" d
4'-0" it
4
23'-1" it
28'S' it
29'4" it
4'-0" it
5
19'-6' d
24'-1' d
24'-6' d
4'-0' d
5
21'S' d
26S" d
26'-11" d
4'-0" d
6
1F4' d
22'-8" d
23'-I" d
S-9' d
6
20'-2' it
24'-11' d
25'-5" it
4'-0" d
7
1TS' d
21'-6' it
21'-11' d
T-7' d
7
19'-2• it
23'-8' d
24'-1" it
3'-11' d
8
16'-8' d
20'-T d
20'-11" d
T-5" d
8
16'4' it
22'-7' d
2&-1' d
3'-9' d
9
16'-0" d
19'-9" it
W-2" d
T4' d
9
1T-7' it
21'-9' d
22'-2" d
3'-7- it
10
15'S° it
19'-1' d
19'-8" d
T-2" d
10
16'-11" it
2U-11" it
21'-2" b
T-6' d
11
14'-11' d
IW-6' d
18'-T b
3'-1' d
11
16'-6' it
20'4" d
2U-2' b
T-5" d
12
1 1N-7- it
IT-11' d
1T-9- b
2'-11" d
1 12
15'-11- d
1 19'-9" d
79'4' b
3'4' d
2"x9'x0.082"x0.321"SMB
2'x10"x0.092"x0.389"SMB
4
24'-9" d
30'S" it
31'-2' d
4'-0' d
4
28'-8' it
35-5' d
36'-1" d
4'-0" d
5
27-11' d
284' d
28'-11' d
4'-0' d
5
26'-7' it
32'-10' d
33'S" d
4'-0" d
6
21'-7' d
26'S" d
2T-3' it
4'-0" d
6
25'-1' d
30'-11" d
3RT d
4'-0" d
7
20'S' d
254" it
25'-10' d
4'-0' d
7
23'-10• d
29'S' d
29'-11' d
4'-0' d
8
19'-7' d
24'3' d
24'-9' it
4'-0" d
8
22'-9' d
28•-1' d
28'-8" d
4'-0" d
9
1&-10' d
234' it
23'-9' it
3'-11' d
9
21'-11' it
2T-0" d
2T-T d
4'-0- d
10
18'-3' it
22'-0° d
27-11' it
T-9" d
10
21'-2' d
26'-1' d
26'-7' d
4'-W d
11
1T-0' d
27'-10' d
22'3' d
3'-8' d
11
20'S' d
25'3' d
25-9- d
4'-0' d
12
1T-2' d
21'-2' d
21'-S b
3'S' d
12
19'-11' d
24'-T it
26-1' it
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-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 120 MPH;
Using design load of 21.1 #/SF 48.3 /#SF for Max Cantilever)
2" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (it-)
Max Span'L'I(bending'b'ordeflection'd')
Load
width (R)
Max Span'L'/(bending'b'ordefleetion ,it')
182 Span
3 Span
4 Span
Ca U ever
1&2 Span
3 Span
4 Span
Cantilever
4
4'-8- d
5'-9- d
5-11' d
1'-1" d
4
6•S' d
8'-0" d
8'-2- d
1'-6' d
5
4'4- d
64' d
5'S° d
7-11- it
5
5-0' d._
T-5' d
T-T .d.
1'-4' d
6
4'-l' it
S-0' d
5'-2' d
0'-11' d
6
5'-8- d
I T-0" d
T-1- b
1'-T d
7
3'-10" d
4'-9" d
4'-11' d
0'-10" d
7---
5'S" d
1 6'-8' d
6W' -b
V-T d
a
3'-8' d
4'-7- d
4•-7' b
0'-10- it
8
5'-T d
6'w� 7b--
i 'u1•1" b---1'-2'
d
9
3'-7' d
4'-5' d
4.4" b
0'-10" d
9
d'-11°. a,
.5 -P1 - b
.5 b
1'A" d
10
3'-5"
b
4'-1" b
0'-g' d
10
4'-9" -d
5'-8" b
5" ' b
Z.-1'_ rid -I
11
3'4' d
4'-T b
T-11" b
I 0'-9' d
11
4'-8' d
5'-5" b
5'-i" b
. T01 d'y
12
3'-3" d
3'-10" b
T-9" b
0'-9" d
12
4'-6' d
5'-2" b
4'-11'd-
2" x 3" x 0.060"
Hollow
2" x 4" x 0.050" Hollow
Load
Width (it)
Max Span'L'/(bending'b'
or deflection'd')
Load
width (R)
Max Span'L'/(bending'b'ordeflection'd')
1&2 Span
3 Span
4 Span
Cantilever
182 Span
3 Span
4 Span
Can4 lever
4
T-2" d
8'-11" d
9'-1" d
1'-7' d
4
8'-6" d
10'-6" d
10'-8" b
I 1'-11- d
5
6'-8' d
8'-3' d
8'-5" d
1'-6" d
5
T-10" d
9'-9' d
9'-6" b
1'-9" d
6
6'4' d
T-9" d
T-11' d
1'-5' d
6
7-5- d
8'-11" b
8'-8' b
1`-8" d
7
6-11" d
T-5" it
7'-6' d
1'4" it
7
To' d
87 b
8--1' b
1'-7- d
8
5'-9" d
T-1" it
7'-2' b
1'-3" it
8
6'-9" d
T-9" b
T-6' b
I d
9
SS" d
6'-9° d
6'-9" b
T-3' d
9
V-6- d
T4' b
T-1' b
-vs-d
10
5'-
4d
6'-T d
6
. b
1'-2d
11
5'-11' b
6'-8' b
6'S' b
1'4" d
12
4'-11" it
1 6'-1" b
5'-10` b
1'-1" d
12
S-8' b
6.4' b
" 6'-2' b
1'4" d
" x 2" x 0.045"
Hollow
'
Load
Width (ft.)
Max Span
VI ending'b' or it action 'it')
1&2 Span
3 Span
4 Span
Max:.
Cantilever
4
0-3" d
6'-6" it
6'-T d
1'-2' it
5
4'-11' d
6'-0' d
6'-2" d
1'-1" it
6
4'-7" it
5'-8' d-
5-10' d
1'-0" d
7
4'4' d
5-5' it
5'-6' d
0'-11" d
8
4'-2" d
5'-T d
5'3' d
0'-11" d
9
4'-0' d
4'-11" d
T-l" d
0'-11" d
10
711" d
4'-9" d
T-iv d
0'-10' d
11
3'-9" d
4'-8' d
V-8- b
0'-10' d
12
3; d
4'-W it
4'S' b
0'-10" it
' 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 f#SF (48.3 #1SF for Max Cantilever)
2"x4"x 0.046"x 0.115"SMB
2"x5"x 0.050"
x 0.135" SMB
Load
Width (R)
Max Span'L'/
bending
W or d
ection'dj
Load
width (R)
Max Span'U/(bending'b' or deflection'
1&2 Span
3 Span
4 Span
Max-
Cantilever
182 Span
3 Span
4 Span
Mom'
Cantilever
it
11'-10' it
2'-1' d
4
1 T-8" d
14'4' d
14'-8' it
2'-7' d
5
8'-9" d
t0'-9" d
11'-0" d
T-11" d
5
10'-10' d
13'4" it
13'-7' it
2'-S it
6
8'-3" d
10'-2' it
10'-1' b
1'-10" d
6
10'-2' d
12'-7- it
12'-10" d
2'3" d
7
T-10" d
9'-8" b
9'4' b
1'-9" d
7
9'-8" d
11'-11' it
17-2- b
2'-2- it
8
T-6' d
9'.0" b
8'-9" b
1'-8' d
8
9'3" d
11'-5" it
11'4" b
2'-1" d
9
T-2" d
6'-6' b
8'3' b
1'-7' d
9
8'-10' d
10'-11' it
10'-9' b
1'-11" d
10
6'-11" d
8'-1' b
T-10' b
1'-T d
10
8'-T d
10'-6' b
10'-2' 6
1'-11' d
11
6'-9- it
T-B' b
TS" b
T-6' d
11
8'4' d
10'-0" b
9'-8' b
1'-10" d
12
6--6" d
T4" b
T-1- b
T-6- it
12
8'-1' d
9'-7- b
I 9'3- b
1'-10' it
2" x 6" x 0.050"
x 0.135"
SMB
2"x7"x 0.057-
x 0.135"SMB
4
1T-8" d
W-10" d
1T-2" it
T-1" it
4
15'-7' -d
19'3" it
19-8' d
Y-6' it
5
12'-8' it
15'-7' d
15-11' d
7-10' d
5
14'-6" d
1T-10" d
18'-3' it
3'3" d
6
11'-11' it
14'-8' d
14'-10" b
2'-8' d
6
IT-7- d
16'-10' d
1T-2' d
3'-1' d
7
11'4" d
13'-11' d
IT-9" b
7-T it
7
12'-11" d
15'-11' it
15'-11' tr
7-11' d
8
10'-10" d
13'4' b
I7-10' b
2'-5' it
8
12'4- d
1573" d
14'-11° b
2'-9- d
9
10'-5" d
I2'-6' b
12'-1' b
2'4' d
9
IT-11" d
14'-6' b
W-1" b
2'-8' it
10
10'-0" d
IVA!* b
11'-6' b
2'3" d
10
11'-6' d
13'-9" b
13'4' b
2'-7' it
11
9'-9' d
1T4' b
10'-11' b
2'-7 d
11
IVA" d
13'-2" b
12'-W b
2'S" d
12
9'-5' d
10'-10" b
IO'S' b
2'-1' d
12
IO'-10' d
12'-T b
17-2' b
2'S' d
2" x 8" x 0.072' x 0240" SMB
2" x 9" x 0.072" x 0239" SMB
4
19'-2" d
23'-9' d
24'-2" d
4'-0' d
4
21'-1' it
26'-l" d
1 26'-7- it
4'-0" it
5
1T-10" d
22'-0' d
22'S' it
4'-W d
5
19'-7' d
24'-3" d
1 24'-8' d
4'-0" d
6
15-9" d
20'-9' d
21•-2" it
T-9' d
6
18'-5' it
22'-9' d
23'-3' it
4'-W it
7
15'-11' d
19'-8" d
20'-1' it
T-T d
7
1T-6- d
21'-8' d
22--1- it
T-11' d
8
15'3" it
18'-10" d
19'-1' b
3'S" it
8
16'-9' d
20'-8' d
20'-9" b
3'-9" d
9
14'-W d
18'-1" d
1T-11" b
3'4' d
9
16'-1" d
19'-11' d
19'-7- b
3' 7- it
10
14'-2' d
1T-0' d
17'-1' b
T-2' it
10
15-7-d
19'-2" b
18W- b
T-6" d
11
13'-8' d
W-10" b
16'-3' b
3'-1" it
11
15'-1' d
16'4' b
1T-8" b
31S' d
12
13'4" d
16'-1' b
15'-7- b
2'-11" d
12
14'-8' d
1T-6- b
16'41- b
T-4- d
2" x 9" x 0.082" x 0.321"
SMB
2" x 10" x 0.092"
x 0.389"
SMB
22'-8" d
2T-11" d
28'-F d
4'-0' d
4
26'3' d
375' d
33'-1" d
W-W d
21'-0" d
26-11' d
2"" d
4'-0" d
5
24'4"d
30'-1° d
30'-8' d
4'-0' d
19'9- d
24'-5' d
24'-11- d
4'-0' d
6
22-11"d
28'4" d
28'-11" d
V-D' d
18'-9" d
23'-2- d
23'-8'd
4'-0" d
7
21'-9" d
26•-11' d
2T-5" d
4'-0" d
M12
1T-11° d
27-2' d
22'-8' d
4'-0' d
8
20'-10'd
25'-9" d
26'3- d
4'-0' d1T-3'
d
21'4' d
21'-8' b
3'-11" d
9
20'-0'd
24'9" d
2S3' d
4'-0" d
16'-8' d
20'-7' d
20'-T b
3'-9' d
10
19'4"d
23•-11"d
24'4"d
4'-0" d
16'-2' d
19'-11' d
19'-" b
T-8" d
11
18-9"d
23'-Y d
23'3" b
4'-W d15-8'
d
19'-5' d
18'-10' b
3'S" d
12
18'-2' d
22'S' d
22'3' 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 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 #ISF
Single Self -Mating
Beams
Tributary Load Width
6'-0" T-0" 8'-0" 9•-0" 10•-0"
11'-0" 12'-0" 13'-0" 1 W-0" 15'-0" 16'-0" 1 17'-0"
Allowable Span
'L" / banding'b' or deflection *it*
2" x 4" x 0.046" x 0.115'
8'-11' d
8'-6' ill
8'-2" d
T-10' dl
T-T d
7'-4' d
T-1° di
6'-11' d
6'-9" dl
6'-7' d
U-6" d
6'4' b
2" x 5"x 0.050" x 0.135'
11'-1" d
10'-6' d
-10'-1' it
9'-8' d
9'4' d
9'-1' d
8'-10' ill
8'-T d
8'4' dl
6'-2' d
T-11" d
7'-10' d
2" x 6" x 0.050" AI6135"
12'-11' d
12'4' d
11'-10" d
11'-4" d
10'-11' d
10'-7' d
10'-4' d
10'-0" d
9'-10' d
9'-7- d
9'4' d
9'-2' d
2" x 7" x 0.057" x 0.135"
14'AD" d
W-1' d
13'-6' d
17-11' d
12'-6" d
12'-2' d
11'-9- d
11'-6" i
11'-2' d
10'-11' d
1 W-9' d
10'-6' d
2' x 6" x 0.072" x 0.240"
18'4' . it
1 T-5' d
16'-8' d
15-11" d
16-5' d
14'-11' d
14'-F it
14'-2" it
IT-10" d
13'-6' d
13'-2" d
12'-11' d
2" x 9" x 0.072" x 0239"
20'-2" it
"I 9'-2' d
1 W4" d
iT-T d
16'41' it
16'-5' d
15'-11' d
15'-7' d
15'-2" d
14'-10' d
14'-T d
14'-3" d
2" x 9" x 0.082" x 0.321"
21'-T d
20'-6" d
19'-7- d
18'-10- d
1F-2"- d
171-8' d
1T-T d
16'-F d
16'-3" d
15-11' d
15'-T d
16-3' d
2" x 10" x 0.092" x 0.389'-
25'-0" d
23'-9" d
22'-g' d
21'-1(° d
11W , d
. -201S" d
19'-10' d
19'4' d
18'-10' d
18'S' ill
18'-1' d
1T-8' d
Double Self -Mating
I Beams
>. -
77butary
Load width
6'-0" T-0" 8'-0' 9"-0" 10'-0" 11'-0"
12'-0":r : 13'-0" 1 14'-0'
Allowable Span I bending'b'or
deflection 'it'
(2) 2" x.8"m 0.072" x 0.240"
23'-l" it
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
16'4' d
(2) 2" x 9' x 0.072'r.0239"
(2 2" x 9" x 0.C82" x 0.321"
25'S' d
24'-1' d
23'+1' d
22'-2' d
21'-5' d
20'-9' d
2U-2- d
19'-T d
19'-2"
2T-2" d
25-10'
(2)2" x 10" x gA82"x 0.389"
31'-6" d
29'-11' dl
28'-8'- di
2T-7' d I
26'-7" d
Mono -sloped roofs induda 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 120 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connec0on 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 T5
For 3 sec. wind gust for 120 MPH velocity: using deslan Inad of 21 1 arsF
Single Self -Mating
Beams
Tributary Load Width
6'-0' 1 T-0' 1 8'-0' 1 9'-0"
1 10'-0"
11'-0' 12'.0' 1 13'-0" 1 14'-0" I 15'-0" I 16'-0" I 1T-0"
Allowable
Span'12
/ beni ing W or deflection'd'
2" x 4" x 0.D46" x 0.115"
8'3° d
T-10" dl
T-6' it
T-2" di
5-11' d
6'-9" d
6'-0' dl
6'4' b
6'-1" bl
5'-11'- b
5W b
5'-6' b
2" x 5" x 0.050" x 0.135"
10'-2' d
9'-8" di
9'3" d
8'-10" di
8'-7' d
8'4' d
8'-T di
T-10" d
T-8" di
TS' d
T4" d
T-2" b
2" x 6' x 0.050" x 0.135"
11'-11 ° d
11'4' dl
10'-10" d
10'-5' di
1 U-0" d
9'-9" it
9'-S di
9'-2- d
8'41' 11
8'-8" b
6'-5" b
8'-Y b
2" x 7" x 0.057" x D.135"
13'-7' d
12'-11' d
12'4' d
11'-11" d
I V-6' d
11'-1" d
10'-10' di
10'-6' d
10'-3' dl
10'-0" d
9'-9- b
9'-6" b
2' x 8" x 0.072" x 0.240"
16'-9' d
15•-11' d
15'3' d
14'-8° d
14'-2' d
13'-8" d
13'-4' d
12'-11' d
12'-8' d
12'4" d
12-1° d
11,-In- d
2" x 9" x 0.072" x 0.239"
18'-5' d
1 T-6' d
16'-9" d
16'-1" d
15-7" d
15-1' d
14'-8' d
14'3- d
13'-11' tl
13'-T d
13'4' d
13'-0" d
2" x 9' x 0.082" x 0.321"
19'-9' d
18'-9' d
1T-11' d
1T3' d
1 S-0' d
16'-2° d
15'-8" d
15'3' d
14'-11' d
14'-T d
14'-3" d
IT-11' d
2" x 10" x 0.092" x 0.389"
27-11" d
21'-9' '1
20'-10' d
20'-0' d
174' d
18'-9" d
18'-2' d
1T-9' d
7T-3' d
16'-11' d
16'-6' d
16'-2' d
Double Self -Mating
Beams
1 12'-0'
6'-r T-0" 8'-0" I 9'-0" 110'-0'1 11--0'
1 13'-0" 1 14'-0" 1 15'-0" 1 16'-0" 1T-0"
-. Allowable Span
/ bendlna
W
or deflection -it'
2) 2" x 8" x D.072" x 0.240"
21'-2" d
20'-1' d
1 ;mod: " a' d
1T-10' d
1 T-3' ill16'-9"
d
16'4" d
15-11" d
15'-T ill15'-3'
d
14'-11" d
2) 2" x 9" x 0.072" x 0239"
" d
22'-1' d
- -1' d d
19;7�.d
18'-11 d
48'S' d
1T-11' d
1 T-6' d
1T-1' d
75-9' tl
76 d
2) 2" x 9" x 0.082" x 0.321"
1' d
�24
23'-8' d
` "' d _ V'41 d
2}-0• d
20'4 a
'ry9;-9',,,d
39� 3' �t(
8'-9" d
16'4' d
1T-11" d
1T-T d2)
2' x 10" x 0.092" x 0.389"
T d
27'-5- d
'3• d 525„ - d
24' d
23'-' ' d
2Y=7 _�r1
2P; 4• d
i g"sT
2f'3' d
20'-10- ill2W-5-
d
Mono -sloped roofs Include gables where the slope of M6 roof i t 1h , 1 k 2" '
s.q;
NoteK
1. It is recommended that the engineer be consulted on any carrier beam that spans more the •'fx,
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 indenfification 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.
7
TCI 6005 SELF -MATING
ALLOY INDICATOR
Trl Bnns HOLLOW
CATOR
Q m
d cL
fu
OLL
Q.
d
J
fn
Z
Q W
20
Z U Z
0 EL
WZWfn
aZ=Z
U) Q Cf) W
m
�LL
W-10
0� = X
F- ca Z Il
W Q
:3U r-
Z_ Q
Z r
Q
J
a
Z N r0
tJ W LL A,
W CO x E
2 m f0
a O LL n
(D Cr a n
ti m
N zi, o
m 0)
0) o.
to cli co
Ld Pm
0
nm
10-
Ja
O
K
0
0
Z
SEAL
of
W
W
EET
Z
Z
Z
W-
9A-120
z
m
12
08-12-2010
OF
0
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 sec. wind gust for 130 MPH velocity;
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
'Notes:
1_�Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1.1 B-130 Town & Country Industries, Inc.
60057C1 Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with MonoSloped• Roofs
Aluminum'Alloy 6005 TS
For'6isec. wind gust for 130 MPH velocity;
Ahsfnnrdaslnn Inad of 1R R NIRP MR A MAP fnr Mav f:anfiiavwrl
211c 4" x 0.046" x 0.115" SMB
2" x 5" x 0.050" x 0.135" SMB
;Load.
:BiV(dtli (fL)
Mex. Span
'L'/(banding'b'
or deflecdon'd')
Load
Width (ft.)
Max. Span 'L4(bending'b'
or de6
action 'd
182 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Cantilever
77 4 "
107-2- d
175- d
12'-9' d
2'-0' d
4
12'-7- d
1SS" d
15'-10' d
7$' d
5
9'-5" it
11'$' d
1 T-10' d
1'-10" d
5
11'$' d
14'-5- d
14'$' d
2'4' d
6
8'-10' d
10'-11" d
11'-2' d
1'-9' it
6
10'-11" d
13'$" d
13'-10" d
2'-2' d
7
B'S' d
10'S' d
10'-5' b
V-8' it
7
10'-5" d
17-10' d
13'-1' d
2'-1' d
a
IYA" d
9'-11' d
9'-9' b
T-T d
8
9'-11" d
174' d
12'-7' d
1'-11' d
9
T-9" d
9'$' b
9' -2" b
V-6' it
9
9'-7' d
11'-10' d
12'-0' b
1'-11' d
10
1 T$' d
9-0" b
8'-9' b
V-6' it
10
9'3" d
11W d
11'S' b
1'-10" d
11
T3" d
8'-T b
8'4- b
1'S d
11
B'-11' d
11'-1' d
10'-10' b
1'-9- d
12
T-0' d
8'-3- b
T-11' b
1'S' d
12
8'$' d
10'-9' d
10'S' b
1'-9' d
2"x 6' x 0.050"
x 0.135"
SMB
2"x T x o.osr
x 0.135"
SMB
4
14'$' d
18' T d
18'$' d
2'-111' d
4
16'-10" d
20'-9' d
21'-2' d
3'4' d
5
13'$' d
16'-10' d
1T-2' d
2'-8" d
5
15W' d
19'3" d
19'$' d
33-1' d
6
12'-10' it
15'-10' d
1 S-2' d
2'$' d
6
14'-6" d
16'-T d
18'$' d
7-11- d
7
12'-2- d
15'-1' d
15'4- d
7-5- d
7
13'-11' d
1T3' d
1T-7' d
2'-9' d
8
11'$' it
14'-5' d
14'5' b
74" d
a
13'4' d
16'$' d
16'-8' b
2'$' d
9
11'3' it
13'-10" d
13'-7- b
73' d
9
12'-10' d
15'-10" d
1S-9' b
2'$' d
. 10
10'-10' d
13'4' b
17-11" b
2'-2' d
10
.12'5' d
1&4' d
14'-11" b
2'S' d
11
10'-6' it
17-9' b
12'3' b
2'-1' d
11
11'-11' d
14'-9" b
14'3" b
74' d
12
10'-2' it
12'-7 b
11'-9" b
2'-0' it
12
11'3' d
14'-1- b
13'$' 6
1 2'4- d
2' x 8" x 0.072"
x 0.240"
SMB
2' x 9" x 0.072"
x 0.239"
SMB
4
20'-9' d
25'-7' d
26'-1" d
N-0' it
4
22'-9" d
28'-2" d
28'-9" d
4'-0" d
5 .
19'3' d
2&-9' d
243' it
T-10' it
5
21'-2" d
26'-2" d
2&-e d
4'-0" d
6
18'-1' d
22'4• d
22'-10' it
3'-7" it
6
19'-11" d
24'-7* d
25-1• d
3'-11" d
7
1T-2' d
21'-3" d
21'$• it
3'S' it
7
18'-11' d
23'4' d
23'-10• d
3'-9' d
8
16.5' d
20'4' d
20%9' d
3'3' it
8
18'-1" d
22'4" d
22'-9" d
T-T d
9
15'-10' d
19'$' d
19'-11' d
3'-1' it
9
iT5' d
21'$" d
21'-11" d
T5' d
10
15'3' d
15-10" d
19'-11' b
T-T d
10
16'-10' d
20'-9• d
20'-10' b
T4' d
11
14'-9' d
193' d
18'3' b
2'-11' d
11
16'3' d
20'-1' d
19'-10' b
3'-3' d
12
1 14'W d
1T-9' d
1T5' b
2'-10' d
12
15-10" d
19'S' d
18'-11' b
3'-1' d
2" x 9" x 0.082"
x 0.321"
SMB
2"x10'x
0.092" x 0.389"
SMB
4
24'-5" d
30'-2' d
30'-9' d
4'-0" d
4
28'4" d
34'-11' d
35'$' it
4'-0- d
5
27-8' d
28'-T d
28'-7' d
4%0' d
5
264" d
37-6" d
33'-2" d
4'-0' d
6
21'4" d
26'4' d
25-11' d
4'-0' d
6
24'-9' d
30' 7' d
31' T d
4'-0- d
7
20'-3' d
25'-0' d
2S$' d
4'-0' d
7
23'$' d
29'-0' d
29'-7' d
4'-0" d
8
19'6' d
23'-11' d
24'S' d
T-10' d
8
22'$' d
2T-9' d
28'4' d
4'-0' d
9
1W-B" d
2T-(r d
2X-6' d
3'-B' d
9
21'-7" d
26'$' d
2T3' d
4'-0" d
10
17'-11' d
22'3" d
27$' d
3'-7' d
10
20'-10' d
25'-9' d
26*4' d
4'-0' d
11
1T-5' d
21'S' d
21'-11' d
3'-5- d
11
20'3" d
24%11" d
25'-6' d
3'-11' d
12
16-11' d
20'-11' d
21'-1' b
3'4' d
1 12
19'$" d
1 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. Table 2.1.1 C-130 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans 6005 T-6 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs'
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5
Aluminum Alloy 6005 T-5 For 3 sec. wind gust for 130 MPH velocity; using design load of 16.8 i1/SF
For 3 sea wind gust at 130 MPH;
Usino deslan load of 24.R @/SF I5R 6 91SF fnr Mar Canfaava.a
2" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span'L'/(bending'b'
or it
ectlon'd')
Load
Width (fL)
Max. Span'L'/(bending'b' or deflection V)
1&2 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
I. 4 Span
.Cantlever
4
4'.5" d
V-6" d
1 5'-7' d
0'-11' d
4
6'-2- d
7'-7" d
T-9' '
1'=5' d_
5
4'-1' d
5'-1" d
5'-2' d
0'-11" d
5
5'-9' d
7'-1' d
7-2' b-
1'3" d
6
T-10" d
4'-9' d
4'-10- d
0'-10' d
6
64- d
6'$' d
6'S' b
1'-3' d
7
T-8- d
4'S' d
4'S" b
0'-10" d
7
6-1' d
6'-3' b
6'-0" b
1'-2' d
a
X-6- d
4'4' d
4'3" b
0'-9' d
8
4'-11' d
5-10" b
5'-B' b
1'-1" d
9
3'-4" d
4'-2" b
3'-11" b
0'-9" d
9
4'$• d
SS' b
5'-4- b
1'-1' d
10
T-3' d
T-11" b
3'-9' b
0'-9" d
10
4'S' d
6-3-b
5'-1' b
1'-0" d
11
T-2' d
3'-9" b
3'-7" b
0'-9" d
.11
4'-5- d
4'-11' b
1 4'-10" b
0'-11' • d
12
T-1' d
3'-7" b
T-5' b
0'$' d
12
4'-3- d
4'-9- b
1 4'-7- b
0'-11- d
2" x 3" x 0.060" Hollow
2" x 4" x 0.050" Hollow
Load
Width (ft)
Max. Span
'L'/(bending'b'or
deflection'dj
Load
Width (fL)
Max. Span't-7(bendingWor deflection'dj'
1&2 Span
3 Span
4 Span
Ca tix.
1&2 Span
3 Span
4 Span
Caner
4
6'-10' d
8'-5" d
I B'-7' d
1'-6" d
4
B'-0' d
T-11" d
9'-10' b
1'-10' d
5
6'4' d
T-10" d
I T-1 I" d
1'5- d
5
T.5' d
9'-1' b
8'-9" b
T-8" d
6
5'-11' d
T4' d
76' d
1'4" d
6
T-0' d
8'4" b
8'-0' b
1'-7' d
7
5'-B' d
6'-11' it
T-l" b
1'3- d
7
6'$' d
T-8" b
7'-5' b
V-6- d
8
5'-5' d
V-8' d
6'-T b
T-3" d
8
6'-4" d
T-2' b
6'-11' b
V-6- d
9
5'3' d
6'-5' d
6'-3' b
1'-2" d
9
6'-l' b
6-9" b
6'-7` b
1'-5' d
10
5'-0' d
VA" b
5'-11' b
1'-2' d
10
5'-9' b
6'-S b
6'-3' b
1'-4" d
11
4'-10' d
5-10' b
6-8' b
1'-1- d
11
5'$' b
6'-2" b
5-11" b
1'-3' d
12
4'-9- d
5'-7- b
S-5' b
1'-1" d
12
5'-3' b
T-10- b
5'$" b
1'-3• d
" x 2' x 0.045"
Hollow
Load
Width (ft.)
Max. Span'L'/(bending'b' or deflection'0
1&2 Span
3 Span
4 Span
Max'
Cantilever
4
4'-11" d
6'-2' d 1
6'-3it
1A* d
5
V-8" d
6-9" d
5'-10" d
T-W d
6
4'4' d
5'-5" d
S-F d
0'-11" d
7
4'.2' d
5'-1" d
S-3' d
0'-11' it
8
T-11" d
4'-11' d
4'-11' d
U-11- it
9
T-10" d
4'$' d
4'-9' b
0'-10' d
10
3'$' d
4-6- d
4tV b
0'-10- d
11
3' 7- it
4'-5' d
d
12 1
T-5- it.
V3- b
4'-1' b I
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-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 sea wind gust for 130 MPH velocity;
Usina deslan load of 24.8 XSF 156.6 #/SF for Man C-til-A
2"x4'x0.046"x0.115"SMB
2'x5"x 0.050"x 0.135" SMB
Load
Width (ft)
Max. Spa
n'L'/(bending
W or deflection'd
Load
Width (fL)
Max. Span'L9(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Cantileex.ver
182 Span
3 Span
4 Span
Cantilever
4
8'-11- d
11'-0• d
11'3' d
2'-0- d
4
11'-0' d
13'-T d
13'-11- d
7$' d
5
8'-3" d
10'-3' d
10'-2' b
1'-10' d
5
10'-T d
12'$' d
1IT-11' d
2'4' d
6
T-9" d
9W" b
9'3" b
1'-9" d
6
9W" d
11'-11' d
17-1' b
2'-2" d
7
T-S d
8'-11' b
8'-7' b
1'$" d
7 -
9' 2* d
11'3' d
11'-2" b
7-1" d
8
T-1' it
8'4' b
9-T b
1' 7' d
8
8'S' d
10'-10• d
W-6" b
1'-11' d
9
6'-10' d
T-10" b
T-7- b
1'$' d
9
B'S' d
10'3' b
9'-11' b
1'-11' d
10
6'-7- d
T-5- b
T-T b
V-6- d
10
6'-1" d
9'-8• b
9'-5' b
1'-10' d
11
1 6'4' b
T-1' b
6'-10' b
T-F d
11
T-10" d
9'3• b
a'-11' b
1'-9' d
12
1 6'-1- b
6'-9- b
6'-7- b
1'S d
12
T$' d
8'-10' b
8'-7' b
1'-9' d
2' x 6' x 0.050'
x 0.135
SMB
2"x7"x 0.057"x
0.135"
SMB
4
1&A V d
16'-3- d
7-11- d
4
W-9' d
18'3' � d
18'-7' d
T4' d
5
14'-10' d
14'-11' b
2'$' d
5
17-8* d
16'-11' d
1T-3' d
T-1' d
6
13'-11' d
13'$' b
2'S' d
6
17-11" d
15-11' d
15'-10• b
7-11' d
7
13'-1' b
12'$" b
2'S' d
7
12'-3' d
15'-2' d
14'$' b
7-9' d
8
V111
173' b
11'-10' b
2'4' d
a
11'-9" d
14'3' b
13'-9" b
7$' d
9
11W' b
11'-2' b
2'3' d
9
11'-3' d
13'5' b
17-11' b
7$' d
10
10'-11' b
10'-T b
2'-2- d
10
10'-11' d
12'-9' b
12'-3' b
T5- d
11
d
10'-6' b
10'-1' b
2'-1- d
11
107 V d
12'-2- b
11'-9- b
T4- d
12
d
10'-0' b
9'$' b
2'-T d
12
1 10'-3' U-1
11'-T b
11'-3- b
2'4- d
2" x 8" x 0.072"
x 0.240
SMB
2"x9"x0.072"x0239
SMB
4
18'-2' d
27$' d
22-11' d
4'-0" it
4
20'-0' d
I 24'-9' d
253' d
4'-0• d
5
16'-11" d
20'-10' d
21'-3" d
3'-10" d
5
18'-7- d
27-11' d
23'-5' d
4'-0' d
6
15'-11' d
19'$' d
20'-0• d
3'-7' d
6
1T5• d
21W' d
22'-0' d
T-11' d
7
IS-1" d
18'$' d
18'-10' b
3'S' d
7
16 7- d
2o'-0' d
2W-6- b
3'-9" d
8
14%5' d
17'-10' it
1T-7' b
T3- d
8
157-11' d
19'-7- d
19'-2- b
T-T d
9
13'-11" d
1T-2' d
15-7' b
T-1" d
9
163" d
18'$' b
18'-1' b
3'-5" d
10
IS-5" d
16'-3' b
15'-9' b
X0' d
10
147-9' d
11-9' b
1T-1- b
3'4- d
11
12%11" d
15$' b
15'-0' b
7-11' d
11
14rW d
W-11- b
16'4- b
T-3- d
12
17-T d
14-10' b
14'4' b
7-10' d
12
IT-11- d
167-2" b
16-8* b
T-1- d
2"x9"x 0.082'x
0.321"
SMB
2"x10"x
0.09Y x 0.389"SMB
4
21'5' d
26'S' d
2T-0" it
4'-0' d
4
24'-11' d
30'-9' d
31'4' d
4'-0' d
5
19'-11' d
24'-7' d
25-1' it
4'-T d
5
23'-1' it
28'$' d
29'-1' d
N-W d
6
18'-9" d
23'-2' d
23' 7' d
4'-0' d
6
21'-9' d
25-10- d
2T-5- d
4'-0' d
7
1T-10' d
21'-11' d
22'-5' d
4'-0' it
7
207$' d
25r6 d
2s-0- d
4'-0" d
8
17%0' d
21'-0' d
21'3' b
T-10' d
8
177- d
24'S' d
24'-1I- d
4'-0- d
9
16'4' d
20'-3' d
20'-0' b
3'$' d
9
187-11- d
23'-5- d
2T-9" b
4'-0' d
10
15'-10' d
19-6" d
18'-11' b
T-7" it
10
-18'4' d
22'$• d
27$' b
N-W d
11
15'4' d
18'-9' b
18'-1' b
3'-5' d
11
1T-T d
217-11' d
21'5- b
3'-11- d
12
14'-10' d
1T-11' b
17-4' b
37' d
12
1T-3' d
r 21'3' b
20'$' b
3'-11' d
-monosloped roots include gables where the slope of the roof is less than 1' in 12'.
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Single Self -Mating
Beams
Tributary Load Width
6'-0' 1 7'-0" 8%0" 1 9%0"
1 10'-0"
11'-0" 1 12'-0" 1 13'-0" 1 14'.0' 1 15'-0- 16'-0' 17'-0-
Allowable
Span
'I: / bending W or deflection'd'
2" x 4" x 0.046" x 0.115-
8'-10" d
8'-5' d
8'-1' d
T-9' d
T$' d
T3" d
T-0" d
6'-10' d
6'$' d
6-6' d
S-5" d
6'-2' b
2" x 5" x 0.050" x 0.135'
10'-11' d
10'-5" d
9'-11" d
9'-7- t!.
9'3' d
8'-11" d
8'$' d
8'-6" d
8'$" d
&-l' d
T-1 t" d
T-9' d
2" x 6" x 0.050" x 0.135'
17-10" d
12'-2' d
11'-8" it
11'3' d
10'-10' d
10'-6' d.
IU-2" d
9'-11' d
9'-8' d
9'-6' d
9'3" d
9%1" d
t" x 7" x 0.057' x 0.135"
14'$' d
13'-1 P d
13'4' d
17-10' d
12'S' d
11'-11' d
-11'$' d
11'4' d
11'-1" d
10' -10' d
40'-7' d
10'-4: d
2" x 8" x 0.072" x 0.240'
181= i" d
1T-2' d
16-5- d
15=10' d
16J• d
W-9' d
14'-4' it
IT-1 1" d
13'$" d
13'-0' d
13'-l" d
12'-9' d
2" x 9" x 0.072" x 0.239"
19'-11" d
18'-11' d
IVA" d
1T-5" d
16'.9" d
16'-3" d
15-10' d
15'-5' d
16-0" d
14'$' d
14'4" d
14'-1- d
2' x 9" x 0.082" x 0.321"
21'4- d
20'3- d
19'-5- d
18'$' d
1T-11- d
17-5- d
16'-11' d
16'-6- d
16'-l" d
15-9' d
155- d
1&-1' d
0.092" x 0.389"
24'-9" d
23'S" d
27$' d
21W- d
20'-10" d
20'-2' d
19'$' d
19'-l' d
19S• d
18'-3' d
1T-10" it
1TS' d
Double Self -Mating
Beams
Tributary Load Width
6%0' 1 T-0- 8%0" 1 9%0" 1 10'-0" 11'-0' 1 12'-0" 1 13%0- 14'-0" 1 W-0" 16%0" 17'-0"
Allowable Span
'L'/ bending'b' or deflection'd'
(2) 2" x 8" x 0.072" x 0.240"
22'-10• d
21'$' d
20ffl'
9'-11' d
19'-3' d
18'-T d
I&A" d
1T-T d
1T-2` d
16'-10" d
W-5" d
16'-1' d
(2) 2' x 9" x 0.072" x 0.239"
25'-1' d
23'-10' d
221'-11
• d
21 . d
20'-6' d
19'-11' d
19'4" d
18'-11' d
1 B'$" d
18'-1- d
1T-9' d
(2) 2" x 9" x 0.082" x 0.321"
26' 1.0' d
25'S' d
2423'$-
d
22'$• d
21'41- d
21'4- d
W-9- d
20'-3" d
19'-10- d
19'-5- d
18'-11- d
(2) 2" x 10" x 0.092" x 0.389"
31'-2' d
29W' d
2827'-3'
dl
26'-3' di
25'S' di
24'-9' di
24'-1' dl
23'-6" di
22'-11" d
27S" di
27-0' d
- monosiopea roors mcivae gaoles where me slope of the mot Is less than 1" In 12".
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35'
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be interpolated.
Table 2.1.2 C-130 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
In Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind oust for 13a MPH velnelfv- ,tcinn Anefnn InaA of 9d R fuse
Single Self -Mating
Beams
Tributary Load Width
6'-0' 1 T-0" 1 8'-0' 1 9'-0"
1 10.4-
1 11--0' 1 12'-0" 1 13'-0' 1 14'-0' 1 15'-0" 1 16--0" 1 17'-0"
Allowable
Span'L'
/ bending'b' or deflection •d'
2" x 4" x 0.046' x 0.115"
T-9' d
TS' di
T-1' d
6'-10' d
1 6'-7" d
6'-4' b
6'-1' b
5'-10' b
NJ' b
S-S b
6-3- b
S-1- b
2" x 5" x 0.050" x 0.135-
9'-7- d
9'-2' di
B'-9" d
8'-5' d
8'-1' d
T-10" d
T$" d
T-5' d
T-3" b
6'-11' b
6'-9' b
6'-7- b
2' x 6" x 0.050" x 0.135"
11'3' d
10'-9" d
10'-3' d
9'-10" d
9'S' d
9-3' d
8'-11" d
8' 7- b
8'4- b
8'-0- b
T-9- b
T$" b
2" x 7' x 0.057" x 0.135-
12'-11' d
12'3" d
11'-9" d
11'-3' d
10'-10" d
10'$' d
10'3' d
9'-11" d
9' 7' b
9'3' b
B'A 1' b
8'-9" b
2" x 8" x 0.072" x 0.240'
15-11' d
I VA' d
14'-5' d
13'-11' d
17-5" d
17-11" d
17-7- d
123" d
11'-11' d
1 V-8' d
11'-5' d
11'-2' b
2" x 9' x 0.072" x 0.239"
1T-6' d
16' 7' d
15'-11' d
1 S3' d
14'-9' d
U4-3" d
13'-10' d
13'$' d
13'-2' d
12'-11' d
12'$' b
12'-2- b
Y x 9" x 0.082" x 0.321"
18'-9' d
1T-9' it
1T-0' d
16'4' d
15'-10' d
15'4' d
14'-10' it
14'S" d
W-1' d
-IN-1 0- d
13'S" d
13'3" d
2" x 10" x 0.092' x 0.389"
21'-9" d
20'$' d
19'-9- d
IVA 1' d
18'-4" d.
1 T-9' d
17"-3" d
16'-9' d
16'-5' d
16'-0' tl
1S$' d
15'4• d
Double Self -Mating
Beams
Tributary
Load Width
6'-0' T-0' 8--0" 9'-0" 10,-V 11'-0"
1V0
13'-0" 1 14'-0" I 15'-0'
Allowable Span'L'
/ bending'b'
or deflection'd'
2 2" x 8' x 0.072" x 02W
20'-0' d
19'-0" di
18'-Y d
1T5' d
16'-11" d
16'4' d
15-11' it
15'$" d
15-1' d
14'-9' d
14'-5" d
1- -2' d
2) 2" x 9" x 0.072" x 0239'
27-0' d
20'-11' d
20'-0' d
19'3' d
18'-T d
1T-11' d
1T$' d
1T-0• d
16'-T d
16'3' d
15-11' d
15'-7' d
2) 2" x 9" x 0.082" x 0.321"
23'-7- di
22-F di
21'S- di
20W- di
19'-11' dl
19'-3- di
18'-9- di
18'3• di
1T-9' di
1T5- di
1T-0- di
16'$' d
2) 2" x 10' x 0.092" x 0.389"
2T4" di
25-11• dl
24'-10' di
23'-11' di
23'-1' dl
22'4'- di
21'-9' dI
21'-2" di
20'$' di
20'-2' di
19'-9• di
194' d
- Mono-swpeo roofs mcmae gaoles Where me 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 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
ontracto a ours or itti pu as. The details below
F1 Lillutrot a al o Aden .lion rf� ' a . the location of such marks.
`Tlfi sea y mark re u ' sole 'f0 P 6005 extrusions. It is
It' ate .' he ' n cto Fr "iibili at they _ �;t., jn r � po r.. ey receive and use only
-6005 alloy -snap S A this an eating. 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
J
Q (n
ZW
20
>
Z Ufn
Z
(� fn
LU aZ22
UJ I- W
IX U) 7- m
LL
MIWJO
M LLL
re
1- ad Z a.
fnWQo
2
�U
_Z Q
"Q
.I
Q
m
(D
r- rn n
LLL LLL
u
Z ai #E E
UJ (6 is x o
Z id
U
dLU LL 0 a
a m
ui
N Z3 ce
m � a
Uj En .0
N ` 0°
C c
0
m
H
9A-130
0 I OF 12
4
Table 2.1.1 A-140-1 Town & Country Industries, Inc. Table 2.1.2 A-140-1 Town & Country Industries, Inc. Table 2.1.2 C-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans 6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T-5 Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140-1 MPH velocity; For 3 see. wind gust at 140-1 MPH; For 3 sec. wind gust for 140-1 MPH velocity: using deslan load of 28.7 #ISF
' Mono -sloped roofs include gables where the slope of the roof is less than 1' In 12%
Notew.
1. Above•apans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Mono -sloped mots Include gables where the slops of the roof is less than 1' in tY.
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 ZAAB-140-1 Town & Country Industries, Inc. Table 2.1.2E-1404 Town & Country industries, Inc.
6005'TGI 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 6005 T-5 Aluminum Alloy 6005 T-5
For 3 sec;wind gust for 140-1 MPH velocity; For 3 sec. wind gust for 140-1 MPH velocity;
Using design load of 18A #NSF (65.7 #/SF for Max. Cantilever) Using design load of 28.7 #ISF (65.7 #ISF for Max. Cantilever)
2- x 4'30.046" x 0.115' SMB
2" x 5' x 0.050" x 0.135" SMB
Loader
'Width (f3=)
Max. Spa
n'L'I bending
W or deflection'
Load
Width (fL)
Max. Span T/(bending'b' or 'co
1&2 Span
3 Span
4 Span.
Cantilever
1 &2 Span
38pan
4 Span
er
Cantilever
4
9'-10- d
12'-2- d
175' d
1'-11- d
4
17-2' d
15-0' d
15-4' d
7-4'- d
5
9'-2• d
1T3' it
11'S' d
T-9• d
5
11'4' d
IT-11" d
14'3' d
7-2' d
6
8'-T d
10'-7" d
10'-9' b
1'-8• it
6
19-8' d
13'-2• d
13'S' d
7-l' d
7
S'-Y d
IVA" d
9'-11' b
1'-7' d
7 -
10'-1' d
175' d
12'-9' d
1'-1I" d
8
T-10' d
9'-8" d
T4' b
TS' d
8
9'-8' d
11'-11" d
12'-2' d
1'-10' A
9
T5' it
T-1' b
8'-10' b
V-Y d
9
9'3' d
11'S' d
11'S' b
T-10- d
10
T3" d
8'-8' b
8'4' b
T-Y d
10
8'-1 P d
1 T-1' d
10'-11' b
1'-9' d
11
T-0' d
8'3• b
T-11' b
V-4' d
11
8'-8' d
10'-9' d
10'-5' b
1'S" d-
12
6'-10- d
T-1I- b
I T-T b
1'-0" it
12
B'S' d
I 10'J' b
9'-11- b
V-8- d
2" x 6" x 0.050" x 0.135
SMB -
Y x 7' x 0.057' x 0.135" SMB
4
14'3- it
1T-7- it
1T-11- d
2'-9" it
4
1 16'-4' d
20'-T d
20'-7- d
3'-2- d
5
IT-Y d
164" it
16'-8' d
7-7" d
5
16-2" d
1V-8' d
19'-1' d
7-11- d
6
17-6" it
1S5" it
16-V d
2'S• d
6
14'3' it
1T-T d
1T-11' it
7-9" d
7
IT-10" it
14-7" d
14'-9" b
2'4" d
7
13'S' d
15-9' d
IT-1' d
7-7' d
8
11'-4" it
13'-11" d
13'-9' b
T-2" d
8
12'-11' d
15'-11" d
10-1T b
2'S' d
9
19-11" d
13'-5' b
12'-11" b
2'-1' d
- 9
12'-5- d
15d' it
15'-0' b
75' d
10
1W-6' d
17-9' b
174' b
T-V d
10
17-0' d
14'-9' b
14'-3" b
2'-4' d
11
10'-2' d
17-2• b
11'-9' b
1'-11" d
11
11'-8' d
14'-1' b
13'-7* b
73" d
12
9'-11- d
IV-8` b
11'3' b
1'-1I" d
12
11'4- d
I IT-6' b
IT-W b
7-2' d
2" x B" x 0.072"
x 0.240
SMB
2" x 9" x o.D72"
x 0.239"
SMB
4
1 20'-1' d
24'-10' d
264' d
T-11" d
4
27-1' d
2T4" d
2T-10" d
4'-0" d
5
18'-B" d
23%1' d
23'S' d
T-T d
5
20'-6• d.
