HomeMy WebLinkAbout230 Loch Low DrAPR 2 62011 CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
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Application No: / ' Documented Construction Value: $ / J—O8'
Job Address: D Lb c, Historic District: Yes N04
Parcel ID: > a a s 3 a S G U O /-( 0 0 O 05-Qoning:
Description of Work: a 0 e;-7
Plan Review Contact Person: Title:
Phone: 0Y v 7 "2 956 -6 -Fax: J/ 0 7 5-;- S 613,9E -mail: ie,-
C arm
Property Owner Information
Name (-a- c a+- f. 4-1- 46 z Phone: 7
Street: 3 D o .cr- Resident of property? : -eS
City, State Zip:
Contractor Information
Name / i /c Phone:
Street: o 9 3 a-u- / Fax: _
City, State Zip: el
Ya %%- State License No.:
Y 6 7 5:::v0-? 9 ss
V- 07 3aa-d39
Arch itect/Eng 1 neer Information
Name: <?-4-4 7 Phone:
Street: v !. .` ••
City, St, Zip:
Bonding Company: nvA C4_4A
v
Address: `` ' ( 'i
91
Building Permi
Square Footage
No. of Dwelling
Electrical
Fax:
E-mail:
Mortgage Lender:
Address:
rtot on utartta • P, ;U! INFORMATION
li to sirt2 • aild 91(stoV1 , : ( s
CS'sM a iiQx .mmoa10A .• 'r
CotistritiCt n Type:
Flood Zone:
New Service - No. of AMPS:
Mechanical (Duct layout required for new systems)
Plumbing .
Vona MYNI
gbiwfl to otrt2.OMA IM1011
tt)S '%S %M 8e21g13 .mma3 VM
0aval 37 04 601821MM03
New Construction - No. of Fixtures: _
Fire Sprinkler/Alarm No. of heads:
1 ), "D 6
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
t.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed - the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
0131111
Signature of Owner/Agent / Date
o(y o -s-7 CCG 2
Print Owner/Agent's Name
awmOOI"
NMV Pdk • tan of Pott
Ift Cma folm Wr 27, toil
C0 1MIS" ! IE MW
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING: fl'3- \\ UTILITIES:
ENGINEERIN ` 3 ` FIRE:
COMMENTS:
Rev 11.08
J y- V_ //
Signature of Contractor/Agent Date
Print Contractor/A Iame
Signature of o - tate of Flon a Date
BRYAN OORION
Notary Public • State 01 Florlds
MY Comm. Expires Mu 27.201;
WASTE WATER:
BUILDING:
to Me or
4
i
L -
PRAGER BUILDERS INC
2938 Stonewall Place • Sanford, FL 327.73
Tele hone: (40, 7),,324-99EQ, I+'a: i
THIS INSTRUMENT PR ARED BY:
Name: Jez., 14- 4 -+r
IUNu1H11Ulm Hill lu011111Wll111I1mill M 1//111111
Address: - r,,,,.// /
n MIARYANNE MORSE9 CLERK OF CIRCUIT COURT
SEMINOLE COUNTY
State of - rida BK 07552 Pg 17661 Qpg)
CLERK S # 2Oi1036482
RECORDED 04/07/2011 08040035 AN
C9gVjfES 10.00
NOTICE OF COMMENCT Van Nuys
Permit Number Parcel ID Number (PID) / 0 cP 0 9 O .SG U 0 //0 O O 06-49
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713,
Florida Statutes, the following information is provided in this Notice of Commencement.
DESCRIPTION OF PROPERTY (Legal description of the property a d street address if available)
o Ldp,
GENERAL DESCRIPTION OF IMPROVEMENT
OWNER INFORMATION
Name and address: aqts., 19-1-2 Gam- Z
cq 3 O Le, c, /, Lew k / ,
cap =
Fee Simple Title Holder name and address (if other than owner) :
y
CONTRACTOR
Name and address:
Persons within the State of Florida Designated by Owner upon whom otice or other documents may be served as provided
by Section 713.13(1)(b), Florida Statutes.
Name and address:
In addition to himself,_C4wner Designates of
e 4-4 To Wbeive a copy of the Lienor's Notice as Provided in
Section 713.13(1)lb), FI a Statut s.
Expiration Date of Notice of Commencement:
The expiration date is 1 year from date of recording unless a different date is specified.
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF
COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13,
FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A
NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST
INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
STATE OF F( IDA
OWNERS SIGNATURE
NOTE: Per Florida Statute 713.13(t69))3wner must sign....
COUNTY OF SEMINOLE
OWNERS PRINTED NAME
and no one else may be permitted to sign in his or her stead."
The foregoing instrument was acknowledged before me this day of', 20
by Ce ra- / 6 ez -z—
Name Name of person making statement
Who is personally known to me A
OR who has produced identification type of identification produced
VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES
UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT
ARE TRUE TQ THE BEST OF MY KNOWLEDGE AND BELIEF.
SIGNATUR"F NATURAL PERSON SIGNING ABOVE
MYAM I)Nlilll
NC:W IN* of FWIft
My uw IT, 2011
coaml0tsion • EE XM
UtKIIhItU CUI'i
MARYANNE MORSE
CLERK OF CIRCUIT COURT
M1 -
ZARY SURVEY
DESCRIPTION_ LOT 5, BLOCK -H, HIDDEN LAKE UNIT 1—D. ACCORDING
THE FLAT THEREOF. AS RECORDED IN PLAT BOOK 17, PAGES -57
THROUGH 58, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
a
3
LOCH . LOW DRIVE
N90000'00"E 75.DO'-
ro
CONCRETE
I BLOCK WALL
FENCE
114.0'
COVERED
14.5' X520' ,
RNER
ON LINE 1 STORY CONCRETE
d BLOCK STRUCTURE
I
RESIDENCE #230
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LOT 5EAEENNTI
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1 _ 0
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N N
0
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0' PLATTED
UTRITY
EASEMENT'
LOT 6
X)NCRETE PAD
7JCE LINE
N. 0.3•
r
s90ro '00"W 75.00' •
7.0' PLATTED
UTILITY EASEMENT RECOVERED
IRON 06300
LOT 32 LOT 31 "
W. 0.4!
NOTES: PERMIT #
BEARINGS BASED ON THE SOUTH RIGHT—OF-7,
LINE OF LOCH LOW DRIVE AS BEING` N90'00'00'flf: ,
NO UNDERGROUND UTILITIES WERE L-OCATED.----_
LEGEND
0 ELECTRICAL METERMES R. . SHANNON J , P S. #4671
OT VALID WITHOUT THE SIGNATUR D THE ORIGINAL RAISED8WATER_ METER SEAL OF A FLORIDA LICENSED SU oR AND MAPPER
OFFICE
SHANNON SURVEYING, INC.
499 NORTH S.R. 434 — SUITE 2155
ALTAMONTE SPRINGS, FLORIDA, 32714
407) 774-8372 LB # 6898
DATE OF SURVEY: 04/04/2011
FIELD BY- M.S. SCALE: 1" — 30'
FILE NUMBER: PB17—PG58—BLKH—LOT5
114.0' 34.6•/.
LOT 4
I
FENCE OCORNER
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d
N. 1.5'
w.o.z'
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L.—--
6' WOOD FENCE
1 _ 0
io m .0
N N
0
0
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0' PLATTED
UTRITY
EASEMENT'
LOT 6
X)NCRETE PAD
7JCE LINE
N. 0.3•
r
s90ro '00"W 75.00' •
7.0' PLATTED
UTILITY EASEMENT RECOVERED
IRON 06300
LOT 32 LOT 31 "
W. 0.4!
NOTES: PERMIT #
BEARINGS BASED ON THE SOUTH RIGHT—OF-7,
LINE OF LOCH LOW DRIVE AS BEING` N90'00'00'flf: ,
NO UNDERGROUND UTILITIES WERE L-OCATED.----_
LEGEND
0 ELECTRICAL METERMES R. . SHANNON J , P S. #4671
OT VALID WITHOUT THE SIGNATUR D THE ORIGINAL RAISED8WATER_ METER SEAL OF A FLORIDA LICENSED SU oR AND MAPPER
OFFICE
SHANNON SURVEYING, INC.
499 NORTH S.R. 434 — SUITE 2155
ALTAMONTE SPRINGS, FLORIDA, 32714
407) 774-8372 LB # 6898
DATE OF SURVEY: 04/04/2011
FIELD BY- M.S. SCALE: 1" — 30'
FILE NUMBER: PB17—PG58—BLKH—LOT5
I Y(i...
171
vel
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ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in compliance with
ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements,
Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C.
Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be
used for codes other than the Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads,
and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and wind zones
may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby
listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
of review and statement no financial interest is available upon request. A copy of Brian Stir Ings' letter is
posted on, my web site, www.lebpe.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer,
or Contractor (General, Building, Residential, or Aluminum Specially) and are required to attend my
continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and purlin details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate seN-mating beam
to gutter detail.
SHEET 8-110: Tables slowing 110 mph frame member spans.
SHEET 8-120: Tables stowing 120 mph frame member spans.
SHEET 6-130: Tables showing 130 mph frame member spans.
SHEET B-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 achoring details.
SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 10F: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 10H: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ('ASDM") developed and owned by Bennett Engineering
Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractors
purchase of these materials.
1. Contractor represents and warrants the Contractor-
1.1. ontractor1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM;
1.2. Has attended the ASDM training course within two years prior to the date of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license
granted in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9xb) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any
third party (other than a local building department as part of any Contractors own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available."
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non=mfringement. In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractors requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
Incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME: 4—i &ar
AVC
CONTRACTOR LICENSE NUMBER:
COURSE # 0002299 ATTENDANCE C
CONTRACTOR SIGNATURE:
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
1. Check the building permit for the following:
a. Permit card & address . . . . . . . . . . . . . .. .. . .
b. Approved drawings and addendums as required . . . . . . . . . . . . . . .
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . .
d. Notice of commencement . .
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for.
a. Structure's length, projection, plan & height as shown on the plans. . . . . . . .
b. Beam sizes, span, spacing & stitching screws (If required). . . . . .. . . . .
c. Purlin sizes, span & spacing . . . . . . .. _ _ ..... .
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . .
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . .
f. Knee braces are properly installed (d required) . . . . . . . . . . . . . . . .
g. Roof panel sizes, length & thickness . . . . . . . . . . . . .. . . .
3. Check load bearing uprights / walls to deck for.
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . .
b. Correct number, size & spacing of fasteners to upright . . . .. . . . .
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . .
d. Upright is anchored to deck through Irick pavers than anchors shall go through
pavers into concrete . . . . . .
4. Check the load bearing beam to upright for.
a. Receiver bracket, angle or receiving channel size & thickness . . . . .
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure
c. Header attachment to host structure or beam . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or host structure . . . .
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners . . . . . . . . . . . . . . . . . . . . . .
f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . .
S. Check roof panel system for.
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . .
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . .. . . . .
Notes:
Yes No
Yes No
Yes No
Yes No
Yes No
OFFICE
PERMIT #
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 150-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS' FOR THE 2007 FLORIDA
BUILDING CODE WITH 2009 SUPPLEMENTS.
JOB NAME /140
ADDRESS:
DRAWING FOR ONE PERMIT ONLY
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120&12-2010 OF
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
Sup emenls, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & 11-A; Exposure
B' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for I PH and higher, 120
MPH or1LffMPH for 3 second wind gust velocity load; Basic Wind Pressure Design Pressures
for Screen / Vinyl Rppms can be found on a 3A -ii:
a. "B" exposure = PSF for Roofs & PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iu.
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 ,a solid
6! - P Phone: Y, 1
Contractor / Authorized Rep' N me (please print) "
dlDate:
Cont ctor / u horize ep• Signature
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Ye_ s, No
A. Project name & address on plans . . . . . . . . . . . : . . . . .. . . . . . _
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . _
C. Contractor's / Designer's name, address, phone number, & signature on plans . . _
D. Site exposure form completed . . . . . . . . . . . . . . . . . . .. . . . . . -
E. Proposed project layout drawing @ 1/8" or 1/10' scale with the following:
1. Plan view with host structure area of attachment, enclosure length, and . _
projection from dost 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, 8 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: Yey No
A. Beam & purlin tables w/ sizes, thi,Bess, spacing, &spans /lengths. Indicate . (_/
Section 3A tables used:
IF
Beam allowable span conversions from 120 MPH wind zone,
tBh
Ex ure to
ZaMPH wind zone and/or "C" or "D" Exposure for load width
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED /' REQUIRED SPAN NEEDED IN TABLE
4 c/ / (b or d)_ .
L- EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . .
Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member all able height /span conversions from 120 MPH
wind zone, 'B' Exposure I PH wind zone and/or 'C Exposure for bad
widthO'
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED/ REQUIRED SPAN NEEDED IN TABLE
2 /1 , (b or d)
t EXPOSURE MULTIPLIER
see this page 3)
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . J
D. Connection details to be used such as:
1. Beam to upright
2. ............................. /
3. Beam to wall . . .. . . ... . . . . . . . . . . . . . . . . . .. . . . -
4. Beam to beam . . .. . . ... . . . . . . . . . . . . . . . .. . . . ..
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . . . L
6. Extruded gutter connection . . .. . . . . . . . . . . . .. . . . . . . . .
E
U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . .. .
Foundation detail type & size . ... . . . . . . . . . . . . . . . . . . .. .
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to holo 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 andfor as a minimum be a 2" x 3" x 0.050" withan 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
B. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2 over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports
In the gutter.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 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 3D4 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Assoclaton 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 bads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The (cads assume a mean roof height
of less than 30% roof slope of 0° to 20% 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. Al pressures shown in the below table are in PSF (#NSF). 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 6063-T6 alloy.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B" - _ -
Note:
Framing systems of screen• vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from Exposure '13' 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. Exoesum "R"
Roof T Walls
BendingWindZoneAppliedLoadDeflectionBendingApplied
LoadE(
d) MPH #ISS d b (N/SF) (b10o
100
10.0 1.09 1.14 12.0
47.1
1.12
110 11.0 1.06 1.09 13.0
123
1.07
12D 13.0 1.00 1.00 15.0 ,1.00
0.92
140.1
123 13.3 0.99 0.99 15.9
0.90
0.97
130 15.0 0.95 0.93 18.0
0.88
0.91
1.54
17.00.910.87
U
20'-25'
21.0
0486
0.0520.0
1.60 0.79 0.86
0.87 001 24.0
0.85
0.79
Table 3A-13 Conversion Factors
for Over Hangs
From exposure "B" to exposure "C"
Wind Zone Applied Load Deflection Bending
MPH #IS (d) (b
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 46.3 1.00 1.00
123 50.8 0.98 0.97
13056.6
I
0.95 0.92
140.1 65.7 0.901 0.86
140-2 1 65.7 0.90 1 0.86
150 1 75.4 0.66 1 0.80
Conversion Table 3A -C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
QUADRANTII
i 600' EXPOSUREfr I
QUADRANT IV
Exposure "B" to "CExposure
EXPOSURES
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B" to "0"
I
100' k
Mean Roof Load Span Multiplier Load Span Multiplier
Z O
Height' conversion
QUADRANTIllU.
