HomeMy WebLinkAbout280 Maybeck Ct7BY:
IVED
D 0 2011 CITY OF SANFORD
BUI DING & FIRE PREVENTION
PERMIT APPLICATION
Application No: / Documented Construction Value: $ 'Z / ZOO . GO
Job Address: 2-90 MAN (9tGk C1— - Historic District: Yes No
ParcelEl): Z ' (q - S `i ' ' J Zoning:
Description of Work: Ql UtMikl(I Art,P4 '/i/lGlofU, W 3rl;)+i7. 001he/ utyp On eVisf1[q S)Ol j
Plan Review Contact Person: -Doc\ G 2 SS k e r Title: P«S
Phone: () —I 41al-ggA9 Oz11 Fax: lid 1 --365-31g4 E-mail:6un5tn ,diriagaal-CC I
Property Owner Information
Name m
p,
Phone: % 1 6--3k
X06
Street: CcA00*% al h r IL`s Resident of property?: IA C
City, State Zip: Lo -k0_ H A rW . FL- 3_Z-7 ! (e
Contractor Information
Name Phone: 461 421- 99 39 cell _ 407 a --1778
Street: 510- Ke- L r 4 k_ or Fax: LiO --1 1 ` LV
City, State Zip: (_\y I o Gto_ FJ-- `-:527Cy(e State License No.: SC'a'+84Q3
Architect/Engineer Information
Name:ivl Z-- ; h i t1C Phone: 45b -W7 4771
Street: 4 1 q i U+ r u Off'' (
J
Fax: X962 -76'7
City, St, Zip: l:)Oj%V1Gr'E-mail: r Cd/Yl
Bonding Company:
Address:
Building Permit
SquareYootage:
No. of Dwelling Units:
Electrical
New Service — No. of AMPS:
Mortgage Lender:
Address:
PERMIT INFORMATION
Construction Type:
Flood Zone:
Mechanical (Duct layout required for new systems)
Plumbing
No. of Stories:
New Construction - No. of Fixtures:
Fire Sprinkler/Alarm 13 No. of heads:
w
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 thh executed contract is submitted, credit will be applied to your permit fees when the
permit released.
D to Signature of Contractor/Agent Date
5,
Signature of Notary -State of Florida Date
QBondL. GRISELDA BREA
ed
MY COMMISSION #013989965
EXPIRES: MAY 09, 2014
through 1st State Insurance
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING: 5-0u1 UTILITIES:
ENGINEERING;_,u a,a,-t o- %( FIRE:
COMMENTS:
Rev 11.08
010 D G. 6bl5iYA 6L
Print Contractor/Agent's Name
Signature of Notary -State of Florida Date
rRYP
L, GRISELDA BREA
i° MY COMMISSION #DD989965
EXPIRES: MAY 09, 2014
Bonded through 1st State Insurance
Contractor/Agent is V Personally Known to Me or
Produced ID Type of ID
WASTE WATER:
BUILDING: Zze
SUN STATE SIDING, INC.
510 LAKE LENELLE DRIVE
CHULUOTA, FL 32766
407 830-7778 phone
407 365-3194 fax
Submitted to:
M/I Homes of Orlando, LLC
300 Colonial Center Parkway, #200
Lake Mary, FL 32746
PROPOSAL
State License SCCO48423
PROPOSAL # 1
DATE 10/22/09
Job Location:
Riverview Townhomes
Models: Trenton & Princeton
We propose to furnish all the materials and perform all the labor necessary for the completion of:
Furnish and install an 8'x 12' screen room on existing slab with 3" Elite panel roof
with 12" overhang, extruded drip edge fascia, 14' of 6" gutter and (1) 3 x 4 downspout,
1) 3' 0" x 6' 8" screen door, 18 x 14 charcoal screen, finish caulk both sides.
Chair rail height 36"
2,200.00
All material is guaranteed to be as specified and the above work to be performed in accordance with the drawings
and specifications submitted for the above work and completed in a substantial workmanlike manner for the
sum of. SEE ABOVE
With payments to be made as follows: PER CONTRACT
Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders
and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays
beyond our control. Owner to carry fire, tornado, and other necessary insurance upon the above work.
Workman's Compensation and Public Liability insurance on above work to be taken out by Sun State Siding, Inc.
THERE WILL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS NOT PAID IN 30 DAYS.
Submitted by DONALD G. GEISSLER, JR., PRESIDENT
This proposal may be withdrawn by us if not accepted within 30 days.
ACCEPTANCE OF PROPOSAL
The above prices, specifications and conditipbs are satisfactory and are hereby accepted. You are authorized to perform the work
specified. Paymerlt will by made as, outlingo above.
Printed Name
Land Surveyors
769 Douglas Avenue, Altamonte Springs, Florida 32714 (407)788-8808
Member of the FWWa Surveying and Mapping Society and American Congress on Surwong and Mapping
Map of Survey
OFFICE
CURVE TABLE
CURVE I LENGTH RADIUS Delta
oil la -0 2l%44I ss .NMI
LINE TABLE
UNE I LENGTH
rITY OF SANFORD - BUILDING PLAN REVIEW "
3 iNG I =VELOPMENT SERVICES
Tract "C"
DAT Im a 10. AI Drainage & Retention
f t'ir1 elie il=
ail I: }-•c roe F
LXi'finGi `
Lot 129
BF-AR/NG BASEThe bearrrrgsshow haws arty based upar tlra
FfoodZarre del&Tmwbbn was perfomredbyg vft pb*V fiam Rwd eastbmpfatbowtdaryasbaM N00'10W1W.,
Tract "A"
this firm to detenhhine this zone. fie awdzcne kcathcn can o*ba deterr;*W.
115.00'
Wra msr
byanabratunsAdy w0 assume no resparrsrbitiy foradual hf w&V
rnioekq
0-
r
tater b
0lb
1. This is a BOUNDARY Survey perfovmed in the &-Mon f& DP4SED ,
ia' 5
it Towr& me
l.0'w
Z No aerial, suriace orsubsurface ud* InstepabbrK underground Improvements or a TempwaryBendnnark
rpev_ 24.8
m 12
Lot 124
pe
PC
pwsook
PCC
m03Lot125
FWOG rvattaa
pWO p Central J
civ
f t'ir1 elie il=
ail I: }-•c roe F
LXi'finGi `
Lot 129
BF-AR/NG BASEThe bearrrrgsshow haws arty based upar tlra
FfoodZarre del&Tmwbbn was perfomredbyg vft pb*V fiam Rwd eastbmpfatbowtdaryasbaM N00'10W1W.,
Tract "A"
this firm to detenhhine this zone. fie awdzcne kcathcn can o*ba deterr;*W.
115.00'
plans as provided by the cf&74
byanabratunsAdy w0 assume no resparrsrbitiy foradual hf w&V prepared byEv wS*xgeft lnc, Job # 12001.
co
Coco r
tater b 40
1. This is a BOUNDARY Survey perfovmed in the &-Mon f& DP4SED ,
ia' 5
it Towr& me
l.0'w
Z No aerial, suriace orsubsurface ud* InstepabbrK underground Improvements or a TempwaryBendnnark
rpev_ 24.8
a=wW datrmr)offldwRaconftsook
gm
n :3
of 127 Lot 128
pe
PC
pwsook
PCC
m03 12 .
FWOG rvattaa
pWO p Central J
civ
only to depict the proposed or achlaf ddTere4ce In elevation relative to the assumed
CBC
ChordBearmg PC Paye
temporary Benchmark shown hereon. CD Chord PAR Pem anwP fame we AAxnrhxrd
5 The pamei shown hereon Is subject to aff easements` reservaWM resbictiona and am Cormenb Alwwrx!nt At PMPelb'tloe
Rob—of-way ofrecord whether *pfted or not on this document No search afthe E. orEtev ammson {Pigaoseo Pae Fbworseghft
S00010'001E 99.49' C1
617.6T _
CIL a: 2"
4 --155.83' _
N00010'00W V 77.49'
C/L Maybeck Court
R/W Vanes) Tract'B"Access
LEGAL DESCRIPTION
Loft., 129, 1,26, t 12 -?"
Riverview Town ones Phase Il",
aca mr v to the plat it eofas recorrdad in pfatboak75 atpages) 61- 58 of
the pub&recards ofSeminole Coeft, Florida
FLOOD HAZARD DATA Thepalmfshown hewn Zbs wrdhfn Aood=m'C' SElRAtg .
aoaording to the Flood lnszww Rate Map aamnnr4rpanel nwY9w FAwt: 21.5' We : 7.17' Rear. 4.5'
12A23¢00160,, dated 8/1820107.
BF-AR/NG BASEThe bearrrrgsshow haws arty based upar tlra
FfoodZarre del&Tmwbbn was perfomredbyg vft pb*V fiam Rwd eastbmpfatbowtdaryasbaM N00'10W1W.,
lr=mncvAate Maps providedbyFEAa NoGddswveyM was pwforrnedby
this firm to detenhhine this zone. fie awdzcne kcathcn can o*ba deterr;*W. V ati,W datum fs bossed on eroenaerM plans as provided by the cf&74
byanabratunsAdy w0 assume no resparrsrbitiy foradual hf w&V prepared byEv wS*xgeft lnc, Job # 12001.
wwwwa
General Nates:
1. This is a BOUNDARY Survey perfovmed in the &-Mon f& DP4SED , t end
Z No aerial, suriace orsubsurface ud* InstepabbrK underground Improvements or a TempwaryBendnnark
subsuriaeefaedal enaoadhmentx it any, were located. a=wW datrmr)offldwRaconftsook
S Bu#dM ties shown are to the extelwunrmished foundation surface orformboard sow sed* Qfskbwa w pe
PC
pwsook
PCC4. MJ1nibm shown hereon, if any. are assumed and were obtained from approved a - FWOG rvattaa
pWO p Construction plans provided by the Ckent 1141653 O&erwke noted, and are shownPAP. Central J p
Lown
Point
only to depict the proposed or achlaf ddTere4ce In elevation relative to the assumed
CBC
ChordBearmg PC Paye
temporary Benchmark shown hereon. CD Chord PAR Pem anwP fame we AAxnrhxrd
5 The pamei shown hereon Is subject to aff easements` reservaWM resbictiona and am Cormenb Alwwrx!nt At PMPelb'tloe
Rob—of-way ofrecord whether *pfted or not on this document No search afthe E. orEtev ammson {Pigaoseo Pae Fbworseghft
Public Ra w& has been made by this office RN AI. EL 6eva bw fueawr" P.aa PbW of commerxxaperx
P.J. FbWofintasocebneTheregald
meas<
W Shown hereon Is
ra
fumtshea by clierrx
7. Platted slid rneeStued dfstancGes and directions are the same unless otherwise noted
yz Found
RMR Bev. Frnishe FbwSwVabw PRC. Pb6 t of Reverse Cwnre
PT. Pow 0fTenyeney
8 Copses of this &wW may be made for the ofi&al transaction a*..
I.P. trwp> oe
chi ino Rod R PACka
Denotes M'hvn Jud &ilh piasirc Gap marked L84337, orW iron and With L Art Lagfth RAD Ah*I LLW
red plastic cap marked 'Wibhess Comer unless otherwise noted, Business RJB
O Dances P.C.P. (Pennansntcontrol pobV LLS Swve3yw PJw
TBM Tan;w rYBendxnarkDenotCsPemranentReferenGehk4umeht
O 2010 Hwx b Associates Ina All rights reserved
Aka Neasued
N,q=) AW and Disk TVP. Typrcar
NA Na(RaW Fence synhw(wa drawing)
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C&wxa&t, :AlotYaww0ow sly fhe seal prawnby: l+'IfMtFkrioalune. Swwyor
Chedied br RPT
Sketch of Legal Description Job Number: 07-005-01
This is NOT a Survey
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SUN STATE SIDING, INC.
QO LAKE LENELLE DRIVE
rHULUOTA, FL 32766
DONALD G. GEISSLER, JR.
SCCO48423
407 830-7778 PHONE/407 365-3194 FAX
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ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in compliance with
ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements,
Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C.
Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be
used for codes other than the Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity bads, walk-on or live loads,
and/or loads as listed in the appropriate span tables.
All wind bads used in this manual are considered to be minimum loads. Higher bads and wind zones
may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby
listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is
posted on my web site, www.tebpe.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer,
or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual prior to becoming a authorized user and bi-annua lly
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyi Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and puriin details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8430: Tables showing 130 mph frame member spans.
SHEET 8440: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEET 10C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 1013: Roof to panel details, gutter to beam detail, pan fascia & gutter and cap water
relief detail, beam connection to fascia details, pan roof achoring details.
SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 1OF: Tables showing allowable spans and applied bads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 10H: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
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 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 identfication 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. z\
EAGLE 6061 I.D.
DIE MARK
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering
Group, Inc. ("Bennett"): Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's
purchase of these materials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM;
1.2. Has attended the ASDM training course within two years prior to the date of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license
granted in such agreement
1.4. Will not alter, amend, or obscure any notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. Understands that the ASDM Is protected by the federal Copyright Act and that further distribution of the ASDM to any
third party (other than a local building department as part of any Contractor's own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available"
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractor's requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based
upon, or in any way related to, Contractorsuse of the ASDM.
CONTRACTOR NAME: Da"r LO G. GS) SJt f f TV—
CONTRACTOR LICENSE NUMBER: "2- CJO '1 9 9 Z-3
COURSE # 0002299 ATTENDANCE —10 A
4LCONTRACTORSIGNATURE:
SUPPLIER: EA G LEE
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS z
ti
1. Check the building permit for the following: Yes No
a. Permit card & address . . . . . . . . . . . . ... . .
Qb. Approved drawings and addendums as required .
c. Plot plan or survey . . — 3
d. Notice of commencement o a
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for. Yes No
a. Structure's length, projection, plan & height as shown on the plans. . _
b. Beam sizes, span, spacing & stitching screws ('d required). . . . . . . . . .. . _ F S
c. Pudin sizes, span & spacing. .......... . _ 3
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . . _ 3
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . . .. . _ a m
f. Knee braces are properly installed ('d required) . . . . . . . . . . . . .. .. . _ Q $ g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . .
3. Check load bearing uprights I walls to deck for. Yes No
a. Angle bracket size &thickness . _
b. Correct number, size & spacing of fasteners to upright . . . . . —
c. Correct number, size & spacing of fasteners of angle to deck and sole plate .
d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for. Yes No
a. Receiver bracket, angle or receiving channel size & thickness . . . . . _ J
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure Q
c. Header attachment to host structure or beam
d. Roof panel attachment to receiver or host structure Z fn W w
e. If angle brackets are used for framing connections, check number, size & thickness Q
of fasteners . _ M 0 Z o
Nf. Post to beam attachments to slab . Z O Ill
aS. Check roof panel system for Yes No 5 ca. Receiver bracket, angle or receiving channel size & thickness . . . . . . .. . . _ _ z —I Z mU) i C!
Eb. Size, number &spacing of anchors of beam to receiver . . . . . . . . . . . . . _ W LU
m
c. Header attachment to host structure or beam . . .. . . . . g G Z 2 Ocd. Roof panel attachment to receiver or beam . . . . . . w N i W 3
Notes: o- W 06 Q U rn
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PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
m y m t
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W°o 0
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION U > O mDETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE C
DESIGNED TO BE MARRIED TO CONVENTIONALLY %
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
n H
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA
BUILDING CODE WITH 2009 SUPPLEMENTS.
JOB NAME: _I r I II"r`a v I SHEET
y
ADDRESS: / R / Y""„(
jy G
S q L.% V`n r -,D
1.6'r I Z i , V,,
DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 121c
14
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DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supple ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B' r'C_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 1 aMPH and higher; 120
MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressurej_)_; Design Pressures
for Screen / Vinyl Rooms can be found on ppp 3A -ii:
a. "B" exposure = 1ZPSF for Roofs & 1 ) PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or 'D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iii.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid. % ( `'
r Q 10
7cluthorized Rep Name pleaase print) -
J X Z' R Date: U 9 ^ 1
Contractor /Authorized Rep` Signatur
01 L -o - 127 R , i tiy
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . .
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . -
C. Contractor's / Designees name, address, phone number, & signature on plans -
D. Site exposure form completed .
E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following:
1. Plan view with host structure area of attachment, enclosure length, and .
projection from host structure
2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . -
Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . .. . . . . . . . . . . . . . . . . . . . . -
Select uprights from appropriate 3A.2 series tables)
Check Table 3A.3 for minimum upright size)
5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . .
Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . .. . . . -
Check Table 3A.3 for knee brace size)
4.•'Highlight details from Aluminum Structures Design Manual: Yes No,--
A-Beam
o/
A..Beam & puriin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . _ -
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D' Exposure for load width
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---
i tF-
REQUIRED SPAN NEEDED IN TABLE
bord)=
L_ EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . .
Tables 3A.2.1, 3A.2.2, or 3A.2.3) -
Upright or wail member allowable height / span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone and/or'C Exposure for load
width_:
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---
I i
REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . -
D. Connection details to be used such as:
1. Beam to upright
2. ............................ -
3. Beam to wall . . . . .. . .. . .. . . . . . . . . . . . . . . . . . . . -
4. Beam to beam . . . .. . . . . .. .. . . .. . . . . . . . . . . . . . . -
5 Chair rail, puffins, & knee braces to beams & uprights . . . . . . . . . . . . -
6. Extruded gutter connection . .. . .. . . . .. . . . . . . . . . . . . . . -
E.
