HomeMy WebLinkAbout2308 W Lisa CtDECEIVED
2010 CITY OF SANFORD
OCT 2 $ BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I I I Documented Construction /
rValue: $
61 J Job
Address: r 3 0 8 Lr 15 j . 5.9AAV An3972, Historic District:Yes 0 No Parcel
ID: 3 ' )j' 3U ".`>1`l ' eyoo Zoning: 61- 5in&z'r' Description
of Work: r,,)Nsrh 57v,UR cc c9r1 0' ,Ex):5 6, '5 L.93 Plan
Review Contact Person: A K r L. o Ay i- A Title: V I' Phone: I
V 7- 7,5 4 4 Fax: LW 7- 3 49 22 46 E-mail: %ilxr G-l,GON S11 i1J• k Property Owner
Information Name L
t r) 6 B fi YA 1, ,9 d- F—A) 12,9 9) V 4 A 4 Phone: `t a 7 - % Street: 1,,
3 y gW L 15 9 C j Residentof property`' City, State
Zip: a x Fo a-0 F 1- 3-R 7 2 1 Contractor Information
Name Cy
l Gm,,l i 6.4e,;-o A 5 - N e Phone: 4 n 7 Street: i!
Joo l - ` , Fax: t)-n7 City, State Zip:
r Nr VA i - 3- 7 - State License No.: C G o c5 . ) y `f Architect/Engineer Information
Name: Street: City,
St,
Zip:
Bonding Company: Address:
Building Permit
Square
Footage: No.
of Dwelling
Units: Electrical New Service —
No.
of AMPS: Phone: Fax: E-
mail:
Mortgage
Lender: Address:
PERMIT INFORMATION
Construction
Type: No.
of Stories: Flood Zone: )C
Plumbing New Construction -
No.
of Fixtures: Mechanical (Duct layout
required for new systems) Fire Sprinkler/Alarm 13 No. of -heads:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
atu Owner/Agent Date
Print Owner/Agent's Name
4-1 / ir'Y l 2,,l 1 0
for nke4 Notary Public State of FloridaJGeorgoudiou
N c My Commission DD814060
rf OF f p Expires 08/12/2012
Owner/Agent is Personally Known to Me or .
Produced ID Type of 11)jowtueA (,icCNS
APPROVALS: ZONING: to o. ar-id UTILITIES:
COMMENTS:
Signature of Contractor/Agent Dote
Print Contractor/ is Name
1O , Z4, -[a
Sig9 otary-State of Florida Date
4"'v n''••, JEFFREY A SMITH
Notary Public - State of Florida
My Comm. Expires Jul 27, 2014
Commission # EE 12449
Bonded. Through National Notary Assn.
Contractor/Agent is erso or
Produced ID . Type of ID
WASTE WATER:
BUILDING:
Rev 11.08
o
City of Sanford
Planning and Development Services
877 Engineering — Floodplaln Management
Flood Zone Determination Request Form
Name:
l k Q LOG, — Firm: G }s. $ CY r`S
Address: 2
City: G "- heya- State: Zip Code: 3 2-7 3 2- Phone:
5<0 7 - S19 • YOC-0 Fax: Property
Address: Z •308 k/ L-iSo, Ct Property
Owner: L uiS C3c v ct z2a w 2 e Parcel
identification Number: 3C. , (g, 3 p . S,4y • dypt7 . rJ 'Z3 p Phone
Number: 407 - L/" - S ZS 7 Email: The
reason for the flood plain determination is: New
structure Existing Structure (pre-2007 FIRM adoption) Expansion/
Addition Existing Structure (post 2007 FIRM adoption) Pre
2007 FIRM adoption = finished floor elevation 12" above BFE Post
2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) r
t `; , t3i',r; kF
3 xa''ZA4i F Aj i0F.I. I&M US' ONLY. Flood
Zone: Base Flood Elevation: N Datum: FIRM
Panel Number: I-LO Z94 40'7D Map Date: q • 28 U 7 The
referenced Flood Insurance Rate Map indicates the following: The
parcel is in the: floodplain floodway A
portion of the parcel is in the: floodplain floodway j'
The parcel is not in the: floodplain floodway The
structure is in the: floodplain floodway The
structure is not in the: [Jf(oodplain floodway If
the subject property is determined to be flood zone `A', the best available information used to determine
the base flood elevation is: RZ!
w Date: T:\
Engr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc
GHQ Contractot t, In'c.
PO Box 1480, Geneva, FL 32732
407) 519-4060 • FAX (407) 349-2266 •
I irnncnft riarnn91AA
Submitted To: Phone: 407-459-5257
Fax: Date: Oct 11, 2010
Name: Zaida ` 4L-4 Email:
2308 W. Lisa Ct Job Address:
Sanford, FL 32771 City: State: FL Zip:
WE HEREBY SUBMIT SPECIFICATIONS AND ESTIMATES FOR:
Material and installa ' n of a 18x15 sunroom utilizing a 3" insulated panel roof system, a sliding glass door on each
side with the rem nd r of the sides being a 3" insulated panel system and vinyl windows across the rear.
Total price is 131
A 33%deposit is required with the balance due on satisfactory completion of the job.
We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of:
6131
Terms of Payment: Down Payment of 2025 with balance of 4106 due upon receipt of invoice: Contracts, which: state. a
draw cut off date and payment release date, are the only exceptions and must be signed by representatives of both parties-
Approval: This contract shall not be binding on GHB Contractors, Inc. until an authorized representative of G'HB
CONTRACTORS, INC shall approve it. No alterations or additional work shall be performed unless agreed, to by GHB
Contractors, Inc., beforehand, in writing.
All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard
practices. All agreements contingent upon strikes, accidents or delays beyond our control. This estimate subject to acceptance
within 30 days and is void thereafter at the option of the undersigned. THIS PROPOSAL IS SUBJECT TO OFFICE
APPROVAL.
Authorized Signature Michael T. Loader
ACCEPTANCE OF PROPOSAL
The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment
will be made as outlined above. /%
ACCEPTED: Signature. ltic_ 6_(
Date: Signature:
I i
I'
BOUNDARYSURVTY
LEGAL DESCRIPTION: LOT 23, TWENTY WEST, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 16, PAGE J6,
OF THE PUBLIC RECORDS OF SEA41NOLE COUNTY, FLORIDA.
PERMIT OFFICE
SCALE: 1 "=30'
COUNTRY CLUB MANOR
WEST LINE SEC71ON 36.19.30 4j
J S N 00 00 51 " E 138. 39'(PJ
BLK WALL
f?
LJ' 14' U.E
r
r
LOT 23 q
O 12'
ONE S7i7RY
0T.2 N C.8.S e Q p ?
1. 12308 N o• o
26.4'
u: o
23.3' , to
CONC.
DR.
7
fN0 112. 1.R. C— J / 0
Np 10 NO 10-
o.
5' S/W y
0 lQ•
dp \
o
USA COURT WEST
50' R/W)
CURVE" TABLE
CURVE RADIUS LENGTH DELTA
C-1 50.00' 4J.63' 4959'47"
C-2 woo' 1 173.79' 9050#12-
idQ4T-OF-WAY L1N£ CEN IERLIN£ BARB MTXE FENCE NVOD CHA/N U fENC£ P STILACFENCE. FACE i--I--r -h-
A/C _ AIR CON0177ONER I.R. - IRON ROD P.O.C. - PONT or COMMENCEMENTMERCURrYTLEb - CENTRAL ANGLE I.R.C. - IRON ROO k CAP P.O.L. - POINT LW LINE
1 1 BLK - BLOCK L - ARC LENGTH P.R.C. - POINT OF REVERSE CURVE ' C.
B. - CHORD BEARING - L.B. - LAND SURWWNG BUSINESS P.R.M. - PERMANENT REFERENCE COMPANY
C.B.S. - CONCRETE BLOCK STRUCTURE L.S.- LAND SURVEYOR MONUMENT C.
M. - CONCRETE MONUMENT M - MEASURED P.T. - PONT OF TANGENT CONC. -
CONCRETE N - NORTH R - RADIUS D -
DEED Nh0 - NAIL AND DISK R/lY - RIGHT Or WAY D.
E. - DRAINAGE EASEMENT P - PLAT 5/W - SIDEWALK E -
EAST P.C. - POINT OF CURVATURE S = SOUTH FF.
E. - FINISHED FLOOR ELEmnON P.C.C. - POINT OF COMPOUND CURVATURE. LIE. - UTILITY EASEMENT FND -
FOUND P.C.P. - PERMANENT CONTROL PONT - NEST ID. -
IDENTJF1CAn0M P.L. - PROPERTY LINE W.F. - NVOD FRAME STRUCTURE I.
P. - IRON PIPE P.O.B. - POINT OF BEGINNING 0 - T 1/1- I.R.C. PSM L8/7371 ORANN
BY., CKED BY. NO TES: GR
7BRETT BEARINGS SHOWN HEREON ARE BASED UPON 1) TAIs surw Is hosed on the logo, escrptlon os prodded by THE
CENTERLINE OF LISA COURT WEST the plent c£
RnFIED TO.- BEING N 89S9'09" W PER PLAT 2)
Th" Suu nos not obstrocted th land shown hereon For easements,
rlghfs of way or restrict/ s o% record which may LUIS
BAYALA & ZAIDA RIVERA oT/ecf the, ltle or use or the land =' WESLEY ]
ACKSON J) Do not rec struct property likes ,from - MERCURY
TITLE COMPANY 4) No footing overhon oto except os shown COMMONWEALTH
LAND TITLE INSURANCE COMPANY Long Surveying, Inc. 5)
No inpro n utlllt/es hove Deen `fed except as shown ."
6)
This y !s of wild wlfhout the signo rs, and the orlghd COMMUNITY
No Speciali:irtQ in Re.cide/ilinl .Slrn,enirrR" ro seal of horidd 11cense0 Surwyo% d Mopper 120294
Le No. 737I PANEL:
SUFFIX Ft R.M. DATE: 143 Villa Di Este Terrace #1 13 e
Certf/leot/nn: l c ti/y that fhle sprwy wo' mode under my t
0045F09/28/07 direcflon and fhot /! meets the niih N+nlcof standards set
forth by eaord F'roFesslonol FLOW
ZONE: Lake Mar FL 32746 y> the
of L e Surtieyois one . Mgopero
In, Chapter 6107 6 Rondo A Lilstrotne Code,. X
Office 407-330-9717 or 407-330-9716 vweuont ra searlon 47?oa7 Fra statures ; suRVfr
No. FIELD DATE: Fax 407-330-9775;,, 38882
06/20/10 N1,111VLONGSURVEr1NG.170A1 Y•: SM
NQ;;ar44.t..,r4R.c f y, t
aa
ltk ,. A 1'YM l f F.ntI A. t'tk1'fx+''7I NFe"y°'+dltl15Y ':Sf,i}' if .• i iykYl J fr t-i },A. r
s h,n \ r;rid ,.,drr tv,ri a`iR"w. rE ,Y t.h+1r ASpiTiw,d`,c`Lp1`•'b``` i!'f'j f +"X;r tY Y/
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7q.i sty i -
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t -I 1 „y Ni a.a...JF'f':.«,.w:1u.;?'r.tr5n1'rt3=CFlI,E 'A,t> u4.it?s
Seminole County Property Appraiser Get Information by Parcel Number Page' 1 of 1
B 4 A 14
n
41
33
t
DAYID JOHTi50N CFA.ASA 8 _ 7 g d tE 16 .1
P 06t
7 t. ggMfr-0t Ai'5ER32
SEMIMOLE
a
d' E 8
t9
22 1.
1 ti
26OOUIYTYFL-
14 A.& 7 24
t it)1 E F1R5T 5T
SANF[7PtD, FL 3277}•}qgg 40.:.:.
S6 't :'F'n'. ,"- p;?,
407 61 S 7`" 4
VALUE SUMMARY
2011 2010
VALUES
Working Certified
GENERAL
Value Method Cost/Market Cost/Market
Parcel Id: 36-19-30-544-0000-0230
Number of Buildings 1 1
Owner: BAYALA LUIS & ,
Depreciated' Bldg Value 57,762 58,299Own/Addy. RIVERAZAIDA
Depreciated EXFT Value 809 809
Mailing Address: 2308 W LISA CT
Land Value (Market) 15,000 15,000City,State,ZipCode: SANFORD FL 32771
Land Value Ag 0 0PropertyAddress: 2308 LISA CT W SANFORD 32771
Just/Market Value 73,571 74,108SubdivisionName: TWENTY WEST
Portablity Adj 0 0TaxDistrict: S1-SANFORD
Save Our Homes Adj 0 0Exemptions:
Dor: 01-SINGLE FAMILY Amendment 1Adj 0 0
Assessed Value (SOH) 73,571 74,108
Tax Estimator.
2011 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority - Assessment Value- Exempt Values Taxable Value
County'General Fund 73,571 0 73,571
Amendment 1 adjustment is not applicable to school assessment) , Schools 73,571 0 73,571
City.Sariford 73,571 0 73,571
SJWM(Saint Johns Water Management) 73,571 0 . 73,571
County Bonds 73,571 0 : 73,571
The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates.
SALES
Deed" Date , Book Page Amount Vac/imp Qualified
WARRANTYDEED06/2010; 07403 0170 $99,000 Improved Yes WARRANTY
DEED 08/2008, 07076 1352 $55,300 Improved No WARRANTY
DEED 08/2008 67076 1361 $100 Improved No 2010 VALUE SUMMARY WARRANTY
DEED 09/2008,07076 1350 $100 Improved No 2010 Tax Bill Amount: 1,489 PROBATE
RECORDS 0612007 06744 0254 $100 Improved No 2010 Certified Taxable Value and Taxes DOES
NOT INCLUDE NON -AD VALOREM ASSESSMENTS WARRANTYDEED11/2003,05169.0373 $31,000 Improved Yes WARRANTY
DEED 08/2003 04970 0328 $25,500 Improved No WARRANTY
DEED 01/1977- 01146'0025 $25,500 Improved Yes WARRANTY
DEED 01/1973 00990 1906 $21,900 Improved Yes Find
Comparable Sales within this Subdivision LAND
LEGAL DESCRIPTION Land
Assess Method Frontage Depth Land Units Unit Price Land Value PLATS Pick LOT
0 0 1.000 15,000.00 $15,000 LEG LOT 23 TWENTY WEST PB 16 PG 36 BUILDING
INFORMATION Bid
Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est.
Cost New
Building
1 SINGLE FAMILY 1972 5 966 1,350 966 CB/STUCCO FINISH $57,762 71,532 Sketch
Appendage /
So UTILITY FINISHED 184 Appendage /
Sgft OPEN PORCH FINISHED/60 Appendage /
Sgft CARPORT FINISHED / 240 NOTE:.
Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi
Finshed EXTRA
FEATURE Description
Year Bit Units EXFT Value Est. Cost New ALUM
SCREEN PORCH W/CONC FL 1979 238 $809 $2,023 NOTE:
Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If
you recentlypurchased a homesteaded property our next ear's propertytax will be based on Just/Market value. http://
www.scpafl.org/web/re_web. seminole_county_title?PARCEL=3619305440000023... 10/19/2010
POWER OF ATTORNEY
Date: _ / 0 - ;z 6, - 2 6)10
hereby name and appoint l
l/
JG,I_1 L _Loll n,t R
Of
to be my lawful attorney
In fact to act for me and apply to the G! i Y n f 5,2Nr ,>7
Building Department fora 191 y JN/r P permit
For work to be performed at a location described as: f:..r e- LG'T a33 I`wr;ni i Wr"5i I'&lb PG-1,
Section _ Township Range Lot 3 Block
Subdivision —Fld F N i -1/ W r
v1 + Aa1 0:9 P219 #LA=-0U"- bd L t 5qa S,9nt 3 OwnerofPropertyandAddress, and
to sign my name and do all things necessary to this appointmc nt, 1 *
fRegite (4.s 3cr Pr'itNamerorCerMlcofictorandCanractor's License Number Signature of
Register or Certified Contractor The foregoing
instrument was acknowledged before me this u2 jay of Oc4D L Gir of 20 10 Who is
personally known to me/who produced `)t.._—p L— As identification
and who did not take oath. State of
Florida County of
S&XIC .AJC1t—, - Not . c
y, F orida b Sfil'Z`'
u0t, 2/ 12/
2001i JEFFREY A
SMITH t= Notary
Public'- State oI Florida rr BonCommissionded,
ExPi
e
EE 12ggg
1a P 8onded.
11t
b 0 !tnatNNaq!Asw
Plans Examiner
Application #: I 12 k 1
F City of Sanford
Building & Fire Prevention Division
Response to Comments
Richard Denman
Submittal Date:
Project Address: 2.3 03
Contact Person: Low J-e—
Contact Phone #: 2 S- LI _ Lg 3
DBPR - WILLIS, THOMAS W; Doing Business As: GHB CONTRACTORS INC, Certif... Page 1 of 1
11:24:56 AM 111212010
Licensee Details
Licensee Information
Name: WILLIS, THOMAS W (Primary Name)
GHB CONTRACTORS INC (SBA Name)
Main Address: 1671 KINGSTON ROAD
LONGWOOD Florida 32750
County: SEMINOLE
License Mailing:
License Location: 2400 W SR 46
GENEVA FL 32732
County: SEMINOLE
License Information
License Type: Certified Building Contractor
Rank: Cert Building
License Number: CBC052144
Status: Current,Active
Licensure Date: 11/28/1990
Expires: , 08/31/2012
Special Qualifications Qualification Effective
Construction Business 02/20/2004
Fingerprint (Construction
Industry Licensing 09/17/2009
Board)
View Related License Information
View License Complaint
Terms of Use I I Privacy Statement
https://www.myfloridalicense.com/LicenseDetail.asp?SID=&id=C91097EA4AAOB3B670... 11/2/2010
11 11 fl< III 11 It If 1110 111 it 1111 I1111 If iH 1181f 19 it it 1111'fill
Permit No. I t -,a ( I
Tax Folio No. j 3 L 1 ' — O V PV — O A 3 p
NOTICE OF COMMENCEMENT
State of Florida
County of Seminole
The undersigned hereby gives notice that improvement
will be made to certain real property, and in accordance a
with Chapter 713, Florida Statutes, the following
information is provided in this Notice of Commencement.
MARYANNE MORSSE, CLERK, OF CIRCUIT COURT
SEMINOLE COUNTY
BK 07467 Pg 0741; t1pgl
CLERK'.' S 0# 2`0 I 0 t c3495
RECORDED 10/22/2010 03,,41s21 PM
RECORDING FEES 10,00
RECORDED BY T Smith
1. Description of property: (legal description of the property, and street address if available)o f'l i r d 5:9 /
c .I _ , , •-, I • I tz/_ I —,:` 7! —2—: .,.- — 1, 9.r
2. General description of improvement: C,,U o,, c l ot,
3. Owner information: Name: L u 15 )3,9 Y 4 I_A d- z A) Os4 K ,I 7rr"" A
Address: Z 3 t9 fj 1,0 L, !j 5/9 G T 5l)Njig A 0 T- L 3 d 7 -2 b.
Interest in property: Iigr1%r, c.
Name and address of fee simple titleholder (if other than Owner): Name: Address:
4.
Contractor Name: C- ij 3 C• f>NT A A c-j e) S Phone number: c.
Address: A y 0 Q F L 32 7, 3. 5.
Surety Name 1
Address
b.
Amount of bond: $ 6.
Lender: Name: Address:
b.
Lender's phone number: Ta.
Persons within the State of Florida designated by Owner upon whom notices or other c provided
by Section 713.13(1)(a)7., Florida Statutes: Name: Address:
pR10P
as
8.
a. In addition to himself or herself, Owner designates j of to receive a copy of the Lienor'
s Notice as provided in Section 713.13(1)(b), Florida Statutes. b.
Phone number of person or entity designated by owner: 9.
Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date
is specified) WARNING
TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE
OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION
713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO
YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE
BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER
OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF MMENCEM
E NT. ff In
ignatur
o Owner or Owner's Authorized 1 /Director/Partnei/Manager Signatory's Title/Office yew
The
fore oing instrumen was c dged before me this day of A (year) , by (name of person) as (type of t
onty e.. 4ex er.skee„atto y iri fact) for (name of party_gn behalf of whom instrument was executed) . Geor9oudiou
do v
TIOZ/Zl/ROsandx ,a o ,p IV ;
omnus906LE Q
son DD81406
U0ISSIWWO °) ores 08/
12/2012 tt ite
Of Ndt94 t biir` Jolt to a1e1S i gnd 110 RION 'a4aaeo Personally Known
c d`Idet fifiAh'6&"" Type of Identification Produced Verification pursuant
to Section 92.525, Florida Statutes: Under penalties of perjury, I declare that I have read the foregoing and that the facts
stated n.i re true to e best of my owledge and belief aignwr6e of
Natural Person Signilffg Above 6dA1Us p j -v Rev. date
3/2008 ADDR. - D n L 6 a),hr
V - 3 3
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.11 .S. 89. 3 Subsection h f9thefollowing requirements aree9q
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 Stlrlings' 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 (Genera(, Building, Residential, or Aluminum Specialty), and are
required to attend my continuing education class on the use of the manual within six months of
becoming a client and bi-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 Screen Enclosures.
SHEET 2: Glass and Modular Rooms Design Checklist, General Notes & Specifications,
and Design Statement.
SHEET 3: Site Exposure Form and solid roof enclousure isometrics.
SHEET 4: Glass room elevations and wall section details.
SHEET 5: Attachment of a window detail, post to base connection details, upright details,
and corner details.
SHEET 6: Purlin to beam, glass room framing and composite panel wall to wood deck
details.
SHEET 7: Fourth wall connection details, carrier beam connection details and gussett
plate connection details.
SHEET 8: Knee wall and footer details.
SHEET 9: Wall sections and connection details.
SHEET 10: Beam to gutter connection details.
SHEET 11: Span condition explanation, beam and splice information, and building
classification table.
SHEET 12A-110: Tables showing 110 mph roof and wall member spans.
SHEET 12A-120: Tables showing 120 mph roof and wall member spans.
SHEET 12A-130: Tables showing 130 mph roof and wall member spans.
SHEET 12A-140: Tables showing 140 mph roof and wall member spans.
SHEET 1213: Post to beam table, roof tables, and anchor information.
SHEET 13A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 1313: Roof connection details.
SHEET 13C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 13D: 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 13E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 13F: Tables showing allowable spans and applied loads for riser panels.
SHEET 13G: Manufacturer specific design panel.
SHEET 13H: Manufacturer specific design panel.
SHEET 14: Die shapes & properites.
SHEET 15: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group,
Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of
these materials.
1. Contractor represents and warrants the Contractor. -
1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM;
1.2. Has attended the ASDM training course within two years prior to the date of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing 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 is" and "as available." Bennett
hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular,
Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will
meet 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
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited
to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect,
or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the
possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against
Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim,
demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based upon, or in
any way related to, Contractors use of the
CONTRACTOR NAME: / /(i
CONTRACTOR LICENSE NUMBER: ` 05 Z- , 'f
COURSE # 0002299 ATTENDANCE ATE: /.v
CONTRACTOR SIGNATURE: i J <
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR CARPORTS AND SCREEN GLASS & VINYL ROOMS
1. Check the building permit for the following: Yes
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 shoo drawings against the "AS
BUILT" structure for: Yes
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 braces are properly installed (if required) . . . . . . . . . . . . . . . . .
g. Roof panel sizes, length & thickness .
3. Check load bearing uprights / walls to deck for. Yes
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 isanchored to deck through brick pavers then anchors shall go through. pavers
into concrete . . . . . . . . . . . . . . . . . . . . . . 4.
Check the load bearing beam to upright for: Yes a.
Receiver bracket, angle or receiving channel size & thickness b.
Number, size & spacing of anchors of beam to receiver or receiver to host structure c.
Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d.
Roof panel attachment to receiver or host structure . . . e.
If angle brackets are used for framing connections, check number, size & thickness of
fasteners . . . . . . . . . . . . . . . . . . . f.
Post to beam attachments to slab . . . . . . . . . . . . . . . . . . 5.
Check roof panel system for: Yes a.
Receiver bracket, angle or receiving channel,size & thickness . . . . . . . . . . b.
Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . c.
Header attachment to host structure or beam . . . . . . . . . . d.
Roof panel attachment to receiver or beam ... . . . . . . . . . . . Notes:
No
No
No
No
No
Town &
Country 6005 Indicator Mark Instructions
For Permit Purposes) To:
Plans Examiners and Building Inspectors, These
alloy indentification marks have been provided to contractors
and yourself for permitting purposes. The details below illustrate
the alloy indentification marks and the location of such marks. These
alloy marks are used solely for our 6005 extrusions. It is ultimately
the contractors responsibility that they receive and use only 6005
alloy shapes when using,this engineering. We are providing this document
to simplify the indentification of our 6005 alloy materials to be
used in conjuction with our 6005 engineering. A
separate signed and sealed document from Town & Country will
be provided to our pre -approved contractors once the materials are purchased.
TO
6005 SELF -MATING ALLOY
INDICATOI TCI
6005 HO 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 MANUFACTUREWHOMES AND MOBILE
HOMES CONSTRUCTED AFTER 1984. ; THE
DESIGNS AND SPANS SHOWN ON THESE DRAWINGS AFtE BASED
ON THE LOAD REQUIREMENTS FOR THE FLORIDA ` BUILDING
CODE 2007 EDITION W/ 2009 SUP,PLEMFNTS. z
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NAME: 2AkDA
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ADDRESS:
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DRAWING
FOR ONE PERMIT ONLY 08-12-2010 OF 10
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DESIGN CHECK LIST FOR GLASS & MODULAR ROOMS
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, Chapte 0, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE
7-05; Exposure 'B'_ or'C'_ or'D'_, Importance Factor 1.00; 120 MPH or _MPH for 3 second
wind gust velocity load; Enclosed structures; Basic Design Pressure _; Design Pressures are found
on page 313-ii.
a. "B" exposure = j-PSF for Roofs & LPSF 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 Enclosed structures.
ll. Host Structure Adequacy Statement: Q Y
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
h1 t 7 Wi N+15 Phone: ?, 5Z
C n ractor / Auth riz int)
Date:
on ractor I Authorized Rep'Name'u'
ple
ese
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
Ill. Building Permit Application Package contains the following: Yee No
A. Project name & address on plans . . . . . . . . . . . . . . . . .
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . .
