HomeMy WebLinkAbout303 Borada RdRECEIVED
MAR 2 3 2011 C
CITY OF SANFORD
B i BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Jy /
Application No: Documented Construction Value: $ r;q a -2-0-`)
r
Job Address:3 ®---,") 601RA DA A Historic District: Yes No
A .
Parcel ID:
Descriptioi
Plan Review Contact Person: F R I C WE N 00 a F
t
Title: (i1A NA taC-_R
Phone: Hol-2SL1-7100 Fax: tial -8.3L4-3197 E-mail: :_ricule, odarRc4.A,4Nd m
Property Owner Information
Name 13A R P Y 1 ON (;S Phone:
Street: 303 Gois/A pA RD Resident of property?:
City, State Zip: SAV FQ RD 'FL.
Contractor Information
Name ROWS P001 SERVICE, -INC.
Street: 850 E. Semoran Blvd.
City, State Zip:
Casselberry, FL 32707
Phone: 93Y-7 inFax: 3 31 q -7 r
State License No.: SC C LS/ j L699 %
Architect/Engineer Information
Name: L. E NNJE*=
Street: P 0 BOX R90G3&
City, st, zip: PORT o RA N %E f I L
Bonding Company:
Address:
Building Permit
Square Footage: n n a
No. of Dwelling Units:
Electrical
New Service — No. of AMPS:
Phone: 09&-767- y77 7
Fax: 3 9 - 76, 3 - (, 52S_6
E-mail:
Mortgage Lender:
Address:
PERMIT INFORMATION
Construction Type: No. of Stories:
Flood Zone:
Mechanical (Duct layout required for new systems)
Plumbing
New Construction - No. of Fixtures:
Fire Sprinkler/Alarm No. of heads:
i
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 i
A14,
Si' n o er Date Signaf Contractor/Agent Date
Pri is Name Print Contra gent' Name
re of Notary- a of Florida ate Sig a of No of Florida Date
BETH L MOORS SETH L I IOORE
t= MY COMMISSION # DD877192 °= PAY COMMISSION # DD877192
EXPIRES April 02, 2013 NXd EXPIRES April 02, 2013
407) 398 0153 FloddalloteryService.com (407) 398.0153 FloddallotaryServ e.com
Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or
Produced ID Type of ID Produced ID Type of ID
APPROVALS: ZONING: 0 $'}J A UTILITIES:
ENGINEERING:
COMMENTS:
Rev 11.08
FIRE:
WASTE WATER:
BUILDING: 302
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THIS INSTRUMENT PRf PAREBY:
Name: e-11 I - T
Address:
A-1;5t l UZRRy ,
1
State of Florida
SEMINOLE COUNTY
Pinks IV.a'ruR.AL LI MMI F
HOMERIC "inn Mimi 11111111IN 1111
MRYWE MORSE, CLERK OF CIRCUIT COURT
SEMINOLE COUNTY
BK 07544 Pg 1742; Upg)
CLERK'S #1 201 1030517
RECORDED 03/23/2011 QiBO&2® PN
RECORDING FEES 10.04
RECORDED BY T Saith
NOTICE OF COMMENCEMENT
Permit Number 1, i.-' 10 R Parcel ID Number (PID)IQ n?C— n- Ua, -()QC)CJ -0t, 10—
The
0
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713,
Florida Statutes, the following information is provided in this Notice of Commencement.
DESCRIPTION OF PROPERTY (Legal description of the property and street address if available
r -,_f ^'T", t tia 'v "l u tr\nt:,n I 1 4 - Rn(*AO-f)
u --) t rni 1* --1 PP, ALJ O/ -c i:; -1 '7 "NJF()f'1) - -L :SA -7 / 5
GENERAL DESCRIPTION OF IMPROVEMENT 5'C Rf=-e- N C LL) Q
OWNER INFORMATION
Name and address:
CONTRACTOR
Name and address:
S
BOB'S POOL SERVICE, INC.
Persons within the State of Florida Desig
by Section 713.13(1)(b), Florida Statutes.
Name and address:
In addition to himself, Owner Designates
Section 713.13(1)(b), Florida Statutes.
by Owner upon whom or other documents may be
ERZIFIED,
pr
Y ANNE
M9ouR
ERK 0 - FLORtD
mw
6tiM .
gU K
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of
To receive a copy of the Lienor's Notice as Provided in
Expiration Date of Notice of Commencement:
The expiration date Is 1 year from 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 1, SECTION 713.13,
FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A
NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST
INSPEC11 U INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
tAMENCIN -WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
COUNTY OF SEMINOLE
OWNERS SIGNA#q.JRE ' OWNERS PRINTED NAME
NOTE: Per Rokida Statute 713.13(1) (g), owner must sign...... and no one else may be permitted to sign in his or her stead."
The foregoing instrument was acknowledged before me this day o ffi--9 i0
by -9„g 00- Y J Q N F S W ' personally kn to me
Name of person making statement
OR who has produced identification _ type of identification produced
VERIFICATION PNUIRSUAN130 SECTION 92.525, FLORIDA STATUTES.
UNDER PNALTIE ERJURY ECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT
ARE TR
4
LEDGE AND BELIEF.
V. NATURE F NATURAL PERSON SIGNING ABOVE
i IOORE
Y PUS BE 1 f L
IAy COMMISSION # DD877992
EXPIRES Apri102, 2013
Ser, e.com
4 071 398 Floes
SINCE 1974
850 E. Semoran Blvd
Casselberry, FL 32707
Office: (407) 834-7100
Fax: (407) 834-3197
www.bobspoolsandscreens.com
NAME + - Z s3
f t. l VoNen—
DATE ,
i
ADDRESS. r
fft
t1 j
CITY h ® STATE ZIPj'7'T-3 EMAIL
LOT#SUBDIVISION,
11'
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OTHER
We hereby submit specifications and estimates for: Vryw C) Mcy f
f7 r.
107
a48i 101
hereby propose to furnish labor &
331.A
a
Complete installation to (xjisting premises in accordance with the above specifications, for the sum of:
if _ e 0.
fi4 Id DOLLARS $ V With payments to be made as follows:
All materials guaranteed to be as specified. All work to be completed.in a wo,rkmanlike manner according to standard practices. Any alteration or deviation
from above specifications involving extra costs, will be executed only upon written orders, and will become an extra charge ove and above the estimate.
All agreements contingent upon strikes, accidents or delays beyond our control. This proposal subject to acceptance within) days and is void thereafter
at the option of the undersigned.
DISPUTE RESOLUTION: Any and all claims, disputes, and other matters in controversy between Contractor and Owner in any way arising out of or pertaining to
this contract or the formation of this contract shall either be determined pursuant to litigation in a court of competent jurisdicti in Seminole County, Florida, or,
M t Contractor's sole and exclusive discretion, n conduced pursuant to Chapter 682, Florida Statutes in -pc clnce with the rules for
ndi i are hereby incorpo-
ated byreference into the terms and provisions ofthis contract A copy of said rules may be obtained from Contractor, or by writ g the PA as ter. Owner may not
initiate or require arbitration of any dispute without Contractor s consent. In the event Contractor elects to commence arbitration proceedings rather than initiate
judicial proceedings, Contractor may commence such arbitration proceedings bj sending a written request for arbitration to Chairman of the local FSPA chapter,
together with a filing fee as required by the rules. In the event Owner commences 4itigation in court, Contractor, at Contractors sole discretion, may, but is not required
to, compel arbitration, and in event contractor elects arbitration as the dispute resolution methodology in connection with Owner initiated judicial proceedings, Owner
agrees to and shall be responsible for payment of any arbitration filing fee related theret o as.a condition precedent to dispute resolution. Owner agrees to abide by
Contractor's selection of the dispute resolution forum. At
Bob's Pools Authorized Sign re
ACCEPTANCEAF
The above prices, specifications and conditions are satisfactory
be made as outlined above.
Accepted
Date
do the work as specified. Payment will
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett
Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory
prerequisite to Contractors purchase of these materials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the slate 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 Contraclbes own work) would constitute
infringement of Bennett Engineering Group's copyright; and
1.7. Contractor Is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as
available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and
non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or
warrant that (a) use of the ASDM will meet Contractor's requirements or 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 attomeys' fees, to the the extent that
such action is based upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME:
CONTRACTOR LICENSE NUMBER:
COURSE # 0002299 ATTENDANCE DATE: l
CONTRACTOR SIGNATURE:
SUPPLIER:i'i
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN ENCLOSURES
1. Check the building permit for the following: Yes
a. Permit card & address .
b. Approved drawings and addendums as required . . . . . . . . . . . . . . .
u3
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . .
d. Notice of commencement . . .
2. Check the approved site specific drawings or shop drawings against the "AS
y o s
C3
BUILT" structure for. Yes
a. Structures length, projection, plan & height as shown on the plans. . . . . . . .
b. Beam size, span, spacing & stitching screws . . . . . . . . . . . . . . . .
c. Pudin size, span & spacing . . . . . . . . . . . . . . .
d. Upright size, height, spacing & stitching screws . . . . . . . . . . . . . . .
e. Chair rail size, length & spacing . . . . . . . . . .
f. Eve rail size, length, spacing & stitching of 1" x 2" to 2" x 2" . . . . . . . . . .
g. Enclosure roof diagonal bracing is installed snug . . . . . . . . . . . . . .
h. Wall cables or'KC bracing are installed snug . . . . . . . . . . . . . . . .
1. Knee braces are properly installed .
3. Check load bearing uprights for the following: 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 is anchored to deck through trick pavers than anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for.
a. Upright to beam connection and / or splices have correct number & spacing of Yes
screws. . . . . . . . . . - - - - - - - - - - - - - - - - - •
b. Overlap beam to upright or gusset plate . . . . . . . . . . . . . . . .
c. If angle brackets are used in framing check for correct thickness and size & number
of fasteners .
5. Check load bearing beam to host structure and / or gutter for. Yes
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . .
b. Size, number & spacing of anchors of bears to receiver . . . . . . . . . . . .
c. Size, number & spacing of anchors of receiver to host structure of gutter . . . . .
d. Correct anchoring of gutters to host structure . . . . . . . . . . . . . . .
6. Check the wall cables: Yes
a. Location & number . . . . . . . . . . . . . . . . . . . . . . .
b. Top bracket size and fasteners . . . . . . . . . . . . . . . . . . . . . .
c. Eye bolts are welded . . . . . . . . . . . . . . . . . . . . . . .
d. Bottom strap to concrete connection . . . . . . . . . . . . . . . . . . .
7. Check wall 'K` bracing (if required): Yes
a. Location & size . . . . . . . . . . . . . . . . . . . . .
b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . .
c. Number & size of fasteners . . . . . . . . . . . . . . . . . . . . . .
8. Check electrical ground: Yes
a. Properly completed . . . . . . . . . . . . . . . . . . . . . . . . . .
b. Angle, gusset or clip size & number . . . . . . . . . . . . . . . . . . . .
c. Number & size of fasteners .
9. Check the doors on pool enclosures: Yes
a. Door handle Q 54" from the deck . . . . . . . . . . . . . . . . . . . .
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: Screen Enclosures Design Checklist
SHEET 3: Screen Enclosures General Notes & Spars, Screen Enclosure Section Design
Statement, Conversion tables, Site Exposure Form, and Typical flat roof details.
SHEET 4: Isometric and elevation views of mansard roof, typical dome roof, gable roof,
tranverse roof, modifide hip roof, and typical two story screen details.
SHEET 5: Beam to post connection details.
SHEETS: Connection details, roof splice points, and typical screen door connection detail.
SHEET 7: Side plate details, typical beamsplice detail, la er I beam bracing details, and gutter details.
SHEETS: Gutter and transom wall connection details.
SHEETS: Gutter connection truss bracing details. -
SHEET 10: Super gutter to upright w/ angle connection details and brace connection details.
SHEET 11: Brace and beam connection details.
SHEET 12: Cable & k -bracing patterns and cable connection details.
SHEET 13: Cable & k -bracing connection details and purlin details.
SHEET 14: Post details.
SHEET 15: Post, knee wall and footing details.
SHEET 16: Extrusions
SHEET 17A-110: Tables showing 110 mph roof and wall member spans.
SHEET 17A-120: Tables showing 120 mph roof and wall member spans.
SHEET 17A-130: Tables showing 130 mph roof and wall member spans.
SHEET 17A-140: Tables showing 140 mph roof and wall member spans.
SHEET 17B: Screen enclosure tables showing mimimun upright sizes, # of screws, knee bracing &
anchoring required, overhang for rafters & trusses, and allowable spans for latfiludes north
30-30'-00" N
SHEET 18A- Moment connection details
SHEET 18B-110: 110 mph moment connection tables.
SHEET 1813-120: 120 mph moment connection tables.
SHEET 1813-130: 130 mph moment connection tables.
SHEET 18B-140: 140 mph moment connection tables.
SHEET 19A: Allowable spans tables for gutter & self mating beams, allowable attributable roof area per
post, schedule of beam sizes, and footings for screen enclosures.
SHEET 196: Allowable upright heights, chair rail spans, header spans tables under solid roof and post
details for screen enclosures.
SHEET 20A: Solid roof panel products - General Notes & Specifications, Design
Statement, design load tables, and gutter to roof details.
SHEET 20B: Roof connection details.
SHEET 20C: Beam details and composite roof panel allowable span tables.
SHEET 20D: Manufacturer specific roof panel.
SHEET 20E: Manufacturer specific roof panel.
SHEET 21: Fasteners- General notes & specifications, Design Statement, and allowable loads tables.
No SITE EXPOSURE EVALUATION FORM
QUADRANTI
No (
son EXPOSURE
I I
I
son
QUADRANT IV
EXPOSURE oa L4TW
I QUADRANTII
40•
lar
EXPOSURE
No
I I
QUADRANT III
EXPOSURE
soa
No I
L—•--•--•--•— -- --.
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
No
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK ITAS'B','C', OR 'D'
EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulattions or other
No irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant.
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT d
I hereby certify that the engineering contained in the following pages has been prepared in compliance with rzi
ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, u3
Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. p
Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be
used for codes other than the Florida Building Code. y o s
C3Structuressizedwiththismanualaredesignedtowithstandwindvelocityloads, walk-on or live loads, g
and/or loads as listed in the appropriate span tables.
All loads mwindusedinthismanualareconsideredtobeminimumloads. Higher loads and wind zones
may be substituted. 8 4,
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby F"
listed: w
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
3
3
of review and statement no financial interest is available upon request. A copy of Brian Stiriings' letter is apostedonmywebsite, www.lebpe.com.
m
S2. Any user of this manual, for the purpose of acquiring permits, must be a ficansed Architect, EhgMeet,
or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual within six months of becoming a client and bi-annua Ily
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes tycontainedherein. Structures exceeding these limits shall require site specific engineering.
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OFFICE
EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and inspectors,
These Identification insWctions are provided to contractors for peril purposes. The detail below illustrates
our unique "raised" external identification mark (Eagle 6061") and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchasers / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering.
1. Any building located within Exposure B -type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more
than 600 feet and width greater than 150 R
No 2. No short ter changes in b', 2 years before site evaluation and build out within 3 years,
site will be W.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet
No 4. Open terrain for more than 1,500 feet in any quadrant EAGLE 6061 I.D.
SITE IS EXPOSURE: EVALUATED BY: O G r U DATE: v ' DIE MARK
No
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08-12-2010 1 OF
DESIGN CHECK LIST FOR POOL ENCLOSURES
I. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009
Supplements, Chapter 20, ASiv135 and The 2005 Aluminum Djesign Manual Pan I -A & II -A;
ff sure "B' or "C' or D" _; Importance Factor 1.0' Negative I.P.C. 0.18;
T4PH Wind Zon r 3 second wind gust; Basic Wind PressurehL Design pressures are
PSF for roofs & L A) PSF for windward walls & -!9- PSF for leeward wails. (see page 3 for
wind loads and design pressures) A 300 PLF point load is also considered for screen roof
members. All loads are based on 20 x 20 x .013 screen density. Deflection limits meet or exceeds
FBC 1604.3.
Notes: Wind velocity zones and exposure category is determined by local code. Design pressures
and conversion multipliers are on page 3. -
II. Host Structure Adequacy Statement
I have inspected and verify that the host structure is in good repair and attachments made to the
structure'will be
solid. j D@!,E. lo"' ' ,Phone:[3 ' 100
Contractor / Authorized Rep* Name (please print)
27 Date:3/J/
Contractor / Authorized Rep* Signature
383 8 rl_114 rd
Job Name & Address
Yes No
7. Anchors go through pavers into concrete . . . . . . . . . . . . . . . . JL _
8. Minimum footing and / or knee wall details . . . . . . . . . . . . . . . . . _
9. Cable or K- brace details Section 1 . . . . . . . . . . . . . . . . . . .
Wail area calculations for cables:
W = wall width, H = wall height, R = rise
WI = width @ top of mansard, W2 =width @ top of wall
E. Select fooling from examples in manual.
F. To calculate the number of cables needed.
Example 1: Flat Roof
Front wall @ eave: ft. x ft = _____ft.2 @ 100% _ . . . . . . . . . , ft.2
W H a
Largest side wall: _ft. x ft. = ft 2 @ 50% _ ft?
W H b
Total area / (233 ft? /cable for 3132") _ _cable pairs
TOTAL fl?
or
Total area / (445 R2 / cable for 1/8") = _cable pairs
Side wall cable calculation: ft? @ 100% = , , , , , , , , , , , , , , ft.2
b
Side wall area / (233 ft.2 / cable for 3/32") = cables)
or
Side wall area / (445 ft? / cable for 1/8) = _cable(s)
Must have attended Engineer's Continuing Education Class within the past two years.
Wind
PressurePressure
ps.L)
Roofs
s.f.
Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16', Example 5: Dome Roof
site specific engineering is required.
100 13
C L
Ill. Building Permit Application package contains the following:
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . .
Y s No
5
Front dome wall @ eave: ft. x V ft _ fL @ 100%= I ft 2
9
Front dome rise: ft. x 1/2(R) = f ft.2 @100% _ % ft? B. Site plan or survey with enclosure location
C. Contractors / Designers name, address, phone number, & signature on plans..
110 14
b
Largest side wall: ft. x 2 @ 50% = ft 2
D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . .
E. Host structure truss overhang table 1.11 has been checked.
C/
5
W H c
0 per . . . . . . .
17
Largest side dome rise: ft. x fL = ft.2 @ 50%= _ft.2
1. If overhang exceeds choose detail per page 9 . . . . . . . . . . . . .
F. Enclosure layout drawing @ 1/8' or 1/10" scale with the following:. . . . . . .
L
J -/TOTAL
6
R W d
Z L ft.2
1. Plan view wih host structure, enclosure length, projection for host structure,.
123 18
Total area / (233 ft.2 / cable for 3132"): pairs
and all dimensions.
13.3 6.3
or r
Total area / (445 ft.2 / for 1/8') = 2. Front and side elevation views wih all dimenslon & heights. . . . . . . .
20
cable r- cable pairs
Note: All mansard wall drawings shall include mansard panel at the top
14 7
2 QO 2$QSidewallcablecalculation: oft? + ft.2 = L2 100% = of the wall.
3. Beam location (show in plan & elevation view) & size..
14018.2 23
f @ _ft.2
Acable(s) Check table 1.1, 1.3 &1.6
15 8
Side wall area / (233 ft? /cable for 3132') _
Roof frame members allowable span conversions from Exposure "C"
150 26
or
Side wall area / (445 ft? / cable for 1/8') _cables)
Procedure "B' Exposure or _"C" or "D" Exposure for load width of _:
18 9 33 1
Note: Conversion factors do not apply to members subject to point load (noted in the
Example 6: K -Bracingtablesaspborpd.
SPAN REQUIREDMEMBER SPAN FOR EXPOSURE IN TABLE K -bracing shall be used for all wind zones of 130 MPH and higher.
1) The following shall apply to the installation of K -BRACING as additional bracing to diagonal wind bracing for
x(b or d) =
pool enclosures:
EXPOSURE MULTIPLIER a) FRONT WALL K -BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
see page 3) TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL
4. Upright location & size show in plan & elevation view.. . . . . . . . . . EXAMPLE: FRONT WALL AREA @ 100% (8'x 32) = 256 Sq. FL
Check both tables 1.3 & 1.6
S. Chair rail & girt size, length, & spacing. .
SIDE WALL AREA @ 50% (8'x2(Y) = 80 Sq. FL
TOTAL WALL AREA = 336 Sq. FL
Table 1.4)
6. Eave length, 1
800 SF > 336 SF THUS ONE SET OF FRONT WALL K -BRACING IS REQUIRED.
rail size, spacing and stitching of . . . . . . . . . . . . . b) SIDE WALL K -BRACING -ONE SET FOR 233 SF TO 800 SF OF WALL.
Table 1.2) c To calculate the required for free standing pool enclosures use 100% of each walleqpairofkacentWallframememberallowablespanconversionsfrom "B" Expsure to _'C" or - D. area & 50% of the area of one adjacent wall. w
Exposure for load with of _:
Look up span in appropriate wind zone span table and apply the following formula if the member
noted is ub (bending) or ud (deflection). GENERAL NOTES AND SPECIFICATIONS
SPAN REQUIREDMEMBER FOR EXPOSURE'C" SPAN 1. The following structures are designed to be married to site built block orwood frame DCA approved modular
structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in
x _ (b or d) = good condition and of sufficient strength to hold the proposed addition.
EXPOSURE MULTIPLIER
2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire an
see page 3)
7. Enclosure roof diagonal bracing In plan view . . . . . . . . . . . . .
Yes / ' No 3.
architect or engineer to verify host structure capacity.
The structures designed using this section shall be limited to a maximum combined span and upright height of
50' and a maximum upright height of 16'. Structures larger than these limits have
8. Knee braces, length, location & size
shall site specific engineering.
Table 1.7)
4. The structure designed using this section are for flat roof configurations where the primary roof beam to post
9. Wall cables or K -bracing sizes shown in wall views, . . . . . . . . . V 5.
connection is at a 90' angle.
Spans are for enclosures with mean roof heights less than 30'. For greater heights, site specific is required.
IV. Highlight details from the Aluminum Structures Design Manual:
A. Beam & Pullin tables
6. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific engineering
with size, thickness, spacing & spans/ lengths . is provided.
rabies 1.1 & 1.2 or 1.9.1 & 1.9.2)
B. Upright & tables thickness, & / lengths.
7. The proper structural name for a chair rail or top rail of an enclosure is a girt Thus the terminology shall be
gin with size, spacing, spans interchangeable.
Tables 1.3 & 1.4) J 8. Screws that penetrate the water channel of the super gutter shall have ends Gipped off for safety of cleaningC. Table 1.6 with beam & upright combination . . . . . . . . . . . . . :
D. Connection details to be used such as:
gutter and the heads of screws through the gutter into the fascia shall be caulked.
9. Span tables and attachment details for composite panels are in the solid roof panel products section.
1. Beam to upright . . . . . . . . . . . . . . . . . . . . . . . .
2. Beam to wail
G 10.
11.
When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
An additional ferrule is to be located
3. Beam to beam. .
4. Chair rail, purlins, &knee braces .
V
7
super gutter strap or required near the midpoint of the beam
spacing.Straps shall be attached to each truss / rafter tail when a 2" sub -fascia does not exist Straps at the
beam are not required when straps are placed @ each truss / rafter tail and spacing of straps does not exceedS. Extruded gutter connections . . . . . . . . . . . . . . . . . .
6. Angle to deck and / or sole plate . . . . . . . . . . . . . . . . .
12. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters may be
substituted. Gutter straps and/or ferrules shall be the width of the inside and outside of the super or extruded
gutter respectively. The center of the knee braces shall not be more than 6" above the lop of the super or
extruded gutter.
13. If the sub -fascia is 3/4", and the sub -fascia is in good repair, a 3/4" P.T.P. strip the width of the fascia may be
added to the existing sub -fascia by attaching the plywood with (2) 16d x 3" common nails or (2) #8 x 3" screws.
This gives the equivalent of a 2' fascia.
14. Spans may be interpolated between values but not extrapolated outside values.
15. All 2' X 4" and larger purlins shall have an internal or external angle clip or screw boss to fasten the bottom of
the purlin to the beam.
16. Load width and / or panel spacing used in determining spans / heights is measured from center to center of the
members.
EXAMPLE:
Screen panel A is 6' center to center. Screen panel B is T center to center. The load width of the frame member
between panel A and B is (672 + T/2) = 6.5' or 6-T.
The distance, spacing or load width is not measured between frame members as that would reduce it by 2" to
the load width if figured that way.
17. Definition, standards and specifications can be viewed online at www.lebpe.com.
18. Moment connections and moment tables can not be used in solid roof/ screen roof combination enclosures or any
connection that requires a knee brace such as in a dome roof.
19. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
20. Other shapes than those shown in Section 8 with State Product Approvals may be used with the details of this
section so long as the shapes are compatible with the details.
21. 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.
22. 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 O
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and di
Finisher.
23. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or o
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warantied as N
corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
24. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of
a
Enon-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the
Aluminum Assoctaton and should not be used. W
25. Any project covering a pool with a salt water chlorination disinfection system shall use the above
ZJJ
recommended fasteners. This is not limited to base anchoring systems but includes all connection
types. U.
0
SECTION 1 DESIGN STATEMENT Z0
The design loads used are from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads I. -
assume a mean roof height of less than 30'; roof slope of 0" to 20'; 1= 0.87 for 100 MPH and 0.77 for 110 or higher. L)
These loads are based upon wind tunnel testing and include all internal and external pressue coefficients. All loads are u-
based on 20 x 20 x .013 screen density. Deflection limits meet or exceeds FBC 1604.3. All pressures shown in the E
below table are in PSF (#/SF). All framing components are considered to be 6061-T6 alloy. LU
SECTION 1 Uniform Loads for Structures with Screen Roof & Walls Z
WinWind VelocitydVel)
Wind
PressurePressure
ps.L)
Roofs
s.f.
Exposure W
Windward Leeward
Wails (p.s.f.) Wails (p.s.t)
Roofs
s.f.
Exposure'C'
Windward Leeward
Walls (ps.f.) Walls (p.s.f.)
100 13 3 12 10 5 17 13
110 14 4 13 9 5 18 14
120 17 4 15 13 6 21 17
123 18 4.3 15.9 13.3 6.3 222 17.6
130 20 5 18 14 7 25 19
14018.2 23 6 21 15 8 29 23
150 26 7 24 18 9 33 1 27
Loads per table 2002.4
Z
Multipliers only appy to members when spans / heights Ore controlled by wind pressure, not by point load. Z U
Conversion Table 1A € 5
Wind Zone Conversion Factors for Screen Roof or Wall Frame Members M P, -
FromFrom 120 MPH Wind Zone to others; Exposure •B' N
Roofs Walls a. Wind Zone Applied Conversion Applied Conversion p
MPH Load NSF Factor Load #1 SF Factor LL LL
IN 3 1.15 1 12 1.12 01
110 4 1.00 13 1.07 ' Q12041.00 15 1.00
W d1234.3 0.96 15.9 0.97 m O
130 5 0.89 18 0.91 O
1401 & 2 6 0.82 21 0.85
150 7 0.76 24 0.79 Z a
Note: K C
Multipliers are for wall loads only. W WyMUlBpiiersonlyapplytomemberswhenspans / heights are controlled by wind pressure, not by
pokes load.
Z
f0 9
Conversion Table 1B w a
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" &"D" o yj
LL
Exposure "S"to' Exposure " "to" "
201,11MeanRoofLoadSpanMultiplierLoadSpanMultiplier
Height' Conversion Conversion
Factor Bending I Deflection Factor Bending Deflection
0-15, 1.210.91 0.94 1.47 0.83 0.88
15'. 20' 129 0.88 0.92 1.54 0.81 0.87
20'-25' 1.34 0.85 0.91 160 0.79 0.86
26 - 30' 1.40 0.65 0.89 1.66 0.78 0.85
y
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7.05 '
Multipliers only appy to members when spans / heights are controlled by wind pressure (Ub or Ud), not by point
load (Pb or Pd).
18
Conversion Example (Convert span for Exposure "B'to'C7:
OF
If max span found from span tables for Exposure 'B' - 31'-11'- 31.97
and the mean roof height of the structure is 0-iS then multiply span by 0.91
the span for Exposure'C' Is 31.97' 0.91 - 29.06 = 29'-1'
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18
08-12- 010 OF
rwr vvIrrc rwvr -
SCALE: N.T.S.
DETAILS AND NOTES ARE FOUN
PURLIN (TYP.)
SCREEN (TYP.)
PURLIN (TYP.)
SCREEN (TYP.)
SE
1
CABLE CONNECTION
SEE DETAILS SECTION 1)
K -BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
GIRT (TYP.)
1" x 2" (TYP.)
GRADE
CABLE CONNECTION
SEE DETAILS SECTION 1)
TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION
FRONT WALLS FRAMING
SEE TABLE 1.3, 1.4 & 1.6)
K -BRACING REQUIRED
FOR 120 MPH
EXPOSURE C OR
HIGHER
FRONT WALL SCREEN (TYP.)
1' x 2"(TYP.)
ALL ROOF TYPES
SCALE: N.T.S.
PURLIN (TYP.)
ALUMINUM BEAM
TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
SIZE MEMBERS PER
APPROPRIATE TABLES
EXISTING STRUCTURE
SIDE WALL CABLE
ALUMINUM COLUMNS
TABLE 1.3, 1.4 & 1.6) (TYP.)
TRIG" TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC
I (ALL ROOF TYPES)
SUBSEQUENT PAGES. SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
IV
H
SEE TABLES
1.3 & 1.6)
K -BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
W * PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
CABLE CONNECTION
SEE DETAILS SECTION 1)
SEE DETAILS SECTION 1)
HALTERNATEN CABLE
SEE TABLES 1 • x 2' (TYP.)
1.3 OR 1.6)
1'x 2" (TYP )
APPROPRIATE TABLES
L_
GRADE
K -BRACING REQUIRED FOR 12 0
K -BRACING (OPTIONAL) CABLE CONNECTION
MPH EXPOSURE C OR HIGHER CABL ECTION
GIRT SEE DETAIL SECTION 1)
TYPICAL DOME ROOF - FRONT WALL ELEVATION
VULL
U) Q
SCALE: N.T.S.
EXISTING S UCTURE RISER WALL WHERE
ALUMINUM B c W
REQUIRED
TABLES 1.3, 1.4 & 1.6) PURLINS (TYP.)
L
og
SIZE MEMBERS PER DIAGONAL ROOF BRACING
APPROPRIATE TABLES SEE SCHEMATIC SECTION 1)
a
CABLE BRACING
w
IH
k -
C
K -BRACING REQUIRED FOR 120
p
MPH EXPOSURE C OR HIGHER
z
GIRT (TYP.)
SCREEN (TYP.) SW
FRONT WALL ALUMINUM
W z
COLUMNS (TYP.) SIDE WALL FRAMING (SEE
TABLES 1.3, 1.4 & 1.6) LES 1.3, 1.4 & 1.6)
1"x 2" (TYP.)
m0
rwr vvIrrc rwvr -
SCALE: N.T.S.
DETAILS AND NOTES ARE FOUN
PURLIN (TYP.)
SCREEN (TYP.)
PURLIN (TYP.)
SCREEN (TYP.)
SE
1
CABLE CONNECTION
SEE DETAILS SECTION 1)
K -BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
GIRT (TYP.)
1" x 2" (TYP.)
GRADE
CABLE CONNECTION
SEE DETAILS SECTION 1)
TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION
FRONT WALLS FRAMING
SEE TABLE 1.3, 1.4 & 1.6)
K -BRACING REQUIRED
FOR 120 MPH
EXPOSURE C OR
HIGHER
FRONT WALL SCREEN (TYP.)
1' x 2"(TYP.)
ALL ROOF TYPES
SCALE: N.T.S.
PURLIN (TYP.)
ALUMINUM BEAM
TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
SIZE MEMBERS PER
APPROPRIATE TABLES
EXISTING STRUCTURE
SIDE WALL CABLE
ALUMINUM COLUMNS
TABLE 1.3, 1.4 & 1.6) (TYP.)
TRIG" TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC
I (ALL ROOF TYPES)
SUBSEQUENT PAGES. SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
IV
H
SEE TABLES
1.3 & 1.6)
K -BRACING REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER
TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
SIDE WALL MEMBER
CABLE CONNECTION 1•y CABLE CONNECTIONSCREENP.) W
SEE DETAILS SECTION 1) I l (SEE DETAILS SECTION 1) r
GIRT (rYP.)
1 7 HOST STRUCTURE
PURLIN (TYP.)
GIRT
1"x 2" (TYP.) 1'x 2" (TYP )
APPROPRIATE TABLES
L_
GRADE
GRADE K -BRACING (OPTIONAL) CABLE CONNECTION
11\
SEE DETAILS SECTION 1)
CABLE CONNECTION TYPICAL FLAT ROOF - FRONT WALL ELEVATIONSEEDETAILSSECTION1)
VULL
U) Q
GIRT
SCALE N.T.S.
TYPICAL TRANSVERSE GABLE ROOF - FRONT WALL ELEVATION
SCALE: N.T.S.
J
Q U)
o:
RISER WALL WHERE
EXISTING STRUCTURE REQUIRED
rW PURLIN (TYP.)
MEMBERS PER I ALUMINUM BEAM
APPROPRIATE TABLES
L_
TABLE 1.1 OR 1.9.1)
DIAGONAL ROOF BRACING
11\ SEE SCHEMATIC SECTION 1)
H
SW
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
EXISTING STRUCTURE -
K -BRACING (REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER)
SIZE MEMBERS PER
APPROPRIATE TABLES
SIDE WALLS AND FRAMING
SIZES
TABLES 1.3, 1.4 & 1.6)
ALUMINUM BEAMS
TABLE 1.1 OR 1.8)
PURLIN
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
GIRT (TYP.)
CABLE BRACING
I 1 -
141/4LJL IAL
TOTAL SPAN FROM TABLES
SPLICE POINTS FOR FLAT OR DOME ROOF
SCALE: N.T.S.
2 x 2 EXTRUSION
DOOR
HINGE LOCATION
2 x 2 EXTRUSION
HINGE LOCATION
HINGE LOCATION
NOTES:
1. Door to be "ached to structure with minimum two (2)
r(41) 2. Each hin a to be attached to structure with minimum f #12 x 314" S.M.S..
3. Each hi ge to be attached to door
Z2"
h a (3) #12x3!4' S.M.S..
4. Batt hinge to be mounted betwend 20 Inches from ground.
5. Top urge t0 be mounted between 20 inches from top of door.
6. If do r location is adjacent to uprig044" may be fastened to upright with #12 x 1'
S.M.S. 12" on center and within 3"ght.
J
Q U)
o:
M W
SIDESIDE WALL FRAMING
K -BRACING REQUIRED FOR 120
MPH EXPOSURE C OR HIGHER
U) Z
o
TABLE 1.3, 1.4 & 1.6)
FRONT WALL ALUMINUM
f-
q U) Z -J
p W
COLUMNS (TYP.)
W
TABLES 1.3, 1.4 & 1.6)
ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES) -J F
SW
SCREEN (TYP.)
VULL
U) Q
GIRT
SIDE WALL FRAMING 1" x 2" (TYP.)
TABLE 1.3, 1.4 & 1.6) CABLE BRACING
TYPICAL TRANSVERSE STACKED GABLE ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
EXISTING STRUCTURE -
K -BRACING (REQUIRED FOR
120 MPH EXPOSURE C OR
HIGHER)
SIZE MEMBERS PER
APPROPRIATE TABLES
SIDE WALLS AND FRAMING
SIZES
TABLES 1.3, 1.4 & 1.6)
ALUMINUM BEAMS
TABLE 1.1 OR 1.8)
PURLIN
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
GIRT (TYP.)
CABLE BRACING
I 1 -
141/4LJL IAL
TOTAL SPAN FROM TABLES
SPLICE POINTS FOR FLAT OR DOME ROOF
SCALE: N.T.S.
2 x 2 EXTRUSION
DOOR
HINGE LOCATION
2 x 2 EXTRUSION
HINGE LOCATION
HINGE LOCATION
NOTES:
1. Door to be "ached to structure with minimum two (2)
r(41) 2. Each hin a to be attached to structure with minimum f #12 x 314" S.M.S..
3. Each hi ge to be attached to door
Z2"
h a (3) #12x3!4' S.M.S..
4. Batt hinge to be mounted betwend 20 Inches from ground.
5. Top urge t0 be mounted between 20 inches from top of door.
6. If do r location is adjacent to uprig044" may be fastened to upright with #12 x 1'
S.M.S. 12" on center and within 3"ght.
0
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SCALE: N.T.S. w
TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: SEAL
H- MAXIMUM UPRIGHT HEIGHTS zSHEET
L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE. U N
ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES) -J F wSW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST m 1-
EXTRUSIONS ALLOWED BY SPAN TABLES ui
W- SCREEN PANEL SPACING W y Z
r w
CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES. -`m18
08-12-2010 OF Q
BEAM NOTCHED AROUND
2'xT
CONTINUOUS 2" x TOR (4)
MINIMUM POST SIZES
SPLINE GROOVE 2" x 3"
ATTACH TO 2" x 2"W1
10 x 1-1/2" S.M.S. @ 24" O.C.
e • e
OR CONTINUOUS SNAP
SIZE (SEE TABLE 1.6)
SECTIONS OR 2"x 3"(4)
s •
BEAM PER TABLE
FLAT ROOF
MINIMUM POST SIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
SELECT FASTENER SIZE,
NUMBER AND PATTERN
SEE TABLE 1.6 & 9.5A OR 9.5B)
BEAM TO UPRIGHT CONNECTION DETAIL (FULL LAP)
SCALE: 2" = 1'-0"
OPTIONAL POSITION OF TOP
2'xT
RAIL W/ 1" x 2"
MINIMUM POST SIZES
1" x 2" SNAP SECTIONS
4)#14
ATTACH TO 2" x 2"W1
REQUIRED FOR EACH BEAM
10 x 1-1/2" S.M.S. @ 24" O.C.
