HomeMy WebLinkAbout266 Maybeck Ct06/07/2011 20:05 4078307778 SUN STATE SIDING PAGE 02/03
UNZFIMIENTIONCY;
R
NFORD
BUILDING i
PERMIT APPLICATION
GV
Application No: I
pp -7 Documented Construction Value:
Job Adciress:'d-U(o aq b4 --j<- Ci- Historic District: Yes No L f
Parcel YD: -Z Q 1 3O •- 5 Sy - (2) 6 - 1 ZZco Zoning:
Description of Work: Urn rr'o• n/,- ;Perc n pOCh ,>j 115'Ae) int ) roc- cwi ey i ChM (Qfo
Plan Review Contact Person; ,-\ Ge, sg r'r Title: re -6
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Phone: 46-1 '(v(-ggA9 Ce -1I Fax: 40-0 Nan' -31Q4 lE-mail• 1-r s d n
Property Owner Information
Name _ 1 i^n Phone: 40"i 5'5l - 5100
Street: -'-M Co Ion cs.l Ceh er NAW-* Resident of property?: _ 0 d
City, State Zip: Lod& H a cq L. 32-? ±(e
Contractor Infomnation
Name .50n 9;1 al l,c, Phone• yid? 4U 994 ae-11- 407 8-r 78
Street: 510- i-uk e- Le i1z; Fax; 40 5 l91+
City, State Zip: 0-) y 10 otter State License No.:
ArchitectlEngineer Information
Street11'i ru 04' Fax -
city; St, zip: POE+ Of4•vVtZ FL '3` 127 E-mail: L Iib . Cam
Bonding Company:
Address:
Building ]Permit Q
r
S,quare,feotage:
Mortgage Lender:
Address:
PERMIT INFORMATION
Constructi6n Type: _ No. of Stories:
No. of Dwelling Units: Flood Zone:
Electrical Q
New Sl rvice - No. of AMPS:
Mechanical 17 (Duct layout requlmd for new systems)
Plumbing
New Coastraction - No. of Fixtures:
Fire Sprinkler/Alarm No. of heads:
06/07/2011 20:05 4078307778 SUN STATE SIDING PAGE 03103
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 cansttuction in, this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, Signa, wells, pools, ilia races, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I eertiirY that all of the foregoing information is accurate and that all work will
be done in compliance witb all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMIbIENCEWENT MAY
RESULT IN YOUR PAYING MCE FOR IMPRO NTS TO YOUR PROPERTY. 'A NOTICE
OF COMIENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR,
LFMER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CON01[ENCEMENT.
TTC : 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 peruait is verification that I will notify the owner of the property of the requirements of FloridaLimnLaw, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed comract is required in order
to calculate a plan review charge. If the executed eonWAct is not submitted, we reserve the rigbtt to calculate the
plan review fee based on past permit activity levels. Should calculated ct ges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when thepermitisreleased.
L. GRISELDA BREA
MY COMMISSION#DD989965
EXPIRES: MAY 09, 2014
Bended through 1st State Insurance
Owner/Agent is ZpMonally Known to Me or
Produced ID Type of)UD
APPROVALS: ZONING: /YI/4 6-13-U lJTILITTES:
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L. GRISELDA BREA
MY COMMISSION #DD989965
EXPIRES: MAY 09, 2014
Bonded through 1 st Slate Insurance
Contractor/Agent is !/ Person-tuy x-uown to Me or
Produced ID Type of W
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SUN STATE SIDING, INC.
Q0 LAKE LENELLE DRIVE
ULUOTA, FL 32766
DONALD G. GEISSLER, JR.
SCCO48423
407 830-7778 PHONE/407 365-3194 FAX
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769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808
Member of Um Florida Surveying and Mapping Society and American Congress on Surveying and Mapping
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34'R/W) Tract V'Acxess
LEGAL DESCR/P770N .
Lots ,
Riverview Townhomes Phase 11,
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the pubfi-m=ds ofSaourrde Courcy, Rcefda
FLOOD HAZARD DATA: TheparoefMow lawn fees mblun froodzvne W
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Iruraaace f7afe MapsFrvvxWd byFFMA. No &dswvel mW Mw p&fv wd by
ft tum to determine ffwzorme. The ezadzdanekxxdar can ornlybe deiarmined
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Genera! Notes:
1. Ths is a BOUNDARY Survey performed in the rxW an PR O poses
2 No aerial, surface or subsurface uglykmwatior4 underground Impvvenents or.
subsurfacWwrfal enaoachmerts, if any, ware located
Bukft fres shown are to the extenbrwtfnished feandaffon sunace orformboard
4. Efevations shown hereon, if any, are assumed and were obtained from approved -
Consiruction plans provided by the Ctrent unless otherwise noted! and are shown
0* to depict the proposed or actual dfflibw ce to elevation relative to the assumed
temporary Benchmark shown hereon.
rs The parcel shown hereon is subieatto as easements, reservations, msirxfions. and
Rights-of-way of record wheilwdepided or not on this document No search of the
Pubifo Records has been made by this ofice
6. The fogaf descrmbon shown hereon is as Aunishad by client
7. Platted and measured distances and dsecbons are the same iuuess omen=& noted.
a Copies of dus Survey may be made for the onginal barimxfon Dray.
Denotes %* kon rod with plastic cap marked tB4937, or 3r bon rod with
red plastic pp marked Witness Comer, unless otherwise noted.
O Denotes P,C P. (Permanent conbul point)
Denotes permanent Reforence Monument
02010 Herx & Associates Inc. Al righis reserved
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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 loads, walk-on or live loads,
and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones
may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby
listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
of review and statement no financial interest is available upon requesL A copy of Brian Sur ings' letter is
posted on my web site, www.lebpe.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer,
or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic &Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and purlin details.
SHEET 5: Beam connection detals.
SHEET 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 8-130: Tables showing 130 mph frame member spans.
SHEET 8440: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEET 10C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water
relief detail, beam connection to fascia details, pan roof achoring details.
SHEET 10E: Panel roof to ridge beam Q post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 10F: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 10H: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
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") 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
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(9xb) 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, Contractor's use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME: D0 -s 910 G` GCC S57-sa V
CONTRACTOR LICENSE NUMBER: VL co L4 (y 3
1CONTCOURSE # 0002299 ATTENDANCE DATE: Zo —10 -
CONTRACTORRACTOR SIGNATURE:
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
v5'
e
1. Check the building permit for the following: Yes No 4a. Permit card & address . . . . . . . .
r . . . . . . . . _ _ 0b. Approved drawings and addendums as required .
c. Plot plan or survey . 6
d. Notice of commencement .$ g
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for. Yes No g
a. Structure's length, projection, plan & height as shown on the plans. _
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . _ H
c. Purlin sizes, span & spacing. ... _ _ _
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . .. _ p 3
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . — a m
f. Knee braces are properly installed (d required) . . . . . . . . . ... . . . . . . _ Qg. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . .
3. Check load bearing uprights / walls to deck for. Yes No
a. Angle bracket size &thickness . _
b. Correct number, size & spacing of fasteners to upright . . . . . . _
c. Correct number, size & spacing of fasteners of angle to deck and sole plate
d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for. Yes No
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . _ ,J
b. Number, size & spacing of anchors of beam to receiver or receiver to Trost stricture _ Q ` c
c. Header attachment to host structure or beam
d. Roof panel attachment to receiver or host structure .Z (4 W w
e. If angle brackets are used for framing connections, check number, size & thickness Q 2 Q G
of fasteners . . . . . . . . . . . . . . . a O Z o
f. Post to beam attachments to slab . . . . . _ _ Z O ` 0 N
5. Check roof panel system for Yes No 0 0 5 ca. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . . _ z Z m
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . _ W Z LU E
c. Header attachment to host stricture or beam . . . . f7 Z :E O
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . . .w N %
A
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
Laveran E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B' cr'C_ or'D' ; Importance Factor 0.87 for 100 MPH and 0.77 for 1rVPH and higher, 120
MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure I , Design Pressures
for Screen /Vinyl ms can be found on 3A -3i:
a. "B" exposure= PSF for Roofs & 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.
yiJl' OLO GG'S j'ylL Phone: t 7 830 MA
tract r Authorized Rep* Name (plea a print)
A A :_o F Dale: I
Contractor / Authorized Rep' Signature
M)
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 / Designer's 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 & pudin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . 4 - Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D" Exposure for load width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED --]
F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
t EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . -
Tables 3A.2.1, 3A.2.2, or 3A2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone andlor'C' Exposure for load
width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED
F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
L 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: I
1. Beam to upright t
2. T
3. Beam to wall .. -
4. Beam to beam . . . . . . . .. . . . . . . . . . . . . . . . . . . . . ..
5 Chair rail, purlins, & 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 Engineer+'s Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure rapacity.
3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing
slab and 20'-0" with a type 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.
S. 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 maybe attached to,
then a'fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
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 end caps or aftemate water relief ports
in the gutter.
14. All aluminum extrusions 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 /
NPE4 / NSA 2100-2 for category I, 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 coal 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..7he 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 nor magnetic stainiess 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 Associalon 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 w ill areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event, For
rooms where the glazed and composite paneUsolid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 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, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection with a 7 overhang. Any greater load width shall be site specfic.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 moms are considered to be main frame resistance components. To convert the
above loads from Exposure "B' to Exposures "C" or "D' see Table 3A -C next page.
Table 3A -A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others. Exoosure "B"
Table 3A-13 Conversion Factors
for Over Hangs
From exposure -e- to exposure "C"
Wind Zone Applied Load Deflection Bending
MPH #rd, d b
100
RoofpApplied
1.01 1.02
Walls
47.1
Wind Zone Applied Load Deflectiond
MPH IN5 dr5
Load, Deflectia:- Bending
d b100
120
10.0 1.09
1.00
0 1.08 1.12
110 11.0 1.06
0.95
0 1.05 1.07
120 13.0 1.00
65.7
5.0 1.00 1.00
123 13.3 0.99
LLO
5.9 0.98 0.97
130 15.0 0.95 8.0 0.94 0.91
140-182 17.0 0.91
o
1.0 0.139 0.85
1520.0.874.0
U
0.85 0.79
Table 3A-13 Conversion Factors
for Over Hangs
From exposure -e- to exposure "C"
Wind Zone Applied Load Deflection Bending
MPH #rd, d b
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
130 56.6 0.95 0.92
140-1 65.7 0.90 0.86
140-2 65.7 0.90 0.86
150 75.4 0.86 0.80
O
Conversion Table 3A -C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" e
B" "C
m
Exposure to
Mean RodLoad Span Multiplier
Exposure
Load
a to
Span Multiplier QHeight* Conversion Conversion F
Factor Bending Deflection Factor Banding Deflection
0-1w 121 0.91 0.94 1.47 0.83 0.88
W-20' 129 0.88 0.92 1.54 0.81 0.87 -Wj
20'-25' 1.34 0.86 0.91 1.60 0.79 0.66 V'
25'-30' 1.40 0.85 0.89 1.66 0.78
Q
0.a5 W
Use larger mean roof height of host structure or enclosure
4(1
tar
LLO
Values are from ASCE 7-05
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USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D'
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EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. Z
EXPOSURE C: Open terrain wih scattered obstructions, Including surface undulaltions or othnr
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irregularities, having heights generally less than 30 feet extending more than 1,500 feet OLL Lu
from the building site In any quadrant p m
1. An builds located within Exposure B-
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horizontally in any direction of open areas of Exposure C-type terrain that extends mor a tDthan600feetandwidthgreaterthan150ftW
2. No short term changes in b', 2 years before site evaluation and build out within 3 ars, r,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or g
a w
tep wthan1,500 feet w
4. Open terrain for more than 1,500 feet in any quadrant u6 _
SITE IS EXPOSURE: EVALUATED BY: 6 DATE: Lu ?;
SIGNATURE: LICENSE#: Attl4DIZZ u_
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INTERIOR BE
PER TABLES 3A
HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER. BEAM POST
TYPICAL_ SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL HOST STRUCTURE OR
ROOF SECTION) ^ — FOURTH WALL FRAME
RIDGE BEAM
PER TABLES 3A.1 A)
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A1.1 8 3Al2)
LW` FOR
H. // UPRIGHT
HEIGHT (h) 1"x 2'
ul- T MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILSPAGE7)
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
p/z .Pliz @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) wOm
0. H. F v
SOLID ROOF X
NO MAXIMUM w N
ELEVATION SLAB OR GRADE) //
P = PROJECTION FROM BLDG.
VARIES VARIES
I
LW = LOAD WIDTH
NOTES: '
P VARIES
1
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-1/4" CONCRETE FASTENER MAX OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW Z -W O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130140 150
8 1 #10 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: -118"- V-0" -
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OMpOSITE OR PAN
SOLID] ROAO 7 NNPANELS TO EDGE 6EAM
TYPE
OR 3A)
PER DETAILS IN SECTION 7 AND /
6" MAXIMUM -J
EDGE BEAM TABLES:
3A.1.1, 2
POST SELECT PER TABLE 3A.3
USE 2 x 3 MINIMUM
2"x 2"x 0.062' ANGLE EACH ® EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH OR SUPER
LEG INTO POST AND INTO ® GUTTER MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL 0- FASCIA (WITH SOLID ROOF)
SCALE: 2"= l'-0'
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES
SEE TABLES 3A.3)
POST NOTCHED TO SUIT
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
1"x 2' MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
r- 2
MINIMUM #8 S.M.S. x 3/4'
lLL
LONG NUMBER REQUIRED
SEE SECTION 7)
EQUAL TO BEAM DEPTH
Q xWz
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EXCEEDS TABLE 1.7 USE w = W z
CANTILEVERED BEAM N 0 5 uJ t7
CONNECTION DETAILS it w
v
SCREEN OR SOLID WALL
I ® -
MAY FACE IN OR OUT)
BOLTS FOR SIDE BEAM
zzw
HOST STRUCTURE ROOFING
SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND
OF BOLTS)I
2" STRAP - LOCATE @ EACH
SIZ3 OF (SEE TABLE
POST, (2) 1/4" x 2' LAG
POST
SI )
nL
SCREWS @ 24" O. C. (MAX.)