C. Contractor's / Designer's name, address, phone number, & signature on plans
D. Site exposure form completed . . . . . . . . . . . . . . . . . . . .
1
E. Proposed project layout drawing @ 1/8" 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 from appropriate 3B.1 series tables)
4. Upright height, spacing, & size . . . . . . . . . . . . .
Select uprights from appropriate 3B.2 series tables)
Check Table 38.3 for minimum upright size)
5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . .
Select chair rails from appropriate 313.2 series tables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . .
Check Table 3B.3 for knee brace size)
IV. Highlight details from Aluminum Structures Design Manual: Yes No
A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate
Section 3B 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 r- REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . .
Y No
Tables 3B.2.1, 3B.2.2, or 3B.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone, "B" Exposure to ( ZOMPH wind zone and/or "C" or "D" Exposure
for load width_:
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
EXPOSURE MULTIPLIER
see this page 3)
C. Table 313.3 with beam & upright combination if applicable
D. Connection details to be used such as:
1. Beam to upright . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4. Chair rail, purlins, & knee braces to beams & uprights
5. Extruded gutter connection . . . . . . . . . . . . . . . . . . . .
6. U-clip, angles and/or sole plate to deck . .
E. Raised slabs and / or 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 owner or 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 or a max. of 16' projection unless a type
II footing is added to load bearing walls. 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 tp
be considered Freestanding.
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 all utility
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. All fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each end when
attaching to a slab. If post is set in concrete isolated footing, no knee brace is required.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is
NOT required.
7. Section 7 contains span tables and the attachment details for pans and composite panels.
8. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
a. Consult Fastener section for allowable fastener loads. The minimum edge distance and center to center of fasteners shall also be
maintained in addition to fasteners specified in tables.
9. Glass and modular wails between existing walls, floors, and ceilings shall be considered in -fills and shall be allowed and spans shall be
selected from the same as other glass and modular walls.
10. For high velocity hurricane zones the minimum roof live load / applied load shall be 30 PSF.
11. Loads, coefficients, spans and heights may be interpolated between values but not extrapolated outside values.
12. Definitions,standards, and specifications can be viewed online at www.lebpe.com
13. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
14. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint Is applied. Example: 6063-T6 after heat
treatment and paint process.
15. Framing components and room additions using this section of the manual comply w/ requirements of AAMA / NPEA / NSA 2100-02 for
catagory IV & V sunrooms, habitable and conditioned.
16. 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 seated 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.
17. 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.
18. 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.
19. 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.
20. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl
windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite
panel/solid wall area exceeds 40 % , glass room engineering shall be used.
SECTION 3B DESIGN STATEMENT
The structures designed for Section 3B are solid roofs with glass or solid walls and are considered
part of an enclosed structural system since they are designed to be married to an existing structure.
The design wind loads used for glass rooms are from ASCE 7-05 Section 6.5, Analytical Procedure
and are !compliance with The 2007 Florida Building Code with 2009 Supplements. The loads assume
a mean roof height of less than 30'; roof slope of 20" to 30" (+/- 10"); 1 = 1.00. All pressures shown in
the table below 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.
Note:
Framingsystems of lass rooms are considered to be main frame resistancecom vents. ThY9 a roof design loads are the
tar er of the combined loads per the 2007 FloridaBuildinggp9 Code with 2009 Supplements and (-) wind loads. Wall design
loads are the larger of the wall loads. To convert above wind loads to 'C" or "D- Exposure loads multiply by factors listed in
Table 38-C.
Section 3B Design Loads for Roofs & Walls (PSF)
Enclosed Modular, Glass and Screen Converted to Glass Rooms
Exoosure"B"
Basic
Wind
Pressure
Wind
Pressure
l-
Live
Load
Design Loads Over Hang
All RoofsRoofsIWalls
100 MPH 13.0 3.3 / 19.0 20.0 26.6 14.9 46.8
110 MPH 14.0 3.5 / 26.8 20.0 26.8 18.1 47.1
120 MPH 17.0 4.2/27.4 20.0 27.4 21.5 48.3
123 MPH 18.0 4.4 / 28.9 20.0 28.9 22.6 50.8
130 MPH 2O.0 4.9 / 32.2 20.0 32.2 25.2 56.6
11 MPH 23.0 5.7 / 37.3 20.0 37.3 29.3 65.7
1,10-240-MPH 22 5.7 / 37.3 30.0 37.3 29.3 1 65.7
150 MPH 26.0 1 6.5 / 42.8 30.0 42.8 33.6 1 75.4
Table 3B-A Wind Zone Conversion Factors
for Glass / Enclosed Rooms
From 120 MPH Wind Zone to Others, Exposure "B' "
Wind Zone
MPH
Applied Load
SF)
Deflection
d)
Bending
b) I Applied Load
ISF)
Deflection
d)
Bending
b)
100 26.6 1.01 1.01 14.9 1.13 1.20
110 26.8 1.01 1.01 18.1 1.06 1.09
120 27.4 1.00 1.00 21.5 1.00 1.00
123 28.9 0.98 0.97 22.6 0.98 0.98
130 32.2 0.95 0.92 25.2 0.95 0.92
140.1 37.3 0.90 0.86 29.3 0.90 0.86
140-2 37.3 0.90 0.86 29.3 10.90 0.86
150 42.8 0.86 0.80 33.6 0.86 0.80
Table 3B-B Wind Zone Conversion Factors
for Over Hangs /
All Room Types
From 120 MPH Wind Zone to Others_ Exoo-m "R"
Wind Zone
MPH
Applied Load
SF)
Deflection
d)
Bending
b)
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.98
130 56.6 0.95 0.92
140-1 65.7 0.90 0.86
140.2 65.7 0.90 0.86
150 75.4 0.86 0.80
onversion i ante sb-c
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Fr "R" to ..r.. - Fr ..R.. n ..n..
Mean Roof
Height*
I Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending DeflectionBendingDeflection
0 -15' 1.21 0.91 0.94 1.47 0.83 0.88
154 - 20' 1.29 0.88 0.92 1.54 0.81 0.87
20' • 254 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
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EDGE BEAM (SEE TABLES
36.1.1, 38.1.2 8 36.1.3)
LW' FOR
H" UPRIGHT'
HEIGHT (h) 1" x 2"
E-- MIN. 3-112" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL GLASS ROOM WITH SOLID ROOF
TYPICAL FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM)
LW' LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/2' 'P/2• @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS
SEE TABLES) w
z 0
U U
SOLID ROOF
NO MAXIMUM 7 w U))
ELEVATION SLAB OR GRADE)
kl-- P = PROJECTION FROM BLDG.
VARIES VARIES LW =LOAD WIDTH
NOTES: P. VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3B.1.3 AND GLASS ROOM FOURTH WALL
BEAMS FROM TABLE 3B.1.4 USING P/2
4. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION: 1100-1231 130 140 150
8 1 #10 #12 1 #12
TYPICAL GLASS ROOM
SCALE: 1/8" = V-0"
WINDO%
TABLES
MINIMUI
SIDE 0.(
CDX PL`
ALTERN
ALUMIN
MAXIMUM WIDTH=
EDGE BEAM SPAN
I
VARIES
VARI
SOLID COVER VARIES
EDGE BEAM (SEE TABLES
3B.1.1, 3B.1.2, 3B.1.3)
CHAIR RAIL (SEE TABLES
3B.2.1, 3B.2.2)
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR RAIL
TO MAX. SPAN
MINIMUM SLAB (SEE DETAIL)
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4" = V-0"
WINDOW HEADER
ANGLE (1) SIDE OR BLIND
SCREW
WINDOW ADDITION ANCHOR
W/ MIN. #10 x 1" S.M.S. @ 6"
FROM EACH CORNER AND
16" O.C. MAX.
ALUMINUM EXTRUSION
CHAIR RAIL
KICK PLATE
VARI
VAR]
VARI
I
I I
MAXIMUM WIDTH = I
EDGE BEAM SPAN I
I I
I I
IHEADER(SEE
3B.2.1, 3B.2.2)
I SHEETING: ONE
10" ALUMINUM OR 1/2"
WOOD
4TE SHEETING: 0.024'
1M BOTH SIDES
S
S
S
S
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4" = V-0"
NOTE: FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1" x 2" x 0.044" MATED W/ 2" x 2" x
EXISTING OR 2" x 2" x 0.044" MATED WITH 2" x 2" x EXISTING
8 x 2-1/2" S.M.S. @ 6" FROM
8 x 1-1/2" S.M.S. @ 6" FROM ENDS, TOP OR BOTTOM AND
ENDS, TOP OR BOTTOM AND @ 16" O.C. OR PILOT HOLE W/
@ 16" O.C. CAP AND (1) #8 x 1/2" S.M.S.
INTERNAL 6" FROM ENDS, TOP
OR BOTTOM AND 16" O.C.
2.00"
2.00"
2.00"
0.044" + 1"
0.044" + 2.00"
0.044--o 1"
0.044" 2.00"
0.044" + 1.00"
1"x2"x0.044" 2"x2"x0.044" 1"x2"x0.044"
OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION
WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044"
PATIO SECTION PATIO SECTION PATIO SECTION
EXTRUSIONS AND FASTENING DETAILS
SOLID COVER --------- \, SCALE: 2" = V-0"
EDGE BEAM
SEE TABLES 3B.1.1, 3B.1.2)
WINDOW HEADER
SEE TABLES 3B.2.1, 2)
ADD 1" x 2", 2" x 2"
OR SNAP CAP AS REQ'D.
CHAIR RAIL (SEE TABLES
3B.2.1, 3B.2.2)
SHEETING MIN. ONE SIDE
0.040" ALUMINUM OR 1/2" CDX
PLYWOOD
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR
RAIL TO MAX. SPAN
1" x 2", ADD 1" x 1" TUBING OR
1" x 2" TO MATCH BUILD OUT IF
REQ'D
MINIMUM SLAB (SEE DETAIL)
VARIES
VARIES VAR
SEE T,
VARIES
MAXIMUM WIDTH =
EDGE BEAM SPAN
S
BLE)
TYPICAL SCREEN ROOM CONVERTED TO GLASS ROOM WALL ELEVATION
SCALE: 1/2" = V-0"
FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1" x 2" x 0.044" MATED W/ 2" x 2" x EXISTING
OR 2" x 2" x 0.044" MATED WITH 2" x 2" x EXISTING
CONVENTIONAL FRAMING OR
ALUMINUM FRAME SYSTEM:
AS MIN. SHEET ONE SIDE W/
0.040" ALUMINUM COIL
FOR SCREEN ROOM
OR BOTH SIDES W/ 0.024" COIL
FOR GLASS ROOM
USE STANDARD NAIL OR
SCREW PATTERNS FOR
ANCHORING
CONVENTIONAL FRAMING OR
ALUMINUM FRAME SYSTEM
AS MIN.
SHEET ONE SIDE W/ 0.040"
ALUMINUM COIL FOR SCREEN
ROOM OR BOTH SIDES W/
0.024" COIL FOR GLASS ROOM
USE STANDARD NAIL OR
SCREW PATTERNS FOR
ANCHORING
TOP OF TRACK AND BOTTOM
OF TRACK ATTACHED W/
14 x 3/4" TEK SCREWS
@ 6" O.C.
ALUMINUM SHEETING OR
VINYL BOTH SIDES
ALTERNATE TOP DETAIL
WINDOW FRAMING CAN
ATTACH DIRECTLY TO
HEADER (SEE TABLE 6.5)
GLASS WINDOW INSTALLED
PER MANUFACTURERS
SPECIFICATIONS
a<
GLASS ROOM WALL WITH STORM GUARD PANEL SECTION
SCALE: 2" = V-0"
GLASS ROOM WALL WITH STORM GUARD PANEL SECTION
SCALE: 2" = V-0"
CONVENTIONAL FRAMING OR
ALUMINUM FRAME SYSTEM:
AS MIN. SHEET ONE SIDE W/
0.040" ALUMINUM COIL
SOLID ROOF FOR SCREEN ROOM
OR BOTH SIDES W/ 0.024" COIL
FOR GLASS ROOM
USE STANDARD NAIL OR
SCREW PATTERNS FOR
ANCHORING
WINDOW FRAMING CAN
ATTACH DIRECTLY TO HEADER
W/ #10 x 3/4" TEK OR S.M.S. @
6" FROM EACH END AND 12"
O.C. MAX TOP AND BOTTOM
GLASS WINDOW INSTALLED
PER MANUFACTURERS
SPECIFICATIONS
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GLASS ROOM WALL SECTION
SCALE: 2" = 1'-0"
TOP OF TRACK AND BOTTOM
OF TRACK ATTACHED W/
14 x 3/4" TEK SCREWS
@ 6" O.C.
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ALTERNATE TOP DETAIL
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TOP STORM PANEL
RECEIVING CHANNEL —
ANCHOR (SEE TABLE 6.5)
3" SNAP-N-LOCK COMPOSITE
PANEL
0.024" OR 0.030" THICK H-14
OR H-25 ALUMINUM ALLOY
0.024" OR 0.030" THICK H-14
OR H-25 ALUMINUM ALLOY
KEYED MODULAR RECEIVING
CHANNEL EXTRUSION
ALUMINUM BACK WINDOW
STOP EXTRUSION
WINDOW UNIT
BOTTOM RECEIVING CHANNEL
STUDDED ANGLE ATTACHED
TO PANEL WALL W/ #14 x 3/4" _
@ 6"O/C FROM EACH END
AND @ 12" O/C MAX. POSITION
ATTACHMENT OF A WINDOW STORM PANEL
TO COMPOSITE PANEL WALL DETAIL
SCALE: 2" = V-0"
Anchor Specs for the Attachment of Storm Panels to Composite Panel Walls
Exposure "B", "C" or "D"
Attachment of Window Header/ Studded Angle (Max. Hgt. 5-1/2" Storm Panels)
Wind Spd.
MPH) 26 ga. Steel or 0.030" Aluminum 0.024" Aluminum
120 10 / 6" from ea. end & 12" O.C. 10 / 4" from ea. end & 12" O.C.
130 10 / 6" from ea. end & 12" O.C. 12 / 4" from ea. end & 8" O.C.
140 10 / 6" from ea. end & 12" O.C. 12 / 4" from ea. end & 8" O.C.
150 12 / 4' from ea. end & 8" O.C. 12 / 4' from ea. end 8 8" O.C.
Attachment of Door Header I Studded Angle (Max. HgL 7" Storm Panels)
Wind Spd.
MPH) 26 ga. Steel or 0.030" Aluminum 0.024" Aluminum
120 10! 6" from ea. end & 12" O.C. 10 / 4" from ea. end & 8" O.C.
130 10 / 6" from ea. end & 12" O.C. 12 / 4" from ea. end & 8" O.C.
140 12 P4" from ea. end & 8" O.C. 14 / V from ea. end & 8" O.C.
150 14 / 4' from ea. end & 8" O.C. 14 / 34" from ea. end & 6" O.C.
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ V 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
1" x 2" TOP RAILS FOR SIDE WALLS
WITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-7"
120 6'-3"
123 6-1"
130 5'-8"
140-1&2 5'-1"
150 4'-11"
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4) #10 S.M.S.
ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 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 2" x 0.032" MIN. OPEN BACK
a—
EXTRUSION
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M. a 1-1/8" MIN. IN CONCRETE
OR FIBER MESH VAPOR BARRIER UNDER
CONCRETE
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" = V-0".
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH BEAM /HEADER
3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
2) #10 x 1 1/2" S. M. S. INTO
SCREW BOSS ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS
CONCRETE W/ 1/4" x 2-1/2"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S.
POST AND 24" O.C. MAX.' INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
1-1/8" MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2" = V-0"
Notes:
For anchoring studded angle to concrete use 114" drop In receivers spaced @ 6' from ea.
end and 12" O.C. for all wind zones and exposure catagories w/ a min. anchor to edge of
concrete distance of 8d. ANCHOR 1" x 2" CHANNEL TO
For anchoring studded angle to wood use 1/4" lag screws @ the same spacing as for 26 CONCRETE WITH
ga. steel panels listed above for the appropriate wind zone. 1 /4" x 2-1 /4"CONCRETE
1. The exposure "B" spacing is for mean roof heights 0-30' & exposure "C" spacing is for ANCHORS WITHIN 6" OF EACH
mean roof heights 0-20'. For mean roof heights greaterthan these consult engineer. SIDE OF EACH POST AT 24" 2. Space all header & studded angle anchors to fall within the panel riser area.
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" x 2" OR 2" x 3" OR 2" S.M.B.
POST
MIN. (4) #10 x 1/2" S.M.S. @
EACH POST
1" x 2" EXTRUSION
1-1/8" MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2" = T-0"
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.'
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x 2"OR 2"x 3" POST
8 x 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" = 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
2'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
CONCRETE ANCHOR
PER TABLE)
1-1/8" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" = V-0"
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
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
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.
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
FHROUGH SPLINE GROOVES
iIDE WALL HEADER
TTACHED TO 1" x 2" OPEN
TACK W/ MIN. (2) #10 x 1-1/2"
M.S.
Z_
IDE WALL GIRT ATTACHED TO w
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OSSES u-
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VALLS MIN. V`FROM EDGE -OF
ONCRETE' 01
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" = V-0"
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
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PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL EXTERN
CLIP OR'U' CHH ANNEL W/MIN.
4) #10 S.M.S.
PURLIN, GIRT, OR CHAIR RAIL
SCREW BOSSES
SNAP OR SELF MATING BEAMS
ONLY
SNAP OR SELF MATING BEAM
I
ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" = V-0"
FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
O BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND
INSTALLED IN PILOT HOLES
FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
O OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
RIDGE CAP
8 x 1/2" (3) PER PANEL
8 x 1/2" @ 24" O.C.
RECEIVING CHANNEL
6) #8 x 1/2" S. M. S. TO STUD
AND (8) #8 x 1/2" S.M.S.
TO BEAM
GLASS ROOM FRAMING DETAILS
SCALE: 2" = l'-0"
E. P. S. WALL PANEL
3/4" PLYWOOD DECK (OPT.) 1-1/2" x 3" x 0.060" RECEIVING
5/4" x 6" OR 2 x 6 DECK — — CHANNEL
10 x 1/2" S.M.S. @ 6" O.C. MIN
BOTH SIDES
T--1 /4" LAP
2 x 6 OR 2 x 8 LAG SCREW (SEE TABLE 4.2)
@ 16" O.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 Teks Deck 3-3/4"
2" P.T.P. 1 4"
COMPOSITE PANEL WALL TO WOOD DECK
SCALE: 3" = l'-0"
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INTERIOR BEAM (SEE TABLE
3B.1.4)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLE
38.4) 16 TO 24" MAX.
MEASURED VERTICALLY &
HORIZONTALLY
POST SIZE (SEE TABLE 3B.4)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE/MANUFACTURED HOME
SCALE: 1/8" = V-0"
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
OF BOLTS
SEE TABLE 38.4)
2" x _ " S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
ROOF PANELS (COMPOSITE OR PANSOLYPE) FASTEN PANELS TO EDGE BEAMPERDETAILS)
U
6" MAXIMI,
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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" O. C. (MAX.)
EACH STRAP
2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST L\ 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 0.062" ANGLE EACH I ® EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH
LEG INTO POST AND INTO
I ® OR SUPER
EDGE BEAM TABLES (SEE
TABLES 3B.1.1, 2,3)
POST SELECT -PER TABLE 3BA
USE 2 x 3 MINIMUM
GUTTER MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL C FASCIA (WITH SOLID ROOF)
SCALE: 2" = V-0"
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES
SEE TABLE 3B.4)
T HEADER
POST AND ANCHOR POST NOTCHED TO SUIT
c 3/4" S.M.S. @ 6"
H END AND @ 24"
E
ED
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3B.4)
1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
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"
1-3/4" x 1-3/4" x 0.063"
RECEIVING CHANNEL THRU
T
BOLTED TO POST W/ THRU
BOLTS FOR SIDE BEAM
SEE TABLE 3B.3 FOR NUMBER
OF BOLTS)
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
BEAM AND POST SIZES
SEE TABLE 3B.4)
POST NOTCHED TO SUIT
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3B.4)
1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = 1'-0"
2" x 9" x 0.072" x 0.224" BEAM
SHOWN
MENDING PLATE
WHEN FASTENING 2" x 2"
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE \
MATERIAL \
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED)
9y
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
2ds
2" x 6" x 0.050" x 0.120"
UPRIGHT SHOWN
T6
tia
STRAP TABLE
A2"x 10' (61#14 t 4-1/2"
NOTE: '
ALL SCREWS 314' LONG
1. Fill outer positions first until required number of screws is achieved.
2. See table for 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 acheived.
5. Lap cut w/ gusset plate may be used. (see section 1 for detail)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2" = V-0"
1-1/2" x 1-1/2" x 0.080" ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
BEAM
SIZE
SCREW
SIZE
STRAP
LENGTH
2" x T 4 #12 2-314"
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-1/2"
INTERNALLY
w
PRIMARY FRAMING BEAM 3 m
SEE TABLES 38.1.4) —' aF
w0
IL
MINIMUM 98 S.M.S. x 3/4"
LONG NUMBER REQUIRED
EQUAL TO BEAM DEPTH IN
INCHES INTERIOR BEAM SEE TABLES
3B.1.4)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = V-0"
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
ANGLE OR RECEIVING EXTERNALLY MOUNTED
CHANNEL EXTRUSIONS WITH _ -
INTERNAL SCREW BOSSES
ANGLES ATTACHED . TO WOOD,
FRAME WALL W/ MIN. (2) 3/8",z
MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR
2) #10 x 1-1/2".INTERNALLY TO CONCRETE W/ (2) 1/4" x,
2-1/4" ANCHORS OR MASONR`,
WALL ADD (1) ANCHOR PERMINIMUM #8 S.M.S. x 3/4" w SIDE FOR EACH INC H OF BEAMLONGNUMBERREQUIREDmDEPTHLARGERTHAN3" '
EQUAL TO BEAM DEPTH IN a F i.
INCHES o W ALTERNATE CONNECTION:
LL 1) 1-3/4" x 1-3/4" x 1-3/4"x'1/8"
INTERNAL U-CHANNEC" / '
ATTACHED TO WOOD FRAME
INTERIOR BEAM TABLES
WALL W/ MIN. (3) 3/8" x 2" LAG
SCREWS OR TO CONCRETESEE
3B.1.4) 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
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SCALE: 2 = 1-0 08-12-2010 I OF OV
STUD WALL OR POST
BBON FOOTING
SCALE: 112" V-0"
Minimum Ribbon Footing
Wind
Zone
91
Sq. Ft.
x Post Anchor
@ 48" O.C.
Stud'
Anchors
100 - 123 20 - 29 1'-1" ABU 44 SP i @ 16" O.C.
130 - 140A 30 - 37 1'-4" ABU 44 SPH4 @ 48" O.C.
140B - 150 30 - 43 1'-9" CB044-SDS2 SPH4 Q 32" O.C.
Maximum 16' projection from host structure.
For stud walls use 1/2" x 8" L-Bolts @ 48" O.C. and 2" square washers to attach sole plate to
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.
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
DETAILS THIS PAGE)
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
32" MAX. 7LI ROCKCONC. DECK 6
x 6 - 10 x 10 WELDED WIREMESH (SEENOTES8"
1.
CONCERNING
FIBER MESH) 112-*
8"
x 8" x 16" BLOCK WALL MAX.
32") KNEE
WALL FOOTING FOR SCREEN SCALE:
1/4" = 1'-0" 2) #
40 BARS MIN. 2-1/2" OFF GROUND
GLASS
ROOMS ALUMINUM
ATTACHMENT CONCRETE
FILLED BLOCK STEM
WALL 8" x 8" x 16" C.M.U. 1)
940 BAR CONTINUOUS 1) #
50 VERT. BAR AT h'
V JE'x'),. CORNERS
AND SE'
x' O.C. MAX. FILL CELLS W/ 2500
PSI PEA ROCK CONCRETE
8"
x 12" CONCRETE FOOTING WITH (
N) #5 BAR CONT. 3"
W LOCATE ON UNDISTURBED NATURAL
SOIL ALL
MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes:
3-
1/2" 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 maufacturer's specification may be used in lieu of wire mesh. Visqueen
vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90%
density. 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. ft.. RAISED
PATIO FOOTING KNEE
WALL FOOTING FOR SCREENED OR GLASS ROOMS SCALE:
1/4" = V-0" h'
W' N 32"
12" 2 10'-0" 36
12" 2 8'-0" 48"
18" 3 4'-0" 1/
4" x 6" RAWL TAPPER THROUGH
1" x 2" AND ROW LOCK
INTO FIRST COURSE OF BRICKS
ALTERNATE
CONNECTION OF SCREENED
ENCLOSURE FOR BRICK
OR OTHER NON- 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 ANDL= 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 36"
MAX. 4" (NOMINAL) PATIO CONCRETE
SLAB W/6x6- 10
x 10 WELDED WIRE MESH SEE
NOTES CONCERNING FIBER
MESH) 1) #
5 0 BARS W! 3" COVER TYPICAL)
BRICK
KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE:
1/2" = 1'-0" 2) #
5 BAR CONT. 2'
MIN. 1"
PER FT. MAX. FOR (1) #
5 BAR CONT. 2'-
0" MIN. 3-
112- (TYP. yam— ALL SLABS)
I ' BEFORE SLOPEB" 12"
TYPE I
TYPE II TYPE III FLAT SLOPE /
NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes: 0-
2" /
12' 2" / 12" - 1'-10" > 1'-10" 1. The
foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be
verified, prior to placing the slab, by field soil test 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, InForceTM' e3T"' (Formerly Fibermesh MD) per manufacturer's 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: 3/
4" = 1'-0" NEW SLAB
EXISTING SLAB
30 RE -
BAR DRILLED AND EPDXY SET
A MIN. 4" INTO MIN. (1) #
30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS 8"
INTO NEW SLAB 6" FROM EACH END
AND 48" O.C. 77 DOWEL
DETAIL
FOR EXTENDING EXISTING 4" SLAB SCALE: 3/
4" = 1'-0" REQUIRED FOR
STRUCTURES /BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE
WALL MAY BE ADDED TO
FOOTING (PER 2500 P.S.I. CONCRETE SPECIFICATIONS THIS
PAGE) 6 x
6 - 10 x 10 WELDED WIRE MESH (SEE
NOTES ALUMINUM UPRIGHT
CONCERNING FIBER MESH) CONNECTION DETAILS
SEE PAGES
2 & 3) (2) #50
BARS CONT. W/ 3" COVER LAP
25"MIN. Sd MIN.
r -•- —• 16" MIN.
r— TOTAL
3-1/2" e ,. • j \\ \\ ,
MIN. 6 MIL.