U -clip, angles and/or sole plate to deck . . . .. . . . . . . . . . . . . . . -
Foundation detail type & size . . . . . . . . . . . . . . . . . . . . . . . . . -
Must have attended Engineers Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
A
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 15, using a 4" existing
slab and 20'-0" with a type 11 footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to utiliy sheds, carports, and / or other structures to be attached.
b. "Fourth wall construction* means the addition shall be self supporting with only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2' diameter hole in all gutter and caps or aftemate water relief ports
In the gutter.
14. All aluminum exWsions shall meet the strength requirements of ASTM 8221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA I
NPEA / NSA 2100-2 for catagory 1, 11, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This Is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event, For
rooms where the glazed and composite panellsolid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen &vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height
of less than 30; roof slope of 0° to 20% 1= 0.87 for 100 MPH zone, 1 = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
bad width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing
components are considered to be 6061 T-6 except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B"
Note:
Framing systems of screen• vinyl and glass rooms are considered to be main frame resistance components. To convert the
above bads from Exposure 'W to Exposures "C" or'W see Table 3A -C next page.
Table 3A -A Conversion Factors
for Screen & Vinyl Rooms
Table 3A -B Conversion Factors
for Over Hangs
From exposure -u- to exposure 'c -
Wind Zone Applied Load DeflectionlBendingMPHXISd
too 46.8 1.01
Exposure
Load
110 47.1 1.01
120 48.3 1.00
Bending
123 50.8 0.98
0.83
130 56.6 0.95
0.81
40.1 65.7 0.90
0.79
140.2 65.7 0.90
150 7s.4 0.86 0.80
O
Conversion Table 3A -C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
B" " B "
m
Exposure to
Mean Roof Load Span Multiplier
Exposure
Load
to
Span Multiplier CHelghrConversionConversionF
Factor Bending Deflection Factor Bending Deflection
0-15, 1.21 0.91 0.94 1.47 0.83 0.88
15'-20' 1.29 0.88 0.92 1.54 0.81 0.87 wW
2G'- 25' 1.34 0.86 0.91 1.60 0.79 0.86
25'ft 30' 1.40 0.85 0.89 1.66 0.78
QVQ'
0.85 W
Use larger mean roof height of host structure or enclosure
F10
I
u• O
Values are from ASCE 7.05
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2. No short term changes In V, 2 years before site evaluation and build out within3 ars,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr
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SITE IS EXPOSUR trJEVALUATEDBY: C G DATE: W y
SIGNATURE .. LICENSE #: LI 8'"i Z 3 008-12-201
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PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL
ROOF SECTION)
RIDGE BEAM
PER TABLES 3A.1.4)
HOST STRUCTURE OR
FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
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k— MIN. 3.1/2" SLAB ON GRADE
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3
FOR FOOTINGS SEE DETAILS Ca
3
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7) a m
W/ SOLID ROOF TYP. FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1"x 2" PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION I I
P/2' 'P/2'@ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
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NOTES: '
P' VARIES f' Z < n
1. ANCHOR 1"x 2' OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX OF 2'-0' O.C. U) w a
AND W/ IN 6• EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ wW 06 0 co
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INTERNCONNE TION. R W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @EACH POINT OF U 7jZZ
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. z F- v
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 F F Q W v4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING v CO ZCONVERSION:,--___ E: W m
1100-1231 1130 1 140 1 150 W v
8 1-,,#10 1 #12 1 #12 twi Z U `oU.
TYPICAL SCREEN ROOM a o
SCALE: 1/8" = 1'-0"-- 2O J NQF
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06-12-2010 OF 0
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1"x 1" x 2' ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAILAND KICK
PLATE 2"x 2`x 0.032" MIN.
HOLLOW RAIL
I" x 2" TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0'
110 6'-T
120 6-3"
123 6'-1"
130 5'-8"
1401&2 5'-1"
150 4'-11"
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4) #10 S.M.S.
ANCHOR 1 x 2 PLATE TO Y 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4'x 2-1/2" BOTTOM W/ 1"x 1"x 2"x 1/16"
CONCRETE ANCHORS WITHIN
1-1/4" FENDER WASHERS PER
0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
l' x 2-1/8" x 1"U -CHANNEL OR
SIDE AND MIN. (4) #10 x 112'
POST AT 24' O.C. MAX. OR
SIDES
S.M.S.
THROUGH ANGLE AT 24" O.C.
10 x 1-1/2" S.M.S. MAX 6"
MAX 1"x 2"x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI
ww
EXTRUSION
CONC. 6x 6 - 10 x 10W.W.M.
wa
SIDE WALL HEADER
OR FIBER MESH
a • 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK: 2"
PURLIN OR CHAIR RAIL
PTP USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
10 x 1-1/2" S.M.S. MAX 6'
SCALE: 2' =1'-0"
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH
3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
2) #10 x 1 1/2" S. M. S. INTO
SCREW BOSS
ANCHOR 1' x 2" PLATE TO -
CONCRETE W/ 1/4"x 2-1/2"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND 24" O.C. MAX
MIN. 3-11T SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF —
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-112" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x 2" OR 2"x 3" POST
COMPOSITE ROOF PANELS:
8 x 9/16" TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/
SIDES 1-1/4" FENDER WASHERS PER
2) #10 x 1-1/2' S.M.S.
4'-W PANEL ACROSS THE
l' x 2-1/8" x 1"U -CHANNEL OR FRONT AND 24' O.C. ALONG
RECEIVING CHANNEL SIDES
CONCRETEANCHOR
PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2"= V-0"
0)
1' x 2-118"x 1" U -CHANNEL OR
2"x 2" OR 2' x 3" POST RECEIVING CHANNEL
8 x 9/16" TEK SCREWS BOTH
SIDES
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24' O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"X2"OR 2"X3"HOLLOW
GIRT AND KICK PLATE 2" x 2'
HOLLOW RAIL
8 x 9/16" TEK SCREWS BOTH
SIDES
l" x 2-1/8" x 1" U -CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2"
rp S.M.S. IN SCREW BOSSES
CONCRETE ANCHOR
PER TABLE)
1-1/8' MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" =1'-0"
MIN. (3) #10 x 1 1/2" S.M.S.
INTO SCREW BOSS
1"x 2" EXTRUSION
1-1/8" MIN. IN CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2"= I -(r
ANCHOR 1"x 2' CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24"
O.C. MAX. OR THROUGH
ANGLE AT 24' O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6 -10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
4) #10 x 1/2' S.M.S. EACH SIDE
OF POST
H -BAR OR GUSSET PLATE
2"x2"OR 2'x3"OR.2"S.M.B.
POST
MIN. (4) #10 x 1/2" S.M.S. @
EACH POST
1" x 2" EXTRUSION
1-1/8' MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2"= V-0"
FRONT WALL GIRT
IDE WALL GIRT ATTACHED TO
x 2" OPEN BACK W/ MIN. (3)
10 x 1-1/2" S.M.S. IN SCREW
OSSES
FRONT AND SIDE BOTTOM
ALTERNATE CONNECTION:
RAILS ATTACHED TO
SEAL
2) #10 x 1-1/2' S.M.S.
1"x 2" OPEN BACK ATTACHED CONCRETE / MASONRY
THROUGH SPLINE GROOVES
wz
BEAM / HEADER
ANCHORS @ 6" FROM EACH
10 x 1-1/2" S.M.S. MAX 6"
02LL
POST AND 24" O.C. MAX AND
EDGE BEAM
ww
WALLS MIN. 1" FROM EDGE OF
AND 24" O.C. 1"
wa
SIDE WALL HEADER
MIN.
1"x 2" OPEN BACK ATTACHED if ATTACHED TO 1"x 2" OPEN PURLIN OR CHAIR RAIL
ANGLE CLIPS MAYBE TO FRONT POST W/ BACK W/ MIN. (2)#10x 1-1/2" ATTACHED TO BEAM OR POST
SUBSTITUTED FOR INTERNAL 10 x 1-1/2" S.M.S. MAX 6' S.M.S. W/ INTERNAL OR EXTERNAL *USCREW -SYSTEMS '--FROW EACH -END OF POST CLIP OR'U' CHANNEL W/ MIN.
AND 24' O.C. 4) #10 S.M.S.
MIN. (3) #10 x 1 1/2" S.M.S.
INTO SCREW BOSS
1"x 2" EXTRUSION
1-1/8" MIN. IN CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2"= I -(r
ANCHOR 1"x 2' CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24"
O.C. MAX. OR THROUGH
ANGLE AT 24' O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6 -10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
4) #10 x 1/2' S.M.S. EACH SIDE
OF POST
H -BAR OR GUSSET PLATE
2"x2"OR 2'x3"OR.2"S.M.B.
POST
MIN. (4) #10 x 1/2" S.M.S. @
EACH POST
1" x 2" EXTRUSION
1-1/8' MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2"= V-0"
FRONT WALL GIRT
IDE WALL GIRT ATTACHED TO
x 2" OPEN BACK W/ MIN. (3)
10 x 1-1/2" S.M.S. IN SCREW
OSSES
PURLIN, GIRT, OR CHAIR RAIL
SNAP OR SELF MATING BEAM
ONLY
ATYPICAL UPRIGHT DETAIL
SCALE: 2"= 1'4r
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
2"x2",2"x3"OR3"x2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
OMIN. (3) #10 x 1/2" S.M.S. IN J
SCREW BOSSES a
1" x 2' OPEN BACK BOTTOM a
RAIL
1/4"x 2-1/4" MASONRY
ANCHOR @ 6' FROM EACH
POST AND 24" O.C. (MAX.)
0
SCREW BOSSES
FRONT AND SIDE BOTTOM
U,
z
RAILS ATTACHED TO
SEAL
CONCRETE W/ 1/4"x 2-1/4"
1"x 2" OPEN BACK ATTACHED CONCRETE / MASONRY
TO FRONT POST W/
wz
U
ANCHORS @ 6" FROM EACH
10 x 1-1/2" S.M.S. MAX 6"
02LL
POST AND 24" O.C. MAX AND
FROM EACH END OF POST
ww
WALLS MIN. 1" FROM EDGE OF
AND 24" O.C. 1"
wa
CONCRETE
MIN.
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RTYPICAL & ALTERNATE CORNER DETAIL ;
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08-12-2010
SCALE: 2"= 1'-0"
PURLIN, GIRT, OR CHAIR RAIL
SNAP OR SELF MATING BEAM
ONLY
ATYPICAL UPRIGHT DETAIL
SCALE: 2"= 1'4r
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
2"x2",2"x3"OR3"x2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
OMIN. (3) #10 x 1/2" S.M.S. IN J
SCREW BOSSES a
1" x 2' OPEN BACK BOTTOM a
RAIL
1/4"x 2-1/4" MASONRY
ANCHOR @ 6' FROM EACH
POST AND 24" O.C. (MAX.)
0
SCREW BOSSES z
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SEAL
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PURLIN TO BEAM OR GIRT TO POST DETAIL w w
SCALE: 2" =1'-0"
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OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDEOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-0/4' x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10x 3/4" S.M.S.
1
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SOLID]
ROOFTYPE)
TEN PANELS TO EDGE BEAM
PER DETAILS IN SECTION 7 AND /AND 0
1/4' BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2"x 0.062' ANGLE EACH
SIDE (3) EACH #8 S.M.S. EACH
6' MAXIMUMHx
GABLED FRAMES
U) L9 ^
COMPOSITE PANELS
BEAM TO WALL CONNECTION:
aF,xWz
IF KNEE BRACE LENGTH j W W
EXCEEDS TABLE 1.7 USE W = z
CANTILEVERED BEAM U 5 m O
CONNECTION DETAILS 0 w
v
SCREEN OR SOLID WALL
SCREEN USING (1)
MAY FACE IN OR OUT)
x 1-1/2" @ 6" FROM TOP
HOST STRUCTURE ROOFING
OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
TO CONCRETE W/ (2)114"x }
2-1/4" ANCHORS OR MASONRY
0O
2" STRAP - LOCATE @ EACH
FOR NUMBER OF BOLTS AND
POST, (2) 1/4"x 2' LAG
i ® - SIZE OF POST (SEE TABLE
SCREWS @ 24" O. C. (MAX.)
DEPTH LARGER THAN 3" or0
3A.3)
EACH STRAP
U)
IN INCHES
2) #10 x 1/2" SCREWS
ALTERNATE CONNECTION: ¢
USE ANGLE EACH SIDE FOR
1)1-3/4'x1-3/4"xl-Wxl/8"
ww
2 x 2 TO POST CONNECTION
INTERNAL U -CHANNEL 2
WITH HOLLOW POST
ATTACHED TO WOOD FRAME w
INTERIOR BEAM TABLES:
1/4' BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2"x 0.062' ANGLE EACH
SIDE (3) EACH #8 S.M.S. EACH
6' MAXIMUM
HEADER
GABLED FRAMES
PANS OR
COMPOSITE PANELS
BEAM TO WALL CONNECTION:
PER SECTION 7
EDGE BEAM TABLES:
SIZE OF POST (SEE TABLE
3A.1.1, 2
3A.3)
EXTRUDED
OR SUPER
LEG INTO POST AND INTO ® GUTTER I MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL (cb- FASCIA (WITH SOLID ROOF)
SCALE: 2"= V -G"
POST TO BEAM SIZE AND
POST SELECT PER TABLE 3A.3 # OF BOLTS
USE 2 x 3 MINIMUM (SEE TABLE 3A.3)
U1w ROOF PANEL
SEE SECTION 7)
BEAMS MAY BE ANGLED FOR
GABLED FRAMES ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
BEAM TO WALL CONNECTION:
FOR NUMBER OF BOLTS AND 2 x 2 EXTRUSION
SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 3A.3)
SEE TABLES 3A3)
1" x 2' MAY BE ATTACHED FOR
RECEIVING CHANNEL THRU
SCREEN USING (1)
POST NOTCHED TO SUIT#10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= l -(r
BEAM AND POST SIZES I
SEE TABLE 3A.3) 1'x 2' MAYBE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= l -V
2" x_" S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U -BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4' S.M.S. @ 6"
M EACH END AND @ 24"
MAX
E BRACE
EQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL
SCALE: N.T.S.
2" x 8' x 0.072' x 0.224" BEAM
SHOWN
1-3/4' STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND ®® \ \
OF SCREWS REQUIRED) k k k ® \
k® kX k® \ 0•
kx \
WHEN FASTENING T x 2' \ k k k k >r k ®\
THROUGH GUSSET PLATE ® k k k xk X k\
USE #10 x 2' (3) EACH MIN. x®X k k k k k k® \\ k x kkxkx
x k>< 0 \
x '`xG 3< k
x®e®
0) ® J 0)
ALL GUSSET PLATES SHALL v 1
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM rya'
YIELD STRENGTH OF 23 ksi \ ®
db = DEPTH OF BEAM \
ds = DIAMETER OF SCREW \ \ ®
a
Ll
2d6 2%& \
STRAP TABLE
7x6"xo.OWx0.120' \ R
UPRIGHTSHOWN \ SIZE #/SIZE LENGTH
x (4)#12 a
x 4);F14 1/4
2.5- x 141914 3-114-
2"Xx 4
NOTES: ' ALL SCREWS 3/4' LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2"= 1'-0'
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-112"x 1-112"x 0.080' ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. 98 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-112"
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
w ROOF PANEL
SCALE: 2"= l -W
N
SEE SECTION 7)
BEAM TO WALL CONNECTION:
O
2 x 2 EXTRUSION
2) 2" x 2" x 0.060"
ANGLE OR RECEIVING
1-314"x 1-3/4" x 0.063'
ANGLES ATTACHED TO WOOD
RECEIVING CHANNEL THRU
FRAME WALL W/ MIN. (2) 3/8" x
ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU I ® - OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
TO CONCRETE W/ (2)114"x }
2-1/4" ANCHORS OR MASONRY
0O
SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND
OF BOLTS) i ® - SIZE OF POST (SEE TABLE
m DEPTH LARGER THAN 3" or0
3A.3)
w ~ ® U)
IN INCHES
BEAM AND POST SIZES I
SEE TABLE 3A.3) 1'x 2' MAYBE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= l -V
2" x_" S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U -BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4' S.M.S. @ 6"
M EACH END AND @ 24"
MAX
E BRACE
EQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION'DETAIL
SCALE: N.T.S.