25'-0' it
26-10' it
T-11' d
6
1T-7' d
21'$• d
27-2' d
3'S" d
6
19-4- d
23'-10- it
24'4- d
3'-T it
7
1 SS" it
20'-T d
21'-0" d
3'3" d
7
18'4- d
22'S" d
23'-1' it
T-T d
8
15-1P d
19'-8" d
20'-1' it
3'-1" d
8
1T-7' d
21'S' it
27-1' d
3'S' d
9
154" d
18'-11' d-
19'3' b
7-11' d
9
1&-10' d
20'-10' d
20'-11' b
3'3" it
10
14'-10' d
18'4' d
18'3" b
7-10' d
10
16'3' d
20'-1' it
19'-10' b
3'-7 it
11
W4- d
1T-9• d
1T5' b
2'-9' d
11
15-9' d
19'S' it
18'-11' b
T-1' it
12
13'-11" d
17'-3• d
16'S' b
2'-8' d
12
I&W d
1 18'-9' b
18'-Y b
2'-11- d
2"x9"x 0.082"
x 0.321"
SMB
Yx10"x
0.092" x 0.389"SMB
4
23'-8' d
29'-3• d
29'-10- d
I 4'-0" d
4
2TS" d
33'-11" d
34'-T it
4'-T d
5
21'41' d
2T-2• d
2T-9" d
4'-0' d
5
255' d
31'S" d
37-2* d
4'-0' d
6
20'S' d
25'-T d
26'-l" d
4'-0' d
6
24'-0' d
29'S" d
30'-3" d
4'-0• d
7
19'S" d
24'-3` d
24'-9' d
3'-10' d
7
27-10' d
28'-2' d
20'-9` d
4'-0' d
8
19-10" it
2T-T d
23'-8' d
3'S" d
B
21'-10' d
25-11" d
2T5' d
4'-0" d
9
18'-1' d
274" d
22'-9' d
TS' d
9
20'-11" d
2S-11' d
26'S' d
4'-0" d
10
17'-6' d
21'-T d
2T-11' d
X-F d
10
20'3" d
25'-0' d
25'S" d
3'-11' d
11
16'41' d
20'-11' d
21'-0' b
3--T d
11
19'-T d
24'J' d
24'-9' d
3'-10' d
12
16'-Y d
20'4' d
20'-2' b
T-2' d
12
19'-1' d
23'S' d
23'-10' b
3'-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.
2"x4"x 0.046"x 0.115 SMB
7ZX 5_x 0.050"x 0.135'SMB
Load
Width (ft)
Max. Span
T/ bending
W or d
ction'dl
att2imW
(R')
XMa`x5Sp""enVl(bending W or deflectlon'd j
1&2 Span
3 Span
4 Span
CaM everWidth
182 SpanKIT-11'
Span
v-)
Max.
Cantilever
4
8'-6- d
10'S" d
10'-7- b
1'-11' d
4
10'S' d
-13'3" d
2'4' d5
T-11' d
9'-9' d
9-5" b
1'-9' d
5
9'-9' d
17-3' d
7-2' d6
T-5- d
8'-11' b
8'-8' b
1'-8' d
r-g;;�l
9'-2• d
1j1'34 b
7-1' d
7
T-l' d
83" b
T-11' b
1'-T d
--r-
8'-8• d
10'S b
V-11' d
B
6'-9' d
T-9' b
T5' b
V-6" d
8
8'-0' d
9'-9' b
1'-10' d
9
6'S• d
T3` b
T-1' b
1'S' d
9
8'-0' d
9'-Y b
1'-10- d
6'-2' b
6'-11'b
6-8' b
1'S' d
10
T-9'd
8'-9- b
1'-9- d
11
5'-11- b
S-T b
6-4' b
1'-4- d
11
T5" d
8'-T b
8'-4- b
12
1 SS' b
6'-0' b
6'-1" b
1'-4' it
12
T3' d
1 8'-3' b
7-1 Y b
1'S' d
2" x 6" x 0.050'
0
x .135'SMB
2'xTx0.057'x0.135'SMB
--
4
1 174- d
1 1S-2- d
15'S' d
1 7-9- d
4
14'-1' d
1T-4' it
1T-9"- d
T-Y d
5
115' d
W-1' d
13'-11' b
7-7' d
5
IT-1' d
IVA" d
16'-2' b
2'-11' it
6
10'-9' d
13'-2' b
12'.9" b
7S' it
6
12'3• d
15-2' d
W-9- b
2'-9- d
7
10'-2' d
12'-Y b
11'-9• b
T4' it
7
11'S" d
W-Y b
13'S" b
7-7' d
8
9'-9' d
11'S" b
11'-0' b
7-2' d
B
11-2* d
13'3' b
17-9" b
2'S' d
9
9'S' d
10'-9- b
10'-S b
7-1' d
9
10'-T d
IZ-6' b
12'-l' b
75• d
10
9'-1' d
1o'-2' b
SLIT b
2'-0- it
10
V-4" d
11'-10' b
11'S• b
74" d
11
V-8` b
9'-9" b
9'S" b
T-11' d
11
10'-0' d
11'3' b
10'-11' b
23' it
12
8'-4' b
9'4' b
8'-11' b
1'-11' d
1 12
9'$ b
I 10'-10- b-
10'S' b
T-Y d
2" x 8" x 0.072"
x 0.240"
SMB
2" x 9" x 0.072"
x 0.239"
SMB
4
1 1T4' d
I 21'S' d
21'-10' d
&-I I' d
4
19'-1" d
1 23'-7' d
24'-0" d
4'-0' d
5
16-i' it
19'-10" d
20'-3'- d
T-T it
5
1T5' d
21'-10' d
22'4' d
3'-11" d
6
15'-Y d
18'-8" d
18'-11" b
T5` it
6
16'-8' d
20'-T d
20'-7- b
T-9` d
7
14'S' d
1T-9' d
1T5' b
3'3' d
7
15-10" d
19'-6' d
19'-0` b
3'-T d
8
IT-9' d
16'-11` b
16W b
T-1' it
8
1e-2" d
18'-5 b
1T-9" b
T-S d
9
13'3` d
15-11' b
15'5' b
7-11- d
9
14'-T d
1T4' b
16'-9• b
T-Y d
10
17-9" d
15-2' b
1,V4r b
2'-10' - d
10
14'-1" d
16'S` b
1S-11' b
T-Y d
11
12'4' d
14'-5• b
13'-11" b
7-9' d
11
1T-T d
15'S' b
15-2" b
3'-1' d
12
12'-0- d
13'-10" b
13'4- b
2'S' d
12
13'3" d
15-0' b
14'S' b
2'-11" d
2"x9"x 0.082"x
0.321'
SMB
_._.
..
2"x1D'x 0.092'x0.389"SMB
4
1 20'-5" d
1 25'3' d
25-9' d
4%V d
4
1 23'S" d
29'-0' d
29'-10' d
4%0" d
5
18-11' d
I 23'S' d
2T-11' d
4'-0' d
5
21'-11' d
2T-Y d
2T-9' d
4'-0' it
6
1 1T-10' d
I 22'-1' d
2Y-6' d
4'-0' d
6
- 20'$ it
25'-T d
26-1- d
4'-0' d
7
16-11" d
W-11• d
21'-1' b
S-10' d
7
19'-8' d
24'3" it
24'-9" d
4%4" d
8
153' it
20'-0' d
19'-9' b
3'S' d
8
187-10' d
23'3' d
23'S• b
4'-0- d
9
15-7' d
19'3' b
18'-T b
3'-6' it
9
18'-1- d
274- it
22'-1- b
4'-0' d
10
15-1" d
18'-3" b
1T5" b
3'S' d
10
1T5" d
21 7- d
20'-11- b
T-11- d
11
14'-7' d
1T-5• b
16'-10" b
T-Y d
11
15-11- d
For-r b
19'-11- b
3'40- d
12
14'-2' d
15.8" b
16'-1• b
3'-Y d
12
16'S' d
I 19'-g- b
19'-1` b
T-8- d
" Mono -sloped roofs Include gables where the slope of the roof is less than 1' in 1Y.
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.
Single Self -Mating
Beams
Tributary Load width
6'-0' T-0' w-v 9,-r
10
11'_0 12'-0" 13'-0' 14'-0" 1S-0" 16'-0' 11-0-
Allowable
Span'L'
/ bending'b' or deflection'd'
2" x 4" x 0.046" x 0.115"
T5- d
T-0' d
6'-g" d
6'S' di
6'-2" b
1 5-11' b
5'-8- b
S-S b
6-3- b
5'-1' bi
4'-11- b
4'-9- b
2" x 5' x 0.050' x 0.135"
9'-2` d
8'-8" d
8'-4" d
8'-0" di
T-9' d
i T5' d
T3' b
6'-11' b
6'-9' b
6'S' b
6'-4' b
6'-1' b
2" x 6" x 0.050" x 0.135"
10'-9' d
10'-2' d
9-9' d
9'5' di
9'-1- d
8'-8- b
8'-4" b
8'-0' b
T-9' b
T-5- b
T5' b
6'-1 T b
2" x T' x 0.057" x 0.135"
17-3" d
I V-8` d
11'-2' d
10'-9' d
10'-4- d
10'-0- d
9'-8• b
9'3" b
- 8'-11- b
8'-8" b
874' - b
8'-1' b
2' x 8• x 0.072" x 0.240"
15-2' d
14'-5'�IV1.-
13'3" d
12'-9' d
12'-0' d
17-0' d
11'-8' d
11'-5' d
11'-1' b
10'-8' b
10'-S b
2" x 9' x 0.072' x 0.239
i6'S' d
15'-10-
14'S' d
14'-0' d
17-T d
13'3- d
17-10- d
17-5- b
17-0' b
11'-8' b
11'-4' b
2" x 9" x 0.082" x 0.321"
1T-10' d
16'-11-
15'-T d
15'-T d
W-T 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 0.389"
20'S` d
19'-8'
18'-T d
1T-S d
16'-11' d
1fi'-S d
15-11" d
1 S-T d
1 S3' d
14'-11' d
14'-T d
Double Self -Mating
Beams
Tributary Load Width
6'-0" 1 7"-0' 1 8'0" 9'-0" 1 10'-V I 111'-0' 1 12'-0"
17-0' - W-0" 1 15, 1S-0" 1 17-0"
Allowable Span 'L' 1 bending'b'
or deflectlon'd'
2 2" x B" x 0.072" x 0.240"
19'-I'd
18'-1• d
1 T4' d
16U3' d
16'-1" d
15'-T d
15'-Y d.
14'-9' d
14'-S d
14'-1' d
13'-9' d
13'S' d
2 2" x 9' x 0.072" x 0.239"
20'-In-11'
d
19'-1' d
18'4' d
1T-g' d
iT-2' d
16'-8' d
16'-2' d
15'-10' d
15'-5' d
15'-1' d
14'�10' d
2) 2" x 9' x 0.082" x 0.321"
27
21'4' d
20'S' d
19'-0" d
18'-11- d
IT-4- d
1T-10- d
1T-4• d
16'-11• d
16'-T d
16'-2' d
IVA 1" d
2) 2' x 10" x 0.092" x 0.399"
26'
24'-9' d
23'$' d
22'-9" d
21'-11' d
21'-4- d
20'-8' d
20'-2' d
19'-8• d
19'-2- d
18'-10- d
1W- d
Mono -sloped roofs include gables where the slope of the roof is less than Y in 12'.
Notes-
1 . It is recommended that the engineer be consulted on any caner beam that spans more than 35'
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be Interpolated.
Table 2.1.2 C-140-1 Town & Country Industries, Inc.
6005 TO Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports.
Aluminum Alloy 6005 TS
For 3 sec. wind gust for 140-1 MPH val-Ity, aarne as"rnn inad of 28 v tNse
Single Self -Mating
Beams
Tributa Load Width
S-0' T-0' 8'-0" w-r
10'-0'
11'-0" iT-0" 1 IT-O" 14'-0" 1 15--0' 1 16'-0'
Allowable
Span'L'
/bending W or deflection 'it'
2' x 4" x 0.046" x 0.115"
T-5' d
70' d
6'3" d
6'S' di
6'-T b
5'-11' b
5'-8' b
5'-5" _ b
I 5'3' b
5'-1' bl
4'-11' b
1 4'-9- b
2" x 5" x 0.050" x 0.135'
9'-2' d
8'-8' d
8'4' it
8'-0" di
T-9- ill
75' d
TJ' b
6'-11- b
6'-9- b
6'S' b
6'-4- b
(Y-I- b
2" x S" x 0.050" x 0A35"
10'-9' d
10'-Y d
9'-9' d
9'S" d
9'-1- illF
b
8'-0' b
8--Wb
T-9- b
T-S b
T-0" b
5-11- b
2" x 7" x 0:05T x 0.135' _
1T3' d
I T-W d
11'-2- d
10'-9' d
10'4' d
I 10'-0' d
9'-8" b
9'-3" b
8'-11- b
8'S' b
8'4' b
8'-1' b
2" x 8" x 0.072" x 0.240"
15'-2' d
14'S' d
IT-9- d
13'-3- d
17-9- d
174' d
17-0- d
11'-8- d
11'-5• it
11'-1' b
10'-8' b
10'-5' b
2" x 9' x 0.072" x 0239"
16'S" d
15-10- d
15'-1' d
14'S" d
14'-0' d
13'-T d
13'S' d
17-10' d
175' b
12'-0' b
11'-B' b
11'-4' b
2" x 9" x 0.082" x 0.321"
1T-10" d
15-11' d
1 6' d
1S-T d
15-1' d
14'-T d
W-2" d
13'-9" d
13'S' d
IT-2' d
IT-10- d
12'5" b
2"x10'x0.09Yx0.389'
I 20'-8' di
191-W di
18'-1D' d
IV-1` d
1T5'- d
16'-11' d
16'S" d
19-11' d
15-7* it
15-5' d
14-11- d
14'-7- d
Double Self -Mating
Beams
Tributary
Load Width
5-0" I T-0' I r-o" I 9'-0' 10'-0" 1 11'-0"
1- 12' -0'1
13'-0' 1 IV-0" 1S-0' 161-0' 1 1i-0"
- Allowable Span'L'/ banding
'b'
or deflectlon'd'
2) 2" x 8" x 0.072" x 0.240"
19'-1" d
18'-1' d
1T-4' d
155" d
16'-1- d
15-7- d
1 S-2' d
14'-9- d
W T d
14'-1- d
13'-9' d
13'S' d
2 2' x 9' x 0.07Y x 0.239"
20'-11' d
19'-11' d
19'-1' d
18'�' d
1T-6' d
1T-Y d
18'S' d
16'-2' d
15'-10' di
15'S' di
15-1' -dI
14'-10' d
2 2" x 9" x 0.082" x 0.321"
22'S' d 1
21'4- di
20'S' di
19'-8' di
18'-11- dl
18'4- di
1T-10' d
1T-0" di
16'11- d
16'-7' di
16'-2" di
1S-1I'd
2 Y x 10" x 0.092" x 0.389"
26'-l" di
24'-9- di
23'-8- di
22'-9- di
21'-11' d
21'-4- d
20'-8' rd
217'-2' di
19'S' di
19'-2- dfl
I Ft, 10• d
18'-5' d
- mono-sroped roors Include gables where the slope of me roof is less than T in 12'.
Notes:
1. It Is recommended that the engineer be consulted on any carrier beam that spans more than 35'
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span Is measured from center of connection to fascia or wail connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be interpolated. Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
allay' an cation. marks have been provided to
FILcentr- ors § If o n . rposes. The details below
E-1
lus 1{I y indQ G i�a0 and the location of such marks.
r S 9e II o s ar a
@ y g our 6005 extrusions. It is
ultima asponsi nj rty that they receive and use only
6005 alloy shape when sin this inee 'n . P g g n g 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
win
e�
�Xm
O ZLL
o
x
G am
y h
d0 4
vi
o
w C 9
zQ m
0o
dIr
o0
� LL
i�
30
gg
2
X 0
Q W o
O o
Q t
U' G7 2C
a w
to Z a U) m
W 0 LU Ja
N Q W
}} m
U) I- LL 'o
~ W lu
LL 0 IL V
I-odZ 2 z
�aQr- 0
W
_ m
Z Q O
a
Q O
LL
a
co
(D � n
N
m
LL VC u.1
LL
2 of X
W 2 m
a O LL a
a) � 0 m
c avgS
o m
m D 111 c
E-
ul o 00
� r m
it
C U a
0
CIS
m
F
LLI
J
Q
1ENN AAV V
MEET
t9
W
A-1401 z
W
in
08-12-2010 1 OF
12 0
Table 2.1.1 A-140-2 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 sea wind gust for 140-2 MPH velocity;
Mono -sloped roofs 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 2.1.2 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 sea wind gust at 140-2 MPH;
Mono -sloped roofs Include gables where the slope of the roof Is less than 1" in 12".
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
'connection to the above spans for total beam spans.
Table 2;'1.2B-140-2 Town & Country Industries, Inc. Table 2.1.2E-140-2 Town & Country Industries, Inc.
6005TCI Allowable Roof Beam Spans 6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports For Attached Covers, Fourth Wail Structures, or Freestanding Gabled Carports
Aluminum Allov 6005 T-5 Aluminum Alloy 6005 T-5
Fora seq• wind gust for 140.2 MPH velocity;
tislnn design load of 30.9 f#SF f65.7 #/SF for Max- Cantilever)
2" x 4" x;0.D46"
x 0.115' SMB
2' x 5' x 0.050" x 0.135" SMB
•"Load %':
Width($.]
Max. Span'L7(bending'b'
or deflection'd')
Load
Width (k)
Max. Span
VI(bending'b'
or deflection'dj
182 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Cantilever
4
8'3' d
10'3" d
10'-7 b
1'-11' d
4
10'-W d
12'3' d
17-11- d
74" d
5
T-W d
9'-T b
9'-l' b
1'-9" d
5
9-6' d
11'-9' d
11'-11' b
2'-T d
6
T3' d
8'-7* b
8'-0' b
V-8" d
6
8'-11' d
11'-1' d
1(r-10' b
Y-1' d
7
6'-10' d
T-11' b
T-8' b
1'-T d
7
8'S' d
10'S' b
10'-0" b
1'-11- d
8
6'-7' d
T-5' b
T-Y b
1'S' d
a
8'-2" d
9'-9" b
9'-5' b
1'-10" d
9
6'3" b
T-0' b
6'-9' b
1'S' d
9
T-10' d
9'-2' b
8'-10' b
b
6'-5' b
1'-5' d
10
T-T d
8'S' b
8'-5' b
1'-9' d
11
SS' b
6'4" b
6'-Y b
1'-4' d
11
T-4- d
I 8'3' b
I 8'-W b
I 1'S' d
12
S-5- b
6'-1" b
1 5'-11- b
V-4- d
12
1 T-1- b
I T-11- b
I T-W b
1 V-8- d
2"x6"x0.050"x0.135"SMB
2" x 7' x 0.057'
x 0.135"
SMB
4
17-0' d
14'-10' d
15-0' b
7-9- d
4
13'-9' d
15-11' d
1 T3" d
3'-2' d
5
11'-Y d
13'-9' d
13'-5' b
7-7' d
5
12'-9' d
16-V d
15'-7' b
7-11" d
6
10'S' d
12W b
12'-3' b
7-5' d
6
1l'-11' d
14'-9' b
14'3" b
Y-9' d
7
9'-11' d
11'-9" b
11'-4' b
74' d
7
11'-5' d
13'-T b
13'-Y b
7-7' d
8
9'S' d
W-11' b
10'-7' b
P'-T d
a
10'-11' d
12'-9" b
2'S" d
9
9'-T d
10'4' b
10'-0' b
2'-1" d
9
10'S' d
17 b
2'S d
10 -
8'-9' b
9'-10" b
9'-6' b
7-0' d
10
10'-1' d
11'-5' b
74- d
11
8'S' b
9'4' b
9'-1' b
1'-11" d
11
9'-9" b
10'-10' b
123�5'
2'3" d
12
8'-0" b
8'-11' b
&-W b
1'-11' d
12
9'4- b
10'S' b
2" x 8' x 0.057" x 0.135"
SMB
2" x 9' x 0.072" x 0239"
SMB
4
W-11- d
20'-11' d
21'4- d
T-11' d
4
18'-T d
27-11' d
4'-0' d
5
15'-0' d
19'S' d
19'-9' d
3'-T d
5
1T3' d
21'4' d
3'-11" d
6
14'-9' d
18'3' d
18'-Y b
3'S' d
6
15-0" d
20'-1' d
19'-10" b
3'-9' d
7
14'-0' d
1T4' d
16-10' b
T-T d
7
16-Y d
18'-11" b
18'4" b
3'-7' d
8
13'S d
16'4' b
13-9' b
3'-1" d
8
14'-9' d
1T-9" b
1T-Y b
3'-5' d
9
12'-11" d
15-5" b
W-10' b
2'-11' d
9
W-T d
15-9' b
16'-Y b
T3' d
10
12'S" d
14'-7- b
14'-1' b
2'-10' d
10
13'-8' d
15'-10' b
15'4' b
3'-Y d
11
17-1' d
13'-11" b
1T-5' b
7-9' d
11
13'3' d
15'-2' b
14'-T' b
T-1' d
12
11'-9' d
13'4- b
12'-10- b
I 7-W d
12
12'-1V d
1 14'S' b
13'-11' b
7-11- d
Tx9"x0.082"x0.321"SMB
2"x10'x
0.092"x 0.389"SMB
4
19'-11' d
24'-7' d
25-l' d
4' -W d
4
23'-1' d
28'-7- d
29'-Y d
4'-0' d
5
18'S d
22'-10- d
23'4' d
4'-W d
5
21'S' d
26'S' d
2T-0' d
4'-0' d
6
iTS' d
21'-6' d
21'-11' d
V-W d
6
20'-Y d
24'-11" d
25'-5' d
4'-0' d
7
15-7' d
20'S' d
20'4' b
3'-10' d
7
19'-Y d
2T-W d
24'-1' b
4'-0' d
a
W-10' d
1g'-T d
19'-0' b
3'S' d
8
18'4' d
27S' d
27-6' b
4'-0' d
9
15'-3' d
18'-T b
1T-11" b
3'S' d
9
1TS" d
21'-9' d
21'-3" b
N-O" d
10
W-W d
1T-T b
1T-0' b
3'S" d
10
1T-0' d
20'-10' b
20'-2' b
T-11" d
11
14'3' d
15-9' b
1
'
'-3' b
d
33-'-180
13'-10- d
16'-1'
b332
d
19'
18
5'bb56
d12
Mono -doped roofs Include gables where the slope of the roof Is less than 1' In 1Y.
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.
For 3 sea wind gust for 140.2 MPH velocity;
[lslna deslan load of 30.9 #/SF 165.7 f#SF for Max. Cantilever)
2"x4'x0.046"x0.115'SMB
2"x5"x 0.050"x 0.135" SMB
Load
Width (ft)
Max. Span
'10 bending'b'
or dell
on'd
Load
Width (fL)
Max. Span'L'/
bending'b'
or doff
Iona'
1&2 Span
3 Span
4 Span
CaMax nb ever
1&2 Span
3 Span
4 Span
Cantilever
4
8'3' d
10'3' d
10'-Y b
1'-11' d
4
10'3' d
12'S' d
12'-11' d
7-0" d
5
TS' d
9'S b
9-l' b
1'-9' d
5
9'S' d
11'-9' d
11'-11' b
T-Y d
6
T3' d
8'-7' b
8'-C b
1'-0' d
6
8'-11" d
11'-1' d
10'-10' b
2'-l' d
7
6'-10' d
T-1T b
T-8' b
1'-7' d
7
8'-6' d
10'S' b
10'-0' b
1'-11' d
8
6'-7- d
TS" b
T-Y b
1'S' d
8
8'-Y d
9'-9' b
9'S' b
1'-10' d
9
6'-3' b
T-0' b
U-9' b
l'S' d
9
T-10" d
9'-Y b
8'-1W b
1'-10' d
10
5'-11' b
6'-8' b
6'-5' b
1'S' d
10
T-T d
a'-B" b
B'-5' b
11 d
11
5'-8' b
6'-4' b
6'-2' b
1'-4' d
11
774' d
8'-3' b
a'-0' b
1'S' d
12
5'-5- b
6'-1' b
S-11- b
1'-4' d
12
T-1- b
T-11- b
T-8- b
V-8- d
Yx6"x0.050"x0.135'SMB
2"x7"x0.05T'x0.135"SMB
4
17-0' d
W-10' d
16-0' b
7-9" d
4
1 13'-9- d
1S-11' d
IT-3- d
3'-Y d
5
11' 2' d
13'-9" d
13'-5' b
7-7" d
5
12'-9' d
15'-9' d
15'-7' b
7-11' d
6
1 V-6" d
17-8" b
17-3' b
7-5' d
6
1l'-11' d
14'-9" b
W-Y b
2'-9' d
7
9'-11' d
11'-9" b
11'4" b
2'4" d
7
11'-5' d
1T-7- b
13'-Y b
7-7- d
8
9'S' d
10'-11' b
10'-7' b
7-Y d
8
10'-11' d
1T-9' b
17-4' b
2'S' d
9
9'-T d
10'4" b
10'-0' b
2'-1' d
9
1 W-6' d
12'-0' b
1 T-T b
7S d
10
8'-9' b
9'-10' b
9'S' b
2'-0" d
10
10'-l' d
11'-5" b
1l'-0' b
74' d
11
8'-5" b
9'4" b
9-l' b
1'-11" d
11
9'-9' b
10'-10" b
10'-6' b
2'3' d
12
8'-0- b
8'-11' b
8'-8' b
1'-11' d
12
9'4' b
1 10 5" b
to'-1' b
2'-Y d
2"x8"x 0.057"x0.135'SMB
Tx9"x0.072"x 0.239"SMB
4
16'-11' d
20'-11' d
21'4' d
3'-11' d
4
16'-7- d
27-11" d
23'-5' d
4' W d
5
15'S' d
19'S' d
19'-9' d
T-T d
5
1T-Y d
21'4' d
21'-6' b
3'-11' d
6
14'-9' d
18'3' d
18'-T b
3'-5' d
6
16'3' d
20'-1' d
19'-10" b
3'-9' d
7
14'-0' d
1T4' d
16-10" b
T3' d
7
15-5- d
16'-11- b
18'4- b
3'-7- d
8
13'S' d
16'4' b
15-9' b
3'-1' d
8
14'-9' d
17"-9' b
1T-T b
3'S' d
9
12'-11' d
15'-5" b
14'-10' b
7-11' d
9
14'-Y d
16'-9' b
16'-Y b
3'3' d
10
12'S' d
14'-7' b
14'-1" b
7-10' d
10
13'-8' d
15'-10' b
15'4- b
3'-2- d
11
12'-1' d
13'-11' b
13'-5" b
2'-9' d
11
13'3' d
15'-2- b
14'-7- b
3'-1" d
12
11'-9' d
13'4- b
12'-10- b
Z-8- d
12
12'-11' d
1 14'S' b
13'-11' b
2'-11" d
2"x9" x 0.082'
x 0.321'
SMB
2"x10"x
0.092" x 0.389"
SMB
4
19'-11' d
24'-7' d
25'-1' d
4'-0- d
4
23'-1' d
28'-7' d
29'-Y d
1 4'-0' d
5
18'S" d
27-10' d
23'-4' d
4'-0' d
5
21'S' d
25S' d
2T-0' d
I 4' -W d
6
17'S" d
21'S' d
21'-11' d
4'-0" d
6
20'-Y d
1 24'-11- d
2S-5- d
4'-0' d
7
16'-T d
20'-5' d
2U4' b
3'-10' d
7
19'-T d
1 231-W d
24'-1' b
4'-0' d
8
15'-10" d
19' 7' d
19'-0' b
X-8" d
8
18'-4' d
22'S' d
22'S' b
4'-0' d
9
15'-3' d
18'-7' b
1T-11" b
X-6' d
9
1T-8' d
-TIT -9- d
21'3' b
4' -W d
10
14'S" d
1T-7" b
1T-0' b
3'-5Y d
10
1T-W d
20'-10' b
20'-Y b
3'-11' d
11
14'3" d
16'-9' b
16'3" b
T-W d
11
16'S' d
19'-11' b
19'-3' 'b
3'-10' d
12
13'-10" d
16'-1' b
16-6' b
3'-Y d
12
16'-0' d
19'-1' b
16'-5' b
V-8' d
• Mono -sloped roofs Include gables where the slope of the roof is less than T in 1Y.
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 see_ wind oust for 140.2 MPH --nett- using design load of 32 A rtISF
Single Self -Mating
Beams
Tributary Load Width
6'-0" T•0' 8'-0' 9'-0" 10'-0"
11'-0" 12'-0' 13'-0' 1 W-0' 1 15--0" 1 16'-0" 1 1T-0'
Allowable Span'L'
/ bending'b' or deflection 'd'
2" x 4" x 0.046" x 0.115"
7'-l" d
6*-9"--d
6'-6" d
6'-Y bi
5-10" b
5'-7' b
514' b
5'-l' b
4'-11' bi
4'-9' b
4'4' bi
4'-6' b
2' x 5" x 0.050' x 0.135"
8'-10' d
Ill d
T-11" d
7-8' d
T-5' d
-P-T b
6'-10' b
6'-7" b
6'4" b
6'-1' b
5'-11" b
5'-9" b
2" x 6" x 0.050" x 0.135
10'-4' d
9'-10' d
9'4" d
9'-0- d
8'-7- b
8'-Y b
T-10- b
T-6- b
T-3- b
T-0' b
6'-9' b
6'-7' b
2' x T x 0.057" x 0.135"
11'-9' d
11'-2' d
10'-9' d
10'-4' d
9-11" d
9'S' b
9'-1" b
8'-9' b
W-Y b
8'-2' b
T-10' b
T-W b
2" x 8" x 0.072" x 0.240"
14'S d
13'-10' d
13'-T d
17-8' d
17-T d
11'41' d
11'-6' d
W-T b
10'-g' b
10'-5' b
10'-1' b
9-9' b
2" x 9" x 0.072" x 0.239"
15-11" d
15'-T d
14'-6' d
13'-11' d
13'-6' d
13'-1' d
12'-W b
I Z-T b
11'-9' b
11'-4' b
10'-11' b
10'-8" b
2" x 9" x 0.082' x 0.321"
1T-Y d
16'-0' d
15-T d
14'-11" d
14'S" d
IX-1 I' d
1 T-7' d
13'-3- d
17-11- d
17-T b
12'-2- b
W-10- b
2' x 10" x 0.092" x 0.389'
19'-10' d
18'-10" d
18'-1- d
1 r d
16'-9- d
16'3' d
15-9- d
15'-4" d
14'-11' d
14'-6' d
14'-4- d
13'-11- b
Double Self -Mating
Beams
Tributary Load Width
6'-0" T-0' 8'-V 9'-0" 10'-0" 11' -0' 12'-0" 131' 1 IN.- , 15'-0' 1 16'-0' 1 171-0"
Allowable Span'L'
1 bending'b' or deflection'd'
(2) 2' x 8" x 0.072" x 0240"
18'-4' d
1T-S di
16-8' di
15'-11' d
15'S' d
14'-11' d
14'-6' d
14'-2' d
13-10' d
13'-6' d
131- d
12-41- d
(2) 2"x 9" x 0.072" x 0239
20'-2' d
19'-2" d
18'4' d
1T-T d
15-11' d
16'-S d
15-11' d
15'-7 d
15-2' d
14'-10' d
14'-0' d
14'-0' d
(2) T x 9" x 0.08Y x 0.321"
21 W' d
20'-6' di
19'-7" d
16-10' d
1 B'-2' d
1T-8' d1
IT-Y di
16'-W di
16'-3- dl
15-11- dl
1 S-T di
1S-3- d
(2) 2" x 10" x 0.09Y x 0.389
25'-0" dj
23'-9' di
22'-9' dl
21'-10' di
21'-1' di
20'-5' dj
19'-10' dl
19'-4' di
1&-10" di
18'-S di
18'-l' dj
17'-8' d
' Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
Notes:
1. Ills recommended.that the engineer be consulted on any carer beam that spans morethan 3F
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 C440-2 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
F-3 eee_ wine# nee# fnr lAn.2 MPH A".rnn i-A of an a finer
Single Self -Mating
Beams
Tributary Load Width
6'-0" T-0" 8'5' 9'6"
10'-0"
11'-0" 12'% 13'-0" I 14'•0" 15--0' 1 16'-0" 1 175'
Allowable
Span
'L' i bending'b' or deflection'd'
2" x 4' x 0.046" x 0.115"
T3' d
6'-10' d
6'-7- d
6'-W bi
5-11- b
5'-8- b
ii 5'-5' b
S-3' b
5'-0' b
4'-1(' b
4'-S' b
4'-7- b
T' x 5" x 0.050" x 0.135
8'-11- d
8'-6' d
8'-1' d
T-10' d
T-6' d
7-4' d
T-0' b
6'-9' b
6'-6' b
6'-3' b
6'-1' b&-11"
b
2" x 6" x 0.050" x 0.135"
10'-6' d
9'-11' d
9'S' d
9'-Y d
6'-9' b
B'-5' b
8'-0' b
T-9' b
TS b
T-Y b
6'-11' b
6'-9' b
2" x T x 0.057' x 0.135"
11'-11' d
11'S d
10'-11' d
10'-6' d
10'-1' d
9'-9' b
9'4' b
8'-11' b
8'-T b
8'4' b
8'-1' b
T-10' b
Z' x 8" x 0.072" x 0.240"
14'-9' d
W-0" d
13'-5" d
12'-11' d
17-5' d
12'-l' d
l l'.9' d
11'-5' d
11'-0' b
10'-W b
10'-4' bj14"
2" x 9" x 0.072" x 0239"
16'-0' d
IS-5' d
14'-9' d
14'-Y d
13'-8' d
13'-3' d
12'-11' d
12'-5" b
11'-11' b
11'-T b
1 V-3' b
2" x 9" x 0.082" x 0.321"
1T-5' d
16'-6' d
1S-10' d
15'-Y d
14'-8' d
W-3' d
13'-10' d
13'S' d
13'-1' d
12'40' d
17-5" b
Y x 10" x 0.092" x 0.389
20'-T d
19'-Y d
18'-4' d
1T-8' d
1 T-0' d
16'-6' d
16'-0' d
15'-7' d
15'-3' d
W-10' d
14'-7' d
Double Self -Mating
Beams
Tributary Load Width
6.0- T-0' 8'-0" 9--0' 10'-0' 11'-0' 12'-0"
13'-0' 14'-0' 15'-0' 1G-0' 1T-0'
Allowable Span
'L' 1 banding 'b'
or deflecdon'd'
2) 2" x 8' x 0.072" x 0240'
18'-T d
1T-8' d
16'-11' d
1 S-T d
15-W d
15-Y d
14'-9' d
14'S' d
14'-0' d
13'-8' d
13'S' d
13'-Y d
2 2" x 9" x 0.072" x 0.239"
20'S' d
19'S d
18'-7' d
1 T-11" d
1 T3- d
1 16--9' d
1 16'-0' dl
15-10- di
15-5- d
1 15-1- di
W-9- di
14'S' d
2 2" x 9" x 0.082" x 0.321'
21'-11' di
20'-10" di
19'-11' dl
19'-T di
18'S' di
1T-11' di
1 T-5' di
16'-11' di
16'S' dj
16'-Y di
15-10' di
5S' d
2) T x 10" x 0.092" x 0.389'
25.5' di
24'-T di
23'-1' di
273' di
21'S' di
20'-9" di
20'-Y di
19-8" di
19' 2' d I
18'-9' di
l ill di
1T-11" d
- Mono -sloped mots Incrude games wnere me slope of the roof is less than 1" In 1Y.
Notes:
1. It is recommended that the engineer be consulted on any carer beam that spans more than 35'
2. Spans am 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
Spam.
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
Contra tors and ourself for permitting purposes. The details below
i�P's a the If ri 'i de ti I 'o .fete±�s ON
the location of such marks.
alloy ` srk'r se ' -ol fi [1,500 extensions. It is
Flin,•il
` time ely ttcentract rs re Ibili at; ey receive and use only
gy P t�°�-:: V. e
5 alto cw,� a �"'v 0�pu�sm�g s en in s ng. We are providing this
document to3"' ify hitiigden#cation o r 6005 alloy materials to
be used in conjuction with our 6005 engin ring:
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
d
m in
O
z
O
as
•y
Z O
j
n
Q
vi
w C
o
m
z_ Q
oIr
O
�K O
Mt
4z¢
�0
30
5
J
O
Z W
W
o
N
p fn
Z U Z
Cl)
i2
w
EL
fA Z 0 fn
LU 0 LU
W
a
Cl) QU) W
y
LLI m
0 (U) L
o
0
LLI -j 0
U W F It
o
DLL==
,� L7 iL
t0i
0
fI)OQN
o
Il.l 0
Z: �
m
K
O
J Q
Q
�
N
qt
It Lo
CD
fD n
N
ro
-I lu Z, ca0vn
LL tie ILL
W O m
d W m a
O
Qg1=v
a) tiay
C U m I
o
m rn 13
N
Uj a O m
(D J m
Qom) () a o
` L
m
f0
0
Z
SEALYAH
w
W
EET
Z
O
Z
W
A-1402
z
W
12
OF
0
Table 22.1 Allowable Attributable Roof Area per Post
Attached Carports or Freestanding Carports with Gabled Roofs
Wind Zone =
Availed Load #/S -
100 MPH 110 MPH
120 MPH
123 MPH
130 MPH i 4Q?ItMPH 140-2 MPH 150 MPH
16.6#/fN 17.7#/fN
21.1#/fN
.2#/ft'
4.8#/f, 69""ft 30.9#/ft' 33#/fN
.
ht
Max.
Load #
Allowable
Roof Area
in Square
Feet for Various Loads on Post
3"x3"x0.04O"RollFormed-Aluminum
Allo
3105 H-14
1772
107
100
84
80
71
62
57
54
1772
107
100
84
80
71
62
57
54
"
1772
107
100
84
80
71
62
57
54
'
1772
107
100
84
80
71
62
51
54
1446
87
82
69
65
58
50
47
44
1163
70
1 66
1 55
1 52
1 47
1 41
1 38
1 35
16'-0"
955
58
1 54
1 45
1 43
1 39
1 33
1 31
1 29
Max.
Height
Max.
Load
Allowable
Roof Area
in S uare
Feet for Various
Loads
on Post
3" x 3" x 0.060" Roll
Formed -Aluminum Alloy
3105 H-14
7'1"
6110
1 368
345
1 290
1 275
1 246
1 213
1 198
1 185
8" ..
4976
300
281
236
224
1 201
1 173
161
151
104"
3596
217
. 203
1 170
1 162
1 145
1 125
1 116
109
11'-0"
2719
164
154
129
122
110
1 95
88
1 82
IT-O"
2123
128
120
1 101
1 96
I 86
74
1 69
1 64
14'-6"
1710
103
97
1 81
1 77
1 69
60
1 55
1 52
16'-0"
1404
85
79
1 67
1 63
1 57
1 49
1 45
1 43
Max.
Height
Max.
Load (#) (
Allowable
Roof Area
in Square
Feetfor_Varlous�Loads
on Post
3',x3'x O.060"
wFluted'Hollo;Eiibusion=Aluminuhi'6063.T-6;S
T-O"
7575
456-
428
359
341
-305
264
245
230
ri8'_:
5646
340
319
268
254
228
F1970
193
171
110 -0.7
4079
246
230
193
184
64
1424
132
124
d1[$"
3085
186
174
146
139
124
1075,
100
93
13'-0"
2414
145
136
114
109
97
84
78
73
4'-6"
1940
117
110
92
87
78
68
63
59
16-0"
594
96
90
I 76
72
64
56
52
48
Notes:
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 =
-Appied Load(#/SF)=
100 MPH
110 MPH 120 MPH 123 MPH 130 MPH
1404 MPH 140-2 MPH 150 MPH
16.6I, IW
17.7#/ft, 21.1 ft'#I22.2#lft' 24.8#/ft2
28.7#/ft230.9#/fN 33#/f2
Max.
.. Haight
Max.
Load #
Allowable Roof Area In Square Feet for Various
Loads on Post
3" x 3" x 0.090"
Hollow Extrusion
-Aluminum
Alloy 6063
T-6
T-O"
10680
643
603
506
481
1 431
372
346
324
8'-6"
7244
436
409
343
326
1 292
252
234
220
10'-0"
5233
315
296
248
236
1 211
192
169
59
11'-6"
3957
238
224
188
178
160
138
128
120
13'-0"
3097
187
175
147
139
125
108
100
94
1 -0
2 9
150
18
112
100
87
8
75 '
16"-0"
20"
123
115
97
92
82
71
66
62
Max.
Hel ht
Max.
Load (#)
Allowable I
toota In
Square feet
for Various
Loads
on Post
" •
o
-
T-0"
14340
864
810
680
646
464
435
8'-6"
9725
586
549
46
438
315
295
10'-0"
7027
423
397
333
317
227
213
11'-6"
5313
320
3DO
252
239
R...
172
161
13'-0"
4158
250
235
197
187
135
126
4 -0"
3342
201
89
158
151
108
101
16'-0"
2745
165
155
130
124
89
83
Max.
Haight
Max.
Load (#)
owe a
oo a n
uare e
on
Os
4" x 4" x 0.125•
Hollow
Extrusion
-Aluminum
Alloy 6063 T-6
T-O"
26177
1577 1479
1241
1179
1056
1 912.
847
1 793
23401
1410 1322
1 1109
1054
944
815
767
709
10'-0
1719
1036 97
815
774
693
599
556
521
111-6"
12999
783 734
616
586
524
453
421
394
13'-0"
10172
613 575
482
458
410
354
329
308
IV-6"
8176
493 462
388
368
330
285
265
248
16'-0"
6715
405 379
1 318
302
271
1 234
217
203
Notes:
1. Design must satisfy both height and area requirements.
2. Areas may be interpolated.
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2-1/2d
Beam
Size
Minimum
Post
Size
Max. #Thru-Bolts
@ Beam (o)
Max.#Thru-Bolts
@ Post Base (Note 6)
Minimum
Knee
Brace • (Note 5)
Mtminum#
Knee Brace
Screws. (Note 4)
Minimum
Stitching Screws
Spacing
1/4" 5116" 3/8' 112'
1/4" 5/16" I 318" 112-
Hollow Sections
2' x 4" 0.050" Tilt
1 2" x 2' Hollow or Snap
5
1 3
3
1 2
1 3
1 2
1 1
1 1
1 2" x 3" x 0.045"
.3
t!8 24' O.C.
2' x 4" x 0.050" Hollow
Y x 3" Hollow or Snap7
5
4
3
5
3
3
3
2" x 3" x 0.045"
3
24' O.C.
Self -Mating Beams
2' x 4' x 0.046" x 0.115"
3' x 3" x 0.060" Fluted
5
1 4
2
1 2 .
_5-
_3_
3
2;,
_ Y x 3" x 0.045' _,-,
s
_#8 .24_O0.
t -2`x-5'-x01050`x 0:13S '
3" x X z 0.060': Fluted-^^
-7-
--5-^
-3 ._3_,
=5'-
-$„_
�m3y
',2
1. Y z 3'x 0.04K._
'+ - -
--iq0: .24Z�O.C__
-2 x'6-00:05O" z 0:135'
3" x 3' x 0.060' FlutedLQ''
-8^
-6-
- 3
3
5
3
3
2
2" x 3" x 0.045"
3
#10 @ 24" O.C.
2" x 7'x 0.057' x 0.135'
3' x 3" x 0.093' Hollow
10
7
1 4
5
3
3
2
2" x 4" z 0.050"
3
#10 @ 24" O.C.
2' x 8" x 0.072' x 0.240"
3" x 3' x 0.093' Hollow
11
9
5
5
5
3
3
2
Y x 4' x 0.050"
3
#12 24- O.C.
2" x 9' x 0.072" x 0.239'
3' x 3' x 0.125' Hollow
13
10
6
6
5
3
3
2
2" x 4' x 0.050"
3
#14 24" O.C. "
2'x "x 0.082" 2 "
9 x 0.3 1
4"x4"x0.125"Hollow
13
11
6
6
7
5
4
3
2"x4'x0.050'
3
#14 24'O.C."
2" x 10" x 0.092" x 0.389'
4" x 4' x 0.125" Hollow
15
15
7
7
19
5
4
3 1
2" x 4" x 0.050"
4
#14@ 24. O.C. "
The minimum number of thru bolts is (2)
t. • Minimum postfbeam may be used as minimum knee brace
2. - Fasten external screws or clips. See Details
3. "'For screw size see wind zone chart
4. (2) 1/4" Thru-Bolts may be substituted for screws.