VISQUEEN VAPOR BARRIER IF
AREA TO BE 12" MIN.
ENCLOSED BELOW GRADE
MIN. TERMITE
TREATMENT OVER 16" UNDISTURBEDOR
COMPACTED SOIL
OF UNIFORM95% RELATIVE
DENSITY 1500
PSF BEARING MINIMUM FOOTING
DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA Notes: SCALE:
1/
2" = 1'-0" 1. All
connections to slabs or footings shown in this section may be used with the above footing. 2. Knee
wall details may also be used with this footing. 3. All
applicable notes to knee wail details or connection details to be substituted shall be complied with. 4. Crack
Control Fiber Mesh: Fibermesh ®Mesh, InForceT" e3TM (Formerly Fibermesh MD) per maufacturer's specification may
be used in lieu of wire mesh. 8" EXISTING
FOOTING
NEW SLAB W/ FOOTING 2) #5
BARS "DOWELED INTO EXISTING FOOTING
W/ EPDXY 8" EMBEDMENT.
25" MIN. LAP TYPICAL CONNECTION
OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/
2" = 1'-0" z oLL
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ROOMS MAY HAVE GABLED
ROOF
BREAK FORM OR EXTRUDED
HEADER
SEE DETAIL E OR F
SEE DETAIL G, H. I, OR J
3" MODULAR ROOM
SCALE: N.T.S.
COMPOSITE PANEL ROOF
SEE TABLES)
SEE DETAIL A
COMPOSITE PANEL WALL
OPTIONAL)
SEE DETAIL B
SEE DETAIL C OR D
ROOMS MAY HAVE WINDOWS
OR SOLID WALLS
ALTERNATE (SEE FASTENING
SCHEDULE BELOW AND SECTION 7
DETAILS)
SEE CONNECTION OF WALL PANEL TO ROOF
PANEL DETAIL
SEE APPROPRIATE TABLE FOR SIZE, NUMBER P
AND SPACING OF FASTENERS. J
THERMAL BREAK REQUIRED FOR GLASS
ROOMS
SEE APPROPRIATE TABLE FOR FASTENER
SIZE, NUMBER AND SPACING
SEE CONNECTION OF SLIDER WINDOW UNIT
TO WALL PANEL DETAIL
WINDOW FASTENERS PER MANUFACTURER
SPECIFICATIONS
THERMAL BREAK" IF REQUIRED FOR GLASS
ROOMS
SEE CONNECTION OF WALL PANEL TO SLAB
DETAIL
SEE APPROPRIATE TABLE FOR SIZE, NUMBER
AND SPACING OF FASTENERS.
THERMAL BREAK' IF REQUIRED FOR GLASS
ROOMS
TYPE 1 TYPE 2
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8' O.C. FOR UP TO A 130
MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED
D" EXPOSURE.
FOR FASTENING TO WOOD USE TRUFAST SD x ("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
3" MODULAR ROOM WALL SECTION'
SCALE:1 T-0"
NOTE: STORM PANEL UNITS MAY BE ATTACHED TO ALUMINUM FRAME MEMBERS OR DIRECTLY TO
COMPOSITE PANEL WALL MEMBERS (SEE STORM GUARD PANEL SECTION DETAILS)
THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/$F OR GREATER
BELOW AND SECTION 7 DETAILS)
TYPE 1 TYPE 2
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE.
FOR FASTENING TO WOOD USE TRUFAST SD x ("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
SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER AND SPACING
THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER
DETAIL A: CONNECTION OF WALL PANEL TO ROOF PANEL
ccni • r= rs^
0
0
TYPE 1
TYPE 1 TYPE 2
DETAIL I: CORNER CONNECTION WITH MALE CHANNEL
SCALE: 2" = V-0- ^
I .................
PAN.EL'.-.'
SLIDER WINDOW
UNIT
SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER AND SPACING TYPE 1 TYPE 2THERMALBREAKSAREREQUIREDINAREASW/ A GROUND SNOW LOAD OF 5#/SF OR GREATER
DETAILB CONNECTION -OF WALL-PANEL-TOSLAB- - - DET-AILJ:-CONNECTION OF -SLIDER WINDOW- UNIT -TO -WALL -PANEL-- -
SCALE: 2" = V-0" SCALE: 2" = V-0" SEE APPROPRIATE TABLES FOR
n r1 FASTENER SIZE, NUMBER & SPACING
TYPE 2
DETAIL E: CONNECTION OF MALE AND FEMALE CHANNELS
SCALE: 2" = V-0"
doJo
AN ::
DETAIL F: CONNECTION OF 'H' CHANNEL TO FILL PANELS
SCALE: 2" = 1'-0" SEE APPROPRIATE TABLES FOR
FASTENER SIZE, NUMBER & SPACING
3.125" PROPERTIES:
Ix - y = 0.385 in.'
o Sx-y=0.238In'
k
ry-y=1.17in,
103.00" FEMALE CHANNEL
SCALE: 4" = V-0"
3.125"
PROPERTIES:
A = 0.332 in'
Ix - y = 0.497 in.'
o Sx - y = 0.309 In.'
mac
ry-y=1.223in.
02 3.00" MALE CHANNEL
SCALE: 4" = V-0"
3.230'
0.045"
PROPERTIES:
A=0.315in'
Ix - y = 0.443 in.'
Sx - y = 0.265 In'
ry - y = 1.187 in.
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SCALE: 4"= V-0" zz&, I
3.120"
0
w SEAL
PROPERTIES: d0
A=0.318in' 0 HEET
Ix - y = 0,2613 in!
Sx-y=0.2613In?
o
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ww
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SCALE: 4" = V-0"
0
m0
3.125"
3.00" PANEL ADAPTER
SCALE: 4" = 1'-0"
2.936" --
3.00" —
07 3.00" INSERT CHANNEL (D.R.C.)
SCALE: 4" = 1'-0"
SELF -MATING
BEAM
SIZE VARIES)
SUPER OR
EXTRUDED
GUTTER
2" x 2" ANGLE EACH SIDE
SELF -MATING BEAM
PROPERTIES:
A = 0.564 in?
Ix - y = 0.8756 in.'
Sx - y = 0.703 In?
ry - y = 1.246 in.
PROPERTIES:
A=0.164in2
Ix - y = 0.102 in.'
Sx-y=0.1291n.'
ry-y=1.493in.
PROPERTIES:
A = 0.138 in?
Ix - y = 0.165 in.
Sx-y=0.1101n?
ry-y=1.092in.
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
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER _
TABLE 3A.3
LOAD PER TABLE 3A.3
AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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COMPOSITE ROOF OR -WALL PANEL
SCALE. 2" = V-0"
NOTE: CLEAN PANELS AND SEAMS W/ XYLENE (XYLOL) PRIOR TO ASSEMBLY
UNIFORM LOAD UNIFORM LOAD
A B A B
SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN
UNIFORM LOAD UNIFORM LOAD
11111111111111111
1 1-4 a t c
A B C A B C D
2 SPAN 3 SPAN
UNIFORM LOAD
l a a a
A B C D E
NOTES:
1) 1 = Span Length
Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
5) Span condition = number of supports (posts) less one.
Example: If the number of supports (posts) is 5 then the span condition is "4 span".
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
A (0.67" L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: 1/8" = V-0"
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
SIDE
d-.50" d-.50"-T 1" MAX.
OF SELF MATING BEAM
PLATE TO BE SAME
THICKNESS AS BEAM WEB d
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
DENOTES SCREW PATTERN 1" MAX.
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.50") LENGTH
Minimum Distance and
Screw
Size
ds
in.) EdgetoCenter
2ds in.
Center to
Center
2-1/2ds in.
Beam Size Thickness
in.
8 Us 3/8 7/16 2" x 7" x 0.055" x 0.120""" 1/16 = 0.063
10 0.19 3/8 11/2 2" x 8" x 0.072" x 0.224" 1/8 =. 0.125
12 0.21 W16 9116 2" x 9" x 0.072" x n.224" V8 = 0.125
14 or1/4" 0.25 12 5/8 2" x 9" x 0.082" z 0.306" 1/8 = 0.125
5116" 031 5/8 3/4 2" x 10" x 0.092" x 0.369" 1 /4 = 0.25
refers to each side of splice
use for 2" x 4" and 2" x 6 also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = V-0"
WINDOW & DOOR LOADINGS
NOTES
1. FOR PARTIALLY ENCLOSED DESIGN LOADS
MULTIPLY PRESSURES LISTED BELOW BY 1.31
O 2. FOR "C" AND "D" EXPOSURES MULTIPLY
v
b I PRESSURES LISTED BELOW BY LOAD
MULTIPLIERS LISTED iN TABLE 3B-C.
h
10' LEAST HORIZONTAL DIMENTION
OO
tea
OR
I
a=0.4"h
WHICH EVER IS SMALLER
Least I BUT NOT LESS THAN EITHER 4 % OF LEAST
Horizontal a"a
Dimension
HORIZONTAL DIMENSION OR 3'-0"
6-3C Enclosed Structures
ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure Results
Gable 0 to 7' Design pressure PSF)
Location Zone EffectiveWindArea
SF
Basic Wind Speed V (MPH)
90 10o 110 120 130 140 150 160
10 6 -15 7 -18 9 -22 11 -26 12 -30 14 -35 16 -40 19 -46
t 20 - 5 -14. 7 -17 8 -21 9 -25 11 -29 13 -34, 15 -39 17 -44
50 5 -14 6 -17 7 -20 9 ' -24 10 -29 12 -33 14 -38 16 43
10 6 -24 7 -30 9 -36 11- 43 12 -51 14 -59 16 -68 19 -77
Roof 2 20 5 -22 7 -27 8 -32 9 -39 11 45 13 -53 15 -60 17 -69
50 5 -18 6. -23 7 -27 9 -32 10. -38 12 -44 14 -51 16 -58
10 6 -37 7 -45 9 -55 11 -65 112 -77 14 -89 16 -102 19 --116
3 20 5 -31 1 7 -38 8 46 9 -54 11 -64 13 -74 15 -85 17 -97
50 5 -22 1 6 -27 7 -33 9 -39 10 46. 12 -53 14 -61 16 469
Gable 7* to 27" 90 1 100 110 120 130 140 - 150 160
10 1 8 -13 10 -16 13 -20 15 -24 18 -28 20 -32 23 -37 27 42
1 20 8 -13 10 -16 12 -19 14 -23 16 -27 19 -31 - 22 -35 25 40
50 1 7 -12 8 -15 10 -18 12 -22 14 -26 16 -30 18 -34 21 -39
10 8. -28 10 -35 13 42 15 -50 18 -59 20 -68 23 -78 27 -89
Roof 2 20 8 -26 10 -32 12 -38 114 46 16 -54 119 -62 22 -71 25 -81
50.. 7 -22 8 -27 10 -33 112 -39 14 46 16 -53 118 -61 21 -69
10 - 8 -28 10 -35 13 -42 15 -50 18 -59 20 -68 123 -78 12527 -89
20 8 -26 10. 32 12 -38 14 -46 16 -54. 19 -62 22 81
50 7 -22 8 -27 10 -33 12 -39 14 46 16 -53 18 -61 121 69
h < 60' 90 100 110 120 130 140 150 160
10 15 -16 18 -19 22 .24 26 -28 30 -33 35 -38- 40 44 46 -50-
4 20 14 -15 17 -19 21 -23 25 -27 29 -32 34 -37 39 -42 44 48
50 13 -14 16 -18 20 -21 23 -25 27 -30 32 -35 36 40 41 45
Wall 100 12 -14 15 -17 18 -20 22 -24 26 -28 30 -33 34 -38 39 43
10 15 -19 18 -2 1 22 -29 26 -35 30 41 35 47 40 -54 46 -62
5 20 14 -18' 17 -23 21 -27 25 -32' 29 -38 34 44 139 51 44 -58
50 13 -16 i6 -20 20 -25 23 -29 27 -34 32 40 36 46 41 -52
100 12 -15 75 -19 18 -23 22 -27 26 -32 30 -37 34 42 39 48
64
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Table 3B.1.1-110 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
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 3B.1.4-110 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 110 MPH velocity: uslnq design load of 26.8 #ISF
Self Mating Sections
Tributary Load Width = Perlin Spacing
5%0" 1 6'-07 7%0" 1 8'-0" 1 T-0" 1 10'-0" 1 11'.0" 1 12'-0"
Allowable Span'L' 1 bending 'b' or deflection'd'
2" x 4" x 0.046" x 0.050" 10A' b V-3" b 8'-7- b T-11" b 1 T-7" b T-2" b 6'-10' b 6'-6- b
2" x 5" x 0.050" x 0.048" 13'-0' b 11'-11' b 11'-0" b 10'-4' b T-9" b 94-3" b 8'-9' b 805" b
2" x 6" x 0.050' x 0.060" 14'-11- b 13'-7' b 12'-7' b 11'-10" b i 1'-1' b 10'-7" b 10'-1' b 9'-8' b
2" x 7" x 0.060" x 0.060" 17'4" b 15'-10' b 14'-7' b 13'-8" b 12'-11' b 12'-3" b 11'-8- b 11'-2" b
2" x 8" x 0.072" x 0.112" 22'-1- d 20'-3- b 18'-9' b 17'-6" b 16'-6- b 16-8" b 14'-11" b 14'4" b
2" x 9" x 0.072. x 0.112" 24'-1' b 21'-11" b 20'4' b 19'-l" b ITT 1" b 17'-0" b 16'-3" b 15'-7"
2" x 9" x 0.082" x 0.153" 25'-11" d 24'-5" b 22'-7" b 21'-2" b 19'-11" b 18'-17" b 18'-0" b 17'-3" b
2" x 10" x 0.092" x 0.187" 1 30'-2" d 1 28'4" d 26'-9" b 251-1" b 23'-7- b 22'-5' b 2174" b 20b Notes:
1.
Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2.
Spans may be Interpolated. Table
3B.1.5-110 Town & Country Industries, Inc. TCI
6005 Allowable Beam Spans for Miscellaneou ZBeamsGlass & Modular Rooms Aluminum
Alloy 6005 T-5 For
3 second wind gust at 110 MPH velocity; using design load of 26.8 #/SF Tributary
Load Width T-
0" 1 T-0" 4'-0" 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 12'-0" 1 14'-0" 1 16'-0" 1 18'-0" Hollow
Beams Allowable Spao'L' I bending'b' or deflection'd' 2"
x 4" x 0.050" 9'-10' d 8'-7" d 7'-10" d T-Y d 6'-10' d 6'-6' d 6'-2' d 5'-9' d 5'4" b 4%11' b 4'-7' b 4'4- b Self
Mating Beams Allowable Span L' l bending W or deflection'd' 2"
x 4" x 0,045" x 0.088" 10'-11" d 9'-7" d 8'-8' d 8'-l" d T-7" d T-2- d 6%11' d 6'-5- dffldl
b
5'-5" b 5'-1' b 4'-9"' b 2"
x 5" x 0.050" x 0.116" 13'-6' d i l'-10" d 1U-9" d 9'-11" d 9'4" d 8'-11" d 8'-6" d T-11" dd 6'-11' b 6'-6" b 6'-2" b 2"
x 6" x 0.050" x 0.120" 15'-10" d 13'-10" d 12'-7" d 11'-8" d 10'-11" d 10'-5" d T-11" d 9'-3" db T-11" b 7'-5" b 6%11" b 2" x
7" x 0.055" x 0.120" 18'-l" d 15'-10" d 14'-5" d 13'4" d 12'-7" d 11'-11" d 117-5" d 10'-7" d 9'-3" b 2" : 8"
x 0.070" x 1. 22'4' d 19'-6' d 17'-9' d 16'-5" d 15'-6" d 14'-0" d 14'-l" d 13'.1- d 11'-8' d 11%1" b 10'-5" b 4" 2" : 9"
1r 0.070" x 0.204" 24'-7' d 21'-5" d 19'-6" d 18'-1' d 17'-0" d 16'-2' d 15'S" d 14'4' dd 12'-10" d 12'-1' b 11'4" b 2" x
9" x 0.082" x 0.326" 26.4- d 22'.11" d 20--11' d 190-5' d 18'-3" d 17'4" d 16'-7- d 15'-5' drid lT-9' d 12" x 10" x 0.090" x.0.374" W-6- d 26'-8- d 24'-3" d 27-6- d 21'-2- d 20'-1" d 19'-3' d 17'-10' dd i5'-11" 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 ofconnection 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 3B2.1
110 Town & Country Industries, Inc. 6005 TCI Allowable
Upright Heights, Chair Rail Spans or Header Spans for Glass & Modular
Rooms Aluminum Alloy 6005
T-5 For 3 second
wind gust at 110 MPH veloclty: using design load of 18.1 #ISF Sections Tribute Load
Width '
W'= Pudin S acin 3'-0" 1-
6" 4'-0" 4'-0" 5'-0" 5'-6" 6'-0" Allowable Hel ht '
H-I bendin b' or deflectlon'd' 2"x 2"
x 0.040"'. Hollow 6'-11' b 67" b 6'-l" b 5-9' b 6-5" b 5'-2' b 4'-11' b 4'-9' b 4'-7" b 4'-5" 2"'x 3" x
0.045" l Hollow 6711" b 6'-5" b 5'-11" b-- 5'-8' ba 5'4' b 6-1" b 4'-11' b 4'-8" b 4'-6" b b 2" x 3"x
0.060" Hollow 8'-5- b T-9" b T-3" b 6'-10- b 6-6- b 6'-2- b 5'-11" b 5-8" b 5-6" 2 6-4- b 2" x 4" x0.050" Hollow 87-5' b 7'-10" b 7'4" b 6'-11' b 6'-6' b 6'-3" b 5'-11" b 5'-9' b 3" x 2" x
0.045" Hollow 8'4 b 7-71b T-5" b T-0' b 6'-8- b 6'-4" b 6'-7' b 5'-10' b 1-8' b 5'-5" b 2" x 4" x 0.
046" x 0.050" S.M.B. 14'-3' b 13'-2" b 12'-4- b 11'-8" b 11'-0' b 10'-6' b 10'-1- b 9'-8' 9'4' b 9'-0' b 2" x 5" x 0.
050" x 0.048" S.M.B. 16'4' b 15'-2" b 14'-2' b 13'-4- b 12'-8' b 12'-1' b 11'-7" b b 10'-9' b 10'4" b 2" x 6" x 0.
050" x 0.060" S.M.B. 18'-7' b 1T-2' b 16'-1' b 15'-2' b 144- b 13'-8- b 13'-1' b 12'-7' b 12'-2' b 11'-9- b 2" x 7" x 0.
060" x 0.060" S.M.B. 20'-1 i' b 19'-5' b 18'-2" b 17'-2" b 16'-3" b 15'-6' b 14'-1 14'-3" to 13'-9• b IS-3' b 2" x 8" x 0.
072" x 0.112" S.M.B. 28'-0" b 26'4' b 24'-8' b 23'-3' b 22'-1' b 21'-0" b 2' b 19'4" b 18'-8' b 18'-0" b 0.112'. S.M.B.
29'-7' b 27'-5' b 25'-8' b 24'-2' b 22'-11' b 21'-11' 20'-11" b 20'-7- b 19'-5' b 18%9" b x 0.082" x 0.
153" S.M.B. 34'-11" b 32'-5- b 30'4' b 28'-7" b 27'-1" b 25'- b 24'-9" b 23'-9" b 22'-11' b 22'-2" b 2" x 10"0.187"
S.M.B. 1 417-8" b T 38'-7- b 36'-1" b 34'-1' b 1 32'4" b 10" b 29'E" b 28'4" b I 2T4" b 26'-5" b Notes: 1. Above spans do
not
include length of knee brace. Add horizontal distance from upright center of brace to beam connection to the above spans for total beam spans. 2. Spans may be
interpolated.
Table 3B.3.1-110
Allowable Upright H is & Chair Rail Spans - Hollow Extrusions For Screen Roo Converted to
or Typical Construction of Glass f Enclosed Rooms Aluminum Alto 63 T-6
For 3 seco wind oust
at 110 MPH velocity; usin desl n load of 18 1 #ISF Tribute Load Width'W = Purlin
Spacing Sections 3'-6" 4'-0"
4'-6" 5'-0" -1 T-6" 1 V.0" 1 rr4" 7'41" 1 7'1"- Allowable Hei ht 'H' I
bendin 'b' or deflectio 2 " x 0.044" with
T-0' d T-3" d 6'-11- d 6'$" d 6'4- b 6'-1- b 5'-1 b 5'-7' b 5'-4' b 5'-2' b Sna Ca hed 1" x
2" x 0.
044" 8'4" d 7'-11- d 7'-7" d T-3" d T-0" d 6'- ' d 6'-7" b 6'4- b 6'-l' b S-10" to to Existing 2" x 2"
044" 3' d 9'-9'
d 9'4' d 8'-11" d 8'S' 8'-l' b T-9- b 7'5" b T-2" b 6--11- blstln3" x 45" L 12'-
3' d 111'-1' b 10'-6' 9'-11' b 9'-6' b 9'-1' b 8'-9" b 8'-5' b 8'-7' b rI n 2" x 2""
x 0.093" Sq.Tube
10- 10'-3' d 9'-10' 5" d 9'-1' d 8'-10' d 8'-7' d 8'4' d 8'-2" d T-11" d x 3" x 0.093"
11'-7' d t d 10'- 9'-9' d V-6* d 9'-3" d 8'-11' d 8'-9" d 8'-7" d to (1) 1" x 3"
x 0.44" Open Back Load to 3" Direction 3"
x 3" x 0.
093" `- 12'4' 11'-8" d 11'-2" d 10'-9" d i - 10'-1' d 9'-6" d 9'-3" d 9'-1" d to (2) 1" x 3"
x0.44" Open Back Load to 5" Direction 3"
x 3" x 0.
093" 12'-11" d 12'4" d 11'-10" d: 11'4" d 10'-11' d 10'-7" d 10'4" d 10'-1" d 9:_7d d to (1) 1" x:3"
x 0.44." O Back Load to 3" Directl 3"
x 3" x 0.
125" . Tube 11'-10' d 11'-2- d 10'-9' d 10*-4" d 9'-11' d 9'-8" d 9'4' d 9%1" d 8'-11" d 8'-8- d 3" x 3" x 0. " Sq.
Tube 12'-6" d 11'-10' d 11'4' d 10'-11" d 10'-6" d 10'-2" d T-11" d 9'-8' d 9'-5' d 9'-2" d to (1) 1" x 3" x
0.44" Open Back Load to 4" Direction • 3" x
3" x 0,125"
Sq. Tube 13'-1- d 127" d 11'-11- d 11'-5- d 11'-1" d 10'-8- d 10'-5- d 10'-1' d to (2) 1" x 3" x
0.44" Open Back Load to 5" Direction ' 3" x
3" x 0.125"
Sq. Tube 3'-10" d 13'-1" d 12'-6" d 8' d 11'-3" d 10'-11" d 10'-8" d to (1) 1" x 3" x
0.44" Open Back LIT-7" Load to 3" Direction 13%21_-
d 4" x 4"
x 0.125" S .Tube 15'-7" tl 4'-10" tl 14'-2" d d 12'-9' d Note: Load assumed to be applied
in
the direction normal to the specified side. 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 D O illustrate the alloy indentification marksand
the location of such marks. W These alloy marks are used solely
for our 6005 extrusions. It is ultimately the contractors responsibility that they
receive and use only W 6005 alloy shapes when using this
engineering. We are providing this LL document to simplify the indentification
of
our 6005 alloy materials to be used in conjuction with our
6005 engineering. Q A separate signed and sealed document
from Town& Country 00 0 will be provided to
our
pre -
approved contractors once the materials are W Ln purchased. 1 TCI 6005 SELF -
MATING
l
ALLOY
INDICATOR 1 _ TCI 6005 HOLLOW
ALLOY INDICATOR J
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Table 3B.1.1-120 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Spa n'L'/(bending'b' or deflection'd') Load
Width (ft.)
Max. Span 'L'/(bending'b' or deflection'd'
1&2 Span 3 Span 4 Span CaMa ver 182 Span 3 Span 4 Span x.
Cantilever
4 4'-3" d 1 5'-3' d 5'-5" d 1'-1" d 4 5-11' d T-4" d T-6" d 1 1'-6' d
5 T-11" d 4'-11" d 4'-11" d 0'-11- d 5 5'-0" d 6'-10' d 6'-10' b 1 1'4' d
6 T-9" d 4'-7" d 4'-8' b 0'-11" d 6 5'-2" d 6-5' d 6'-2" b l'-3' d
7 314" d 4'-5" d 4'-4- b 0'-10' d 7 4'-11" d 5'-11" b 5-9' b 1'-3' d
8 T-5" d 4'-2" b 4'-0' b 0'-10' d 8 4'-9' d 5'-7' b 5'4" b 1'-2' d
9- 3%3" d T-11b T-10" b 0'-10' d 9 7-6' d 5'-3-. b 5'-1- b 1'-1- d 10
T2" d 3'-9" b 3'-7' b 0'-9' d 10 4'-5' d 4'- ' 11 b 4'-10' b 1'-1' d 11 T-
1- d T-7- b 3'-5' b 0'-9' d 11 4'-3' b 4'-9' b 4'-7" b 1'-0' d 12 2'-
11' d T-5- b 1 T-3- b 1 0'-9' d 12 4'-1' b 4'E" b 4'-5" b 1'-0- d 2" x
3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (
ft)'
Max. Spa
n'L'I(bending'b' or deflection'd') Load Width ft.)