08-12-2010 OF
EACH STRAP
2) #10 x 1/2' SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4" BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
6" MAXIMUM -J
EDGE BEAM TABLES:
3A.1.1, 2
POST SELECT PER TABLE 3A.3
USE 2 x 3 MINIMUM
2"x 2"x 0.062' ANGLE EACH ® EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH OR SUPER
LEG INTO POST AND INTO ® GUTTER MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL 0- FASCIA (WITH SOLID ROOF)
SCALE: 2"= l'-0'
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES
SEE TABLES 3A.3)
POST NOTCHED TO SUIT
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
1"x 2' MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
BEAM AND POST SIZES I
1"x 2' MAY BE ATTACHED FOR
SEE TABLE 3A3)
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 -(r
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
OF BOLTS
SEE TABLE 3A.3)
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
tEQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION"DETAIL
SCALE: N.T.S.
2" x 9" x 0.072" x 0.224" BEAM
SHOWN
ya•
1-314" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL \
SEE TABLE FOR LENGTH AND ®® \
OF SCREWS REQUIRED)
4D
X ®® \\
0) ® XX XX XX \
a
XX XX XX ,® \
WHEN FASTENING 2"x 2" \ X X X X X X ®\
THROUGH GUSSET PLATE ®X X X X - X X k X \\
USE #10 x 2" (3) EACH MIN. ®X X X X X X ® \ X X X X
cX kXxcXX® 0 \
V ®
X XX XX XX
f` ® XX X®
Xe®® ya•
q 9
f
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32 \
ALLOY OR HAVE AMINIMUM (D ` tia•
Cr
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM \
I
ds = DIAMETER OF SCREW \ ®
L1
2d' 2YA6 \\
STRAP TABLE
2"x 6" x 0.050" x 0.120" \BEAM
UPRIGHT SHOWN \ SIZE #/SIZE LENGTH
zx R41143 1 a
x a a1a 1 a -
z x a 14 3-1 f4-
x
NOTES: •ALL SCREWS WV LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2"= l -W
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2"x 1-1/2" x 0.08(r ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1 -1/2 -
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2"= l -W
ANGLE OR RECEIVING
CHANNEL EXTRUSIONS WITH
INTERNAL SCREW BOSSES
MAY BE CONNECTED WITH
2) #10 x 1-112' INTERNALLY
C0
ROOF PANEL
MINIMUM #8 S.M.S. x 3/4'
Co
LONG NUMBER REQUIRED
SEE SECTION 7)
EQUAL TO BEAM DEPTH o Of
1 -3/4"x1 -/4"x0.063"
w
RECEIVING CHANNEL THRU
SHEET
INTERIOR BEAM TABLES:
ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/THRU I ® - OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
zzw
Fa
a
SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND
OF BOLTS)I SIZ3 OF (SEE TABLE
w
POST
SI )
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08-12-2010
BEAM AND POST SIZES I
1"x 2' MAY BE ATTACHED FOR
SEE TABLE 3A3)
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 -(r
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
OF BOLTS
SEE TABLE 3A.3)
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
tEQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION"DETAIL
SCALE: N.T.S.
2" x 9" x 0.072" x 0.224" BEAM
SHOWN
ya•
1-314" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL \
SEE TABLE FOR LENGTH AND ®® \
OF SCREWS REQUIRED)
4D
X ®® \\
0) ® XX XX XX \
a
XX XX XX ,® \
WHEN FASTENING 2"x 2" \ X X X X X X ®\
THROUGH GUSSET PLATE ®X X X X - X X k X \\
USE #10 x 2" (3) EACH MIN. ®X X X X X X ® \ X X X X
cX kXxcXX® 0 \
V ®
X XX XX XX
f` ® XX X®
Xe®® ya•
q 9
f
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32 \
ALLOY OR HAVE AMINIMUM (D ` tia•
Cr
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM \
I
ds = DIAMETER OF SCREW \ ®
L1
2d' 2YA6 \\
STRAP TABLE
2"x 6" x 0.050" x 0.120" \BEAM
UPRIGHT SHOWN \ SIZE #/SIZE LENGTH
zx R411431 a
x a a1a 1 a -
z x a 14 3-1 f4-
x
NOTES: •ALL SCREWS WV LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2"= l -W
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2"x 1-1/2" x 0.08(r ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1 -1/2 -
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2"= l -W
ANGLE OR RECEIVING
CHANNEL EXTRUSIONS WITH
INTERNAL SCREW BOSSES
MAY BE CONNECTED WITH
2) #10 x 1-112' INTERNALLY
NOTES:
2x2
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8'x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2)1/4" x }
2-1/4" ANCHORS OR MASONRY 00
WALL ADD (1) ANCHOR PER a
SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3'
J
ALTERNATE CONNECTION: Q
1) 1,/4" x 1-3/4" x 1-14" x 1/8" tj
INTERNAL U -CHANNEL
ATTACHED TO WOOD FRAME LU
WALL W/ MIN. (3) 3/8"x 2" LAG 0
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4" -0
x 2-1/4" ANCHORS OR ADD (1) z
ANCHOR PER SIDE FOR EACH O
INCH OF BEAM DEPTH Q
LARGER THAN 3' v
BEAM TO WALL CONNECTION DETAIL
SCALE: 2"= l -W
Door to be attached to structure with minimum two (2) hinges.
TION
SION
TION
TION
2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S..
4. Bottom hinge to be mounted between 10 inches and 20 Inches from ground.
5. Top hinge to be mounted between 10 Inches and 20 inches from top of door.
6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1"
S.M.S. at 12' on center and within 3" from end of upright
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
zO
rnz
ZO
F U
K
W Z
a
0OLLo
LL
w
WaaW
OF
Ow
Z a
WWW
Z y
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wa
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ca
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JJ
MINIMUM #8 S.M.S. x 3/4'
Co
LONG NUMBER REQUIRED 0
EQUAL TO BEAM DEPTH o OfININCHESWa
w
SHEET
INTERIOR BEAM TABLES:
UZ
w
3A.1.3
NOTES:
2x2
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8'x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2)1/4" x }
2-1/4" ANCHORS OR MASONRY 00
WALL ADD (1) ANCHOR PER a
SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3'
J
ALTERNATE CONNECTION: Q
1) 1,/4" x 1-3/4" x 1-14" x 1/8" tj
INTERNAL U -CHANNEL
ATTACHED TO WOOD FRAME LU
WALL W/ MIN. (3) 3/8"x 2" LAG 0
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4" -0
x 2-1/4" ANCHORS OR ADD (1) z
ANCHOR PER SIDE FOR EACH O
INCH OF BEAM DEPTH Q
LARGER THAN 3' v
BEAM TO WALL CONNECTION DETAIL
SCALE: 2"= l -W
Door to be attached to structure with minimum two (2) hinges.
TION
SION
TION
TION
2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S..
4. Bottom hinge to be mounted between 10 inches and 20 Inches from ground.
5. Top hinge to be mounted between 10 Inches and 20 inches from top of door.
6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1"
S.M.S. at 12' on center and within 3" from end of upright
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
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EXISTING TRUSS OR RAFTER
10 x 1-1/2' S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
8 x 1/2' S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2' = V-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR
1 d S.M.S. SPACED @ 12' O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
2)114"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 12' O.C.
I
FOR WOOD USE:
14 x 1-1/2' S.M.S. OR WOOD
SCREWS @ 12" O.C. FLOOR PANEL
f
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
WOOD STRUCTURES SHOULD CONNECTTO 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 'r. THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. -HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
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 130 140 1 150
8 1 #10 #12 1 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
o
1-1/2" x 118"x 11-1/2" PLATE OF
6063 T5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2"= l -(r
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 PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: T =1'-0"
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
Ua
EXISTING FASCIA
PANEL W/ 1" FINE THREAD
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
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SCREW #10 x ('C + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
POST AND BEAM (PERHDx ("L"+ 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: 2" =1'-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH 910 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.
8 x 1/2" ALL PURPOSE
SCREW @ 12" O -C.
BREAKFORM FLASHING
6" 10"
3' COMPOSITE ROOF PANEL pSEESPANTABLE) /
STRIP SEALANT BETWEEN
FASCIA AND HEADER
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1/2' SHEET ROCK FASTEN TO
Ua
PANEL W/ 1" FINE THREAD
RAFTER
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SHEET ROCK SCREWS @ 16"=
DRIP
O
RATION BETWEEN
O.C. EACH WAYND PANEL IS
FASTENING SCREW SHOULD/4"
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THE FLASHING
BE A MIN. OF 1" BACK FROM
THICKNESS AS PAN (MIN.)
SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
98 x (d+1/2") S.M.S. @ 8" O.C.
EXTEND UNDER DRIP EDGE 1"
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o
SCALE: 2" =1'-0" ¢
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6' UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL a3. 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 0MORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP. O
7. WHEN USING FLASHING THE SMALLEST SIZE HEADERAVAILABLE SHOULD BE USED. 12" z
03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE QFLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING.'
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 HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
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RISER OF PAN AS SHOWN
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8 x 3/4" SCREWS @ 16" O.C.
98 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
Lu Ha.
1-1/2" x 118"x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o
SCALE: 2" =1'-0" ¢
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6' UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL a3. 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 0MORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP. O
7. WHEN USING FLASHING THE SMALLEST SIZE HEADERAVAILABLE SHOULD BE USED. 12" z
03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE QFLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING.'
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 HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
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COMPOSITE ROOF PANEL o w
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ALTERNATE ROOF PANEL TO WALL DETAIL u7
SCALE: 2"=1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL y
SCALE: 2"= l -W ¢ w
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT w I-
S.M.S. W/ 112" 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 O
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.w i
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l" OF THE ABOVE SCREW TYPES AND
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THE ABOVE SPECIFIED RIB SCREW. a
08-12-2010
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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 RAIL AND KICK
PLATE 2"x 2"x 0.032' MIN.
HOLLOW RAIL
x 2- TOP RAILS FOR SIDE WALLS
VITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T -W
110 6'-T
120 6'-3-
123 6'-1"
130 5'-8"
140182 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 114"x 2-1/2 BOTTOM W/ 1" x 1"x 2" x 1/16"
CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX 1" x 2" x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M. a
OR FIBER MESH
n • 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK 2"
PTP USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2"= V-0"
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH
3) #10 x 1-112" S.M.S. INTO
SCREW BOSS
2) #10 x 1 112"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. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
BEAM HEADER
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
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"= V-0"
ANCHOR 1"x 2" CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4'CONCREfE
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"OR2'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" = 1'-0"
ANCHOR RECEIVING CHANNEL
TO CONCRETE WlFASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x6- lOx 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x2"0112"x3"POST
8 x 9/16" TEK SCREWS BOTH
SIDES
1"x 2-1/8"x 1" U -CHANNEL OR
RECEIVING CHANNEL
CONCRETEANCHOR
PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2" = V -C"
9.0
1"x 2-1/8'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
COMPOSITE ROOF PANELS:
4) 1/4" x 4" LAG BOLTS W/
1-1/4" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
2"x2"OR2'x3"HOLLOW
GIRT AND KICK PLATE 2" x 2"
HOLLOW RAIL
8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x 1" U -CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10 x 1-112"
rt S.M.S. IN SCREW BOSSES
CONCRETEANCHOR
PER TABLE)
1-1/8" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2"= l' -O"
EDGE BEAM
1"x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2' S.M.S. MAX 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
HROUGH SPLINE GROOVES
IDE WALL HEADER
CTACHED TO 1" x 2" OPEN
IACK W/ MIN. (2)#10x 1-112"
M.S.
PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL'L'
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S.
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
RAILS ATTACHED TO
CONCRETE W/ 1/4" x 2-1/4"
1" x 2" OPEN BACK ATTACHED CONCRETE /MASONRY
TO FRONT POST W/ ANCHORS @ 6" FROM EACH
10 x 1-1/2" S.M.S. MAX 6" POST AND 24" O.C. MAX AND
FROM EACH END OF POST WALLS MIN. 1" FROM EDGE OF
AND 24" O.C. 1" CONCRETE
MIN.T- 71A
TYPICAL & ALTERNATE CORNER -DETAIL
SCALE: 2"= l -(r
PURLIN, GIRT, OR CHAIR RAIL
TYPICAL UPRIGHT DETAIL
SCALE: 2" =1'40"
SNAP OR SELF MATING BEAM
ONLY
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-112" S.M.S.
IN SCREW BOSSES
2'x2", 2"x3"OR 3"x 2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 1/2" S.M.S. IN 0
SCREW BOSSES a
to
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OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
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CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME
10'-0'
BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
2 8'-0"
114"x 2-t/4" MASONRY
18"
1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST
56" 18"
AND 24' O.C. MAXIMUM 1) #40 BAR AT CORNERS AND
24" 3
10'-0" O.C. FILL CELLS AND
72"
KNOCKOUT BLOCK TOP
RIBBON OR MONOLITHIC N ) COURSE WITH 2,500 PSI PEA
FOOTING (IF MONOLITHIC ROCK CONC. DECK
SLAB IS USED SEE NOTES OF m
DETAILS FOR FRONT WALL
APPROPRIATE DETAILS)
DENSITY 1500 PSF BEARING
6 x 6 -10 x 10 WELDED WIRE
1" x 2" CHANNEL
r c 12" ,Ic MESH (SEE NOTES
8"x 8"x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32")
W/ 1/4"x 1-1/2' FENDER
3/4" PLYWOOD DECK
2) #40 BARS MIN. 2-1/2" OFF
WASHER (SEE TABLE 42) @ 6"
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" =1'-0"
h' 'W' N 'x"
32" 12" 2 10'-0'
40" 12' 2 8'-0"
48" 18" 3 6'-0"
56" 18" 3 4'-0"
60" 24" 3 2'-8"
72" 30" 4 1'4'
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL 8"x 8" x 16" C.M.U.