3-1/4"
OR CONTINUOUS SNAP
SIZE (SEE TABLE 1.6)
SECTIONS OR 2"x 3"(4)
SPLINE GROOVE SECTION A
1" x 2" SNAP SECTIONS PURLIN & POSTS
e ALTERNATE FLAT ROOF
2"x 2" AND 1"x T MAY BE 1 O SELECT FASTENER SIZE,
ROTATED TO RECEIVE a NUMBER AND PATTERN
SCREEN (SEE TABLE 1.6 & 9.5A OR 9.58)
UPRIGHT CONNECTION DETAIL (FULL LAP)
SCALE: 2" = V-0"
GUSSETT PLATE 0.050" Ok
GREATER. GUSSET PLATE
O SHALL HAVE AN ULTIMATE
RYIELD STRENGTH OF 30 KSI
IL
OR HIGHER
SELECT FASTENER SIZE,
NUMBER AND PATTERN
SEE TABLE 1.6 & 9.5A OR 9.5B)
UPRIGHT CONNECTION
WITH GUSSET PLATE DETAIL (FULL LAP)
SCALE: 2"= 1'-0'
BEAM / PURLIN 2"x 3" MAX.
ATTACHED TO RECEIVING
PURLIN
2" x 2" EXTRUSION
1'x 2' OPEN BACK
EXTRUSION
NOTCH POST
FOR LARGER UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP DETAIL
THIS PAGE AND MIN. PURLIN TO
UPRIGHT SAME AS MIN.
UPRIGHT TO BEAM TABLE 1.6
I.E. Tx T UPRIGHT
REQUIRES 2" x 4" BEAM)
0.045"x 1"X 2" H CHANNEL W/
6) #10 x 1/2" S.M.S. EA. SIDE (6)
TOTAL
COLUMN PER TABLE 1.3 OR 1.4
2" x 4" MAXIMUM
SIDE WALL PURLIN TO POST CONNECTION
SCALE: 2" =1'-0"
1" x 2' OPEN BACK
EXTRUSION
1) #10 x 1-1/2" S.M.S. 24' O.C.
NOTCH POST
o
1/16" RECEIVING CHANNEL OR
H CHANNEL GUSSET PLATES
4) #10 S.M.S. EACH SIDE
COLUMN PER TABLE 1.3 OR 1.4
2- x 4" MAXIMUM
FOR UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP
RURHM'F&UR&1GHT SAME AS
MIN. UPRIGHT TO
ABL (I.E. 2' x T
UPRIGHSEA
T EQUIS S2" 4'
BEAM)
DE WALL TO PURLIN DETAIL
SCALE: 2"= T-0'
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL —
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED)
CONNECT 2" x 2" OR 2'x 3" TO
BEAM W/ MIN. (3) #10 x 1-1/2" —
S.M.S. INTO SCREW BOSSES
1"x 2" OPEN BACK ATTACHED
TO 2"x 2"W/ #10 x 1-1/2" S.M.S.
@ 24.O.C.
SCREW LOCATIONS PER
TABLE 1.6 FILL OUTSIDE
LOCATIONS FIRST
Strap Table
Beam screws Strap
Size #/size Len th
2'xT 4)#12
MINIMUM POST SIZES
2"x8" 4)#14 3-1/4'
REQUIRED FOR EACH BEAM
4)#14 3-1/4"
PURLIN PER TABLE SIZE (SEE TABLE 1.6)
4-1/2"
W
Z
ATTACH GUSSET PLATES TO ALL GUSSET PLATES SHALL
1" x 2" SNAP SECTIONS
RMATERIAL
PURLIN & POSTS BE A MINIMUM OF EQUAL
ATTACH TO 2`x 2"W/
n
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10 x 1-1/2" S.M.S. @ 24" O.C.
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A ULTIMATE YEILD STRENGTH
OR CONTINUOUS SNAP
SELF -MATING UPRIGHT CUT j)Z
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2' x 2" EXTRUSION OF 30 KSI.
SECTIONS OR 2" x 3" (4)
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GREATER. GUSSET PLATE
O SHALL HAVE AN ULTIMATE
RYIELD STRENGTH OF 30 KSI
IL
OR HIGHER
SELECT FASTENER SIZE,
NUMBER AND PATTERN
SEE TABLE 1.6 & 9.5A OR 9.5B)
UPRIGHT CONNECTION
WITH GUSSET PLATE DETAIL (FULL LAP)
SCALE: 2"= 1'-0'
BEAM / PURLIN 2"x 3" MAX.
ATTACHED TO RECEIVING
PURLIN
2" x 2" EXTRUSION
1'x 2' OPEN BACK
EXTRUSION
NOTCH POST
FOR LARGER UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP DETAIL
THIS PAGE AND MIN. PURLIN TO
UPRIGHT SAME AS MIN.
UPRIGHT TO BEAM TABLE 1.6
I.E. Tx T UPRIGHT
REQUIRES 2" x 4" BEAM)
0.045"x 1"X 2" H CHANNEL W/
6) #10 x 1/2" S.M.S. EA. SIDE (6)
TOTAL
COLUMN PER TABLE 1.3 OR 1.4
2" x 4" MAXIMUM
SIDE WALL PURLIN TO POST CONNECTION
SCALE: 2" =1'-0"
1" x 2' OPEN BACK
EXTRUSION
1) #10 x 1-1/2" S.M.S. 24' O.C.
NOTCH POST
o
1/16" RECEIVING CHANNEL OR
H CHANNEL GUSSET PLATES
4) #10 S.M.S. EACH SIDE
COLUMN PER TABLE 1.3 OR 1.4
2- x 4" MAXIMUM
FOR UPRIGHT USE
ALTERNATE BEAM TO POST
CONNECTION FULL LAP
RURHM'F&UR&1GHT SAME AS
MIN. UPRIGHT TO
ABL (I.E. 2' x T
UPRIGHSEA
T EQUIS S2" 4'
BEAM)
DE WALL TO PURLIN DETAIL
SCALE: 2"= T-0'
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL —
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED)
CONNECT 2" x 2" OR 2'x 3" TO
BEAM W/ MIN. (3) #10 x 1-1/2" —
S.M.S. INTO SCREW BOSSES
1"x 2" OPEN BACK ATTACHED
TO 2"x 2"W/ #10 x 1-1/2" S.M.S.
@ 24.O.C.
SCREW LOCATIONS PER
TABLE 1.6 FILL OUTSIDE
LOCATIONS FIRST
Strap Table
Beam screws Strap
Size #/size Len th
2'xT 4)#12 2-314'
2"x8" 4)#14 3-1/4'
2'x9• 4)#14 3-1/4"
2'x10" 6)#14 4-1/2"
CJZ
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ALL SCREWS 3/4' LONG
BEAM CUT TO ACCEPT WALL
W 0 Z
Notes: LLO
UPRIGHT
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1-3/4" STRAP MADE FROM
2) See Table 1.6 for screw sizes and number.
3) Screw layout between
W
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F' O
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REQUIRED GUSSET PLATE RMATERIAL
Q
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achieved.
4) 2" x 8" beam with 2" x 5" upright shown. Other beam to upright combinations per table 1.6 may be used.
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ALTERNATE'BEAM TO POST CONNECTION (FULL LAP) U
SEE TABLE FOR LENGTH AND a
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OF SCREWS REQUIRED)
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SELF -MATING UPRIGHT CUT U3 j)Z
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ALL SCREWS 3/4' LONG a W 0 Z
Notes: LLO U U O
1) Fill outer screw positions first until required number of screws is achieved.
w N
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3) Screw layout between
OU
F' O
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pattern with spacing screws greater than minimum Is allowed so that equal spacing isa Q
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4) 2" x 8" beam with 2" x 5" upright shown. Other beam to upright combinations per table 1.6 may be used.
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08-12-2010 OF
BEAM SPLICE SHALL BE MIN.
2" S.M.S. OR LAG SCREWS
SPLICE LOCATED 1/4 TO 1/3
BEAM HEIGHT MINUS 1/2' AND
RESISTIVE WASHER HEADED
BEAM SPAN STAGGERED
2 x (d -.50") LENGTH
to
Center
gds in.
EACH SIDE OF BEAM
d = HEIGHT OF BEAM
2 x (d-0.50") PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
MIN. EDGE DISTANCE 1.00'
T
d-1.00'
7/16 2" x 7- x .055" x 0.120— 1/16 = 0.063
EL
3/8
tM1
AX.
1/8 = 0.125
12 0.21 7N6
MAX.
MIN. EDGE DISTANCE J
FASTENER SIZE, NUMBER AND
DENOTES SCREW PATTERN SPACING (SEE TABLE 1.6)
NOT NUMBER OF SCREWS
refers to each side of splice
use for 2' x 4' and 2'x 6' also
Note:
1. AB gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksl. 2" REINFORCING STRAP W/ (2)
10 x 2' INTO HOST
STRUCTURE AND (2) #10 x 5/8'
TYPICAL BEAM SPLICE DETAILINTO GUTTER
1'-0'
1/8" PLATE OF 5053 H-32
SCALE: 2' = ALLOY OR ULTIMATEYEILD
STRENGTH OF 30 KSI W/ (4)
10 x 5/8" EACH SIDE
INTERNAL BRACING:
1-3/4'x 1-3/4"x 0.125" ANGLE
T-6 ALLOY) OR CUT FROM
BEAM MATERIAL
PLAN VIEW
SCALE: 2" = 1'-0"
MIN. (3) #10 x Y CORROSION
RESISTIVE WASHER HEADED
SCREWS
x 8" BEAMS AND
ER ADD (1) 3/8" x (W +
LAG SCREW INTO THE
ER TAIL CLOSEST TO THE
IER ON EACH SIDE
FRAMING BEAM
x 1/8" ANGLE W/ (4) #10 x
ACH SIDE
ANNEL W/ THRU BOLT
THRU BOLT SIZING:
2) 114' UP TO 2'x7" BEAM
3) 114" FOR 2"x T BEAM
3) 3/8" FOR 2"x W & 9" BEAM
3) 1/2' FOR 2"x 10' BEAM
OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM
SCALE: 2"= 1'-0'
STRAP SUPER OR EXTRUDED GUTTER
jHOST STRUCTURE /
SPACING/2-#-SPACING/2 SPACING/2-AV-SPACING/2
BEAM SET SPACING BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 1/4" = 1'-0"
2" S.M.S. OR LAG SCREWS
Minimum Distance and
S acinq of Screws' Gusset Plate
RESISTIVE WASHER HEADED
Screw
Size
dsEdge
in.)
to
Center
gds in.
Center to
Center
2.1/2ds n.
Beam Size Thickness -
In.
8 1 3l8 7/16 2" x 7- x .055" x 0.120— 1/16 = 0.063
100.19
EL
3/8 1/2 2" x 8" x 0.072" x 0 224' 1/8 = 0.125
12 0.21 7N6 9/16 2-x9"x 0.072'x 0224" 1/8=0.125
14 or 1/4" 0.25 tl2 518 2" x 9" x 0.082- x 0.306" 118 = 0.125
5116" 0.31 1 518 314 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. AB gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksl. 2" REINFORCING STRAP W/ (2)
10 x 2' INTO HOST
STRUCTURE AND (2) #10 x 5/8'
TYPICAL BEAM SPLICE DETAILINTO GUTTER
1'-0'
1/8" PLATE OF 5053 H-32
SCALE: 2' = ALLOY OR ULTIMATEYEILD
STRENGTH OF 30 KSI W/ (4)
10 x 5/8" EACH SIDE
INTERNAL BRACING:
1-3/4'x 1-3/4"x 0.125" ANGLE
T-6 ALLOY) OR CUT FROM
BEAM MATERIAL
PLAN VIEW
SCALE: 2" = 1'-0"
MIN. (3) #10 x Y CORROSION
RESISTIVE WASHER HEADED
SCREWS
x 8" BEAMS AND
ER ADD (1) 3/8" x (W +
LAG SCREW INTO THE
ER TAIL CLOSEST TO THE
IER ON EACH SIDE
FRAMING BEAM
x 1/8" ANGLE W/ (4) #10 x
ACH SIDE
ANNEL W/ THRU BOLT
THRU BOLT SIZING:
2) 114' UP TO 2'x7" BEAM
3) 114" FOR 2"x T BEAM
3) 3/8" FOR 2"x W & 9" BEAM
3) 1/2' FOR 2"x 10' BEAM
OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM
SCALE: 2"= 1'-0'
STRAP SUPER OR EXTRUDED GUTTER
jHOST STRUCTURE /
SPACING/2-#-SPACING/2 SPACING/2-AV-SPACING/2
BEAM SET SPACING BEAM SET SPACING
STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT
SCALE: 1/4" = 1'-0"
ISOMETRIC VIEW
SCALE: N.T.S.
PURLINS
SEE TABLES 1.2, 1.6, OR 1.9.2)
LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40'-0" 1
NOTES:
1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES.
2. FOR ALL PURLINS & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM
SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT.
SCREW PATTERI
SEE TABLES OI
SIZE ANC
SCREWS)
ECEIVING
EE SECTION 9
i)
ICE FROM FASCIA
RUCTURE(SEE
CUT OFF BEAM &
EIVING CHANNEL
FLAT BEAM
SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
J
Q W
Z W
O U) z
zoo
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uwi loZ9W
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LU W W Z Q
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2" S.M.S. OR LAG SCREWS
MIN. (4) #10 x 2" CORROSION SEE SECTION 9)
RESISTIVE WASHER HEADED 2" x' x 0.050' STRAP @
SCREWS EACH_BEAM CONNECTION .
U n
AND @ 1/2 BEAM SPACING W/
INTERNAL BRACING CUT FROM 2) S.M.S. PER STRAP
SAME BEAM SIZE W/ 2-1/4' SEE TABLE 9.8)
WIDTH
f
ISOMETRIC VIEW
SCALE: N.T.S.
PURLINS
SEE TABLES 1.2, 1.6, OR 1.9.2)
LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40'-0" 1
NOTES:
1. REQUIRED FOR SPANS GREATER THAN 40' AND ALL DOME OR TRANSVERSE GABLE ENCLOSURES.
2. FOR ALL PURLINS & GIRTS SHALL USE ALL SCREW BOSSES AVAILABLE & IF THERE IS NO BOTTOM
SCREW BOSS ADD AN EXTERANAL OR INTERNAL CLIP TO ANCHOR BOTTOM OF PURLIN OR GIRT.
SCREW PATTERI
SEE TABLES OI
SIZE ANC
SCREWS)
ECEIVING
EE SECTION 9
i)
ICE FROM FASCIA
RUCTURE(SEE
CUT OFF BEAM &
EIVING CHANNEL
FLAT BEAM
SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
J
Q W
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08-12-2010 OF
SELF -MATING BEAM
FASCIA AND SUB -FASCIA
SIZE VARIES)
2' x 2" ANGLE WITH (4) S.M.S.
1/4" x 2" LAG SCREWS @ 24"
2"x _" x 0.050" STRAP @
O.C. OR #10 x 2" SCREWS @
GNOTJ(D
12"O.C. G
TAIL CUT OFF BEAM G ® —
OPTIONAL)
THAN 1/3 OF
2"x 2" ANGLE WITH (4) S.M.S.
POST SIZE (SEE 1.3 OR 1.6)
SEE SECTION 9 FOR SCREW SUPER OrFERRULE ' x 8"
SIZES) EACH SIDE TO EXTRUDED LAG SCREWS @ EACH BEAM
BEAM TO SUPER GUTTER GUTTER
RECEIVING CHANNEL MAX. DISTANCE FROM FASCIA
2-1/8"x l" Wl (2) #8x 1/2" S.M.S. TO HOST STRUCTURE WALL
EACH SIDE OF BEAM
SEE TABLE 1.11)
SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION
SCALE: 2"= l' -W
1/4" x 2" LAG SCREWS @ 24"
O.C. OR #10 x 2" SCREWS @
12" O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL 1"x 2' OR 2" x 2"
FOR SCREEN
I
SCALE: 2'= V -W
1/4"x 2' LAG SCREWS @ 24'
O.C. OR #10 x 2" SCREWS @
12" O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL 1" x Y OR 2'x 2'
FOR SCREEN
SELF -MATING
BEAM
2'x _" x 0.050" STRAP
SUPER OR
Cat EACH BEAM CONNECTION
EXTRUDED AND @-1/2 BEAM SPACING W/
GUTTER (
2) #8 x 1/2" S.M.S. PER STRAP
MAX. DISTANCE FROM FASCIA
INTERIOR OR EXTERIOR TO HOST STRUCTURE WALL
RECEIVING CHANNEL (SEE (SEE TABLE 1.11)
FASTENER SECTION)
ALTERNATE SELF MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
SCALE: T =1'-0"
2-1/2" MIN. S.M.S. OR LAG
SCREW INTO 2" x _ FASCIA OR
IF NO SUB -FASCIA INTO
RAFTER TAILS
2" WIDE x 0.050" (MIN.) STRAP
SPACING PER LOCATION
DETAIL (SEE PREVIOUS PAGE)
SELF MATING BEAM
SIZE VARIES)
FOR SCREW SIZES SEE
SECTION 9 ,
IF TRANSOM HEIGHT EXCEEDS 6-0"
USE CANTILIEVER BRACE DETAIL
FASCIA AND SUB -FASCIA
ELF -MATIN
2' x 2" ANGLE WITH (4) S.M.S.
N-- SOFFIT
2"x _" x 0.050" STRAP @
POST TO BEAM FASTENING
GNOTJ(D
BEAM
1" x 2" x 0.062" P.T. LUMBER
SUPER OR
EACH BEAM CONNECTION
TO 2' x 2" W/ #10 x 1-1/2" S.M.S.
THAN 1/3 OF
SIZE VARIES
POST SIZE (SEE 1.3 OR 1.6)
EXTRUDED AND @ 1/2 BEAM SPACING W/
ANGLE, INTERIOR OR
2"x 2" NGLE W/ (4) S.M.S. J
GUTTER
2) #8 x 1/2' S.M.S. PER STRAP
EXTERIOR RECEIVING
CHANNEL (SEE FASTENER
ANGLES LESS THAN 23" UP TO
SUPER OR EXTRUDED
Se5
5' IN 12" ROOF SLOPES)
MAX. DISTANCE FROM FASCIA
TO HOST STRUCTURE WALL
SECTION)
FOR ROOF SLOPES GREATER
SEE TABLE 1.11)
SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 2'= V -W
1/4"x 2' LAG SCREWS @ 24'
O.C. OR #10 x 2" SCREWS @
12" O.C. MIN. AND (2) @ EACH
STRAP
OPTIONAL 1" x Y OR 2'x 2'
FOR SCREEN
SELF -MATING
BEAM
2'x _" x 0.050" STRAP
SUPER OR
Cat EACH BEAM CONNECTION
EXTRUDED AND @-1/2 BEAM SPACING W/
GUTTER (
2) #8 x 1/2" S.M.S. PER STRAP
MAX. DISTANCE FROM FASCIA
INTERIOR OR EXTERIOR TO HOST STRUCTURE WALL
RECEIVING CHANNEL (SEE (SEE TABLE 1.11)
FASTENER SECTION)
ALTERNATE SELF MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
SCALE: T =1'-0"
2-1/2" MIN. S.M.S. OR LAG
SCREW INTO 2" x _ FASCIA OR
IF NO SUB -FASCIA INTO
RAFTER TAILS
2" WIDE x 0.050" (MIN.) STRAP
SPACING PER LOCATION
DETAIL (SEE PREVIOUS PAGE)
SELF MATING BEAM
SIZE VARIES)
FOR SCREW SIZES SEE
SECTION 9 ,
IF TRANSOM HEIGHT EXCEEDS 6-0"
USE CANTILIEVER BRACE DETAIL
J W W
BEAM - SCREEN ROOF a g >
KO10
0.050' H-CHANNELW Coz O b
OR GUSSETS _
G G G
G G G
45"t
LENG OF
KNEE B E
HOST STRUCTURE
ROOFING
2) 2- LAG SCREWS
SEE SECTION 9 FOR SIZE)
TO HOST STRUCTURE WALL
SEE TABLE 1.11) 2" STRAP - LOCATE AND
TYPICAL SELF MATING BEAM AND FASTEN PER STRAP
SUPER OR EXTRUDED GUTTER CONNECTION
LOCATION DETAIL PAGE 1-24
SCALE: 2"= V-0"
BEAM - SCREEN ROOF
FASCIA AND SUB -FASCIA
m
2' x 2" ANGLE WITH (4) S.M.S.
N-- SOFFIT
SEE SECTION 9 FOR SCREW
POST TO BEAM FASTENING
GNOTJ(D
MORE 1" x 2" x 0.062" P.T. LUMBER
GU TT RTO2' x 2" W/ #10 x 1-1/2" S.M.S.
THAN 1/3 OF BLOCKING W/ 0.024" BREAK
POST SIZE (SEE 1.3 OR 1.6)
GUTTER HEIGHT FORM CAP OR 1' x 2"
2"x 2" NGLE W/ (4) S.M.S. J
GGG
ALLOWABLE ONLY W/ ROOF
EACH SIDE TO BEAM TO
THRU SCREW BOSSES W/
ANGLES LESS THAN 23" UP TO
SUPER OR EXTRUDED
Se5
5' IN 12" ROOF SLOPES)
GUTTER I/
IN OR OUT)
FOR ROOF SLOPES GREATER
SCREW PATTERN SHOWN IS
FULL LAP CUT
THAN 5" IN 12" USE 1/8"x 2"x-'
RECEIVING CHANNEL
SEE TABLE 1. 1)
ANGLE AS REQUIRED
2-1/8"x 1"W/ (2) #8 x 1/2"
SUPER OR EXTRUDED GUTTER
00
S.M.S. EACH SIDE OF BEAM
R TRANSOM) WALL AT FASCIA - DETAIL 2,>0Z
MAX DISTANCE FROM FASCIA
J W W
BEAM - SCREEN ROOF a g >
KO10
0.050' H-CHANNELW Coz O b
OR GUSSETS _
G G G
G G G
45"t
LENG OF
KNEE B E
HOST STRUCTURE
ROOFING
2) 2- LAG SCREWS
SEE SECTION 9 FOR SIZE)
TO HOST STRUCTURE WALL
SEE TABLE 1.11) 2" STRAP - LOCATE AND
TYPICAL SELF MATING BEAM AND FASTEN PER STRAP
SUPER OR EXTRUDED GUTTER CONNECTION
LOCATION DETAIL PAGE 1-24
SCALE: 2"= V-0"
BEAM - SCREEN ROOF
FASCIA AND SUB -FASCIA
COMPOSITE EAVE RAIL W/
2' x 2" ANGLE WITH (4) S.M.S.
wm SEE SECTION 9 FOR SCREW
POST TO BEAM FASTENING J Lu
S.M.S. MIN.. INTO SCREW
SEE TABLE 1.6)
GU TT RTO2' x 2" W/ #10 x 1-1/2" S.M.S. SOF, G G
POST SIZE (SEE 1.3 OR 1.6)
c9i4o G G G
THRU SCREW BOSSES W/ (3)
W G G G G
GGG G GG
THRU SCREW BOSSES W/
I GGG
10 x 1-1/2" S.M.S.
Se5
SCREEN (MAY FACE
A5
REQUIRED KNEE BRACE
MININUM SIZE AND
CONNECTION (PER TABLE 1.7)
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
KNEE BRACE ATTACHMENT 6"
ABOVE TOP OF GUTTER MAX. io
FASCIA AND SUB -FASCIA
2) 2- SCREWS (SEE SECTION
9 FOR SCREW SIZES)
1/4.0 BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2"x 2" POST W/ (3)
EACH #10 S.M.S. INTO SCREW
SPLINES
USE ANGLE EACH SIDE FOR
2"x 2" TO POST CONNECTION
W/ HOLLOW POST
2" STRAP - LOCATE AND
FASTEN (DETAILS PAGE 1-24)
2" x 2" x 0.093" ANGLE W/ (4)
S.M.S. (SEE SECTION 9 FOR
SCREW SIZES) EACH SIDE TO
BEAM TO SUPER OR
EXTRUDED GUTTER
SCREW PATTERN MAY VARY.
FASCIA AND SUB -FASCIA
COMPOSITE EAVE RAIL W/
2' x 2" ANGLE WITH (4) S.M.S. 2" x 2" FASTENED TO BEAM /
SEE SECTION 9 FOR SCREWUPRIGHT (3) #10 x 1-1/2*
SIZES) EACH SIDE TO BEAM
S.M.S. MIN.. INTO SCREW
TO SUPER OR EXTRUDEDBOSSES. 1"x2" ATTACHED
GU TT RTO2' x 2" W/ #10 x 1-1/2" S.M.S.
SCREW PATTERN MAY VARY.
@ 24" O.C. CONTINUOUS 2" x
POST SIZE (SEE 1.3 OR 1.6)
3" SNAP SECTION FASTENED
DUH m
THRU SCREW BOSSES W/ (3)
MIN. #10 x 1-1/2"OR 2"x 3" RISER
HOLLOW SECTION FASTENED
o €
THRU SCREW BOSSES W/
W y'
ovt
10 x 1-1/2" S.M.S.
Se5
SCREEN (MAY FACE
LU Z U- rn
IN OR OUT)
g
SCREW PATTERN SHOWN IS
FULL LAP CUT
A POSSIBLE NUMBER OF
SCREWS. ACTUAL FIELD
LL
ix (n 0 I_ U
OHOTF- Q0 LU oALLSEETABLE1. 1)
POST TO BEAM FASTENING
fA r
SUPER OR EXTRUDED GUTTER
SCREW PATTERN MAY VARY.
p ALL (SEE TABLE 1.11) LOCATION DETAIL PAGE 1-24
ALTERNATE LAG SCREW AND
FERRULE
IF TRANSOM HEIGHT EXCEEDS
6'-0" USE CANTILIVER BRACE 2'x 2" ANGLE WITH (4) S.M.S.
DETAIL (SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE OF BEAM
AND SUPER OR EXTRUDED
GUTTER
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1TRANSOM) WALL AT FASCIA - DETAIL 1
SCALE: 3"= V -T
FASCIA AND SUB -FASCIA
CONNE TION D A
HOST STRUCTURE ROOFING
Lj
2" LAG SCREWS
SEE SECTION 9
SUPER OR FOR SCREW SIZE)
EXTRUDED
MAX. DISTANCE TO 2" STRAP LOCATE AND
GUTTER HOST STRUCTURE FASTEN PER STRAP
p ALL (SEE TABLE 1.11) LOCATION DETAIL PAGE 1-24
ALTERNATE LAG SCREW AND
FERRULE
IF TRANSOM HEIGHT EXCEEDS
6'-0" USE CANTILIVER BRACE 2'x 2" ANGLE WITH (4) S.M.S.
DETAIL (SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE OF BEAM
AND SUPER OR EXTRUDED
GUTTER
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1TRANSOM) WALL AT FASCIA - DETAIL 1
SCALE: 3"= V -T
FASCIA AND SUB -FASCIA
CONNE TION D A
SCREW PATTERN SHOWN IS Lj
SHEET
c m
LL
A POSSIBLE NUMBER OF
o
Z it w
arc o
SCREWS. ACTUAL FIELD
J
a Z N
OLL OLL
SCREW PATTERN MAY VARY.
zoo
POST SIZE (SEE 1.3 OR 1.6)
o DUH m
O 9 i
cnZq U)
UJ E
COMPOSITE 2' x 3' EAVE RAIL
N
o €
G/n
W y'
ovt
ci
Se5
w LU Z U- rn
SUPER ORU-
g
FULL LAP CUT A
LL
ix (n 0 I_ U
OHOTF- Q0 LU oALLSEETABLE1. 1)
POST TO BEAM FASTENING
fA r
SUPER OR EXTRUDED GUTTER
00 SEE TABLE 1.6)
R TRANSOM) WALL AT FASCIA - DETAIL 2,>0Z
o
I- U -
SCALE: 3"= V-0" z W o
G G G G POST
J U N
O
SEE TABLE 1.3)
NOTE:
V
KN
SCREEN
MINIMUM POST SIZES ARE
m
m:
MAY FACE IN OR OUT) Q S
co
SELF -MATING BEAM
O
4ft
SEE TABLE 1.1 OR 1.8) 1
REQUIRED KNEE BRACE
2 cclj p
N772" x 3" COMPOSITE EAVE GIRT p
MINIMUM SIZE AND
CONNECTION (SEE TABLE 1.7)
IF KNEE BRACE LENGTH
I1
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
C ET ILS
W LL
wZ
J
n o
SHEET
c m
LL
W
G
o
Z it w
arc o
AND PATTERN (SEE TABLE 1.6) w z
J
a Z N
OLL OLL
NIL
zoo
POST SIZE (SEE 1.3 OR 1.6)
o DUH mwJcnZq U) UJ E
N
0 CLG/n
W y'
ovt
C7 11.1
G w LU Z U- rn
SUPER ORU-
MNWp
9E" V p00
z7GUrrE'RMAX. DIST TO
STRUCTU
O
LL
ix (n 0 I_ U
OHOTF- Q0 LU oALLSEETABLE1. 1) v fA r
SUPER OR EXTRUDED GUTTER
LL Z I m
5 g
R TRANSOM) WALL AT FASCIA - DETAIL 2,>0Z
o
I- U -
SCALE: 3"= V-0" z W o
ZQ
U J
Z J U N
O a
NOTE:
V
KN
MINIMUM POST SIZES ARE
REQUIRED FOR EACH BEAM
m:
c}
SIZE (SEE TABLE 1.6) w
29co
SELF -MATING BEAM
O
CID
SEE TABLE 1.1 OR 1.8) 1 2 cclj p
N772" x 3" COMPOSITE EAVE GIRT p
p W - [ JJ
SUPER OR
EXTRUDED
GUTTER
C7 - W LL
wZ
z
a
wSHEET
c m
LL
FASTENERS SIZE, NUMBER N O' p
AND PATTERN (SEE TABLE 1.6) w z q r v, m w
OLL OLL
NIL U
POST SIZE (SEE 1.3 OR 1.6) jm p
N a..
a W y'
ovt
K
J mU > O m Wm
W N U a r5 O
oas w z
WW NZQ
U J
o
N
zaw
KN
SOFFIT'
cQ
n
MAX. DISTANCE TO
HOST STRUCTURE
WALL
SEE TABLE 1.11)
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 3
i wA[
C) SEAL
z
a
wSHEETA8F
O
Wzw
zzw
to z
Q0w
LL W O m
08-12-2010 OF
1/2• x 1-112' x.063• ANGLE
EACH SIDE WIT (4) # 10
SCREWS EACH WAY
2"x W COMPOSITE EAVE GIRT
TYPICAL .
2" x _ (SEE TABLE 1.6)
ALUMINUM PLATE OR 2"H
CHANNEL W/ (3) # 10 x 3/4"
S.M.S. @ BRACE AND UPRIGHT
KNEE BRACE PER TABLE 1.7 b
z
BRACE SHALL NOT BE MORE
m O
THAN 6" ABOVE THE GUTTER I
PER TABLES
PURLIN OR BEAM SHALL NOT
O a
BE MORE THAN 6" FROM THE
SCREEN ROOM IN WIDTH.
TOP OF THE GUTTER
TRUFAST HD
WITHOUT A KNEE BRACE
U
2" STRAP LOCATE AND FASTEN
H (IN) DROP FOR VARIOUS PROJECTIONS •I-
PER STRAP LOCATION DETAIL
15'
2• x 2" ANGLE WITH (4) S.M.S.
SEE SECTION 9 FOR SCREW
SIZES) EACH SIDE OR BEAM
AND SUPER OR EXTRUDED
GUTTER
FASCIA AND SUB -FASCIA
ED
2" WIDE x 0.050' (MIN.) STRAP
SPACING PER LOCATION
DETAIL PAGE 1-24
10 x 1/2" TEK SCREWS
@ 8" O.C.
SCALE: 2• = V-0"
2" LAG SCREWS
SEE PG 21 FOR
SCREW SIZE)--%
SOFFIT
SUPER OR
EXTRUDED
GUTTER
MAX.
DISTANCE
TO HOST
STRUCTURE
WALL
SEE TABLE 1.11)
WALL AT FASCIA - DETAIL 4
TRUFAST SIP HD FASTENERS
W/ 1-1/4'0 FENDER WASHERS
@ 8" O.C. UP TO 130 'D-
@ 6" O.C. 130 "D" AND UP TO
150 MPH "D" EXPOSURES
LENGTH = PANEL THICKNESS
1•) @ ROOF BEARING
ELEMENT(SHOWN)AND
24' O.C. @ NON BEARING
ELEMENT (SIDE WALLS)
24" MAX.'
1-1/2"x 3"x 1-1/2"X 0.050"
RECEIVING CHANNEL W/ (1)
10x1/2" TEK SCREW @ 8" O.C.
1-1/2" x 1-1/2"x 1/4• ANGLE
EXTRUDED OR W/ (2) #10x1/2" TEK SCREWS
0 SUPER GUTTER @ 8.O.C.
ANGLE OR
RECEIVING CHANNEL SUPPORTING BEAM _
SEE TABLES SECTION 9) (PER TABLES)
ALTERNATE RECEIVING
CHANNEL 2-1/8" x 1"W/
2) 98 x 1/2" S.M.S. EACH SIDE
OF BEAM AND BEAM TAIL
REMOVED
SELF -MATING BEAM POST AS REQUIRED
SIZE VARIES (PER TABLE 2.3)
WITHOUT SITE SPECIFIC ENGINEERING
NOTES:
1. VARIATIONS OF SUPER GUTTER ATTACHMENTS MAY BE MODIFIED TO ATTACH TO COMPOSITE ROOF
SYSTEM.
2. CAULK ALL EXPOSED SCREW HEADS.
3. CAN NOT BE USED IN CONJUNTION WITH MOMENT CONNECTION.
BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER
SOLID ROOF / SCREEN ROOF COMBINATION
SCALE: T =1'-0"
2) 2" SCREWS
SEE SECTION 9 FOR SIZES)
2"x _" x 0.050• STRAP @
BREACH ACE -CONNECTION
AND @ 1/2 BEAM SPAN W/
2) #8 x 1/2" S.M.S. PER STRAP
FASTEN THRU MEMBER INTO
SCREW BOSSES W/
4) #10 x 1-1/2" S.M.S.
2•x2"
I
SUPER OR
EXTRUDED
GUTTER
RECEIVING CHANNEL
2-118"x l' W ITH (2) #8 x 1/2"
S.M.S. EACH SIDE OF
CHANNEL TO 2"x 2"
BRACE
MAX. DISTANCE TO
HOST STRUCTURE WALL
SEE TABLE 1.11)
NON-STRUCTURAL BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 2"= l -V
GALVANIZED METAL PLATE
TRUSS TAIL #2 P.T.P. AND
SUB -FASCIA
SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LoH)
RAFTERS ASSUMED TO BE @
z -o" O.C.
1/2" x 8"'L" BOLT W/ Y SQUARE
WASHER ON PLATE
ALTERNATE ROOF TYPE
RAFTER TAIL #2 P.T.P. AND
SUB -FASCIA
2 x 8 P.T.P. TOP PLATE
SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LoH)
RAFTERS ASSUMED TO BE @
r-0" O.C.
TRUSS / RAFTER TAIL
SCALE: 1"= l -W
ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY
SCALE: 1" =1'-0"
EXISTING PREENGINEERED
TRUSS
SIMPSON SPLICE PLATES
2 x -SUB FASCIA. PLUMB
CUT SHOWN BUT MAYBE
SQUARECUT
SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LoH)
RAFTERS ASSUMED TO BE @
2'-W O.C.
E3 13 O
MASONRY OR WOOD FRAME a
WALL
0
J
NOTES: 4
1) REFER TO TABLE 1.11
2) IF P IS GREATER THAN 10' SITE SPECIFIC IS REQUIRED.
3) IF PIS 10' OR LESS THE TRUSS MAYBE ADDED TO OR FIXED BY ADDING A STRUT AS SHOWN AND Lu
FASTENING TO TOP AND BOTTOM CHORD WITH SIMPSON MEND PLATES.
4) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER
SCREEN ROOM IN WIDTH. 0
TRUSS FIX FOR CANTILEVER TRUSS 0
SCALE: I"= 1'-0' L>
U.
9
SIMPSON 2"x 4" JOIST BUCKET 6Wj
ANCHOR TO WALL W/ (3) 3/16' z
ROOF PANEL
m O
Q
PER TABLES
2) BACK BRACES CANNOT END IN WINDOW OR DOOR OPENINGS. O a
SECTION 7)
SCREEN ROOM IN WIDTH.
0
TRUFAST HD
U
SIPS FASTENER
1-1/2" x 1-1/2"x 1/4• ANGLE
EXTRUDED OR W/ (2) #10x1/2" TEK SCREWS
0 SUPER GUTTER @ 8.O.C.
ANGLE OR
RECEIVING CHANNEL SUPPORTING BEAM _
SEE TABLES SECTION 9) (PER TABLES)
ALTERNATE RECEIVING
CHANNEL 2-1/8" x 1"W/
2) 98 x 1/2" S.M.S. EACH SIDE
OF BEAM AND BEAM TAIL
REMOVED
SELF -MATING BEAM POST AS REQUIRED
SIZE VARIES (PER TABLE 2.3)
WITHOUT SITE SPECIFIC ENGINEERING
NOTES:
1. VARIATIONS OF SUPER GUTTER ATTACHMENTS MAY BE MODIFIED TO ATTACH TO COMPOSITE ROOF
SYSTEM.
2. CAULK ALL EXPOSED SCREW HEADS.
3. CAN NOT BE USED IN CONJUNTION WITH MOMENT CONNECTION.
BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER
SOLID ROOF / SCREEN ROOF COMBINATION
SCALE: T =1'-0"
2) 2" SCREWS
SEE SECTION 9 FOR SIZES)
2"x _" x 0.050• STRAP @
BREACH ACE -CONNECTION
AND @ 1/2 BEAM SPAN W/
2) #8 x 1/2" S.M.S. PER STRAP
FASTEN THRU MEMBER INTO
SCREW BOSSES W/
4) #10 x 1-1/2" S.M.S.