2" x 8' x 0.072' x 0.224" BEAM
SHOWN
1-3/4' STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND ®® \ \
OF SCREWS REQUIRED) k k k ® \
k® kX k® \ 0•
kx \
WHEN FASTENING T x 2' \ k k k k >r k ®\
THROUGH GUSSET PLATE ® k k k xk X k\
USE #10 x 2' (3) EACH MIN. x®X k k k k k k® \\ k x kkxkx
x k>< 0 \
x '`xG 3< k
x®e®
0) ® J 0)
ALL GUSSET PLATES SHALL v 1
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM rya'
YIELD STRENGTH OF 23 ksi \ ®
db = DEPTH OF BEAM \
ds = DIAMETER OF SCREW \ \ ®
a
Ll
2d6 2%& \
STRAP TABLE
7x6"xo.OWx0.120' \ R
UPRIGHTSHOWN \ SIZE #/SIZE LENGTH
x (4)#12 a
x 4);F14 1/4
2.5- x 141914 3-114-
2"Xx 4
NOTES: ' ALL SCREWS 3/4' LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2"= 1'-0'
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-112"x 1-112"x 0.080' ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. 98 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-112"
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
O
SCALE: 2"= l -W
Nz
BEAM TO WALL CONNECTION:
O
2 x 2 EXTRUSION
2) 2" x 2" x 0.060"
ANGLE OR RECEIVING EXTERNALLY MOUNTED
CHANNEL EXTRUSIONS WITH
HINGE LOCATION
ANGLES ATTACHED TO WOOD
INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8" x
MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR
2) #10 x 1-112" INTERNALLY
oW
TO CONCRETE W/ (2)114"x }
2-1/4" ANCHORS OR MASONRY
0O
WALL ADD (1) ANCHOR PER J¢
MINIMUM #8 S.M.S. x 3/4"
w ® SIDE FOR EACH INCH OF BEAM .- m
LONG NUMBER REQUIRED
m DEPTH LARGER THAN 3" or0
EQUAL TO BEAM DEPTH w ~ ® U)
IN INCHES W ALTERNATE CONNECTION: ¢
o of 1)1-3/4'x1-3/4"xl-Wxl/8"
ww
INTERNAL U -CHANNEL 2
a
ATTACHED TO WOOD FRAME w
INTERIOR BEAM TABLES:
WALL W/ MIN. (3) 3/8"x 2" LAG 0
SCREWS OR TO CONCRETE 9
3A.1.3 OR MASONRY WALL W/ (3)1/4" LLO
x 2-1/4" ANCHORS OR ADD (1) z
ANCHOR PER SIDE FOR EACH O
INCH OF BEAM DEPTH Q
LARGER THAN 3" vLL
BEAM TO WALL CONNECTION DETAIL
SCALE: T = l -W cwi
2x2
0z
zO
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zW0
NOTES:
1. Door to be attached to structure with minimum two (2) hinges.
HINGE LOCATION O
Nz
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2 x 2 EXTRUSION Z V
HINGE LOCATION a Co
of 0
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HINGE LOCATION m O
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2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. of 6
LLOm3. Each hinge to be attached to door with minimum three (3) #12 x 3/4' S.M.S.. g
4. Bottom hinge to be mounted between 10 Inches and 0 inches from ground.
5. Top hinge to be mounted between 10 inches and 20 inches from top of door.
6. If door location is adjacent to upright a V x 2" x 0.044" may be fastened to upright with #12 x 1'
S.M.S. at 12" on center and within 3' from end of upright
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
I?
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APPROPRIATE DETAILS) 'F -I
6 x 6 -10 x 10 WELDED WIRE
12" MESH (SEE NOTES
8' x 8" x 16" BLOCK WALL * CONCERNING BER MESH)
MAX. 327
2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114"= V-0"
ALUMINUM ATTACHMENT
h' 'W I N I -A-
32' 12"
CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
40" 12"
BLOCK (OPTIONAL)
1/4'x 2-1/4" MASONRY
48" 18'
1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST
56" 18' 3
AND 24" O.C. MAXIMUM
60"
1#40 BAR AT CORNERS AND
2'-8"
72" 30'
10'-0" O.C. FILL CELLS AND
1'-4"
M I KNOCKOUT BLOCK TOP
RIBBON OR MONOLITHIC iv COURSE WITH 2,500 PSI PEA
FOOTING (IF MONOLITHIC ROCK CONC. DECK
SLAB IS USED SEE NOTES OF a
APPROPRIATE DETAILS) 'F -I
6 x 6 -10 x 10 WELDED WIRE
12" MESH (SEE NOTES
8' x 8" x 16" BLOCK WALL * CONCERNING BER MESH)
MAX. 327
2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114"= V-0"
ALUMINUM ATTACHMENT
h' 'W I N I -A-
32' 12" 2 10'-0'
40" 12" 2 8'-0"
48" 18' 3 6--U-
56" 18' 3 4'-0'
60" 24' 3 2'-8"
72" 30' 4 1'-4"
r v CONCRETE
8"x 12' CONCRETE FOOTING
WITH (N) #5 BAR CONT.
fq'1IV' LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ®Mesh,
InForceTM e3TM (Formerly Fbermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" =1'-0"
NEW SLAB --\r 12" `474"
EXISTING SLAB
CONCRETE FILLED BLOCK
30 RE -BAR DRILLED AND
W h
STEM WALL 8"x 8" x 16" C.M.U.
MIN. (1) 930 BAR EXISTING SLAB AND A MIN. 4'
1) #40 BAR CONTINUOUS
1) #50 VERT. BAR AT
YJw x CORNERSAND
w
m ' I
k' O.C. MAX. FILL CELLS W/
2 500 PSI PEA ROCK
r v CONCRETE
8"x 12' CONCRETE FOOTING
WITH (N) #5 BAR CONT.
fq'1IV' LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fbermesh ®Mesh,
InForceTM e3TM (Formerly Fbermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. fL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" =1'-0"
NEW SLAB --\r 12" `474"
EXISTING SLAB
J W
00
30 RE -BAR DRILLED AND
W h
EPDXY SETA MIN. 4" INTO
MIN. (1) 930 BAR EXISTING SLAB AND A MIN. 4'
CONTINUOUS 8" INTO NEW SLAB 6' FROM
MESH (SEE NOTES
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 314"= 1'-0"
CONCRETE SLAB (SEE NOTES
SCREWS
SEE FASTENER TABLE)
1' x 2' CHANNEL
3/4" PLYWOOD DECK
USE 2'x4"ORLARGER
DETAILS FOR FRONT WALL
UPRIGHTS
V/ 1/4" S.S. x —"LAG SCREWS
W/ 114"x 1-1/2" FENDER
WASHER (SEE TABLE@ 6'
FROM EACH SIDE OF POST
AND 24" O.C. PERIMETER
1/4" LAP
PERIMETER DOUBLE
STRINGER
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood 2-1/2-
5/4" P.T.P. or Teks Deck 3-3/4"
2" P.T.P. 4'
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3" = V-0"
114"x 6' RAWL TAPPER
THROUGH 1' x 2" AND ROW
LOCK INTO FIRST COURSE OF
BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NON-
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
FOOTING W/ (2) #10 x 3/4'
S.M.S. STRAP TO POST AND
1) 1/4" x 1-3/4' TAPCON TO
SLAB OR FOOTING
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2"= V-0" (2) #5 BAR CONT.
2) #5 BAR CONT.
2' MIN.
1' PER FT. MAX. FOR( (1) #5 BAR CONT. .:, . _ c -
BS
T-0' MIN. -{
ALL ALL SLABS)
BEFORE SLOPE
1. 4!
r*
B 12"
TYPE I TYPE It TYPE 111
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
Notes:
0.2' / 12" 2' / 12"- V-10" > V-10'
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab. .
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is
required. All slabs shall be 3-1/2" (4" nominal) thick
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fbermesh ® Mesh, InForceTM e3TM (Formerly Fibemlesh MD) per manufacturels
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0"
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE 3/4"= T-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLYALUMINUMFRAMESCREEN
J W
00
WALL
W h
ROW LOCK
2500 P.S.I. CONCRETE
BRICK KNEEWALL TYPES
6 x 6 - 10 x 10 WELDED WIREMORTARREQUIREDFOR
MESH (SEE NOTESLOADBEARINGBRICKWALL
4" (NOMINAL) PATIO CONNECTION DETAIL
CONCRETE SLAB (SEE NOTES 2) #50 BARS CONT. W/ 3'
CONCERNING FIBER MESH)
1) #5 0 BARS W/ 3" COVER
TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2"= V-0" (2) #5 BAR CONT.
2) #5 BAR CONT.
2' MIN.
1' PER FT. MAX. FOR( (1) #5 BAR CONT. .:, . _ c -
BS
T-0' MIN. -{
ALL ALL SLABS)
BEFORE SLOPE
1. 4!
r*
B 12"
TYPE I TYPE It TYPE 111
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
Notes:
0.2' / 12" 2' / 12"- V-10" > V-10'
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab. .
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2" (4' nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type 11 footing is
required. All slabs shall be 3-1/2" (4" nominal) thick
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fbermesh ® Mesh, InForceTM e3TM (Formerly Fibemlesh MD) per manufacturels
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0"
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE 3/4"= T-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
J W
00
ADDED TO FOOTING (PER
W h
SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES
ALUMINUM UPRIGHT CONCERNING FIBER MESH)
CONNECTION DETAIL
2) #50 BARS CONT. W/ 3'
SEE DETAIL)
COVER LAP 25' MIN.
16"
MI41N
I' 1 \ \
MIN.
OTAL
W 6 MIL.VISQUEEN VAPOR
BARRIER IF AREA TO BE
Z ENCLOSED
O
c' O 16' MIN. TERMITE TREATMENT OVER
UNDISTURBED OR
Lum COMPACTED SOIL OF
UNIFORM 95% RELATIVE
DENSITY 1500 PSF BEARING
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing. r
2. Knee wall details may also be used with this footing.
JO
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. J
4. Crack Control Fiber Mesh: Fibernesh ® Mesh, InForceTM e3TM Former) Fibermesh MD
a
Formerly ) per maufacturers
specification may be used in lieu of wire mesh.
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA S
SCALE: 1/2"= 1'-W 15
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SCALE: 1/2" =1'-0" a
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ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
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UNIFORM LOAD
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UNIFORM LOAD
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A B
1 OR SINGLE SPAN
UNIFORM LOAD
L L L 4
A B C D
3 SPAN
UNIFORM LOAD
l Z l l
A B C D E
4 SPAN
NOTES:
1) L = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A(3WQ
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50"
STAGGERED ON EACH d-.50" d-.50' 1" MAX
SIDE OF SELF MATING BEAM I I
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB •7S
PLATE CAN BE INSIDE OR .
75"
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.W) LENGTH
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14 or 1/4• 25 1 a 2x9•x0.082*x0.306• 1/a= .125
5/i " 1 5/9 1 WAS r x t x.09 • x .369' --11-4---6Y5— 14= 5
refers to each side of splice
use for r x 4' and 2"x 6• also
Note:
1. AN gusset plates shall be minimum 5052 H-32 Ahoy or have a ndntmum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1"= V -W
2" x 2" ANGLE EACH SIDE
BEAM SIZE PER TABLE 1.10
SELF -MATING BEAM
POST SIZE PER TABLE 3A.3
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Table 3A.1.1-110 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #ISF for Max. Cantilever)
Aluminum Alloy 6061 T-6
2" x " x 0.043
PI la Load Width
S'-0" 5-0" T-0" 8'-0" 10'" 17-0'
Allowable Span V: / bending b' or deflection'd'
14'-0' 16'-0^
x 2" x 0.045
2"x 4"x 0.050" Hollow 13'-7' d ll' -10'd 10'-9' d 10'-0' d 9'S d 1 8'-11- d 8'-7- d T-11' d T-8' d
Load
Nmdth (m')
Max. Span VI(band ing
i S 2 Span 3 Span
b' or deflection 'EL
4 Span
CaMax. ,
Load Max.Span'L'/(bending 'b'or deflection'd'j
Width (n-) 1 &2 Span 3 Span 4 Span Cantilever
5 5'4" d 6'-T d 6'-9' d 0'-11' d 5 6'-1" d T-6' d T -r d 1'4" d
6 5'-0' d 6'-2' d 6-4' d 0'-11' d 6 S-8' d T-0' d T-2' d 1'40' d
7 4'-9' d 5-11' d 6'-0' d 0'-10' d 7 5'4' d 6'-8' d F-70' d 0'-11' d
8 4'-7' d 5'-8' d S-9' d 0'-10' d 8 S-7 d 6'-5" d 6'-V d 0'-11' d
9 4'-5' d 5'-5" d 5.6" d 0'-10' d 9 4'-11' d 6'-2' d 6'-3" d 0'-71' d
2!-2" d S d 4-3' 5'' d 0'-9' d 10 . 4'-10' d 5-11' d 6'-1- d 0'-11- d
11 4'-1' d S-1' d 5'-2' d 0'-9' d 11 4'-8- d 5-9- d 5-10' d 0'-10' d
12 1 3'41" d 4'41' d 5'-0- d 0'-9' d 12 4'-6' d S -T d 5-0' d' 0'-10' d
3 x 'x0. 0 x "x0.045"
Load
Width (')
Max. Span'L'/(bond ln Wor deflection' d')
1 8 2 Span 3 Span 4 Span
CaM
aver
Load Max.span'L'/(band ing 'b' or deflection'd'j
width (R) 1 8 2 Span 3 Span 4 Span Cantilever
5 5-11' d 8'-0' d 8'$' d 1'J' d 5 T-0' d 9'-5' d 91-8' d 1'-5' d
6 5-6' d T-11" d 8'-2' d T-2' d 6 T-7 d 8'-11' d 9'-1' d 1'4' d
7 6'-2' d T -T d T-9' d 1'-1' d 7 6'-10' d 8'-5' d 8'-T d 1'-3' d
8 5-11' d TJ' d T-5' d 1'-1' d 8 6'1' d 8'-i' d 8'-3' d T-7 d
9 5'-8' d 6'-11' d T-2' d 1'-0' d 9 6'J' d T-9' d T-11' d 1'-2' d
10 6-6" d 5-9' d T-11' d 0'-11' d 10 6'-1' d T-6' d T-8' d 1'-1' d
11 5'J' d 5.6' d 5.8' d0'-11' d 11 5'-11' d T-3' d T1 d 1'-7' d
12 6-2" d 54' d 6'-0' d 0'-11' d 12 S-9" d T-1" d T-1' b 1'-0' d
2"x4"x . 2'x 5"x 0.060
Load
Width (IL)
Max. Span 'L'/ bending b' or deflection'd'
1 & 2 Span 3 Span 4 Span Ca Va er
Load Max.Span'L'/ bandin Wordeflection'd
Width (R) 1 & 2 Span 3 Span 4 Span Cantilever
5 10'-0' d 174" d 17-7' d 1-10" d 5 17-9' d 75-9' d 16'-1' d 7-0' d
6 9'-5' d 17'-0' d 11'-17' d 1'-9' d 6 12'-0' d 14'-10' d 15-2' d 7-2' d
7 F-11' d 11'-1' d 11'-W d 1'-8' d 7 11'-5' d 14'-1' d 14'4' d 7-1' d
8 8'-T d 10'-T d 1g'-9' d T -T d 8 10'-11' d 13'-6' d 13'-9' d 1'-11- d
9 8'-3' d 10'-7 d 10'-5' d 1'-6' d 9 10'-6' d 12'-11' d 13'-0' d 1'-11' d
10 T-11' d 9'-10' d 9'41" b f.:10 10'-2' d t7S d 17-9' d 1'-10' d
11 T-0' d 9'-6" d 9'S b 1'.5' d 11 5-10' d 77-i' d 17-4 d 1'-9' d
72 TS d 9'J' d 9'-0' b 1'4' d 12 9'-0' d 17'-9' d 11'-11' b 1'-9' d
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be Interpolated.
Table 3A.1.3 -110E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity-, using design load of 11.0 #/SF
Aluminum Alloy 6061 T-6
Hollow and
Single Self -Mating Beams 2'0" 3'-0" 4'-0'
PI la Load Width
S'-0" 5-0" T-0" 8'-0" 10'" 17-0'
Allowable Span V: / bending b' or deflection'd'
14'-0' 16'-0^ 10'-0"
2"x 4"x 0.050" Hollow 13'-7' d ll' -10'd 10'-9' d 10'-0' d 9'S d 1 8'-11- d 8'-7- d T-11' d T-8' d T-1' di 6'-10' d 6'-6' d
2' x 5" x 0.060' Hollow 1T4' d IS -l" d 13'-9' d 17-9' d 12'-0" dl 11'-5' d 1g'-11' d Vr-1' d 9'-6' d 9'-1' d 1 8'-8' d 8'4' d
2" x 4" x 0.045' x 0.088" 15'-7' d 13'-7' d 12'4' d 11'-5' d 10'-9' d 10'J" d 9'-10' d 9'-1' d 8'-7- d B-7 d T-9' d T4' b
2" x 5" x 0.050" x 0.116" SMB 19'-0' d 16'-7' d 15-1' d 14'-0' d 13'-T d 17.6' d 11'-11' d 11'-1' d 10'-6' d 9'-11' d 9'-5' b 0'-10' b
2' x 6' x 0.050' x 0.120' SMB 27-7 d 19'S' d 1T -T d 16'4' d 15'S d 14'-7' d 13'-11' d 17-11' d 11'-11' b 11'-0" b 10'4' b 9'-9' b
2" x 7" x 0.055" x 0.120' SMB 25'-2' d 27-0' d 19'-11' d 16'-T d 1T-6' d 16'-T d 15'-10' b 14'-2' b 17-11" b 11'-11' b 11'-2' b 10'-7' b
2"x 8• x 0.070' x 0224^ SMB 30'-6- d W -T d 24'-2' d 27-5' d 21'-1' d 20'-1' d 19'-2" d 1r -10'd 16'-9' d 15-11' d 15-3' d 14'-8- d
2' x 9" x 0.070- x 0204' SMB 37-10' d 28'-8' d 26'-1- d 24'-2' d 22'-9' d 21'-7' d 201-8' d 17-2' d 18'-1' d 1T -T d 16'-5' d 15-6' b
2" x 9' x 0.082' x 0.326" SMB 3T-3- d 30'-10' d 2T-11' d 25-11' d 24'S d 23'J' d 27-3' d 20'-T d 19'-5" d 18'S d 1T-8' d 16'-11'd
2^ x 10' x 0.090' x 0.374" SM 41'-1' d 35-11' d 37-8' d 30'4' d 28'-6' d 2T-1' d 25-11' d 24'-7' d 27-8' d 21'-6' d 20'-T d 19'-9' d
Note:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind bad plus dead load for framing.