Max. Span'
L'/(bending W or deflection'd' 1&2
Span 3 Span 4 Span Cax. ntilever 1&2 Span 3 Span 4 Span Cantilever 4 6'-
7" d 8'-2" d 8'-4" d 1'-7' d 4 7'-9" d 9'-7" d 9'-4' b 1'-11" d 5 64-
2' d T-7' d T-9" d V-6" d 5 T-3" d 8'-8' b 8'4' b 1'-9' d 6 5'-
9' d 7'-1- d T-3' b 1'-5- d 6 6'-9" d T-11' b 7'-8" b 1'-8' d 7 5
d 6'-9' d 6'-9- b P-4- d 7 6'-5' d T-0- b T-1- b 1'-7- d 8 5'-
3' d 6'-6" d 6'-3" b 1'-3' d 8 6-1' b 6-10' b 6'-T b 1'-6' d 9 5'-
0" d 6'-2" b 5'-11" b 1'-3' d 9 5'-9" b 6'-5' b 6'-3" b 1'-5' d 10 4'-
10' d 5'-10' b 6-7" b 1'-2" d 10 5'-6" b 6'-l' b 5'-11" b 1'-5' d 11 4'-
9" d 5'-7" b 54" b 1'-2" d 11 5'-3" b 5'-10" b 5'-8" b 114' d 12 4'-
7" d 5'4" b 5'-2" b 1'-1" d 12 4'-11' b 5'-7' b 5'-5" b 1'4" d x 2"
x 0.045" Hollow Load Width (
ft.)
Max. Span'
L'I(bending'b' or deflection'd') 1&2
Span 3 Span 4 Span Max. Cantilever
4
4'-
10' d T-1 l' d 6'-1- d 1 1'-2" d 5 4'-
6" d- 5'-6' d 5'-8- d I 1'-l' d 1-6 -
4'-3" d- 5'-2' d 5'4" tl I 1'-0- d 7 4'-
0" d 4'-11- d 5'-1" d I 0'-11" d 8 T-
10" d 4'-9" d 4'-10' b 0-1 '1' d 9 3'-
8" d 4'-7" d 4'-6" b 0'-11" d 10 3'-
T d 4'-5" d 4'4" b 0'-10" d 11 3'-
5" d 4'-3" b 4'-1- b 0'-10" d 12 1
3'4" d 4'-1- b T-11- b 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 3B.
1.4-120 Town & Country Industries, Inc. 6005 T-
5 Allowable Spans for Ridge Beams with Self Mating Beams Glass & Modular
Rooms Aluminum Alloy
6005 T-5 Self Mating
Sections Tributary Load
Width 'W' = Pudin Spacing T-0"
6'-0" 7'-0" B'-0" 9'-0'.1 10'-0" 1 11'-0" 1 12'-0" Allowable Span /
bending 'b' or deflection'd' 2" x
4" x 0.046" x 0.050" 10'-0' b 9'-2" b 8'-5" b T-11- bi TE" b T-l" b 6'-9" b 6'-0" b 2" x
5" x 0.050" x 0.048" 12%11" b 11'-9' b 10'-11" b 10'-2" b 9'-7" b 9'-l" b 8'-8" b 8'4" b 2" x
6" x 0.050" x 0.060" 14'-9" b 13'-6" b 127-6- b 11'-8" b l l'-0' b 10'-5" b 9'-11- b 9'-6- b 2" x
7" x 0.060" x 0.060" 1T-1" b 15'-7" b 141-6" b 13'-0" b 12'-9" b 12'-l' b 1V-6" b 11'-1' b 2" x
8" x 0.072" x 0.112" 21'-11" d 20'-0' b 18'-6' b 17'4" b 164' b 157-6" b 14'-9" b 14'-2' b 2" x
9" x 0.072" x 0.112" 23'-10- b 21'-9" b 20'-2- b 18'-10" b 17'-9- b 16'-10' b 16'-1- b 15'-5" b 2" x
9" x 0.082" x 0.153" 26-10- d 24'-2" b 22'4" b 20'-11" b 19'-9" b 18'-8- b 1 T.10- b 17'-1" b 2" x
10" x 0.092" x 0.187" 29'-11" d 28'-2- d 26'-6" b 24'-9" b 23'-4" b 22'-2" b 21'-1" b 20'-3" b notes: 1.
Tables
assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans
may be interpolated. Table 3B.
1.5-120 Town & Country Industries, Inc. TCI 6005
Allowable Beam Spans for Miscellaneous Framing Beams for Glass & Modular Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 120 MPH velocity; using design load of 27.4 VSF Tributary Load
Width 2'-0"
T-0" 4' 0- 1 S'-0" 1 6'-0" 1 T-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" Hollow Beams
Allowable Span bending'b' or deflection'd' 2" x
4" x 0.050" 9'-9" dl 8'-7" d T-9" dl 7'-2" dl 6'-9" d' 6'-5' dl 6'-2" di 5'-9" dl 5'-3' bi 4'-10' bj 4'-7' bj 4'-3- b Self Mating
Beams Allowable Span L' I bending'b' or deflection'd' 2" x
4" x 0.045" x 0.088" 10'.10' d 9'-6" d 8'-7' d T-11" di T-6" d 1 T-2- d 6-10" d 6'4' b 5'-9' b 5'4" b 5'-0" b 4'-9' b 2" x
5" x 0.050" x 0.116" 13'-5' d 11'-9" d. 10'-8' d T-11" d 9'4" d 8'-10' d 8'.5' d T-10" d T-5' d 6'-11- In 6-5- b 6'-t' b 2" x
6" x 0.050" x 0.120" 15'-9' d 13'-9- d 12'-6- d 1l'-7- d 10'-11" d 10'4" d 9'-11' d 9'-2' d 8'-6' b T-10' b 7'4" b 6'.11- b 2" x
7" x 0.055" x 0.120- IT-11-.d 15'-9- d 14'-3" d 13'-3- d 12'-0- d ll'-10- d 11'4" d 10'-6- d 9'-11- b 9'-2- b 8'-7- b 8'-1' b 2" x
8" x 0.070" x 0.224" 22'-2' d 19'4' d 17'-7" d 16'4- d 15'4- d 14'-7- d 13'-11' d 12'-11" d 12'-2- d 11'-7" d 10'-11' b 10'4' b 2" x
9"0.204" 24'-5' d 21'4' d 19'4' d 17'-11" d 16'-11' d 16'-1" d 15'4" d 14'-3" d 13'-5' d 12'-9" b 1 P-11' b 11'-3" b 2" x
9" x 0.082" x 0.326" 261-2' d 22'-10" d 20'-9" d 19'-3- d 18'-l" d 17'-3- d 16'-0" d 15'-3- d 14'-5- d 13'-8- d 13'-1" d 12'-6" b 1.2"
x 10" x 0.090" x 0.374" 30'4" d 26'-6" d 24'-l" d 22'4' d 21'-0' d 19'-11" d 19'-l" d 17'-9" d 16'-8' d 15'-10" d 15'-2- d 14'-7" d 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 3B.
2 120 Town & Country Industries, Inc. 6005 TCI
Allowable Upright Heights, Chair Rail Spans or Header Spans for Glass &
Modular Rooms Aluminum Allay
6005 T-5 For 3
seennd wind 11. uou velnebvr usinn dndnn In"d ..r.. e Sections 2"
x
2" x 0.040-, - - Hollow Tribute Load
Width 'W'=PurilnS 3'0"
T-6^ 4'-0" 4'-0" 5'-0" 5'-0" lacing 6'-0" 6'-6" T-0" 7'.6" 6'-5'
b 5'-11' b 5'-T b Allowable 5'-
3-
b eight 'H'
I bending I 4'-
11-, b W 4'-
9-
b or deflection'
d' 4'-6"
b 4'4" b 4'-2' b 4'-1" b 2" x
3" x 0.045" Hollow 6'4" b 5'-11' b 6' b 5'6' 5' -
2" .
b b 4'-8" b 4'-6" b 4'-4-4'-11" 4'" b 4'-2' b 4'-0' b 2" x
3" x 0.060" Hollow 7'-0" b T-2" b 8' b 6'-4- b 5'-11' b- 5'-8" b 5'-5' b 5'-3' b 5'-1" b 4'-10" b 2" x
4" x 0.050" Hollow T-9' b 7'-2" b 6'-9- b 6'4" b 6'-0' b 5'-9" b 5'-6' b 5'-3" b 5'-1" b 4'-11' b 3" x
2" x 0.045" Hollow 7'-11' b 7'-4- b 1 6-10' b 6'-5' b 6'-l" b 5'-10' b 5'-7' b 5'4' b 5'-2' b 4'-11" b 2" x
4" x 0.046" x 0.050" S.M.B. SM. 13'-
l"
b 12'-l' b. 1l'-4- b 10'-8" b 10'-l' b 9'-8' b 9'-3' b 8'-11" b 8'-7' b 8'-3' b 2" x
5" x 0.050" x 0:048" B. 15-O b 13'-11' b 13'-0' b 12'-3' b 11'-8' b 11'-1' b 10'-7' b 10'-2" b 9'-10' b 9'-6' b 2" x
6" x 0.050" x 0.060' S M .B. 1T-0' b 15'- ' 9 b 14'-9' b 1 '- 3 11' b 13'-7 - b 12'-7- b 1 ' 2-0^ b 11'-7" b 11'-2' bb 10'-9- 2" x
7" x 0.060" x 0.060" S.M.B. 19'-3' b 17'-10' b 16'-8" b 15'-9' b 14'-11' b 14'-3' b 13'-7' b 13'-1" D 12'-7' b 12'-2' b 2" x
8" x 0.072" x 0.112" S.M.B. 26-1" b 24'-2' b 22'-7- b 21'4" b 20'-3" b 19'-3' b 1 T-9" b 17'-l" b 16'-6' b 2" x
9" x 0.072" x 0.112" S.M.B. 27'-T b 25'-2- b 23'-6" b 22'-2" b 21'-l" b 20'-1" b 19'-3" b 18'-6' b 17'-9- b 17'-2- b 2" x
9" x 0.082" x 0.153" S.M.B. 32'-1- b 29'-9' b 27'-10" b ": 26'-3' b 24'-10- b 23'-9" b 22'-8- b 21'-10" b I 21'-0- b 1 20'4- b 2" x
10" x 0.092" x 0.187" S.M.B. 1 38'-3" b 1 35'-5" b 33'-2" b -I 31'-3" b 1 29'-8' b 1 28'-3" b I 2T-1- b 1 25'-11" b 1 25'-1" b 1 24'-2- b 1 VAbove
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 38.
3.1-120 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen
Rooms Converted to or Typical Construction of Glass / Enclosed Rooms Aluminum Alloy
6063 T-0 Tributa Load
I rltl'W = Pudin S acin Sections 3'
1" 3'd'-0"" 5'-0" 6'-0" Allowable Hei
ht 'H' bending b' or deflectlon'd' 2" x
2" x 0.044" with T-3" d 6'-10' d 6'-0" b 6'-2' b 5'-10" b 5'-7' b 5'4' b F-l" b 4'-11" b 4'-9" b Snap Cap
a attached 1" x 2"
x 0.044" T-10" d T-5" d 7'-2" d 6'-10" d 6'-7" b 6'-3' b 6'-0' b 5'-9" b 5'-7" b 5'-5" b to Existing 2"
k 2" 2" x 2"
x 0.044" T-8" d 9'-2" d 8'-9" b 8'-3' b T-10" b T-5' b 7'-l' b 6-10" b 6'-7" b 6'-4" b to Existin 2"
x 2" 2" x 3"
x 0.045" 1l'-7" d 10'.11' b 10'-2' b 9'-7' b 9'-1' b 8'-8" b 8'4" b T-11" b T-8' b T-5" b to Existing 2"
x 2" 3" x 3"
x 0.093" S. Tube 10'-2" d 9'-8' di 9'-3" d 8'-11" d 8'-7" d 8'4' d 8'-l" d T-11' d T-8" di T-6" d 3" x 3"
x 0.093" 10'-11- d 10'-5- d 9'-11' d 9'-7" d 9'-3" d 8'-11" d 8'-8' d 8'-6' d 8'-3' d 8'-1" d to (111" x
3" x 0."' Open Back Load to 3" Direction
3" x 3" x
0.093" 11'-8' d I V-1" d 10'-7' d 10'-2" d 9'-10" d 9'-6" d 9'-3' d 8'-11" d 8'-9' d 8'-7" d to (2) 1" x
3" x 0.44" Open Back Load to 5" Direction
3" x 3' x
0.093" 12'-3" d 11'-8" d 11'-2" d 10'-9' d 10'4' d 10'-0' d 9'-9' d 9'-6" d 9'-3" d d to (1) 1" x
3" x0.44' Open Back Load to 3" Direction
3" x 3" x
0.125" S . Tube 11'-2' d 10'-7" d 10'-1" d 9'-9" d 9'-5" d I 9'-1' d 8'-10" d 8'-7' d 8'-5" d 8'-2" d 3" x 3" x
0.125" Sq. Tube to (1) 1" x
3" x 0.44" Open Back 11'-9"- d 11'-
2" d 10'-8" d 10'4' d 9'-11" d 9'-8' d 9'4" d 9'-1' d 8'-11" d 8'-8'-d Load to 4" Direction)*
3" x 3" x
0.125" Sq. Tube 12'4" d 11'-9" d 11'.3" d 0'-10" d 10'-5" d 10'-1" d 9'-10" d 9'-7" d 9'4" d 9'-1" d to, (2) 1" x
3" x 0.44" Open Back Load to 5" Direction
3" x 3" x
0.125" Sq. Tube 13'-0' 12'4' d ll'-10' d 11'-5" d 10'-11' d 10'-8" d 10'4" d 10'-1' d9'-10' d 9'-7" d to (1) 1" x
3" x 0.44" Open Back ld Load to 3" Direction " 4" z 4" x
0.125" S .Tube 14'-9" 13'-11" d 134' d 2'-10- d 12--5- d 12'-0- d 11'-8- d 11'4" d 11'-1' d 0'-10- d Load assumed to be
applied In the direction normal to the specified side. Spans may be interpolated.
Town & Country 6005 Indicator
Mark Instructions For Permit Purposes)
To: Plans Examiners and
Building Inspectors, These alloy indentification marks
have been provided to contractors and yourself for
permitting purposes. The details below illustrate the alloy indentification
marks and the location of such marks. These alloy marks are
used solely for our 6005 extrusions. It is ultimately the contractors responsibility
that they receive and use only 6005 alloy shapes when
using this engineering. We are providing this document to simplify the
indentification of our 6005 alloy materials to be used in conjuction
with our 6005 engineering. A separate signed and
sealed document from Town & County will be provided to
our pre -approved contractors once the materials are purchased. TCI 6005 SELF -
MATING
ALLOY INDICATOf TCI 6005
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Table 3B.1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 32.2 #/SF (56.6 #/SF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (fL)
Max Span'L'I(bending W or deflectlon'd') Load
Width (fL)
Max. Spa 'L'/(bendIng'b' or deflectlon'd)
1 &2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever
4 4'-1" d 5'-0" d 5'-l' d 0'-11" d 4 F-8' d 6'-11" d 7'-0- b 1'-5" d
5 3'-9" d 4'-8' d 4'-8' b. U-11" d 5 5'-3' d 6'-6" d 67"3- b 1'-3" d
6 3'-6" d 4" d 4'-3- b 710" d 6 4'-11" tl 5'-11" b 5'-9- b 1'-3" d
7 3'4" d 4'-1" b 3'-11' b 0'-10' d 7 4'-8' d 5'-0' b 5'-4" b: 1'-2" d
8 3'-3" d 3'-10" b 3'-9' b' 0'-9' d 8 4'-0' d 5'-2' b_ 4'-11' b. 1'-1" d
9 3'-1d 37b 3'- 6' b 0'-9- d 9 4'4- d 4'-10- b 4'-8" b 1'-1' d 10 2'-
11" d 3'-5' b 3'4" b 0'•9' d 10 4' 1" b 4'-7- b 4'-5' b 1'-0" d 11 2'-
11' d 3'-3- b 3'-2' b 0'-9' d it 3'-11' b 4'4' b 4'-3' b 0'- - 11 d 12 2'-
10' b 3'-2' b 3'-0' b 0'$' d 12 3'-9" b 4'-2' b 4'-1' b 0'-11" d 2" x
3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (
ft.)
Max. Span'
L'I(bending W or deflection'd' Load Width (ft.)
Max. Spa
n'L'I(bending'b' or deflectlon'd') 1&2
Span 3 Span 4Span Cant li ever' 1&2 Span 3 Span 4 Span Cantilever 4 6'-
3" d 7'-9" d 7'-11" d 1'-6" d 4 7'4- d 8'-11" b 8W' b 1'-10" d 5 5'-
10" d. 72- d 7'4" d 1'-5- d 5 6-10" d T-11' b T-8' b 1'-8' d 6 5'-
6' d 6'-9" d 6'-8' b 1'4" d 6 6'-5" d T-3" b T-0" b 1'-7' d 7 5'-
2- d 6'-5- b 6'-2" b 7'-3" d 7 F-O" b 6'-9" b 6-6- b V-6" d 8 4'-
11" d 5'-11" b 5-10" b 1'-3" d 8 5'-8" b 6'4" b 6'-1' b 1'-5" d 9 4'-
9' d 5'-8" b 5'-0' b 1'-2- d 9 5'4' b 57-11" b 5'-9" b 1'-5' d 10 4'-
7- d 5'4" b 5'-2- b 1'-2" d 10 5'-1' b 5'-8" b 5'-5" D 1'4" d 11 4'-
6" d 5'-1" b 4-11. b 1'-1' d 11 4'-10" b 5'-5" b 5'-2" b 1'-3- d 12 4'
4"- d 4'-11' b 4'-9' b I 1'-1" d 1 12 9 4'-7" b 5'-2" b 1 4'-11" b 1 1'-3" d Notes: 1.
Above
spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to
the above spans for total beam spans. 2. Spans
may be Interpolated. Table 3B.
1.4-130 Town & Country Industries, Inc. 6005 T-
5 Allowable Spans for Ridge Beams with Self Mating Beams Glass & Modular
Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 130 MPH velocity: usinq design load of 32.2 #/SF Self Mating
Sections Tributary Load
width'W' = Purlin Spacing 5'-0"
6'-0" 7'4" 1 8'-0" 1 9'-0" 1 10'-0" 1 1l'-0" 12'-0- Allowable Span'
L'l bending'b'or deflection'd' 2" x
4" x 0.046" x 0.050" 9'-3- b 8'-5" b 7'-10' b 7'4- b 6'-11- b 6'-6" b 6'-3- b 5'-11' b 2" x
5" x 0.050" x 0.048" 11'-11" b 10'-10" b 10'-l' b 9'-5" b 8'-10" b 8'-5" b 8'-0" b T-8' b 2" x
6" x 0.050" x 0.060" 13'-7" b 12%5" b 11'E' b 10'-9" b 10'-2" b 9'-8" b 9'-2" b 8'-9- b 2" x
7" x 0.060" x 0.060" 15'-9" b 14'-5" b 1344" b 12'-6' b 11'-9- b 11'-2- b 10'-8" b 10'-2- b 2" x
8" x 0.072" x 0.112" 20'-3' b 18'-5" b 17'-1" b 15'-11" b 15'-1" b 14'4- b IT-8- b 13'-1" b 2" x
9" x 0.072" x 0.112" 21'-11" b 20'-1- b 18'-7- b 17'-5- b 16'-5- - b 15'-7" b 14'-10- bM15;-9: x 9" x 0.082" x 0.153" 24'-5' b 22%3" b 20'.7" b 19'-3' b 18'-2" b 17'-3" b 16'•5" b2" x 10" x 0.092" x 0.187" 28'4" d 26'-5" b 24'-5" b 22'-10" b 21'-6" b 20'-5' b 19'-6" b Notes: 1.
Tables
assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans
may be interpolated. Table 3B.
1.5-130 Town & Country Industries, Inc. TCI 6005
Allowable Beam Spans for Miscellaneous Framing Beams for Glass & Modular Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 130 MPH velocity; using design load of 32.2 #/SF Tributary Load
Width 2'41"
1 3'40" 1 4'-0" T-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" Hollow Beams
Allowable Span'L' I bending 'b' or deflection'd' 2" x
4" x 0.050" 9'-3" d 8'-1" d 7'-4" d 67-10' d6'-5' d 6'-1" d 5'-10" d 5'4" b 4'-10" b 4'-6- b 4'-2" b 3'-11" b Self Mating
Beams Allowable Span L' 1 bending 'b' or deflection'd' 2" x
4" x 0.045" x 0.088" 10'-3" d F-11" d 8'-2" d T-7" d T-2" d 6'-9" d- 6-6" d 5'-10" b 64" b 4'-11" bj 4'-7" b 4'4- b 2" x
5" x 0.050" x 0.116" 12'-9' d l l'-1" d 10'-l" d. 9'4" d 8'-10" d 8'-5" d 8'-0" d T-5" d 6'.10' b 6'4" b 1 5'-11" b- 5'-7" b 2" x
6" x 0.050" x 0.120" 14'-1.1" d 13'-0" d l l'-10" d 10'-11' d 10'4" d T-10' d 9'-5" d 8'-7" b T-10" b T-3' b 6'-9" b- 6'-5' b 2" x
7"-x 0.055" x 0.120" 17'-W d 14'-11" d 13'-6" d 12'-7' d l l'-10' d 17'-3" d 10'-9" d 9'-11" d 9'-1" b 8'-5" b- T-11" b T-5" b 2" x
8" x 0.070" x 0.224" 21' 0 d 18'4" d 16'-8" d 15'-6- d 14'-7" d IT-10' d 13'-3- d 12'-3" d 11'-7" d 10'.10" b 10'-1" b 9'-6' b 2" x
9" x 0.070" x 0.204" 23'-1' d 20'-2' d 18'-4' d 1 T-0" d 16'-0" d 15'-3" d 14'-7" d 13'-6" d 12'-8" b 11'-9" b 10'-11" b 10'4" b 2" x
9" x 0.082" x 0.326" 24'-9" d 21'-8" d 19'-8" d 18'-3" d 17'-2" d 16'4" d 15'-7' d 14'-6" d 13;-8- d 12'-11" d 12'-2" b 1l'-6- b 2" x
10" x 0.090" x 0.374" 28'-9" d 25'-7" d 22'-10' d 21'-2" d 1T-17" d 18'-11" d 18'-l' d 16'•10" d 15'-10' d 15'-0" d 14'4" d 13'-7" b 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 3132.
2 130 Town & Country Industries, Inc. 6005 TCI
Allowable Upright Heights, Chair Rail Spans or Header Spans for Glass &
Modular Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 130 MPH velocity: using design load of25.2 #ISF Sections Tribute
Load
Width'W'=PuriinS acin 3'1" -
3'-6" 4'-0" 4'.6" 5'-0" 5-0" 6'-0' 1 V-6" 1 T-0" T-0" Allowable Hel
ht 'H' I bending 'b' or deflectlo d' 2" x
2" x 0.040" Hollow 5-11' b 5'-6" b 1 5'-2- b 4'-10- b 1 4'-7- b 4'-5- b 4'-2- b 1 4'-0" b 3'-11" b 3'.9' b 2" x
3" x 0.045" Hollow 5'-10" b 5'-5" b 5'-l' b 4'-10" b 4'-7" b 4'-4" b 4'-2" b T11" b T-10" b 3'-9" b 2" x 3"
x 0.060" Hollow T-1- b 6'-7" b 6'-2" b. 5'-10" D 5'-6" b 5'-3" b 5'-0' b 4'-10- b 4'-8- b 4'-6" b 2" x 4"
x 0.050" Hollow T-2" b 6'-8' b 6'-2" b 5'-10' b 5W" b 5'-3" b 5'-1" b 1 4'0" b4'-" b 4'-6" b 3" x 2"
x 0.045" HOliow T-4 b 6'-9- b 6'4" b 5'-11' b 5'-8' b 5'-5" b 5'-2" b 4'.11- b 4'.9- b 4'•7' b 2" x 4"
x 0.046" x 0.050" S.M.B. 12'-1- b 11'-2' b 10'-5" b- 9'-10- b 9'4" b 8'-11' b 8'-6" b 8'-2- b T-11" b T-8" b 1 x5"x00 " . 50 x 0.048" S .M.B. 1 ' 3- 10 b 12'-10' b 12'-0' b 11'4' b 10'-9' b 10'-3' b 1 9'-' O b 9'-5--8 b b 8'-
9"
b 2" x 6" x
0.050" x 0.060-SM. 0.060" 15'- ' b
9 14'-
7' b13'-7- b 1 '- 2 10' b 12'-2' b 17'-7' b 11'-1' b 70'-8- b 0'-3 1V-8' b 9'I b
2" x
7"
x
0.072" x S.M.B. 17'-9" b 16'-6" b 15'-5' b 14'-6' b 13'-9' b 13'-2' b 12'-7' b 12'-1' b 11'-8" b 11'-3' b 2" x 8" x
0.072" x 0.112" S.M.B. 24'-1' b 22'4' b 20'-11" b 19'A' b17'-1' b 15'-10' 2" x 9" x
0.072" x 0.111" S.M.B. 25'-1" b 23'-3' b 21'-9' b 20'-6" b 19'-5' b 18'-6" b 17'-9' b 17'-7" D 16'-5" b 15'-11" b 2" x 9- x
0.082" x 0.153" S.M.B. 29'-8- b 2T-6" b 25'A" b 24'-3" b 22-11 b 21'-11" b 20'-11" b 20'-2" b 19'-5" b 18'-9" b 2" x 10" x
0.092" x 0.187" S.M.B. 35'-4" b 32'-9' b 30,-7" b 28'-10" b 127'-5" b 26'-1' b 24'-11" b 1 24'-0" b 1 23'-2" b 1 22'-4- In 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 3B.3.1-
130 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen Rooms Converted
to or Typical Construction of Glass / Enclosed Rooms Aluminum Alloy 6063 T-
6 For 3 second wind
oust at 130 MPH velecl v: ostnn des! n 1o d M os 2 ercc Tribute Load Width'W'=
PuriinS acin Sections 3'-0" 3'-
8" 4'-0" 4'-0" 5'-0" 5'-6" 6'-0" T-0" T-6- Allowable Hei ht 'H'
I bendinq 'b' or deflection d' 2" x 2" X0.