2•x2"
I
SUPER OR
EXTRUDED
GUTTER
RECEIVING CHANNEL
2-118"x l' W ITH (2) #8 x 1/2"
S.M.S. EACH SIDE OF
CHANNEL TO 2"x 2"
BRACE
MAX. DISTANCE TO
HOST STRUCTURE WALL
SEE TABLE 1.11)
NON-STRUCTURAL BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER
SCALE: 2"= l -V
GALVANIZED METAL PLATE
TRUSS TAIL #2 P.T.P. AND
SUB -FASCIA
SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LoH)
RAFTERS ASSUMED TO BE @
z -o" O.C.
1/2" x 8"'L" BOLT W/ Y SQUARE
WASHER ON PLATE
ALTERNATE ROOF TYPE
RAFTER TAIL #2 P.T.P. AND
SUB -FASCIA
2 x 8 P.T.P. TOP PLATE
SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LoH)
RAFTERS ASSUMED TO BE @
r-0" O.C.
TRUSS / RAFTER TAIL
SCALE: 1"= l -W
ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY
SCALE: 1" =1'-0"
EXISTING PREENGINEERED
TRUSS
SIMPSON SPLICE PLATES
2 x -SUB FASCIA. PLUMB
CUT SHOWN BUT MAYBE
SQUARECUT
SEE TABLE 1.11 FOR MAX.
TRUSSES OR SPAN (LoH)
RAFTERS ASSUMED TO BE @
2'-W O.C.
E3 13 O
MASONRY OR WOOD FRAME a
WALL
0
J
NOTES: 4
1) REFER TO TABLE 1.11
2) IF P IS GREATER THAN 10' SITE SPECIFIC IS REQUIRED.
3) IF PIS 10' OR LESS THE TRUSS MAYBE ADDED TO OR FIXED BY ADDING A STRUT AS SHOWN AND Lu
FASTENING TO TOP AND BOTTOM CHORD WITH SIMPSON MEND PLATES.
4) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER
SCREEN ROOM IN WIDTH. 0
TRUSS FIX FOR CANTILEVER TRUSS 0
SCALE: I"= 1'-0' L>
U.
9
SIMPSON 2"x 4" JOIST BUCKET 6Wj
ANCHOR TO WALL W/ (3) 3/16' z
x 1-1/4" CONCRETE SCREWS &
m O
Q
NAILS PER MANUFACTURER
2) BACK BRACES CANNOT END IN WINDOW OR DOOR OPENINGS. O a
SPECIFICATIONS
SCREEN ROOM IN WIDTH.
0
2(rs
U
2" x 4" BACK BRACE
H (IN) DROP FOR VARIOUS PROJECTIONS •I-
ui
15' 1e• 2a•
F
FASTEN BACK BRACE TO
18' 20'
o
EXISTING TRUSS TAIL W/ (3) #
J W
12d COMMON OR 98 x 2-1/2"
22.5- 27' F
Z
DECK SCREWS OR (1) y
SIMPSON MEND PLATE
a: ' : > <
O O
as•
TRUSS / RAFTER TAIL FIX FOR VARIOUS PROJECTIONS
Z
2 x_SUB FASCIA PLUMB
SCALE: V= 1'-0"
k
CUT, SHOWN BUT MAYBE a • F
SQUARE CUTn w z
CL
0,0
LL
P (MAX 4B')
MASONRY OR WOOD FRAME
WALL 0
ROOF EXISTING EXISTING EXISTING EXISTING
SLOPE/PITCH ROOF ROOF ROOF ROOF
OR RISE PROJECTION PROJECTION PROJECTION PROJECTION
24' 30• 36• 46"
2s51 6.25• 7.S• 1o•
3• 6• 7.5' 9• 7r
W
NOTES: m O
1) PROJECTIONS SHALL NOT EXCEED 4'-0" WITHOUT SITE SPECIFIC ENGINEERING.
16"
2) BACK BRACES CANNOT END IN WINDOW OR DOOR OPENINGS. O a
3) TRUSS FIXES SHALL BE FROM ONE TRUSS BEFORE SCREENED ROOM AND ONE TRUSS AFTER Z
SCREEN ROOM IN WIDTH. w wN
2(rs
TRUSS TAILS OR JOIST EXCEEDING TABLE 1.11 REQUIREMENTS IL
H (IN) DROP FOR VARIOUS PROJECTIONS •I-
ui
ROOF EXISTING EXISTING EXISTING EXISTING
SLOPE/PITCH ROOF ROOF ROOF ROOF
OR RISE PROJECTION PROJECTION PROJECTION PROJECTION
24' 30• 36• 46"
2s51 6.25• 7.S• 1o•
3• 6• 7.5' 9• 7r
4• S. 10" 12' 16" w0
s 10' 12.5* 15" 2(rsau
1r 15' 1e• 2a• Ow Uy
8' 18' 20' 24' 3Y J W
s• 18• 22.5- 27' F3s
1r za• 30• 36• as•
ROOF EXISTING EXISTING EXISTING EXISTING
SLOPE/PITCH ROOF ROOF ROOF ROOF
OR RISE PROJECTION PROJECTION PROJECTION PROJECTION
24' 30• 36• 46"
2s51 6.25• 7.S• 1o•
3• 6• 7.5' 9• 7r
4• S. 10" 12' 16" w0
s 10' 12.5* 15" 2(rsau
1r 15' 1e• 2a• Ow Uy
8' 18' 20' 24' 3Y J W
s• 18• 22.5- 27' F
TRUSS / RAFTER TAIL FIX FOR VARIOUS PROJECTIONS
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OF 18
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
9) #12 x 3/4" TEK SCREWS
THROUGH ANGLE INTO SUPER
GUTTER
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL.
NOTE:
IF HEIGHT FROM GUTTER TO
BEAM IS GREATER THAN V-0"
A KNEE BRACE IS REQUIRED
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
2) ANGLE STRAPS OR
FERRULES REQUIRED
3) #10 x 112" S.M.S. EACH
CONNECTION
J
U
D W
w
x
O
COMPOSITE 2"x 2" + 1"x 2"—
NOTE:
J
PRIMARY BEAM
u
Q z O O N
ALL 0.044' MIN EAVE RAIL
IF HEIGHT FROM GUTTER TO
see 0
SCREEN ROOF
C
CO Z
4 THROUGH ANGLE INTO SUPER
LL
W
BEAM TO MIN. POST
BEAM IS GREATER THAN V-0"
2 U) W-
FASTENER SIZE, NUMBER AND
p
PATTERN (SEE TABLE 1.6)
PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT
SEE TABLE 1.6)
A KNEE BRACE IS REQUIRED0.
EXTRUSION SIZES
050" H -CHANNEL
SEE TABLE 1.1 AND 1.3)
G 0) 63 0
z U)W O 0
Q Q v
OR GUSSETS
a
F
z
SEE TABLE 2.3 OR 3.3 FOR
A
v_
v 0
oz 2 UW
a.
c
BRACE SIZE SAME AS
z J U) N H
O Q Ca
ULL
PURLIN / GIRT
3
z
Lu aa?
r ro
2 IN
Nz J 0
MINIMUM CANTILEVER BRACE
C
u
IL w w
W 6Mx
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k O m ww
w CONSULT TABLE 1.6, 2.2 OR 3.3
W2
xo LLc
O
pW
C pmN
m ti
wZ y 2"x 3"x 0.050"OR EQUAL TO
W x LLxwa
m 0J
OF
al tL) 50
m
m'
C9 W
o ¢ W POST SIZE (BRACE DEPTH +1)
CH
CL
WLu
F
Jz
w
0 (Q{N
W ° ¢ REQUIRED NUMBER OF
2) ANGLE STRAPS OR
maO'J
I
m
rn 2 * 10 x 9/16' S.M.S. EACH SIDE
FERRULES REQUIRED
I o z C9
3) #10 x 1/2" S.M.S. EACH
CONNECTION s
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
9) #12 x 3/4" TEK SCREWS
THROUGH ANGLE INTO SUPER
GUTTER
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
BEAM AND UPRIGHT
EXTRUSION SIZES
SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL.
NOTE:
IF HEIGHT FROM GUTTER TO
BEAM IS GREATER THAN V-0"
A KNEE BRACE IS REQUIRED
FASTENER SIZE, NUMBER AND
PATTERN (SEE TABLE 1.6)
2) ANGLE STRAPS OR
FERRULES REQUIRED
3) #10 x 112" S.M.S. EACH
CONNECTION
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL
LENGTH OF
KNEE BRACE
1) #10 SMS 24" O.C.
3) #10 x T INTO 2" x 4" (MIN.)
SUB -FASCIA EACH SIDE
BEAM TO WALL CONNECTION
SEE SECTION 9)
SEE TABLE 1.6 FOR BRACE
SIZE SAME AS RISER
ANGLE CUT FROM S.M.B.
SAME SIZE AS CANTILEVER
BRACE OR LARGER (# OF
SCREWS BASED ON DEPTH OF
PRIMARY BEAM PER SIDE OR
PER CONNECTION) =
D-1)#10 FOR 2"x 4"- 2"x 7'
D-1)#12 FOR 2"x B"
D-1)#14 FOR 2"x9"&2"x1("
2" x 2" (MIN.) x 1/8" ANGLE
NOTE
1. For post to beam sizing see Table 1.6, 22, or 3.3
2. For connection members see Table 9.8 U -Channel
3. Inside connection members shall be used wherever possible
I.e.Use U -Channel in lieu of angles where possible.
ALTERNATE CANTILEVERED BRACE CONNECTION
TO WALL AND FASCIA DETAIL
MINIMUM 2" x 4" FASCIA -
NOTCH ANGLE FOR GUTTER
MUST REMAIN FOR ANGLE
STRENGTH
2'x 3" x 0.050" MIN. W/(4)
ANGLE, ANCHORS, AND 910 x 3/4" S.M.S. FOR LARGER
RECIEVING CHANNEL PER BEAMS USE (BEAM DEPTH +1)
SECTION 9 FOR NUMBER OF SCREWS
SEE SECTION 9)
3) #10 x 2 1/2" S.M.S. Q
RAFTER TAILS OR T O.C. MAX
W/ 2" x 6" SUB FACIA
CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW
GUTTER IS NON STRUCTURAL
MAY USE ROLL FORMED
GUTTER
NO STRAP IS REQUIRED
EXCEPT
FOR EXTRUDED GUTTER
3) 1/4" x 1-314" TAP CON OR
LAG SCREW VARY SIZE WITH
WIND ZONE
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FASTENER SIZE, NUMBER AND
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PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT
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EXTRUSION SIZES
SEE TABLE 1.1 AND 1.3)
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL
LENGTH OF
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1) #10 SMS 24" O.C.
3) #10 x T INTO 2" x 4" (MIN.)
SUB -FASCIA EACH SIDE
BEAM TO WALL CONNECTION
SEE SECTION 9)
SEE TABLE 1.6 FOR BRACE
SIZE SAME AS RISER
ANGLE CUT FROM S.M.B.
SAME SIZE AS CANTILEVER
BRACE OR LARGER (# OF
SCREWS BASED ON DEPTH OF
PRIMARY BEAM PER SIDE OR
PER CONNECTION) =
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D-1)#12 FOR 2"x B"
D-1)#14 FOR 2"x9"&2"x1("
2" x 2" (MIN.) x 1/8" ANGLE
NOTE
1. For post to beam sizing see Table 1.6, 22, or 3.3
2. For connection members see Table 9.8 U -Channel
3. Inside connection members shall be used wherever possible
I.e.Use U -Channel in lieu of angles where possible.
ALTERNATE CANTILEVERED BRACE CONNECTION
TO WALL AND FASCIA DETAIL
MINIMUM 2" x 4" FASCIA -
NOTCH ANGLE FOR GUTTER
MUST REMAIN FOR ANGLE
STRENGTH
2'x 3" x 0.050" MIN. W/(4)
ANGLE, ANCHORS, AND 910 x 3/4" S.M.S. FOR LARGER
RECIEVING CHANNEL PER BEAMS USE (BEAM DEPTH +1)
SECTION 9 FOR NUMBER OF SCREWS
SEE SECTION 9)
3) #10 x 2 1/2" S.M.S. Q
RAFTER TAILS OR T O.C. MAX
W/ 2" x 6" SUB FACIA
CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW
GUTTER IS NON STRUCTURAL
MAY USE ROLL FORMED
GUTTER
NO STRAP IS REQUIRED
EXCEPT
FOR EXTRUDED GUTTER
3) 1/4" x 1-314" TAP CON OR
LAG SCREW VARY SIZE WITH
WIND ZONE
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2) #10 x 1/2" S.M.S. TOE
SCREW INTO BEAM AND/OR
SIDE WALL RAIL
WIND BRACE CONNECTION DETAIL
SCALE: 2"= 1'-0"
CONNECTION APPLIES AT
BOTH ENDS OF BRACE
ANGLE OR PLATE AT BOTTOM
OF BRACE
2"x 2" EXTRUSION W/
1"x 2' EXTRUSION
EAVE RAIL
NOTES:
1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from
host structure.
2"x 6" BEAM
CONNECTOR MAY BE (2)
ANGLES, INTERNAL 'U'
CHANNEL OR EXTERNAL'U'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER FASTENER
SECTION)
CARRIER BEAM
SEE TABLE 1.51
MINIMUM NUMBER S.M.S.
LONG REQUIRED EQUAI
BEAM DE
SEE FASTENER SECT
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (3) #10 x 1-1/2"
INTERNALLY
PRIMARY BEAM
SEE TABLE 1.1 OR 1.8)
CUT RECEIVING CHANNEL TO
FIT BEAM AND BRACE ANGLE
WIND BRACE
3) MIN. #10 x 1/2" S.M.S.
OPTIONAL BRACE TELESCOPE
MIN. 12"
1-3/4"x 2"x 1-3/4" RECEIVING
CHANNEL ATTACHED TO BEAM
W/ (4) (TOTAL) #10 x 1/Z S.M.S.
2"x 2" EXTRUSION W/
1"x 2" EXTRUSION OR
2" x 3" SPECIAL SECTION
BRACE ATTACHED TO
CHANNEL W/ (4) (TOTAL)
10 x 1!2" S.M.S.
2) TOP AND (2) BOTTOM
EAVE RAIL
TELESCOPING WIND BRACE CONNECTION DETAIL
SCALE: 2= 1'4r
NOTES:
1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from
host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind
bracing.
2. Cut brace parts with min. 12" lap of larger and smaller brace.
3. Cut receiving channel with angle.
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2'= 1'-W
SLOPED ROOF OR GABLED
END ROOF
1' x 2" OR 2" x 2" ATTACHED
TO WALL W/ #10 x 2" S.M.S. @
16" O.C.
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ATTACHED TO WALL W/#10 x 2" LAG SCREWS PER SIDE OR
2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2)1/4"x
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
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1) 1-3/4'x 1-3/4'x 1-3/4"x 1/8"
INTERNAL U -CHANNEL
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SCREWS OR TO CONCRETE
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CHANNEL ANCHOR PER SIDE FOR EACH
CUT RECEIVING CHANNEL TO
FIT BEAM AND BRACE ANGLE
WIND BRACE
3) MIN. #10 x 1/2" S.M.S.
OPTIONAL BRACE TELESCOPE
MIN. 12"
1-3/4"x 2"x 1-3/4" RECEIVING
CHANNEL ATTACHED TO BEAM
W/ (4) (TOTAL) #10 x 1/Z S.M.S.
2"x 2" EXTRUSION W/
1"x 2" EXTRUSION OR
2" x 3" SPECIAL SECTION
BRACE ATTACHED TO
CHANNEL W/ (4) (TOTAL)
10 x 1!2" S.M.S.
2) TOP AND (2) BOTTOM
EAVE RAIL
TELESCOPING WIND BRACE CONNECTION DETAIL
SCALE: 2= 1'4r
NOTES:
1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from
host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind
bracing.
2. Cut brace parts with min. 12" lap of larger and smaller brace.
3. Cut receiving channel with angle.
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2'= 1'-W
SLOPED ROOF OR GABLED
END ROOF
1' x 2" OR 2" x 2" ATTACHED
TO WALL W/ #10 x 2" S.M.S. @
16" O.C.
I
PRIMARY OR
MISCELLANEOUS FRAMING
BEAM (SIZE PER TABLES)
4 FOR (" OR 1/4")
2d (1/2" FOR 1!4")
z
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ANCHOR IN SHEAR
ANCHORIN
LOAD
TENSION OR
TENSILE LOAD
CALCULATE THE NUMBER OF SCREWS REQUIRED BY
SOLVING THE FOLLOWING EQUATION:
ROOF WIND LOAD' x BEAM SPACING x /
BEAM SPAN l
l 2J = #
OF ANCHORS
ANCHOR ALLOWABLE LOAD
FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE
BEAM TO FASCIA CONNECTION DETAIL
SCALE: 2' =1'-0'
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TENSION OR
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PANELS / ELEMENTS
UNBRACED BY HOST
STRUCTURE TO BE BRACED
BY DIAGONALS IN
PERIMETER PANELS (MIN.)
ELEMENTS BRACED BY HOST QSTRUCTURECONNECTION
BEAMS AND / OR PURLINS
HOST,STRUCTURE
OELEMENTS BRACED BY
DIAGONALS
ALTERNATE BRACING
PATTERN, CORNER BRACES
STILL REQUIRED
CABLE OR
K -BRACING
IN WALLS)
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BRACE POSITION
CABLE OR TYPICAL LAYOUT CABLE OR
K -BRACING BEAMS OR PURLINS K -BRACING
IN WALLS) (IN WALLS)
ADDITIONAL ROOF BRACING IS
REQUIRED FOR ALL SIDE
EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL,
FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING
EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.)
POSITION OF BRACES
ALTERNATING
POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP)
POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW
SCALE: 1/4"= T -O"
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TYPICAL LAYOUT
BEAMS OR PURUNS
WIND BRACING PATTERN
TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4
SCALE: 1/8"= 1'-0"
CABLE BRACING
General Notes and Specifications:
1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool
enclosures:
a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL
CABLE DIAMETER TOTAL ALLOWABLE WALL AREA
233 Sq. Ft. / PAIR OF CABLES
LES
TOTAL WALL AREA = 100% OF FRONT WALL + 50% EESSIDE WALL
FRONT WALL AREA aQ 100% (8'x 32) = 256 Sq. FL
q. FL
TOTAL WALL AREA = 336 Sq. FL
233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required.
b) SIDE WALL CABLES - 7 x 19 STAINLESS STEEL
C7WALL
SIDE WALL CABLE"
R 233 Sq. FL OF WALL
SS ARE NOT REQUIRED FOR SIDE W SS THAN 233 Sq. FL
c) To ed pair of rabies for free standing pool enclosur se 100% of each wall
of one adjacent wall.
NOTES:
1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e.
a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top
rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail
and the chair rail, then there shall be an additional front wall cable pair at that girt also.
2. Side walls do not require cables until the side wall area is greater than 233 Sq. FL. The side wall
cable may be attached at the mid -rise girt or the top rag.
3. Standard rounding off rules apply. to: if the number of cables calculated is less than 2.5 pairs use
two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables.
4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall
be even and position shall be alternating.
5. Cables shall be snugged up tight only to not put strain on cables.
FAW
1" x 2'x 0.125" CLIP AND (4)
10 x 3/4" S.M.S. EACH
SIDE FOR CABLES
EITHER A OR B
5) #10 S.M.S.(MIN.) —
1/8" x 1-1/2' x 8" FLAT BAR
0.125" PLATE OUT ON
45' ANGLE
O NOT OVER TIGHTEN CABLE
SNUG UP ONLY
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
MEMBER
NECTIONS AT CORNER - D
SCALE: 2" =1'-0'
S.S. CABLE @40' - 50' MAX.
ANGLE W/ SLAB
3-1/2" ASTM A-36 PRESSED
STEEL CLIP MAY BE
SUBSTITUTED FOR
2" x 2"x 0.125' ANGLE
MIN. 3-3/4"
4" NOMINAL) SLAB
MIN. (2) 1/4" OR 5/16'x 1-3/4"
CONCRETEANCHORS
ALTERNATE CLIP:
3" ASTM A-36
PRESSED STEEL CLIP
TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2
SCALE: 2"= 1'-0"
ANCHOR PER TABLE 9-1A MIN.
SHEAR 607# FOR 3/32" CABLE
AND 902# FOR 1/8' CABLE
FOR 3/32" CABLE 5/16" x 2"
CONCRETE ANCHOR W/
CABLE THIMBLE AND WASHER
SLAB FOR 1/8" CABLE SHALL
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NOTE:
EE GENERAL NOTES AND
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3 1/2" ASTM PRESSED
V
STEELL CLCLIP MAYBE
SUBSTITUTED FOR
2"x2"x0.125"ANGLE
ALTERNATE:
USE (1) 1/4'x 1-1/4" FENDER
WASHER EACH SIDE OF
FRAME MEMBER
BMIN. (2) CLAMPS REQUIRED
Fh1)9) TYP.) 4® .
MIN. 1/4" EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A
SCALE: 2" =1'-0'
2" x 2"x 0.125" ANGLE
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CLIP MAY ALSO BE MOUNTED TO SIDE
OF SLAB. MAINTAIN 2" EDGE DISTANCE
DOUBLE COMPRESSION K -BRACING
SLEEVES
CLIPS OR #10 SCREWS
3" ASTM A-36 STEEL CLIP WITH General Notes and Specifications:
CONCRETEANCHORSTO
CONCRETE DECK 1) The following shall apply to the installation of K-BRACINGas additional bracing to diagonal wind bracing for
1/8" STAINLESS STEEL pool enclosures:
CABLE 40' TO 50" MAX, a) FRONT WALL K -BRACING - ONE SET FOR EACH 800 SF OF TOTAL WALL AREA
ANGLE TO SLAB TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL
EXAMPLE: FRONT WALL AREA @ 100% (8' x 37) = 256 Sq. FL
e
SIDE WALL AREA @ 50% (8'x2(Y) = 80 Sq. Ft•
Qj
TOTAL WALL AREA = 336 Sq. FL
a
800 SF > 336 SF THUS ONE SET OF FRONT WALL K -BRACING IS REQUIRED.
RAILS ATTACHED TO
CONCRETE W/ 1/4"x 2-1/4"
b) SIDE WALL K -BRACING -ONE SET FOR 233 SF TO 800 SF OF WALL
c) To calculate the required pair of k -bracing for free standing pool enclosures use 1009/6 of each wall
CONCRETE/MASONRY
area & 50% of the area of one adiacent wag.
NOTES:
2500 P.S.I. CONCRETE 1. K -bracing shall be used for all wind zones of 120 MPH EXPOSURE "C" and higher.
6 x 6 - 10 x 10 WELDED WIRE 2. Side walls do not require k -bracing until the side wall area Is greater than 233 SF.
MESH OR FIBER MESH 3. Standard rounding off rules apply. ie: if the number of k -bracing sets calculated is less than 1.5
CONCRETE sets use one set of k -braces; if the number of k -braces calculated is 1.5 sets or greater use 2 sets
ANCHORS @ PRIMARY &
of k -bracing.
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D
SCALE: 2"= V-0"
O
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CHAIR RAIL
EAVE RAIL
4" x 4" x 0.062" PLATE
2' x 2" x 0.044- BRACE P.)
rT
K -BRACING CONNECTION DETAILS
NOTES: SCALE: 2" = V-0"
1. Can trim plate this area.
2. Alternate connections use'H' bar cut to fit connections.
1/4"x 1-1/4" EMBEDMENT
EXPANSION BOLT @ 24' O.C.
1 x 2 SOLE PLATE
SEE TABLE 1.8 FOR REQUIRED
QUANTITY OF
10 x 3/4" S.M.S.
EAVE RAIL
4) #10 x 1/4' S.M.S. ORTEK
FASTENER TYP. OF CLIP OR
FRAME CONNECTION
2"x 2" x 0.044" BRACE (TYP.)
TELSCOPING BRACE SYSTEM
ALTERNATE K -BRACING CONNECTION DETAILS
SCALE: 2"= 1'-0"
NOTE:
ARemale connections use 'H' bar cut to fit connections.
N
PURLINS ANCHORED W/
CLIPS OR #10 SCREWS
J
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OR THROUGH #10 SCREWS
SCREW BOSSES
INTO SCREW BOSSES 3 LLI
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EAVE RAILS SHALL BE
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FROM
STITCHED W/ #10 x 1-112" SMS
0 WtoEACHPOSTAND24'
POST PER
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1.3 SERIES
OC MAX.
Z Z QFROMEDGEOFCONCRETE
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED
THE POST AND HAVE A TOTAL (12) #10 x 314" S.M.S.
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2"= V-0"
z
aw
8
w
W
SHEET z
NLU C7
Z
WF w
WoZ 1 1 Lu
CO Z
W
lp m
08-12-2010 OF I v
GIRTS ANCHORED W/ CLIPS J
OR THROUGH #10 SCREWS Q V)
INTO SCREW BOSSES 3 LLI
Z
o Qj
FRONT AND SIDE BOTTOM a Z
RAILS ATTACHED TO
CONCRETE W/ 1/4"x 2-1/4"
Z o O
U
CONCRETE/MASONRY
1-
JwtoZ
LU ANCHORS @ PRIMARY & 1" x 2" OR 1"x 3" W Q
0SECONDARYANGLESOR@6"
FROM
0 WtoEACHPOSTAND24' w —
w LLO.C. MAX. AND WALLS MIN. 1' W Z Z QFROMEDGEOFCONCRETE0W
L -
U0 LL
0da
d
OZ
U
LUQ
dry
Q y iii
U
LL Z
K Og
PURLIN & CHAIR RAIL DETIL ul Z H UL
SCALE: 2" = 1'-0• e
a
U
w
Z
0 Q
PURLIN OR C zLu
ATTACHED TO BEAM OR POST o q
W/ INTERNAL OR EXTERNAL'L' Z
CD
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S.
SCREW BOSSES
I f y
z
CD04^
Wt
LL Lu —
O O
2LLx
w Z c mWmu_
I
uj r
n
PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING LL oLL C U tO, Co
BEAMS ONLY, o W m tY S" n
y N L
i Q
Wa
m
w X Cy
jm
SNAP OR SELF MATING BEAM
Co NO > O m
ONLYw
d
K LU 3 m
Ca m
O FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR w y
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND K gINSTALLEDINPILOTHOLES2JLuCL
FOR ALL OTHER PURLINS A HS ARE REMOVEDOGIRTTO W
OF THE CONNECTION MU TNBE.STRAPP D FROM POST WITH 050"x1-3144Hx
40-
STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT w _ _
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED
THE POST AND HAVE A TOTAL (12) #10 x 314" S.M.S.
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2"= V-0"
z
aw
8
w
W
SHEET z
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08-12-2010 OF I v
SCREWS OR THRU-BOLTS
SEE SECTION 9)
1' x 2" EXTRUSION ANCHOR
TO CONCRETE W/
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND @ 24" O.C. MAX.
SELECT CONCRETE ANCHORS
FROM SECTION 9
POST SIZE 2• x _.
SEE 1.3 SERIES TABLES
MIN. 3-112" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SIDE WALL
POST TO PLATE TO CONCRETE DETAIL
SCALE: 2"= V-0"
2"x 2"x 0.063" ANGLE EACH
SIDE ATTACH TO POST AND
CONCRETE @ LOAD BEARING
WALL W/(2) MIN. S.M.S. (PER
SECTION 9) EACH SIDE
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6x6 -10x10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
ANGLES AS SHOWN ABOVE
MAY BE USED TO CONNECT
CHAIR RAILS AND PURLINS
POST SIZE 2"x _
SEE 1.3 SERIES TABLES
1• x 2" EXTRUSION ANCHOR TO
CONCRETE W/ CONCRETE
ANCHORS 6' MAX. EACH SIDE
OF EACH POST AND @ 24" O.C.
MAX. OR THRU PRIMARY
ANGLE AND @ 24" O.C. MAX.
SELECT CONCRETE ANCHORS
FROM TABLE 9.1
SIDE WALL
ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL
SCALE: 2"= V -W
FOR WOOD DECKS (MIN. Z" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS
1'•z2" EXTRUSION ANCHOR
TO CONCRETE W/ CONCRETE
ANCHORS OR THRU PRIMARY POST SIZE 2" x_
ANGLE 6' MAX. EACH SIDE OF SEE 1.3 SERIES TABLES
EACH POST AND @
24" O.C. MAX.
SELECT CONCRETE ANCHORS
FROM SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SIDE WALL POST TO PLATE TO CONCRETE DETAIL
SCALE: 2" =1'-0'
1"x 2" EXTRUSION ANCHOR 2" x 2", 2"x 3" OR 2"x 4"
TO CONC. W/ CONC. ANCH. 6' HOLLOW SECTION
MAX. EA. SIDE OF EA. POST
M• SPACING 24" O.C.
THIN SET BETWEEN
SEE TABLES)
AND @ 24" O.C. MAX SELECT
10 x 3/4" S.M.S. EACH SIDE
2500 P.S.I. CONCRETE
1-1/4" (MIN.) CONCRETE
FRONT VIEW ANCHOR EMBEDMENT
CONCRETE ANCHORS FROM A
CONCRETE AND PAVERS
MIN. (3) #10 x 1-1/2" S.M.S. INTO
SECTION 9 8
BOLTS TO BE RAWL
SCREW BOSSES
MIN. 3-1/2" SLAB 2500 P.S.I.
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH CONC.
MASONRY ANCHOR @ 6" EA
SIDE OF POST AND @ 24" O.C.
MAX. SELECT CONCRETE
ANCHORS FROM TABLE 9.1
SIDE WALL HOLLOW POST TO BASE DETAIL
SCALE: 2" =1'-0'
POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS
General Notes and Specifications:
1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam
spacing x the screen load of 7# / Sq. Ft.
EXAMPLE
FOR A 2"x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING
OFT USE: 1/2 x 1T-11• x T x 10#/ Sq. Ft = 627.2# UPUFT
2. Table 1.6 of this manual uses the worst case loads for all cases.
3. In all cases there must be a primary anchor within 6" of each side of the upright
4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shown
above (min. 1-3/8" embedment).
2"x 2"x 1/8"' INTERIOR U -CLIP
OF EITHER 6005 T-5 ALLOY OR
BREAK FORMED 5052 H-32 OR
34 ALLOY
2-3/B" BRICK PAVERS
THIN SET BETWEEN
CONCRETE AND PAVERS
ALL CONCRETE ANCHOR BOLTS
TO BE RAWL EXPANSION BOLTS
OR EQUIVALENT
CONCRETE ANCHOR
SEE SCHEDULE THIS PAGE)
2500 P.S.I. CONCRETE
NOTE: DETAIL ILLUSTRATES
TYPICAL 2" x 4" S.M.B.
COLUMN CONNECTION
PRIMARY 2"x 2 x 1/8"• ANGLE
SEE SECTION 9)
CONCRETE ANCHOR THRU
PRIMARY ANGLE
1' x 2" BASE PLATE (TYP.)
ALL CONCRETE ANCHOR
BOLTS TO BE RAWL
EXPANSION BOLTS OR
EQUIVALENT
d' VARIES
4" SHOWN)
A
6r
o
e
2" (MIN.)
SIDE VIEW
SCREEN
PRIMARY 2"x 2• x 1/6"• ANGLE
EACH SIDE
10 x 3/4" S.M.S. EACH SIDE
SEE SCHEDULE THIS PAGE)
1" x 2" 0. B. BASE PLATE (TYP.)
Sd• MINIMUM EDGE DISTANCE
FROM ANCHOR TO OUTSIDE
EDGE OF SLAB
BOLT 0 •5d DISTANCE
31a• 1a/e'
GRADE
1-1/4" (MIN.) CONCRETE
ANCHOR EMBEDMENT
MIN.) 5d
TYPICAL SELF MATING OR
SNAP SECTION
2) #10 x 3/4" S.M.S. EACH SIDE
CONCRETEANCHORS
@ 24" O.C.
2-3/8" BRICK PAVERS
OF EITHER EXTRUDED 6005
TYPICAL SELF MATING OR
6" (MAX.)
M• SPACING 24" O.C.
THIN SET BETWEEN FOR BOTH IDES
CONCRETE LAYERS
10 x 3/4" S.M.S. EACH SIDE
2500 P.S.I. CONCRETE
1-1/4" (MIN.) CONCRETE
FRONT VIEW ANCHOR EMBEDMENT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS
SCALE: 2"= V-0"
NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED
2' x 2' x 1/B" INTERIOR U-CLIPSCREENOFEITHEREXTRUDED6005
TYPICAL SELF MATING OR
T-5 ALLOY OR BREAK FORMED d' VARIES ALL CONCRETE ANCHOR BOLTS TO BE
6063 T-6 OR 5052 H-32 OR 34 4" SHOWN) RAWL EXPANSION BOLTS OR EQUIVALENT
ALLOY
10 x 3/4" S.M.S. EACH SIDE
2-3/8' BRICK PAVERS
II - (SEE SCHEDULE THIS PAGE)
THIN SET BETWEEN
CONCRETE AND PAVERS
5d• MINIMUM EDGE DISTANCE
ALL CONCRETE ANCHOR
FROM ANCHOR TO OUTSIDE
BOLTS TO BE RAWL
EDGE OF SLAB
CONCRETE ANCHOR
BOLT 0 • Sd DISTANCE
SEE SCHEDULE THIS PAGE)
1/4" 1-1/a
a $ :
e • .
5116 177! MAx
2500 P.S.I. CONCRETE y GRADE
NOTE: DETAIL ILLUSTRATES 1-1/4" (MIN.) CONCRETE
TYPICAL 2' x 4" S.M.B. ANCHOR EMBEDMENT
COLUMN CONNECTION
2' (MIN.) (MIN.) 5d
SIDE VIEW
2" x 2" x 118"• INTERIOR U -CUP
OF EITHER EXTRUDED 6005 TYPICAL SELF MATING OR
T-5 ALLOY OR BREAK FORMED
1" x 2• BASE PLATE (TYP.)
SNAP SECTION
6063 T-0 OR 5052 H32 OR 34 10 x 3/4" S.M.S. EACH SIDE
ALLOY SEE SCHEDULE THIS PAGE)
1• x 2" BASE PLATE (TYP.)
Sd' MINIMUM EDGE
ALL CONCRETE ANCHOR DISTANCE
BOLTS TO BE RAWL FROM ANCHOR TO
EXPANSION BOLTS OR
2"j 4 1 4 4 4
OUTSIDE EDGE OF SLAB
EQUIVALENT
1" 4 1' 1• V. 4 1' 1" "
I BOLTO •Sd DISTANCE
CONCRETEANCHORS
Lo
j
NOTE: SELECT CONCRETE
ANCHOR FROM TABLE
4 1• 1-112
1/4"
1-1/4" MIN. CONCRETE a
@ 24" O.C.
9.1
1' 1-1/2'
ANCHOR EMBEDMENT LJ
5/16" 1 1-5/8" MAX.
4
PREDRILL PILOT HOLE
5- (MAX.) a W W Z (L 0
2500 P_$J E017 RETE
MIN.
2-3/8' BRICK PAVERS
MAX. SPACING 24" O.C. 6' (MAX.) 112" (MAX) TYPE S MORTER FOR BOTH SIDES a
BETWEEN CONCRETE LAYERS
2500 P.S.I. CONCRETE FRONT VIEW
1-1/4' (MIN.) CONCRETE
ANCHOR EMBEDMENT
2" x 4" OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS
NOTE: SCALE: 2• =1'-0"
o
1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
TE:
2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT.
V
FOR UPRIGHTS OF 2"x 9' AND LARGER USE 114" ANGLES MIN.
1. F E WALLS OF 2'x 4' OR SMALLER ONLY ONE ANGLE IS REQUIRED.
2. PREDRILL
2"x 2"x 0.063' PRIMARY ANGLE
CiEACHSIDEz
SCREEN •
cvames #10 x 314" S.M.S. EACH SIDE
r-!
SNOW°' (SEE SCHEDULE) o4 ." a
1"x 2' O.B. BASE PLATE (TYP.) ,
5d' MINIMUM EDGE DISTANCE
FO gR
SECONDARY ® ® FROM ANCHOR TO OUTSIDE ON 8 52' x (D - 2 ") x 0.063• ANGLE I EDGE OF SLAB
EACH SIDE OF COLUMN W/#10 v ® ®
BOL70 Sd DISTANCE 4d
0,
S.M.S. v4• 1-va r If Q aSEESCHEDULETHISPAGE) a .. 3/8
CONCRETEANCHOR ° J GRADE G
con
SEE SCHEDULETHIS PAGE)Wt, zec.. ..
1-1/4* MIN. CONCRETE
NOTE: DETAIL ILLUSTRATES ANCHOR EMBEDMENT W
m
TYPICAL 2"x 4"S M.B. COLUMN 2500 P.S.I. CONCRETE OR V
CONNECTION Sd (
MIN.) (MIN.);
ALTERNATE 2" x
DECK _
WOOD Q S
1SIDEVIEW TYPICAL S.M. OR SNAP
SCRE N SECTION COLUMN
10 x 3/4" S.M.S. EACH SIDE I
CONCRETE ANCHOR THRU (SEE SCHEDULE THIS PAGE)
ANGLE OR WITHIN 6' OF
UPRIGHT IF INTERNAL PRIMARY 2"x 2" x 0.063" ANGLE
SCREWS INTO SCREW J
BOSSES 1" x 2• BASE PLATE (TYP.)
U)
W
Angle Number of Anchors
Le "L" IW706- 3111"
Z of
Z
5116• 1
I -A" I "B• "C" If I
G U) Z
C"
2"j 4 1 4 4 4
a
1' 1" 4 1' 1• V. 4 1' 1" " 1'
2x5
Lo
j
NOTE: SELECT CONCRETE
ANCHOR FROM TABLE
4 1• 1-112
1-1/4" MIN. CONCRETE a C W n9.1
1' 1-1/2'
ANCHOR EMBEDMENT LJ to W W
4
6" MAX. 5- (MAX.) a W W Z (L 0
2500 P_$J E017 RETE SSP 24.O.C. j
6
Q'WZ Q
3 0FORBOTHSIDS11
5'
ZLU
VIEW
U.
