HomeMy WebLinkAbout268 Mayback CtRECEIVED
DEC 0 1 Z010
CITY -OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: Documented Construction Value: $
Job Address: 2j08 µQ-4 b4--V, C Historic- District: Yes 0 No [9'
Parcel ID: 0000 - I-23 Zoning:
Description of Work: -A 12 CW, o L evivrWY JLgS wl ek 4e— Panel roR
Plan Review Contact Person: Q04 64i56L_0K Title: FAVS.
Phone: Hal- 9441- '117.4 Fax: Y02 365'- 3)11&4 E-mail: _6004%qm Carl
Property Owner Information
Name (joyllf5 of OkA A46 1.v— Phone: YO-s31-'900
Street: 6'rt 2-00 340 4bWmvAL 4CiAjjX fK*1 Resident of property?.: t-16
City, State Zip: -LAKE M 4 RY,% FL. 3Z?q4
Contractor Information
Name 6014 6TRi 51f71Wf,, Is-Y, Phone: *7-W- 777E
Street: b w9K1A aij--1-LC 17g. Fax: q07 - 36 S-- 319 q
City, State Zip: CXJ 0L.00TP4. FL . 3Z766 State License No.: 5L C-0 4647-3
Architect/Engineer Information
Name: Phone: 3'86- 717- q774
Street: 31 S Heeoiz—1 6r Fax: 386 - 7s 7_ 6M
City, St, Zip: roz-1 OlzaLs6c 3z1 ZI E-mail: L f- 45 PA: 40r%
Bonding Company: Mortgage Lender:
Address: Address:
PERMIT INFORMATION
Building Permit 13
Square,Footage: Construction Type: No. of Stories:
No. of Dwelling Units: Flood Zone: Cye_.e__0k44tL4
Electrical 13 Plumbing 13
New Service - No. of AMPS: New Construction - No. of Fixtures:
Mechanical 13 (Duct layout required for new systems) Fire Sprinkler/Alarm 13 No. of heads:
11
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST -INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when thxecuted contract is submitted, credit will be applied to your permit fees when the permit
is released. /, iQh/
r/ Name
Signature
oTNNotary-State of Florida Date L.
GRISELDA BREA MY
COMMISSION #DD989965 2014
EXPIRES: MAY 09, Bonded
through 1st State Insurance Owner/
Agent is 1/ Personally Known to Me or Produced
ID Type of ID APPROVALS:
ZONING: t*//- ' ; ' (y UTILITIES: ENGINEE °
FIRE: COMMENTS:
Rev
11.08 Signature
of Contractor/Agent Date nou171m
G _ 6tF SSL Z nag, Print
Contractor/Agent's Name Signature
of Notary -State of Florida —ate L.
GRISELDA BREA MY
COMMISSION #DD989965 EXPIRES:
MAY 09, 2014 Bonded
through 1st State Insurance Contractor/
Agent is L/ Personally Known to Me or Produced
ID Type of ID WASTE
WATER: BUILDING:
d
City of Sanford
Planning and Development ServicesF87!9i7 'tEngineering — Floodplain Management
Flood Zone Determination Request Form
Name? ,.t 2.. S l— Firm:
Address: Lk. --Ole- C'-
City: Q u p State: L Zip Code: 3 2 , 6
Phone: 1407.63o •-7-78 Fax: yv•3 s.4yEmail:
Property Address: -2 C,0 1`kAU b C k CE
Property Owner: ),A At As a (r (G"t L
Parcel identification Number: ZCo I 0o40 • t 'Z3 p
Phone Number: YG7. 5 3 S I00 Email:
The reason for the flood plain determination is:
w structure Existing Structure (pre-2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076)
46 °i .` -,° r{z``i adrGtf.,• . ,, a " P{
5, OFFIC AL USE ONL w as
a
Flood Zone: X Base Flood Elevation: Datum:
FIRM Panel Number: (1Z 2Q4 oc)&o F Map Date: Q • 2$ •c) 7
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
The parcel is not in the: floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone `A', the best available information used to
determine the base flood elevation is:
I - l o t c e.ru ..-. e o s V- r e-
Review Date: 17
TAEngr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc
SUN STATE SIDING, INC.
510 LAKE LENELLE DRIVE
CHULUOTA, FL 32766
407 830-7778 phone
407 365-3194 fax
Submitted to:
M/I Homes of Orlando, LLC
300 Colonial Center Parkway, #200
Lake Mary, FL 32746
State License SCCO48423
PROPOSAL# 1
DATE 10/22/10
Job Location:
Riverview Townhomes
Models: Trenton & Princeton
We propose to fumish all the materials and perform all the labor necessary for the completion of:
Furnish and install an 8' x 12' screen room on existing slab with 3" Elite panel roof
with 12" overhang, extruded drip edge fascia, 14' of 6" gutter and (1) 3 x 4 downspout,
1) 3' 0" x 6' 8" screen door, 18 x 14 charcoal screen, finish caulk both sides.
Chair rail height 36"
2,200.00
All material is guaranteed to be as specified and the above work to be performed in accordance with the drawings
and specifications submitted for the above work and completed in a substantial workmanlike manner for the
sum of: SEE ABOVE
With payments to be made as follows: PER CONTRACT
Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders
and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays
beyond our control. Owner to carry fire, tornado, and other necessary insurance upon the above work.
Workman's Compensation and Public Liability insurance on above work to be taken out by Sun State Siding, Inc.
THERE WILL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS NOT PAID IN 30 DAYS.
Submitted by DONALD G. GEISSLER, JR., PRESIDENT
This proposal may be withdrawn by us if not accepted within 30 days.
ACCEPTANCE OF PROPOSAL
The above prices, specificatio and conditions re satisfactory and are hereby accepted. You are authorized to perform the work
specified. Payment ill be ea tlined a o
Signature- Date 11 3-ol09
Printed Name 9)q,n i,, )I
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Lot 117
Lan d Surv.eyors
769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808
Member of the Florida Surveying and Mapping Society and Amerman Congress on Surveying and Mapping
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N00a10'00"W 190.01,
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a' N00°10'00"W .v 773.49'
CIL Maybeck Court
34`R/W) Tract `B"Atacess
LEGAL DESCRIP77ON
Lo ,123
Riverview Townhomes Phase ,
according fo S+e pat thereof sa mcorded N patbook75 atp$ye(s)51- 58 of
09 pL"G n3card5 ofSem6rtde CM , Fbnkfa
FLOOD HAZARD DATA: Thejow-cW shownhoreon Bey widish floodzvw Vr
aacordmg ab tine Flood bostaarroe Rate.Adap oamnttaniyparfel number
120W-0060F datedWS2007.
Flood Zme deferiMmUori was performed bygrfphk jok&V6om Flood
lrrsuranw Rob Maps pwvfded by FEVA No held surveying ruse performed by
dos fum to detenni w dus tern The exad win kcabw roan adybe delermmred
by an afeva bri sandy. We asstarre no responsdra't IttradmW ifoodmg
orrs
General Notes.
i. This is a BOUNDARY SttnW peffomred In tine Held orr /09 0 fp O961 r1
2 No aerial surface orsubswfacee ufibty eutauaboons° underground improvements or
subswfacWwa l enc oarhmerRs it any, were located
3. Budding ties shown are to the e4edvrunfi7lshed totmdation surface orformboard.
4. ElambQns shown hereon, if any, are assumed and were obtained from approved
Conte plans provided by the C wg unless otherwise nomad, and are shown
only to depictthe proposed or actual dl7T ucncce In elevation reta*v to the assumed
temporary Benchmark shown hereon.
a The parcel shown hereon is subject to ag easen w+ts, mservaaww restrictions, and
Rights-cf-way of record %0etherdepicted or not on this document No search of the
Pubko Rewrds has been made by this otbce.
Cx The legal desc;Vb n shown /mom is as frurrrshed by effent
7. Platted end measured oftw es and drecwns-are the same unless otherwise noted.
6 Copies of tide Survey may be made for Me original transaaffm only.
Denotes W kvn rod wid plastic cap marked L84937, or M' iron rod % th
red plastic cap marked 'ovalness Comer uMm otherwise noted.
O Denotes A C.P. fPemmanent control posh}
Denotes Permanent Reference Monument
2010 Herx d Aswdafes Inc. AJt rights reserved
Gar cuff roa; Not vowel Rout
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Dwae L A=Mw;iecd, P-SIN. Repute
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CITY OF SAW ORG F•
Ap"
PLANNING ANO AE -
APPROVED ---
DATE o..-L%to
SE7aACKS:
Frwtt: 21.5' Side : 7 f7 Rater: 4.5'
BEARING BASEThe bearings shomr hereon are based opal the
aastumpriotbou ridL7as beiV NAD*IOWW.
Verb W datrml is based on engnearaptm as proridedby fie client
prtrw edbyEvawEngbeerft Arm, Job 120A1.
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Plot Ptan Performed: 0447240
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SUN STATE SIDING, INC.
0 LAKE LENELLE DRIVE
ULUOTA, FL 32766
DONALD G. GEISSLER, JR.
SCCO48423
407 830-7778 PHONE/407 365-3194 FAX ?
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ALUMINUM' STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in -the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The 2007'Fl6rida 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 shallbe 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 filemanual has been peer reviewed by.Brian Stirling, P.E. #34927 and a copy of his letter of
review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is
posted on my web site, www.tebpe.com. 2.'Any
user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or
Contractor (General; Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual within six months of becoming a Gient and bi-
annually thereafter. 3. Structures
designed using this manual shall not exceed the limits set forth in the general notes contained here
in: Structures exceeding these limitsshall 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 B-120:
Tables showing 120 mph frame member spans. SHEET 8-130:
Tables showing 130 mph frame member spans. SHEET 8-140:
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 achonng details. SHEET 1 OE:
Panel roof to ridge beam @ post details, typical insulated panel section, composite. roof panel
with shingle finish details. SHEET 1OF: Tables
showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer
specific design panel. SHEET tOH: Manufacturer
specific design panel. - - SHEET 11: Die
shapes & properites. SHEET 12: Fasteners -
General notes & specifications, Design statement, and allowable loads tables. EAGLE
6061 ALLOY
IDENTIFIERT' 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 / 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
INSPECTION GUIDE
FOR SCREEN AND VINYL ROOMS z a This engineering
is
a portion of the Aluminum Structures Design Manual ("ASDM) developed and owned by Bennett Engineering 1. Check the building permit for the following: Yes No 14 ' O Group, Inc. ("Bennett").
Contractor acknowledges and agrees that the following conditionsare a mandato rere uisite to Contractor's a. Permit card & address . -. purchase of these
materials. - b. Approved drawings and addendums as required p z 1. Contractor represents
and warrants the Contractor: c. Plot plan or"survey : o K a1.1. Is acontractorlicensedin. the state of Floridato -build the structures encompassed in ASDM; d. Notice of commencement rF p 1.2. Has
attended the ASDM training course within two years priorto;the date of the purchase; 2. Check the approved site specific drawings or shop drawings against the "AS A c 1.3. Has
signed a Masterfile License Agreement and obtained a valid approvalcard'-from Bennett evidencing the license BUILT" structure for: - Yes No granted in such
agreement. - " a. Structure's length, projection, plan & height as shown on the plans. 1.4. Will
not alter; amend, orobscure any notice on the ASDM; b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . - m 1.5. Will only
use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the c. Purlin sizes, Span & spacing . . . . . . . . - - - - _ appropriate use of the
plans and the calculations in the ASDM; d..Upright sizes, height, spacing & stitching screws (if required) . . . . . . - . . . . 1.6. Understands that
the ASDM is protected by the federa•. Copyright Act and that further distribution of the ASDM to any e. Chair rail sizes; length & spacing. . . . . . . . . . . . . . . third party (other than
a local building department as part of any Contractor's own work)would constitute infringement of f. Knee braces are property installed (if required) . . . . . . . ... . . . . . — 0 Bennett Engineering.Group's
copyright; and g. Roof panel sizes, length & thickness . . . ... . . . . . . . 1-T - Contractor is
coley responsible for its construction of any and all structures using the ASDM. 3. Check load bearing uprights /,walls to deck for: Yes No 2. DISCLAIMER OF WARRANTIES.
Contractor acknowledges and agrees that the ASDM is provided "as is".and "as available." a. Angle bracket size& thickness . . . . . . . .. . .. . . . . . . . . . _ Bennett hereby expressly disclaims
all warranties of merchantability, fitness for a particular purpose, and non -infringement. In ` b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . . — ty particular, Bennett its officers, employees, agents, representatives, and successors, do not represent warrant that (a) use of the c• Correct number, size &'spacing of fasteners of angle to deck and sole plate . ASDM will meet Contractor'
s requirements (b) that the ASDM is free from error, d. Upright is anchored to deck through brick pavers then anchors shall go through 3. LIMITATION OF LIABILITY.
Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to pavers into concrete .'. . . . . . . .. . . . .. Contractor's use of
the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be 4. Check the load bearing beam to,.upright for: Yes No limited to the amount
paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, a. Receiver bracket, angle or, receiving channel size & thickness . J incidental, indirect, or special
damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has b. Number, size 8 spacing of anchors of beam to receiver or receiver to host structure been advised of the
possibility of such damages. c. Header attachment to host structure or beam . . . . . . X ° Z CO a 4. INDEMNIFICATION. Contractor agrees
to indemnify, defend, and hold Bennett harmless, from and against any action brought d. Roof panel attachment to receiver or host structure . . . . . . . . . . . . . . . — W w Q LU against Bennett,
b any, a (including but not limited to an customer or subcontractor of Contractor), with respect to an 9 Y Y party ( 9 Y ) Y e. If angle brackets are used for framing connections, check number, size &thickness p o M O Z o"
z claim, demand, cause ofaction, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based of fasteners . . . . . . . . . . W w upon, or
in any
way related to, Contractors use of the ASDM. f. Post to beam attachments to slab . ... . . . . . . 5. Check for: Yes
No Z p 3 Of
w Co
roof panel
system
Z—) CONTRACTOR NAME: IL (5
5, e- a. Receiver bracket, angle or receiving channel size & thickness Z n J Z ( m W 5R b. Size,
number &
spacing of anchors of beam to receiver . . . . . . . LLI z LLf Z m o c. Header attachment to
host structure or beam g a 2 O ° w d. Roof panel attachment
to receiver or beam _ =w P N of G - I S _1
Notes: ao LU U LU c g CONTRACTOR LICENSE NUMBER: cJC:- 0 LL J Cn 0- O
COURSE # 0002299 ATTENDANCE DATE:
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0002299 ATTENDANCE DATE HAS BEEN o OsH VERIFIED: (INITIAL) IT Ci
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THE FLORIDA DEPARTMENT OF i o t a HIGHWAY SAFETY & MOTOR VEHICLESDIVISIONOFMOTORoVEHICLESRULE15C-2,
THE SPAN,TABLES, CONNECTION coW U j O
m
w DETAILS, -ANCHORING AND OTHERSPECIFICATIONSARECUCCoDESIGNEDTOBEMARRIED
TO CONVENTIONALLY r O CONSTRUCTED HOMES AND / OR
MANUFACTURED HOMES AND MOBILE HOMES CONSTRUCTED AFTER
1984. D Oz o THE
DESIGNS
AND
SPANS
SHOWN ON THESE DRA',1V!NGS ARE. BASED"ON THE LOAD
REQUIREMENTS FOR THE i':67 F !i BUILDING CODE WITH 2o09SUPPLEMENTS.
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DRAWING FOR ONE PERMIT
ONLY 08-12-2010 OF Q.
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B' or'C'_ or 'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120
MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressure; Design Pressures
for Screen -/ Vinyl Rooms can be found on pa a 3A-",
a. "B" exposure = 1% PSF for Roofs & ZPSF 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.
l/C1f.)ALD G ISS j Q Phone:'1"J"77%LO
nt11ractor /Authorized Rep' N e (pI rise print)
IJ 1 " T Date:
Contractor / Authorized Rep' Signatur
Zb8 rt A yXcic Gf" Of 123 9162 910W
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Ye No
A. Project name & address on plans . . . . . ,
B. Site plan or survey with enclosure location . . .
C. Contractors / Designers name, address, phone number, & signature on plans
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)
S. 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 Noo/
A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . -
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D" Exposure for load width
Look up span on 120 MPH table and apply the following formula_
SPAN REQUIRED __]
F_
REQUIRED SPAN NEEDED IN TABLE
bord)=
L- EXPOSURE MULTIPLIER
see this page 3) /
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . V
Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone and/or'C'.Exposure for load
width_'
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---
I F_
REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
Yes
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . .
D. Connection details to be used such as:
1. Beam to upright
2. ................
3. Beam to wall. ...
4. Beam to beam . . . . . . . . .
S. Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . . .
6, Extruded gutter connection . . . . . . . . . . . . .
U-clip, angles and/or sole plate to deck . . . . . .
E.
Foundation detail type & size . -
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular'structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing
slab and 20'-0' with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to Willy 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. ol
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shalt be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www-lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports
in the gutter.
14. All aluminum extrusions shall meet the strength requirements of ASTM 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 /
NPEA / NSA 2100-2 for catagory I, II, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. 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. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall. not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection System shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite panel/solid 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 20120 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing
components are considered to be 6061 T-6 except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exaosu.., ..
Basic
Wind
Pressure
Screen Room
Vinyl Rooms
Over Hang
All Roofs
Roof I Walls
100 MPH 13.0 " 10.0 12.0 46.8
110 MPH- 14.0 11.0 13.0 47.1
120 MPH 17.0 13.0 15.0 48.3
123 MPH 18.0 13.3 15.9 50.8
130 MPH. 20.0 15.0 18.0 56.6
1140-MPH 23.0' 17.0 21.1 65.7
140-2 MPH 23.0 1 17.0 21.1 65.7
150 MPH 26.0 1 20.0 24.0 75.4
Note:
Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from 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, Exposure "B"
177 R..f I Walls
Wind Zone
MPH
Applied Load
SF)
Deflection
d)
Bending
b)
Applied Load
ISF)
Deflection
d)
Bending
b)
100 10.0 1.09 1.14 12.0 1.08 1.12
110 1'I.0 1.06 1.09 13.0 1.05 1.07
120 13.0 1.00 1.00 15.0 1.00 1.00
123 13.3 0.99 0.99 15.9 0.98 0.97
130 15.0 0.95 0.93 18.0 0.94 0.91
140.1 &2 17.0 0.91 0.87 21.0 0.89 0.8,
150 20.0 0.87 0.81 24.0 0.85 0.79
Table 3A-13 Conversion Factors
for Over Hangs
From ....sure "R" to ......r. "C"
Wind Zone
MPH
Applied Load
SF
Deflection
d)
Bending
b
100 46.8 1.01 1.02
110 47.1 t.ol 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 1 75.4 1 0.86 0.80
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
F.nnc "R"1n"r:" I Fvnnc "R"1n"r"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending Deflection Bending Deflection
0 - 15, 1.21 0.91 0.94 1.47 0.83 0.88
15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87
20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86
25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
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EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
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irregularities, having heights generally less than 30 feet extending more than 1,500 feet ILL U1
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horizontally in any direction of open areas of Exposure C-type terrain that extenKjmorc,
than 600 feet and width greater than 150 ft.
2. No short term changes in'U, 2 years before site evaluation and build out withinsitewillbe'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrantthan1,500 feet.
4. Open terrain for more than 1,500 feet in any quadrant. wW F
SITE IS EXPOS E: EVALUATED y VBY:DATE:
SIGNATURE: LICENSE #: GO a I Z3 a
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ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL HOST.STRUCTURE OR
ROOF SECTION) FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
RIDGE BEAM
PER TABLES 3A.1.4)
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 8 3A.1.2)
LW' FOR
H. UPR GHT
HEIGHT (h) 1" x 2"
MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR `,'INYL 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/7 'P/2' @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
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P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
NOTES: '
P' VARIES K
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O,C..
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH. POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
100 -123 130 140 150
8 1 #10 #12 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = V-0"
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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
I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
KITH MAX. 3.5'LOAD WIDTH SHALL TO CONCRETE W/ FASTENER
HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6- OF —
SPACING AS FOLLOWS EACH SIDE OF EACH POST @
24" O.C. MAX
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-7"
120 6'-3"
123 6'-l"
130 5'-8"
1401&2
150
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4)#10 S.M.S.
ANCHOR t x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2' BOTTOM W/ 1" x 1" x 2" x 1/16"
CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR S.M.S.
THROUGH ANGLE AT 24" O.C. 1//
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.
OR FIBER MESH c 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" = l'-0"
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH
BEAM / HEADER
3) #10 x1-1/2" S.M.S. INTO SCREW
BOSS 2) #
10 x 1 1/2" S. M. S. INTO ANGLE
CLIPS MAY BE SCREW
BOSS SUBSTITUTED
FOR INTERNAL ANCHOR
1" x 2" PLATE TO SCREW SYSTEMS CONCRETE
W/ 1/4" x 2-1/2" CONCRETE
ANCHORS WITHIN 6"
OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S. POST
AND 24" O.C. MAX. INTO SCREW BOSS MIN.
3-1/2" SLAB 2500 PSI 1' x 2" EXTRUSION CONC.
6 x 6 - 10 x 10 W.W.M. OR
FIBER MESH 1-1/8" MIN. IN CONCRETE VAPOR
BARRIER UNDER CONCRETE
ALTERNATE
HOLLOW UPRIGHT TO BASE AND HOLLOW
UPRIGHT TO BEAM DETAIL SCALE:
2" = 1'-0" HEADER
BEAM ANCHOR
1" x 2" CHANNEL TO CONCRETE
WITH (4) #10 x 1/2" S.M.S. EACH SIDE 1/
4"x2-1/4"CONCRETE ® 0
OF
POST ANCHORS
WITHIN 6" OF EACH H-
BAR OR GUSSET PLATE SIDE
OF EACH POST AT 24" O.
C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B. ANGLE
AT 24" O.C. MAX. POST MIN. (
4) #10 x 1/2" S.M.S. @ MIN.
3-1/2" SLAB 2500 PSI EACH POST CONC.
6x6-10x10 W.W.M. OR FIBER
MESH ® 0) 1" x 2" EXTRUSION VAPOR
BARRIER UNDER a CONCRETE
1-
1/8" MIN. IN CONCRETE ALTERNATE
PATIO SECTION TO UPRIGHT AND PATIO
SECTION TO BEAM DETAIL SCALE:
2" = l'-0" MIN-
3-1/2" SLAB 2500 PSI CONC.
6 x 6 - 10 x 10 W.W.M. OR
FIBER MESH VAPOR
BARRIER UNDER CONCRETE
2"
x 2" OR 2" x 3" POST COMPOSITE
ROOF PANELS: 98
x.9/16" TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/ SIDES
1-1/4" FENDER WASHERS PER 4'-
0" PANEL ACROSS THE 1"
x 2-1/8" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING
CHANNEL SIDES CONCRETEANCHOR
PER
TABLE) 1-
1/8" MIN. IN CONCRETE ALTERNATE
POST TO BASE CONNECTION - DETAIL 1 SCALE:
2" = V-0" 1"
x 2-1/8" x l" U-CHANNEL OR 2"
x 2" OR 2" x 3" POST RECEIVING CHANNEL 8
x 9/16" TEK SCREWS BOTH SIDES
ANCHOR
RECEIVING CHANNEL TO
CONCRETE W/ FASTENER PER
TABLE) WITHIN 6" OF EACH
SIDE OF EACH POST @ 24"
O.C. MAX. MIN.
3-1/2" SLAB 2500 PSI CONC.
6 x 6 - 10 x 10 W.W.M. OR
FIBER MESH VAPOR
BARRIER UNDER CONCRETE
2"
x 2" OR 2" x 3" HOLLOW GIRT
AND KICK PLATE 2" x 2" HOLLOW
RAIL 8
x 9/16" TEK SCREWS BOTH SIDES
1"
x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING
CHANNEL W/ MIN: (3)#10 x 1-1/2" S.
M.S. IN SCREW BOSSES CONCRETEANCHOR
PER
TABLE) 1-
1/8" MIN. EMBEDMENT INTO CONCRETE
ALTERNATE
POST TO BASE CONNECTION - DETAIL 2 EDGE
BEAM 1"
x 2" OPEN BACK ATTACHED TO
FRONT POST W/ 10
x 1-1/2" S.M.S. MAX. 6" FROM
EACH END OF POST AND
24" O.C. FRONT
WALL GIRT 1"
x 2" OPEN BACK ATTACHED TO
FRONT POST W/ 10
x 1-1/2" S.M.S. MAX. 6" FROM
EACH END OF POST AND
24" O.C. SCALE:
2" = 1 -G" ALTERNATE
CONNECTION: 2) #
10 x 1-1/2" S.M.S. THROUGH
SPLINE GROOVES TYPICAL
UPRIGHT DETAIL SCALE:
2" = V-0" IDE
WALL HEADER ATTACHED
TO 1" x 2" OPEN PURLIN OR CHAIR RAIL IACK
W/ MIN. (2) #10 x 1-112" ATTACHED TO BEAM OR POST M.