I U.
Conversion
EXPOSURE-
z
I
Factor Banding Deflection Factor Bending Deflection
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' Z
0-15, 1.21 0.91 0.94 1.47 0.83 0.88
than 600 feet and width greater than 150 R
15'-20* 1.29 0.88 0.92 1.54 0.81 0.87
U
20'-25' 1.34 0486 0.91 1.60 0.79 0.86
N
25'-30' 1.40 0.85 0.89 1.66 038 0.55
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
QUADRANTII
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QUADRANT IV
boo
EXPOSURES
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W
EXPOSURE C: Open terrain with scattered obstructions, including surface undulaltions or other 0:
Irregularities'. having heights generally less than 30 feet extending more than 1,500 feet OLL
from the building site in any quadrant p
1. An building located within Exposure B-
W
Any g po type terrain where the !wilding is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends morep,
than 600 feet and width greater than 150 R
2. No short tens changes in'b', 2 years before site evaluation and build out within 3 years, wsitewillbeV. -
3. Flat, open country, grasslands, ponds and ocean or shorelines In any quadrant for greater U
than 1,500 feet. ,J
4. Open terrain for more than 1,500 feet in any quadrant tr
SITE IS EXPOSURE: -dam EVALUATED BY: I DATE:
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ALUMINUM ROOF SYSTEM'
PER SOLID PANEL
ROOF SECTION)
RIDGE BEAM
PER TABLES 3A.1.4)
SLOPED SOLID RC
SCALE: N.T.S.
F P
HOSTSTRUCTU2 OR
FOURTH WALL F E
PANS OR PANELS
ALUMINUM ROOF SYS'
PER SECTION 7
CARRIER BEAM POST
HO,SP'STRUCTURE OR
URTH WALL FRAME
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 8 3A1.2)
LW FOR
MA
H. UPR GHT
HEIGHT (h) 1" x 2"
VARIES
MIN. 3-1/2 SLAB ON GRADE
OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS
W/ SOLID ROOF TYP. FRONT VIEW FRAMING ,PAGE 7)
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' Q FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES)
wC7
O.H. z ~
SOLID ROOF X
NO MAXIMUM w ((n
ELEVATION SLAB OR GRADE)
P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
11
NOTES: 'P VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-1/4" CONCRETE FASTENER MAX. OF 7-0" 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 7-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS aQ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 140150
8 #10 #12 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = 1'-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 2x 2 ATTACHED TO
POST W/ 1"x 1"x TANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2'x 2"x 0.032' MIN.
HOLLOW RAIL
1"x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
NITH 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'-T
120 6'-3"
123 6'-1"
130 5'-8'
140182
MAX.
150
MIN. 3-1/2" SLAB 2500 PSI
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4)#10S.M.S.
ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TOCONCRETEWITH1/4"x 2-11T
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.
S.M.S. IN SCREW BOSSES
MAX. 1"x 2'x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI EXTRUSION
CONC. 6 x 6 - 10 x 10 W.W.M. a
1-1/8" MIN. EMBEDMENT INTO
OR FIBER MESH ° • 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK: 2'
SCALE: 2"= 1'-0"
PTP,USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4' MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: T = 1'-0"
ALTERNATE CONNECTION
BEAM /HEADERDETAIL1"x 2" WITH
3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x2'ORTX3"POST
8 x 9/16' TEK SCREWS BOTH
SIDES
1"x 2-1/8"x 1" U -CHANNEL OR
RECEIVING CHANNEL /
CONCRETE!
PER TABLE)
1-1/8" MIN. IN
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2'= V-0"
1"x 2-1/8"x 1" -CHANNEL OR
2"x 2' OR 2'x T POST RECEIVING C NEL
98 x 9/16" TEK CREWS BOTH
SIDES
COMPOSITE ROOF PANELS:
4) 1/4" x 4' LAG BOLTS W/
1/Q:FENDER WASHERS PER
4'-0' PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
Tx2"0112"xWHOLLOW
GIRT AND KICK PLATE 2"x T
HOLLOW RAIL
ANCHOR RECEIVING CHANNEL
I m
TO CONCRETE W/ FASTENER 8 x 9/16" TEK SCR S BOTH
PER TABLE) WITHIN 6" OF SIDES
EACH SIDE OF EACH POST @ 1" x 2-1/8' x l" U-CHAN EL OR POST ATTACHED TO BOTTOM24" O.C. MAX RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/T
MIN. 3-1/2" SLAB 2500 PSI S.M.S. IN SCREW BOSSES
CONC. 6 x 6 -10 x 10 W.W.M. ® ® CONCRETE ANCHOR
OR FIBER MESH PER TABLE)
VAPOR BARRIER UNDER ° 1-1/8" MIN. EMBEDMENT INTO
CONCRETE CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2"= 1'-0"
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6" OF EACH SIDE OF EACH
ALTERNATE CONNECTION:
da
2) #10 x 1-1/2' S.M.S.
MIN. (3) #10 x 1 1/2" S.M.S.
THROUGH SPLINE GROOVES
2) #10 x 1 1/2' S. M. S. INTO I m
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SCREW BOSS
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ANGLE CLIPS MAY BE
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a
SCREW SYSTEMS
CONCRETE W/ 1/4"x 2-1/2"
LLo m
CONCRETE ANCHORS WITHIN
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da
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POST AND 24" O.C. MAX T1 11
z
INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI
a— 1' x 2' EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
itz:jizi— 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"
ANCHOR 1'x T CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4"CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24'
O.C. MAX OR THROUGH
ANGLE AT 24" O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6 -10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
4) #10 x 1/2' S.M.S. EACH SIDE
OF POST
H -BAR OR GUSSET PLATE
2"x2'OR2x3"OR2"S.M.B.
POST
MIN. (4) #10 x 1/2" S.M.S. @
EACH POST
1" x 2" EXTRUSION
1-1/8" MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2"= V -Cr
EDGE BEAM
I/2" OPEN BACKATTACHED
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
2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2' S.M.S. MAX 6'
IfiOM EACH END OF POST
AND 24' O.C.
SIDE HEADER
ATTACHED O 1"x 2' OPEN PURLIN OR CHAIR RAIL
BACK W/ MIN. ) #10 x 1-1/2" ATTACHED TO BEAM OR POST
S.M.S. W/ INTERNAL OR EXTERNAL'L'
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S.
1"
MIN.
TERNA
IDE WALL GIRT ATTA HED TO
x 2' OPEN BACK W/ ON. (3)
10 x 1-1/2' S.M.S. IN SJIEW PURLIN, GIRT, OR CHAIR RAIL
OSSES
FRONT AND SIDE BO'
RAILS ATTACHED TO
CONCRETE W/ 1/4'x:
CONCRETE /--MASON
@ANCHORS 6" OR
POST AND 24' O.C.
WALLS MIN. 1" FR9M
CONCRETE
t
TYPICAL UPRIGHT DETAIL
SCALE: 2' =1'-0'
0
PANELS ATTACHED PER
PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2' S.M.S.
IN SCREW BOSSES
2"x2%2'x3"OR3"x2'
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 1/2" S.M.S. IN
SCREW BOSSES
1"x 2" OPEN BACK BOTTOM
RAIL
1/4'x 2-1/4" MASONRY
ANCHOR @ 6" FROM EACH
POST AND 24" O.C. (MAX)L
SCREW BOSSES
i
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SNAP OR SELF MATING BEAM
1 ONLY
SNAP OR SELF MATING BEAM '
ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2"= I -(r
kY .
1 EACH FOR WALLS LESS THAN 6'-8' FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
t4XANDOBOTTOMOFTOPRAILTHEGIRTISDECORATIVEAND
EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-0/4" x 4" STRAP/
AND (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT
ter
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4' S.M.S.
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GUTTER MAXDISTANCETO
GUTTER (MIN.) HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL Ca. FASCIA (WITH SOLID ROOF)
SCALE: 2' =1'-0'
Co ---- tiW ROOF PANEL _
SEE SECTION 7)
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES `
SEE TABLES 3A.3)
POST NOTCHED TO SUIT
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
1' x 2' MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= 1* -(r
13/4" x 1-3/4"x 0.063'
RECEIVING CHANNEL THRU
BOLTED TO POST W/ THRU
BOLTS FOR SIDE BEAM
SEE TABLE 3A.3 FOR NUMBER
OF BOLTS)
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
BEAM AND POST SIZES I
SEE TABLE 3A3) 1" x 2' MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= l -(r
r r ,
NOTE
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U -BOLT HEADER
OUGH POST AND ANCHOR
10x3/4" S.M.S. @ 6"
M EACH END AND @ 24'
MAX.
E BRACE
EQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
2' x 9" x 0.072" x 0.224' BEAM
SCALE: N.T.S.
SHOWN
ya
13/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND 6) \
OF SCREWS REQUIRED) k ® ® \\
kk xk kk \
kk kx ,<k
WHEN FASTENING 2"x 2" \ k k k k k k ®\
THROUGH GUSSET PLATE ® k k k k k k k\
USE #10 x 2" (3) EACH MIN. k®k k k k k k k® \\ k x kXx
32'
CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME
10'-W
BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
2 8'-0"
1/4" x 2-1/4" MASONRY
18"
1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST
AND 24' O.C. MAXIMUM
56'
1) #40 BAR AT CORNERS D
3 4'-0"
10'-0" O.C. FILL CELLS AND
24"
M I KNOCK OUT BLOCK TOP
RIBBON OR MONOLITHIC iv ) COURSE WITH 2,500 PSI PEA
FOOTING (IF MONOLITHIC ROCK CONC. DECK
SLAB IS USED SEE NOTES OF m
APPROPRIATE DETAILS) j - 6 x 6 - 10 x 10 WELDED WIRE
co 12- MESH (SEE NOTES
8"x 8" x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32")
2) #40 BARS MIN. 2-1/r OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114"= V-0"
h' 'W' N 'x"
32' 12" 2 10'-W
40" 12" 2 8'-0"
48" 18" 3 6'-0"
56' 18' 3 4'-0"
60" 24" 3 T-8"
72" 30" 4 1'-4"
Cr.
tt
L
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL W x 8• x 16' C.M.U.
1) #40 BAR CONTINUOUS
1) #50 VERT. BAR AT
CORNERSAND
x' O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
8' x 12' CONCRETE FOOTING
cyrZ WITH (N) #5 BAR CONT.
f W LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR Qa ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibennesh ® Mesh,
InForceT e3^' (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
shat) be a minimum of 12' x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. R.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" =1'-0"
NEW SLAB12 —T 474-
EXISTING SLAB
0
30 RE -BAR DRILLED AND
6w
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"= 1'-0•
SCREWS
SEE FASTENER TABLE)
1' x r CHANNEL
3/4' PLYWOOD DECK
USE 2• x 4.OR LARGER
DETAILS FOR FRONT WALL
UPRIGHTS
1/4• S.S. x _" LAG SCREWS
W/ 1/4"x 1-1/2' FENDER
WASHER (SEE TABLE 4.2) Q 6'
FROM EACH SIDE OF POST
AND 24" O.C. PERIMETER
1/4' LAP
PERIMETER DOUBLE
STRINGER
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4• P.T.P. Plywood 2-1/2-
5/4" P.T.P. or Teks Deck 3-3/4"
2" P.T.P. 4'
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3"= V -W
1/4- x 6" RAWL TAPPER
ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLYTHROUGH1• x 2' AND ROW
LOCK INTO FIRST COURSE OF WALL
BLOCK KNEE WALL MAY BE
BRICKS ROW LOCK ADDED TO FOOTING (PER
BRICK KNEEWALL TYPES SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE
ALTERNATE CONNECTION OF MORTAR REQUIRED FOR WITH APPROPRIATE KNEE 6 x 6 -10 x 10 WELDED WIRE
SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL WALL DETAIL) MESH (SEE NOTES
BRICK OR OTHER NO ALUMINUM UPRIGHT CONCERNING FIBER MESH)
STRUCTURAL KNEE WALL 4' (NOMINAL) PATIO CONNECTION DETAIL (
2) #50 BARS CONT. W/ 3' 1" WIDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES (SEE DETAIL)
COVER LAP MIN.
C
@EACH POST FROM POST TO CONCERNING FIBER MESH)
FOOTING W/ (2) #10 x 3/4-
S.M.S. STRAP TO POST AND _ _ _ _ _.
1) 1/4"x 1-3/4" TAPCON TO ° " " 5d MIN. MIN.
SLAB OR FOOTING (
1) #5 0 BARS W/ 3- COVER 16" MIN. > / : t '
TYPICAL) TOTAL \/ / •• ? I-////////
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS w \ \ \ \ • \ \ \\\\\ 6 MILVISQUEEN VAPOR
SCALE: 1/2"= 1'-0" BARRIER IF AREATO BE
2) #5 BAR CONT. z ENCLOSED
O 16" MIN. TERMITE TREATMENT OVER
W UNDISTURBED OR
Co COMPACTED SOIL OF
UNIFORM 95% RELATIVE
DENSITY 1500 PSF BEARING
Notes:
1. All connections to slabs or footings shown In this section may be used with the above footing.
2. Knee wall details may also be used with this footing.
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
2) #5 BAR CONT. 4. Crack Control Fiber Mesh: Fibermesh ®Mesh, InForce- e3TM (Formerly Fibermesh MD) per maufacturers
2' MIN. specification may be used in lieu of wire mesh.