0 0.044" with 6'-10- d 6'-5" b 6'-0" b 5'-8" b 5'-5" b 5'-2' b 4%11" b 4%9' b 4'-7- b 4'-5" b Sri Ca attached 1"
x 2" x
0.044" T-5" d T-1" d 6'-9" d 6'-5' b 6%1" b 5'-10' b 5'-7" b 54" b 5'-2' b 4'-11" b to Existing 2" x
2" 2" x 2" x
0.044" 9'-2" d 8'-7" b 8'-l" b T-7" b T-2" b 6'-10' b 6'-7" b 6'4" b 6'-1" b 5'-11" b to EzistIn 2" x
2" 2" x 3" x
0.045" 0'-10" b 10'-1" b 9%5" b 8'.11' b 8'-5" b 8'-0' b T-8" b 7'-5" b T-1' b 6'-11' b to Existing 2" x
2" 3" x 3" x
0.093" S. Tube 9'-8" d 9'-2" d 8'-9' d 8'-5" d 8'-2" d T-11- d T-8" d 7'-6" d T-3" d T-2' d 3" x 3" x
0.093" 10'-5' d T-10" d 9'-5' d 9'-l" d 8'-9' d 8'-6" d 8'-3" d 8'-0" d T-10" d T-8" d to (1) 1" x
3" x 0.44" Open Back load to 3" Direction'
3" x 3" x
0.093" 11'-0" d-10'-6" d 10'-0" d 9'-8" d 9'4" d 9'-0" d 8'-9' d 8'-6" d 8'-4' d 8'-2" d to (2) 1" x
3" x 0.44" Open Back Load to 5" Direction)*
3" x 3" x
0.093" 11'-8" d 11'-1' d 10'-7" d 10'-2" d 9'-10' d 9'-6" d 9'-3" d 8'-11" d 8'-8" b 8'-5' b to (1) 1"x
3" x 0.44" Open Back Load to 3" Direction
3" x 3" x
0.125" S. Tube 10'-7" d I 10'-0" d 9'-7' d 9'-3" d 8'-11" d 8'-8" d 8'-5' d 8'-2" d 1 T-17" d 1 7'-9' d 3" x 3" x
0.125" Sq. Tube 11'-2' d 10'-7" d 10'-2' d 9'-9' d 9'-5' d 9'-2" d 8'-10" d 8'-8" d 8'-5" d 8'-3- d to (1) 1" x
3" x 0.44" Open Back 1 Load to 4" Direction)- 3" x 3" x
0.125" Sq. Tube 11'-9" d 11'-2" d 10'-8' d 10'-3" d 9A 1" d 9'-7" d 9'4" d 9'-1" di T-10" d 8'-8" d to (2) 1" x
3" x 0.44" Open Back Load to 5" Direction'
3" x 3" x
0.125" Sq. Tube 12'-0' d 17'-9" d 11'-3' d 10'-9" d 10'-5' d 10'-1' d 9'-10" d 9'-7" d 9'4' d 9'-1" d to (1) 1" x
3" x 0.44" Open Back Load to 3" Direction'
4" x 4" x
0.125" Sq. Tube 13'-11' d 13'-3' d 12'-8- d 72'-2" d 11'-9' d 11'-5" d 11'-1" d 10'-9' 0 10'-6" d 11U-3- d Load assumed to be
applied in the direction normal to the specified side. Spans may be interpolated.
Town & Country 6005 Indicator
Mark Instructions For Permit Purposes)
To: Plans Examiners and
Building Inspectors, These alloy indentification marks
have been provided to contractors and yourself for
permitting purposes. The details below illustrate the alloy indentification
marks and the location of such marks. These alloy marks are
used solely for our 6005 extrusions. It is ultimately the contractors responsibility
that they receive and use only 6005 alloy shapes when
using this engineering. We are providing this document to simplify the
indentification of our 6005 alloy matedals 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,. J O_ Q P:
D 0
Z o
Q o
U) N
fn Z
Z 2
Q n
O f W
2 W W
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W J
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f ' O 2E
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V :E Q O
D 06 1, I- (
n 2 Z
to d o Jo
M U r
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2010 1
OF 15
Table 3B.1.1-140 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 140-1&2 MPH velocity; using design load of 37.3 #ISF (65.7 #ISF for Max. Cantilever)
2- x 2- x n ndn- wmil - . - . n nes- unllnu.
Load
Width (it)
Max. Span'L'/(bending'b' or deflectlon'd') Load
Width (R)
Max. Span 'L'I(bending'b' or deflection'd')
1&2 SPan 3 Span 4. Span Cantilever i&2 Span 3 Span 4 Span Cantilever
4 T-10" d 4'-9" d 4'-10" d- 0'-11" d 4 6-4" d- 6'-8' d 6'-6" b 1 1'4' d
5 T-7- d- 4'-5- d 4'-4" b U-11- d 5 4'-11" d 6'-0' b 5'-10" b 1'-3" d
6 314" d 4'-l" b T-1.1" .b 0'-10' d 6 4'-8' d 5'-6' b 5'4" b- 1'-2' d
7 3'-2" d 3'-10" b T-8" b 0'-9' d 7 4'-5' d. 5'd" b 4'-11" b 1'-1" d
8 3'-l" d 3'-7" b T-5' b 0'-9' d 8 4'-3' d 4'-9" b 4'-7"_ b l'-1' d
9 2'-11' d 3'4" b S-3" b- 0'-9' d 9 4'-0' b 4'-6" b 4'4" b P-0" d-
10 2'-10" d 3'-2" b 3'-1"b 0'-8' d. 10 3'-10" b 4-3" b: 4'- " b1 0'-N" tl
11 2'-9" b 3' l" b 2-11" b 0'-8* d 11 3-8" b 4'-1' b 3-11" b 0'-11' d
12 2'7' b 2-11" b 2-10" b- 0'-8" d 12 3-6" b 3-11' b 3'-9" 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 defl action 'd') 11
Width (ft)
Max. Span 'L'1(bending W or deflection'd')
1 &2 Span 3 Span 4 Span I Cant lever 1 &2 Span 3 Span 4 Span
I M
ever
4 5'-11" d 7'4" d- T-0" d 1 1'-6" d 4 7'-0" d 8'-3- b 1 8'-0" b 1'-9- d
5 5'-6" d 6'-10" d 6'-10" b 1'4" d 5 6'-6' d T-5" b T-2" b 1'-7' d
6 5'-2" d 6'-5" d 6'-3' b 1'-3"- d 6 6'-1" b 6'-9' b U: b 1'-6' d
7 4'-11" d 5'-11" b 5'-9" b l'-3" d 7 5'-7" b 6'-3' b 6'-1":: b 1'-5" d
8 4'-9" d 5'-7" b 5'-5" b 1'-2" d 8 5'-3" b 5'-10" b 5'-8' b V-4" d
9 4'-7" d S-3' b 5'-l" b. 1'-1" d 9 4'-11" b 5'-6' b 5'4" b P4- d
10 4'-5" d 4'-11" b 41-10" b° 1'-1- d 10 4'-8" b 5'-3". b 5'-l" b 1'-3' d
11. 4'-3" b 4'-9- b 414N b 1'-1" d I 11 4'-6' b 4'-11" b 4'-10" b 1'-3' d
12 4'-1" b 4'-7" b 4'-5" b 1'-0" d 12 4'-3" b 4'-9" b 4'-7" b 1' 2' 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 313.1.4-140 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
Fnr a --nd wind n, tat 1dn MPH-1-1ly- iwlnn d-l- I -A of 171 tl/qF
Self Mating Sections
Tributary Load Width = Pudln Spacing
5'-0" 6'-0" 7'-0" 1 8'-0" 1 9'-0" 10'-0" I 11'-0" 1 12-.0-
Allowable Span'L' I bending'b' or deflection'd'
2" x 4" x 0.046" x 0.050" 8'-7" b T-10' b T-3" b 6'-9" b 6'-5" b 6'-l" b 1 5'-9" In 5'-6" b
2" x 5" x 0.050" x 0.048" 11'-1" b 10'-l" b T-C b 8'-9" b 8'-3" b- T-10" b T-5" b T-2" b
2" x 6" x 0.050" x 0.060" 12'-8" b 11'-7" b 10'-8" b 10'-0" b 9'-5" b 8'-11" b 8'-6" b 8'-2" In
2" x 7" x 0.060" x 0.060" 14'-8" b 13'-5' b 12'-5" b 1l'-7" b 10'-11" b 10'4" b 9'-11' b 9'-6" b
2" x 8" x 0.072" x 0.112" 18'-9" b 17'-2" b 15'-11' b 14-10" b 14'-0' , b 13'-3" b 12'-8" b 12'-l" b
2" x 9" x O.072" x 0.112" 20'-5" b 15-8" b 17'-3" b 16'-2" b 15'-3' b 14'-5" b 13'-9" b 13'-2" b
2" x 9" x 0.082" x 0.153" 22'-8" b 20'-8- b IT-2" b 17'-11" b 16'-11" b 16'-0' b 15'-3" b 14'-8" b
2" x 10" x 0.092" x 0.187" 26'-10" b 24'-6" b. 22'-8" b 21'-3" b 20'-0" b 18'-11" b 18'-l" b 1T-4" b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3B.1.5-140 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 140-1&2.MPH velocity; using.. design load of 37.3 #ISF
Tributary Load Width - -
T-0" T-0" 4'-0" 5'-0" 1 F0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 14•-0"
Hollow Beams Allowable Span'L' I bending 'b' or deflectlon'cr '
2" x 4" x 0.050" 8'-10" d T-9" Of 7'-0" d 1 6'-6" d 6'-l" di 5 10" di 5'-6" bj 4'-11" bj 4'-6" bi 4'-2" b
Self Mating Beams Allowable Span L' / bending W or deflection'd' -
2" x 4" x 0.045" x 0.088" 9'-10" d 8'-7' d 7'-g" d T-3" d- 6'-10" d- 6-5" d 6'-l" b 6-5' b 4'-11" bi 4'-7" b 4'-3" b 4'-l" b
2" x 5" x 0.050" x 0.116" 12'-1' d 10'-7" d 9'-7" d 8'-11" d 8'-5" d T-11" d T-8" d 6'-11" b 6'-5' b 5'-11' b 5'-6" b 5'-3' b
2"x 6" x 0.050"x 0.120" 14'-2' d 12'-5" d 1 l'-3" d 10'-5" d 9'-10" d 9'4- d 8'-1 I- b T-11- b T-3' b 6'-9" b 6'-3" b 5'-11- b
2" x 7"x 0.055" x 0.120" 16'-3'" d 14'-2"- d 12'-11' d I I'-11" d 11'-3' d 10'-8" d 10'-3" -d 9'-3" b 8'-6- b T-10' b 7'4' b 6'-11" b
2" x 8" x 0.070" x 0.224" 20'-0' d 17'-6" d 16-11" d 14'-9" d 13'-10- d 13'-2" d 12'-7" d 11'-8" d 10'-10- b 10'-0- b 9'-5" b 8'-10" b
2" x 9" x 0.070" x 0.204" 21'-11" d 19'-3" d 17'-6" d 16'-3' d 15'-3" d 14'-6" d 13'-10" d 12'-10' d 11'-10- b 10'-11- b 10'-3" b 9'-8- b
2" x 9" x 0.082" x 0.326" 23'-7" d 20'-7' d 18'-8' d 17'-4" d_ 16'4" d 15'-6" d 14'-10" d 13'-9" d 12'-11- d t 2'-1" b 11'4" b 10'-8' b
2" x 10" x 0.090" x 0.374" 27'-0" d 23'-11" Of 21'-8' d 20'-2" d 18'-11" d 18'-0" d 17'-3"- d 15'-11" d 15'-1' d 14'4" of 13'-5" b 12'-8' b
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 3132 140 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Glass & Modular Rooms
Aluminum Alloy 6005 T-5
Fnr 1 --d -A tnn MPH valnclfv' -1- Amino 1-d of 10 1 A/
Sections
Trio to Load Wldth'W' - Puriln Spacing
T-0" 3'-0" 4'-0" 4'-6" 5'-0" 5.4- 6'-0" 1 6'41" 1 T.0
Allowable Height H' I bendin 'b' or deflection'd'
2" x 2" x 0.040" Hollow 5'-0" b- 6-1" b 4'-9" b 4'-6' b 4'-3" b 4'-l" b. T-1.1" b 3'-9" b 3'-7" b T-6" b
2" x 3" x 0.045" Hollow 6-5" b 5'-0" b 4'-9" b 4'-5" b 4'-3" b 4'-O b 3'-10" b 3'-8' b T-7" b T-5" b
2" x 3" x 0.060" Hollow 6'-7" b 6-1" b 5'-9" b 5'-5" b 5'-1' b 4'-11" b 4'-8" b 4'-6" b 4'4' b 4'-2" b
2" x 4" x 0.050" Hollow 6'-8" b 6-2" b 5-9" b 5'-5" b 5'-2" b 4'-11" b 4'-8" b 4'-6" b 4'4' b 4'-2" b
3" x 2" x 0.045" Hollow 6'-9" b 6-3" b 5-10' b 5'-6" - b 5'-3' b 4'-11" b 4'-9" b 4'-7" b 4'-5' b 4'-3" b
2" x 4" x 0.046" x 0.050" S.M.B. 11'-2" b 10'4' b 9'-8' b 9'-2" b 8'-8" b 8'-3" b' 7'-11' b T-7- b T4- b T-1" b
2" x 5" x 0.050" x 0.048" S.M.B. 12'-10" b l l'-11" b 1 T-2" b 10`6' b 9'-11"- b 9`6" b 9'-1- b 8'-9' b 8'-5" b 8'-2" b
2" x 6" x 0.050"-7x0.060" S.M.B.SMB 14 b 1'-6' b3 12'-7" b 1'-11' 1 b 11 -3' b 10-9' b 1 '4' 0 b 9 11" b 9-7" b 9'-3' b
2" x 7" x 0.060" x 0.060"SM. 16'-6" b 15 -3- b 14%3" b 13 -6" - b 12'-9- b 12'-2- b 11' 8- b 11'-2" '.b 10'-10" b 10' 5- b
2" x 8" x 0.07T x 0.112" S.M.B.22'4' b 20'-9' b 19'-5" b 18-3" b 1T4' b 16'E" b t5-10" b- 15-2" b 14 -8" b 14-2" b
2'.'x 9" x 0.072" x 0.112" S.M.B. 23'-3' b 21 -7" b 20'-2" b 19 -0" b 18'-0" b 16'-6" b 15 -10- b 15'-3- b 14'-9" b
2".x 9" x 0.082" x 0.153" S.M.B. 27'-6" b 25'-6" b I 23-10" b 1 22'-5" b 1 21'4" b 20'4" b 19'-5" b 18'-8" b 1 18'-0" b 17'-5- b
2" x 10" x 0.092" x 0.187" S.M.B. 32'-9" b 30'-4- b 1 28'-5" b 1 26'-9" b 1 25'-5" b 1 24'-3" b 1 23'-2" b 1 22'-3" b 1 21'-6" b 20'-9- b
Notes:
1. Above spansdonot 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
3B.3.1-140 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For
Screen Rooms Converted to or Typical Construction of Glass I Enclosed Rooms Aluminum
Alloy 6063 T-6 Fnr
i c n ..AnA .. - .... .. Tributa
Load Width 1W = Puriin S acin Sections
3'-0" 3'-6" 4'-0" 4'E" 5'-0" 6'-0" Allowable
Height 'H' I bendintiVor deflection'd' 2"
x 2" x 0.044" with 6'-5' b 5'-11" b 5'-7" b 5'-3" b 4'-11' b 4'-9" b 4'-7" b 4'-5" b 4'-3" b 4'-1- b Snap
Cap attached 1"
x 2" x 0.044" 7'-1" d 6-9" d 6'-4" b- 5'-11" b 5'-8" b 5'-5" b 5'-2" b 4'-11" b 4'-9" b 4'-7' b to
Existing 2" x 2" 2"
x 2" x 0.044" 1 8'-8" b T-11" b T-6" b' 7'-1' b 6'-8' b 6'4" b 6'-l" b S-10" b 5'-8" b 5'-5" b to
Existing 2" x 2" 2"
x 3" x 0.045" 10'-1" b 9'4" b 8'-9" b 8'-3' b 7'-10' b T-5" b 7'-2" b 6'-10" b 6'-7" b 6'-5" b to
Existing 2" x 2" 3"
x 3" x 0.093" S: Tube 9'-2' d 8'-9' d 8'4" d 8'-0' d T-9' d T-6" d T4" d 7'-1" d 6'-1 l' d 6'-9" d 3"
x 3" x 0.093" 9'-11' d 9'-5' d 8'-11" d F-8" d 8'4' d 8'-1" d 7-10" d T-8" d T-5" d 7'-3" d to (
1) 1" x 3" x 0.44" Open Back Load
to 3" Direction • 3"
x 3" x 0.093" 10'-6" d 9'-11' d 9'-6" d 9'-2' d 8'-10" d 8'-7" d 8'4" d 8'-1" d T-11' d T-9" d to (
2) 1" x 3" x 0.44" Open Back Load
to 5" Direction)* 3"
x 3" x 0.093" 1 P-1" d 10'-6' d 10'-l" d 9'-8' d 9'4' d 9'-1" d 8'-8" b 8'4" b 8'-l" b T-9" b to (
1) 1" x 3" x 0.44"Open Back Load
to 3" Direction)* - 3"
x 3" x 0.125" S. Tube 10'-l" d 9'-6" d 1 9'-2" d 8'-9" d- 8'-6' d 8'-2" d 7'-11" d 7'-9" d T-7" d T-5" d 3"
x 3" x 0.125" Sq. Tube 10'-8" d 10'-l' d 9'-8" d 9'-3' d 8'-11" d 8'-8" d 8'-5" d 8'-3" d 6-0" d T-10" d to (
1) 1 " x 3" x 0.44" Open Back Load
to 4" Direction 3"
x 3" x 0.125" Sq. Tube 1l'-2" d 10'-7" d 10'-2" d g'-9' d g'-5' d 9'-l" d 8'-10" d 8'-7" d 8'-5" d 8'-3" d to (
2) 1" x 3" x 0.44" Open Back Load
to 5" Direction • 3"
x 3" x 0.125" Sq. Tube 11'-9" d 11'-2" d 10'-8" d 10'-3" d 9'-11" d 9'-7" d 9'4' d 9'-1" d 8'-10' b;. 8'-6" b to (
1) 1" x 3" x 0.44" Open Back Load
to 3" Direction)* 4"
x 4" x 0.125" S. Tube 11 T-3' d 12'-7' d 12'-l" d 1 l'-7" d 11'-2' d 10'-10" d 10'-6" d 10'-3" d 10'-1d Load assumed
to be applied in the direction normal to the specified side. Spans may
be interpolated. Town & Country
6005 Indicator Mark Instructions For
Permit Purposes) To: Plans
Examiners and Building Inspectors, These alloy
indentiffcation marks have been provided to contractors and
yourself for permitting purposes. The details below illustrate the
alloy indentiffcation 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 indentiffcation 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 0
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Table 3BA Schedule of Post to Beam Size
Thm-Bolts
@ L=D-14"
IA"0 318"o
Beam Size Minimum
Post Size
Minimum
Knee Brace'
Min. #Knee
Brace Screws
Beam Stitching
Screw @ 24" O.C.
2" x 4" Hollow 3" x 3" 2 2" x 3" 1 (3) #8 8
Self Mating Beams
2" x 4" 3" x 3" 2 2" x 3" 3) #8 8
2" x 5" 3' x 3" 2 2" x 3" 3 #8 8
2"x6" 3"x3" 2 - 2"x3" 3)#10 10
2"x7" 3'x3" 2 2 2"x3" 3) #10 10
2"x8" 3'x3' 3 2 2"x4' 3) #12 12
2"x9"L 3"x3" 3 3 2"x5" 3) #14 14
2"x9"H 4'x4" 4 3 2"x6' 4) #14 14
2" x 10" 4' x 4" 5 41 2'-x 7" 6) #14 14
Double Self Mating Beams
2) 2"x2" 4"x4" 6 4 2"x4" 8) #14 14
2)2"z9" 4'x4" 6 4 21-z6" 8) #14 14
2 2"x9" 4"x4" 8 6 21-z6" 8)#14 14
2) 2"x10" 4"x.4" 10 8 2"x7' 10 #14 14
The minimum number of thru bolts is (2)
Minimum post I beam may be used as minimum knee brace
Note:
Minimum stitching screw spacing is 24" o.c. except for 2" x 9" and 2" x 10" which is 16" o.c.
Knee Brace Min. Length Max. Length
2" x 2" x 0.044' l'-4' 2'-0"
2' x 2" x 0,055. VA" 2'-0"
T x 2" x 0.093" V-4"
2" x 3' x 0.050" V-6'
2" x 4" x.0.050'
Table 3B.5.1 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads
for 3" Modular Rooms
Alimi.- Alto. 31n5 HAA nr H.251 n FPS Cnre nencifv Fnem
3" x 48" x 0.024" Panels - 3" x 48" x 0.030" Panels
Wind
Region
MPH
Enclosed Overhang
Cantilever
All
Roofs
Wind
Region
MPH
Enclosed Overhang/
Cantilever
All
Roofs
1&2
spanlload'
3
span Iload'
4
span/load'
1&2
spanlload'
3
span lload*
4
span/load'
100 10'-0" 27.0 11'-2" 27.0 10'-10". 27.0 4'-0" 45.0 100 11'-10",. 27.0 15'-1" 23.0 12'-9" 27.0 4'-0" 45.0
110 V-2" 36.0 10'-2' 32.0 V-10" 32.0 4'-0" 55.0 110 10'-10" 32-0 12'-l' 32.0" 1 V-8' 32.0 4'-0" 55.0
120 8'-4" 43.0 9 43.0 T-0" 43.0 T-5" 65.0 120 - 9'-1V 39.0 1V-1" 39.0 10'-8" 39.0 4'-0" 65.0
123 8'-2" 45.4 9'-1' 45.4 8'-9' 45.4 T-4" 68.6 123 9'-7" 45.4 10'-9" 40.8 10'-5' 40.8 4'-0" 68.6
130 T-8" 51.0 8'-T 51.0 8'-3' 51.0 3'-1' 77.0 130 -9'-1" 51.0 10'-2" 45.0 9'-10' 45.0 4'-0" 0140.1&2 7'-2" 59.0 T-11" 59.0 T-8" 59.0 2'-11' 89.0 140-1&2. 8-5" 59.0 9'-5" 59.0 9'-1" 59.0 3'-5" lizq: 01506'-8' 68.0 T-5" 68.0 T-2' 68.0 2'-9" 102.0 150 T-10" 68.0 8'-9' 68.0 8'-6" 68.0 T-3" 0
nor.: rorai roor paner carom =room wiom+wan wiom+ ove....g.
Table 3B.5.2 Allowable Spans for Industry Standard Composite Wall Panels
for Various Loads for 3" Modular Rooms
Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam
Aluminum All- 31115 H-14 or H-25 Statewide Product Aoornval.#FL1n49
Upright Height for Various Load Conditions
Wind Condition
MPH)
100 110 120 130 140-1&2 150
Applied Load 14.9 PSF 18.1 PSF 21.5 PSF 25.2 PSF 1 29.3-PSF 33.6 PSF
3" x 48" x 0.024" Panels Foam Core E.P.S. 1.Density -
Per Linear 14'-2" 1 12'-10" 11'-10" 1 10'-11" 1 10'-1" 9'-5"
Foot of Wall• 3" x 48" x 0.030" Panels Foam Core E.P.S. 1 Density
16'-9" 1 153- IT-11' 1 12'-11' 1 11--11' 11%2" Engineering
properties of panel are in lineal feet of wall. Table
3B.5.3 Allowable Wall / Upright Heights for Components of
Complete Standard Room 3"
Panel System for Enclosed Rooms _ ll
riaht Height for Various Load Conditinns Wind
Condition MPH"
100
110 120"`' 130 140-1&2 150 Applied
Load 14.9 # / PSF 18.1 # I PSF .21.5 # I PSF 25.2 PSF 1, 29.3 PSF 33.6 PSF Load.
Width H-Channel Extrusion wl D.R.C.. Both Sides as an Upright 6063 7-6 Alloy - 12"
25'-9" 23'-4" 21'-5" 19'-10" 18'A" 17'-2" 24"
18'-3' 16'-6' 16-2- 14'-0- 12'-11" 1 12'-2- 48"__._
12'-11". 11•-8' 10'-9"..e_ 9'-11" 9'-2" 8'-7- 72"
10'-6" 9'-6' 8'-9" - 8'-l" T-6" T-0' Load
Width 3" x 3" x 0.050" Extruded Comer Post 6063 T-6 Alloy' 12"
21'-l" 19'-2" 17'-7" 16'-3" 15'-l" 14'-1" 24"
14'-11" 13'-6' 1 12'-5" 1V-6" 10'-8" 9-11- 48'
10'-7" 9-7" 8-9' 8'-1"- T-6" T-0" 72"''•,
8' 7- 7'-10- 7-2- 1 6'-7".. 6'-2" 5--9' Load
Width 2" x 3" x 0.050" Mated Extrusion 6063 T46 Alloy 12"
2T-6" 2V-4" 19'-7' 18'-l" 16'-9" 15'-8" 24"
16'-8" 15'-1- 13'-10- 12'-10' 11'-10" 11'-1' 48"
l l'-9" 10'-8- 9 10" 9'-1- 1 8'-5" T 10' 72" '
9-7" 8 9- 7111- 71 75" 1 6-10- 6'-5' Load
Width 2" x 3" x 0.050" Mated Extrusion with Male Adaptor 1 Side 6063 T-6Allo 12"
23'-9" 21' 6' 19'-9' 18'-3' 16-11" 16-10" 24"
16'-9' 16-3- IT-11" 12'-11 11'-11- 1 11-2' 48"
11'-10' la-9- 9'-10" 9'-1" 8'-5" Tit- 72"
9'-8' 1 8'-9- F-1" - T-5- 6'-11- 6'-5' Load
Width 2" x 3" x 0.050" Mated Extrusion with Male Adaptor 2) Side 6063 Tfi Alloy 12"
23'.10" 21'-7' 19'-10" 18'-4' 16'-11" 15'-10" 24"
16'-10- 15'-3" 14'-0- 12'-11" 11--11- 11'-2" 48"
11'-11" 10%10" V-11" 9'-2" 8'-6" T-11- 72"_._..
9--9" 8%10- V-17.. 7-6" 6%11' 6'-6- Note:
Room projection may not exceed 16' from host
structure. Example:
For
2" x3"x 0.050' Mated Extrusions; Load Width Upright
Spacing, use Load Width to enter table; For
upright spacing of Load Width = 48" enter table on
left @ 48" and read span under appropriate load. For
comer post use 1/2 upright spacing. Thus;
For 100-M.P.H. Wind Load or Live Load of 15 Sq.