1) #40 BAR CONTINUOUS
1) #50 VERT. BAR AT
CORNERSAND
x' O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
8" x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
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: Fibermesh a Mesh,
InForce- e3- (Formerly Fibermesh MD) per maufacturer's specification may be used In lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
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) 950 continuous bars for structures/ buildings over 400 sq. IL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114"= V-0"
NEW SLAB 12" 4T"
ADDED TO FOOTING (PER
LOCK INTO FIRST COURSE OF
EXISTING SLAB
BRICKS
WITH APPROPRIATE KNEEALTERNATECONNECTIONOF
30 RE -BAR DRILLED AND
SCREENED ENCLOSURE FOR
ALUMINUM UPRIGHT
EPDXY SET A MIN. 4" INTO
MIN. (1) 930 BAR EXISTING SLAB AND A MIN. 4'
CONTINUOUS 8" INTO NEW SLAB 6' FROM
FOOTING W1(2)#10x314"
6 MIL.VISQUEEN VAPOR
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
1) 114" x 1-3/4" TAPCON TO
SCALE: 3/4"= 1'-0'
SLAB OR FOOTING
UNDISTURBED OR
USE 2" x 4" OR LARGER
SCREWS DETAILS FOR FRONT WALL
SEE FASTENER TABLE)
DENSITY 1500 PSF BEARING
UPRIGHTS
1" x 2" CHANNEL 1/4" S.S. x _LAG SCREWS
W/ 1/4"x 1-1/2' FENDER
3/4" PLYWOOD DECK WASHER (SEE TABLE 42) @ 6"
y`
FROM EACH SIDE OF POST
1 AND 24" O.C. PERIMETER
1-1/2' (MIN.) ' •1`-1/4" LAP
PERIMETER DOUBLE
2 x 6 OR 2 x 8
STRINGER
@ 16" O.C.
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
BLOCK KNEE WALL MAY BE
THROUGH 1"x 2" AND ROW
ADDED TO FOOTING (PER
LOCK INTO FIRST COURSE OF
SPECIFICATIONS PROVIDED
BRICKS
WITH APPROPRIATE KNEEALTERNATECONNECTIONOF
WALL DETAIL) SCREENED ENCLOSURE FOR
ALUMINUM UPRIGHTBRICKOROTHERNON-
CONNECTION DETAIL
SEE DETAIL)
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP co
@ EACH POST FROM POST TO
FOOTING W1(2)#10x314"
6 MIL.VISQUEEN VAPOR
S.M.S. STRAP TO POST AND
1) 114" x 1-3/4" TAPCON TO
c' O
SLAB OR FOOTING
ALUMINUM FRAME SCREEN
WALL
ROW LOCK
BRICK KNEEWALL TYPE S
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
4. (
1) #5 0 BARS W/ 3" COVER
TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2"= T-0' (
2) #5 BAR CONT.
OR 1_`l/2' (TYP.
Z -V MIN. ALL SLABS,
BEFORE SLOPE
TYPEI TYPEII
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING
0-2"112' 2" / 12"- V-10"
Notes:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or n soil testing lab.
2. The slab / foundation shall be Geared of debris, roots, and compacted prior to placement of concrete.
3. No fooling 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: Fibermesh 0 Mesh, InForceTM e3ly (Formerly Fibermesh MD) per manufacturer's
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by kxxl
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 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE 314"= V-0'
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
J W
W
ADDED TO FOOTING (PER
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
SEE DETAIL)
2) #50 BARS CONT. W/ 3"
COVER LAP 25' MIN.
4 •—.s.—
3-1/2'
d MIN,
16'MIN.
TOTAL
jr\ \ \
MIN.
6 MIL.VISQUEEN VAPOR
BARRIER IF AREATO BE
ENCLOSED
c' O 16" MIN.
TERMITE TREATMENT OVER
UNDISTURBED OR
W
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. >:
2. Knee wall details may also be used with this fooling. OJ
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForce- e3- (Formerly Fibennash MD) per maufacturer's
S
specification may be used in lieu of wire mesh.
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a
SCALE: 1/2"= V -W
f
w
EXISTING FOOTING
8"
NEW SLAB W/ FOOTING O
zO
a
W
EXISTING FOOTINGWEEPDXY\-
DOWELD INTO
z
8" EMBEDMENT, 25- MIN. LAP z
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING a
U
SCALE: 1/2"= 1'-W
zzw0
zO
U, z
EXISTING WOOD BEAM ORD O
HEADER v
H
1/4" x 2" LAG BOLT (2) PE i
POST Ix o
OIL LL
TYP. UPRIGHT (DETERMINE o W
HEIGHT PER SECTION 3 s 1" x 2" TOP AND BOTTOM c7
TABLES) PLATE SCREW 2'-0" O.C. w i
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t- rr
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PER SECTION 9) INTO
CONCRETE
EXISTING FOOTING
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME' PORCH
SCALE: 2"=1'-D"
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UNIFORM LOAD UNIFORM LOAD TRUFAST SIP HD FASTENER ~
t"+1-1/2" LENGTH (t+1') @ 0 A
8" O.C.t+1-1/4" 04
SELF -MATING B 8
C L a
BEAM m i g
A B A B T(SIZE VARIES) ®® o e 4
SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN ` t
UNIFORM LOAD UNIFORM LOAD \_
Jill
0 SUPER OR
EXTRUDED `
A B C A B C D ® GUTTER_
2 SPAN 3 SPAN ® THRU-BOLT#AND SIZE PER
II '
TABLE 3A.3 I
UNIFORM LOAD
l l L l
A B C D E
4 SPAN
NOTES:
1) 1 = Span Length
Z= Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor pants.
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(WQ
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
PLATE TO BE SAME + + + + + +
41
THICKNESS AS BEAM WEB 75"
d-.50" d
PLATE CAN BE INSIDE OR .
75"
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d —51Y) LENGTH
refers to each side of splice
use for 2• x a" and 2x 6• also
Note:
1. AN gusset plates shall be minimum 50521132 Alloy or have a minimum yield of 30 ksi
TYPICAL BEAM SPLICE DETAIL
SCALE: 1"= 1'-0"
2' x 2' ANGLE EACH SIDE
SELF -MATING BEAM —
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER
TABLE 3A.3
LOAD PER TABLE 3A.3
AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
Minimum Distance and
Spacina of Screws• Gusset Plate
crew
Sire
ds
in.)
dga to
Center
gds n.) 1
anter to
Cenbr
2-172dsn.
Beam Size Thickness
n.
k8 16 8 7/16 x 7' x .055• x .1 1/16 = 0.063
Z p
8 1 x8'x0.072'x0224' 1/8=0.125
12 021 16 1 9116 x9•x0.072'x0.224' 1/8=0.125
fila or t/a' 0. 112 1 518 2•x 9•x0.082'x 0.306" 118=0.125
Q
314 12• x10 x .09 x .369• 1/4 =
refers to each side of splice
use for 2• x a" and 2x 6• also
Note:
1. AN gusset plates shall be minimum 50521132 Alloy or have a minimum yield of 30 ksi
TYPICAL BEAM SPLICE DETAIL
SCALE: 1"= 1'-0"
2' x 2' ANGLE EACH SIDE
SELF -MATING BEAM —
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER
TABLE 3A.3
LOAD PER TABLE 3A.3
AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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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 TS
2" x 2" x 0.043"
T.0" 4'-0"
Tribute Load Width
5.0' 6-0" T-0" 6-0" 10'-0" 12'-0" 14'-0" 16-0"
Allowable Span'L' f banding'b' or defleetion'd'
18'-0"
x " x 0.045"
10'-0" d 9'-5" d 8'-11' d 8'-7- d T-11' d T-6' d T-1' d 6-10" d
Load
Width (R.)
Max. Span' L' I(bendin b'ordeflaction'd'
1 8 2 Span 3 Span 4 Span
Max'
Cantilever
Load Max. Span' L' f(bendin 'b'or doFlaction 'dj
Width (ft.) 1 &2 Span 3 Span 4 Span
Max.
Cantilever
5 S4' d 6'-T d 6'-9" d 0'-11' d 5 6'-1' d T-6' d T-7' d 1'-1' d
6 5'-0' d 6'-Y d 6.4' d 0'-11' d 6 5'-8' d T-0' d T-2" d V -D' d
7 4'-9" d 5'-11" d 6-0" d 0'-10' d 7 5'-5' d 6'-8' d 6-10' d 0'-11' d
8 4'-T d 5'6" d 9-9' d 0'-10' d 8 5'-Y d 6'-5' d 6'S' d 0'-11' d
9 4'-5' d S-5' d SS' d 0'-10' d 9 4'-11' d 6'-Y d F-3- d 0'-11' d
10 4'3' d 5'-3' d 54' d 0'-9' d 10 - 4'-10' d S-11" d 6'-1' d 0'-11' d
11 4'-1' d 5-1' d 5'-2' d 0'-9' d 11 4'-8" d S -9' d 5 -10' d 0'-10' d
12 T-11' d 4'-11" d 5'4r d 0'-9'd 12 4'-6' d S -T d S-8' d 0--10- d
3"x "x0.0 0 x "x0.045
Load
Width (ft.)
Max. Span 'L'/(bandit ng W or deflection'd')
1 & 2 Span 3 Span 4 Span Cantilever
Load Max. Span *I:I bendlng 'b" or deflection'dq
Width (11.)1 & 2 Span 3 Span 4 Span Cantilever
5 6-11' d B'S' d 8'S' d 1'J' d 5 T-8" d 5-5' d 9'-8" d 1'-5' d
6 6'S' d T-11' d 8'-2' d 1'-2' d 6 T-2' 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'-7' d 1'-3' d
8 F-11' d T-3- d T-5' d 1'-1" d 8 6S' d 8'-1- d 8'J' d 1'-2' d
9 5'6" d 6'-11' d T -Y d t'-0' d 9 6S' d T-9' d T-11' d 1'-2" d
10 5'S" d 6-9" d 6-11' d 0'-11' d 10 6--1" d TS- d TS' d 1'-1' d
11 5'3" d 641" d 66' d 0'-11" d 11 5-11' d T-3' d T -S d 1'-1' d
12 5'-Y d 6-0' d 6S' d 0'-11- d 12 S-9' d T-1' d T -1 b 1'-0' d
2"x4"x .0 " x5"x0.060"
Load
Width (m.)
Max Span'L' / bending 13' or deflection'd'
1 8.2 Span 3 Span 4 Span Cantilever
Load Max. Spa n'L' f bendin 'b' or daflection'd
Width (R) 1 &2 Span 3 Span 4 Span Cantilever
5 10'-0' d 174' d 12'-T d 1-10' d 5 12'-9- d 16-9' d 16'-1" d 2'4" d
6 9'-5' d 11'6" d 11'-11" d 1'-9' d 6 17-0" d 14'-10' d 15'-2' d 2--Y d
7 6-11' d 11'-1' d 11'-3' d 1'-8' d 7 11'-5- d 14'-1' d 14'4' d 2'-1' d
8 8'-T d 10'-T d 16-9' d 1' -Td 8 10'-11" d 13'-6i' d 13'-9' d 1'-11' d
9 8'-3' d 10'-Y d 10'-5" d 1'S' d 9 10'-6' d 17-11' d 13'3' d 1'-11' d
10 T -it" d 9'-10" d g'-11" b 1'-5' d 10 10'-2' d 17-V d 7-9' d 1'-10' d
11 T6" d 9'S' d1 b i'-5" d 11 9'-10" d 12'-1" d 174' d 1 1'-9" d
12 TS" d I 9'3" d 9'-0' b 1'4" d 12 1 9'S' d 11'-9" d 11'41" b 1 1'-9' d
Notes:
1. Above spans do not include length of knee brace. Add horizonW distance from upright to center of brace to beam
connection to ft above spans for fatal 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 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" T-0" 6-0" 10'-0" 12'-0" 14'-0" 16-0"
Allowable Span'L' f banding'b' or defleetion'd'
18'-0"
2'x 4" x 0.050" Hollow 13'-7' d 11'-10" d 10'-9" d 10'-0" d 9'-5" d 8'-11' d 8'-7- d T-11' d T-6' d T-1' d 6-10" d 6S' d
2" x 5" x 0.060" Hollow 1T4' d IVA" d 13'-9' d 17A' d 12'-0' d 11'-S d 10'41"d 10'-1" d 9'S' d T-1" d 6'S' d 6-4' d
2" x 4" x 0.045" x 0.088" 1 S -T d 13'-7' d 12'4' d 11'-5' d 10'-9' d 10'-3" d T-10' d T-1" d 8'-7' d 6-Y 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'-2' d 12'-6' d 11'-11-d 17-V d 1076---d 7-11' d 9'7 b 8'-10' b
2" x 6" x 0.050" x 0.120" SMB 22'-2' d 19'S' d 1T-7- d 164" d IS -F d 14'-7' d 13'-11' d 17-11' d 11'-11" b 11'-w b 104' b 9'-9" b
2" x 7" x 0.055" x 0.120" SMB 25'-2' d 22'-0' d 19'-11- d 18'-7- d 1TS' d 16'-T d 16-10' b 14'-2" b 17-11' b 11'-11' b 11'-2' b 10'-7- b
Y x 8" x 0.070"x 0.224' SMB 396' d 26'-T d 24'-Y d 27-5' d 21'-1' d 20'-1" d 19'-2' d 1T-10' d 16'-9' d 16-11' d 163' d 14'-8" d
2" x 9" x 0.070" x 0.204" SMB 37-10' d 28'6' d 26'-1" d 24'-2" d 27-9' d 21'-7- d 20'6' d 19'-2' d 1874" d 1T -Y d 16'-5" d 1SS' b
2" x 9" x 0.082' x 0.326" SMB 363' d 30'-10' d 2T-11' d 25'-11"d 2405' d 23'3' d 273' d 20'-T d 1 19'-5" d 1 18'6 d 1T-8- d 16-11' d
2"x 10" x 0.090"x 0.374" SMEJ 41'-1" d 35-11' d I 376' d I 3D'4' d I 286' d I 2T-1' d 1 25'-11' di 24'-1- d 1 276' d 1 21'-6' d 20'-7- d 19'-9' d
Note:
1. it Is recommended that the engineer be consulted on arty miscellaneous framing beam that spans more than 40'
2. Spans are based on wind bad pkrs dead bad for framing.
3. Span Is measured from center of connection b fascia or wall connection.
4. Above spans do not Include length of knee trace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam
spans.