1" PER FT. MAX. FOR 3-1 , (
1) #5 BAR CONT. _ n
r -Ir MIN. (
TYP. > MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY FLORIDA
BEFORE SLOPE ALL SLABS) '
SCALE 1/2' = 1'-0"
r J
A "'
e
e• TYPE I TYPE 11 TYPE III FROSTING FOOTING NEW SLAB W/ FOOTINGFLATSLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
0-2'/ 12• 2"/ 12"- V-10" > V-10•
1. 1 i untlations show based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shat offo placing the slab, by field soil test or a soil testing lab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2' (4" nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0'. Then a minimum of a Type 11 footing is
required. All slabs shall be 3-1/2' (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh ® Mesh, InForceT° e3TM (Formerly Fibermesh MD) per manufacturers
specification may be used In lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type 11 footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0' projection from the host structure up to a maximum 20'-0"
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0'
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 314"= V-0'
2) #5 BARS 'DOWELED INTO \>e
EXISTING FOOTING W/ EPDXY
8- EMBEDMENT, 25" MIN. LAP
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 1/r =1'-0"
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
10 x 1-1/2" SCREWS (3) MIN.
PER UPRIGHT TOP'& BOTTOM
2)1/4" MASONRY ANCHORS
PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR
HEADER z
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POST
mO
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1"x 2" TOP AND BOTTOM
PLATE SCREW 2'-0" O.C.
wm
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EXISTING FOOTING
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2" =1'-0"
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UNIFORM LOAD
0
SINGLE SPAN CANTILEVER
UNIFORM LOAD
z 1-4
A B C
2 SPAN
UNIFORM LOAD
1 OR SINGLE SPAN
i d l l
A B C D E
4 SPAN
NOTES:
1) 1 = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A (34-U
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE:. N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
Q 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50'
STAGGERED ON EACH ,ice d-.50' d-.50' 1" MAX
SIDE OF SELF MATING BEAM I
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB7S' d-.50' d
PLATE CAN BE INSIDE OR .7s
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.50") LENGTH
Mlnlmum_ _ istanu and
2i01.
S ad of Screws' aussat Plate
SEAL
Screw ds Edga to nter to
p SHEET
Size on.) Center Center Beam Size Thickness
0
Q
N
gds fln.1 2-1/2ds in. n.
W
16 318 7/16 2 x7'x .055'x0.120'•• 1/16=0063
510 19 3/8 1/2 2' x 8' x 0.072 x 0.224' —T/T=—U.-125
08.12-2010
1 21 7/16 16 2" x 9- x 0.072' x 0224•
4or 1/4" 2 112 518 2-x9"x0.0a2-xo.306 1/8= .125
16 0.31 5/8 4 x 10" x 0. - x .369- 1 4 = 25
refers to each side of splice
use for 2"x 4" and T x V also
Note:
1. All gusset plates shop be minimum 5052 H-32 Alloy or have a minimum yietd of 30 ksi
TYPICAL BEAM SPLICE DETAIL
SCALE: 1"= 1'-0"
SELF -MATING
BEAM
SIZE VARIES) e e
e e
SUPER OR
EXTRUDED
GUTTER
e
2" x 2" ANGLE EACH SIDE
SELF -MATING BEAM —
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER
TABLE 3A.3
LOAD PER TABLE 3A.3
AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
TRUFAST SIP HD FASTENER
t"+1-1/2" LENGTH (t+1") @
8' D.C. t+1-1/4"
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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Table 3A.1.1-110 Allowabl a Bea Spans - Hollow Extrusions
for S or Vinyl Rooms
For$ second wind gust 110 MPH
eloc
city; using design load of 11.0 #lSF (47.1 #/SF for Max. Cantilever)
PM-minu-mXlky6063 T-6
x2 X .044F
5'-0' 6'-0'
Tribute Load Width2"x2'x 0.055"
17-11' 6 I 11'-10' b I 10'-11' b 10'-3' b I 9'-8' b 9'-2' b a'-9' b
Loa
Width (ft)
Max.Spa VI(bending Wordaflection'd')
1 &2 Span 3 Span 4 Span Ca tilever
Load Max. Spa n'L'/(bonding 'b• or deflection'd
Width (R) 1116 2 Span 3 Span 4 Span Cantilever
5•-0- 6--0" 1 T-0' 1 8%0" 10'-0" 1 12'-0"
Allowable Span'U / bendin 'b' or denectlon'd'
5'4' d d 1 6'-9' d 0 --Il- d 5 6-8' d 6-11' d T-1' d 1'-0' d
6 5'-0' d 6-2" d 64' d 0'-11' d 6 54' d 6'-T d 6'-8' d 0'-11' d
T-9' b
4'-9' d d F-11' b 0'-10' d 7 5'-1' d 6'3' d 6'4' d V-11' d
a 4'-T d 6-8' d S -T b 0'-10' d 8 4'-10' d 5'-11' d 6'-1' b 0'-11' d
9 4'-5' d 5'-5' d 5-3' b 0'-10" d 9 4'-8' d S-9' d 5--9' b 0--10' d
10 4'3' d S-2' b 4'-11' b 0'-9" d 10 4'-6' d 5'-6' d 5'-S b 0'-10' d
11 4'-1- d 4'-11- b 4'-9' b 0'-9' d 11 4'4' d 1 64' d 5'-2' b 0'-10' d
12 T-11' d 4'3' b 4-7*-- b 0.9' d 12 4'-3' d 1 5--2' b 4'-11- b 0'-9' d
3" x 2 x 0.045
21'-0' d 20'-7' d 19'-9' d
x 2- x 0.070"
Load
Width (IL)
Max. Spa n'L'/ (bandingiWor
1 b 2 Span 3 Span
d actiondi
4 Span CaHever
Load Max. Span'L'/ ndin 'b' or deflaction '41
Width (IL) 1 8 2 Span 3 Span 4 Span Cantilever
5 6' -O - _..L T-5' d T -T d 1--1' d 5 6-9' d 8'-5' d 8'-r d 1'-3' d
6 S-8' d T-0' d T-2' d v4r d 6 6'-5' d T-11' d 8'-0' d 1'-2' d
7 5'S' d S-8" d 5-10' d 0'-11' d 7 6'-1' d T-6' d 7"-8' d V-1' d
8 S-2' d 6'4' d 6'-5' b 0'-11' d 8 5'-10' d T-2" d T4' d l'-1' d
9 4'-11• d V-2' d 6'-1' b 0'-11' d 9 S -T d 6'-11' dlid T-0" d 1'-0' d
10 4'-9" d 5'-11' d S-9' b 0'-10' d 10 5'-5' d 6'-9' b 0'-11' d
11 4'3' d 5'3' b St' b 0'-10' d 11 5'3' d 6'-5' d 6'S' b 0'-11' d
12 4'45' d S-5- b S-3' b 0'-10' d 12 S-1' d 6'-3' d 6'-2" b 0'-11' d
2"x 3 x 0.045" 2' x 4" x 0.050'
Load
Width (ft)
Max. Spa n'L'/(bending V or de ectlon'dj
1 8 2 Span 3 Span 4 Span C.
M
ever
Load Max. Span'L'/ bendin 'b' or ectlon'dj.
Width (R) 1 6 2 Span 3 Span 4 Span C.Max*nIllever
5 7"-0" d 9'-3' d 9'-S d 1'4' d 5 7-8' d 11'-11' d 17-2' b 1'-9' d
6 7".0" d 8'-8" d 8'-8' b 1'3" d 6 9'-1" d 11'-3' d 11.1' b 1'-8" d
7 6'3' d 8'3' d 8'-1' b 1'-3' d 7 V-8- d 10'-8' b Ur -3' b 1'-T d
8 6'-5' d T-9' b T.8' b 1'-2' d 8 W-3' d 9'-11' b 9'-T b 1'-6' d
9 V-2' d 7"4' b T-1' b 1'-1' d 9 T-11' d 9'-5' b 9'-1' b 1'S' d
105-11' d 6'-11' b T-9' b 1'-1' d 10 7".8' d 8'-11' b 9'-7' b 1'-5' d
11 S-9' d 6'-8' b6'-5' b l'-1' d 11 TS' d 8'-6' b 8'-2' b 1'4' d
12 5 --rd 6'4' b 6'-T b T -G" d 12 7"-3' d I 8'-1' b T-10' b 1'4' 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.1.2-110 Allowable Edge Beam Spans - Snap Sections
for Screen, Acrylic or Vinyl Rooms
Forr3:second wind gust at 110 MPH velocity; using design load of 11.0 #ISF (47.1 #/SF for Max. Cantilever)
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 spare for total beam spans.
2. Spare may be interpolated.
Table 3A.1.3-110 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 6063 T-6
Hollow and
5'-0' 6'-0'
Tribute Load Width
2" x 4" x 0.044 x 0.100" 17-11' 6 I 11'-10' b I 10'-11' b 10'-3' b I 9'-8' b 9'-2' b a'-9' b
Single Self -Mating Beams T-0- T-0' 1 4'-0" 5•-0- 6--0" 1 T-0' 1 8%0" 10'-0" 1 12'-0"
Allowable Span'U / bendin 'b' or denectlon'd'
14'-0'
17-T b 11'-10' b 11'-3' b 10'-9' b
2"x 4"x 0.050" Hollow 13'-7 d 11'-6' d 10'-5' d 9'$' d 9'-1' d I 8'-8' d I 8'-3' d 7".8' d 7"-3' d 6'-9' bi 6'4' bi 5'-11' b
2" x 5" x 0.062" Hollow -16-11"d 14'-10' d 13'-6' d 17.6' d 11'-9' d 11'-7 d 10'-8' d 9'-11' d 9'-0' d 8'-10' b 8'-3' b T-9' b
2" x 4" x 0.046" x 0.10D' 14'48' d 12'-10'd 11'-8" d 10'-10' d 10'-2' d 9'3" d T-7 b 8'-2' b T-6' b 6'-11' b 6'-6' b 6'-1' b
2' x 5" x 0.050' x 0.100" 18'-7 d 15-11' d 14'-5' d 13'S d 17-T d 11'-11' d 11'-3' b 10'-1' b 9'-2' b 8'-6' b 7"-11' b 7"-6' b
2' x 6" x 0.050' x 0.120" 21'4' d 18'-7' d 16'-11' d 15'-8' d 14W b 13'-5- b 17-T b 11'-3' b 10'-3' b 9'-6' b 8'-11' b 8'-5- b
2" x 7' x 0.055" x 0.120- 24'-3' d 217-2' d 19'-3' d 1 T-0' b 15'-9' b 14'-7- b 13'-8' b 12'-2' b 11'-2' b 10'4' b 9'-8' b 9'-1' b
2" x 8" x 0.072" x 0.224' 30'-1' d 26'-3' d 23'-10' d 27-2' d 20'-10' d 19'-10' d 18'-11' d 17"-7- d 16'-T d 15'4' b 14'4' b 13'-6' b
2' x 9" x 0.072" x 0.224" 37-11' d 28'-10' d 26'-2' d 244' d 27-10'd 21'-9' d 20'-9' d 19'-0' b 17"4" b 16'-1' b 15'-1' b 14'-2' b
2' x 9' x 0.082' x 0.306" 34'-7 d 29'-10' d 27"-7 d 25'-2' d 23'-8' d 27.8' d 21'-6' d 19'-11' d 18'-10' d 17"-10 d 17"-1' d 16'-5' d
2" x 10" x 0.092" x 0.369' 41'-1' d 35'-11' d 37-W d 30'4' d 28'i' d 2T-1' d 25'-11' d 24'-1' d 27.8' d 21'-0' d 20'-7' d 19'-9' d
Tribub Load Width
Double Self -Mating Beams 2'-r' X-0' T-6` 4'-0' 4'-6' SA'1 S'-6' 1 6'-0' 1 6'-6' 1 7'-0' 1 76-
A lowablaS
6-
AllowablaS an'L'/bendin 'b'ordeflection'd'
2" x 8" x 0.072" x 0.224' 37"-10" d 33'-1"d 30'-1' d 2T-11' d 26'-3' d 24'-Il"di 2X-lird! 22'-2' d 20'-10' d 19' -10 -dl 18'-Il'dl 18-7 d
2" x 9" x 0.072" x 0.224" 41'-T d W -V d 37-11' d 30'-7- d 28'-10' d 2T4- d 26'-7 d 24'4' d 27-10- d 21'-9' d 20'-9' d 19'-11' d
02" x 9' x 0.082' x 0.306" 44'" d 36'-8' d 35'-1' d 37-7' d W -W d 1 29'-1' d 2T-10' d 25' -10 -di 244' dl 23'-1' dl 27-1" di 21'-3' d2'x 10"x 0.092" x 0.369" 51'-10" d 45'-3' d 41'-1' d 38'-2' d I 36-11"d 1 34'-1' d 1 37-0' d I 30'4' d 1 28'-6' d I 2T-1" d I 251-11"d 1 24'-11" d
1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on 110 M.P.H. wind load plus dead bad for framing.
3, Span Is measured from center of connection to fascia or wall connection.
4. Above spans do not Indude length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for totalbeamspans.
5. Spans may be Interpolated.
Table 3A.1.4-110 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF
Self Mating Sections 5'-0' 6'-0'
Tributary Load Width W - Puriln Spacin
T-0" 8•-0' 9'-0' 10'-0' 11'-0' 1
Allowable Span 'L' 1 b ndIng 'b' or deflection'd'
12'.0 -
2" x 4" x 0.044 x 0.100" 17-11' 6 I 11'-10' b I 10'-11' b 10'-3' b I 9'-8' b 9'-2' b a'-9' b 6'4' b
2' x 5" x 0.050' x 0.100" 15'-11" b 1 14'-6' b 13'-5- b 17-T b 11'-10' b 11'-3' b 10'-9' b 10'-3' b
2"x 6" x 0.050" x 0.120' 17"-10' b 16'-3" b 15'-0' b 14'-1' b 13-3' b 17-T b 11'-11' b 11'-0' b
2" x 7" x 0.055" x 0.120" 19'-3' b 17"-T b 16'-3" b 1&-3' b 14=4' b 13'-0' b 17-11' b 17-5- b
2"x 8" x 0.072" x 0.224" 28'-8" b 26'-2' b 243' b 27-0' b 21'-5' b 20'.3' b 19'4' b 18'-6' b
2" x 9" x 0.072" x 0.224' 30'-1' b 27"-6' b 2SS" b 23'-9' b 27-5- b 21'3- b 20'J' b 19'-5' b
2' x 9' x 0.082" x 0.310" 33'-9" d 31'-9' d 29'-9' b 2T-10' b 26'-2- b 24'-10' b 23'-8' b 22'-8' b
2" x 10" x 0.092" x 0.369' 40'-T d 38'3' d 36'-1' b 33'-9' b 31'-10- b 30'-T 6 28'-10- b 27"-T b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be Interpolated.
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 maybe Interpolated.