Ft. and Load Width = 48"; Allowable
Upright Height for a 2" x 3' x 0.050" Mated
Extrusion: 1V-9" Table
313.5.4 6063 Allowable Stud Heights for
Glass Room Walls Framed With Hollow Aluminum Extrusions 6063
T-6 Aluminum Alloy (Fb = 15,000 psi) Allnwehle
H"InM •u I" ......... ... A"..w.... •ti Wind
Zone(MPH) 100 110 1120 1123 130 140.1&2 150 Applied
Load 14.9 #ISF 18.1 #ISF 21.5 #/SF 22.6 #/SF 25.2 #/SF 29.3 #!SF 33.6 #ISF Load
Width 2" x 2" x 0.044" Hollow Extrusion 16"
9'-5- b:[ 8'-7' b 7'-10" b T-8- b T-3" b 6'-9' b 6'-3' b 24"
7'-8' b 6'-11' b 6'-5" b 6'-3' b 5'-11' b 5'-6' b 5'-1' b Load
Width 2" x 2" x 0.055" Hollow Extrusion 16"
10'-8' d 9'-117. -d 1 9'-2" b8'-it" b 8'-6" b 7'-11- b 7'-4' b 24"
9'-0- b 8'-2- b T-6" b: T-4" b 6--11- b 6'-5- b 6'-0' b- Load
Width 2" x 3" x 0.045",Patio.Extmsion 16"
1V-8 b 10'.7 b 9%8" b 9'-5" b 8-11' b 8'-4" b T-9" b 24[
4,6 -..b. 8'-7 b T-11 b Z'-9' b - 7I-4." b - 6'-9' b 6'47 .b.- Load
Width 2" x 4 x 0.050" Patio Extrusion 16"
13'-5" 11'-2" b 10'-10" b 10'4" b 9'-7" b 8'-11" b 24"
10'_11` b 9'-11' b 9'-1' b 8'-10" b 1 8'-5" b 1 7-9' b 1 7-3" b Note:
1.
The above listed allowable heights are measured from the bottom of top plate to top of bottom plate. 2.
Spans may be interpolated. 3.
Structural grade thennalply shall be fastened to aluminum studs with #8 X 1" wafer headed screws using the fastener
patterns described with the details of this section.4. For fastening to aluminum use tmfast HD X ("t" + 3/
4") @ 8" O.C. for up to 130 MPH wind speed, "D" Exposure: 6" O.C. for above 130 MPH wind speed up to 150 MPH,
Exposure "D". - 3B.
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'+1/2") SMS 10 x (T+1/2") 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 1/4" x 1-1/2' lag- 318' x 1-112' lag Receiving
channel to i @ 6" from each end 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.t.p. framing 1 @ 24" O.C. 2 @ 24' O.C. 1 2 @ 24' O.C. 1/
4"x 1-1/2" Ta n pco1/4' x 1 1/2" Tapcon 3/8" x 1-1/2" Tapcob Reiceving
channel to 1 @ 6" from 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. Receiving
channel to uprights, 8 x 314" SMS 10 x 3/4" SMS 14 x 3/4" SMS headers
and other wall 1 @ 6" from each end 1 @ 4" from each end 1 @ 3' from each end connections
of component and of component and of component and 0.
024" metal 1 @ 36" O.C. 1 @ 24' O.C. 1 @ 24" O.C. 0.
030". metal 1 @ 48- O.C. A @ 32' O.C. 1 @ 32" O.C. 1/
4" x 1-1/2" lag 1/4" x 1-1/2' lag 3/8" x 1-1/2" lag Receivingchanneltoexisting1@6" from each end 1 @ 4' from each end 1 @ 3" fromeachend wood beam,
host structure, deck of component and of component and of component and or Inrill
connections to wood 1 @ 30" O.C. 1.,@-18' O.C. 1 @ 21" O.C. Receiving channel
to existing 114" x 1-3/4" Tapcon 1/4" x 1-1/2" Tapcon 3/8" x 1-1/2' Tapcoo 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. - 1 @ 24" O.C.1 i @ 24" O.C. 1 @
6" from each end 1 @4- from.each 1 @ 3" from each Roof Panel
to top of wall i of component end of component end of component 1@12'O.
C. 1@8"O.C. 1@6"O.C. a. To
wood 10 x'P+1-112" 10 x "t' + 1-1/2" 10 x "t' + 1-1/2" b. To
0.05"aluminum 10 x't"+1/2' 10x"t"+1/2' 10x"P+112" Notes: 1.
The
anchor schedule above is for mean roof height of 0-20', enclosed structure, exposure "B", I = 1.0, maximum front wall
projection from host structure of 16', with maximum overhang of 2', and 10' 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. Tapwn
or equal masonry anchor maybe used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/
2" embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-1/4" fender washer.
Table 4.
2 Schedule of Allowable Loads / Maximum Roof Area for Anchors
into wood for ENCLOSED buildings Allowable Load /
Maximum load area (Sq. Ft.)@ 120 M.P.H. wind load Diameter Anchor
x Embedment
Number ofAnchors
1 2 3
4 114" x 1"
264#/11-SF 528#/22-SF 792#/33-SF 1056#/44-SF 114"_x 1-
1/2" 396#/17-SF 792#/33-SF 1188#/50-SF 1584#I66-SF 1/4" x
2-112" 660#28-SF 1320#/55-SF 1980#/83-SF 2640#1110-SF 5116" x 1"
312#113-SF 624#/26-SF 936#/39-SF 1248#/52-SF 5/16" x
1.1/2" 468#/20-SF 936#139-SF 1404#/59-SF 1872#/78-SF 5/16" x
2-112" 780#/33-SF 1560#/65-SF 2340#/98-SF 3120#/130-SF 3/8" x
1" 356#/15-SF 712#/30-SF 7068#/45-SF 1424#/59-SF 3/8' "x 1-
1/2" 534#/22-SF 1068#/45-SF 1602#/67-SF 2136#B9-SF 3/8" x 2-
1/2" 890#/37-SF 1780#/74-SF 2670#/111-SF 3560#/148-SF Note: 1. Anchor must
embed
a minimum of 2' into the primary host WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions
other than 120 MPH (Tables Shown), multiply allowable loads and
roof areas by the conversion factor. WIND REGION Applied Load
CONVERSION
FACTOR
100
26.
6
1.
01 110 26.8 1.
01 120 27.4 1.
00 123 .- 28.9 0.
97 130 32.2 0.
92 140-1 _ 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 1.
27 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 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
raw] may be substituted. - - 5. Anchors receiving loads
perpendicular to the diameter are in tension. Anchors receiving loads parallel
to the diameter are shear loads. Example: Determine the number
of concrete. anchors required by dividing the uplift load by the
anchor allowed load. For a 2" x
6" beam with: spacing = T-0" O.C.; allowed span = 25'-9" (Table 1.1) UPLIFT LOAD = 1/2(
BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = [112(
25.75) x Tx 7# / Sq. Ft.) / ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 630.
875# / 300# = 2.102 Therefore, use 2 anchors,
one (1) on each side of upright. Table is based on
Rawl Products' allowable loads for 2,500 p.s.i. concrete. 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 -
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6005 HOLLOW
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GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The Contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for.manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at16" 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
sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above: The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not be used.
ROOF PANELS DESIGN STATEMENT:
The roof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 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 than30; 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. 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) Conversion
Table 7A Load Conversion Factors Based on Mean Roof Height from
Exposure "B" to "C" & "D" Fr ^
R•• .. Frn .. Mean
Roof Height'
Load
Conversion
Factor
Span
Multiplier Load Conversion
11Factor
Span
Multiplier Bending
Deflection Bending Deflection 0 -
15' 1 1.21 0.91 _ 0.94 1.47 0:83 0.88 15' -
20' 1 1.29 0.88 0.92 - 7.54 0.81 0.87 20' -
25' 1.34 0.86 0.91 1.60 0.79. 0.86 25' -
30' 1 1.40 0.85 0.89 1.66 0.78 1 0.85 Use
larger mean roof height of host structure or enclosure Values
are from ASCE 7-05 INDUSTRY
STANDARD ROOF PANELS 12.
00" 12"
WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE:
2"= V-0" 0
012.
00" - 12"
WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE:
2 V-0" U[
T
wof
12.
00" CLEATED
ROOF PANEL SELECT
PANEL DEPTH FROM TABLES
SCALE:
2" = V-0" ALUMINUM SKIN E.
P.S. CORE Z ~
a SIDE CONNECTIONS VARY n¢
o El$ DO NOT AFFECT SPANS) Lt1
48.00" Open
Structures Mono
Sloped I =
0.87 for 90 to 100 MPH 0.
77 for 100 to 150 MPH KCpI =
0.00 Zone 2 loads
reduced by 25 % Screen
Rooms Attached
Covers - I =
0.87 for 90 to 100 MPH I.
0.77 for 100 to 150 MPH KCpI -
0.00 Zone 2 Glass &
Modular Enclosed
Rooms Roof.
Overs I =
1.00 KCpI =
0.18 Zone 2 Overhang
I Cantilever All
Rooms 1=
1.00 KCpI =
0.18 Zone 3 Basic
Wind Pressure
Effective
30
20 Area
10
Basic
Wind Pressure
Effective
Area Basic Wind Pressure
Effective
50
20 - Area
10
Basic
Wind Pressure
Effective
50
20 Area
10
502010100
MPH 13 13 16 1 25 17 20 23 1 26 17 23 27 30 17 27 38 45 110
MPH' 14 14 17 1 20 18 21 25 1 28-- 18_. 27 32 36 18 33 46 55 120
MPH ' 17 17 20 23 22 25 30 33 22 32 39 43't 22 39 54 65 123
MPH 18 17 21 24 23 26 32 35 - 23_..._ 34 41 45 23 41 57 69 130
MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140-
1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 - 74 89 140-
2 MPH 23- 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150
MPH 26' 26 32 36 34 39 46 52 34 51 60 68 34 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 "0" 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. COMPOSITE
ROOF PANEL [INDUSTRY STANDARD] SCALE:
2" = V-0" PRIMARY
CONNECTION: 3) #_'
SCREWS PER PAN WITH
1" MINIMUM EMBEDMENT INTO
FASCIA THROUGH PAN BOXED
END EXISTING
TRUSS OR RAFTER 10
x 1-1/2" S.M.S. (2) PER RAFTER
OR TRUSS TAIL 10
x 3/4" S.M.S. @ 12" O.C. EXISTING
FASCIA FOR
MASONRY USE 1/
4" x 1-1/4" MASONRY ANCHOR
OR EQUAL @ 24" O.C. FOR
WOOD USE #10 x 1-1/2" S.
M.S. OR WOOD SCREWS @ 12"
O.C. EXISTING
HOST STRUCTURE: WOOD
FRAME, MASONRY OR OTHER
CONSTRUCTION PAN
ROOF ANCHORING DETAILS SEALANT
HEADER (
SEE NOTE BELOW) ROOF
PANEL F
x
112" S.M.S. (3) PER PAN BOTTOM)
AND (1) @ RISER e (
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 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 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. 1100-
1231 130 140 150 8 #
10 #12 #12 EXISTING
TRUSS OR RAFTER 2) #
10 x 1-1/2" S.M.S. OR WOOD
SCREW PER RAFTER OR
TRUSS TAIL ALTERNATE
10
x 3/4" S.M.S. OR WOOD SCREW
SPACED @ 12" O.C. EXISTING
FASCIA ALTERNATE
MOBILE HOME FLASHING FOR
FOURTH WALL CONSTRUCTION PAN
ROOF PANELS SCALE:
2" = 1'-0" Tx
6" 0.024' MIN. BREAK RMED
FLASHING N
ROOF PANEL U)
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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. 0 Ili
1 CU 1U/ SEAL
HEET'
DRIPEDGEMUSTMAINTAINSAMEPLANEASSLOPEOFROOF. iQ
wC.
FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP
AND BOTTOM (SEE DETAIL ABOVE) ow J ^ 1l D.
PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM IJ
SYSTEM
ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 15
08-12-2010, OF Z
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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 EXISTING TRUSS OR RAFTER
I.''.':.:. ROOF PANEL
1 EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR
v
S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION 1
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. 7/7 FLOOR PANEL
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:
100-123. 130 140 150
8 #10 #12 #12
REMOVE RAFTER TAIL TO
HERE
j REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ 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 o
1-1/2" x 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: 2" = V-0"
REMOVE RAFTER TAIL TO
HERE
I
REMOVE ROOF TO HERE
j #8 x 1/2", S.M.S. SPACED
@ 8" O.C. BOTH SIDES,
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA SCREW #10 x (T + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
POST AND BEAM PERHDx ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
D" EXPOSURE.
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 #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
z BREAK FORMED METAL SAME
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 1/2" SCREWS @ EACH RIB
ROOF PANEL
L — CL
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2"LONG CORROSION RESISTANT
S.M.S. W/ 1/2" WASHERS. ALL SCREW,HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6" 10"
3" COMPOSITE ROOF PANEL/ SEE SPAN TABLE)
STRIP SEALANT
BETWEEN7:77
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16" ATION BETWEEN
O.C. EACH WAY
ND PANEL IS
FASTENING SCREW SHOULD /4" THE FLASHING
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" = V-0"
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL.
3. FIRSTROWOF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4.
FLASHING WILL BEINSTALLED 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
BREAK
FORMED METAL SAME N
Z THICKNESS
AS PAN (MIN.) EXTEND
UNDER DRIP EDGE 1" MIN.
ANCHOR TO FASCIA AND RISER
OF PAN AS SHOWN O Z1"
FASCIA (MIN.) k 10
x 1-1/2" S.M.S. @ 16" O.C. w 0.
040" ANGLE W/ #8 x 1/2" x j
S.M.S. @ 4" O.C. O LL6
COMPOSITE
ROOF PANEL C LLI
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CONSTRUCTION 10'x 1-1/2 S.M.S. OR MOOD ` SCREWS
@ 12" O.0 %, x ALTERNATE
COMPOSITE ROOF PANEL TO WALL DETAIL SCALE:
2" = V-0" COMPOSITE
ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH 8
x (d+1/2") LONG CORROSION RESISTANT S.M.S. p
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CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
SPAN PER TABLES)
8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
11 EXISTING TRUSSES OR
X g II 1 BII II
RAFTERS
A 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
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
2ROOF:
LAG
SCREWS W/ x+ 8x "t" SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-
1/4"0 FENDER WASHERS @ PLAN VIEW 8"
O.C. THRU PANEL INTO 2x 2 SCALE: 1/8 T-0" 2"
X 2" x 0.044" HOLLOW EXT. 5/
16"0 x 4" LONG (MIN.) LAG SCREW
FOR 1-1/2" EMBEDMENT (
MIN.) INTO RAFTER
OR TRUSS TAIL CONVENTIONAL
RAFTER OR FOR
FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM
USE TRUFAST HD x ("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. WEDGE
ROOF CONNECTION DETAIL SCALE:
2" = V-0" COMPOSITE
PANEL 1"
x 2" OR 1" x 3" FASTENED TO
PANEL W/ (2) 1/4" x 3" LAG SCREWS
N"-'-- FOR
140 & 1 2)
3/8" x 3" Li N
POST
SIZE PER TABLES BEAM (
SEE TABLES) REMOVE
EXISTING SHINGLES UNDER
NEW ROOF SCREEN
OR SOLID WALL ROOM VALLEY CONNECTION FRONT
WALL ELEVATION VIEW SCALE:
1/4" = T-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
A -
A - SECTION VIEW SCALE:
1/2" = V-0" RIDGE
BEAM 2"
x 6" FOLLOWS ROOF
SLOPE ATTACH
TO ROOF W/ 8)
RECEIVING
ECK
SCL 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 7/16" SHEATHING
B -
B ELEVATION VIEW SCALE:
1/2" = l'-0" I
B -
B - PLAN VIEW SCALE:
1/2" = T-0" POST
SIZE PER TABLES INSTALL
W/ EXTRUDED OR BREAK
FORMED 0.050" ALUMINUM
U-CLIP W/ (4) 1/4" x 1-
1/2" LAG SCREWS AND (2) 1/
4" x 4" THROUGH BOLTS TYPICAL)
TRUSSES
OR.RAFTERS 2)
1/4" x 4 LAG SCREWS AND WASHERS
EACH SIDE POST
SIZE PER TABLES INSTALL
W/ EXTRUDED OR BREAK
FORMED 0.050' ALUMINUM
U-CLIP W/ (4) 1/4" x 1-
1/2" LAG SCREWS AND (2) 1/
4" x 4" THROUGH BOLTS TYPICAL)
RISER
PANEL ALL
LUMBER #2 GRADE OR BETTER
OPTIONAL)
DOUBLE PLATE FOR
NON -SPLICED PLATE WALLS
16'-0" OR LESS PAN
TO WOOD FRAME DETAIL FOR
FASTENING TO WOOD SCALE:
2" = 1'-0" USE
TRUFAST SD x ("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" 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 6
COMPOSITE
PANEL UNTREATED
OR PRESSURE TREATED
W/ VAPOR BARRIER COMPOSITE
PANEL TO WOOD FRAME DETAIL SCALE:
2" = V-0" PLACE
SUPER OR EXTRUDED GUTTER
BEHIND DRIP EDGE EXISTING
TRUSS OR RAFTER 10
x 2" S.M.S. @ 12" O.C. EXISTING
FASCIA SEALANT
3"
PAN ROOF PANEL MIN.
SLOPE 1/4": l') 3) #
8 x 3/4" S.M.S. PER PAN W/ 3/
4" ALUMINUM PAN WASHER CAULK
EXPOSED SCREW HEADS
SEALANT
1/
4" x 8" LAG SCREW (1) PER TRUSS /
RAFTER TAIL AND 1/
4" x 5" LAG SCREW MID WAY BETWEEN
RAFTER TAILS SUPER
OR EXTRUDED GUTTER EXISTING
ROOF TO PAN ROOF PANEL DETAIL 1 SCALE:
2" = l'-0" EXISTING
FASCIA PLACE SUPER OR EXTRUDED EXISTING
TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE 1/
4" x 8" LAG SCREW (1) PER TRUSS /
RAFTER TAIL AND 1/
4" x 5" LAG SCREW MID WAY BETWEEN
RAFTER TAILS SEALANT
10
x 2" S.M.S. @ 12" O.C. 1/
2" 0 SCH. 40 PVC FERRULE 1
SEALANT -
1) #
8 x 3/4" PER PAN RIB SLOPE
CAULK
EXPOSED SCREW ONLY
HEADS EXTRUDED
OR 3"
PAN ROOF PANEL TRUD
MIN. SLOPE 1/4": V) SUPER
GUTTER 3"
HEADER EXTRUSION FASTEN
TO PANEL W/(3) 8
x 1/2" S.M.S. EACH PANEL SUPER
OR EXTRUDED GUTTER a EXISTING
ROOF TO PAN ROOF PANEL DETAIL 2 w SCALE:
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SEALANT
10 x 2" S.M.S. @ 24' O.C. e
1 /4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA EXTRUDED OR
SUPER GUTTER
SEALANT ALTERNATE 3/4"0 HOLE
10 x 4" S.M.S. W/ 1-1/2"0 GUTTER
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS & PAN ROOF
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL \\
MIN. SLOPE 1/4": 1')
Lq
i s1/2" 0 SCH. 40 PVC FERRULE \
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = 1'-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 1/2"0
SCH. 40 PVC FERRULE
SEALANT
10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 1')
EXTRUDED OR 3" HEADER EXTRUSION
EXISTING TRUSS OR RAFTER
SUPER GUTTER FASTEN TO PANEL W/
EXISTING FASCIA 8 x 1/2" S.M.S. EACH SIDE
@ 12" O.C. AND FASTEN TO
SEALANT GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" = 1'-0"
2) #10 x 1/2" S.M.S. @ 16" O/C
FROM GUTTER TO BEAM
SUPER OR
EXTRUDED
GUTTER SOFFIT
1
2" 0 HOLE EACH END FOR
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" = V-0"
A$
12
3/8" x 3-1/2" LOUVER VENTS
FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF
OF PAN & ROOF 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/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
A I B
A =.WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4"' CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = V-0"
JCIGI
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
910 x 2-1/2" S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/
2" x 6" SUB FASCIA
2" x 6" S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = 1'-0"
PAN ROOF ANCHORING DETAILS
RIDGE CAP
8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE VVV
CAULK ALL EXPOSED SCREW — —
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER — —
ALTERNATE CONNECTION:
8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
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HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED AP
EXPOSURE "D"; 6" O.C. FOR
ABOVE 130 MPH AND UP TO ........................................
YSOMPH WIND SPEED ...._ .............................._ x
PER
12' PANEL W/:3%4'J ALUMINUM
PAN WASHERA
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ALL EXPOSED SCREW LL
HEADS &
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COMPOSITEROOFS: PER ROOF PANELTABLES)#10
x (t + 1/2") S.M.S. W/ 1-
1/4"0 FENDER WASHERS SUPPORTING BEAM 12"
O C LENGTH = PER TABLES) PANEL
THICKNESS + 1") SH @
ROOF BEARING ELEMENT 1 SHOWN)
AND 24` O.C. @ w NON -
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PANEL TO BEAM FASTENING DETAIL SCALE:
2" = V-0" 08-.
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@
0.024" x 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL J
1/8" x 3" x 3" POST OR SIMILAR
10 x 4" S.M.S. W/ 1/4 x 1-1/2"
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) 1/4"0 THRU-BOLTS (TYP.)
8 x 9/16" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM a)- 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"
ROOF PANEL
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
2" x _ SELF MATING BEAM
1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM 9 CONCRETE POST DETAIL
SCALE: 2" = T-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
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.
x
W_ Al
TYPICAL INSULATED PANEL
SCALE: 2" = V-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 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) #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.
COVERED AREA
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD pni0
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW n n„
MIN ROOF SLOPE 2-1/2 : 12
SUBSEQUENT ROWS
COMPOSITE PANEL W/
ni0 EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
CERTAINTEED BLACK DIAMOND
SELF ADHERING BASE SHEET OR
EQUAL PER MFG SPECIFICATIONS
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 DEGASEALT" 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
MIN. ROOF SLOPE 2-1/2 : 12
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
0
0
0
0
0
0
SUBSEQUENT ROWS
o-
o 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
CERTAINTEED BLACK DIAMOND
SELF ADHERING BASE SHEET OR
EQUAL PER MFG SPECIFICATIONS
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 T"2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF DEGASEALT" 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" D.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
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08-12-2010 OF
15
Table 7.1.1 Allowable Spans and Design / Applied Loads` (#/SF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
MonoStoed Roof . Screen
Rooms Attached
Covers Glass&
Modular Rooms Enclosed
Overhang CantileverZone
MPH
182
s
annoad' 3 So. annoad• 4 Spa
182
s
annoad• 3 -
s
annoad• 4
Spa
1&
2 s
annoad• 3
s
anfload• 4
Isannoad' All
Roofs
100
4'-10- 25 V-11- 125 1 6-1- 25. 4'-9" 26 5-11' 26 6-0' 126 4'-6" 30 5-7' 130 1 5'-9' 30 1'-10- 45 110
5-Y 20 6-6• 120 1 6'-7- 20 4'-8• 28 5-9 28 28F-10' 28 4'-3" 36 5'-3' 136 5'-1" 36 1'-9" 55 120
5'-2- 23 6'-2" 23 6'-4' 23 4'-5' 33 5'-5" 33 5'-7' 33 4'-0" 43 4'-11' 43 1-1, 43 V-8' 65 123
4'-11' 24 6'-1' 24 6'-2- 24 4'<' 35 5'4" 35 5'-5' 35 T-11' 45 4'-11' 45 4'-11' 45 1'-7" 69 130
4'$". 27 5'-10' 27 T-11" 27 4'-2' 39 5'-2" 39 5'-3- 39 T-10- 51. 4'$' S1 4'-10' 51 1' 7" 77 1404
4'S" 31 5'-7" 37 5'$' 31 3'-11' 46 4'-10' 46 4'-17' 46 3'-10- 51 4'$' 57 4'-10' 51 1'$" 89 140-
2 4'$" 31 5'-7" 31 5'$" 31 3'-11' 46 4'-10' 46 4'-17' 46 3'-7' S9 4'S' S9 4'-7" 59 i'$" 89 150 •
V 4.3' ^ 36 5-3., 36 5'-5- 36 3'-9" 52 4'$' _ 52 a'-9' S2 3'-5' 68 4'-3' 68 4'4" 68 1'-5" 102 nure-
i um..... pane. w.am = room wlmn +wan wldm +overhang. -ueslgn or applied load based on the affective area of the panel Table7.
1.2 Allowable Spans and Design /Applied Loads* (#/SF) for
Industry Standard Riser Panels for Varlous Loads Wind
Open
Structures Mono -
Sloped Roof Screen
Rooms Attached
Covers Glass &
Modular Rooms Enclosed -
Overhang
Cantilever
Zone
MPH1&2 - s
annoad- 3
s
an/load• 4
s
an/load• 182
s
annoatl' 3
s
annoad" d sanfload' 182. so .