S. Spans maybe 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 #ISF
Aluminum Alloy 6061 TS
Self Mating Sections 6-0"
Tribute Load Wldth'W'=Purism Spaei
6-0" T-0' 8'-0" g'-0" 1D'-0" -0"
Allowable Span'L' f bends 'b' or deflectlon'd'
17-0
2" x 4" x 0.045 x 0.088" 154' d 14'3' b 13'-Y b 174- b I 11'-T b 11'-0' b I 10'6' b 10'-1' b
2" x 5' x 0.050" x 0.116" 16-9" d 1T-2* b 16-11" b 14'-10' b 14'-0" b 13'4' b 176' b 17-Y b
2" x 6' x 0.050" x 0.120" 20'-7' b 16-10' b 1T -S b 163' b 15'4' b 14' T b 13'-11' b 13'4' b
2" x 7" x 0.055" x 0.120" 275- b 20'6' b 16-11" b 1T-9' b 166" b 15'-10" b 15'-1' b 14'6' b
2" x 8' x 0.070" x 0224" 30'-1- d 284- d 26-11- d 26-3' b 23'-10' b 27-7' b 21'-T b 20'6- b
Y x 9" x 0.070" x 0204" 376' d 30'-1' b 2T-10' b 26-0' b 24'-T b 23'3' b 27-2" b 21'3' b
2" x 9" x 0.082" x 0.326" 34'-10' d 37A' d 31=7 d 29'-9' d 28'6' d 2T6' d W-9' d 26'4' d
2" x 10" x 0.090" x 0.374" 40'-T d I 363' d 364' d 34'-9' d 33'6' d 32'-3- d 31'3" d 30'4' d
Notes:
L Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
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.
Aluminum.411oy 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
Post Size
Minimum post / beam may be used as min'mum knee brace
L=D X"
xT
Knee Brace Min. Lorinth Max Length
Y x 2'x 0.043' 1'4' 7-0"
2' x Tx 0.043" 1'4' 7-0"
2'x2'x0.043' 14" 7-0'
Y x 3' x 0.045' 1'6" 2'6"
Y x 4" x 0.050' 11S" T -V
EAGLE 6061 ALLOY IDENTIFIERn" 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. I --
EAGLE 6061 I.D.
DIE MARK
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Table 3A.1.1-120 E Eagle Metals Distributors, 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 #1SF (48.3 #/SF for Max. Cantilever)
Aluminum Alloy 6061 T-6
2"x "x0.
6'-0"
Tdbuta Load Width W n nr In S cl
T-0" 8'-0' 9'-0" 10'-0" 11'-0'
Allowable Span'I: / bends V or denection'd'
12'-0"
x2"x .04"
9-6' d 8'-11" d 8'S d 8'-1- d T-6' d T-1" d 6-9' d 65' d
Load
Width (R)
Max. Span 1: / (bending V or deflection'd')
1 & 2 Span 3 Span 4 Span
Max.
Cantilever
Load Max. Span'L' / (bend ng 'b' or deflaction'd)
Wldlh (ft) 1 & 2 Span 3 Span 4 Span ' Cantilever
5 5--1' d 63" d 6'4" d 0'-11" d 5 S-9" d T-1' d T-2' d 1'-1' d
6 4'79- d 5-10- d 5'-11' d 0'-11' d 6 5* -5" d 6`-8' d 6'-9' d 1'-0" d
7 4'-0" d S -T d 5`4r d 0'-10' d 7 5* -1" d 6`4' d 6'-S d 0'-11' d
8 4'4' d 5'4' d 5"-5- d 0'-10' d 8 4'-11" d 6'-0" d 6'-7 d 0'-11' d
9 4'-2' d 6.2' d F-3' d 0'-10" d 9 4'-8' d 5-10' d F-11- d U-11' d
10 4' d 4'-11' d 6-1' d 0'-9- d 10 4'-6' d S -T d 5'-9-d 0'-10' d
11 3'-1 t' d1 4-10' d 4'-11" d 0'-9' d 11 f-5"2 E d 5'S d 0'-10' d
12 3'-9' d 4'-8' d 4'-8- b 0'-9" d 12 4'-3" d S-3' d SS d
3 x "x 0.070- x x .
Load Max. Span 'I: / (bend ng V or deflection'd
Width IO-) 1 8.2 Span 3 Span 4 Span Cantilever
Load Max. Span'L' / (bond ng W or deflection'dj
Width (ft) 1 b 2 Span 3 Span 4 Span Cantilever
5 6-6' d Ir-
WW6'-Vd
d 1'-3- d 5 T-0- d 8'-11' d 9'-1" d 1'-5' d
6 6-1' d T -T 1'-2' d 6- 6-10" d 6'-5' d 8'-T d 1'-4" d
7 S-10' d T -2'd 1'-1' d 7 6'-S' d T-11" d 8'-T d 1.3' d
8 S -T' d 5-10'd 1'-1- d 8 6'-2' d T -W d T-9- d 1'-2- d
9 S4' d 6 -Td 1'-0' d 9 6-11' d T-4- d T-6- d 1-2' d
10 S-7 d 6Sd 0'-11' d 10 S-9' d T-1' d T-2- b 1'-1' d
11 S-0' d 6-7d 0'-11' d 11 5'-T66'-10' b 1'-1' d
12 4--10- d 6-0-d 0'-11' d 12 SS d 6-0' d 6'-7- b I 1'-0- d
2 x4 x 0.050- 2"x5"x0.060"
Load
Width (R)
Max. Span'L' / (bond ng 'b' or defleclioWcr
1 & 2 Span 3 Span 4 Span Cantilever
Load Max. Span'L' / (bond ng 'b' or deflecuon'cr
Width (ft) 1 & 2 Span 3 Span 4 Span Ca
Max'
er
5 9'-0' d 11'-8- d 11'-11- d 1'-10- d 5 17-1" d 14'-11' d 15-3' d 7-4' d
6 8'-11' d 11'-0' d 11'3' d 1'3" d 6 11'4' d 14'-0- d 14'4- d 7-2' d
7 6S d 10'-6- d 10'3' d IW" d 7 10'-9' d 13'4' d 13'-7' d 7-1" d
8 B'-1' d 10'-0- d 10'-7 b 1'-7- d 8 164' d 17-9' d 13'40' d T-11' d
9 T-9' d 9-7' d 9-T b 1'-6' d 9 9'-11" d 17J' it 17.6- d 1'-11' d
10 T-0' d 93" d 9'-1' b 1'-5"d 12 9'-7" d 11'-10' d 17-0' b 1'-10' d
11 T3' d 6-11" b 8'-6' b 1'-5- d 11 7-3'd 11'-6' d 11'-5- b 1'-9' d
12 T-1' d 8'-7' b 8'4' b 1'4' d 12 9'-0' d 11'-2" d 10'-11'
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 sparks.
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 Alloy 6061 T-6
Hollow and
Single Self -Mating Beams 7-0' 3'-0' 4'-0"
Tabula Load Width
T -O" 6'-0" T-0' 8'-0'
Allowable Span'L' / ndin 'b' or deflection'd'
6'-0"
Tdbuta Load Width W n nr In S cl
T-0" 8'-0' 9'-0" 10'-0" 11'-0'
Allowable Span'I: / bends V or denection'd'
12'-0"
2" x 4"x 0.050" Hollow 17-10" d 11'3" d 10'-2' d 9-6' d 8'-11" d 8'S d 8'-1- d T-6' d T-1" d 6-9' d 65' d 6-7 d
2" x 5" x 0.060" Hollow 16-S" d 14'4' d 17-11" d 17-1' d 114' d 10'-9" d 10'4' d 9'-T d 9'-0' d 8'-T d 6-7 d T-10' d
2" x 4" x 0.045 x 0.088" 14'-8- d 17-10' d 11'-8- d 10'-10" d 10'-2- d 9'4r d 9'-3' d 6-7- d 8'-1' d T-8" b T-2' b 6-9' b
2" x 5" x 0.050" x 0.116' SMB 1T-11' d 16-8' d 14'J' d 13'-3" d 17-6' d UAWW d 11'4' d 10'-6' d 9'-11' d 95- b 8'-B' b 6-2- b
2" x 6-x 0.050" x 0.120" SMB 20'-11'd 18'4' d 16'-8- d 15'-5' d 14W' d 13'-10' d 13'-3' d 11'-11-b 10'-11- b 10'-2' b 9'-6- b 8'-11' b
2" x 7" x 0.055' x 0.120" SMB 23'-10- d 20'-10' d 16-11' d 1T-7' d 16-6' d 1S-7' b 14'-7' b 13'-0" b 11'-11"b 11'-0" b 10'4' b9'-9- b
2" x-8" x 0.070' x 0.224" SMB 28'-10' d 25'-7 d 2Z -10"d 21'-3' d 19'-11" d 1&-11' d 18'-7 d 16-10- d 16-10' d 16-1' d 14'-5' d 13'-10' d
2" x 9' x 0.070' x 0.204" SMB 31'-1" d 2T-1' d 24'-8' d 22'-11' d 21'-6' d 20'S d 19'-7' d 18'-7 d 1T-1' d 16-2- b 16-7 b 14'3" b
2" x 9" x 0.082' x 0.326" SMB 33'4' d 29'-7 d 26'-6' d 24'-T d 23'-2' d 21'-11- d 21'-0' d 19'S d 1 18'4- d 1T-5- d 16-8- dl 16-0' d
2" x 10' x 0.090" x 0.374" SM 30'-11' d 33'-Il'di 30'-10' d 28'-8' di 26-11- d 25'-T d 24'-6' dj 27-T d 21'5" d 274' d 19'S d 16-8' d
Note:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans mora than 40'
2 Spans are based on wind bad plus dead load for framing.
3. Span is measured from ranter of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to canter of brace to beam connection to the above spars for total beam
5. Spans maybe Interpolated.
Table 3A.1.4A-120 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 13.01#SF
Aluminum Alloy 6061 T-6
Self Maung Sections S-0" 6'-0"
Tdbuta Load Width W n nr In S cl
T-0" 8'-0' 9'-0" 10'-0" 11'-0'
Allowable Span'I: / bends V or denection'd'
12'-0"
2" x 4' x 0.045" x 0.088' 14'4' bi 13'-1- bI 17-1' b 11'4' bi 10'-B- b 10'-7 b 9'-8' b 9'-7 b
2" x 5' x 0.050' x 0.116" 1T4" b 16-9" b 14'-T b 13'-8' b 17-11' b 173- b 11'48 b 11'-7 b
2"x 6" x 0.050" x 0.120' 18'-11' b 1T4- b 16-0" b 14'-11' b 14'-7 b IT -F b 17-9" b 17-3' b
2" x 7' x 0.065 x 0.120" 20'-7' b 18'-10' b 1T-5" b 164- b 1S4' b 14'-7" b 13'-11" b 13'4' b
2" x 8" x 0.070" x 0.224" 26S d 26'-9' d 24'-10' b 23'3" b 21'-11' b 20'-9' b 19'-10' b 1B-11" b
2" x 9' x 0.070" x 0304" 304' b 2T -8'b 25' T b 23'-11' b 22- 7- b 21W b 20'S b 19'-T b
x 9' x 0.082" x 0.326" 2_.. 37-11' d 31'-0' d 29-5' d 28'-7 d 2T-1' d 26'-2" d 25'-0' b 23'-11' b
2" x 10' x 0.090" x 0.374" 36S' d 36'-7 d 344" d 37-10- d 31'-7- d NY -F d 27-V d 26-8' d
Notes:
1. Tables assume extrusion oriented with longer exWslon dimension parallel to applied load
2 Spans may be Interpolated
Table 3A.2 E 6061 120 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs
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
S Thru-Bolls
Knee Brace Min. Length Max. Len th
2' x 2' x 0.043" 1'4" 7-0'
2' x 2" x 0.043' 1'4' 7-0"
2'x 2' x 0.043' 1'4' 7-0-
2' x 3' x 0.045' 1'-0' Z-6-
7 x 4" x 0.050"
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 i11) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. e l
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 #ISF (56.6 #/SF for Max. Cantilever)
Aluminum Alloy 6061 T-6
2" x " x 0.043
Tribute Load width
4'-0' 5'-0' 6'-0" TA" 8'-0"
Allowable Span V i b riding V or deflaction'd'
14'-0"
2'x Tx 0.043'
3" x 2" x 045"
9'-9' d 9'-0" d 5.6' d 8'-1" d T-9' d
Load
Wld[h (R)
Max. Span'L' I (bond ng 'b' or deflection'dj
1 8 2 Span 3 Span 4 Span Cantt ever
Load Max. Span *I: I (bendin
width 1 8 2 Span 3 Span
b' or deflection'dj
4 Span Cantilever
5 4'-10" d 5-11' d 6'-1' d 0'-11' dS-S
9-2* d
d S-9' d 5-10' d 1'-0' d
6 4'-6' d 5'-T d S-9' d 0'-10' d
7* -2' b
6-2' d S4' d 6'-6' d 0'-11' d
7 4'4' d 5'4' d S-5' d 0'-10' d4'-10'
T -T b
d S-0' d T -T d 0'-11' d
8 4'-1' d 6-1' d S -T d 0'-9' d4'-0'
16-0' d 16'-9' d 16-8" b
d 6-9' d 5'-10" d 0'-11" d
9 T-1 t" d 4'-11' d 4'-11' d 0'-9' d4'-0'
1T4' d
d S-6' d 5'3' d 0'-1D' d
10 T-10' d 4'-9' d 4'-10' b 0--9" d4'4'
1S3" b 15-1' b
d 5'-4' d 5'-S d 0'-111' d
11 7-8' d 4'-T d 4'-T b 0'-0" d11
29'5*' d 2T4' d 25-9" d
4'-2' d S-2' d 5'-3' b 0'-10' d
12 3'-T d 4'5* d 4'4' b W-8' d 12 4'-1- d
4 3
3 x x 0.07U-
14 @ 12- O.C.