FRONT U O
2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS o O LU
TE:
SCALE: 2'= 1'-0• V N Q X U)
1. F E WALLS OF 2'x 4' OR SMALLER ONLY ONE ANGLE IS REQUIRED.
2. PREDRILL w O
4
DETAIL ILLUSTRATES TYPICAL U Z U-
S/8'
2" x 4" S.M.B. THRU 2• x 9" SUB z
CONNECTIONS WW
1' 3' - 4
a
3-
CONCRETE DECK EDGE
M
0JF Q
2"x 2• PRIMARY ANGLE SCREEN U
u•
5/a• 2-7/8"
ABSOLUTE MINIMUM EDGE r t3x
3.12-
OF CONCRETE TO C.O. w
B 6
VARIES
8
1" FASTENER =5d o 0
5d (MIN.)-
6
A•
1 3/4' 3-1 '
z Co
z i12^
J m
2-1/2• (MIN.) B SECONDARY 2" x 2• x 0.063" O 0
Z
LL W
W LL
2 cit
ANGLE (SEE SECONDARY j W 6mrn x
LLANGLEANCHORSCHEDULELWE
1" x 2" O.B. BASE PLATE (fYP.)
C
AND TABLE 9.1) m mWz_ O
t v
10 x 3/4" S.M.S. (TYP.) CONCRETE ANCHORS INTO X o!C a.
t) PRIMARY AND SECONDARY OOLL C U m n
2"x S.M.B. COLUMN B ANGLES p
W
0) U o n
m G
MIN. EDGE DISTANCE & O.C. a to N
LLI °
t
to V
AN CHOR SPACING S.M.S. ITCHING SCREWS W a CD J m°
ANCHOR ALUM wooD coNc. @ 24' O. .FOR S.M.B. Co 0
L, m2-1/24 4d Sd SEE T LE 1.6 FOR SIZE) I- X C U c
1/4' 51 1' 1-114•
5116• 25132 1-114' 1-9/1
1-1n• 1-7/ • TOP VIEW POST TO DECK
7 W
W
z
t
m
m
SCA • w'y I ~ J/,
Primary and Secondary Anchor Sche ule
Column SecondaryAn Is Maximum Number and Spacing Anchors 7 Ju.,a
rn SEAL
Example: O W SHEET
Calculate the number of anchors required: 1.5x beam span/2x beam spacing x roof wind pressure (PSF) - total #; O to
If 1 S x 30.2 x 6' x 10 PSF - - 1350# and 1/4' x 1/4• Tapoon in tension C 5d - 427# / ea. (see table 9.1) Q Xhen1350# / 427# / ea. = 3.16 ea. use (3) ea, secondary angle not required lL
12ActualEdgeDistanceExample: ZFromedgeofconcretetofastener - 2 / dia. of 0.25'- Bit
Note: y
For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables r±.
from Table 9.2
OF08-12-2010
r
mz
C7
W
Wz
17zW
zzW
18 to
Size Angle Number of Anchors
Le "L" IW706- 3111"
I
A"
1
C" I
5116• 1
I -A" I "B• "C" If I
318" '
A" 'B' C"
2"j 4 1 4 4 4 V 1' 1" 4 1' 1• V. 4 1' 1" " 1'
2x5 3" 4 4 4 4 1• 1-112 4 V 1.10 4 1' 1-1/2'
2 x 6 40 4 4 4 4 1• 2• 4 1• 2" 4 1• 2-
2x72x7 5' 6 4 4 6 V 518' 1-7/8- 4 V 2-12• 4 V 2-1/2-
2 x 8 6" 6 4 4 6 1' S/8' 2-/8' 4 1' 3' - 4 1• 3- M r 6 6 4 6 17 5/a• 2-7/8" 6 1' 13116. 2-7/a' 4 1• 3.12-
2x10 e" B 6 6 8 1• Sl8' 2' 6 1- 13/16'3.3116 6 1' 1 3/4' 3-1 '
rn SEAL
Example: O W SHEET
Calculate the number of anchors required: 1.5x beam span/2x beam spacing x roof wind pressure (PSF) - total #; O to
If 1 S x 30.2 x 6' x 10 PSF - - 1350# and 1/4' x 1/4• Tapoon in tension C 5d - 427# / ea. (see table 9.1) Q Xhen1350# / 427# / ea. = 3.16 ea. use (3) ea, secondary angle not required lL
12ActualEdgeDistanceExample: ZFromedgeofconcretetofastener - 2 / dia. of 0.25'- Bit
Note: y
For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables r±.
from Table 9.2
OF08-12-2010
r
mz
C7
W
Wz
17zW
zzW
18 to
T x T x 1/8" INTERIOR U -CLIP
OF EITHER EXTRUDED 6005
T-5 ALLOY OR BREAK FORMED
6063 T-6 RO 5052 H-32 OR 34
ALLOY
CONCRETE DECK EDGE
VI
5d
5C
1"x 2" O.B. BASE PLATE (TYP.)
DETAIL ILLUSTRATES TYPICAL
2"x4'S.M.B.THRUTx9"SUB
CONNECTIONS
SCREEN
Edge Distance
BOLT 0 1 Mete12-1@d Concrete 5d
1/4' SIB' 1-1/4'
5/16' 13116' 1-9/16"
15/16• 1-7/8•
WALL SCREWS
10 x 314' S.M.S. (TYP.)
SEE PRIMARY AND
SECONDARYANCHOR
SCHEDULE PREVIOUS PAGE)
j S.M.S. STITCHING SCREWS
2"x S.M.B. COLUMN @ 24" O.C. FOR S.M.B.
SEE TABLE 1.6 FOR SIZE)
TOP VIEW POST THRU PAVER DETAIL
SCALE: 2" = 1'-0"
EXAMPLE OF NUMBER OF SRCREWS REQUIRED:
ANCHOR LOAD = BEAM / UPRIGHT SPACING x BEAM SPAN /2 x 10 PSF' = P
1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD
P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS
2. UPRIGHT WALL ANCHORS: ANCHORS ARE IN SHEAR & THROUGH BOLTS ARE IN DOUBLE SHEAR
P / ALLOWABE LOAD FROM TABLE 9.4 = TOTAL NUMBER OF ANCHORS
3. FOR UPRIGHT Tx 9" AND LARGER USE 1/4" ANGLES OR U -CLIPS.
SEE PAGE 3 FOR ROOF WIND LOAD
ALUMINUM FRAME SCREEN
WALL
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB W/
1/4"x 2-1/4" MASONRY
ANCHOR W1 IN 6" OF POST
AND @ 24' O.C. MAXIMUM
1) #5 0 BAR CONTINUOUS
CONCRETE ANCHORS SHALL
EMBED INTO CONC. THROUGH 'H'VARIES
CAP BLOCK OR BRICK 1-1/2"
MIN.
GRADE
ii— -W" —1
Knee Wall Table
C W
N
x
3 #4
1
4' 12' 3 2 10'-0"
c
4' 12' 3 2 B'-0' k4a* 8• 18' N/A 3 6'-0'
a
8" 16• N/A 3 4'-0'
it 24' NIA 3 Z-8"
i .
I I
12' 30' NIA
2" MIN. TO 2-1/2" MAX
RETAINING WALL TO FOOTING - DETAIL 2
CONCRETE CAP BLOCK OR
BRICK (OPTIONAL).
8"x 8'x 16' BLOCK WALL
MAX. 32)
1) #4 BAR @ CORNERS AND
x" O.C. FILL CELLS AND
KNOCK OUT BLOCKTOP
COURSE W/2500 PSI PEA
ROCK CONCRETE
DECK OR GROUND LEVEL
RIBBON FOOTING OR
MONOLITHIC IF MONOLITHIC
SLAB IS USED (SEE NOTES OF
DETAILS THIS PAGE)
N•) #5 0 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
SCALE: 1/2'= 1'-0'
o OPTIONAL BRICK
o
PAVERS
e 8.
OR 1r 8"
OR 12
6•
OR 12"
ALUMINUM STRUCTURE
16' MAX. HEIGHT SIDE WALL
ONLY)
FOOTING 2500 PSI CONCRETE
W/ (1) #50 OR (2) #30 CONT.
BARS MIN. 2-1/2" OFF GROUND
RIBBON FOOTING -TYPE 1
SCALE: 1/2' = 1'-0"
ALUMINUM STRUCTURE
ALL FRONT WALLS)
FOOTING 2500 PSI CONCRETE
W/ (n1) #30 OR (n2) #50 BARS
CONTINUOUS BARS MIN. 2-1/r OFF
GROUND
RIBBON FOOTING - TYPE 2
SCALE: 1/2"= V-0"
n2 - number of #50 bars @ 0.31 sq. In grade 60 steel
UPRIGHT SIZE VARIES 0 1
2" x 6" SHOWN) SEE POST TO DECK DETAILS
SLOPE OF GRADE MUST
c
ON PREVIOUS PAGES
BE FLAT FOR AT LEAST
BEND (1) #30 BAR INTO 32' OF
2' FROM OUTER a
SLAB @ 24' O.C.
SURFACEOF FOOTING H7• J :. ,•I . 30 BARS HORIZONTALLY
to
CD
a CONTINUOUS @ 12" O.C. MAX.
GRADE MAX GRADE I
4•, 4 - STEEL @ 1r O.C. MAXd
DIFFERENCE:t 8"
30 BARS VERTICALLY CAGE
N
z0
STEEL @ 12' O.C. MAX
H2
i .
I I
H1 = H2 = 24' MAX 2" MIN. TO 2-1/2" MAX
RETAINING WALL TO FOOTING - DETAIL 2
C
3
COVER (TYP. ALL AROUND)
IF .K 12" MIN. TO 18" MAX.
RETAINING WALL FOOTING - DETAIL 1
SCALE: 1/2" =1'-0"
SEE POST TO DECK
DETAILS ON 30 BARS HORIZONTALLY
PREVIOUS PAGES
M
CONTINUOUS @ 12' O.C. MAX
UPRIGHT SIZE VARIES BEND (1) #30 BAR INTO 32' OF
Tx 6' SHOWN)
o SLAB @ 24' O.C.
WCD to
CD
24" MAX j #30 BARS VERTICALLY CAGE
z
4•, 4 - STEEL @ 1r O.C. MAXd
GRADE T MIN. TO 2-1/2' MAX
N
z0 J M
LL
COVER'(TYP.ALLAROUND)
NEW SLAB 12"
41
12" MIN. TO 18" MAX
RETAINING WALL TO FOOTING - DETAIL 2
C
3
SCALE: 1/2"= T -O"
1/4"x 6' RAWL TAPPER
THROUGH 1"x T AND
ROWLOCK 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 AND
ALUMINUM FRAME SCREEN -
WALL
CAP BRICK
BRICK KNEEWALL TYPE'S'
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4- (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
1) 1/4 x 1-3/4 CONCRETE 1 (3) #30 BARS OR (1)
ANCHOR TO SLAB OR #50 BAR W/ 2-10 COVER
FOOTING ' (TYP )
BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 112"= V-0'
1) #5 BAR CONT. -••I
3 #3 BAR CONT. OR Q C
2) #3 BAR CONT. OR • „ • d W1' PER FT. MAX. FOR (
TYP 1 #5 BAR CONT. _ — } Z w3-1l2'
2'-0' MIN. ALL SLABS I e ° a, O Q Z o
BEFORE SLOPE ) - —°— 12' -' U
l' .I. •,
I Q Z 0 0 N
8" 1' a W W Q m
TYPE I TYPE II TYPE IIIL W O Q.
0 r'n
FLAT SLOPE / NO FOOTING MODERATE BACK SLOPE FOOTING STEEP SLOPE FOOTING E U)
0-T1 12' T/ 12"- 14" > 141 w W Z LL
Notes for all founilation types: EW ZN
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of u.
F' U O v
soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab. O U U LL o
2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. 0 U O U rn
3. No footing is required except when addressing erosion until the slab width in the direction of the primary F ' O W r_
beams exceeds the span per table on to the left, then a type II slab is required under the load bearing wag only Q 32
0 _ unless the side wall exceeds maximum height of tables in which case a type II footing is required. LL Z I- m'
4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh or g aO
crack control fiber mesh; Fibermesh® Mesh, InForcen e3- (Formerly Fbermesh MD) per manufacturer's tu Z LL `o
specification maybe used in lieu of wire mesh. All slabs / footings shag be allowed to cure for 7 days before o U LL
installing anchors. r zQ = W o
5. If local codes require a minimum footing use Type 11 footing or footing section required by local code. Local z J U n
codes govern. O Q
SLAB -FOOTING DETAILS
SCALE: 1/2'= V-0' M 3
z H
WCD to
CD
a
z r o
z N n
N
z0 J M
LL
C
It
NEW SLAB 12" 44'
EXISTING SLAB
Z I -
j LLI 2 c m
C
3
Imo—
11 Lu t° u 2
K N J O
C
30 RE -BAR DRILLED AND
EPDXY SETA MIN. 4' INTO a 0: 0: O N
MIN. (1)#30 BAR EXISTING SLAB ANDA MIN. 4"
toN N n 0
CONTINUOUS 8' INTO NEW SLAB 6" FROM w ED =
4
a
EACH END AND 48" O.C. j a Ll.l co m t
0 W
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
W 1
m °
p
cO1 > d # m
SCALE: 3/4"= 1-W
0
D Lu U a aC
N r5
O
Z
Lu w caJ
2 rn o
0z
Lu
rr
Ow AFw A
0 SHEET z
U
1, 13UOz
g w
Lm
OS -12-2010 I OF 18
Ci
z
2.00"71V-2.00" * 2.00- '
II
o A= 0.4231n.- A= 0.868in? I o 4
0.043' J Ix = 0.233 in' Ix = 2.303 in' =
m c
1 Sx = 0.233 in? o Sx=1.14210 g r
6061 - T6 6061 - T6 o a
G2" x 2" x 0.043" HOLLOW SECTION NOMINAL THICKNESS:
SCALE 2"= 1'-0"
0.045- WEB, 0.044" FLANGE
m A = 1.880 in? o A = 1.071 in?
STITCH W/ (1) #10x3/4• S.D.S. HEX HEAD @ 12* O.C.
TOP AND BOTTOM OF EACH BEAM
Ix = 17.315 in! Ui 0 Ix = 2.750 in. ' 3 `•
Q
Sx = 4.312 in? Sx = 1.096 in.L2" x 4" x 0.045" x 0.043" sosl -rs 6061 -T6 -'
m
2.00"* SELF MATING SECTION
I
INOMINAL THICKN 1 I NOMINAL THICKNESS:
SCALE 2" 0' 0.11' 0.070' WEB, 0.112" FLANGE
5.00'-,, 0.070" TYPICAL
i
c
A = 0.580 in?
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
o Ix = 0.683 in' TOP AND BOTTOM OF EACH BEAM
0.045• `
I' Sx = 0.453 in? * 2.00"
5" EXTRUDED GUTTER I1 '
k 6061- T6 I I 2" x 8" x 0.070" x 0.112"
2" x 3" x 0.044" HOLLOW SECTION
SELF MATING SECTION
A = 1.049 in' SCALE 2"= 1'-0' JSCALE2' = 1'-0"
Ix = 4.206 in! ? fn c u
q Sx = 1.672 in?Z IX
W v a
6061 - T6
W
4 NOMINAL THICKNESS: 2.00" fn Z U)
N.
c
2.00" 0.050" WEB, 0.058' FLANGE I I - O j L
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12' O.C.
LU
LU
e ui
TOP AND BOTTOM OF EACH BEAM LU LL! 5- 2 z
g 0 CLA= 0.745 In.' 2" x 5" x 0.050" x 0.058" W C7 W
yCL
LU it
o.oso•
I*
Ix = 1.537 in' SELF MATING SECTION W LL
fC
60610
T65 in?
SCALE 2"= 1'-0• `oo
IX W 0 Z N Q
C _ a HDU ¢ m z
2" x 4" X 0.050" HOLLOW SECTION
A- 1.972 In? M U CO v o
SCALE 2" V-0*
Ix = 21.673 In!
W
y
Sx = 4.800 in? Q c
2.00" 6061 - T6 U) Q U a w
o-
NOMINALTHICKNESS: U. Z UJ to z
0.070" WEB, 0.102" FLANGE Z O ESLLv
2.00- *
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD Q 12• D.C. RAISED EXTERNAL IDENTIFICATION MARK TM' Q U a
A= 1.187 in? TOP AND BOTTOM OF EACH BEAM FOR IDENTIFICATION OF EAGLE 6061 a LI ^o w
c Ix = 6.686 in' U. J r
Sx = 2.217 In.' 2" x 9" x 0.070" X 0.102" ALLOY PRODUCTS Q
0 6061-T6 SELF MATING SECTION SCALE2"=1•
cWi 0
o A = 1.005 in?2"=c X
NOMINAL THICKNESS: SCALE 1'-0" Z
0.060' Ix = 3.179 in'
0.050' WEB, 0.060" FLANGE
0Sx = 1.268 In?
6061 - T6 STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. a C.0
a
m
TOP AND BOTTOM OF EACH BEAM
M * Z
cm,
r- z
2" x 5" x 0.060' HOLLOW SECTION 2.00' _-
SCALE 2" = 1'-0• 2" x 6" x 0,050" x 0.060" EAGLE 6061 ALLOY IDENTIFIERTM' INSTRUCTIONS z w w U. W
SELF MATING SECTION FOR PERMIT PURPOSES k 2. Ljj Z5 0 o
SCALE 2" = 1'-0' 0 11 W
p
LL x
N - 3.00' To: Plans Examiners and Inspectors, Wa Z 27: 19 v m ? A= 0.543 in' m 0 d o- rz o
Ix = 0.338 in' These identification instructions are provided to contractors for permit purposes. The detail below illustrates o U C 0 n L)
0.045" g 10
Sx = 0.335 in? 2.0D" c our unique 'raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to o m E a o
6061 -T6 c signify our 6061 alloy extrusions. It is ultimately the purchasers / contractors responsibility to ensure that the z y x P 0
proper alloy is used in "unction with the engineering selected for construction. We are providing this W - -a oQ.
3" x 2" X 0.045" HOLLOW SECTION A = 3.003 in? identification mark to simplify dentification when usin our 6061 AO m 0 m
Ix = 42.601 in!
i 9 Alloy products. O 1,- Ix V> o m wSCALE2"= 1'-0" t- m
Sx = 8.4931n? A separate signed and sealed certification letter from Eagle Metals will be provided once the metal Is O U-
U a
0
LU CL
6061 -T6 purchased. This should be displayed on site for review at final Inspection. wm OoA=1.351 In. NOMINAL THICKNESS: W-.11 1 z
Ix = 9.796 in' 0.090- WEB, 0.187" FLANGE The inspector should look for the identification mark as specified below to validate the use of 6061 Z; 6engineering. c
Sx = 2.786 in. w i N
6061 -T6 STITCH W/ (1) #10x3/4" S.D.S. HFC HEAD @ 12" O.C. 07
TOP AND BOTTOM OF EACH BEAM Out
3.00" NOMINAL THICKNESS:
A = 0.826 in?
0.055" WEB, 0.060" FLANGE 2" X 10" X 0.090" X 0.187" o
F pSELFMATINGSECTIONj'
7
Ix = 0.4981n! STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. U
m0.070' o SCALE 2" = 1' 0' 0 ! t, N Sx = 0.494 in? TOP AND BOTTOM OF EACH BEAM it
6061-T62" x 7" x 0.055" x 0.060" I_
3" x 2" x 0.070" HOLLOW SECTION SELF MATING SECTIONo u SHEET z
SCALE 2" = 1'-0" SCALE 2" = 1'-0' cc* 0
N = 2
EAGLE 6061 I.D. F W
DIE MARK _ 14 z
U. Qw
p m
08-12-2010 OF
0
Table 1.1 110 Allowable Beam Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 110 MPH Wind Zones, Exposure "B" and Latitudes Below 30'-30'-00' North (Jacksonville, FL)
Note:
1. Thicknesses shown are'nominar industry standard tolerances. No wall thickness shall be less than 0.040,
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 5a and a
maximum upright height of 15. Structures larger than these Omits shall have site specific engineering.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to renter of brace to beam connection
to the above spare for total beam spans.
5. Tables are based on a maximum wall height of 16' Including a 4' max. mansard orgable.
6. Spans may be interpolated.
7. To convert spans to "C and 'D' exposure categories see exposure multipliers and example on Table 1 B Page 3.
Table 1.2110 Allowable Purlin Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 110 MPH Wind Zones, Exposure "B" and Latitudes Below 30140'-00" North (Jacksonville, FL)
Uniform Load -4 #ISF, a Point Load of 300 # over (1) linearti. is also considered
A. Sections Fastened With clips
Hollow Sections
Hollow Sections.
qc x I- Iru W- Ira IJD-r' IUD IZYb" IUD IZe'-3' IUDW31-11- IUD is
Note:
1. Thicknesses shown are 'nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Span is measured from center of beam and upright connection to fesda or wall connection.
3. Tablas are based on a maximum wall height of 16' including a 4' max. mansard or gable.
4. Spans maybe interpolated.
S. 2"x 4' & Y x 5' Hollow Girls shall be connected w/ an internal or external 1-1/2"x 1-1/2"x 0.044' angle.
6. To convert spans to "C' and "D' exposure categories see exposure multipliers and example on Table 18 Page 3.
CHECK TABLE 1.6 FOR MINIMUM PURUN SIZE FOR BEAMS.
Table 1.3110 E6061 Allowable Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 3 second wind gust at a velocity of 110 MPH, Exposure "B" or an applied load of 13 #/sq. R
Note:
1. Thicknesses shown am'nominar Industry standard tolerances. No wag thickness shall be less than 0.040'.
2. Using screen panel width W select upright length *H'.
3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' In mean rod height.
5. Height is to be measured from center of beam and upright connection to fascia or wag connection.
6. Chair rails of Y x 2"x MOW min. and set @ 36' M height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-1/Y S.M.S. Into the screw bosses and do not exceed 8'-0" in span.
7.Max. beam size for Yx5"Is2'x7"x0.055"x0.120"
8. Spans may be Interpolated.
9. To convert spans to "C' and '17 exposure categories see exposure multipliers and example on Table 1 B Page 3.
10. For patio decks 30' above grade and less than 1 story in heighL screen meets the criteria for use as pickets.
Table 1.4 110E 6061 Allowable Post/ Girt /Chair Rail/ Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Allov 6061 T-6
1. Thicknesses shown are'nominar industry standard tolerances. No wall thickness shall be less than 0.040-.
2' Using screen panel width W select girt lengths.
3. Site specific engineering required for pod enclosures aver 30' In mean roof height
4, Sparvheight is to be measured from center of beam and upright connection to fascia or wall connection.
5. Chair rails of Y x Y x 0.044" min. and set C 36' In height are designed to be residential gardralis provided they are
attached with min. (3) #10 x 1-10 s.m.s. Into the screw bosses and do not exceed 8'-0' o.c.
6. Girt spacing shall not exceed 5-S'.
7. Max. beam size for 2" x 5' la Y x r x O.OSS x 0.120"
8. Y x 4" & Y x 5" hollow girls shall be connected w/ an Internal or external 1-1/2x 1-1/2• x 0.044' angle.
9. Spans/helghts may be Interpolated.
10. To convert spans to 'C" and "D' exposure categories see exposure multipliers and example on Table 18 Page 3.
Table 1.5.2 110 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
11D E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
I 10 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
Uniform Load = 4 #Nfl., a Point Load of 300 # over (1) linear ft. is also considered ,
Tri6uta Load Wldih
rib.E rtLoadWidthW =U ht cin
10'-0" 14'-0" 18'-0" 22'-0' 26'-0" 3 34'-0" 38'-0" 42-0 1
Hollow Sections 3'-0" 4-0"I 5'-0" I 6'-0" 1 7--0" 1 B'-0" 9'-0'
19•_5• u 16'-S u 15-2' u 14'-r u 13,_5• u 1r5' u 11•_8• u 11•_1• u ta5• udddddbbbb 1a-1• u 9.$. U gam. ubbb
Allowable Height "H" / banding b deflection d
U ,U U11'-9' 11'-3 1a-10bb 6
2' x 2" x 0.043" T-5' Id 6'-8' 1 d 6'3' Id 5'-10' 1 d I 5-7- Id 1 S-2' lb 4'-10• lb
3" x 2" x 0.045" 8'4' to I T-7' Id I T-1' Id& -S' lb 5'-10• lb S-5' Ile I 5'40• lb
3" x 2" x 0.070" 9'-5" d 8'-T d T-11• tl T-6' d T-1' d 6'-10" d 6'-6' d
2" x 3" x 0.045" t o' -T d 5-T d 8'-11' tl 8'-5' d T-10' b T-3' b
Y x 4" x 0.050' 13'-10' d 17-7- d 11'-8' d a-11' d 1a4-
d d d d d d d
U U U U , U , USr -2' 46'-T 7-10 40'-1" T-11 34'-6 3x4jj
2" x 5" x 0.060" 1T; 0" d 16'4 d 14'41' Id 14'4' Id I 13'4' Id 17-7' lh 11'-9' lh
ributa ad Witlth -U n ht acin
Self Mating Sections 3'-0" 4'-0" 0" 6'-0" 0" 9 -0"
Allowable Height "H" I bending b deflection
16'-5" d 4'-11' d 13'-10' d 7-10' b 11'-10' ho 11'-7 b b
2' z 5" x D.O50' x 0.131" 15-5 d Fr --7' d 16'4' d 15'-5" b 14'-T 13'-1 b b
2"x x 22'-10' d -T b 15-1' b 1T-11" b 1T-1' b b b
Yx 7" x 0.055" x 0.135" 25-8' d 234" b 21'-8' b 2a4' b 18'-9" b 1T-6" b b
Y x 8" x 0.070" x 0.239' 30'5' d 2T-10" d 25'-10" d 24'4" d 23'-1' d 27-1" d b121--8- 2" x 9" x 0.070" x 0219" 33'-3" d 3a3" d 28'-1' d 26'-S d 24'-7- b 23'-0' b b
Y x 9" x 0.082" x 0.321' 35'-1W d 32'-T d 3a-3' d 28'-6" d 2T-0' d 25'-10' d
Y x 10' x 0.090' x 0.389" 41'-9" d 3T-11- d 35'2 d 33'-2- d 31'-6" d 30'-1' d d
Note:
1. Thicknesses shown am'nominar Industry standard tolerances. No wag thickness shall be less than 0.040'.
2. Using screen panel width W select upright length *H'.
3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' In mean rod height.
5. Height is to be measured from center of beam and upright connection to fascia or wag connection.
6. Chair rails of Y x 2"x MOW min. and set @ 36' M height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-1/Y S.M.S. Into the screw bosses and do not exceed 8'-0" in span.
7.Max. beam size for Yx5"Is2'x7"x0.055"x0.120"
8. Spans may be Interpolated.
9. To convert spans to "C' and '17 exposure categories see exposure multipliers and example on Table 1 B Page 3.
10. For patio decks 30' above grade and less than 1 story in heighL screen meets the criteria for use as pickets.
Table 1.4 110E 6061 Allowable Post/ Girt /Chair Rail/ Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Allov 6061 T-6
1. Thicknesses shown are'nominar industry standard tolerances. No wall thickness shall be less than 0.040-.
2' Using screen panel width W select girt lengths.
3. Site specific engineering required for pod enclosures aver 30' In mean roof height
4, Sparvheight is to be measured from center of beam and upright connection to fascia or wall connection.
5. Chair rails of Y x Y x 0.044" min. and set C 36' In height are designed to be residential gardralis provided they are
attached with min. (3) #10 x 1-10 s.m.s. Into the screw bosses and do not exceed 8'-0' o.c.
6. Girt spacing shall not exceed 5-S'.
7. Max. beam size for 2" x 5' la Y x r x O.OSS x 0.120"
8. Y x 4" & Y x 5" hollow girls shall be connected w/ an Internal or external 1-1/2x 1-1/2• x 0.044' angle.
9. Spans/helghts may be Interpolated.
10. To convert spans to 'C" and "D' exposure categories see exposure multipliers and example on Table 18 Page 3.
Table 1.5.2 110 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
11D E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
I 10 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
Uniform Load = 4 #Nfl., a Point Load of 300 # over (1) linear ft. is also considered ,
1. It Is recommended that the engineer be consulted on arty carrier beam that spans more than Sa
2. Span Is measured from center of connection to fascia or wag connection.
3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated.
S. To convertspans to'C' and "D' exposure categories see exposure muitipllers and example on Tabla 1B Page 3.
Table 1.5.1 110 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
110 E 6061 One End of Beam Attached to Host Structure (Axially Loaded)
Eagle Metal Distributors, Inc.
110 MPH) Aluminum Alloy 6061 T-0
for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30'30'410" North (Jacksonville, FL)
Uniform Load -4 #IfL, a Point Load of 300 # over (1) linear fL Is also considered
Tri6uta Load Wldih
Single Self -Mating 10'-0" 14'-0" 18'-0" 22'-0' 26'-0" 3 34'-0" 38'-0" 42-0 1 46-0 150.0 1 54'-0"
Beams Allowable Span *L* I Point Load P or Uniform Load (U)..bending b deflection d
x4"x0.044"x0.1D0`SMB
U . U , U , U U U U , U U16'•3" 14'-8 13'-4 12'-6 11'-10 11'-3' to -T 1V-0 5-6dddddbbb b
U U U
5.1 8--9 8'-5bb b
x5"x0.050'x 0.116" SMB 19•_5• u 16'-S u 15-2' u 14'-r u 13,_5• u 1r5' u 11•_8• u 11•_1• u ta5• udddddbbbb 1a-1• u 9.$. U gam. ubbb
x6"x0.050"x0.120"SMB
U ,U U U U ,U ,U U ,U21'-8' 154 1T-9' 16'-8` 15'-T 14'-6 13'-B 17-11 77-3ddddbbbb b
U ,U U11'-9' 11'-3 1a-10bb 6
x7"x0.055"x0.120"SMB 24'-S" u 27-V u 20' 3• U 18'-11 u /T -T u 16'-4" u 154" u 14'-6' u 13'-10 uddddbbbbb 13'-2' U t2. -B, U iz•_2, Ubbb
x 8" x 0.072" x 0.224" SMB 30'-5" u 2T-2' u24 --11,u 23'4' u 22'-1' U 0'-11 u 19'-8' U 19'-7' u 1T-8" U 16'-11' U 16'-3' U 15-T Udddddbbbbbbb
x 9" x 0.072" x 0.224" SM8 7-11 d 29'-6' d 2T-1' d 25'-0' d 3'-11 b 22'-4" b '-11 b 19'-10 b 18'-t0 b 18'-0' b 1T-3' b 16'•8" b
x 9" x 0.082" x 0.306" SMB 35-T d 31'-9" d 29 3' d 2T4' d 5'-10 d 24'-B d 23' 6' b 27-2" b 21'-1' b 20'-Y b 19.4" b 18-8" b
x10"x 0.092"x 0.374* SMS 41._5, U -11 u 34,•0. U 1'-10 u 30._1. U 28._8. U 27'-VIU 26,_5. U 25._z. Udddddddbb 24,_1. U 23,_1. U 22.2- Ubbb
x 10" x 0.092" x 0.374" SMB 41',T d '-11 d 34'-0" d 1-10 d 30'-1" d 26'$' b -10 b 25'-3' b 3'-10 b
Tribute Load Width
Double Self -Mating 10'-0" 14'-0" 18'-0" 22'-0" 26'-0' 30'-0" 34'-0" 38'-0" 42'-0" 1 46'-0" 50'-0" 1 54--o-
Beams Allowable 6 an'L' / Point Load P or Uniform Load U be ding b deflection d
2) 2' x 8" x 0.072" x 0.224" 38'-3' u 34'-3" u 31'-6" u 29'5' u T-10 u 26'-6' u 2S-5' u 24'-T u 23'-9' uddddddddd 23'-0' U ZZ -5' U 1'-10 u
2) 2" x 9' x 0.072' x 0.224"
d d d
U U U U U U U U U , U U U41'fi' 3T•Y 34'-Y 1'-11 30'5' 8'-10 2T -T 25-T 25-9' 24'-t 1 244' 23'-6' d d d d d d d d d
2) 2" x 9" x 0.082" x 0.206"
d d b
U u u u u u u u u u U10d40'-1" d 34'-5" d 37-T d 31'-1' d 29'-9' 28'$' 2T-9' 26'-11 26'-Y 5-
2) 2" x 10" x 0.092" x 0.374"
d d d
U U ,U U U ,USr -Y 46'-T 4a-1 T-17 36'-Y 34'-8 33'-5 32'4dgd
d d d
31'4 3a5 29'-9
d d d d d d d
U U U U , U , USr -2' 46'-T 7-10 40'-1" T-11 34'-6 3x4jj
d d d d d d d d d d
1. It Is recommended that the engineer be consulted on arty carrier beam that spans more than Sa
2. Span Is measured from center of connection to fascia or wag connection.
3. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated.
S. To convertspans to'C' and "D' exposure categories see exposure muitipllers and example on Tabla 1B Page 3.
Table 1.5.1 110 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
110 E 6061 One End of Beam Attached to Host Structure (Axially Loaded)
Eagle Metal Distributors, Inc.
110 MPH) Aluminum Alloy 6061 T-0
for Areas with Wind Loads up to 110 M.P.H., Exposure "B" and Latitudes Below 30'30'410" North (Jacksonville, FL)
Uniform Load -4 #IfL, a Point Load of 300 # over (1) linear fL Is also considered
1. It is recommended that the engineer be consulted on any carder beam that spans more than 5a
2. Span Is measured from center of connection to fascia or wall connection.
3. 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.
4. Spans maybe interpolated
S. To convert spans to 'C* and ID' exposure categories see exposure multipllem and example on Table 1 B Page 3
EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" external Identification mark (Eagle 6061 11) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
Identification mark to simplify identification when using our 6061 Alloy products. '
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. Irl
EAGLE 6061 I.D.
DIE MARK
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Single Self -Mating 10'-0" 14'-0" 18'-0" '-0" 26"-0" 3D'-0" 34'-0`1 38'-0" 42'-0 46'-0" 1 50'
Beams AllowabWS n'L' I Point Load P or Uniform Load U bending bI. deflection d
x 4" x 0.044" x 0.100" SMB 16'-3" d 14'5' d 13'4' d 11'-11 b 1a-9• b 9--10' b 9'-0' b o4' b T. b T-3' b 6'-9• b 6'4" b
x5'x0.050'x0.116"SMB 18'-s' u 15-5 u 14'-11 u 13'4• u 1r-0• u 1a-11 u 1a -Y u 9'-5' u 8'-9" uddbbbbbbb 8'-r u T-8' u T-2• ubbb
x 6'x0.050'x 0.120" SMB 21'-8• u 15 ' u 1T-8' u 15.9' u 14,-3• IJ 13,-0• u 12'-1' u 11'3' u 1a5" u 5-10' u 53' u o-9" uddbbbhbbbbbb
x r x 0.055' x 0.120" SM 4'-8' d -0' d 10-11 b 1T-10 6 16'3' b 14'-11 b 13'-10 b 12'-1 b 17-11 b 11'4" b 1a-9• b 1a -Y b
x 6" x 0.072" x 0.224' SMB 1T -Y 15-Yd2T•Y
IJ d 4'-11 d 23'-4" d 21'-4• b 19'-B'bIJ 18'-4
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b b 154 14'-T 13'•10bb b
x D" x 0.072" x 0.224" SMB 7-11 u 25.6• u 2T-1' u 4'-11 u -10 u 21'-1' U 15-T u 18'-5' u 1T4' udddbbbbbb 16'5• u 15-T u 14'-11 ubb
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U U , U U , U U , U3S -T 31'-8' 25.3 2T4' 25'-9' 3'-10 27-3 a-11 15-g
b
U u U1B'-9 1T-1 1T-0' x x 0.082" x 0.306" SMB d d dd d b b b b b b b b
x 10" x 0.092" x 0.374" SMB 41',T d '-11 d 34'-0" d 1-10 d 30'-1" d 26'$' b -10 b 25'-3' b 3'-10 b 27$' b 21'-8' b 2a-6' b
THbuln Load
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Double Setf-Mating ta-0 14'-0' 18'-0' 2r-0" 26--o- 30-0" '-0"
Width
38--0" 42'-0" 1 46'-0"50'-0" -O-
Beams Allowable S an'L' / Point Load IPI or Uniform Load U banding b deflection d
2) Y x 8" x 0.07Y x 0724" 36'-3" d 34'-3' d I 31'-6• d 25.5' d T-10 d 26'-6• IJd 255" d 24'-0' d 23'-9• d 2Y-10• b 21'"g• b 0-1 b
2' x 9" x O.D72' x 0224"
U1 U(2) 41'-6' d 3T -Y d 34'-Y d 1'-11 d W -T dIJ 2T -T d 2S-T b 24'S b 23'4" b 2Y4• b
2) Y x 9" x 0.082' x 0206" 10 u 4a-1" U '-10 u 34'-S u 3r -T U29, 9, U 2T-9' u 26'-11' u 26'-Y U 2S3'Utd
Y x 10" x 0.092" x 0.374'
d d d d d d d
U U U U , U , USr -2' 46'-T 7-10 40'-1" T-11 34'-6 3x4jj d d b
U ,(2) 31'4 3a-0' 29'-9dddddddddd
1. It is recommended that the engineer be consulted on any carder beam that spans more than 5a
2. Span Is measured from center of connection to fascia or wall connection.
3. 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.
4. Spans maybe interpolated
S. To convert spans to 'C* and ID' exposure categories see exposure multipllem and example on Table 1 B Page 3
EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" external Identification mark (Eagle 6061 11) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
Identification mark to simplify identification when using our 6061 Alloy products. '
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. Irl
EAGLE 6061 I.D.
DIE MARK
w.!