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Table 3A.1.1-120 Allowable Edge Beam Spans -Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Fora second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 NSF for Max. Cantilever)
e '..'r"....' en_" ene1-
2^.x 2" x 0.044'
2'-0' 3'-0'
Tribute Load width
4'-0" 5'-0' 6'-0' T-0• 8'-0' 10'-0' 12'-0'
Allowable S mn'L' / bendln 'b' or deflection W
14'-0'
2" x 2" x 0.055'
18'-0"
2" x 4' x 0.050" Hollow 175' d 10'-10' d
Wad
Width (R)
Max. Spa n'L'/ bendl
1 8 2 Span 3 Span
Wordeflection'd
4 Span Cantilever
Load Max. Spa 'I: I(bending'b' or deflection•d
width (ft) 1 8.2 Span 3 Span 4 Span cantikwer
5 5-1' d 63" d 54" d 0'-11' d 5 54' d 6'-T d 6'-9' d 1'-0' d
6 4'-9' d 5-1 D' d 5-11' b 0'-11' d 6 S-0' d 6'-3' d 6W d V-11' d
7 4'$' d S -T d 6-6' b 0'-10' d 7 4'-9' d 5-11' d 6-1T b 0'-11' d
8 44' d 54' b S-1' b 0'-10' d 8 4'-T d 5'4' d 5'-T b 0'-10' d
9 4'-2- d 5'-0' b 4'-10' b 0'-10' d 9 4'-5" d 5'-5" d 5'3' b 0'-1g' d
12'-5' b2" x 9' x 0.072' x 0224"
4'-9' b V -T b o'-9' d 10 4'-3' d 5'-2' b 5'4' b 0'-10' d
111 3'-11' d 4'-6' D 4'4• b 0'-9' d 11 4'-1' d 4'TV b 4'-9' b 0'A' d
12 3'-9' d 4'4' b 4'-Y b 0'-9' d 12 3'-11' d 4'-9' b 4'-T b 0'-9' d
x2 x0.045
9'•5' b 9'-Y b
2" x 5" x 0.050'
2" x 6" x 0.050-
3'x "x0.070
1T3' b 15-11• b 14'-11' b 14'-1- b 13'4' b
1T-11' b 15-T b1 15'$' b 14'rW b 13-11' b
17-9' b
13'3" b
17-Y b 11'$' b 11%3' b 10'-11• b
17-8' b 12'-2' b 11'-9' b 114' b
Wad
Width(IL)
Max Spa n'L'/ ndl
1325 an 3Sp pan
b'or do ectlon'dj
Max.
4 Span Cantilever
Wad Max S n'L'/ bendln 'b'or deflection'd
width (ft.) Max112Span3Span4SpanCantilever
5 S$' d T-1' d T -Y d 1'-1' d 5 6'-5• d T-11- d I 8'-1- d 1'3" d
6 64' d S$• d 6* -9• d 1'-0' d 6 6'-0- d T-5' d T -T d 1'-2' d
7 5'-1' d 54' d S4' b D'-11' d 7 5-9• d T-1' d T-3' d 1'-1- d
8 V-11' d 6•-0' d S'AV b 0'-11' d 8 6-6' d 6'-9' d 5-11• d 1'-1' d
9 4'$' d 5-9' b S -T b 0'-11' d 9 5'-3' d SW d 6'S' b 1'-0' d
O4 d 5'$' b S-3' b 0'-10' d 10 5'-1' d 6'3' d 6' -Yb 0'-11' d
it 4'3 d 5-2' b S-0' b 1 0'-10- d 11 4'-11' d 6' V d 5'-11- b 0'-11' d
12 4'-3• d 4'-11' b 4'-10' b 0'-10' d 12 4'-9' d 5'-10' b 5W b 0'-11' d
2 x x 0.045' 2" x 4" x 0.050
Load Max Spa n'L'/ bendln 'b' or deflectlon'
Width (IL) 1 8 2 Span 3 Span 4 Span Ca
ax.
Load Max Spa n'L'/(bendln b'ordeflectlon'd
Width (R) 1 8.2 Span 3 Span 4 Span Ca
ax.
ever
5 T-1• d 8'-g' d 6'-9' b 1'4' d 5 T -Y d 1 11'4- d 11'-2' b 1'-9' d
6 S$' d 8'3• d T-11' b V-3- d 6 8'$' d 1(r -T b I 10'3" b 1'$' d
7 54' d T$' b T -S b 1'-3• d 7 8'-2' d 9'-9' b 9'S' b 1'-T d
8 6* -1' d T-2' b 6'-11' b 1'-2' d 8 7-10' d 9'-2' b 8'-10' b 1'$' d
9 5-1D' d 6-9" b S$' b 1'-1' d 9 TS' d 8'$' b 8'4- b 1'-5' d
10 5'-T d 5-5' b G -2"b TV d 10 T3' d 8'-Y b T-11' b 1'-5' d
11 S3 d 6'-1' b S-11" b 1': 11 6'-11" b T-10' b T -T h 1 1'4• d
12 53' b 5'-10" b 5--8' b 1'-0- d 12 6'$' b TS" b T-3' b 1 14' d
1. ;9ve spans do not Include length of knee brace. Add horizontal distance from upright to renter of brace to beam
connection to the above spans for total beam spans.
2. Spans may be Interpolated.
Table 3A.1.3-120 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
Holiowand
Single Self -Mating Beams 2'-0' 3'-0'
Tribute Load width
4'-0" 5'-0' 6'-0' T-0• 8'-0' 10'-0' 12'-0'
Allowable S mn'L' / bendln 'b' or deflection W
14'-0' 16'0^ 18'-0"
2" x 4' x 0.050" Hollow 175' d 10'-10' d 9'-10' d 9'-Y d 8'-7- d 8'-2' d T-10' d TJ' d 6'-8' b 6'-Y b 5--9' b 5'S' b2"x 5" x 0.062" Hollow 16'-0• d 14'-0" d 17-T d 11'-1 D' d 11'-1- d 10'-T d 10'-1' d 9'S' d 8'-9" b S'-* b T -T b T-2' b2" x 4' x 0.046' x 0.100' 13'-11' d 17-2' d 11'-0• d 10'-3' di 7-8' d 9'-0• b 8'-5- b T -T b 6'-11' b 5.4" b S-11' b 5'-T b2" x 5" x 0.050" x 0.100" 17'3' d 15-0' d 13'$' d 17-8' d 11'-11" d 11'-1- b 104- b 9'3' b 8'S' b T-10' b T-4" b 6'-11" b
2"x 6" x 0.050" x 0.120" 207-2" d 1T -T d 15'-11' d 14'$' b 13'-4' b 12'-4' b 11'-T b 10'-4' b 9'-S b 8'-9' b B'-2 b T-9' b2' x 7" x 0.055" x 0.120" 2Z -11'd 20'-1' d 1T-9' 15-10' b 14'$' b 13'-5' b 175' b 11'.3' b 10'3' b 9'S' b 8'-10' b 8'-4' b2" x 8" x 0.072" x 0.2.24" 28W d 24'-10' d 27-T d 2(Y -11 -dl 19'-9' d W-9" d 1T-11' d 15$' d 153' b 14'-1' b 13'-Y b 12'-5' b2" x 9' x 0.072' x 0224" 31'-Y d 2T3• d 24'-9• d 27-11' d 21'$" d 20'-T d 19'-T b 1TS' b 15-11' b 14'-10' b 13'-10^ b 13'-1' b2" x 9' x 0.082' x 0.306" 374• d 28'3' d 25$' d 23'-10' d 22'-5' d 21'4' d 20'4' d 18'-11' d iT-10' d 16'-11' d 16'-2' d 15.3' b2' x 10" x 0.092" x 0.369' 38'-11' d 33'-11' d 30'•10' d 28'$• d 26'-11' d 25'-T d 24'•6' d Z7-9'
13'-9' b 17-9' 0 11'-11' b 11'3' b
26'4' d 19'-5" d 18'-6' b
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on 120 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for totalbeamspans.
5. Spans may be Interpolated.
Table 3A.1.4-120 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind oust at 12n Mau vot..,-tw- .,ter
Self Mating Sections
Tribute Load width
17.0"
ouble Seg -Mating Beams 7-0" 3'-0" 4' 0" 5'-0' W.0" T-0' Fo" 10'-0' 17-0" 14'-0' 16'-0"
T -W b
2' x 5' x 0.050" x 0.100"
Allowable Span 1' I bendln 'b' or deflactlon'd'
174' b 11-T b 1D•-11' b 10'4' b 9'-10' b
x 8" x 0.072"x 0224' 35'-10' d 31'4' d 28'-5' d 26'3 d 24'-10' d 23'-T d 27-T d1201 -11 -di 19'-g' d 18'-9' tl 1T-11' d 1T-3'
x 9" x 0.072" x 0.224' 39'4' d 344' d 31'-Y d 26'-11' d 2T3' d 2S-11' d 24'-9' d 27-11' d 21'-8' d 20'-T d 19'-T b 16'-Sx9' x 0.082' x 0.3D6" 41'-10'dl 35-6' d 33'-Y d 30'-10" d 28'-11• d 2T -T d 26'4' d 24'-5' d 23'-0' d 21'-10' d 20'-11' d 20'-1'
x 10' x 0.092" x 0.369' 46'-11' d 47-10• d 38'-11' d 35-1' d 33'-11' d 32'3• d 30'-10' d 28'$' d 26'-11' d 25-T d 24'3 d 23'-T
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on 120 M.P.H. 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 totalbeamspans.
5. Spans may be Interpolated.
Table 3A.1.4-120 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind oust at 12n Mau vot..,-tw- .,ter
Self Mating Sections 5'-0" 6'-0"
Tribute Wad Width W - Purlin Spacln
T-0' 8'-0- 9'-0' 11'-0"
Allowable Span *I: / bends 'b' or deflection 'd'
17.0"
2' x 4' x 0.044 x 0.100' 11'-11' 6 1 g'-1 t' b 10'-1' b 9'S' b 8'-11' b 6'-5' b 8'-0' b T -W b
2' x 5' x 0.050" x 0.100" 14'$• 6 13'4' b 174' b 11-T b 1D•-11' b 10'4' b 9'-10' b 9•-S b
2" x 6' x 0.050' x 0.120" 16'4' b 14'-11• b 13'-1 D' b 17-11' b 17-2' b 11'-T b 11'-0' b 1g' -T b
2' x 7" x 0.055" x 0.120' 1T -D' b 16'-2' b 14'-11' b 14'-0' b 133' b 17f' b 11'-11• b 11'3 b
2- x 8' x 0.072' x 0.224' 26'3 b 24'-7' b 22'4' b 20'-10' b 19'-8' b 16'$' b 1T-9' b 1 T-0' b
2' x 9' x 0.072' x 0224"
2" x 9' x 0.082' x 0.310"
2T$' b 25'3' b
31'-11' d 29'$' b
23'5' b 21'-11' b 20'-8' b 19'-T b 18'$' b 1T-10' b
2T4' b 25-T b 24'-1' b 22'-10- b 21'-10' b 20'-10' b
2' x 10' x 0.092' z 0.369" 30'5' d 35-1 D' b 33'-Y b 31'-1• b 29'-3' b 2T -g' b 253 b 254' b
Table 3A.1.2-120 Allowable Edge Beam Spans - Snap Sections
for Screen, Acrylic or Vinyl Rooms
Far 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #/SF for Max. Cantilever) Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad.
2. Spans may be interpolated.
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spars.
2. Spans maybe Interpolated.
Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6663 T$
For s secona vena gust at 120 MPH velocity, using design load of 15.0 #/SF
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Allowable Height W1 bending 1t' or deflection'd'
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2" x 2" x 0.044' Hollow 6'-11' b S$' b 6'-i' b 6-9" b 5'-5' b 5'-Y b 4'-11' 6 4'-9- b 4'-T b 4'-S b2" x 2' x 0.055" Hollow V-2' b T -T b
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T-1' b 5$' b 54' b 6'-1' b 5'-10' b 5'-T b 5.4- b 5'-2- b
3" x 2" x 0.045' Hollow T-2' b 6'$• b ' 5-0 b 5-11' b 5-8• b 376;-b 5-3' b 5-1' b 4'-11' b3" x 2' x 0.070' Hollow 10'4' b 9'-T b 8'-11' b 8'-5' b 8'-0' b T-6' b T4" b 7-0' b 6'-9' b 6'-6' b2' x 3" x 0.045' Hollow 9'-5' b B'-9' b9--2--b 8'-2 b T-9' b T-4' b 5-11' b 6'$' b 6'S- b 6'-2* b 5'-11' b
2" x 4" x 0.050' Hollow 9'-11' b 9-T b _F1 --b 7W-b T -4 b T-0' b 6'-9' b S$' b 6'J' b
2" x 5" x 0.062" Hollow 17-10' b 11'-11' b 11'-1• b 10'$' b 9'-11' h 9'S" b 9'-1• b 6'-9' b 8'-5' b 8'-1• b
2" X 3" X 0.070" Hot iow 13'-9' b 17-9' 0 11'-11' b 11'3' b 7 -0 -'W - -b 10'-Y b 9'-9' b 9'4' b 9'-0' b 8'-9- b
2" x 4' x 0.046" S.M.B. 14'S' b 13'-4• bi 17$' b 11'-10'b 11'4 b 10'$' b 10'3' b 9'-10' b 9'•5' b 9'-Y b
2" x 5" x 0.050'
2" x 6" x 0.050-
S.M.B.
S.M.B.
1T3' b 15-11• b 14'-11' b 14'-1- b 13'4' b
1T-11' b 15-T b1 15'$' b 14'rW b 13-11' b
17-9' b
13'3" b
17-Y b 11'$' b 11%3' b 10'-11• b
17-8' b 12'-2' b 11'-9' b 114' b
2" x 2" x 0.044' Snap 8'$' b T-11' b TS' b 6'-11' b 6'-7- b F-4-;---b iv--b 5-9- b 5'-T b 5'S' b
2" x 3' x 0.045' Sna 9'$' b 8'-11' b 8'3 b T-11' b TS" b T -2- b 6'-10• b 5-T b 6'-0' b 5-1' b
2' x 4" x 0.045' Sna 10'5' b 9'-8' b 9'-1' b B'$' b 8'-1' b T-9' b 7'•5' b T-1' b 5-10' b 6'-7" b
3" x 3' x 0.045" Fluted 8'S' b T-10' b
b
T4' b 6'•11• b 6'$' 6 6'-3' b 5'-11• b 5'-9' b SS' b 54• b
3" x 3' x 0.060" S uare 107-5' b 9r7 6'-11' b 8'$- b 8'-0• b T$' b T4' b T-1' b 6'-70' b 8'-7' b3' x 3' x 0.093' S uare b 13-10' b 7
b
1- 72b b 70'2b14'11 S b3'x3"x0.125• Square 1T-9' 6
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9 13'-2• b 77-b72
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Square I 2 -T -W b 21'4" D 19'-11" b 18'-9- b I 1T-10' h 16'-71' b 16'3• b 15$' b 1S-1• b 14'-T b
1 Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to theabovespansfortotalbeamspans.