S. W/ INTERNAL EXTERN CLIP
OR'U' CHH ANNEL 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 PURLIN, GIRT, OR CHAIR RAIL OSSES
FRONT
AND SIDE BOTTOM RAILS
ATTACHED TO ONCRETE
W/ 1/4" x2-1/4" ONCRETE/
MASONRY NCHORS
@ 6" FROM EACH OST
AND 24" O.C. MAX. AND VALLS
MIN. 1" FROM EDGE OF ONCRETE
TYPICAL &
ALTERNATE CORNER DETAIL SCALE:
2" = V-0" SNAP
OR SELF MATING BEAM ONLY
RISER
PANELS ATTACHED PER ROOF
PANEL SECTION HEADER
ATTACHED TO POST W/
MIN. (3) #10 x 1-1/2" S.M.S. IN
SCREW BOSSES 2"
x 2", 2" x 3" OR 3" x 2" HOLLOW (
SEE SPAN TABLES) FOR
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N
v
m
N TYPE)
SOLID) ROOFTEN EINELSOTo EDGE BEAMFAS(
PER
7 AND 1 OR 3A) DETAILS IN SECTION
i 6" MAXIMUM —J
m L ^
J W.W U ZE=
wn-
IF KNEE BRACE LENGTH 3: > j w5
EDGE BEAM TABLES:
EXCEEDS TABLE 1.7 USE w = " z 3A.1.11=2
CANTILEVERED BEAM U) 0 t O
CONNECTION DETAILS _ w
SCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3
MAY FACE IN OR OUT) USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2) 1/4" x 2" LAG
SCREWS @ 24" O. C.-(MAX.)
EACH STRAP
2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
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
i 2" x 2" x 0.062" ANGLE EACH I ® EXTRUDED
SIDE (3) EACH #8S.M:S. EACH OR SUPER
I ®
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 @ FASCIA (WITH SOLID ROOF)
SCALE: 2" = V-0"
BEAMS MAY BE ANGLED FOR
GABLED FRAMES ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 3A.3)
SEE TABLES 3A.3)
1" x 2' MAY BE ATTACHED FOR
SCREEN USING
POST NOTCHED TO SUIT 10 x 1-1/2" @ 6"FFROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = l'-0"
W ROOF PANEL
SEE SECTION 7),
1-3/4" x 1-3/4" x 0.063"
RECEIVING CHANNEL THRU
OOBOLTEDTOPOSTWITHRU
BOLTS FOR SIDE BEAM O
SEE TABLE 3A.3 FOR NUMBER i
OF BOLTS) 10
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
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
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-1/2"
INTERNALLY
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
w
1-1/2" x 1-1/2" x 0.080" ANGLE
J
EACH SIDE OF CONNECTING aw
BEAM WITH SCREWS AS o dSHOWN
MINI. 48 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES INTERIOR BEAM TABLES:
3A.1.3
U-BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4" S.M.S. @ 6" BEAM TO BEAM CONNECTION DETAIL
iM EACH END AND @ 24" SCALE: 2" = V-0"
MAX.
BEAM TO WALL CONNECTION:
2) 2" z 2" x 0.060"
BRACEEBRA EXTERNALLY MOUNTED
ED ANGLE OR RECEIVING
ANGLES ATTACHED TO WOOD
CHANNEL EXTRUSIONS WITH
FRAME WALL W/ MIN. (x
INTERNAL SCREW BOSSES 2" LAG SCREWS PER SIDEE OORMAYBECONNECTEDWITH
TO CONCRETE W! (2) 1/4" x
2) #10 x 1-1/2" INTERNALLY 2-1/4" ANCHORS OR MASONRY 0
e WALL ADD (1) ANCHOR PER 4
w ® SIDE FOR EACH INCH OF BEAM .
POST
MINIMUM #8 S:M.S. x 3/4" Jm co
DEPTH LARGER THAN 3" o
LONG NUMBER REQUIRED
EQUAL TO BEAM DEPTH
I- ¢
w ~ ®
m
IN INCHES w ALTERNATE CONNECTION: ¢
EL ® 1) 1-3/4"x 1-3/4"x 1-3/4"x 118" W
INTERNAL U-CHANNEL i
ATTACHED TO WOOD FRAME W
WALL W/ MIN. (3) 3/8" x 2" LAG (9
INTERIOR BEAM TABLES: SCREWS OR TO CONCRETE w
3A.1.3 OR MASONRY WALL W/ (3) 1/4" LL
ALTERNATE 4TH WALL BEAM CONNECTION -DETAIL
SCALE: N.T.S.
2" x 9" x 0.072" x 0.224" BEAM
SHOWN
rya .,
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED)
WHEN FASTENING 2" x 2"
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
rya.
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2ds
2" x 6" x 0.050" x 0.120'
UPRIGHT SHOWN
rya
ry1
ry`ao
S1 RAP TABLE
BEAM
SIZE
SCREWS
SIZE
STRAP
LENGTH
NOTES: - 'ALL SCREWS 314" LONG
BEAM AND POST SIZES 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
SEE TABLE
SIZES 1" x 2" MAY BE ATTACHED FOR 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
SCREEN USING (1) 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER.
10 x 1-1/2" @ 6" FROM TOP 4. SCREW PAT-FERN.LAYOUT W/ SPACING BETWEEN GREATER THANSCEENSCREWSAN MINIMUMIS
AND BOTTOM AND 24" O.C. POST NOTCHED TO SUIT ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW. PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2" = 1'-0"
SCALE: 2" = V-0"
2x2
x 2-1/4" ANCHORS OR ADD (1) z
ANCHOR PER SIDE FOR EACH' 0
INCH OF BEAM DEPTH ~ a
LARGER THAN 3" v
BEAM TO WALL CONNECTION DETAIL
SCALE: 2"'= V-0" t
za
z0
aU
LL
z
0
HINGE LOCATION O
z
00
ON 2 x 2 EXTRUSION a
zHINGELOCATIONd
00LLLL
w
a
HINGE LOCATION m O
O
0 W
z LLW
W'W
NOTES: w w
1. Door to be attached to structure with minimum two (2) hinges. 0
r Wo.
2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 0 ul
3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S..(
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
J
Q
Z U)
Q 2
2O
Z0_ u)
J J N
i W W
o U
M J
z O
j
U U Q
W U
ZCO 2W
W
Z
O fn
J
Q
m
NLO
n N
r z0J
F M LL
Lu Lu
m # E LLIomxO2
1 U LL
w O m am
z CO
Ck: c, n LL1
x m t 0
JmU >
O # N
U (L c J
o
5.
Top hinge to be mounted between 10 inches and 20 inches from top of door. "w-ILil
C9 6.
If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1"'' LL J/
SEALZ
z0
W
SHEETS.
M.S. at 12" on center and within 3" from end of upright. Jw
Q
z
F.
u.0. LU w z TYPICAL
SCREEN DOOR CONNECTION DETAIL L'LL' w SCALE:
N.T.S. 12 m 08-
12-2010 OF O
ANC
AN
AN
SLA
CONCRETE CAP BLOCK OR
CHOR ALUMINUM FRAME BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
1/4" x 2 1/4" MASONRY 1) 940, BAR CONTINUOUS
h' W N x"
32" 12" 2 10-0",
40" 12" 2 1 8'-'0-
48" 18" 3 6'-0"
6" 18" 3 4'-00" 24" i 3 2'-82" 30" 4 1' 4"
CONCRETE FILLED BLOCK
STEM WALL 8" x 8" x-16" C.M.U'.
1) #40 BAR CONTINUOUS
1) #50,VERT. BAR AT
w x CORNERSAND
w x' O.C. MAX. FILL CELLS W/
I 2 500 PSI PEA ROCK
L v CONCRETE
a
8" x 12"CONCRETE FOOTINGm
I
WITH (N) #5 BAR CONT.
W' 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 6x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh 0 Mesh,
InForceTM e3TM (Formerly Fibermesh MD) per maufacturers specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90 % density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shall be a minimum of 12" x 16" with (2)#50 continuous bars for structures / buildings over 400'sq. ft..
RAISED PATIO FOOTING _
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" = V-0"
NEW SLAB
12"
4T" EXISTING SLAB
30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR I EXISTING SLAB AND A MIN. 4"
CONTINUOUS
8" INTO NEW SLAB 6" FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = T-0"
USE 2" x 4" OR LARGER
SCREWS DETAILS FOR FRONT WALL
SEE FASTENER TABLE) 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 4.2) @ 6"
FROM EACH SIDE OF POST
AND 24" O.C. PERIMETER
1-1/2' (MIN.) 1' 1/4" LAP -
PERIMETER DOUBLE
STRINGER
2X6OR2X8
@ 16" O.C. I// V
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"=.1'-0"
1/4" x 6" RAWL TAPPER ALUMINUM FRAME SCREEN
THROUGH 1" x 2" AND ROW WALL
LOCK INTO FIRST COURSE OF
BRICKS ROW LOCK
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF MORTAR REQUIRED FOR
SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL
BRICK OR OTHER NON-
STRUCTURAL KNEE WALL 4' (NOMINAL) PATIO
1" WIDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES
@ EACH POST FROM POST TO CONCERNING FIBER MESH)
FOOTING W1(2) #10 x 3/4" ll
S.M.S. STRAP TO POST AND
1) 114" x 1=3/4" TAPCON TO 1) #5 0 BARS W/ 3" COVER
SLAB OR FOOTING TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = 1'-0"
2)45 BAR CONT.
2) #5 BAR CONT.
2" MIN.
1" PER FT. MAX. FOR 3(
1) #5 BAR CONT.
ALL AI
e2'-0" MIN.
BEFORE SLOPE-
ALL SLABS)
r
i\l%,
f 8 72"
TYPE I TYPE II TYPE III
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
0-2" / 12" 2" / 12" - V-10" > 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 a soil testing lab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than3-1/2".(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 minimum of a Type II footing is
required. 'All slabs shall be 3-1/2" (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh 0 Mesh, InForceTM e3T'" (Formerly Fibermesh MD) per manufacturers
specification maybe used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. It local building codes require a minimum footing use Type 11looting orfooting section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16-0" projection from the host structure up to a maximum 20'-0"
projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 3/4" = V-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
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 50 BARS . W/ 3"
SEE DETAIL) COVER LAP 25*MIN. C
3-112"
r MIN.
16' MIN
TOTAL
I i\\ / • i\\/\\/
U
0 .zmo
1W
o
3
2
UEEN VAPOR
0 /\ \\/// /// ////\ BARRIER QIF AREA TO E
ENCLOSED
C7
O 16" MIN. TERMITE TREATMENT OVER
t
UNDISTURBED OR
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE J
DENSITY 1500 PSF BEARING Q
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing. Z (1)
2. Knee wall details may also be used with this footing. OJ 03. All applicable notes to knee wall details or connection details to be substituted shall be complied with. -J
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3'M (Formerly Fibermesh MD) per maufacturers Z
specification may be used in lieu of wire mesh.
J
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA in W Z Q
SCALE: 1/2" = 1'-0"
L co> W
U
w H } Z
EXISTING FOOTING
8"
NEW SLAB W/ FOOTING 0 L) QU
0 Q W
a C (n
LL W
s W
w Z
EXISTING FOOTING WI PDXY \//
X ///\//// // // // // // // // // /// z w
8" EMBEDMENT, 25"MIN. LAP z J
O Q
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING a
U
SCALE: 112" = V-0" a
pzd
o
CO n
z r O m0itZN D
z J cc n
EXISTING WOOD BEAM Olb O W u-
HEADER z c~1 LLI rn x o
C M J
N JauJ 12 a
A 114" x 2" LAG BOLT (2) PE i z Q -C v
33 POST X Ir C j o_
3000CU6
TYP. UPRIGHT (DETERMINE W m a o r a
HEIGHT PER SECTION 3 1" x 2" TOP AND BOTTOM < 0 0 Ncot
TABLES) PLATE SCREW 2'-0" O.C. w Qa W m o
J
OOm
F
U > O C
U Ci Z
LL o
n
s
m m
Ww
J t Z<
Q 0Jzwo_ 10
x 1-1/2" SCREWS (3) MIN. 0 tu PERUPRIGHTTOP & BOTTOM 2)
1l4" MASONRY ANCHORS PER
SECTION 9) INTO CONCRETE
c
w
0 .
0 w
k o
z o
z N
w CoN
w 0
w m
a
5
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m
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w. o
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a
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0
Lu0
ao: o- wXLu
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0
Oz0
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rn
W
w
z EXISTING
FOOTING N1 . wcroa
SEAL
w
SHEET
a
w z Jw
aiz z0
k ALUMINUM
SCREEN ROOM (NON LOAD BEARING) WALL o N
z UNDER
WOOD FRAME PORCH LL m SCALE:
2" = 1'-0" 12 08-
12-2010 OF
UNIFORM LOAD UNIFORM LOAD
A B A B
SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN
UNIFORM LOAD UNIFORM LOAD
1lt41t41
A B C A B C D
2 SPAN 3 SPAN
UNIFORM LOAD
a a a a
A B C D E
NOTES:
1) 1 = Span Length
a = Overhang Length
2) All spans listed inthetables are for equally spaced distances between supports or anchor points. 3)
Hollow extrusions shall notbe spliced. 4) Single
span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES
FOR SECTION 3 TABLES SCALE: N.
T.S. A (N4-
Q 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" STAGGERESIDE OF
SELFMATTONEACHINGBEAMd-.
50" d-.
50" 1" MAX. PLATE TO BE
SAME + + + + + + 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 - .50") LENGTH Minimum Distance and '
Screw Size ds
in.) Edge to
Center
2ds in.
Center
to Center -
2-1/
2ds
in. Beam Size Thickness
in. 8 0.
16
318 7116 2" x 7" x 0.055" x 0.120"^ 1/16 = 0.063 10 0.19
3l8 112 2' x 8' x 0:072" x 0.224" 1/8 = 0.125. 12 0.21
7116. 9/16 2" x 9' x 0.072" x 0.224" 1/8 = 0:125 14or1/4" 0.
25 1/2 518 2'x 9' x 0.082" x 0.306' 1/8=0A25 5/16" 0.
31 b/8 314 2" x 10" x 0.092" x 0.369" 1/4 = 0.25 refers to each
side of splice use for 2"
x 4" and 2" x 6" also Note: 1. All
gusset
plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE
DETAIL SCALE: 1" = 1'-
0" SELF -MATING BEAM
SIZE VARIES)
SUPER
OR EXTRUDED
GUTTER 2"
x
2"
ANGLE EACH SIDE SELF -MATING BEAM -
U Z TRUFAST
SIPHD
FASTENER -r t"+1-
1/
2" LENGTH (t+1") @ - x 8" O.C.
t+1-1/4" O '' 4 o K o
o
F - w3
t-
W •
a It ,
THRU-
BOLT #
ANDSIZEPERTABLE3A.3
Q u.i
a BEAM SIZE
PER
TABLE 1:10 }O Q w LLI o Z 2
O
Z
a Z O
m o 3 IY
w J U) m
U J LU% J
E Z F Z Q
a W. to g POST
SIZE PER
TABLE 3A.3 w O W 06
U_
Q M
O wH
J
N Z THRU-BOLT # AND
SIZE PER Z m O U)i TABLE
3A.3
O U W' o LOAD PER TABLE
3A.3 Q W w`c AND SIZE
OF
CONCRETE a q U) Z 3
z: ANCHOR PER TABLE9.1 LL W to
UJ , z W ALTERNATE
SELF -MATING
BEAM CONNECTION o g t° w4, TO SUPER OR
EXTRUDED GUTTER a z J N
O Q Ob
U Lu F_
o
O
n
a GO Z Z
N
n
Q z O J
cc LL W w
a:OJ
D
W m
m
o F d ttu
2 LL ai O a ZIw
m
0 CL
Y
o
n a w U
00 CU
ui n p OW N ,o `
n° S O coiza Q
0 to
N m' t w a W -1
x of m O F
J in;t U> O m
O F- K
CU 0- ' G H- Lu Z0
HO W
LuZ
ww w Q
ZV!,/ o
Za
w
v
ra. 0
o
1
IUEjLT 20
f I SHEET
Z uj II I
Z
F} W Lu
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N Z Z
m OF12
08-
12-2010
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 #/SF for Max. Cantilever)
Ahimmn An—6n61 TA
2" x 2" x 0.043" 3" x 2" x 0.045"
Load
Width (ft.)
Max. Span I (bending b' or deflection'd') Load
Width (11L)
Max. Span'L' I (bending 'b' or deflection'd')
1 8 2 Span 3 Span 4 Span CantiMa
ever
1 8 2 Span 3 Span 4 Span Cantilever 5
5'4' d 6'-7' d 6'-9' d 0'-11' d 5 6'-1- d T-6' d 1 7'-7" d 1'-1- d 6
5'-0' d 6'-2' d 64' d 0'-11' d 6 5-8- d T-0- tl 1 T-2- d 1'-0' 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'-7' d 5'-8" d 5-9" d U-10' d 8 5'-2' d 6'-5' d 6-6" d 0'-11" d 9
4'-5" d 5'-5' d 5-6" d 0'-10' d 9 4'-11" d 6'-2' d 6'-3' d 0'-11" d 10
4'-3' d 5-3' d 5'4' d 0'-9' d 10 .. 4'-10' d 5'-11' d 6'-1' d U-11" d 11
4'-1' d 5- 5-0
0-
9' d 11 4--8' d 5'-9- d SAP-d d 3-
11' tl4 d 4 00''-10" 012
d3"
x 2" x 0.070" 2" x 3" x 0.045" Load
Width (
ft.) Max.
Span L' / (bending W or deflection'd') Load Width (
ft.) Max.
Span 'L' 1(bending'b' or deflection'd') 1
S 2 Span 3 Span 4 Span Max.
Cantilever
1
8 2 Span 3 Span 4 Span Max. Cantilever
5
6'-11' d 8'-6'- d 8'-8' d 1'-3" d 5 TA' d 9%5' d 9'-8' d 1'-5' d 6
6'-6' 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 7*-7' d T-9' d 1'-1' d 7 6'-10' d 8'-5` d 8'-7' d 1'-3' d 8
5'-11' d T-3' d T-S d 1'-1' d 8 6'-6' d 8%1" d 8'-3" d 1'-2' d 9
5-8- d 6'-11' d T-2- d 1'-0' d 9 6'-3' d T-g' d T-11' d 1'-2' d 10
5'-6' d 6-9" d 6'-11' d T-11' d 10 6'-l' d T-6' d T-0' d 1'-1' d 11
5'-3" d 6'E' d. 6'-8- d 0'-11'. d 11 1 F-11' d T-3' 12
5'-2" d 6'4' d 6%6" d 0'-11' d 12 5'-9' d T-1' d 7'-1" b 1 1'-0' d 2"
x 4" x 0.050" 2" x 5" x 0.060" Load
Width (
ft.) Max.
Span L' 1(bending'b' or deflection'd') Load Width (
ft.) Max.
Span'L' I (bending b' or deflection'd') 1
8 2 Span 3 Span 4 Span Max. Cantilever1 8 2 Span 3 Span 4 Span Max. Cantilever5
10'-0- d 12'4- d 12'.7- d 1'-10- d 5 12'-9' d 15'-9' d 16'-1" d 74' d 6
9'-5' d 11'-8' d I V-11" d 1'-9' d 6 12'-0' d 14'-10' d 15'-2- d- 2'-2" d 7
8'-1 I" d 11%1" d 11'-3- d 1'-8- d 7 1l'-5' d 14'-1' d 14'4' d 2%1" d 8
8'-7' d 10'-7' d 10'-9- d 1'-7' d 8 10'-11' d 13'-0' d 13'-9- d 1'-11" d 9
8'-3' d 10'-2' d 10'-5- d V-6- d 9 10'-6" d 12%11" d 13'-3' d 1'-11" d 10
T-11" d 9'-10" d 9'-11" b 1'-5' d 10 10'-2" d 12'-6' d 12'-9' d 1'-10" d 11
7'-8" d 9'-6' d 9'-5' b 1'-5' d 11 9'-10, d 12'-1' d 12'4' d 1'-9' d 12
7--6- d 9'-3- d 9'-0- b 1'4- d 12 9'-6- d 11'-9' d 11'-11" b 1'-9" d Notes:
1.
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans. 2.
Spans may be interpolated. Table
3A.1.3-110E Eagle Metal Distributors, Inc. Allowable
Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Aluminum
Allov 6n61 T-6 Hollow
and Single
Self -Mating Beams Tributary
Load Width 2'-
0" T-0' 1 4'-0" 5'-0" 6%0" 1 T-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0" Allowable
Span'L' I bending W or deflection'd' 2"
x 4" x 0.050" Hollow 13W" d 11'-10" d 10'-9" d 10'-0" d 9'-5" d 8'-11" d 8'-7' d TA 1" d T-6' d T-1" d 6'-10" d 6'-6" d 2"
x 5" x 0.060" Hollow 17'4' d 15-1" d 13'-9" d 17-9" d 12'-0" d 11'-5" d 10'-11" d 10'-l" d T-6" d 9'-l' d 8'-8" d 8'4" d 2"
x 4" x 0.045" x 0.088" 15'-7" d 13'-7' d 174" d I V-5' d 10'-9' d 10'-3" d 9'-10" d 9'-l' d 8'-7" d 8'-2' d 7'-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 IT-2' d 12'-6' d 11'-11" d I T-1' d 10'-6" d 9'-11' d 9'-5" b 8'-10" b 2"
x 6- x 0.050" x 0.120" SMB 27-2' d 19'-5' d 17'-7' d 16'4" d 15'-5' d 14'-7- d IT-1 V d 17-11- d I I -A I- b 11'-0' b 10'4- bAg'-9-2"
x 7" x 0.055" x 0.120" SMB 25-2' d 22'-T d 19'-11' d 18'-7" d IT-6' d 16'-7' d 15'-10' b 14'-2' b 17-11" b 11%11' b 11'-2' b2" x8" x 0070" x 0.224' SMB 30'-6" d 26'-7" d 24-2' d 22'-5' d 21'-1" d 20'-1' d 19'-2' d 1T-10"d 16%9' d IF-11' d 15%3' d2" x9" x 0.07D" x 0.204" SMB 32'-10' d 28'-8" d 26'-1' d 24'-2"22'-9" d 21'-7' d 20'-8' d 19'-2'_d 18'-l" d 1T-2' d 16'-5" d2" x9" x 0.082" x 0.326" SMB 35'-3' tl 30'-10" d 2T-11'd 25'-11' 1 24'-5' d 23'-3' d 22'-3' d 20'-7" d 19'-5" d 18'-5' d 1T-8' d 2"
x 10" x 0.090" x 0.374" SM 41'-1" d 35'-11- d 32'-8- d 30'4- d 28'-6" d 27'-1- tl 25'-11- d 24'-1- d 22'-8- d 21'-6- d 20'-7- 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 wail connection. 4.
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans.
5.
Spans may be interpolated. Table
3A.1.4A-110 E Eagle Metal Distributors, Inc. Allowable
Spans for Ridge Beams with Self Mating Beams for
Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF an-
An61 T-A , SelfMating
Sections Tributary
Load Width'LM = Purlin Spacing S-
0" 6'-0" T-0' 8'-0" 9'-0'- 10'-0"N'-0` Allowable
Span'L' 1 bending W or deflection'd' - 2`
x 4" x 0.045" x 0.088" 15-4' d 14'-3' b 13'-2" b 124" b 11'-7- b 11'-0' b 10'-6' b 10'-1' b 2"
x 5" x 0.050' x 0.116" 18'-9' d i T-2' b 15-11' b 14'-10' b 14'-0' b 13'4" b 17-W b 12'-2' b 2"
x 6` x 0.050- x 0.120" 20'-7' b 18'-10' b 17'-5' b 16'-3' b 15'4' b 14'-T b I T-i t' b 13'4' b 2"
x 7" x 0.055" x 0.120" 22'-5" b 20'-5' b 18'-11' b 17'-9" b W-8' b 15'-10' b 15'-1" b 14'-6' b 2"
x 8" x 0.070" x 0224" 30'-1' d 28'4- d 26'-11' d 25-3- b 23$-10" b 22'-7' b 21'-7' b 20--8' b 2"
0.204- 32'-5" d 30'-l' b 27'-10" b 26'.0" b 24'-7" b 23'-3' b 27-2' b 21'-3' b 2"
x 9' x 0.082" x 0.326" 34'-10- d 32'-9- d 31'-2- d 29'-9- d 28'-B' d 27'-8' d 26'-9' d 26'-0" d 2"
x 10" x 0.090" x 0.374" 40'-7- d 38'-3" d 36'4' d 34'-9' d 33'-5' d 32'-3' d 31'7d Notes: 1.