LLO
ZO
Q
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08-12-2010 OF Q
Table 1.1 120 Allowable Beam Spans '
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 120 MPH Wind Zones, Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
Uniform Load . 4 #1SF, a Point Load of 300 NSF over (1) linear ft Is also considered
Hollow Sections
Tribute Load Width Ny'=Beams acin
3'-0" 4'-0' 5.0 6'-0' T-0" 9--o- 0'
AllowableS an'L' / Point Load P or Uniform Load I.bending b deflection idlAllowableS
2" x 2" x 0.043" 5'-9' Pd 6-9' Po 5'-9' Pd 6-9' Pd 5-9' Pd 5'-9' IPd 1 5'-9" Pd
3" x 2" x 0.045" 6'-g" Pb 6-9' Pb 6'-9' Pb 6'-9' Pb 6'-9'Pb 6'-9' Pb 6'-9' Pb
3" x 2" x 0.070" W-3" Pd 63' Pd 8'-3' Pd 8'-3' Pd 6'-3' Pd 13'-3' Pd
2" x 3" x 0.045" 9'-9' Pd 9-9' IPd 9'-9' Pd 9'-9' Pd 9'-9' Pd 9'-9' Pd 9'-9' Pd
2" x 4" x 0.050" 14'$' Po 14'$' Po 14'$' Pd 14'$' Pd 14'$' Pd 14'$" Pd 14'-3' Ud
2" x 5" x 0.060" 21'-1' Pd 21'-1' Po 21'-1' Pd 20'-9' Ud 19'$' lJd 8'-10' Ud 18'-1' Ud
Self Mating Sections Tributav Load Width 'IM=Beam S acin
7-0" 4--0- S'-0" 6'-0" . " 8'-0"
AllowableSpan 'L' I Point Load P or Uniform Load U bending b deflection d
2" x 4" x 0.048" x 0.109" 18'-11' Po 16-11' Po 18'-11" Pd 18'.11- Pd 18'-4' Ud 17W Ud • W-10" Ud
2"x 5" x 0.050" x 0.131" 22'-10' Po 27-10' Pd 22'-10' Pd 21'-10' Ud 20'-9' Ud 19'-10' IUd 19'-1' Ud
2" x 6" x 0.050" x 0.135" 29'-1' Po 29'-1' Po 2T-3' Ud 25$' Ud 24'-4' Ud 23'-4' Ud 22'-5' Ud
2" x 7" x 0.055" x 0.135" 354' Pd 33'-5" Ud 31'-0' Ud 29'-2' Ud 2T-9' Ud 26'$' Ud 25*$' Ud
2" x 8" x 0.070' x 0239' 45-5' Ud 41'-3' Ud 38-3' Ud 36'-0' Ud 34'-3' Ud 37-9' Ud 31'$" Ud
2" x 9" x 0.070" x 0219' 49'-3" Ud 44'-9' Ud 41'$' Ud 39'-1' Ud 3T-2' Ud 35'-6' Ud 34'-2' Ud
2" x 9" x 0.062' x 0.321" 53'-1' Ud 46-3' Ud '-10' Ud 42'-2" Ud 40'-1" Ud 38'4' Ud 36'-10" Ud
2" x 10"x 0.090" x 0.389" ST -5' Ld 56'-2' Ud 52'-2- Ud 49'-1' Ud 46-4- Ud 44'-T Ud 42'-10' Ud
Note:
1. Thicknesses shown are "nominar Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. The sbucWres designed using this section shall be limited to a maximum combined span and upright height of Sir and a
maximum upright height of 16. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright 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. Tables are based on a maximum wall height of 16' Including a 4' max. mansard or gable.
6. Spans may be Interpolated.
7. To convert spans to *C" and "D* exposure categories sea exposure multipliers and example on Table 1 B page 3. _
Table 12120 Allowable Purlin Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 120 MPH Wind Zones, Exposure "B" and Latitudes Below 30'.30'-00" North (Jacksonville, FL)
Uniform Load - 4 WSF, a Point Load of 300 # over (1) linear IL Is also considered
A Sections Fastened With Clips
Hollow Sections
2" x 2" x 0.043"
3" x 2" x 0.045"
31 x2" x 0.070"
2' x 3" x 0.045"
2" x 4" x 0.050"
27X 5" x 0.060-
8. Sections Fastened Thr
Hollow Sections
2" x 2" x 0.043'
3" x Z - x 0.045"
3" x 2" x 0.070"
2" x 3" x 0.045"
1. Thicknesses shown are'nominar Industry standard tolerances. No wag thickness shall be less than 0.040'.
2. Span is measured from center of beam and upright connection to fascia or wail connection.
3. Tables are based on a maximum wag height of 16' Including a 4' max mansard or gable.
4. Spans may be Interpolated.
S. 2' x 4' & 2x S Hogow Girts shall be connected Wan Internal or external 1-7/r x 1-1/2x 0.044' angle.
6. To convert spans to "C' and'D' exposure categories see exposure mulUpffers and example on Table 18 page 3.
CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS.
Table 1.3120E 6061 Allowable Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. ft
Note:
1. Thicknesses shown are'nominal' Industry standard tolerances. No wag thickness shall be less than 0.040'.
2. Using screen panel width W select upright length'H'.
3. Above heights do not Include length or knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' in mean roof height.
S. Height is to be measured from center of beam and upright connection to fascia or wail connection.
6. Chair rails of Y x Y x 0.044' m1n. and set 0 36' In height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-12' S.M.S. into the screw bosses and do not exceed 6-0' in span.
7. Max beam size for 2' x 5' Is 2' x T x 0.055• x 0.120'
8. Spans may be interpolated.
9. To convert spans to 'G" and 'Ir exposure categories see exposure multipliers and example on Table 1 B page 3.
1D. For patio docks 30' above grade and less than 1 story in height, screen meets the ceteria for use as pickets.
Table 1.4120 E 6061 Allowable Post / Girt / Chair Rail / Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
u yua, a, w rc,w.,,r u„w mrn, uyvawe o yr en ayyueu ,u"u u„a n , sy. ,v
L SocUons As Horizontals Fastened To Posts With Clips
Hollow Sections
Tribute Load Width
10--0" 14'-0' 18'-0" 22'-0" 26'-0" 30'-0" 34'-0" 38'-0" 1 42'-0" 1
ributa a width m U riht
Allowable Span 'L' 1 Point Load P or Uniform Load (111. bendina IbI. deflection d
Hollow Sections T-0" 4'-0" 5'-0" 6'-0" TET-0" 8'-0" 9'-0'
6'$^
Double Self -Mating
Allowable Height "H" / bendin b deflection d
q b deflection d
2" x 2" x 0.043" r -V Id 1 6S Id 5-11' Id 5'-7, Id I 5, -c --Id 4'-11' 1 b I 4'-6• b
3' x Y' x 0.045" T-11' d T-3' d 6$' lb 5'-10' lb 54' b 4'-10' 1 b 4'$' b
3" x 2" x 0.070" 8'-11' ig 8'-Y d 7'-T d T -Z' d 6-9" d 6$' d 63' d
2" x 3" x 0.045" 10'-1' d 9'-2' d 8'$' d T-11' d T -T b 6-11' b 6'S' b
2' x 4" x 0.050" 73'-2' IdFI--I1- d 11'-Y d 10'$' d 9'-8' b 6-11' b 6-3' b
2' x 5" x 0.060" 16-10' d 15-3' d 14'-2' d 13'4' d 12'$' d 1 /'-10" b 11'-1' b
b 6'$" b
2" x 4' x 0.050'
uta Loa dth'w' - U ht S acin
b 1'-10'
Self Mating Sections 3'-o 4'-0' 0" 6'-0" o- 8'-0" 0"
d T-11' b 13'-3' b
Allowable Hel ht'H"/ bendin b deflection d
d 1T$'
2" x 4" x 0.048" x 0.109" 15$' d 14'-2' d 13'-1' b 1'-1 D' b 0'-11' b 10'-Y b
2" x 5" x 0.050"x 0.131" 18'$' d 16-9' d iS-7' b 14'-8' b 13'-9' b 1r-10' b
2" x 6" x 0.050" x 0.135" 21'-T A. 9'-T d 18'-2' b 7 b 15-11' b 14-1 g' b
2" x 7" x 0.055" x 0.135" 24'$' b 27-Y b 20'$' b 18'-10' b 1 T-5' b 16'-2" b
2" x 8" x 0.070" x 0239' 29'-2' d 26$' d 24'$' d 23'-Y d 27-0' d 20'$' bEd2" x 9" x 0.070" x 0219" 31'$' d 28'-10' d 26-9' d 24'$' b 27-10" b 21'4' b
2' x 9" x 0.082" x 0.321" 34'-2' d 31'•1' d 28'•10' d 2T -Y d 25'-9' d 24'$' b
2" x 10" x 0.090' x 0.389' 39'-10' d 36-Y d 33'-T d 31'-T d 30'-0" d 28'$' d
Note:
1. Thicknesses shown are'nominal' Industry standard tolerances. No wag thickness shall be less than 0.040'.
2. Using screen panel width W select upright length'H'.
3. Above heights do not Include length or knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' in mean roof height.
S. Height is to be measured from center of beam and upright connection to fascia or wail connection.
6. Chair rails of Y x Y x 0.044' m1n. and set 0 36' In height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-12' S.M.S. into the screw bosses and do not exceed 6-0' in span.
7. Max beam size for 2' x 5' Is 2' x T x 0.055• x 0.120'
8. Spans may be interpolated.
9. To convert spans to 'G" and 'Ir exposure categories see exposure multipliers and example on Table 1 B page 3.
1D. For patio docks 30' above grade and less than 1 story in height, screen meets the ceteria for use as pickets.
Table 1.4120 E 6061 Allowable Post / Girt / Chair Rail / Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
u yua, a, w rc,w.,,r u„w mrn, uyvawe o yr en ayyueu ,u"u u„a n , sy. ,v
L SocUons As Horizontals Fastened To Posts With Clips
Hollow Sections
Note:
1. Thicknesses shown are'nominal" Industry standard tolerances. No wag thicknass shag be less than 0.040'.
2. Using screen panel width'W select girt lengths.
3. Site specific engineering required for pool enclosures over 30' In mean roof height
4. Span/height Is to be measured from ranter of beam and upright connection to fascia orwag connection.
5. Chair rags of Z'x Y x 0.044" min. and set @ Win height are designed to be residential gardrails provided they ere
attached with min. (3) #10 x 1-1/2" sm.s. Into the screw bosses and do not exceed 6-0' O.C.
6. Girt spacing shall not exceed V-8
7. Max. beam size fort" x 5'ts Y x T x 0.055' x 0.120'
8.2' x 4' & 2' x S hollow ghts shall be connected w/ an Internal or external t -1Q' x 1-1/Y x 0.044' angle.
9. Spanshelghts may be interpolated.
10. To convert spans W 'C• and 'D` exposure categories see exposure multipliers and example on Table 1 B page 3.
Table 1.5.2120 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
120 E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
120 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 120 M.P.H., Exposure'B" and Latitudes Below 301-30'-00" North (Jacksonville, FL)
Uniform Load - 4 #IfL, a Point Load of 3D0 # over (1) linear ft. Is also considered
Single Self -Mating
Tribute Load Width
10--0" 14'-0' 18'-0" 22'-0" 26'-0" 30'-0" 34'-0" 38'-0" 1 42'-0" 1
ributa Loatl Width 1M=Members acin
Allowable Span 'L' 1 Point Load P or Uniform Load (111. bendina IbI. deflection d
Hollow Sections 30$' 4'-0` 4'$' S'-0" 5'$" 6'-0" 6'$^
Double Self -Mating
Tribute Load Width
10'0` 14'-0' 18'-0" 42'-0" 26--0" 30'-0" 34'_ " 38'-0" 42'-0" 1
Allowable Hei ht "H" or Span "L" / bond! q b deflection d
2" x 2" x 0.043" 6-11' b 1 8* -W lb I T$' b T-3' lb 6'41' b 6$" I h 1 6'-2-b
3' x 2" x 0.045" S'-11' b 1 8'4' b I T$' b T-3' lb 6'-11' b 6.6" b 6'-1' b
3" x 2" x 0.070" 11'$' d 11'-0' , d 10'$' d 10'-3" d 9'-11' d 9'-8' A. 9'-1' b
2" x 3" x 0:045" 17-5" 111--70 b 0'-10' b 10'4' b 9'-9' b 9'-3' b 6'$' b
3' x 3" x 0.062" 17$' b 11'-7' b 10'-9' b 10'-3" b 9'$' b 9'-3' b 6'$" b
2" x 4' x 0.050' S-11' b 4'-10' b 13'-9' b 13'-1' b 17-5' b 1'-10' b 11'-1' b
3' x 3" x 0.090" 6-10' d 16-1' d 15'-5" d 4'-11' d 14'-6' d T-11' b 13'-3' b
3" x 3'x 0.125" 18'$" d 1T$' d 6-11' TIT -5- d 5-11' d 15'-5' d 4'-10' b
2" x 5" x 0.860' 0'-10' b 19'-6" b 18'-Y b 1T -S b 16'-T b 5-11' b
4" x 4' x 0.125" 24'$' d 23'-T d 22'$' 20'-T d 5-11' d
Note:
1. Thicknesses shown are'nominal" Industry standard tolerances. No wag thicknass shag be less than 0.040'.
2. Using screen panel width'W select girt lengths.
3. Site specific engineering required for pool enclosures over 30' In mean roof height
4. Span/height Is to be measured from ranter of beam and upright connection to fascia orwag connection.
5. Chair rags of Z'x Y x 0.044" min. and set @ Win height are designed to be residential gardrails provided they ere
attached with min. (3) #10 x 1-1/2" sm.s. Into the screw bosses and do not exceed 6-0' O.C.
6. Girt spacing shall not exceed V-8
7. Max. beam size fort" x 5'ts Y x T x 0.055' x 0.120'
8.2' x 4' & 2' x S hollow ghts shall be connected w/ an Internal or external t -1Q' x 1-1/Y x 0.044' angle.
9. Spanshelghts may be interpolated.
10. To convert spans W 'C• and 'D` exposure categories see exposure multipliers and example on Table 1 B page 3.
Table 1.5.2120 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
120 E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
120 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 120 M.P.H., Exposure'B" and Latitudes Below 301-30'-00" North (Jacksonville, FL)
Uniform Load - 4 #IfL, a Point Load of 3D0 # over (1) linear ft. Is also considered
Single Self -Mating
Tribute Load Width
10--0" 14'-0' 18'-0" 22'-0" 26'-0" 30'-0" 34'-0" 38'-0" 1 42'-0" 1 46'-0" 1 50'-0^ 54'-0"
Beams Allowable Span 'L' 1 Point Load P or Uniform Load (111. bendina IbI. deflection d
x4"x0.044"x0.100'SMB
U U " U , U U . UU U . U1u^-3' 14'$' 13'-4 17$ 11'-10 11'-3 I10' -Tb 10'-0" 9'$ d d d d d b b b
U , U U9'-1 6.9 8'•Sbb b
x5"x0.050"x0.116'SMB
U , U U . U . U . U . U U16.5' 16'-5 15'-Y 14'-2 17$ 11'-9 11'-1 10'-6' d d d d b b b b
U U . U10'-1 9'-8' 9'-4bb b
x 6" x 0.050" x 0.120" SMB
x7"x0.055^x0.120"SMB
x 8'x 0.072" x 0.224" SMB
x 9' x 0.072" x 0.224" SMB
x9"x0.082"x0.306"SMB
0.092'x 0.374"SMB
U "u u u u u u .0 u .0 U
21'-8' d 19'-4 d 1T-9' d 16'$ b 14'$" b 13'$' b 17-11 b 12'-3 b 11'-9' b 11-3 b 10'-10 b
24'$' U 22'-0' U 20•-3• U 16-11 U 1 .4. U 15•-.4' U 14'-6' U 13•-1 U 13•_2• U 12•_8. U 12,_2• Udddbbbbbbbb
30'-S U 2T -Y U 4'-11 U 23,-4' U .-
11 17-8• U 16'-11' U 16'•3• U 15'-7' Uddddbbb6bbb
7-11 d 29'$" E 2T-1• d 25'-0' b 27-0' b -11 b 19'-10 b 18'-1 b 18-0 b 1T-3' b 18$" b
35._7. U 31,_9. U 29'_3' U 2T-0. U 24.$. U.$. U 2,_2. U 27,_1. U 20'-Y U t9'4. U 1B,$. U
d d d d d b b b b b b
41'•5• U '-11 U 34'-0' U 1'-1 U 28'$' ZT$' U 26.5 25-r U 24'-7' U"x10"x dd d d b b b b bId
Double Self -Mating
Tribute Load Width
10'0` 14'-0' 18'-0" 42'-0" 26--0" 30'-0" 34'_ " 38'-0" 42'-0" 1 46'-0' T 50'-0" 54'-0"
Beams Allowable S an'L' / Point Load P or Uniform Load U be ding b deflection d
2) 2" x 8' x 0.072" x 0224"
2) 2" x 9" x 0.072" x 0.224"
2) 2" x 9' x 0.082" x 0206"
2) 2" x 10" x 0.092" x 0.374"
38'-3" U 34'-3' U 31'$' U 29'-S U T-10 U 26.6' U 2S•S U 24'-6' U 2,T-9' U 23'-0' U 27-5 U 1'-10 Udddddddddddd
41'$' U 3T -Y U 34'-Y U 1'-11 U 30'-3" U 6-10 U 2T -T U 26-T U 25-9' U 24'-11' U 24'4' U 23'$' U
d d d d d d d d d d d b
U , U U U U U U U U " U U U
1 d 40'-1 d -10 d 34'-5' d 37-T d 31'-7' d 29'•9' d 28'$' d 2T-9' d 26-11 d 26-Y d 2S$' d
U u u ,u u u u U u u u u57-7 d 46-T d 2'-1 d 40'-1 d T-11 d 36'-Y d 34'$' d 33'S d 37.4 d 31'4 d 30'$ d 29'-9' d
1. Itis recommended that the engineer be consulted on any carrier beam that spans more than W
2. Span Is measured from center of connection to fascia orwall connection.
3. Above spans do not Indudetength of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans may be Interpolated
5. To convert spans to "C' and "D* exposure categories see exposure multipliers and example on Table 1B page 3.
Table 1.5.1 120 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
120 E 6061 One End of Beam Attached to Host Structure (Axially Loaded)
Eagle Metal Distributors, Inc.
120 MPH) Aluminum AIIoy 6061 T-6
for Areas with Wind Loads up to 120 M.P.H., Exposure `B" and Latitudes Below 30•.30'-00' North (Jacksonville, FL)
Uniform Load m 4 WfL, a Point Load of 300 # over (1) linear R is also considered
Single Self -Mating
Beams
Tribute Load Width
10'-0" 14'-0" 16-0" 22'-0" 6'-0" 30'-0" 34'-0"1 38'-0' 42'-0` 1 46'-0" 50'-0' 154 -
AllowableS an'U / Point Load P cr Uniform Load U bendin b deflection d
2'x 4"x 0.044"x 0.100" SMB 163' d 14'$' d 13'4' d 11'-11 b 16-9' b 19--lo-lb 9'40' b 64' b T-9' b T-3' b 6-9' blb
16-S" U 16$' U 14'-1 t U 13'4' U 17-0' U 10'-11 U 10'-Y U 9'$' U 6-9" Ux5"x0.050'x0.116"SMB d d b b b b b b b
U U . U U U U . U . U U
6" x 0.050" x 0.120" SMB 21'$' d79'4 d1T$ b75-9" b14•-3' b13'-0' b17-1 b11'-3 b10'$' b9'-10
U27-0' U 9'-11 U T-1 U16.3' U a'-11 U13'-10 U1r-1 U1r-r U1r4• d d b b b b b b b
U U " U U U U U U
8' x 0.072" x 0.224" SMB 30'-S d2T-2 d 4'-11 d23'4 d21'4' b19'-' b16'4 b1T-T b16-2 b15.4
U " U , U U U . U U U "
L
11 29'$ 2T-1 4'-11 -7 21'.1 1fy-T 16S 1T4x9" x 0.072" x 0.224" SMB d d d b b b b b
35'-T U 31'A" U 29'-3' U U 25-T U '-1 U 2r -W U -11 U 19'-9'UiT-1gx9"x0.082"x0.306"SMB d d d b b b b
x10"x0.092"x0.374'SMB 41' -S -d -11 4 34'-0' d 1'-10 d 3g'-1' d 28'$' b 6-1 b 25J" '-10
6-2' U r4r Ubb
U U"
x b5-0
b24'-6' Ut6-8'U"xTx0.05S"x0.120"SMB b bUUU"
x b14' -T b
U U U15'-T 74'-11bb b
U 1T -0'Ubb
b 21'$' b 20'-8• b
Double Self -Mating
Beams
Tribute Load Width
10'0" 14'-0' 18'-0" 22'-0" 26'-0" 30'-0" 34-0" 38'.0 42'-0" 46'-0" 50'-0^ 1 SV -0 -
Allowable an 'U / Point Load P or Uniform Load U be Ing b deflection 161
2) 2' x 8" x 0.072" x 0224" 36-3' d 34'3' E 31'-6- d 29'-5' d T-1 d 26'-6' d 25-5' d 24'$' d 23'-9' d 2r-10' b 21'-9" b 0'-10 b
2) 2" x 9" x 0.072' x 0.224'
2) 2" x 9" x 0.082" x 0206"
2) 2' x 10" x 0.092" x 0.374"
41'$' d 3T-2' d 34'-21 d 1'-11 d 36.3' d 8'-10 d 2T -T d 26-T d 25'-T b 24'-S b 23'rf' b
U U U ,U U .0 U U u u U
U U U U U U U U U U
UA29-9"
10 d 40'-1 d -10 d 34'-5 d 37-7- d 31'-1 d 29'-9' d 28'$ d 2T-9- d 26-11 d 26-Y d
U U U " U U , U U U , U U , U
Sr -Y d 46-T d r-1 d 40'-1 d T-11 d 36-2 d 34'-6" d 33'-5 d 32'4 d 31'4 d 30'-6 d
Note:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than Sir
2. Span Is measured from center of connection to fascia or wag connection.
3. 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.
4. Spans maybe Interpolated.
S. To convert spans to 'C* and '17 exposure categories see exposure multipliers and example on Table 1 B page 3.
EAGLE 6061 ALLOY IDENTIFIER7h1 INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised' externa) identification mark (Eagle 6061 r") and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the
proper alloy'is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering_ lf-
EAGLE 6061 I.D.
DIE MARK
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0&12-2010
Table 1.1 130 Allowable Beam Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 130 MPH Wind Zones, Exposure "B' and Latitudes Below 30'30'-00" North (Jacksonviile, FL)
Uniform Load s 4 e/SF. a Point Load of inn else own r11 m..aa. n r .1- --a-
Hollow Sections
Note:
Tribute Load Width'1M=Beam 5 acin
3'-0" 4'-0" 5'-0' 6'-0" T-0" 8'-0"7 9'-0"
Allowable S an'L' / Point Load P or Uniform Load 11.11. bendin b deflection d
2" x 2" x 0.043" 5'-g' IPd 1 5'-9' IPd 1 5'-9' IPd1 1 5'-9' IPd 1 5'-9' lPd I lPd I S-9' 1pa
3"x 2 -* -x 0.045' 6'-9' Pb F-9" Pb 6'-9' Pb 6'-9' lPb 6'-9' Pb 6'•9' Pb S-9' Pb
3" x 2" x 0.070" 8'-3' Pd 8'-3' Pd 8'-3" Pd 8'-3' Pd 8'-3' Pd 8'-3' Pd 8'-3' Pd
2" x 3" x 0.045" 9'-9' Pd 9'-9" Ptl 9•-9" Pd 9.-9' Pd 9'•g' Pd 9'-9" Ptl 9.-9' Pd
2" x 4" x 0.050" 14'$' Pd 14'-8' lPd 14'$" Pd 14'$' Pd 14'4" Ud 13'•9' lUd 13'-2- Ud
2' x 5" x 0.060" 21'-1' P'l 21'-1' Pd 20'-5" Ud 19'-3- lUd 18'-3" Ud 1T-6' lUd 16'-10" Ud
Self Mating Sections
Tribute Load Wldth'W = Beam S acin
3'-0" 4'-0" 5'-0 6-0 T-0` 8'-0" 9'-0
Allowable Span V / Point Load P or Uniform Load U bendin b deflection d
2" x 4" x 0.048" x 0.109" 18'-11' Pd 18'-11' lPd d 1T-11" Ud 16'-11" Ud 16'-3" Ud 1S$' Ud
2"x 5"x 0.050" x 0.131" 27-10' Pd 22'-10' Pd d 20'-3' Ud 19.-3' Ud 18'-5' Ud 1T$" Ud
2" x 6" x 0.050" x 0.135' 29.-1' Pd 2r-3' Ud d 3'-10' Ud 27-T Ud 21'$' Ud 20'-10- Ud
2' x T x 0.055" x 0.135" 34'-Y Ud 31'-0" Ud 2T-1' Ud 25'•9" Ud 24'$" Ub 27-11' Ub
2" x 8" x 0.070" x 0.239" 42'-1' Ud 38'-3' Ud d 33'-5" Ud 31'-9" Ud 30'-5" Ud 29'-Y Udl41'-7"Ud
2" x 9"x 0.070" x 0.219" 45'-9' Ud 41'-6' Ud d 36'-3- Ud 34'-6" Ud 32'-11' Ud 31'-8' Lid
2" x "x0.082" x 0.321" 49'4' Ud '-10' Ud d 39-Y Ud 37'-Y Ud 35'T Ud V2 -
Y x 10" x 0.090" x 0.389" 5T-5' Ud 52'-2" Ud d 45'-7- 5'-T
Note:
1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 16'. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright 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. Tables are based on a maximum wall height of 16' including a 4' max mansard or gable.
6. Spans may be interpolated.
7. To convert spans to "C' and *D' exposure categories see exposure multipliers and example on Table 1B page 3.
Table 1.2130 Allowable Purlin Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 130 MPH Wind Zones, Exposure "B" and Latitudes Below 30.30'-00" North (Jacksonville. FLI
Note:
1. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Span Is measured from center of beam and upright connection to fascia or wall connection.
3. Tables are based on a maximum well height of 16' Including a 4' max mansard or gable.
4. Spans may be Interpolated.
5. Y x 4' & 2x 5' Hollow Girls shall be connected w/ an Internal or external 1-12' x 1-1/2'x 0.044' angle.
6. To convert spans to "C" and 'D" exposure categories see exposure multipliers and example on Table 1B page 3.
CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS.
Table 1.3130 E 6061 Allowable Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 3 second wind gust at a velocity of 1131) MPH, Exposure "B" or an applied load of 18 #/so. ft.
Note:
1. Thicknesses shown are'nominar industry standard tolerances. No wall thickness shall be less than 0.040".
2. Using screen panel width'W select upright length W.
3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pod enclosures over 30' in mean roof height
5. Height is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rags of 2"x Y x 0.044' min. and set @ 36" In height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-12" S.M.S. Into the screw bosses and do not exceed lr-W In span.
7. Max beam size for Yx5'lsYxTx0.05Sx0.120'
8. Spans may be Interpolated.
9. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on Table 1 B page 3.
10. For patio decks 30" above grade and less than 1 story In height screen meets the criteria for use as pickets.
Table 1.4130 E 6061 Allowable Post/ Girt/ Chair Rail I Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Allov 6061 T-6
1. Thlcknesses shown ere "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Using screen panel width W select gin lengths.
3. Site spec engineering required for pod enclosures over 30' in mean roof height.
4. Span/hetght is to be measured from center of beam and upright connection to fascia orwall connection.
5. Chair rags dY x Y x 0.044" min. and set @ 36" in height are designed to be residential gardrags provided they are
attached with min. (3) #10 x 1-12's.m.s. into the screw bosses and do not exceed 8'-0" o.c.
6. Girt spacing shall not exceed 6'$".
7. Max beam size for 2'x 5' IsZx7'x0.055'x0.120'
8. Y x 4' & Y x S hollow girls shall be connected w/ an Internal or external 1-12' x 1-1/2x 0.044" angle.
S. Spans/helghts may be Interpolated.
10. To convert spans to "C" and b" exposure categories see exposure multipliers and example on Table 1 B page 3.
Table 11.5.2 130 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members130E6061BothEndsofBeamAttachedtoHostStructure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
130 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 130 M.P.H., Exposure "B" and Latitudes Below 30.30'-00" North (Jacksonville, FL)
Uniform Load = 5 #/fL, a Point Load of 300 0 over (1) linear ft Is also considered
Single Self -Mating
Beams
Tribute Load Width
10'-0" 14'-0` 18'-0" 26'-0 30 -0" 34'-0" 38'-0" 142--0- 46'-0" 1 50--o-- 0'-0"
Beams Allowable Span V / Point Load P or Uniform Load U bendin b deflection d
dbuta Load Width 'W'=U ri ht c n
Double Self -Mating
Beams
Hollow Sections 3'-o 4'-0" I 5'-0" I 6'-0" I T-0" I 87-0" 9'-0"
5-6 b, U T-11 b, U T -S Ub
x T x 0.055" x 0.120" SMB
Allowable Hol ht"H"/ bendin b deflection lin
x 8" x D.07Y x 0.224" SMB
2' x 2" x 0.043" 6-7' d 6'-0" d 5'-T d 1 5-3' Id I 4'-9' I b 4'S' lh I 4'-1' lh
3" x 2" x 0.045" T$' d 5$' b 5-10' b 5'-3' b 4'-9" 1 b 4'4' b 3'-11' b
3" x 2" x 0.070" 8'-5'd T$' d T -Y d 6'-9' d 6'-5' d B'-1' d 5'-10' d
2" x 3" x 0.045 9.$" d 8'-T d T-11" d T$' b S-9' b 6'3' b 5'-9' b
2" x 4" x 0.050' 17-5' d 11'-3' d 10'$' d 9'$' b 1 8'$' 1 b&-0- b T-5" b
2" x 5" x 0.060" 1S-10' Id 14'-5' 1 d 13'4" d 17-7' d I 11'-7' 1h 10'$' b 9•-11' b
nbuta Load Width 'W'= ht clng
Self Mating Sections 3'-0" 4':F 5'-0" 6'-0" U 8'-0" 1 9.-0"
Allowable He ht "H" I ndin b deflection d
2" x 4" x 0.048" x 0.109' 14'-g' d 13'4' b T-10' b 70'-9' b 9'-11' lb 93" b 8'$' b
2' x 5' x 0.050' x 0.131" Ir -Y d 5.10" b 14'48' b 13'-T 11 7-6' b 11'$' b 10'-11' b
2" x 6" x 0.050" x 0.135" 20.3' b 16'-5' b 15'$' b 14'-6" b 13'-6' b 3'$" b
2" x 7" x 0.055 x 0.135" 23'-1" b 20'-11" b T. b 5-10' b 4'-9' 713.10- b
2" x B" x 0.070" x 0239" 2T$' d 4'-11' P2T.T
tl V. d 20'-2' b 8'-10" b 1 T-9" b
2' x 9" x 0.070" x 0.219" 29.-10" d 2T-1' b 27-6' b 0'-10' b 19.5' b 18'3' b
2' x 9" x 0.082" x 0.321" 37-2' d 29.-3' d 25$' d 24.3' d 27$' b21'4' b2' x 10' x O.O9D' x 0.389" 37-5" d 34'-0" d 29'-9" d 28.3' d 2T-0' d 25'-T b
Note:
1. Thicknesses shown are'nominar industry standard tolerances. No wall thickness shall be less than 0.040".
2. Using screen panel width'W select upright length W.
3. Above heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pod enclosures over 30' in mean roof height
5. Height is to be measured from center of beam and upright connection to fascia or wall connection.
6. Chair rags of 2"x Y x 0.044' min. and set @ 36" In height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-12" S.M.S. Into the screw bosses and do not exceed lr-W In span.
7. Max beam size for Yx5'lsYxTx0.05Sx0.120'
8. Spans may be Interpolated.
9. To convert spans to "C" and "D' exposure categories see exposure multipliers and example on Table 1 B page 3.
10. For patio decks 30" above grade and less than 1 story In height screen meets the criteria for use as pickets.
Table 1.4130 E 6061 Allowable Post/ Girt/ Chair Rail I Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Allov 6061 T-6
1. Thlcknesses shown ere "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'.
2. Using screen panel width W select gin lengths.
3. Site spec engineering required for pod enclosures over 30' in mean roof height.
4. Span/hetght is to be measured from center of beam and upright connection to fascia orwall connection.
5. Chair rags dY x Y x 0.044" min. and set @ 36" in height are designed to be residential gardrags provided they are
attached with min. (3) #10 x 1-12's.m.s. into the screw bosses and do not exceed 8'-0" o.c.
6. Girt spacing shall not exceed 6'$".
7. Max beam size for 2'x 5' IsZx7'x0.055'x0.120'
8. Y x 4' & Y x S hollow girls shall be connected w/ an Internal or external 1-12' x 1-1/2x 0.044" angle.
S. Spans/helghts may be Interpolated.
10. To convert spans to "C" and b" exposure categories see exposure multipliers and example on Table 1 B page 3.
Table 11.5.2 130 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members130E6061BothEndsofBeamAttachedtoHostStructure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
130 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 130 M.P.H., Exposure "B" and Latitudes Below 30.30'-00" North (Jacksonville, FL)
Uniform Load = 5 #/fL, a Point Load of 300 0 over (1) linear ft Is also considered
Single Self -Mating
Beams
Tribute Load Width
10'-0" 14'-0` 18'-0" 26'-0 30 -0" 34'-0" 38'-0" 142--0- 46'-0" 1 50--o-- 0'-0"
Beams Allowable Span V / Point Load P or Uniform Load U bendin b deflection d
x4"x 0.044'x0.100'SM8
x5"x0.050"x0.116"SMB
x6"x0.050"x0.120"SMB
x11"x0.055"x0.120"SMB
x 8' x 0.072" x 0.224" SMB
x 9" x 0.072" x 0.224" SMB
x 9" x 0.082" x 0.306" SMB
x10"x0.092"x0.374'SMB
UU U U U U , U , U U U U U15'-1' 13'$' 17.5 11'-T 10'-10 10'•1 9'-5 B'-11 8'-6' B'-2 r-1 o- r-6" d
U , U U U U . U , U U U U U U1T-1" 1S•3 14-1 13'-0' 11'•11 11-2 10'-6 9'"11 9-Y 9'-0' 8'$ 8.4bbbb b
U U U , U U20'-1' T-11 16'$" 15-Y 3'-11 17-11 12'-Y 11'•6 0•-11 VY -6 10'-1 9'-6' b
U U U ,U U U U U UU ,U U20'-5' 8'-10 17'-1 15$' 14'-T 13'-9' 12'-11 174 11--10-114 0'-11dddbbbbbbbb b
28'-2" U 25,-2, U 23,-2, U 21,$, U 20, 1• U 18'•9" U 1T -T U 16'$" 15-1 U 15'-7' U 14•-6' 1bbb 3'-11 b
U , U U , U U U , UI U U U , UTd2T-0 d 25'•Y d 23'4 b 21'-5' b 19'-11 6 10•-9 b 1T•9 b 5-10 b 1G-1 b 15-5 b 14'-10 b
U , U U U U U , U , U33'-0' d 29•$ d 2T -Y d 25'-5'd 22'4 b 0'-11 b 9'-10 b 8'-11 b 10'-1 b 1T -4 b 16' b
U , U U
E9d5. U 34,4, U 31,.T U 29• -TU 26,$, U 25,-0. U 23,$. U 2Z-6- U 21,$, U 20,$, U 19.-10 Udddbbbbbbb
Double Self -Mating
Beams
Tr utarV Load Width
10'-0" 14'-0" 8•-0"'- 26'-0" 30'-0" 1 34'-0" 38'-0" 42'-0" 1 46'-0' 1 60'-0" 54' -0 -
Allowable S an'L' I Point Load P or Uniform Load U bendin b deflection d
2) 2" x 8" x 0.07Y x 0.224'
2) 2" x 9" x 0.072" x 0.224"
2) 2" x 9" x 0.082" x 0206"
2) 2' x 10" x 0.092" x 0.374'
35'$' U 31'-9' U 29'-2' U 2T4' U 5-10 U 24'-8' U 23'$' U 27.9' U 22'-0' U 21'4" U 20'$' U 19,•8, Udddddddbb
38'-T U 34'-6' U 31'$' U 29'$' U 28•-1• U 26'-9' U 254r U 24'-9" U 3'-10' U 22'•9' U 1'-10 U 21'-0' Uddddddddbbbb
41'-T U 3T -Y U 34'-Y U 1'-11 U 30'-3' U 6'-10 U 2T$' U 26'-B" U 2S -g' U 2S-0' U 24,4• U 23•-7, Udddddddddddb
U , U , U , U U U U U U U U U48'-S d 43'-3 d 9'-10 d 3T-3 d 35.2' d 33'-T d 37-Y d 31'-0' d 30'-0' d 29.-1 d 28.4 d 2T -T d
1. It is recommended that the engineer be consulted on any carder beam that spans more than Sir
2. Span is measured from center of connection to fascia or wall connection.
3. Above spans do not Include length of knee brace. Add horizontal distance from upright to cantor of brace to beam connection to the above spans
for total beam spans.
4. Spans may be interpolated. -
S. To convert spans to 'C' and *D' exposure categories see exposure multipliers and example on Table 1 B page 3
Table 1.5.1 130 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members130E6061OneEndofBeamAttachedtoHostStructure (Axially Loaded)
Eagle Metal Distributors, Inc.