Moad' 3 -
s
anfload- 4
s
annoad' All Roofstoo
F-9- 25 1 7'-1" 25 T-2' 116 1 F-7' 126 1 6'-11' 26 T-1' 26 5'4" 30 6'-T 30 9- 30 2'-2" 45 110
6'-2' 20 T-8 20 T-10" 17 5'$'. 28 6'-9" 28 6'-11" 28. 5'-1"'6'4' 120
6-11" 23 T-T 23 T-5' 23 5'-2' 33 6'-1' 33 6'-7' 33 4'-9' 43 5'-11' 43 5'-11' 43 1'-11' 65 123
5'-9' 24 7' 2' 24 7'4" 24 5'-1' 35 6'4" 35 6' S" 35 4' 8" 45 5'-9' 45 5'=11' 45 1'-11' 69 130
5-7 27 276'-10' 27 6'-11" 27 4'-11" 39 6'-1" 39 6'-2' 39 4'-6' 5t 5'-T 51 T:F S1 t'-16- 77 140A
5'4• 31 6'-7" 31 6'$" 1 4'$' 46 5'-9- 46 SAO" 46 4'S-. 51 5'-7' 51 5'$- 51 1'-9" 89 140-
2 5'4" 31 6'-7" 31 6'$' 31 4'$' 46 5'-9' 46 5'-10" 46' 4'-3- 59 5'-3' S9 5'-5' 79 1'-9" 89 150
6-1' 36 6'-3" 36- 6'4' 36 4'$' 52 5'S" 52 5'$'., 52 4'-1' 68 5'-i' 682 68 1'$" 102 Note:
Total roof panel width = =in width + wall width + overhang. 'Design or appiled load based on the effective area of the panel. Table
7.1.3 Allowable Spans and Design /Applied Loads` (#/SF) for
Industry Standard Riser Panels for Various Loads n-
v to•.nme-...cou. e.______._ . Wind
Open
SWctures MonoSlo
d Roof Screen
Rooms Attached
Covers Glass &
Modular Rooms Enclosed
Rooms Overhang CantileverZone
MPH1&2 span/
load' 3
s
annoad• 4 sannoad' e 82 sMoad' 3
s
aneoad' 4
s
an/load" 1&
2 s
anfload' 3
s
annoad• 4 -
s
anfload' Ail Roofs100
12'-2' 16 13 16'-5- 13 10--1' 23 73'-3" 23 13'S' 23 9'-10- 30 12'-7' 27 12'-10' 27 4'-0- 45 110
11'-11' 17 14 16'-1' 14 10'-5' 25 72'-IO' 25 13'-2'<5 9'3' 36 11'-10' 32 12'-1' 32 3'-9-55 0
15--1' 17 9'$" 33 12'-1" 3012'4'30'43 11'-1' 39 11'-4- 39 3'-7' 65 21
13'-71' 21 9'4' 35 11'-11' 32 12'-2' 32 8'S' 45 10'-1V 41 11'-2' 41 Y-6'- 69 3
W16-1*
13'-
5' 23 8'-11' 39 11'-6" 359' 35 8'-3- 51 10'-7" 45 10'-10" 45 3'4' 77 7
72'-10' 27 e'S' 46 11'-0' 40'-3' 40 8'-3 S1 10'-7" 45 100' 453'-3' 89 7
12'-10" 27 e'$' , 46 11'-0' 4011'-3'40T-10' S99'$' S9 9'-10' 59 3'-3' 8932 12'-2' 32 8'-2' S2 10'$" 46 10'-9' 102 3',
12' x 0.030- 2 or 5 Rfb Riser Panels Aluminum Allo 3105 H-id ar H-25 Wind
0pen
Structures Mono -
Sloped edRoof Screen
Rooms 8
Attached Covers' Glass &
Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH
a1&2 sNIa ' od r3 anoad• 4 a
annoad• at&2 sMoad' 3 -
s
odd' ann4
s
spa1&
2 s
annoad' 3 .
s
annoad 4 -
s
an/load• All
Roots
t00
13'-2' 16 17-5 13 IT- 9 13 11'-T 23 14'4"' 23 15-3' 20 10'-11' 27 13-7' 27-1310".27 4'-0' 45 i10
12'-11' 17 17-1 14 1T-5 14 11'-3' 25 13'-11' 25 15'-1' 21 104' 32 12'-10' 32 13-1' 32 4' -0' S5 120
12'-i' 20 15'-11' 17 76'4 17 10'-7' 30 13'-1" 30 13'4' 30 9'-5" 43 11'-11' 39 12-3' 39 3' 10" 65 123
11-11" 21 15'$" 17 i6'-0' 17 10'-5' 32 72' 32 13'-2' 32 9'-3' 45 11'-10' 41 12'-1' 41 4'-0" 69 130
140.
1 11'-
6' 10-
11" 23
27
15'-1" 13'-7". 20 2713'-10" 27 9'-2" 39 4612'-
5- i
t'-11' 35
40
12'-
8' 12'-
2' 35
40B'-11^ 8'-11' 51 5111'-5" 11'-5" 45 11'-8' 45. 3'$' 77 140-
2 10'-11" 27 13'-7" 27 13'-10' 21 9' 2" 46 11'-11' 40 72'-2' a0 8'-5' S9 10'-10' S3 1" 53 3'-6' 89 150
10'-5' 32 2' 11* 32 13'-2' 32 8'-70' S2 11'4" 46 71'-T 45 8'-1" 68 10'-5" 60 10'-T 60 3'4' 102 3'
x 12" z 0.050' 2 or 5 Rib Riser Panels Aluminum Allo 3105 H-14 or H-25 Wind
Open
Structures MonoSlo
ed Roof Screen
Rooms. Attached
Covers Glass &
Modular Rooms Enclosed
Overhang
Cantllever
Zone
MPH1&2 s
anfload' 3
spa
4
s
annoad' 182
s
annoad• 3 sannoad' 4 spa
1&
2 s
annoatl' 3
nnoatl'
4
Spa
n/load- All Roofs100
16'-6' 13 20'4" 13 20'-9' 13 13'fi- 23 IT-6- 20 17'-10" 20 12'-10" 27 16'-9- 23 17'-l' 23 4'-0" 45 110
i6'-2' 74 19'-11' 14 204' 14. 13'-2' 25 17'-3" 21 17'J- 21 32 15-10 27 16'-2' 27 4'-0" 55 120
15'-1' 17 18'$" 77' 19'-0".17.: 12'-5" 30 1 fi'=3':. 25 i6'-7=. 25 11'4- 39 14--0'. 39. 15'-3".. 32 4'-0- 6 123
13'-11" 21 18'4" 77 18'$' 17 12'-2' 32 15'-11' 26 16'4'. 26 ii'-2' 41 13'-10' 41 14'-i' 41 4'-0" 69 130
13'-6' 23 17'$' 20 18'-0' 20.. 11'-97 35 1 29 15'-9' 29 10'-10- 45 13'4" 45 13'-8' 45 4'-0" 77 140-
1 12'-10" 27 i6'-70' 23 17'-2' 23 11'-3' 40 13'-11' 40 14'-2' 40 10'-10' 45 13'4" 45 13'-8' 45 4'4" 89 140 -
2 2 2 3 59 89 150
12'-2' 32 16'-2" 26 1fi'-6' 26 70'-9' 46 13'-3" 46 13'-6' 46 9'-5" 68 12'-2' 60 12'-5' 60 4'-0" 102 w• • •• • ••
o•..•.• _ •_ay. „e,y„ o, app..nu luau uas.. on me amicuv. area or the panel Table
7.1.4 Allowable Spans and Design / Applied Loads' (#/SF) for
Industry Standard Riser Panels for Various Loads Wind
Open
Structures Mono-
bld ed Roof Screen
Rooms 8
Attached Covers Glass &
Modular Rooms Enclosed
Overhang
Cantllever
Zone
MPH182 s
an/load' 3
s
aneoarr s an/load' s annoad' s annoatl' s an/load• s anfload' 3
s
annoad' 4
s
an/load' All Roofs100
12'-3-.. 16 16' 3" 13 16'-7' 13 10'-10` 23 13'-4" 20 13'$' 20 10'-3' 27 12'$" 23 12'-11" 23 4'-0" 45 110
15'-t i' 14 16'-3' 14 10'$" 25 12'-11" 21 13'-3'21 9'4" 32 11'-11' 27 12'-3'4'-f.120
13'-71' 20 15'-3' 17 9'-7". 3012'-3" 25 12'$' 25 8'-9"' 39 11'-2' 39 11'-5' 39 3'-T 65123 13'-9" 214'-0' 21 9'-5" 32 12'-0" 26 12'-3' 26 8'-7" 41 11'-0' 41- 11'-3' 41 3'-6' 69130 q13'4" 23 13'-7' 239'-l" 35 11'-7' 29 11'-10" 29 8'4" 45 10'$" 45 10'-11" 45 3'-5' 771401 12'$" 27 12'_11" 27 8'-7' 40 11'-1" 40 11'4' 40 8'4" 45 70'$" 45 10'-11" 45 3'-3' 89140-212'$" 27 12'-11" 27 8'-7" 40 11'-1" 40 11'4' 40 7_11S3 9' 9' 53 70'4' S3 3'-3' 89150 72'-0". 32 12'-3' 32- 8'-3' 46 10'-7- 46 10'-10" 46 7'S" 60 9'-4" 60 9'S" 60 3'-7' • 102 3"
x 12' x 0.030" 2or 5 Rib Riser Panels Aluminum Allo 3105 H-28 Wind
Open
SWctures MormSI.
p ed Rdof 8 Screen
Rooms Attached
Covers Glass &
Modu ar Rooms Enclosed
Overhang CantileverZone
MPH
4&
2 anfload'
3
s
annoad' 4
s .
Moad• 182
s
anfload' 3-
Spa
4
Spa
1&
2 s
annoatl' 3
s
annoad' 4
s
an/load'. All Roofs700
13'-3'-0' 13 17'•7" 13 77'-11" 13 ll'-8' 23 15'-1" 20 15'-5' 20 it'-1'.- 27 13'$" 23 13'•11" 23 4'-0" 45 110
13'- 14 17'-3" 14 17'-7' 14 11'4' 125 1 14'-0" 21 15'-2- 21 10'-5' 32 12'-11- 27 12012'-2 - 17 16'-1' 17 46'-5" 17 10'$' 130 93'-2" 25 113'$' 25 9'$" 39 12'-1" 32 12'4' 32 3'-11" 65 t23
12'-0' 17 15'-10' 17 i6'-2' 17 10'$' 32 12'-11' 26 13'-3' 26 9'4" 41 17'•it' 34 12'-7 34 69 130
1V-8' 20 lb-3' 20 15'-7' 20 9'9" 35 12'S" 29 12'-9' 29 8'-It' 45 11'$" 45 t1'-9' 38 3'-8' 77 140-
1 1 . 27 73'$" 23 13'-11" 23 9'-3" 40 11'-11' 34 12'-3' 34 8'•11' 45 11'$" 45 11' 9` 38 3'$' 89 140-
2 11'-1' 27- 1T.R' 23 13'-11' 23 9-T 11 11'-11' 34 72'-3- 34- 8'$" 53 10'-11' S3 41'-2" 53 3'S' 89 150 10'-
6' 3' x
12" x 0.050" 2 or 5 Rib Riser Panels. Aluminum Alloy 3105 H-28 WindMono-Sloped
Open Structures
MonoSlo ed
Roof Screen Rooms
Attached Covers
Glass 8
Modular Rooms - Enclosed Overhang
Cantilever
Z.
MPH
2s anti
ad• 3 s
annoatl•
4 s
anfload'
82 s
load'
3 s an/load' d s anfload'
i&2
s .Moad'
s an noad' s an /loatl' All Roofs 10016'-
7' 13 20'S" 113 1 20'-11' 113 1 13'-8' 120 1 1T$" 120 1 18'-0'. 20 12'-11'i 23 16'-10' 23 1T-2' 23 4'-0" 45 110 15.
4' 14 20'-2" 14 20'-T 14 13' -3' 21 1T-5' 21 1T-9' 21 12'-3" 27 15'-11' 27 i6'4'- 27 4'-0" 55 120 75'-
3' 17 18-10" 17 79'-3' 17 12'S' 25 76'-5' 25 16'-9' 25 11'-5' 39 15'-1" 32 15'-5' 32 4'-0" 65 123 14'-
0' 17 18 $" 17 18-11" 17 12'-3' 26 16'2" 26 16'-6" 26 11'-3' 41 13'-11' 34 15'-2' 34. 4'-0". 69 130 13'-
T 20 1T-10' 20 18'-2' 20 11'-10" 29 15'-7" 29 15'-it" 29 70'-11' 45 1T-6' 38 13'-9--1:44*4 3'-0"
77 140-1
12-1 t"- 23 16'-11' 23 17'4' 23 1 V4' 40 14'-0' 34 15'-1' 34 10'-1 t' 45 1 T-6' 38 13'-9' 0" 89 140-2
12'-11" 23 16'-11' 23 17' 4' 23 l l'4" 40 14'-0' 34 10'4' 53 12' 9" 44 773-0' 0'" 89 150 12'-
3' 26 16'4" 26 16'-T 26 10'-10" 46 13'-5" 39 13'$' 39 9'-6"' 60 12%3" 51 iai V.
u-9n or apples load based on Vie 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
SlopedMoRoof Screen
RoomsAttached
Covers Glass &
Modular Rooms
Enclosed Overhang Cantilever
Zone
MPH
1&
2
s
aNloatl• 3
spa annoad• 4sanfload' 1&2 s anfload' 3
s annoad'
4
s annoad'
182
s annoatl'
3
s annoad• dsanfload• All
Roofs 100 T-7'
16 1 10'-11' 16 11'-1' 116 T-6- 123 1 9'-3' 123 9-5' 23 7'-i' 30 8'-10- 27 F-11" 27 7-1V 45 110 8'-3'
17 10'-9' 17 10'-11' 17 T-3' 28 9'-0" 25 9'-2' 25 6'$' 36 8'-3' 32 8'-5' 32 Z-9' 55 120 T-10'
20 9'$" 20 9'-1T 20 33 8'b' 30 8'$' 30W423,' 39 T-11" 39 7-T 65123 T$' 2 79'$" 21. 9'$' 21 6'-9' 35. 8'4" 32 8'S' 32' 41 T-10" 41 2'-7- 69 130 T4' 23
9'-1' 23 9'4' 23 6'$' 39 8'-1' 35 8'-3' 35" 51 T$' 45 2'-5' 77 140-1 T-
i' 31 8'-9". 27 8'-11' 27 6'-2' 46 T$" 40 T-9' 40" 51 T$' 45 2'4' 89 140-2 7-
1' 31 8'-9" 27 8'-11' 27 6'-2' 46 7'$" 40 7'-9" 40" 59 T-2' 99 74' 89 74 W2 WindOpenStructures
M
noSl tl
Roof Screen Rooms 8
Attached c
etl CoversGlass & Modular Rooms
Enclosed Overhang Cantilever
Zone
MPH
182 .
anflo
d
5
3 snoatl . dsa noa12 8 s anllad•
o 3 sannoad•
4
s annoatl•
1
82 one
a s
o tl' 3 s annoad'
4'.
span/load'
All
Roofs100
B
2
16 11 9 13 11 11 13 8-0- 23. 10-4' 23 10'-7' 23 7$' 27 9'-6• 27 9'-8" 27 T-2" 45 110 8' 10
17 11 7 14 11 9 14 7-10" 25 9$' 25 10'-3' 25 T-2- 36 8'A 32 9'-1' 32 2--11- 11 120 8'-5'
20 10'-9- 20 20 7'-5" 33 9'-2- 30 9'<• 30 6'-9' 43 8'-5" 39 e'-T 39 Z-9" 65 123 8'-3'
21 10'$' 21 10-10' 21 T-3" 35 9'-0" 32 9'-2' 32 6-8' 45 B'-3" 41 8'-5' 41 Z-9' 69 130 T-17`
23 10'4' 23 10'S" 23 7'-0' 39 8'$' 35 8'-10" 35 b'-5" 51 T-11'. 45 8'-1' 45 2'$' 77 140-1 T-
7' 27 9'-5" 27 9'-7' 27 6'$' 46 8'-2" 40 8.4- 40 6--5' 51 7'-11" 45 8'-1' 45 2'$" 89 140.2 7'-
7' 27 9'-5" 27 9'-7' 27 6'$' 46 8'-2" 40 8'4' 40 6'-1' 59 7'-7' S3 7'-8' 13 2'S' 89 150 7.2'
36 8'-i i' 32 9'-1' 32 6'4' S2 T-10" 46 8'-0' 46 5'-10' 68 T-2' 68 7'4" 68 Z-5" 102 Wind Open Structures
Mono -
Sloped Roof
Screen Rooms Attached
Covers Glass &
Modular Rooms
Enclosed Overhang Cantilever
Zone MPH18'
2
s
anfload' 3
s annoatl• 4spa182 s
anfload'
3
anfload' 4
spa
nnoatl'
182
s .Moad•
3
s annoatl' 4sanfload' All
Roofs 100 11'-1'
16 13-9. 13 15'-0" 13 9'-5' 23 12'-1" 20 12.4' 20 8--11" 27 11'S' 27- 11'-8' 23 3'-8' 45 110 10'-11"
17 1T-6- 14 13'-9' 14 9'-2- 25 11'-9' 21 12'-0' 21 8'-5' 32 10'-10' 32 I11'-1' 32 T_5` 55 120 9'•10'
20 17-7' 17 12',1P 17 B'$' 30 11'-1" 30 11.4' 30 T-11' 39 9'-10" 39 10'4" 39 3'-3' 65 123 9'$' 27
12 5' 17 12'-e" 47 8'$' 32 10'-11' 32 it'-1' 32 T-10' 41 9'-8' 41: T-1 V, 41 T-2' 69 130 9'-3'
23 12-1' 20 12'47 20 8'-3' 35 10'$" 35 70'-9' 35 TS' 45 9'-3' 45 9'$' 45 3'-i' 77 140-1 8'-
11' 27 11'$' 27 11'$" 45 9'$' 45 2'-11' 89 T-V I
40 9'-7` 40 10'-3' 40 T-2' 159 8'-10' S3 9'-0' S& 2'-11' 89 J O 4',
t F-
D O ul
W Q < o Cn
J Z
N Z
Q
7 F
Z
W
mNote: Totalroof
panel width =-room width + wall width +overhang. 'Design or applied load based on the affective_ area of the panel N O J X. W W W cd
J d J U
In Q fnQ
H
N Q LU
o
g o Z Zo0a < U2d
W o z 0D lro2S
L) Table
7.1.
6 Industry Standard Composite Roof Panels Allowable Spans and Design /Applied Loads* (#ISF) W w LLI
tong3"
x
48"
x 0.024" Panels Aluminum Alloy 3105 H-14 or H-251.0 EPS Core Densi Foam U) Wind Open Structures
MonoSlo
etl Roof
Screen Rooms Attached
Covers Glass &
Modular Rooms
Enclosed Overhang Cantilever
Zone
MPH
182
an/
load'
3
annoad• d
s
annoad• 782spanoad' 3s .Moad' 4. span ad 1&
2 aanfload•
3 s
annoad"
4
an/load-
All
Roofs 100 15'4'
13 77'-2" 13 1"16-7" 13: 11' 5' 23 12' 9" 23 12'4'..- 23JT-8"51
7 11'-9"
30- 11'-5' 710 13'-6'
17 16'$" 14 16'-1" 14 10'-11" 25 12'-3" 25 1V-1u, 25 10'-10• 36 10'-6- 120 12'-2'
20 15'-1" 17 13'-2" 20 9'S" 33 11'-2" 30 10'-10' 30 9'4" 39 9'-0 123 11'-11"
21 13'4" 21 12'-70' 21 T3" 35 10'-1 T 32 10'-7- 32.5130 11'4- 2312'$" 23 12'-3" 23 8'-9- 39 10'4" 35 T-6' 391 8'-7" 45 8'-3' 140-1 10%
6" 27 11' 9" 27 11'-5" 27 8'-l' 46 9'-0' 46 8'-9' 461 8' 7" 45 8'-3' 1402 10'-6'
27 11'-9" 27 11'-5' 27 8'-1" 46 9'-0- 46 8'-9- 46 9 7'-1 t' 13 7'$' 9'-2" 36
10'-11' 32 10'-7" 32 T-7" 52 8'-6" 52 8'-2' S28 to Q Q
o Lu a m wJr
1 VQQjCZC
Q0
J U_ H
Q o N
O 3
x 48
x 0.030 Panels Aluminum Alloy 3105 H-14 or H-251.0 EP5 Core DensityFoam Open Structures Screen.
Rooms Glass Modular Rooms Overhang Wind no-SlopedMoRoof
Attached Covers EnclosedCantilever10Zone1&2 3, 4 182 3 4 1&2 3 4 All N MPH s anfload• s
anfload' s annoad' s .Moad' s annoad' spa s annoad• s annoad• I s an/load• Roofs 0 M 100 18'-2' 13 20'-
4" 113 1 19'-7" 113 13'$' 123 16'-2" 20 1 15-8' 120 12'S' 127 1 15'-1". 23 1 13-6' 127 1 4'-0" 45 r` 110 120 IT-8- 15'-
11" 14 17 19'-91, 7T
10'
14
17 19'-
l" 17'-
3":17 14 12'-11' 25 15'-10- 27- 11'-3'. 21 1l'-5' 32 12'-10- 32 12--5' 32 4'-T 55 N d Z 123 15'-6"
17
174'
17 16'-9" 17 73'-3' 30 12'-9'
30 10-5' 39 11-7" 39 T 113" 39 4,-w 65 2 130 13'-5' 23 i6
5". 20° 15'-10' 20 12'-lV 12'-3'3511'-
10 32
17-6' 32 35
9-7" 9-1"
45
51 77'4" 10'70' 47 45 10`1141 10-5' 45 4'-0' 3'$' 69 77lit1401 N O12' 6"
27
15--
3
23 13'S" 27 311"1130 11' S" 40 11`
1'
40 9-1 51 10'-10' 45 10'-5' 45 3'-5' 89 z LL'• W LLv W140-2 12-6' 27 15'-3" 23 13'$^ 27 11'-5" 40 11'-1" 40 8'-5" 59 9'-5' S9' 9'-T59'89150 32 12'-11" 32 12'-6 32 10'$" 46 10'4' 46 T-10' W O 4- x 48" x 0.
024" Panels Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam 66 8'-9" 68 8'-
6- 68 3'-3' 102 W. @ O LL W
LL 3 Open
Structures Screen Rooms GassModuarRoomsOverhangWOaWindMono -Sloped ed Roof
Attached Covers' EnclosedCantllever LL J r Z Zone 182 3 - 4 1&
2 3 4 182 3 4 All Et O r- p MPH s anfload' s annoad'
s an/load' s annoad' s annoatl' s anfload' s annoad` s anfload` s anfload' Roofs C O' W 100 17-9' 13 19'-
10" 13 19'-2" 13 14 2' 23 15'-10' 20 15'-3' 20 13'-2' 27 14'-9" 27 14'-3- 27 4'-0" 45 LL C U 'T 0 110 17-3' 14 79-3 14 18'-7" 14 5'-5" 21 14'-11" 25 17'-2' 32 13'-7" 32 13'-2' 32 4%0" 55 120 15'-7' 17 1T-
5' 17 16' 10". 17.4'-2- 30 13'$' 30 70'-2" 43 12' 5" 39 10'-11' 39 4'-0" 65 Qm a O 123 15'-2'17. 16'-
71' 17 i6' S 17 10' 32 13'4' 32 9'-11' 45 11'-1" 41 10'$' 41 4'-T 69 C4130 14'4' 23 11.12015'S" 20 W25 3'-2' 35 12'$' 35 9'-5' S1 10,_6" 45 10'-2' 51 T-11" 77 W O 13'-0' 27 14'-11' 27 14'-5' 27 7'-2" 40 10'-10" 40 9'-5" 51 10'S" 45 10'-2' 51 3'4' B9m140.2 W140-1 13'4' 27.
14'•11'
27 14'.5" 27 1'-2' 40 10'-10" 40 8'$" 59 9'-9' 59 9'S' 59. 3'4' 89 O 7t 12'-6'.9452 10-5
46 10-1 S2 8'-2" 68 9'-2' 68 8'-10" 68 3'-2' 102 Q m W150 Aluminum Allo3101 H-14 or
H-251.0 EPS Core Densi Foam OLL mPanels OF_Wind OpenScreen Rooms Glass Modular
Rooms
Overhang
fi_/ MonoSlo ed Roof AttachedCovers Enclosed CantileverdF0Zone18234182 3 418234AllWMPHsan/load' s annoad'
an/load' an/lo.1 s annoad• s anfload• s annoad` s anfload' an/load' Roofs;, ZZ 10020-5' 13 22'-10' 13
22'-1` 13 16'4' 20 18'3" 20 17'-8' 20 15'-3' 23 1T-0" 23 i6-5'. 23 4'-0" 5 69-;o 110 19-11 14 22-31421S' 14 15'-11" 21 17-10" 21 17'3' 21 12 -11' 32 15-9' 27 15-2' 27 4-0-':55 Z 120 17'-11' 17 20.1"
17 19-5' 17 13'4' 30 16'4 25 15'-9' 25 11'$' 39 13-1" 39 12-8' 39 4-0 65 123 17' fi' 17 19'-7"
17 18'•11" 17 13'-0' 32 15-11' 26 15-5' 26 11'-5' 41 12-9" 41 12'4' 41 4-0" 69 of 130 16'-6- 20 18$" 20
17-10' 20 12'4' 35 15'-2 29. 134' 35 10'-11' 45 12' 2" 45 11'-9'- 45 4 0" -- 77 0 160-1 15'-5' 23 173" 23 16'$' 23 11'-T 40 12'-11' 40 12.6' 40 10'-11' 45 t2'-2' 45 11'-9• 45 4'L"- 89 1 C 140-2 15'-5'
23
17.3' 23 16-8' 23 11'-T 40 12-11' 40 12-6' 40 9'$" 59 11'-3" 53 10'-19 S3 4'-0" R9 W 6. 150. 13'-0' 32 i6-2"
26 15-7" 26 10-9' 46 12'-0 9'-7" 68 3.7:, tU2 Note: Total roof panel width - room
width +wall width + overhang. *Design or applied load based on the affective area of the panel Z) n Z w SEAL'' w s SHEET'
W
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to a13F
Wm15
08-
12-2010 OF
0
o
of
O
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable'Spans and, Design / Applied Loads* (#/SF)
Wind Open Structures Mono -Sloped oofl Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
span/load`
3
s anfload*
4..
spa n/loaA*
1&2
span/load'
3
s anfload'
4
span/load'
1&2
s anfload*
3
s amload*
4
s anfload*
Cantilever
too 20--8' 113 1 23'-2" 13 1 22-A- 113 1 16'-6" 20 18'$". 20 17'-10" 20 15'-5" 23 1T-3" 23 16'$". 23 4--0" 45
110 20'-1' 14 22'$" 14 21'-9" 14 16'-2" 21 18'-0" 21 1T-5' 21" 13'-1" 32 15'-17" 27 15'-0" 27 4'-0" 55
120 18'-2- 17 20'-4" 17 19'-8" 17 13'-E 30 76'_, 25.. 15'-11" 25 11'-10" 39 13'-3" 39 12'-9' 39 4'-0" 65
123 17'-T 17 19'-10" 17 19'-2 117 13'-2' 32 11--7" 41 12--11" 41 12'$" 41 4--0" 69
130 16'-9' 20..18'-9" 20 18'-1" 20 12'$" 35 15'-4" 29 13'$' 35 11'-0" 45 12'4" 45 11'-11" 45 4--0- . 77
140.1 15'-7" 23 1T-5- 23 16-10" 23 I" flit 13'-1" 40 12'$' 40 11'-0" 45 12'A- 45 11'-11" 45 T-11" 89
140-2 15'-T 23 1T-5" 23 i6'-10" 23 ill.' 11'$" flit 13'-7" flit 12'-8' flit 9'-7" 59 17'-0" 53 10-11" 53 3'-11 89
150.-1 13' 2_ 32 15'-10" 126 1 10--11" 46 12'-2" 46 11--9" 46 8'-11" 68 10'-8- 60 10'-4". 60 1 T-8- 102
Wind Open Structures Mono -Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
s an/load*
3
s anfload'
4
span/load`
182
s anfload*
3
span/load'
4
span/load'
1&2
span/load'
3
s an/load*
4- - s anfload• Cantilever
100 23'-10" 113 26-8' 13 25'-9' 113 1 19--1" 20 1 21'-4" 120 1 20--7" 20 17'-9" 23 19'-10" 23 1 19--2' 123 4--0- 45
110 26-11" 14 25'-1" 14 18'-7" 21 20'-9" 21 20'-1" 21 16'-5" 27 18'-0' 27 17'-9" 27 4'-0" 55
120 . 23'-5' 17 22'-8' 17 17'-0" 25 19'-1" 25 18'-5" 25 15'-1" 32 16'-10" 32 16'-3" 32
123 22'-10" 17 22'-l" 17 16'-8" 26 18'-7" 26 17'-11- 26 13'-4' 41 16'-5- 34 15'-10" 34130S14. 21'-7" 20 20'-10" 20 15'-10" 29 2f 29 17'-1" 29 12'$" 45 15'-5" 38 r 13'-9" 45'0". 77140-1•3 20'-1" 23 19'-5" 23 13'-6" 40 16'-4" 34 15'-9" 34 12'$" 45 15'-5"- 38 13'-9" 45 4'-0" 89140.2 3 20'-l" 23 19'-5" - 23 13'$" 40 16'-4' 34 15'-9- 34 11'$" 53 13'-1' S3 12'$" 53 4'-0" 89618'_10" 26 18'•3" 26 12'-7" 46 15'-3" 39 13'-7" 46 10'-11' 60 12'-0' 60 11'-11' 60 4'-0C 102
Note: total root panel math = room Width + wall width +overhang. `Design or applied load based on the affective area of the panel
MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48„
1-0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & U180
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied'Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval XFL1049
1^ x AA- r n n9i" G.nnlc Al -I. ,m An- 91 ns u_ A. I.._.. __
Wind Open Structures Mono -Slopeded Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
span/load'
3
s anfload'
4
span/load'
1&2-
span/load'
3
s anfload`
4
s anfload*
1&2
s anfload*
3
span/load'
4
s anfload'
Cantilever
100 20'-8" 113 23'-1" 13 22--4" 13 16'-6- 20 18'-5- 20 17'-10' 20 15'-5': 23 17'-2- 123 16'-7" 23 4'-0- 45.