2. Spans may be Interpolated.
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Table 3A.1.1-130 Allowable Edge Beam Spans -Hollow Extrusions Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl RoomsforScreen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISFFor13secondwindgustat130MPHvelocity; using design load of 15.0 #ISF (56.6 #/SF for Max. Cantilever) Aluminum Alloy 6063 TS
2" x 2- x 0.044'
7-0" 3'-0" 4'-0' S'-0'
2' x 2- x 0.055" Tribute
T-0'
Load Wilk
8'-0" 10'-0" 12'-0" 14'-0"
Load
Width (h')
Max. Span 1'! (banding'b' or defleetion'd
1 &2 Span 3 Span 4 Span Cantil ver
b' or deflecdon'd
Width ()
1 8 2 Span 3 Span4 Span Max.
Load Max. Span'L'/ (bond
r(5 5'
Cantilever
5 4'-10' d S'-11' d 6'-0' b V-11" d 5 S-1' d 6'-0' d d 0'-11' d
6 4'S' d S -T d 5'S• b 0'-10' d 6 4'-10' d S-11' d 6'-W b 1 0'-11' d
7 4'4" d S3' b 5-1' b 0.10' d 7 4'-T d 5'48" d 5'-T b 0'-10' d
8 4'-1" d 4'-11' b 4'-9' b 0'-9- d 8 4'4' d S -S d 5'-3" b V-10" d
9 3'-11 • d 4'-8' b 4'S" b 0'-g' d 9 4'-2' d 5'-1' b 4'41' b 710' d
10 T-10' d 4'-5- b 4'3' b 0'-9' d 10 4'-1" d 4'-10' b 4'-8' b 0'-9' d
11 7-8' d 4'-3' b 4'-1- b D'-6' d 11 3'-11' d 4'-T b 4'S' b 0'-9" d
12 T -T d 4'-0' b T-11' b 0'-6' d 12 T-10' d 4'-5' b 4'3• b 0'-9' d
X 2 x 0.045' 24'S' d 27-9' d 2V' 5* d 20'4' -d
3' x 2^ x 0.070' 16'-1' b 15-1' b 1472- b2" x 10* x 0.092" x 0.369"
Load
Width (fL)
Max. Spa 'U / bendin 'b' or de action'd7l I
1 &2 5 an 3 S Mme•
p pan 4 Span Cantilever
Load Max. Spa n'V / (bendin 'b' or deflectton'd
Width (fl•) Max. 1 & 2 Span 3 Span 4 Span Cantilever
5 S-5' d F-9' d 6'-10' d 11-0' d 5 6'-1' d I T -T d 7-8• d 1'-Y d
6 S -i' d 6'4' d 6'4' b D'-11' d 6 5--9' d T-1' d T3' d 1' -J - -d
7 4'-10' d 6'-0' d 5-10' b g'-11' d 7 SS• d 6'-9' d 6'-11' d 1'-0• d
8 4'-W d SS' b 5'-6' b 0'-11' d 8 5-3' d 6'S' d 6'S" b 0'-11' d
9 4'S' d 5'4" b S -Y b 0'-10' d 9 5'-0' d 6'3' d 6'-1' b 0'-11'-d- d10104'4" d 5'-1' b 4'-11' b 0'-10' d 10 4'-10" d V-11• b 5'-9' b 0'-11' d
11 4'-2- d 4'-10' b 4'-8' b 0'-10- d 11 4'-8' d S-8• b 5'S' b 0'-11' d
12 4'-1' d 4'-0' b 4'S' b 0'-9- d 12 4'-7- d 5'S" b 5'3- b 0'-10' d
2 x 3 x 0.045" 2 x 4' x 0.050"
Load
Width (R)
Max. Spa n'L'/ bendin 'Worde ction'dj
1& 2 Span 3 Span 4 Span Cantilever
Load Max. Spa n'L'/ banding'b'or deflection'd
Width (R) 1& 2 S a 3 S n 4 S n Max.
p Cantilever
5 6'-9' d 8'4' d 8'-Y b 1'3' d 5 8'-9' d 10'-9" b 10'-5' b 1'-0" d
6 6'4' d T-' b r -S" b 1'-Y d 6 8'3' d 9-10• b 9'S' b 1'-T d
7 6'-0' d T -Y b 6'-11' b 1'-2' d 7 T-10' d 9'-1" b 8'-10' b 1'-6' d
8 S-9' d 6'-6' b 6'.5' b 1'-1• d 8 TS- d 8'S' b 8'-3" b i'-5' d
9 5'-7' d 6'3' b 6'-1' b 1'-1" d 9 T-2' b 8%0' b T -g- b 1'4• d
10 5'4' b 5'-11' b S-9' b 1'-0' d 10 6'-10' b T -T b T4' b 1'4' d
11 S-1' 6 5'-0' b SS' b 0'-11' d 11 6'-6' b T3' b T-0' b 1'3' d
12 4'-10' b SS' b 5'-3' b 0'-11' d 12 6'3' b 6'-11' b S-9' b 1'3' d
7Abova 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. Spam may be Interpolated.
Hollow and
Single Self -Mating Beams 7-0" 3'-0" 4'-0' S'-0' 6'-0'
Tribute
T-0'
Load Wilk
8'-0" 10'-0" 12'-0" 14'-0" 16'-0' 18'-0"
T-0" 8'-0" 10'-0" 12'-0" 14' 0- 16'-0"
Allowable Span'L'/bendin 'b'or daflectlon'd'
13'-T b 17S"
Allowabla S
2" x 4" x 0.050" Hollow 11'-10'
dV14'4'
9-Y b
9'-S d 8'-9• d 8'3' d T-10' d T-6- d 6'-10' b 6 3' b S-9' b S-5' b 5'-1' bYx5" x 0.062' Hollow 153' d
737--3-d
29-9' d 2T -T d 25-11' d
17-Y d 11'-3' d 10'-T d 10'-1' d 9'-8' d V-11' b 8'-Y b T-7' b T-1' b 6'-8' b2" x 4" x 0.046' x 0.100"
25-1' d 23'4' d 21'-11' d 20'-10' d 19'-11• d 19'-Y d
10'S' d 9'-9' d 9'-1' b 8'S' b T-10' b T-0' b 6'-5' b 5'-11' b 5'-T b 5'3' b2" x 5" x 0.050" x 0.100' 16'5' d
16'-8' b
19.5 b
13'-0' d 17-1' d 11'-1' b 10'4" b 9'-6' b 8-T b T-10" b T3'b 6'-10' b 6'S' b2" x 6" x 0.050' x 0.120' 19-2' d
S.M.B.
153b 13'8'b17-5• b 11'-6' b 19-T b 9-W b 8'-10' b 8'-2' b T-7' b T -Y b2" x 7" x 0.055" x 0.120" 21'11'd
15'-9' b
16'S• b
16'5' b 14'-9" b IT -6- b 175' b 11'-6' b 10'-S b 9'S' b 8'-10' b 8'3' b T-9• b2- x 8" x 0.072" x 0.224" 2T-1- d 23'$ d 21'S' d 19'-11' d 18'-10' d 17'-10" d 1T-1' d 15'S' b 14'-Y b 13'-Y b 173' b 11'-T b2" x 9" x 0.07Y x 0.224" 29'-9' d 25-11" d 23•-7' d 21'-11' d 20'-T d 19'S' b 1 S3' b 16'4' b 14'-11' b 13'-9' b 17-11' b 17-Y b2" x 9" x 0.082" x 0306" 30'-10' d 26'-11' d 24'S' d 27-9' d 2V' 5* d 20'4' -d 19-5• d 18'-0- d 15-11' d 16'-1' b 15-1' b 1472- b2" x 10* x 0.092" x 0.369" 3T-1' d 375• d 29'-5' d 27'4' d 25-9' d 24'S' d 23'4' d 21•-8' tl 20'-S d b 1T-3' b
Table 3A.1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind oust at Inn MpFI veb.Iw• .t r"tet Iw d r,e a a,
Sell Mating Sections 5'-0' 6'-0'
Tribute Load Width
2" x 4" x 0.044 x 0.1 DO" 11'-1' b
Double Self -Mating Beams 7-0" 3'-0" 4'-0" S-0' 6'-0' T-0" 8'-0" 10'-0" 12'-0" 14' 0- 16'-0" 18'-0"
13'-T b 17S"
Allowabla S n'UI ban ding W or deflection 'd'
b 9.8" b 9-Y b
2" x 8" x 0.072" x 0.224" 34'-Y d 29'-10' d 2T-1' d 2S -Z' d 23'-8' d 275' d 21•-6' d 19'-11' d 18'-10' d 1T-10' d 1T-1' d 16'4' b2' x 9" x 0.072"x 0.224" 3T5' d 37-T d 29-9' d 2T -T d 25-11' d 24'S' d 23'-T d 21'-11' d 20'-T d 19'S' b 18'y b 1T -Y b2" x 9" x 0.082' x 0306" 39'-10' d 34'-10' d 31'-8' d 295' d 2T5' d 26'3' d 25-1' d 23'4' d 21'-11' d 20'-10' d 19'-11• d 19'-Y d2" x 10' x 0.092" x 0369" 46•-9' d 40'-10' d 3T-1' d 34'-5' d 37-6' d 30'-9- d 295' d 2T4• d 25-8' d 24'S• d 234' d 22'-5- d
Table 3A.1.4-130 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind oust at Inn MpFI veb.Iw• .t r"tet Iw d r,e a a,
Sell Mating Sections 5'-0' 6'-0'
Trlbuta Load Width'IM a Pudin S aeln
11'-0"
Allowable Span'L' / bendin V or deflection 'd'
12'-0"
2" x 4" x 0.044 x 0.1 DO" 11'-1' b 10'-2' b 9'-5' b 8'-9' b 8'3' b T-10" b T-6' b T-7 b
2" x 5" x 0.050" x 0.1 DO" 13'-T b 17S" b 11'S• b 10'-9' b 10'-Y b 9.8" b 9-Y b 8'-10' b
2"x 6" x 0.050" x 0.120" 16-3" b 13'-11' b 17-11* b 17-1' b 11'4" b 10'-9' b 193' b 9-10' b
2" x 7'x 0.055" x 0.120" 16'5' b 15'-1' b 13'-11" b 13'-1' b 174' b 11'-8' b 11'-Y b 10'-8' b
Y x 8" x 0.072" x 0.224' 24'-T b 27-5' b 20'-9' b 19-5 b 18'4' b 1T4' b 16.7' b 15'-10' b
2" x 9" x 0.072" x 0.224"
Y x 9^ x 0.082" x 0.310"
25-9' b
30'-1' b
23'S' 6 21'-9' b 20'4' b
2T-0• b 5' b 23'-10• b
19-2'
22'-5'
b 19-3• b
b 21'-3' b
1T4- 6
20'4' b
16'-8' b
19.5 b
2' x 10" x 0.092" x 0.369" 36'-T b 33'-5' b
15_
1' b 29-11' b 2T3' b 25'-10' b 24W b 23'-T b
7able'3A.1.2-130 Allowable Edge Beam Spans - Snap Sections
for Screen, Acrylic or Vinyl Rooms
F6r,3 second wind gust at 130 MPH velocity; using design load 15.0 #ISF
SEAL - r
Sections
of (56.6 #/SF for Max. Cantilever)
Aliunlnum Alloy 6063 T-0 Notes:
Tribute Load Width '1M=Purlin Spacing
4'-0" 4'-6' 5'-0" 51-6' 6'-0' 6'S'
Allowable Hel ht 'H' / bendin 'b' or deflection'd'
7'1" T-0'
2" x Y x 0.044" Hollow
x3 x` .044' Sne son x 3 x . 45" na xtrus on
l/L'ead . Mnu_ Cnan'1' / IhenAlnn •ti• ti A.n..M^" •an . __ u_.. o___ n .... .._
5'-11' b
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans maybe Interpolated.
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 opens.
2. Spans may be Interpolated.
Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For ;$ second wind gust at 130 MPH velocity; using design bad of 18.0 #NSF
SEAL - r
Sections 3'-0' 3'S'
Tribute Load Width '1M=Purlin Spacing
4'-0" 4'-6' 5'-0" 51-6' 6'-0' 6'S'
Allowable Hel ht 'H' / bendin 'b' or deflection'd'
7'1" T-0'
2" x Y x 0.044" Hollow 6'-5' b 5'-11' b 5'S' b 5'3' b 4'-11- b 4'-9' b 4'S' b 4'4• b 4'-Y b 4'-0' b
2' x Y x 0.055" Hollow T-6• b 6'-11' b 6'S' b 6'-1' b 5'-10' D 5'-6' b 5'4• b 5'-1' b 4'-11' b 4'-9' D
3- x Y x 0.045"
3" x 2" x 0.070"
Hollow
Hollow
T-10 b
95• b
6'•6- b7-9--b 6'-1- b 5'-9- b SS' b 5'-Y bB' -Y b TS' b 7'4' b 6'-11' b
4'-11' b
6'-8' b
4'-9- b
6'-5' b
4'-T b 4'-6' b
S -Y b 5-11' b
2' x 3" x 0.045' Hollow 8'-8' b T-11' b 7%;--b- S' b T-1' b 6'-B' b 6'4' b 5-1- b 5-10' b S -T b 5'-5' b2-x4-x0.050- 2" x 4- x 0.050" Hollow 9-1' b 8'-5' b T-10' b T-5' b T-0' b 6'-8' 6 6'-S b 6'-2' b 5'-11' b S-9' b
2" x 5" x 0.062'
2" X 3' X 0.070'
Hollow
Hollow
11'-9• b 10'-10' b _10'-2' b 9'-T b -7-1---b
17-T b 11'-8' b 10'-11' b 10'3' b 9'-9" b
8'-8' b
9'3' b
tl'3' b T-11' b
B'-11' b B'-7- b
T-8' b T-5' b
B'-3' b T-11' b2" x 4" x 0.045" S.M.B. 13'-2' b 12'-2-b 11'-5' b 10'-9- b 10'-3' b 9'-9' b 9'4' b 8-11' b 8'-8' b 8'4' b2" x 5" x 0.050"
Fix 6" x 0.050"
S.M.B.