2"x10"x0.090"x0.369"SM13
2" x 3" x 0.045"
5 4 2' x 7' x 0.055' x 0.135"
Load
width (R)
Max.Span'L' I(bending'b'or deflection'dj
1 8: 2 Span 3 Span 4 Span
Cant iax
er
Load Max. Spa *I: I (bonding Vor do ctlon'dj
Width (R) 1 8 2 Span 3 Span 4 Span Cantilever
5 6'-2' d T-0" d T-10- d 1'-2* d 5 6'-11' d 8'-6' d 8'-8' d 1'4" d
6 6-10'-d T3' d T4' d 1'-1" d 6 6'-6' d 6'-0' d 8'-2' d 1'-3" d
7 5'-7' d 6-10" d 5-11' d 1'-1' d 7 6'-T d T -T d T-9' d 1'-2" d
B 94" d 6'-7- d 6.8' d 1'-0' d 8 5'-1 T d T•3' d T -S* d 1'-1' d
9 5'-1' d 64' d 65* d 0'-11' d 9 S-8' d 6-11' d T-1' b 1'-1' d
10 4'-11' d 5-1' d 6-2' d 0'-11" d 10 6-6' d 6-9' d 6-0' b 1'-0' d
11 4'-9' d 5-11' d 6-0' d 0'-11" d 11 54" d 6-7' d 64' b 1'-0' d
12 4'-8' d S-9' d 5-10' d 0'-11' d 12 542-d 64' b 6-1' b V-11" d
x 4 x 0.050- 2"x 5" x .060"
Load
Width (R)
Max. Span'VI(bond in b' or deflection 'd')
1 & 2 Span 3 Span 4 Span Cantilever
Load Max. Span'L'/ (bond ng Wor deflectlon'd
Width (R) 1 b 2 Span 3 Span 4 Span Cantilever
5 9'-0' d 11'-2" d 11'-5' d 1'-9' d 5 11'-6' d 14'-3" d 14'-6' d T -T d
6V-6- d 10'-6' d 10'-9' d 1'-T d 6 10'-10' d 13'-5' d 13'-8' d 7-1' d
7 8'-I' d T-11" d IVA" b 1'-6' d 7 10'J' d 12'-8' d 17-11" d 1'-11' d
B T-9" d g'-6' d 9'-0' b 1'-6' d 8 9'-10' d 17-2' d 1Z -S' d T-10" d
9 TS' d 9'-2' d 8'-11' b 1'-5- d 9 9'-6' d 11'-8' d 11'-9' b 1'-10' d
10 7-2" d 8'-9' b 8'-6' b 1'4' d 109-2' d 113' d 11'-T b 1'-9' d
11 6-11' d 6'4' b 8'-1' b 1'4" d 11 8'-10' d 10'-11' d 10'-S' b 1'-8' d
12 5-9' d T-11' b T -g' b 1'-3' d 12 8'-T d 10'-T b 10'-2* b 1'-8" d
Notss:
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 -130E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF
Aluminum Alloy 6061 T-6
Hollowand
Single Self -Mating Beams. 2'-0' 3'-0"
Tribute Load width
4'-0' 5'-0' 6'-0" TA" 8'-0"
Allowable Span V i b riding V or deflaction'd'
14'-0"
2'x Tx 0.043' 1'4' 2" x 4"x 0.050' Hollow 12'-3' d 10'-8' d 9'-9' d 9'-0" d 5.6' d 8'-1" d T-9' d T -Z' d V-9' d 6'5*' d 6'-T d 5-10' b
2"x 5"x 0.660" Hollow 15-T d 1T4r d 17-5' d 11'-6' d 10'-10" d 10'-3' d 9'-10' d 9-2* d 8'-T d 8'-2" d T-10" d T-0' d
2" x 4" x 0.045" x 0.088" 14'4' d 173' d 11'-2' d 10'4' d 9'-9' d 9-3' d 6'-10' d 6-2' d T-8' b 7* -2' b 6'-8' b 6'4' b
2" x 5" x 0.050" x 0.116" SMB 1T -T d 14'-11' d 13'-T d 12'-8' d 11'-11' d 11'-3' d 10'-10' d 10'-0' d 9'4" b 8'-T b 6-1' b T -T b
2' x 6" x 0.050" x 0.120' SMB 20'-0' d 1r-6' d 15`41'd 14'-9' d 13'-10' d 13'-2" d 17-6' b 11'-T b 10'-2" b 9'5*' b 8'-10' b 8'-4' b
2" x 7" x 0.055" x 0.120' SMB 27-9' d 19'-10'd 16-0' d 16'-9' d 16-8" b 14W b 13'-T b 17-2* b 11'-1' b 10'-3" b 9'-7' b 9'-1" b
2" x 8' x 0.070" x 0224" SMB 2T -V d 23'-11' d 21'-10'd 20'•3" d 19'-1' d 18'-1' d 1T4' d 16'-1- d 15-1' d 14'4" d 13'-8' b 1Z -11'b
2" x 9"x 0.070"x 0.204" SMB 29'-T d 25'-10- d 23'-6' d 21'-10' d 20'-6' d 19'-6' d 18'$' d 17'4' d 1S3" b 15-1' b 14'-1' b 13'4' b
2" x 9' x 0.082" x 0.326" SMB 31'-10' d 2T-9" d 253' d 23'-5 d 27-1' d 20'-11' d 20'-0' d 18'-T d 1T-6" d 15.8' d 15'-11' d 1S3' d
x 10" x 0.090" x 0.374" SM 3T-1' d 37-5' d 29'5*' d 2T4' d 25-9" d 24'-5* d 23'-4' d 21'-8' d 20'5*" d 19'5*' d 18'-6' 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 wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be Interpolated.
Table 3A.1.4-130 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 XSF
sarummum miov ouoi n -o
Self Mating Sections
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to eppried bad.
2. Spars 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 spars for total beam spans.
2. Spens maybe interpolated.
Table 3A.3 Schedule of Post to Beam Size
The minimum number of thru bels is (2)
Minimum nmt I haam may ha seed z minkm,m Inas h -
Knee Brace Min. Length
Thru-Bolts
i LaD+h'
1/4'a 318'o
2'x Tx 0.043' 1'4' 2'-0'
Beam Size Mlnlmum
Post Size
Minimum Min. # Knee Min. Stitching
Knee Brace• Brace Screws Screw Spacing
Hollow Beams
2' x 2' x 0.043' 1'4' 7-0'
2'x 3' x 0.045' 1'-0' 2'-0"
T x 4" x 0.050'
2"x4"x0.050"Hollow 3'x 3'x 0.090' 1 2 1 2'x 3'x0.045' 3 #8
N
a
LL
0
2" x 5" x 0.060' Hollow 3' x 3" x 0.090' 1 2 1- 2' x 3' x 0.045" 3 #8
Z Q
Self-M2tin Beams
W M m Z
Z p
U)
o
A 3U
U.1
2"x 4"x 0.048' x 0.109" SMB 3" x 3' x 0.090' 2 2" x 3' x 0.045' 3 #8 8 @ 12' O.C.
2" x 5" x 0.050' x 0.131' SMB 3'x3"x0.090' 2 2'x3"x0.045' 3 #8 8 C 1T O.C.
2"x6" x 0.050' x 0.135' SMB 3"x 3'x 0.090" 2 Tx 3'x0.045' 3 #10 10 @ 12-O.C.
2"x7" x 0.055" x 0.135' SMB 3'x 3'x 0.090' 2 2 Tx3"x0.045" 3)#10 10 @ 12- O.C.
2"xIt" x0.070"x0.239"SMS 3'x3'x0.125' 3 2 T x 4' x 0.048' x 0.109' 3 #12 12 @ 1T O.C.
2'x9"x0.072"x0.219"SMB 3"x3'x0.125' 3 3 Tx 5x 0.050'x 0.131' 3)#14 14 @ 1T O.C.
2" x 9"x 0.082" x 0.321w SMB 4'x4'x 0.125' 4 3 T x 6' x 0.050' x 0.135' 4)#14 14 @ 12- O.C.
2"x10"x0.090"x0.369"SM13 4'x4"x0.125" 5 4 2' x 7' x 0.055' x 0.135" 6 #14 14 @ 1T O.C.
Double Self -Matin Beams
2 2'x8"x0.070-x0.239"SMB 2'x5'x0.050'x0.131" 6 4 2"x4'x0.048'x0.109' 8 #12 12 1TO.C.
2 2"x9"x0.072'x 0219'SMB 2'x6'x0.050' x 0.135* 6 1 4 1 2'x Tx 0.050'x 0.131' B #14 1 #14 @ 1T O.C.
2 2"x9"x0.082"x0.321"SMB 2"x7'x0.055x0.135' 8 6 T 50" x6"x0.0x0.135' 8 #14 14@iTO.C.
212" x 10" x 0.090" x 0.389' SMB 2' x B- x 0.070' x 0239' 10 8 2' x T x 0.055- x 0.135' 101 #14 141St 1T O.C.
The minimum number of thru bels is (2)
Minimum nmt I haam may ha seed z minkm,m Inas h -
Knee Brace Min. Length Max Length
2'x Tx 0.043' 1'4' 2'-0'
T x T x 0.043' 1'4' 7-0'
2' x 2' x 0.043' 1'4' 7-0'
2'x 3' x 0.045' 1'-0' 2'-0"
T x 4" x 0.050' 1'-0' 314r
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 / 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. <I -
EAGLE 6061 I.D.
DIE MARK
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Table 3A.1.1-140 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extt'uslons
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #ISF (65.7 f#SF for Max. Cantilever)
Aluminum Alloy 6061 T-6
2" x 2" x 0.043-
S-0" 5-0"
Tdbuta
3 x x 0.046
F-x 4" x 0.045" x 0.088" 12'-6' bI 11'-S bi
Load
Mcfth (fl-)
Max. Span 1:1(bendin
1 & 2 Span 3 Span
b' or deflectlon'd)
4 Span C.Max'ver
Load Max. Span '12 1 (bend ng 'b' or deflection'd
width (IL) 1 & 2 Span 3 Span 4 Span Cantilever
5 4'-T d 5'.W d 5-10' d r-10' d 5 F-3" d 6'-6' d 6'-T d 0'-11' d
6 4'4' d 54' d 5'S" d 0'-10' d 6 4=11' d 6'-1' d 6'-T d 0'-11" d
7 4'-2' d S-1' d 5'-2' d 0'-9' d 7 4'-8' d 5-9' d 5-11' d 0'-11_ d
8 3'-11' d 4'-11" d 4'-11' d 0'-9' d a 4'-6' d S-6' d 6-' d 0'-10' d
9 3'-10' d 4'-8'
dRM
T -T b T -Z' b
9 4'4' d 54' d 5'-5" d V-10' d
10 3'$' d r-6' d
1T4" d 16'-1' d 14'-9' b 13'-T b
10 4'-T d S -T d S-2' b 0'-9' d
11 3'-T d 4'-5' d
14'-6" d 13'-9- b 1z-10' b 12'-1' b
11 4'-0' d 4'-1'r d 4'-11' b V-9' d
12 3'-5 d 4'3' b
2'' d 22' d208d-3d219 d 1-10' d
12 3'-11" d 4'-10" d 4'-9' b 0'-9' d
2F -x 2" x 0.070"
24'-8" di 23'-S di 2z-5" d I 2(Y -10'd 1 19'-7- di
2" x 3" x 0.045
1 T-9' d I 1T-1' d
Load
Width(fl')
Max. Span 'L'/(bend in 'b' or deflection'
1 & 2 Span 3 Span 4 Span Can Ile er
Load Max. Span 1'/(bend in Vor deflection'd
width (fL) 1 & 2 Span 3 Span 4 Span Cantilever
5 5-11' d 7*4" d TS" d 1'-1' d 5 5-T d 8'-2' d 8'4' d 1'3' d
6 5'-7- d T-11" d 774' d 1'-1' d 6 6'J' d T-8- d T-10' d 1'-T d
7 54' d 6'-T d 5-0" d 1'-0' d 7 5-11' d T4' d TS' d 1'-1" d
8 5'-1' d 6'3' d 6'-5' d V-11- d 8 S -W d 5-11' d T-0- b T-1" d
9 4'-11- d 6'-1" d S-2" d 0'-11" d 9 6-5' d 6'-9- d 6'-T b 1'-0" d
104'-9' d 5'-10" d 5-11" d 0'-11' d 10 53' d 6'-6' d 6'3' b 0'-11- d
it 4'-T d S-8" d 5'-9' d 0'-10' d 11 V-1- d 6'-Z'5b711' b 0'-11' d
12 4'-5- d 5S' d S -T d 0'-10' d 12 1 V-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')
Max. Span 'I: /(bend in 'b' or deflection'd
1 8 2 Span 3 Span 4 Span Cantilever
Load Max. Spa n'L' / bends
Width (ft) 1 & 2 Span 3 Span
b' or deflectlon'cl
4 Span Cantil ver
5 8'-8' d 10--0" d 10'-11- d 1'-8' d 5 11'-W d 13'-8" d 13'-11" d z-1• d-
6 8'-2' d 10'-1' d 10'3" b 1'6' d 6 10'-S d 12'-10" d 13'-1' d 1'-11" d
7 T-9' d 9'-7' d W -F b 1'S" d 7 9'-10' d 1T -T d 17-5' d 1'-10' d
8 T-5' d 9'-T d 6'-11' b 1' 5" d 8 9'-5* d 11'-8• d i t'-9- b 1'-9' d
9 T-1- d 8'-8' b 55" b 1'4" d 9 9'-1" d 11'-T d 11'-1' b 1'-9- d
10 541- d 8'-3- b T-11- b 1'4" d to 8'-9' d 10'-10- d 1W-6' b 1'-8" d
11 6'-8' d T-10- b T -T b 1'3• d 118'-6' d 10'4' b 10'-0• b T-7' d
12 5-0' d TS' b T3" b 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
S-0" 5-0"
Tdbuta Load Width
F-x 4" x 0.045" x 0.088" 12'-6' bI 11'-S bi 10'-7'
b020'-4'
Single Self -Mating Beams 2'-0" T-0" 4'-0" T-0" 6'-0" T-0" 8'-0' 10'-0" 12'-0" 14'-0" 16'-0' 18'-0-
9'-9' b
2" x 6" x 0.050" x 0.120'
AllowableSpan'L'/bendin Wordeflection'd'
15'-2" b 14'-0- bb
WIa
2"x 4",x 0.050" Hollow 11'-9• d 10'-3" d 9'4" d W-8" d V-2' d T-9' d TS' d 5-10' d 5-6' d 6'-T d 5-10" b 5.6• b
Y x 5" x 0.060" Hollow 14'-11" d 13'-1' d/ 1'-11' d 11'-0" d 10'-S d T-101 d T -S d 8'-9" d 6'-3" d T-10' d T-6• d 7* -2' d
2" x 4" x 0.045" x 0.088' 13'S" d 11'-9" d 10'-8" d 9'-11" d 9'4" d 5-10" d Er -V d T-10- d T-3" b 6'-8- b 53' b 5-11" b
2' x 5" x 0.050' x 0.116" SMB 16'S d 14'4' d 13'-1' d 17-1" d 1l'S' d 10'-10" d 10'4' d 9'-T b 9' b 8'-1' b T -T b T -Z' b
2" x 6" x 0.050" x 0.120" SMB 19'-T d 16'-9" d 15'-r d 14'-T d 13'4" d 17S' b 11'-9' b 10'-6' b 9'-7' b 8'-10" b 0'3" b T-10" b
2' x T x 0.055" x 0.120' SMB 21'-9' d 19-0" d 1T4" d 16'-1' d 14'-9' b 13'-T b 12'-9' b 11'S' b 10'-S b 9'-8' b 9'4" b 8'-6' b
2" x B" x 0.070" x 0224" SMB 26W d 23'-0" d 20'-111'd 19'-S d 18'3• d 1T4' d 15-T d 15S" d 14'-6" d 13'-9- b 1z-10' b 12'-1' b
2" x 9" x 0.070" x 0204" SMB 21r T d 24'-10'di 2Z-6' d 2(r 11"d 19' -8d 18'-
1'
d1T-d1T-T d 1 " b14 b3'
2'x
17-6" b
9" x 0.062' x 0.326' SMB 3S d 26'-8 2'' d 22' d208d-3d219 d 1-10' d 16'-' d 15-11' d 153 14'-8• d1
2" x 10' x 0.090' x 0.374" SM 35'-7' di 31'-1' dl 28'-3" d 1 25-2' di 24'-8" di 23'-S di 2z-5" d I 2(Y -10'd 1 19'-7- di 18'-T d 1 T-9' d I 1T-1' d
Note:
1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 4(Y
2. Spans are based on wind load plus dead bad for framing.
3. Span is measured from center of connection to fascia or wan connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
S. Spans may be Interpolated.
Table 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 bad of 17.0 NSF
Aluminum Allov 6061 T-6
Self Mating Sections S-0" 5-0"
Tribute Load Wldth'yll'=Puriin Spain
T-0" ' 9'-0' 10'-0"
Allowable Span V / bends 'b' or deflecdon'd'
F-x 4" x 0.045" x 0.088" 12'-6' bI 11'-S bi 10'-7'
b020'-4'
T x 2' x 0.043'
9'4" b 5-10- b &-F b 8'-1- b
2" x 5"x 0.050" x 0.116" 15'-T b 13'-10' b 1z-9' b 11'3' b 1944 b 10'-T b 9'-9' b
2" x 6" x 0.050" x 0.120' 15-T b 15'-2" b 14'-0- bb
WIa
12W b 1 V-9" b 11'-T b 10'4" b
2" x 7' x 0.055" x 0.120' 18'-0' b 15S' b 1S-3' bb 13'S" b 12'-9" b 17-T b 11'-8' b
2" x 8' x 0.070" x 0224" 25'-8' b 23'-6' b 21'-9" bb 19'-T b 18'-T b 1T4' b 15-TTx9'x0.070'x0204" 26'-0' b 24'-2" b 27-5 bb 19'-9' b 1 B-9' b 1T-10' b 1T-1" b
2" x 9" x O.o6T x 0.326" 30'-2" d 28'4' d 26'-11" db 24'-T b 22'-11" b 21'-11' b 20'-11" b
2" x 10" x 0.090" x 0.374" 35-T d 33'-1' d 31'-5• dd 28'-11' d 2T-8- b 254- b 253- 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 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
Beams
Minimum post / beam may be used as minimum knee brace
Thru-Bolts
Knee Brace Min. Length Max. Length
2" x T x 0.043' 1'4' z-0"
T x 2" x 0.043' 1'4" 7-0'
T x 2' x 0.043' 114" 7-W
2" x 3' x 0.045" 11-6" 2'S'
2' x 4' x 0.050' 11S" Z.O.
EAGLE 6061 ALLOY IDENTIFIERTTM 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 I 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 an site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. 411
EAGLE 6061 I.D.
DIE MARK
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08-12-2010 OF Q
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 MANUFACTURED HOME
JSTALL NEW 48" OR 60"
UGER ANCHOR PER RULE
5C @ 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.
TYPE III FOOTING OR 16" x 24'
RIBBON FOOTING W/ (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE
SIMPSON SP -1 OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
NAILED W/ #8 COMMON V O.C.
EDGES AND 12' O.C. FIELD OR
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: 1/4"= 1'-('
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'-W
Table 3A.3 Schedule of Post to Beam Size
Wnhnum post / beam may be used as minkmm knee brace
Screw
Knee Bran Min. LonothMax Len m
TxT t•4• 74l'
2'xT 1.4' 7-0'
2'x 2'
1 @ 6" from each 1 @ 6" from each
2'x 3'
W the panel and of the panel and
rx4- nfi• 3w•
RIBBON FOOTING
SCALE: 1/2"= V-0"
Minimum Ribbon Footing
Wind 1 #/ 1 x Post Ancho Stud'
Zone B . FL @ 48' O.C. Anchors
100-123 +10-14 1'-0" ABU 44 SP1@3T O.C.
130-140.1 +30 -17 1... ABU 44 SPI @3r O.C.
14G-2-1501+30 -20 1'-3' 1 ABU 44 1 SPH4 C 48'O.C.
STUD WALL OR POST
Maximum 15 projection from host structure..
Forstud wails use 12" x 8' L -Bolts @ 48' O.C. and 2' square washers to attach sole plate to
fooling. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and straps 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 (r+12') S 10 x (r+12') SMS 10 x (T+12') SMS
panel at front wall or at the 1 @ 6' from each side 1 @ 6" from each 1 @ 6" from each
receiving channel. W the panel and of the panel and of the panel and
0.024" or 0.030" metal 1 @ 12' O.C. 1 @ 8.O.C. 1 @ 6.O.C.
312N13 -SF
114"x 1-1/2' lag 114'x 1-12' lag 318' x 142' 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 @ 24' O.C. 2 @ 24- O.C. 2 @ 24' O.C.
712#I30SF
1/4' x 1-12" Tapoon 114'x 1-12' Tapcon 318' x 1-12' Tapcon
Reiceving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6' from each and of
concrete deck at front wall. receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 Q 32' O.C. 1 @ 24" O.C. 2 @ 24' O.C.
Receiving channel to uprights, 98 x 3/4' SMS 10 x 314' SMS 14 x 3/4' SMS
headers and other wail 1 @ 6' from each end 1 @ 4" from each end 1 @ 3" from each and
connections of component and of component and of component and
0.024" metal 194 36" O.C. 1 @ 24' O.C. 1 @ 24' O.C.
0.030" metal 1 @ 48' O.C. 1 @ 32' O.C. 1 @ 32- O.C.
1/4' x 1-12' lag 1/4' x 1-12" lag 318' x 1-12' leg
Receiving channel to existing 1 @ 6"fromeach end 1 @ 4' from each and 1 @ 3' from each end
wood beam, host structure, deck
of component and of component and of component and
or Infill connections to wood
1 Q 30- O.C. 1 @ 18' O.C. 1 @ 21' O.C.
Receiving channel to existing 1/4' x 1-314' Tapoon 114"x 1-12' Tapcon 318• x 1-12" Topcon
concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each end 1 @ 3' from each end
slab, foundation, host structure, of component and of component and of component and
or infill connected to concrete. 1 @ 48" O.C. 1 @ 24' O.C. 1 @ 24" O.C.
1@6 ' @6' from each end 1 @ 4' from each 1 @ 3" from each
Roof Panel to top of wall of component and of component and of component
1a12"O.C. 1@8'O.C. 1 to 6-O.C.
a. To wood 10x•r+1-12" 10x•r+1-12' iox•r+1-12'
b. To 0.05' aluminum 10x•r+12' 10x -r+12' 10x -r+112 -
Notes:
1. The anchor schedule above Is for mean roof height of 0-20'• enclosed structure, exposure'B', I = 1.0, maximum
front wag projection from host structure of 16, with maximum overhang of 2', and Ur wail 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 dock materials are assumed to be #2 pressure treated pine. Far spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors for "C' exposure by 0.83.
4. Concrete is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the
engineer. Reduce anchor spacing for'C" exposure by 0.83.
5. Tepcon or equal masonry anchor maybe used, allowable rating (not ultimate) must meet or exceed 411# for
1-12' embedment at mWmum 5d spacing from concrete edge to center of anchor. Roof anchors shag require 1-114'
fanderwasher.
Table 42 Schedule of Allowable Loads I Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load I Maximum load area (Sq. FL) @ 120 M.P.H. wind bad
Dlameter Anchor
x Embedment 1
Number of Anchors
2 3 4
114" x 1" 264#/11 -SF 528#I22SF 792AY33-SF 10561#44 -SF
1/4" x 1-112" 396#117SF 792#/33 -SF 1188#/50SF 1584#166SF
114" x 2-112" 660#26SF 132ON155SF 19BM83SF 2640#1110 -SF
5116' x 1" 312N13 -SF 624N26 -SF 936#139SF 124BW52SF
5116" x 1-12" 466N120SF 936#/39 -SF 1404#159SF 1872#R8-SF
5116"x2-12' 780#!33 -SF 1560#165SF 234OW98SF 312D#1130SF
318" x 1' 356#l15SF 712#I30SF 1068#/45SF 1424#/59SF
318"x1-1/2" S34#22SF 1066#l45SF 1602#167SF 2136#/89SF
318" x 2.12" 890f1l37SF 1780#l/4SF 2670#/111SF 3560#/141 F
Note:
1. Anchor must embed a minimum of Y Into the primary Trost
WIND LOAD CONVERSION TABLE:
For Wind ZoneslRegions other than 120 MPH (Tables Shown),
multiply allowable loads and roof areas by Ore cone
WIND
REGION
Applied
Load
CONVERSION
FACTOR
100 26.6 1.01
110 26.8 1.01
120 27A 1.00
123 28.9 0.97
130 32.2 0.92
140-1 37.3 0.86
140-2 37.3 0.86
10
4281 0.60
rsion factor.
Allowable Load Coversion Factors
for Edge Distances Lass Than 9d
Edge
Distance
Allowable Load MultiIters
Tension Shear
12d 1.10 127
11d 1.07 1.18
10d 1.03 1.09
9d 1.00 1.00
Rd 0.98 0.90
7d 0.95 0.81
6d0.91 0.72
5d 0.88 0.63
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between
anchors shall not be less than 9d where d Is the anchor diameter. ,
2. Concrete screws are limited to 2' embedment by manufacturers.
3. Values listed are slowed loads with a safety factor of 4 applied.
4. Products equal to rawl may be substituted.
5. Anchors receiving loads perpendicular to the diameter are in tension.
Anchors receiving loads parallel to the diameter am shear bads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed bad.
For a 2"x 6" beam with spacing = r -W O.C.; allowed span - 25-9' (Table 1.1)
UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBEROFANCHORS - [12(25.7&)xTx7#/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.i. 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 (told 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 @re 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 bads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2' sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16' O.C. each we
10.Spans may be interpolated between values but not extrapolated outside values.
11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM 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 Corobound Cold
Galvanizing Primer and Finisher.
16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warantied 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 Gadding 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 30; roof slope 0
to 20'; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms and I = 1.00 for -Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.16 for enclosed structures. All pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum rive load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live bad of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5 Analytical Procedure for lass andyticag modular rooms.
S. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
rn
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2"= 1'4"
o
12.00'
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2"= V-0"
ET
I12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0"
Y
ALUMINUM SKIN
TABLES
Minimum We bad of 30 PSF controls In high wind velocity zones.
To convertfrom 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 2' overhang. Any greater load width shall be site specific.
iE.P.S. CORE
Z SIDE CONNECTIONS VARY
a
I (
DO NOT AFFECT SPANS)
0" :: 48.0
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2"= T-0"
PRIMARY CONNECTION:
3) # ' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-112" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
114"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12' 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
k_2 x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED j
SCREW HEADS F
ROOF PANEL TO WALL DETAIL
SCALE: 2"= V-0" w
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) U -
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. a
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. a
1100-1231 130 1 140 150 it
8 1 #10 1 #12 1 #12 1 WU
Exposure "B"to"C" Exposure "B"to"D"
Mean Roof Load Span Multiplier Load Span Multiplier
Height• Conversion
0 EL
Conversion
W Z Ca Z m
Factor Bending Deflection Factor Bending Deflection
0-15, 121 0.91 0.94 1.47 0.83 0.88
15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87
20'. 25' 1.34 0.86 0.91 1.60 0.79 0.86
25' - 30' 1.40 0.85 089 1.66 0.78 085
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
rn
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2"= 1'4"
o
12.00'
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2"= V-0"
ET
I12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0"
Y
ALUMINUM SKIN
TABLES
Minimum We bad of 30 PSF controls In high wind velocity zones.
To convertfrom 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 2' overhang. Any greater load width shall be site specific.
iE.P.S. CORE
Z SIDE CONNECTIONS VARY
a
I (
DO NOT AFFECT SPANS)
0" :: 48.0
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2"= T-0"
PRIMARY CONNECTION:
3) # ' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-112" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
114"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12' 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
k_2 x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED j
SCREW HEADS F
ROOF PANEL TO WALL DETAIL
SCALE: 2"= V-0" w
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) U -
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. a
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. a
1100-1231 130 1 140 150 it
8 1 #10 1 #12 1 #12 1 WU
SCALE: 2" = V -0'mo¢
wF
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INSTALLATION INSTRUCTIONS: Z/
740A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
i1/110rB. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP. SHEET wW
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. i
C. FASTEN HEADER TO FASCIA BOARDWITH #10 x 1' SCREWS @ 6" O.C. STAGGERED
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TOP AND BOTTOM SEE DETAILABOV to t.9 0A WZ
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM y WSYSTEMONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. rt. nn m
08-12-2010 OF
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
SPAN PER TABLES)
8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
II EXISTING TRUSSES OR
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FASCIA OF HOST STRUCTURE
2" x _ RIDGE OR ROOF BEAM
SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
71'— W / VARIES K
220# SHINGLES OVER
COMPOSITE PANELS
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
SCALE: 2" =1'-0"
TOP RAIL SPANS ARE FOUND IN THE APPUCABLE TABLES
0.024" FLASHING UNDER
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
COMPOSITE ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
8 x "P +1/2" LAG SCREWS W/
1-1/4"0 FENDER WASHERS @ PLAN VIEW
B" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" =1'-0"
COMPOSITE PANEL BEAM (SEE TABLES)
1"x 2" OR 1"x 3" FASTENED
REMOVE EXISTING SHINGLES
TO PANEL W/ (2) 1/4"x 3" LAG
UNDER NEW ROOF
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE 12
2) 3/8" x 3" LAG SCREWS
W/ WASHERS Q 6
30# FELT UNDERLAYMENT W/
2"X T x 0.044" HOLLOW EXT. 220# SHINGLES OVER
COMPOSITE PANELS
5/16"0 x 4" LONG (MIN.) LAG
SCALE: 2" =1'-0"
SCREW FOR 1-1/2" 0.024" FLASHING UNDER
EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES
RAFTER OR TRUSS TAIL
3" PAN ROOF PANEL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("C+314") AT 8"
Lu
O.C. FOR UP TO 130 MPH WIND SPEED "D"
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
FASTEN W/ (2) #8 x 3" DECK
O A 150 MPH WIND SPEED "D" EXPOSURE.