3. Span Is measured from center of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to ft above spans for total beam
spans.
5. Spans may be interpolated.
Table 3A.1.4A-110 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF
Self Mating Sections
Notes:
1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied bad.
2. Spans may be Interpolated.
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.3 Schedule of Post to Beam Size
Minimum post / beam may be used as minimum knee brace
L=D+''/."
Screws
Knee Brace I Min. -Lenoth I Max. Len
2' x 2" x 9.043' T4' 7-0'
7 x 2' x 0.043' 1'4' 17-0'
2-x 7 x 0.043' 1'4' 7-0'
2' x 3' x 0.045" 1=6' Z -6-
2'x 4' x 0.050' T-6' 3'-0"
EAGLE 6061 ALLOY IDENTIFIERTh7 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 r") 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.
EAGLE 6061 I.D.
DIE MARK
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Table 3A.1.1-120 E- Eagle Metals Disfibutorsi Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or -Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #NSF for Max. Cantilever)
Aluminum Alloy 6061 T-6 A
2`x "x0.043`-
14'-0"
Max. Len th
2* x 2- x 0.043'
3`x "X .04
6'-9` d 6'S' dl 6--2' d
Load
Wldlh (IL)
Max. Span W I (bendin b' or d ectton'dj
1 8.2 Span 3 Span 4 Span Max.
Cantilever
Load Max. Span'L' I (bendin 'b' or deflaction'd
Width (ft-) 1 8.2 Span 3 Span 4 Span Ma'r'
Cantilever
5 5--1' d SJ' d 6'4" d 0'41' d 5 6-9' d T-1' d 7-2' d 1'-1' d
6 4'-9' d 5-10' d S-11" d 0'-11' d 6 S-5' d 6'-8' d 6'-9' d V -W d
7 4'S' d S -T d 5'-8' d 0'-10' d 7 6-1' d 6'-4' d 6'-5" d 0'-11' d
a 4'4' d 5'4' d 5-5' d 0'-10' d 8 4'-11' d 6'-0' d 6'-2' d 0'-11' d
9 4'-2' d 5-2" d S-3' d 0'-1 B' d 9 4'$' d 5-10- d S-11' d 0'-11' d
A 4'-W d 4'-11' d S -l' d 0'-9' d 10 1 4'-6' d S -T d 5'-9' d 0'-10' d
11 3'-11' d 4'-10' d 4'-11" d 0'-9' d 11 4'S' d S -S d 5'-6' d 0'-10' d
12 3'-9' d 4' 8' d 4'S' b 0'-9' d 12 4'a' d 5'-3' d 5'-S d o'-10' d
x x .0 0` x3 -x O.D45-
Load
Width (ft)
Max. Span VI (be ndin b' or deftection'
1 8 2 Span 3 Span 4 SpanCaMntar
ad Max Span'V / (bendin W or deflectlon'dj
Width (fL) 1 8 2 Spanj 3 Span 4 Span
Cantilx.
ever
5 SS' d F -W d 8'-2' d 1 V-3- d 5 8'-11- d 9'-1- d T-5' d
6 S-1' d Tr d T-9' d 1'-2' d 6 8'S' d 8'-T d 1'-4' d
7 5-10' d T-2' d T-4' d l'-1' d 7 T-11" d 8'-T d 1'-0' d
a S -T d 6'-10" d 7'-0' d l'-1" d 9 TS' d T-9' d 1'-T d
9 54" d 6'-T d Vr d V.0' d 9
16'-10*
T4" d TS' d 1'-2' d
10 S-2* d SS' d SS' d 0'-11' d 10 T-1' d T -T b 1'-1' d
11 5-0' d S-2' d S4' d 0'-11" d 11 5-10' d 6'-10' b 1'-1' d
12 4'-10' d S-0' d 6'-1' d 0'.1t' d 12 SS' d 6'-7- b 1'-0' d
x4"x .0 x "x0.060"
Load
Width (R)
Max Span 'L'/ (bond ng Wor deflection'd
1 8 2 Span 3 Span 4 Span Cantilever
Load Max Span'L'/ (bond ng Wordeflectlon'd'
width (R) 1 8: 2 Span 3 Span 4 Span Cantileverr
5 91S' d 11'-8" d 11'-11' d 1'-10' d 5 1T-1' d 14'-11' d 15-3' d T-4' d
6 V-11' d 11'-0" d 11'-3' d 1'S' d 6 11'4' d 14'-0' d 14'4' d T-2' d
7 8'S' d 10'S d 19-8' d 1'-T d 7 10'-9' d 13'4' d 13'-7' d T-1' d
8 F-1' d 10'4' d 10'-2* b T -T d 8 10'4' d 12'-9' d 13'40' d 1'-11' d
9 T-9' d 9-T d 9'-T b 1'S' d 9 T-11' d 17-7 d 17-W d 1'-11" d
10 TS' d 9'J' d 9'-1" b 1'S' d 10 9'-7" d 11'-10" d 17.0' b 1'-10" d
11 T3' d S-/ t' b B'-8' b 1'S' d 11 9'-3" d 1 V-6" d 11'-S b 1'-9' d
12 T-1' d B' -T b B'4' b 1'4" d 12 9'-0' d 11'-2' d I 10'-11' b 1'-9' d
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spars.
2. Spans may be Interpolated
Table 3A.1.3 -120E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF
Aluminum Allov 6061 TS
Hollow and -
0Tdbuta
Load Width
Single Self -Mating Beams T' 3'-0" -04'" 5'-0" -06'" T-0" 8'-0" 10'-0" 1 17-0" 1
Allowable Span V' /bendin 'b' or defection V
14'-0"
Max. Len th
2* x 2- x 0.043'
2" x 4" x 0.050" Hollow 1T-10' d l l'J' d 10'-2' di 9'-6' d 8'-11" d 8'S' d 8'-1' d TS d T-1' d 6'-9` d 6'S' dl 6--2' d
2" x 5" x 0.060" Hollow W -S d 14'4' d 17-11' d 17-1' d 11'4' d 10'4- d 10'4' d 9'-7- d 9-W d 8'-T d 8'-7 d T-10' d
2" x 4" x 0.045" x 0.088" 14'$ d 1T-10' d 11'-8' d 10'-10' d 10'-2' d 9'-8' d 9'-3' d 8'-T d 6'-1' d T-8" b T -T b T-9' b
2" x 5" x 0.050' x 0.116" SMB Ir -11"d 15.8' d 14'J' d 13'-3' d 1TS" d ll' -10'd 11'4" d I(r-T d T-11' d T.3' b 8'-B' b 8'-2' b
2" x 6" x 0.050" x 0.120" SMB 20-11' d 18'4' d 16'-8' d 15-5' d 14'-T d 13'-10' d 13'-3'd it' -i t' b 10'-11" b 10'-7 b 9'S' b 8'-11" b
2" x 7" x O.OW x 0.120" SMB 23'-10' d 20'-10' d 18'-11' d 1T-7* d 16'S d 15,-T b 14'-T b 13'-0' b 11'-11' b 11'-0" b 10'4' b 9'-9' b
2" x 8" x 0.070" x 11.224" SMB 28'-10' d 25-T d 2T-10' d 21'-3' d 19'-11' d 18'-11' d 18'-2' d 16'-10-d 15'-10' d 15-1' d 14'S d 13'-10' d
2" x 9" x 0.070" x 0.204- SMB 31'-1' d 27--1' d 24'-8' d 2T-11' d 21'S' d 20'-5' it 19'-T d 1 B' -T d 1T-1' d 16'-T b 15-T b 14'S" b
2" x 9" x 0.082" x 0.326' SMB 33'4' d 29=2* d 25S' d 24'-T d 23'-T d 21'-11' d 21'-0' d 19'S d 18'4" d iT-S d 1SS' d 16'-0" d
2" x 10" x 0.090' x 0.374" SM 38'-11' d 33'-11' d 30'-10' d 26'-8' d 26'-11' d 25'-T d 24'S' d 27-9' d 21'S d 20'4" d 19S' d 1 18'-8' d
Note:
1. It Is recommended that the engineer be consulted on any miscellaneous training beam that spans more tiara 40'
2. Spars are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam
spans.
S. Spans may be Interpolated.
Table 3A.1.4A420 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13.0 NSF
bu61 T-6
Self Mating Sections
or
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spars may be Interpolated.
Table 3A.2 E 6061 120 , Allowable Upright Heights, Chair Rail Spans or Header Spans
Under.Soiid 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.3 Schedule of Post to Beam Size
X4'X
Minimum post / beam may be used as minimum knee brace
Brace'
Knee Brace Min. Length Max. Len th
2* x 2- x 0.043' 1'4' T-0"
T x T x 0.043' 1'4' 2'-W
T x T x 0.043' 1'4' 2'-0'
2'x 3' x 0.045" 1'S' 7S'
2' x 4' x 0.050- 1'S 3'-0'
EAGLE 6061 ALLOY IDENTIFIERTh7 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 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.
EAGLE 6061 I.D.
DIE MARK
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Table 3A.1.1-130 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilever)
Aluminum Alloy 6061 T-6
x 2" x 0.043"
14'-0" 16'-0" 18'-0"
3" x 2" x .045"
8'-1" d T49' d T-2' d
Load
Width (fL)
Max. Span 'L'/(bend
1 8 2 Span 3 Span
ln b' or deflection V)
Max.
4 Span Cantilever
Load Max. Spa n'L'/(bending'b'or
Width (ft) 1 8 2 Span 3 Span
deFlectlon'dj
Max.
4 Span Cantllever
5 4'-10" d 5-11` d 6'-1' d 0'-11' d 5 S -S d SA' d T-10` d 1'-0' d
6 4'S' d V -T d 6-9' d 0'-10` d 6 S -T d 6'4" d 6'-6` d 0'-11' d
7 4'4' d 5'4' d 5* -5' d 0'-10' d 7 4'-10' d F-0" d 6-2' d 0'-11' d
8 4'-1' d S-1' d S-2` d 0'-9' d 8 4'-0' d S-9' d T-10" d 0'-11- d
9 7-11' d 4'-11' d 4'-11` d 0'-9' d 9 4'-6' d SS d F -W d 0'-10' d
10 T-10' d 4'-9' d 4'-10` b 0'-9` d 10 4'4' d 5'4' d SS' d 0'-10' d
11 T-8' d 4'-7' d 4'-T b 0'-8` d 11 4' T d S-2' d 5'-3 b 0'-10' d
12 • 3'-T d 4'S It 4'4" b 0'-8' d 12 4'-1- d 5'-0' d 5'-0' b 0'-9' d
x2"x0.0 0" 2"x3"x .04
Load
Width (fL)
Max. Spa I I nd ng 'b' or deflection'd7
1 & 2 Span 3 Span 4 Span Cantilever
Load Max. Spa n'L' I (bonding b' or deflection'd')
Width (R.) 1 & 2 Span 3 Span 4 Span Cantilever
5 6'-2' d T-8' d T-10` d 1'-2' it 5 6'-11" d 8'-6' d 8'-8' d 1'4' d
6 5'-10' d T-3' d T4' d 1'-1- d 6 SS' d 8'-0' d 8'-2` d 1'-3' d
7 5'-7- d 6'-10" d F-11" d Vol' d 7 F-2' d T -T d T-9' d 1'-2' d
B 54' d 6'-7- d 6'-8- d 1'-0` d 8 S-11' d T3' d T-5' d 1'-1' d
9 64" d 6'4' d 6'-5* d 0'-11' d 9 6-80 d 6'-11" d T-1" b 1'-1' d
10 1 4'-11' d T-1' d 6'-2` d 0'-11' it 1 10 1 6-6' d 6'-9' it 6'-8' b 1'-0• d
11 1d F-11' d 6'.0- d 0'-11' d 11 54' d 6'-T d 6'4' b 1'-0' d
12 4'-8' d S-9" d 5'-10' d 0'-11' d 12 S-7 d E4' b G-1" b I 0'-11' d
2" x 4 x 0" 2 x 5" x 0.060
Load
Width (fl')
Max. Spa n'L'/ bending'b'or deflaction'dj
1 & 2 Span 3 Span 4 Span Cantileverver
Load Max. Span'L'/ bonding'b' or deflectlon'd'
Width (ft.)
2 Span 3 Span 4 Span Cantilever
5 9'-0' d 11'-Z' d 11'S` d 1'-9` d 5 11'S' d 14'3` d 14'$ d 1 7-2` d
6 8'-0' d 10'S' d 10'-g' d 1'-7" d 6 10'-1T d 13'-5' d 13'-8' d 7-1' d
7 8'-1' d T-11" d 10'-1' b 1'-6' d 7 10'3' d 17-8' d 17-11" d 1'-11' d
8 T-9' d 9'S' d 9'S' b 1'-6" d 8 9'-10" d 17-2' it 17-5" d T-10" d
9 TS' d 9'-2' d 8'-11' b 1'S' d 9 7-T d 11'-8' d 11'-9' b T-10' d
10 T -T d 8'-9' b 8'S b 1'4' d 10 9'-2'd 11'3' d 11'-Y b V-9' d
11 6'-11' d 6'4" b 8'-1' b 1'4' d 11 8'-10' d 10'-11' d 10'-8' b V-8- d
12 6'-9" d T-11• b T-9' b 1'3' d 12 8'-7- d I 10'-7- b 10'-2- b 1'-8" d
Notes:
1. Above spans do riot Include length of knee brace. Add horizontal distance from upright to center of brace to beam
cennec0on to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3 -130E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Roams
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF
Aluminum Alloy 6061 T-6
Hollow and Tdbuta Load Width
Single Self -Mating Beams T -O" T-0" 4'-0" 5'-0' 6'-0" T-0" 8'-0" 10'-0" 121"
Allowable Span'V I bending'b' or deflection *if
14'-0" 16'-0" 18'-0"
2"x 4"x 0.050' Hollow 173" d 1W4r d 9'-9' d W -W d 8'-6' d 8'-1" d T49' d T-2' d 6'-9' d S -S d 6'-2' d 5-10' b
2" x 5" x 0.060" Hollow 15'-T d 13'-8' d 17-5' it 1 V-6' d 10'-10'd 10'3' d TAW d 7-2' d 8'-T d 8'-2" d T-10- d T-6` d
2" x 4" x 0.045" x 0.088" 14'-W d 173- d 11'-2' d 10'4" d T-9' d 9'3' d 8'-10' d 8'-2' d TS' b T-2" b 6'-8' b 6'-4" b
2" x 5" x 0.050" x 0.116" SMB 1T-2' d IV -11'd 13'-T d 17.8' d 11'-11' d 11'-3' d 17-10"d 10'40 d 9'-4' b 8'-7- b 8'-1' b T -T b
2" x 6" x 0.050" x 0.120" SMB 20'4` d 11.6- d 16-11' d 14'-9' d 13'-10' d 13'-2" d 12'S' b 11'-2" b 10'-2' b 9'-S b &-10' b 8'4' b
2' x 7" x 0.055" x 0.120" SMB 27-9" d 19'-10' d 18'-0' d 15-9' d 1S-8' b 14'-6' b 13'-T b 17-2' b 11'-1' b 10'3' b 9'-T b 9--1" b
2" x 8" x 0.070' x 0224" SMB 21.6" d 23'-11' d 21-10" d 20'-3' d 19-1' d 16'-1- d 114' d 16'-1' d 15--1" d 14'4" d 13'-8- b 17-11' b
2' x 9" x 0.070" x 0.204" SMB 29-7' d 25'-10" d 23'-6' d21'-10' d 20'S d 19'-6' d 18'-8'd 114' d 16'3' b 16-l' b 14'-1' b 13'4" b
2"x 9"x 0.082"x 0.326" SMB 31'-10'd 2T-9' d 25-3' d 23'-5' d 27-1' d 20'-11" d I 20'4' d 1 18'-T d1T-6' d 16'$- d 15'-11' d 15-T d
x 10' x 0.090" x 0.374" SM 3T-1' dl 37S it 29'S' d 2T4' d 25'-9' d S24'' d 423'" d 21'-8' d 0'S" d2 19S d I 1V -T d 1T-10' d
Note:
1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2 Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or well connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be Interpolated.