5. All Thru-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
load width of post = IT, post spacing = 10', w2 = 21.1 PS
Post Uplift = 12' x 10' x 21.1' = 1680#
From Table 9.4A• use wall thickness of lesser member
Example: use'rwall = 0.60"
Allowable Loads # Bolts Re 'd • ost base
beam
1/4' = 468# / boft
3.52 use 4
yes
yes
5116' = 610 # / bolt
2.75 use 3
yes
yes
318' = 731# / bolt
229 use 3
yes
1 I
yes
12" =1,004 # / bolt
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
Side
Edge
Aluminum
2-1/2 D
1 D
Concrete
5 D
5 D
Wood
4 D
4 D
Knee Brace
Min. Length
ax
Len th
2' x 2" x 0.044"
1'-4"
2'-0'
2' x 3' x 0.045"
V-6'
T-6'
2" x 4" x 0.050"
11-6'
3'-0"
Table 2.4.1 Footings -Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts
Wind Zone MPH =
100
110
120
123
130
140-1
140-2
150
Attached Cover Uplift • =
16.6 #/SF
I 7 I.-F
21.1 f#SF
22.2 #ISF
24.8 f#SF
28.7 i#SF
130.9 #SF
133.0 ##SF
Free Standing U lift=
15.8 #ISF
15.6 #ISF
162 ##SF
16.3 #ISF
16.8 fNSF
18A i#SF
132.4 ##SF
133.1 #/SF
Existing Slab on Grade with unknown
reinforcement in ood repair
55
51
43
41
37
32
29
27
Isolated Footing
Dimensions•'
Uplift
Rating lbs.
Maximum Attributable Roof Area In Square Feet
12" x 12" x 12"
386
23
22
18
17
16
13
13
12
16" x 16" x 16'
738
44
42
35
33
30
26
24
22
18" x 18" x 1 B"
967
58
55
46
44
39
34
31
29
20" x 2O" x 24'
1.484
89
84
70
67
60
52
48
45
20" x 20" x 30"
1,855
112
105
88
84
75
65
60
56
24" x 24" x 24"
1.891
114
107
90
85
76
66
61
57
24" x 24" x 3D'
2,364
142
134
112
106
95
82
77
72
30" x 30" x 30"
3,225
194
182
153
145
130
112
104
98
30" x 3O" x 36'
3.870
233
219
183
174
156
135
125
117
' Roof areas based on attached cover uplift loads.
Notes:
1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth).
2. Slab on grade must be new or in good condition.
3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below.
Pre -Cast Block Footing
Pre -cast footing block (16" x 16' x 4" ) at 24" below grade with 60 # bao ore -mix concrete and backltlled to amdn_
Wind Zone MPH=
100
110
120
123
130
140-1
140-2
150
Attached Cover Uplift •=
16.6 i#SF
17.7 #/SF
21.1 WSF
222 #/SF
24.8 #ISF
26.7 #ISF
30.9 ##SF
33.0 #/SF
Free Standin U lift =
1 D #ISF
10 ##SF
11 i#SF
12 #1SF
13 #ISF
15 f#SF
15 f#SF
17 ##SF
Dimensions-
Rating lbs.
Maximum
AtMbutabie
Roof
Arne in S
uare Feet
1 x 80# Bag1,947
717
110
92
88
781
68
1 63
1 59
2 x 80# Ba
2 027
122
114
96
91
82
71
66
61
3 x 80# Be
2 107
127
119
100
95
BS
73
68
64
Maximum uplift on post is determined by multipying maximum attributable roof area x applied load.
Example:
Post tributary roof area = 77", Applied load for 110 MPH wind zone =17.7 # / 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 1 100 1 110 120 1 123 1 13D 1404 140-2 1 ISO
Roof Area Multiplier 1 00 1 1.05 1.13 1 1.36 1 1.48 1.56 1.00 1.00
,e4.L
scamP ie:
For 140 MPH wind zone, maximum uplift for free standing carport = 15 #/Sq.Ft.
Allowable roof area for 24" x 24' x 24" = 1891 Sq.FL / 15 #/Sq.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.FL
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. FL) @ 120 M.P.H. wind load
Dlameter Anchor
x Embedment
Number of Anchors
1
2
3
4
114" x 1'
264#/11SF
528#22SF
792#133SF
1056#/44SF
1/4" x 14/2"
396#/17-SF
792/#33SF
1188#/50-SF
1584#/66SF
114" x 24/2"
660#28SF
1320#/55SF
1980#/83SF
2640#/110SF
5/16"x1"
3129/13SF
624#/26SF
936#/39SF
1248#/52SF
5/16' x 1-12•
468#/20SF
936#/39SF
1404#/59SF
1872#/78SF
5116" x 2-112"
780#/33-SF
1560#/65SF
2340#/98SF
3120#/130SF
318' x 1'
356f#15SF
I 7121#30SF
I 106BW45SF
1424#/59SF
318" x 1-112" _
,-534#=SF
I 1068#/45SF
I 1602i#67SF
I 2136#/89SF
3/8" x 2-1/2•
8WX - F
4'"i-jY #f/4S(w '
:ti:2670#/hTirSF
�9560#14.485
Note. _ y 2 --
1. Anchor must embed mini u of . Into th ry hos =
Y
WIND LOAD CO�E�SIO ABLER 1�^` dr
For Wind Zones/Regions other than 120 MPH (fables Shown),
multiply allowable loads and roof areas by the wnversion factor.
WIND
REGION
Applied
Load
CONVERSION
FACTOR
tOD
26.6
1.01
110
26.8
1.01
120
27.4
1.00
123
28.9
0.97
130
322
0.92
1404
37.3
0.86
140-2
37.3
0.86
150
42.8
0.80
Allowable Load Coverall Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Multipliers
Tension Shear
12d
1.10
127
11d
1.07
1.18
10d
1.03
1.09
9d
1.00
1.00
8d
0.98
0.90
7d
0.95
0.81
6d
0.91 '
0.72
5d
0.88
0.63
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between
anchors shall not be less than 9d where d is the anchor diameter.
2. Concrete screws are limited to 2• embedment by manufacturers.
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to rewl 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 Y x 6' beam with: spacing = T-0" O.C.; allowed span = 25'-9' (Table 1.1)
UPLIFT LOAD=12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = [12(25.76) x T x 7#/ Sq. FL] /ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.875#/30D# = 2-102
Therefore, use 2 anchors, one (1) on each side of upright
Table is based on Rawl Products' allowable loads for 2,500 p.s.l. concrete.
(7
Z
ui
W
Q.
of
O
LL
W
m
O
Z
W
W
W
_Z
L0
Z
W
(I_
O
LL
J
aU)
M
ZW
a�
�p
ZU w
tnZpM
W 0 W
W H }CO Z
M W J O
I- [,[,[ F- LL
re- 06 0 Q
fn a Q to
U IL
ZQ
E
_ja
J
a
It
NY CLn
o
Ct rn
(O
(D rn
LIL W v
aL W
W(3E
EL Lu O LL a
o
m
D. r
ui
lD j
Ld o L
� � m
C U a. c
N o
L
n
m
t tN
g
Z
O_
t
G
W
0
N
W
O
O
U
0
Z
G
J
n
to
Q
0
O
IL
0
N
W
S2 9B
0
W
9
08-12-2010 OF 12
O
Z
K
W
W
Z
(9
Z
W
W
Z
z
W
m
Table 2.5 Maximum Allowable Spans / Heights for Aluminum Pans
Utility Shed Roof or Walls
Aluminum Alloy 3105 H-14 or H-25
1-114" it 12" x 0.026" Rizer Panel
1-114" x 12" x 0.032" Rizer Panel
Wind
Zone
182
spaMoad•
3
spanlload•
4
spannoad•
Cantilever
spaMoad'
Zoneoad•
Windk3-l
2
3
span load•
4
spannoad-
Cantilever
span/load•
100
4'$"
30.0
5'-7-
30.0
V-8-
30.0
2'-2-
30.0
100
30.0
6'4'
30.0
6'-6'
30.0
2'-2'
30.0
110
4'-3'
36.0
5'-3"
36.0
S4'
36.0
2'-0-
36.0
110
36.0
5--11'
36.0
6'-1"
36.0
2'-0"
36.0
120
4'-0'
43.0
4'-11"
43.0
5'-1"
43.0
1'-11'
43.0
120
43.0
5'-7-
43.0
5--9'
43.0
V-11'
43.0
123
3'-11-
45.4
4'-10"
45.4
4--11"
45.4
1'-10"
45.4
123
45.4
5'-6"
45.4
S-87
45.4
1'-10"
45.4
130
3'-10"
51.0
4$'
S1.0
4'-9'
S1.0
1'-9'
S1.0
130
57.0
5'4'
S10
5'-5'
S1.0
1'-9"
51.0
140-1
X-7"
59.0
4'$"
59.0
4'-7"
59.0
T-8-
59.0
140.1S9.0
5--1'
S9.0
5'-2'
59.0
1'$'
59.0
140-2
T-7'
59.0
4$'
59.0
4-7'
59.0
T-F -
59.0
140-2
590
5'-1"
59.0
5'-2'
59.0
1'$"
590
150
T-5'
68.0
4'-3'
68.0
4'4'
68.0
1'-7-
68.0
150
68.0
4'-10'
68.0
4'-11"
68.0
1'-7"
68.0
1412" x 12" x 0.026' Rizer Panel
1-112" x 12' x 0.032" Rizer Panel
Wind
Zone
1&2
spaMoad•
3
I spannoad•
4
spannoad•
Cantilever
spanlload•
Wind
Zone
1&2
span/load•
3
spaMoad•
4
spannoad•
Cantilever
spannoad•
100
5'-5'
30.0
6'-11"
30.0
T-0"
30.0
Z-V
30.0
100
6'4"
30.0
T-lo'
i3o.o
T-11-
30.0
2'$0
30-
110
5'-1'
36A
6'-a"
36.0
2'-5'
36.0
110
5'-1'
36.0
7-4'
36.0
T$"
36.0
7-5-
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'
143.0
T-0•
43.0
2'-3"
43.0
123
4"'
45.4
V-1'
45.4
2'-Y
45.4
123
4'$"
45.4
V-10"
45.4
6'-11"
45.4
2'-2'
45.4
130
4'$"
51.0
5'-T
51.0
&-11•
51.0
Z-1'
51.0
130
4'$'
51.0
%_
51.0
6'-9'
51.0
2'-1"
51.0
140-1
4'-4'
59.0
5'-0'
59.0
5'-T
59.0
2'-0'
59.0
1404
4'-4-
59.0
6'J'
59.0
-
59.0
2'-0"
59.0
14_0 2
4'4"
59.0
5'4'
S9.0
5'-5'
59.0
2'-0'
59.0
140-2
4'4•
59.0
6'-3'
59.0
6'-4"
59.0
2'-O
59.0
150
4'-3'
68.0
5'-3'
68.0
5'-5"
68.0
2'-0'
68.0
150
4'-3'
68.0
5 -r
68.6
6'-1'
68.0
2'-0"
68.0
13/4" x 12" x 0.026' Cleated Panel
1-314" x 12" x 0.032" Cleated Panel
Wind
Zone
183
spaMoad•
3
spaMoad•
4
spannoad'
Cantilever
spannoad'
Wind
Zone
1&2
spaMoad•
3
span/load•
4
spannoad'
Cantilever
spanlload•
100
T-3'
30.0
8'-11"
30.0
9'-l'
30.0
3'-5'
130.0
100
8'-3"
30.0
10'-2'
30.0
10'4'
27.0
3'-5"
30.0
110
6'-10'
36.0
8'-5'
36.0
&-7'
36.0
3'-3"
35.0
110
6'-10-
36.0
9.7-
36.0
9'-9'
36.0
3'.3'
36.o
120
6'-5'
43.0
7'-11'
43.0
8'-1'
43.0
3'-0'
43.0
120
6'-5
43.0
6'-11'
43.0
9'-2'
43.0
3'-0"
43.0
123
6'4'
45.4
7'-9'
45.4
T-11'
45.4
7-11'
45.4
123
6'4'
45.4
8'-10,
45.4
9'-0'
45.4
7-11'
45.4
130
5'-10"
51.0
7'-3-
51.0
7'4"
51.0
2'-9"
51.0
130
5'-10'
S1.0
8'-3"
51.0
8'-5"
51.0
2'-9"
51.0
140-1
5'-9"
59.0
7'-2'
59.0
7'-3"
59.0
2'-7"
59.0
140-1
5'-9'
S9.0
8'-1'
S9.0
8'-3"
59.0
2W"
59.0
140-2
5'-9'
59.0
T-2'
59.0
7'-3'
S9.0
2'-9'
59.0
140-2
5'-9"
591
8'-1'
S9.0
8'-3"
59.0
2'-9"
59.0
150
5'$'
68.0
6'-10"
68.0
6'-11"
68.0
2'-7"
68.0
150
5'$'
68.0
T-9'
68.0
T-11'
68.0
2'-7"
68.0
3" x 12" x 0.026" Panel
3" x 12" x 0.032" Panel
Wind
Zone
18,2
spaMoad'
3
spaMoad•
4
spannoad'
Cantilever
spannoad•
Wind
Zone
1&2
spanlload'
3
spannoad•
4
spaMoad'
Cantilever
spaMoad•
10D
10'-2"
30.0
12'-T
27.0
12'-10'
27.0
4'-W
130.0
100
11'-7"
27.0
15'-1'
23.0
15'4'
123.0
4'-0-
30.0
110
g'-T
36.0
11'-11'
32.0
17.2'
32.0
4'-0'
36.0
110
9'-T
32.0
13'$"
32.0
13'-9"
32.0
4'-0"
36.0
.120
9'-0'
43.0
11'-2'
39.0
11'4'
39.0
4'-0'
43.0
120
9'-0-
43.0
IZ-80
39.0
12'-11"
39.0
4-0"
43.0
423
8'-7"
45.4
10'-7"
40.8
-TO '-10'
40.6
4'-0"
45.4
123
8'-7'
45.4
12'-0'
40.8
173-
40.8
4'-0"
45.4
.d30
8'-7'
51.0
10'-T
45.0
10'-10'
45.0
T-11'
51.0
130
8'-7"
51.0
12'-1"
45.0
12'3'
45.0
4'-0"
51.0
'440-1
8'-2'
59.0
1(7-1'
59.0
10'3"
53.0
T-10'
59.0
140-1
8'-2'
59.0
11-5'
53.0
11'$"
53.0
4'
0"
59.0
440.2
8'-2'
59.0
10'-1"
59.0
10'3'
53.0
3'-10'
59.0
140-2
8'-2'
59.0
11'-5"
53.0
11'$'
S3.0
4'-0"
59.0
`450
T-10'
68.0
9'$'
68.0
9'-10'
68.0
3'$'
68.0
150
T-10'
68.0
1V-11"
60.0
11'-2"
60.0
4'-0'
68.0
-Rtipm Roof Panel span = W as shown on drawings.
rote:
I. install 2' x 2' x 0.036' E Vusion at Midspan increase span by 25% maximum shed area.
2 `Spans may be interpolated.
Table 2.6.1 Town & Country Industries, Inc.
16065 TS Allowable Stud Heights
Utility Sheds Framed With Hollow Aluminum Extrusions
6005 T-5 Aluminum Alloy
1. The above listed allowable heights are measured from the bottom of top plate to top of bottom plate.
2. Spans may be interpolated.
3. Structural grade thermalpiy shall be fastened to aluminum studs with #8 X 1• wafer headed screws
using the fastener patterns described with the details of this section.
4. For fastening to aluminum use hufast HD X Cr - 3/4') Q 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 Wall Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes
Residential Construction, Utilitv Sheds
Wind Velocity 100 MPH, Applied Load = 15 #/SF--Wnd
Velocity 110 MPH, Adplied Load 1i 18 #ISF
Stud
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
#3 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
1 2x6
#3 pine
2x8
#3 pine
2x4
#3 SPF
2x6
#3 SPF
2x11
#3 SPF
2'
#3 pine
2x6
#3 pine
2x8
1 #3 pine
12"
10'-9" b
15'$" b
19'-10' b
17-5' b
18'$' b
23'.9' b
9'-9' b
14'�' b
16'-1' h
11'4' b
16'$' b
21'-3' b
16"
9'-0' b
13'-7" b
1T-2' b
10'-9" b
15'.10' b
20.2" b
8'$' b
17-Y lit
IV-8- bl
T-10- bi
14'$' bj
W-5" b
24"
T-7' b
11'-1" b
14'-T b
8'-9- bi
12'-11- bi
W-5' b
6'-11' b1
10'-1' bi
17-10' hi
7-11' bi
IV 10" bi
16-W h
Wind Velocity 120 MPH, Applied Load = 22 #ISF
Wind Velocity 130 MPH, Applied Load = 25 #ISF
Stud
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
#3 SPF
1 2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine
2x4
#3 SPF
2x6
#3 SPF
2z8
#3 SPF
2x4
il3 pine
2x6
#3 pine
2x8
I#3 pine
12"
8'-10' b
17-11' h
16'-4' b
10'-3' b
15'-1' b
19'-2' b
8'-4 b
12'-2' h
IV-4'- b
9'-T b
14'-2- b
18'-0- b
16'
T$' b
11'3' h
14'-2' b
8'-10' b
13'-1' b
16'$' b
T.2' b
10'-&' b
13'-4. 6
8'-0' b
1Z-3 b
1S-T b
24'
b
9'-2- b
1 V-7- b
T-3" b
10'$' b
1 V-T h
b
I 8'-7- bl
1 V-10' bl
6'-9- bl
10'-0-
Stud
Wind Velocity 1404&2 MPH, Applied Load = 29 #/SF
Wlnd Veloclty,150 MPH, Applied Load = 34 #ISF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
#3 SPF
2 x 6
93 SPF
2x8
#3 SPF
2x4
#3 pine.
2x6
#3 pine
2x8
#3 pine
2x4
Y.3 SPF
2x6
if3 SPF
2x8
#3 SFF
2x4
#3 pine
2x6
1 93 pine
2x8
0 pine
12"
T-9' b
11'3' b
14'-3' b
8'-11' b
13'-2' b
16'-9" b
T-1" b
10'-5- b
1X-2" b
X-3- b
12'-2- b
15-5' b
16"
6'-8" b
9'-9' b
12'4' b
T-9' b
11'-5' b
1446 b
b
9'-0' b
1 V-5- b
T-2- b
10'$' b
b
24"
b
T-11- b
10'-1' b
bi
9'4" h
11'-10" bf
bl
T4- bl
9'4" b
bl
8'-7- b
10'-11" b
Notes:
1. Applied load values based on ASCE 7-02 Table 6-2. 1 = 1.0
2 Wood design values are based on 93 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper
Association, current edition.
3. For'C' wind exposure category, multiply allowable stud heights by 0.85.
4. For utility sheds multiply heights by 1.14. For utility sheds in exposure'C' category wind zones, multiply allowable height by 0.97.
5. Stud heights are limited by code and 2 x 4 greater than 10'-0" (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown.
Maximum stud heights less than 6'$' are not listed.
6. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown.
Maximum stud heights less than 6'$' are not listed.
O.S.B. or 12' plywood sheathing shall be attached to wood studs with #8d common at 6' O.C. edges & 12' O.C. field for up to a 130 MPH
wind speed.'D" Exposure; 4' O.C. edges and 8' O.C. feild for wind speeds above 130 MPH up to 150 MPH,'D' exposure. #6 drywall or deck
screws may be substituted for #8d common nails at the same spacing.
S. Use TruFast SD x ("r -1-12') at 8' O.C. for up to a 130 MPH wind speeds, 'D' exposure; 6' O.C. for wind speeds above 130 MPH and up to
150 MPH,'D' Exposure.
Table 2.7B Maximum Stud Wall Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes
Residential Construction. Utility Sheds
Stud
Wind Velocity 100 MPH, Applied Load =15 #ISF
Wind Velocity 110 MPH, Applied Load = 18 #/SF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
Spacing
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
I 2x6
#2 pine
2x8
#2 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
12"
17-1' d
18'-11" d
24' 7- b
13'-l' d
20'$' d
2T-0" d
114' it
1T-9' b
22'-5" b
12'-3' d
19'-3' b
24'-9' b
16'
10'-11' d
16'-10' b
21'4• b
11'-10' d
18'-3' h
23'$' b
1a4' d
15'4' b
19-6' h
11'-Y d
16'$' b
21'$' b
24'
9'S' b
13'-9' b
1TS bi
10'-3- bi
14'-11- bi
19'-2" b
8' 7- b
17-V b
15'-10- h
I 9'4- b
13'-7- bI
17'-6- b
Stud
Wind Velocity 120 MPH, Applied Load - 22 #ISF
Wind Velocity 13D MPH, Applied Load = 25 #ISF
Stud Size & Lumber Grade
Stud Sae & Lumber Grade
Spacing
2 x 4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
2x8
#2 SPF
2x4
#2 pine
2x6
#2pine
2x8
92pine
12"
10'-T d
16'-0' b
20'4' b
11'$' d
1T5' b
22'-5' b
Ex4E2x
19'-1' 6
11'-0' d
16'4' b
21'-0' b
16"
9'$' b
13'-11' b
1T-T b
10'-5' b
15'-1' b
19'-5' h
16'$' 6
9'-9' b
14'-2' b
18'-3' b
24'
- b
11'4' b
14'4' b
8'$' b
174' b
15'-10- b
IT-6' b
T-11' hi
11'$' b
14'-10' b
Wind Velocity 140 MPH, Applied Load = 29 #/SF
Wind
Velocity 150 MPH, Applied Load = 34 #/SF
Stud
Spacing
2x4
#2 SPF
Stud
2x6
#2 SPF
Size &
2x8
#2 SPF
Lumber Grade
2 x
#2 pine
I 2x6
#2 pine
2x8
#2 pine
I
2x4
#2 SPF
Stud
2x6
I SPF
Size &
2x8
#2 SPF
Lumber Grade
2x4
#2 pine
2x6
#2 pine
2x8 `
22 pin
12"
9'-7' b
13'-11' b
1T$' b
10'$' b
15-2" b
19'$' b
8'A0' b
17-11' b
16'4' b
9'-8' b
13'-11' b
18'
16"
8'-3' b
17-1' b
15'4' b
9'-7` b
13'-2' b
16'-11' b
- b
11'-Y b
14'-2' b
8'4' b
17-2' b
15-T -
2A"
- b
9'-10' b
1Z-6* b
- b
10'-9' b
13'-10'9'-1'
b
11'9'-11'
Notes:
1. Applied load values based on ASCE 7-05 Table 6-2 1 = 1.0
2 Wood design values are based on #2 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper
Association, current edition.
3. For'C' wind exposure category, multiply allowable stud heights by 0.85.
4. For uti0ly, sheds multiply heights by 1.14. For utility sheds In exposure'C' category wind zones, multiply allowable height by 0.97.
5. Stud heights are fimited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not
shown. Maximum stud heights less than 61$" are not listed.
6. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not
shown. Maximum stud heights less than 6'-6' 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 a' 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 ('r+ 1-12) 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.
Town & Country 60DS Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
. contactors anMd gir e eppp��]lttin urposes. The details below
illusU�" to hP
# 1 a and fha location of such marks.
.n4- Th�essee alloy $ed le fur 6005 extrusions. It is
ultimately thor onsoil ty that they receiveand use only
"= ae 600 "'alto shi sing thingineering. We are providing this
document to he indenlifixiiion 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 contactors once the materials are
purchased.
TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
CATOR
J
Q U)
Z
aWLU
20 Q
Z U
0 (!) CO
fn Z ❑
W 0 fj
Z = ❑
LU I- U) Z
X U) J
=) LU W
F-WF,Z
� LLL CL
❑ ❑
ces Z W
tAWQ-
�U
Z Q =t
.J Q
Q
V U)
CD 'o
(O �
rn n
LL W - M
LU F3 rn x Eo
tu m f0
a _j O LL n
zc r v m
C
ui
O) J o
tb � C3 a
LLI to of
N -0 m
U
C m
� c
0
L C
m
H
Z
O
F
O
W
0
0
N
W
in
U
CO
z
O
Z)
m
K
O
LL
N
SEAL
m
w
z
SHEET
Z
z
w
9C
k
Z
w
m
�7
12
08-12-2010
OF
O
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 U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on
unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift
loads than dead load + live loads. Spans for pans are based on deflection of U80 for high
wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the
sheet rock w/ 1" fine thread sheet rock screws at 16" O.C, each wa
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in
inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in
Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/
silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or
other solvent based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder
coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood shall be coated w/ protective paint or
bituminous materials that are placed between the materials listed above. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building
Code or Combound Cold Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic
stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel
fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected
steel fasteners shall not be used.
ROOF PANELS DESIGN STATEMENT
The roof systems are main force resisting systems and components and cladding in conformance with
The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads
for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30'; roof slope 0
to 20% 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
'Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.18 for enclosed structures, and 0.55 for partially enclosed structures. All
pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Open Structures
Mono Sloped
1 = 0.87 for 90 to 100 MPH
1= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
loads reduced by 25%
Screen Rooms
& Attached Covers
1 = 0.87 for 90 to 1 DO MPH
1= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
& Roof Overs
1=1.00
KCpI = 0.18 Zone 2
Overhang / Cantilever
All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wind
Pressure
Effective
Area
Basic Wind
Pressureff200
Effective
Area
Basic Wind
Pressure
. Effective
Area
Basic Wind
Pressure
Effective Area
50 20 10
50
20
10
50
20
10
1OD MPH
13
13
16
25
13
6
13
23
27
30
13
27
38
45
110 MPH
14
14
17
20
14
8
14
27
32
36
14
33
46
55
120 MPH
17
17
20
23
17
3
17
32
39
43
. 17
39
54
65
123 MPH
18
17
21
24
18
5
18
34
41
45
18
41
57
69
130 MPH
20
20
23
27
20
9
20
38
45
51
20
46
64
77
140-1 MPH
23
23
27
31
23
623
44
53
59
23
53
74
.89
140.2 MPH
23'
23
27
31
23'
46
23'
44
53
59
23'
S4
74
89
150 MPH
26'
26
32
36
21
2
26'
51
60
68
26'
61
85
102
Minimum live load of 30 PSF controls in high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a toad width of VY and 19 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 "W to "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0. 15'
1.21
0.91
0.94
1.47
0.83
0.88
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
�I
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-0"
J
of
12.00"
12 aW1DE<zv3'r-RISER<IN.T.ERLOCKIN GsROOFEPANEL
SCALE: 2" = V-0"
WET 1
�i 12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN
TABLES E.P.S. CORE
'. ........................
Z SIDE CONNECTIONS VARY
a o (DO NOT AFFECT SPANS)
�I 48.00"
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" =1'-0"
PRIMARY CONNECTION:
(3) #_" SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXEDEND
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. (21 PER
RAFTER OR TRUSS TAIL
#1Dx 3/4" S.M.S. @ 12" Q.C.
EXISTING FASCIA
FOR MASONRY USE
114" 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" D.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = V-0"
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 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # • x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
# • x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #-* x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # • x 1/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100-123 130 140 150
#8 #10 1 #12 1 #'
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTE
#10 x 3/4" S.M.S. Of
SCREW SPACED @
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
POST AND BEAM (PER
TABLES)
MOBILE M' E Ff - H N
,FORTEO` M H�17V& K(;OION
�`" " ��N ROOF�PANELSJ' ,ter
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 T04TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USEDAS FLASHING ONLY.
(7
Z
W
w
n.
0
O
LL
W
1n
O
(7
z
WW
W
z
l
c
.o
u-
d
J (D -1
o
W W
W
Z W 0
o n
0
O (n Z
O
a u.
2
Z U W
0(!)U) a U
io
z a
CO
fn Z 0 et5 Z
w
w LL
yQ UJI O
= u
W I- }. O
W U) W
co, a
o
W J Q Q
W C
Z O
06 W
0 Cr
❑
fA 0 : 0
�
O w
W
_j �
= LU
IR
:3Z
to w
Z
Z Q Q W
o
d
zLU 3
J Q O Q
uj
o f
Q O I-
o F
N
to n
Z N r
J W M
LL
lL
2
oW"z�c
IL
1 O a
Nc �o
❑ 0- r-
ti m
N � L
W ro o
ro
C �1, 0 m
N O n- o
n
m
t�
700
m SEAL
v SHEET
U 10A
08-12-2010 OF 12
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12- O.C.
#8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
'
EXISTING HOST STRUCTURE SCALE: 2" = 1-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR , S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
(2) 1/4' x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 12' O.C.
FOR WOOD USE:
#14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
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
130 MPH AND UP TO A 150 MPH WIND SPEED
"D" EXPOSURE.
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = V-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:
1100-1231 130 140 150
#8 #10 1 #12 1 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 112" S.M.S. SPACED
j @ PAN RIB MIN. (3) PER PAN
;EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
#10 x 1-1/2' S.M.S. OR WOOD LL � _
SCREW (2) PER RAFTER OR 0 z a
TRUSS TAIL a w
1-1/2x 1/8' x 11-1/2' PLATE OF
HOST STRUCTURE 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
HOSTSTRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 1/2' 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: 2" = V-0"
6" x T x 6' 0.024" MIN. BREAK
FORMED FLASHING
FROOF PANEL'
_ w
Z
SCREW #10 x ('t' + 112") W/
1-1/4" FENDER WASHER
POST AND BEAM (PER
TABLES)
MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE 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 COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
#8 x 112" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6" 10"
43- COMPOSITE 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
ATION BETWEEN
O.C. EACH WAYND PANEL IS
FASTENING SCREW SHOULD4" THE FLASHING
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2' = 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 1/2'
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
HOST STRUCTURE TRUSS OR
RAFTER HOST STRUCTURE TRUSS OR
1' FASCIA (MIN.) RAFTER
BREAK FORMED METAL SAME
Z BREAK FORMED METAL SAME
N g THICKNESS AS PAN (MIN.) ` Z THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1" EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIAAND cl' MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN RISER OF PAN AS SHOWN
#8 x 3/4" SCREWS @ 16' O.C. 1" FASCIA (MIN.)
#8 x 1/2" SCREWS @ EACH RIB #10 x 1-1/2" S.M.S. @ 16" O.C.
ROOF PANEL 0.040" ANGLE W/ #8 x 10
OSITE ROOF PANEL
..
1-1/2' x 1/8' x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-02 HEADER SEE NOTE BELOW)
#8 x 1/2" S.M.S. @ 8" O.C. #8 x (d+1/2") S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW) FOR MASONRY USE
EXISTING HOST STRUCTURE: FOR MASONRY USE
1/4" x 1-1/4' MASONRY
WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL
OTHER CONSTRUCTION ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24.O.C.FOR WOOD USE—
-
@ 24.O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-1/2" S.M.S. OR WOOD
#10 x 1-112" S.M.S. OR WOOD SCREWS @ 12' O.C.
SCREWS @ 12" 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: 2' = T-W
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 #8x 1/2" SCREW EACH. THE 98 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.
(9
z
Lu
w
IL
w
LL
O
w
m
O
C9
Z
ix
w
w
z
(9
z
w
of
O
�
z
o
Isas
x
N
z �
S
N
d
ui
w C
Ei
z¢
m
ro
~
m
o0
o0
�LL
¢tu
�a
E¢
30
QS
J
O
z x
W
w
Q O J
N
z o I¢
C� (/) p
w
U)z0z
W W O
w
a
o Z = —
a
}u)
0: c/) z
0
-3 W -_I zPIC
F- Lu
w
=
in
U
W
odzz
U
c9
co) o<<LLI
o
O
0
z Q 0
O
Q
LL
Q
0
N
'IT co
c o
� m
m n
2 clN �
L W
LL 2m E
W (9�m o
�O LL ma
W ¢ r a m
ro
0) J o
Im o a
LLI (' N c t
C O m
U a o
a) a
F
w SEAL
a
00 SHEET
JQ
W
U)I 10B
IL
O
rz
z
z
F
w
w
z
0
z
w
z
z
w
to
08-12-2010I OF 17
Al
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
#8 x 1/2' WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
mu
w
� II
z
O
F
w
OO
a
IAI
B II } II B
EXISTING TRUSSES OR
RAFTERS
IIHOST STRUCTURE
II
FASCIA OF HOST STRUCTURE
2' x —RIDGE OR ROOF BEAM
(SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
— W ! VARIES —*
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
COMPOSITE ROOF:
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
#8 x "P +1/2" LAG SCREWS W/
1-1/4"0 FENDER WASHERS @
PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2
SCALE: 1/8" = V-0"
2" X 2" x 0.044" HOLLOW EXT.
5116"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:•FOfR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
TO A450 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = V-W
"COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
(2) 3/8" x 3" LAG SCREWS
W/ WASHERS
POST SIZE PER TABLES
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4' =1'-0"
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS
CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES
FASTENERS PER TABLE 313-8
MIN. 1-1/2' PENETRATION
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR
SCREWS THROUGH DECK
TRUSS ROOF
INTO EXISTING TRUSSES OR
RAFTERS
RIDGE BEAM
2' x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNEL AND
(8) #10 x 1" DECK SCREWS
AND (8) #10 x 314" S.M.S.
RIDGE BEAM
2" x 6"
EXISTING 1/2" OR 7/16'
SHEATHING
- A - SECTION VIEW
SCALE: 1/2" = l'-W
B - B - ELEVATION VIEW
SCALE: 1/2" = V-W
B - B - PLAN VIEW
SCALE: 1/2" =1'-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
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TOW O SCALE: 2" = 1'-0"
O D
USE TRUFAST SD x ("t" + 1-112")
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED 'EXPOSURE 'D'; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE"D"
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
(3) #8 WASHER HEADED
SCREWS W/1"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
/— COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2" = V-0"
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
#10 x 2" S.M.S. @ 12" O.C.
3" PAN ROOF PANEL
(MIN. SLOPE 114" : 1)
(3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS
rER G 4 J ' S ! G TCREW ER TAILIANDR
F
EXISTING FASCIA ' x 5*IAG SCREW MIDWAY
SEALANT BETWEEN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2" =1'-0"
EXISTING FASCIA
EXISTING TRUSS OR RAFTER
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
SEALANT
#10 x 2" S.M.S. @ 12" O.C.
1/2" 0 SCH. 40 PVC FERRULE
SEALANT
J
Q U)
of
Z Lli
0
Z U w
U) 0
W W Z
a :c 0
U
W 1-- W
W U Z
MLLJJZ
VLDF-O
Z)
IYo60w
U)W¢D-
�_ LL
z Q O
l
J
Q
Q
co
C.0 co
C7 @
Z N
LJL lu -
# E
LLI 2 m o
O LL n
CD CD o v m
m
N j o n
co ti o
LLl o v r
N m
c'O m
0) U a o
a
H
(2) 1/4" x 4" LAG SCREWS AND �� (1) # 8 x 3/4" PER PAN
a
_ _
WASHERS EACH SIDE
RIBMcf7
SLOPE CAULK EXPOSED SCREWONLY
m
HEADS_
POST SIZE PER TABLES 3" PAN ROOF PANEL
INSTALL W/ EXTRUDED OR 1/4"x 8" LAG SCREW (1) PER SUPER GEUTTER (MIN. SLOPE 1/4D OR": l')BREAK
FORMED 0.050" TRUSS/ RAFTER TAIL AND3'HEADER EXTRUSIONZ
ALUMINUM U-CLIP W/ (4)1/4" x
w
1/4' x 5" LAG SCREW MID WAY FASTEN TO PANEL W/ 3
1-1/2" LAG SCREWS AND (2) BETWEEN RAFTER TAILS PA m
1/4" x 4" THROUGH BOLTS #8 x 1/2" S.M.S. EACH PANEL w
(TYPICAL) SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2" =1'-0" 08-12-20,10
1 0 c
OF 12
w
z
m
C
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
[W4&]III\lei yiwlq".
EXTRUDED OR
SUPER GUTTER
SEALANT
#10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
(MIN. SLOPE 1/4": 1')
112" 0 SCH. 40 PVC FERRULE
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2' = T-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ FASCIA COVERS PAN & SEAM
HEADS (3) #10 x 2" INTO FASCIA AND OF PAN & ROOF
PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE OPTION 2'
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1/2"0
SCH. 40 PVC FERRULE
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
3" COMPOSITE ROOF PANEL
— — — —
— (MIN. SLOPE 114" : V)
EXTRUDED OR 3" HEADER EXTRUSION
P�CiST1NG'TRUSS OR RAFTER FASTEN TO PANEL W/
SUPER GUTTER
EXISTING FASCIA #8 x 1/2" S.M.S. EACH SIDE
@ 12" O.C. AND FASTEN TO
SEALANT GUTTER W/ LAG BOLTAS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" = P-0"
GUTTER BRACE @ 2'-0" O/C
CAULK
SLOPE
.............%......p.........
COMPOSITE ROOF
SUPER OR
HEADER
EXTRUDED
CAULK
GUTTER
SOFFIT
2" x 9" BEAM -
(2) #10 x 1/2" S.M.S. @ 16" O/C
TO HOLE EACH END FOR
FROM GUTTER TO BEAM
WATER RELIEF '
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" = l'-0"
NT
3/8" x 3-112" LOWER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
& 3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE 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" = 1'-0"
FLASHING 0.024" OR 26 GA.
GALV.
2" x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 23/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
�-A� B I
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) 318" x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-114" 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 ATTA-HED TO NOOD WALL W/ MIN. (3)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRE-l-E ANCHORS TO CONCRETE OR
MASONRY WALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGERTHAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" =1'-0"
RECEIVING CHANNEL OVER
2" x 6" S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060"
S.M.S. @ EACH ANGLE
SPACER @ RECEIVING
EACH SIDE
CHANNEL ANCHOR POINTS (2)
NOTCH ANGLE OPTIONAL
#10 x 2-1/2" S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/
MUST REMAIN FOR ANGLE
2" x 6" SUB FASCIA
STRENGTH
CANTILEVERED BEAM
CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = V-a"
PAN ROOF ANCHORING DETAILS
RIDGE CAP
SEALANT
PAN HEADER (BREAK-
#8 x 9/16" TEK SCREWS @
FORMED OR EXT.)
PAN RIBS EACH SIDE
HEADERS D PANELS ON
NOF
BOTH SIDES BEAM FOR
CAULK ALL EXPOSED SCREW
;;'.•
GABLED APPLICATION
HEADS & WASHER
#8 x 1/2" S.M.S. (3) PER P
u
AND (1) AT PAN RISE
I—
ALTERNATE CONNECTION:
PAN. OR COMPOSITE ROOF
#8 x 1-1/4" SCREWS (3) PER
PANEL
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
#8 x 1/2" S.M.S. (3) PER PAN
.HEADER
ALONG PAN BOTTOM
ROOF PANEL TO BEAM DETAIL
WHEN FASTENING TO
SCALE: 2" =1'-0`
ALUMINUM USE TRUFAST HD x
("P + 3/4") AT 8" O.C. FOR UP TO
FOR PAN ROOFS'
130 MPH WIND SPEED
EXPOSURE "D"; 6" O.C. FOR _
ABOVE 130 MPH AND UP TO
150 MPH WIND SPEED
3) EAN+x%2" i1NG S.M.S.
PER 2" P '�IEL W 3/ t
ALUMINUM PaAN,,-WS1 tEit
EXPOSURE "D"
i:t::i:?:ti:
CAULK ALL EXPOSED SCREW
HEADS 8.'vd.?SHFRS
I
ROOF PANEL r
FOR COMPOSITE ROOFS:
(PER TABLES SECTION 7) /
#10 x (,:I- 11T) S.M.S. W/
SUPPORTING BEAM /
1-1/4"0 FENDER WASHERS
12" O C LENGTH =
(PER TABLES) r
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT -'
(SHOWN) AND 24" O.C. @
NON -BEARING ELEMENT (SIDE
WALLS) _
Wig,
ROQF PANELTO BEAM FASTS IN =DETi41L
SCALE: 2" =1'-0"
J
acl)
z 0�
LLI a > J
z OU I¢—
�
W U(np
W 0 W z0
0 z = p
}}�
w c/) z
Z
W (—
U��J
LL
F- C-6 Z z
tAOQIL
2 ILL.
� Q
J
a
� m
(o
� n
Z N t0
J W iz
W Z m x o
U
J O LL n
¢ 0 v m
j a
C a)O _5 n
o n a
0
W �o`m�'L
�m
a) > x
C _ o
t
n
H
SEAL
SHEET
J
m
ui
w
08-12-2010 OF
m
0
LLo
o
�LL
Q J
za
3D
Sg
z
O
F-
3 w
ui
0
o
0
N
z
z
F w
z m
w ui
n w
a w
rn g
0
O U.
O
o
Z
o °
U N
C7 �
z m
w
a
m
0
0 3
O w
U-
=
F
o j
N
N
m
m
010 O
z
X
w
w
z
C9
z
w
z
10D
w
12 0
0.024" x 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8" x 3" x 3" POST OR SIMILAR
#10 x 4" S.M.S. W/ 1/4 x 1-112"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
#8 x 9/16" TEK SCREW @ 8"
O.C_
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
(3) 114"0 THRU-BOLTS (TYP.)
#8 x 9116" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM @ POST DETAIL
SCALE: 2" = 1'-0"
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP _ FASTENING OF COMPOSITE
®.6'� I• • PANEL'
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x —SELF MATING BEAM
#5 REBAR IMBEDDED IN TOP
OF;.CONCRETE COLUMN (BY
OTHERS)
SEALANT
#8 x 9/16- TEK SCREW @ 8"
'•' O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
an. .
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t"+314") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED'EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM -(a)- CONCRETE POST DETAIL
SCALE: 2" = T-0"
0.024" ALUMINUM COVER PAN
OR 'CONTINUOUS ALUMINUM
SHEET
#8 x 112" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 1/2" S.M.S.
W/ 1/2" 0 WASHER.
x
W
TYPICAL INSULATED PANEL
SCALE: 2" = 1'-0"
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 518" 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)#8x 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
tl lu 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 112" DIAMETER SO THATTHERE 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 UNDERTHE 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 DEGASEALTM 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
el"WIDE
000o OWS0 HESIVE BEAD
ADHESIVE
HINGLE
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 2:12AND 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 TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"0 BEAD OF BASF DEGASEALTM 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.
t,
k
l
0
C
1w
y
d 0
z E
z
'E
kco2_
jr
J
Q
2 O J
Z U t¢-
W
M Z o Z
W o W O
a Z=F=
}}U)
dU) z
Z
I- LU O
�LLL.=J
Imo. °tfZZ
fAO<<
W ILL
2
Z Q 0_
� r
J Q
Q
SEAL II
U
SHEET
?
J
.V,
w
z
w
co
1.0E
z
m
12
08-12-2010
OF
g
Table 7.1.1 Allowable Spans and Design / Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
Mono -Sloped ed Roof
Screen Rooms
8 Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad'
3
s annoad•
4
s annoad'
182
s aNload'
3
s annoad•
4
s annoad•
182
s aniload'
3
s annoad•
4
s annoad•
All
Roofs
100
4'-10'
25
25
6'-1'
25
4'-9'
26
5'-it'
26
6'-0'
26
4'S'
30
5'-7'
30
5'-9'
30
1'-10'
45
110
5-3'
20
6.11'
6'$'
20
28
5'-9'
28
6-10'
28
4'-3'
36
6-3-
36
5'S-
36
1'-9'
S5
120
S-2'
23
6'-7
23
33
5'-5'
33
5'-7'
33
4'-0"
43
4'-11'
43
5'-1'
43
1'$'
65
123
4'-11'
24
6'-1'
24
6'-2'
24
4'-0'
35
35
5--5'
35
3'.11'
45
44-11'
45
6'-1T
45
T-7'
69
130
4'$'
27
5'-10'
27
39
5'-2'
39
5'-3'
39
3'-10'
51
4'S'
S1
4'-10'
51
1'-7-
77
140.1
4'-6'
31
5'-7'
31
4fi
4'-70'
4fi
4'-71'
4fi
3'-10'
51
4'-8-
51
4'-10'
S1
1'S-
89
140-2
4'S'
31
5'-7'
31
5'S'
31
3'-17'
4fi
4'-70'
4fi
4-11.
45
T-7'
59
4'S'
59
4'-T
59
11-T
09
150
4'-3-
36
5'.3'
3fi
5'S'
3fi
3'-9'
S2
4'$'
S2
4'-9'
S2
3'-5'
fill
4'3'
fill
4'A'
fill
1'-5'
102
Wind
Open Structures
MonoSlo no -Sloped Roof
8
Screen Rooms -
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
H
(MPH)
P
182
s a oad•
M
3
s annoad•
4
Spa
1&2
s aNload•
3
spaM oad•
4
s a ad-
M
1&2
s annoad•
3
s annoad•
4
s Moad•
A11
Roofs
100
6'-0'
25
6'-5'
25
6'$'
25
S-7'
26
6'-4'
1261
6'-5-
26
4.10
30
6-0'
30
6--2'
30
1'-11'
45
710
6-11"
20
6'-11'
20
T-t'
20
4'-11'
28
6'-2'
28
6'-3'
28
4'-7-
36
5'$'
3fi
5'•9'
3E
1--t0'
S5
120
6.7'
23
6'-7'
23
6-9'
23
4'•9'
33
5-10'
33
5'-17'
33
4'4"
43
5'-0'
43
5'-5'
43
1'-9-
65
123
SS'
24
V-6-
24
6'-T
24
4'-6'
35
5'•9'
35
S-10'
35
V-3'
45
5'S'
45
5'-4'
45.
7'-9'
69
130
5'4'
27
6'-3•
27
6'4'
27
4'-5'
39
SS'
39
5'-7'
39
4'-t'
51
11
V-W
77
140-1
S-0"
31
6-11'
31
S-7'
31
4'-3'
46
5'-3'
46
46
4'-7'
S1
5'-0'
S1
5'-2'
51
t'-7'
89
140-2
S-0"
31
&-1t'
31
6'-7'
31
4'-Y
4fi
5'-3'
1461
5'4'
4fi
3'-11'
S9
4'-10'
S9
4'-11'
S9
1'-7'
89
150
4'-9"
36
6' 8'
3fi
5'-9'
3fi
4'-1'
S2
5'-0'
52
5'-1•
52
3'$'
fill
4'-7'
fill
4'$'
fill
t'$'
102
Wind
Open Structures
Mono-Sloped Roof
Screen Rooms
&Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zone
(MPH)
PH
182
s annoad•
3
s Moad•
4
s aNload•
782
s aNload'
3
s annoad•
4
s annoad•
1&2
s annoad'
3
s annoad•
4
s annoad'
All
Roofs
100
T$'
25
T$'
16
5'-11'
26
TS'
26
T$'
26
3'-8' _
30
T-1- -
30
T-2-
30
Z4-
45
110
8-2'
20
8-4
17
5-10'
28
T-T
28
T4'
28
*5-
ll.