S.M.B.
15'-9' b
16'S• b
14'-T b
15'-2' b
13'-7' b 17-10' b 17-7 b 11'-T b
14'-Y b -1-3'4-b 17-8' b 17-1' b
11'-1' b
11'-T b
10'-8' b 10'3' b 9'-11' b
11'-2' b 10'-9' b 10'4' b2" x 2'x 0.044" Snap T-9• b T -Y b 6'-9' b 6'4' b 6'-0' b 5'-9' b 5'S' b 5'3' b 5'-1' b T-11' b2' x 3" x 0.045" Snap 8'-10' b 8'-2" b T-8' b T3' b 6'-10- b 6'S' b 6'3' b 5-11' b 5'-9' b S-7' b2" x 4" x 0.045" Snap 95' b 8'-10' b S3' b T-9' b TS" b T-0- b F9--b 6'S" b V -T b 6'-0' b3"x3 " x 0.045"
3" x 3" x 0.060'
3" x 3' x 0.093"
3" x 3' x 0.125"
x 0.125"
Fluted T-8• b
S uare 95' b
Squaro 13'-T b
aero 16'3• b
Square 20'-11' b
T-2" b 6'-B' b 6'4" b 5-11" b 5'-B' b 5'S' b
T4' b 6'-11' b 6'-8' b8'-9' b 8'-7 b
M3 17-T b 11'-10' b 10'-T b 10'-1' b 9.8' b
15'-0' b 14'-1' b 17-T b 11'-11' b19-3'
19-5' b 1B' -Y b 1S3' b 1S5' b 14'-10' b
5'3• b 5-1- b 4'-10- b
SS' b 6'-2 b 5.11' b
9-3' b 9-11" b 8'-T b
b
14'3' b 13'-9' b 13'-3' b
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.
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Table 3A.1.1-140 Allowable Edge Beam Spans -Hollow Extrusions Table 3A.1.3-140
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF (65.7 NSF for Max. Cantilever)
2" x 2" x
2'-0' 3'-0" 4'-0'
Tdbuta Load Width
5-0' 6'-0" T-0' 8'-0" 10'-0" 12'-0'
Allowable Span'L'/bendin ')'ordeflecdon'd'
14'-0'
2" x 2" x 0.055"
2"x 4'x 0.060" Hollow 11=4' d 9'-11' d 9'-0' d
Load
Width (IL)
Max.S an'L'/ bendin Wordeflection'
1 8 2 Span 3 Span 4 Span Cantilever
Load n'L'! bendin 'b'ordeflectlon'd
Width (n) 3 Span 4 Span Cantilever
5 4'-T d S-8' d S-8' b 0'-10' d 5 9'-8' d6'-0" d 6'-Y d 0'-11" d
6 4'4' d S4' b S -Y b o'-10' d 6 F44" SS' d 5'S" b o'-10' d
7 4'-1' d 4'-11" b 4'-9' b 0'-g' d 7
2" x 6" x 0.050" x 0.120'
S-5' d 5J' b 0'-10' d
8 3'-11' d 4'S' b 4S'0'-9' d 8
179- b 10'-11' b Fur b 8'-11' b
S-1' b 4'-11' b 0'-9' d
9 3'-10' d 4'4' b 4'3' b 0'-9' d 9
17-4' b
4'-9' b 4'-7' b 0'-9' d
10 7-8' d 4'-2' b 4'-0' b 0'$ d 10 1-11" d 4'S" b 4'S" b 0'-9' d
11 3'S' b 3'-11' b 3-10' b 0'S' d 11 3'-9- d1 4'4' b 4'-2' b 0'-9' d
12 3'-S b T-9" b 3'S' b 0'S' d 12 3'-8 d 1 4'-Y b T-11' b U-8- d
3 x 2 x 0.045
S.M.B. 15'-2' b 14'-0' b 13'-2' b 17-5' b
3'x x 070
10'-9' b 10'4- b 9'-11- b 9'-7- b
Load
Width (IL)
Max. Spa n'L'/ bendin 'b'or do actlon'
1 8 2 Span 3 Span 4 Span Ca Hever
Load Max. Spa V/(banding Wor de9ectlon'd
Width (tL) 1 8 2 Span 3 Span 4 Span Cantover
5 S-3" d 6'S' d 6'S' b V-11" d 5 5'-10' d TJ' d TS d 1'-1" d
6 4'-11' d 6'-1' d SAV b Or -11' d 6 55' d 5-10' d 5-11' d 1'-1' d
7 4'S' d 5'-9' b SS' b 0'-11' d 7 5'-3' d 6'S' d 6'S' b 0'-11' d
8 4'S d 54• b 5-2" b 0.10" d a 6-0' d 5-Y d 5-1" b 0'-11" d
9 4'3' d S -W b 4'-10' b 0'-10' d 9 4'-10' d S-11' b S-9' b 0'-11' d
10 4'-2' d 4'-9' b 4'-T b 0'-9' d 10 4'S' d S -T b 5'S b 0'-11' d
11 4'-0'd 4'-T b 17-9' b 174' b0'-9' d 11 4'S' d 5'4- b S -2-b V-10" d
12 3'-11' d 4'4' b 4'J' b 0'-9' d 12 4'' d -5 5'-Y b 4'-11' b 0'-10' d
2" x 3 x 0.045" x 4" x 0.050'
Load
Width (fl-)
Max Spa n'L'/ bending'b'or deflection'
1 &2 Span 3 Span 4 Span Cantilever
Load Max. Span'L'/ bending b'or deflection'd
Width (n) 1 8 2 Span 3 Span 4 Span Co mmex- ntilever
5 55' d T-11' b TS' b 1'3' d 5 5-5' d 10'-1' b 9'-9' b 1'-T d
6 6'-1' d T-3' b 5-11' b 1'-2' d 6 T-11' d 9'-3' b T-11' b 1'S' d
7 S-9' d 6'S' b 6'S' b 1'-1" d 7 TS" d 8'-T b 8'-3' b 1'4' d
8 55' d 53' b 6'-1' b 1'-1' d 6 T-2' b 5-0' b T-9' b 1-4' d
9 5-3' b S-11" b SS' b T -O' d 9 6-9' b T -T b T4' b 1'4' d
10 5-0' b S -T b 5-5' b 0'-11' d 10 6'-S b T -Y b 5-11' b 1'3' d
11 4'-9' b 54' b S-2' b 0'-11' d 11 5-1' b 6'-10' b
12 4'-T b S-1' b 4'-11- b 0'-t1' d 12 5'-10' b 6'S' b 6'4' b 1 1'-2- d
Notes:
1. Above spare 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.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF
Hollow and
Single Self -Mating Beams 2'-0' 3'-0" 4'-0'
Tdbuta Load Width
5-0' 6'-0" T-0' 8'-0" 10'-0" 12'-0'
Allowable Span'L'/bendin ')'ordeflecdon'd'
14'-0' 16'-0' 18'-0'
2"x 4'x 0.060" Hollow 11=4' d 9'-11' d 9'-0' d 8'S' d T-11' d TS' d T-2' b 6'-S b 5-10' b 6-5" b 5'-1' b 4'-9' b
2" x 5" x 0.062" Hollow 14'-8' d 17-10' d 11'-8' d 10'-10' d 10'-Y d 9'-8' d 9'J' d 8'-5- b T-8' b T-1- b 6'-8' b 5-3" b
2" x 4" x 0.046" x 0.100" 17-W d 11'-1" d 10'-1' d 9'4' b 8'S' b T-11' b TA' b 5-T b 5-0- b 5'-T b 5'3' b V-11- b
2" x 5" x 0.050" x 0.100' 15-9' d 13'-9' d 175' d 11'S' b 10'-S b 9'-0' b 9'-1' b 8'-1- b T -S b 6'-10' b 6'-S b 6'40' b
2" x 6" x 0.050" x 0.120' 15-5' d 15-1' d 14'-4' b 12'-10' b 11'5' b 10'-10' b 10'-1' b 9'-1' b 8'-0' b TS" b T -Y b 6'-9' b
2" x T x 0.055 x 0.120" 20'-11' d 1T-11' b 15.6- b 13'-10- b 12'-8' b 179- b 10'-11' b Fur b 8'-11' b 8'-3' b T-9' b T-4' b
2" x 8" x 0.072" x 0.224' 25.11' d 27-9' d 20'5' d 19'-Y d 18'-0" d 1T-1' d 15.4' b 14'-T b 13'4• b 17-4' b 11'5' b 10'-11' b
2" x 9" x 0.072" x 0224' 255' d 24'-11" d 275' d 21'-0' d 19'-9' b 154' b 1T-1' b 1S4' b 13'-11' b 17-11' b 17-1' b 11'S' b
2"x 9' x 0.082" x 0.306' 29'-7' d 25'-10' d 23'5' d 21'-9' d 20'S- d 19'5' d 18'5' d 1T4' d 155' d 15'-1' h 14'-Y b 13'4' b
2' x 10' x 0.092" x 0.369' 35-T d 31'-1' d 28'-3' d 26'-7 d 24'-S- d 23'S' d 275' d 20'-10 d 18'-T d 18'4' b 1T -Y b 16'-Y b
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans ere based on 140-182 M.P.H. wind bad pke; dead bad for framing.
3. Span Is measured from center of connection to fascia or wag connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
S. Spans may be Interpolated.
Table 3A.1.4-140 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-182 MPH velocity: usin0 dasinn load of 17 n tum:
Self Mating Sections 5-0' 6'-0'
Tdbuta
T-0'
Allowable Span
Tribute Load Wldth
12'-0"
2" x 4" x 0.044 x 0.100"
Double Self -Mating Beams 2'-0' 3,-v 4'-0' S-0" 6'-0' T-0' 8'-0' 10'-0" 12'-0' 14%0" 16'-0"
b 6'-9' b
2" x 5" x 0.050" x 0.100" 17-10' b
Allowable S an'V / bendin b' or deflection'd'
b 10'-10' b 10'-1'
2' x B" x 0.072" x 0.224' 37-9' d 28'-T d 25-11' d 24'-Y d 27-9' d 21-T d 20'5' d 19'-Y d 18'-0- d 1T-1' d 16'4' b 15S t
2" x 8' x 0.072" x 0.224" 35-1 t" d 31'S" d 28'5' d 26'5' d 24'-11' d 23'-0' d 275' d 21'-0- d 19'-9- b 154' b 1T-1' b 15-Y t
t" x 9" x 0.082' x 0.306' 38'-3• d 33'-5' d 30'4' d 28'-2' d 26'5- d 25-2' d 24'-1' d 2T4- d 21'-1- d 19' -11 -di 15-1' d 15-5' dZ" x 10" x 0.092• x 0.369' 44'-10' d 39'-Y d 35'-T d 33'-0" d 31'-1" d 29'5' d 28'-3' d 26'-Y d 24'-8' d 23'S' d 27-5' d 21'5' d
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans ere based on 140-182 M.P.H. wind bad pke; dead bad for framing.
3. Span Is measured from center of connection to fascia or wag connection.
4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
S. Spans may be Interpolated.
Table 3A.1.4-140 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-182 MPH velocity: usin0 dasinn load of 17 n tum:
Self Mating Sections 5-0' 6'-0'
Tdbuta
T-0'
Allowable Span
Load Width 'IM. Purlin ac
8'-0' 9'-0" 10'- 11'-0'
L'/bendin 'b' or deflection'd'
12'-0"
2" x 4" x 0.044 x 0.100" 10'-5" b 9'S' b 8'-10' b 8'3' b T-9' b T4' b T-0' b 6'-9' b
2" x 5" x 0.050" x 0.100" 17-10' b 11'5' b 10'-10' b 10'-1' b 9'S' b 9'-1' b 8'S' b 5-3' b
2" x 6" x 0.050' x 0.120" 14'4' b 13'-1' b 17-1- b 11'4' b 10'5' b 10'-1" b 9'S" b 9'3" b
2" x 7' x 0.055 x 0.120" 155' b 14'-Y b 13'-1' b 12'3' b 11'-T b 10'-11- b 10'-S b 10'-0' b
2" x 8" x 0.072" x 0224" 23'-1' b 21'-1' b 19'5' b 18'3' b 1T -Y b 16'4- b 1S -T b 14'-11' b
2" x 9" x 0.072" x 0224" 24'-Y b 27-1' b 20'S b 19'-Y b 1B'-1' b 1T-1' b 154' b 155' b
x 0.310^ 28'3' b 25'-10' b 23'-11' b 224'
5-T b
6 19'-1' b 18'3' b
34'4' b
Hollow 10'-10' b 10'-0' b 9'-5" b 8'-10' b 8'-5' b
6 1 23'-Y b 1 2Z-2- b
T-able, 3A.1.2-140 Allowable Edge Beam Spans - Snap Sections
SHEET
T-0"
Tribute Load Wldth:W Purlln Spacin
T-6- 4'-0' 4'S' 5-0" 5'S" 6'-0"T 6'S"
Allowable Hel ht 'H'l bendin b' or deflection'd•
r-0"
for Screen, Acrylic or Vinyl Rooms
2" x 2" x 0.044' Hollow 5'-11' bi SS' b 5'-1' b 4'-10' b
r Forramecond wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF (65.7 #/SF for Max.
CantileverF2'
xE1.VxD.D-]92"x0.1-
s
4'-2- b 4'-0' b T-10' b T-9' b
Alumlrium`Alloy 6063 TS 1. Tables assume extrusion oriented
2 with longer extrusion dimension parallel to applied load. x • x' .944" na .5100 X % .045" Snap Extrusion .. _ - _ - 2. Spans may be interpolated.