Table 3A.1.4-130 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF
Aluminum Alloy 6061 T-6
Self Mating Sections S-0" 6'-0"
Tribute Load Wldth'W'=Pudln Spaei
T-0` ' 8'-0" 9'.0 10'-0"
Allowable Span'L' I bending b' or deflectlon'd'
12--0-
2" x 4" x 0.045" x 0.088" 13'4' b 17-Z' b 11'J' b 1 10'-T b 9'-11' b 1 9'S b 9'-0' b 8'-T b
2" x 5' x 0.050" x 0.116" 16'-1' b 14'•8' b 13'-T b 12'-9' b 17-0' b 11'S' b 10'-10' b 10'S b
2" x 6' x 0.050" x 0.120" • Ir4r b 16'-1' b 14'-11" b 13'-11' b 13'-2' b 17-6" b 11'-11" b 11'S' b
2" x 7' x 0.055" x 0.120" 19-2' b 1TS' b 16'3" b 15'-2' b 14'4' b IT -7- b /7-11" b 12'-5" b
2" x 8' x 0.070" x 0224' 2T-2' d 24'-11' b 23'-Z' b 21'-8' b 20'S b 19'4' b 18'-5' b 11.8' b
0.070` x 0204" 28'-Z' b 2S-9' b 23'-10' b 274' b 21'-W b 19'-11' b 19'-W b 18'-2" b
2" x 9" x 0.082" x 0.326' 31'S' d 29'-T d 28'-1' d 26'-10' d 25-9' b 24'S b 23'4' b 274' b
12"x 10"x 0.090" x 0.374" 36'-8' d 34'S" d 37-9' d 31'4' d 30-1' d 2!Y-1" d 28'-1' b 26'-10' b
Notes:
1. Tablas assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
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 from upright to center of brace to beam connection to
the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.3 Schedule of Post to Beam Size
Minimum post I beam may be used as minimum knee brace
Thru-Bolts
Knee
Knee Brace Min. Length Max. Length
2' x 2" x 0.043• 1'4' 7-0'
2' x 2' x 0.943• 1'4' 2'4'
2' x 2'x 0.043- 1'4' 7-01
2' x7 x 0.045- 1'S' 2'S
2' x 4' x 0.050' 1'-0• 3'4r
EAGLE 6061 ALLOY IDENTIFIERTh7 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" extemal identification mark (Eagle 6061-) 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 6661
engineering.
EAGLE 6061 I.D.
DIE MARK
O
Q
io
N.r
15
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Table 3A.1.1-140 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 NSF for Max. Cantilever)
Aluminum Alloy 6061 T-6
2" x 2" x 0.043"
4'-0"
Tribute Load Width
5'-0' 6'-0' % 8'-0" 10'-0' 1 12'-0" 1
Allowable Span'U/bendin 'b'ordeflaction'd'
14'-0"
3 x 2 x 0.045
18'-0'
2"x 4" x 0.050" Hollow 11'-9- d 10'3' d 9'4' d
Load
Width UP
Max Span *L` / (bend
1 & 2Span 3 Span
in 'b' or deflectlon'dj
4 Span cantilever
Load Max. Span V 1(bending
Width ()
1 & 2 Span 3 Span
V or deflection'd
4 Span Cantilever
5 4'4- d 5'-0' d SAW d I 0-10' d 5 53' d 55' d 5-T d 0'-11' d
6 4'4' d 5-4' d SS' d 0'40" d 6 4-11' d T-1' d 6'-2' d 0'-11" d
7 4'-2- d S-1' d 5-2' d 0'-9' d 7 4'-8' d S-9' d S-11' d 0'-11' d
8 3'-11' d 4'-11' d 4'-11' d 0'-9' d 8 4'5*' d SS' d 5-4' d 0'-10' d
9 T-10' d 4'3' d 4'-9' b 0'-9- d 9 4'-0' d S-4' d 5'-5' d 0'-10' d
10 3'' d 45.' d 4'5*' b 0'-T d 10 4'-2' d 5-2- d S-2' b 0'-9' d
11 3'-T d 4'-5' d 44 b 0' d0' 11 4'-0- d 4'-11' d 4'-11' b 0'-9' d
12 3'5" d 4'3' b 4'-1' b 0'-8' d 12 3'-11' 0 4'-10" d 4'-9- b V-9' d
3 x 2" x .070"
14 12"0.C.
2" x 10" x 0.090" x 0.389" SMB
2" x 3" x .045
5 4 2"x 7' x 0.055" x 0.135
Load
Width (L)
Max Span 121(bend ln 'b'or deflection M
1 & 2 Span 3 Span 4 Span Cantil ver
Load Max. Spa n'UI bandin 'b' or deflectlon'd
Width IN 1 & 2 Span 3 Span I 4 Span Ca Ulever
5 5-11" d 7"4' d 7'5*' d 1'-1' d 5 S -T d ir-2- d 8'-4' d V-3- d
6 5-7' d 5-11' d T-1' d 1'-1" d 6 6-3' d T-8' d T-10" d 1'-2' d
7 64" d 6'-T d 6!-8' d 1'-0' d 7 5-11" d T4' d TS' d 1'-1" d
8 5'-1' d 6'3' d 55' d 0'-11' d 8 5'3' d 5-11" d T4' b 1'-1" d
9 4'-11' d 6'-1' d S-2' d 0-11' d 9 S-5" d 5-9' d 5-7' b 1'-0' d
10 4'-9' d 5'-10' d 5-11' d 0'-11 d 1 10 5'-3' d 6'5*' d 6'-3' b 0'-11- d
11 v -T d S-8" d 5'-9' d 0'-10" d 11 S 1' d S-2' b 5'-11" b 0'-11' d
12 4'-5' d SS' d 5-T d 0'-10' d 12 4'-11' d 5-11' b 5-9' b 0'-11' d
2" x 4" x 0.050" 2" x 5- x 0.060"
Load
Width (fl')
MaxSpa V/ (bend in 'b'or d ctlon *dJ
1 & 2 Span 3 Span 4 Span Canaever
Load Max Span'L'/(banding
Width (IL) 1 & 2 Span 3 Span
b' or deflection'd
4 Span Cantilever
5 8'3' d 10'48' d 10-11' d 1'-0' d 5 11'-0' d 13'-8' d 13'-11' d 7-1' d
6 2' d 10'-1' d 10'-3' b 1'5*- d 6 10'-5" d 12'-10' d 13'.1' d 1'-11" d
7 T-9- d 9'-7" d 9'-0' b 1'5*' d 7 T-10' d 12'-T d 12'5' d 1'-10' d
8 T-5' d 9'-T d F-11' b 1'-S d 8 9'-5" d 11'-8' d 11'-9' b T-9- d
9 T-1" d W -W b it -5' b 1'.4"--d 9 9'-1' d 11'-T d 11'-1" b 1'-9' d
10 5-11' d 8'-3' b T-11' b 1'4'd 10 V-9' d 10'-10' d 10'5- b
11 6'-0' d T-10' b b77'31'' d 11 55' d 10'4" b 10-0' 6 1'-T d
12 55' d TS' 1'3' d 12 53' d 9'-11" b 9'-T b 1'-T d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3 -140E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1 &2 MPH velocity; using design load of 17.0 NSF
Aluminum Alloy 6061 T-6
Hollow and
Single Self -Mating Beams 2'-0" T-0' 4'-0"
Tribute Load Width
5'-0' 6'-0' % 8'-0" 10'-0' 1 12'-0" 1
Allowable Span'U/bendin 'b'ordeflaction'd'
14'-0" 16'-0" 1 18'-0'
2"x 4" x 0.050" Hollow 11'-9- d 10'3' d 9'4' d 5-0' d 1 8'.2" d T-9' d TS' d 6'-10' d 55' d 6'-2- d 1 5-10' b 5'5*- b
2' x 5" x 0.060" Hollow 14'-11" d 13'-1- d/ T-11' d 11'-0' d 10'5*' d 9'-10' d 9'-5' d T-9' d 8'J- d T-10' d TS' d T-2" d
2" x 4" x 0.045" x 0.088' 13'5' d 11'-9' d 10'-8' d 9'-11" d 9'4' d B'-10' d 8'5*' d T-1 D' d T-3- b 6'48' b 53' b S-11' b
2"x 5" x 0.050' x 0.116" SMB 16'-S d 14'4' d 13'-1' d 12'-1' d 115' d 10'-10" d 104' d 9'-7- b 8'-9' b 1' b T -T b T -T b
2" x 6" x 0.050" x 0.120" SMB 19'-2* d 16'-9' d 15-3" d 14'-2" d 13'4' d 12'5' b 11'-9' b 10-6' b 9'-7- b 8'-10' b 8'-3' b T-10" b
2" x 7" x 0.055' x 0.120" SMB 21'-9' d 19-W d 1T4" d 16'-1" d 14'-9' b 13'-T b 1T-9" b 11'5' b 10-5" b 9'-8" b 9'-0- b 8'5*' b
2" x 8" x 0.070" x 0.224' SMB 254' d 2T -T d 20-11' d 19'-5" d 18'3' d 1T4" d 15-T d 155' d 14'-6" d 13'-9- b 12'-10' b 1T-1' b
2' x 9" x 0.070" x 0.204" SMB 255*' d 24'-10' d 22'5" d 20'-11' d 19'-8- d 15-6" d 1T-11' d 15-T d 154' b 14'-2' b 13'3' b 12'5' b
2' x 9' x 0.082" x 0.326' SMB 305' d 25-8' d 24'-3' d 22'5' d 21'-T d 20'-1' d 19'-3' d 1T-10' d 15-9' d 15'-11' d 15'3' d 14'-8' d
2" x 10" x 0.090" x 0.374" SME 35'-7' d 31'-1' d 1 28'-3' d 1 25-2' d I 24'-8' d 23'-5- d I 2T5- d 20-10' d 1 10-7- d 1 18'-7" d 1T-9" d 1T-1" d
Note:
1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40
2. Spans are based on wind load plus dead load for framing.
3. Span Is measured from center of connection to fascia or wag connection.
4. 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.
S. Spans may be Interpolated.
Table 3A.1.4A-140 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF
o
Self Mating Sections
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
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 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.3 Schedule of Post to Beam Size
Minimum post / beam may be used as minimum knee brace
Knee Brace Min. Len th
7hru-Botts
L=DV/,'
1/4"e 318'0
2" x 2' x 0.043' 1'4" 7-0"
Beam Size Minimum
Post Stze
Minimum Min.#Knee MIn.Stitching
Knee Brace* Brace Screws Screw 5 aein
Hollow Beams
2" x 2' x 0.043' 1'4' 2'-0"
2"x 3' x 0.045' 1'5*' 2'-6'
2' x 4' x 0.050'
2'x4"x0.050"Hollow F3' x 3'x 0.090' 2 2'x3'x0.045* 3)#8
2"x5"x0.060'Hollow 3'x 3'x 0.090' 2 2'x3'x0.04S 3 #8
Self -Matin Beams
2"x 4"x 0.048'x 0.10" SMB 3"x3'x0.090' 2 2'x3'x0.045' 3 #8 8 @ 12" O.C.
2"x5"x 0.050" x 0.131" SMB 3'x 3'x 0.090' 2 2x3"x0.045' 3 #8 8 @ 12-O.C.
2"x6"x0.050"x0.135"SMB 3'x 3'x 0.090' 2 2'x3'x 0.045' 3)#10 10 @ 12-O.C.
2"x 7' x 0.055" x 0.135"SMB 3'x 3'x 0.090- 2 2 2"x3'x 0.045' 3)#10 10 @ 12- O.C.
2"x8"x0.070"x0.239"SMB Wx3"x0.125" 3 2 T x 4'x 0.048' x 0.109' 3)#12 12 1TO.C.
2'x9"x0.072"x0.219"SMB 3x3'x0.125' 3 3 2"x5'x0.05Wx0.131' 3)#14 14 @ 12- O.C.
2"x 9'x 0.082" x 0.321" SMB 4'x4"x0.125* 4 3 2'x6'x0.050'x0.136' 4)#14 14 12"0.C.
2" x 10" x 0.090" x 0.389" SMB 4' x 4' x 0.125" 5 4 2"x 7' x 0.055" x 0.135 6 #14 14 12' O.C.
Double Self -Matin Beams
2 2"x8" x 0.070'x0239'SMB 2"xSx0.050'x0.131- 6 4 2" x 4'x 0.048' x 0.109' 8)#12 12 12- O.C.
2 2"x 9'x0.072' x 0.219"SMB 2"x5'x0.05o'x0.135' 6 4 2"x5'x 0.050'x0.131' 8 #14 14@12-0,
2 2"x9'x0.082"x0.321'SMB I 2x7-xo.0Wx0.135" 8 1 6 1 2'x5'x0.050'x0.13S 1' B #14 1 414 @ 12- O.C. 2 2"x10"x0.090"x0.389'SMB
The minimum number of Ouu bolls is (2)
2"x8'x0.07o"x0.239' 1 10 1 8 1 2*x-rx0.0SS'x0.135' 10)#14 14 12.O.C.
Minimum post / beam may be used as minimum knee brace
Knee Brace Min. Len th I Max Len
2" x 2' x 0.043' 1'4" 7-0"
2"x T x 0.043• 1'4" 2'-0"
2" x 2' x 0.043' 1'4' 2'-0"
2"x 3' x 0.045' 1'5*' 2'-6'
2' x 4' x 0.050' 1'5*' 3'-0'
EAGLE 6061 ALLOY IDENTIFIER"'' 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 purchaser's f 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.
EAGLE 6061 I.D.
DIE MARK
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REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4" x 4" P.T.P. POST W/
SIMPSON 4"x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I.- I OME
JSTALL NEW 48" OR 60"
UGER ANCHOR PER RULE
SC @ EACH NEW PIER.
JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS/RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
8''L' BOLT @ 32' O.C.
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE
SIMPSON SP -1 OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
TYPE III FOOTING OR 16"x 24' NAILED W/ #8 COMMON 6' O.C.
RIBBON FOOTING W/ (2) 950 EDGES AND 12' O.C. FIELD OR
BARS, 2,500 PSI CONCRETE STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 114"= 1'-W
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH •
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24' MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8"= 1'-0"
Table 3A.3 Schedule of Post to Beam Size
MrUrum post r beam may be used as minknum knee brace
Knee
Knee Brace Min. Larath Max Length
7x2• 14• 2'-X
2'x2• 14• 2'-0•
2•x2' 14' T-01
2•x3• 1'.G 7.6
Tx 4• 1't.• 3'-0•
1 a a- O.C. 1 @ 6.O.C.
312#/13SF
STUD WALL OR POST
J
6'
d.
4.
12"
x
RIBBON FOOTING
SCALE: 1/2'= 1'-0"
Minimum Ribbon Footing
Wind #/ 1 x Post AnchoStud•
Zona Sq. Ft @ 48' O.C. Anchors
100=123 +10 -14 1'4" ABU 44 SPI @3T O.C.
130 - 140-1 + 30 -17I 1'-0' ABU 44 SP1 @ 32* O.C.
140.2 -150 +30 -20 1 1-3' 1 ABU 44 1 SPH4 Bi 48' O.C.
Maximum 16' Projection from host structure.
For stud walls use 12' x 8' L -Bolts @ 48' O.C. and T square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and straps shag be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description 80-100 MPH 110-130 MPH 140-150 MPH
Receiving channel to roof 10 x (17+10) SMS 10 x (f+12') SMS 10 x (r+12') SMS
panel at front wall or at the 1 @ 6' from each side 1 @ 6' from each 1 @ 6' from each
receiving channel. of the panel and of the panel and of the panel and
0.024" or 0.030" metal 1 @ 12- O.C. 1 a a- O.C. 1 @ 6.O.C.
312#/13SF
1/4'x 1-112' lag 114'x 1-12' lag 3W x 1-12' lag
Receiving channel to 1 @ 6' from each end of 2 @ 6• from each end of 2 @ 6' from each end of
wood deck at front wall. receiving channel and receiving channel and receiving channel and
2 pine or p.tp. framing 1 C 24' O.C. 2 @ 24' O.C. 2 0 24' O.C.
712#/30SF
114'x 1-12' Tapcon 114"x 1-12' Tapcon 318'x 1-12' Tapcon
Reiceving channel to 1 @ 6' fmm each end of 1 @ 6' from each end of 2 @ 6' from each end of
concrete deck at front wall. receiving channel and meshing channel and receiving channel and
2,500 psi concrete 1 @ 32- O.C. 1 @ 24.O.C. 2 @ 24' O.C.
Receiving channel to uprights, 8 x 3/4' SMS 10 x 3/4" SMS 14 x 3/4' SMS
headers and other wall 1 @ 6' iron each and 1 @ 4' from each end 1 @ 3' from each and
connections of component and of component and olicomponentand
0.024" metal 10 36' O.C. 1 @ 24' O.C. 10 24' O.C.
0.030' metal 1 C 48' O.C. 1 @ 32- O.C. 1 @ 32- O.C.
Receiving channel to existing 1/4'x 1-1/2' lag 1/4" x 1-12" lag 318' x 1-12' lag
hostwoodbeam, host structure, deck 1 @ 6" from each and 1 @ 4' from each and 1 @ 3" from each end
o Infill connectionsns to wood
of component and of component and of component and
1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21' O.C.
Receiving channel to existing 1/4'x 1-3/4" Topton 114"x 1-12' Tapcon 318"x 1-12' Tapoon
concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end
slab, foundation, host structure, of component and of componenl and of component and
or infill connected to concrete. 1 @ 48' O.C. 1 9b 24' O.C. 1 @ 24'0
1 @ 6' from each end 1 @ 4' from each 1 @ 3- from each
Roof Panel to top of wall of component end of component end of component
1 12-O.C. 1 a 8'O.C. @6"O.C.
a.Towood 10x'r+1-12' 10x"C+1-12' 10x'P+1-12'
b. To 0.05" aluminum 10 x'P+12" 10x"t"+12' 10xT+12'
Notes:
1. The anchor schedule above is for mean roof height of 0.20'• enclosed structure, exposure '8% 1= 1.0, maximum
front wag projection from host structure of 15, with maximum overhang of 7, and 10' wall height. There Is no
restriction on room length. For structures exceeding this criteria consult the engineer.
2 Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side
at the required spacing
3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors fo'C' exposure by 0.83.
4. Concrete is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the
engineer. Reduce anchor spacing for "C' exposure by 0.83.