SCREWS THROUGH DECK
WEDGE ROOF CONNECTION DETAIL
SCALE: 2"= 1'-0"
COMPOSITE PANEL BEAM (SEE TABLES)
1"x 2" OR 1"x 3" FASTENED
REMOVE EXISTING SHINGLES
TO PANEL W/ (2) 1/4"x 3" LAG
UNDER NEW ROOF
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE 12
2) 3/8" x 3" LAG SCREWS
W/ WASHERS Q 6
30# FELT UNDERLAYMENT W/
U
220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
SCALE: 2" =1'-0"
AGAINST EXISTING ROOF
0.024" FLASHING UNDER
a
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8
3" PAN ROOF PANEL
MIN. 1-1/2" PENETRATION
MIN. SLOPE 114": l') z
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3) #8 x 3/4" S.M.S. PER PAN W/
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
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FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
SEALANT
A - A - SECTION VIEW
1/4" x 8" LAG SCREW (1) PER
SCALE: 1/2" =1'-0"
RIDGE BEAM -
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNEL AND
8) 910 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
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"
B - B - ELEVATION VIEW
SCALE: 1/2"= V-0"
I
B - B - PLAN VIEW
SCALE: 1/2"= l -W
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4" x
1-1/2- LAG SCREWS AND (2)
1/4"x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2) 1/4"x 4" LAG SCREWS AND
WASHERS EACH SIDE
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 SO x ("P + 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 = 1'-(1"
3) #8 WASHER HEADED
SCREWS Wll"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
I—
COMPOSITE PANEL
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TREATED W/ VAPOR BARRIER w
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SCALE: 2"= V-0" w
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
10 x 2" S.M.S. @ 12" O.C.
EXISTING FASCIA
SEALANT
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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
8x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
3) 1/4.0 THRU-BOLTS (TYP_)
8 x 9/16" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (a)- POST DETAIL
SCALE: 2"= 1* -(r
0.024"X 12' ALUMINUM BIRK
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) 1/4" THRU-BOLTS
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("L" + 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" =1'-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
W
TYPICAL INSULATED PANEL
SCALE: 2"= l -(r
8 x 1/2' CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24' O.C.
ALTERNATE #8 x 1/2" S.M.S.
W/ 1/2"0 WASHER
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024' PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL-
6. ANEL6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 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 & 1.20 FOR H-14 OR H-25 METAL
COVERED AREA
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1"WIDE ADHESIVE
STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12
SUBSEQUENTROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDERTHE SHINGLE AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
ADHESIVE: BASF 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 2-1/2:12
O
0
0
0
0
SUBSEQUENT ROWS
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 w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL w 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.
S. 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)
Note: Total roof panel width m roan width + wan width +overhang. 'Design or applied bad bated on the affective arm of the panel
Table 7.1.2 Allowable Spans and Design /Applied Leads* (#/SF)
for Industry Standard Riser Panels for Various Loads
Note: Total roof panel width - room width +wall width +ovedtong. 'Design or applied bad based on the effeedve area of the paneL
Table 7.1.3 Allowable Spans and Design / Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
Note: Total roof panel width= room width +wan width+ ovadiang. 'Design or topped bad based on the affecth a area of the panel
Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF)
Nota: Total roof panel width m room width +wan width + overhang. 'Design a appAed bad based on the effective area of the penes
Table 7.1.5 Allowable Spans and Design / Applied Loads' (#/SF)
Note: Total roof panel width . room width +wait width + overhang. 'Design a applied load based on the affective arm of the panel
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design /Applied Loads' (#/SF)
Note: Total mot panel width a roan width wan width +ovedung. 'Design or applied bad based on the affecWe arm of the Paine
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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)
Manufacturers' Proprietary Products: Statewide Product Approval #FL 5500 & FL 7561
Note: Total roof panel width =room width + wall width + overhang. 'Design or applied bad 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 width + wall width + overhang. *Design or applied bad based on the affective area of the panel
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08-12-2010 OF C
MANUFACTURERS PROPRIETARY PRODUCTS
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2"= I '-O" Lawrence E. Bennett & L1180
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#/SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval NFL 5500 & FL 7561 Manufacturers' Proprietary Products: Statewide Product Approval NFL 5500 8 FL 7561
Note: Total roof panel w(dth =room width +wag width + overhang. *Design or applied load based on the affective area of the panel Note: Total roof panel width = room width +wail width + overhang. 'Design or applied load based on the effective was of Me panel
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z
2.00'* *2.00"* 2.00"* oIIIIII LL4A = 0.423in? A = 0.868in.
0.043" o Ix = 0.233 in' Ix=2.303 in'p 0
Sx = 0.233 in? c Sx = 1.142 in? 124
061 - T6 4 061 - T6 0 e -f
NOMINAL THICKNESS: l( -2-'---X 2"sx 0.043" HOLLOW SECTION t40.045' WEB, 0.044' FLANGE .a
SCALE 2"= 1'-0' c Q
m A = 1.880 in? A = 1.071 in? m
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12' O.C. o
r5Ix = 17.315 in. 4 Ix = 2.750 in. ' TOP AND BOTTOM OF EACH BEAM ,C
Sx = 4.312 in.' I Sx = 1.096 in? -
2" x 4" x 0.045" x 0.043" 061 -T6 I 6061 -T6
2.00"* SELF MATING SECTION NOMINAL THICKNESS: -
1c
NOMINAL THICKNESS:
a
I I SCALE 2"= 1'-0' 0.045' WEB, 0.044• FLANGE
5 00' 0.070" TYPICAL ,
A = 0.580 in.'
R Ix = 0.683 in'
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
o.oas• r;
TOP AND BOTTOM OF EACH BEAM 5" EXTRUDED GUTTER li
Sx = 0.453 in?` 2.00"
061 - T6 I ` 2" x 8" x 0.070" x 0.112" SCALE 2'= 1'-0•
k I
2"-x-3" x0.044" HOLLOW SECTION
SELF MATING SECTION
SCALE 2" = 1'-0'
v ` A= 1.049 in? SCALE 2"= 1'-0' J
o Ix = 4.206 in' ? o ui
c Sx = 1.672 in? Z fn v o-
061 -
T6Z O W00" NOMINAL THICKNESS: * 2. * w z
2.00^ 0.050' WEB, 0.058• FLANGE I I LUa
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STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12' O.C. 0) }J W m
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2" x 5" x 0.050" x 0.058" m W a u g0.050"
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ix=1.537in.' SELF MATING SECTION W
p m
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in'
SCALE 2"= 1'-0'
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2"-x 4" x 0.050" HOLLOW SECTION u W m
SCALE 2' Sx = 4.800 inn.? =
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Ix = 21.673
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i NOMINAL THICKNESS:O ?
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STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12' O.C. RAISED EXTERNAL IDENTIFICATION MARK TTM a 0 nII
A = 1.187 in? TOP AND COT OF EACH BEAM FOR IDENTIFICATION OF EAGLE 6061 7 0 =
c Ix = 6.686 in.'
r` J
2" x 9" x 0.070" x 0.102" ALLOY PRODUCTS QDSx=2.217in.' w 006061 -T6 SELF MATING SECTION SCALE 2' = 1' V
N A = 1.005 in? SCALE 2' = 1' 0' QNOMINALTHICKNESS: 0.060" Ix = 3.179 in'
0.050• WEB, 0.060• FLANGE z F
Sx = 1.268 in' O ¢
6061 - T6 STITCH W/ (1) #10x3/4^ S.D.S. HEX HEAD @ 12" O.C. ¢ a,
o
2" x 5" x 0.060" HOLLOW SECTION TOP AND BOTTOM OF EACH BEAM *
2.00"
LL # X
SCALE 2"= V-0' 2" x 6" x 0.050" x 0.060" I I EAGLE 6061 ALLOY IDENTIFIERT'" INSTRUCTIONS Z z LL W, ` w
SELF MATING SECTION FOR PERMIT PURPOSES k o W 6 x
D w mSCALE2" =1'-0' o W"
O
3.00" To: Plans Examiners and Inspectors, riZ o$ 2
A= 0.543 in.' 2 C am a y w
Ix = 0.338 in' These identification instructions are provided to contractors for permit purposes. The detail below illustrates OLL V C v io
0.045' N Sx = 0.335 in.' 2 00• C our unique raised' exlemai identification mark (Eagle 061 TM) artd its location next to the spline groove, to F m $ n O
signify our 061 alloy extrusions. It is ultimately the purchasets / contractors responsibility to ensure that the ¢ co v "' m r061 - T6
proper alloy is used in conjunction with the engineering selected for construction. We are providing this > z W x "' o
ProP Y I en9 9 P 9 wit3" X 2" X 0.045" HOLLOW SECTION A = 3.003 in? identification mark to simplify identification when using our 601 Alloy products. m p m _ m
Ix = 42.01 in' O~
a
0 O m mSCALE2' = 1'-0" I- z a) U o c
Sx = 8.493 in? A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is z LL - n OF
061 - T6 purchased. This should be displayed on site for review at final inspection. w z N m ~O
o A = 1.351 in? NOMINAL THICKNESS: w vi J ~ z
Ix = 9.796 in.` 0.090' WEB, 0.18T FLANGE The inspector should look for the Identification mark as specified below to validate the use of 6061
0I¢ c
Sx = 2.766 in. engineering. z _jcuia N
061 -T6 STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12- O.C. it c
TOP AND BOTTOM OF EACH BEAM O ui m
3,00^ NOMINAL THICKNESS:
0.055^ WEB, 0.00' FLANGE 2" X 10" X 0.090" X 0.187" w ¢
A = 0.826 in? f- 2 OSELFMATINGSECTION
0.070" $ Ix = 0.498 in' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. SCALE 2• = 1'-0' O ' O
N Sx = 0.494 in? TOP AND BOTTOM OF EACH BEAM t7z
sosl - Ts 2" x 7" x 0.055" x 0.060" w s W
3" x 2" x 0.070" HOLLOW SECTION SELF MATING SECTION w SHEET z
SCALE 2' =1' 0" SCALE 2"= 1'-0' F z
EAGLE 6061 I.D.
DIE MARK 1 N 1 1 z
w
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12-2010 OF
GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 Or H-25 alloy
2. Extrusions. 6063T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 1/2" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous meta( 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 been provided. Allowable bads
include a 133% wind load increase as provided for in The 2007 Florida Building
Code with 2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d=diameter
Embedment
Depth
in.)
Min. Edge Dist 8
Anchor Spacing
Sri(in.)
Allowable Loads
Tension Shear
139
ZAMAC NAILIN (Drive Anchors)
tog
114" 1-112' 1414"
2' 1-1/4-
273#
3161; 1
236#
236#
SAW"
TAPPER Concrete Screws
161 177
3/16" 1414" 15/16"
1314' 15116"
286#
3710
167#
259#
114' 1-114" 1414'
1314- 1-1/4"
427#
544#
200111
216#
3/8- 1417 1-9116'
I V4" 33/8"
511#
703# 1
402#
455#
POWER BOLT Expansion Bolt
0250'
1/4' 2' 1-1/4" 624# 261#
5116" 3" 1-7/11" 936# 751#
3/8" 3-112• 1 1A/16" 1,575# 1 1,425#
1127
S" 1 2-112' 2.332# 2,220#
5116" 0.3125"
POWER STUD (Wedge -Bolt®)
265
114" 2314"1-1/4' 612# 326#
3!8' 4-114" 1-718" 1,358# 921#
112• 6" 2-117 I 2,271# 1 1.216#
518" 7' 2-114" 1 3,286# 1 2,202#
Wed s Bolt
114• 2-1/2" 2-1/4' 878# 385#
18'1 3-112' 1 3-114" 1,705# 1916#
112" 4- 3314' 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2- embedment by manufacturers.
2. Values fisted are allowed loads with a safety factor of 4 applied.
3. Products equal to cowl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are Increased by 1.00 forwind bad.
6. Minimum edge distance and center to center spacing shag be Sri.
7. Anchors receiving bads parallel to the diameter are shear bads.
8. Manufacturers recommended reductions for edge distance of Sd have beer
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 -r4' O.C.
allowed span = 20'-S" (Table 1.1)
UPLIFT LOAD-112(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 112(20.42) x T x 1B# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright.
Table is based on Rawl Products' allowable loads for 2,500 ps1. concrete.
Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness (t') (Ibs.)
98 0.164" 122 139 153 tog 228 255
10 SAW" 141 161 177 231 263 295
12 0210" 156 178 196 256 291 327
14 0250' 1116 212 232 305 347 389 529
114" 0240" 179 203 223 292 333 374 See
5116" 0.3125" 232 265 291 381 433 486 661
3/8' 0.375 279 317 349 457 520 584 793
112" 0.51)' 1 373 423 465 609 11 693 779 1057
3" 1399#-51 SF 2798#-102 SF 4197#-153 SF 5596#-204 IF
Allowable Shear loads on Screws for Nominal Wall Thickness ( Ibs-)
Screw/BoN
2404#-68 SF
TYPE OF FASTENER - Expanslon Bolts Rawl Power Bolt or Equivalent
Single Shear
318'0 2-112'
3-112'
1205#-34 SF
1303# - 37 SF
2410#-68SF 3615#-102 SF 4820#-1365
2606# - 73 SF 3909# -110 S 5212# -147 S
in"e 3"
Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
0.164" 117 133 147 192 218 245
0.190' 136 154 170 222 253 284
0210" 150 171 188 246 280 293R14" 0250" 179 203 223 292 333 374 508
0240" 172 195 214 281 320 358 487
0.3125• 223 254 279 366 416 467 634
0.375" 268 305 335 439 499 560 761
112' 0.50" 357 406 447 585 666 747 Cols
Allowable Shear Loads on Screws for Nominal Wall Thickness C9 tbs.)