130 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 130 M.P.H., Exposure *B* and Latitudes Below 30'-39.-00" North (Jacksonville, FL)
Uniform Load - 5 iNft., a Point Load of 300 # over (1) linear R is also considered
Single Self -Mating
Tributery Load Width
10 -0 1 -0 6' 30-0 34-0 3 -0 .42 46-0" 1 50-0 -0"
Beams Allowable Soon U / Point Load IPI or Unlfortn Load IUI. bendin b deflection d
x 4"x 0.044"x 0.100" SMB
u u u u u ,u u ,u u15-7" d 13'-6 d 1'-10 b 10'$' b g'-5' b B'-6 b T-10 b T-2 b 6'-T b u .0 u
S-1 b 5$ 6 V -3'b
2"x 5"x 0.050" x 0.116" SMB
U , U U U U U U , U U1T-1" d 15-3 d 13'-3' b 11'$ b 10'$' b 9'-T b 8'-9' b B'-1 b T-6 b U U U
6 -11- b 6'-6 b 6'-0' b
x 6"x 0.050" x 0.120" SMB
UU UU U u , U U20'-1' d 1T-11 d 15-T b 13,-,,,b 17-6' b 11'-S b 10'-6 b 9'-9' b -,.Jul9'b 5-6 b, U T-11 b, U T -S Ub
x T x 0.055" x 0.120" SMB
U ,U ,U ,U U U ,U U U10c120'4 b 1T$ b 15'-9 b 14'3' b 13'-1 b 17-1 b 1 V-3 0 10•$ b
U U U
8'-10' b W-3 b 8'-9 b
x 8" x D.07Y x 0.224" SMB 28'-Y d 25-2' d 23'-2' b 20''9' b 8'-11 b 1T- - b 16'-Y b 15'-i' b 14'3' It 13'-5' b 17-9" b 1Y-
1IT -"
b
x 9" x 0.072" x 0224" SMB 30''T d 2T4' d 24'-9" b 27-Y b 20'•Y b 18•-T b 1T4" b 16'3' b 153" b 14'-5' b 13'$' b 13'-0' b
x 9" x 0.082' x 0.306" SMB a d 29.4r d 2r -2"d 25-1' b '-11 b 21'-Y b 10'-8' b IV -6_ b1T-5 b 1S$' b 15$' It 14'-11 b
x10"x0.092"x0.374"SMB 38'-S 34,-4, U 31'-T 29.-T U 2T$' U 25.6, U 23'- 9, U 274, U 21'-Y U 20'-1' U t9.-1, U 18,3, U
OF
d d
du]
d b b b b b b b b
Doubts Self -Mating
Tributery Load Width
10-0 14 18-0 -0 26-0 30-0 -0 38-0 42-0 46'-0 -0 -0
Beams AllowableS an'L' / Point Load P or Uniform Load U bendin 6 deflection d
2) 2' x 8' x 0.072" x 0.224' U u u u u u u u u3S$' 31'-9 29'-Y 27-4' S-1 24'$ 23'-8' 2Y-6' 21'-3' d d d d d d
u ,u u20'3' 19'4 18'-0'
2) Z' x 9' x 0.072' x 0224'
d b b
U U U U U U U U38•-T d 34'-6' d 31'$' d 29'$• d 28'-1" d 26-9' d 25'-6" 24'-0' =-9"
b b b
U U U21'$' 20'$' 19.-9"
2)2"x 9"x 0.082" x 0206"
b b b
U , U U U U U , U , U , U41'-T 3T-2 34'-2- 1'-11 30'-3' '-1 2T-8 26'$ 25-8dddddd
b b b
U , U U24'$ 23'4 27-5"
2) 2" x 10" x 0.092" x 0.374"
d d b b b b
U , U U U U U , U - u U U , U U4V-5" 43'3 g'-10 37--3' 3S -Y 33'-T 3T-2 31'-0 30'-0' 29•-1 25-1 -11dd
u a".
It d d d d d d d b b
1. it Is recommended that the engineer be consulted on any carder beam that spans more than 50•
2. Span Is measured from center of connection to fascia or wall connection.
3. Above spans do not include length of knee trace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
4. Spans may be Interpolated.
5. To convert spans to'C' and'D' exposure categories see exposure multipliers and example on Table 1 B page 3
EAGLE 6061 ALLOY IDENTIFIER"m INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These Identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" external identification mark (Eagle 6061'') and Its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the
proper alloy is used in conjunction With the engineering selected for construction. We are providing this
identification mark to simplify Identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The Inspector should look for the identification mark as specified below to validate the use of 6061
engineering. ell
EAGLE 6061 I.D.
DIE MARK
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1808-12-2010 OF 0
Table 1.1 140 Allowable Beam Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 140 MPH Wind Zones, Exposure "B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
Itnt#orn Load - d D/SF. a Paint 1_nad of 300 /HSF near I11 Irnaar k. rc alert --Noted
Hollow Sections
Tribute Load Widih W = Beam S acin
3'1" 4'-0" 5'-0" 6'-0' 7'-0" 8'-0" 91 -0 -
Allowable S an'L' I Point Load P or Uniform Load U bending b deflection fd
2" x 2" x 0.043' 5'-9' Pd 5'-9' Pd S-9" Pd 5'-9' Pd 5'-9' Pd 6-9" Pd 6 9' Pd
3" x 2" x 0.045" 6-9' Pb 6'-9' Pb 6'-9' Ph 6'-9• Pb S-9' Pb 6-9' Pb 6'-8' Ub
3" x 2" x 0.070" 8'-3• Pd Pd 8'-3' Pd 8'-3' Pd 8'-3' Pd 8'-3' Pd 8'-3' Pd
2" x 3" x 0.045' 9'-9" Pd 9'-9' Pd 9'-9' Pd 9'-9' Pd9'-9' Pd 9'-9- Pd 9'-6' Ud
2" x 4" x 0.050" 14'-8' Pd 14'-8' Pd 14'-6' Pd 14'-3' Ud 13'-6' Ud 7-11' Ud 17-5' Ud
d lw-lo"
21'-1' Pd 20'-9• Ud 19'-3' Ud 16-1' Ud 1T•3' Ud 16'-6' Ud 15'-10' Ud
Self Mating Sections
Tribute Load Width W =Beams acin
3'-0" 4'-0" 5'-0' 6'-0" T-0" B'-0'
Allowable S an'L' / Point Load(PI or Uniform Load U bending b deflection d
2" x 4' x 0.048" x 0.109" 18'-11' Pd 18'-11' Pd 1'P-1 V Ud 16'-10' Ud 15'-11" Ud 15'-4' Ud 1 14'-9' lUd
2" x 5" x 0.050" x 0.131" 27-10" Pd 21'-10' Ud 20'-3' Ud 19'-1' Ud 18'-7' Ud 1T-4" Ud 116'-8' lUd
2" x 6' x 0.050" x 0.135" 28'-3" Ud 25'-8" Ud 23'-10' Ud 27-5• Ud 21'-3' Ud 20'4" Ud 19'-7' Utl
2" x 7"x 0.055" x 0.135" 37-2" Ud 29'-2" Ud 2T-7' Ud 25.6• Ud 24'-2- Ub 22'•6' Ub 21'-2- lUb
2" x 8" x 0.070` x 0.239" 39'-8' Ud 36'-0" Ud 33'•5' Ud 31'-6" Ud 29'-11' Ud 28'-T Ud 2T-0' jUd
x2" 9` x 0.07 x 0.219" 43'-0- Ud 39'-1" Ud 36'-3' Ud 34'-Y Ud 32'-5- Ud 31'-0- Ud 29'-10' Ud
2" x 9" x 0.
00'
82" x 0.321" 46-5' Ud 421-2* Ud 39'-2• Ud 36'-10" Ud 34'-11' Ud 33'-6' Ud 37-Y Ud
2" x 10` x 0.090" x 0.389" 54'-0' Ud 49'-1' Ud 45-7' Ud 47-10" Ud 40'-9' Ud 38'-11' Ud 3T-5' l)d
Note:
1. Thicknesses shown are 'nominar Industry standard tolerances. No wall thickness shall be less than 0.040".
2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a
maximum upright height of 16'. Structures larger than these limits shall have site specific engineering.
3. Span Is measured from center of beam and upright 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. Tables am based on a maximum wall height of 16' Including a 4' max. mansard or gable.
6. Spans may be interpolated.
7. To convert spans to "C' and 'D' exposure categories see exposure multipliers and example onTable 1B page 3.
Table 1.2140 Allowable Purlin Spans
E 6061 Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 140 MPH Wind Zones, Exposure "B' and Latitudes Below 30•-30'-00" North (Jacksonville, FL)
Uniform Load - 6 #ISF, a Point Load of 300 #/SF over (1) linear f . is also considered
t. Thicknesses shown are 'nominal- Industry standard tolerances. No wag thickness shall be less than 0.040'.
2 Span is measured from center of beam and upright connection to fascia or wag connection.
3. Tables are based on a maximum wag height of 16Including a 4' max. mansard or gable.
4. Spans maybe Interpolated.
5. 2x 4' & Y x S Hollow Gats shall be connected w/ an Internal or external 1-10 x 1-12" x 0.044" angle.
6. To convert spans to 'C' and "W exposure categories see exposure multipliers and example on Teale 1 B page 3.
CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS.
Table 1.3140 E6061 Allowable Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 3 second wind gust at a velocity of 140 MPH Ex um'B" or an applied bad of 219I2* Pos PP Wcq.ft.
Note:
1. Thicknesses shown are "nominal- Industry standard tolerances. No wait thickness shall be less than 0.040•.
2. Using screen panel width W select upright langth'H'.
3. Above heights do not Include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' in mean roof heighL
5. Height is to be measured from center of beam and upright connection to fascia or wag connection.
6. Chair rails of Y x 2`x 0.044' min. and set @ 36• In height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-12" S.M.S. Into the screw bosses and do not exceed 8'4' In span.
7. Max. beam size for Y x 5' is 2• x T x 0.055 x 0.120-
B. Spans maybe Interpolated.
9. To convert sparks to "C" and -D' exposure categories see exposure multipliers and example onTable 1 B page 3.
10. For patio decks 30• above grade and less than 1 story In height, screen meets the criteria for use as pickets.
Table 1.4140 E6061 Allowable Post/ Girt/ Chair Rail / Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
1. Thicknesses shown are "nominar Industry standard tolerances. No wall thickness shag be less than 0.040'.
2. Using screen panel width W select girt lengths.
3. Site specific engineering required for pool enclosures over 30' In mean roof helghL
4. Spardheight Is to be measured from center of beam and upright connection to fascia or wag connection.
5. Chair rails of 2• x 2' x 0.044' min. and.set C 36" in height are designed to be residential gardralls provided they are
attached with min. (3) #10 x 1-1/2' s.m.s. Into the screw bosses and do not exceed 6'-0' o.c.
6. Girt spacing shall not exceed 6'48•.
7.Max. beam size for Yx 5' is Y x T x 0.055'x 0.120'
8. Y x 4' & Y x 5' hollow gins shag be connected w/ an Internal or external 1-12• x 1.1/2' x 0.044' angle.
9. Spans/heights may be Interpolated.
10. To convert spans to •C" and *D" exposure categories see exposure multipliers and example on Table 1 B page 3.
Table 1.5.2 140 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
140 E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
140 %2 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 140 M.P.H., Exposure"B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
Uniform Load - 6 #Ih, a Point Load of 300 # over (1) linear ft. is also considered
Single Self -Mating
Beams
Tribute Load Width
10'-0" 14'-0" 18'-0" 22'-0" 26'-0' 30'-0" 34'-0" 38'-0" 42'-0" 1 46'-0' 50-0"54-0"
Allowable Span 'I: / Point Load (PI M Uniform Load 1U1. bending b deflection d
Tribute toad Width W = U rlht S acin
Double Self -Mating
Seems
Hollow Sections 3-0 4-0 0 6-0 0 8'-0"1 7
S-0' U 5'-7'U S-2' Ub
x6"x0.050"x0.120"SMB
Allowable HeI ht "H" / bendin b deflection d
x Tx0.055"x0.120"SMB
2" x 2" x 0.043" 6'-3• ld I S-9' ld 1 S4' d lw-lo" I b 4'-4' 1 b&-11' b 3'-8' b
3" x 2" It 0.045" T-1" d 6'-2' b S4" b 4'-9' b 4'4' b 3'-11"
3" x 2" x 0.070" 8'-0' d T4• d 6-9' d 6-5" d 6-7" d 5'-10'
2' x 3" x 0.045• 9'-0" d 8'-2' d T-7' d 6'-10• b 6-Y b S-8' W --b
2" x 4" x 0.050" 1'-10' d 10'-9• d 9'-9` b 8'.9' b T-17' b T-3"
2" x 5" x 0.060• S-0• d 13-8' d 17-8• d 11'-T b 10'-T b 9'-10`
ributa ad WI W- U II ac n
Sell Madng Sections 0' 4' S-0" 6'-0` r-0" I 8'-0" 9'-0"
Allowable Hai ht"H'I banding b deflection d
2" x 4" x 0.048" x 0.109" 13'-11" d 174' 1 b 110'-11' I
bE28'-3r'
big-2' lbl8'-6' b T-11' b
2" x 5" x 0.050" x 0.131' 16-0' d 1S-0` b 13'-T bb 11'-3' 10'-5' b 9'-9' b24, 2' x 6" x 0.050" x 0.135' 19'-0' d 12 2' b 1 S-3' bb 17.8' b 11'-8' b 10'-11' b
2' x 7" x 0.055" x 0.135" 21'-11' b 79-11 b 1 T-10' bb 4'-10- b 13'-10• b 17-11' b
2" x 8' x 0.070' x 0.239" W-1' d 23'-9' d 27-0" d6 1 B'-8" b 1T-5' b 165 b
2' x 9" x 0.070 x 0.219" 28'4" d 2S -T b 27-10' b b 19'-3' b 1 T-11• b 15-11' b
2" x 9" x 0.082" x 0.321" 30'-7- d 2T-9" d 25.9` dd 27-5" b 20'-11' b 19'-9• b
2" x 10' x 0.090" x 0.389" 35'-7- d 374' d 30'-0' dd 26'-10' -d25'-Y b 23'-8` b
Note:
1. Thicknesses shown are "nominal- Industry standard tolerances. No wait thickness shall be less than 0.040•.
2. Using screen panel width W select upright langth'H'.
3. Above heights do not Include length of knee brace. Add vertical distance from upright to center of brace to beam
connection to the above spans for total beam spans.
4. Site specific engineering required for pool enclosures over 30' in mean roof heighL
5. Height is to be measured from center of beam and upright connection to fascia or wag connection.
6. Chair rails of Y x 2`x 0.044' min. and set @ 36• In height are designed to be residential guardrails provided they are
attached with min. (3) #10 x 1-12" S.M.S. Into the screw bosses and do not exceed 8'4' In span.
7. Max. beam size for Y x 5' is 2• x T x 0.055 x 0.120-
B. Spans maybe Interpolated.
9. To convert sparks to "C" and -D' exposure categories see exposure multipliers and example onTable 1 B page 3.
10. For patio decks 30• above grade and less than 1 story In height, screen meets the criteria for use as pickets.
Table 1.4140 E6061 Allowable Post/ Girt/ Chair Rail / Header Spans & Upright Heights
Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
1. Thicknesses shown are "nominar Industry standard tolerances. No wall thickness shag be less than 0.040'.
2. Using screen panel width W select girt lengths.
3. Site specific engineering required for pool enclosures over 30' In mean roof helghL
4. Spardheight Is to be measured from center of beam and upright connection to fascia or wag connection.
5. Chair rails of 2• x 2' x 0.044' min. and.set C 36" in height are designed to be residential gardralls provided they are
attached with min. (3) #10 x 1-1/2' s.m.s. Into the screw bosses and do not exceed 6'-0' o.c.
6. Girt spacing shall not exceed 6'48•.
7.Max. beam size for Yx 5' is Y x T x 0.055'x 0.120'
8. Y x 4' & Y x 5' hollow gins shag be connected w/ an Internal or external 1-12• x 1.1/2' x 0.044' angle.
9. Spans/heights may be Interpolated.
10. To convert spans to •C" and *D" exposure categories see exposure multipliers and example on Table 1 B page 3.
Table 1.5.2 140 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
140 E 6061 Both Ends of Beam Attached to Host Structure (Not Axially Loaded)
Eagle Metal Distributors, Inc.
140 %2 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 140 M.P.H., Exposure"B" and Latitudes Below 30'-30'-00" North (Jacksonville, FL)
Uniform Load - 6 #Ih, a Point Load of 300 # over (1) linear ft. is also considered
Single Self -Mating
Beams
Tribute Load Width
10'-0" 14'-0" 18'-0" 22'-0" 26'-0' 30'-0" 34'-0" 38'-0" 42'-0" 1 46'-0' 50-0"54-0"
Allowable Span 'I: / Point Load (PI M Uniform Load 1U1. bending b deflection d
1x4"x0.044"x0.700"SMB
x 5'x0.050'x0.116"SMB
2"x 6"x 0.050" x 0.120" SMB
x 7" x 0.055" x 0.120" SMB
x 8" x 0.072" x 0.224" SMB
x 9' x 0.072" x 0.224" SMB
x 9" x 0.082" x 0.306" SMB
x10"x0.092"x0.374"SMB
U , U , U U U U U U . U . U . U U14'-2' 17-8 11'-8 10'-9' 9'-10' 9'.2 8'-8 8'-Y T-9 T-5 T-1 6'-10dddbbbbbbbb b
U , U , U U U U U U U , U , U U16'-1' 14'.4.. 4'•4 13'-2 11'-11 0'-17 10'-Y 9'-T 9'-1 8'-T 8'-3 T-11 T -Ttldbbbbbbbbb b
U U . U U U U U . U , U U U U
16-11 d 5-11 d 15.4 b 13'-10 b 17-9' b 11'•10 b 11'-Y b 10'-6 b 10"0 b 9'-T b 9'-2 b 8'-10' b
21'-6' d 19'-3' d 1T-3' p 15'-7" b 14'-4• b 13'-4" b 12'-6' b 11'-10" b 11'-3' b 10'-9' b 10'-4' b 5-11" b
26'-6' d 23'-9' d 1'-10 d 19'-11 b 16'-4' b 1T-1 - IT• b 15-7' b 15'-2' b 74'-5" b 73'-10' b 13'-3' b 12'-9' b
U U .0 ,U U U U U U U U U
B'-10' d 25.9' d 23'-6 b 21'-3 b 19'-T b 18'•3 b 1T-1 b 16-Y b 15-5 b 14'-9' b 14-1 b 13•T b
U U U U , U , U U . U U U
31'-1' d 2T-9 d 25.6d 3'-10 b 1'-11 b 20'-5' b 19'-2 b 18'-2 b 1T-3 b 16'-6 b 15-10 b 15'-3 b
U U
id2, U 37-4' U 29'_9U T-10 U 25-1• U 2414, U ,-10 U 21,_7" U 201.7. U 19'-8• U 18,_1 U 18._1. Udddbbbbbbbb
Double Self -Mating
Seems
irlto Load Width
10 14-0 18-0" '-0" 6•-0 30-0 34-0 -0 42'-0 46-0 50' -0 S4' -0 -
Allowable 5 an'L' / Point Load P mUniform Load U be Ing b deflection d
2) 2" x 8" x 0.072" x 0.224"
2) 2" x 9' x 0.072" x 0.224"
2) 2' x 9" x 0.082" x 0.206"
x 0.374"
33'S" U 9-11 U 27.6' U 25'-8• U 24'-4' U 23'-2' U 27-3' U 21'S' U 20'-5' U 19'-6• U 18'-9' U 1 B'-0' Uddddddddbbbb
U '-10 U T-11 U 2S5' U 25-2' U 24'-2' U 7-71 U 21'-9' U zit' -10• U 19'•11 U 19'-Y Udddddddbbbbb
39'-Y U 37-2" U 30'-1' U 28'-0' U 2T -Y U 25-0- U 25 1" U 24'-3- U ,4, U ,. U 21'-6• U
35-3" U
flddd d d d d d d d b b b
UU .0 U U U ,U U .0 U .0 U45'-T 37'-5 35'-0' 33'-2• 31'-T 30' 29'-Y 28'-3 2T-5' 25.8 2S -Tdddddddddb b
nova:
1. h is recommended that the engineer be consulted on any carrier beam that spans more than 50'
2 Span Is measured from center of connection to fascia or wail connection.
3. 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. -
4. Spans may be Interpolated.
S. To convert spare to "C" and 'D" exposure categories see exposure multipliers and example on Table 18 page 3.
Table 1.5.1 140 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members
140 E 6061 One End of Beam Attached to Host Structure (Axially Loaded)
Eagle Metal Distributors, Inc.
1401&2 MPH) Aluminum Alloy 6061 T-6
for Areas with Wind Loads up to 140 1&2 M.P.H., Exposure "B" and Latitudes Below 30•-30'-00" North (Jacksonville, FL)
Uniform Load - 6 #/ft., a Point Load of 300 # over (1) linear R is also considered '
note.
1. h is recommended that the engineer be consulted on any carrier beam that spans more than 50'
2. Span Is measured from center of connection to fascia or wag connection.
3. 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.
4. Spans may be Interpolated.
5. To convert spans to "C• and 'D' exposure categories see exposure multipliers and example onTeble 78 page 3.
EAGLE 6061 ALLOY IDENTIFIERT"' INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions areovidpr ed to contractors for permit purposes. The detail below illustrates
our unique 'raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final Inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. e'
EAGLE 6061 I.D.
DIE MARK
J •
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Tribute Load Width
Single Self -Mating 10'-0" 14'-0` 18'-0" 22'-0' 26'-0" 30'-0" 34'.0 38'-0" 42'-0" 1 46'-0" 1 60'.0- SW -0 -
Beams Allowable S an'L' / Point Load P or Unlfortn Load U bendin b deflection
14'-Y U 17-s" U 101-8. U g4, U 8.4, U T -T U 6'-10' U 6'-0' U S-9' Ubbbbbbbb S-3' U 4'-10" U 4,-0. Ubbb
x5"x0.050"x0.116"SMB 16'_1. U 131-10 u 11'-11 u 101-6' U 9.-5• U r-ir U 7,-9" U T.1, u 61-0' Udbbbbbbbb S-0' U 5'-7'U S-2' Ub
x6"x0.050"x0.120"SMB 18-11 U 15-3" U 14•-1• U lZ-T U 11'-2-U 10' 2• U 51-4" U fr-7• U T-11• U T-5• U 61-11• U 6,-5• Ub
x Tx0.055"x0.120"SMB 21'-fi" U 16'-5• U 15-11 U 14'•3' U 17-1 U 1T -s• U 10'-9' U 91-11' u 91.4• udbbbbbbbb V-8 u 6•-2* U r-8• ubbb
x 8' x 0.072' x 0.224" SMB S* d 2Y -9'd '•11 b 181-9" b 17"-l' b 151.8" b 14' 7- b 13'-T b 17-9' b 17-0' b 11'-4' b 101-9' b
x9"x0.072'x 0.224" SMB 8'-10 U 2S-9' 27-5" U 20'-1" U 16'-3• u 1G-10 U 1s' -T U 14'-T U 13'-8' U 17-11' U 17-3• u 111_7• udbbbbbbbbbbb
x 9" x 0.082' x 0.306" SMB 31'-1' d 2T-9" d 25-4' b 22* -9' b 201-9' 9'-1' b iT-9' b 16'-8' b 15'-8' b 14'-10• b 14'-1' b 13'-5' bjb
x 10" x 0.092" x 0.374" SMB 36%-Y d 3IT2''a• d 291-9' d 2T-0' b 4'-11 3'-1' b 21'-0" b 20'.3' b 19'-1' b IVA, b - IF 1T-3' b 16'-5• b
m
Tribute Load Width
OF
Double Self -Mating 101-0 W -0 -lei -0- 270" 26'-0" 30-0" 34'-0" 8'-0" 1 47-0' 1 46'-0' 501-0" 164'.0 -
Beams Allowable Span •L' I Point Load P or Uniform Load U bend) b deflection d
2) 2" x 8" x 0.072* x 0.224" 33'S' -11 U 2T -b' 25'4r 241-4" 2T-2' 21'-8' 20'4' 191-'
d d d d d d b b b 181-4' 1T-5• 161-8' b b b
2) 2" x 9" x 0.072" x 0.224" U u u u u U U u u381-3• 37-5" -1 T-11 26' F 24'-9• 23'-Y 21'-9' 2a -Tdddddbbb b
u U
1g -T 181-W IT -101bb b
2) 2" x 9" x 0.082" x 0206" U U U U U U U U U U U U
39'-2' d '-11 d 37-2• d 301-1' d 281-W d 2r-2• d 25.0' d 24'-8' b 23'4• b 22'-Y b 21'-Y b 20-3' b
2) r x 10' x 0.092" x 0.374" 45-T U 40'-9'idU 3T -S U 35'-0' U 33'-2' U 31'-T U 30'4' U 29'-Y U 28'-1' U 26-8' U 255' U 24'S' Udddddddbbbb
note.
1. h is recommended that the engineer be consulted on any carrier beam that spans more than 50'
2. Span Is measured from center of connection to fascia or wag connection.
3. 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.
4. Spans may be Interpolated.
5. To convert spans to "C• and 'D' exposure categories see exposure multipliers and example onTeble 78 page 3.
EAGLE 6061 ALLOY IDENTIFIERT"' INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions areovidpr ed to contractors for permit purposes. The detail below illustrates
our unique 'raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final Inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. e'
EAGLE 6061 I.D.
DIE MARK
J •
0
W Z
Z Q Q wQU) (L o
io Z o
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08-12-2010 OF
20' Max. Enclosure Span Rafter /Truss Tail #2 Span /bendin b or deflection (d)
Wind Zona
B. gyp)
Wind
Pressure
S
2x4 2x6 2x8 2x10 2x72
100-110
L)
2'-T b 5'4• b 9'-3' 6 15'-0' b 27-3' b
720 4 2'-Y b 5'-4' b 9'-3'
z
b 27-3' b
123 4.3 2'-0• b 4'-11' b B' -T b 13'-11' b 20'$' b
730 5 1'-9'
Table 1.6 Minimum Upright Sizes and Number of Screws for
b T -S b 12'-0' b 1T-10' b
140 6
1T$' Uri 16'-7• Ud 14'-T Ub 13'-3' Ub 12'-3'
3'-T
LATITUDES NORTH 30 - 30' - 00" NORTH (JACKSONVILLE FQ
b 10'-0' b 14'-10' b'
Connection of Roof Beams To Wall Uprights or Beam Splicing
Uprights,
7 1'-3' b 3'-0• b S-3' b B' -T b 17-9' b
30' Max. Enclosure Span Rafter /Truss Tail #2 Span I bending h or deflection (d
Wind Zone
B. Exp-)
p le e 4purlins, and guts in this table are based on minimum size requirements for the beams.
2x6 2x6 2x10 2x12
100-170 4 1'-5' b 3'-T
nTable1.3 and 1.4 must be checked to verify member spans.
b 14'-70' b
Table 1.11 Maximum Overhang for Rafter I Truss Tails
1'-5'
Table 1.9.1 Allowable Beam Spans
D 6'-2'
m
b 14'-10' b
123 4.3
when Connected to Screen Roof
b 3'4' b S-9'
E 6061 Eagle Metal Distributors, Inc.
b 13'-10' b
c g 2Beam •Minimum 'Minimum *Minimum Girt
Size Upright 1 Column Pullin
Minimum Number Beam Stitching
b 7-70• b 4'-11•
Aluminum Alloy 6061 T-6
b 11'-70' b
jj it e a8ofScrewsEachSideScrews
Size Size ^
0'-11• b 74' b 4'-1' b 9'-71' b
150
For 130 MPH Wind Zones, Exposure "B' and Latitudes North of 3D•30'-00"North (Jacksonville, FL)
0'-10'
X < O mKneeBraceSize
2'x3"x0.045"Hollow Tx3'x0.045'Hollow 2'x2'x0.043'Hoilow YxYx0.043'Hdbw
8 x % #10 x % #12x%; 8 S acin
B 6 4
b B'$" b
40' Max. Enclosure Span Rafter /Truss Tall #2 Span 1 bending (b) or deflection (d)
Wind Zona
B. Exp.)
Wind
Pressure #!
S
2x4
Uniform Load = 15 #/SF, a Point Load of 300 #/SF over 1 linear f . Is also considered
2x8 2x10
2' x 4" x 0.050" Hollow 2' x 3' x 0.045' Hollow T x 2' x 0.043' Hollow 2' x 2'x 0.043' Hollow B 6 4 .
4 1'-1• b b T-6' h12041'-i'
2" x 5" x 0.060" Hollow T x 3' x 0.045' Hollow 2• x Y x 0.043• Hollow 2' x T x 0.043' Hoibw
2' x 4" x 0.048" 0.109" SMB
8 B 4
T-6•
123 4.3 1'-0'
48-
b 44' b511'b1305
F m
x 7 x 3' x 0045' Hollow 2' x 2' x 0.043' Hollow 2' x T x 0.043' Hollow
T x 3• x O.D45' Hollow 2' 2' x 0043' Hollow Y x Y x 0.043' Hollow
8 6 4 #im8 12' O.C.
8 6 4 #8 1 T O.C.
0'-10• b 3'-B' b 6'-0•
6 0'-9"
iE 115
11 3V2"x6"x0.050"x0.135"SMB 2'x3'x x .043'Hollow x x004 0 10 6 #10 1T O.C.
T
b
ew
im J
Hollow
2x8"x0.070"x0139"SMB 2'x5'SMB or Hollow 2'x 3'x 0.045'Hollow 2'x7x0.043'Holiow
14 10 #1z 12- O.C. V
2"x9"x0.072"x0.219^SMB 2`x 6"x 0050'x0.135'SMB 2'x4'x0.050'Hollow orSMB Tx3'x0.045'Hdbw
16 14 12 #14 12' O.C.
18 16 14 #14 12' O.C.
a
2"x9"x0.082"x0.321"SMB Tx Tx0055'x0.135 SMB 2'x4'x0.050'Holbw orSMB 2'x3'x0.045'Hdlow 20 18
2'x10"x0.090'x 0.389'SMB 2'x B'x0070'x0.239'SMB Tx5'x0.060'Hdlow orSMB Yx4'x0.050'Hdbw or SMB
16 #14 12'O.C.
20 18 16 #14 12'O.C.
2'xTx0.054x0.120•SMB
i
Screw Size Minimum Distance and Spacing of Screws
2" x 8" x 0.082" x 0.306' SMB 0.125'
Edge To Center Center To Center
2" x 9' x 0.072• x 0.224' SMB 0.125'
8 5116' 518'
2"x9•x0.082"x0.306"SM8 0.190'
10 318' 3l4'
2" x 10' x 0.092" x 0.374" SM 0250'
72 1/2' 1'
14 or 114" 3!4' 7-12•
5116" 718' 1-3/4'
3/8" 1' 2'
J
Gusset Plata Thickness W
Note: Q IX w
1. Thicknesses shown are'nomkuV' Industry standard tolerances. No wall thickness shall he less than 0.040'. O D o
in2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum Q Z r
upright height of 15. Structures larger than these Omits shag have site spedfie engineering. Z O O '
3. Span le measured from center of beam and upright connection to fascia or wall cennectian. c 7 -I F, 4. Above spans do not Include length of lone brace. Add horizontal distance from upright to center of brace to beam connection to mtheabovespansfortotalbeamspans. yj W Z W EConnectionExample:
T x Beam & 2`x 4' upright & #8 1/2' & &
S. Tables are based on a maximum wag height of 151nduding a 4' max mansard or gable. Other conditions may offer better spans
w/ enclosure site specific engineering.
Q W J m
0 D tb agussetplate, (14) x sms upright gusset plate (14) #8 x 12• sms ea. side of beam & upright.
Note: 6. Spans may Interpolated. CL0C7QNote:
1. AN connections shag use a fug lap cul or 1/16- Interior gusset plate with # of fasteners per table. 7. To convert spans to 'C' and •D• exposure calegodes see exposure multipliers and example on Table 1 B Page 3. w tj Z LL ~ A
2. For beam splice connections the number of screws sham is the total for each spf1ce with 1/2 the screws on each side of the cuL 1. For overhangs with spans that exceed those listed above site specific engineering Is required. u J Z Q o
3. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. U truss bottom cord extends more than 24" over the wall site specific engineering
2. To convert from exposure 'B'spans to "C" •D•
Is required. OQ W O v
The number shown Is the total use 112 per side, example Table 1 B on
and exposure spans see multipliers and W Z
4. Hollow splice connections can be made provided the connection B approved by the engineer. Example:
page3.
O 0V (,.) Ll. o
S. Iia larger than minimum upright Is used the number of screws Is the same for each spike with 112 the screws on each side of the CUL For a pod Indosure with 30' max beam span. M a 123 MPH wind zone, •B' exposure. For 2 x 6 55 LL i.i6: -The side wall upright shag have a minimum beam size as shown above, to., a 2"x 4• upright shall have a 2- x W beam,
7. For minimum size read beam
rafter / truss the max overhand from the wail of the host structure to the sub -fascia is 34. Table 1.9.2 Allowable PUrlin Spans _ O
n W
e
girt upright size as a and purfln size is minimum girt size. (i.e. 2' x 9• x 0.072' x 0219• s.m.b. w/ E 6061 Eagle Metal Distributors, Inc. Q F• Q Cr fn v
2x 6'x 0.050 x 0.135 s.mb. upright requires a 2'x 3' x 0.045' girt/chair rail.) Aluminum Alloy 6061 T-6 L1 CO r
For 130 MPH Wind Zones, Exposure "B" and Latitudes North of 30.30'-00" North (Jacksonville, FL) u- Z m
Uniform Load " 15 #/SF, a Point Load of 300 #/SF over (1) linear ft. Is also considered ca
A. Sections Fastened With CII s U caZ0-
0 LL cTable1.7 Minimum Size Screen Enclosure Knee Braces Tribute Load Width W- Purtln Spacing
and Anchoring Required Hollow Sections T-6" 4-0" 4'-6" s-0' S$ s-0" 6$" Z W
Aluminum 6063 T$ Allowable S on'L' f Point Load P or Untform Load U bendin b de0edlon d k o
Of
Brace Length* Extrusion Anchorin System
2• x 2" x 0.043" S-9" Pd 5'A' Pd 5'-9' Pd 5'A' Pd 5'-9• Pd 5'-T Ud 5'S• Ud
3' x 2" x 0.045" 6'-9" Pb 6'-9' Pb 6'-9• Pb 6'-S
Z J
Q0.
T
Y annel With 3
Ub 6'-1" Ub 5'A' Ub 64' Ub
3" x 2" x 0.070' 8'-3' Pd &.2' Ud T-10' Ud T -T Ud Tr3• Ud T -Z' Ud G-11' Ud F
Q3' To 3' x 3' H -Ch 2• x 3" x 0.045" 11'$• Ud 11=0" Ud 10'-T Ud 10'3' Ud g'-11' Ud 9'-T Ud 9'-3• Ud V
U 5-0• 7 x 4' x 0.044' x 0.100' 2' H -Channel With 4 #10 x 12' each of channel 2" x 4• x 0.050' 17.6• Ud i'-11• Ud 11'$' Ud 11'-2' Ud 10'-9' Ud 10'-5' Ub 9'-10' Ub LL
Knee brace length shag be the horizontal and vertical length ® a 45' angle from the center of Ute 2" x 5" x 0.060" 5'-11' Ud 15-3• Ud 14'$" Ud 14'-Y Ud 73'-9' Ud 13'-4' Ud 2'-11' Ud Z I
connection m the face of the beam or upright a ons astene hroug cern We s nto screw Bosses wo CO
Nets: Tribute Load Width'IM m Pullin S elm T
1. For required Imes braces greater than 4'-6" contact engineer for specifications and details. Hollow Sections 3 $" 4'-0' 4 $" S-0" 5'$• 6'-0" 5$' ZO ccm
2. Cantilever beam detag shall be used for transom wag to host structure aUadunent when knee Allowable S an'L' /Point Load P or UnHorm Load U bending b de0eetion d C7D
brace length exceeds 6'-0'. 2' x 2' x 0.043• T -S Pb T-4' Ub 6'-10' Ub 6'-S Ub 6'-1" Ub 5'-9' Ub S -S Ub
3" 2" 0.045 Z
cy4
W mxxT-11" Ub T4' Ub 6'-10• Ub 6'-S" tub 6'-1' Ub 5-9' Ub S•4' Ub O O W W
Table 1.8 K -Bracing Fastening Schedule For 120 MPH "C" Exposure
3" z 2' x 0.070" 11'•4' Ub 10'-T Ub 9'-11' Ub 9'$' Ub 9%0" Ub 8'-T Ub 8'-1' Ub Z 1-•
z• x 3• x o.D45 11'_1 Ub 10'4• ub s'$ ub 9•-1 tub 6'-7- We 6'-2- UD ne' uD k W a emu x
Number of ih10 x 314" S.M.S. Required 2" x 4• x 0.050• 14'-T Ub 13'-T Ub 174• Ub 11'-7- Ub 0'-11' Uh 10'S UD 9'-10' Ub 3 W ` ti mMaximumComerPostDiagonals ( Intermediate Comer Post Plate to 2" x 5" x 0.060• 18'-T Ub 1T3• Ub 16'-T Ub 15-3' Ub 14'$' Uh 3'-10' Ub 13'-0' Ub 1Z
O
Wali Width @Top per End Post Q Chair Rail @ Bottom Sole Plate Note: W Z
a
v
20'4' 2 2 4 2 2 1. Thicknesses shown are •nominar Industry standard tolerances. No wag thickness shall be less than 0.040', t2'
0) a
30•-0- 2 2 4 2 2 2 Span Is measured from center of beam and upright connection to fascia or wall connection. p 0 C U m40•-0' 3 4 6 2 2 3. Tables are based on a maximum wag height of 16' Including a 4' max mansard or gable. Other conditions may ofter belief spans w/ to
50'-0" 4 5 a 3 3 enclosure site specific angheedng. W m $ •
oa
60'-0' 6 7 72 3 3 4. Spans may be Interpolated Q O co N o r
Use 5. 2x 4• & T x 5' Hollow Gifts shag be connected w/ an internal or external 1-1/2'x 1-1/2' x 0.044• angle. d W o ` screw ages specified in the table below. 6. To convert spans to •C' and'D" exposure categories sea exposure multipliers and example on Table 1 B Page 3. W t mUsefrontwallwidthwhendeterminingnumberofs.ms. for the side wall K -bracing. CHECK TABLE 1.6 FOR MINIMUM PURLIN SIZE FOR BEAMS. 5 > O mUseawallwhendeterminingnumberofs.m.s for the front erM / or back well K MacMg. F- U
Wind Zone. Exposure' " crew ize
l2'
LL a
90-130 MPH #1 Z Q
1 0 MPH #12 m
140-150 MPH #14 W W F-
QN
L9 WZJWa ,
Ow"
LL J
L
S L
SHEET
U to
W
W
WN 15B
to CA
LL.