5. Tapoon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-12' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shag require 1-1/4'
fender washer.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. Ft) @ 120 M.P.H. wind bad
Diameter Anchor
x Embedment 1
Number of Anchors
2 3 4
114' x 1" 264#/11SF 528#22SF 792#/33•SF 109-M44SF
114"x142" 396#/17SF 792##33SF1188#150SF
0.97
1584#/66SF
114"x2-12" 66D#128 -SF- 1320#/55 -SF 1980#183 -SF 264OWlI SF
5116"x 1' 312#/13SF 624#I26SF 936##39SF 1248W52 -SF
5116" x 1-12' 468#2PSF 936#f39 -SF 14D4#159 -SF 1872# 178SF
5116"x2-112" 780kr33-SF 1560#/65SF 234ON98SF 3120#/130SF
318"x 1" 356#/15SF 712#/30SF 1068#/45SF 1424#/59SF
318"x1-12' S34#22SF 1g6W45SF 1602#167SF 213MBSSF
3Wx2-12" 890#137SF I 178OW74SF 2670#/111SF 3560I#148SF
1. Anchor must embed a minimum of 2' Into the primary frost
WIND LOAD CONVERSION TABLE
For Wind Zones/Regions other than 120 MPH (Tables Shown),
multiply "" anewabis roads and fool areas b the cone
WIND Applied CONVERSION
REGION Load FACTOR
100 26.6 1.01
110 26.8 1.01
120 27.4 1.00
123 28.9 0.97
130 322 0.92
140-1 37.3 0.86
140-2 37.3 0.86
150 428 0.80
rston facto.
Allowable Load Coverslon Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Multipliers
Tension Shear
12d 1.10 127
17d 1.07 1.18
led 1.03 1.09
9d 1.00 1.00
lid 0.98 090
7d 0.95 O.B1
cid 0.91 0.72
5d 0.88 0.63
Note:
1. The minimum durance from the edge of concrete to the center of the concrete anchor and the spacing between
anchors shag not be lass than 9d where d Is the anchor diameter.
2 Concrete screws are Qmited to T embedment by manufacturers.
3. Values listed are allowed loads with a safety facto of 4 applied.
4. Products equal to raw/ may be substituted.
5. Anchors receiving bads perpendicular to the diameter am in tension.
Anchors receiving loads parallel to the diameter aha shear loads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed load.
For a T x 6" beam with spacing - T-0' O.C.; aDowed span - 26-9' (Table 1.1)
UPLIFT LOAD =12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = [124'25.75') x T x 7# / Sq. FL) /ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.875#/300# - 2.102
Therefore, use 2 anchors, one (1) on each side of upright.
Table Is based on Rawl Products• allowable loads for 2,500 p.s.l. concrete.
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ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live bad shall be 30 PSF.
5. The shapes and capacities of pans and composite panels ire from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed
well in either test. The composite panel tables are based On bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16' O.C. each 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.A11 aluminum extrusions shall meet the strength requirements of ASTM 8221 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 Corotxwnd Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 3D4 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not be used.
ROOF PANELS DESIGN STATEMENT:
The roof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 317; roof slope 0
to 20'; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live bad of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind bads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum rive load of 20 PSF or 30 PSF for 1408 and 150 MPH zones. Wind
bads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Open Structures Screen Rooms Glass & Modular Overhang / Candlev
Mono Sloped Attached Covers Enclosed Rooms All Rooms
1= 0.87 for 90 to 100 MPH 1= 0.87 for90 to 100 MPH Roof Overs
Conversion
1=0.77for100to150MPH 1=0.77for100to1S0MPH 1=1.00 1=1.00
KCpi - 0.00 Zone 2 KCpi = 0.00 Zone 2 KCpi - 0.18 Zona 2 KCpi = 0.18 Zone 3
bads reduced by 25%
1.47 3 0.88
15' - 20'
asleWindl Effective Area Basic Wind Effective Area Basle Wind Effective Area Basle Wind Effective,
Pressure 50 20 10 Pressure 50 20 10 Pressure 50 20 10 Pressure r 50 20
Minimum live load of 30 PSF controls In high wind velociry zones.
To convert from the Exposure "B" bads above to Exposure "C" or "D" see Table 713 on this page.
Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20'
projection with a Z overhang. Any greater load width shall be site specific.
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
U) w
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = 1'-0"
Ig
12.00" -
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = 1'-0"
W[T 1
I-
12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN
TABLES
E.P.S. CORE
Z SIDE CONNECTIONS VARY
L o (DO NOT AFFECT SPANS)
48.00" :.
COMPOSITE ROOF PANEL (INDUSTRY STANDARD]
SCALE: 2" = V-17
PRIMARY CONNECTION:
3) # ' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12' O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = 1'-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2" x 1/8"x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
O
ROOF PANEL -.1
k__! x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED JSCREWHEADSQ
ROOF PANEL TO WALL DETAIL ai
SCALE: 2"= V-0"
w
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2' LONG CORROSION J
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
t¢ SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) LL
EACH # • x 1/2' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WiTH (3) EACH O
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK p
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # • x 1/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.LL
100-123 130 140 I 150
8 #10 #12 #12 wU
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
10 x 3/4" S.M.S OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
0ZQ
ZO
c'r x 6"0.024" MIN. BREAK
RMED FLASHING t) LL
Zz
N ROOF PANEL w0
ZO
NZ
W
Q
Exposure "B" to "C" Exposure "B" to "D"
Mean Roof Load Span Multiplier Load Span Multiplier
Helght• Converston
N
a.
Conversion
LU Z od Z
OW
Factor Bending Deflection Factor an Deflection
0 -15 121 0.91 0.94 1.47 3 0.88
15' - 20' 1.29 0.88 0.92 1.54 1 0.67
20' - 25 1.34 0.86 0.91 1.60 0.86
25 - 30' 1.40 0.85 0.69 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
U) w
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = 1'-0"
Ig
12.00" -
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = 1'-0"
W[T 1
I-
12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN
TABLES
E.P.S. CORE
Z SIDE CONNECTIONS VARY
L o (DO NOT AFFECT SPANS)
48.00" :.
COMPOSITE ROOF PANEL (INDUSTRY STANDARD]
SCALE: 2" = V-17
PRIMARY CONNECTION:
3) # ' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12' O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = 1'-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2" x 1/8"x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
O
ROOF PANEL -.1
k__! x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED JSCREWHEADSQ
ROOF PANEL TO WALL DETAIL ai
SCALE: 2"= V-0"
w
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2' LONG CORROSION J
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
t¢ SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) LL
EACH # • x 1/2' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WiTH (3) EACH O
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK p
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # • x 1/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.LL
100-123 130 140 I 150
8 #10 #12 #12 wU
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
10 x 3/4" S.M.S OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
0ZQ
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FOR FOURTH WALL CONSTRUCTION w n.
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PAN ROOF PANELS o W
SCALE: 2'= 1'-0"
K COoQwF
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
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TOP AND BOTTOM (SEE DETAIL ABOVE)
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EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 1T O.C.
8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
a— ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE
SCALE: 2" = 1'-0#14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR , 1 S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
2) 1/4" x_1-1/4" MASONRY.
ANCHOR OR EQUAL @ 1T O.C.
FOR WOOD USE
14k 1-1/2' S.M.S.OR WOOD •-
SCREWS @ 1T O.C. FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL_ .
SCALE: T= 1'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
EXISTING TRUSS OR RAFTER
10 x 1-1/2' S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
1100-1231 130 1 140 1 150
8 1 #10 1 #12 =
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/2' S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
LL 3
aao
1-1/2" x 1/8"x 11-1/2' PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: T= V-0'
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PANL
HEADER
NEW 2 x —FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: T= l -(r
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/T S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE I
10 x 3/4' S.M.S. OR WOOD
SCREW SPACED @ 1T O.C.
z.n..:.. ..
EXISTING FASCIA
ao
6' x Y' x 6" 0.024" MIN. BREAK
FORMED FLASHING
i— ROOF PANEL'
SCREW #10 x Cr + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
POST AND BEAM PERHDx ("t"+ 3/4") AT 8" O.C. FOR UP TO 130 MPH
TABLES) WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE
130 MPH AND UP TO A 150 MPH WIND SPEED
D" EXPOSURE.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: T= V-0'
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY. `
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
r— EXTEND UNDER DRIP EDGE 1'
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
8 x 3/4" SCREWS @ 16' O.C.
8 x 11T SCREWS @ EACH RIB
ROOF PANEL
FASCIA AND HEADER
z.n..:.. .. w
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PANEL W/ 1" FINE THREAD
SCREW #10 x Cr + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
POST AND BEAM PERHDx ("t"+ 3/4") AT 8" O.C. FOR UP TO 130 MPH
TABLES) WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE
130 MPH AND UP TO A 150 MPH WIND SPEED
D" EXPOSURE.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: T= V-0'
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY. `
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
r— EXTEND UNDER DRIP EDGE 1'
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
8 x 3/4" SCREWS @ 16' O.C.
8 x 11T SCREWS @ EACH RIB
ROOF PANEL
8 x 1/T ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
3' COMPOSITE ROOF P 9
SEE SPAN TABLE
EL /
STRIP SEALANT
BETWEE7=DRIP
FASCIA AND HEADER
ao
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16'ATION
1-1/2" x 1/8'x 11-1/2" PLATE OF
BETWEEN
6063 T-5, 3003 H-14 OR 5052
PANEL IS
H-32
THE FLASHING
8 x 1/2" S.M.S. @ 8" O.C.
SYSTEM SHOWN IS REQUIRED
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE FOR MASONRY USE
WOOD FRAME, MASONRY OR 1/4"x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
10 x 1-1/2"S.M.S. OR WOOD
SCREWS @ 12" O.C.
8 x 1/T ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
3' COMPOSITE ROOF P 9
SEE SPAN TABLE
EL /
STRIP SEALANT
BETWEE7=DRIP
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16'ATION
O.C. EACH WAYND
BETWEEN
PANEL IS
FASTENING SCREW SHOULD/4" THE FLASHING
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o
SCALE: T= V-0'
NOTES: G
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. m
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
w
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS w0
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP. O
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z
03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. ¢
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" LL
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w
EXISTING HO;
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
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HOST STRUCTURE TRUSS OR LL
RAFTER -
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0.040" ANGLE W/ #8 x 10 a =
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COMPOSITE ROOF PANEL o m
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SCREWS Q 1T O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAILSCALE: T= 1'-0" U N
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SCALE: 2' =1'-0' _
S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH m
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NPANSMAYBEANCHOREDTHROUGHBOXEDPANW/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND y
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IIHOST STRUCTURE
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FASCIA OF HOST STRUCTURE
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SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
Ir W / VARIES 2
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF:
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
8 x •t"+1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x2 SCALE: 118'= l'-0"
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4"x T LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
2) 3/8"x 3• LAG SCREWS
W/ WASHERS
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
30# FELT UNDERLAYMENT W/
U
220# SHINGLES OVER2"X 2•x0.044"HOLLOW EXT.
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
5/16"0 x 4• LONG (MIN.) LAG
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
SCREW FOR 1-1/2"
3" PAN ROOF PANEL vLL
2 x 4 RIDGE RAKE RUNNER
EMBEDMENT (MIN.) INTO
114"x 5• LAG SCREW MIDWAY
TRIM TO FIT ROOF MIN. 1• @
RAFTER OR TRUSS TAIL
o
INSIDE FACE
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANELTO
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TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("C+314") AT 8"
9 0
RAFTERS
Z
O.C. FOR UP TO 130 MPH WIND SPEED "D"
U
SEALANT
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70 A 150 MPH WIND SPEED "D- EXPOSURE.
1/4" x 8" LAG SCREW (1) PER
WEDGE ROOF CONNECTION DETAIL
SCALE: 2"= 1'-0"
LL
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4"x T LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
2) 3/8"x 3• LAG SCREWS
W/ WASHERS
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
30# FELT UNDERLAYMENT W/
U
220# SHINGLES OVER
O
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
MIN. 1-1/2" PENETRATION
3" PAN ROOF PANEL vLL
2 x 4 RIDGE RAKE RUNNER
Z
114"x 5• LAG SCREW MIDWAY
TRIM TO FIT ROOF MIN. 1• @
3) #8 x 3/4• S.M.S. PER PAN Wl o
INSIDE FACE
z
FASTEN W/ (2) #8 x T DECK
EXISTING RAFTER OR SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
9 0
RAFTERS
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNEL AND
8) #10 x 1- DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
II 2"x6"
EXISTING 1/2" OR 7/16"
POST SIZE PER TABLES SHEATHING
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4* =1'-0"
A - SECTION VIEW
SCALE: 1/2"= 1'-0"
B - B - ELEVATION VIEW
SCALE: 1/2"= T-0"
I
B - B - PLAN VIEW
SCALE: 1/2"= T -W
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
FOR FASTENING TO WOOD
USE TRUFAST SD x ("t" + 1-1/2)
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D"; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE D"
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
PAN TO WOOD FRAME DETAIL
SCALE: 7"= "-w
3) #8 WASHER HEADED
SCREWS W/1"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL
0O
Q
0
J
F
UNTREATED OR PRESSURE U'
TREATED W/ VAPOR BARRIER w
w
LLO
zO
U
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2"= l -W w
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
10 x T S.M.S. @ 12" O.C.
EXISTING FASCIA
SEALANT
SUPER OR EXTRUDED GUTTER > ¢
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o
POST SIZE PER TABLES SCALE: 2"= l -(r of -
INSTALL INSTALL W/ EXTRUDED OREXISTING FASCIA PLACE SUPER OR EXTRUDED (9w
BREAK FORMED 0.050" z'i
ALUMINUM U -CLIP W/ (4) 1/4" x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE z
1-1/2- LAG SCREWS AND (2) SEALANT Z O
1/4"x 4" THROUGH BOLTS #10 x 2• S.M.S. @ 12" O.C.w
TYPICAL)
1/2" 0 SCH. 40 PVC FERRULE w a
TRUSSES OR RAFTERS SEALANTw OLL
2) 1/4"x 4" LAG SCREWS AND _ _ (1) # 8 x 3/4' PER PAN RIB
WASHERS EACH SIDE
SLOPE
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Z (A
a2 J
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W W
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LLJ Z O_
W °d W
W U Z
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U) Z O
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U -I 2 c m
0_ w "- m
1O
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g a
co
Lu 0
OR
U > O m
a) 0
n
m
Hf
0
s
w
0
cm
E
CLCL
U)
0
m
ma
U
tov
m'
ma
0
u.
0
0N
0
N
ILM
0
POST SIZE PER TABLES
INSTALL W! EXTRUDED OR
U
ONLY
EXTRUDED OR
SUPER GUTTER
O
w2Ow
co w ¢
p ww
Z
z
z
wwSHEET
BREAK FORMED 0.050'
zO
F-
3" PAN ROOF PANEL vLL
MIN. SLOPE 1/4":1') Z
114"x 5• LAG SCREW MIDWAY
w
3) #8 x 3/4• S.M.S. PER PAN Wl o
3/4" ALUMINUM PAN WASHER z
1-11T LAG SCREWS AND (2)
O
CAULK EXPOSED SCREW z
HEADS 9 0
Z U
SEALANT
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105
1/4" x 8" LAG SCREW (1) PER w z
TRUSS/ RAFTER TAIL AND LL
1/4"x 5" LAG SCREW MID WAY p O
BETWEEN RAFTER TAILS o
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
J w
SUPER OR EXTRUDED GUTTER > ¢
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 m o
POST SIZE PER TABLES SCALE: 2"= l -(r of -
INSTALL INSTALL W/ EXTRUDED OREXISTING FASCIA PLACE SUPER OR EXTRUDED (9w
BREAK FORMED 0.050" z'i
ALUMINUM U -CLIP W/ (4) 1/4" x EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE z
1-1/2- LAG SCREWS AND (2) SEALANT Z O
1/4"x 4" THROUGH BOLTS #10 x 2• S.M.S. @ 12" O.C.w
TYPICAL)
1/2" 0 SCH. 40 PVC FERRULE w a
TRUSSES OR RAFTERS SEALANTw OLL
2) 1/4"x 4" LAG SCREWS AND _ _ (1) # 8 x 3/4' PER PAN RIB
WASHERS EACH SIDE
SLOPE
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Z (A
a2 J
o Q
W W
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LLJ Z O_
W °d W
W U Z
Z
U} O
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U) Z O
W u-
2Of
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D w
oD
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U -I 2 c m
0_ w "- m
1O
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C U co n
g a
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OR
U > O m
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n
m
Hf
0
s
w
0
cm
E
CLCL
U)
0
m
ma
U
tov
m'
ma
0
u.