Bolt Double Shear
Size Nd 0.044' 0.050' 1 0.055" 0.072' 1 0.082" 0.092" 1 0.125"
1147 0240' 343 390 429 561 639 717 974
5116" 0.3125" 446 508 559 732 632 934 1269
318" 0.375' 536 610 670 878 1 998 1120 1 1522
112" 0.50" 714 812 894 1170 1 1332 1494 2030
Notes:
1. Screw goes through two skies of members.
2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet Substitution for screws of anchor specifications In drawings.
3. Minimum thickness of frame members is 0.036- aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6 1269
5052 H-25 1522
5005 T-5 2030
Allowable Load Coversion 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
ted 1.18 2.G0
11d 1.21
Enclosed Structures @ 35.53 #/SF
12d 1.25
distance
Table 9SA Allowable Loads & Roof Areas Over Posts
Allowable Load
MuIO Iters
Tendon Shear
for Metal to Metal, Beam to Upright Bolt Connections
125
Enclosed Structures @ 27.42 #/SF
Fastener
diam. min. edge min. ctr. No. of Fasteners / Roof Area S
distance to ctr.1 1 Area 21 Area 3 / Area I 4/ Area
114" 112- 62-159 5.819-212518" 1,454-53 2,908 -106 4,363-1591
5116" 318' 718" 1.894-69 3,788-138 5,682 - 207 7,576 - 276
318' 314' 1 1- 2,272-82 4,544-166 6,816 - 2491 9,088-331
112" 1" 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
936#-34 SF 1404#-51 SF 1872#-68 SF
for Meta[ to Metal, Beam to Upright Bolt Connections
1560#-57 SF 234D# -a5 SF 3120#-114 SF
Enclosed Structures @ 35.53 #/SF
Fastener
diem. minadgel min. ctr. No. of Fasteners / Roof Area 5
distance to Mr. 1 I Area 21 Area 3/ Area 4/ Area
114" 112" 518" 1,454-41 2908-82 4,362-125 5,819-164
5116" 318" 718" 1,894-63 3,788-107 5,682-160 7,576-213
318" 314" 1" 2272 - 64 4.544-1281 6,816-192 9,088 -256
112" 1" 1-114' 3,030.85 6,060-171 9,090-256 12,120-341
Notes for Tables 9.5 A. B:
1. Tables 9.5 A & B aro based on 3 second
wind gusts at 120 MPH: Exposure'B';
1=1.0.
2. Minimum spacing Is 2-1/2d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than Sd
Edge
Distance
Allowable Load
MuIO Iters
Tendon Shear
12d 125
11d 121
10d 1.18 2.00
9d 1.14 1.80
Bd 1.11 1.60
7d 1.08 1.40
Sri 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 for 120 MPH Wind Zone (27.42 # I SF)
tFor Wind Raalons other than 120 MPH. Use conversion Table at Bottom of this canal
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
314'4ply
1' 264#-10 SF 528#-19 SF 792#-29 SF 1056#-395F
114"0 1-112' 396#-14 SF 792#-29 SF 1108#-43SF 1584#-58 SF
2-112- 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF
5116"e
1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF
1-012" 46W-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF
2.112" 780#-28 SF 1560#-57 SF 234D# -a5 SF 3120#-114 SF
118 71
1 356#-13 SF 712#-26 SF 1068#-39 SF 1424#-52 SF
318"0 1-112' 534#-195F 1068#-39 SF 1602#-58 SF 2136#-78 SF
1'x 1'x 118'(0.125')
2-112' 890#-32 SF 1780#-65 SF 2670#-97 SF 3560#-130 SF
CONNECTINGTO: CONCRETE Min. 2,500 psq for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
1
1 1
Number of Fasteners
2 1 3 1 4
TYPE OF FASTENER -"Quick Set" Concrete Screw Rawl Zarn Nallin or E uivalent
1!4'0 1-112" 273#-10SF 546#-20 SF 819#-30 SF 7092#-40 SF
140.2
2" 316#-12 SF 632#-23SF 948#-35SF 1264#-46 SF
TYPE OF FASTENER= Concrete Screw (Rawl Tapper or Equivalent)
3116"e 1-114'
1314"
288#-11 SF 1
371#-14 SF
576#-21 SF 1 864#-32 SF 1152#-42 SF
742#-27SF 1113#-41 SF 1484#-54 SF
114'0 1-114" 365#-13 SF 730#-27SF 1095#-40SF 1460# -USF
14
13/4' 427#-16 SF 1 854#-31 SF 1281#-47SF 1708#-62 SF
318'o 1-112"
1314"
511#-19 SF 1
703#-26 SF 1
1022#-37SF 1533#-56 SF 2044#-75 SF
1406#-51 SF 2109#-77 SF 2812#-103 SF
TYPE OF FASTENER - Expansion Bolts Rawl Power Bolt or Equivalent
318"0 2-112' 82E 2110-
1717SF
3710-1125SF420-153 SF520511W-
3112575#57SF3-5SF4-17SF 6300#-230 SF
112"o 3" 1399#-51 SF 2798#-102 SF 4197#-153 SF 5596#-204 IF
1748#-49 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 ZoneslReglons other than 120 MPH
concrete to the concrete anchor and spacing
314'4ply
tables Shown),
Screw 0
between anchors shall not be less than 5d where multiply allowable loads and roof areas by the
d is the anchor diameter.
1'x1•xO.045
conversion factor.
93 48
2. Allowable roof areas are based on loads for
WIND APPLIEDGlass / Enclosed Rooms (MWFRS);1=1.00.
REGION LOAD
141 78
100 26.6
118 71 131 78
110 26.8 M0.8
1 132 70
120 27A
1'x 1'x 118'(0.125')
Table 9.7
123 28.9
Shear Tendon Ibs. Shear
118"
130 322
210 325
5/32'
140.1 37.3
340 490
3116"
140.2 37.3 D.B6
ISO 42.8 1 0.80
Table 9.6 Maximum Allowable Fastener Loads
for Meta[ Plate to Wood Support
z
Ilr4ply
Metal to Plywood
518- 4 ply 1 314'4ply
Size Description
Screw 0
Shear Pull Out
Ibs. lbs.)
Shear Pull Out
Ibs.) (Ibs.)
Shear Pull Out
Ibs.) (lbs.)
1'x1•xO.045
8 93 48 113 59 134 71
1' x 1' x 1/16'(0.063*)
910 100 55 120 69 141 78
1-112' x 1-112' x 1-112' x 0.125
12 118 71 131 78 143 94
1•x2-1Wx 1'x 0.050'
14 1 132 70 145 80 157 105
1'x 1'x 118'(0.125')
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel Steel Mandrel
Rivet Diameter Tension Ibs. Shear Tendon Ibs. Shear
118" 129 176 210 325
5/32' 187 263 340 490
3116" 262 375 445 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Wells, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C"
C
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2. For post attachments use wall attachment type - to wall of member thidmass to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wag thickness.
3. Inside connections members shall be used whenever possible
Le. Use In Eau of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
Tabie 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF)
For Wind Regions other than 120 MPH, Use, Conversion Table at Bottom or this page)
CONNECTING 10: WOOD for PARTIALLY ENCLOSED Buildings
z
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attachment Type Size Description To Wall
0
To Upright I Bea
0
2'x 4'x 0.044" Angle 1'x1•xO.045 3115 10
2" x 4' x 0.044" Angle 1' x 1' x 1/16'(0.063*) 3/16• 12
2' x S" x 0.072" Uchannel 1-112' x 1-112' x 1-112' x 0.125 112" 14
2'x6"x0.072" U -channel 1•x2-1Wx 1'x 0.050' 511G 5116
2'x6"x 0.07r Anglo 1'x 1'x 118'(0.125') 3116' 12
2'x 10'x 0.07r Angle 1-1/2'x1-112'1/76'(0.062') 1/4' 12
2' x r x 0.072' Angle 1-1/2"x 1-112.3/16"(0.188') 1/4' 14
2'x 10" x C.D72" Angle 1-1/2'x 1-112' 1/8(0.062") 1/4'#14
rxrx 0.072" Angle 1374' x 1314• x 1/8"(0.126-) 114• 14
2" x 107 x 0.07r U-channal 13/4' x 1314' x 13X4' x 118' 318' 14
2"x10"x0.072" Angle Tx2'xO.093' 318' 316•
2"x10"x0.072" Angle r x r x 1/8'(0.125') 5/16" 5116'
rx10'x0.07r Anglo rxrx3115(0.313 1/2' 112'
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2. For post attachments use wall attachment type - to wall of member thidmass to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wag thickness.
3. Inside connections members shall be used whenever possible
Le. Use In Eau of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
Tabie 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF)
For Wind Regions other than 120 MPH, Use, Conversion Table at Bottom or this page)
CONNECTING 10: WOOD for PARTIALLY ENCLOSED Buildings
z
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 34
Wall Connection
1.00
1' 264#-7 SF 528#-15 SF 792#-22 SF 1056.';-30 SF
1/4'e 1-112' 396#-11 SF 792#-22 SF 1188#-33SF 1584#-45SF'
2" x 9'
2-1 n' 660#-19 SF 1320#-37SF 1980#-56 SF 2640#-74 SF
1/4" #12 114' #12
3/16- #10 3116' #10
1" 312#-9SF 624# -IS SF 936#-26 SF 1248#-35 SF
5116"o 1-112" 468# -13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF
Wall, beam and upright minimum anchor sizes shall be used for super gutter
2-112" 780# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF
Table 9.10
1" 356#-10 SF 712#-20 SF 1068#-30SF 2414#-40 SF
3f8 -e 1.112" 534#-15 SF 106M-30 SF 1 1602#-45 SF 1 2136#-60 SF
2-112" 1 890# - 25 SF 1780# - 50 SF 1 2670# - 75 SF 13560# -100 S
CONNECTINGTO. CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings
Fastener I Length of
Diameter Embedment 1
Number of Fasteners
2 1 3 4
PE OF FASTENER - "Quick Set" ConcreteScrew (Rawl Zamae Nallln or Equivalent
114"e 1-112'
2"
233#-BSF
270#-10SF
466#-17SF 699#-25SF
540#-20SF I 810#-30SF 1
932#-34 SF
1080#-39 SF
TYPE OF FASTENER = Concrete Screw Rawl Tapper or Equivalent
3116"o 1412' 246#-7 SF 492#-14 SF 738#-21 SF 984#-28 SF
1-314" 317#-9SF 634#-18 SF 951#-27SF 1268#-36 SF
114"o 1412"
1314"
365#-10SF
465#-13 SF
730#-21 SF 1095#-31 SF
930#-26 SF 1395#-39 SF
1460#-41 SF
1860#-52 SF
318'0 1-112" 437#-12 SF 874#-25SF 1311#-37SF 1748#-49 SF
1-314' 601#-17 SF 1 1202#-34 SF 1803#-51 SF 2404#-68 SF
TYPE OF FASTENER - Expanslon Bolts Rawl Power Bolt or Equivalent
318'0 2-112'
3-112'
1205#-34 SF
1303# - 37 SF
2410#-68SF 3615#-102 SF 4820#-1365
2606# - 73 SF 3909# -110 S 5212# -147 S
in"e 3" 1806# - 51 SF 13612# - 102 SQ 5418#-152 SFI 7224# - 203 S
5' 1993# - 56 SF 13986# -112 SFJ 5979# -168 SFI 7972# - 224 S
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than Sd
where d Is the anchor diameter.
2. Allowable bads have been increased by 1.33 for
wind loading.
3. Allowable roof areas are based on toads for
Glass / Partially Enclosed Rooms (MWFRS)
I = 1.00
J
WIND LOAD CONVERSION TABLE: a
For Wind Zones/Ragions other than 120 MPH
Tables Shown), multiply allowable bads and roof
areas by the conversion factor. to
LOAD
OZa
Table 9.9 Minimum Anchor Size for Extrusions z
10 12 #14'
O
318"
Wall Connection
1.00
Q
Extruslons Wall Metal Upright Concrete Wood
021
U
2" x 10'114" 14 114• 114'
0.72 0.57
u-
2" x 9' 1/4" 2114' 1!4'
0.58
Z
2" x 8" 1/4" #12 114' #12
3/16- #10 3116' #10
0.36
W
2" x r
2' x 6" or {ass 3116" #8 3116' #8
0.78 1.00
ZO
Note:
5116' 027
Wall, beam and upright minimum anchor sizes shall be used for super gutter ZO
connections.
0.79
Z
Table 9.10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes k" K
Metal to Metal
Anchor Size 8 10 12 #14' 5116' 318"
8 1.00 0.80 oS8 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 0.59 0.46
5116' 027 0.33 0.46 0.59 1.60 0.79
318" 1 021 026 0.36 0.58 0.79 1.00
of U)
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Alternative Anchor Selection Factors for Anchor / Screw Sizes O LL
Concrete and Wood Anchors
concrete screws: r maximum embedment)
Anch"Size 3116" 114" 318"
3116" 1.DO 0.B3 0.50
1/4" 0.83 1.00 0.59
3187 0.50 0.59 1 1.00
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Dyna Bolts (1518" and
p
244 embedment respectively)
QN
Anchor
Example:
O
8 #10 desired is:
3116' tn' W
Size J
O
3/16" 1.00 046 a
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112" 0.46 1 D NWLLJ
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Multiply the number of #8 Sanwa x size of anchor/screw desired and round up to the next even numbe4PA p
of screws. K
Example:
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8 #10 desired is:
1! O OO (10) screws are required, the number of screws W I
0.8x10=(8)#10 Lu
WJ SEAL CO
W CO
n
121
Wm
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W t7tu
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12 wW=
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