3fi
6'-9'
3fi
2-2'
5120
7'-9'
23
7'-11'
20
5'$-
33
6'-10'
33
&-I t-
33
5'-1'
43
6'4'
43
2'-1'
65123
7'-7'
24
T-9'
21
5'-5'3535
4-11'-2'4fi9
130
V
7'4'
27
TS'
23-
1'
39
6S'
39
6'-T
39
4'-9" "
$43636'-3'
11,
S1
6'-0'
S1
1'-11.
77140-11
6'-11'
31
7'-Y
31
4'-11'-4fi
6'-3'
4fi
4'-9'
11'S1140-216'-11'
31
7'-Y
37
4'-11'
4fi
fi'-1'
4fi
6'-3'
4fi
4-T
-T
591-1089150
6
6$'
3fi
6'-9'
36
4'-9'
S2
5'-19'
52
5'-11'
52
4'4-
4-
fill
5'$'
fill
1'-9'
102
Note: Total roof panel width = roan width +wall width +overhang. *Design or applied load based on the affective area of the panel
Tabie.7AP Allowable Spans and Design / Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
44112-i 1Y.x 0.024' 2 or 5 Rib Riser Panels Aluminum Alloy 3105 H-14 or H-25
Wind_
Open Structures
' no-SlopedMoRoof
Screen Rooms.
8 Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
�.l&2
annoad•
3 -
s annoad•
4
s annoad•
182
s annoad•
3
sp,annoad'
4
s annoad•
182
spa oado
3
s annoad•
4
s annoad•
AN
Roofs
�100 -
15=9'
25
T-1'
25
T-Y
16
S-T
26
6-71'
26
T-1'
26
5'4'
30
6'-T
30
6'-9' -
30
7-2'
45
110.1
-&-X
20
T$'
20
T-10'
17
S$'
28 1
6--9'
1281
11-
28
1 5.1'
136
1 6'-3-
36
1 6'4'
136
7-1'
55
'120'
.3';11"
23
T-3'
23
TS
23
S-7
33
6'S'
33
S-T
33
4'-9'
43
5'-11'
43
5'-i t'
43
T-11'
65
123.
3_,g
24
T-2'
24
T4'
24
5-1'
35
4
6''
35
6'S'
35
4'$'
45
S-9'
45
5'-11'
45
1'-11'
69
,130 .
.6-7'
27
6-70'
27
6'-11'
27
4'-11'
39
S-7"
39
S-2
39
4'$'
S1
5'-T
51
5'$'
S1
T-10"
77
140d:
5:4'
31
6'-T
31
6'-8'
31
4'$'
4fi
5'-9'
4fi
5'-10'
46
4'-6'
51
1 5'-T
51
5'$'
51
1'-9'
89
440.2
Sst'
31
6'-7'
31
6S
31
4'$'
4fi
5'-9'
46
5'-10'
4fi
4'-3'
S9
5'3'
59
T-5'
59
1'-9'
89
150
:S-Y'
36
6-3'
3fi
S-0'
3fi
4'$'
S2
S$'
S2
5'$'
S2
4'-1'
fiB
5'-1"
fill
5'-2'
fibI
V-8-
102
Wind
Open Structures
MonoSio ed Roof
Semen Rooms
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
ev
Cantiler
Zone
MPH
182
s annoad•
3
s annoad•
4
s annoad•
1&2
s annoad•
3
s annoad•
4
s annoad•'
182
s annoad•
3
s annoad•
4
s annoad•
All
Roofs
25
7'-T
25
TA'
16
6'-1'
26
7'$'
26
T$'
26
5'-9'
30
T-2'
30
T-3'
30
Z-51
45
20
8'3'
17
8'-5'
17
5'-11"
28
T-4
28
TS'
28
S-5'
3fi
6-9'
36
6'-10'
36
73'
S5
23
T-10'
20
8'-0'
20
S-7•
33
&-it-
33
T-1'
33
S-2'
43
64
43
6$
43
2'-1
24
T-T
21
7'-10'
21
0
35
5-10'
35
5-11'
35
S-O'
45
63'
45
6'4-
45
7-1•
69'
X1223
27
TS'
23
T-7'
23
5'4'
39
6'-T
39
6$"
39
4'-10'
51
5'-11-
S1
6-1•
51
1'- 1'
7
31
T-1'31
T3'
3
5'-0'
46
6'-2'
4fi
6'4-
46
4'-10'
51
5'-11'
S1
6'-T
5
1'-1T
8
31
7'-1
31
7'3
31
5'-0'
4fi
6'-2'
4fi
6'4'
4fi
4-T
59
5-S'
59
5-10
S9
1-11'
89
3fi
6'-9'
3fi
6-10'
3fi
4-10'
52
5-11'
S2
6-1
52
4S'
fill
5'-5'
fill
5'-7'
fill
1-10"
102
Wind
Open Structures
MonoSlo ed Roof
&
Screen Rooms
Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MP
182
s annoad•
3
s
4
s annoad•
2
18Moad•
s annoad•
3
Spann ado
4
s annoad•
182
s annoad'
3
s annoad'
4
s annoad•
All
Roofs
100
-2'
125
10'4'
16
10'-7'
16
T-1'
26
8-9'
26
8'-1V
26
6'-9'
45
110
7-10"
20
9'
17
Ill's'
17
6'-11'
28
8S-
28
8-9-
28
1-1.
36
T-10'
36
6'-0
36
7-7'
55
120
-5f27
T-Y
-0
2
-7'
33
8'-l'
33
8'3'
33
5- 11
43
TS
T-T
43
-5
65
123
T3'
9'-0'
21
9'-2•
21
6-5'
35
T-11'
35
8'-1'
35
5-11'
45
7'3'
45
T$'
45
7S'
69
130
6-11
8'$'
23
8'-10'
23
6-2'
39
7'$'
39
T-10'
39
S$-
51
6-11'
S1
T-2.
51
2'4'
77
140.1
6'-8'
83'
27
8'S'
27
S-10'
46
T-Y46
T-5'
4fi
S$''''51
7-3'
89140.2
T-W
8'3'
27
8'S'
27
S-10'
46
T-Y
46
T-5'
4fi
5'•5'
S9
6$'
S9
6'-10'
S9
7-3'
89
150
64'
3fi
7'-10'
32
8'-0-
32
5'-T
52
6'-11'
52
T-1'
52
5'-Y
fill
64'
fill
6S'
fill
2'-1'
1C2
Note: Total roof panel width =room width +wall width + overhang. 'Design or applied load based on the enecave area of the panel.
Table 7.1.3 Allowable Spans and Design / Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various,Loads
Wind
]r Open,,Stnxtdms "w.
/"-Mrinn.Sla "Roth
BAnached
Screen Rooms
Covers
Glass B Modular Rooms
Enclosed Rooms
Overhang
Cantilever
Zone
MPH
1&2
s aniload•
3
s ed•
Moa
t
�airAba'
1&2
Spann] ad-
3
s anlload•
4
s annoad•
182
s annoad•
3
s annoad•
4
s annoad'
All
Roofs
100
12'-2'
16
16'-1'
13
16-5'
13
10'-9'
23
13'-3' 23
13'$' 23
9--10' 30
t7-7'
27
77-10'
27
4'-0'
45
110
11••11-
17
16-10'
14
15-1'
14
70'-5'
25
12'-IT 25
73'-7 25
9'-3' 36
11'-10'
32
1-7-1'
32
_3'-9'
S5
120
111
20
13'-10'
20
15'-1'
77
9'-6'
33
77-1' :ill
12'-0' 30.
8'-8' 43
11'-1'
39
11'-0'
39
123
ll'-0'
21
IS-7-
21
3'- 7'
1 7
21
9'-0'
35
17'-11" 32
12'-2'
32
'-- 45
3'S..
10'-11'
t�
47
, 11'-Y
47
3'S'
fi9
130_
_10'$'
23
13•-2'
23
13'-5_
23
B'-11'
39
1V-6' 35
11'-9'
35
8'-3' 51
10'-T
45
tn•.7p-
q5
3'-4'
77
14D4 .
-9-9'
31
17-7'
27
8'-Y S1
10'-T
45
140-2
9-9'
31
12'-T
27
17-10'
27
8'$'
4fi
11'-0' 40
it'-3'
40
7'-70' I 59
I 9'-tr
159
150
93'
3fi
11--11-
32
17-2'
32
8'-2'-
52
10'S' 4fi
10'-9'
4fi
T-6' 168
1 9'-3'
fill
9'-5'
158
1 3'-1'
1102
Wind
Open Structures
no-SlopedMoRoof
&
Screen Rooms
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
1&2
s Moad•
3
s aniload•
4
s annoad'
1&2
s annoad•
3
Spent oad•
4
s annoad•
1&2
s annoad'
3
s annoad'
4
s annoad•
AMMPH
Roofs
100
13'-Y
76
1T-5'
13
17'-9'
13
11'-T
23j1325
3
15'-3'
20
10'-11'
27
13'-7'
27
13'-10'
27
4'-0-
45
110
12'-11'
17
1T-1'
14
17'-5'
14
11'-3'
25
5
15'-7'
21
10'4'
32
17-10'
32
13'-1'
32
4'-0'
55
120
17-1'
20
15'-11'
17
16'4'
17
10-T
3001F4
30
9'-5'
43
11 -11-
39
12'J'
39
3'-10'
123
11 -11'
21
15'$'
17
16'-0'
17
10'S'
32
32
13'-2'
32
9'-3'
45
11-10'
41
12'-7'
41
4'-0'
fi9
130
11 $"
23
15'.1'
20
15'-5'
20
9'$'
3935
12'$'
35
8-11
51
11'-5
45
11'-8'
45
3'$'
77
140-1
10'-1T
27
13-T
27
13'-10'
27
9-Y
46
40
12-2'
40
8'-11'
51
11'-5
45
11'$'
45
3'$'
89140-2
10-11'
27
13'-T
2713'-10'
27
9-2'
46
40
40
8'-5'
S9
10'-10'
S3
11'-T
53
T-W
89150
10'-32
12'-11"
3213'-2'
32
8'-70'
52fi
11'-T
4fi
S'-1'
fill
10'-Y
fill
10'-7
fill
3'4-
1 22
Wind
Open Structures
MonoSlo ed Roof
Screen Roams
&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 annoad•
4
s annoad•
182
s annoad'
3
s Moad•
4
s annoad'
All
Roofs
100
16$"
13
20'4'
13
20.9'
13
13'$'
23
1T$•
20
1T-70'
20
12'-10'
127
1 16'-9'
123
17'-1'
23
4'-0'
45
110
16'-2'
14
19'-11'
14
20'4'
14
13'-2'
25
7T.9'
21
17'-T
21
12'-1'
32
1S-10'
27
16'-Y
27
4'-0'
55
120
15'-1'
19'-0'
17
12'-S
30
16'-3'
25
16'-T
25
11'-0'
39
14'-0'
39
15'J'
32
4'-0'
65
123
13'-11'
21
16'4'
17
18'-8'
17
17-2'
32
16-11'
26
16'4'
26
11'-2'
41
13'-10'
41
14'.1'
41
4'-0'
69
130
13'S'
23
7T$'
20
1B'-0'
20
11'-9'
35
15'-6
29
15'-9'
29
10'-10'
45
13'-
45
1S-W
45
4'-0'
77
140-1
12'-10'
27
16'-10'
23
1T-2'
23
11'-3'
40
13'-11'
40
14'-7
40
10'-10'
45
13'4'
45
13'$'
45
4'-0'
89
740-2
1T-10'
27
76'-10"
23
17'-Y
23
11'-0'
40
1&-11-
40
14'-2.
59
150
12'-Y
32
16'-2'
26
16'$'
26
10'-
4fi
13'•3'
4fi
13'$'
fill
17-Y
fill
17.5'
fill
4'-0'
1D2
Note: iota] =1 panel moth = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel
Table 7.1.4 Allowable Spans and Design / Applied Loads• (#/SF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Struetures
no-SlopedMoRoof
&
Screen Rooms
Attached Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Cantilever
Zone
- 182W
s annoad•oad•
s annod'
4MPH
s annoad•
s oad•
s annoad•
s .Moad•
s annoad•
s annoad•
Roofs
10D
173'
1613
76'-T
110
12-1'
17
14
16'-r
14
10'$'
25
12'-11'120
it'3'
20
20
15'-3'
17
9'-7'
30
17-0'
25
12'$'
25
6'-9'
39
17'-7
39
11'-5'
39
3'-T
65
123
17'-1'
2121
14'-0'
32
17-0'
26
17.?'
26
8'-7'
41�10'41
11'3'
47
3'$'
fi9
730
10'A'
2323
13'-T
23
9'-t'
35
11'-7'
29
11'-10'
29
8'-0'
4545
10'-11'
45
TS'
771404
10'-3'
2727
17-11'
27
6'-T
40
11'-t'
40
11'4'
40
8'-0'
4545
70'-1T
45
3'.R'
89140.2
10'3'
2727
12'-11'
27
8'-7'
40
11' V
40
11'4'
40
7'-11'
S3'4'
S3
3'-3'
89150
9'4'
3fi32
17-3'
32
8'J'
4fi
10'-7'
4fi
10'-10'
4fi
T-6'
fillfill
9'$'
fill
3'-1'
702
Wind
Open
MonoSlo
Structures
ed Roof
8
Screen Rooms
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
Spann ad-
3
s annoad•
4
s annoad•
1&2
s annoad•
3
s annoad•
4
s eMoad•
182
Spann oad•
3
s Moad•
4
s annoad•
All
Roofs
100
13'3"
13
1T-7'
13
1T-11'
13
1T$'
23
ISA'
20
15-5'
20
11'-1'
27
13'-8'
23
13'-11'
23
4'-0'
45
110
13'-0'
14
1T3'
14
1T-T
14
174'
25
14'-0'
21
1&-Y
21
10'S'
32
IT-11'
27
13'-Y
27
4'-0'
S5
120
12'-Y
17
i6'-1'
17
16'S'
17
70'$'
30
73'-2'
25
13'S
25
9'S
39
17-1'
32
174'
32
3'-11'
65
123
12'-0'
17
15'-10'
17
16'-Y
17
10'-6'
32
12- T
26
133'
26
9'-4'
41
1- i'
34
12'-2
34
4'-0'
69
130
11'$'
20
15'3'
20
1&-T
20
9'-9-
35
17$'
29
29
8'-17'
45
11'-6'
45
11'-9'
38
T-B"
77
140-1
11'-1'
27
13$'
23
IT -it'
23
9'-3'
40
11'-1T
34
173'
34
B'-01'
45
11'-6'
45
11'-9'
38
3'$'
89
140-2
11-1'
27
13$'
23
13-11'
23
9-3'
40
11-11
34
123'
34
8$'
S3
1 -
53
11-Y
53
3'
89
150
10-6'
32
1 -11
26
13'3
26
8-11'
4fi
17S'
4fi
11'-8'
39
8'-7
fill
70'S'
fill
10'$'
fill
34-
102
Wind
Open Structures
Mono -Sloped ed Roof
&
Screen Rooms
Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
s eMoad•
3
s eMoad'
4
. s eMoad•
182
s eMoad•
3
s eMoad•
4
s ennead-
182
s eMoad•
3
s eMoad'
4
s eMoad•
All
Roofs
100
16'-T
1313
20'-11'
13
13'
20
1T$'
20
18'-0'
20
17-11'
23
16-10"
23
17'-2'
23
4-0'
45
110
16'4'
14
-Y
14
2 -T
14
133'
21
17S'
21
17'-9'
21
jZ-T
27
1&- 1"
27
16'4
27
4'-0'
55
120
1W-r
17
18-1
17
19-3
17
-6'
16'S
25
16-
25
it-5
39
15'-1
32
15-5
32
4'-0
65
123.
14'-0'
17
1&-6'
17
18'-11'
17
17-3-
26
76'-Y
26
16'$'
26
11-3'
41
73'-11'
34
15'-Y
34
4'-0'
fi9
130
13'-T
20
1T-10'
20
16'-2'
2D
17'-10'
29
15'-1
29
15'-11'
29
10'-71'
45
13'-6•
38
13'-9'
38
4'-0'
.77
140.1
1Z It'
23
16'-11'
23
17'4'
23
11'4'
40
14'-0'
34
15'-1'
34
10'-i t'
45
13'S'
38
73'-9'
38
4'-0'
89
140-2
12'-11'
23
16'-11'
23
1T4'
23
11'4'
40
14'-0'
34
15'-1'
34
10'4'
S3
12'-9'
44
13'-0'
44
4'-0'
89
150
773'
26
164'
26
76'-T
26
10'-10'
4fi
13'S'
39
13'$'
39
9'S'
fill
173'
S1
12'S
51
4'-0'
1.2
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel
Table 7.1.5 Allowable Spans and Design / Applied Loads* (#/SF)
for Industry Standard Cleated Panels for Various Loads
Wind
Open Structures
MenoSlo dRoof
Screen Rooms
BAnached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
no
MPH
1&2
s annoad•
3
s annoad•
4
s annoad•
182
s annoad'
3
s annoad'
4
s annoad•
182
s annad o•
3
annoad'
spa
4
s annoad'
All
Rook
100
T-T ,
16
10'-11'
16
11'-1'
1fi
T$'
23
9'3'
23
T-5'
23
T-t'
30
8'-10'
27
8--7T
27
7-11-
45
110
8'-3'
17
10'-9'
17
10'-11'
17
7'•3'
28
g-0'
25
9'-Y
25
6$'
36
8'-3'
32
B'-5'
32
7-9'
55
120
T-10'
20
9'-W
20
9'-11'
20
6'-11'
r33
6$' -
30
8'$'
30
6'4'
43
T-10-
39
T-11-
39
Z-T
65
123
7'$'
21
9'-0'
21
9'$'
21
6'-9'
35
e'4'
32
8'S'
32
6'-2'
45
T$'
41
T-10'
41
7-T
69
130
7'4'
T3
9'-1'
23
9'<'
23
6'-6'
39
8--t'
35
W
35
5'-11'
S1
T-6'
51
7'$'
45
2'S'
77
140-1
T-1'
31
6',9'
27
8'-11'
27
6'-7
46
T$'
40
T-1.
40
5'-11'
51
7'4'
51
TS'
45
FT
89
140.2
7'-1'
31
B'-9'
27
8'-11'
27
6'•Y
4fi
T$'
40
T-9'
40
5'$'
S9
T-0'
S9
7'-2'
S9
7.4'
89
150
6'$'
3fi
33'
32
IT S1
32
S-11-
52
T-4'
S2
T$'
46
5'-5'
fiB
6'$'
fill
6'-10'
fill
2'3'
102
Note: Total mot panel width = room width +wall width+ overhang. *Design or applied lead based on the affective area of the panel
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#ISF)
V x 48' x 0.024' Panels Aluminum Alloy 3105 H-14 or H-251.0 EPS Core DenslN Foam
Open Structures Screen Rooms Glass 8 Modular Rooms Overhar
wind MonoSloped Reof 8 Attached Covers EMoos d C 01
ZoneI 182 -1 3_ -_1 4 1 182 1 3 1 d 1 182 1 3 1 4 All
Wind Mono -Sloped Roof I &Attached Corers I Enclosed CanUl
Zonal 182 ( 3 4 182 3 4 182 3 4 if
Wind
Open Structures
M no-Slooed Roof
Screen Rooms
&Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s eMoad•
1&2
s eMoad•
3
s annoad•
4
s eMoad•
182
s annoad•
3
s eMoad•
4
s Moad•
All
Roofs
10D
17'-9'
13
19'-10'
13
19'-Y
13
14'-2'
23
15'-10'
20
15'_1'
120
13'-2'
1271
14'-9'
1271
14'3-
27
4' 0-
45
110
17"3'
14
19'-3'
14
16'-7•
14
13'-10'
25
IS-S'
21
14'-11'
25
11'-Y
32
13'-7'
32
13'-Y
32
4'-D.
55
120
15'-7"
17
1TS'
17
16-10'
17
12'$"
30
14'-2'
30
13'$'
30
10'-Y
43
17$'
39
10'-11'
39
4'-0'
65
123
15'-2'
17
15-11'
17
16-5'
17
174'
32
13'-10'
32
13'-0'
32
9'-11'
45
11'-1'
41
1"-
41
4'-0'
69
130
1V4'
23
16'-0'
20
16$'
20
1V-W
35
13'-2'
35
17$'
35
9S'
S1
Ill's'
45
10'-r
51
3'-11'
77
140-1
13'4'
27
14'-11•
27
!N-Y
27
1V-W
4fi
11'-7
40
10-10'
40
9'-5'
S1
10'$'
45
10'-Y
51
314'
89
140-2
13'4'
27
14'-11'
27
14'-5'
27
10'-U'
4fi
11'-2'
40
10'-10'
40
6$'
59
9'-9'
59
9'S
59
314"
89
150
17S'
32
14'4Y
32
13'-6'
32
9'4•
52
10'-5_
4fi
10'-1'
S2
B'-Y
fill
9'-2*
66
8'-10"
68
3'-2'
102
Wind
Open Structures
MonoSlo d Roof
Screen Rooms
& Attached Covers
Glass &Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
182
s Moad•
3
s aMoatl•
4
s eMoad•
182
s eMoad•
3
s eMoad•
4
s eMoad•
182
s eMoad•
3
s eMoad•
4
s Moad•
All
Root
100
20-Y 13
-10'
13
27-1'
13
16'4'
20
183' 20
17$' 20
153- 23
1T-0' 23
16'-5' 23
T
45
0
19'-11
14
273
1
21-V
14
15-11
21
1T-10'
21
1r-r
21
IZ-11'
32
1 -9'
27
15-Y
27
4'-0'
S5
20
1 -11'
17
20-1'
17
1 S'
17
134
30
164'
25
15'-9-
25
1 $
39
$"
39
4-0-.
65
123
17$
7
1 -7-
17
1B-11
17
13
32
15-11"
26
15'S
26
11.5
4
74
41
4'-0
fi9130
16'S'
20
Is
2
-1012'4'
35
15'-Y
29
14'
35
10-11'
451'-9'
q'-0'
77140.115
S'
23
1T3'23
1 $
23
1 T-T
40
1 -1 T
40
12'S
40
10-11'
45
M12'1Z:4
•
454
89140-2
15'S'
23
7T3'
23
1S$'
23
11'-T
4017-1t'01'$'
40
9'S-
59'-10"53
4'-0'-
B9150
13'-0'
32
16'-Y
26
1S-T
26
10'-9'
4fi
12'-0'
4fi
11'$'
4fi
B'-10'
fiB9'-T
fiB
3'-T
102
r. r oar rwr paner w-1-roam-in . wan wmm * wemang. -ueslgn or applied load based on the effective area of the panel
J C
C
Z W p c
2 0 p C
Ic
Z O J E
CI F
C9oU)W t
tnZ0- W
u
Z = Q < c
U)<C00 }F E
Z W
�W•JZ
Q £
H W Q a
CL
LLLL _ U) re,LIJ i
W It
U)0QQ a c
Z U O L
2� Q
C
C
J Q
Q 5
CO
It U`3
CO �
� 2 N
M n1
Z
LL WC�
k
Z m # E
W
2 m o
(L. LL C1
w
J O n
o m
N cc
O
lL
a ti
C
U to
a) :3 o
i
m ~ N d
L
m
W 47 O
J m
L)
U #'
C9
C U d
?
,
Lu
a
m
LU ,
Co F,
_Z
O
Z
W
r_
LL
v, /
z
w
SEAL
w
a
U
SHEET
=
w
ca
10F
z
co
to
12
08-12-2010
OF
0
MANUFACTURERS PROPRIETARY PRODUCTS
ao SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H44 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561-
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" = V-0"
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
-- Al.,-- en.... 41AS u_1A ... u_oS 1 n Fos Pn n^ ;io rn
Wind
Open Structures
Man oSloped Roof
Screen Rooms
& Attached Covers
Glass &Modular Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad'
3
s anfload•
4
s annoad•
1&2
s nil
3
s anfload'
4
s anlload•
1&2
s anlload•
3
spa
4
' s anfload'
Cantilever
100
18'-10'
113
21'-1'
13
20'-5"
13
15'-1'
20
16'-10'
20
- 16'-3'
20
12'-11'
27
15'-8'
23
15'-2"
23
4'-0'
45
110
18'-4"
14
20'-6'
14
19'-10"
14
1T-6'
25
16'-5'
21
15'-11'
21
11'-11.
32
13'-4'
32
12-10"
32
4'-0'
55
120
16'-7"
17
1.V-T
17
1T-11'
17
12'-4'
30
15'-1"
25
13'-3'
30
10'-9°
39
12'-1°
39
123
16'-2"
17
1 &-1'
17
17'-5"
17
12'-0'
32
13'-5'
32
12'-11"
32
10'-T
41
11'-10"
41
11'-5'
41
4'-0"
69
130
15'-3'
20
17'-1"
20
16'-6'
20
11'-5'
35
12'-9'
35
12'-4'
35
9'-5"
51
11'-3'
45
10'-10'
45
.3'-10'
77
140-1
17-11-
27
15'-11-
23
15'-4-
23
10'-8'
40
11'-11'
40
11'-6-
40
9'-5'
51
11'-3°
45
10'-10'
45
3'-T
89
140-2
1Z-11"
27
16-11"
23
15'-4"
23
10'-8'
40
11'-11'
40
11--6-
40
8'-9"
59
10'-4'
S3
9'-6"
59
T-T
89
150
12'-0"
32
13'-5°
32
12'-11"
32
9'-4'
S2
11'-1'
46
10'-9"
46
8%;
68
9'-2"
68
8'-10-
68
3'4"
102
Wind
ed Roof
Open Structures Mono -Sloped
Screen Rooms 8 Attached
Covers
Glass 8 Modular
Rooms Enclosed
Overhang
Zone
MPH
1&Z
s annoad•
3-
s Nload•
4
s anlload•
1&2
s anlload•
3
s annoad'
4
s annoad•
1&2
s annoad'
3
span/1 oad'
4
s anfload•
Cantilever
'
100
22'-2'
13
24'-9'
13
23'-11'
13
1T-8-
20
19'-9'
20
19'-1°
20
16'-6'
23
18'-5-
23
IT-10'
23
4'-0"
45
. 110
21'-6'
14
23'-3'
14
17'-3'
21
19'-3'
21
18'-8"
21
15'-3'
27
17'-0'
27
16'-5'
27
4'-0"
.55
121
19'-fi°
17
21'-0"
17
15'-10-
25
17'-8'
25
17'-1"
25
12'-8-
39
15'-7-
32
15'-1"
324'-0'
65
123
18'-11"
17
20'-6°
17
15'-5'
26
1T-3'
26
16'-8'
26
12'-5'
41
15'-2'
34
13'-0'
41
4'-0'
69
130
1T-11"
V1424
20
19'-4-
20
1T-4-
35
16'-5'
29
15'-10'
29
11'-9"
45
13'"4'-0'
77
140-1
16'-8"
23
18'-0"
23
12'-6'
40
16-2'
34
13'-6'
40
11'-9'
"45
13'-2'
45
12'-9'
45
4'-0'
89
140.2
16'-B"
23
18'-0-
23
" 12'-6'
4o
1S-2"
34
13'-6'
40
70'-10'
S3
12'-2'
S3
11'-9'
S3
4'-0'
89
150
15'-8'
26
16'-11"
26-11'
102
Wind
Open Structures Mono. loped Roof
I Screen Rooms
& Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
Zone
MPH
1&2
s annoad•
3
s anfload'
4
s anfload'
1&2
s annoad•
3
' s annoad'
4
s annoad•
1&2
. s annoad•
3
s annoad•
4
s anfload•
Cantilever
100
20'-8'
113
23'-2'
_13
22'-4-
.13
1 16'-6"
201
18'-6'
120
17'-10-
20
1 15'-5'
123
1 17'-3"
23
16'-8'
123
N-0-
45
110
20'-1'
14
22'-6'
14
21'-9'
14
16'-2'
21
18'-0"
21
17'-5'
21
13'-1"
"32
15'-11"
27
15'-4'
27
4'-0'
55
120
18'-2"
17
20'-0"
17
19'-8"
17
-13'-6-
301
16'-6-
25
15'-11"
25
11'-10-
39
13'-3'
-39
12'-9"
39
4'-0"
65
123
17'-9'
17
19'-10'
17
19'-2'
17
13'-2'
32
16'-2'
26
15'-7-
26
11'-7-
41
1Z-11"
41
12'-6'
130
16'-9'
20
18'-9'
20
18'-7'
20
12'-6'
35
15'-0'
29
13'-6"
35
11'-0'
45
12;-4
45
11'-11'
45
4'-0'
77
140-1
15'-7'
23
1T-5°23
i6'-10'
23
11'-8'
40
13'-1'
40
12'-8'
40
11'-0'
45
12'-0'
45
11'-11'
45
3'-11'
89
140.2
15'-T
23
1T-5'
23
16'-10'
23
11'-8'
40
17-1'
40
12'-8°
40
9W'
59
11'-4"
53
10'-11-
53
T-11"
89
• 150
13'•2'
32
16'-0'
26
15'-10'
26
10'-11'
46
17-2'
46
11'-9'
46
8'-11'
68
10'-8"
60
10'-0'
60
3'-8'
102
Wind
Open Structures
Mon o-Sloped Roof
Screen Rooms 8 Attached
Covers
Glass 8 Modular Rooms Enclosed
Overhang
Zone
MPH
1&2
s anlload'
3
s anfload•
4
s anlload•
s anlload•oad•
1&2P7�
4
s annoad•
1&2
s annoad•
3
s anlload•
4
s anfload•
Cantilever
100
23'-10'
13
26'-8'
13
25'-9'
13
19'-1'
2020
20'-7-
20
17'-9'
23
19'-10"
23
19'-2'
23
4'-0'
45
110
23'-Y
14
.25'-11'
14
25-1'
14
18'-7"
2121
20'-1'
21
16'-5'
27
18'-4"
27
17'-9"
27
4'-0'
S5
- 120
.20'-11"
17
23'S'
17
22'-B"
17
1T-0'
25
25
18'-5'
25
15'-1"
32
16'-10"
32
16'-3'
32
4'-0'
65
123
20'-5"
17
2Z-10'
17
22'-1'
17
16'-8'
26
26
1T-11'
26
13'-4"
41
16'-5"
"34
15'-10'
34
4'-0-
69
130
W-4-
20
21'•7'
26
20'-10'
20
15'-10-
29
29
1T-1"
29
1Z-8"
45
15'-5'
38
13'-9'
45
.4'-0'
77
140-1
1T-11"
23
20'-1'
23
19'-5'
23
13'-6'
40
34
15'-9'
34
12'-8'
45
15'-5"
38
13'-9"
45
4'-0'
89
140.2
17'-11'
23
20'-1'
23
19'-5"
23
13'-6"
40
34
15'-9-
34
11'-8-
53
13'-1150
10-10'
26
18'-lir
26
18'-3'
26
12'-7'
46
39
- 13'•7'
46
10'-11'
.60
12'-4'
60
11'-11'
60
4'-0"
102
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & L/180
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
a ea^. n me^ a^..vi^ eu.... ]1nS H_4A n H_9S 9 n PoS r— n... :r.. c
Wind
O en Structures
MonoSlo ed Roof
Screen Rooms & Attached
Covers
Glass 8 Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s anfload•
3
s annoad•
4
span/load'
182
s anfload•
3
s annoad'
4
s anlload•
1&2
s anlload•
3
' s annoad•
4
s annoad•
Cantilever
100
20'-B'
13
23'-1'
13
22'-0'
13
16'-6'
20
18'-5'
20
17'-10'
20
15'-5'
23
17'-2"
23
16'-T
23
4'-0'
45
110
20'-1"
14
22'-5-
14
1 21'-8'
114
16'-1"
21
18'-0'
21
17'-5'
21
13'-7"
32
15'-11"
27
15'-0'
27
4'-0'
S5
120
18'-2'
17
20'-4"
17
19'-8"
17
13'-6'
30
16'-6'
25
15'-11"
25
11'-10'
39
13'-3-
39
1Z-9'
39
4'-0'
65
123
1T-8'
17
19'-9'
17
19'-1'
17
13'-2'
32
16'-1"
26
15'_7'
26
11'-T
41
1Z-11'
41
IZ-6'
41
4'-0'
69
130
16'-9'
20
18'-8'
20
18'-1'
20
12'-6'
35
15'-0'
29
13'-6'
35
11'-0"
45
12'-0'
45
11'-11'
45
4'-0'
77
140-1
16-7'
23
IT-5'
23
16'-10'
23
11'-8-
40
13..1.
40
12'-7'
40
11'-0"
45
12'-4'
45
'71'_11'
45
3'-11"
89
140-2
15'-7'
23
1T-5-
23
16'-10"
23
11'-8'
40
13'-1"
40
12'-7.
40
9'-7"
59
9 11'-4'
53
10'-11'
S3
3'-11'
89
150
13'-2'
32
16'-4-
26
15'-9'
26
10'-11"
46
.12'_2'
46
11'-9'
46
8'
68
60
10-4'
60
3'-8-
102
Wind
O en Structures
MonoSlo ed Roof
Screen Rooms &Attached Covers
Glass &Modular
Rooms Enclosed
Overhang
Zone
MPH
182
s annoad•
3
s annoad•
4
s anfload•
1&2
s anfload•
3
s annoad'
4
s anlload•
1&2
s anfload•
3
s annoad•
4
s anlload•
Cantilever
100
24'-3°
113
2T-1'-
13
26'-2'
13
19'-4"
20
21'-8'
20
20'-11'
20
18'-1'
123
20'-2-
123
1 19'-6-
23
4'-0'
45
110
23'-7'
14
26'-4"
14
25'-6'
14
1&-11-
21
21'-2"
21
20'-5'
21
16'-8'
27
18'-B'
27
18'-0'
27
4'-0'
55
120
21'-4"
17
23'-10'
17
2T-0'
17
1TA"
25
19'-4C
25
15'-0"
32
17'-1'
32
16'-6'
32
4'-0-
65
123
20'-9`
17
23'-3'
17
22'-5"
17
16'-11'
26
18'-126
- 13'-T
41
16'-B'
34
16'-1'
34
4'-0'
69
130
19'-7'
20
21'-11'
20
21'-2'
20
16'-1'
29
.17'-129
12'-11'
45
15'-B'
38
15'-2'
38
4'-0'
77
18'-3'
23
20'-5'
.23
19'-9"
23
13'-8'
40
16'-734
12'-11'
45
15'-8'
38
15'-2'
38
4'-0'
89
1402.
18'-3'
23
20'-5"
23
19'-9'
.23
13'-B'
40
16W34
11'-11'
53
134'-0'
89
15017'-2'
26
19'-2-
1B'-6'
26
12'-9'
46
15'-6
39
13-10
46
11'-2'
60
12'-6'
60
17-1'
S1
4'-0'
102
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel
d N
O
3
zLL
O
y
Q
7
N
v
0
vi
w
�0 7
z Q
Co
�g
Ca
ow
o
a�
o0
o:
au
za
�o
o�
oa
J
O
w
Lj
Q
> U
N
.,--O
ZU o
O
� 0 U) (Y
Z
w
F0Z_0
W W
w
0 Z = W
Q U) Q
L
IiL
N
W
U)LL
o
� W �_ O
~ W H O
�
o
Cl
_
°d
0
i- Z —I
Z
W.Q
�
m
W
O0
Q
LL
Q
o
N
Nt
U)
CD
CID n
� 2 N
J Uj cNi
Z
Z
LL W u-
I-
? m # E
W O c m o
W
a- W LL
o-
¢ 1 v m
p
a
LL
ci
o o
Q
m M a
L
W
111 x0 v
co
O
J m
U > O '
O
C V d o
�
�
W
n
5 m
C7
'
14
tl-
IWJF��
U SHEET
.J
W
W
T 10G
a
08-12-2010 OF 12
0
N
rn
a.
n
O
C9
O
Z
Wto
w
Z
0
Z
W
W
Z
Z
W
ca
O`,
MANUFACTURERS PROPRIETARY PRODUCTS
b
ao
SET WITH DEGASEL 2000 OR EQUAL
0.
CHAULK AND OR ADHESIVE
�=
ON TOPAND BOTTOM LOCK GROOVE
o
o <
w
e-
am
y
3 E
w
G
�
to
4?
0
o¢
48"
O S
u.
Q ui
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR a.030"
Z Q
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
o C3
ELITE STATEWIDE APPROVAL # FL 5500
& FL 7561
Note:
= 5
ELITE ALUMINUM CORPORATION
Below spans are based on test results from a
Z
ELITE PANEL
Florida
approved test lab & analyzed
by
J
g
SCALE: 2" = 1'-0"
Lawrence
E. Bennett & U180
U
c
W
Z W
o
ti
p �
Z
Z U
o
Z
W
m
Table
7.2.3 Elite Aluminum Corporation
Roof Panels Allowable Spans and Design I Applied Loads• (#/SF}
Table
7.2.4
Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#/SF)
fn Z Q a
W
Manufacturers' Proprietary
Products: Statewide Product Approval #FL 5500 8 FL 7561
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 8 FL 7561
t1J .5 W J
W
w
.0
6" x 48" x 0.024" Panels Aluminum Alloy 3105 H-14 or H-261.0 EPS Core
DensitWv Foam
6" x 48" x 0.024" Panels Aluminum Alloy 3105 H-14 or H-25 2.0 EPS Core DensityFoam
0 = Ll1
d
Z
Wind
Open Structures MonoSlo -Sloped Roof
Screen R ooms 8 Attached Covers
Enclosed
Glass 8 Modular Room44cantilever
U) Z
U)
0
0
�IJJJ
p
W p
W
z
0 Cl
O
v)
_J
to 0 Q
c
w
6" x 48" x 0.030" Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core DensityFoam
6" x 48" x 0.030" Panels Aluminum Alloy3105 H-14 or H-25 2.0 EPS Cote Densi Foam
LLJ W
J
d
m
W
LLI
PH)
Z Q(--� I. -
K
Wi
1- II
t-
0
Q
w
LL
F
Q
N
O
_H
8" x 48" x 0.024" Panels Aluminum Alloy3105 H-14 or H-251.0 EPS Core DensityFoam
8" x 48" x 0.024" Panels Aluminum Alloy3105 H-14 or H-252.0 EPS Core DensityFoam
tp
d N
F
Q
n
d
n
�# Z m
WLL`�
O
z
tL W
W
J
Nk.-.,�' �
t'
w
a
a W 0
-
ei
Z
B° x 48" x 0.030" Panels Aluminum Alloy3105 H-14 or H-251.0 EPS Core Density Foam
8" x 48" x 0.030" Panels Aluminum Alloy3105 H-14 or H-252.0 EPS Core Dan—of si
o
o n
c :3
ro
w
rc
U
N J o
p
Q
m rn
`333
d
O
l-
N m
Of
W
"
W O
t
W
m
"d
`t 00
O
F
U 5 o
m
ro
V a o
Z
O
K
L L
m
H
Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel
Note: Total roof panel width = room width +-wall width + overhang. •Design or applied load based on the affective area of the panel
W
S
N F
F-
Z
J
_z
0
W
o
o
of
N
O
W
w
a
0
C
�
t,
GO
z
z
W
SHEET
w
i
J
Z
W
W
1
10H
a
m
12
08-12-2010
OF
C
Overhang
Zone
182
3
4
san8oad'
182
san8oad•saNload'saMoadsaMoad•saMoad•
3
4
182
3
d•100
CantileverMPHsaMoadsaMad•
25'-9"
1328'-9'127'-10'1320'-7'2022'-11'2027-2'
20
19'-2221'-5'
2323'4'-0'511025'-0'
1427'-11'1427'-0'
1420'-1'�2122'-5'21
21'-8'2117'-8"2719'-927274'-0'S572022'-7"1725'-0'1724'-5'1718'-5'
25
20'-7°2519'-10"
25
16'-3'
3218'-2°32324'-0'6512322'-0'1724'-8'723'-10'71T-N'2620'-1'2619'-5°2615'-10"341T-8'3434
4'-0'6913020'-10'2023'-3'2022'-6"201T-1'2919'-1'2918'-5"2913'-8"456'-8'38384'-0'140-119'-0"2321'$'2320'-11'2315'-9'341T-7'3477'-0"3413'-8'38384'-0'89140.219'-0'2321'$'2320'-11'2375'-9'41T-7'3417'-0'3412'T534'-0'915018'-2"2620'-0'2619'-8'2613'-74616'-5"3915'-71'3960
60
4''
102
Wind
O en Structures.MonoSlo ed Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular
Rooms Enclosed
Overhang
Zone
M
182
s anlload'
3
s Moad•
4
s aMoad•
182
s aMoad•
3
s anlload•
4
s aMoad'
182
s aMoad'
3
aMoad•
spa
4
s anlload•
Cantilever
100
29'-B'
13
33'-2'
13
32'-1'
13
23'$"
20
26'$'
20
25'-7"
20
22'-7"
23
24'-8"
23
23-10'
23
4'•0'
45
110
28'-10'
14
32'-3'
14
31'-2'
1,4
23'-2'
21
25'-10'
21
24'-11'
27
20'-5
27 27
2T-10°
27
22'-0'
27
4'-0'
S5
120
26'-1"
17
29'-2'
17
28'-2'
7
21'-2'
25
23'$'
25
22'-11'
25
18-9'
32
20 -11'
32
20'-3"
32
4'-0'
65
123
25'-5'
17
28'-5'
17
27'-5'
17
20'-6'
26
23'-2'
26
22'-4'
26
18'-3'
34
20'-5'
34
4'-0'
69
130
23'-1 t'
20
26'-10'
20
25'-11'
20
19'-8'
29
22'-0'
29
21'-3'
29
17'-2'
38
19'-3'
38
18'
. 140-1
22'-0'
23
24'-11'
23
24'-2'
23
18'-2'
34
20'-0'
34
19'-B°
34
17'-2'
38
19'-3'
38
38
4'-0'
69
140-2
22'-0'
23
24'-11'
23
24'-2'
23
18'-2'
34
20'-0'
34
79'-8'
34
15'-11'
44
17'-10'
44
17'-3'
44
4'-0'
89
150
20'-11'
26
23'$'
26
22'$'
26
16'-11'
39
18'-11'
39
18'-0'
39
13'-8'
60
16'
Wind
Open Structures
MonoSlo ed Roaf
Screen Rooms 8 Attached Covers
Glass 8 Modular
Rooms Enclosed
Overhang
Zone
MPH
182
s anlload•
7
s aMoad•
4
s aNload•
182
s an8oad•
3
s aNload'
4
s aMoad'
182
s aMoad•
3
s aMoad'
4
s aNload•
Cantilever
100
29'-71'
13
33'-6'
13
32'-5"
13
23'-11'
20
.26'-9'
20
25'-11'
20
22'-4"
23
24'-1 t°
23
24'-2'
23
4'-0'
45
110
29'-2"
14
32'-7'
14
31'-6'
14
23'-0'
21
26'-2'
21
25'-3'
21
20'-7"
27
23'-7"
27
22'-3'
27
4'-0'
55
120
26'-0'
17
29'$'
17
28'$"
17
21'-5'
25
23'-11"
25
23'-2'
25
18'-17'
32
21'-2"
32
20'-5'
32
4'-0'
65
123
25'-8"
17.
28'-9'
17
27'-9'
17
20'-11'
26
23'-5'
26
22'-7'
26
18'-5°
34
20'-7"
34
19'-11'
34
4'-0•
69
130
24'-3'
20
2T-1'
20
26'-2'
20
19'-17'
29
22'-3"
29
21'$'
29
17'-5'
38
19'-5'
38
18'-9'
38
4'-0'
77
140-1
22'-7"
23
25'-3'
23
24'-5'
23
18'-0'
34
20'-6'
34
19'-10'
34
17'-5'
38
19'-5'
38
18'-9'
140.2
22'-7'
23
25'-3'
23
24'-5'
23
18'-0'
34
20'-6'
34
19'-10'
34
16'-2"
44
18'-1'
44
1T-5'
89
150
21'-3'
26
23'-9'
26
22'-11'
26
17'-2'
.39
19'-2'
39
18'-6"
39
73'-10'
60
16'-9'
51
2•
Wind
Open ructures MonoSlo ed Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular
Rooms
Enclosed
Overhang
Zone
MPH
•
3
s aNload•
4
s aMoad•
182
s anlload•
3
s aMoad•
4
s aMoad'
182
s aMoad•
3
s aMoad•
4
s aNload•
Cantilever
100
38'-8'
13
37'-5'
13
. 27'-8'
20
30'-11'
20
29'-10'
20
25'-9'
23
28'-10'
23
27'•10'
23
4'-0'
45
110
37'-T
14
36'-0'
14
26'-11'
21
30'-2'
21
29'-2'
21
23'-9°
27
26'-7"
27
25'-8'
27
" 4'-0'
S5
120
34'-0'
17
32'-10'
77
24'-9'
25
27'-8'
25
26'$'
25
21'-10'
32
24'-5'
32
23'-7'
32
4'-0'
65
123
33'-1'
17
32'-0'
t7
. 24'-2'
26
26'-11'
26
26'-1'
26
21'-3'
34
23'-9°
34
22'-11'
34
4'-0'
69
130
0
31'-3'
20
30'-3'
20
22'-11'
29
25'-8'
29
24'-9'
29
20'-1'
38
22'-5'
38
21'-8'
38
4'-0'
77
140-1
3
29'-1°
23
28'-2'
23
21'-2'
34
23'-8'
34
22'-11'
34
20'-1'
38
22'-5'
38
21'-8'
38
4'-0'
89
14D-2
3
29'-1'
23
28'-2'
23
21'-Y
34
23'-8'
34
22'-11'
34
18'-8'
44
20'-10'
'44
20'-1'
44
4'-0'
89
150
24'-6'
26
27'-0'
26
26'-5'
26
79'-9'
39
22'-1'
39
21'-5'
39
17'-0'
57
19'-0'
51
18'$'
S1
4'-0'
102
Wind
O en Structures MonoSlo no -Sloped Roof
Screen Rooms
8 Attached
Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Zone
MPH
s aNload•
s an8oad•
4
s anlload•
182
s anlload•
3
s aMoad•
4
s anlload•
182
s an0oad'
3
spa nlload'
4
s anlload'
Cantilever
100
28'-2'
13
31'-6'
73
30'-5'
13
27-fi'
20
25'-2"
20
24'-0'
20
20'-11'
110
2T-5"
14
30'-8'
14
29'-7'
14
21'-11'
21
24'-7'
21
23'-9'
21
19'-4'
27
21'-8"
27
20'-11'
27
4'-0"
55
120
24'-9'
17
27'-B'
17
26'-9°
17
20'-2'
25
22'-6'
25
21'-9'
25
17'-10°
32
19'-11°
32
19'-3'
32
4'-0'
65
123
24'-2'
17
26'-11'
17
26'-t'
17
19'-8"
26
21'-11"
26
21'-3"
26
1T-0"
34
19'-0'
34
18'-8'
34
4'-0'
69
130
22'-10'
20
25
?0 20
24'$'
20
18'-8'
29
20'-11'
29
20'-Y
29
16'-0°
38
18'-3'38
4'-0'
77
140-1
21'-3'
23
23'-9'
23
2T-11'
23
17'-3'
34
19'-0'
34
18'-8'
34
16'-0'
36
18'-3'
38
17'-8'
38
4'-0'
89
140-2
21'-3'
23
23'-9"
23
22'-11"
23
17'-3'
34
19'-0"
34
78'-8'
34
15'-2'
44
16'-11'
44
16'-5'
44
Wind
Open Structures MonoSlo no -Sloped Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular Rooms Enclosed
Overhang
Zone
MPH
182
s anllo
spa 8oad•
4
s anlload•
182
s aNload'
3
aNload`
spa
4
s aMoad'
182
s aNload'
3
s aMoad•
4
s anlload•
Cantilever
100
32'-6'
13
35'-2'
13
25'-11'
20
29'-0"
20
28'-1'
20
24'-2'
23
27'-1'
23
26'-2'
110
31'-7°
'
14
34'-2'
14
25'-0'
21
28'-0"
21
27'-0'
21
22'-0'
27
24'-11"
27
24'-2'
27
4'-0'
S5
120
28'-7' .