0
0N
0
N
ILM
0
POST SIZE PER TABLES
INSTALL W! EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER
ONLY
EXTRUDED OR
SUPER GUTTER
CAULK EXPOSED SCREW
HEADS
3' PAN ROOF PANEL
MIN. SLOPE 1/4": 1')
w2Ow
co w ¢
p ww
10
SEAL
z
z
wwSHEET
BREAK FORMED 0.050' TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION
U U)(9w
ALUMINUM U -CLIP W/ (4) 1/4" x 114"x 5• LAG SCREW MIDWAY FASTEN TO PANEL W/(3) w Zw
1-11T LAG SCREWS AND (2) BETWEEN RAFTER TAILS 8 x 112" S.M.S. EACH PANEL z 1 O C1/4"x 4" THROUGH BOLTS o
TYPICAL) SUPER OR EXTRUDED GUTTER n , z
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 12 Lum
SCALE: 2• _,'-0- 08-12-2010 OF . o
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER SEALANT ALTERNATE 3/4"0 HOLE
BEHIND DRIP EDGE #10 x 4" S.M.S. W/ 1-1/2"0 GUTTER
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS & PAN ROOF
EXISTING TRUSS OR RAFTER'.*.'.'. :**,,,,,,,,,,,_ WASHERS
SEALANT — — — — — CAULK EXPOSED SCREW
10 x 2' S.M.S. @ 24" O.C. HEADS
3' COMPOSITE ROOF PANEL
1/4' x 8' LAG SCREW (1) PER (MIN. SLOPE 1/4": T)
TRUSS I RAFTER TAIL 9Ri
1/2" 0 SCH. 40 PVC FERRULE `
EXISTING FASCIA EXTRUDED OR
SUPER GUTTER
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = V -W OPTION 1:
3" HEADER EXTRUSION
FASTEN TO PANEL W/
8 x 1/2" S.M.S. EACH SIDE
2" x _ x 0.050" STRAP @ EACH
HEADER
COMPOSITE SEAM AND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/
HEADS 3) #10 x 2" INTO FASCIA AND
PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE OPTION 2:
3) EACH #8 x 11/2' LONG S.M.Sw
J
F
114"x 8' LAG SCREW (1) PER
2"0 HOLE EACH END FOR
FROM GUTTER TO BEAM
TRUSS / RAFTER TAIL IN 1/2"0
ALUMINUM PAN WASHER
SCH. 40 PVC FERRULE
150 MPH WIND SPEED
SEALANT
910 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL
EXPOSURE"D"
lu
MIN. SLOPE 1/4": 11
EXTRUDE OR
EXISTING TRUSS OR RAFTER
SUPER GU
EXISTING FASCIA
3" HEADER EXTRUSION
FASTEN TO PANEL W/
8 x 1/2" S.M.S. EACH SIDE
SUPER OR
HEADER
@ 12" O.C. AND FASTEN TO
SEALANT
GUTTERSOFFIT
GUTTER W/ LAG BOLT AS
2"x 9" BEAM
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2"= 1* -Cr
3) EACH #8 x 11/2' LONG S.M.Sw
J
F
GUTTER BRACE @ Z -(r O/C
CAULK
SLOPE
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2' = T -W
12
3/8" x 3-1/2' LOUVER VENTS
FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF
OF PAN & ROOF HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8'x 4" LOWER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2"= T-0"
FLASHING 0.024" OR 26 GA.
GALV.
2"x 2"x 0.06"x BEAM DEPTH +
4" ATTACH ANGLE "A' TO
FASCIA W/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3"x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
I—A B 1
A= WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2'x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8"x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
ALTERNATE) (1) 1-3/4"x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALLW/ MIN. (3)
318"x 2' LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGERTHAN 3 -
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = V-0"
v
COMPOSITE ROOF
SUPER OR
HEADER EXTRUDED
CAULK GUTTERSOFFIT
10 x 2-112' S.M.S. @ RAFTER
2"x 9" BEAM i
2" x 6" SUB FASCIA STRENGTH
3) EACH #8 x 11/2' LONG S.M.Sw
J
F
2) #10 x 1/2" S.M.S. @ 16" O/C 2"0 HOLE EACH END FOR
FROM GUTTER TO BEAM WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2' = T -W
12
3/8" x 3-1/2' LOUVER VENTS
FASCIA COVERS PAN & SEAM ® OR 3/4"0 WATER RELIEF
OF PAN & ROOF HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8'x 4" LOWER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2"= T-0"
FLASHING 0.024" OR 26 GA.
GALV.
2"x 2"x 0.06"x BEAM DEPTH +
4" ATTACH ANGLE "A' TO
FASCIA W/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3"x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
I—A B 1
A= WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2'x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8"x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
ALTERNATE) (1) 1-3/4"x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALLW/ MIN. (3)
318"x 2' LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGERTHAN 3 -
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = V-0"
RECEIVING CHANNEL OVER 2"x 6" S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE
1e
EACH SIDE }
JIaI
NOTCH ANGLE OPTIONAL 010x2-112' S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE
RECEIVING CHANNEL OVER 2"x 6" S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE
SPACER @ RECEIVING EACH SIDE }
CHANNEL ANCHOR POINTS (2)
NOTCH ANGLE OPTIONAL 010x2-112' S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE
2" x 6" SUB FASCIA STRENGTH
3) EACH #8 x 11/2' LONG S.M.Sw
J
F
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
PER 12" PANEL W/ 3/4"
SCALE: 2"= 1* -G" i
RIDGE CAP
8 x 9/16' TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
8 x 1-1/4' SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
PAN ROOF ANCHORING DETAILS
c
LLO
zO
Q
UE
tu
wU
O2
z0
SEALANT U
PAN HEADER (BREAK- F
FORMED OR EXT.) zw
HEADERS AND PANELS ON c
BOTH SIDES OF BEAM FOR zz
GABLED APPLICATION
rnz
ZO
U
z
PAN OR COMPOSITE ROOF a K
PANEL m 0OLL
8 x 1/2" S.M.S. (3) PER PAN o w
ALONG PAN BOTTOM O¢
wa
ROOF PANEL TO BEAM DETAIL m 0
WHEN FASTENING TOSCALE: 2"=T -G' 001 K
ALUMINUM USE TRUFAST HD x O w
K" + 3/4") AT 8" O.C. FOR UP TO
FOR PAN ROOFS:./
EK
LL
LL130MPHWINDSPEED
3) EACH #8 x 11/2' LONG S.M.SwEXPOSURE'D"; 6" O.C. FOR
PER 12" PANEL W/ 3/4"
y
ABOVE 130 MPH AND UP TO
ALUMINUM PAN WASHER Z IL150MPHWINDSPEEDLUIL
EXPOSURE"D"
luviOLLCAULKALLEXPOSEDSCREWm
HEADS & WASHERS ROOF PANEL ui Ij
FOR COMPOSITE ROOFS: PER TABLES SECTION 7) c
10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM
w
1-1/4'0 FENDER WASHERS
PER TABLES) my. 7@12O.C. (LENGTH -
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT
SHOWN) AND 24' O.C. @
NON-BEARING ELEMENT (SIDE
WALLS)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: 2"= I -(r
coC9
r oW ym
It
OB -12-201Q
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a 2 J20
lY W
Oz O
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W °d W
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AUG 1-7 2f
SHEET
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OF 12
0
t7z
zwLuz
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zzLum
ai
p
0.024"x 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8"x 3"x 3" POST OR SIMILAR
10 x 4" S.M.S. W/ 1/4 x 1-1/2"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
8 x 9/16" TEK SCREW @ 8'
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
3) 1/4-0 THRU-BOLTS (IYP.)
98 x 9/16"TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (aD POST DETAIL
SCALE: 2"= V-13'
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x SELF MATING BEAM
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
FASTENING OF COMPOSITE
PANEL'
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 114" THRU-BOLTS
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ('Y + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D"
PANEL ROOF TO RIDGE BEAM (a. CONCRETE POST DETAIL
SCALE: 2"= l -(r
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE 98 x 1/2' S.M.S.
W/ 1/2' H WASHER.
TYPICAL INSULATED PANEL
SCALE: 2" =1'-0"
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024' PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 518" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3)#8x 112'CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 8120 FOR H-14 OR H-25 METAL
3/8' TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12
SUBSEQUENTROWS
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
ADHESIVE: BASF DEGASEAL- 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER o
MANUFACTURERS
SPECIFICATION FOR NUMBER o
AND LOCATION
0
MIN. ROOF SLOPE 2-1/12:12
0
0
0
0
0
SUBSEQUENTROWS
3/8' TO 1/2" ADHESIVE BEAD
FOR A 1' WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
WAFER HEADED SCREWS
7/16" O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER
1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6.O.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE N.T.S.
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Table 7.1.1 Allowable Spans and Design /Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
Note: Total hod panel width =mom wbth 4 wall width +overhang. 'Design or applied bad based on the affective area of the panel
Table 7.1.2 Allowable Spans and Design 1 Applied Loads' (#/SF)
Note: Total mof panel width . mom width +wall width +overhang, eDerJgn or applied bad based on the effective area of the panel.
Table 7.1.3 Allowable Spans and Design I Applied Loads* (#/SF)
Note: Total mdpandwidth=momwiAM+waOwidth+overhaW. *Design orappiled bad based on the effective arsadthe panel
Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF)
Note: Total rod panel width,: room width+won width+overhang. 'Dadgn or applied bad based on the affective area d the pend
f
Table 7.1.5 Allowable Spans and Design /Applied Loads* (#/SF)
for Industry Standard Cleated Panels for Various Loads
Wind
Open Struce.Pas
an Stnhctvras
M ad Roof
cm&n Room
n can Rooms
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4
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740-1 1 31 A" 27 '-17 27 6- 46 T T-9' S' -it 51 T<- 51 TS 45
140- 1 31 27 '-11 7 4 T 40 T- 4 65 5 T 59 T- 5 89
150 2 S-11' 52 7W 52S' 46 5'-5 60 6-6 6-10- 68 J 1
1.114- x 12"X-0 030' tested Panels Aluminum Allov 3105 H-14 or 1•25
open strucNres en G' -a ooms Overhang
wind MonoSlo ed Rod a Attached Covers Enclosed Cantilever
Zona 1 4 1 3 4 1S2 3 4 All
MPH) PH s .Moad• s oar' s Moad' s am- s Mead• a nn s Moad• s Moad• spannwcr Roofs
100 1 11-11 B' ' 1014- 10'- T -W g - s' 3'- 4
110 8"I" 1 11'- 14 11'- 14 1 5 8' 5 1 36 11 7-1' 11' 65
T6- B'• 10' 10'-11 S g'- 6- 4 8' 9 B'- 9
123 8' 21 1 21 1 -1Ti- 9' 32 65 4 3 41 41 69
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140-2 9'• 9'- 27 6 4 4 8'4' 4 v- 1 9 T- 89
1 o 6-11 32 9'-1 3 64" 52 -10" 46 8'-0" 46 5'-10' W fib 4 7-5 1 2
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NOW: t otat root panw wM - man vAM +wa0 width + overhang. 'Design or applied bad based on the affadivs area d the panel
Net&: Trial root panel width a mom width +well width+ overhang. *Design or applied bad based on the affective ansa of the panel
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2"= V-0"
Table 7.2.1_. Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads* (#/SF)
Mr anufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
Note: Total roof panel width = roam width +wall width + overhang. 'Design or applied load based on the affective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & U180
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#/SF)
Manufacturers' Proprietary Products: statewide Product Approval #FL 5500 & FL 7561
Note: Total roof panel width -room wldlh +wall width + overhang. *Design or applied load based on the affective area of the panel
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ED
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1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
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150
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ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
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6"x48" x 0.024' Panels Aluminum NI 3105 H-14 or H-25 2.0 EPS Coro Dens Foam Q
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19'4' 34 18'-8' 34 4'-0• 69 LLO 013020'-10' 20 23'-3' 20 22'-6' 20 1 -1• 29 19'-1' 29 18'-5' 9 1 45 16'-8• 38 16'-1• 38 4'-O" 77 20 2 'S' 20 24-8• 20 16'-8' 29 20'-11' 29 20'-r 29 16'4' 38 18'3' 38 17-' 38 4-0' 77
140.1 194' 23 21'-8' 23 20'-71' 23 15'-9' 34 tr-7` 34 1T-0• 34 13'-8• 4 16'-B• 38 16'-1' 3tl 4'-0• 89 1'5' 23 23'-9' 23 27-11' 23 1T3• 34 194• 34 18'5' 34 16'4' 38 18'3' 38 17-8• 38 4-W 89
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19' 38 18'-9' 38 4'-0' 7
40- T 23 25'3• 23 24'5' 23 18'4' 34 20'-0' 34 19'-10• 34 1T-5' 195• 38 18'-9• 38 4'-0• 9
140.2 27-7' 23 25'3• 23 4'S' 23 18'4' 34 20'-6' 34 19'-10• 34 16'-Y 44 18'-1' 44 1r5' 44 4'-0• 99
150 21'3' 26 23'-9' 26 27-71• 26 1T -Y 39 19'-2' 39 B'e6• 39 13'-10• 60 16'-8' S1- 18'-Y_ 51_ 4'-0'_ 102
2.00',f
A = 0.423in.'
0.043" o Ix = 0.233 in'
Sx = 0.233 in?
6061 - T6
2" x 2" x 0.043" HOLLOW SECTION
SCALE 2' = 1'-0'
2.Oo"
A = 0.580 in?
g
0.045
Ix = 0.663 in'
Sx = 0.453 in?
6061 - T6
2.-x, 3" x 0.044" HOLLOW SECTION
SCALE 2"= 1'-0"
2.00"
c A = 0.745 in'
0.050" ix = 1.537 in'
Sx = 0.765 in.-
6061
n?
6061 - T6
2"-x 4"x 0.050" HOLLOW SECTION
SCALE 2"= 1'-0'
2.00"
0C
vi A = 1.005 in'
0.060' Ix = 3.179 in'
Sx = 1.268 in?
6061 - T6
2" x 5" x 0.060" HOLLOW SECTION
SCALE 2'= 1'-0'
3.00'
tj
A = 0.543 in?
Ix = 0.338 i0.045' Sx = 0.335 in?
6061 - T6
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2' =1'-0"
3.00-
A = 0.826 in?
0.070"$ Ix = 0.498 in.'
Sx = 0.494 in? N
6061 - T6
3" x 2" x 0.070" HOLLOW SECTION
SCALE 2"= 1'-0'
2.00"*
I I
2.00"*
O
A = 0.868in?
z
Ix = 2.303 in'
S
W
o Sx = 1.142 in?
SHEET wz
c 6061 - T6
z
NOMINAL THICKNESS:
11'
0.045' WEB, 0.044' FLANGE
w
o
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12- O.C.
6 A = 1.880 in?
TOP AND BOTTOM OF EACH BEAM Ix = 17.315 in'
LL
Sx = 4.312 in?
2" x 4" x 0.045" x 0.043"
OF 12
6061- T6
SELF MATING SECTION k*L0.045'
NOMINAL THICKNESS:
SCALE 2' = 1'-0' WEB, 0.044' FLANGE
2.00'
A = 1.049 in?
0 Ix = 4.206 in'
Sx = 1.672 in?
6061 -T6
4 NOMINAL THICKNESS:
0.050' WEB, 0.058' FLANGE
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.058"
SELF MATING SECTION
SCALE 2"= 1'-0"
2.OD"
A = 1.187 in' '
Ix = 6.686 in'
Sx = 2.217 in?
6061-
NOMINAL
061-
NOMINAL THICKNESS:
0.050' WEB, 0.060' FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050"X 0.060"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
I
C) A = 1.351 in?
n Ix = 9.796 in'
Sx = 2.786 in?
6061 - T6
NOMINAL THICKNESS:
0.055" WEB, 0.060' FLANGE
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12' O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.055" x 0.060"
SELF MATING SECTION
SCALE 2' =1'-0'
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.070" x 0.112"
SELF MATING SECTION
SCALE 2" = V -W
T2.00'
II
ori
A = 1.972 in?
Ix = 21.673 in'
Sx = 4.800 in?
6061 - T6
NOMINAL THICKNESS:
0.070' WEB, 0.102" FLANGE
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.070" x 0.102"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00'
5" EXTRUDED GUTTER
SCALE 2"= T-0*
A = 1.071 in'
Ix = 2.750 in. '
Sx =1.096 in?
6061 - T6
NOMINAL THICKNESS:
0.070' TYPICAL
RAISED EXTERNAL IDENTIFICATION MARK Tm
FOR IDENTIFICATION OF EAGLE 6061
ALLOY PRODUCTS
SCALE 2"= 1*
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 w) 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 thisA = 3.003 in? identification mark to simplify identification when using our 6061 Alloy products.
Ix = 42.601 in'
Sx = 8.493 in? A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
6061 -T6 purchased. This should be displayed on site for review at final inspection.
NOMINAL THICKNESS:
0.090' WEB, 0.187' FLANGE
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.090" x 0.187"
SELF MATING SECTION
SCALE 2= V -W
The inspector should look for the Identification mark as specified below to validate the uce of 6061
engineering.
EAGLE 6061 I.D.
DIE MARK
0
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08-12-2010 OF 12
SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard' anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fe = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 1/2"4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied 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 paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with 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 bean provided. Allowable loads
include a 133% wind load increase as provided for in The 2007 Florida Building
Code With 2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
SelfTapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d -diameter
Embedment
Depth
in.)
Mln. Edge DIsL 8
Anchor SpacingkAllowable
Sd (In.)