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 Alloy
6061 T-6 For 3
second wind n„ct at tin MPH vetocitv: usina dr-einn In d of 13-a #/SF Sections Tributa
Load
Width 1M Member S acin 3'-0"
3'fi' 4'-0" 4'-6" 5'-0" S-0' 6'-0" 6'-6"1 7' Allowable Hei
ht W 1 bendinq W or deflection'd' 2" x
2" x 0.043" Hollow 9%3' ti 8'-7' bi 8'-0' bi Tb' bi T-1' 6 -8" 6'4' 6'-1" 5'-10' 5'-7' 3" x
2" x 0.045" Hollow 9'-4' 8%7' T•11' 7'-5' T-0' 6'-8' 6'4' 6'-0" 5'-9' S'-6' 2" x
3" x 0.045" Hollow 12'-0' i t'-8' 10'-11' 10'4" T-9' 9'4' 8'-11' 8'-6' 8'-2- 7--10' 3" x
3" x 0.062" Fluted 13'-2' 12'-1' 11'-3' 10'-7" 9'-11' 9'-6' 9'-0' 8'-7' 8'-3- 7'-11' 2" x
4" x 0.050" Hollow 16'-5'. 15'-1' 14'-1' IT-2' 12'-5" 11'-10' 11'-3' 10'-9' 10'4" 9'-1 I' 3" x
2" x 0.070" Hollow 13'-2' 12'•3' 11'-5' 10'-9' 10'-3' 9'-9' 9'4' 8'•11' 8'-8- 8'4bi 3" x 3'
x 0.090` Hollow W-1 I' IT-T 1F-5' 15'-6' 14'-8' 14'-0' 13'-5' 17-11' 12'-5' 12'-0' 3" x 3"
x 0.125- Hollow. 21'-10" 20'-2" 18'-11" 1T-10' . 16'-11' 16'-1' 15'-5' 4'-10' 14'-3' 13'-10' 2" x 5"
x 0.060" Hollow 21'-2' 19'-7' 18'4' 1 T-3' 16'4' 1 F-6' 14'-9' 14'-2' 13'-7' IT -I" 4' x 4'
x 0.125 Hollow 29'-2' 26'-11' 25'-3' 23'-9' 22'-7' 21%6' - 20'-T 19'-9' 19'-1- 18'-5' 2" x 4"
x 0.048" x 0.109" SMB 1 B'-3' 16'-11' 15'-9' 14'-10' 14'-1' 1 13'-5' t 12'-10' 12'-3' 11'-10' 11'-5- 2" x 5"
x 0.050" x 0.116" SMB 21'-8' 20'-0" 18'-9' IT- T 16'-B' 15'•11" 15'-3' bJ 14'-7' bi 14'-1" 13'-7' 2" x 6'
x 0.050" x 0.120" SMB 23'-0' t 21'4" 19'-11" 18'-9" t 17'-9' 1 16-11" t 16'-2' Q 15'-6' 14'-11" 14'-5- 2" x 7`
x 0.055" x 0.120" SMB 27'-1' 25.-1. 23'-5' 22'-1" t 2(Y-1 1 1 19'-11' t 19'-l' 18'-3' 17'-7' 16-11' ti 2" x 8"
x 0.070" x 0.224" SMB 36'-7' 33'-10' 31'-8' 29'-10' 28'-3' 26'-11' 25'-9' 24'-9' 23'-10" 23'-0' 2" x 9"
x 0.070" x 0.204' SMB T-9' 34'-11' 0'-9' 292'27'-9' 5'- ' 24'-7' 231- ' 2x 9" x
0.082" x 0.326" SMB 4T-11'40'-8"37-1135'-10 3" 11 374' 9 '-9- 8- 2" x 10" x
0.090" x 0.374" SMB 57-6' t 48'-7' 45'-5' 42'-10" 40'-7" 1 38'-8' t 3T-0' 35-7' tj 34'-3' bi 33--1" 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 Thru•Bolts @ L=
Di %" Beam
Size Minimum PostSizeMinimumKnee
Brace" Min. #
Knee
Brace Screws
Min. Stitching
Screw Spacing
1/4"
e 318"e Hollow Beams 2"x4"
x 0.
05V Hollow 3'x 3'x 0.090' 2 2"x3'x0.045' 3 #8 2" x 5" x
0.060" Hollow 3' x 3' x 0.090" 2 2" x 3' x 0.045' 3) #8 Self -Mating Beams 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' x 3" x 0.090" 2 2" x 3' x 0.045' 3 #8 8 @ 12" O.C. 2'x6"x0.050"
x0.135"SMB 3'x 3"x 0.090" 2 2'x3"x0.045' 3)#10 10 @ 12- O.C. 2" x 7- x
0.055" x 0.135" SMB W x 3' x 0.090" 2 2 2" x 3" x 0.045' 3 #10 10 @ 12" O.C. 2"x8"x 0.
070" x 0.239" SMB 3'x 3'x 0.125" 3 2 2"x 4'.x 0.048"xOwl 09' 3)#12 12@IT O.C. 2"x9"x0.072"x0.
219"SMB 3"x3'x 0.125" 3 3 2" x 5' x 0.050' x 0.131' 3 #14 14 @ 12- O.C. 2" x 9" x 0.
082" x 0:321" SMB 4- x 4' x 0.125" 4 3 2" x 6' x 0.050" x 0.135' 4)"#14 14 @ IT O.C. 2" x 10" x 0.
090" x 0.389" SMB I 4' x 4' x 0.125" 5 4 2" x 7' x 0.055" x 0.135' 1 (6)#14 14 @ 12- O.C. Double Self -Mating Beams 2
2"x8"x0.070"
x0.239"SMB 2"x Yx0.050'x0.131' 6 4 2'x47x0.048'z0.109" 8 #12 12 12"O.C. 2 2"x9"x0.072"
x0.219"SMB 2' ;6 'x0.050'x0.135' 6 4 2"x 5'x0.050"x0.131' 8 #14 14 12- O.C. 2 2`x9"x0.082"
x0.321"SMB 1 2'x7"x 0.055"x0.135' 1 8 1 6 1 2' x 6' x 0.050" x 0. 135' 8 #14 1 #14 @ 12- O.C_ 2 2"x10"x 0.
090"x 0.389"SMB I 2' x 8' x 0.070" x 0.239' 1 10 1 8 1 2-x 7'x0.055"x 0.135' 1 (10) #14 1 #14 @ 12'0.C. The minimum number of thru
bolts is (2) Minimum post I beam may
be used as minimum knee brace Knee Brace Min. Length Max.
Length 2" x 2' x 0.
043" 1'4" 2'-0' 2' x 2' x 0.
043" 1'4' 2'-0' 2' x 2' x 0.
043" 1'4' 2'-0" 2' x 3' x 0.
045' 1'-6' 2'-6' 2' x 4' x 0.
050' 1'-6' T-O" EAGLE 6061 ALLOY IDENTIFIER TM
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 / 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.
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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 #/SF (48.3-#ISF for Max. Cantilever)
2" x 2" x 0.043" 3" x 2" x 0.045"-
Load
Width(ft.)
Max. Span 121(bending W or deflection-V) Load
Width(ft)
Max. Span'L' I (bending W or deflection'd
1 & 2 Span 3 Span 4 Span
Max:
Cantilever
1.. & 2 Span 3 Span. 4Span Max.
Cantilever
5 5'-1-- d 6'-3' d 6'A' d_ U-11- d 5 5'-9- d T4' -d 7'-2' d 1 1- d
6 4'-9" d 5'-10" d 5-11' d 0'-11' d 6 5-5" d. 6-6' d 6'-9' d 1'-0' d
7 4'-6' d V-7- d 5-8" d O'-10" d. 7 F-l" _ d 6'4" d 6'-5" d 1 0'-11' d
8 4'-4' d 5-4- d 5-5' d 0'-10' d 8 4'-11" - d 6'-0' d 6'-2- d O'-11- : d
9 4'-2' d 5'-2' d.: 6-3' d 0'-10- d- 9 4'-8" d 5-10- d 5'-11' d.
10 4'-0' d 4'-11' d 5'-t' d 0'-9" d 10 4'-6' d- 6-7" d S-9- d D'-10' d
11 3'-11' d 4'=10" d 4'-1t- d . 0'-9" d 11 - 4'-5'
12... 3'-9- d 4'-8- d 4'-8- b 1 0'-9" d 12 4'-3" d T-3- - d 6-5- d 0'-10" d
3" x 2" x 0.070" 2" x 3" x 0.045"
Load
Width (ft.) -
Max. Span bending b' or deflection V) Load
Width (ft.)
Max:'Span'U I (bending V or deflection V)
1 8.2 Span 3 Span 4 Span
Max.
Cantilever 1 & 2 Span 3 Span 4 Span MaxCantilever
5 6'-6- d 8'-0' d 8'-2" d T-3- d 5 7'-3' d 8'-11" d 9'-1' d. 1'-5" d
6 6'-1- d T-7' d 7%9' d- 1'-2" d 6,. 6'-10' d 8'-5" d 8'-7" d l'4' d
7 6-10' -,d T-2' d T4" d l'-1" 'd 7 6'-6" d" 7'-11' d 8'-2" d 1'-3' d
8 F-7- d 6'-10' d T-0" d 1'-1' d 8 6'-2' d 7'-8" d 7'-9' d 1' 2" d
9 - 5'4' d 6-7' d 6-9" d 1'-0" , d 9 5'-11" d 7-4'.. d 7'-6' d 1'-2' d
10 5'-2'; d-: 6'-5' d 6-6- d U-11' d 10 6-9" d 7'-1' .d 1-2'.- b 1'-1' d
11 5'-0- d 6'-2' tl 6'4" ..d 0'-11" d 111 5' d 6'-18T .d 6'-10' b 1'-1- d
12 4'-10" d 6'-0' d 6'-1' d 0'-11' d 12 5'_5" -d 6._ d 6'-7b d
2" x 4" x 0.050" 2" x 5" z 0.060"
Load _
Width (ft.)
Max. Span L' I (bending b' or deflectioh'd') Load
Width (ft.)
Max. SpanV I (bending W or deflection'd')
1 & 2 Span 3
Span08b
n Cant ever
1 & 2-Span 3 Span 4 Span _ CantileverMa)
5 9-6",---d •-11'-8.; d d 1'-10- d 5 12'-1' d 14'-11" d 15'-3" d 2'-4- d
6 8'-11" d I V-0' dd 1'-8" d 6 1 VA' d. 14'-0" d 14'4' d 2'-2' d
7 8'-6" d 10'-6- dd 1'-7- . d 7 10'-9" d 13'-4" d 13'-7' d 2'-1" d
8 8,-1" d 10'-0" db 1'-7" d 8 101-4- d 12'-9- d 13'-0' d 1'-11- d
9 7'-9 d 9'-T db T-6" d 9 9' 11' d 1T-3- d 12'-6- d 1'-11' d
10 7'-6 d 9'-3"-`db 1'-5' d 10 9'7' d t1'-10" d 12'-0" b 1'-10' d
11 7'-3 d 8,-11" bb t'-5" d 11 9',-3- . d 11'-6" d 11' 5" b 1'-9' d
12 7'-l' d' 8'-T bb 1'.-4 d 12 9'-0" d 11'-2' d 4-11' b 1'-9" d
Notes:
1. "Aboveepans 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.1.3-120E 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
e m..,r is eun., snot Tx
Hollow and
Single Self -Mating Beams
Tributary Load Width- -
2'-0" 1 3'-0" 1 4'-0" 5'-0" F-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 18'-0"
Allowable Span'L' bending W or deflection'd'
2" x 4" x 0.050" Hollow 11'-3- d 10'-2" d 9'-6" d 8'-11" d 8'-0" d- 8'-l" d T-6- d 7,-1- 'd 6'-9" d 6'-5" d 6--2- - d
2" x 5" x 0.060" Hollow d 14'4-'d 12'-11" d 12--1- d 11'4" d 10'-9- d 10'4- d 9'-T d 9'-0- d 8'-7' d 8'-2": d T-10' d
2" x 4" x 0.045" x 0.088" -d 12'-10" d 1.1'-8" d. 10'-10" d 10'-2- d 9'-8' d 9'-3' d 8'-7' d 8'-1- d T-8- b 7'-2" b 6'-9" b
2" x 5" x 0.050" x 0.116" SMB d 15'-8' d 14'-3" d 13'-3" d 12'-6' d I V-10' d 11'4" d 10'-6' d 9'-11" d 9'-3" b 8'-8" b 8'-2" b
2"x6"x0.050"x0.120" SMB dMd3d 18'4" d 16'-8" d 15'-5" d 14'-7' d 13'-10' d 13'-3' d IVA I' b 10'-11' b 10'-2" b 9-6' b 8'-11" b
2" x 7" x 0.055" x 0.120" SMB d 20'-10' d 18--11- d 17'-7"d 16'-6- d 15'-7' b 14'-7' b 13'-0' b ll'-11" b 11'-0' b 10'4- b 9'-9' b
2" x 8" x 0.070" x 0.224" SMB d 26-2" d 27-10"d 21'-3' d 19'-11'd. 1 F-1 t' d 1 &-2" d 16':10' d 15'-10" d 15'-1' d 14'-5' d 13'-10' d
2" x 9" x 0.070" x 0.204" SMB d 2T-1" d 24'-8' d 22'-11' d 21'-6" tl 20'-5" d 19'-T- d 18'-2' d 1 T-1' d 16'-2' b 15'-2" b 14'-3" b
2" x 9" x 0.082" x 0.326"--SMB d 29'-2' d 26'-6- d 24'-7- d 23'-2" d 21'-11" d 21'-0''d 19'-6' d 1I d 17'-5" d 16'-8' d 16'-0" d
2" x 10" x 0:090" x 0.374" SM 38'-11- d 33'-11- d 39-10- d 28'-8- d 26-11- d 25'-7" d 1 24'-6- di 22'-9- dj 21'-5- d 1 294- d 1 19-5- d 18'-8- d
Note:
1. It is recommended -that the engineer be consulted on any miscellaneous framing. beam that spans more than40'
2. -Spans are based on wind load plus dead load for framing.
3.'Span is measured from center of connexion 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.1.4A-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 13.0 #/SF
c"..... A--an-.T .. .
Self Mating Sections'
Tributary Load Width'1M= Purfin Spacing
S-0- - 6'-0". 7'-0" 8'-0" - 9'-0"
Allowable Span 'L' 1 bending'b' or deflection d'
2" x 4" x 0 D45"x 0 088 1414 b 13 1 b 12'-1' b 11'4' b 10'-B' b 10'-2' b 9'-8" b 9'-3" b
2" x 5" x D 050" x 0.116" 174 b 15 9- b 14'-7" b 13'-8' - b 12'-11' b 12'-3" b 1 11'-8" b 11 %2' b
2" x 6"-x 0.050" x 0.120" 18'-11" b 17'4- b 16-0" b 14'-11' b 14'-2' b IS-5 b 12'-9" b- 12'-3' b
2" x 7" x.0.055' x 0.120" 20'-7' b 18'-10' , b 17-5. b 16'4' b 15'4' b 14'-7' b 13'-11' b
2" x 8" x 0.070" x 0.224" 28'-5' d 26'-9' -- d 24'-10' b 23'-3' b 21'-11' b 20'-9" b W-10' b
2" x 9" x 0.070" x 0.204" 30'-r b 2T-8" b 25'-7' b 23'-11' b 22'-7' b 21'-5 b. 20'-5' b 79'-T a b
2" x 9" x 0.082" x 0.326" 32'-11' d 31'-0" d 29'-5' d 28%2', - d 27'-l' d 26'-2' d 25'-0' b 23' b
2" x 11 "1 38'-5' d 1 36'-2- d 34'4- d 1 32'-10' d 1 31'-7" d 30'-6- d 29'-6" d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
CJ
Z
Table 3A.2 E 6661 120 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs - - - -
Proprietary Products: Eagle Metal Distributors; Inc- OAluminumAlloy661T-6
For 3 second wind gust at 120 MPH velocity; using des0ignload of 15.0 #ISF _
Sections.
Tributary Load Width'W' = Member S acin
3'-0" 3'-6" 4'-0" 4'-6' 5'-0- "5'-6" 6'-0" 6'-6" 1 T-0" 1 7'-6-
Allowable Hei ht 'W 1 bendm 'b' or deflection'd'
2- x 2" x 0.043" Hollow 8-T 7'-11' T-0- 6'-10' 6'-6' bI 6' 1' 5'-10". 5'-6' 5'-3". 5'-1'
3" x 2" x 0.045" Hollow 8'-7' T-11 7'-4' 6'-10' 6'-5' 6%1- 6-9" 5'-6" F-3' 4'-11'
2" x 3" x 0.045" Hollow • i 1' 9" 10' 11 . - 10'-2' 9'-7'. 9'.-0' 8' 7" 8' 1 T-9" 7'-5' T-1"
0.062" Fluted 12' 2' 11 2' 10'-5' 9'-9' 9'-2" 8'-8" 8'-3 7'-10' 7'-6' 7-3'
2^ x 4" z 0.050' Hollow 45' 2' 13'-11' 12'-11' 12'-2' 11'-5' 10'-10' 10'4 9'-10'--' 9' 5'. 9'-0' bi
3" x 2". x-0.070" Hollow 12'-2' 11'-4' 10'-8" 10'-0' 976' 5., 1. 8'-8' - 8'-4" 7'-11" T-8'
3" x 3"-x 0.090" Hollow 178'- 16'-0' 15'-4-, 14'-5" 13'-8' 13--1- 12'-67 12'-0' 11'-T 11'-2' bi
3"x 3" x 0.125" Hollow 19'-6'.. 16'-6' 17'-77 W-T 15'-9' 16-0' 14'4" 13'-10' 13'4- -- 12'-10"
2" x 5" x 0.060" Hollow, _ 19'-8" 18'-2' 16'-11" 15'•11' ` 15'-0^ 14'-3" 13'-7' 13'-0' 72'-6"_ 12'-0'
4" x 4" x 0:125 Hollow 26-1 V 24'-8' 23'-6" 22'-2' 21'-0' 20'-0' 19'-2" 18'-5' 17'-9' 1T-2'
2" x 4" x0.048" x 0.109" SMB 16'-1.1' 15'-8" 14'-8' 13'-9' 13'-0' 12'-5" 11'-10" 11'4, 10'-11"..
2" x 5" x 0.050" x 0.116" SMB 20'-1" 18'-7' 17'-5' 16'41 15'-6'- 14'-9' 14'-1- 13'-6" 13'-0' t2'-T
2" x 6" x 0.050" x 0.120" SMB. 21'-5" 19'-10' 18'-0- 17'-5' 16'-6' 15'-9' 16-0" 14'-5- 13-A 13'-5'
2" x 7" x 0.055" x 0.120" SMB 26-2" 23'-3' 21'-9' 20'{' 19'-5' 18'-6" 1T-8- . 16'-11' 16'4'
2" x 8" x 0.070" x 0.224" SMB 34'-0' 31'-5' 29'-5"2-8 26'-3' 25'-0" 23'-11" 22'-11' 22'-2'
2" x 9" x 0.070" x-0.204" SMB 35'-1" 32'-6" - 30'-4- 28'-T 27'-1" " 25'-10' 24'-8" 23'-8' 22._10' M082"x0.326" SMB 40'-10' 3T-10- 35'4' 33'4' 31'-T 30'-1' 28'-10" 2T-8^ 26'-8"
2" x 10" x 0.090" x 0.374" SMB 48'-10' IS-2^ 42'-3" 39'-10' 37'-9' - 35'-11-" 34'-5- 33'-1" ii' in-
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Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to J
the above spans for total beam spans.
2. Spans may be Interpolated. Z _ O uj
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Table 3A.3 Schedule of Post to Beam Size - 2O X g z ZOWNZThri
Bolts L=
D+''/." BeamSizeMinimumPost
Size Minimum
Knee
Brace" MIn. #
Knee Brace
Screws Min.
Stitching Screw
Spacing 1l4"e 3/8"e Hollow
Beams ' 2"
x 4" x 0.050" Hollow 3- x 3" x 0.090" 2 2" x 3" x 0.045" 3 #8 2"
x 5" x 0.060" Hollow 3' x 3" x 0.090" 2 2" x 3" x 0.045" 3 #8 Self -
Mating Beams. 2"
x 4" x 0.048"k 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" x 3" x 0.090' 2 2' x 3" x 0.045' 3 .#8 - 8 @ 12- O.C. 2"
x 6" x 0.050" x 0.135" SMB 3" x 3" x 0.090" 2 2" x 3" x 0.045' 3 #10 10 @ 12" O.C. 2"
x 7" x 0.055" x'0.135".SMB 3' x 3" x 0.090" 2 2 2" x 3" x 0.045" 3 #10 10 @ 12" O.C. 2"
x8"x0.070":x 0.239"SMB 3"x3'x0.125". 3 2 - 2'x4'xO.048"x0.109' 3)#12 12 @ 12" O.C. 2"
x 9" x.0.072" x 0.219". SMB 3' x 3" x 0.125" 3 3 2" x 5" x 0.050" x 0.131" 3) #14 14 @ 12" O.C. 2"
x 9" x 0.082" x 0.321" SMB 4" x.4" x 0.125" 4 3 2' x 6' x 0.050" x 0.135" 4 #14 14 12" O.C. 2"
x 10" x 0:090" x 0.389-.SMB. 4" x 4" x 0.125" 5 4 2' x 7' x 0.055" x 0.135' 6) #14 14 @ 12' O.C- Double
Self -Mating Beams 2
2" x 89x 0.070":x 0.239" SMB. 2" x 5' x 0 ^50- x 0.131' 1 6 4 2" x 4' x 0.048'.x 0.109" 8 #12 12.@ 12" O.C. 2
2"x9"x 0.072"x 0.219"SMB' 2"x6"xO.050"xO.135' - 6 - 4 2"x5"x0.050'xO.131" 8)#14 14 12. 0 ' C 2.
2"x9".x 0.082" x 0.321".:SMB 2'x7'x0.055'.x0.135' 1 8 1 6. 2'x6'.x0.050'x.0.135"..I 8.#.14 1:#14 @.12',O.C. ; 2
2" x 10" x 0.090" x 0.389" SMB 2' x 8' x 0.070' x 0.239' 1 10 1 8 1 2" x 7" x 0.055" x 0.135"' 10 #14 14 @ 12" O.C. The
minimum number of thru bolts is (2) nimum
post / beam may be used as minimum knee brace Ur
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alloy is used in conjunction with the engineering selected for construction. We are providing this w z L(j ,a o a widentification
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Table 3A.1.1-130 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #ISF for Max. Cantilever)
2" x 2" x 0.043" 3- x 2- x 0.045"
Load
Width (R.) "
Max. Span'L' I (bending 'b' or deflection'd') Load
Width (toMa
Max. Span'L' bending'b' or deflection'd')
1 8 2 Span 3 Span 4 Span Max. Cantilever 1 8 2 Span 3 Span d Span Cax.
ntilever
5
4'-10- d 5'-11- d 6'-1' d 0'-11- d 5 6-5" d 6'-9" d 6'-10' d 1'-0' d 6
4'$- d 5'-7- d 5--9- d U-10' d 6 5'-2' d 6'-4' d 6'$' d 0'-1 V d 7
4'-0- d 5'4' d 5'-5' d 0'-10' d 7 4'-10' d 6'-0' d 6'-2' d Or-1 I' d 8
4'-1" d 5'-V d 5'-2" d 0'-9" d 8 4'-8' d 5'-9' d 5'-10" d 0'-1 l' d 9
T-11' d 4'-11' d 4'-11- d 0'-9" d 9 4'-6' d 5-6' d 5%a" . d 0'-10' d 10
T-10' d 4'-9' d 4'-10- b 0--9- d 10 4'4' d 5.4' d 5'-5' d 0'-10' d 11
T-8m d 4'-7- d 4'-T b 0'$" d 11 4'-2' d 5'-2" _d 5'-3- b 0'-10', d 12
T-7' d 4'-5' d 4'4' b 0'$' d 12 4'-1' d 6-0' d 5'-0' b 1 0'-9' of 3"
x 2" x 0.070" 2" x 3" x 0.045" Load
Width (
R.) Max.
Span'L' / (bending W or deflection'd') Load Width (
ft.) Max.
Span'L' I (bend ing'b' or deflection'd') 1 &
2 Span 3 Span 4 Span Max.
Cantilever
1
8 2 Span 3 Span 4 Span CaMom' ntilever
5
6'-
2' d 7'-8' d T-10" d 1'-2' d 5 6-11" d 8'$" d 8'-B' d 1'4' d 6 5%
i0' d T-3' d T4" d 1%1" d 6 6-6' d 8'-0' d 8'-2" d 1'-3' d 7 514"
d 6'-10" d 6'-1V d 1'-1" d 7 6'-2" d T-7' d T-9' d 1'-2" d 8 5'
4' d 6'-7' d 6'-8' d 1'-0" d 8 F-1 V d T-3' d T-5" d l'-1" d 9 5-
1' d 64' d 6'-5' d 0'-1 l' d 9 5-8" d 6-11' d T4" b 1'-1' d 10 4'-
11' d 6-1' d 6'-2" d U-11' d 1 10 5'-6- d 6'-9' d 6'$' b 1'-0' d 11 4'-
9' d 5'-11' d 6'-0' d 0'-11" d 11 5-4- d 6'-7- d 6'4- b 1'-0- d 12 4'-
8' d 5'-9' d 5'-10- d 0'-11' d 12 5'-2" d 64' b 1 6'-1' b 0'-11" d 2" x
4" x 0.050" 2" x 5" x 0.060" Load Width (
RJ
Max. Spa
n'L' I (bend ing'b' or deflection'd') Load Width (R.)