'
17
30'-11'
77
23'-3'
25
25'-11'
25
25'-1'
25
20'-6°
32
22'-71'
32
' 22'-2'
32
4'-0'-
65
123
2T-10'
'
E2625'-S'
17
22'-8'
26
25'-0°
26
24'-6'
26
19'-11'
34
34
21'-T
34
4'-0'
69
130
26'-3'
'2028'-5'2021'-7'2924'-t'2923-3'2918'-10'3821'-1'3820'-0'384'-0'77
140-124'-6''2326'-S2319-11"34'-3'3421'-6'3418'-10'3821'-1'3820'-0'384'-0'89140-224'-6''2319'-11'3422'-3'3421'-6'341T-6"4419'-7'4418'-11'444'-0'89
'
26
24'-10'
26
18'-7'
39
20'-9'
39
20'-1'
39
16'-3"
51
18'-Y
51
102
Wind
O en Structures MonoSlo ed Roof
Sereen Rooms 8 Attached
Covers
Glass 8 Modular
Rooms
Enclosed
Overhang
Zone
MPH
182
s an8oad•
3
s aMoad•
4
s aNload'
182
s anlload•
3
s aMoad•
4
s aNload•
182
s aNload'
3
s an0oad•
4
s aMoad'
Cantilever
100
34'-7'
13
38'-8'
13
37'-5°
13
2T-8'
20
30'-11'
20
29'-10'
20
25'-9'
23
28'-70'
23
27'-10'
23
4'-0'
45
110
33'-8'
14
3T-T
14
36'-4'
14
21
30'-Y
21
29'-Y
2L
23'-9"
27
26'-T
27
25'-8'
27
4'-0'
S5
120
30'-5"
17
34'-0'
17
32'-10'
17
25
2T$"
25
26'-8'
25'
�� -1 a�
32?
24'-5_
32
23'-T
32
4'-0'
65
123
29'-T
17
33'-1'
17
32'-0'
17
2626'-11'2626'-1°26.21'-3"��23'=`�34T22'-1'.34°4'-0'691302T-11'20.31'-3'2030'-3'202925'-8'24'-9'0822'�3821',8.98-4',0";�a7�140-026'-T2329'-1'2328'-Y233423'-8'3422'-11'22'+'.?3821.386145'89-
k26
NE
140-226'-1'2329'-1'23�28'-2'233423'-8"3422'-11'.4k20?70`�4420!1'444':0'89-262T-0'2626'-5'Z6
39
22'-1"
39
21'-5'
16't8i
5,1
..'A'
102
Wind
Open Structures MonoSloped Roof
Screen Rooms
8 Attached Covers
Glass 8 Modular
Rooms Enclosed
OveMaiTg
Zone
MPH
182
s anlload•
3
s aMoad'
4
s an8oad•
182
s an8oad•
3
s aNload•
4
spa
182
s anlload•
3
s aNload•
4
s an8oad•
Cantilever
100
37'-11'
13
47-5'
13
40'-17'
13
30'-3"
20
33'-10"
20
32'-8'
20
28'-3'
23
31'-7'
23
30'-6'
110
36'-10'
14
41'-2'
14
39'-10'
14
29'$'
27
33'-0"
21
31'-11'
29'-1'2726'-2'274'-0'S512033'-0'37'-3'1736'-0727'-1'2529'3'26'-9'3225'-10'32'0"65123375"1736'-3173511726'-5'2629'-T2628'-7'26'-0'3425-2'6913030'-8"2034-3'2033'-1"2025'-2'2928'-1'292T-Y24'-7"3823'9'3877140128'-6'2331'-11"2330'-10'2323'-3'3425-t824'-T.3823'-9'2337'-11"2330'-10"2323'-3'3425'-113425'-1'2629'-11'262811'26
K26'-l"
S1
21'-2'
51
20'-6'
51
4'-0'
102
* 2.00• *
* 2.00"
I
I
I I
A = 0.434 in'
A = 0.776 in.'
o
0.040" o Ix = 0.234 in.'
Ix = 1.953 in. 4
Sx = 0.240 in?
�
0.046"
Sx = 0.977 in'
6005 - T5
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = V-0"
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
* 2.00"
2" 4" 0.046" 0.115"
I
I
x x x
SELF MATING SECTION
0.045"
o A = 0.538 in?
SCALE 2" = T-0"
Ix = 0.642 i0
Sx-- 0.428 in?
6005 - T5
2.00"
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = V-0"
A = 0.964 in?
o Ix = 3.688 in. '
* 2.00" �`
0.050"
Sx = 1.475 in?
I I
6005 - T5
0.060"
o A = 0.768 in?
Ix = 0.530 in.'
Sx = 0.585 in.,
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF
6005 - T5
EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION
2" x 5" x 0.050" x 0.135"
SCALE 2" = r-0"
SELF MATING SECTION
SCALE 2' = T-0"
* 2.00"
f
12.00"
0.050"
I
A = 0.697 in?
Ix = 1.428 in'
Sx = 0.714 in?
A = 1.098 in?
6005 - T5
0.050"
R Ix = 5.938 in. °
2" x 4" x 0.050" HOLLOW SECTION
Sx =1.979 in?
SCALE 2" = 1'-0"
6005 - T5
3.00"
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C.
A = 0.552 in?
TOP AND BOTTOM OF EACH BEAM
0.0a5" N Ix = 0.342 in.•
2" x 6" x 0.050" x 0.135"
Sx = 0.342 in?
6005 - T5
SELF MATING SECTION
SCALE 2" = T-o"
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = V-0"
2.02'
2.00"
0.06"
o
o A = 1.277 in?
Lo
0.060"
Ix = 8.873 in. 4
A = 0.954 in.'
Ix = 2.987 in'
Sx = 2.534 in?
Sx= 1.195 in?
6005 - T5
6005 - T5
2" x 5" x 0.062" HOLLOW SECTION
SCALE 2" = V-0"
STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.057" x 0.135"
SELF MATING SECTION
SCALE 2' = V-0"
* 2.00"
0.072" o
m
A = 1.855 in?
Ix = 16.622 in'
Sx = 4.156 in'
6005 - T5
STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.240"
SELF MATING SECTION
SCALE 2" = V-0"
* 2.00'
0.072" o
oi
A = 1.999 in?
Ix=22.116in'
Sx = 4.915 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.072" x 0.239"
SELF MATING SECTION
SCALE 2" = T-0"
* 2.00'
0.082" o
rn A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.321"
SELF MATING SECTION
SCALE 2' = T-W
* 2.00"
0
0.090" o
0
A = 3.023 in?
Ix = 42.466 in'
Sx = 8.493 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.389"
SELF MATING SECTION
SCALE 2" = V-0"
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
am To: tans Examiners and Building Inspectors,
These aPeirp
nt, tali e m Jet. provided to
co t�#ctt�rs anoermIluahymusdlel r our 6005 exWsions. 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
J
Q U)
Z W
Q
Z O W
Z p W
0 Z 2 O
f ) Q U) �
Wfn�:0
LLJ J Z�
~WF-
LLL W
F od <
t� p <
= W
ZV Es
�Q
J
Q
Nr U)
co V)
c
CD�n
Z N
f0
J Lu co-
LL W LL "
Z m E
W (g rn x o
d W m r'- m
O n
Q r v m
0) j a° z
ei
N j o to 3
LLI � xo
a
.N m
VQ! O m
z
� m
fII F
08-12-2010 1 OF
d
w
zLL
0
am
v
T
o.
LL ¢O
G
�Plw
#
d 7
O
K
O
t9
z
re
w
.7 z
CD
z
w
11 z
z
z
W
m
12 0
l7CNGrt„� wyt CA F4yu or mt iril..Ai Iyimo;
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. (BAWL
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. FramingLumber
er #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 or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure Within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with ajsalt water chlorination disinfection
system shall use the above recom' vended fasteners. This is not limited to
.base anchoring systems but includes all connection types.
FASTENER SECTION DESIGN STATEMENT:
Ttieonchor'systems in the Fastener section are designed for a 130 MPH wind
load.=Multipliers for other wind zones have been provided. Allowable loads
aeclude a 133% wind load increase as$rov[ded for in The 2007 Florida Building
,Clio; w[th 2009 Supplements. The us6of this multiplier is only allowed once and
1'tiave sblected anchoring systems wh h include strapping, nails and other
fasteners.
Table 9A 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
r nine a. -owdum -vaub for t.oncrere Ancnors
Screw Size
d =diameter
Embedment
Depth
(in.)
Min. Edge Dist. 8
Anchor Spacing
Sd (in,)
gllowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
1/4" 1-1/2"
2"
1-114"
273# 236#
1-1/4"
316#1 236#
TAPPER (Concrete Screws
3/16"
1-114'
1 15116"
28W
167#
1-3/4
15115"
371#
259#
1/4"
1-1/4'
1-1/4"
427#
200#
1 .4"
1-1/4'
544#
216#
318'
1-1/2'
1-9116"
511,1
ION1-314"
3-318"
703#
455#
IPOW ERiBObT/(Expansion:
Bolt
114"
2"
1-1/4"
624#
261#
5I16"
3"
1/2"
5"
2-1/2"
2,332#
2,220#
POWER STUD (Wedge -Bolt 0)
1/4'
2-314'
1-1/4'
812#
326#
3/8'
4-1/4'
1-718"
1,358#
921#
112"
6"
2-1/2-
2,271#
1.218#
518"
1 7"
2-114"
3,288#
2,202#
Wedge Bolt
114" 2.112" 2-1/4" 1 878# 1 385#
318" 3-1/2' 3-1/4 1 1,705# 916#
112" 4" 3-3/4' 1,774# 11,095#
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2. Values listed a II re allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are Increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2' x 6' beam with:
spacing = T-0" O.C.
allowed span = 20'-5' (Table 1.1)
UPLIFT LOAD = 1n(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 1/2(20.42')xTx10#/Sq.FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table is based on Rawl Products' allowable loads for 2.500 p.s.l. concrete.
Screw/Bolt I
Allowable Tensile Loads on Screws for Nominal Wall Thickness (Ibs.)
#8
0.164"
122
139
153
200 .
228
255
#10
0.190"
141
161
177
231
263
295
#12
0210"
156
178
196
256
291
327
-
#14
0.250"
186
212
232
305
347
389
529
1/4'
0240'
179
203
223
292
333
374
508
5116'
0.3125"
232
265
291
381
433
486
661
3/8"
0.375'
279
317
349
457
620
584
793
112"
0.50"
7
N� wable Shear Loads on Screws or Nominal Wall Thickness IT) (lbs.)
Screw/Bolt
I Single Shear
Size
Nd
0.M4-
0.050"
0.055"
0.072"
0.082"
0.092-
0A25"
#8
0.164-
117
133
147
.192
218
245
#1D
0.190'
136
154
170
222
253
2B4
#12
0210•
150
171
188
246
280
293
-
914
0250"
179
203
223
292
333
374
508
1/4"
0240"
172
195
214
281
320
358
487
6116-
0.3125"
223
254
279
366
416
467
634
318"
0.375"
268
305
335
439.
499
560
761
1/2"
0.50'
57 3
406
447
585
666
747
IBIS
'
Allowable Shear Loads on Screws for Nominal Wall Thickness I'll (Ibs.)
Bolt
Double Shear
Size
Nd
Maw
0.050"
0.055"
0.072'
0.082"
0.092'
0A25"
1/4'
0240"
343
390
429
561
639
717
974
5116'
0.3125-1
446
508
529
732
832
934
1269
3a--
0.375'
S36
610
670
878
1 998
1 1120
1522
1I2"
0.50'
714
812
694
1170
1 1332
1 1494
2030
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
600ST-5
2030
Allowable Load Coversion Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multipliers
Tension
Shear
Sd
1.00
1.00
Sill1.04
1.20
7d
1.08
1.40
Bd
1.11
1.60
9d
1.14
1.80
10d
1.18
2.00
11d
121
12d
1.25
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 27.42 #/SF
Fastener
diam.
min. edge
distance
min. chr.
to ctr.
No. of Fasteners / Roof Area fSFJ
1 I Area
2/ Area
1 3/ Area
1 4/ Area
1/4"
1n"
518-
1.454-53
2,908-106
4,362-159
5,819-212
5116"
318'
T/8"
1,894 - 69
3,788 -1381
5.682 - 2071
7.576 - 276
318"
314-
1"
2,272-82
4,544-166
6.816-249
9,088-331
112"
1"
1-114'
3.030-110
6.060-221
9.090-332
12,120-442
Table 9.5B Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures Cal 35.53 #/SF
Fastener
diam.
min. edge
distance
min. ctr.
to ctr.
No. of Fasteners / Roof Area is
1/Area
2/Area
3/Area
1 4/Area
1l4"
112'
518'
1,454 - 41
Z908 - 82
4.362 -125
5.819 -164
5116"
3/8"
718"
1.894 - 53
3,788 -107
5,682 -160
7,576 - 213
318"
314"
1'
2.272 - 64
4,544 -12B
6,816 -192
9.088 - 256
112"
1"
1414"
3.030-a5
6,060-171
9.090-256
IZ120-341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure'B';
I = 1.0.
2. Minimum spacing is 2-1nd O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
Allowable
MuIN
Tension
Load
tiers
Shear
12d
1.25
11d
1.21
10d
1.18
2.00
9d
1.14
1.80
8d
1A1
1.60
7d
1.08
1A0
6d
1.04
1.20
Sd
1.00
1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # / SF)
(For Wind Regions other than 120 MPH. Use Conversla= Tahlw ar nr,n",n "r rr,rs non"t
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1'
260-10 SF
529#-19 SF
7929-29 SF
1056#-39SF
1/4"o
1-tn"
3960-14 SF
792#-29 SF
1188#-43SF
1584#-58 SF
2-112"
660#-24 SF
1320#-48 SF
1980#-72 SF
2640#-96 SF
1"
312#-11 SF
624#-23 SF
936#-34 SF
1248#-46 SF
5/16"0
1-1/2"
468#-17 SF
936#-34 SF
1404#-51 SF
1872#-68 SF
2-112"
780#-28 SF
1560#-57SF
2340#-85 SF
3120#-114 SF
1"
3564-13 SF
712#-26 SF
1068#-39 SF
142.-52 SF
318"a
1-
534#-19SF
1068#-39SF
16020-58 SF
2136#-78 SF
2-112'
890# - 32 SF
1780# - 65 SF
2670# - 97 SF
13560# - 130 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED
Buildings
Fastener
Diameter
I Length of
Embedment
Number of Fasteners
1 2 1 3 1 4
TYPE OF FASTENER
- "Quick Set"
Concrete Screw (Revd Zamae Nailin or Equivalent
1/4'e
1-112"
273#-10 SF
54611 SF
B19#-30 SF
1092#-40 SF
2"
316#-12SF
6329-23SF
948#-35SF
I 1264#-46SF
TYPE OF FASTENER
= Concrete
Screw (Rawl Tapper
or Equivalent)
3I16"a
1-1/4"
288#-11 SF
576#-21 SF
864#-32 SF
1152N-42SF
1314"
371#-14 SF
742#-27 SF
1113#-41 SF
14a4#-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#-47SF
1708#-62 SF
3/8"a
1-112"
511#-19 SF
1022#-37SF
1533#-56 SF
2044#-75 SF
1314"
703#-26 SF
14069-51 SF
210"-77 SF
2812#-103 SF
TYPE OF FASTENER
= Expansion
Bolts Rawl Power
Bolt or Equivalent
3/8"a
2-112"
1050#-38SF
2100#-77SF
3150#-115SF
42D0#-153SF
3-112"
1575#-57SF
3150#-115SF
4725#-172SF
6300#-230 SF
112"o
3'
1399#-51 SF 12798#-102
SFI
4197# - 153 SQ
5596#-2D4 SF
5"
2332# - 85 SF 14664#
- 170 SFJ
69969 - 255 SFI
9328#. 340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shag not be less than 5d where
d Is the anchor diameter.
2. Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); 1=1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind Zones/Reglons other than 120 MPH
(Tables Shown),
mull piyallowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6
1.01
110
26.8
IT,
120
27.4
1.00
123
28.9
0.97
130
322
0.92
140.1
37.3
0.86
140.2
37.3
086
ISO 1
42.8
065
Metal to Plywood
112"4ply
518"4ply
314'4 ply
Shear
bs.
Pull OutiShear
(Ibs.
Pu110 ut
lbs.
Shear
lbs.
Pull Out
(Ibs.)
Screwo
#8
93
48
59
134
71
#10
100
55
69
141
78
#12
118
71
78
143
94
#14
132
70
145
88
157
105
Table 0 7 Aluminum cs....r 1IL._J
Aluminum Mandrel
Steel Mandrel
Rlvet Diameter
Tension lbs.
Shear
Ibs Tension .
Shear
1/8•
129
176
210
1 325
5132"
187
1 263
340
1 490
3116"
262
I 375
445
1 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw 1 Anchor She
Max Size of Beam
Upright
Attachment Type
Size Description
To Wall
0
To Upright Beam
0
2' x 4' x 0444'
Angle
1' x 1" x 0.045"
3116,
#10
2" x 4" x 0.044"
Angle
1' x 1"x 1/16' 0.063
3/16'
#12
2"x5'x0.072'
U•ehannel
1-10x1-1n"x1-1/2'x 0.125"
in'
#14
2" x 6' x 0.072"
U-channel
1" x 2-1/8' x 1' x 0.050"
5116'
5116
2" x 8" x 0.072"
Angle
1' x 1' x 1/8' (0.125*)
3116"
#12
2" x 10" x 0.072"
Angle
1-1/2' x 1-1/2' 1/16•(0.062)
114'
#12
0.072"
Angle
1-1/2" x 1-1/2" 3116"(0.198")
114"
- #14
D.072'
Angle
1-12' x 1-1n' 1I8'(0.0627
1/4'
#14
0.072"
Angle
13/4' x 1 3/4• x 118"(0.125')
1W
#14
0.072'
bxl
U-channel
13/4' x 13/4' x 13/4' x 1/8'
318'
#14
0.072'
Angle
2"x2"x0.093"
318'3/8"0.072"
Angle
2'x2'x 118"(0.12.7)
5115,
5116'
0.072"
Angle
2"x2'x3116"(0.313�
1n'
tn'
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 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 possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Root Area for 120 MPH Wind Zone (35.53 # / SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1/4"o
1'
264#-7 SF
528#-15 SF
792#-22 SF
1056#-30 SF
1-1n"
396#-11 SF
792#-22 SF
1188#-33 SF
1584#-45 SF
2-112'
660#-19 SF
1320#-37SF
198W-56 SF
26404!-74 SF
1'
312#-9 SF
624#-18 SF
936#-26 SF
1248#-35 SF
5115"a
1-112"
468#-13 SF
936#-26 SF
141"-40 SF
1B72#-2 SF
2-112-
780#-22 SF
1560#-44 SF
2340#-66 SF
88SF
3f8
1"
3#1OSF
712#-20SF
0062#-5
-40SF35S/
1-1'
5_15F10#30SF2
168#-4F
2136#-60 SF
2-1/2'
890#-25SF
1780#-50 SF
2670#-755F
3560#-100 SF
CONNECTING TO: CONCRETE [Min. 2,500 pso for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I ' Length of
Embedment
1 Number of Fasteners
1 1 2 1 3 1 4
PE OF FASTENER = "Quick Set' Concrete Screw Rawl Zamae Nailin or Equivalent)
IWO
1.112"
233#-8SF
466#-178F
699#-25SF
932#-348F
2"
27D#-10SF
I 540#-20SF
I 81D#-30SF
1 1080#-39SF
TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent
3116"o
1-112"
246#-7 SF
1 492#-14 SF
738#-21 SF
984#-28SF
1314"
317#-9 SF
634#-18 SF
951#-27 SF
1268#-36 SF
Iwo
1-112"
365#-10 SF
730#-21 SF
1095#-31 SF
1460#-41 SF
1-314"
465#-13 SF -1
930#-26 SF
1395#-39SF
1860#-52 SF
3/8'o
1-112"
437#-12SF 1
874#-25SF
1311#-37SF
1748#-49 SF
1314"
601#-17 SF
1202#-34 SF
1803#-Si SF
2404#-685F
E OF FASTENER
= Expansion
Bolts (Rawl Power
Bolt or Equivalent
318"o
N'-
1205#-34 SF
2410#-68 SF
36M-102 SF
4820#-136 SF
3-1/2"
1303#-37SF
2606#-735F
3909#-110 SF
5212#-147 SF
lWo
3"
1806#-51 SF 13612#-102
SFI
541 S#-152 SFJ
7224#-203 SF
5"
1993# - 56 SF 13986#
- 112 SFI
5979# -168 SFII7972#
- 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 Sri
where d is the anchor diameter.
Z. 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
130
42
0.94
140-182
48
0.88
150
56
0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
EXhii'sloi!s
:6;1tda`1t5
a. 1, Uptight
cral
Wood
I Zwi 1 D'
114
n�k9ii
11a•
#)rt 3. _
3 . ^'
1/4•
21x 8'
%,1/4'. 11
,12
1/&,
#12
4 TTz 7.,1
\ 3N6-
�.,.:. '10
3/ �
#10
2' x 6' or less
371b'
#8
3/f6'
#8
Note:
Wall, beam and upright minimum anchor sizes shag be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
• Metal to Metal
Anchor Size
#8
#10
#12
#14'
5116'
318-
98
1.00
0.80
0.58
0.46
0.27
021
#10
0.80
1.00
0.72
0.57
0.33
0.26
#12
0.58
0.72
1.00
0.78
OAS
0.36
#14
0.46
0.57
0.78
1.00
0.59
OAS
5116"'
0.27
0.33
0.46
0.59
1.00
0.79
318'
021
0.26
0.36
O.SB
0.79
1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
1/4'
3/8"
3116"
1.00
0.113
0.50
6.. 0.
1..
0.59
318"
0.50
0.59
1.DO
Dyne Bolts (1518" and
2-114" embedment respectively)
Anchor
Size
3116'
1n'
3/16'
1.00
0.46
1/2-
0.46
1.00
Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even
of screws.
Example:
If (10) #8 screws are required, the number of #10 screws desired is:
0.8x 10=(8)#10
nn
d
am
O z
� o
y
tE.Lu
O
o�
zCM Q
r7 06
O
0 K
O
j K LL
z¢
EIr
3W
vg
Z
J O
F_-
❑ CO W
ZQ \W o
C / N
Z O H
Ur () w
(nZ❑ w
W 0 W a
QU)of r=n
U} W
) I Z o
UJI
W --I F-
W F-co o
L _ LL 0
❑
ad Z Z
❑ Q 3
W
= m
Q a
0
O
Q LL
0
N
9
to
2 N n
2-2 m
Ll W cc")
W _
W 6 E
c m
a t O LL a
a) 0: 0 m
rL
C ~ 10
N o n
caco, O
rn
o.
UJ X C )
a) m
of
C (j 0 c
0
3 � a
m
(0
N
W
F
U
F-
❑
Z
J
Q
-�
a
num _
:3
CD
t0
Z�
w
S L
a.
O
W
O
SHEET
Z
W
W
tu
0
ui
W
12
W
Z
Z
m
12
08-12-2010
OF
d
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with
2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum
Association of Washington, D.C. Aluminum Design Manual Part IA and AAASM35.
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 ma
nual has been peer reviewed by Brian Sliding, 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 prior to becoming a authorized user
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, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and purlin details.
SHEET 5: Beam connection detals.
SHEET & Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8440: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEETIOC: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water
relief detail, beam connection to fascia details, pan roof achoring details.
SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 10F: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 10H: Manufacturer speck 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 the license
granted in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. 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 Contractor's own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as le and "as available.'
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractors requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett s entire liability, if any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract; negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable atiomeys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME: \Da\M1�Gn
CONTRACTOR LICENSE NUMBER: 535,9
COURSE # 0002299 ATTENDANCE DATE:
CONTRACTOR SIGNATURE:
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
1. Check the building permit for the following:
Yes/
No
a. Permit card & address
V
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.
Structure's
Yes
No
a. length, projection, plan & height as shown on the plans. .
✓
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . .
. +�
—
c. Purlin sizes, span & spacing
_
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . .
—
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . . . . .
1
—
f. Knee braces are properly installed (drequired) . . .
—
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 . . . .
=11'
—
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 .
y
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure
—
c. Header attachment to host structure or beam .
j
. . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or host structure . .
=
e. If angle brackets are used for framing connections, Check number, size & thickness
_(L
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 . . . . . . . . .
4-
.
b. Size, number & spacing of anchors of beam to receiver . . _ _ . .
c. Header attachment to host structure or beam . . . . .
d. Roof panel attachment to receiver or beam . .
. �
�
_
—
Notes: .
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
Contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our'pre-approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOR
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS.
JOB NAME: W4 AfO—
ADDRESS: P1c,� 1c9�
J
X
MO Z
Z
ZO �LU
U) Z C7
W Z W Z
y % W
W 'd Q U
U I W
�J fAU)
U Q Z
U p
H Q Z Z
NLZ11 :R(D
W Z �
IX 0
C0 W
J �
Q
n
(O
� rn�
N
LJL uj
W LL_
W 6 E
c m
a uJ
C ~ a v
m
0) 5o r
m a
rn
LLI CO o f t
m
U Ci m
C U e. c
0
n
0
(0 ro
J n �
1
g
m
z
O
E
w ui
o D_
N Z
w
z m
w ui
-10
IL w
fA ?�
m g 0
o LL
0
w Z
0 0
O m
U �
z �
owa
m w
c
O W
u. =
o ~
N �
DRAWING FOR ONE PERMIT ONLY 08-12-2010 1 OF 12
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrencfr E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
SupJp.nts, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & li-A; Exposure
'B'_ or' or'DJ Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120
MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressure `�3V- Design Pressures
for Screen / Vinyl R oms can be found on age 3A-it:
a. "B" exposure = J PSF for Roofs & I % PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
stycture will be solid.
DeWG(�W�G� Phone:
Contractor / Authorized Rep' Name (please print)
Date: �Lq1 I
W81C.'I'L
uthozed Rep• Signature
at-V Sk' Luc 1;R
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: YNo
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 . . . . . . . . . .. . . . . . . . . . . . . . . _(Z -
E. Proposed project layout drawing @ 118" or 1/10" scale with the following:
1. Plan view with host structure area of attachment, enclosure length, and
projection from host structure
2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3. Beam span, spacing, & size . . . . . . . . . . . . . . . -
(Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . . . . . . . . . . . . . . . . -
(Select uprights from appropriate 3A.2 series tables)
(Check Table 3A.3 for minimum upright size)
,: �5. Chair rail or girls size, length, & spacing . . . . . . . . . .
(Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . .. . . . . . . . . . . . . . . -
(Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Yes/ No
A. `Beam & puriin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . ' -
-Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D" Exposure for load width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE
(bord)=
EXPOSURE MULTIPLIER
(see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . .110,
(Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member allowable height! span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load
width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE
(bord)=
EXPOSURE MULTIPLIER
(see this page 3)
Yes No
C. Table 3A.3 with beam &upright combination if applicable -L
D. Connection details to be used such as:
1. Beam to upright
2. .............................. -
3. Beam to wall . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . -
4. Beam to beam . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . - z -
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . � -
6. Extruded gutter connection . . . . .. . . . ... . . . . . . . . . . . . . � -
U-clip, angles and/or sole plate to deck . . . ... . . . . . . . . . .
E. '
Foundation detail type & size . -
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16, using a 4" existing
slab and 20'-0" with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to ufiliy sheds, carports, and / or other 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 construction is considered an attached structure. The most common 'fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home maybe attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
B. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic /vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports
in the gutter.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA /
NPEA / NSA 2100-2 for category I, II, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminu
m metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite paneUsolid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 20.09,Supplements. The loads assume a mean roof height
of less than 30 ; roof slope of 0" to 20% 1 = 0.87 for 100. MPH zone, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing
components are considered to be 6005-T6 alloy except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B"
Basic
Wind
Pressure
Screen Room
8 Vin I Rooms
Roof Walla
Over Hang
All Roofs
100 MPH
13.0
10.0
1 12.0
46.8
110 MPH
14.0
11.0
13.0
47.1
120 MPH
17.0
13.0
15.0
48.3
123 MPH
18.0
13.3
15.9
50.8
130 MPH
2O.0
1 15.0
18.0
56.6
140-1 MPH
23.0
17.0
21.1
65.7
140-2 MPH
23.0
17.0
21.1
65.7
150 MPH
26.0
20.0
24.0
75.4
Note:
Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from Ecposure'B' to Exposures'C' or'D" see Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Othem_ Exnosure
Wind Zone
MPH
Roof
Applied Load Deflection Bending
(#/SF) (d) (b)
Walls
Applied Load Deflection Bending
(NIS (d) (b)
100
10.0
1.09
1.14
12.0
1.08
1.12
110
11.0
1.06
1.09
13.0
1.05
1.07
120
13.0
1.00
1.00
15.0
1.00
1.00
123
13.3
0.99
0.99
15.9
0.98
0.97
130
15.0
0.95
0.93
18.0
0.94
0.91
140-1&2
17.0
0.91
0.87
21.0
0.89
0.85
150
20.0
0.87
0.81
24.0
0.65
0.79
Table 3A-B Conversion Factors
for Over Hangs
From exposure "R" to nxon " "r-
Wind Zone
MPH
Applied Load
(1#S
Deflection
(d)
Bending
(b
too
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
1.90
0.86
140-2
65.7
0.90
0.86
150
75.4
0.86
0.80
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Mean Roof
Height*
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0 -15'
1.21
0.91
0.94
1.47
0.83
0.88
15' - 20'
129
0.88
0.92
1.54
0.81
0.87
20'-25'
1.34
0.86
0.91
1.60
0.79
0.86
25'-30'
1.40
0.85
0.89
1.66
0.78
0.85
- use larger mean root height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
II QUADRANTI
600' EXPOSURE
I
I I
I _ _ 600'
QUADRANT IV
EXPOSURE � I too 100' 4100
QUADRANT II
sop I 1ov EXPOSURE )� i
F,,1
QU '�DRA T III -
bC, I
I I
L--- --- --- --- -•- -- --.J
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B', 'C', OR 'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain Wh 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 yea ,
site will be 'V.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr at
than 1,500 feet
4. Open terrain for more than 1,500 feet in any quadrant.
i
SITE IS EXPOSURE: -6 EVALUATED BY: eb J �4^ DATE: Iq II
SIGNATURE: LICENSE* ',-,C- IrS1125�
J U)
Q :2
of
Q � � O
20 o5 W
H U)
N O a
0> �QLU
LU
U Z CO
F J 0 F-
} _
j U F- W
Q U) 2
HLU
W W F-
Z Of U Z
U Z 2
fn U W
J W 0
Q p
'�V m
(D �
C0
Z N
J � CJ m
LL U LL
2 m dE
W F3 ct X o
dLuO tL n
o n
5 j o n
m K__ 03
LLI �omt
N
C O C
a
O
SHEET
QU
W
O
W
2
ui
d
0
z
R
w
W
z
Z
z
W
W
Z
2
W
m
08-12-2010I OF 12
rZ
..
INTERIOR BE
(PER TABLES 3A.
HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
(PER SOLID PANEL HOST STRUCTURE OR
ROOF SECTION) ^ FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
RIDGE BEAM
(PER TABLES 3A.1.4)
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 & 3A.1.2)
'LW' FOR
H. UPRIGHT
HEIGHT (h) 1"x 2"
MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS
W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7)
" (HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1"x 2' PLATE TO BOTTOM OF WALL BEAM)
'LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
'p/2' 'Plz @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTSIP
SEE SECTION 7 FOR DETAILS)
(SEE TABLES) W
O.H. SOLID ROOF Ir
NO MAXIMUM // co
(ELEVATION SLAB OR GRADE)
= PROJECTION FROM BLDG.
VAR I S VARIES LW = LOAD WIDTH
NOTES:
11
'P' VARIES �K
WASHERS -OR #10 x 2-1/2" WASHER HEADED SCREW-2'-0"'O:C.: ANCHOR'BE CMD COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2+ O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
10 2.31 130 1 140 1 150
#8 #10 1 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = 1'-0"
C9
Z
w
w
a
O
❑
w
0
F-
0
Z
w
w
w
Z_
z
Z
W
J
Q
20
ZD
C5 IY
in } co
W
U
W °6 0
U M
F -I Z
p
� U ~
Q W
U) Z U)
2 Lu
5 W
Z W
�U)
J
Q
CD n
r ❑ � n
Z N aD
LL Lu
W LL
Z m x E
W Z Q W o
n w
C a
CD
a)j o
m or
rn
a
LLI coot
a) - m
U O m
uj
a
W
a
O
U
Sam
(7
Z
W
z
SHEET
J
z
W
W
to
❑
W
Z
ui
12
m
08-12-2010
OF
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
(4) #8 x 112" S-M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1" x 1" x 2' ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2" x 0.032" MIN.
HOLLOW RAIL
I" x 2" TOP RAILS FOR SIDE WALLS
NITH MAX. 3.6 LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WINDZONE
MAX.UPRIGHT
SPACING
100
T-0"
110
V-T
120
6'-3"
123
6'-l'
130
5'-8"
140182
5'-l"
150
4'-11'
INTERNAL OR EXTERNAL
'U CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4)#10 S.M.S.
ANCHOR 1 x 2 PLATE TO
V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2"
BOTTOM W/ 1" x 1" x 2" x 1/16'
CONCRETE ANCHORS WITHIN
// 0.045' ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24' O.C. MAX. OR
S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX.
1" x T x 0.032' MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI
EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
a •�
1-1/8' MIN. IN CONCRETE
(ALTERNATE WOOD DECK: 2"
PTP USE WOOD FASTENERS
VAPOR BARRIER UNDER
-W/ 1-1/4' MIN. EMBEDMENT)
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" = V-0"
ALTERNATE CONNECTION
DETAIL 1" x T WITH
BEAM HEADER
.(3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
(2) #10 x 1 112" S. M. S. INTO
SCREW BOSS
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
4NGHOR=1"k 2"'PLATE TO
SCREW SYSTEMS
is&C(EDNCRET W/ 114' x 2-112
CONCRETE rot IIN
.0 EACH SIDE 6F ERG,
MIN. (3) #10 x 1 1/2' S.M.S.
PE) D.24' O: M9X.
INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
1" x 2" EXTRUSION
OR FIBER MESH
1-118" MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
RIN LTIERNA�ME .QL UEWO.,BAS
F3DL■LOWrIUPRIG1TSO�BEAl1AlDEi'iAl
SCALE: T = V-0"
ANCHOR 1" x 2" CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4"CONCRETE
ANCHORS WITHIN 6" OF EACH
SIDE OF EACH POST AT 24"
O.C. MAX. OR THROUGH
ANGLE AT 24" O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6-10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
(4) #10 x 1/2" S.M.S. EACH SIDE
OF POST
H-BAR OR GUSSET PLATE
2"xTOR2"x3'OR2'S.M.B.
POST
MIN. (4) #10 x 11T S.M.S. @
EACH POST
1" x T EXTRUSION
1-1/8' MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2" = V-0"
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
(PER TABLE) WITHIN 6. OF —
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
x 2" OR 2"x 3" POST
#8 x 9/16"TEK SCREWS BOTH
SIDES
1" x 2-1/8" x 1" U-CHANNEL OR
RECEIVING CHANNEL
CONCRETEANCHOR
(PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2" = l'-0"
1' x 2-1/8" x l" U-CHANNEL OR
2" x 2" OR 2" x 3" POST RECEIVING CHANNEL
#8 x 9/16" TEK SCREWS BOTH
SIDES
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
(PER TABLE) WITHIN 6" OF —
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
COMPOSITE ROOF PANELS:
(4) 1/4" x 4" LAG BOLTS W/
1-114" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
2" x 2" OR 2" x 3" HOLLOW
GIRT AND KICK PLATE 2" x 2'
HOLLOW RAIL
#8 x 9/16" TEK SCREWS BOTH
SIDES
1' x 2-1/8' x l" U-CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10x 1-1/2"
S.M.S. IN SCREW BOSSES
CONCRETEANCHOR
(PER TABLE)
1-1/8" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2' = 1*-W
EDGE BEAM
1' x 2" OPEN BACK ATTACHED
TO FRONT POST W/
#10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
ALTERNATE CONNECTION:
2) #10 x 1-1/2' S.M.S.
-HROUGH SPLINE GROOVES
i1DE WALL HEADER
1TTACHED TO 1" x 2" OPEN
TACK W/ MIN. (2) #10 x 1-V2"
;.M.S.
JDE WALL GIRT ATTACHED TO
, x 2" OPEN BACK W/ MIN. (3)
10 x 1-V2" S.M.S. IN SCREW
OSSES
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
CONCRETE W/ 1/4" x 2-114"
1" x 2" OPEN BACK ATTACHED
CONCRETE / MASONRY
TO FRONT POST W/
ANCHORS @ 6" FROM EACH
#10 x 1-1/2' S.M.S. MAX. 6'
POST AND 24" O.C. MAX. AND
FROM EACH END OF POST
WALLS MIN. 1' FROM EDGE OF
AND 24" O.C. 1"
CONCRETE
MIN.
e.
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" = 1'-0"
TYPICAL UPRIGHT DETAIL
SCALE: 2" = l'-0"
PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL'U
CLIP OR'U' CHANNEL W/ MIN.
(4) #10
PURLIN, GIRT, OR CHAIR RAIL
SNAP OR SELF MATING BEAM
ONLY
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
2"x2",2"x3"OR3"x2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 11T S.M.S. IN
SCREW BOSSES
1" x 2" OPEN BACK BOTTOM
RAIL
1/4" x 2-1/4' MASONRY
ANCHOR @ 6" FROM EACH
POST AND 24" O.C. (MAX.)
SCREW BOSSES
y
SNAP OR SELF MATING BEAM
ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" =1'-0'
OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-0/4" x 4" STRAP
AND (4) #10 x 314" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4' S.M.S.
a
mm
o
�
z
o
y
O
z
�E
N ,
w ti
d
�E
z Q
toO
0
O
j
O
I
a--
z¢
30
8�
5
Q
z
E
z U)
w
o
20
N
ZO
(' W
z
J U)
J
w
w
U) % W
o
a
LU °d
ar (� Q
c+M
I Z
o
o
V
V } O_
o
D U
H ¢ W
L)
N Z U)
z
w
to
Z_
o
2
O
J
Q
n
0
N
Nt m
CD
E
Z N 12
co
LL W LL"
W
? m x E
z W 3
-WLL
a) 0.I 0
� ¢ r v m
C
ato 1-trz
o a
Im o r
0
a
LLl o � P
J_ m
O G
a o
L
a
H
SHEET
co
W
4
co
08-12-2010
OF
SITE OR
[SOLID] ROOF EN PANELS TO EDGE BEAM N TYPE)
(PER DETAILS IN SECTION 7 AND 1pND 0
E-
x U
U
- Z0
JWFU wU
ir_Wr
IF KNEE BRACE LENGTH
> j W W
EXCEEDS TABLE 1.7 USE
w = zi W W
CANTILEVERED BEAM
rn
D w z
CONNECTION DETAILS
= o w
m O
SCREEN OR SOLID WALL
(MAY FACE IN OR OUT)
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2) 1/4• x 2• LAG
SCREWS @ 24" 0. C. (MAX.)
EACH STRAP
(2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4- BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2" x 0.06T ANGLE EACH
SIDE (3) EACH #8 S.M.S. EACH
E
HEADER
6" MAXIMUM —1
PANS OR
COMPOSITE PANELS
PER SECTION 7
EDGE BEAM TABLES:
3A.1.1, 2
I
® EXTRUDED
OR SUPER
L G INTO POST AND INTO I ® GUTTER MAX, DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
'FASCIA AND SUB -FASCIA SPECIFIC ENG T SITE EERING
EXTRUDED OR SUPER GUTTER / RISER
(OR TRANSOM) WALL an- FASCIA (WITH SOLID ROOF)
SCALE: 2' = V-0•
POST TO BEAM SIZE AND
POST SELECT PER TABLE 3A.3 # OF BOLTS
USE 2 x 3 MINIMUM (SEE TABLE 3A.3)
BEAMS MAY BE ANGLED FOR
t7 -
GABLED FRAMES
311, _ ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
_ SIZE OF POST (SEE TABLE
BEAM AND POST SIZES
3A.3)
(SEE TABLES 3A.3)
1" x 2' MAY BE ATTACHED FOR
SCREEN USING (1)
POST NOTCHED TO SUIT
#10 x 1-1/2' @ 6• FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION.
SCALE: 2" = V-0•
— rt — — — — — — — — — —
W
_ W ROOF PANEL _
(SEE SECTION 7)
1-3/4" x 1-3/4" x 0.063" — — -
RECEIVING CHANNEL THRU
BOLTED TO POST W/ THRU I OO
BOLTS FOR SIDE BEAM ( O
(SEE TABLE 3A.3 FOR NUMBER
OF BOLTS) I ®Q
I®O
BEAM AND POST SIZES 1
(SEE TABLE 3A.3)
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
#10 x 1-112" @ 6" FROM TOP
POST NOTCHED TO SUIT V AND BOTTOM AND 24' O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: T=1'-0•
2"x "S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U-BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4" S.M.S. @ 6"
M EACH END AND @ 24-
MAX.
E BRACE
EQUIRED
_ POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
2" x 9' x 0.072' x 0.224• BEAM
SHOWN
1-314" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
(SEE TABLE FOR LENGTH AND
# OF SCREWS REQUIRED)
WHEN FASTENING T x 2"
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
,ya
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2&
2" x 6• x 0.050" x 0.120"
UPRIGHT SHOWN
,yag
,yl
ry`a
STRAP TABLE
BEAM
SIZE
SCREWS
#/SIZE
STRAP
LENGTH
T x T
4 12
2�/a'
2• x a•
4 14
3-1/4'
2• x 9'
4 14
3-1/4'
x 10•
6
1/
NOTES: ' • ALL SCREWS 3/4• LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7' AND LARGER
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
PRIMARY FRAMING BEAM
(SEE TABLES 3A.1.1, 2)
1-1/2" x 1-1/2' x 0.080" ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN. INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) 910 x 1-112"
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" =1'-0'
ANGLE OR RECEIVING
CHANNEL EXTRUSIONS WITH
INTERNAL SCREW BOSSES
MAY BE CONNECTED WITH
(2) #10 x 1-1/2" INTERNALLY
MINIMUM #8 S.M.S. x 3/4'
LONG NUMBER REQUIRED
EQUAL TO BEAM DEPTH
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"
IN INCHES
W
ALTERNATE CONNECTION:
o-
®
(1) 1-0/4" x 1-3/4' x 1-3/4" x 1/8"
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
INTERIOR BEAM TABLES:
WALL W/ MIN. (3) 3/8" x 2" LAG
3A.1.3
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4"
x 2-1/4" ANCHORS OR ADD (1)
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2" = T-W
N • •
NOTES:
1. Door to be attached to structure with minimum two (2) hinges.
2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S..
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
5. Top hinge to be mounted between 10 Inches and 20 inches from top of door.
6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1"
S.M.S. at 12" on center and within 3" from end of upright.
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
g
J
Q
Z to
Q 2
nO
Z0
0
N } _J
W
W °6 0
U M
I=- J Z
} O
U
U 1-
HQ w
N Z In
2W
MW
Z_ of
J
Q
m
M n
k 2
LLL W LL
-
2 m at E
d tu m
0 moo.
C j d r- m
a) Z o n
Lll a o ft
-, m
U #
c d 0
0
a
m
� tm-
ui
a
Inj
Z tT�l z
EA L W
U SHEET Z
A
z
vwU
0
k
5
Co
z
m
SCALE: 2" =1'-W
011-12-2010I OF 12 IO
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY
ANCHOR WITHIN 6" OF POST
AND 24" O.C. MAXIMUM
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF
APPROPRIATE DETAILS)
8" x 8" x 16" BLOCK WALL
(MAX. 32-)
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
(1) #40 BAR CONTINUOUS
(1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
COURSE WITH 2.500 PSI PEA
ROCK CONC. DECK
6 x 6 -10 x 10 WELDED WIRE
MESH (SEE NOTES
CONCERNING FIBER MESH)
(2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
'h'
'W'
N
Y'
32"
IT
2
10'-0"
40"
12'
2
8'-W
48"
18"
3
6'-0"
56"
18'
3
4'-0"
60"
24"
3
2'-8"
72"
30"
4
1'4"
Cr.
a
i
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL 8" x 8" x 16' C.M.U.