Loads
ension Shear
153
ZAMAC NAIUN (Drive Anchors)
228
114" 1-12" 1 1-114"
2" 1 1-114"
1 273# 1
1 316# 1
236#
236#
141
TAPPER (Concrete Screws
177 231
3116" 1.114" 15116"
1,314" 15116"
286#
371#
167#
259#
1/4" 1-114" 1-114"
1,314" 1-1/4"
427#
5449
200#
216#
318" 1-12" 1-9/16"
1314" 3,318"
5111
703#
402#
455#
14
POWER BOLT (Expansion Bolt
186
114• 2" 1-114" 624# 261#
5116" 3" 1-718" 936# 751#
318" 3-12" 1 1-9/16" 1,575# 1,425#
12" 5" 1 2.12• 2,332# 2,220#
232
POWER STUD a e -Gott®
291 381
1/4^ 2,314" 1-114" 812# 326#
318" 4-114" 1-716" 1,358# 921#
12" 6" 2-12" 2,271# 1,218#
5/8" T 2-114" 3,288# 1 2,202#
wee a twit
2-12" 2-114" 8789 RI3/8'3-12• 3-114• 1,705#
12" 4" 3,3/4"1,774# 1
Notes:
1. Concrete screws are limited to T embedment by manufacturers.
2. Values listed are allowed bads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
S. Allowable loads are Increased by 1.00 for wind bad.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving bads 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 = T-0" O.C.
allowed span = 20'-S (fable 1.1)
UPLIFT LOAD-12(BEAM SPAM x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 12(20.427xTx1D#/Sq.FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright.
Table is based on Rawl Products' allowable bads for 2,500 ps.i. concrete.
Screw/Bott Allowable Tensile Loads on Screws for Nominal Wall Thickness rr) (lbs.)
8 0.164" 122 139 153 200 1 228 255
1.11 1.60
910 0.190• 141 161 177 231 263 295
Allowable Loads & Roof Areas Over Posts
912 0210" 156 178 196 256 291 327
14 0.250• 186 212 232 305 347 389 529
114" 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
12" 0.60" 373 423 465 609 693 779 1057
12"
PE OF FASTENER= Expansion Bolls Rawl Power Bolt or Equivalent
Allowable Shear Loads on Screws for Nominal Wall Thickness rt (lbs.)
Screw/Bolt
2-12" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S
Single Shear
12"e 3" 1 1806# - 51 SF 13612# -102
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 0210" 150 171 188 246 280 293
14 0250" 179 203 223 292 333 374 SD8
114" 0240• 172 195 214 281 32D 358 487
5116" 0.3125-1 223 254 279 366 416 467 634
318" 0.375" 1 268 305 335 439 499 560 761
12" 0.50" 357 406 447 585 666 747 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness Cr) (Ibs.)
Bolt Double Shear
Size Nd MOW 0.050" 0.056" 1 0.072" 1 0.082" 1 0.092" 1 0.125'
1/4' 0240" 343 390 429 561 639 717 974
5116" 0.3125"446 508 559 732 832 934 1269
318' 0.375" 536 1 610 1 670 876 998 1120 1522
12" 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 to match total wall Oticknws
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of from members Is 0.036" aluminum and 26 ga steel.
Allowable Load Coverslon Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multipliers
Tension Shear
Sd 1.00 1.00
6d 1.04 1.20
7d 1.08 1.40
8d 1.11 1.60
9d 1.14 1.80
10d 1.18 2.00
11d 121
12d 1.25
Table 9.5A Allowable Loads & Roof Areas Over Posts
Aflowilble Load
Multi Ilers
Tonalonj Shear
for Metal to Metal, Beam to Upright Bolt Connections
125
Enclosed Structures @ 27.42 #/SF
Fastener
dlam. min. edge dmin. r. No. of Fasteners 1RoofAraa(SFI
distance I to ctr. 11Area 2/Area I 3/Area I 4/Area
114" 12" 518" 1,454-53 2.908-106 4.362- 159 5,819-2121
5116" 318" 718" 1,894 - 69 3388-13815.682-207 7,576-276
318" 314' 1 1" 2272 - 82 4.544-1661 6,816 - 249 9,086 -331
12" 1" 1-1/4" 3,030-110 6,060-221 9,090-332 12,120-442
Table 9.5B Allowable Loads & Roof Areas Over Posts
114"a 1-12" 273#-10 SF 546#-20 SF 819# _.SF
2 316#-12 SF 632#-23 SF 1 948#-35 SF 1 1264#-46 SF
for Metal to Metal, Beam to Upright Bolt Connections
3116"o 1-114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF
I V4" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF
Enclosed Structures @ 35.53 NSFFastener
1314" 427#-16 SF 854#-31 SF 1281#-47SF 1708#-62 SF
diam. min. edge min. ch. No. of Fasteners I Roof Area S
distance to etr. 1 1 /Area 21 Area I 3 / Arca 41 Area
114" 12" SW 1,454-41 2,908-82 4,362-125 5,819-164
5116" 318" 718' 1,894-53 3,788-107 5,682-160 7,576-213
318" 314" 1" 72_642- 64 4.544-1281 6,816-192 9,080 -256
12" 1" 1-114• 3,030 45 6.060-1711 9.090-956 12120 -341
Notes for Tables 9.5 A. B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure B";
1 = 1.0.
2. Minimum spacing Is 2-12d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws.
Molts, and rivets.
Allowable Load Conversions
for Edge Distances More Than Sd
Edge
Distance
Aflowilble Load
Multi Ilers
Tonalonj Shear
12d 125
11d 121
10d 1.18 2.00
9d 1.14 1.80
lid 1.11 1.60
7d 1.08 1.40
Sd 1.04 120
Sd 1.00 1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws In Tension Only
Maximum Allowable -Load and Attributable Roof Area for120 MPH Wind Zone (27.42 # / SF)
rFnr Wind R"ninnc other lh"n 1•ln MP14 11- r--i- Tahls "t Mott..,,, of the" ..".."1
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of Number of Fasteners
Embedment 1 2 1 3 4
1/4"o
1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF
1.112' 396#-14 SF 792#-29SF 1188#-43 SF 1584#-58 SF
2.12" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF
multiply allowable bads and roof areas by One
1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF
5116"o 1-12" 468#-17 SF 936#-34 SF 1404#-51 SF 1872W# -68S
WIND APPLIED CONVERSION
2-12" 781x1-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF
318^e
1" 356#-13 SF 712#-26 SF 1068#-39 SF 1424#-52 SF
1-112" 534#-19 SF 1068#-395F 1601-58SF 2136#-78 SF
2.12" 890#-32 SF 178M-65 SF 2670#-97 SF 3560#-130 SF
CONNECTING TO: CONCRETE [Min. 2,500 psU for PARTIALLY ENCLOSED Buildings
Fastener I Length of Number of Fasteners
Diameter Embedment 1 1 2 1 3 1 4
TYPE OF FASTENER -"Quick Set? Concrete Screw (Rawl Zamac NalliMSi
114"a 1-12" 273#-10 SF 546#-20 SF 819# _.SF
2 316#-12 SF 632#-23 SF 1 948#-35 SF 1 1264#-46 SF
TYPE OF FASTENER - Concrete Screw (Raw] Tapper or Equivalent)
3116"o 1-114" 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF
I V4" 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF
1/4"o 1-114" 365#-13 SF 730#-27 SF 1099-40SF 1460#-53 SF
1314" 427#-16 SF 854#-31 SF 1281#-47SF 1708#-62 SF
318"a 1-12" 511#-19 SF 1022#-37SF 1533#-56 SF 2044#-75 SF
1314" 703#-26 SF 1406#-51 SF 2109#-775F 2812#-103 SF
TYPE OF FASTENER = Expansion Bolts (Rawl Power Boit or Equivalent
318"o2.12' 105Q#- 38 SF 2100# - 77 SF 3150# -115 SF 4200# -153 SF
3-12" 1575# - 57 SF 3150# -115 SF 4725# -172 S 6300-9' -230 SF
12"a 3" 1399#-51 SF 2798#-102 SF 4197#-153 SF 5596#-204 SF
5" 2332# - 85 SF 14664# -170 SFI 6996# - 255 SF 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 Tables Shown),
between anchors shall not be less than 5d where multiply allowable bads and roof areas by One
d Is the anchor diameter. conversion factor.
2. Allowable roof areas are based on bads for
Glass / Enclosed Rooms (MWFRS): 1= 1.00. WIND APPLIED CONVERSION
3/16•
REGION LOAD FACTOR
2" x 4" x 0.044•
100 26.6 1.01
1' x 1' x 1/16' 0.063
110 26.8 1.01
Table 9.7
120 27.4 1.00
Rivet Diameter Tension Ibs. Shear Tension lbs. Shear
123 28.9 0.97
129 176
130 322 0.92
5/32'
140.1 37.3 0.86
340 490
140-2 37.3 0.86
262 375
150 428 0.80
Table 9.6
Screw 0
Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
Metal lo Plywood
12 4 ply 518" 4 ply 3/4" 4 ply
Shear Pull Out Shear Pull Gut Shear I Pull Out
Pbs.) (lbs.11 lbs. lbs. (Ahslbs
8 93 48 113 59
Max Stm of Beam
Upright
Attachment Type
h110 100 55 120 69 14,1
2" x 4" x 0.044"
12 118 71131 7811'14
3/16• 10
2" x 4" x 0.044•
132 70 145all
1' x 1' x 1/16' 0.063 3116"
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel I Steel Mandrel
Rivet Diameter Tension Ibs. Shear Tension lbs. Shear
118" 129 176 210 325
5/32' 187 263 340 490
3116" 262 375 445 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exnnsurn_a
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2 For post attachments use wall attachment type = to waft of member thickness to
determine angle or u channel and use next higher thickness for angle or u channal than the
upright wag tltckness.
3. Inside connections members shag be used whenever possible
i.e. Use in Ileu of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection if ooWbte.
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 Reoions other than 120 MPH. Use Conversion Table at Bottom of this canal
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Minimum Anchor Size for Extrusions Z
Maximum Screw I Anchor Size
Max Stm of Beam
Upright
Attachment Type Size Description To Wall
0
To Upright/ Bea
0
2" x 4" x 0.044" Angle 1' x V x 0.045 3/16• 10
2" x 4" x 0.044• Angle 1' x 1' x 1/16' 0.063 3116" 12
Tx 5"x0.072" U -channel 1 -1/2'x1 -12•x1 -12•x0.125" 12" 14
Z"x6"x0.072" Uchannel 1'x2-1/8'x1"x0.050' 5/16' 5116
2"x8"xo.072" Angle 1'x1'x 1/8'(0.125-) 3116' 12
2" x 10" x 0.072" Angle 140 x 1-12.1116'(0.062') 1/4• 12
2" x T x 0.072" Angle 1-12' x 1-12.3/16'(0.186') 1/4' 14
2" x 10" x 0.072" Angle 1-12• x 1-12" 1/8(0.062) 1/4• 14
2"x7'xO.072' Angle 13W x 1314•x 1/8•(0.125") 114• 14
Tx10"x0.072" Uchannel 1314' x 13/4' x 1-3/4'x 1/8" are• 14
2"xiVx0.o72" Angle rxZ'x0.093' M.
1-12"
1-314"
2"x101x0.072" Angle 2"x2'xt/8•(0.125J 5116" 5116'
2"x10'x0.072" Angle 2'xTx3116'(0.3137 12" 12"
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2 For post attachments use wall attachment type = to waft of member thickness to
determine angle or u channel and use next higher thickness for angle or u channal than the
upright wag tltckness.
3. Inside connections members shag be used whenever possible
i.e. Use in Ileu of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection if ooWbte.
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 Reoions other than 120 MPH. Use Conversion Table at Bottom of this canal
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Minimum Anchor Size for Extrusions Z
Fastener
Diameter
Length of
Embedment 1
Number of
2
Fasteners
3 4
114"a
1" 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF
1-12" 39W-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF
It'
2-12" 66D# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640#- 74 SF
5116"e
1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF
1-12" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF
2-12" 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF
Z
1" 356#-10SF 712#--20 SF S1068#-3 142346##-40 SSF
251603601-12" 534#-15 SF 10630SF 12
2-12" 890# - 25 SF I 1780# - 50 SF 1 2670# - 75 SF 3560# - 100 S
CONNECTINGTO: CONCRETE in. 2,500 pfor PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
I
1 1
Number of Fasteners
2 1 3 1 4
PE OF FASTENER - "Quick Set" Concrete Screw Rawl Zamaa Nallin or Equivalent
1/4"a 1-12"
2"
233# -BSE
270#-10SF
466#-17 SF
540#-20SF I
69W-25 SF
81D#-30SF
932#-34 SF
1080#-39 SF
TYPE OF FASTENER - Concrete Screw Rawl Tapper or Equivalent
3116"o 1-12"
1-314"
246#-7 SF
317#-9 SF
492#-14 SF
634#-18SF
738#-21 SF
951#-27 SF
984#-28 SF
1268#-36 SF
114"e 1-12"
1-314"
365#-10 SF
465#-13 SF
730#-21 SF
93D#-26 SF
1095#-31 SF
1395#-39 SF
1460#-41 SF
1660#-52 SF
318"e 1-12"
1314"
437#-12 SF
601#-17 SF
874#-25 SF
1202#-34 Sr 1
1311#-37SF
1803#-51 SF
1748#-49 SF
2404#-68 SF
PE OF FASTENER= Expansion Bolls Rawl Power Bolt or Equivalent
316"e 2-12" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S
3-12" 1303# -37SF 2606# - 73 SF 3909# -110 S 5212# -147 S
12"e 3" 1 1806# - 51 SF 13612# -102 5418#-152 SFJ 7224# - 203 S
S1 1993# - 66 SF 13986# - 112 SFI 5979# -168 SF 7972# - 224 S j.
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less Own 5d
whom d Is the anchor diameter.
2 Allowable loads have been Increased by 1.33 for
wird Wdmg.
3. Allowable roof areas are based on bads for
Glass / Partially Enclosed Rooms (MWFRS)
I=1.00
WIND LOAD CONVERSION TABLE: tQl-
For Wind Zones/Reglons other than 120 MPH W
Tables Shown), multiply allowable bads and roof
areas by the conversion factor. til
REGION I LOAD
OZQ
Table 9.9 Minimum Anchor Size for Extrusions Z
Metal to Metal
O
Anchor Size
Wall Connection
10
Q
Extrusions Wall Metal Upright Concrete Wood
318"
U
2"x 10" 114" #14 1 114- 1/4'
0.58
It'
2'x 9" 114" #14 J 114" 114"
10
Z
2"x B" 114" #12 1 114- #12
0.57
W
Z" x T 3116" #10 3116- #10
0.58 0.72
2" x 6" or less 3/16" #8 3116- #8
0.46
Z
14 0.46 0.57
O
Note:
Ob9
y
Wall, beam and upright minimum anchor sizes shall be used for super gutter Z
connections.
0.46
D 0
1.00 0.79
Z
Table 9.10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes
U
1: 5
0.58 0.79
a:
wz
a;;
W0O
U.
W
1 a
In 0
OF
cc
Alternative Anchor Selection Factors for Anchor I Screw Sizes AWL
J
Q
M
Z fn
Q 2
2O
Z O
C0 J
W Z
0 - in
OfWofW
U LU
J U)
U_
U
C0 Z
W
W
Z
U)
J
Q
O
J WrNic
LL W LLL
W 2 c mLLILO
C ti a v
mCO
n _ n
W co X L
a o
CD J m
0 O toCUn, -C
9
E
m
CLCLC
to
0
m
U
to
v
m
v
LL
P. -
CDN
Concrete and Wood Anchors Dyna Bolts (15/8" and a
m
concrete screws: 2" maximum embedment) 2-1/4" embedment respectively) W J
QQAnchorSize3116" 1/4" 31B" Anchor
Size
3116" 12"
WJ3116" 1.00 0.83 0.50 3116" 1.00 0.46 a114• 0.83 1.00 0.50 =12" 0.46 1.00 w3B"0.50 OSB 1.00 LL J
Multiply the number of #8 screws x size of anchortscrew desired and round up to the next even raimbegY M
Metal to Metal
O
Anchor Size 8 10 12 14' 5116" 318"
8 1.00 0.80 0.58 0.46 027 021
10 0.80 1.00 0.72 0.57 0.33 026
12 0.58 0.72 1.00 0.78 0.46 0.36
14 0.46 0.57 0.78 1.00 Ob9 0.46
5116" 027 0.33 0.46 0.59 1.00 0.79
318" 021 026 0.36 0.58 0.79 1.00
wz
a;;
W0O
U.
W
1 a
In 0
OF
cc
Alternative Anchor Selection Factors for Anchor I Screw Sizes AWL
J
Q
M
Z fn
Q 2
2O
Z O
C0 J
W Z
0 - in
OfWofW
U LU
J U)
U_
U
C0 Z
W
W
Z
U)
J
Q
O
J WrNic
LL W LLL
W 2 c mLLILO
C ti a v
mCO
n _ n
W co X L
a o
CD J m
0 O toCUn, -C
9
E
m
CLCLC
to
0
m
U
to
v
m
v
LL
P. -
CDN
Concrete and Wood Anchors Dyna Bolts (15/8" and a
m
concrete screws: 2" maximum embedment) 2-1/4" embedment respectively) W J
QQAnchorSize3116" 1/4" 31B" Anchor
Size
3116" 12"
WJ3116" 1.00 0.83 0.50 3116" 1.00 0.46 a114• 0.83 1.00 0.50 =12" 0.46 1.00 w3B"0.50 OSB 1.00 LL J
Multiply the number of #8 screws x size of anchortscrew desired and round up to the next even raimbegY M
of screws.
1- O
Example: m
K (10)#8 screws are required, the number of #10 screws desired is: ... to 7 1 O
9
7
0.8x10=(8)#10 X tu Z
w _J SEAL K
o' O iSHEET
1 ILQ =
coo 12
w
Zy W
Z
9 W
12 m
08-12-2010 OF