Max. Span'
L' I (bending'b' or deflection'd') 1 & 2
Span 3 Span 4 Span Cant ever 1 8.
2 Span 38pan 4 Span Cantilever 5 9'-
0' d 1l'-2" d 1l'-5' d 1 1'-9" d 5 11'-6' d 14'-3' d 14'-6" d 2'-2" d 6 8'$'-
d 10'-6" d 10'-9' d 1'-7" d 6. 10'-10' d 13'-5" d 13'-8- d 2'-l" d 7 8'-
l" d 9'-11" d 10'-7' b l'-6" d 7 10'-3' d 12'-8' d 17-11' d 1'-1 l' d 8 T-
9' d 9'$" d 9'-6' b 1'-6- d 8 9'-10' d 17-2' d 12'-5' d T-10' d 9 T-
5' d 9%2" d T-11- b- V-5' d 9 9'$' d 1 V-8" d 1 t'-9- b 1'-10- d 10 7'-
2' d 8'-9- b 8'-6" b 1'4- d 10 9' -2' d 1l'-3" d 1l'-2' h 1'-9" d 11 6'-
11' d 8'-4' b 8'-1' b 1'4' d 11 8'-10" d 10'-11' d 10'-8' b 1'-8' d 12 6'-
9- d 1 T-11" b T-9- b 1'-3- d 12 8'-7- d 10'-7- b 10'-2" 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.
1.3-130E 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 Hollow and
Single Self -
Mating Beams Tributary Load
Width 2'-0"
1 3'-0" 4'-0" 1 F-O" 1 6'-0". 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" - 14'-0" 1 11'-0" 1 18'-0" Allowable Span'
L' I bending 'b'or deflection'd' 2" x
4" x 0.050" Hollow 12'-3' dh23'-1
9'-9'
d 9'-0" d 8'-6' d 8'-i" d T-9' d T-2' d 6'-9' d 6'-5" d 6'.2' d T-10- b 2" x
5" x 0.060" Hollow 15'-7" d 12'-5' d 1l'-6' d 10'-10' d 10'-3' d T-10' d 9'-2' d 8'-7' d 8'-2- d T-10' d T-6- d 2" x
4" x 0.045" x 0.088" 14'-0' d 11'-2' d 10'4' d 9'-9' d 9'-3- d 8'-10' d- 8'-2' d 7'$' b T-2' b 6'-8" b 6'4" b 2" x
5" x 0.050" x 0.116" SMB 17'-2" dd 13'-7" d 12'$- d 11'-11' d 11'-3" d 10'-10- d 10'-0' d 9'4- b 8'-7- b 8'-l' b 7'-7- b 2" x
6" x 0.050" x 0.120" SMB 20'-0" dd 15'-11" d 14--9- d 13'-10- d 13'-2- d 12'$" b 11'-2- b 10'-2" b 9'-5' b 8'-10" b 8'4' b 2" x
7" x 0.055" x 0.120" SMB 22'.9" dd 18'-0" d 16'-9- d 15-8- b 14'$' b 13'-7" b 12'-2' b 11--1" b 1Q3" b 9'-7- b 9'-l" b 2" x
8" x 0.070".x 0.224" SMB 2T-6' dd 21'-10'tl 20'-3- d 19--l' d 18--l' d 17'4' d 16'-1' d 15'-1" d 14'4" d 13'$" b 12'-11- b 2" 0.
070" x 0.204" SMB 29%7' d 25-10d 23'-6 tl 21'-10' d 20'-6' d 19'-6' d 18'-8' d 17'4' d 16'-3' b 15'-1" b 11 14'-7' b b 2" x 9"
x 0.082" x 0.326" SMB 31'-10' d 27'-9- d 25'-3- d 2T-5` d 22'-1' d 20'-11' d 2(I d I _7 d 1T$" d IN d 15'-11' d IS-11- d x 10" x
0.090" x 0.374" SM 37--1- d 32'-5- d 1 29'-5- d 27'4" d 25--9- d 24'-5' d I 23'4-- d 21'$' d 20'-5" d 19'-5- d 18'-6- d 1 17--10- d Note: 1. It
is
recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are
based on wind load plus dead load for framing. 3. Span is
measured from center of connection to fascia or wall connection. 4. Above spans
do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans
may
be interpolated. Table 3A.1.
4-130 E Eagle Metal Distributors, Inc. Allowable Spans for
Ridge Beams with Self Mating Beams for Screen, Acrylic
or Vinyl Rooms For 3 second
wind gust at 130 MPH velocity; using design load of 15.0 #/SF Self Mating Sections
Tributa Load Width'
1M= Puffin Spacing 5'-0" 6'-0"
T-0. 9%0- 10'-0` 11._G1 12'-0- Allowable Span 'L' 1
bending W or deflection'd' 2" x 4"x
0.045" x 0.088" 13'4- b 12-7 b 11'-3" bK1T 9'-11- b
9'-
5' b 9'-0- - b 8'-7- b 2" x 5" x
0.050" x 0.116" 16'-1' b 74'$' b 13'-T bb 12'-0' b 11'-5' b 10'-10' b 10'-5" b 2" x 6" x
0.050" x 0.120" 17'$' b 16%1' b 14'-11" bb 13'-2' b 12'$" b 11%11' b 1l'-5' b 2" x 7" x
0.055" x 0.120" 19'-2- b 174-6' b 164-3' bb 14'4' b 13'-7- b I T-117 b 12'-5- b 2" x 8" x
0.070" x 0.224" 27'-2' d 24'-11" b 23'-2' b 20'-5' b 194' b-18'-5" b 17'$' b 2" x 9" x
0.070" x 0.204' 28'-2' b 25'-9' b 23'-10' bb 21'-0' b 19'-11" b. 19'-0' b 18'-2' b 2" x 9" x
0.082" x 0.326" 31'-5' d 29'-7' d 28'-7" dd 25'-9' b 24'-5" b 23'4" b 22'4' . b 2" x 10" x
0.090" x 0374" 36'$' d 34'-6' d 37-9' dd 30'-l' d 1 29'-l' d 28'-7' b 26-10' b Notes: 1. Tables assume
extrusion
oriented with longer extrusion dimension parallel to applied load. 2. Spans may be
interpolated. Table 3A.2 E
6061 130 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs - Proprietary
Products: Eagle Metal
Distributors, Inc. Aluminum Alloy 6061 T-
6 Fri..n "".....A ...4..
A 11n MPH vn i..":n...."t A"":nn Inad of I b 2MF Sections Tributa Load Width
W'=
Member s acin 3'-0" 3'-6"
4'-0" 4'-6" F-O" 5'-6"6,_,,.6'-0" 7'41" Allowable Hef ht 'H'
I bendin 'b' or deflection'd' 2" x 2" x
0.043" Hollow T-10' 7-2' tl 6'$' bl 6'-2' 5'-10- 5'-6' bl 5'-3' It 4'-11- 4'-9- 4'-6' It 3" x 2" x
0.045" Hollow T-9' T-2" tj 6'-T tl 6'-2' bI 5'-9' tj 5'-5' tl 5'-2' t 4'-11" 4'-B' 4'-5' 2" x 3" x
0.045" Hollow 10'-9' 9'-11' 9'-3' bl 8'-8' Itl 8'-2' T-9' H T-4' t 6'-1 l' 3" x 3" x
0.062" Fluted 11'-0' bI 10,2' 9'-5' 8'-10- 8'-3" - 7'-10' d T-5' 1 7'-1- 6'-9" ti 6'$' 2" x 4" x
0.050" Hollow 13'-9' bi 12'-8' bi 11`9" 10'-1.1' 10'4- 9'-10- 9'4' 1 8' 10" 81$" 8'-2' 3" x 2" x
0.070" Hollow 1l'-3' bi 10'-5" bl 9'-8' bl 9'-2' 8'$- 8'-3' tI 7'-11' 1 T-6- T-3' H 6'-11' bi 3" x 3" x
0.090" Hollow 16'-2' 14'-11' tl 1T-11' tI 13'-2' 1 12'-6' 11'-11' 1/'-5' 1 10'-11' 10'J" 10'-2' bi 3" x 3" x
0.125" Hollow 18'4' cl 1 T-2' tj 16-1' tl 15-2" 1 14'-4' 13'-8" 13'-1' 1 12'-7' 12'-2' 11, 9" 2" x 5" x
0.060" Hollow 171' 16-7' bl 15'-5' bI 14'-5' t 13'$" 12'-11' 17-4" 1 11%9' 11'4". 10'-10' 4" x 4" x
0.125 Hollow 24'-5- 27-1 V 2l'-S 20'-3' t 19'-2" 18'-3" 17'-6' 1 16'-2' 15'$' bi 2" x 4" x
0.048" x 0.109' SMB 15'$- 14'-3.. bi 13'4' 17-6' 11'-10' 11'-3' 10'-9' 9'-11' 9'-7' bl 2" x 5" x
0.050" x 0.116" SMB 18'4' 6'-11' 15'-10' 14'-11' 14'-1' 13'-5' 12'-10'11'-10' 11'-5- 2" x 6" x
0.050" x 0.120" SMB 19'$' 18'A" 16'-10' 15'-10' 15'-0' 14'4' 13'$" 12'$" 12' _2* 2" x 7" x
0.055" x 0.120" SMB 27-11' 21'-3- 11' -10' 1111' 17'$' 16'-10' 16'-1' N29--l' 4'-10" 14'4'
2" x 8" x
0.070" z 0.224" SMB 31'-0' 28'-8' 26'-10" 25'-3' 23'-11' 22'-10' 21'-10'20'-2" 19'-6- 2" x 9" x
0.070" x 0.204" SMB 32'-0' 29'-7' 27'-8' 26'-1' 24'-8- 23'$- 22'$" 20'-10' 20'-1" 2" x 9" x
0.082" x 0.326" SMB 37'-3' 34'-6" 32'-3' 30'-5' 28'-10' 27' 24'-3' 23'-5' 2" x 10" x
0.090" x 0.374" SMB 44%7- 41'-3' 38'-7' 36'4" 34'-5" . 37-10' 31'-5- 9'-l' 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.3 Schedule
of Post to Beam Size 11 Bolts L=D+%"
1/4"
o 3/
8"0 Beam Size Minimum Post
Size Minimum Knee
Brace' Min. #
Knee
Brace Screws
Min. Stitching
Screw Spacing
Hollow Beams
2" x
4" x
0.050" Hollow - - 3' x 3" x 0.090' 2 2' x 3" x 0.045' 3 #8- 2" x 5" x
0.060" Hollow 3' x 3' x 0.090' 2 2' x 3' x 0.045' 3 #8 Self -Mating Beams 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' x 3" x 0.090' 2 2' x 3' x 0.045' 3 #8 8 @ 12- O.C. 2" x 6" x
0.050" x 0.135".SMB 3' x 3". 0.090" 2 2" x 3" x 0.045' 3 #10 10 @ 12- O.C. 2"x7"x 0.
055"x 0.135" SMB 3'x3"x 0.090' 2 2 2'x 3'x 0.045' 3 #10 10 @ 12- O.C_ 2" x 8" x
0.070" x 0.239" SMB 3" x 3" x 0.125" 3 2 2" x 4' x 0.048' x 0.109" 3) #12 12 @ 12" O.C. 2`x 9"x
0.072"x 0.219"SMB 3'x3'x 0.125' 3 3 2' x 5'x 0.050'x 0.131' 3 #14 14 @ 12.O.C. 2" x 9" x
0.082" x 0-321" SMB 4' x 4' x 0.125" 4 3 2" x 6' x 0.050' x 0.135' 4 #14 14 @ 12- O.C. 2"x 10" x
0.090" x 0.389" SMB 4'x4"x 0.125' 5 4 2" x 7" x 0.055'x 0.135' 6 #14 14 ,12"O.C: Double Self -Mating Beams
2 2"x8"x0.
070"x0.239"SMB 2'x5'x0.050'x0.131' 6 4 2'x4'x 0.048'x0.109' 8 #12 12 12- O.C. x 0.072" x
0.219" SMB 2" x 6" x 0.050'-x 0.135' 6 4 2' x 5' x 0.050' x 0.131' 8 #14 14 12" O.C. 2 2"x 9"
x 0.082" x 0.321" S'dB 2" x 7' x 0.055' x 0.135' 8 6 2" x 6' x 0.050" x 0.135" 8) #14 1 #14 @ 12" O.C. 2 2" x 10"
x 0.090" x 0.389" SMB 2' x 8' x 0.070' x 0.239" 10 8 2- x 7- x 0.055' x 0.135' 10 #14 14 12" O.C. The minimum number or
thru bolts is (2) Minimum post / beam may
be used as minimum knee brace Knee Brace Min. Length
Max. Length 2' x 2' x
0.043' 1'4' 2'-0' - 2" x 2' x
0.043" 1'4' 2'-0' 2' x 2' x
0.043" 1'4" 2'-0' 2" x 3' x
0.045" 1'$' 2'$" 2' x 4' x
0.050" 1'-6" 3'0' EAGLE 6061 ALLOY, IDENTIFIER
TM INSTRUCTIONS FOR PERMIT PURPOSES To:
Plans Examiners and
Inspectors, These identification instructions are
provided to contractors for permit purposes. The detail below illustrates our unique "raised" external
identification mark (Eagle 6061-) and its location next to the spline groove, to signify our 6061 alloy
extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the proper alloy is used
in conjunction with the engineering selected for construction. We are providing this identification mark to simplify
identification when using our 6061 Alloy products. A separate signed and
sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be
displayed on site for review at final inspection. The inspector should look
for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.
D.
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Table 3A.1-1-140 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2MPH velocity; using design load of 17.0 #/SF (65.7 #ISF for Max. Cantilever)
Aluminum All- 6061 T-ri
2" x 2" x 0.043" 3" x 2" x 0.045'
Load
Width (R)
Max. Span 'L' / (bending 'b' or deflection'd) Load
Width (k.)
Max. Span'L' I (bending'b' or deflection d)
t g 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span CaMax. r
5 4'-7- d 5'-8- d 5'-10- d 0'-10' d- 5 5'-3' d 6'-6' . d' 6'-T . d Or-1 1" d
6 4'-4" d 5'4- d 5'-6- d' 0'-10" d 6 4'-11" d 6'-1" d 6'-2" d. 0'-11' d
7 4'-2' d F-11" d 5'-2" d 0'-9' d b 7 4'-8' d 5'-T d S-11' d 0'-1 V d
8 3'-11- d 4'-11-' d 4'-11' d 0'-9- d 8 4'-6' d. 5'-6' d S-8' d 0'-10' d
9 3'-10'- d C-8' d 4'-9' b 0'-9-.. d 9 4'-4' d. 5'4' d 5'-5' d U-10" d
10 3'-8" d 4'-0' d 4'-6" b 0'-8" d 10 4'-2' d 5'-2' d 6-2' b 0'-9" d.
All - 3'-7' d 4'-5' d 4'4' b 0'-8' d 11 4'-0' d 4'-11' d 4'-11' b 0'-9' d
12 S-5' d, 4%3' b 4%1' b. 0'-B'.. d 12 3'-11" d 4'-10- d 4'-9- b 0'-9" d
3" x 2" x 0.070- 2"x 3" x 0.045"
Load
Width (k.)
Max. Span U 1(bending'b' or deflection'dl Load
Width (ft.)
Max. Span U / (bending W or deflection d')
f& 2 Span 3 S pan 4 Span Cant lever
1 & T Span 3 Span 4 Span Canti lever
5 5-11- d 7'4- d T-6- d. 1'-1- d 5 6-7" d 8'-2" 'd 8'4" d T-3- d
6 6-7- d 6-11" d- T-1- d 1'-1- d 6 6'-3' d 7'-W d T-10' d T-2' d
7 5'4" d 6-7" . d 6'-B'- d- 1'-0" d 7 5-11' d 74" d T-5' d 9'-1" d
8 F-1" d 6-Y d' 6'-5'- d 0'-11" d 8 5'.-8' d T-it' d T-0'.. b 1'-V d
9 4'-11" d 6'-1' d' 6'-2' d Or -IV d 9 5%5" d 6-9"<- d 6'-7' b. 1'-0' d
10 4%9' d 6-10" d 5'-11' d 0'-11' d, 10- 5'-3" d 6-6" d 6'-3'-..b 0'-lV-d
11 4'-7- d 5'-B' d 5'-9' d-0'-10" d' tt S'-1" d 6-2". b 1 F-11" b U-11'- d
12 4'-5' cl F-6" d 6-7- d 0'-10-' d 12 _ - 4'-11' `d 5'-11- b 5'-9' b U-11' d
2" x 4" x 0.050" 2" x 5" x 0.060"
Load
Width (ft.)
Max. Span'L' I (bend ing'b' or deflection'd) Load
Width (ft.)
Max- Span'L') bending W or deflection d)
1 & 2 Span 3 Span 4 Span Ca U ever 1 & 2 Span 3 Span 4 Span,-
x.
Canble-
5 8'-8" d 10'-8' d 10'-11.".d 1'-8' d 5 1V-Or d, 13%8" "d IT-11" d 2%1" d
6 8%2" d 10'-1' d 10'-3'- b 1'-6" d: 6 10%5" d 12'-10' d 13'-l" ,d 1'-11" d
7 T-9' d T-7' d T-6" , b 1'-6' ` d 7. 9'-10- d 12'-2- d 12'-5- d 1'-10- d
8 71-5' d' 9%2' d F-11- b 1%5" d 8 9'-5' d 1T-8' d' 11'-9' b l'-9" d
9 7'-1' d - 8'-8' b 8'-5" b 1'4' d 9 9' 1" d. 11 -2- d 11'-1'` b 1 9" d
10 6'-11' d 8'-3'. b T-11" b 1'4' d 10 8' 9' d 10 10' d 10-6-' b 1 -8" d
d 7' 10' b 7'-7" b 1'-3' d 11 8'-0" d 104' b 10-0' b 1-7- d
12 6'-6' d 1 T-6- b 1 T-3" b" 1'-3- d 1 12 1 8%3" d TA V b 9'-7" b 1'-7" 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 #/SF
Al -in- All- 6n61 T-F
Hollow and
Single Self -Mating Beams
I I Tributary Load Width -
2'-0" 1 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 10'-0" 12'-0" 1 14--0" 1 16'-0" 1 18'-0-
Allowable Span'L' bending 'b' or deflection'cr ..,
2" x 4" x 0.050" Hollow - 11'-9" d 10'-3" d 9'4' d 8'-8' d 8'-2' d T-9' d T-5- d 6'-10' it 6'-6" d 6'-2" d 5'-10' b 6-6- -b
2" x 5" x 0.060"Hollow 14'-11" d IT-1" d 11'-11" d 11'-0-d 10'-5" d 9'-10" d 9'-5" d 8'-9' d 8'-3" d 7'-10' d T-6' d 7'-2' d
2" x 4" x 0.045" x-0.088" 13'-5" d 11'-9' d 10'-8" d 9'-1 t' d 9'4- d 8'-10- d 8'-6- d T-10" d 7'-3- b 6'-0- b 6--3--b 5',-11- b
2" x 5" x 0.050"x 0.116" SMB 16'-5" d 14'4"'.d 13'-1" d 12--1" d 11'-5- d 10'-10- d 10.4- d 9'-7- b 8'-9- b 8'-1- b- T-7" b T-2" b
2" x 6"x 0.050" x 0.120" SMB 1T-2" d 16'-9" d 15'-3" d 14'-2' d 13'4' -d 12'-6' b 11'-9' b 10'-6' b 9'-7' b F-10" b 8'-3" b T-10" b
2" x 7" x 0.055" x 0.120" SMB 21'-9" d 19'-0"' d 1T4" d 16'-1- d 14'-9- b 13'-7- b 12'-9' b 11'-5" b 10'-5`.b 9'-8- b 9'-0" b 8'-6- b
2" x 8" x 0.070"k 0.224" SMB 26'4" d 23'-0" d 20'-11' d 19'-5" d 18'-3" d 17'4" d 16'-7" d 1S-5' d 14'-6" d 13'-9' b 124-10" b 12'-l' b
2" x 9" x 0.070" x 0.204" SMB 28'-5" d 24'-10' d 22'-6' d 20'-11' d 19'-8" d 18'-8" d 1 T-11' d 16'-7" d 15'4" b 14'-2' b 13'-3' b 12'-6' b
2" x 9" x 0.082" x 0.326" SMB30'-6' d 26'-8' d 24'-3' d 22'fi' d 21'-2' d. 20'-1' d 19'-3' d 1T-10' d 16'-9" d 15'-t i' d 15'-3" d 14'-8' d
2" x 10" x 0.090" x 0.374" SM 35'-7' di 31'-l" d 1 28'-3' dl 26-2' dl 24'-8" dl 23'-5- di 22'-5" d 1 20--10" d 19'-7" d 18'-7- d 1 17'-9- d 1 17--1- d
Note:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing. -
3. Span is measured from center of connection to fascia or 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.
i 5. Spans may be interpolated.
Table 3A.1.4A-140 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2 MPH velocity," using design load of 17.0 #JSF
Aluminum Alloy 6061 T-6
Self Mating Sections
Tributary Load W2W = Pullin Spacing 5-
06'-0 7-0 8-0"idth 9
0"
10--0" 1 11'-0" Allowabe.Span
L' / bending -b- or deflection d - 2" x.
4" x 0.045" x 0.08E3d b
11"
5' b 10'-7' b 9'-11'. b 9'4' b 8'-10' b 8'-5' b 8'-1' - b 2" x
5" x 0.050" x 0.11 b 1T-10' b 12'-9" b 11'-11" b t l'-3" b 10'-8" b 10'-2' b 9'-9" b 2" x
6" x 0.050" x 0.12- b 15'-2- b 14'-0 b 13--1- b 12'4- b 1T-9- b 11'-2' b IV-8' b 2" x
7" x 0.055" x 0.12 b. 16'-5" b 16-3 b14'-3' b 13'-5' b t7-9' b. 12'-2" b 1 T-6' b 8" x
0.070" x 022- b 23'-6" b 21'-9 b 20'A' b 19'-2' . b 18'-2' b 17'4- b 16'-7" b 9"x.
070"x 020' b 24-2b 22'-5 , b 20'-11' b 19' 9' b 18'-9' b 1 T-10b 1 T-1b 2" x 9" x 0.
082' x 0.32' d 284d 26'-11" d 25'-8' b 24'-2' `b 22'-1 V b 21-1 tb 20-172" x 10" x 0.090" x 0.3 d 33'-1' d 31'-5 d 30'-0' " d 28; 11' d 27'-8' b 26'4' b 25'-3' 6 Table 3A.2-E 6061 140 - Allowable
Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal
Distributors, Inc. AluminumAlloy
6061 T-6 For 3 second
wind oust at 140-
1 &2 MPH velocity; using desinn Inad of 21.0 9/SF Sections Tribute Load Width'W'=Member.S
adn
3'-0" T-6" 4'-0' 4'-
6-5'-0" 5'-6" 6'-0" 6'-6" Allowable HeI ht 'H' bendin 'b' or
deflection'd' 2" x 2" x 0.043" Hollow
T-2" 6-7" 6-1' 51-8' 5'4' 6-0' 4' _9' 4'-6' H 4'4- ti 4'-f" 3" x2" x 0.045" Hollow T-
2'- 6-8 6-1' 5'-8' 5-Y 1 4'-11' bi 4' 8 4-5' ti 4' 3" 1 4'-0' 2" x 3" x 0.045" Hollow
9 11` 9 2 - 8-6'- T 11- T-6- T-1' 1, 6'-8. 64' tl 6'-1' 1 5' 9' 3" x 3" x 0.062" Fluted -
10'-2" bl 94 8'-8' bi 8--1' t 7'-7" T-2' t 6'-10 6'-6' H 6'-2 1 9-11" 2" x 4" x 0.050" Hollow
12'-8' bi 11 -8' ti 10'-9- 10'-l' t 9'-6' . 8 11" t 8'-6' bi 8'-11' H T-9" 1 T-5" 3" x 2" x 0.070" Hollow
10'-5" d 9'-7' 8' 11" 8'-0' t 8'-0" T-T t T-3' t 6'-11' bl 6'-8'. 1 6'•5" bi 3" x 3" x 0.090" Hollow
4'-11' 13'-10' tl 12'-11" 1T-2- .t 11'-T 1l'-0' t 10'-7' 10%2" t 9'-9" 1 9'-5' bi 3" x 3" x 0-125" Hollow
17'-2' - . IF-11' tI 14'-10" 14'-0' t13'4' 12'-8' 12'-2° It I V-8' t 11'-3' 10-10' 2" x 5".x 0.060" Hollow
16'-7' 16-3' 14'-2- 13'-4- -- 12'-7- -. 11'-11'. 11.4' 10'-10' 10'4': 9' 4' x 4" x 0.125 Hollow
22'-1 fl 2l'-3' bi 19'-10" 18'-9' 1 17'-9" 16%1 V t 16'-2' It 15'-7'. x 4" x 0.048" x 0.