(1) #40 BAR CONTINUOUS
(1) #50 VERT. BAR AT
CORNERSAND
X O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
8" x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
i7 W 4 LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1127 concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh & Mesh,
InForce- e3- (Formerly Fibermesh MD) per maufacturees specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90Wdensity.
2:. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
Shall be a minimum of 12' x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" = T-0"
NEW SLAB �'�` 12' 4" d"
EXISTING SLAB
#30 RE -BAR DRILLED AND
EPDXY SETA MIN. 4' INTO
MIN. (1) #30 BAR I.
EXISTING SLAB AND A MIN. 4'
CONTINUOUS 8" —'I
INTO NEW SLAB 6" FROM
EACH END AND 48' O.C.
DOWEL DETAIL FOR EXTENDING EXISTING
4" SLAB
SCALE: 3/4" = T-0"
SCREWS
(SEE FASTENER TABLE)
1"x 2" CHANNEL
3/4" PLYWOOD DECK
USE 2' x 4" OR LARGER.
DETAILS FOR FRONT WALL
UPRIGHTS
1/4' S.S. x —'LAG SCREWS
W/ 1W x 1-1/2' FENDER
WASHER (SEE TABLE 4.2) @ 6"
FROM EACH SIDE OF POST
AND 24" O.C. PERIMETER
1/4" LAP
PERIMETER DOUBLE
STRINGER
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood
1 2-1/2"
5/4" P.T.P. or Teks Deck
3-3/4"
7 P.T.P.
4"
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3" =1'-0"
1/4" x 6' RAWL TAPPER
THROUGH 1" x T AND ROW
LOCK INTO FIRST COURSE OF
BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NOW
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
FOOTING W/ (2) #10 x 3/4"
S.M.S. STRAP TO POST AND
(1) 1/4' x 1-3/4" TAPCON TO
SLAB OR FOOTING '
ALUMINUM FRAME SCREEN
WALL
ROW LOCK
BRICK KNEEWALL TYPE S
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
(1) #5 0 BARS W/ 3- COVER
(TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = V-0"
(2) #5 BAR CONT.
Y MIN. (2) #5 BAR CONT.
e
12'
TYPE III
STEEP SLOPE FOOTING
> T-10"
Notes:
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 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 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0"_ Then a minimum of a Type II footing is
required_ All slabs shall be 3-1/2" (4' nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh & Mesh, InForcet" e3TM (Formerly Fibermesh MD) per manufacturers
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
(See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0'
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0'
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 314" = V-0"
1" PER FT. MAX. FOR 3-1/2- (TYP
2'-0" MIN. BEFORE SLOPE I ALL"')
06mmmi6i
TYPEI TYPEII
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING
0-2' / 12" 2" / 12" - V-10"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY d N
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER W m
SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE y
jX
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE 2 o <
WALL DETAIL) MESH (SEE NOTES
ALUMINUM UPRIGHT CONCERNING FIBER MESH) h N
CONNECTION DETAIL (2) #50 BARS CONT. W/ 3" z
(SEE DETAIL) COVER LAP 25" MIN. w 3 d
R.S;
m
I 5�MIN. _ d 3-112" > >
16" MIN. / l -� t \ \ \ MIN. i r
TOTALCO o a
w �\ \/\� \/\ \\��\ 6 MIL.VISQUEEN VAPOR t o f
BARRIER IF AREA TO BE m ui
. n\ �\ �\ �\ n a
z ENCLOSED z
�O �¢
O 16' MIN. TERMITE TREATMENT OVER 3 0
UNDISTURBED OR g
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE z
DENSITY 1500 PSF BEARING —1 O
Notes:
o
1 _ All connections to slabs or footings shown in this section may be used with the above footing. Z U)
2. Knee wall details may also be used with this footing. N
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 2 O '
4. Crack Control Fiber Mesh: Fibermesh &Mesh, InForce- e3- (Formerly Fibermesh MD) per maufacturees Z O F
specification may be used in lieu of wire mesh. C� of m
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA
J
SCALE: 1/2" = 1'-0" 15 CO)> W ti
W °B m
M - C0
I —
EXISTING FOOTING 8" NEW SLAB W/ FOOTING = 0
H Q W z
U)W
EXISTING FOOTING W/ EPDXY \/ (2) #5 BARS -DOWELED INTO \\//\�/%/%/%/%%/%/%/% U) O
8' EMBEDMENT, 25" MIN.LAP J LL
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING Q N
SCALE: 1/2" =1'-W
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
#10 x 1-W2" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
(2) 114" MASONRY ANCHORS
(PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR
PSTEADER
2" G BOLT (2) PER
1" x 2" TOP AND BOTTOM
PLATE SCREW 2'-0" O.C.
EXISTING FOOTING
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2" = V-0"
CEO 'o
.J
LL W E:
W O' ox�
zP0°
a _J O LL 6.
a m
N
C
ro
W Z� o
IY] P.:n
.a
LLI 0Mt
N _J Co
V2.7�
Hmm
SHEET
�W 6
w
08-12-2010 OF
U
z
z
W
UNIFORM LOAD
rIM
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
A B C
UNIFORM LOAD
1 a
A B
1 OR SINGLE SPAN
UNIFORM LOAD
I I l
A B C D
3 SPAN
UNIFORM LOAD
Z l Z l
A B C D E
4 SPAN
NOTES:
1) 1 = Span Length
a. = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d - .50"
STAGGERED ON EACH * d-.50' d-.50" 1" MAX
SIDE OF SELF MATING BEAM
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB 7S
PLATE CAN BE INSIDE OR •75'
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX•
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.50') LENGTH
Minimum alstance and
c..""r",...r ate."..."• r.��•�or or" •
Screw
Slza
ds
(In.)
Edgeto
Center
2ds n.
Center to
Center
2-112ds n.
Beam Size
Thickness
n.
#8
0.16
318
7116
2'x7" x 0.055'x 0.120-^.1/16_=_0.053
#10
0.19
318
12
2' x 6" x 0.072" x 0.224"
1/8 = 0.125
#12
021
7116
§716
T x 9' x 0.072'x 0224'
118=0.125
14or1/4'
0.25
12
518
2' x 9' x 0.082'x 0.305'
1/8=0.125
5116'
0.31
5/8
314
2'x 10" x 0.092x 0.369'
1/4=0.25
refers to each side of splice
use for T x 4" and 2" x 6' also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksl.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" =1'-0"
SELF -MATING
BEAM
(SIZE VARIES)
2" x 2' ANGLE EACH SIDE I
SELF -MATING BEAM
POST SIZE PERT
THRU-BOLT # AND
T
LOAD PERT
# AND SIZE OF C
ANCHOR PER
SUPER OR
EXTRUDED
GUTTER
TRUFAST SIP HD FASTENER
't'+1-1/2" LENGTH (t+1") @
8' O.C. t+1-1/4"
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
J
Q
D
Z CO
Q 2
2O
ZO
C0 >_ J
N i W
W ea Cl
fW U M
Z
O
:3U ~
Q W
Zn Z fn
W
W
Z
U)
J
Q
d rL
zu
a
rD rn fO
Z N n
?
WE`D
O
Z
LL
k
W (`9 mxZ 6�
O
W
G q
w o`LL
3
O
o v m
C z a
w
u_
C (~j r
U
0) , 0 1—
m
WO
m
y N o f
W m 0
K
w
J m ..
X
O
U � O
C U
m
Z
0
OF
w
N
O
Z
J
fZ
C)
Z
o
W
o
re
O
a
O
a
20
0
r,
O
Z
O
tY
Lu
W
O
SHEET
Z
J
Q
O
Z
lu
0
W
LD
7
Z
Z
m
12
08-12-2010
OF
0
Table 3A.1.1-110 Town & Country Industries, Inc.
6005 TO Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 110 MPH velocity: using design load of 11.0 #ISF (47.1 XSF for Max. Cantlleverl
2" x 2" x 0.040" Hollow
2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span'L'/(bending
W or deflectlon'dj
. Load
Width (fL)
Max. Span 'L'l bending W ar deflection'd'
1&2 Span
3 Span
4 Span
I CaMax-
1&2 Span
3 Span
4 Span
C.Ma ever
4
5'-10' d
7'-2- d
T-4- d
I 1'-1" d
4
8'-l" d
9'-11' d
10'-2' d
V-6' d
5
5'-5' d
6`-8' d
6'-9' d
0'-11' d
5
TS' d
9'-3- d
9'S' d
1'-4' d
6
5'-1' d
63" d
6'3' d
0'-11' d
6
T-1' d
8'-W d
8'-11' d
T3: d
7
4'-10" d
9-11- d
6'-1- d
0'-11- d
7
6'-8' d
8'3' d
8'S' d
1'-0' d
8
4' 7- d
5'-8- d
5'-to- d
0'-10- d
8
6'-5' d
T-11' d
8'-1' d
1'-2- d
9
4'-5" d
5'-6- d
S-T d
0'-t0' d
9
S-Y d
7'-T d
T-9- d
1'-1' d
10
1 4'3" d
5'-3' d
S-5' d
0'-9' d
10
5'-11' d
T-4' d
T-6' d
1'-1' d
11
1 '-2' d
5'-1' d
9-3' d
0'-9' d
11
5'-9' d
7'-1' d
7'-3' b
1'-1' d
12
4'-0' d
4'-11- d
5'-1' d
0'-9" d
12
5'-7- d
6-11- tl
6'-11' b
1'-0- d
2" x 3" x 0.060"
Hollow
2"x 4" x 0.050"
Hollow
Load
Width (ft.)
Max. Span'l-7(bending'b"
or deflection'd)
Load
Width (ft.)
Max. Span 'L'/(bending'&
or deflection'd')
1&2 Span
3 Span
4 Span
Cantllever
1&2 Span
3 Span
4 Span
Can6 ever
4
8'-11' d
11'-1' d
1T-3' d
1'-8" d
4
10'-W d
13'-0' d
13'-T d
1'-11" d
5
8'-4' d
10'-3' d
10'-6' d
V-6' d
5
9'-9' d
12'-1' d
17-0' d
1'-9' d
6
T-10' d
9'-W d
9'-10" d
-VS'--d
6
9'-2' d
11'4" d
11'-7* d
T-8' d
7
T Y d
9'-2' d
9'4' d
T- d
7
8'-9' d
10'-9" d
11'- d
1'-T d
a
T-i- d
8'-9- d
8'11" d
1'4- d
a
8'4- d
1F-4 d
10'-5- b
1'-6' d
9
6'-10' d
W-5' d
8'-7' d
1'-3' d
9
8'-0' d
T-11' d
9'-10' b
V-6- d
10
1 6'-7- d
8'-2" d
8'4- d
1'-2" d
10
T-9- d
9'-7' d
9'4" b
1'-S d
11
6'S' d
T-11" d
&-1" d
1'-2' d
11
T-6' d
9'-2- b
a'-11' b
1'-4' d
12
6'-2- d
7'-8' d
T-10' d
1'-2" d
12
T4' d
8'-10" b
8'-6' b
14' d
" x 2" x 0.045"
Hollow
Load
Width (fL)
Max. Span'L'/(bendfng'b' or deflection'dj
1&2 Span
3 Span
4Span
Max'
Cantilever
4
6'-6' d
8'-l' d
8'-W d
1'-2' it
5
&-1' d
TS' d
T-8' d
1'-1" d
6
5'-9" d
T-l" d
T-2' d
T-1' d
7
S-5" d
6'-8' d
6'-10' d
0'-11" d
8
5'-2' d
6'.5" d
6'S' d
0'-11" d
9
4'-11' d
6'-2" d
6.3' d
0'-1 V d
10
4'.10' d
F-11" d
6'-1' d
0'-11' d
11
4'-8' d
5'-9" d
5-11" d
1 0'-10" d
12
1 4'-6' d
5'-7' d
5'-W d
I 0'-10' d
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
For 3 second wind gustatIlD MPH aloofly; using design load of 13.0 #/SF
Sections
TributarY
Load Width 'W'=Members aeln
T-0' T-6' 4--0"
4'-6' 5' -V
5'-6"
6'-0' 6'-6' 1 T-0' 1 7-0'
Allowable
Height '11`1 bendin
w or deflection
d'
2" x 2" x 0.040' Hollow
b
7'- 1" b
T-5" b
6'- 1" b
6'-8' b
6'4" b
6'-1" b
5'- 0" b
5'-7' b
5'-5" b
3" x 2" x 0.045" Hollow
b
8'-8' b
8'-l' b
T-7" b
T-W b
6'-11'
6'-7" b
6'4" b
6'-1' b
5'-11' b
2" x 3" x 0.045" Hollow
b
9'-10"
9'-2" b
8'-W b
8'-2" b
T-10' b
7'-6' b
T-2" b
6'-11' b
6'-8' b
2" x 3" x 0.060" Hollow
b
12-5" b
11'-7" b
0'-11" b
10'4" b
9'-10' b
9'-5" b
9'-1" b
8'-9" b
&.5' b
x4"x0.050- o
ow
1- 0
11'-1" b
10S" b
9-1
9S
9-1'
8-8 b
8-
8-1
2" x 5" x 0.062" Hollow
b
E21-711-
17'3' b
16'-T b
15'3' b
14'-5- b
13'-9' b
13'-2" b
12'-8" b
1T-3" b
1 -10" b
2" x 4" x 0.046 x 0.115" S.M.B.
14'-7'
13'-7' b
12'-10' b
12'-2- b
11'-7' b
11'-1"
10'-8- b
10'-3" b
9'-11' b
2 x 5 x 0.050 x 0.135" S.M.B.
1T-6'
16'4" b
15'-5' b
14'-8
1 -11"
13
12'-10'
4
1-11-
2' x 6' z 0.050' x 0.135" S.M9.
20'3'b
18'-11'b
17'-10" b
16'-11'b
16'-Yb14'-10"
b
14'4' b
3-102"
x 7" x 0.057" x 0.135" S.M.B.
24'3" b
22'-9" b
21'S' b
20'4' b
19-4 b
tB'-7' b
17'-10' b
17'-Y b
16'-T b
2' x a' %0.07Z" x 0240' S.M.B.
32'-2' b
29-9' b
2T-10' b
26'3" b
24'-11' b
23'-9' b
22'-9' b
21'-10' b
21'-0' b
20'4' b
2" x e x 0.672 x 0.2390 S.M.B.37-W
b 1341-5
32
30S
28-10
2TS"
26
253
244'
23-6"
2" x 9" x 0.082" x 0.321- S.M.B.
41'-6" b
M-Y
35-11- b
33'-11" b
32'-2' b
3V-6- b
29'4' b
28'3'
27'-2' b
26'3' b
2- x 10" x 0.092" x 0.389" S.M.B.
53`11' d
513'
-049'' d
47'-2" d
45'-1' b
4Z'-11' b
41'-2' b
39'-7" b
138'-1" b
36-10" b
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3-110 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF
Tributary Load Width
T-0" 1 3'-0' 1 4--0' 1 5'-0" 1 6'-0" I 7'-0" I 8'-0" 10'-0' 12'-0' 1 14'-0" 1 16'-0" 1 18'-0"
Hollow Beams
Allowable Span'L'!
bending W or deflection'd'
2" x 4" x 0.050'
13'3' dl 11' 7- di 10'S• d 9'-9' d
9'-2• d
B'-9' d 8'-4' d T-9' d T-0' d 6'-11' d 6'-8' d 6'-0' d
Self Mating Beams
Allowable
Span'L'
/ bending'W or deflection'd'
2" x 4' x 0.046" x 0.115"
14'-9- d
12'-10- di
11'-8' d
10'-10' d
10'-2' d
9'-8- d
9'-3- d
8'-7- d
8--1- d
7--8' d
Tom' d
T-l' d
2" x 5" x 0.050' x 0.135"
18--2- d
15-11' d
14'-5' d
13'S' d
12'-T di
11--11- d
11--T d
10'-W it
10'-0" d
9'-6' d
9'-l" d
8'-9" d
2" x 6' x 0.050" x 0.135"
21'-4' d
18'-8' d
16'-11' d
15--9- d
14.9- d
14'-1' d
13'-5- d
12'-F d
11'-9- d
11' 2- d
10'-8- d
10'-3- d
2" x 7' x 0.057' x 0.135'
24; 5' d
21'4" d
19'4- d
1T-11' d
16'-11" d
16'-l' d
15-4- d
14--T d
13'-Y d
12'-9- d
12'-2' d
11'-9' d
2" x 8" x 0.072" x 0240'
30'-1" d
26'-3' d
23'-10' d
22'-2' d
20'-10' d
19'-0' d
18'- ' 11 d
1T-T d
16'S d
15'-9' d
15'-0" d
14'-5' d
2" x 9" x 0.072" x 0.239"
33'-1• d
28'-1T d
26'3- d
24'4' d
22'-11- d
21.9- d
20'40- d
19'4' d
18'-2" d
1 T3• d
16'-6- d
15'-11- d
2" x 9" x 0.082" x 0.321"
35-5' d
30'-11' d
28'-1" d
26'-1" d
24' 7- d
23'4- d
22'4" d
20.9" d
19'-6- d
18'S' d
1 T-9" d
1 T-0' d
2" x 10' x 0.092" x 0.389'
41'-1' d
35'-1 V d
32'-7- d
30'3' d
28'-6" d
2T-1' d
25-11' d
2V-0- d
22'-7- d
21'-6- d
20'-6- d
19'-9' d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be Interpolated.
Table 3A.1.4-110 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind crust at 110 MPH velocity- using dashn had ..f 14 n WB V
Self Mating Sections
V TrIbutaT Load Width 9M = Puriin Spacing
5'-0" V-0- T-0" 8'- 9'-0' 10'_o
Allowable Span 'L' / bending'b' or deflection'd"
2" x 4" x 0.046" x 0.115"
14'-W d
13'-0' d
12'-1 I" d
I 12'-5' d
11'-9- b
I 11'-2" b
10'-8" b
10'-2" b
2" x 5" x 0.050" x 0.135"
17'-11" d
16'-11" d
16'-1' d
15'4" d
14'-9" d
14'-3' d
1 T-9" b
13'-2" b
2" x 6" x 0.050" x 0.135"
21'-1' d
19'-10- d
18'-10- d
18'-0' d
1T4- if
16'-0- b
15'-W b
15'-0' b
2" x 7- x 0.057" x 0.135-
24'-1" d
22'-W d
21'-0' d
20' 7' d
19'-10' d
19'-1' b
18'3' b
IT-S b
x 0.072" x 0240'
29'-8' d
2T-11' d
26W d
2S-5" d
24'-5' d
23' 7- d
2T-10' d
22'-Y d
2" x 9' x 0.072" x 0239"
32'-0' d
30'-9' d
29'-Y d
2T-11" d
26'-10" d
25-11" d
25-1' d
24'J' b
2" x 9' x 0.082' x 0.321"
34-11' d
32'-11" d
31'-3' d
29'-11" d
28'-9' d
2T-9' d
2&-11' d
26'-2d
2" x 10" x 0.092" x 0.389"
40'-T d
38'-2' d
36'-0" d
34'-8' d
33'4' d
37-2' d
31'-2' d
30'4' d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind gust at 110 MPH velochv: uslna deslan load of 13.0 #1SF
Sections
Tdbutary Load Width'IM = Puriln S aeing
3'-0" 3'7 4'-0" 4'-0" 5'-0" 1 5--0" 1 6'-0" 1 6--6' 1 T-0" T-0'
Allowable Height 'H' / bandirin V or deflection'd'
3' x 3" x 0.045" Fluted
9'-1- b
8'S" b
T-10- b
T-5- b
T-0' b
6'-8' b
6'S b
6'-Y b
5-11' b
5'-9' b
3" x 3' x 0.060" Square
11.2' b
10'4' ti
9'3' b
9'-1' b
8'-8' b
8'3- b
T-11' b
T-7' b
T4' b
T-1' b
3" x 3' x 0.093' Square
16'-0' b
14'-10' b
13'-11- b
13'-1' of
12'-5' bl
11'-10- b
1 11'4- b
I 10'-11' b
1 10'-0' b
1 10'-Y b
3" x 3" x 0.125' Square
19'-1" b
1T-8- b
i6'-T b
1 S-T b
I W-10- b
I 14'-1- b
1 13'-6- b
I 12'-11' b
1 12'-6- b
4" x 4' x 0.125' Square
24'-9- b
22--11- b
21'S'
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans.
2. Spans may be Interpolated.
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indenfification marks have been provided to
contractors and yourself for permitting purposes. The details below
�u , to th a1 o inrse-)�
,��?? nd a location of such marks.
ese allo a 'III" y fo o exWsions. It is
I ' lely contrty a they receive and use only
EN
005 alloy ap s qn usg is engin ring. We are providing this
I Lctl&lent t ' ' 1ifY }ifa Acation o ur 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.
TC16005 SELF -MATING
Q co
Z
:3Z
Z U) QIL
O
w
o
M O co
N
Z0 LU
C7 X m
Z
2
LU Z g
Lu
w.r
> LU
LU
06
IL
IL
rn
rn
0
J LL
N
O
U
0
Q O
F
yZ
t7
Z
5 LL! Z
m
Z O
U)
c
W
J U)
OJ
a
Q
o
N
4 §
rD
(O
t- �cor
ir: 2 N
ro
LLLL lu
tu IL
LU (Z'g to X E
c or
a LL O n
(D Q t v m
j a
ui
cc o
m cc � c
LLI a oar
O -j to
dt .
a U
0
� n
m
J �
w
tu
�HEET Z
C7
Z
w
8-110 Z
w
to
8-12-2010 1 OF
12 0
Table 3A.1.1-120 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen. Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 120 MPH velocity: using desinn load of 13 n fHSF f4a_3 #ISF for Max_ Cantloverl
2" x 2" x 0.040" Hollow
2" x 3" x 0.045' Hollow
Load
Width (ft)
Mam Span'LY(bending'W
or defleetlon'd')
Load
Width (11L)
Mm Span 'L7(bending'b' or deflection'dj
182 Span
3 Span
4 Span
Ca bl ver
1&2 Span
3 Span
4 Span
Cantilever
4
5'-W d
6'-9' d
6'-11' d
1'-1' d
4
T-8' d
9'-5' d
9'-7" d
1'-6' d
5
5'-l' d
6'-3' d
6'-5" d
0'-11" d
5
.7'-V d
8'-9" d
8'-11' d
1'-4' d
6
4'-9" d
5'-11' d
6'-0' d
T-11' d
6
6'-8" d
8'.3' d
8'-5' d
1.3' d
7
4'-7" d
&-7" d
5'-9' d
0'-10- d
7
6'-4' d
7'-10' d
T-11' d
1'-3- d
8
4'4' d
5'4' d
5'S' d
0'-10' d
8
6'-1' d
7'-6- d
7'S' d
1'-2' d
9
4'-2' d
5'-2' d
5'-3" d
0'-10" d
9
5-10- d'
T-2' d
T4- d
T-1" d
10
4'-0' d
4'-11' tl
5'-1" it
0'-9" d
1 10
1 6-7' d
6'-11" d
6'-11' b
1'-1' d
11
3'-11'
d
d
0'-9' d
11
5'-5 d
6'-9' d
6'$' b
1'-0- d
12
3'-10'
d
4'-8- d
4'-9" b
0'-9' d
12
5'_3' d
b
1'-0- d
2" x 3" x 0.060"
Hollow
2- x 4" x 0.050"
Hollow
Load
dth (ft.)
Wie
Max-
Span
'L'/(bending'b'
or deflection'd')
Load
Width (ft.)
Max Span 'L'/(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Max.
Cantilever
4
8'S- d
10'-5' d
10'-8' d
1'1- d
4
9'-11" d
12'4" d
12W" d
l'-11" d
5
T-10' d
9'-0' d
9'-11' d
1'S" d
5
9'-3' d
ll'-5" d
11'-W d
1'-9' d
6
7'-5' d
9'-2' d
9'4' d
1'S" d
6
8'S" d
10'-9' d
10'-11' d
1'S" d
7
T-0" d
&-8' d
8'-10' d
T4" d
7
8'-3" d
10'-2' d
10'-3" b
lW' d
8
&-9" d
8'4' d
8'S" d
1'-3" d
8
7'-11" d
9'-9' d
9'-7' b
T-6* d
9
6'-6" d
T-11" d
EIC2' d
i'-3" d
9
7'-7' d
9'4' b
9'-X b
T-5" d
. 10
&-3' d
T-8" d
7'-10" d
T-2" d
1 10
T4' d
8'-11" b
8'-7- b
1'-5' d
11
6-1""
'S'
T-7" d
1-2" d
11
7-1" d
6'-6- b
8'-2' b
1'44' d
12
5-10d
7'3d
"
T-5"
2
6'-" d
'-1'
T-10 "
' d
' x 2" x 0.045"
Hollow
Load
Width (ft)
Max. Span'L'/(banding V or deflection'd�
1&2 Span
3 Span
4 Span
Mom'
Cantlever
4
6'-2' d
7'-8' d
7'-10" d
l'-2' d
5
5'-9" d
7'-V d
T-3" d
1'-1- d
6
S-5" d
6'-8" d
6'-10' d
1'-0' d
7
5'-2' d
6'4" d
&-6' d
0'-11' d
8
4'-11" d
6'-l" d
6'-2" d
0-11" d
9
4'-9' d
5'-10" d
5'-11" d
0'-11" d
10
4'-7' d
5'-8' d
5'-9' d
0'-10" d
11
4'-5" d
5'-5" d
5'-7' d
0'-10" d
12
1 4'.3' d
I 5'4" d
1 &-5" d
0'-10' d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans maybe interpolated.
`.Table 3A.1.3-120 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
'::For 3.second wind gust at 120 MPH velocity; using design load of 13.0 #/SF
Trtbuta Load width
2'-0' 3'-V 4'-0" 5'-0' S'-0'
T-0' 8'-0' I 10'-V I 17-0' 1 14"-0' 1 16'-0- 18'.0"
I Hollow Beams
Allowable Span'L'
I bending'b' or deflection'd' -
2"x-4" x 0.050"
17-V di 10'-11' di 9'-11" di W-T di 8'-8' di
8'-3' di 7'-11' di T4' di 6'-11' di 6'-7' di 6'-3' di 6'-0' d
j Self Mating Beams
Allowable Span'L'
/ bending W or deflection'd'
2'aN4" x 0.046" x 0.115'
13'-11' d
12'-2' d
1l'-1" d
10'-3' d
9'S' d
9-2' d
&-9' d
8'-2' di
TS" d
7'-3' d
6'-11' d
6'-W d
2" x 5" x 0.050" x 0A35"
1T-2' d
15'-0' d
13'-8' d
17-8' d
11'-11" d
1l'4" d
10'-10° d
10'-l" d
9'S' d
8'-11' d
8' 7' d
8'J' d
2' x 6" x 0.050" x 0.135"
2(r-2' d
1T-7- d
16'-0' d
14-10- d
13'-11' d
13'-3- d
12'S' d
11'-10- d
1T-1' d
10'-7- d
10'-l' d
9'-W d
2" x 7" x 0.057' x 0.135"
2T-l" d
20'-2" d
18'4' d
IVA I" d
15-11" d
15-2' d
14'-V d
13'S' d
12'-8' d
12'-1' d
1 T-V d
11'-1' d
2" x 8" x 0.072" x 0240"
28 -5" d
24'-10' d
2T-7' d
20'-11' d
19'S' d
18'-9' d
1T-11" d
16'-7' d
16-8' d
14'-10' d
14'-T d
13'-8- d
2" x 9" x 0.072" x 0239"
31'J' d
27"4" d
24'-10' d
23'-0' d
21'-W d
20'-7' d
19'-W d
18'-3' d
1T-T d
16'4- d
15'-W d
15.0' d
x 0.082" x 0.321"
33-6" d
29'-Y d
W-T d
2"" d
2&-T d
2T-1- d
217l ° d
19'-T d
18'-5- d
V-6- d
16'-9° d
W-1- d
1 2" 0' x 0.092' x 0.389"
Marx
W-10' d
3T-11' d
30'-10' d
2&-8' d
26'-11' d
26-7' d
24'S' d
27-9' d
21'S" d
20'4' d
I W-5' d
18'-8' d
Notes:
1- It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 49
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia orwall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-120 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 120 MPH velocity- into" dwd,.n rnad of 13 n rase
Self Mating Sections
Tributary Load Width W = Puffin Spacing
5"-0' I 6'-0' I T-0' I 6'-0' I 9'-0" 101-0"
ll'-0' 12--0"
Allowable Span'L" / bending'b' or deflection
'd'
2" x 4" x 0.046" x 0.115'
13'-9' d
12'-11' d
17-3- b
l l'-6- b
10'-10- b
10'-3' b
9-10" b
9-5' b
2" x 5" x 0.050" x 0.135"
1 TA 1- d
15-11' d
157-2- d
14'-6- d
1 T-11- b
13'-W b
12'-7- b
12'-1- b
2' x 6" x 0.050" x 0.135'
19'-11- d
18'-9- d
1T-10- d
16'-11' b
15'-11- b
15'-2- b
14'S' b
13'-10- b
2" x 7" x 0.057" x 0.135'
27-9" d
21'-5" d
20'4" d
19'-W d
18'-6" b
1T-7- b
16'-9' If
16'-0' b
2" x 8" x 0.072" x 0240
1 28'-1' d
26'-5' d
25'-1' d
24'-W d
2T-1' d
22'-3' d
21'S' b
20'-6'
2" x 9' x 0.072" x 0.239'
30'-11" d
29'-1- d
21-1 d
26'-5" d
26-5- d
24'-6- b
23'4- b
22'4"x0.082"
x 0.321'
33'-1 ° d
31'-2' d
29'-7' d
28'-3' d
2T-2' d
26'-3' d
2SS' d
24-9'2'x Id
10"x0.092"x 0.389'
38'-5' d
36'-1' d
34'4' d
32'-10' d
31' 7- d
W-6* d
29'-6' d
2W-8"
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2120 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
For Screen, Acrylic, or Vinyl Rooms and Under Solid Roof
Aluminum Alloy 6005 T-5
For 3 sw rind wind n mt at 17n MPH vel.vIty .."1".. d"ei.." hn"d ..f 1 h: n erect
•
Sections
Tri uta
Loa Wid
W =Mem er 5
acin
X-V T-6- 4'-0"
4'1'
5-0' S'-6"
6'-0" V-6- 1 7'-0" 1 7'-0-
Allow is
HeI ht *H'1
bendin 'b' or deflection
.1.
2" x 2" x 0.040" Hollow
7'-11" b
7%6' b
6-11' b
6'-6' b
6'-2" b
S- 1" b
5'-W b
5'S" b&-3"
b
5'-0" b
3" x 2" x 0.045' Hollow
8.8' b
8-0"
7':U
7'-l' b1
6 -9
6'-5" b
6'-2" b
I&A 1" b1
5-0" b1
5'-6' b
2- x 3- x 0.045" Hollow
9'-10" b
9'-2' If
6-6" b
8'-1- b
7'S" b1
T-3- b
6-11" b
6'-8' b1
6'-5' b1
6'-3" b
2" x 3" x 0.060" Hollow
17-5' b
1l'S' b
10'-9' b
10'-2" b
9'S" b
9'-2' b
8'-10- bR2"b
b
8'-2' b
T-10' b
2" x 4" x 0.050' Hollow
11'-11' b
11-w b
10'4"
9-9- b
9'-3" b
8'-10' b
8-5'
7'-10" b
7'-6"
2" x 5" x 0.062" Hollow
1T4" If
16'-1" b
15-0' b
14'-2' b
13'-5- b
2'-10- b
1Z-r b
b
11'4' b
10'-11' b
2" x 4" x 0.046 x 0.115" S.M.B.
W-7" b
IT-6- b
1T-8- b
11'-11" b
l l'4° b
0'-10" b
10'4- b
bR-6-
9'-3'
2" x 5" x 0.050" x 0.135" S.M.B.
1 T-T b
16'-3" b
15'-3" b
14'4" b
13'-7" b
2- 1" b
12'-5' b
b
1l'-1" b
2 x 6" x 0.050" x 0.135" S.M.B.
204
18'-10
17'S b
16'-8°
15'-9"
15-0" b
14'S b
b
2-11' b
2" x 7" x 0.057" x 0.135" S.M.B.
24'-5" b
22'-7' b
21'-2' b
19'-11' b
18'-11' b
18'-0" b
1T-3' b
b
15'-5" b
2" x 8" x 0.072" x 0.240" S.M.B.
29'-1 V b
27'-8- b
25'-11' b
24'S' b
23'-2" b
22'-1' b
21'-2' b
b
18'-11" b
2" x 9 x 0.072" x 0.239" S.M.B.
34'-8 b
32 -1' b
&Y-U.
773
2-6'-To-*b
25'-7'
24 S' b
21 -11
2" x 9" x 0.082" x 0.321" S.M.B.
38'-8" b
35`10" b
33'-R b
31'-7- b
29'-11' b
28'-7" b
27'4" b
b
24'-5" b
2" x 10" x 0.092" x 0.389" S.M.B.
51'-5' d
48'-10' d
46'-9' d
44'-0" b
41 -11' b
40'-0- b
33'4- b
35'-10' b
34'-3" b
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.2120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind must at 126 MPH velocity: uslnn desian load of 15.0 XSF
Sections
Tribute Load Width'IM = Purtin Spaeing
3'-0' 3'-0' 4--0" 4'-6' 5-0" 5.6" 6'-0' 1 6'•6' 1 TO T-0"
Allows Height W / bending'W or deflection'd'
3" x 3" x 0.045" Fluted
8'-T b
7'-10' ti
T4' ti
6'-11' b
6'S' b
6'-3' b
5'-11' b
5'-9° b
5'S' b
5'4' b
3" x 3" x 0.060" Square
10'-5' b
9'-7' b
8'-11' b
8'S' b
B'_0 b
7'S' b
T4° b
T-1' b
6'-10' b
6'-7' b
3" x 3" x 0.093' Square
14'-11' b
13'-10' b
12'-11' b
12'-2- 6
11W- b
11'-0- b
10' 7- b
10'-Y
3" x 3" x 0.125' Square
1T-9' bi
16'-6' bi
16S' b-
W-6" b
1 13'-9" b
13'-2- b
12'-7- bi
12'-1' bi
l l'-8" b
I l l'S' b
4" x 4" x 0.125" Square
23'-0" b
1 21'4' b
19'-11"b
I is-1- b
1T-10' b
16'-11' b--
b
15'-6' b
15-1" b
14'-T b
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
Notes: To: Plans Examiners and Building Inspectors,
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beamR
eabove spans for total beam spans.ANN
S_ .2. Spais may be interpolatedThe all - n"'
bfi ti �, a been provided to
tracto ; nd you ` Ili fo�pe • i p `9Ses. The details below
j lustrate allo �ntifiea 'o marks a the location of such marks.
Ttfg9� alto. ares ly for ou 05 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
m
J
Q U)
M Z
Z ,fn Q
IL
U)
2O Qf
(r) W m
U)J W
W Z
W
U_ LL
LL
J
IY
2
U
Q N
N Z Q
g W M
Z IX O
CO U
W
J U)
Q
EET
8-120
08-12-2010 1 OF 12
Table 3A.1.1-130 Town & Country industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF (56.6 NSF for Max. Cantilever)
2" x 2" x 0.040" Hollow
2" x 3" x 0.045' Hollow
Load
Width (ft.)
Max.S
n'L'/(bending'Wordeflecdon'dj
Load
Width (ft.)
Max. Span 'L'1(bending'b' or deflection'dj
1&2 Span
3 Span
4 Span
Canti ever
182 Span
3 Span
4 Span
Cantilever
4
63' d
6'-Y d
6'-7' d
0'-11' it
4
7'-3" it
8'-11' d
9'-2' d
1'S° d
5
4'-10' d
6-11' it
6'-1' of
U-11' it
5
6'-9' it
8'-4° d
8'$' d
V-Y it
6
4W' it
5'$' d
5'-9- it
0'-10- d
6
6'-0' d
T-10' it
8'-0' d
1'-3' d
7
4'4' d
5' 4 d
5'$' it
0'-10- d
7
6'-0- d
T-5' it
T-T d
1'-2' d
8
4'-2' d
5'-1' d
5-3' d
0'-9' it
8
5-9' d
T-2' d
T-3' b
1'-1- d
9
S-11" d
4'-'11° d
6-0' d
V-9' d
9
5'-7° d
6'-10' d
6'-10" b
1'-1' d
10
T-10' it
4'-9" it
4'-10' it
0'-9' it
10
5'4' d
6'-T d
6'-6" b
1'-0° d
11
&-9' d
4'-7' d
4'-8' b
0'-9" d
11
5'-2' d
6'S' b
6'-2' b
0'-11" d
12
d
4'-b' d
4'-5" b
0-8" d
12
&-1" d
I6'-2' b
5'-11' b
0'-110 it
2" x 3" x 0.060'Hollow
2" a 4" x 0.D50"
Hollow
Load
Width (ft)
Max.Span'L'I(bending'b'
or deflection'd7
Load
Width (ft.)
Max. Span'L'/(bending V or deflection'dj
182 Span
3 Span
1 4 Span
Centil Max.
1&2 Span
3 Span
4 Span
cantilever
4
8'-1' d
9'-11° d
10'-2' d
1'$' d
4
9'$' d
11'-9" d
11'-11" d
T-10° d
5
T-6- d
9.3' d
9'5" d
1'-5' d
5
8'-10' it
10'-1T d
11'-1' d
1'$' d
6
T-1- d
8'$' d
8'-1T d
T- d
6
&4' it
to'-3" d
10'4' b
1'-7' d
7
6'$" d
8'3' d
8'$' it
T3" d
7
T-11' it
9'-9" d
9'-7- b
V-6- d
a
6'-5" d
T-11' d
8'A" d
T-3' it
8
T-6- d
9.3- b
8'-11' b
1'-5- d
9
6'-2" d
T-T d
7'-9- d
1'-2" it
9
T-3° it
8'-9- b
8'-5' b
1'-5° d
10
1 S-11' d
T4" it
7'$' it
T-2" it
10
1 &-11" d
8'-3" b
7'-11" b
1'4' it
11
5'-9" d
7-1' d
T3b
1-1' d
11
-9'- d
67
T-11" b
7
d
12
0
6-11.d611°
b
d
12
d
17- bT3'b1'-3
d
" x 2" x 0.045"
Hollow
Load
Width (fL)
Max. Span 'L'/(bending'b' or deflection
'd')
1&2 Span
3 S an
p
4 S n
Max.
Cantilever
4
5'-11" it
7.3' d
T-5° d
T-1" d
5
5'$' d
6"-9- d
6'-11" d
1-0' d
6 7
5'-2' d
6'4' d
6'-6' d
0'-11'
7
4'-11' d
6'-1" it
6'-2" it
0'-1 I' d
8
4'-8" d
5'-9" it
5'-11" d
0'-11' d
9
4'$" d
5'-7' d
5'-W d
0'-10- d
10
4'4" d
5'-4" d
5'-6' d
0'-10. d
11
4'3- d
5'-2" d
5'4" d
0'-10' d
12
4'-1- d
5'-1- d
I 5'-Y d
0'-9' d
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table3A.2130 Town & Country Industries, Inc.
600&TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T5
..For:3'second wind gust at 130 MPH veloe , using design load of 18.0 WSF
Sections
Tributery
Load width 'W'=MemberSpacing
3'1' 1 3'1" 1 4'-0"
4'-0" 5'-0"
FE"
1 6'7 S$' 1 77 1 T$"
Alto
bleHe ht H' end
n or eflection'd
2"x2"x0.040" Hollow
7'3'
1 6-9' b
1 5'4' b
5'-11" b
1 6-8" b
64' h
5'-2' b
4'-11" b
4'-9' b
1 4'-7" b
3" x,2" x 0.045" Hollow
T-11" b
T4' b
6'-10- b1
6'$' b
6'-2" b
5'-10- b
5'-7' b1
5'-5" b
5'-2" b
1 5'-0' b
2 tv3r.x 0.045-Hollow
9-0' b
8'-4"
7'-10' b
74
- 61
6-8' b
2'.X-3" x 0.060" Hollow
11'4" b
10'-6' b
9'-10" b
93" b
8'-10' b
75' b
8'-0" b
T-9" b
7'-5'
1 T-T b
2" x 4" x 0.050" Hollow
10*4 V b
10'-1' b
9'3 b
8'-11' b
&5' b
8'-0" b
T-8" b
7'5' b
7'-1' b
6'-11' b
2" x 5" x 0.062" Hollow
15'-10' b
4'-8' b
13'-9' b
TT-11" b
177b
17'$- b
11-W b
10'-9- b
0'-5' b
10'-0" b
2"x4"x 0.046 x0.115" S.M.B.
134
1 4"
11-7"
0-11
104
9'-10-
95
9'-1' b
8-9' b
8-5
2" x 5" x 0.050" x 0.135" S.M.B.
16'-7' b
14'-10' b
73'-11' b
13'-1
12'-Y b
1'-10" b
114' b
0'-11' b
to-6" b
10'-2" b
2" x 6" x 0.050' x D.135" S.M.B.
18'-7- b
17'3' h
16'-1- b
15'-2" b
14'-5- b
13'-9' b
13'-2- b
12'-8" b
17-2" b
11'-9' b
2 x7 x0.057"x0.135' S.M.S.
4"
20$
19
b
IT-3-18-2'
17'
16$
5-9- b
15-2
14-7`
-1 b
2" x 8" x 0.072" x 0.240' S.M.B.
2T4' b
25'3' b
23'-0' b
22'4' b
21'-2'
18'-7' b
17'-11' b
17'3' b
2" x 9" x 0.072" x 0.239' S.M.B.
31'$' b
29'3' b
27W b
25'-10' b
24 $' b
23'4' b
274' b
21'$' b
20'$' b
20'-0' b
2" x 9" x 0.082" x 0.32 " S.M.B.
35'4' h
37$' b
30'-7° b
28'-10' b
27'4"
26'-1' b
24'- ' b
2S-11" b
2TA" b
274" b
2 x x0.9 x 9S.M.B.
48-Y
45-0"
42'-10'b
14U'-b'b
384
36$
34'-11
-7
3 -5
313
notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection fin the above spans
for total beam spans.
2. Spans may be Interpolated.
Table 3A.1.3-130 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF
Tdbuta Load Width
2'-0" T-0" 4'-0' S-0" 6'-0'
T-0' 8'0" 10"-0' 12%0" 14'-0" 16%0" 18%0"
Hollow Beams
Allowable Span'L'
/ bending'b' or deflection 'it*
2' x 4" x 0.050"
11'-11' d 10'-5° d 9'$' d 8'-10' d 8'-3- d
T-71' d T$' d 6'-11" d 6'-T d 673" d 5'-11' d S-9" d
Self Mating Beams
Allowable Span'L'
/ bending'b' or deflection 'it'
2" x 4' x 0.045" x 0.115'
13'3' d
11'-T d
10'-6' d
9'-9' d
9'-2' d
8'-9' d
8'-4' d
T-9' d
T-4' d
6'-11' d
6'$' d
6'-0'
2" x 5" x 0.050" x 0.135"
16'-5' d
14'4' d
13' T d
17-1" d
11'4' d
10'-10' d
10'4' d
9'-T d
9'-0' d
8'-T d
8'-Y d
T-11' d
2" x 6" x 0.050" x 0.135"
19'3' d
16'-10' d
15'-3' d
14'-2' d
13'4- d
12'$' d
12'-1' d
11'3' d
10'-7' d
10'-l' d
9'-7' dd3d2"x7"x0.05Tx0.135"
21'-11" d
19'-2' d
1T-5' d
1S-Y d
15J" d
14'$" d
IS-10' d
12'-10- d
12'-1' d
11'$' d
10'-11' d4.
"x8" x0.02"x0.240'2T-1'
d
23'$' d
21'$' d
19'-11" d
I W-9- d
1 T-10- d
IT-1- d
1540' d
14'-11' d
14'-2' d
1&-7' d0.072"
x 0.239"
29'-10' d
2 ' d
S-0
23'$" d
21'-11' d
20'$' d
19'$' d
18'-9' d
17'-5' d
16'-5' d
15'-T d
14'-11' d2"x9"x0.082"x0.321"
31'-11' d
27'-1I" d
25'4" d
23'$' d
2T-2° d
21'-0" d
20'-1' d
18'$'d
1T-7' d
16'$' d
15'-11' d2"x10"x0.092"x0.389""
3T-1" d
374- d
29'-5- d
2T4" d
25'$' d
24'-5 d
23"4' d
2V-T d
20'-5' d
19'4' d
18'$' d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span Is measured from center of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be Interpolated.