18
08-12-2010 OF
20' Max. Enclosure Span Rafter /Truss Tail #2 Span /bendin b or deflection (d)
Wind Zona
B. gyp)
Wind
Pressure
S
2x4 2x6 2x8 2x10 2x72
100-110 4 2'-T b 5'4• b 9'-3' 6 15'-0' b 27-3' b
720 4 2'-Y b 5'-4' b 9'-3' b 15'$' b 27-3' b
123 4.3 2'-0• b 4'-11' b B' -T b 13'-11' b 20'$' b
730 5 1'-9' b 4'-3• b T -S b 12'-0' b 1T-10' b
140 6
1T$' Uri 16'-7• Ud 14'-T Ub 13'-3' Ub 12'-3'
3'-T 6 6'-2' b 10'-0' b 14'-10' b'
150 7 1'-3' b 3'-0• b S-3' b B' -T b 17-9' b
30' Max. Enclosure Span Rafter /Truss Tail #2 Span I bending h or deflection (d
Wind Zone
B. Exp-)
Wind
Pr #
IS
re 2x4 2x6 2x6 2x10 2x12
100-170 4 1'-5' b 3'-T 6 6'-2• b 10'-0' b 14'-70' b
120 4 1'-5' b 3'-T D 6'-2' b 10'-0- b 14'-10' b
123 4.3 1'4' b 3'4' b S-9' b 9'4' b 13'-10' b
130 5 1'-2• b 7-70• b 4'-11• b 8'-0' b 11'-70' b
140 6 0'-11• b 74' b 4'-1' b 9'-71' b
150 7 0'-10' b 7.0' b 3'£ b S-9' b B'$" b
40' Max. Enclosure Span Rafter /Truss Tall #2 Span 1 bending (b) or deflection (d)
Wind Zona
B. Exp.)
Wind
Pressure #!
S
2x4 2x6 2x8 2x10 2x12
100.110 4 1'-1• b b T-6' h12041'-i' b 4 -Tb T-6•
123 4.3 1'-0'
48-
b 44' b511'b13050'-10• b 3'-B' b 6'-0•
6 0'-9" b 3'-1bb T
b
Beam Size Thickness
2'xTx0.054x0.120•SMB 0.063•
2" x 8" x 0.082" x 0.306' SMB 0.125'
2" x 9' x 0.072• x 0.224' SMB 0.125'
2"x9•x0.082"x0.306"SM8 0.190'
2" x 10' x 0.092" x 0.374" SM 0250'
20' Max. Enclosure Span Rafter /Truss Tail #2 Span /bendin b or deflection (d)
Wind Zona
B. gyp)
Wind
Pressure
S
2x4 2x6 2x8 2x10 2x72
100-110 4 2'-T b 5'4• b 9'-3' 6 15'-0' b 27-3' b
720 4 2'-Y b 5'-4' b 9'-3' b 15'$' b 27-3' b
123 4.3 2'-0• b 4'-11' b B' -T b 13'-11' b 20'$' b
730 5 1'-9' b 4'-3• b T -S b 12'-0' b 1T-10' b
140 6
1T$' Uri 16'-7• Ud 14'-T Ub 13'-3' Ub 12'-3'
3'-T 6 6'-2' b 10'-0' b 14'-10' b'
150 7 1'-3' b 3'-0• b S-3' b B' -T b 17-9' b
30' Max. Enclosure Span Rafter /Truss Tail #2 Span I bending h or deflection (d
Wind Zone
B. Exp-)
Wind
Pr #
IS
re 2x4 2x6 2x6 2x10 2x12
100-170 4 1'-5' b 3'-T 6 6'-2• b 10'-0' b 14'-70' b
120 4 1'-5' b 3'-T D 6'-2' b 10'-0- b 14'-10' b
123 4.3 1'4' b 3'4' b S-9' b 9'4' b 13'-10' b
130 5 1'-2• b 7-70• b 4'-11• b 8'-0' b 11'-70' b
140 6 0'-11• b 74' b 4'-1' b 9'-71' b
150 7 0'-10' b 7.0' b 3'£ b S-9' b B'$" b
40' Max. Enclosure Span Rafter /Truss Tall #2 Span 1 bending (b) or deflection (d)
Wind Zona
B. Exp.)
Wind
Pressure #!
S
2x4 2x6 2x8 2x10 2x12
100.110 4 1'-1• b b T-6' h12041'-i' b 4 -Tb T-6•
123 4.3 1'-0'
48-
b 44' b511'b13050'-10• b 3'-B' b 6'-0•
6 0'-9" b 3'-1bb T
b
Hollow Sections
Trtbuta Load Width'W's Beam S acin
3'-0" 4'-0" 5'-0• 6'-0" T-0" 8'-0' 9'-0"
Allowable S an'L• /Point Load P or Uniform Load U bendin b de0edlon d
2• x 2' x 0.043" 5-9' Pd 5'-9' 5'-9' Pd 5'•7' Ud 5-3' Ub 4'-10' Ub 4'-T Ub
3" x 2' x 0.045" fi'-5' Ub 5'-9' Ub 5'-YjPb Ub 4'-9' Ub 4'-4' Ub
3" x 2" x 0.070" B'3' Pd B'-7 T•T UdT-2'Ud6'•9' Ud6'$Utl6'-YUtl
2' x 3" x 0.045" 17-1' Ud11'-0' 10'-3' Ud 9'-T Ud g••2' Ud 8'$' Ub 8'-T Ub
2• x 4' x 0.050" 13'-Y Ud 1'-11• Ud 11'-2' Ud 10'-5• Ub 9'-6' Ub 8'-9' Ub 8'$' Ub
2' x 5" x 0.060" 6-70' Ud 15-3' Ud 14'-2' Ud 13'-4' Ud 12'-8" Ub 11'-9• Ub 10'-4' Ub
Self Mating Sections
Tribute Load Width'IM=Beams acin
4'-0` 5'-0' 6'-0" 7'-0"
Allowable Span 'L' /Point Load P or Uniform Load U bending b deflection d
2• x 4" x 0.045 x 0.080" 15$' lJd 14'-7 Ud 7-11' Ub 1'-10' Ub 0'-11" Ub 10'-2' Ub 9'•5' Ub
2• x 5^ x 0.050" x 0.116" 1T$' Uri 16'-7• Ud 14'-T Ub 13'-3' Ub 12'-3' Ub 11'-5• Ub 10'-7' Ub
2' x 6' x 0.050" x 0.120" 0'-10' Ud 18'-4' Ub 16'-4• Ub 4'-11' Ub 13'-9' Ub 7-10' Ub 17$' Ub
2" x 7' x 0.055" x 0.120' 23'-6• Ub 20'-3' Ub 18'-t' Ub 15S" Ub 15'-2' Ub 14'-2' Ub 3'-10' Ub
2" x B' x 0.070^ x 0.224" 29'-Y Ud 26'$' Ud 24'-8' Ud 23'-2' Ud 27-0• Ud 20'$' Ub 19'-Y Ub
2' x 9• x 0.070" x 0204" 31'$' Ud 8'-10• Ud 26'-9' Ud 24'$' Ub 22'-9' Ub 21'-0' Ub 20'-Y Ub
2" z 9" x 0.082" x 0.326" 34'-Y Ud 31'-1' Ud B'-10' Ud 2T-2' Ud 25'-9' Ud 24'$' Ud 23'-Y Ub
2" x 10" x 0.090" x 0.374" 9'-10• Ud 36'-Y Ud 33'-T Ud 31'-T Ud 30'-0' Ud 28'$• Ud 2T -T Ud
Table 1.10 110 E6061 Eagle Metal Distributors, Inc.
Allowable Spans for 5" Super Gutter bnd Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6061 T-6
for Areas In Wind Zones of 110 M.P.H., Exposure `B" or Less and Latitudes Below 30•.30'-00- North
Uniform Load on Screen = 4 #ISF, Solid Roof - 23.2 #/SF
1. If the solid panel Is greater or less than 10'-0', then the 12 the allowable screen roof beam span shag be adjusted by the factor of
2 x /2 (the solid roof panel span difference between the actual end 10'-0"). The adjustment to the allowable screen roof panel width
Is applied as a plus H the solidroof panel Is larger than 10'-W and minus H the solid roof panel is smaller than 10'-0'.
2. For span of'L' of beam; use screen panel width W from drawing.
3. Load span= 12 of screen beam length + 12 of solid roof span .
4. Spans maybe interpolated.
5. For minimum beam to upright sizes use Table 2.3
6. To convert spans to "C' and "D' exposum categories sea exposure multipliers and example on page 1-9.
Table 1.10 120E 6061 Eagle Metal Distributors, Inc.
Allowable Spans for 5" Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6061 T-6
for Areas In Wind Zones of 120 M.P.H., Exposure "B" or Less and Latitudes Below 30•-30'-00" North
Uniform Load on Semen - 4 #ISE, Solid Roof - 27.4 NSF
over (II LF
Single Self -Mating
1. If the solid panel is greater or less than 10'-0', then the 12 the allowable screen roof beam span shall be adjusted by the factor of
2 x 12 (the solid roof panel span difference between the actual and 10'-0"). The adjusbnenl to the allowable screen roof panel wWlh
Is applied as a plus N the soldroof panel Is larger than 10'-0' and minus H the solid roof panel Is smaller than 10'-0'.
2. For span of %L of beam; use screen panel width W from drawing.
s 3. Loadspan =12 of screen beam length + 12 of solid roof span .
4. Spans may be interpolated.
5. For minimum beam to upright sizes use Table 23
c 6:'To convert spans to 'C- and 'D' exposure categories see exposure multipliers end example on page 1-0.
Table 1.10 130 E 6061 Eagle Metal Distributors, Inc.
Allowable Spans for 5'• Super Gutter and Self Mating Beam
Screened Enclosure One Sida/Solld Roof Other Side
Aluminum Alloy 6061 T-6
for Areasdn Wind Zoites of 130 M.P.H., Exposure"B" or Less and Latitudes Below 30.30'-00" North
on screen = 4195F, Solid Roof = 322 915F
ad Is Considered over (11 LF of Beam
I. If the sold panel Is greater or less than 10'4', than the 12 the allowable screen roof beam span shag be adjusted by the factor of
2 x 12 (the solid roof panel span difference between time actual and 117-0-). The adjustment to the allowable screen roof panel width
Is applied as a plus If the solidroof panel Is larger than 10'-0' and minus if the sold roof panel Is smaller than 10'-0'.
2. For span of'L' of beam; use screen panel width W from drawing.
3. Lead span =12 of screen beam length + 12 of solid roof span .
4. Spans may be interpolated.
5. For minimum beam to upright sizes use Table 23
6. To convert spans to 'G' and 'D" exposure categories see exposure muhipliers and example on page 141.
Table 1.10140E 6061 Eagle Metal Distributors, Inc.
Allowable Spans for 5" Super Gutter and Self Mating Beam
Screened Enclosure One Side/Solid Roof Other Side
Aluminum Alloy 6061 T-6
for Areas In Wind Zones of 140.182 M.P.H., Exposure 'B" or Less and Latitudes Below 370'30-00" North
Untfonn Load on Screen - 4 #/SF, Solid Roof= 37.3 9/SF
coag re
Single Self -Mating
1. If the solid panel is greater or less than 117.0'. than the 12 the allowable screen roof beam span shall be adjusted by the factor of
1- 2 x 12 (tire solid roof panel span difference between the actual and lir-0'). The adjustment to the allowable screen roof panel width
Is applied as a plus H the solidmot panel Is larger than 10'-0' and minus H the solid roof panel is smaller than 170'-0'.
2. For span of 'V of beam; use screen panel width W from drawing.
3. Load span - 12 of screen beam length + 12 of solid roof span .
4. Spans may ba kderpolated.
5. For minimum beam to upright sizes use Table 23
S. To convert spans to "C and "D' exposure categories see exposure multipliers and example on page 14.
Table 2.2.1 Allowable Attributable Roof Area per Post
6061 E Under Solid Roofs
for Eagle Metal Distributors, Inc.
Wind Zone =
Applied Load #/S
100 MPH 110 MPH
16.6#/ft 17.7 #! ft'
120 MPH 123 MPH 130 MPH
21.1#/fN 22.2#/fN 24.8#Ift'
40-1 MPH 40-2 MPH
28.7#/tt' 30.9#/ft'
150 MPH
33#/fN
Max.
HeI ht
Max.
Load MI
Allowable Roof Area in Square
3" x 3" x 0.U52- Fluted Extrusion
Feet for Various Loads on Post
18
T-0" 6.127 369 346 1 290 276 1 247 213 198 1 186
8'1` 4.155 250 235 197 187 1 168 145 134 126
10'1' 3.002 181 170 142 135 1 121 10597
84
91
67 60 52
128 108 102 92 79 73 69
S4
ip13
10 100 84 80 2 62 5786
90 85 76 65
81 68 64 58 50 46 4371
106 95 82
66 58 53 1 47 41 38 36
Max.
HeI ht
Max.
Load f#I
Allowable Roof Area In Square Feet for Various
3" x 3" x 0.090" Square Extrusion
Loads on Post
98
7'-0" 11.225 676 634 1 532 506 1 453 391 363 340
8'-6" 7.613 J 459 430 1 361 343 I 307 265 246 231
101-0 5
61
3' x 3" x 0.125'
311 261 248 222 192 178 167
11'-6" 4235
3 12
197 18 168 145 135 126
13'-0" 3184
3 3
154 147 131 113 105 99
14'-6
13 11
148 124 116 105 91 85 92121
3 14 12'O.C. '•
2"x10"x0.090"x0.389"
The minimum number of th bolts
102 97 87 75 70 65
Max.
Hel ht
Max.
Load f#1
Allowable Roof Area In S uare Feet for Various
3" x 3" x 0.125" S uare Extrusion
Loads on Post
IN
7'-0" 14.838 894 838 703 668 1 598 517 480 450
8'-6" 10063 6D6 569 477 453 1 406 1 351 326 305
10'-0 7271 438 411 345 328 293 253 235 220
111-6" 5498 331 311 261 248 222 192 178 16
13'-0" 4 302 259 243 2D4 194 173 15o 139 130
14.6 45 208 195 164 156 139 120 112 105
16'-0" 2.840 171 160 135 128 115 99 92 86
Max.
HeI ht
Max.
Load #
Allowable Roof Area In uare Feet for Various Loads on
4' x 4" x 0.125" Square Extrusion
Post
T-0" 28204 1579 1480 1242 1180 1057 7013 848 794
8'-6` 23 426 1411 1323 1110 105 945 816 758 710
10'-0" 17 242 1039 9 4 81 695 601 556 522
11-6 13038 785 737 616 587 1 526 454 1 422 395
13'-0" 10203 615 1 575 464 460 1 411 355 1 330 309
14'-6` 8201 494 1 463 389 We 1331 286 1 265 249
16'-0" 673 406 381 319 303 2 2 235 216 204
1. Design must satisfy both height and area requirements.
2. Areas may be interpolated.
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible w/ Min. Edge Distance of 2.1/2d
Table 2.4.1 Footings - Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts
Wind Zone MPH - 100 120 123 130 140-1 140.2 150
Attached Cover Uplift = 16.6 #I
F*
21.1 #ISE 22.2 #/SF 24.8 #/SF 28.7 #1SF 30.9 #/SF 33.0 NSF
Free StandingUplift = 10 #IS11 WSF 12 #1SF 13 #/SF15##SF 15#/SF 17 NSF
Existing Slab on Grade with unknown 55 43 41 37 32 29 27reinforcementIngoodrepair
Isolated Footing
Dimensions-
Uplift
Rating lbs.
110 120 123 130 140.
1al
Maximum Attributable Roof Area in Square Feet
ISO
Attached Cover Uplift • =
12" x 12" x 12" 386 23 22 18 17 16 13 13 12
16" X 16" X 16" 73644
117
42 35 33 30 26 24 22
18"X 18" x 18" 967 58 55 46 44 39 34 31 29
20" x 20" x 24" 1.484 89 84 70 67 60 52 48 45
20" x 20" x 30" 1,855 112 105 88 S4 75 65 60 56
24" x 24" x 24" 1,891 114 107 90 85 76 65 51 57
24" x 24' x 30' 2,364 142 134 112 106 95 82 77 72
30" z 30"x30" 3.225 194 182 153 145 130 1 112 104 98
30" x 30" x 36' 1 3.870 1 233
Roof areas based on attached cover uplift loads.
219 1 183 174 1 156 I 135 125 1 117
Notes:
1. Isolated Footing Is a poured concrete rectangular solid (Length x Width x Depth).
2. Slab on grade must be new or In good condition.
3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below.
Pre -cast Block Footing
Precast footing block ( 16" x 16" x 4") at 24" below grade with 80 # bag pre -mix concrete and backfilled to grade.
Wind Zone MPH= 1D0 I 110 120 123 130 140.
1al
Max. # Thm-Bolts
a Post Base (Note 5)
ISO
Attached Cover Uplift • = 16.6 WSF 17.7 #/SF 21.1 #ISE 222 ##SF 24.8 WSF 28.7 #/33.0 #/SF
Free Standin Uplift- 10 #/SF 10 #/SF "11 #/SF 12 #/SF 13 #/SF 15 #I17
yes
SF
Dimensions" Ratln lbs.
These values are good for post base 8 beam bolts
Maximum Attributable Roof Area In Square Fe
Material Top Edge In Direction Side
1 x 8D# Be 1947 117 110 92 88 76 6859
08-12-2010 OF
2 x 80# Be 2 027 122114 91 82 7161
1 7 1 5
3 x 8D# Ba 2 1707
Notes:
127 119 100
1 3
64
Maximum uplift on post Is determined by multipying maximum attributable roof area x applied load.
Example:
Post tributary roof area = 7T, Applied bad for 110 MPH wind zone =17.7 # / Sq. FL, Uplift on post = 77 x 17.7 =1,363 #
Roof Area Conversion Multipliers
Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs
Wind Zone 1D0 1 110 1 120 1 123 1 1370 1 140.1 1 140-2 1 150
Roof Area 1.00 1.05 1.13 1.36 1.48 1.56 1.070 1.00Multiplier
Beam
Size
Minimum
Post
Size
Max. # Thru-Bolts
0 Beam (a)
Max. # Thm-Bolts
a Post Base (Note 5)
Minimum
Knew
Brace • (Note 5)
Mlminum #
Knee Brace
Screws- (Note 4)
Minimum
Stitching Screws
Spacing1/4" /16" 318' 12" 114" 916" 318" 12"
Hollow Sections
yes POST IN CONCRETE
W
These values are good for post base 8 beam bolts 40 BAR 12" LONG
Material Top Edge In Direction Side POURED CONCRETE
18 O08-12-2010 OF
REFER TO TABLE 24)
2" x 4" x 0.050" Hollow 1 3" x 3" x 0.060' 1 7 1 5 1 4 1 3 1 5 1 3 1 3 1 3 2" x 3' x 0.045' 1 3 8 12' O.C.
Self -Matt Beams
T I I
Wood 45- 77 - D
2" x 4" x 0.048" x 0.109" 3'x3"x0.060" 5 4 2 2 5 1 3 1 3 2 2'x 3'x 0.045' 3 8 12.O.C.
2"x5"x0.060"x0.131" 3'x 3'x 0.060' 7 5 3 3 5 3 3 2 2'x 3'x0.045' 3 10 12'O.C.
2"x6"x0.050"x0.135' 3x3'x0.060' 8 6 3 3 5 3 3 2 Tx3'xO.045" 3 10 12"O.C.
2"x7"x 0.055"x0.135" 3x3"x0.093" 10 7 4 4 5 3 3 2 2'x4"x 0.050" 3 10 12"O.C.
2" x 8" x 0.070" x 0239" 3' x 3" x 0.125' 11 9 5 5 5 3 3 2 2" x 4' x 0.050" 3 12 1Y O.C.
2"x9"x0.072"x0219" 3'x3'xO.125- 13 10 6 6 5 3 3 2 2'x 4•x 0.050' 3 1 12'O.C.^
2"x9"x0.082"x0.321" 4'x4'x0.125' 13 11 6 6 7 5 4 3 2"x4'x0.050' 3 14 12'O.C. '•
2"x10"x0.090"x0.389"
The minimum number of th bolts
4'x4'x0.125'
b 2
15 15 7 7 19 5 4 3 2'x4"x0.050' 4 IN 12'O.C.'•
I. • Minimum
ru t )
post/beam may be used as minimum knee brace
2. •• Fasten external screws or cups. See Details
3. -For screw size see wind zone chart
4. (2) 1/4' Thru-Botts may be substituted for screws.
S. All Thru-Bolts shall have minimum 518' diameter washers and lock nuts.
Example:
Number of bolts required for 120 MPH, "B' exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF
load width of post =1T, post spacing =10', w2.14 PSF
Post Uplift = 12'x 10' x 14'= 1680#
From Table 9.4A' use wall thickness of lesser member
Example: use Twall - 0.60" _
Allowable Loads # Bolts Reod *1911 post base I @ beam
1/4" = 466# / bolt 3.52 use 4 yes yes
5116"= 610#) bolt 275 use 3 yas yes
EAGLE 6061 ALLOY IDENTIFIER"m INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique -raised- external Identification mark (Eagle 6061 w) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
Identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be disLplayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to valldate the use of 6061
engineering.
NOTE:
POST SET IN CONCRETE OR ANY ALUMINUM THAT
WILL COME IN CONTACT WITH PRESSURE TREATED
WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR
BARRIERS. '
1. PEAL AND SEAL OR OTHER WATER SEAL TAPE.
EAGLE GO61 I.D. 2. COVERED IN 0.006 MIL- 15 # FELT PAPER PLASTIC
3. PAINTED WITH ROOFING CEMENT DIE MARK
ISOLATED FOOTING
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These values are good for post base 8 beam bolts 40 BAR 12" LONG
Material Top Edge In Direction Side POURED CONCRETE
18O08-12-2010 OF
REFER TO TABLE 24) Type Of Applied Load Edge
8 Center To Center
Aluminum 2-12 D 1 D
I
Concrete 5 D S D T I I
Wood 45- 77 - D
KneeKnee Breea Min. Length ax. Len
2" x 2' x 0.043' 1'-4'
2' x 3' x 0.045 1'-6" 2'-6'
2" x 4" x 0.05(r 1'-0'I
EAGLE 6061 ALLOY IDENTIFIER"m INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique -raised- external Identification mark (Eagle 6061 w) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
Identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be disLplayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to valldate the use of 6061
engineering.
NOTE:
POST SET IN CONCRETE OR ANY ALUMINUM THAT
WILL COME IN CONTACT WITH PRESSURE TREATED
WOOD SHALL HAVE ONE OF THE FOLLOWING VAPOR
BARRIERS. '
1. PEAL AND SEAL OR OTHER WATER SEAL TAPE.
EAGLE GO61 I.D. 2. COVERED IN 0.006 MIL- 15 # FELT PAPER PLASTIC
3. PAINTED WITH ROOFING CEMENT DIE MARK
ISOLATED FOOTING
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Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc.
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to
the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.2 E 6061 120 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
4.'Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to bdam connection to
the above spans for total beam spans.
2. Spans may be Interpolated.
w
L
t ALUMINUM/STEEL COLUMN
U' CHANNEL
ANCHORS (SEE SECTION 9) (SEE SECTION 9 FOR
CONNECTIONS)
CONCRETE SLAB OR FOOTING
a 77 MAX. CONCRETE ANCHORS
P , (SEE TABLE TO RIGHT)'
FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8' EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
Table 3A.2 E 6061 130 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc.
1. Above spans do not Include length of knee brace. Add horizontal distance fromupright to center of brace to beam connection to
the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
1. Above spans do not Indude 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 ba Interpolated.
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SHOWN REQUIRE DIAGONAL Lu i ALUMINUM / STEEL COLUMN
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4) MAX. 114"X 2-1/2" WEDGE_ i
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BELOW FO MBER OF
BOLTS
TYPE I POST TO CONCRETE CONNECTION
TUBE COLUMN BASE SCHEMATIC INTERNAL BASE a
TTACHMENT DETAILS
SHOWN GONAL INUM/STEEL COLUMN
BRACING FO `
FREE-STANDING COVERSt EXTERNAL BREAK FORMED
CORROSION RESISTIVE STEEL ALUMINUM BASE OR BREAK
I1
FORMED U -CLIPTHRUBOLTPERSCHEDULE
CONCRETE SLAB OR FOOTING
8) MAX. 1/4" X 2-1/2" WEDGE
BOLT OR EQ. (SEE TABLE
BELOW FOR NUMBER OF
BOLTS)
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS.
NOTE: ALL BASE PLATES SHALL BEA MINIMUM OF 2-1/8' IN HEIGHT AND SHALL BE 0.125"6063 T-6
EXTRUDED ALLOY OR 0.125"5052 H-32 BREAK FORMED ALLOY
TYPE II POST TO CONCRETE CONNECTION
BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE
numeer or vveoge nobs (ruvtrrics or rquaq for super ease Connec
For connections that moulre mcFa than f41 fasteners me hme n hate. « car
connedigns that require more than eight bobs use the "Super Base•.
Note: Allowable load on 1/4" x 2-W" Wedge Boft or Equiv. @ 5d Is 878#.
Example for Base Connection: # of anchors - area over post • applied load /
allowable bad on anchor
For a 30' x 16' carport with 7 overhang In a 120 MPH wind zone, "B" exposure the bad
width on the front wag Is:
16' / 2 2' = 1(y. assume posts aro at 10'0.C. than area =100 SF and the applied bad Is
21.1 PSF x 100 SF = 2110# for a 3 x3"x0.060" post
Allowable bad for wedge botts 878# each, 2110#1878# =2.4 souse (3) wedge bolts
EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
tion
These identification insWctions are provided to contractors for permit purposes. The detail below illustrates
our unique 'raised" external identification mark (Eagle 6061 r") and its location next to the spline groove, to
ALUMINUM / STEEL COLUMN signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the
2" x 2" WITH WALL THICKNESS proper alloy is used in conjunction with the engineering selected for construction. We are providing this
EQUAL TO OR GREATER THAN identification mark to simplify identification when using our 6061 Ahoy products.
COLUMN WALL
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal IsMAX. CONCRETE ANCHORS purchased. This should be displayed on site for review at final inspection. SEE TABLE BELOW)'
FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
Notes:
1. Angles or U -Channels shall be a minimum of 2-1/8' in height and shall be 0.125' 6063 T-6 extruded alloy or
0.125" 5052 H-32 break formed alloy.
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL ANGLE CLIPS
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. el_
EAGLE 6061 I.D.
DIE MARK
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GENERAL NOTES AND SPECIFICATONS
1. Certain of the following structures are designed to be married to Site Built block, wood frame
or DCA approved modular structures of adquate structural capacity. The contractor / home
owner shall verify that the host structure is in good condition and of sufficient strength to hold
the proposed addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill
head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard'
shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product
is known, use the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be
checked and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested,
performed well in either lesL The composite panel tables are based on bending properties
determined at a deflection limit of 0780.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on
unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift
loads than dead load + live loads. Spans for pans are based on deflection of U80 for high
wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the
sheet rock w/ 1' fine thread sheet rock screws at 16" O.C. each we
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in
inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in
Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/
silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or
other solvent based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder
coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood shall be coated w/ protective paint or
bituminous materials that are placed between the materials listed above. The protective
materials shall be as listed In section 2003.8.4.3 through 2003.8.4.6 of the Florida Building
Code or 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.
SECTION 7 DESIGN STATEMENT
The roof -systems are main'force resisting systems and components and cladding in conformance with
The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads
for.components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0
to 20% 1= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen:Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0:00 foropen 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 bad 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)
Minimum Ova bad of 30 PSF controls In high wind velocityzones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7A on the this page.
Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with
a 2' overhang. Any greater load width shall be site specific.
Conversion Table 7A Load Conversion
Factors Based on Mean Roof Height
from Exposure "B" to "C"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
2" x _ S.M.B.
1' x 2" x 0.040"
PATIO EXTRUSION
1/4" x 1-1/2' S.M.S. SIDE
OF BEAM & 24" O.C.
TRUFAST HD x ("t'+ 1r2")
FASTENER @ 8" O.C.
FOR UP TO 130 MPH
WIND SPEED; 6" O.C.
FOR ABOVE 130 MPH
AND UP TO 150
MPH WIND SPEED
3' COMPOSITE PANEL
14 TEK SCREWS
Exposure "B" to "C" Exposure "B" to "D"
Mean Roof Load
BREAK FORMED OR Z
Load
2" x 2' x 0.125' ANGLES W/
Height' Conversion Span Multiplier Conversion Span Multiplier
AND(3) #14 TEK SCREWS
Faetor Bending Deflectlon Factor Bending Deflection
o -1 S 1.21 0.91 0.94 1.47 0.83 0.88
15'.20' 1.29 0.88 0.92 1.54 0.81 0.87
20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86
25'. 30' 1.40 0.85 0.89 1.66 0.78 0.65
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
2" x _ S.M.B.
1' x 2" x 0.040"
PATIO EXTRUSION
1/4" x 1-1/2' S.M.S. SIDE
OF BEAM & 24" O.C.
TRUFAST HD x ("t'+ 1r2")
FASTENER @ 8" O.C.
FOR UP TO 130 MPH
WIND SPEED; 6" O.C.
FOR ABOVE 130 MPH
AND UP TO 150
MPH WIND SPEED
3' COMPOSITE PANEL
14 TEK SCREWS
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BREAK FORMED OR Z
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AND(3) #14 TEK SCREWS
3" x 3" x 0.090"
COLUMN
E
TRUFAST SIP HD FASTENERS
W/ 1-1/4'0 FENDER WASHERS
@ 8" O.C. UP TO 130'D"
@ 6" O.C. 130 "D" AND UP TO
150 MPH "D" EXPOSURES '
LENGTH = PANEL THICKNESS
1") @ ROOF BEARING
ELEMENT(SHOWN)AND
24" O.C. @ NON BEARING
2" WIDE x 0.050" (MIN.) STRAP ELEMENT (SIDE WALLS)
SPACING PER LOCATION
DETAIL PAGE 1-24 24" MAX"
10 x 1/2' TEK SCREWS 1-1/2" x 3" x 1-1/2" X 0.050"
@ 8' O.C. RECEIVING CHANNEL W/ (1)
10x1/2" TEK SCREW @ 8" O.C.
ROOF PANEL
PER TABLES
SECTION 7)
TRUFAST HD
SIPS FASTENER
L04EXTRUDED 1-1/2"x1-1/2"x1/4"ANGLE
OR W/ (2) #10x1/2" TEK SCREWS
O ® SUPER GUTTER @ 8" O.C.
ANGLE OR
RECEIVING CHANNEL SUPPORTING BEAM
SEE TABLES SECTION 9) (PER TABLES)
ALTERNATE RECEIVING
CHANNEL 2-118"x 1" W/.
2) #8 x 1/2" S.M.S. EACH SIDE
OF BEAM AND BEAM TAIL
REMOVED
SELF -MATING BEAM POST AS REQUIRED
SIZE VARIES (PER TABLE 2.3)
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Notes:
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4. All solid roofs shall drain to gutter and away from host structure.U.
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3) 1/4- THRU-BOLTS
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3, All solid roofs shall drain to gutter and away from host structure.
AND(3) #14 TEK SCREWS
SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF_COMBi ATION
TO GUTTER (EACH SIDE)
2"x 3"x 0.125" ANGLE EACH
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OF
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Notes:
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2. All solid roofs shall drain to gutter and away from host structure.
TRUFAST
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TABLE 2.3)
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INSULATED PAN ROOF OR O
2. Can not be used in conjunction with moment connection.
COMPOSITE ROOF PANEL a
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OPEN WITH PAN ROOF. LL
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WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS ORTHE SUB -FASCIA FRAMING WHERE
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WASHERS OR SHALL BE WASHER HEADED SCREWS.
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SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 140 150
8 1 #10 #12 #12
8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6' 10"
r3"
ITE ROOF PANEL
PAN TABLE)
STRIP SEALANT BETWEEN
HOST STRUCTURE TRUSS OR8x1/2" S.M.S. SPACED
EXISTING TRUSS OR RAFTER a BOTH SIDES CAULK
PANEL W/ 1' FINE THREAD
THICKNESS AS PAN (MIN.)
ALL EXP SCREW HEADS
10 x 1-1/2" S.M.S. OR WOOD o,
WHEN SEPARATION BETWEEN
WOOD SCREW (2) PER f:::: • ::::::::
FASTENING SCREW SHOULD
RAFTER OR TRUSS TAIL ij•::..:::•:::•
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
0.040" ANGLE W/ #8 x 1/2'
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COMPOSITE ROOF PANEL
SCREW SPACED @ 12' C. ROOF PAN
EXIS G FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOSTS RUCTURE SCALE: 2' = l'-0'
14 x 1/2" WAFER HEADED
WOOD FRAME, ONRY OR S.M.S. SPACED @ 12" O.C.
OTHER CONS UCTION
FOR MASO Y USE:
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ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2'= V-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS ORTHE 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 'r. THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 140 150
8 1 #10 #12 #12
8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6' 10"
r3"
ITE ROOF PANEL
PAN TABLE)
STRIP SEALANT BETWEEN
HOST STRUCTURE TRUSS OR
FASCIA AND HEADER
RAFTER
1/2" SHEET ROCK FASTEN TO 7PANELW/ 1' FINE THREAD
THICKNESS AS PAN (MIN.)
SHEET ROCK SCREWS @ 16"
EXTEND UNDER DRIP EDGE 1"
O.C. EACH WAY WHEN SEPARATION BETWEEN
DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD LESS THAN 3/4' THE FLASHING
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
0.040" ANGLE W/ #8 x 1/2'
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6- UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16' .019 MIL COIL
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TOTHE TOP OF THE HEADER IS
MORE THAN 1' THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12-
03 MIL ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
B. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIORTO INSTALLATION.
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: T =1'-0"
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HEADER (SEE NOTE BELOW)
8 x (01/2") S.M.S. @ 8' O.0
FOR MASONRY USE
114"x 1-1/4" MASONRY
ANCHOR OR EQUAL
@ 24' O.C.FOR WOOD USE
10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
8 x (d+1/2') LONG CORROSION RESISTANT S.M.S.
COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'-0'
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
SPAN PER TABLES)
s.
FOR FASTENING COMPOSITE PANEL TO
ALUMINUM USE TRUFAST HD ("r+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
8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS-@8-O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF:
8 x 't' +1/2" LAG SCREWS W/
1-1/4.0 FENDER WASHERS @
8" O.C. THRU PANEL INTO 2 x 2
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
TRUSS TAIL
WEDGE ROOF CONNECTION DETAIL
SCALE: 2"= l -(r
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
SEALANT
10 x 2" S.M.S. @ 24'0.C.
1/4" x 8' LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.0
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3' COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 11
1/2" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2' = l'-0"
CAULK EXPOSED SCREW
HEADS
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
10 x 2' S.M.S. @ 24' O.C.
OPTION 1:
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WAY BETWEEN EACH SIDE Wd
3) #10 x 2" INTO FASCIA AND r
3) #10 x 3/4" INTO GUTTER
OPTION 2:
1/4"x 8' LAG SCREW (1) PER a
TRUSS / RAFTER TAIL IN 1/2"4
SCH. 40 PVC FERRULE
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8 x (d+1/2') LONG CORROSION RESISTANT S.M.S.
COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'-0'
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
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SPAN PER TABLES)
s.
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ALUMINUM USE TRUFAST HD ("r+3/4' AT 8'
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TO A 150 MPH WIND SPEED "D' EXPOSURE
8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS-@8-O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF:
8 x 't' +1/2" LAG SCREWS W/
1-1/4.0 FENDER WASHERS @
8" O.C. THRU PANEL INTO 2 x 2
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
TRUSS TAIL
WEDGE ROOF CONNECTION DETAIL
SCALE: 2"= l -(r
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
SEALANT
10 x 2" S.M.S. @ 24'0.C.
1/4" x 8' LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.0
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3' COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 11
1/2" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2' = l'-0"
CAULK EXPOSED SCREW
HEADS
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
10 x 2' S.M.S. @ 24' O.C.