109" SMB 14'-3" 13'-2' 12'4' 11'-7- 10'-11- 10'-5- - 9'-11' 9'-6- 2"x5"x0.050"x0.116"SMB
i6'-11' 15'-8" 14'-8" .. 13'-9' 13'-1" 12'-5".' 11'-10" 11'-5' - 2" x 6" x 0.050" x.
0.120"SMB 18'-t" 16'-8' 16-7' 14'-8" IS-11' 13'-3" 12'-8" ' 17-l" 2" x"7" x 0.055" x
0,120" SMB 21'-3" 19`8" 18'4' 17'-3" 16'4" 15'-7' 14--11" 14-3' 126-11' M14'-6"2" 2" x 8" x 0.
070"
x
0.224" SMB 28'-8' 26'-7' 24'-10" 234- 22'-Y 21'-7" 20'-2" 19'4' x 0.070x 0.204" SMB 29'-
7- 27'-5' 25'-T 24'-1' 22'-10' 2120'-10" 19'-11' x9"x.0"x 0.326' SMB 34'-
6' _ 31-11" 29'-10' 28'-1' 26'-8- " 25'-5- 24'-3" 23'4' 2" x to" x 0.090" x 0374"
SMB 41'-3' 38'-2" 35'-8' - 33'-7' 31'-1 V 30'-5" 29'-1- 27'-1 V 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 Thru-Bolts L=D-'/," V4-ia 318"o
Beam Size
Minimum Post
Size Minimum Knee Brace"`'
Min- # Knee Brace
Screws Min.
Stitching
Screw Spacing
Hollow Beams-
2" x.
4" x
0.050"
Hollow 3-
x 3" x 0.090' 2 2" x 3" x 0.045' 3 #8 2" x 5" x 0.060" Hollow 3'
x 3' x 0.090" 2 x 2' x 3" 0.045' 3 #8 Self -Mating Beams 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'x 3'x 0.090" 2 2'x3"x 0.045' 3 #8 8 @ 12- O.C. 2" x 6" x 0.050" x 0.
135" SMB 3' x 3' x 0.090" 2 2" x 3", x 0.045' 3 #10 10 @ 12- O.C. 2- x 7" x 0.055" x 0.
135- SMB 3' x 3" x 0.090' 2 2 2-x 3" x 0.045" 3 #10 410 @ 12- O.C. 2" x 8" x 0.070" x 0.
239" SMB 3' x 3' x 0.125" 3 2 2" x 4' x 0.048' x 0.109" 3 #12 12 @ 12" O.C. 2"x9"x 0.072" x 0.219"
SMB . 3'x 3'x 0.125". 3 3 2"x5". x 0.050" x 0.131" 3 #14 14 @12- O.C. 2",x 9"x 0.082"x 0.
321"SMB 4".x 4'x 0.125' 4 3 2"x6"x 0.050"x 0.135" 4 #14 14 @ 12- O.C. 2" x 10" x 0.090" x 0.
389" SMB 4" x 4' x 0.125' 5 4 2" x 7`x 0.055' x 0.135' 6 #14 14 @ 12" O.C. Double Self -Mating Beams 2 2" x 8"'
x 0.070" x
0.239" SMB 2" x 5' x 3.050" x 0.131' 6 4 ' 2" x 4" 0.648' x 0.109" 8 #12 - 12 @ 12" 0.C4 2 2. x9'' x 2.072 x 0.
219" SMB. 2' x 6" x 0.050" x 0.135" 6 4 . 2"x 5" x 0.050'x 0.131" 8 #14. 14 12" O.C. 2 2'x 9" x 0.082" x
0.321" SMB 2' x 7-x 0.055" x 0.135" 8 6 2"x 6" x 0.050" x 0.135" 8 If14 14 2" O.C. 2)2.x 10" x 0.090" x
0.389" SMB 2' x 8' x 0.070" x 0.239' 10 8 2" x 7' x 0.055-x 0.135" 10 #14 14 12" O.C. The minimum number of lhm bolls is (2)
inimum post / beam may be used as minimum
knee brace Knee Brace Min. Length Max- Length 2" x
2" x 0.043' 1'4"
2'-0' 2" x 2' x 0.043' 1'4"
2'-0" - 2" x 2' x 0.043" T4' 2'-
W 2' x 3' x 0.045" 9'$" 2'-
6" 2" x 4' x 0.050" 1'-6"
T-0' EAGLE 6061 ALLOY IDENTIFIER- INSTRUCTIONS FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions
are provided to contractors for
permit purposes. The detail below illustrates our unique 'raised" external identification mark (Eagle 6061-)
and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately
the 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. Theinspector should look for the identification mark as
specified below to validate the use of 6061 engineering. Notes: 1. Tables assume extrusion oriented with longer
extruson
dimension
parallel to applied load. 2. Spans may be interpolated. EAGLE 6061 I.D.
DIE MARK CJ z a A r.4 e
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REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS=16'COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
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 l" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
THE FLOOR, WALL, AND ROOF
YSTEM ARE THAT OF MOBILE
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:` jtS
4" x 4" P.T.P. POST W/
SIMPSON 4" x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = l'-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
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
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. THE FLOOR, WALL, AND ROOF
VERTICALLY SYSTEM ARE THAT OF MOBILE
REPLACE VINYL SIDING MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP. PLATE
8" 'L' BOLT @ 32" O.C. NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP-1 OR EQUAL
SHEATH W/ 112" P.T-PLYWOOD
TYPE III FOOTING OR 16" x 24" NAILED W/ #8 COMMON 6' O.C.
RIBBON FOOTING W/ (2) #50
EDGES AND 12' O.C.,FIELD OR
BARS, 2,500 PSI CONCRETE
STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = l'-0"
INTERIOR BEAM (SEE TABLES
3A.1.3)
KNEE BRACE (SEE TABLES
BEAM SPAN I17f 3A.3) LENGTH 16" TO 24- MAX.
ALL FOURTH WALL DETAILS
USE W/2 -4
FOR BEAM SIZE) POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
SEE INTERIOR BEAM TABLES TABLES 3A.2.1, 2)
AFTER COMPUTING
LOADWIDTH+ LOAD
WIDTH IS 1/2THE DISTANCE BETWEEN SUPPORTS
ON EITHER SIDE OF THE BEAM OR SUPPORT
BEING CONSIDERED TYPICAL
SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT.
TO A MOBILE / MANUFACTURED HOME SCALE:
1/8" = l'-0" Table
3A.3 Schedule of Post to. Beam Size 4inlmum
post / beam may be used as minimum knee brace Brace
screws Knee
Brace-' Min. Len th Max Len th 2'
x 2' 1'.4' 2'-0" 2'
x 2' i'.4' 2'-0' 2'
x2' t'4-. 2'-0' 2'
x 3' i'4i' 2'-0' 2'
x 4' 1'$ 3'-0' . STUD
WALL OR POST RIBBON
FOOTING SCALE:
1/2" = V-0" Minimum
Ribbon Footing Wind
Zone
1
Sq.
Ft x
Post Anchor @
48" O.C. Stud' _
Anchors
100 -
123 10 - 14 1'-0" U 44 SP7 @ 32' C.C. 130 -
140-1 30 - 17 1'-0' ABU 44 SP1 @ 32" O.C. 140-
2 - 150 30 - 20 1'-3' 1 ABU 44 SPH4 @ 48' O.C. Maximum
16' projectionfrom host' structure. For stud
walls use 1/2' x 8' L-Bsquare washers olts 4O.C.nd 2 a rs o attach sole late to 8 O.0 q p footing. Stud
anchors shall be at the sole -plate only and coil strap shall lap over the top plate on to
the studs anchors and straps shall be per manufacturers specifications. 3A.8
Anchor Schedule for Composite Panel Room Components Connection Description
80 -100 MPH 110 - 130 MPH, . 140 -150 MPH Receiving channel
to roof 10 x (T+1/2") SMS 10 x (T'+1/2') SMS 10 x (T+112") SMS panel at
front wall or at the 1 @ 6' from each side 1 @ 6' from each 1 @ 6" from each receiving channel.
of the panel and of the panel and of the panel and 0.024"
or 0.030" metal 1 @ 12" O.C. 1 @ 8- O.C. i @ 6- O:C. 1/4"
x 1-112" lag 1l4' x 1-1/2' lag 3/8- x 1-112' 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.t.p. framing 1 24- O.C. 2 @ 24' O.C. 2 @ 24- O.C. 1/4'
x 1-1/2' Tapcon 1l4' x 1-1/2" Tapcon 3/8' x 1-1/2' Tapoon Rel-Ing
channel to 1 @ 6" from each end. of 1 @ 6' from each end of 2 @ 6' from each end of concrete deck
at front wall. receiving channel and - receiving channel and receiving channel and 2,500
psi concrete 1 @ 32. O.C. 1 @ 24- O.C. 2 @ 24- O C. Receiving channel
to uprights, 8 x 314" SMS 10 x 3/4" SMS. 14 x 3/4' SMS headers and
other wall 1 @ 6' from each end 1 @ 4' from each end 1 @.3" from each end connections of
component and of component and of component and - 0.024"
metal 1'@ 36" O.C. 1 @ 24' O.C. 1 @ 24- O.C. 0.030"
metal 1 @ 48- O.C. 1 @ 32- O.C. 1 @ 32- O:C. Receiving channel
to existing 1/4' x 1-112" lag 114" x 1-1/2"lag 318" x.1-1/2' lag wood beam,
host structure, deck 1, @ 6' from each end 1 @ 4' from each en d 1 @ 3" from each end or Infiil
connections to wood of component
and of component and of component and. 1 @
30- O.C. 1 @ 16" O.C. .. 1 @ 21- O.C. Receiving channel
to existing 1/4' x 1-314" Tapcon 114" x.1-1/2" Tapmn 3/8" x 1-1/2" Tapcon 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 componentand or infill connected
to concrete. 1 @ 48" O.C. 1 1 @s4" O.C. I 1 @ 24" O.C. 1 @ 6'
from each end 1 @ 4" from, each 1-@ 3" from each Roof Panel to
top of wall of component end of component end of component 1@tT D.C.&
1@8'O:C. 1@6'O.C. a. To wood
10 x"t•+1-1/2' 10x"t"+1-112" 10 x't'. 1-112" b.To 0.
05"aluminurn 10 x't"+1/2' 10x"t'+1/2' 10 x't"+112" Notes: 1. The
anchor
schedule above is for mean roof height of 0-20', enclosed stricture, exposure "S', I = 1.0, maximum front wallprojection from
host structure of 16', with maximum overhang of 2% and -10' wall height. There is no restriction on room length.
For structures exceeding this criteria consult the engineer. 2. Anchors through receiving
channel into roof panels, wood', or concrete Imasonry shall be staggered side to side at the required spacing.
3. Wood deck,matenals
are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75.
Reduce spacing of anchors for "C' exposure by 0.83. 4. Concrete is assumed
to be 2,500 p'si @ 7days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing
for "C" exposure by 0.83. 5. Tapmn or equal
masonry anchor maybe used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/2" embedment
at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114' fender washer. - Table 4.
2 Schedule
of Allowable Loads / Maximum Roof Area for Anchors into wood
for ENCLOSED buildings Allowable Load 1 Maximum
load area (Sq. FL) @ 120 M.P.H. wind load - Diameter Anchor x Embedment
Number of
Anchors 1
2 3 4-
114" x 1" 264#
11 1SF 528#/22-SF 792#/33 SF 10SM44-SF 114" x 1 112" 396#/
17-SF 792#/33-SF 11884/50 SF 1584i166-SF 114"x2-112" 660#/28-
SF 1320#/55-SF 1980#/83-SF 2640#/l 10-SF 5116" x I- 312#/13SF
624#/26-SF 936#139-SF 1248#/52SF 5116" x 1-1/2"
468#/20-SF 936#/39-SF 1404#/59-SF 1872#178-SF 5116" x 2-1/2"
780#/33-SF 1560#/65-SF 2340#/98-SF 3120#1130SF 3/8" x 1" 356#/
15SF 712#/30-SF 1068#/45-SF 14244959-SF 318"x1-1/2" 534#
2 670#2#/76177-SF 2136#/89-SF
3/
8" x 2-1Y1"
890 6S=F I 3560##148-SFAnchormustembedaminimum
of 2' into the primary host - WIND LOAD: CONVERSION TABLE: For
Wind Zones/Regions other
than 120 MPH (rabies Shown), multiply allowable loads and roof
areas by. the conversion factor. WIND REGION Applied Load CONVERSION
FACTOR
100
26.
6
1.
01
110 26.8 1.01
120 27.4 1.00
123 28.9 0.97
130 32.2 0.92
140-1 37.3 0.
86 140-2 37.3 0.
86 150 42.& 0.80 Allowable
Load Coversion Factors for
Edge Distances Less Than
9d Edge Distance Allowable Load Multipllers
Tension
Shear
12d 1.10
1.27
lid 1.07 1.18.
10d 1.03 1.09
9d 1.00 1:00
8d 0.98. 0.90 ,
7d 0.95 081 6d
0.91 0.7,
2. 5d 0,88 E.0183..
Note: 1. The minimum distance
from
the edge of concrete to the center of the concrete anchor and the spacing;.uetween 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 lit _ s ed
are allowed loadi s with a safety factorof4 applied. ' 4. Products equal to yawl
may be substituted. 5. Anchors receiving loads perpendicular
to the diameter are in tension. Anchors receiving loads parallel to
the diameter are shear loads. I/} Example: Determine the number
ofconcreteanchorsrequiredbydividingtheupliftloadbytheanchor
allowed load. For a 2" x 6"
beam with: spacing = T-0' O C ; allowed span = 25-9' (Table 1 1) J Q c u D °
a
Z (n'
v
0
Q
w o w
Z J O
Q WNQ
Z O DO
NmUrR' O UJ '
W to J H. J i
W . Z W 1--.
0
E
mWncrU) Ng 0
w
U _
J_ 0
Q
O =_
0 Z 0
0 U
0
W
O Q Q Q - or
H cal M v% Z
Z
ZZ
W
OL g W O Qm
Z w Of LU v W' U
a Z
W . LL Z U) to W
M
c F Z O
Q O x
Uz N orul
o
CO
a O
zCO J M
w
u-
O
W k
W c
o
o
O n a) Z w
Q.
W
Of o n° J
d 33
U a
LL C U 'o . 30aW ' x qry w
W p. mO
afY
0) JmU)
O
ib W m
H.cC U qO
L0 W t n OccWW
W zQ
ozaW
0 ILL!
SI SHEETUPLIFT
LOAD .= 1/
2(
BEAM
SPAN) x BEAM & UPRIGHT SPACING W W,t NUMBER OF ANCHORS = [1/2(25.75') x 7' x 7# / Sq. Ft.] / ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 630.875# /
300# = 2.102 W c9 0'z Therefore, use 2anchors, one (1) on each side of upright. W N, Table is based on RawlProducts' allowable loads for 2,500 p.s.i. concrete. Q 0_ LL 08-12-
2010OF Z
0 Lu Z w
12rm
0
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition. `
2. If the contractor / home owner has a question about the host'structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from"Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must bechecked 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 propertiesdetermined at a deflection limit
of U180. 8. Roll
formed roof panels (pansj,are designed for uniform loads and.can not be walked on unless ` plywood is
laid across the ribs. Pans have been tested and perform better in wind uplift loads than dead load +
live loads. Spans for pans are based on deflection ofU80 for high wind zone criteria 9. Interior
walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/
1" fine thread sheet rock screws at 16" O.C. each wa' 10. Spans
may be interpolated between values' but not extrapolated outside values. 11.Design
Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for
sections 2, 3A & B, 4 & 5. Use section 2'inspection guide for solid roof in Section 1. 12. All
fascia gutter end caps shall have waterrelief ports. - - - 13. All exposed
screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel area
around screws and washers shall be cleaned with xylene'(xylol).or other solvent based cleaner prior
to applying caulking. 14. All aluminum
extrusions shall meet the strength requirements of ASTM B221 after powder coating 15.Disimilar metals:
Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or
pressure treated wood shall be coated w/ protective paint or bituminous materials that are
placed between the materials listed above. The protective materials shall be as listed in section
2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing. Primer and
Finisher. 16. Fasteners or
aluminum parts shall be corrosive resistance matedals such as non magnetic stainless steel grade 304
or 316: Ceramic coated double zinc coated or powder coated steel4asteners only fasteners that are
warrantied as.corrosive resistant shall be used; Unprotected steel fasteners shall not be used.
ROOF PANELS DESIGN
STATEMENT: The roof systems
are main force resisting systems and components and cladding in conformance -with the 2007Florida Building
Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding.
Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding
Loads. The procedure assumes mean roof height less than30; roof slope 0 to 20"; 1 = 0.
87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I =
1.00 for Glass and Modular Enclosed Rooms. Negative intemal pressures are 0.00 for open
structures, 0.18 for enclosed structures. All pressures shown are`in PSF. 1. Freestanding structures with
mono -sloped roofs have a minimum live load of 10 PSF. The design wind loads are those
for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75.
2. Attached covers such
as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10
PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads
used are for open and enclosed structures. 3. Glass room roof
design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for
140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For
live loads
use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind loads are from ASCE
7-05 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed
structures calculate spans by multiplying Glass and Modular room spans for 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",-.__ . Mean Roof Height'.. Load
Conversion Factor
Span
Multiplier,
Load
Conversion
Factor Span Multiplier
Bending
Deflection
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- 0-89 1.66 0:78 0.85 Use larger mean roof
height of host structure or enclosure Values are from ASCE
7-05 INDUSTRY STANDARD ROOF:'PANELS
to 12" WIDE x
VARIOUS
HEIGHT RISER ROOF PANEL SCALE: 2" = V-0"
a M 12.00"
12"
WIDE
x 3"
RISER INTERLOCKING ROOF PANEL SCALE: 2" = V-0
w I' 12-00"
I'
CLEATED ROOF PANEL SELECT
PANEL DEPTH FROM -
SCALE: 2" = V-0" ALUMINUM SKIN TABLES E.P.S.
CORE
SIDE CONNECTIONS VARY a
G. DO NOT
AFFECT
SPANS)
Imo- 48.00" COMPOSITE
ROOF PANEL [INDUSTRY
STANDARDI SCALE: 2" = V-0"
Open Structures - Mono Sloped
1 = 0.
87 for
90 to 100 MPH 1= 0.77 for
100 to 150 MPH KCpi = 0.00 Zone
2 loads reduced by 25
Screen Rooms Attached Covers
1= 0.
87 for
90to 100 MPH 1= 0.77 for
100 to 150 MPH KCpi =-0.00 Zone
2 Glass & Modular Enclosed Rooms
Roof Overs
I = 1.
00 KCpi =.
0.18 Zane
2 Overhang / Cantilever All Rooms
1-= 1.
00 KCpi =
0.18 Zone
3 Basic Wind Pressure Effective
So 20
Area
10
Basic Wind
Pressure
Effective
50 20
Area
10
Basic Wind
Pressure
Effective
50 20
Area
10
Basic Wind
Pressure
Effective
50 20
Area
10
100. MPH
13
13
16 25' 17 20 23 1 26 117 23 27 1-30 17 27 38 45 110 MPH 14 14 17
5 28 18 27. 32 36 18 33 46 55 120 MPH 17 17-- 20
30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21
32 35 23 34, 41 45 23 41 57. 69 130 MPH 20 20 23
fin 35 39 26 38 4551 26 46 64 77 '. 140-1 MPH 23 23
27 40 46 30• 44 53 59 30 53 74 89 140-2 MPH 23' 23
27 40 46 30 44 53 59 30 54 74 89 150 MPH 26- 26 32
46 52 34 51 60 68 34 61 85 102 Minimum live load of 30
PSF controls in high who velocity zones.• To convert from the Exposure "
B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof
systems were computed on a load width of 10' and a maximum of 20' projection with a 2' overhang.
Any greater load width shall be site specific. PAN ROOF ANCHORING DETAILS PRIMARY
CONNECTION: - 3) #- SCREWS PER
PAN WITH
1" MINIMUM EMBEDMENT INTO
FASCIA THROUGH PAN BOXED
END EXISTING TRUSS OR
RAFTER - d
nn" #10 x 1-
1/
2" S.M.S. (2) PER o RAFTER OR TRUSS TAIL e
10 x 3/4"
S.
M.S. @ 12' O.C. \ EXISTING FASCIA \ FOR MASONRY USE
Z p
SEALANT pj HEADER (
SEE
NOTE
BELOW) ° e
ROOF PANEL A r x
1/2" S.
M.
S. (3) PER PAN Fa- i BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED t -
SCREW HEADS W zz
a
a • 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)
1/
4" x 1-1/
4"MASONRY j V 1 Z U, ANCHOR OR EQUAL @ 24"
O.C. v J ( J_ FOR WOOD
USE #10x
1-
1/2" - - „< (4 Q o S.M.S. OR WOOD
SCREWS Z C/) C) W is12' O.C. o O Q0wROOFPANEL -J 2 Q
r,) Z
o EXISTING OD FRAME, MASONRY TWOODOR #_'
x 1/2"
S.
M.S. (3) PER PAN ¢ Z 0 OLLI O `4 OTHER CONSTRUCTION (BOTTOM) AND (1) @
RISER 0 a- U c TOP) CAULK ALL EXPOSED ut fA >-
W m SCREW HEADS G LV Z 06
Z E ROOF PANEL TO WALL DETAIL > w
O SCALE: 2" = V-0" w LU
otj 0 C) to
ROOF PANELS SHALL BE ATTACHED TO
THE HEADER WITH (3),EACH #_' x 1/2" LONG CORROSION U Z W o RESISTANT SHEET METAL SCREWS WITH 1/
2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR ¢ J J Z SHALL HAVE NEOPRENE GASKET 'BETWEEN THE
WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) LL V < 0_ EACH # x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH 0 W x 1'! OF THE ABOVE
SCREW
TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK p W Q Z. O o, SCREWS ARE ALLOWED AS A SUBSTITUTE
FOR #_' x 1/2" S.M.S. H c D IY -a SELECT THE APPROPRIATE
SCREW SIZE PER
WIND ZONE FROM TABLE BELOW. LL U) Z J X m 100-123
130
140 150 w
Z Z a 8 #10 #12 #12
U < LU
o u Q :3
LL I-
oz
J O Q N
EXISTING
TRUSS OR RAFTER 6" x
T x 6" 0.024" MIN. BREAK ¢ Q In FORMED FLASHING LL Zz ,
n PAN
ROOF PANEL
p (
0 n
Z m 2 N
2) #10
x
1-1/2"
S.M.S. OR 2 - - - - - Z J K WOOD SCREW PER RAFTER Z i-
n O O lL W OR TRUSS TAIL a o z
r, W? m x E 2 c m ° ALTERNATE: Cf naOLL
n 10 x
3/
4"
S.
M.
S. OR WOOD - d ? o n SCREW SPACED @ 12" O.C.
of X C a OLL C U N o m
EXISTING FASCIA 0;
C) . a
wQ (7 of m ta
W a w a) J
m POST AND
BEAM (
PER p F-
U > O m TABLES) C LU U a c
o Z,LL d E cow
w J co
r Q -
c ALTERNATE MOBILEHOME
FLASHING z FOR
FOURTH WALL CONSTRUCTION w
0. ;
PAN ROOF'P NE S c
w 'I' to SCALE: 2" V-0" W ¢ !
ROOF
PANEL TO FASCIA DETAIL
SCALE:
2" = V-0" INSTALLATION INSTRUCTIONS:
O CT A. PLACE (
2) BEADS
OF
CAULKINGONBACKSIDEOFHEADERBEFOREINSTALLING. w I" n V 4 1 L90 ttitLL J SEAL O B. SLIDE 1"
TAB AT TOP
OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. w' u DRIP EDGE MUST MAINTAIN SAME PLANE
AS SLOPE OF ROOF. FY SNIF- z L) c 11us C C. FASTEN HEADER
TO FASCIA BOARDWITH #
10 x 1" SCREWS @ 6 0 C STAGGERED w TOP AND BOTTOM (SEE DETAIL ABOVE) co/
A O n z w -, y I zZLwD.
PLACEPANROOF PANEL INTOHEADER
AND ATTACH TO 4TH WALL POST AND BEAM z SYSTEM ONLY. DO, NOT ATTACH TO HEADER.
HEADER IS USED AS FLASHING ONLY. a 12 m 08-12-2010 OF
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M..S. OR WOOD
WOOD SCREW (2) PER -
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD _
SCREW SPACED @ 12" O.C.
8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER
ROOF PANEL
I EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR - S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
2) 1/4" x 1-114" MASONRY
ANCHOR OR EQUAL @ 12" D.C.