Table 3A.1.4-130 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity: uslne design load of 15.0 XSF
Self Mating Sections
Tributary Load Width W = Purim Spacing
5'-0" 6'-0" 7'-0' 8'-0" 9'-0" IW-0'
I 11'-0' 1 17-0"
Allowable Span'U / bending W or deflection'd'
2" x 4" x 0.046" x 0.115"
13'-1" d
174" d
11'-5' b
1 10'$' b
10'-7' b
9'-7- b
9'-l' b
8'-9- b
2" x 5" x 0.050' x 0.135"
16-2" d
1S3" d
W-6' d
13'-9' b
17-11" b
174" b
11'-9' b
11'3" b
2" x 6" x 0.050" x 0.135'
W-11' d
1T-10- d
16'-10" b
1S-9° b
14'-10- b
14--1- b
13'-5" b
1T-11- b
2" x 7' x 0.057' x 0.135"
21'-9' d
20'S' d
19'5' d
18'-3' b
1T3' b
164" b
1S-7- b
14'-11' b
2" x 8" x 0.072' x 0.240"
2&-9' d
25'-2" d
23'-11" d
27-11- d
27-0' d
20'-11' b
19'-11- b
19'-l' b
2' x 9" x 0.072' x 0.239'
29'-5' d
2T$' d
264' d
25-2' d
24'-0' b
27-9" b
21'-9' b
20'-10" b
2" x 9" X 0.082' x 0.321'
31'-T d
29'$' d
28'-2' d
26'-11' d
2S-11- d
25-0' d
24'-1' b
23'-1" b
0.389" 1
36'-7- d
34'5- d
32'$° it
31'3' d
30'-1' d
29'5' d
28'-2' d
1 27"4" it
Notes:
1. Tables assume extrusion oriented with longer extuslon dimension parallel to applied load.
2. Spans may be Interpolated.
Table 3A.2 130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind gust at 130 MPH velocity: using deslon load of 1B.D f#SF
Sections
TributaryLoad Width' 4 = Puriln Spacing
3'-0" 3'-6' 4'-0" 4"-0" 5'-0" S-0' X. 6'$" 7'-0' 7'$'
Allowable Height 'H" / bendln 'b' or deflection'd'
3" x 3" x 0.045" Fluted
T-W b
T-2' b
6'$" b
6'4' b
S-11" b
5'$' b
5'S' b
1 53' b
5'-1' b
4'-10' b
3' x 3" x 0.060" Square
9'S' b
8'-9' b
6'-2" b
T-9' b
T4' b
6'-11- b
V-8- h
6'-5- b
6'-Y b
F-11- b
3" x 3" x uxaw Square
13'-T b
17-T b
11'-10' b
11'-1' b1
jVF7' b
10'-1' b
9'$' b
9 Y b
8'-11- b
8W- b
3" x 3" x 0.125" Square
16'-3" b
15'-0' b
W-1' b
13'-3' b
17-T b
11'-11' b
.11'-6' h
11'-0' b
W-18" b
10'3' b
4" x 4" x 0.125' Square
20'-11- b
19'5" hl
15.6' b
14'-10' b
14'3' b
13'-9' b
13'3' b
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans.
2. Spans may be Interpolated.
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
e alloy' ddeentification marks have been provided to
con dC and ours f e t bSes :,The details below
illus a e all ind n aafio%fn r s the location of such marks.
They ma are u d sole( 6005!eztrusions. It is
F'1_katel a co hac�r Spd���� i itJty that th y receive and use only
6005 alloy shapes�wlten u in ilginearin 1 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
ram
i�
tan
m�
ram
O ZLL
3 O
A am
y
Z
W: g
m
o
z Q
OQ
in I
O
O�
� LL
z¢
�Ir
30
oD
<3
Z
-.1 O
F
Z w
Z U) Q o
0 N
Z0 W to
00 Z
_I
W
Z g
f
W lu
W IL
� > :3
to
U
ui
O
H Q M Z
y Z Q
W M
W Z m
Z IX OID
c
W OJ
U) LL
Q
N
Nt to
t0 to
(,o
co
k 2 �2
W W IL v
W C
e in
a Jo" CX
Q1=v m
LC a- I
C
a) o
CO
ti
W X L
at
N
C O c
li o
N n
J 12
Z
�3EI4C �
w
9AEET z
0
Z
W
8-180 1
W
m
OF 12 0
Table 3A.1.1-140 Town & Country Industries, Inc.
6005 TO Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF (65.7 INSF for Max. Cantilever)
2" x 2' x 0.040" Hollow 11
222r3"x,"45*'Hollow@}
Load
width (fL)
Max. Spa
n'L'/(bending'W
or deflection'dj
Load
width fL
( )
Max.Span'L'/(bsnding'b' or deflection'dj
1&2 Span
3 Span
4 Span
Cantilever
1&2 Span
P
3 Span tt
P P
pr�S-an
iC _ p
Max.
Cantilever
4
5'-0' d
6'-2" d
6'-4' it
0'-11' d
4
6'-11" d
8'-7" d--W-9--d
.1'4' d
5
4'-8" d
5'-9" d
S-10' d
0'-11' d
5
6'-6' d
7'-11' d
8'-2- d
1'-3- d
6
4'5' d
5'-5' d
5'-6' d
0'-10' d
6W
6'-1' d
T-6- d
67Z811 d
1'-2' d
7
4'-2' d
5-2' d
5-3- d
0'-9- d
7
5'-9" d
T-2- d
-14' b
1'-1' d
8
3'-11' d
4'-11' tl
5'-0' tl
0'-9' d
8
5'-6' d
6'-10' d
6'-10' b
1'-1' d
9
3'-10' d
4'-9' d
4'-10' b
0'-9- d
9
5'4" d
6'-T d
6'-5" b
T-0- d
10
T-8- d
4W' d
4'-T b
0'-B' d
10
5-2' d
6'4' b
6'-1" b
0'-11' d
11
3'-7' d
4'-5" d
4'4" b
0'-8" d
11
4'-11" d
F-D` b
5'-10' b
0'-11" d
12
3'-6' d
4'4' d
4'-2" b
0'-8" d
12
4'-10" it
5'-9' b
5'-7' b
0'-11" d
2" x 3" x 0.060"
Hollow
2" x 4" x 0.050"
Hollow
Load
Width (R)
Max. Span'L'/(bending'b'
or deflection'dj
Load
Width (ft.)
Max. Span 'L'/(bending'b' or defleclion'dj
1&2Span
3 Span
4 Span
Cantle er
%2 Span
3 Span
4 Span
Cantll Max.
4
7'-9' d
9'-7' it
9'-9' d
1'-W it
4
9'-1' d
Il'-T it
IT-6" d
1'-9' cl
5
7'-2d
8'-11' d
9-1' d
1'- d
5
8'-5" it
10'-5" it
10'-7' b
1'-7- d
6
6'-9' d
8'4- it
8'-W it
V-3- d
6
771' d
9'-10- it
9'-W b
1'-T d
7
67' d
7'-11' d
87' d
1'-3" it
7
7W' d
9'-3' b
8'-11" b
l'S" d
8
6' T it
7W- it
7'-9- it
1'-2' d
B
T-3" d
8'-8" b
8'S" b
1'4' it
9
5'-11' d
T4' it
" it
1'-1' it
9
6'-11' it
8'-2' b
T-11' b
1'4' d
10
5'-0- d
T-1" it
T-2' b
1'-l' it
10
6'-9' d
T-9' b
T-W b
l'-W d
11
5'-6' d
6' it
6'-10' b
1'-I- d-
11
6'-6' d
T V b
7'-2- b
1'3' d
12
5'4' d
6'-8' d.
6'-6' b
1'-0- d
12
6'4" d
T-1' b
(7710" b
1'-2' d
"x2"x 0:045"Hollow
-
- - - - -
Load
Width(fL)
Max.Span'L'/(bending'b'
or deflection'dj
1&2Span
3Span
4Span
Max.
Cantilever
4
5'-8' d
6'-11° it
7'-2' it
1'-1" d
5
6-3' d
6'-6" d
6'-7' d
0'-11' d
6
4'-11° d
6'-1' d
6'-W d
0'-11- d
7
4'-W d
5'-10- it
5'-11' d
0'41' d
B
4'-6- d
5'-7' d
5'-8" it
0'-10" d
9
4'4" it
54' d
55' it
0'-10' d
10
r-2- d
5'-2' d
5'-3' d
0'.9" d
11
4'-0' d
4'-11- d
5'-l' d
0'.9" d
12
3'-11' d
4'-10' d
4'-11" it
0'-9' d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3-140 Town & Country Industries, Inc.
TCIb005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For '3second wind gust at 1404&2 MPH velocity; using design load of 17.0 #/SF
Tribu Load width
-0 2'' T-0' 4'-0" 5'-V 6'-0"
T-0" 8'-0' I 10'-0' 1 12'-0" 1 14'-0" 1 16--0" T 18'40"
Hdilow-Beams -
Allowable Span'L'
/ bending'W or deflection'd'
2'x:4" x 0.050"
1 T-6' it 1 10'-0' di 9'-1" di 8'-5 d
T-11' it
T-7' dl T-T d 6'-8' di 6'4' di 5-11' di 5'-9' di 55' b
Self. -Mating Beams
Allowable
Span'L'
I bending'W or deflection'd'
2"x47 x 0446" x 0.115"
12'-9" it
I 11'-1' d
10'-l" it
9'-5' d
-8'-ID- d
8'-5' d
8'-0- it
TS' d
T-0' d
6'-8- it
6'4' b
S-11'
2'x5" x O.D50' x 0.135"
15-9' d
13'-9' it
17-6" it
I T-T d
10'-11' it
10'4' it
9'-11' d
9-2' d
8'-V d
W-3' d
7'-10" d
T-7'd
2" x 6' x 0.050' x 0.135"
18'-S d
IVA' it
14'-W d
13'-7' d
12'-9' d
12'-2" d
11'-7' d
10'-9' d
10'-2" it
9'-8- d
9'-0' d
8'-9- b
2" x 7" x 0.0S7" x 0.135"
21'-1' it
18'-V d
16'-9' d
15'-V d
14'4- d
IT-1 1" d
13'-3' it
12'4' d
11W' it
11'-0" it
10'-7' d
1 D'-2" d
2" x 8' x 0.072' x 0.240"
25-11- it
27-8' d
20'-8- d
19'-2" d
. 18'-0" it
1T-1- it
16'4- d
15-2" d
W4° it
1Y-7' it
12'-11' d
1Z-6" d
2" x 9" x 0.072" x 0.239"
28' 7' d
24'-11' d
22'-8" it
21'-1" it
W-10' d
18'-10' it
18'-0' d
16'-9' it
1 S-9' it
14'-11' d
14'4- it
13'-9- d
2" x 9" x 0.D82" x 0.321"
30'-8" d
26'-9' d
24'4' d
22'-T d
21'-W d
20'-2' d
19'4" d
17"A I" d
16'-10' d
16'-W d
154' d
14'-9" d
2" x 10' x D.092" x 0.389"
35'S' d
31'-0' d
26'-2' d
26'-2' d
24'-8' d
2X-Y d
2Z-F d
2D'-9' d
19'-T d
18' 7' d
1T-9' d
1T-1' d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia orwall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-140 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 140 MPH velocity; using design load of 17.0 #ISF
Self Mating Sections
Tributary
Load Width 9M = Pudin Spacing
5'-0" 6'-0" I T-0"
I 8'-0' 9'-0' 1 10--0-
Allowable
Span'L' / bending'b' or deflection 'd'
2" x 4' x 0.D46" x 0.115"
12'-T d
11'-7' b
10'-9' b
1 W-l' b
T-W b
8'-1 1" b
8'-T b
8'-2" b
2' x 5" x 0.050" x 0.135'
15-6' d
14'-7" it
13'-10' b
12'-! 1" b
17-2' b
11' 7' b
11'-0" b
10'-7' b
2" x 6" x 0.050" x 0.135"
18'-3' d
1 T-1" b
15'-10: b
14'-10" b
13'-11" b
13'-3" b
1Z-8" b
1 Y-1' b
2" x 7" x 0.057" x 0.135"
20'-10" d
19'-T d
18'4- b
1 1T-2- b
16'-2' b
15'4- b
14'-8- b
14'-0" b
2" x 8' x 0.072" x 0.240"
24'-2- d
27-11" d
21'-11" d
20'-9- b
19'-8- b
18'-9- b
1T-11- b
2" x 9" x O.D72" x 0.239"
26'-T d
25'-0" d
23'-11' b
22'-T b
21'-5" b
20'S" b
19'-6- b
2" x 9' x 0.082" x 0.321"
�36-1"dd
28'-6' d
2T-1' d
25'-10' d
24'-10" d
23'-9- -b
22.'-8' , b
21'-B' b
2" x 10" x D.092" x 0.389"
33'-0' d
31'4' d
30'-0- d
28'-10" d
27'-10- d
26'-10" b
' 25-8- b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2140 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 140 MPH velocity: using deslan load of 21.11 9l3F
Sections
Trlbuta
Load width
'W'=MemberS
acinEL
3'-0' T-6" 4'-0"
V-6'
S'-0" 5'-0"
6'-0"1 6'-0' 1 7'-0- - 7--6-
Allowable
Helaht 'H'I
Dending'b or deflection
d
2' x 2" x 0.D40" Hollow
6'-9" b1
61-3" - b1
5'-10' b
51-6" b1
5'-3" b
4'-11" b
4'-9' b
4'-7' b
4'-5" b
1 4' 3" b
3" x 2" x 0.D45" Hollow
T4" b
1 6'-9" b
6'4' b
5'-11" b
1 5'-8' b
515" b1
5'-2' b
4'-11" b
4'-10' b
4'-8' b
2 x3 x0.045" Hollow
7'-9" b
7-3
6-10
6-5 b
6'-2"
5'-11
5'-0"
5-5 b
5.3'
2' x 3" x 0.060" Hollow
9'-9" b
9'-l" b
0-7" b
8-2° b
T-9' b
T-5' b
7'-2' b
6'-11" b
6-W b
2" x 4' x 0.050" Hollow
9'4' b8'-9-
b
8'-3' b
7'-10- b
7'-5°
T-1' b
6'-10' b
6'-7- b
6'4' b
2"x5"x0.062" Hollow
13'-7' b
12'-9'b
11'-11°b
11'4' b
10'-10' b
10'-5' b
9'-11' b
9'-T b
9-3' b
2 x 4" x 0.046 x 0.1 5" S. .B.
Mb9'-
115
10'-8°
10-1°b
97"
9'-2'
8'-9' b
8-5'
8-1' b
7-10"
2"x5"x0.050"x0.135" S.M.B.
13'-9' b
2'-10'b
12'-2" b
11'-6" b
10'-11' b
10'-6' b
10'-1' b
9-9' b
9'-5'2"
x 6" x 0.050" x 0.135" S.M.B.
16-11" b
4'-11'b
14'-1- b
13'4" b
12'-9" b12'-2'b
11'-0' b
11'-3' b
10'-11'2"x7
x0.057"x 0.135 S.M.B.
19-1" b
17'-10
16-10b
15-11' b
15'-3"
1 7'
14'-0" b
13-6'
13'-12"
x 8" x 0.072" x 0.240" S.M.B.
23'-5' b
21'-11' b
20'-8- b
19V' b
18'-8" b
17'-11' b
17'-2° b
16'-7' b
15'-11' b
2" x 9" x 0.072" x 0.239" S.M.B.
29'-3" b
27'-1' b
25'4' b
5-11' b
22'-8' b
2T-8' b
W-8' b.
19'-11' b
19'-2* b
18'-6' b
2" x 9" x 0.082" x 0.32 " S.M.B.
32'-B" b
30'-3' b
284'
8' b
254' b
2b
- ' h
222' b
21-5' b
20'-8' b
2"x 0": 0.092 x0.389" S.M.B.
45-10'
375- b
35-6
33'-10° b
13Z-5- b
31-1' b
29-11' b
28'-11
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans maybe interpolated.
Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind gust at 140-182 MPH velocity: uslna deslan load of 21.0 9/SF
Sections
Tributary Load Width'1M = PuriIn Spacing
3'-0' T-6' 4'-0" 4'-6' b5'-0i 5-;. 6'1" 6'-6"
Allowable Height-/tiondibg'Wordeflection'd' itl
3" x 3" x 0.045" Fluted
T-2' b
1 6'-7' b
1 6'-2' b
1 5-10' b
1 S-6' b
1 6-3' b
1 5'-l" b
1 4'-10' b
I 4'-8" In
I 4'-6- b
3" x 3" x 0.060" Square
8'-9' b
6'-1' b
T-7' b
T-2' til
6'-10' b
6'-6" bl
6'-2" bl
5-11' b
5'.9' b
1 5-7- b
3 W x-"33xAi093.1518 quate)
12'-7' bi
11'-W bl
1 D'-11" b
10'4- b
t",qaR;Ab
gZAV b
8'-11' ti
8'-7- b
T-1 T b
3"x 3'X0:125"'"-Squafe
15'-0' til
1T-11-b
13'-0" 131
12'-3- bi
11'-9" til
IT-1- bi
10'-8' til
10'-0' b
I 9'-10' b
1 9'-6' b
4" x 4" x 0.125' Square
19'-5' b
1 T-11- b
16'-10- b
15'-1T b
15-1" b
14'4- b
13'-9- lil
13'-2- b
I 12'-9- b
1 12'4- b
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans.
2. Spans maybe interpolated.
Town & Country 6005 Indicator Mark
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentifcation marks have been provided to
contractors and yourself for permitting purposes. The details below
i�l[rs_ fig a the' Ilde t o • rrtarks d ttje, location of such marks.
ese alloy ark r . se 01 1rf 005 extrusions. It is
lWaaely t contrarlt rs re o'Jbikt t tyey receive and use only
005 alloys Pe eft us t ina ring. We are providing this
F L rent t�n fi lion of ur 6005 alloy materials to
be used in conjuction with our6005engineeing.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOI
TCI 6005 HO
d
m
Q U)
Q D-
2O af
Co J W
0 Z 2
U) 2
ad
Q tit
U Z Q
2 W co
W
Z af U O
U U
J W
Q �
It d `a
La
i;p
C9rn n
� 2 N m
LJL W -
2 LL
m #E E
W (o ,a
a v O LL d
Et o n
C ~ a y
ai
0) �oC�
m rn
-a o z
J m
C V O o
N ex
c F
J
0
N
co
F.
w
HEET Z
C7
z
w
8-140
w
m
OF 12 0
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS/RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1' DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4" x 4' P.T.P. POST W/
SIMPSON 4" x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
�- SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
4STALL NEW 48" OR 60"
AUGER ANCHOR PER RULE
5C @ EACH NEW PIER.
4STALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOiST AND
TRAP TO NEW AUGER
d4CHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
-'REMOVE VINYL SIDING AND
':SOFFIT ON THE WALL AND
;INSTALL SIMPSON CS-16 COIL
.:STRAP OR EQUAL FROM
FRU.SS'/:RAFTER TO BOTTOM
OF1�Oi7BEE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
8- '12 BOLT @ 32" O.C.
TYPE III FOOTING OR 16'x24"
RIBBON FOOTING W/ (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP-1 OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
NAILED W/ #8 COMMON 6 O.C.
EDGES AND 12' O.C. FIELD OR
STRUCTURALGRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" =1'-0'
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 112 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8" = V-0"
Table 3A.3 Schedule of Post to Beam Size
#Thn,Bolts
L=D+'/,"
114-0 318'0
Beam Sim Minimum
Post SW
MlnMum Wall 'Knee Min. Stitching
Knee Bray' BraScrews Screw Spacing
Hollow Beams
r x 4-x 0.050' 1 3"x 3'x 0.040- 2 - 2'x3'x0.045' 3 #8
2"x 5-x OA62" 3"x Tx 0.040' 2 - 2'x 3"x 0.045' 3 08 -
Self -Malin Beams
2- x 4- x 0.044- x 0.100-
3-x3'x0.060'Flu1ed
2
1-
2'x 3"x 0.045'
3 #8
#8 24. O.C.
2"x Sx 0.050"x 0.116"
3'x 3'x 0.060-Fluted
2
-
2"x3'x0.045'
3 #8
#B 0 24- O.C.
2-x 6'x 0.050-x 0.120-
3'x 3'x 0.060'Fluted
2
-
2'x 3"x 0.045'
(3)#10
#10 @ 24-O.C.
2- x 7- x 0.0W x 0.120-
3-x 3'x 0.093'
2
2
2'x 3'x 0.045'
(3)#10
#10 24'O.C.
2'x 7" x 0.0W x 0.120- wl insert
3'x 3"x 0.125'
2
2
2'x 3-x 0.045'
3 #10
010 @ 24- O.C.
2'x 8"x 0.082'x 0306-
3'x 3"x 0.125"
3
2
2'x4-x0.a44'x0.100'
3 #12
012 24- O.C.
2- x 9" x 0.072- x 0.224"
3-x 3"x 0.125'
3
3
7xs-xo.050"x0.116"
3 #14
014 16'or.
2-xa-x 0482-x 0306-
4'x 4"x 0.125'
4
3
1 2"x6"x0.05Tx0.120'
(4)#14
#14 A 16- O.C.
2"x 10"x 0.092"x 0374-
4'x4'x0.125'
5
4
2'x Tx0.O5yx0.120'
6 #14
#14 O.C.16-
Double Sall -Malin Beams
2 2"x8"x 0.082-x 0306"
2'x5"x0.050'x0.116"
6
4
2'x 4" x 0.044'x 0.100'
8 #12
#12 24"O.C.
2 2"x9-x0.072'x0224"
I 2-x6"x0.050'x_0120'
6
4
2'x5'x0.050"x0.116'
8 #14
#14 i6"O.C.
2 2-x9"x 0.082-x 0306'
2-x Tx 0.055-x a.120"
8
6
2's yx0.050'x 0.12a"
8 #14
#14 16-O.G
2 2'x10'x G.092'X0374"
The minimum number of thru bolts Is (2)
I 2'x w x 0.082" x 0.30"
1 10
1 8
2'x7-x0.06yx0.120-
70 #14
#14 Q 16-O.C.
Mr-M post I beam may be used as minimum knee brace
Knee Brace
Mln. Len th
Max Length
2.x 2'
1'-4-
7.0'
2' x '
1'-4'
7-0"
2'x2'
T-0'
7-a•
2'x 3'
1'-6'
2•-T
2'x 4'
1'-6'
X-C'
STUD WALL OR POST
6' a
4 0
12" i
x
RIBBON FOOTING
SCALE: 1/2' = T-W
Minimum Ribbon Footing
Wind
Zone
#1
Sq. FL
x
PostAnchor
@.48`00.C.
Stud'
Anchors
100 -123
+ 10 -14
1' 0-
ABU 44
SP1 @ 32' D.C.
130-140-1
+30 -17
1'-0"
ABU 44
SP1@32'O.C.
140-2 -150
+30 - 20
1'S'
ABU 44
SPH4 @ 48' O.C.
Maximum 16projection from host structure.
For stud wails use 12' x 8" L-Bolls @ 48" D.C. and 2' square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and strops shall be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description
80 -100 MPH
110 -130 MPH
140 -150 MPH
Receiving channel to roof
#10 x (T+1/2') SMS
#10 x (T'+1/27 SMS
#10 x (r-l/2') SMS
panel at front wall or at the
1 @ 6' from each side
1 @ 6" from each
1 @ 6' from each
receiving channel.
of the panel and
of the panel and
of the panel and
0.024" or 0.030" metal
1 @ 12- O.C.
1 @ 8' O.C.
1 @ 6" O.C.
1/4" x 1-1/2' lag
114' x 1-1/2' lag
3/8" x 1-1/7 lag
Receiving channel to
1 @ 6- from each and of
2 @ 6' from each end of
2 @ 6" from each end of
wood deck at front wall.
receiving channel and
receiving channel and
receiving channel and
#2 pine or p.tp. framing
1 @ 24" O.C.
2 @ 24" O.C.
2 @ 24- O.C.
1/4' x 1-10 Tapoon
1/4' x 1-10 Tapoon
3/8' x 1-12" Tapcon
Relceving channel to
1 @ 6' fmm each end of
1 @ 6' from each end of
2 @ 6' from each end of
concrete deck at front wall.
receiving channel and
receiving channel and
receiving channel and
2.500 psi concrete
1 @ 32- O.C.
1 @ 24- O.C.
2 @ 24" O.C.
Redelving channel to uprights,
#8 x 3/4' SMS
#10 x 3/4' SMS
#14 x 314" SMS
headers and other wall
1 @ 6' from each end
1 @ 4" from each end
t @ 3' from each end
connections
of component and
component and
of component and
0.024" metal
1 36" O.C.
@ 24- O.C.
1 @ 24" O.C.
0.030' metal
1 @ 48.O.C.
@ 32- O.C.
1 @ 32- D.C.
Receiving channel to existing
1/4'x1-12'lag4'x
1-12'lag
r114'x
318"x1-10 lag
wood beam, host structure, deck
1 @ 6' from each end4'
'omponent
from each end
1 @ 3' from each end
or Infill connections to wood
of component and
and
of component and
1 @ 30' O.C.
@ 18" O.C.
1 @ 21' O.C.
Receiving channel to existing
1/4" x 1-3W Tapoon
1-1/2" Tapoon
3/8' x 1-12" Tapoon
concrete beam, masonry wall,
1 @ 6' from each end
1 @ 4" from each end
1 @ 3',from each end
slab, foundation, host structure,
of component and
of component and
of component and
or infill connected to concrete-
1 @ 48' O.C.
10 24" O.C.
1 @ 24" O.C.
1 @ 6' from each end -
1 @ 4' from each
1 @ 3' from each
Roof Panel to top of wall
of component
end of component
end of component
&1@1Y O.C.
&1@a-o.C.
&1@6"O.C.
a. To wood
#10x"r+1-12"
#10 x'r+1-12'
#10 x'r+1-12"
b. To 0.05"aluminum
#10x"r+12"
#10 x'r+12'
#1ox'r+12'
Notes:
1. The anchor schedule above is for mean roof height of 0-20', enclosed structure, exposure'B', 1 = 1.0. maximum
front wall projection from host structure of 16', with maximum overhang of T. and I V wall height. There is no
restriction on room length. For structures exceeding this criteria consult the engineer.
2 Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side
at the required spacing.
3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors for'C' exposure by 0.83.
4. Concrete Is assumed to be 2,500 psi @ 7 days minimum- For concrete strength other than 2.500 psi consult the
engineer. Reduce anchor spacing for'C' exposure by 0.83.
5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-112" embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114'
fenderwasher.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load
Diameter Anchor
x Embedment
Number of Anchors
1
2
3
4
1/4"x 1"
264#111SF
528#122-SF
792#/33-SF
1056#/44SF
1/4"x 142"
39SN17SF
792#/33-SF
1188#/50SF
15841#66SF
114"x 242'
660#28SF
1320#/55SF
1980#183SF
2640#1110SF
5116" x 1"
312#113SF
624#26SF
936W"F
12481952SF
5116" x 142"
468#2DSF
936N39SF
140A#/59S
1187,1778SF
5116' x
7-0#/33-5
560#/65=5E49
23 X 9$SE
M2001130SF
3/8" x 1'
3 G#/15S „
7121#3, , F
1. 681N
T 24#/59 5F
3/8"x 1412
5.44#122SF,
70 8#/i6=SF
I 'I 02#18,4_ F"`-
136#1B9=SF Ji
318" x 2-112
89 7S@
1780#7,- SF
2 _ /1,1 -S,
3560#1 " F
Note:
..Anchor must em a min toe primary host
WIND LOAD CONVERSION TABLE
For Wind Zones/Regions other than 120 MPH (Tables Shown),
multiply allowable loads and roof areas by the converslon factor.
WIND
REGION
Applied
Load
CONVERSION
FACTOR
10D
26.6
1.01
110
26.8
1.01
120
27A
1.00
123
28.9
0.97
130
322
0.92
1404
37.3
0.86
140-2
37.3
0.86
150
42.8
0.80
Allowable Load Coversion Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Multipliers
Tension Shear
12d
1.10
127
11d
1.07
1.18
1Dd
1.03
1.09
9d
1.00
1.00
8d
0.98
0.90
7d
0.95
0.81
6d
i 0.91
0.72
5d
1 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 2' embedment by manufacturers.
3. Values listed am allowed loads with a safety factor of 4 appried.
4. Products equal to yawl 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: sparing = T-O' O.C.; allowed span = 25'-9' (Table 1.1)
UPLIFT LOAD=1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBEROFANCHORS = [12(25.75)x Tx 7#/Sq. FL)/ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.875#/300# = 2102
Therefore, use 2 anchors, one (1) on each side of upright
Table Is based on Rawl Products' allowable loads for2,500 p.s.L concrete.
J
Q
D
Z (n
M 0 Q
W
Z 0 m rJ)
O W
LU
F-
fQ ; d W
W U
U .-3
L) W W O
h-Q c¢ Q
y Z Z Z
LLI O Q
LU
ZU LU
fn fA
J
Q
CO w
03 k 2 a co
coJ W r7
LL lu tLL
m :ii E
0_ IZuE"_"
r O 0-
� ¢ 0 v m
EL 4C
a j o m
m C3 r-
ii
rn
to
X m t
UJ .a 000
m
U > p m
� n
m
J
J
SHEET
W
W
O
w
9
08-12-2010
OF
s iz
K
Du
W
z
Z
Z
FW
W
Z
Z
W
to
12 0
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have; when tested, performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of V180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa
10.Spans may be interpolated between values but not extrapolated outside values.
11.Design Check Ust and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14.AII aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
/masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16.Fasteners.or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners.that are warrantied as corrosive resistant shall be used: Unprotected steel fasteners shall
not -be used.
-ROOF.:P:ANELS DESIGN STATEMENT:
The 'roof systems are main force resisting systems and components and cladding in conformance with
the:2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
c0rhponer8s 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' I ='0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
ScreenRooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0 00 fo.open structures, 0.18 for enclosed structures. All pressures shown are in PSF..
1. 'Fre'estanding 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 140E 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
roil formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Exposure "B' to "C" Exposure "B" to "D"
Mean Roof
Height
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0 -15'
1.21
0.91
0.94
1.41
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
U)
rn � y
l+l
I 12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-17
C,
12.00"
aW.IDE1s 3 RISER INTERLOCKING ROOF PANE
tr ^SCALE: 2' =1'-0"
Tw
1 12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" =1'-0" ALUMINUM SKIN
TABLES
Open Structures
Mono Sloped
1- 0.87 for 90 to 100 MPH
1= 0.77for 100 to 150 MPH
KCpI = 0.00 Zone 2
loads reduced by 25%
Screen Rooms
&Attached Covers
1= 0.97 for 90 to 100 MPH
1- 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
&Roof Overs
1=1.00
KCpI = 0.18 Zone 2
Overhang / Cantilever
All Rooms
1-1.00
KCpi = 0.18 Zone 3
Basle Wind
Pressure
Effective
50
20
Area
10
Basle Wind
1 Pressure
Effective
50
20
Area
10
Basle Wind
Pressure
Effective
Area
10
Basic Wlnd
Pressure
Effective
Area
So
20
10
100 MPH
13
13
16
25
17
20
23
26
17
30
17
27
38
45
110 MPH
14
14
17
20
18
21
25
28
18
36
18
33
46
55
120 MPH
17
17
20
23
22
25
30
33
22
43
22
39
64
65
123 MPH
1B
17
21
24
23
26
32
35
23
]2732
45
23
41
57
69
130 MPH:
20
20
23
27
26
29
35
39
26
51
26
46
64
77
140-1 MPH
23
23
27
31
30
34
40
46
30
69
30
53
74
89
140-2 MPH
23'23
27
31
30
34
40
46
30
59
30
54
74150
MPH
26"
26
32
36
34
39
46
52
34
68
34
61
85
102
MWmum five load of 30 PSF controls In high wind velocity zones.
To convert from the Exposure *B' loads above to Exposure "C' or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
E.P.S. CORE
Z SIDE CONNECTIONS VARY
Qa o (DO NOT AFFECT SPANS)
48.00'
COMPOSITE ROOF PANEL [INDUSTRY STANDARDI
SCALE: 2" = V-17
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" =1'-0"
ROOF PANEL TO WALL DETAIL
SCALE: 2" = t'-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-02
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
# " x 1/2" S.M.S. (3) PER PAN
(BOTTOM) AND (1) @ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_" x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 112" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
# ' x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S.
' SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
1100-1231
130
1 140
1 150
#8
#10
#12
1 #12
EXISTING TRUSS OR RAFTER
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
(2) #1 1-1/2" S.M.S. OR
WOODS
Z W
w
O S TA
T1E NA :~
#70 x 3/4S.M. d
SCREW SPACED @ IT O.G.
EXISTING FASCIA
POST AND BEAM (PER
TABLES)
A RNi4TE'MOBILE m Fi S
FOR FOURTH WALL CONSTRU 1 iTiOC N3
PAN ROOF=PANEES
~ SCALE: 2" =1'-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 @ T O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
a
Q
E
U) Q
W ~
o
Z to
p W
o
n0
U)Z
N
O
00
-U)��
0- F-
U
z
J
W.
U3
ei1Z
Z
a
CO >
OU
cesH
O
()
W
J
I Z
N
1-i
Q CILo
U
a
W W
Zw
L)
C'
O
Z
X
=W
W
U)
W Z
m
Z W
50
Z W
aw
o
o
J
0 ¢
t`
Q
O
cc
C.0 to
tD
� � n
_l a!M M
LL
W ELE
W O m x
c ru
a O LL n
Rt: v m
N 73 a°°
(D
� J o
CO K o a
LLi no
Jo . .
C U O
N
n
J �
0
W
o
O
0
U.
m
w
a
14'
O
17
O
t,
Z
W
SEA
K
W
LU
Z
SHEET
0
Z
co
10A
w
Z
in
m
12
08-12-2010
OF
0
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
#8 x 112" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
�— ALL EXPOSED SCREW HEADS
: ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = l'-0' #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION �/� / a
FOR MASONRY USE
(2) 1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
#14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" =1'-W
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 "I". 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.
-. 'ANGHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
'CO-NVERSION:
1100-1231 130 1 140 1 150
#8 1 #10 1 #12 1 #12
:EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
0 Lu
Sao
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR W52
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
SCALE: 2" = l'-0"
REMOVE RAFTER TAIL TO
( HERE
j REMOVE ROOF TO HERE
#8 x 1/2' S.M.S. SPACED
@ 8- O.C. BOTH SIDES
FLASH UNDER SHINGLE
n `COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x'r x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
...... a.w..
SCREW #10 x (T + 1/2") W/
1-114" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM HD x rr + 3/4") AT 8" O.C. FOR UP TO 130 MPH (PER
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
"D"EXPOSURE.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE 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 910 x l" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
Z
BREAK FORMED METAL SAME
N
THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
#8 x 3/4" SCREWS @ 16" O.C.
#8 x 112" SCREWS @ EACH RIB
ROOF PANEL
Lu —_--
aLu
ao
1-112" x 1/8" x 11-11T PLATE OF
6063 TS, 3003 H-14 OR 5052
H32
#8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE:
FOR MASONRY USE
WOOD FRAME, MASONRY OR
1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION
ANCHOR OR EQUAL
@ 24' O.C.FOR WOOD USE
#10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
#8 x 112" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6" 10"
3" COMPOSITE ROOF PANEL
(SEE SPAN TABLE)
STRIP SEALANT BETWEEN
FASCIA AND HEADER
112" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
7::7DRIP
SHEET ROCK SCREWS @ 16'
O.C. EACH WAY
ATION BETWEEN
ND PANEL IS
FASTENINGSCREW SHOULD
/4" THE FLASHING
BE A MIN. OF 1" BACK FROM
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" = V-0"
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16' .019 MIL. COIL
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OFTHE 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 1/2"
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
N Z THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
`"' MIN.ANCHORTO FASCIAAND
RISER OF PAN AS SHOWN
1" FASCIA (MIN.)
#10 x 1-1/2" S.M.S. @ 16" O.C.
O" ANGLE W/ #S x l/2"
} M.S. @ 4" O.C.
r OMPOSITE ROOF PANEL
HEADER (SEE NOTE BELOW)
98 x (d+1/2") 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 @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = l'-o" 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: 2" = T-W
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 l" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
m�
d'
mrn
m�
OLL
a a,
io
0
0
dir
o2
K LL
za
�cc
30
5
J
Q
Z U)
Q 2i J
20 -
Oa
� w
J �
W Z O
W o0 w
�U Z
Z
U } O
J
~ Q Q
W Z <
2 LLI LL
W
2c
J
�V `o
c
N n
m
L L W m a
W'2 m m o
LL V
N o ^ m
IL
a)j o m
m W r a
LLI of
J m
U > 3£
C d c
0
2 a
3 m
m
F-
m�
w
a
UIISHEET
J
N 10B
OS-12-2010 OF 12
N
rn
0
z
R
w
w
z
C9
z
w
W
z
z
w
m
rO21
u
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
rn
#8 x 1/2' WASHER HEADED w
CORROSIVE RESISTANT > II
SCREWS @ 8- O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE Z
FILLER .0
F
w
-0
O
_ a
11 AEXISTING TRUSSES OR
RAFTERS
TeX B II 4 II B 1,, II HOST STRUCTURE
FASCIA OF HOST STRUCTURE
2" x _ RIDGE OR ROOF BEAM
(SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
�F W / VARIES �F
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
COMPOSITE ROOF: #8 x"[" +1/2' LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0"
2" X 2" x 0.044" HOLLOW EXT.
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-1/7
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("P + 314") AT 8"
O.CE;FOR UP TO 130 MPH WIND SPEED "D"
"EXP_OSURE; 6" D.C_ ABOVE 130 MPH AND UP
TO A 15.0WPH WIND SPEED "D" EXPOSURE
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = l'-0"
COMPOSITE PANEL BEAM (SEE TABLES)
1" x 2" OR 1" x 3" FASTENED REMOVE EXISTING SHINGLES
TO PANEL W/ (2) 1/4" x 3" LAG UNDER NEW ROOF
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE 12
(2) 3/8" x 3' LAG SCREWS
W/ WASHERS Q 6
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS
CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES
FASTENERS PER TABLE 3B-8
MIN. 1-1/2" PENETRATION
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR
SCREWS THROUGH DECK
TRUSS ROOF
INTO EXISTING TRUSSES OR
RAFTERS
RIDGE BEAM
2" x 6" FOLLOWS
ROOFSLOPE
ATTACH TO ROOF W/
RECEIVING CHANNEL AND
(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"
POST SIZE PER TABLES SHEATHING
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4" = V-0"
A - A - SECTION VIEW
SCALE: 1/2" =1'-0"
B - B - ELEVATION VIEW
SCALE: 1/2" = V-0"
B - B - PLAN VIEW
SCALE: 1/2" =1'-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
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TOW SCALE: 2" = 1'-0"
OOD
USE TRUFAST SD x ("t" + 1-1/2")
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D"; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE'D" i
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
(3) #8 WASHER HEADED
SCREWS W/1"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2" = TV
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
#10 x 2" S.M.S. @ 12" O.C.
EXISTING CIA
SEALANT
3" PAN ROOF PANEL
(MIN. SLOPE 1/4" : V)
(3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS
SEALANT
Y115
LAG SCREW(1PER
/RAFTER TAIL AND
LAG SCREWMID WAY
EN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2" = V-W
EXISTING FASCIA
EXISTING TRUSS OR RAFTER
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
SEALANT
#10 x 2" S.M.S. @ 12" O.C.
1/2" 0 SCH. 40 PVC FERRULE
SEALANT
(2) 1/4" x 4" LAG SCREWS AND
(1) # 8 x 3/4" PER PAN RIB
WASHERS EACH SIDE
— —
_ _ _ _ _ SLOPE_
ONLY
CAULK EXPOSED SCREW
HEADS
POST SIZE PER TABLES
3" PAN ROOF PANEL
INSTALL W/ EXTRUDED OR
EXTRUDED OR
1/4" x 8" LAG SCREW (1) PER SUPER GUTTER
(MIN. SLOPE 1/4" : 1')
BREAK FORMED 0.050'
ALUMINUM x
TRUSS / RAFTER TAIL AND
3" HEADER EXTRUSION
CCLIP AND
1-1/2" LAG SCREWS AND (2)
(2)
1/4" x 5" LAG SCREW MID WAY
BETWEEN RAFTER TAILS
'FASTEN TO PANEL W/ 3
1/4" x 4* THROUGH BOLTS
#8 x 1/2" S.M.S. EACH PANEL
(TYPICAL)
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2" = V-0"
Wm
OLL
am
R
0
m
J
a
Z IA
a2 20 J
Z0 wa
0
0 Z O_
> ►-
W °6 w
U Z
Z
U } O
Fes" Q Z
Z
g W I1
W
U
J
a
NT to
(D �
rn
LLL W -
W LL
W c5 x E
c <a
IL � O LL n
¢ C v 2
O j a
c
N o
m rn a
Ld O M L
L
0
Fr
U 1` vulU
z
A
SEAL
R
SHEET
w
z
—U'
t�
_
10C
w
i
E
w
m
08-12-2010
OF 12
.
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
SEALANT
�
BEHIND DRIP EDGE
#10 x 4' S.M.S. Wf 1-1/2'0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
EXISTING TRUSS OR RAFTER
WASHERS
SEALANT
CAULK EXPOSED SCREW
#10 x 2" S.M.S. @ 24" O.C.
HEADS
3" COMPOSITE ROOF PANEL
1/4" x 8" LAG SCREW (1) PER
(MIN. SLOPE 1/4": 11
TRUSS / RAFTER TAIL
1/2' 0 SCH. 40 PVC FERRULE
EXISTING FASCIA
EXTRUDED OR
SUPER GUTTER
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: T = l'-0" OPTION 1:
2" x _ x 0.050' STRAP @ EACH
COMPOSITE SEAM AND 1/2
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 OPTION 2:
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1I2"0
SCH. 40 PVC FERRULE
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
`•:�;;_:;:; 3" COMPOSITE ROOF PANEL
(MIN. SLOPE 1/4": l')
EXISTING TRUSS OR RAFTER
EXISTING FASCIA
EXTRUDED OR
SUPER GUTTER
3" HEADER EXTRUSION
FASTEN TO PANEL W/
#g 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" = l'-0"
GUTTER BRACE @ 2'-0" O/C
CAULK
SLOPE
• ............................
COMPOSITE ROOF J /
SUPER OR
HEADER
EXTRUDED
CAULK
GUTTERPSOFFIT
2" x 9" BEAM
i
(2) #10 x 11T 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" = l'-0'
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
LgR��s
Fa
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
A$
318' 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 318" 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.
2" x 2" x 0.05" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 2-/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
�-A� B11
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-CUP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" =1'-0"
i
I
RECEIVING CHANNEL OVER
2" x 6' S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060'
S.M.S. @ EACH ANGLE
SPACER @ RECEIVING
EACH SIDE
CHANNEL ANCHOR POINTS (2)
#10 x 2-1/2" S.M.S. @ RAFTER
NOTCH ANGLE OPTIONAL
TAILS OR @ 2" O.C. MAX_ W/
MUST REMAIN FOR ANGLE
2" x 6" SUB FASCIA
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = l'-0"
PAN ROOF ANCHORINGDETAILS
RIDGE CAP
#8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOS SCREW
HEADS &F E
#8 x AND
N(31;RE
AND(i)AT RI
ALTERNATE CONNECTION: g #8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
WHEN FASTENING TO
ALUMINUM USE TRUFAST HD x
Cr + 3/4") AT 8' O.C. FOR UP TO
130 MPH WIND SPEED
EXPOSURE "D"; 6" O.C. FOR
ABOVE 130 MPH AND UP TO
150 MPH WIND SPEED
EXPOSURE"D'
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
ROOF PANEL TO BEAM DETAIL
-SCALE: 2" =1'-0"
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.).
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
;PAN OR COMPOSITE ROOF
PANEL
#8 x 1/2" S.M.S. (3) PER PAN
ALONG PAN BOTTOM
EOR:PMLRQOFS--- -
�3 E%Ckl9##S�x`�U2 LONGS:M.S.
PER�12 z=RRJ]EL-X� 3/4"_-
A1�'WPl14 P�9N .' iR
ROOF PANEL
FOR COMPOSITE ROOFS: /PER TABLES SECTION
#10 x (I + 1/2") S.M.S. W/ SUPPORTING BEAM
1-1/4"0 FENDER WASHERS
@ 12" O C (LENGTH = (PER TABLES)
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT
(SHOWN) AND 24" O.C. @
NON -BEARING ELEMENT (SIDE
WALLS)
t20QF�f;ANEL'�TOkBEAM
T 4F=i!S,�" D
TASTENINDETAIL t
SCALE: 2" = T-0"
d
f0
c
(D 9
Z N n
io
LL W LL
—
2 m#E�
LLJ 2 a m 0
CL LuO LL ma
v m
G � a
W r �
co
a)j o 10
m o n
� a
LLI ro oco
f
(D 5 Om 3�E
SHEET
10D
12
08-12-2010
OF
D
z
z
m
m
z
0
z
m
z
m
m
O
0.024" x 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8" x 3" x 3" POST OR SIMILAR
#10 x 4" S.M.S. Wl 114 x 1-1/2"
S.S. NEOPRENE WASHER @
B" O.C.
SEALANT
#8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
(3) 114"0 THRU-BOLTS (TYP.)
#8 x 9/16" TEK SCREW @ 6'
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM POST DETAIL
SCALE: 2" =1'-0"
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP FASTENING OF COMPOSITE
PANEL'
VARIABLE HEIGHT RIDGE SEALANT
BEAM EXTRUSION
#8 x 9/16' TEK SCREW @ 8"
.:::: ;:... ....:. O.C.
ROOF PANEL
2" x —SELF MATING BEAM
#5 REBAR IMBEDDED IN TOP
=OF.GiDNCRETE COLUMN (BY
OTHERS)
1k: 1
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 1/4- THRU-BOLTS
WHEN.F`ASTENING TO ALUMINUM USE TRUFAST HD ("r + 314") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL
SCALE: 2' = T-0"
0.024' ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
W
TYPICAL INSULATED PANEL
SCALE: 2" = V-0"
#8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 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 11T 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 & 120 FOR H-14 OR H-25 METAL
COVERED AREA
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
MIN ROOF SLOPE 2-1/2 : 12
SUBSEQUENT ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
' ADHESIVE: BASF DEGASEALTM 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ l" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
MIN. ROOF SLOPE 2-1/2: 12
0
0
0
0
0
o SUBSEQUENT ROWS
0 3/8' TO 1/2" ADHESIVE BEAD
FOR A 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 2-1/2:12 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 TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 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.