OPTION 1:
2" x _ x 0.050" STRAP @ EACI:
COMPOSITE SEAM AND 1/2 O
WAY BETWEEN EACH SIDE Wd
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OPTION 2:
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TRUSS / RAFTER TAIL IN 1/2"4
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FOR COMPOSITE ROOFS: 3
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SUPPORTING BEAM
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EACH SIDE 0
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x 4" LAG BOLTS W/ Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design /Applied Leads* (#/SF) a
3) EACH #8 x 112" LONG S.M.S 3" x 48" x 0.024" Panels Aluminum All 3105 H44 or H-251.0 EPS Core Dens Foam 2 J U N
1-1/4" FENDER WASHERS PER PER 12" PANEL W/ 3/4• Open Structures 5creen Room lass & Modular ooms Overhang,F Q4'-0' PANEL ACROSS THE ALUMINUM PAN WASHER Wind Mono -Sloped of 8 Attached Covers Enclosed Cantilever
FRONT AND 24' O.C. ALONG Zone 1&2 3 4 1 3 4
182p8'7'
4 All v
SIDES MPH s Moad' spaanlload• s nlload• s Moad• s an/toad• s anfload• s aMoad•ad• s annoad• Roofs LL
100 15'-4• 13 1 -Y 13 16'-T 13 11'-5' 23 17-9" 23 12'•4• 23 70'-6' 2730 11%5 27 4'-0• 45 Z11013'-6 17 16'-8 14 16'-1 14 1 -11' 25 17-3' 25 11'-10 25 9'•2' 36 3 10'-6 32 3'-8' 55
120 12'-Z" 20 15'-1' 1 13'-Y 20 9'-6 33 11-2 30 10'-10' 30 B'-4 -4339 9'-0 43 3'-5' 65 O rQMIN1" EMBEDMENT 123 11 -11 21 _T3.4 21 17-10' 1 9-3 35 10'-11' 2 10-T W -8 -r7 --,F5- -41 B'-9• 45 3'-4' 69 (
0
13D 11'•4• 23 12-8 23 17-3• 23 B'-9' 39 10'-0' 35 9'S' 39 7'S 145 8'-3' S1 3'-1' O Z coBEAM / HEADER PER TABLE 140.1 10'5' 2 11'-9 27 11'5' 27 B'-1 46 9'-0' 46 8-9' 46 T5• 51458'-3• 51 7-11' 89 rAHEADERATTACHEDTOPOST140.2 10'-6• 2 11'-9' 2 11-5' 2 8'•T 46 9'-0' 46 8'-9" a6 7'-2- 5953 T-8' S9 7-11' 89 zmWITH (2) # 10 S.M.S. IN 150 9'-Y 36 10'-11• 3 10'-T 32 T-7- 52 B'S' S2 0'-Y 52 6'-8" 68 7-5 60 T•Y 68 7-9' 102 'U U_ W ti
2 x 4 SELF- MATING UPRIGHT SCREW BOSSES EACH SIDE 3" x 48" x 0.030• Panals Aluminum Allo 310 H-14 or H-251.0 EPS Core Densi Foam Z U tj j is xpenStructuresreenoomslass & Modular Rooms Overhang € c m
Wind MonoSloped Roof & Attached Covers EnclosedCentilavar W. Q. W re LL u
Zone 1&2 3 4 182 3 4 1&2 3 4 All W 0 ,1 0
MPH s Moad• spa s anlload' s Moad• s annoad' s Moad• s anlload• s aMoad• s aMoad• Roofs WE Ig d' 100 18'-2" 13 20'-4' 13 19'-T 1 1 5' 23 16'-2' 20 15'-8' 20 175 27 15-1' 23 13'5• 27 4'-0' Q.
45 Q. C d
110 1T-8- 14 19'-9- 14 19'-1 14 17-17 25 15'-10' 21 15'-3' 21 11'-5 32 1 -10' 32 17-5 32 4'-0' 55 O O C
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123 155 1 1T-4' 1 16-9 n 11-r 3z 17-11' 32 12'-6' 32 9'-7' 45 1r-4' 41 10'-1T- a1 4' ss O_ W m Cc 9
130 13'-5• 23 16-5' 20 15-10• 20 10'-11' 35 I —3— 35 11'-10• 35 9--1' S1 10'-10' 45 10'-5' 45 X-8' 77 O y a t
SIZED PER TABLE 140-1 175• 27 15'-3' 23 13'5• 27 9'-7' 46 115• 40 11'-1" 40 9'-1' 51 10'-10" 45 10'•5' 45 3'-5' 89 > Q W ea x
140.2 12'5' 27 15'.9' 23 13'5' 2 9'-T 46 11'-5' 40 11'-1' 40 8'-S 59 9'-5" 59 V-1' S9 3'-5" 89 W a O J m15011'-T 32 17-11• 32 175' 32 B'-11' S2 111'5- 46 10'-4• 46 T-10" 68 8'-9- 68 8'S' 68 3'J' 102 ca 0
4" x 48• x 0.024' Panels Aluminum Allo 3105 H44 or H-251.0 EP ore Densi Foam 0 K C (j cpenStructuresreenoomslassModularoomserhangOWNt
wind MonoSlo ad Roof & Attached Covers Enclosed Cantilever z W 3
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Zone 1 3 4 1 3 4 182 3 4 All m
WITH 4 # 10 x 1-1/2" S.M.S.
PH s Moad• s ann d• s Moad• s anlload' s aMoad• s annoad• s n0oad' s anlload' s anlload' Roofs W W FT
SELF -MATING BEAM ()
100 17'-9' 13 19'-10" 13 19'- 13 14-Y 23 15'-10' 15'-3" 20 13'-2- 2 14-9" Z N
INTO SCREW BOSSES 110 1 '-3 14 19'-0 14 18'- 14 13'-10 25 15'-5' 1 14'-11" 25 ITT 3 13'-7' 32 13'-2 32 4'-0' S5
12D 1 - 17 1 -5' 1 16'-10• 1 1 -8" 30 14'-2 30 13'-8" 30 10'- 43 12'•fi' 39 10'-11' 39 4'-0' 65 Z a12315'•2' 17 1&-11' 17 16'5 17 17-4 3 13-10' 32 13'-4' 32 9'-11 45 11-1" 41 10'5' 41 4'-0' 6 W
130 14'-4' 2 1 ' 15'5 10'5' 35 13'-2' 35 17-8' 35 9'-5' S1 10'5' 4 1lY-Y 51 3'-11' 77
140.1 13'-4' 27 14'-11' 27 14'-5' 27 11'-0' 46 11'-2' 40 10'-10- 40 9' 5 51 1 'S- 45 10'•Y 51 3'4' 89
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UP121GHTATTACHEDTO -wt
140-2 13'x' 27 14'-11' 27 14'-5' 27 10'-0' 48 11'-z' 40 10'-10• 40 8'$• 59 9'-9• 59 9'-5' S9 3'4• 89 OBOTTOMRAILW/ MIN. 150 12'5• 32 14'-0' 3 13'5" 32 9'-4' 52 10'-5" 46 10'-1' S2 8'-2' 68 9'-2" 6B 8'-10' 68 3'-2' 1 2 •1, H2) #10 X 1-1/T S.M.S. IN 4" x 48" x 0.030• Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core Dens Foam —
SCREW BOSSES EACH SIDE 1" x TOR 1"x T OPEN BACK pen tructures Screen oomsGlass Modular ooms erhang GI
OR UPRIGHT BOTTOM RAIL Wind MonoSlo Roof & Attached Covera FJlclosod Cantilever W
zone 1&2 3 4 1&2 34 1&2 3 4 All
MPH s annoad• s allose s Moad• s aMoad' s anlload• s annoad• s anlbad• s annoad• s aMoad• Roofs v
ANCHOR 1"x T PLATE TO 1 -5" 1 27-1 13 27-1 13 16'-4' 20 18-3• 20 1T5' 20 75'-3' 23 1T 23 16'-5' 23 4'-0' 45
CONCRETE W/ 1/4"X 2-1/2" 110 10'-11- 14 27-3 14 1'S' 14 15'-11 21 1r-10 z1 1r- zi 1z' -1r z 15•-s• 27 1s' -r 27 a•-0• 55 W SHEET
CONCRETE ANCHORS WITHIN
120 1T-11 17 20'-1 17 195' 7 13' 4 30 1 ' 4 25 15-9 11'5' 9175 39 4'-0' 65 y
123 1 5' 17 1 - 1 18'-11' 17 N103'--O*E32 15'-11' 26 15'-5' 26 11'•5 41 12'-9' 41 17-0' 41 4'-0' 69_jW6" OF EACH SIDE OF EACH 130 16'5' 20 1 5• 2 1 -10' 2 15'- • 29 13'•4' 35 10'-11 45 72'-Y 45 11' 45 4'-0'77POSTAND24" O.C. MAX.140.1 15'-5• 23 1T-3' 23 16'5' 23 12'•11• 40 12'5' 40 10'-11' 45 17-2' 45 11-9' 45 4'-0'89%n140.2 15'-5' 23 1T-0' 16'5• 23 12'11' 40 tz'6' 40 9'S" 59 11'-3' S3 10'-10' S3 4'-0" B9 O Z!/ {
V•150 13'-0' 32 16'-7 26 15'-T 28 12'-0' 46 11'-8" 46 8'-10" 6B 70'5' 60 9'-T 68 3'-T 702 fA
TYPICAL S.M.B. UPRIGHT DETAIL Note: Total mofpanel width -room v idth+wall width +overhang. *Design or applied load based on the aBeclivearea ofthe pans!
O
SCALE: 3" =1'-0" E
08-12-2010 OF
MANUFACTURERS PROPRIETARY PRODUCTS
48"
1.0# OR 2.0# DENSITY E:P:S. FOAM & 0.024" OR 0.03
3105 1-1-14OR'H25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2"= V-0" i
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#/SF)
Note: Total roof panel width = room width + wap width + overhang. *Design or applied bad based on the affective area of the panel
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & L/180
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval OFL1049
Non: 1 otel root panel width =room width + wall width + overhang. *Design or applied load based on the affective am of the panel
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MANUFACTUREI2S"PROPRIETARY PRODUCTS ""•" __ ___...... _...__ _ _.____.,__ ._,.._, ..__..
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
ELITE ALUMINUM CORPORATION
ELITE PANEL,
SCALE: 2"= V-0"
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads" (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval 01-1049
rt•l4 Or
r Sen
Wind Open Structures Mono -Sloped Ronfl Screen Rooms & Attached Covers Glass & Modular Rooms nclosederhang
Zone
MPH
Zone
MPH
132 3 4 182 3 4
s Moad• s aMoad• s Moad• s aln oad• s nlioad• s an/load•
1&2 3
s anlloed• s Moad•
4
s anlload•
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100 29'$' 13 33'- 13 32'-1 13 23'$' 20 26'$ 20 25'-7' 20 22'-1 23 24'$" 23 23'-1 23 4'-0' 4
110 28'-10' 14 3r$' 14k31'-2*14 23'-2' 21 25'-10` 21 24'-11' 21 20'-5" 2 22'-70' 27 2T-0` 27 4'$' S5
120 26'-1' 1 29'r 77 17 21'-2" 25 2T-8- 25 22'-11- 25 18'-9' 32 20'-11' 32 20'-3- 32 4'-0• 65
123 25'-5' 7 26'•5' 77 77 20'$' 26 23'-2' 28 22'4' 26 18'-3' 34 20'5' 34 19'$' 34 4'-0• 69
130 23'-11' 2D 26'-1 D" 20 20 19'$' 29 2Y-0' 29 21'•3" 29 1 '-r 38 79'-3' 38 18'-7' 38 4'-0-
1401 22'4 2324-11 2323 18'- 34 20'4' 34 19'$' 34 1T2 30 19'-3' 38 18'- 38 4'-0" 8140.2 22'4' 23 24'-11• 2323 1B' -r 34 20'4• 34 19'$ 34 1 '11' 4a 1 -10' 44 1 '.3' as 4-D' 891
Cantilever
2 -11' 26 23'6" 2 26 16'-11' 39 1B'-11' 39 18'-4' 39 13'$' 90-,16'- 16' 1 4'-0' 10
x x 0.024' Panels Aluminum Allo 3105 -14 or H-251.0 P ora ensl oam
B' 2 4.0• 5
120
Wind en troctures MonoS ed oof Screen Rooms 8 Attached Covens lass 8 Modular dome nclosed erhangZone
MPH
1&2 3 4 1&2 3 4182
s nn s anal s nnoad• s an/load• s Moad• spa s Moad'
3
s annoad•
4
s an/l d•
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100 29'-11' 13 33'$ 13 32'-5' 113 23'-11' 20 26'-9' 120 5'-11' 20 1 22'4' 123 24'-11' 231 24'-2* 123 1 4'4)' 45
110 29'-2' 14 32'-7' 14 31'-6' 114 234" 21 26'-2' 211 25'-3' 21 2l1'-7' 27 23'-1" 27 22'-3' 27 4'-0' S
120 26'4" 17 29'5' 17 28'5' 17 21'-S 25 23'-11' 25 23'-r 25 1 18'-11' 132 1 21'7r 32 20'-5' 32 4'-0` 65
123 25'$' 17 28'-9' 17 2T-9' 17 20'-11- 26 23'-5- 26 2Z-7' 26 1a-5' 134 1 20'•T 34 19'-11" 34 4'40` 69
130 24'-3' 20 2T-1' 20 26-2" 20 19'-11• 29 22* -3' 29 21'$' 29 1T-5' 38 19'-5' 38 18'-9' 38 4'-0'
140-1 2P'- 23 '$ 24'-5 23 184 34 20'$• 34 19'-10' 34 1T-5' I 3B 19'-5-38 18'- 38 4-0'- 89
140.2 2P'- 23 25'-3 23 4-5' 23 18'4 34 20'5' 34 19'-10" 34 16'-2' 44 18'-1' 44 1 '.5 44 4'-0' 89
1 21-3' 28 23• 26 22'-11" 26 17-2r" 3 19'-2' 39 18'-6" 39 13`1u, 160 16'-9' 51 1 '-2 1 4-0` 102
x4 "x0.0 "Panes Aluminum Alloy310 14or H-251.0 PS oroens" oam
30'-10' 2 23'-3 34 25'-11• 34 25'-1 34 20'-5' 44 22'-10' 44 22'-1 44 —W 89
Wind truetures MonoS o oaf Screen Rooms&Attached ovens Glass & Modular Rooms Enclosed OverhangZone
MPH
1&2 3 4 123
spanllo2cr I s Moad• s annoad• I s aMad• onoad•
4
s an spannoad•
1&2
s an1load•
3
s aMoad•
4
s annoad•
Cantilever
1GO 34- 13 38'$' 13 3T-5" 1131 2T$" 20 30'-11• 20 29-10* 120 25'-9' 23 28'-10" 23 27'-10' 23 4' 45
110 33 $' 14 37'.' 14 36'-4 14 26'-1/' 21 30'- 21 29'-r 21 23'-9• 27 26-' 27 27 4-0- 55
120 30'-5" 17 34'-0' 17 3T-1 17 24'-9- 25 2T$• 25 26'-B' 25 1'-10- 32 24'-5- 32 23'-T 3 4'-0- 65
123 29'-T 1 33'-1' 17 37-0' 17 24'-2- 26 26'-11' 26 26'-1' 26 21'-3' 34 23'-9' 34 22'-11' : 4'-0' 69
130 2r-11' 20 31.3' 20 30'-3' 20 22'-11' 29 25'-8 29 24'-9' 29 20'-7' 38 22'-5' 38 21'$' 38 4'-0' 77
140.1 26'-1- 23 29'-1" 23 28'-2' 23 21'-2- 34 23'$' 34 27-11' 34 20'-1' M 22'-5' 38 21'$" 38 4'-0' 89
140-2 26'-1' 23 29-1" 23 28'-2' 23 21- 34 34 -11' 34 18'$' 44 20'-10' 44 20'-1' 44 4'-0'
150 24'5- 2 2 4 26 2fi'- ' 26 79'-9' 39 22'-1' 39 21'•5' 39 1 4 51 79'4` 51 18'$ 51 4'-0' 102
r"r,re. r war rwl i— wa,vr - room vrrwr + wan wwm . ovemang. -uamgn or applied load basad on the affective area of the panel
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & L1180
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval 8FL1049
Wind Pen Structures Mono—Sloped OOfl Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed arhangZone
MPH
1&2 3'
s annoad• s Moad•
4 1&2 3 418.2 3 4IsaMoad• s Moad• I s annoad• I s annoad• spannoadd s annoad• I s annoad•
Cantilever
100 32'5 13 3fi'4 13 35'-2 13 25'-11 20 29'-0' 20 2B'-1 20 24'-2' 23 2T-1" 23 26'-2' 23 4-0'• 45
110 31'- 14 354• 14 34-2' 14 25'-4 21 1 28-V 21 1 27-4* 21 22'4' 2 24'-11' 2 24'- 27 4' S
120 28'-7- 17 1'-11' 17 30--11- 1 23'$- 25 25'-11- 25 25'-1• 25 20'5• 32 22'-11' 32 27- 32 4'-0- 65
1 3T3-0 2T-70' 17 31-1- 17 30-1" 1 22$" 26 254' 26 245• 26 1W-11' 34 22'4 34 21'-7' 34 4'6 -69-
26.3' 20 29'-5 20 28'-5 20 21'-7 28 24'-1' 29 23'-3' 29 18'-10 38 21-1' 3B 20'4' 38 4'-0' 7
140.1-7=4'Z--23 2r4- 23 26'-5' 23 19'-11' 34 2Z'-3' 34 1'S' 18.10" 38 1-1' 30 20'4• 38 4'-0• 89
140-2 24'5' 23 2T4' 23 26'-5' 23 19'-11• 34 22'•3' 34 21'5' 1T5" 44 19'-7- 44 18--11-144 4'-0 8915011' 26 25'5" 26 24'-10" 6 18'-' 39 20'-9- 39 20'-1" 39 16'-3' S1 1B'-2' 51 Irl- 51 4'0' 102
8"x 48" x 0.024" Panels Aluminum Alb 3105 H-14 or H-25 2.0 EPS Core ansl Foam
Wind n Structures Mon to Roof Screen Rooms 8 Attached Covera lass & Modular Rooms Enclosed verhangZone1&2 3
MPH s annoad• s .Moad•
4 182 3 4 182 3 4
s Moad• s anlload' s Moad• s Moad• s Moad' s aMoacr s .Moad•
Cantilever
10 34'- 13 38'5- 13 37--5- 13 $- 20 30'-11- 20 129'.10-120 25'-9' 23 20'-10- 23 27--10- 23 4 4
110 33'$' 14 3T-7' 14 36'-4 14 26'-11' 21 30'- 21 29'-r 21 23-9' 2 6'- 2 B' 2 4.0• 5
120 30'5" 1 '-0 1 3Z'-10• 1 24- 25 2 $ 2 26'$• 25 21-10" 32 -T4--5-32--2-3-'-f--T2- 4-W 65
1 3 29'-7' 1 -1' 17 32'-W 17 24'- 26 26'-11 26 26'-1 2 1-3 23'-9 34 22'-11 34 4'-0• 69
130 2r-11• 20 31-3 20 30'-3 20 22'-11 29 25'$ 29 24.9' 29 20'-1 38 2T-5• 3B 21'5 38 4-0 77
140.1 26'-1 23 -1" 23 28'-2' 2 21'- 34 23'$" 34 22-11' 34 20'-1• 38 2T-5' 38 215" 38 4'-0' 8
140-2 26'•1 2 29'-1 23 28-2' 21'- 34 23'$' 34 22'-11' 34 18' 44 -10' 44 20-1 44 4'-0- 89
15 245 26 4 2 26'-5 26 19'- 3 2T-1• 3 21'-5 39 1 - 51 10'4 51 185 51 4' - 102
8" x 4B" x 0.030" Panels Aluminum ABOY 3105 H-14 or H•25 2.0 EP ore Dtns" Foam
Wind n fractures MonoSlo etl Roof creen Rooms 8 Attached Quare I Glass& Modular. Rooms Enclosed verhangZone
MPH
1&2 3 4 182 3 4 1&2 3 4
s anlioad• s Moad' s nn s annoad• s .Moad• s Moad• s .Moad• s Moad• s .Moad•
Cantilever
10 3T-11' 113 1 42'-5 13 40'-11" 131 30'-3• 20 33'-10- 120 V 32'$' 20 28-3 3 1- 30' 23 114.0' 38
110 36'-10 14 41-2' 14 39'-10 14 29'5 21 33'-0` 121 31'-11` 21 26'-1` 2 29'-1- 2 28'- 2 4'-0- 55
120 33'4' 1 3 -3 1 36'-0' 1 2 -1 2 30'•3' 25 29'-3' 25 23'-11 32 26'•9' 32 2 -10 32 4' 65
1
130
32'-5- 17 36'J 1
30'$' 20 34'-3 20
35-1 1 G-5' 26 29'-7' 26 28'.7-'26 23'3 34 26'-0' M
33-1 20 25'-r 29 26'-1• 2r -r 29 21'-11' 38 24- 38
25'-2' 34
23'-9' 38
4' 69
4-0 77
t -1 28'5 23 31'-11' 23 30'-10` 23 23'-3' 34 25'-11' 34 25'-1' 34 21'-11' 38 24'-7' 23'-9' 38 4'-0' 89
140- 28'5" 2 1-11' 23 30'-10' 2 23'-3 34 25'-11• 34 25'-1 34 20'-5' 44 22'-10' 44 22'-1 44 —W 89
15 26'-10' 26 29'-11 26 8'-11' 2 215' 39 24'-3' 39 23'-5• 39 18'-11 51 21'•2- 51 20'5 51 4'-0- 102
w• •« ."...-.........."". worr ..uu warnang. -uasgn or applied wad based on the shoctive area of the panel
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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 miriimum•properties ofimat_erials
were used in calculating allowed loadings:"
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy y a' a • "
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S:P.F. minimum
2 . Sheathing, 1/2" 4 ply COX or 7/16" OSB
3- 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied bad 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 pant or a
coat of heavy;bodied• bituminous paint, or the wood or other absorbing
material ;611 be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Assoc)aton 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
Lhave 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,DOD psi; Shear 24,000 pal
Table 9.1 Allowable Loads for Concrete Anchors
Se rew Size
d= diameter
Embedment
Depth
in.)
Min. Edge Disi 8
Anchor Spacing
5d (in.)
Allowable Loads
Tension Shear
139
ZAMAC NAIUN (Drive Anchors)
200
114' 1-12' 1-114'
2" 1.114"
1 273#
1 3169 li
236#
236#
0.190"
TAPPER (Concrete Screws
161 177
3116" 1-114" 15116"
1-3/4' 15!16"
288# 1 167#
1/4" 1-1/4" 1-114"
1-314" 1-114"
703#455#
318" 1-12' 1-9116"
1-314" 3-318'
291
1.112" POWER BOLT Expansion Bolt
0250'
114'2• 1.114' 624# 261#
5116" 3' 1-718" 936# 751#
3/8" 3.112" 1.9/16" 1,575# 1,425#
1/2' S. 2-112' 2,332# 2,220#
5116" 0.3125"
POWER STUD (Wedge -Bolt ®)
265 291
1/4" 2-314" 1.114" 112# 326#
318' 4-114" 1-718' 1,358# 921#
112" 6" 2.112" 1 2,271# 1,218#
516" 7' 2.114" 3,288# 2,202#
Wed a Bolt
va" z-112' 2-114" e78# Sas#
318" 1 3.111'3-114" 1,705# 916#
112' 4' 3.314" 1,774# 1,095#
Notes:
L 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 rawl may be substituted.
4. Anchors receiving bads perpendicular to the diameter are in tension.
S. Allowable bads era Increased by 1.00 for wind bad.
6. Minimum edge distance and tenter to center spacing shall be 5d.
7. Anchors receiving toads parallel to the diameter are shear bads.
8. Manufacturers recommended reductions for edge distance of Sd have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2' x 6" beam with:
spacing = T4r O.C.
allowed span = 20'-5' (Table 1.1)
UPLIFT LOAD= 12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 12(20.47) x T x 10# / Sq. Ft.
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table Is based on Rawl Products' allowable loads for 2,500 p.s.l. concrete.
ScnW/BOh Allowable Tensile Loads on Screws for Nominal Wall Thickness rtJ (lbs.)
8 0.164' 122 139 153 200 228 1 255
1.11 1.60
10 0.190" 141 161 177 231 263 295
Allowable Loads & Roof Areas Over Posts
12 0.210" 156 178 196 256 291 327
1.112"
14 0250' 186 212 232 3D5 347 389 529
1/4" 0240' 179 203 223 292 333 374 508
5116" 0.3125" 232 265 291 381 433 486 661
318' 0.375" 279 317 349 457 520 584 793
112" 0.50" 373 423 465 609 693 779 1057
I 1/T
Allowable Shear Loads on Screws for Nominal Wall Thickness T) (lbs.)
Screw/Bolt Single Shear
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
8 0.164' 117 133 147 192 218 245
10 0.190" 136 154 170 222 253 284
12 0.210' 150 171 188 246 _ 280 293
14 0250" 179 203 223 292 333 374 508
114" 0240" 172 195 214 281 320 358 437-
5/16- 0.3125" 223 254 279 366 416 467 634
318• 0.375" 268 305 335 439 499 560 761
112' 0.50' 357 406 447 565 666 747 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness ('t) (lbs.)
Bolt Double Shear
Size Nd 0.044' 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
114' 0240' 343 390 429 561 639 717 974
5116" 0.3125' •. 446 508 559 732 832 934 1269
318' 0.375" 536 610 670 878 998 1120 1522
112" 0.50' 714 812 894 1170 1332 1494 2030
Notes:
1. Screw goes through two sides of members.
2. AN barrel lengths; Cetus Industrial Quality. Use manufacturers grip range b match total well thickness
of connection. Use tables to select rivet substitution for screws of anchor specrficallons in drawings.
3. Minimum thickness of frame members is 0.036' aluminum and 26 ga, steel.
Multipliers for Other Alloys
Allowable Load Coverslon Multipliers
for Ed a Distances More Than Sri
Edge
Distance
Multipllers
Tension Shear
5d 1.00 1.00
ad 1.04 1,20
7d 1.08 1.40
ltd 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
Allowab s Load
Multi Iters
Tension Shear
for Metal to Metal, Beam to Upright Bolt Connections
1.25
Enclosed Structures @ 27,42 #1SF
Fastener
dram. min. edgel min. ctr. No. of Fasteners / Roof Area ISM
distance to cur. 1 /Area 2 /Area 3/ Area 4 / Area
114" 112' 518" -1,454-53 2,908-106 4,362-159 5,619-212
5116" 318" 718" 1,894-69 3.788-11381 5,682 - 207 7,576 -276
316" 314' 1" 2e272-82 4,544 -1666,816 - 249 9.088- 331
112" 1' 1-114" 3.030-110 6,060-2211 9,090 - 332 12,120 -442
Table 9.5B Allowable Loads & Roof Areas Over Posts
2.12"
for Metal to Meta), Beam to Upright Bolt Connections
1'
Enclosed Structures Cdi 35.53 #/SF
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure'B";
1-1.0.
2 Minimum spacing is 2-12d O.C. for
screws 8. bolls and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bons, and civets.
Allowable Load Conversions
for Edge Distances More Than 5d
Fastener
Allowab s Load
Multi Iters
Tension Shear
12d 1.25
11d
dram. min, edge min. etc.
distance to ct .
No. of Fasteners / Roof Area S
1 / Area 2 / Area 3 / Area 4 / Area
1.18 200
9d
516" 1,454-41 2,908-82 4,362-125 5,819-164
1.08 1.40
fid
7/8" 1,894-53 3.788-107 5.682-160 7.576-21
2.12"
n1/2"
1' 64 4,544-128 6,816-192 9088-21-114"
712#-26 SF 1068#-39SF 1424#-52 SF
318"o 1.112"
30 -85 6,060 -171 9,090 - 258 12,120.341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure'B";
1-1.0.
2 Minimum spacing is 2-12d O.C. for
screws 8. bolls and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bons, and civets.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distanes
Allowab s Load
Multi Iters
Tension Shear
12d 1.25
11d 121
10d 1.18 200
9d 1.14 1.80
ltd 1.11 1.60
7d 1.08 1.40
fid 1.04 120
5d 1.00 1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # I SF)
For Wind Reolons other than 120 MPH. Use Conversion Table at Bottom of this nanal
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
length of
Embedment 1
Number of Fasteners
2 3 4
114'e
1- 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF
1.112" 396# - 14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF
2.12" 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF
5116"o
i . 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF
1.12" 468#- 17 SF 936# - 34 SF 1404# - 51 SF 1872# - 68 SF
120 27.4 1.00
2.12" 760#•28 SF 1560#-57 SF 2340#-85 SF 312D#-114 SF
13D 322 0.92
1• 356#-13 SF 712#-26 SF 1068#-39SF 1424#-52 SF
318"o 1.112" 534#-19 SF 1 1068#-39SF 1 1602#-58 SF 2136#-78 SF
2.11 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# -130 SF
CONNECTING TO: CONCRETE [Min. -2,500 pan for PARTIALLY ENCLOSED Buildings
Fastener I Length of
Diameter Embedment
1
1
Number of Fasteners
2 1 3 4
TYPE OF FASTENER -"Quick Set" Concrete Screw (Rawl Zamac Nallin or E uivatent)
114"o 1.112"
2•
273#-10SF
316#-12SF
54S#-20SF 819#-30 SF 1092#-40 SF
632#-23 SF 948#-35 SF 1264#-46 SF
TYPE OF FASTENER= Concrete Screw (Rawl per or Equivalent)
3116"0 1.114'
1.3/4"
288#-11 SF I
371#-14 SF
576#-21SF I 864#-32SF 1152#-42SF
742#-27 SF 1113#-41 SF 1484#-54 SF
114'o 1.114"
1-314"
365#-13 SF
427#-16 SF
730#-27 SF 1095#-40 SF 1460#-53 SF
854#-31 SF 1281#-47 SF 1708#-62 SF
318"o 1-112" 511#-19SF 1022#-37 SF 1533#-56 SF 2044#-75 SF
1.314' 703#-26 SF 1406#-51 SF 77 SF 2812#-103 SF
09"
TYPE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent
3!8'0 2.112" 1050# - 38 SF 2100# - 77 SF 3150# -115 SF 4200# - 153 SF
3-11" 1575# - 57 SF 3150# -115 SF 4725# - 172 SF 6300# - 230 SF
1/2'0 3' 1399#-51 SF 2798#-102 SFI 4197# - 153 SQ 5596#-204 SF
318"
5' 2332#-85 SF 14664#-170 SFJ 6996#-255 SFJ 9328#-340 SF
Note: WIND LOAD CONVERSION TABLE:
1. The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH
concrete to the concrete anchor and spacing fables Shown),
between anchors shall not be less than 5d where multiply allowable bads and roof areas by the
d is the anchor diameter. conversion factor.
2 Avowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS);1=1.00. WIND APPLIED CONVERSION
3/16'
REGION LOAD FACTOR
2" x 4' x 0.044"
too 26.6 1.01
1"x 1" x 1/16 0.063
110 26.8 1.01
12
120 27.4 1.00
Uwhannal
123 28.9 0.97
11'
13D 322 0.92
2" x 6' x 0.072"
140.137.3 0.86
1' x 2-1/8'x V x 0.050"
140-2 37.3 0.86
5/16
150 1 42.8 1 0.80
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
Master to Plywood
11" 4 ply 518" 4 ply 1 3/4' 4 ply
Shear Pull Out Shear Pull Out Shear I Pull Out
Screw 0 lbs. lbs. lbs. lbs. lbs. lbs.
8 93 48 113 59 134 1 71
10 10D 55 120 69 141 1 78
12118 71 131 78 143 1 94
14 132 70 145 88 157 1 105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel Steer Mandrel
Rivet Diameter Tension lbs. Shear Tension lbs. I Shear
118' 129 176 210 325
5137' 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
Note:
1. # of screws to beam, wait, 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 wan attachment type - to wan of member thickness to
determine angle or a channel and use next higher thickness for angle or u channel than the
upright wan thickness,
3. Inside connections members shall be used whenever possible
I.a. Use in Neu of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection If possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF)
For Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attachment Type Size Description To Wall
0
To Upright / Bea
0
2' x 4' 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 3116' 12
2" S" x 0.072" Uwhannal 1-11" x 1-112' x 1-11' x 0.125" 11' 14
2" x 6' x 0.072" Uchannal 1' x 2-1/8'x V x 0.050" 5/16' 5/16
2" x B" x 0.072' Angte 1' x V x 1/8' (0.125) 3116" 12
2"x 10" x 0.072" Angle 1-112' x 1.12' 1116"(0.062')114"
466#•17 SF 699#-25 SF 932#-34 SF
12
2'x rx 0.072" Angle 1-1/2'x1-11'3/16"(0.1 aft') 114" 14
2" x 10" x 0.072" Angle 1-11/2' x 1-1/2' 1/8"(0.067) 1/4' 14
2" x r x 0.072" Angle 1-314" x 1 V4' x 1/8'(0.125) 1/4" 14
2• x 10" x (1.072" u-ehannal 1.314' x 1-3/4• x 1.3/4• x 11/8' M. 14
2" x 10" x 0.072" Angle 7 x 7 x 0.093' 318" aw
2' x 10" x 0.072" Angle 2" x 7 x 1/8'(0.125") 5116" 5/16'
2'x10'x0.072" Angle 2'x 7x3116"(0.313 12' I 1/T
Note:
1. # of screws to beam, wait, 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 wan attachment type - to wan of member thickness to
determine angle or a channel and use next higher thickness for angle or u channel than the
upright wan thickness,
3. Inside connections members shall be used whenever possible
I.a. Use in Neu of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection If possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF)
For Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
114"e
1• 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF
1-12" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#•45 SF
2-112" 6SD# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF
5116"o
1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF
1-112' 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF
2-12" 78D# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF
318"e
1" 350-10 SF 712#-20 SF 1068#-30 SF 1424#-40 SF
1-112' 534#-15 SF 1068#-30 SF 1602#-45 SF 2136#-6D SF
2.112" 890# - 25 SF 1780# - 50 SF 1 2670# - 75 SF 3560# -100 SF
ONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings
Fastener I Length of
Diameter Embedment
1
1
Number of Fasteners
2 3 4
PE OF FASTENER - "Quick Set" Concrete Screw Rawl Zamae Nallin or Equivalent
114"0 1-112" 233#-8 Sr 466#•17 SF 699#-25 SF 932#-34 SF
2" 270#-10 SF 54D#-20SF 810#-30 SF I 1080#-39SF
PE OF FASTENER s Concrete Screw Rawl Tapper or Equivalent)
3116"0 12"
1.34 21#-7 SF
34#-
9 SF64#-18
492#-14
S
1 SF 984#-28 S. 7#-
21
F
SF 1268#-36 SF
1/4"o 1-112"
1-314"
365#-10 SF
465#-13 SF
730#-21 SF 1 1095#-31 SF 1460#-41 SF
93D#-26 SF 1 1395#-39SF 1860#-52 SF
3/8"o 1.112" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-49 SF
1-3/4- 601#-17 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF
PE OF FASTENER - Expansion Bolts (Rawl Power Bolt or Equivalent
3/8'o 2.12" 1 1205# - 34 SF 24109 - 68 SF 13615# -102 SF 48201 -136 5
3-12" 1303# - 37 SF 2606# - 73 SF 3909# -110 SF 5212# -147 S
12"s 1 3" 1806# - 51 SF 3612# - 102 SFJ 5418# -152 SFI 7224# - 203 S
5' 1993# - 56 SF 13986# -112 SFJ 5979# -168 SFI 7972# - 224 S
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be leu than Sd
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 bads for
Glass / Partially Enclosed Rooms (MWFRS)
I =1.00
J
WIND LOAD CONVERSION TABLE: FQ
For Wind Zones/Regions other than 120 MPH ttt
Tables Shown), multiply allowable bads and mof2
areas by the conversion factor. W
LOAD
0Z
Table 9.9 Minimum Anchor Size for Extrusions Z
Metal to Metal
O
Anchor Size
Wall Connection
10
QExtrusions1WallMetalUndghtlConcreteIWood
318"
V
2"x 10" 114" #14 1 114' 1 1/4'
0.58
u-
2• x 9" 114" #14 1/4" 1/4'
10
Z
2' x 8" 114' #12 114' #12Lu
0.57 0.33
2"xr 3116" 1 #10 1 3116" #to
0.58 0.72
2" x 6' or less 3116" iib 3116" #8
0.78
Z
Note:
14
O
U)
Wag, beam and upright minimum anchor sizes shall be used for super gutter Z
connections.
0.59
O
5/16• 027
Z
Table 9.10 Alternative Anchor Selection Factors for Anchor /Screw Sizes 5D:
W 2
o.
m0LLOLL
aw
a
m0
OF
Alternative Anchor Selection Factors for Anchor/ Screw Sizes0LL
Concrete and Wood Anchors
concrete screws: r maximum embedment)
Anchor Size 3116" 114" 318-
3116" 1.00 0.83 0.50
114" 3 1.000.8 0.59
318" 0.50 0.59 1 1.00
Dyna Bolts (1-518" and K
2-114' embedment respectively) W
yaAnchor
11' WSize3/16"
J
3116" 1.00 0.46 1 O.
1 112" 1 0.46 1 1.00 W
LL J
J
Q f0
W
Z
Z
Z 0 0
UF-
U% Z
W W
0 U)
WW LL WZZ
H IX O U)
U) O
W
O
N Q
F-
og
Z 1= LL
U
W
J CO
Q
0
r ti
J W m r"5vWWrL
2 mat
W (9 cot x
Il W
r- Co
J Ot
a)
aL
v m
N jt°a
JJ co
I pJm
C O m
a
m
r
the number of #8 screws xsize of anchor/screw desired and round up to the next even
w
Metal to Metal
O
Anchor Size 8 10 912 14" 5116'• 318"
8 1.00 0.80 0.58 0.46 0.27 021
10 0.80 1.00 0.72 0.57 0.33 026
612 0.58 0.72 1.00 0.78 0.46 0.36
14 0.46 0S7 0.78 1.00 0.59 0.46
5/16• 027 0.33 0.46 0.59 1.00 0.79
318' 021 026 0.36 0.58 0.79 1.00
W 2
o.
m0LLOLL
aw
a
m0
OF
Alternative Anchor Selection Factors for Anchor/ Screw Sizes0LL
Concrete and Wood Anchors
concrete screws: r maximum embedment)
Anchor Size 3116" 114" 318-
3116" 1.00 0.83 0.50
114" 3 1.000.8 0.59
318" 0.50 0.59 1 1.00
Dyna Bolts (1-518" and K
2-114' embedment respectively) W
yaAnchor
11' WSize3/16"
J
3116" 1.00 0.46 1 O.
1 112" 1 0.46 1 1.00 W
LL J
J
Q f0
W
Z
Z
Z 0 0
UF-
U% Z
W W
0 U)
WW LL WZZ
H IX O U)
U) O
W
O
N Q
F-
og
Z 1= LL
U
W
J CO
Q
0
r ti
J W m r"5vWWrL
2 mat
W (9 cot x
Il W
r- Co
J Ot
a)
aL
v m
N jt°a
JJ co
I pJm
C O m
a
m
r
the number of #8 screws xsize of anchor/screw desired and round up to the next even
w
of s. screwscrew O
Example:
8 (10) #8 screws are required, the number of #10 screws desked is: co D
0.8x10 (8)#10 w Z
J
0ixSEAL
SHEET IN
L)
WaF Z
0 18 zZZW
LL tL18
08-12-2010 OF CC
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