FOR WOOD USE: 4:w::':::'::
14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
o-- FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = V-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15 % OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1 140 1 150
8 #10 #12 1 #12
REMOVE RAFTER TAIL TO
j HERE
REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
j @ PAN RIB MIN. (3) PER PAN
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD LL
SCREW (2) PER RAFTER OR 00
W)--
TRUSS TAIL a¢ o
1-1/2" x 1/8" x 11-1/2" PLATE OF
HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2" = l'-0"
REMOVE RAFTER TAIL TO
j HERE
i REMOVE ROOF TO HEREII
I I
8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD r::{_:'::`.i:::':
SCREW (2) PER RAFTER OR :.:
w ....'.': '.:'.:.:::
TRUSS TAIL .i>:. p'. ....
HOST STRUCTURE
L COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = l'-0"
2) #10 x 1-1/2' S.M.S.OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
OR WOOD10x
SPACEDSCREWSEWSPACACED@12' O.C.
EXISTING FASCIA
FOR FASTENING TO ALUMINUM USE TRUFAST
HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE
130 MPH AND UP TO A 150 MPH WIND SPEED
D" EXPOSURE.
6'
8 x 112" ALL PURPOSE
SCREW @ 12" O:C.
BREAKFORM FLASHING
10"
3" COMPOSITE ROOF PANELSEESPANTABLE)
STRIP SEALANT BETWEEN
eSCREWx ('P + W/ FASCIA AND HEADER
1-1/4" FENDER WASHER 1/2" SHEET ROCK FASTEN TO
PANEL W/ 1' FINE THREAD
POST AND BEAM (PER
SHEET ROCK SCREWS @ 16"
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2" = V-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
Z BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
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8 x 3/4" SCREWS @ 16" O.C.
8 x 112" SCREWS @ EACH RIB
ROOF PANEL
w=----
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1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR - 1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = l'-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH 98 x 1/2" LONG CORROSION RESISTANT
S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW. - -
O.C. EACH WAY
WHEN SEPARATION BETWEEN
DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 0
SCALE: 2" = l'-0" a
NOTES: a
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. NJ
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. w
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE m
INSTALLED. w
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS p
MORE THAN 1"THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS wLL
DROP. p
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z
03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE O
QFLAPLIPOFTHEHEADERBACKFROMTHEEDGEOFTHEFLASHING.
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SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. wU
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TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB '
COMPOSITE ROOF:
x't*+18x "t+1/2" LAG SCREWS W/ SCREEN OR -SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW -
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = P=0"
30# FELTUNDERLAYMENT W/ 2"
X 2" x 0.044" HOLLOW EXT. 220#SHINGLES .OVER COMPOSITE
PANELS CUT PANEL TO FIT FLAT 5116"
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USE TRUFAST HD x ("t"+ 3/4") AT 8" INSIDE FACE O.
C. FOR UP TO 130 MPH WIND SPEED "D" FASTEN W/ (2) #8 x 3" DECK EXPOSURE;
6" O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR SCREWS THROUGH DECK TO
A 150 MPH WIND SPEED "D" EXPOSURE. TRUSS ROOF INTO EXISTING TRUSSES O WEDGE
ROOF CONNECTION DETAIL RAFTERS
SCALE:
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PAN ROOF
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OF PAN & ROOF
3/8' x 3-1/2" LOUVER VENTS
OR 314"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM,IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
EXISTING TRUSS OR RAFTER
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SUPER GUTTER
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SHOWN
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SCALE: 2" = V-0"
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SCALE: 2" = Y-O"
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2" = 1'-0"
FLASHING 0.024" OR 26 GA.
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10 S.M.S. @ EACH ANGLE
EACH SIDE
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B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
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LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
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MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
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08-
12-2010 OF -
0.024" x 12" ALUMINUM BRK - 10 x 4" S.M.S. W/ 1/4 x 1-1/2"
MTL RIDGE CAP S.S. NEOPRENE WASHER @
8" O.C.
VARIABLE HEIGHT RIDGE SEALANT
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V O.C-
q' ALL EXPOSED SCREWA
ROOF PANEL -
CAULK
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3) 1/4-0 THRU-BOLTS (TYP.)
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8 x 9116" TEK SCREW @ 6"
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PANEL ROOF TO RIDGE BEAM (a) POST DETAIL
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MTL RIDGE CAP FASTENING OF COMPOSITE
PANEL'
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8 x 9/16" TEK SCREW @ 8"
O.C.
ROOF PANEL
CAULK ALL EXPOSED SCREW
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2" x SELF MATING BEAM
1/8" WELDED PLATE SADDLE
W/ (2) 114" THRU-BOLTS
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS) °
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL
SCALE: 2" = l'-0"
TYPICAL INSULATED PANEL
SCALE: 2" = l'-0"
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON. EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL.
COVERED AREA -
TAB AREA -
318" TO 1/2" ADHESIVE BEAD
FORA 1" WIDE ADHESIVE -
STRIP UNDER SHINGLE `- MIN ROOF SLOPE 2-1/2 : 12
unpin'
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n SUBSEQUENT ROWS
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COMPOSITE PANEL W/
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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 THATTHERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA, STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA.
ADHESIVE: BASF DEGASEAL- 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING o
NAILS
INSTALLED PER o
MANUFACTURERS
SPECIFICATION FOR NUMBER o
AND LOCATION \
0
MIN. ROOF SLOPE 2-1/2 : 12
O
0
SUBSEQUENT ROWS
O
3/8" TO 1/2" ADHESIVE BEAD
o
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 2-112 : 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 - 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"O..BEAD OF BASF DEGASEAL - 2000 TO PANELS .@ 16" O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38:
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND`ZONE AND AT 6" O.C.
EDGES 12" O:C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH"DETAIL
SCALE: N.T.S.
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Table 7 1.1 Allowable Spans and Design / Applied Loads' (#/SF)
for Industry Standard Riser PanelsforVarious Loads Wind
Open
Structures, MonoSlo
itRoof Screen
Rooms Attached -
Covers Glass &
Modular Rooms Enclosed
Overhang CantileverZone
MPH1&2- s
aNload•: 3 sannoad' 4 s
an/load7 1&
2' s
annoad' 3-
s
annoad' 4 -
s'
aNload' t82
s
annoad' 3
spar/
load' 4
s
annoad' All
Roofs
I
4'-10' 25 5l
5
4'-9' : 26 5'-11' 26 6'-0" 26 4'$" 30 5'-T 30. 5'-9' 30 S-
3' 20 0 0a-8- 28 5'-9' 8 S'-l0' 28 a'-3" 36 5'-3' 36 5'-5' 36120 5'-2' 23 3-3 4'-5" 33 5'-5' 33 5'-7' 33 4'-0' 43 4'-11' 43 5'-l' 43 123
4'-11" 24 4.a 4'4- 3S 54 35 5-5' 35 3-11' 45' 4'-i t' 45 4'-11' 45 4 4110
130
4' $ 2 7161 77' 2 4'-2' 3 9 5'-2" 39 5'-3' 39 3'-10' S1 4'$' S1 4'-10' 51 t
40-1a'-6' 31 131 3'-11- 46 4'-10" 46 4--71- 46 3'-10' S1 4'$' 51 4'to., 51 140-
2 4'-6'31 311 3'-11' 46 4'-10" 46 4'-11' 46 3'-T 59 4'S'. 59 4-T 59 1-6'-, 89150 4'-3'- 36 6 36 3'-9' . 52 4'-8• 52 4'-9' S2 3'-5' 68 4'-3' 68 4'4' 68 1'-5' 102 Wind
Open
Structures Mono-
slop ed Roof Screen Rooms
Attached Covers
Glass & Modular
Rooms Enclosed ,' Overhang
Cantilever ZoneMPH
1&
2
s annoad'.
3 s
annoad'
4 s
ardlo
cr 1&2,
s annoad'
3 s
ri/
1oair 4 I
sannoad' 1&2
s annoad'
3 s ariffaC4 aNload' AII- - Roofs ' 100. 6'-
0' 125 V-5- 125 6-6-, 125 S-I` L26 6.4-, L26 1 6'-5- 126:.4'.10- 130 11" 30 110 5'-
it' 20 6'-11- 20. T-1- 20 4'-11' 28 6'-Y 28 6'-3" 28' 4'-T" 36. 5'-8" 36 120 5-
7'. 6'-9' 23' 4'-9" 33 5'-10' 33 5%11' 33 4'4" 43. S4- 43123 5'S' 24 6-7' 24' 4'-8' 35 5'-9' 35 5'-10' 35 4'-3' 45 5'-3" 45130 5'-4- 27 7'51 5'-0' S140 V67-2337'
5'-
0" 511-25'-0" 315-3" 46 5'<': 46 3'-11' S9 4'-10" 59150 4'-9" 36 5'-9" 36 4'-1' S2. 5'-0" 52 5'-1- - 52 3'$' 68 4'-T 68 Wind Open
Stmctures
MonoSlo edRoof
Attached Screen RooCovers-" Glass &Modular Rooms Enclosed Overhang
Cantilever
Zone
PH
MPH)
1&2
s aNload'
3 annoad'
4
s
annoad•
182' s
ardload'
3 s annoad' 4 an/load'
1&2
s annoad'.
3 spa
n/
load' 4 anfload'
All
Roofs 1007'-
7' 25 7-6 25 25 T$' 16 5'-11- 26 7'-5" 1 26 T$' 26 5-8' 30 T-i' 30 T-2- 30 7-4' 45 110 6'-
11' 20.. 8'-2" 20 8'4^ 17 5'-10' 28 T-2' 28 T-4-:' 28 6'$'.' 36 6'-9' 120 6'
S' 23'. T.9' 23 T-11' 20 5'-6'. 33 6'-10' 33 6'-11' 33 V-3" 43 6'4' 123 6'-
5' 24 T-7' 24 T-9", 21 5'-5' 35 6S$" . 35 6'40' 35 6'-2" 45 V' Y130 6'-2' 27 7'4' - 27 T-5'. 23 5'-3' - 39 6' 5" 39 6'-T 395'-i 1' 4'.'6
516'-0'
140-1
F-11" 31. 6'-11' 31 T-2" 31 4'-11' 46- 6Aff 46. 6'-3' 465'-11' 51- 6'-0`140-2
F-11" 31 6'-71' 31 2r 31 4'-11' 46' 1" 46 6'-3' 46 F-T' 59 5'-9'150 5'-
7' 36 SA" 36 6'-9' 36 4'-9' 52 5'-10' SY 5'-t t" 52 5'4" 68 Note: Total
roof panel width = room width + wall width + overhang. *Design or. applied load based on the affective area of the panel Table 7.
1.2 Allowable Spans and Design I Applied Loads' (#ISF) for Industry
Standard Riser Panels for Various Loads 6'> nr
x Rih Rienr P... k Ah-iniim Allnv11ns H-14nr H-75 Wind Open
Structures
Mon. -Sloped
Roof Screen Rooms
S.Attached
Covers Glass & Modular
Rooms Enclosed Overhang
Cantilever Zone- MPH
1&2N span/
load'
oad• 4 s
annoad'
ad• 3 s
an/
load' 4 span/
load'
1&2
s annoad'
3 s
an/
load' 4 s
an/
load' A Rook 1005'-
9- 2525 T-2• 1626 6'41' 26 T-1- 26 5'4- 30 6'-7" 30 6'-9- 30 7-2' 45 110 6'-
2' 2020.. 7'-10" 1728 S-9 28 6'-11' 28 5'-1' 36 6'-3' 36 6'4' 36 2'-1' S5 120 5A
1" 2323 T-5' 2333 04--11- 6'-5'
33 6'-T 33 4'-9' 43 5'-i 1'43 5'-11' 43 i'-11' 65 1235''2424
T4' 2435 6'4 35 6'-5' 35 4'$' 45 5'-9" 45 5'-11" 45'-11.130 5'-
T 2727 6'-11' 2T 39' 6'-i` 39 6'-2- 39 4'$• 51 5--T 51 5'-8- 51 1'-10' 77 140-1
5'-0' 3131 6S 3164'$" 51 5'-T 51 5'$' 51 1'-9' 89 140-2
5'4- 3131 6'$' 314 5'-9' 46- 5'-10" 4fi 150 S'-
l' 36,36 6.4' 36 52 Wind.Mono-
Slo Open Structures
ad Roof
Screen Rooms
Attached Covers. _
Glass 8
Modular Rooms Enclosed overhang
Cantilever
Zone
MPH
t&2 s annoad'
3 s
annoad'
4 span/
load'
1&2
s aNload'
3 s
an/
load' 4 s
ardload'
1&2
s annoad'
3 s
an/
load' 4 s
annoad'
All Roofs
100
6'-
2' 25 T-T, 25. T-9- 16 6'-1' 26 7'$^ 26 T-8' 26 S-9- 30 7'-2" 30 T-3' 30 7-5' 45 110 6'$'
20. 3' 17 8'-5' 17- 5'-11' 28 T4' 28q133 5'-5" 36 6'-9" 36120 6'4' ' 23 T-10' 20 8'-0' 20. 5'-7' . 33 6'-11' 33 5'-2'. 43 6'4•' - 43 6'S' 43 2--1"123 6'-
3' 24 7'-9' 21 7'_10" 21' 5'$' 35 6'-10. 35 6'-3" 45 6'4' 45 2'-1'130 5'-
11". 27 7'S' 23 T-7"' 23 5'4' 39 6'-T 39 5'-11" 51 6511`11'140-1
5'-9' 317'-7' 31 T-3' 31 S-0' '46 6'-Y 465'-11' 414 5S16'-
t'
S1 1'140-2
5'-it - 31 7'-1 31. T-3' 31 5'-0' 46 6'-2' 46 5'$' S9-5'-10" 59 1-11'150 5'-
5' 36 6'-9-" 36 6'-70' 36 4'-10' S2 5'-11- 52 Wind Open
Structures -
MonoSld ad
Roof 8. Screen Rooms Attached CoversGlass & Modular
Rooms Enclosed Overhang
Cantilever
Zone
MPH
1&
2
so an/
load' 3 s
Moad'
4 s
annoad'
1&2
s annoad'
A span/
load
4s annoad' 1&2 s annoad'
s annoload' 3j43r-7' All Roofs.
100
T-
2' 25 10.4' 16 10'-7" 16 T-1' 26 B'-9'. 26 e' 71' 26 6'-9' 30 8'4", 30 7-9' 45 10 7-
10, 2 9$ 17 70'-5' 17 6'-11' 28 e'fi' 2B 8-9' 28 614' 36 T-10' 120 T-
5' 23 9'-2' 20 9'-0' 20 6'-T 33 8'-1` 33 8'-3' 33 5'-1V 43 T-5' 43 7-5' 65 123 T-
3', 24 9'-0' 219'-2'21 T-11` 35 8'-1' 35 5'-11' 45. 7'-3' 45 Z-57 69 130 11'
27 S-8" 23 8'-10' 23 S-2' 39 7'$";. 39 7'-1ii 395'-8' S1 6'-11' S174' 77 6'S'
31&-3' 27 8'-5' 27 5'-10' 46 T-3' 46 T-5' 46 5'$' 21 6'-17' 51 7-3' 89 2 6'$'
31 B'-3' 27 8'-5' 27 5'-10' 4fi 7'-3' 46 T-5' 46 5'-5' S9 6'$' S9 2'-3' 89 150 S4'
36 T-10' 32 B'-0'. 32 S-T 52 6'-11. S2 T_I. 52 5'-2' 68 6'4- 68 1 6'-6- 68 7-1' ;102 Note: Total
roof panel width = mom width + wan mum + overhang. -Design or applied loaa based on me edeceve area of the panel. Table 7.
1.3 Allowable Spans and Design/ Applied Loads' (#/SF) Table 7.1.5 Allowable Spans and Design I Applied Loads' (#/SF) Z for Industry
Standard Riser Panels for Various Loads for Industry Standard Cleated Panels for Various Loads 3' x
12" x 0.024- 2 or 5 Rib Riser Panels Aluminum Alloy3105 H-14 C, H-25 1-3/4" x 12" x 0.024- Cleated Panels Aluminum Allov 3105 H-14 or H-25 Wind Open
Structures
MonoSloped Roo
l ScreenRooms
8 Attached
Covers Glass & Modular
Rooms Enclosed Rooms -
Overhang Cantilever Zone. MPH
1&2 s annoad'
F13 3 annoad_
4
s
aNload•
1SZ s
annoad'
3 s
annoad'
4 s
aNload•
1&2
span/load-
3s
an/
load- 4 s
annoad•
All Roofs too12'-
2' 16'-1- 13 16'-5' 13 10'-9' 23 9'-10' 30 12'- 221 12'-10' 27 4'- 45 110 71'-
11' 17-10' 14 16'-1' 14 f0'-5' 25 t1'-10' 32' 17-t' 32 3'-9' 55 120 11'-
Y 20-10'. 20 75'-1' 17 9'S' 33 0 17'-1' 39 11'4' 39 3'-7' 65 723 11'-
0' l*-O0010-7'
27 t3'-
T 21. 13'-17' 21 9'-0' 35 22 312'-2328'S' 45 10'-71' 41. 11'-2" 41 3'S69130 70 ' 2313'-2' 2355 in B'-3' S1 70-7r' 45.10'-10" 45 3'4' 77 123 4510'-10" 45 8920' 9'$" 599'-10' S9 3'-3' 896 6 T$' 68 9'-3' 68 9'-5' 68 S-3' 3'-
1'
102 Wind Open
Structures
MonoSlo ed
Roof SChsan ROOMS
Attached Covers
Glass.&.Modular
Rooms Enclosed - Overhang
Cantilever ZoneMPH
1&
2
s annoad-
3 s hillad' 4 annoad' spa782s
annoad'
3 s
annoad'
4 s annoad' 182 s Nload'
3 s arin4s annoad' All Roofs. 10013'-
Y i6 1T-5' t3 tT-9' 73 11'-T 23 14'4" 23. 15'-3' 20 10'-11' 27 13'-T 27,73'-10' 27 4'-0'. 45 110 12'-
11' 17 17'-1" 14 1T-S 14 11'-3' 25 13'-11" 5 15--7' 21. 10'4' 32 12'-10' 32 13'-1" 32 4'-0" 55 120- 17-
1' 20 15'-11' 17 i6'4' 17 10'-7' 30 13'-1- 30. 13'4': 3 9'S" 43 tt'-11'. 39 12'-3' 39 T-10' 65 123 1T-
11' 121 15$' 17 I&_0* 17 10-5' 32 17-11' 32 13'-2' 32 9'-3^ 45: 11'-10" 41 12--1' 41 4'-0' 69 130 11'
S' 23 15'-1' 20 15'-5' 20 9--8 39 12'-S 35 IZ-T 35 8'-11- 51, 11'-5- 45 11'-8' 4S 3'$- 77 140.1
1U-11' 27 13'-T 27 46 ll'-11' 40 17-2' 140 B'-11' 51 1T-5' 45 11'$' 45 T-b- 89 140-2
10'-11" 27 13'-T 27 13'-1 T: 27 9'-2 . 46 18-11" 40 t2'-2' 40 B'-5" 59 10'-10' S3 1T-1' S3 3'S 89 150 10'-5' 32, 12'.11' 32 13'-2' 32 8'-10' 52 11'4' 46 it'-T 46 8'-11 6B 10'-5' 60 t0'-T 60 3'4' 102 Open Structures -
Screen Rooms Glass & Modular Rooms Overhang Wind Mono -
Sloped Roof & Attached Covers Enclosed Cantilever Zone 1&
2 3 - 4 l&2 3 4 1&2 3 4 All MPH s
aNload' annoad' dad' NI s annsaodd' s annoad' s annoad' s an/load' s anncad' s annoad' Rook 100 U
10'-
11'
16 11-1' 16 TS' 23 T-3- 23 9'-5' 23 T-1- 30 8'-10' 27 &-11' 27 7-11' 45110 10'-9' 17 .10--11' 17 - T-3' 28 'S'. 25 9'-2' 25 S-8- 36 s-3' 32 8'-5' 32 2'-9. 55120 9'-820 - 9'-11' 20 6'-11' 33 8'S" 3 a-d 30 6'-4' =T39 T-11" 39 2'-T 65123 9'$' 219'$- 21 6'-9' 35'46-2' T-10" 41 2'-7' 69130 9'-1' 23 9'4' 23 6'$' 39 8'1' 35 - 8'-3' - 35 5'-11' T$' 45 2'-5' 77140-1 8'-9' 27 '8.11' 27 6'-2" 46 7'$' 40 T-9' 40 5'-11' TS' 45 2'4' 89140-2 B'-9" 27 8-11' 27 6'-2' 46T-8' 40 T-9' 40 S-8, T-Y 59 T47 89150 8'-3' 32 , 3-t. 32 5'-1T 52 7'-4' 52 TS' 46 5'-5' 6'-10' 68 7-3' 102 m_ z0z
R CL'
U
F 0O
O < rn qrq
4 Ems-
ser
ranels
AluminUm Allo atuon 1-3/4" x 12" x 0 030' Cleated Panels Aluminum Allo 3105 H-14 or H-25 I .: e t
1
er
ranels
AIUrrlmam A o 41Uo n-14 or n-Cb + nu. _ . - - 4 aae. ry"_,_ u --- ,_ - Open Structures
Screen Rooms .Glass & Modular Rooms Overhang Wind Mono-
SlopedRoof & Attached Covers . Enclosed - Cantilever Zone 18'
2 3- 4. 182 3 -' 4 18.2 3 ' 4 All MPH s
an/load' an/load' s aNload' s annoad'. spa s annoad' s annoad' s aNload• s annoad'' Rook 100 16`
6 13. 20'4' 13 20'-9' 13 13'S" 23 ITS' 20 9T-1$20$12'-10' 27 16'-9' 23 1T-1" 23 4'-0" 45 110 16'-
2' 14 19'-11' 14 20'4" 14 13-2' 25 1T$' 2b -1T-72'-7' 32 15'-10' 27 76'-2' 27 .4'-0" 55 120 15'-
1. 17 18'-e' -17 19'-0' 17 17-5' 30 16-3' 25 16'-T1'-4' 39 t4'-0' 39 15'-3' 32 - 4'-0' 123 13'-
11' 2118'4' 1718'$' 17 17-2' 32 15'-11' 26 16'41-Y1 '13'-10' 41 14'-1' 41 4'-0-- 6913013'-6- 23 :17'-8" 20 18'-0' 20 11'9"352915'-90-10' T7 too 12'-
10^
27 IS_10' 23 1T-2' 23134' a5 13'$> 45 4'-0" 89 140-2 1Z-
10' 27 16'-t0^. 23 IT-2' 23 t50 12--2-
32 16'_2' 26 16'$' 26 Open Structures Screen
Rooms" Glass &Modular Rooms Overhang Wind MonoSlo Roof &
Attached Covers Endosed Cantilever Zone 1&2 .
3 4 182 3 4 1&2 3 4 AII MPH span/load'
s annoad' a annoad' s annoad' spa a annoad' s aNload' s annoad' s Moad' -Rook 100 e'-2'
16 am 311'-11'
1331115
310'4'
23
10'-7' 23 T9'$' 27 3-2` 45 4 .11'-9'
1459'$' 25 10'-3" 25 T-7 36 8'-71' 32 9'-1'010'-11'. 2039'-
2- 30 9'4• 30 - 6'-9- 43 8'-5' 39 8'-7- 39 Z-9' 65 2110'-10" 219'-
0" 32 9'-2'. 32 6-8'' 45 8-3' 41 S-5- 41: Z-9" 69 310'-6" 2398'$'
35. 8'-10' 35. 6'5'' 7-9'-T
2768'2" 40 8'<' 406'-5' S4 T-1T 45 8'-145 7$' 89 7 9'-T
276S-2- 40 8'4' 40 -6'-1'59 T-T T$' - 532'$'892 9'-1' 322T-10' 46 8'-0" 46 5'-70' 6B 7"' 68: T I 68 2'-5' 102 Wind m_ z0z
R
CL' U
F
0O O <
rn q rq4
Ems- ser
ranels
AluminUm
Allo atuon 1-3/4" x 12" x 0 030' Cleated Panels Aluminum Allo 3105 H-14 or H-25 I .: e t 1
er
ranels
AIUrrlmam
A o 41Uo n-14 or n-Cb + nu. _ . - - 4 aae. ry"_,_ u --- ,_ - Open Structures Screen
Rooms .Glass & Modular Rooms Overhang Wind Mono-SlopedRoof &
Attached Covers . Enclosed - Cantilever Zone 18'2
3- 4. 182 3 -' 4 18.2 3 ' 4 All MPH s an/
load' an/load' s aNload' s annoad'. spa s annoad' s annoad' s aNload• s annoad'' Rook 100 16`6
13. 20'4' 13 20'-9' 13 13'S" 23 ITS' 20 9T-1$20$12'-10' 27 16'-9' 23 1T-1" 23 4'-0" 45 110 16'-2'
14 19'-11' 14 20'4" 14 13-2' 25 1T$' 2b -1T-72'-7' 32 15'-10' 27 76'-2' 27 .4'-0" 55 120 15'-1.