Sz=
cs
m
rr
oQ
0
J
a
D
Z fA
a 2 J
IO a
IxW
.J
W _Z O
U) U
W W
U Z
Z
V } O
LU
�¢
U Z d
g W LL
W
U
J
a
co to
(O
CD m n
J K m
LL W �
2 #e
W z c � R
(- ° m
O n
0) ja0
m
C U
0) o
cl n
mo
m � rn r-
a
LV a 0 M L
J m
n
m
CO �
- i ,
CD
zCD
SEAL
w
a
cOi
SHEET
z
z
co
10E
W
z
m
12
08-12-2010
OF
MANUFACTURERS PROPRIETARY PRODUCTS
00 SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
Co ON TOP AND BOTTOM LOCK GROOVE
v
iq
<
48
1.0# OR 2.0# DENSITY E.P.S. FOAM 8r 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 8l FL 7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab 81 analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & U180
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
i" v AR- v n n9A^ 0-1. Al.--. All.... 9Ane u A A -.- u ne • n eoe r
Wind
Open Structures
MonoSlo ed Roof
I Screen Rooms
& Attached
Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
MPH
1&2
s anfload•
3
s aMoad•
4
s aMoad•
1&2
s anfload•
3
s annoad•
4
s annoad•
1&2
s annoad•
3
s aMoad•
4
s annoad•
Cantilever
100
18'-10'
13
21'-1`
13j0-13
15'-1`
20
16'-10'
20
16'-3'
20
17-11'
27
15'$°
23
15'-2°
23
V-O'
45
110
18'4'
14
20'$°
14
14
13•$'
25
16'S'
21
15'-11'
21
11'-11'
32
13'4"
32
12'-10'
32
4'-0'
55
120
16'-T
17
1a'-r
17
77
12'4'
30
15'-1`
25
13'$'
30
10'-9'
39
12'-1'
39
11'$'
39
4-0'
65123
16'-Y
17
18'-1'
1717
17-0'
32
13'-5°
32
12'-11'3210_7"41'-10'
41
11'-5'
41
4'-0•
69
130
15'-3'
20
1T-1'
2020
11'5`
35
12'-9°
35
12'-0'
35
9'-5'
S1
11'-3•
45
10'-10•45
3'-10'
77
140-1
12'-11'
27
15'-11'
2323
10'$'
40
11'-11'
40
11'S'
40
9'-5°
51
11'-3'
45
70'-10'
45
3'7'
89
140-2
12'-11'
27
16-11'
2323
10'$'
40
11'-11°
40
11'$'
40
8'-9'
59
10'4`
53
W-6"150
12'-0'
32
13'S"
32
32
9'4-
52
11'-1`
146
1 10--9°
46
8'-2'
6B
9'-Y
68
9-10•
68
3'4'
102
Wind
Open Structures
Mono —Sloped Roof
Screen Rooms
&Attached
Covers
I Glass 8 Modular Rooms
Enclosed
Overhang
Zone
MPH
1&2
s ann0ad'
3
Spann d*
4
s aMoad'
1&2
s annoad•
3
s annoad•
4
s annoad•
1&2
s anBoad•
3
s aMoad•
4
I s aniload•
Cantilever
100
2Z-2'
13
24'-9°
13
23'-11'
113
1T-8`
201
19'-9'
1201
19'-1'
23
18'-5'
23
1T-10'
23
4-0'
45
110
21•6-
14
24'-1-
14
23$'
14
17'-3'
21
19'J'
21
18'$°15'J'
27
17'-0'
27
1&5'
27
4-0'
55
120
19'$'
17
21'-9'
17
2V-W
17
15-10'
25
ir$'
25
1T-1'17$'
39
15-7'
32
15'-1-
32
4'-0'
65
123
18'-11'
17
21'-Y
17
20'$'
17
15'5'
26
17'-0'
26
16'$'12'-5'
kO16'$'
4115'-2'
34
T 4-
41
4'-0'
69
130
17'-11'
20
20'-0'
20
19'4'
20
13'4'
35
16'S°
29
15'-10°11'-9°
45
13'-Y
45
17-9'
45
4'-0'
77
140-1
16'$•
23
18'$'
23
18'-0'
23
12'$•
40
15'-2'
34
13'-6'
11'-9'
45
13'-2'
45
17-9'
46
4'-0'
89
140-2
16'$'
23
18'$'
23
18'-0'
23
12'S'
40
15'-2'
34
73'$'
40
10'-10'
S3
12'-2'
S3
11'-9'
S3
4'-0'
69
150
15'-8'
26
17'$'
28
16'-11'
26
11'$°
46
13'-0'
46
12'-T
6D
11'-0'
60
3'-11'
102
Wind
Open
Structures
Mono
—Sloped Roof
Screen Rooms
&
ttached Covers
I Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s aMoed'
3
spanilload'
4
s aMoad•
1&2
s annoad•
1 3
s aMoad•
4
span/load'
1 1&2
I s annoad'
3
s aMoad'
4
s aMoad•
Cantilever
100
20'$'
113
23'-2°
113
2Z4•
13
16'-6'
20
1&-W
20
VAG'
20
110
20'-1'
14
27$'
14
21-9'
14
16'-2'
21
16'-0'
21
17'-5'
21
13'-1'
32
15'-11°
27
15'4'
27
4'-0'
55
120
18'-2'
17
20'4'
17
19'$'
17
13'S'
30
16'$'
25
15'-11'
25
11'-10'
39
13'J'
39
17-9'
39
4'-0'
65
123
1T-9°
19'-T
17
13'-T
32
16'-2'
26
15'-7'
26
11'-7'
41
17-11'
41
175'
41
1.0.
69
130
16'-9'
18'-1'
20
175'
35
15'4'
29
13'-6'
35
1T-u
45
12'4'
45
11'-11'
45
4'-0'
77
140-1
15'-7'
M17�Y
16'-10"
23
11'$•
40
13'-1°
40
12'$'
40
11'-0°
45
12'4'
45
11'-11'
45
3'-11.
89
140-2
15'-7'
16'-10'
23
11'$'
40
13'-1"
40
12'$'
40
9'-7'
59
11'4'
S3
10'-11'
53
3'-11'
B9
13-Y
15'-10'-
26
10 11,
46
12_-2_.
46102.
Wind
Open Structures
Mono
—Sloped Roof
Screen Rooms
&
c ad Covers
I Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s aMoad'
3
spa Moad•
4
s annoad•
1&2
s aMoad'
3M
s aoad•
4
s aMoed•
1&2
s anfload•
3
s an/load•
4
spa
Cantilever
10D
2T-10"
13
26' -W
13
25'-9'
13
IVA-
20
21'4°
20
20'-r
20
1T-9'
23
19'-10'
23
19'-2'
23
4'-0'
45
110
23-2'
14
25'-11°
14
25'-1-
14
16-r
2 1
20'-9'
21
20'-1'
21
16'-5'
27
18'4'
27
1T-9'
27
4-0'
55
1T0
20'-11'
17
23'-5•
17
22 W
17
1T-0'
25
19--1-
25
1T-5°
25
15--1"
32
16'-10°
32
16'-3'
32
4'-0"
65
123
20'-5'
17
27-10'
17
22'-1•
17
16'$'
26
18'-7'
26
17'-11'
26
13'4'
41
16'-5'
34
15'-10'
136
194"
20
21'-7'
20
20'-10°
20
15'-10'
29
1T8'
29
17'-1°
29
12'$°
45
15'-5'
38
13'-9'
45
4'-0'
77
140-1
17'-11'
23
20'-1'
23
19'S•
23
13'$'
40
164°
34
15'-9°
34
17$'
45
15'-Y
38
1T-9'
45
4' -0'
89
140-2
1T-11"
23
20'-1'
23
19'5'
23
13'$"
40
16'4"
34
15'-9"
34
11'$°
53
13'-1'
53
17$'
53
4'-0'
89
150
16'-10'
26
18'-10'
26
18'$'
26
12
46
15'.9'
39
13'-r
46
10'-11'
60
12'4'
60
71'-11'
60
4'-0'
102
note: l uml foul panel wfum = room velum v wailwom � ovemwg. -ueslgn or appoed load based on the affective area of the panel
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (NSF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
Wind
Zone
MPH
Open Structures
1&2
s aMoad'
Mono —Sloped Root
3 4
s annoad• s Moad•
Screen Rooms
182
s aMoad•
& Attached Covers
3 4
s aMoed' spa
aMoed'
Glass & Modular
182
s annoad•
Rooms
3
Spa n/load'
Enclosed
4
spa
aMoed•
Overhang
Cantilever
100
20'-8°
13
1 2T-1"
13
1 22'4'
113
16•$'
20
1 18'-Y
120
1r-10"
20
15'S'
1231
17.2'
23
16'-7'
23
4'-0°
45
110
20'-1'
14
22'-5'
14
21'$'
14
16'-1'
21
16'-0'
21
17'-5'
21
1T-1'
32
15•-11•
27
15'-4'
27
4'-0°
55
120
123
18'-2•
17'$'
17
17
20.4•
19'-9'
17
17
1 19'$•
19'-1'
17
17
13'$'
13 2
30
32
16'$•
16'-1'
25
26
15'-11'
15'-7'
25
26
11'-10°
1T7-
39
41
13'-3'
12'-11-
39
41
77-9-
12'E'
39
41
:11
4'-0'
65
69
130
16'-9'
20
1W-8-
20
18'-1-
20
17-6-
35
15'4'
29
13'$'
35
11'-0'
45
12'-4-
45
11'-11-
45
4W
77
140-1
15'-7°
235
23
16-10'
23
11'$'
40
13'-1'
40
12'-7-
40
11'-W
45
12'-4-
45
11'-11-
45
3'-11°
89
140-2
15'-r
23
1T-5'
23
16'-10-
23
11'$'
40
13'-1°
40
72 7-
40
9'-7'
59
11'4'
S3
10--11-
53
T-11°
89
750
1'• t AR^
13'-2•
r n nRn^
32
O�
4—"
nle
26
15'-9'
26
10'-11"
46
12'-2"
46
17'•9-
46
8'-it'
W10'$'
60
104'
60
3'$"
102
Win
Zone
MPH
100
Open Structures
1&2
s aMoed•
24'- ' 13
Mon ed Roof
3 4
s aMoad• spannoacr
- 2T-1" 13 26-Y 13
Sereen Rooms
1&2
s aMoed•
19'4" - 20
&Attached
3
spa Moad•
21'$' 20
Covers
4
a annoad'
1 20'-11' 20
Glass 8 Modular
182
s aMoad•
18-1' 23
Rooms
3
s aMoad•
20'-Y 23
Enclosed
4
s annoad•
19'$' 23
Overhang
Cantilever
4'-0' 45
110
23'-r
14
25'4'
14
25'$•
14
18'-11'
21
21'-2•
21
20'-5-
21
16W
27
1&-a-
27
18'-0'
27
4'-0'
S5
120
21'4'
17
23'-t0•
17
23-0'
17
17'4"
25
19'4'
25
18'-9•
25
I.
16-4
32
1T-1'
32
16'$'
32
4'-0'
65
123
20'-9'
17
23'$"
17
22'S'
17
16'-11'
26
18'-11•
26
18'-3'
13W-
41
16'$'
34
16'-1'
34
4'-O'
69
13D
19'-r
20
21'-11'
20
21'-2'
20
16'-1-
29
1T-11'
29
17'4'
29
12'-11'
45
15'$'
38
15'-2'
38
4'-0°
77
140-1
18'-3"
23
20'-5-
23
19'-9'
23
13'$'
40
16'-r
34
16'-1°
34
17-11-
45
15'$"
38
4'-0°
89
140-2
1&1
23
20'-5'
P3
19'-9•
23
13'$'
40
16'-7"
34
16'-1°
34
11'-11'
S3
13'4'
93
12'-10'
S3
4'-0"
89
150
A'•
1T-2•.
26
19'-2'
28
18'$'
26
17-9•
46
15'$'
39
13'-10'
46
71'-2-
60
12'S"
60
17-1'
51
4'-0-
102
Wind
Open Structures
MonoSlo ed Roof
Screen Rooms
& Attached
Covers
Glass 8 Modular Rooms
Enclosed
Overhang
Zone
in
in
3 4
1&2
3
4
1&2 3
4
Cantilever
MPH
s
s annoad' s Moad'
s aMoad•
s Moad•
s aMoad•
s aMoad• spa oad'
spa
100
2Z-8'
113
25.4•
13
24'$'
113
18'-1'
20
2W-3-
120
19•-r
120
16'-11'
23
18'-11•
23
18'$'
23
4'-0'
45
110
22•-0•
14
1 24'$"
14
23•-10•
14
1T$°
21
19'-s'
21
19'-1'
21
15-T
27
1T5'
27
16•-10•
27
4'-0°
65
120
19•-11"
17
27-3-
17
21'$'
17
16•-Y
25
18'-1•
25
17'S•
25
12'-11°
39
16'-0'
32
15'S'
32
4•-0'
65
123
19'-5'
17
21'$'
17
20'-11'
17
15'-10'
26
1T:9
26
17'-1-
26
12'$'
41
15'-7'
34
15'-1'
34
4'-0°
69
130
18'4'
20
20'$'
20
19'-10°
20
15'-0'
29
66'- 00'
29
16'-3'
29
12•-1°
45
13'$'
45
13'-0'
45
4'6"
77
140-1
17'-1'
23
19'-1'
23
18'5•
23
12--10'
40
15•$°
34
15'-0'
34
17-1'
45
13'$'
45
13'-0'
45
T:5
89
140.2
1T-7'
23
19'-1'
—Ti
23
18'5-
23
12'-10"
40
15•$°
34
15'-0"
34
11'-1'
S3
12'S'
63
17-0'
53
4'-0'
89
150—
A^r An-v
16'-0-
n Mn•
26-
�1-
.26
1T-4'
.26
11'-11'
46
13'4=
46-
12'-71'-
46-
-00'ST-
6D-
14'-6=
-60-
91'4'--60-
Wind
Zone
MPH
Open Structures
182
s aMoed'
MonoSlo ed Roof
3 4
s aMoad• s Moad•
Screen Rooms
182
s aMoad'
&Attached Covers
3 4
s Moad• s aMoad'
Glass 8 Modular
1&2
s anllo d
Rooms
p
o"d•
Enclosed
�4
s iirill+
Overhang
Cantilever
100
110
26'-Y
25'S'
13
14
29' ' $
28'-5'
13
14
28 ' 3
2T5'
13
14
20'-10'
20'4'
20.
21
23'4'
22'-9'
20
21
22'- ' 7
22'$'
z0
21
19'$•
17-11•
23
1O'ntr
-.2 1'.9f
28
t27
21 ' '
R
19r5�-'2
23
4'
4'
4 -0 5
55
120
27-11'
t7
25'$"
17
24'-10'
17
18'$'
25
20'-10'
25
20'-Y
25
16'-6°
�3
18' i02
1T 10'
32
123
22'4'
17
25-0•
17
24'-Y
17
18'$'
26
20'S'
26
19'-8'
26
16'-1°
1T '
'34?
(6p=4'+t.'
4'-0`t
69'
130
21'-2'
20
23'$•
20
22'-10"
20
1T4'
29
19'5°
29
18'-9'
29
15'-2"
38
16'-11'
38
16'4-
38
4'-0'
77
140-1
19'$•
23
2T-11`
23
21'-3°
23
16'-0'
34
17'-11'
34
17'-3'
34
15' 2,
38
16'-i r
38
16'4-
38
4'-0'
89
140-2
19 W
23
2T-11'
23
21'-3°
23
16'-0'
34
17'-11'
34
17'-3-
34
12'-10'
S3
15'-9°
44
15'-2-
44
4'-0°
89
150
18'S'
26
20'$'
26
19'-11'
26
13'-9'
46
i6'$'
39
76'-2'
39
72'-1'
60
13'S'
60
13'-0•
60
4'-0'
102
•--• r•-•-• •••••-• - •••••••• ••�". ••a. ..�w. = wmnaiy. u-9n or app— luau easea on me adecove area of me panel
k
s •
H
ari.
J
Q
Z (n
20 U
(9Q� O
co J D-
N i Z
W °d a
U tL
U } 0
Q 0
N Z 0
W r
W
Z W- P
(n W
J
Q
�t U)
(D U)
CD 19
W proit Z N
W W LL _
W (� M x ofo
Z 0 IL U
d r O
� 0 n
lll
C U C, r
0) � o
r
m clirn a
y X M L
m .
� U LL o
2 L
m
q1 m
F
SHEET
W 10G W
z
W
n m
08-12-2010 OF 12 C
MANUFACTURERSPROPRIETARY PRODUCTS
co SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
CO
io
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL 7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & U180
Table 7.2:3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
Wind
Open Structures
Mono Slo ed Roof
Screen Rooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
MPH
1&2
span/load'
3
span/load'
4
s anlload•
1&2
s aniload•
3
s anload'
4
s anlload'
1&2
s anlload'
3
-spa nfloadl
4
s anlload'
Cantilever
100
25'-9'
13
28'-9"
13
27'-10-
13
20'-7'
120
2Z-11"
20
2Z-2'
120
19'-2"
23
21'-5"
110
25'-0"
14
27'-11"
14
2T-0"
14
20'4"
21
22'-5'
21
17'-8"
27
19'-9"
27
120
22'-7"
17.
25'-4'
17
24'-5"
17
18'-5'
-25
' 20'-T
25
16'-3"
32
18'-2°
32
1T-T
32
4-0
65
123
22'-0'
17
24'-8'
17
23'-10"
17
17'-11'
26
20'-1•
26
6
!&-10"
34
17'-8
34
17'-1130
20'-10`
20
2S-3"
20
2Z-6-
20
17'-1-
29.
19'-1"
.29
q'_81
9
13'-8"
45
16'-8"
38
16--1"
38
4--0'
77
140-1
19'4'
23
21'S'
23
20'-11"
23
15'-9"
34
1T-T
34
13'-8"
45
16'-8°
38
16'-1'
38
4-0'
69
140-2
19'4'
23
21'-8"
23
20'-11"
23
:15'-9"
34
1T-T
34
12'-7'
53
15'-6"
44
. 13'-l150
18'-2'
26
20'-4-
26
19'-8-
26
13'-7-
-46
16'-5-
39
9
11'-10"
60
13'-3'
60
.72'-10'
60
4'-0'
102
Wind
Open Structures Mon o-Sloped Roof
- Screen Rooms
& Attached Covers
Glass & Modular Rooms Enclosed
Overhang
-Zone
1&2
3
4
1&2
3
4
1&2
3
4
Cantilever -
MPH
s anload•
. s anlload•
: s aMoad•
s anlload•
= s anlload'
-s anlload•
s annoad'
s anlload•
. s anload•
-
10D
34'-7"
-13
38'S'
13
3T-5'
13
27'-8"
-20
30'-11"
20
29'-10"
20
2&-9"
23
28'-10'
'23
-27'-10"
23
4'-0"
45
110
33'-8"
:14
- 3T-7-'
14
36W
14
-26'41'
-21
30'-2'
21
29'-2'
21
23'-9"
27
26'-7"
27
25'S"
27
4'-0'
S5
120
30'-57
47
- 34'-0'
'17
32-16"
17
24'-9'
25
- 27'-8'
25
. 26'-8'
25 21'-10"
.32
24'-5"
32
- 23'-7"
32
4'-0-
_65
-123
- 29' 7'
17
33-1'
17
32'-0'
17
24'-2'
26
26'-11"
26
. 26'-1'
26
21'-W
34
23'-9"
34
22'-11'
34
4'-0"
69 .
130
2T-11'
20
31'-3-'
20
30'-3'
.20
2Z-11'
29
2&-8'
29
24'-9-
29
20'-1-
38
22'-5°
:38
21'-W
38
4'-0-
77
140-1
"2&-1'
23
29'-l'
23
28'--2'
-23
21'-2'
34
23-8'
-34
-22'-11'
34
20'-1'
38
2Z-5'
38
21'S"
38
4'-0'
89
140-2
' 26'-l'
23
- 29'-1'
23
: 28'-T
23
. 21'-2"
34
23'-8"
-34
22'-11'
34
18'-8"
44
20'-10"
44
20'-1"
'44
4'-0"
89
150
24'-6'
.26
2T4-
26
26'-5"
26
19'-9'
39
22'-1"
39
21'-5-
39
17'4-
51
19'4-
S1
18'-8'
51
- 4'-0'
102
Note: Total roof panel width = room width + wall width +overhang. 'Design or applied load based on the affective area of the panel
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#ISF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
Wind
O en Structures
Mono-Slo ed Roof
Screen Rooms
& Attached Covers
Glass 8 Modular
Rooms Enclosed
Overhang
Zone
MPH
1&2
span/load'
3
s aMoad'
4
s anlload'
182
. s anlload•
3
span/load'
4
s an/load•
182
span/load'
3
s anlload•
4
s anlload•
Cantilever
100
28'-2"
13
31'-6'
13
30'-5'
13
22'-6'
20
25'-2°
20
24'4'
20
20'-11"
23
23'-6`
23
22'-B'
23
4'-0'
45
110
27--5'
14
30%8-
14
29'-7`
14
21'-11'
21
24-7'
21
23'-9"
21
19'4"
27
21'-8'
27
20'-11"
27
4'-0°
55
120
24'-9'
17
27'-8"
17
26'-9"
17
20'-2'
25
22'-6'
25-.2T-9"
25
1T-10'
32
19'-11'
32
19'-3'
32
4'-0"
65
123
24'-2'
17
26'-11'
17
26'-1'
17
19'-8'
26
21'-11'
26
21'-3"
26
77'-4'
34
19'-4'�34834
4'-0'
6913D
2Z-10"
20
".25'-6"
20
24'-8"
20
18'-8'
29
20'-11"
29
20'-2"
29
16'-4"
38
18'-3'38
4'-0'
77140-1
- 21'-3'
23
23'-9'
23
27-11"
23
1T-3'
34
19'4-
34
18'-8"
34
16'4-
38
lf.-
38
4%0"
89
140.2
- 21'-3'
23
23-9"
23
27-11'
23
17'-3'
.34
19'4-
34
18'-8'
34
15'-2-
44
16'-11"44
4'-0'
89
1126
22'-3-
26
21--6-
26
16--1'
39
18--0-
39
17'-5"
39
lZ-11"
60
15'-9-
S1
4'-0°
102
O en Structures MonoSlo
ed.Roof
Screen Rooms
& Attached Covers
Glass & Modular
Rooms Enclosed
Overhang
1&2
s aMoad'
3
s anload•
4
s annoad'
1&2
s anload•
3
s anload'
4
s aMoad'
1&2
s anin d'
3
s aMoad'
4
s anload•
Cantilever
32'-6'
13
364'
13
35'-2'
13
25'-11'
20
29'-0-
20
28'-1"
20
24--2'
23
27'-1-
23
26'-2-
23
4'-0-
45
31W-
14
35'4"
14
34'-2"
14
25'4"
21
284"
21
27'4'
21
- 22'4-
27
24'-11'
Z7
24'-2'
27
4'-0-
55
b140-2
28'-7'
17
31'-11"
17
30'-11"
.17
23'-3'
25
26-11"
25
25' 11"
25
20'-6'
32
22'-11'
32
22'-2-
32
4--0"
65
27'-10'
17
31'-1'
17
- 30'-1'
17
2Z-8-
26
25'4"
26
24'-6"
26
.19'-11"
34
22'4'
34
- 21' 7'
34
4'-0'
69
26'-3-
20
29'-5-
20
28'-5°
20
21W-
29
24'-1-
29
23'-3"
29
18'-10'
38
.21'-1'
38
20'4"
38
4'-0"
77
24'-6'
23
2T4'
23
26'-5'
23
.19'-11'
34
2T-3'
34
2r-6"
34
18'-10'
38
21--7'
38
2D'4-
38
4'-0'
89
24'-6"
23
27'4"
23
26'-5°
23
19'-11'
34
22'-3'
34
27'-6'
34
17'-6"
144
19'-7"
44
18'-11-
44
4'-0`
89
150
2Z-11'
26
25'-8'
26
24'-10"
26
1 18'-7-
39
20'-9-
39
1 2D'-1'
39
16'3'
51
r 18'-2-
51
17--7-
51
4'-0-
102
Wind
Open Structures Mono Sloped Roof
I Screen Rooms
& Attached Covers
Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s anlload'
3
s anlload•s
4
anlload•
182
s anlload•
3
s an8oad•
4
s anlload•
1&2
s anload•
3--
s anlload'
4
spa
Cantilever
100
34'-7"
13
38'-W
13
37'-50
13
27'-8-
20
30'-11-
20
29'40°
20
25'-F
23
28'-10°
23
27'-10-
23
110
33'-8'
14
37'-7'
.14
36'4"
14
26'-11'
21
30'-2"
21
.29'-2"
27
23'-9'
27
26'-7°
27
25'-8'
27
120
30'-5"
17
. 34'-0"
.17
32'-10'
17
24'-9'
25
2T-8"
25
26'-8'
25
21'-10"
32
24'-5"
32
23'-7'
32
4'-0'
65
123
29'-7'
17
3T-1"
17
3T-0"
17
24'-2'
26
26'-11"
26
26'-1"
26
21'-3'
34
23'-9'
34
22'-11'
34
.. 4'-0'
69
130
27'-11'
20
31'-3"
20
30'-3"
20
22'-11"
29
.25'-8°
29
24'-9'
29
20'-1"
38
22'-5"
38
2'1'-8'
38
4'-0"
77
140-1
26'-1'
23
29'-1'
23
28'-2'
23
21'-2-
34
23'-8-
34
2Z-11"
34
20'-1"
38
22'-5"
38
2T8-
38
4'-0'
89
-140-2
26'-1'
.23
29'-1"
23
28'-2"
23
' 21'-2'
34
23'-8-
34
22'-11'
34
1 -8
0'-10"-
44
20'-1"
44
4'-0'
89
--150-
= 24t6=
26-
27'4°-
26-
Wind
Open Structures Mon oSlo ed Roof
Screen Rooms
& Attached
Covers
GI ssi82Motl
la :Room
'Errcfc3ed
Zone
MPH
1&2
s anload'
3
s aMoad•
4
s anload'
1&2
s anlload•
3
s anlload•
4
s ari/load•
- 1 -
= s a ) ad'
aN`1!a
. anAo d•
100
110
3670"
14
41'4"
114
39'-10"
14
29-6'
21
33'-0"
21
-31'-11"
21
26'4-
27
29'-1"
271
28--2'
127
120
33'4"17
37'3'
17
36'-0'
17
2T-1'
125
30'-3"
25
29'-3"
125
23'-11"
32
26'-9"
32
25'-10'
32
4'-0"
65
123
. 32'-5'
77
36'-3'
17
35-1"
17
- 26'-5'
26
29'-7"
26
28'-7"
26
- 23'-3"
34:.
26'-0"
34
. 25'-2-
34
4'-0"
69
130
30'-8'
20
34'-3'
20
. 33'-1'
20
25'-2'
29
28'-1"
29
. 2T-2"
29
21'-11'
38
: 24'-7°
38
23'-9'
38
4'-0'
77
140-1
28'-6-
23
31'-11'
123
30'-10°
23
2T-3"
34
25'-1P
34
25'-1'
34
21'-11"
38
24'-7-
38
23--9'
38
4'-0"
89
140-2
28'-6'
23
31'-11'
.23
30'-10"
23
'. 23'-3'
34
25'-11'
34
25'-l'
34
20'-5'
44
2Z-10'
44
22'-1'
44
4'-0'
89
150
26'-10'
26
29'-it'
26
28'-17"
26
. 21'S'
39
24'-3'
39
I—'
39
18'-11'
51
21'-2'
51
20'-6'
S1
4'-0'
102
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
C9
Z
K
W
a
of
ILL
0
W
m
O
0
Z
of
W
W
_Z
(0
Z
W
w
O
LL
�M
d N
A
O
5
ZLL
0
:O
a rn
_N
ci O
? E
ej 3
w C
¢
0
E
Z Q
y
00
0°
� LL
a�
za
30
o�
Q5
J
Q
Z
O
w t
�k
ZU)U)
22 0 0
N I
C7 fi O
t
ZLu
W Z J
0 W
> Z
a S
n i
t
(n
°d
LU IL
o
U LL
N 1
p
} O
I
W
V
U ❑_
o '
I— ¢ t
Z I
tZ U)
5 W W
IX
m
Z H
o
�2 U) W
ap
J
ILL
N
(7 rn n
2
LLLL W
W LL
? 6# E
W 2 m m o
a O LL OR
a
e � v m
0) Z)
m � o d
Lij
O Co
J 03
U 3 O m
a) V a o
t
C
0
0
N
W
dl
Z
2
W K
W
W
SHEET Z
J 0
Q Z
W W
CO
10H Z
W
m
08-12-2010 OF 12 0
* 2.00"
I I A = 0.434 in?
0.040" o Ix = 0.234 in'
C� Sx = 0.240 in?
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = V-0"
* 2.00"
0.045" I I A = 0.538 in?
Ix = 0.642 in "
ci
Sx= 0.428 in?
6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = V-0'
* 2.00"
0.060" I I o A = 0.768 in?
o 6Ix=0.530in4
Sx = 0.585 in?
6005 - T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = V-W
* 2.00'
0.050"-,I I
0o A = 0.697 in?
Ix = 1.428 in.4
Sx = 0.714 in?
6005 - T5
2" x 4" x 0.050" HOLLOW SECTION
SCALE-2" = V-W
3.00" -1
A = 0.552 in?
,,0.045' o Ix = 0.342 in'
Sx = 0.342 in?
6005 - T5
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = V-W
2.00"
0.06" o
n A = 0.954 in?
Ix = 2.987 in'
Sx= 1.195 in?
6005 - T5
2" x 5'. x 0.062" HOLLOW SECTION
SCALE 2" = V-W
* 2.00"
I I A = 0.776 in?
Ix = 1.953 in. 4
0.046" o Sx = 0.977 in?
`r 6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 4" x 0.046" x 0.115"
SELF MATING SECTION
SCALE 2" = V-W
* 2.00"
I I A = 0.964 in?
o Ix = 3.688 in. 4
0.050" Sx = 1.475 in?
6005 - T5
STITCH W/ (1) #1 Ox3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.135"
SELF MATING SECTION
SCALE 2" = V-0"
* 2.00"
A = 1.09B in?
0.050" m Ix = 5.938 in. 4
Sx = 1.979 in?
6005 - T5
STITCH W/ (1) #1 Ox3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.135"
SELF MATING SECTION
SCALE 2" = T-0"
2.02"
o A = 1.277 in?
0.060" Ix = 8.873 in. 4
Sx = 2.534 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x OA57" x 0.135"
SELF MATING SECTION
SCALE 2" = V-0"
T 2.00"
0.072" O
m
A = 1.855 in?
Ix = 16.622 in.4
Sx = 4.156 in?
6005 - T5
STITCH W/ (1) #1 Ox3/4"S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.240"
SELF MATING SECTION
SCALE 2"= V-0"
* 2.00"
0.072" o
of
A = 1.999 in?
Ix = 22.116 in`
Sx = 4.915 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.072" x 0.239"
SELF MATING SECTION
SCALE 2" = V-0"
* 2.00"
0.082" o
ci
A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.321"
SELF MATING SECTION
SCALE 2" = T-0"
* 2.00'
0
0.090" o
0
A = 3.023 in?
Ix = 42.466 in'
Sx = 8.493 in?
6005 - T5
STITCH W/ (1) 910x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.389"
SELF MATING SECTION
SCALE 2" = V-0"
Town & Country 6005 Indicator Mario
(Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indenbfication marks have been provided to
contra fo�,r� tl yourself for permitting purposes The details below
il�usVa d Ctie{alloy' e� ca _ n rk raPh IocaOon of such marks.
�fhese allomarkye us ole , ur 6005xtrulions. It is
Itimarely the co ctors r Pons Dili y that'heyreceive and use onlyb. J th' ineering. Vlfe are providing this
4 °° �apesk :....
document to simplify= n ti 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
-"i
z co
Q 2
20
Z0 w
Q'
W i a
y > X
LLI ,5 iL
U o
J Q
rn
F. Q 2
N Z U)
2W w
_Z X
M U)
J
Q
08-12-2010 1 OF
m
f
aO
z
10X
W
w
=T z
z
z
w
11 W
z
z
W
m
12 0
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. (BAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 1/2" 4 ply COX 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.
S. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated wl two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warranded 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.
:SECTION.9 DESIGN STATEMENT:
:The anchor systems in the Fastener section are designed for a 130 MPH wind
Ioad..Muitipliers for other wind zones have been provided. Allowable loads
include a 133% wind load increase as provided for in The 2007 Florida Building
Cbde'with 2009 Supplements_ The use of this multiplier is only allowed once and
lhave selected anchoring systems which include strapping, nails and other
fasteners.
Table SA Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 TS Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,00D psi, Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
= diameter
Embedment
(in.)
Min. Edge Dist &k-Alowable
Anchor Spactngd
Sd (in.)
LoadsDepth
sion Shear
ZAMAC NAILIN (Drive Anchors)
114"
1-112"
1 1-114" 273# 236#
tWikTAPP.ER'jConcrete-SFr s)
3116"
1-114'
15116"
288#
167#
1.1/4"
15116'
371#
259#
1=12"'"'
""`^'p^1-1/4'----
-427#-
-:r200# '=
3/8'
1-12'
1 1-9116'
511#
402#
1-3/4"
1 3-318"
703#
455#
POWER
BOLT (Expansion Bolt
.
1/4"
2"1
1-1/4•
624#
261#
5116"
3"
1-718"
936#
751#
318"
3-1/2"
1 1.9116"
1 1,575#
1,425#
112"
5"1
2-12"
1 2,332#
2.220#
POWER STUD (Wedge -Bolt 0)
114"
2-314"
1414"
B12#
326#
318"
4-1/4"
1-718"
1,358#
922
112"
S.
2-12"
2,271#
1 1,218#
518"
7"
2.1/4"
3,288#
1 2,202#
Wedge Bolt
1/4" 2-1/2' 1 2-114" 878# 385#
3/1" 342" 3-114" 1,705# 916#
112" 4" 1 3-8/4' 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2' embedment by manufacturers.
2. Values fisted are allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are Increased by 1.00 for wind load.
6. Minimum edge distance and center to renter spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of Sd have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2^ x 6' beam with:
spacing = T-0' O.C.
allowed span = 20'-5' (Table 1.1)
UPLIFT LOAD = 1MBEAM1 SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 12(20.42)xTx1D#/Sq.Ft
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table Is based on Rawl Products' allowable loads for 2.500 ps.). concrete.
Screw/Bolt
Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t1 (Ibs.)
#8 --0d64'
122
139
153
200
228
255
MIT
0.190'
141
161
1T7
231
263
295
#12
0.210"
156
178
195
256
291
327
#14
0.25F
196
212
232
305
347
389
529
114"
0240"
179
203
223
292
333
374
503
5/16"
0.3125-
232
265
291
381
433
486
661
318"
D.37S
279
317
349
457
520
584
793
1/2'
O.SV
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"
0.092"
0.125"
#8
0.16 r
117
133
147
192
218
246
#10
0.190"
136
154
170
222
253
2a4
#12
0.210"
150
171
- 188
246
28D
293
914
0250-
179
203
223
292
333
374
508
114"
0240"
172
195
214
281
32D
358
487
5116"
0.3125"
223
254
279
366
416
467
634
3/8'
0.375"
2611
305
335
439
499
560
761
12"
0.50'
357
406
447
585
666
747
1015.
Allowable Shear Loads on Screws for Nominal Wall Thickness ft(Ibs.)
Double Shear
0.044"
0.050"
0.055'
0.072"
0.082'
0.09Y
0.125"
343
390
429
561
639
717
974
FS-.3125-
446
508
559
732
832
934
1269
536
610
670
878
998
1120
1522
714
812
894
1170
1332
1494
2030
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
fi063 T-6
1269
5052 H-25
1522
6005 T-5
2030
Allowable Load Coverslon Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.04
1.20
7d
1.08
lAO
8d -
1.11
1.60
9d
1.14
1.80
10d
1.18
2.00
11d
121
12d
125
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures (off 27.42 #/SF
Fastener
diam.
min. edge
distance
min. ctr.
to ctr.
No. of Fasteners / Roof Area S
1/ Area
2/ Area
3 / Ama
41 Area
114"
1/2-
1 5/8"
1,454 - 53
2.908 -106
4,362 - 159
5,819 - 212
5116"
3/8"
7/8"
1.894 - 69
3.788 -138
5.682 - 207
7,576 - 276
3/8"
3/4'
1 1"
2.272 - 82
4.544 -166
6,816 - 249
9.088 - 331
12'
1`
1-1/4"
3,030 -110
6,060-221
9,090-332
12,120-442
Table 9.513 Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #/SF
Fastener
diam.
min. edge
min. ctr.
o ctr.
No.
of Fasteners
/ Roof Area
S
1 / Area
2/ Area
3/ Area
41 Area
114'5/8"
1,454 - 41
2.908 - 82
4,362 -125
5,819 -164
5116"7/8"
*3/4"
1.894 - 53
3.788 -107
5,682 -160
7,576 - 213
318'1"2.272
-64
4,544 -128
6,816-192
9.088-256
12"-1/4^
3.03..
6.060-171
9,090-256
12,120-341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure "B';
1 = 1.0.
2. Minimum spacing Is 2-12d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bolts, and rivals.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
Allowable
MuRi
Load
hers
Tension
I Shear
12d
1.25
11d
121
led
1.18
2.00
9d
1.14
1.80
8d
1.11
1.60
7d
1.08
lAO
6d
1.04
120
5d
1.00
1 1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws In Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 01 SF)
(For Wind Region other than 120 MPH. Use Conve sion Table at Rnttom of this naael
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1/4-e
1"
264# -10 SF
5F0 - 19 SF
792# - 29 SF
1056# - 39 SF
1-1/2-
396#-14 SF
792#-29 SF
1188#-43 SF
1564#-58 SF
2-1/2"
66D#-24 SF
132D#-48 SF
1980#-72 SF
2640#-96 SF
5/16"e
1"
312#-11 SF
624#-23 SF
936#-34 SF
1248#-46 SF
1-112"
468#-17 SF
936#-34 SF
1404#-51 SF
1872#-68 SF
2-112"
78M-28 SF
1560#-57 SF
2340#-85 SF
3120#-114 SF
1"
356#-13SF
712#-26 SF
1068#-39SF
1424#-52SF
318"o
1-112"
634#-19 SF
1 1068#-39SF
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 pail for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I Length of
Embedment
T Number of Fasteners
I 1 1 2 1 3 1 4
TYPE OF FASTENER
- "Quick Ser
Concrete Screw (Rawl Zamae Nallln or E ulvalent)
1/4"0
1-12"
273#-IOSF
546#-20SF
819#-30SF
1092#-4,SF
2"
316#-12SF
632#-23SF
948#-35SF
1264#-46 SF
TYPE OF FASTENER
= Concrete
Screw (Rawl Tapper
or E uivalent)
3116"e
1414"
1 288#-11 SF
1 576#-21 SF
864#-32SF
1152#-42SF
1-314"
371#-14SF
742#-27 SF
1113#-41 SF
1484#-54 SF
1/4"e
1-114"
1 365#-13 SF
730#-27 SF
1095#-40 SF
1460#-53 SF
1J/4"
427#-16 SF
854#-37SF
1281#-47SF
1708#-62SF
3/8"0
1-1/2"
1 511#-19 SF
1 1022#-37SF
1533#-56 SF
2044#-75 SF
I-X4"
703#-26 SF
1 1406#-51 SF
2109#-77 SF
2812#-103 SF
TYPE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent)
8"e
3O
22"
1057# - 358
2100#- 71S
35# - 17125
4211. -153 SF
3-12'
150#-SF
17F473150#-
SS
630D#-230 SF
3'
1399#-51 SF
12798#-102 SFJ
4197# - 153 SQ
5596#-204 SF
5'
2332# - 85 SF
14664# -170 SFJ
6996# - 255 SFJ
9328# - 340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where
d Is the anchor diameter.
2. Allowable roof areas are based on toads for
Glass / Enclosed Rooms (MWFRS); I = 1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
(Tables Shown),
multiply allowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6
1.01
110
26.8
1.01
120
27A
1.00
123
28.9
0.97
130
322
0.92
140-1
37.3
0.86
14072
37.3
0.86
ISO
12.8
0.80
Metal to Plywood
12"4ply
518"4ply
314"4ply
Shear
(Ibs.
Pull Out
Ibs.)
Shear
lbs.
Pull Out
fibs.
Shear
fibs.
Pull Out
(Tbs.)
Screwo
hie
93
48
113
59
134
71
#10
100
1 55
120
69
141
78
#12
118
1 71
131
78
143
94
#14
132
70
145
R.
157
105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel
Steel Mandrel
RiveLDiameter
- Tension- Ibs: -
----Shear -
Tension- Ibs: -
-Shear
118"
129
176
210
325
5/32"
187
263
340
490
3116"
262
375
445
720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw I Anchor Size
Max Size of Beam
Upright
Attachment Type
Size Description
To Wall
0
To Upright/ Beam
0
2" x 4" x 0.D44"
, Angle
1' x 1' x 0.045'
3/16'
#10
2"x4"x0.044"
Angle
1'x1'x1/16' 0.063
3116'
#12
2" x 5" x 0.072"
U-channel
1-12' x 1-12' x 1-1/2' x 0.125'
12'
#14
2" x 6" x 0.072"
U-channel
l' x 2-1/8' x 1' x 0.050'
5/16"
5/16
2"x8"x 0.07Y'
Angle
1'x1'x 1/8'(0.125')
3116'
#12
2" x 10" x 0.072"
1 Angle
1-1/2" x 1-1/2. 1/16'(0.062-)
1/4'
#12
2" x 7" x 0.072"
Angle
1-112" x 1-112" 3116(0.1ITS)
1/4'
#14
2' x 10" x 0.072'
Angle
1-12' x 1-12' 1/8'(0.062)
1/4"
#14
2" x 7' x 0.072"
Angle
1-/4' x 1J/4" x 1/8"(0.125' -
1/4'
#14
2" x 16" x D.072"
Uchannel
1-14' x 1-3W x 1-3/4' x 118"
3l8'
#14
2"x 10"x 0.072"
Angle
2x2'x 0.093"
318'
318•
2"x 10"x 0.072"
Angle
27x2' 1/8"(0.125*)
511 S"
5116'
2"x10"x0.072"
Angle
2"x 2x3116"(0.313')
12'
12'
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw slzes 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 Dossible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable -Load and Attributable Roof Ama for l20 MPH Wind Zone (35.53 # I SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
1"
264#-7 SF
528#-15 SF
792#-22 SF
1056#-30 SF
1/4'0
1-1/2'
396#-11 SF
792#-22 SF
1188#-33 SF
1580-45 SF
2AW
660#-19 SF
132D#-37SF
1980#-56 SF
2640#-74 SF
1'
3120-9 SF
624#-18 SF
936#-26 SF
1248#-35 SF
5116'e
1-112"
468#-13 SF
936#-26 SF
1404#-40SF
1B72#-53 SF
2-12^
780#-22 SF
1560#-44 SF
2340#-66 SF
3120#-88 SF
1"
356#-10 SF
712#-20 SF
1068#-30 SF
1424#-40 SF
318"e
1-71Y
534#-15SF
1068#-30SF
1602#-45 SF
2136#-60 SF
2-112"
a9O#-25SF
1 1780#-50 SF
1 2670#-75 SF
13560#-100 SF
CONNECTING TO: CONCRETE [Min. Z500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
I Length of
Embedment
Number of Fasteners
1 2 1 3 1 4
PE OF FASTENER=
"Quick Set"
Concrete Screw Rawl Zamac Nallin or Equivalent
1/4"e
1-12"
233#-8SF
466#-17SF
699#-25SF
932#-34 SF
2"
270#-10SF
I 540#-20SF
I 810#-30SF
1 1080#-39SF
PE OF FASTENER
= Concrete
Screw Rawl Tapper
or Equivalent
3/16"e
1-12"
246#-7 SF
492#-14 SF
738#-21 SF
984#-28 SF
1-374"
317#-9 SF
634#-18SF
951#-27 SF
1268#-36 SF
114"o
1-112"
365#-10 SF
73011_NlF
1095#-31 SF
1460#-41 SF
141/4"46.-13
SF
930#-26 SF
1395#-39SF
1060#-52SF
318"e
1-12"
437#-12 SF
874#-25SF
1311#-37SF
1748#-49SF
1-314"
601#-17SF
1202#-34 SF
1803#-51 SF
2404#-68 SF
ITYPE OF FASTENER
= Expanslon
Bolts Rawl Power
Bolt or Equivalent
318"e
2-12"
120Z-34SF
2410#-68SF
3615#-102 SF
4B2g#-136SF
3-1/2'
1311. 7SF
2606#-73 SF
3909#-110SF
5212#-147 SF
112"o
3"
1806# - 51 SF
3612# -102 SF
5418# -152 SF
7224# - 203 SF
5"
1993#-56SF
3986#-112SF
5979#-168SF
7972#-224SF
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
12D
35
1.03
123
37
1.00
130
42
0.94
140-M
48
0.88
ISO
56
0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wall
Metal Upright
Concrete
Wood
2" x 10"
114"
#14
114'
1/4'
2"x9"
114"
#14
1/4'
1W
2' x 8"
114"
#12
1/4'
#12
2" x 7'
3116'
#10
3/16'
#to
2" x 6' or less
3116"
#8
3116'
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#1000321'
#14'
5116-
318"
#B
as .00
O,BO.�.,,
0.46
02T m
. „0,21
#10
X0
1 d0:1.51
o.33
0.26,'-.#12
s
A:
Oli2:;;
6
0.36
.,0.46'
71;$r
3 _5_
,,,
r^"' L..
g.79t
318' 1.21
026
1D.58
0.79
1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
1/4"
318"
3116"
1.00
O.a3
0.60
1/4"
0.83 .
1.00
0.69
1
31a"
0.60
0.59
1.00
Dyne Bolts (1SJ8' and
2-114" embedment respectively)
Anchor
Size
3116'
12"
3/16"
1.00
0.46
12'
0.46
1.no
Multiply the number of #8 screws x size of anchor/screw desired and round up to the
of screws:
Example: .
If (10) #8 screws are required, the number of #10 screws desired 1s:
0.8x 10=(8)#10
(7
Z
i
W
W
a
K
O
LL
W
To
O
F
(7
Z
W
W
Z-
(0
Z
W
Ir
O
4'
d v
rna
to
() p LL
C LLm
h
z 0
m
n
w C
o C
z o,
ro ¢
ca OQ
m
o0
K LL
za
fir
30
QS
Z
J S
Q ~
w
Q 2 G
2 O N
Z0
(, Z
J W
W Z w
a
> W S
y
LUV ZLU
o
H } U) Wo
U LL �
F Q Z
5LU m
Z � o
O
J
J W
Q n
0
N
d' co
(Q a
(O Q?
CD m n
N
21
LL LULu
LL"
LL. I 73 Z m m o
tL
O
3; o a m
C Co
m
C U m m
0) , C)
m R C) n
LLI to x a
as o
W
- 7001
S
t7
0rn Z
cc
W
W
SHEET
?
(0
Z
W
W
W
12
W
Z
Z
W
m
12
08-12-2010
OF