5-4' b S 1' b 4'-11' b 4'-8' b
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.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 TS
For 3 second wind gust at 140.182 MPH velocity; using design load of 21.0 NSF
Sections
SHEET
T-0"
Tribute Load Wldth:W Purlln Spacin
T-6- 4'-0' 4'S' 5-0" 5'S" 6'-0"T 6'S"
Allowable Hel ht 'H'l bendin b' or deflection'd•
r-0" r5'
2" x 2" x 0.044' Hollow 5'-11' bi SS' b 5'-1' b 4'-10' b I 4'-T b 4'-4' b 4'-2- b 4'-0' b T-10' b T-9' b
2" x 2" x 0.055 Hollow 6'-11' b 5-5' b 6'-0' b 648' b 5-4' b S 1' b 4'-11' b 4'-8' b 4'S' b 4'S" b
3' x 2' x 0.015• Hollow 6'S' b S-1' b S-6' b 5-4' b 5'-1' b 4'-10' b 4'-T b 4' 5- b 4'-3' b 4'-Y b
3- x 2' x 0.070" Hollow 8'-9' b 8'-1' b T -T b T -Y b
T--S--b
5-9' b 6'-5' b T -Y b 5'-11' b S-9' b 55' b
2"x 3" x 0.045' Hollow 7-11' b 6'-11' 6F-6' b 6'-Y b 5'-11' b 5'S' b 5'S' b 5'-3' b 6-1" b
2" x 4" x 0.050' Hollow 8'-5' b
fl-;--8-'b
T-9' b 73' b -U-1 -0' b 55' b 6'-Y b 5'-11' b 5'-8 b 6S b 64' b
2' X 3" X 0.070" Hollow 10'-9' b 10'-1' b 9'S' b 9'-0' b 5-T b W-3' b T-11' b T -T b T4' b
2' x 5' x 0.062' Hollow 10'-10' b 10'-0' b 9'-5" b 8'-10' b 8'-5' b 8'-0' b TS' b r4" b T-1' b 6'-10' b
2' x 4' x 0.046" S.M.B. 17-2'_ b 11'4*.b. 10'-7' b 9'-11' b 9-5' b 9'-0' bi 8'S' bi 6'4' b T-11' bi T-9' b
2" x 5" x 0.050' S.M.B. 14'-7' b 13'5' b 17-7* b IT -11'b 11'J' b 10'-g' b I 10'-3' b 9'-11' b 9'S' b 9'-Y b
2" x 6' x 0.050' S.M.B. 15'-2' b 14'-0' b 13'-2' b 17-5' b 11'-9' b 11'-Y b 10'-9' b 10'4- b 9'-11- b 9'-7- b
2" x 2" x 0.044' Snap T-2' b 55' b 6-3' b S-11' b S-7" b 5'4' b S-1' b 4'-11' b 4'-9' b 4'-7' b
2"x 3"x 0.045" Snap 8'-2' b T -T b T-1' b 6'S' b
7-2-b
54' b 6'4r b 5'-9' b 5'-T b 54' b S-2' b
2' x 4" x 0.045' Snap 8'-10' b T-8- b T-2' b 6'-10' b 6'S' b 6'3• b 5-11" b 5'-9' b S -T b
3" x 3" x 0.045" Fluted T -Y b 5-7" b 6'-Y b 5'-10' b 5'S' b 5'3' b S -i' b 4'-10" b 4'S' b 4'11' b
3" x 3- x 0.060" Square 8'-9' b 8'-1' b T -T b T-2' b 6'-10' b 6'S' b 5-Y b 5-11' b S-9' b 5-T b
3" x 3" x 0.093' Square 12"-T b11'5' b 10'-11' b 10'4' b 9'-9' b 9'4' b 8'-11' b 8'-T b SJ' b T-11' b
3' x 3" x 0.125' Square 15-0' b 13'-11' b 13'-0' b 12'-3' b 11'5' b 11'-1' b 10'5" b 10'J' b 9'-10- b W-61 b
4' x 4" x 0.125 S .are 19'S' b 1T-11' b 16-10' b 1S-10' b 15'-1. 6 14'4' b 13'-9' b 13'-Y b 17-9' b 174' b
1 Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
shove spans for total beam spans.
2. Spans may be Interpolated.
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REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4"x 4" P.T.P. POST W/
SIMPSON 4'x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
JSTALL NEW 48" OR 60'
AUGER ANCHOR PER RULE
SC @ EACH NEW PIER.
JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE/ MANUFACTURED HOME
SCALE: 1/4" =1'-0"
i;,REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTAWSIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRuss- .RAFTER TO BOTTOM
OF;DOUBLE TOP PLATE JOIST
d -EACH TRUSS/RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/#8x 1" DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
8"'L' BOLT @ 32' O.C.
TYPE III FOOTING OR 16"x 24'
RIBBON FOOTING W/ (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SPA OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
NAILED W/ #8 COMMON 6' O.C.
EDGES AND 12' O.C. FIELD OR
STRUCTURAL GRADE.
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = 1'-0'
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH •
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16' TO 24' MAX.
ALL FOURTH WALL DETAILS
MAX. POST HEIGHT (SEE
TABLES 3A.2A, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8"= I -(r
Table 3A.3 Schedule of Post to Beam Size
Mxnxnnrrr posh Deem may be Used as minimum knee brace
Knee Brea Min. Le th
iThru BdbLeDV/."
114.8 318-e
rxr 1.4• 7-0'
Beam at. Mlnlmum
Past Spa
Minimum Mln. B Knee MM. SUtching
Knes emu• Breu 3cmve 6_11 ach
Haloes Beams
2•xr 1y r.0 -
2'x3* 7'-0' r-0•
2x 4•
2'z4'x0.050• 3'x3'x(l cr 1 2 1 rx 3•x 0045' 3 #8
jC4_x-1_72Jag__ 3/8xL-1121ag___
2'x 5-x O.o6r 3'x 3•x 0.040' 1 2 1 2 -x3 -x0.045' 3 #8
receMng channel and receiving channel and
sen Mau seams
10 24.O.C. 2 24" O.C. 2 24' O.C.
712/#30SF
114'x 1-12" Tapson 114"x 1-12' Tapson 318' x 1-12• Tapson
2'x4'xo."rxo.10o• 3'x 3'x 0.060' Fluted 2
2 @ 6' from each end of
1 2x3'x O.D45• 3 #8 8 0 24.O.Q
2' x S'x 0.050• x 0.116• 3'x3 -x0.060 -Fluted 2
2 24' O.C.
2x3'x 0.045' 3 #8 8 0 24- O.C.
2"xIt's 0.051•x0.120- 3•x Tx0.D60•Fluted 2
1 @ 3' from each end
2xXx0.045 3)v10 10 24.O.G
2'x r x 0.055• x 0.120• 3'x 3•x 0.093' 2 2 rx 3'x 0.045' 3)#10 10 @ 24- O.C.
3'x rx0.O55'x0.12D•wlInsert 3'x 3'x 0.725' 2 2 2*x3-x 0.045• 3)#10 010 24.O.G
2'x r x o.oar x 0.300 3'x 3-x 0.125' 3 2 2'x4'x0044-x0.100• 3 )012 12 C 24- O.C.
2• x 9- x 0.07r x 0.224• 3•x3'x0.125' 3 3 r x 5'x 0450•x 0.11 Ir 3)#14 014 16'O.G
2•x9 -x 0.08r x 0.306• 4'x4'x 0.125' 4 3 rx 6'x 0050' x 0120' 4 #14 14 16-O.C.
2"x 1o• x o.oar x 0374" 4'x4•x 0.125' 5 4 2'x r x 0.055' x D.120• 6 )914 14 16.O.GDoubleSel6MatlBeme
112O.C. 1aa-O.C. 1@6.O.C.
a. To wood 70 x'Y+1-12' 10x'r+1-12" 10 x't'+1-12"
rx8-x0.082"x0306• 2"x 5'z 0.050• x 0.118' 8 4 rx 4•x 0.D44'x 0.1 all' a #12 12 24.O.G
rz9•x 0.072"x 0224' rx8'x 0050'x 0.120' 8 4 2'x5'x0050'x 0.176' B 1x14 Y74 16'GG
r x 9• x 0.082• x 0306' 2'x7'x0055'x0.120• 8 1 it I 2'x 6•x 0.050'x 0.120' 8)#14 Y74 16'O.G
2 r x t0• x 0.D9r x o374• IThemNMnumnumberdUxuboltsIs (2) 2•x8•x0082*x0.306• I 10 1 6 1 2'x r x 0055- x 0.120' 10 #14 1 14 0 16.0.G
Mxnxnnrrr posh Deem may be Used as minimum knee brace
Knee Brea Min. Le th I Max Len
rxr 1.4• 7-0'
Tx 2' i'4' 7-0'
2•xr 1y r.0 -
2'x3* 7'-0' r-0•
2x 4•
0.024" or 0.030" metal 1 1Y O.C.
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2"= 1'-0'
Minimum Ribbon Footing
Wind #/ 1 x I Post Anchor Stud•
Zone I Sq. Ft. 48" O.C._ Anchors
100-123 +10 -14 1'-0' ABU 44 SPI O.C.
130. J_
0.2.
40_130-140-1 +3p -17 1--V I ABU 44 SP @ 32.2;.C.
14D-2-1501+30 -2011'-3-1 ABU 44 SPH4 @ 48' O.C.
Maximum 16' projection from host structure.
For spud walls use 12" x 87 L -Bolts @ 48' O.C. and 2' square washers to attach sole plate
footing Stud anchors shelf be at the sole plate only and coli strap shag lap over the top pl
on to the studs anchors and straps shag be per manufacturers spedficatlons.
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 +12•) SMS 10 x (T•+12•) SMS 10 x (r+1127 SMS
panel at front wall or at the 1 @ 6" from each side 1 @ 6• from each 1 @ 6' from each
receiving channel. of Ne pond and of the panel and of the panel and
0.024" or 0.030" metal 1 1Y O.C. 1 8" O.C. 1 6- O.C.
4x1-12' la1 ' s__ jC4_x-1_72Jag__ 3/8xL-1121ag___
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 receMng channel and receiving channel and
02 pine or p.t . framing 10 24.O.C. 2 24" O.C. 2 24' O.C.
712/#30SF
114'x 1-12" Tapson 114"x 1-12' Tapson 318' x 1-12• Tapson
Relceving channel to 1 @ 6' from each and of 10 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 sl concrete 1 3T O.C. 1 24' O.C. 2 24' O.C.
ReceNing channel to uprights, 8 x 3/4' SMS 10x314' SMS 14 x 3/4' SMS
headers and other wall 1 @ 6" from each and 1 @ 4" fmm'each end 1 @ 3' from each end
connections of component and of component and ofioDmironentand
0.024' metal 115 36' O.C. 194 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 1-12' lag 1/4' x 1-12' lag 3/8" x 1-12' lag
wood beam, host structure, deck 1 @ 6 from each and 1 @ 4 from each end 1 C 3' from each end
or infill connections to wood
of component and of component and of component and
1 30'O.C. 1 @ 21' O.C.
Recelving channel to existing 1/4' x 1-3/4' Tapcon 7/4' x 1-12' Tapson 3/8" x 1-12• Tapcon
concrete beam, masonry wail, 1 @ 6' from each and 1 @ 4" from each and 1 @ 3' from each and
slab, foundation, host structure, of component and of component and of component and
or infill connected to concrete. 1 @ 48' O.C.
T@
1 @ 24' O.C. 1 a 24' O.C.
6' from each and 1 @ 4- from each 1 @ 3" from each
Roof Panel to top of wall of component end of component end of component
112O.C. 1aa-O.C. 1@6.O.C.
a. To wood 70 x'Y+1-12' 10x'r+1-12" 10 x't'+1-12"
b. To O.OS" aluminum 1Ox•r+12' 10 x'P'+1/2' 10 x'r+12'
Notes:
1. The anchor schedule above Is for mean roof height of 0-20, enclosed structure, exposure *B". 1= 1.0, maximum
front hall projection from host structure of 16, with maximum overhang of 2', and 10' wall height. There Is no
restriction on room lenglh. For structures exceeding this critatia consult the engineer.
2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side
at the required spacing.
3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors for'C' exposure by 0.83.
4. Concrete Is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the
engineer. Reduce anchor spacing for'C" exposure by 0.83.
5. Tapoon or equal masonry anchor maybe used. allowable rating (not ultimate) must meal or exceed 411# for
1-12' embedment at minimum 6d spacing from concrete edge to center of anchor. Roof andhors shall require 1-1/4'
fenderwasber.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load
DlameterAnchor
x Embedment 1
Number of Anchors
2 3 4
114"x1" 264#/11SF 528#22SF 792#/33 -SF 1D56#/44 -SF
114"x1-112" 396#/17SF 792#/33 -SF 1168#/50SF 1564#I66SF
1/4'x242" 66D#128 -SF 1320#/55SF 198D#/83 -SF 26409/110SF
5116'x1' 312#/13SF 624#26SF 936#/394SF 124811/524SF
5/16"xi-12" 46MOSF 936#139 -SF 1404#/59SF 1872W8 -SF
51116"x2-1112" 78D#/33 -SF 1560#/65SF 234D#/98 -SF 312D#/13D-SF
318"x 1" 356#/15SF 712/#30SF 1068#/45SF 1424#159SF
318"x1-12' 534#/22-SF1068#/45SF 16MI67SF 2136 89SF
318'x2-12' 890#/37SF 178W4 -SF 2670#H11SF 3560#/148SF
1. Ancor must embed a minlmum of T into the primary frost
WIND LOAD CONVERSION TABLE:
For Wind ZoneaMegions other than 120 MPH (Tables Shown),
multiply allowable 1011415 and roof areas by the Conve
WIND Applied CONVERSION
REGION Load FACTOR
too 26.6 1.01
110 26.8 1.01
120 27.4 1.00
123 289 0.97
130 32.2 0.92
140-1 37.3 0.86
140.2 71 0.86
1-150 -150 -- 42.8 - 0.80`
rston factor.
Allowable Load Coversion Factors
for Ed • Dlstanees Lau Than 9d
Edge
Distance
Allowable Load Muttipliers
Tension Shear
12d 1.10 1.27-
11d 1.07 1.18
iDd 1.03 1.09
get 1.00 1.00
fid0.98
F- -
0.9D
7d 0.95 0.81
6d 0.91 0.72
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1. The minimum distance from the edge of concrete to One canter Of 015 concrete anchor and the spacing betweenaanchorsshallnotbelessthan9dwheredIstheanchordiameter.
2. Concrete screws are fimlted to Y embedment by manurecturent, r=
Colo
O
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to raw] may be substituted.
S Anchors receiving badsng perpendicular to the diameter are in tension. SEAL t7Zz
Anchors raCaMng loads parallel to the diameter are shear loads. W
Example: Determine Ole number of concrete anchors required by dividing goo FLSHEETupliftloadbytheanchorallowedbad. W
UForaZ'x 6' beam with: spacing = r -W O.C.; allowed span re 25-9' (fable 1.1) J z
UPLIFT LOAD= i/2(BEAM SPAN) x BEAM & UPRIGHT SPACING Q
NUMBER OF ANCHORS = [12(25.75) x r x 701 Sq. FL) / ALLOWED LOAD ON ANCHOR CoNUMBEROFANCHORSre630.876#/30D# = 2.102 9
W
Therefore, use 2 anchors, one (1) on each side of updghL
Table Is based on Rawl Products' allowable loads for 2,500 p.s.L concrete. to
to W
12O08-12-2010 OF
U
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1.. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live bad shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from 'Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard' Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed
well in either test The composite panel tables are based on bending properties determined at a
deflection limit of L/180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of LJ80 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 Ust and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealenL Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14.All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not be used.