17 18'-e' -17 19'-0' 17 17-5' 30 16-3' 25 16'-T1'-4' 39 t4'-0' 39 15'-3' 32 - 4'-0' 123 13'-11'
2118'4' 1718'$' 17 17-2' 32 15'-11' 26 16'41-Y1 '13'-10' 41 14'-1' 41 4'-0-- 6913013'-6- 23 :17'-8" 20 18'-0' 20 11'9"352915'-90-10' T7 too 12'-10^
27
IS_10' 23 1T-2' 23134' a5 13'$> 45 4'-0" 89 140-2 1Z-10'
27 16'-t0^. 23 IT-2' 23 t50 12--2- 32
16'_2' 26 16'$' 26 Open Structures Screen Rooms"
Glass &Modular Rooms Overhang Wind MonoSlo Roof & Attached
Covers Endosed Cantilever Zone 1&2 .3
4 182 3 4 1&2 3 4 AII MPH span/load' s
annoad' a annoad' s annoad' spa a annoad' s aNload' s annoad' s Moad' -Rook 100 e'-2' 16
am 311'-11' 1331115
310'
4' 23
10'-
7' 23 T9'$' 27 3-2` 45 4 .11'-9' 1459'$'
25 10'-3" 25 T-7 36 8'-71' 32 9'-1'010'-11'. 2039'-2-
30 9'4• 30 - 6'-9- 43 8'-5' 39 8'-7- 39 Z-9' 65 2110'-10" 219'-0"
32 9'-2'. 32 6-8'' 45 8-3' 41 S-5- 41: Z-9" 69 310'-6" 2398'$' 35.
8'-10' 35. 6'5'' 7-9'-T 2768'
2" 40 8'<' 406'-5' S4 T-1T 45 8'-145 7$' 89 7 9'-T 276S-
2- 40 8'4' 40 -6'-1'59 T-T T$' - 532'$'892 9'-1' 322 T-10' 46 8'-0" 46 5'-70' 6B 7"' 68: T I 68 2'-5' 102 Wind ser ranels AluminUm
Allo
atuon 1-3/4" x 12" x 0 030' Cleated Panels Aluminum Allo 3105 H-14 or H-25 I .: e t 1 er
ranels
AIUrrlmam
A
o 41Uo n-14 or n-Cb + nu. _ . - - 4 aae. ry"_,_ u --- ,_ - Open Structures Screen Rooms .
Glass & Modular Rooms Overhang Wind Mono-SlopedRoof & Attached
Covers . Enclosed - Cantilever Zone 18'2 3-
4. 182 3 -' 4 18.2 3 ' 4 All MPH s an/load'
an/load' s aNload' s annoad'. spa s annoad' s annoad' s aNload• s annoad'' Rook 100 16`6 13.
20'4' 13 20'-9' 13 13'S" 23 ITS' 20 9T-1$20$12'-10' 27 16'-9' 23 1T-1" 23 4'-0" 45 110 16'-2' 14
19'-11' 14 20'4" 14 13-2' 25 1T$' 2b -1T-72'-7' 32 15'-10' 27 76'-2' 27 .4'-0" 55 120 15'-1. 17
18'-e' -17 19'-0' 17 17-5' 30 16-3' 25 16'-T1'-4' 39 t4'-0' 39 15'-3' 32 - 4'-0' 123 13'-11' 2118'
4' 1718'$' 17 17-2' 32 15'-11' 26 16'41-Y1 '13'-10' 41 14'-1' 41 4'-0-- 6913013'-6- 23 :17'-8" 20 18'-0' 20 11'9"352915'-90-10' T7 too 12'-10^ 27
IS_
10' 23 1T-2' 23134' a5 13'$> 45 4'-0" 89 140-2 1Z-10' 27
16'-t0^. 23 IT-2' 23 t50 12--2- 32 16'_
2' 26 16'$' 26 Open Structures Screen Rooms" Glass &
Modular Rooms Overhang Wind MonoSlo Roof & Attached Covers
Endosed Cantilever Zone 1&2 .3 4
182 3 4 1&2 3 4 AII MPH span/load' s annoad'
a annoad' s annoad' spa a annoad' s aNload' s annoad' s Moad' -Rook 100 e'-2' 16 am
311'-11' 1331115 310'
4'
23 10'-
7'
23 T9'$' 27 3-2` 45 4 .11'-9' 1459'$' 25
10'-3" 25 T-7 36 8'-71' 32 9'-1'010'-11'. 2039'-2- 30
9'4• 30 - 6'-9- 43 8'-5' 39 8'-7- 39 Z-9' 65 2110'-10" 219'-0" 32
9'-2'. 32 6-8'' 45 8-3' 41 S-5- 41: Z-9" 69 310'-6" 2398'$' 35. 8'-
10' 35. 6'5'' 7-9'-T 2768'2"
40 8'<' 406'-5' S4 T-1T 45 8'-145 7$' 89 7 9'-T 276S-2-
40 8'4' 40 -6'-1'59 T-T T$' - 532'$'892 9'-1' 322 T-10' 46 8'-0" 46 5'-70' 6B 7"' 68: T I 68 2'-5' 102 Wind Open Structures Screen Rooms"
Glass &
Modular Rooms Overhang Wind MonoSlo Roof & Attached Covers
Endosed Cantilever Zone 1&2 .3 4
182 3 4 1&2 3 4 AII MPH span/load' s annoad'
a annoad' s annoad' spa a annoad' s aNload' s annoad' s Moad' -Rook 100 e'-2' 16 am
311'-11' 1331115 310'
4'
23 10'-
7'
23 T9'$' 27 3-2` 45 4 .11'-9' 1459'$' 25
10'-3" 25 T-7 36 8'-71' 32 9'-1'010'-11'. 2039'-2- 30
9'4• 30 - 6'-9- 43 8'-5' 39 8'-7- 39 Z-9' 65 2110'-10" 219'-0" 32
9'-2'. 32 6-8'' 45 8-3' 41 S-5- 41: Z-9" 69 310'-6" 2398'$' 35. 8'-
10' 35. 6'5'' 7-9'-T 2768'2"
40 8'<' 406'-5' S4 T-1T 45 8'-145 7$' 89 7 9'-T 276S-2-
40 8'4' 40 -6'-1'59 T-T T$' - 532'$'892 9'-1' 322 T-10' 46 8'-0" 46 5'-70' 6B 7"' 68: T I 68 2'-5' 102 Wind Wind Open Structures - MonoSlo
edRoof
Screen Rooms
Attached Covers Glass &
Modular Rooms
Enclosed Overhang
Cantilever Zone MPH
1&2aNload'
3
s
annoad' 4
s
an/
loacr 1&2aNloacr3spa 4 spa7&2
spaNloaC
3
s
an/loacr
4 ardload' At1 Roofs 100 11'-i' 1613'-
9' 13: 1S-0" 13 9'-5' 23 12'-1' 20 72'4' 20 8'-11' 27 11'-6' 27 71'$' 23 3'$' 45 1.10 10'-11' 17
IS-6- 14 13'-9" 14. 9' 2` 25 11'-9' 21 12'-0' 21 B'-5'- 32 10-10- 32 11--i' 32 T-5- 55 120 9'-10" 20 12'-
7' 17 12'-17' 17 8'$' 30 11'-7' 30 11'4' 30:7'-11" 39 9'-10' 39.f4'a13. 65123 9'$" 21
12-5' 1712'-8" 17 B'-6' 32 10'-11' 32 1'-7•32 T-10- 41 9'$" 41 69130 9"-3' 23 12'-1174" 20 8'-3' 35 10'S' 35 10'-9' 35 T-6' 45 9-3' 4577140-1 8'-11' 27 11'S•,27 11' s* 23 T-9' 40 9'-T 40 140 T-6' 45 9'-3" 45 B9.27 11'-6- 27 11'-
8' 23 T-9' 40 9-T 40 10'3- 40 T-2' 59. 8'-10' 538932 10'-11' 32 11'-T32T$' 46 9'-3" 46. 9-46 6'-10" 68. 8'-5- 60 8'-T02 J Q ui a O
OJ
Z fn
QW
Q
2 Q F Luo00ry Zz
a
O Z
Wm
o UrQ NW
Note: Total
roof panel width = room width +wall width + overhang. Design or applied load based on the affective area of the panel Note: Total mof panel width = mom width + wall width + overhang. 'Design or applied load [lased on the affective .area of the panel J m N J W U mUWZ
0_ DD
Q
2U1- Q
w
U 06 JZ
rn J Q LJo
o
0 w U zJ Z
Q
H Q
m z OOLL U
zX
U
w
cJ
U
W Table
7.
1.4 Allowable
Spans and Design / Applied Loads' (#/SF) Q m cc v a for Industry
Standard
Riser Panels
for Various Loads 3' x 12' x 0.
024- 2 or 5 Rib RlserPanels Aluminum Alloy3105 H-28 Table 7.1.6 Industry
Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) a 3` x 48" x 0.
024- Panels Aluminum Allov 3105 H-14 or H-251.0 EPS Core Density Foam Z Q G W Z
m Zit
F Open Structures MonoSlo edRoof
Screen Rooms
Attached Covers Glass &
Modular Rooms
Enclosed tilever
Zone 182 s
annoad• 3-;
s annoad'
4 s
ar0loao''
1 &2 sannoad• 3 s annoad'
4 s
ardload
782 s
an/
load' 3
s
annoaT 4llMPH s
annook100
16'-3' 13
16'-7' 13 10'-10' 23 13'4' 20 IT-8- 20 10'-3' 27 12'$' 23 17-11' 45 110 711'. 14 16'-3'
1d tOb' 25- 12'-11' 21. 13'-3' 21 9'4' 32 11'-71" 27 12'-3' t4ST-5- 55 120 0' 13'-1
P
20 15'-3' 17 9-T 30. 17-3' 25 12'$' 25 8'-9' 39 11'-2' 39 11'-5' 65 123 21 i '- 3 9'
2 1 1 ' 4 -0' 21 9'-5' 32 12'-0' 26 12'-3' 26 8'-7' 41 11'-0" 47 1l'-3' b9 130 J31616 3 13'4'
23 13'-7' 23 9'-1' 11-7' 29 11'-10" 29 8.4' 45 10'$' 45 10'-11' 77140-1T27 10,_3.rhWind 8'-T4011'-
1'
40 ii-4' 40-. 8'4' 45 10'$' 45 10'-11' 89277 8'-7' a0 11'-i' 40 11'4' 40 T-11' S3 9'-9' 53 10'4' 89 150 36 102 wind Zone
182 lUser Panels
Aluminum Alloy3105 H-
28 ictures Screen Rooms Glass & Modular
Rooms Overhang ad Roof 8, Attached Coven:
Enclosed - Cantilever 4 - 1&2 3 4
1&2 3. 4 All ad' s annoad' s annoad'_
s annoad' s aNload' s iaNload' spa s annoad' Rook 23 17'-11" 13 11'$''
23
15'-1' 20 15'-5' 20 11'-7^ 27 13'$' 23 13'-1 i' 23 4'-0' 45 17'-T 14 11'4'
25 14'-0- 27 15'-2'. 21 10'-5' 32 12'-11' 27 13'-2" 27 4'-0" 55 16'S" 17 1"a"
3013'-2'. 25 IT-6' 25 9'$' 39 12'-1' 32 12'4' 32 T-16'-2' 1710'$'32 12'-
11' 26 13'-3' 26 9'4C 41 11'-11' 34 12'-2' 15'-T 2035 12$' 29
72'-929. e'-11' 45 T 1 S 45 11'-9' -13'-11" 233' 40 11'-11'
34 12'-3"- 34 8'-11' 45 11'$' 45 11'-9' 13'-i1' 23 -9'-3 40
11-11' 34 12'-334 8'$' 53 10-11' S3 11'-2' 13'-3' 26 B'-1 4 11-
5 46 11 $ 39 8'-2' fib 10'$' 60 10'$' 60 34' 102 Hear Panel Aluminum Allo 3105 H-28
our Screen Rooms Glass & Motlular Rooms erhang
ad Roof 8 Attached Coven Enclosed Cantilever
4 182 3 4 182 3 4....
All ad' s ardload• s annoad'.. s annoad'
span/load' s annoad' s annoad' s annoad' Rook 13 20'-11' 13 13'-8" 20
17'$' 20 /8-0' 20 12'-11:. 23 75-10' 23 1T-2" 23 4'-0' 45 14 20'-T-r: 14 -13-3'
21 1T-5 - 21 1T-9' 21 12-3' 27 75-11' 27 16'4' 27 4'-0' S5 17 19'-3' , 17 17S' 25 16'-
5" 25 16'-9' 25 11'-5'. 39 15'-P 32 5' 32 4'-0' 65 17 18'-11' 17 17-3' 26
16'-2" 26 16'$' 26 11'-3' 41 131-11' 34 15'-2• 34 , 69 20 18'-2' 20 11'-10' 29
15'-T 29 15'-11' 29 10--11" 45 13'S' 38 13'-9' 38 4'-0' 77 23 1T4' 23 11'-0^ 40 14'-
0" 34 15'-1' 34 10'-11' 45 13'S' 3813'-9" 38 4'-0" 89 23- 1T4' 23 11'4" 40 _14'-
0" 34 15'-1' 34 10'-0' 53 12'-9" 44 13'-0' 44 4'-0' 89 150 17-3' 26 16'4'.. 2,
16'-T 26 10'-10' 46 13'-5' 39 13'$' 39 9'S' 60 17-3' 51 12'S' 51 Note: Total roof panel width = room width +
wall width +overhang. -. 'Design or applied load based on the affective area of the panel Open Structures Screen Rooms Glass 8 Modular
Rooms Overhang Wind MonoSlo ed of & Attached Covers Enclosed
Cantilever Zone 1&2 3 4 182 3
4 182 3 4 AII MPH aNload' s annoad• s annoad' s
n load' s an/load• s aNload' s annoad• annoad• s annoad- Roofs 100 15'4' 13 1T-2- 13.
16'-7' 13 1 t'-5- 23 12'-9" 23 12'4'. 23 10'S' 27 110 13'$' 17 16'-8' 14 IS-
1' -14 10'-7 t' 25 12'-3'. 25 .11'.10" 25 9'-2° 36' 10'-10- 36 10'-60 32 T-8' 55 120 1Z-2' 20 15'-1' 17
IT-2" 20 9'$- 33 1l'-2' 30 10'-10' :30 8.4' 43 9'4" 39 9'-0' 43 T-5- 65 123 11'-11' 21 13'4' 21
12'-10' 21 9'-3" 35 10'-11' 32 t0'-7' 32 ' 8'-2' 45 9'-7- 41 8'-9' 45 T4' 69 130 11'4' 23 17-B' 23
12'-3' 23 8'-9- 39 10'4" 35 9'S' 39 T-8' 51 8'-T 45 8'-3' 51 3'-l' 77 140-1.. 10'$' 27 11'-9" 27
11'-5" 27 8--1' 46 9'-0- 46 F-9- 46 T-8' S1 8'-7' 45 B'-3' 51 2'-11' 89 140-2 10'-6' 27 . 11'-9' 27
11--5' 21 8--1- 46 9'-0- 46 150 S-2' 36 10-11' 32 10'-
T 37 T-7' + 52- S_6" 52 3" x48" x 0.030" Panels Aluminum Alloy3105
H-14 or H-251.0 EPS Cora DensityFoam Open Structures Screen Rooms Glass 8 Modular Rooms14;-
0- rhang Wind no-SlopedMoRoof 8 Attached
Covers 'Enclosed
tilever
Zone. 1&234182 '3 4 182
3 4AII MPH s an/load' s annoad' - s an/load'
s annoad' s aniload' s antload' s annoad' sp annoad' s aNl000fs' 100 18'-2- 13 20'4' 13 19'-7"
13 13'-6- 23 IS-2"-. 20 15'$' 20 17$' 27 15'-1' 23 13'-6' ' 45 110: 17'$' 14 19'-9' 14 19'-1' 14:
12'.11" 25-15'-10-- 21 . 15'-3' 21 11'-5' 32 12'.-10' 32 17-5' ' S5 120 15'=11" 17 1T-10' 17 1T-3'
17 11'-10' 30 IT-3'. 30 12'-9' 30 ID'-5' 39, 11'-1 39 1l'-3' " 65123 756• 171T4'1716'-9' 17 117'9'-7- 45114'- 41 10'-11" ' 69130 73'-5' 23 16'-5' 20 15'-1' 2010'-11' 35 .12'-3' 35 71'-70'. 35 9'-i' 5110-10' 45 10'-5' " 7712'$' 27 15'-3- 23 13'-6 27 ' 9'-T4611'-5' 40 11'-1' 40 9-1' S1 10'-1045 10-5' '.. 89.140-2. 12'S' 27 15'-Y 23 13$ 27
9'-7' 46 11-5' 40 11'-1' 40' 8'-5- 59 9'-5" 59 -9'-1' 5' 89550-. -46 10446 T-1068 F-9" 68 8'$' Y 1024" x 48" x 0:024" Panels Aluminum Allo 3105 HA4 or
H-25 1.0 EPS Core DensityFoam Open Structures Sueen Rooms Glass &Modular Rooms Overhang Wind no-SlopedMoRoof S.
Attached Covers Enclosed Cantilever Zone 182 MPH s
aNload' s annoad' span/load' s annoad' s aMoatl' '
s annoad'
s annoad' span/load' s aNload' Rook 100 1T-9' 13 19'-10' 13 19'-2" 13 14'-2' 23spard'Roofs 45 110 1T-3' 14 19'-3' 14 18'-T 14 13'-10'
25
t5'-5' 21 14'-11' 25 11'-2' 32 13'-T.- 32 13'-2' 32 4'-0' 55 120 75'-T 17 1T-5' 17 16'-10' 77 30 14'-2'
30 13'$' 30 10'-2' 43 72'S' 39 t0'-11" 394'-0' 65 123 15'-2' 17 16--11' 17 16'S' i7 12'4' 32
13'-10' 32 13'4' 32 9'-11' 45 11'-7' 41' 10'$'. 41 4'-0' 69 130- 14'4' 23 16'-0' 20 15'S' 20 ; 10'$' 35 13'-
2'-5' S1 10'-6' 45.. 10'-2' S1 3'-11' 77 140-1 13'4' 27 14--11' 27 14'-5' 27 10'-0' 46
11'-2^ 40 10'-70' 40 9'-5' S1 10'S' 45 10'-2' 51 :3'4' 89. 140-2 13'-0'. 27 14'-11' 27 14'-S 27 10'-0' 46
17'-2' 40 10'-10' 40 8'$' 59 9'-9' 59 T-5' 59 3' 4' 89 150 12'$' 32 14 32 135. 32 102 4' x 48" x 0.030"
Panels Aluminum Alloy3105 H-14 or H-251.
0 EPS Core DensityFoam Open Structures :. Screen Rooms Glass & Modular Rooma Overhang Wind -SlopedMoRoof &Attached Covens Enclosed Cantilever
Zone 1&2 3. 4 182 3 -4
182 - 34AllMPHaMoatl' -s
annoad' -a ardload* s aNload'. s annoad' s annoad' a ari/I
ad- li-ariff-d' s .hn..d* Rook a too 20 5' 13 22'-10' 13 22'-1' 13 16'4' 20 18'-3'
20 1T$' 20 15'-3- 23, 17-0' 23 i6 5' 23 4-0' 45 110. 19.11" 14 22' 3' 14 2l'S' 14 15'-11' 21 1T-10
21 1T-3' 21 12-11" 32 15-9' 27 11'-2'' 27 4-0'.. 55 120.: ..17-IV 17.. 20'tr 17. 19'-5 !17. 13"" 30.. _16' 25 .5-
9' 25- .1'-8'. .' 13-1' 3_ 12'$' 3„ 4-0't.5. 123 1T$• 1 79'-7' 17 t8'-11'. 1 I3 32 15-11 26 t5'-
Y 26 11'-5' 41 12'-9' 41 12'4' ` 41 4'-0'.. 69 130- 16'-6' 20 18'S- 20 1T-10' 20 12 A- 35 15'-2".
29 13'4' 35 10'-11' 45 12'-2' 45 11'-9' 45 4'-0" 77 146-1 15'-5' 23 77-3- 23 16'$' 23 11'-T 40 7Y-11'
40 12'$' 40 10'-11' 45 12'-2' 45 11'-9'. 45 4'-0'.: 89 I -2 15'-5' 23 1T-3' 23 76'$' 23 :11'-7' 40 72'-11'
40 12'S" 40 9'$' S9 11'-3". 53 10'-10" 53 4'-0'. 89 150 iT-0' 32 16'-2" 26 15'-1 26 10'-9' 46 12'-0'
46 it'$' 46 B'-10' 68 10'S'- 60 -9'-7' 68 3'-7' 102 W = O T: U Z U _ .o cc LL Z G Q r = Q D
c z
J
w O Q O
Q M
U I LL_
F
H p d
9 n Z
O 2 N
z _j
M - W
0
O u
W LL
JO 1Z- ? LU
0 3 i...
W ai Z K
v2 O n a W cc .
C IL v m
U 00 C U
m r p WCo> o
O
m o a U,
1-
N
m L W W xo m
O.
U > O
ai O F
Y C U o / F- C.
7 LL
t .
F_ z O B w
w J za o t9 W
o J tV Wa tri
m
O.
W
LL J 411
W 0
o , Note: Total
roof panel
width =
room width +
wall width + overhang. 'Designor
applied
load
based
on the affective area of the panel '` V m J SEAL w G, SHEET z to J W Z W 2 F
W
1 F W
UU,
Z Q = W
LL12m
08-
12-2010 OF Q
150 17-3'
26 16'
4'.. 2,
16'-
T 26
10'-10' 46 13'-5'
39 13'$' 39 9'S' 60 17-3' 51 12'S' 51 Note: Total roof panel width = room width + wall width +overhang. -. 'Design or applied load based
on the affective area of the panel Open Structures Screen Rooms Glass 8 Modular Rooms Overhang Wind MonoSlo ed of & Attached Covers
Enclosed Cantilever Zone 1&2 3 4 182 3
4 182 3 4 AII MPH aNload' s
annoad• s annoad' s n load' s an/load• s aNload' s
annoad• annoad• s annoad- Roofs 100 15'4' 13 1T-2- 13. 16'-7' 13 1 t'-5- 23 12'-
9" 23 12'4'. 23 10'S' 27 110 13'$' 17 16'-8' 14 IS-1' -14 10'-7 t' 25 12'-3'.
25 .11'.10" 25 9'-2° 36' 10'-10- 36 10'-60 32 T-8' 55 120 1Z-2' 20 15'-1' 17 IT-2" 20 9'$- 33 1l'-2' 30
10'-10' :30 8.4' 43 9'4" 39 9'-0' 43 T-5- 65 123 11'-11' 21 13'4' 21 12'-10' 21 9'-3" 35 10'-11'
32 t0'-7' 32 ' 8'-2' 45 9'-7- 41 8'-9' 45 T4' 69 130 11'4' 23 17-B' 23 12'-3' 23 8'-9- 39 10'4"
35 9'S' 39 T-8' 51 8'-T 45 8'-3' 51 3'-l' 77 140-1.. 10'$' 27 11'-9" 27 11'-5" 27 8--1' 46 9'-0-
46 F-9- 46 T-8' S1 8'-7' 45 B'-3' 51 2'-11' 89 140-2 10'-6' 27 . 11'-9' 27 11--5' 21 8--1- 46 9'-0-
46 150 S-2' 36 10-11' 32 10'-T 37 T-7' + 52- S_6" 52
3" x48" x 0.030" Panels Aluminum Alloy3105 H-14 or H-251.0 EPS Cora
DensityFoam Open Structures Screen Rooms Glass 8 Modular Rooms14;-0- rhang Wind no-SlopedMoRoof 8 Attached Covers '
Enclosed tilever Zone. 1&2 3 4
182 '3
4
182 3 4AIIMPHsan/load' s annoad' -
s an/load' s annoad' s aniload' s antload' s annoad'
sp annoad' s aNl000fs' 100 18'-2- 13 20'4' 13 19'-7" 13 13'-6- 23 IS-2"-. 20 15'$'
20 17$' 27 15'-1' 23 13'-6' ' 45 110: 17'$' 14 19'-9' 14 19'-1' 14: 12'.11" 25-15'-10-- 21 . 15'-3'
21 11'-5' 32 12'.-10' 32 17-5' ' S5 120 15'=11" 17 1T-10' 17 1T-3' 17 11'-10' 30 IT-3'. 30 12'-
9' 30 ID'-5' 39, 11'-1 39 1l'-3' " 65123 756• 171T4'1716'-9' 17 117'9'-7- 45 114'- 41 10'-11" ' 69130 73'-5' 2316'-5' 20 15'-1' 20 10'-11' 35 .12'-3' 35 71'-70'. 35 9'-i' 5110-10' 45 10'-5' " 7712'$' 27 15'-3- 23 13'-6 27 ' 9'-T 46 11'-5' 40 11'-1' 40 9-1' S1 10'-1045 10-5' '.. 89.140-2. 12'S' 27 15'-Y 23 13$ 27 9'-7' 46 11-5' 40 11'-1'
40' 8'-5- 59 9'-5" 59 -9'-1' 5' 89550-. -46 10446 T-1068 F-9" 68 8'$' Y 102 4" x 48" x 0:024" Panels AluminumAllo3105HA4orH-25 1.0 EPS Core DensityFoam Open
Structures Sueen Rooms Glass &Modular Rooms Overhang Wind no-SlopedMoRoof S. Attached Covers Enclosed Cantilever Zone 182 MPH s
aNload' s annoad' span/load' s annoad' s
aMoatl' 's annoad' s annoad' span/load' s aNload'
Rook 100
1T-9' 13 19'-10' 13 19'-2" 13 14'-2' 23 spard'Roofs 45 110 1T-3' 14 19'-3' 14 18'-T 14 13'-10' 25 t5'-5' 21 14'-11' 25 11'-
2'
32 13'-T.- 32 13'-2' 32 4'-0' 55 120 75'-T 17 1T-5' 17 16'-10' 77 30 14'-2' 30 13'$' 30 10'-2' 43 72'S'
39 t0'-11" 394'-0' 65 123 15'-2' 17 16--11' 17 16'S' i7 12'4' 32 13'-10' 32 13'4' 32 9'-11'
45 11'-7' 41' 10'$'. 41 4'-0' 69 130- 14'4' 23 16'-0' 20 15'S' 20 ; 10'$' 35 13'-2'-5' S1 10'-6' 45.. 10'-2'
S1 3'-11' 77 140-1 13'4' 27 14--11' 27 14'-5' 27 10'-0' 46 11'-2^ 40 10'-70' 40 9'-5'
S1 10'S' 45 10'-2' 51 :3'4' 89. 140-2 13'-0'. 27 14'-11' 27 14'-S 27 10'-0' 46 17'-2' 40 10'-10' 40 8'$' 59
9'-9' 59 T-5' 59 3' 4' 89 150 12'$' 32 14 32 135. 32 102 4' x 48" x 0.030" Panels Aluminum Alloy3105 H-14 or H-251.