110 20'-1' 14 22'-5" 14 21'-8" 14 16--1" 21 18--0" 21 17'-5' 21 13'-l- 32 15'-11" 27 15'-4' 27 4'-0" 55
120 18'-2" 17 20'-0" 17 19'-8" 17 13'$" 30 16'$" 25 15'-11" 25 11'-10'. 39' 13.-3" 39 12'-9" 39 4'-0" 65
123 17'$" 17- 19'-9" 17 19'-1", 17. 13'-2" 32 16'-l" 26 15'-7' 25 11'-7' 41 12'-11" 41 12'-6" 41 4'-0". 69
130 16'-9' 20 18'-8" 20 18'-1" 20 12'-6" 35 15--4" 29 13'-6' 35 11'-0" 45 12'-4' 45 11'-11," 45 4'-0" 77
140-1 15'-T 23 1T-5" 23 16'•10" 23 11'-8" 40 13'-1" flit 12'-7- 40 11'-0' 45 12'-4" 45 11'-11" 45 3'-11" 89
140-2 15'-7' 23 1T-5" 23 16'-10" 23 11'-8" 40 13A" 40 12'-7' 40' 9'-7" 59 11'"'- 53 10'-11". 53 3'-11" 89
13'-2_•-32 16'-4' 26 15.-9- 26 10'_71- 46 12'-2" 46 11'-9' 46 8'-11' 8 10'-8" 60 10'-4" 60 3'$" 102
Wind. Open Structures. Mono -Sloped oofl Screen Rooms & Attached Covers Glass 8 Modular Rooms Enclosed Overhang
Zone:
MPH
1&2
s anfload`
3
spa nfload'
4
span/load.
1&2
s an/load*
3.
s an/I d*
4
s an/load'
1&2
s anfload`
3
s an/load*
a 4
spa
Cantilever
100 24'-3' 13 2T-1" 13 26'-2" 13 19'-4" 20 21'$" 20 20'-11" 20 18'-1"
23k
23 79'-6" 23 4'-0" 45
110 26'-4" 14 25'$' 14 1B'-1 P 21 21'-2" 21 20'-5' 21 16-_" 27 27 18'-0" 27 4'-0" 55120.' 23'-10" 17 23'-011 25 19'-0" 25 18'-9" 25: 75'-4" 3232 16'-6' 32 4'-0' 65
123 23--3" 17H17 16'-11" 26 18'-11" 26 18'-3" 26. 13'-7" 4134 16'-1" 34 4'-0" 69
130 - W14 21'-11'20 20 16'-1- 29 17'-11- 29 17'-4" 29 12'-11" 45 38 15'-2"38 4'-0"77
140-1 20'-5"- 23 23 13'-8" 40 16'-7' 34 16'-1' 34 12'-11"- 4538 15'-2" 38 4'-0* 89
140-2 3 20'-5' 23 23 7TT8" 40 16'-7" 34 16'-t' 34. 11'-11". 5353 12'-10" 53 4'-0" 89
150 19'-2". 26 26 12'-9" 46' 95'$' 39 13'-10" 46 91'-2" 60BO 12'-1" 51 4'-0" 102
Wind O en Structures Mono-SlopedRoof Screen Rooms& Attached Covers I Glass & Modular Rooms: Enclosed Overhang
Zone
MPH
1&2
s an/load*
3
s anfload*
4
spa n1load*
1&2
s an/load"
3
s aMoad*
4
s an/load*
1&2
s anfload*
3
s anfload•
4
s aMoad•
Cantilever
100 22'-8' 13 25'4" 13- 24'$" 13 18'-1' 20 20'-3' 20 19'-7' 20 16-11" 23 18'-11" 23 18'-3"- 23 4--0- 45
1 10. 22'-0' 14 2 $ 4' " 1 4 23'-10" 14 1T$" 21 19'-9" 21 19'-1- 21 15'-T 27 1T-5` 27 16'-10" 27 4'-0' 55
120 19'-11" 17 22'-3" 17 21'$" 17 i6'-2" 25 18'-7' 25 17'-6' 25 12'-11" 39 16'-0" 32 15$" 32. 4'-0" 65
123 19'-5' 17 21'-8 07 20--11" 17 15'-10- 26 17'$' 26 1T-1' 26 72'$" 41 15'-7" 34 15--l" 34 4'-0" 69-
130 18'4' 20 20'$" 20 19--10" 20 15'-0" 29 16'-10" 29 16'-3' 29 12'-1" 45 13'-6" 45 13'-0" 45 4'-0- 77
140-1 1T-1' 23 19'-1". 23 18'-5"' 23 12'-10" 40 15'-6- 34- 15'-0' 34 12-1" 45 13'-6". 45 13'-0'. 45 4'-0"- 89
140-2 1T-1' 23 19'-1" 23 1&-5" 23 12'-10" 40 15'-6" 34 15'-0" 34 11.'-7" 53 12'-5' S3 12'-0" 53- 4'-0" 89.
15016'-026 1T-11" 26 1T"-26 11'-i 1', 46 13'-4" 46 12'-11' 46 10'-5" 60 11'$" 60 11'-4"" 60 4'-0' 102
Wind Open Structures Mono -Slopeded Roof, enScreRooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang Zone
MPH
1&
2 s "
an/load`. 3
s
anfload* 4-
s
an/load* I 1&2 s
an/load* 3
s
anfload` 4
spa
1&
2i s
anfload* 3
span/
load` 4
s
anfload* Cantilever
100
26'-2- 13 29'-3" 110
25'-5" 14 28'-5" 14 27--5" 114 20'A" 21 22'4" 21 22'-0" 21 17'-11- 27 20'-1-. 27 19'-5" 27 4'-0" 55 120
22'-11' 17 25'$' 17 24'-10" 17 18'-8" 25 20'-10' 25 20'-2' 25 16'$" 32 18--5- 32 17'-10" 32 4'-0' 65 123
22'-4" 17 25'-0" 17 24'-2" 17 18'-3" 26 20'-5" 26 19'$" 26 16'-1- 34 1T-11" 34 17'-4' 34 4'-0" 69 130
21'-2- 20 23'4" 20 22--10" 20 17'-4" 29 19'-5" 29 18'-9' 29 15'-2" 38 16'-11" 38 16', 77 140-
1 19'-8" 23 21'-11" 23 21'-3" 23 16'-0" 34 1T-11" 34 17'_3' 34 15'-2" 38 16'-11" 38 16'-0" 38-. 4'-0' 89 140.
2 19'$' 23 21'-11' 23 21'-3' 23 16'-0" 34 7T-11" 34 1T-3'. 34 12'-10" 53 15'-9" 44 15'-2" 44 4'-0" 89 150.
18'$"' 26 20'$" 26 1 19--11" 26 13'-9- 46 16'$" 39 16'-2-. 39 1Z 1" 60 13'-6" 60 13'-0" 60 4'-0- 102 nose.
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0.040" o Ix = 0.234 in.'
Sx = 0.240 in.'
Ic
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.045"
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A = 0.538 in? 0
m Ix = 0.642 in.4
0.428 in.'
6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
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0.060" o A = 0.768 in?
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Sx = 0.585 inP
6005-T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.050"
Co A = 0.697 in.'
Ix=1.428in`
Sx=0.714in.'
6005 - T5
2" x 4" x 0.050" HOLLOW SECTION
SCALE 2" = 1'-0"
3.00' 1
A = 0.552 in.'
0.045" Ix = 0.342 in.'
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Sx = 0.342 in.'
6005 - T5
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = T-0"
2.00'
A = 0.776 in?
Ix = 1.953 in.
0.046" o Sx = 0.977 in.'
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 4" x 0.046" x 0.100"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
A = 0.964 in.'
Ix = 3.688 in. °
0.050" o Sx = 1.475 in?
u;
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.096"
SELF MATING SECTION
SCALE 2" = T-0"
z00
A = 1.098 in?
0
0.050" q Ix = 5.938 in. °
Sx = 1.979 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.02"
o A = 1.277 in?
0,060" ^
Ix = 8.873 in. °
Sx = 2.534 in.
6005 - T5
STITCH WI (1) #100/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.072" o
A = 1.8s5 in?
Ix = 16.622 in'
Sx = 4.156 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.112"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.072" o
m
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 0.112"
SELF MATING SECTION
SCALE 2" = 1'-0"
200
F1
0.082" o
A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 in.'
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.090"
O
A = 3.023 in?
Ix = 42.466 in.'
Sx = 8.493 in?
6005-T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.187"
SELF MATING SECTION
SCALE 2" = 1'-0"
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These alloy indentification marks have been provided to O n
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These alloy marks are used solely for our 6005 extrusions. It is C 0 ^ 3
ultimately the contractors responsibility that they receive and use only w m o ^ a
6005 alloy shapes when using this engineering. We are providing this a- N s
document to simplify the indentification of our 6005 alloy materials to v LLI o
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country'0
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INDICATOR TCI
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GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33-0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 1/2" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warranted 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
load. Multipliers for other wind zones have been provided. Allowable loads
include a 133% wind load increase as provided for in The 2007 Florida Building
Code with 2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psl; Shear 24,000 psi
Screw Size
d = diameter
Embedment
Depth
In.)
Min. Edge DisL & .
Allowable LoadsAnchorSpacing
5d (In.) Tension Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-112" 1-1/4273# 236# 2"
1-114" - 316# 1 236# TAPPER (
Concrete Screws 3116"
1-1/4" 1 15116- 288# 167# 13/
4" 15116" 371# 259# 1/
4" 1-1/4" 1.1/4" 427# 200# 13l4"
1-1/4" 544# 216# 3l8"
1-t12" 1-9116" 511# 402# 1314"
33/8" 703# 455# POWER
BOLT (Expansion Bolt) 114'
2" 1-114" 624# 261# 5116"
3" 1-718" 936# 1 751# 318"
1 3-1/2" 1 1-9116" 1,575# 1,425# 112"
1 5" 12-1/2" 2,332# 1 2,220# POWER
STUD (Wedge -Bolt 0) 1/
4" 2314" 1-114" 812# 326# 3/
8" 4-1/4" 1,358# 921# 1/
2" 6" 2-1l2" 2,271# 1,218# 518"
1 7" 2.114" 3,288# 2,202# yam
1114"
2-112" 2.114" 878# 385# 318"
3-112" 3-1/4" 1,705# 916# 112"
4" 3-3/4" 1,774# 1,095# Notes:
1.
Concrete screws are limited to 2" embedment by manufacturers. 2.
Values listed are allowed loads with a safety factor of 4 applied. 3.
Products equal to ravel 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 fora pool enclosure
by dividing the uplift bad 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 = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER
OF ANCHORS = 1/2(20.42') x T x 10# / Sq. FL ALLOWED
LOAD ON ANCHOR NUMBER
OF ANCHORS = 714.70# = 1.67 427#
Therefore,
use 2 anchors, one (1) on each side of upright. Table
is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Screw/
Bolt Allowable Tensile I Uplift Loads on Screws for Nominal Wall Thickness ('t') (I Size
Nd.__ 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 1 0.125" 8
0.164" 122 139 153 200 228 255 10
0.190" 141 161 177 231 263 295 12
0.210" 156 178 196 256 291 327 14
0.250" 186 212 232 305 347 389 529 114"
0.240" 179 203 223 292 333 374 508 5/
16" 0.3125" 232 265 291 381 433 486 661 3/
8" 0.375" 279 317 349 457 520 584 793 - 112"
1 0.50" 1 373 423 465 1 609 693 779 1057 Allowable
Shear Loads on Screws for Nominal Wall Thickness 't') (Ibs.) Screw/
Bolt Single Shear Size
Nd 0.044" 0.050" 0.055" 0.072" 1 0.082" 0.092" 0.125" 8
0.164" 117 133 147 192 218 245 10
0.190" 136 154 170 1 222 253 284 12
0.210" 150 171 188 246 280 293 14
0.250" 179 203 223 292 333 374 508 114"
0.240" 172 195 214 281 320 358 487 5116"
0,3125" 223 254 279 366 416 467 634 318"
0,375" 268 305 335 439 499 560 761 12"
0.50" 357 406 447 585 666 1 747 1 1015 Allowable
Shear Loads on Screws for Nominal Wall Thickness T (Ibs.) Bolt
Double Shear Size
Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 114"
0.240" 343 390 429 561 639 7W 974 5/
16" 0.3125" 446 508 559 732 832 934 1269 3/
8" 0.375" 536 610 670 878 998 1120 1522 712"
0.50" 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 6063
T-6 1269 5052
H-25 1522 6005
T-5 1 2030 Allowable
Load Coversion Multipliers for
Edge Distances More Than Sol Edge
Distance
Multipliers
Tension
Shear Sol
1.00 1.00 6d
1.04 1.20 7d
1.08 1.40 8d
1.11 1.60 9d
1.14 1.80 10d
1.18 2.00 11d
1.21 12d
1.25 Table
9.5A Allowable Loads & Roof Areas Over Posts for
Metal to Metal, Beam to Upright Bolt Connections Fnrinsad
Rtnlrtnrac (nl 97 d9 If/SF Fastener
diam.
min. edge distance
min.
ctr. to
ctr. No.
of Fasteners I Roof Area (SF) 1 /
Area 31 Area 41 Area 1/
4" 112" 5/8" 1,454 - 53 4362 - 159 5,819-212 5116"
3/8" 7/8" 1,894 - 69 41.a.
5
56 73/8" 314"2,272 82 6,816 - 249 9,088 - 331 12"
7" 1-114 3,30 -110 9,090-332 12,120-442 Table
9.5B Allowable Loads & Roof Areas Over Posts for
Metal to Metal, Beam to Upright Bolt Connections Fnrin-
f Rtn"fi.- rnl QS S't ffMc Fastener
diam.
min, edge distance
min.
ctr. to
ctr. No.
of Fasteners I Roof Area (SF) 1 /
Area 21 Area 31 Area 4 / Area 114"
112" 518" 1,454 - 41 29908 - 82 4,362 - 125 5,819 - 164 5l16"
318" 7/8" 1,894 - 53 3,788 - 107 5,6112 - 160 7,576 - 213 318"
314" 1" 2,272 - 64 4,544 - 128 6,816 - 192 9,088 - 256 1/
2" 1" 1-1/4" 3.030-85 6,060-171 9,090-256 12,120-341 Notes '
or I awes a.0 A, M: 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 2-112d 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
Distance1104
Allowable
MultiLoad IlemShear
12d
11d
10d
2.00 9d
1.80 8d
1.60 7d
1.40 6d
1.20 Sd
1 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 # I SF) fFor
Wind Raninne other than 17n MOM I Irn rnn"cret Ir- "r n"«..:.. `..('il.l" - CONNECTING
TO: WOOD for OPEN or ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
2 3 4 1"
264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF 114"
e 1-1/2- 396# - 14 SF 792# - 29 SF 1188# - 43 SF 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"e 1-1/2" 468# - 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF 2.
1 /2" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# - 114 SF 1"
3564-13 SF 712#-26 SF 1068#-39SF 1424#-52 SF 3I8"
e 1-112" 5#-19 341068#-39 SF 1602#-58SF 2136#-78 SF 2
12" 890#-32 SFSF 17 80#-65.SF 267 0#-97 SF 1 3560#-130 SF CONNECTING
TO: CONCRETE Min. 2,500 ps9 for PARTIALLY ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
2 1 3 1 4 TYPE
OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 1/
4"o 1-712" 273#-105F 546#-20 SF 819#-30 SF 109.-40 SF 2"
316# - 12 SF 632# - 23 SF I 948# - 35 SF 1 1264# - 46 SF TYPE
OF FASTENER = Concrete Screw Rawl Tapper or Equivalent) 3116"
e 1-1/4" 288# - 11 SF 572 - 21 SS 864# - 32 SF 1152# - 42 SF 1-
3/4" 371#-14 SF 742#-275F 1113#-41 SF 1484#-54 SF 1/
4"o 1-1/4" 365# - 13 SF 730# - 27 SF 1095# - 40 SF 1460# - 53 SF 1-
3/4" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 3/
8"e 1-112" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1-
3/4" 70311- 26 SF 1406# - 51 SF 2109# - 77 SF 2812# - 103 SF TYPE
OF FASTENER Expansion Bolts (Rawl Power Bolt or Equivalent) 318"
o 2-1/2"- 1 1050#-38SF 2100#-77SF 3150#-115SF 420.-153 SF 3-
1 /2" 1575# - 57 SF 3150# - 115 SF 4725# - 172 SF 6300# - 230 SF 112"
0 3" 1399# - 51 SF 27984 - 102 SF 4197# - 153 SF 5596# - 204 SF 5"
2332# - 85 SF 1 4664# - 170 SFj 6996# - 255 SFJ 9328# - 340 SF 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 loads for Glass!
Enclosed Rooms (MWFRS); I = 1.00. Table
9.6 Maximum Allowable Fastener Loads for
Metal Plate to Wood Sunoort 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
26.3 1.01 120
27.4 1.00 123
28.9 0.97 130
32.2 0.92 140-
1 37.3 0.86 140-
2 37.3 0.86 150
42.8 0.80 Metalto-
Plywood 1/
2" 4 ply 5/8" 4 ply 1 3/4" 4 ply Shear
Ibs.)
Pull
Out Ibs.)
Shear
lbs.)
Pull
Out Ibs.)
Shear
fibs.)
Pull
Out Ibs,)
Scraw08
93 113 59 134 71 10
100 ItO 120 69 141 78 12
118 131 78 143 94 14
132 145 88 1 157 105 Table
9.7 Aluminum Rivets with Aluminum or Steel Mandrel Rivet
Diameter Tension (Ibs.) Shear Tension (Ibs.) Shear 118"
129 176 210 325 S132"
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 / Anchor Size Max
Size of Beam Upright
pffachment Type Size Description To Wall 0
To
Upright / Bea 0
2"
x4"x 0.044" Angle 1"x 1"x 0.045" 3/16' 10 2"
x 4" x 0.044" Angle 1" x 1"x 1/16' (0.063") 3/16" 12 2"
x 5" x 0,072" Uchannel 1-1/2" x 1-1/2" x 1-1/2" x 0.125' 1/2' 14 2"
x 6" x 0.072" U-channel 1"x 2-1/8" x 1"x 0.050" 5/16" 5/16 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 2"
x 7" x 0.072" Angle 1-1/2" x 1-1/2' 3/16'(0.188") 1/4" 14 2"
x 10" x 0.072" Angle 1-12' x 1-112' 1/8"(0.062") 114" 14 2"
x 7" x 0.072" Angle 1-3/4" x 1-3/4" x 1/8"(0.125") 1/4" 14 2"
x 10" x 0.072" U-channel 1-3/4' x 1-3/4" x 1-314" x 1/8' 3/8" 14 2"
x 10" x 0.072" Angle 2" x 2" x 0.093' 318" 3/8" 2"
x 10" x 0.072" Angle 2" x 2" x 1/8"(0.125") 5/16" 2"
x 10" x 0.072" Angle 2" x 2" x 3/16"(0.313') 1/2" 1/2" 71
ofscrewstobeam, wall, and/or post equal to depth of beam. For screw sizes use the stitching
screw size for beam / upright found in table 1.6. 2.
For post attachments use wall attachment type = to wall of member thickness to determine
angle or u channel and use next higher thickness for angle or u channel than the upright
wail 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_ Dyne
Bolts (1-518" and 2-
1/4" embedment respectively),,. Anch
3/
16" Sizeor1.
00 0.46 112"
0.46 1.00' Table
9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads
and Areas for Screws in Tension Only Maximum
Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 91 SF) CONNECTING
TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
2 3 4 1"
264# - 7 SF 5284 - 15 SF 792# - 22 SF 1056# - 30 SF 1/
4"e 1-1/2" 396# - 11 SF 792# - 22 SF 1188#- 33 SF 1584# - 45 SF 2.
112" 660 - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 1-
312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 5116"
e 1-1/2" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF 2.
112" 1 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF 3/
8"e 1"
356#-10 SF 712#-20 SF 1068#-30 SF 142.-40 SF 1-
1/2" 534# - 15 SF 1068# - 30 SF 1602# - 45 SF 1 2136# - 60 SF 2-
112" 890# - 25 SF 1780# - 50 SF 2670# - 75 SF 3560# - 100 SF CONNECTING
TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener
Diameter
I Length of Embedment
Number
of Fasteners i
2 1 3 1 4 PE
OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 114"
e 1-1/2" 233# - 8 SF 466# - 17 SF 699# - 25 SF 932# - 34 SF 2"
270# - 10 SF 540# - 20 SF 810# - 30 SF 1 1080# - 39 SF PE
OF FASTENER Concrete Screw (Rawl Tapper or Equivalent 3116"
e 1-112" 24# - 7 5 492# - 18 IF 8U - 21 S 984# - 28 SF 13/
4" 316i-9SF634- 14SF 27 1 1268# - 36 SF 114"
e 1.112" 365# - 10 SF 730# - 21 SF 1095# - 31 SF 1460# - 41 SF 13/
4" 465# - 13 SF 930# - 26 SF 13954 - 39 SF 1 1860# - 52 SF 3/
B"e 1-1/2" 437# - 12 SF 874# - 25 SF 1311# - 37 SF 1 1748# .49 SF 13/
4" - 601 # - 17 SF 1202# - 34 SF 1803# - 51 SF 1 2404# - 68 SF PE
OF FASTENER = Expanslon Bolts (Rawl Power Bolt or Equivalent) - 3/
8"e 2-1/2" 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# - 136 SF 11
32" 1303# - 37 SF 2606# - 73 SF 3909# - 110 SFI 5212# - 147 SF tl2"
e 3"1 1806# - 51 SF 3612# - 102 SFJ 5418# - 152 SFI 7224# - 203 SF 5"
1 1993# - 56 SF 13986# - 112 SFJ 5979# - 168 SFJ 7972# - 224 SF Note:
1.
The minimum distance from the edge of the concrete
to the concrete anchor and spacing between
anchors shall not be less than 5d where
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
I 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-
1&2 48 0.88 150.
56 1 0.81 Table
9.9 Minimum Anchor Size for Extrusions Wall
Connection Extrusions
Wall Metal Upright Concrete Wood 2"
x 10" 114" 14 1/4' 1/4" 2"
x V. 1/4':::.#14 1/4' 1/4" 2"
x 8" 114" 12 1/4" 12 2"
xT' 1 3/if 10 3/16" 10 2"
x 6" or less 3/16" 8 3/16' 8 Note:
Wall,
beam and upright minimum anchor sizes shall be used for super gutter CO connections.
Z Table
9.3 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal
to Metal Anchor
Size 8 10 12 14" 5116" 3/8" 8
1.00 0.80 0.58 0.46 0.27 0.21 10
0.80 1.00 0.72 0.57 0.33 0.26 12
0.58 0.72 1.00 0.78 0.46 0.36 14
0.46 0.57 0.78 1.00 0.59 0.46 5/
16" 0.27 0.33 0.46 0.59 1.00 0.79 3/
8" 0.21 0.26 0.36 0.58 0.79 1.00 X
WtY
Om
O
f- CO
Alternative
Anchor Selection Factors for Anchor / Screw Sizes ? Concrete
and Wood Anchors concrete
screws: 2" maximum embedment) Anchor
Size 3/16" 1/4" 318" 3/
16" 1.00 0.83 0.50 1/
4" 0.83 1.00 0.59 3/
8" Z
Z
W1
O
LL0.
50 0.59 1.00 -p WMultiply
the number of #8 screws x size of anchor/screw desired and round up to the next even number of
screws. Examplet
If (
10) #8 screws are required, the number of #10 screws desired is: 0.
8x10=(8)#10 o
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