0 EPS Core DensityFoam Open Structures :. Screen Rooms
Glass & Modular Rooma Overhang Wind -SlopedMoRoof &Attached Covens Enclosed Cantilever Zone 1&2 3. 4 182 3 -4
182 - 3 4 All MPH aMoatl' -s annoad' -
a ardload* s aNload'. s annoad' s
annoad' a ari/I ad- li-ariff-d' s .hn..d* Rook
a too 20 5' 13 22'-10' 13 22'-1' 13 16'4' 20 18'-3' 20 1T$' 20 15'-3- 23, 17-0'
23 i6 5' 23 4-0' 45 110. 19.11" 14 22' 3' 14 2l'S' 14 15'-11' 21 1T-10 21 1T-3' 21 12-11" 32 15-
9' 27 11'-2'' 27 4-0'.. 55 120.: ..17-IV 17.. 20'tr 17. 19'-5 !17. 13"" 30.. _16' 25 .5-9' 25- .1'-8'. .' 13-1' 3_ 12'$'
3„ 4-0't.5. 123 1T$• 1 79'-7' 17 t8'-11'. 1 I3 32 15-11 26 t5'-Y 26 11'-5' 41 12'-9' 41
12'4' ` 41 4'-0'.. 69 130- 16'-6' 20 18'S- 20 1T-10' 20 12 A- 35 15'-2". 29 13'4' 35 10'-11' 45 12'-
2' 45 11'-9' 45 4'-0" 77 146-1 15'-5' 23 77-3- 23 16'$' 23 11'-T 40 7Y-11' 40 12'$' 40 10'-11' 45 12'-2'
45 11'-9'. 45 4'-0'.: 89 I -2 15'-5' 23 1T-3' 23 76'$' 23 :11'-7' 40 72'-11' 40 12'S" 40 9'$' S9 11'-3".
53 10'-10" 53 4'-0'. 89 150 iT-0' 32 16'-2" 26 15'-1 26 10'-9' 46 12'-0' 46 it'$' 46 B'-10' 68 10'S'-
60 -9'-7' 68 3'-7' 102 W = O T: U Z U _ .o cc LL Z G Q r = Q D c z J w O Q O Q
M U
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LL J 411 W 0
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Note:
Total
roof panel width =
room width +
wall width + overhang. '
Design or
applied
load based
on theaffectiveareaof
the
panel '`
V
m J SEAL w G, SHEET z to J W Z W 2 F W 1 F W UU, Z Q = W
LL
12 m 08-
12-
2010 OF Q
W = O T:
U
Z U _ .o cc
LL Z G
Q r =
Q D
c
z J
w O Q O Q
M U
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LL_ F H p
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t . F_ z O B w
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Note:
Total
roof panel width =
room width +
wall width + overhang. '
Design or
applied
load based
on theaffectiveareaof
the
panel '`
V
m J SEAL w G, SHEET z to J W Z W 2 F W 1 F W UU, Z Q = W
LL
12 m 08-
12-
2010 OF Q
Note: Total roof
panel
width = room width + wall
width + overhang. 'Design
or applied
load based
on
the affective
area of the panel '` V
m J SEAL w G, SHEET z to J W Z W 2 F W 1 F W UU, Z Q = W
LL
12 m 08-
12-
2010 OF Q
b
2.00"
I
A = 0A23in'
0.043" o Ix = 0.233 in.'
Sx = 0.233 in'
6061 - T6
2" x 2" x 0.043" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
I I
A = 0.580 in.'
0
o Ix = 0.683 in.'
0.045" Sx = 0.453 in?
6061 - T6
2" x 3" x 0.044" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
o A = 0.745 in?
0.050" Ix = 1.537 in.'
Sx = 0.765 in.-
6061 - T6
2" x 4" x 0.050" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0
A = 1.005 in?
0.060'-,,Ix = 3.179
1.26 in. Sx = 1.268 in'
6061 - T6
2" x 5" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
3.00'
A = 0.543 in?
Ix = 0.338 in.'
0.045" Sx = 0.335 in.'
N
6061 - T6
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
3.00"
A = 0.826 in?
Q 070" oo IX = 0.498 in.'
N Sx = 0.494 in?
6061 - T6
3" x 2" x 0.070" HOLLOW SECTION
SCALE 2" = 1'-0"
2 00"
i I
A = 0.868in.'
Ix = 2.303 in.'
o Sx = 1.142 in.'
a 6061 - T6
NOMINAL THICKNESS:
0.045" WEB, 0.044" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 4" x 0.045" x 0.043"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
I I
A = 1.049 in?
o.
Ix = 4.206 in.'
Sx =1.672 in?
6061 - T6
NOMINAL THICKNESS:
0.050" WEB, 0.058" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.058"
SELF MATING SECTION
SCALE 2" = 1'-0"
200"*
A = 1.187 in.'
IX=6.686in` O
Sx = 2.217 in.'
6061 - T6
NOMINAL THICKNESS:
0.050' WEB, 0.060" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.060"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
o A = 1.351 in?
r; Ix = 9.796 in.'
Sx = 2.786 in?
6061 - T6
NOMINAL THICKNESS:
0.055" WEB, 0.060" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.055" x 0.060"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0
0m A = 1.880 in?
Ix = 17.315 in'
Sx = 4.312 in'
6061- T6 .
NOMINAL THICKNESS:
0.045" WEB, 0.044' FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.070" x 0.112"
SELF MATING SECTION
SCALE 2" = 1'-0"
T2.00" f1
00of
A = 1.972 in?
Ix = 21.673 in'
Sx = 4.800 in'
6061 - T6
NOMINAL THICKNESS:
0.070" WEB, 0.102" FLANGE
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.070" x 0.102"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0
0
A = 3.003 in.'
Ix = 42.601 in'
Sx = 8t493 in?
6061 - T6
NOMINAL THICKNESS:
0.090" WEB, 0.187" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2 x 10" x 0.090" x 0.187"
SELF MATING SECTION
SCALE 2" = 1'-0"
A = 1.071 in.'
Ix = 2.750 in. '
Sx = 1.096 in'
6061- T6
NOMINAL THICKNESS:
0.070" TYPICAL
5" EXTRUDED GUTTER
SCALE 2' = 1'-0"
RAISED EXTERNAL IDENTIFICATION MARK TM
FOR IDENTIFICATION OF EAGLE 6061
ALLOY PRODUCTS
SCALE 2" = 1"
EAGLE 6061 ALLOY IDENTIFIERT11 INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" extemal identification mark (Eagle 6061 TM) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering.
EAGLE 6061 I.D.
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08-12-2010 OF 2 0
GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 112" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two. coats of aluminum house paint and the
joints seated with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
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 loads
include a 133 % wind load increase as provided for in The 2007 Florida Building
Code with 2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d = diameter
Embedment
Depth
in.)
Min. Edge Dist &
Anchor Spacing
Sol (in.)
Allowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
1/4" 1-112" 1-114' 1 273#it 236#
2" 1-114' 1 316fi 1 236#
TAPPER (Concrete Screws).
3116- 1-114" 15116" 28B# 167#
1-314- 15116" 371# 259#
1/4" 1-114- 1-114^ 427# 200#
1-3/4- 1-114" 544# 216#
3/8" 1-1/2" 1-9/16" 511# 402#..
1-314" 3-3/8" 703# 455#
POWER BOLT (Expansion Bolt
1/4" 2" 1-t14" 624# 261#
S116" 3" 1-718^ 936# 751#
3l8" 3-1/2' 1-9/16" 1,575# 1,425#
12' 5" 1 2-1/2" 2,332# 2,220#
POWER STUD (Wedge -Bolt®)
1/4 2.114" 1-1/4' 812# 326#
3/8" 4-1/4' 1-718^ 1,35B# . 921#
1/2" 6" 2-1/2" 2,271# 1,218#
518" 7" 2-1/4" 3,288# 1 2.202#
eoge con
1/4- 2-112" 2-114" 878# 385#
3/8" 3-12" 3-114" 1,7(
8 #
916#
1/2" 4" 3-3/4^ 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2' embedment by manufacturers:
2. Values listed are allowed bads with a safely factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to thediameterare in tension. 5.
Allowable loads are increased by 1.00 for wind load. 6.
Minimum edge distance and center to center spacing shall be 5d. 7.
Anchors receiving loads parallel to the diameter are shear loads. 8.
Manufacturers recommended reductions for edge distance of 5d have been applied.
Example:
Determine
the number of concrete anchors required for a pool enclosure
by dividing the uplift load by the anchor allowed load. For
a 2' x 6' beam with: spacing =
T-O' O.C. allowed
span = 20'-5" (Table 1.1) UPLIFT
LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER
OF ANCHORS = 1/2(20.42') x 7' x 10# / Sq. FL ALLOWED
LOAD ON ANCHOR NUMBER
OF ANCHORS = 714.70# = 1.67 427#
Therefore,
use 2 anchors, one (1) on each side of upright. Table
is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Screw/
Bolt Allowable Tensile Loads on Screws for Nominal Wail Thickness (T) (Ibs.) 0.
164" 122 139 153 200 228 255 0.
190" 141 161 177 231 263 295 0.
210" 156 178 196 256 291 327 V114- 0-250" 186 212 232 305 347 389 529 0.
240" 179 203 223 292 333 374 SOB 0.
3125' 232 265 291 381 433 0.
375" 279 317 349 457 520 0.
5D" 373 423 465 609 693 779 1057 Allowable
Shear Loads on Screws for Nominal Wall Thickness (T) (Ibs.) Screw/
Bolt Single Shear - - Size
Nd 0.044^ 0.050" 0.055" 0.072" 0.082" 0-092" 0125" 8
0.1 64" 117 133 147 192 218 245 10
0-190' 136 154 170 222 253 284 12
0210' 1S0 171 188 246 280 293 14
0.250" 179 203 223 292 333 374 508 1/
4" 0.240" 172 195 214 281 320 358 487 5116"
0.3125" 223 254 279 366 416' 467 634 3/
8" 0.375" 268 305 335 439 499 560. 761 112"
0.50' 357 406 447 585 666 747 1015 Allowable
Shear Loads on Screws for Nominal Wail Thickness .(15 (Ibs.) Bolt
Double Shear Size
Nd 0.044" 0.050" 0.055" 0.072' 0.082" 0.092" 0.125" 1l4^
0240" 343 390 429 561 1 639 1 717 974 SI16'
0.3125-1 446 508 559 732 832 1 934 1269 318"
0.375" 1 536 610 670 878 998 1 1120 1522 112"
0.50" 714 812 894 1170 1332 1 1494 2030 Notes:
1.
Screw goes through two sides of. members. 2.
All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of
connection. Use tables to select rivet substitution for screws of anchor specifications m drawings. 3.
Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. Multipliers
for Other Alloys 1163
T-6 1269 5052
H-25 1522 6005
T-5 2030 Allowable
Load Coversion Multipliers for
Edge Distances More Than 5d Edge
Distance
Multipliers
Tension
Shear 5d.
1.00 1.00 6d
1.04 1.20 7d
1.08 1.40 8d
1.11 1.60 d
1.14 1.80d1.182.00 H1.14d' 1.25 Table
9-5A Allowable Loads & Roof Areas Over Posts for
Metal to Metal, Beam to Upright Bolt Connections Enclosed
Structures (a 2742 WRIF Fastener
dlam.
min: edge distance
min.
ctr. to
ctr. No.
of Fasteners I Roof Area (SF) 1
1 Area 21 Area I 31 Area I 4 / Area 1/
4" 1/2" 5!8" 1.454 - 53 2,908 - 106 4,362 - 159 5.819 - 212 5116"
318^ 7I8" 1,894 - 69 3.788 - 138 5,682 - 207 7,576 - 276 31V
314" 1- 2.272 - 82 4,544 - 166 1 6,816 - 249 9,088 - 331 112"
1" 1-114" 3,030 -110 6,060 - 221 9,090 - 332 12,120 - 442 Table
9.5B Allowable Loads & Roof Areas Over Posts for
Metal to Metal, Beam to Upright Bolt Connections Fnr-
Inend Rtn"t."'e nn 'tc S4 f!I¢G - Fastener
diam.
min. edge distance
min.
ch. to
ctr. No.
of Fasteners / Roof Area SF 1/
Area 21 Area 3/ Area 41 Area 12'
518.. 1,454 - 41 2,908772 4,362 - 125 5,819 - 164 SI16"
318" 7I8" 1,894 - 53 3,788 - 107 5,682 - 160 7,576 - 213 3/
8" 314" 1" 2,272 - 64 4,544 - 128 6,816 - 192 9,088 - 256 112"
1" 1-1/4- 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 are based on 3 second wind
gusts at 1 0 MPH; 2HExposure *B"; 9ExpoI =
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 5d Edge
Distance
Allowable
multipliers
Load
Tension
Shear' 12d
1.25 11d
1.21 10d
1.18 2.00 9d
1.14 1.80 8d
1.11 1.60 7d
1.08 1.40 6d
1.04 1.20 Id
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 # 1 SF) In
CONNECTING
TO: WOOD for OPEN or ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
2 3 4 1"
264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF 1/
4"e 1 Al2" 396# - 14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF 2-
112" 660# - 24. SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 1"
312# - 11 SF 624# - 23 SF 936# - 34 SF 1248# - 46 SF 5116"
e IA12" 468#-17 SF 9364-34 SF 1404#-51 SF 1872#-68 SF 2-
112" 780# - 28 SF 15604 - 57 SF 2340# - 85 SF 3120# - 114 SF 1"
356# - 13 SF 712# - 26 SF 1068# - 39 SF 1424# - 52 SF 318"
e 1-11 534# - 19 SF 1.&_ - 39 SF 1602# - 58 SF 2136# - 78 SF 2-
12" 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# - 130 SF CONNECTING
TO: CONCRETE [Min. 2,500 ps9 for PARTIALLY ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
1 2 1 3 .4 TYPE
OF FASTENER - "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 114"
e 1-12^ 273# - 10 SF 546# - 20 SF 819# - 30 SF 1092# - 40 SF 2"
316#-12 SF 632#•23 SF 948#-35 SF 1264#-46 SF TYPE
OF FASTENER Concrete Screw (Rawl Tapper or Equivalent) 3/
16"e 1.114^ 288#-11 SF 576#-21 SF 1 864#-32 SF 1152#-42SF 1-
3/4- 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/
4"e 1-11d" 365# - 13 SF 730# - 27 SF 1095# - 40 SF 1460# - 53 SF 1.
3/4" 427# - 16 SF 854# - 31 SF 1281 # - 47 SF 1708# - 62 SF 3I8"
e 1-112" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1-
3l4" 7 03# -26 SF 4 106#,-515F 2109#-77 SF 2812#-103SF TYPE
OF FASTENER = Expansion Bolts (Rawl Power Bolt or Equivalent) 3/
8"0 2-112" 1 1050# - 38 SF 1 2100# - 77 SF 3150# - 115 SF 4200# - 153 SF 3-
012" 1575# - 57.SF 315D# - 115 SF 472T - 172 SF 6300# - 230 SF tl2'
o 3" 1399# - 51 SF 1 2798# - 102 SFJ 4197# - 153 SFJ 5596# - 204 SF 5"
2332# - 85 SF 1 4664# - 170 SFJ 6996# - 255 SFJ 9328# - 340 SF Note:
1.
The minimum distance from the edge of the concrete
to the concrete anchor and spacing between
anchors shall not be less than 5d where d
is the anchor diameter. 2.
Allowable roof areas are based on loads for Glass
I Enclosed Rooms (MWFRS); I = 1.00. Table
9.6 Maximum Allowable Fastener Loads for
Metal Plate to Wood Sunnnrt WIND
LOAD CONVERSION TABLE: For
Wind Zones/Regions other than 120 MPH Tables
Shown), multiply
allowable loads and roof areas by the conversion
factor. WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6 1.01 110
26.8 1.01 120
27.4 1.00 123
28.9 0.97 130
322 0.92 140-
1 37.3 0.86 140-
2 37.3 0.86 150
42 10.80 Screw
6 Metal
to Plywood 112"
4 ply 518" 4 ply 3/4" 4 ply Shear
Ibs.)
Pull
Out Ibs.
Shear
Ibs.)
Pull
Out Ibs.)
Shear
Ibs.)
Pull
Out Ibs.)
8
93 48 113 59 134 71 10
100 55 120 69 141 78 12
118 71 131 78 1 143 94 14
132 70 145 88 1 157 105 Table
9-7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum
Mandrel I Steel Mandrel Rivet
Diameter Tension Ibs.) Shear Tension (Ibs.) Shear 1/
8" 129 176 210 1 325 5/
32" 187 263 340 490 3116"
262 375 445 720 Table
9.8 Alternative Angle and Anchor Systems for Beams Anchored to Wails,
Uprights, Carrier Beams, or Other Connections 120
mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Exoosures
Maximum
Screw I Anchor Size Max
Size of Beam Upright
rhtAttachment
Type Size Description. To Wail 0
To
Upright/ Beam 0
2"
x 4" x 0.044" Angle 1' x 1' x 0.045" WIF 910 2"
x 4" x 0-044- - Angle 1" x 1' x 1/W (0.063") 3/16" 12 2"
x 5" x 0.072" U-channel 1-12" x 1-1/2' x 1-1/2"X 0.125' 1/2" 14 2"
x 6" x 0.07r Uchannel i' x 2-1/8- x 1"x 0.050- 5116" 5116 2"
x 8" x 0.072" Angle 1" x i' x 1/8- (0.125-) . 3116' 12 2"
x 10" x 0.072' Angle - 1-12' x 1-1/2' 1/16-(0.062") 114" 12 2"
x 7" x 0.072" .. Angle _ 1-12' x 1-1/2- 3/16'(0,188-) 114" 14 2"
x 10" x 0-072" Angle i-I fr x 1-1/2- 1/8-(0.062-) 1/4" - 14 2"
x 7" x 0.072" Angle 1-3/4" x 1-3/4' x 1/8'(0.125') 1/4' 14 2"
x 10" x 0.072" U-channel 1-3/4' x 1-3/4' x 1-3/4' x 1/8' 3/8' 14 2^
x 10" x 0.072" Angle 2' x 2' x 0.093" 3/8• 3/8• 2"
x 10" x 0.072" Angle 2- x 2- x 1/8-(0.125-) 5/16" 5/16' 2"
x 10- x 0.072" Angle 2' x 2" x 3/16'(0.313-) 1/2' 1/2' 1
V# of screws to beam. wall, and/or post equal to depth of beam. For screw sizes use the stitching
screw size for beam I upright found in table 1.6. 2.
For post attachments use wall attachment type = to wall of member thickness to Determine
angle or u channel and use next higher thickness for angle or u channel than the upright
wall thickness. 3.
Inside connections members shall be used whenever possible i.
e. Use in lieu of angles where possible. 4.
The thicker of the two members u channel angle should beplace on the inside of the connection if
Possible. Table 9.
3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and
Areas for Screws in Tension Only Maximum Allowable -
Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # I SF) CONNECTING TO:
WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 2
3 4 1- 264# -
7 SF 528# - 15 SF 7924- 22 SF 1056# - 30 SF 114"e
1-112" 396# - 11 SF 792# - 22 SF 1188# - 33 SF 1584# - 45 SF 2-1/
2" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 1" 312#-
9SF 624#-18 SF 936#-26 SF 1246#-35 SF 5116"o
1 -1/2" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF 2-1l2"
780# - 22 SF 1560# - 44 SF 2340# - 66 SF 3120# - 88 SF 318"0
1" 356# -
10 SF 11211- 20 IF 1068# - 30 SF 1424# - 40 SF 1-112"
534# - 15 SF 1068# - 30 SF 1602# - 45 SF 2136# -.60SF 2.12"
890# - 25 SF 1780# - 50 SF 2670# - 75 SF 3560# - 100 S CONNECTING TO:
CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings Fastener Diameter
I
Length of Embedment i
Number
of Fasteners 1 2
1 3 4 PE OF
FASTENER Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 1/4"
e 1-112" 233#-8SF 466#-17 SF 699#-25 SF. 932#-34 SF 2" 270# -
10 SF 540# - 20 SF 810#.- 30 SF 1 10804 - 39 SF TYPE OF
FASTENER Concrete Screw (Rawl Tapper or Equivalent 3116"e
1-112" 246# - 7 SF 492# - 14 SF 13. - 21 SF 984# - 28 SF 1-3/
4" 317#-9SF 634#-18 SF 1 951#-27 SF 1266#-36 SF 1/4"
e 1-1/2" 365#-10 SF 730#-21 SF 1095#-31SF 1460#-41 SF 13/4"
465# - 13 SF 930# - 26 SF I3,g. - 39 SF 1860# - 52 SF 3/8"
a 1-1/2" 437# - 12 SF 874# - 25 SF 1311 # - 37 SF 1748# - 49SF 1-314"
601#-17SF 1202#-34 SF 1 1803#-51 SF 2404#-68SF PE OF
FASTENER Expansion Bolts Rawl Power Bolt or Equivalent) 318"o
2-12"12 12
F
309
136S 3.1
33S 1303F 7. 73SF9# 0 20 582# - 1,17 S 112"o
3" 1806# - 51 SF 3612# --102 SF 5416# - 152 SF 7224# - 203 S 5" - 1993# -
56 SF 3986# - 112 SF 5979# - 168 SF 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 5d _ where d
is the anchor diameter. 2. Allowable
loads have been increased by 1.33 for wind loading.
3. Allowable
roof areas am based on loads for Glass / Partially
Enclosed Rooms (MWFRS) I = 1.
00 J WIND
LOAD
CONVERSION TABLE: Q For Wind
Zones/Regions other than 120, MPH W Tables Shown),
multiply allowable loads and roof areas by
the conversion factor. W WIND REGION
I
APPLIED I COFACTORO Table 9.
9 Minimum Anchor Size for Extrusions Wall Connection
Extrusions Wall
Metal Upright Concrete Wood 2" x
10" 1/4". 14 1/4' 1/4- 2" x_
9" 114" 14 1/4" 1/4' 2" x
8" 1/4" 12 114' 12' 2" x
7" 3116" 10 3/15" 10 2" x
6- or less 3116" 8 3116' 8 42 Note:
Wall,
beam
and upright minimum anchor sizes shall be used for super gutter connections. Table
9.
10 Alternative Anchor Selection Factors for Anchor / Screw Sizes Metal to
Metal Anchor Size
8 10 12 14" 5116" 3/8" 8 1.
00 0.80 0.58 0.46 0.27 0.21 10 0.
80 1.00 7 0 20.57 0.33 0.26 12 0.
58 0.72 1.00 0.78 0.46 0:36 14 0.
46 0.57 0.78 1.00 0.59 0.46 5116" 0.
27 0.33 0.46 0.59 1.00 0.79 318" 0.
21 1 0.26 0.36 0.58 0.79 1.00 Alternative Anchor
Selection Factors for Anchor / Screw Sizes Concrete and
Wood Anchors concrete screws:
2" maximum embedment) Anchor Size
3/16" 114" 318" 3116" 1.
00 0.83 0.50. 114" 0.
83 1.00 0.59 3/8^
0 50 0.59 1.00 Dyna-Bolts (
1-5/8" and 2.114"
embedment respectively Anchor 3116'
1.0012"
AlSize3/16" 0.46
Multiply the
number of #8 screws x size of anchor/screw desired and round up to the nexteven of screws. , Example:
If (10) #
8
screws are required, the number of #10 screws desired is: 0.8x 10=(
8)#10 ` t 0 Z
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