ROOF PANELS DESIGN STATEMENT:
The•rc, f systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
comporfents and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0
to 20';;1,= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen ;Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00'f6r:'open structures, 0.18 for enclosed structures. All pressures shown are in PSF.
d-.:Fxeestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
Wi4Joads 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 foe' 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 toad of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. Forrtiall enc! pa y used 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)
upan swctures screen Rooms Glass & Modular Overhang! Cantile%
Mono Sloped Attached Covers Enclosed Rooms All Rooms
1p 0.87 for 90 to 100 MPH 1- 0.87 for 90 to 100 MPH Roof Overs
Helghr
1=0.77for100to150MPH I-0.77for100to150MPH Ie1.00 1.1.00
KCpi . 0.00 Zone 2 KCpi a 0.00 Zone 2 KCpi - 0.18 Zone 2 KCpi - 0.18 Zone 3
loads reduced by 25%
Bending Deflection
0 -15'
taste Wlnd I Effective Area Basle wind I Effective Area Basic Wind I Effective Area Basic Wind Effective.
Pressure 50 20 10 Pressuro 50 20 10 Pressure 50 20 10 Pressure sn 7n
Minimum live bad of 30 PSF controls In high wind 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 bad width of 10' and a maximum of 20'
projection with a Y overhang. Any greater load width shah be site specific. -
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
wlm
12.00'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" =1'-0"
0
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" =1'-0"
WET 1D:
12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN
TABLES
E.P.S. CORE
W a SIDE CONNECTIONS VARY
a, ::::: (DO NOT AFFECT SPANS)
I 48.00'
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2' =1'-0"
PRIMARY CONNECTION:
3) #_• SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER ORTRUSSTAIL
10 x 3/4" S.M.S. @ 17 O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/7
S.M.S. OR WOOD SCREWS @
17 O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2"= 1'-W
ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
t--! x 1/7 S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/7 x 1/8' x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # • x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 1/7 S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
1100-1231 130 1 140 1150
8 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
6" x T x 6' 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
2) #10 x 1-1/2" S.M.S. OR
Exposure a- to -C` Exposure to
W
Mean Roof Load Span Multiplier Load Span Multiplier
Helghr Conversion Conversion
ALTERNATE:
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Factor Bending DeflectionFactor
w
Bending Deflection
0 -15' 121 0.91 0.94 1.117 0.83 0.88
IT -200 1.29 0.88 0.92 1.54 0.81 0.87
20' - 25' 1.34 0.96 0.91 1.60 0.79 0.86
2S'- 311 1.40 0.85 1 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
wlm
12.00'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" =1'-0"
0
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" =1'-0"
WET 1D:
12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN
TABLES
E.P.S. CORE
W a SIDE CONNECTIONS VARY
a, ::::: (DO NOT AFFECT SPANS)
I 48.00'
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2' =1'-0"
PRIMARY CONNECTION:
3) #_• SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER ORTRUSSTAIL
10 x 3/4" S.M.S. @ 17 O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/7
S.M.S. OR WOOD SCREWS @
17 O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2"= 1'-W
ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
t--! x 1/7 S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/7 x 1/8' x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # • x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # • x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 1/7 S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
1100-1231 130 1 140 1150
8 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
6" x T x 6' 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
2) #10 x 1-1/2" S.M.S. OR W
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POST AND BEAM (PER
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ALTERNATE MOBILE HOME FLASHING
FOR -FOURTH -WALL CONSTRUCTION
PAN 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 PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POSTAND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
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8 x 1/2' S.M.S. SPACE
TING TRUSS OR ER —
SCALE: 2' = V-0' #
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@ B- D.C. BOTH SIDES
S.M.S. SPACED @ 12' O.C.
L EXPOSED SCREW
10 x 1-1/2" S.M.S. OR WOOD
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WOOD SCREW (2) PER
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10 X 3/4" S.M.S. OR WOOD w•:::
ii
FLOOR PANEL
SCREW SPACED @ 12' O.C. ROOF PANEL
EXISTING FASCIA
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 "C. 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
COWERSION:
1100-1231 130 140 150
8 1 #10 #12 #12
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
0Wa.
0 Z a.
Sao
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2"= I -(r
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
98 x 1/2" S.M.S. SPACED
@ 8' O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" =1'-0"
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
OD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST SCALE: 2' = V-0' #
14 x 1/2' WAFER HEADED
WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12' O.C.
OTHER CONSTRUCTION -
1' FASCIA (MIN.)
FOR MASONRY USE:
2) 1/4" x 1-1/4' MASONRY
ANCHOR OR EQUAL @ 12" O.C.
THICKNESS AS PAN (MIN.)
FOR WOOD USE:.:::.:
1" FASCIA (MIN.)
14 x 1-1/2' S.M.S. OR WOOD F/
10 x 1-1/2" S.M.S. @ 16' O.C.
SCREWS @ 17 O.C.
ii
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 "C. 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
COWERSION:
1100-1231 130 140 150
8 1 #10 #12 #12
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
0Wa.
0 Z a.
Sao
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2"= I -(r
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
98 x 1/2" S.M.S. SPACED
@ 8' O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" =1'-0"
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
OD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: F_
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6' 0.024" MIN. BREAK
FORMED FLASHING
i-- ROOF PANEL'
SCREW #10 x ('P+ 1/2') W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
HD x ("t" + 3/4') AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM (PER
WIND SPEED "D" EXPOSURE; 6' O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
D"EXPOSURE.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2"= 1'-0'
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #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.
8 x 1/2" ALL PURPOSE
HOST STRUCTURE TRUSS OR
SCREW @ 12" O.C.
RAFTER
BREAK FORMED METAL SAME
BREAKFORM FLASHING
1' FASCIA (MIN.)
i Z BREAK FORMED METAL SAME
MIN. ANCHOR TO FASCIA AND
N THICKNESS AS PAN (MIN.)
1" FASCIA (MIN.)
EXTEND UNDER DRIP EDGE 1"
10 x 1-1/2" S.M.S. @ 16' O.C.
MIN.ANCHORTO FASCIAAND
S.M.S. @ 4" O.C.
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6063 T-5, 3003 H-14 OR 5052
O
H-02
J
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ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
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
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@ 24" O.C.FOR WOOD USE
w
10 x 1-1/2" S.M.S. OR WOOD
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SCREWS @ 12" O.C.
8 x 1/2" ALL PURPOSE M
SCREW @ 12" O.C. N
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1. FLASHING TO BE INSTALLED A MIN. 6' UNDER THE FIRST ROW OF SHINGLES. w
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ui
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EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
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ROOF PANEL
HEADER (SEE NOTE BELOW)
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FOR MASONRY USE
1/4' x 1-1/4" MASONRY
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ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SCALE: 2"- l' -O* -j
S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH LL
OBBETWEENTHEWASHERANDTHEPAN. PAN RIBS SHALL RECEIVE (1) EACH #8x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. wPANSMAYBEANCHOREDTHROUGHBOXEDPANW/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND
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HOST STRUCTURE TRUSS OR
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EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
1" FASCIA (MIN.)
10 x 1-1/2" S.M.S. @ 16' O.C.
0.040' ANGLE W/ #8 x 1/2'
S.M.S. @ 4" O.C.
ROOF PANEL
HEADER (SEE NOTE BELOW)
8 x (d+1/2") S.M.S. @ 8" O.0
FOR MASONRY USE
1/4' x 1-1/4" MASONRY
ANCHOR OR EQUAL
@ 24' O.C.FOR WOOD USE
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ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT SCALE: 2"- l' -O* -j
S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH LL
OBBETWEENTHEWASHERANDTHEPAN. PAN RIBS SHALL RECEIVE (1) EACH #8x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. wPANSMAYBEANCHOREDTHROUGHBOXEDPANW/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND
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CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
SPAN PER TABLES)
EXISTING TRUSSES OR
RAFTERS
A
Bup
IIIA B IIA HOSTSTRUCTURE
II
FASCIA OF HOST STRUCTURE
2"x- RIDGE OR ROOF BEAM
SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES —A
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
8 x "t"+1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/6"= 1'-0"
2" X 2" x 0.044" HOLLOW EXT
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-11T
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
11111 1 CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t" + 3/4') AT 8"
O.C. FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
f0 A150 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2"= 1'-0"
COMPOSITE PANEL
1"x T OR 1"x 3" FASTENED
TO PANEL W/ (2)1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 8150 MPH USE
2) 318'x 3" LAG SCREWS
W/WASHERS
POST SIZE PER TABLES
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
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SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4'= 1'-0"
30# FELT UNDERLAYMENT W/
WD 9AQ
8 x 1/2" WASHER HEADED
SCREWS W/1"EMBEDMENT
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
AGAINST EXISTING ROOF
ALUMINUM FLASHING
FASTENERS PER TABLE 313$
LUMBER BLOCKING TO FIT
MIN. 1-1/2" PENETRATION
PLYWOOD / OSB BRIDGE z II
FILLER 0
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FASCIA OF HOST STRUCTURE
2"x- RIDGE OR ROOF BEAM
SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES —A
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
8 x "t"+1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/6"= 1'-0"
2" X 2" x 0.044" HOLLOW EXT
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-11T
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
11111 1 CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t" + 3/4') AT 8"
O.C. FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
f0 A150 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2"= 1'-0"
COMPOSITE PANEL
1"x T OR 1"x 3" FASTENED
TO PANEL W/ (2)1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 8150 MPH USE
2) 318'x 3" LAG SCREWS
W/WASHERS
POST SIZE PER TABLES
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4'= 1'-0"
30# FELT UNDERLAYMENT W/
q
220# SHINGLES OVER
SCREWS W/1"EMBEDMENT
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313$
EXTRUDED OR
MIN. 1-1/2" PENETRATION
BREAK FORMED 0.050" 1/4'x 8" LAG SCREW (1) PER
2 x 4 RIDGE RAKE RUNNER
MIN. SLOPE 1/4*: 1') I
ALUMINUM U -CLIP W/ (4)1/4"x
TRIM TO FIT ROOF MIN. 1" @
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EXISTING RAFTER OR
FASTEN W/ (2) #8 x W DECK
SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
C/D -" > o -
RAFTERS
8 x 1/2" S.M.S. EACH PANEL
A - A - SECTION VIEW
SCALE: 1/2"= V-0"
RIDGE BEAM
2"x 6" FOLLOWS
ROOFSLOPE
ATTACH TO ROOF W/
RECEIVING CHANNEL AND
8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2"x 6"
EXISTING 1/2" OR 7/16"
SHEATHING
B - B - ELEVATION VIEW
SCALE: 1/2" =1'-0"
B - B - PLAN VIEW
SCALE: 112"= l -W
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4)1/4-x
1-1/2- LAG SCREWS AND (2)
1/4"x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2)1/4- x 4" LAG SCREWS AND
WASHERS EACH SIDE
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TO WOOD SCALE: 2" =1'-0"
USE TRUFAST SD x (Y" + 1-1/2-)
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D"; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE "D'
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
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GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
10 x 2" S.M.S. @ 12" O.C.
EXISTING FASCIA
SEALANT
3" PAN ROOF PANEL
MIN. SLOPE 1/4":1')
3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS
SEALANT
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAILAND
1/4'x 5" LAG SCREW MID WAY
BETWEEN RAFTERTAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2" =1'-0"
EXISTING FASCIA PLACE SUPER OR EXTRUDED
EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE
ieSEALANT
10x2"S.M.S.@12"O.C.
1/2" 0 SCH. 40 PVC FERRULE
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BREAK FORMED 0.050" 1/4'x 8" LAG SCREW (1) PER SUPER GUTTER MIN. SLOPE 1/4*: 1') I
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SEALANT
10 x T S.M.S. @ 24" O.C.
1/4"x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
10 x 4' S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.0
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4': 1')
1/2'0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2' = V -D" OPTION 1:
3' HEADER EXTRUSION
FASTEN TO PANEL W/
8 x 1/2" S.M.S. EACH SIDE
2" x _ x 0.050" STRAP @ EACH
SUPER OR
COMPOSITE SEAM AND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/
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PLACE SUPER OR EXTRUDED 3) #10 x 3/4' INTO GUTTER
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OPTION 2:
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SCH. 40 PVC FERRULE
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2) #10 x 11T S.M.S. @ 16" O/C
SEALANT
10 x T S.M.S. @ 24" O.C.
FROM GUTTER TO BEAM
3' COMPOSITE ROOF PANEL
WATER RELIEF
MIN. SLOPE I/4':1')
EXISTING TRUSS OR RAFTER - EXTRUDED OR
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SUPER GUTTER
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SCALE: T = 1* -W
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GUTTER BRACE @ 7-0" O/C
CAULK
SLOPE
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: T =1'-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8' x 3-1/2" LOWER VENTS
OR 3/4'0 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 318"x 4" LOUVER @
12' FROM EACH END AND 48' O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: T= I -(r
FLASHING 0.024" OR 26 GA.
GALV.
Tx Tx 0.06"x BEAM DEPTH +
4' ATTACH ANGLE "A' TO
FASCIA W/ 2-18' LAG
SCREWS @ EACH ANGLE
MIN. Tx 3' x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 318"x 2"
LAG SCREWS PER SIDE OR (2) 114"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" .
ALTERNATE) (1) 1-/4" x 1-3/4"x 1-3/4"x 1/8" INTERNAL U -CLIP ATTACHEDTO WOOD WALL W/ MIN. (3)
3/8"x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3'
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: T= l -(r
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
10 x 2-1/2" S.M.S. @ RAFTER
TAILS OR @ T O.C. MAX. W/
Tx 6" SUB FASCIA
Tx 6" S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: T= l -(r
RInrF rCP
8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
PAN ROOF ANCHORING DETAILS
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
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FROM GUTTER TO BEAM Z
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: T =1'-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8' x 3-1/2" LOWER VENTS
OR 3/4'0 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 318"x 4" LOUVER @
12' FROM EACH END AND 48' O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: T= I -(r
FLASHING 0.024" OR 26 GA.
GALV.
Tx Tx 0.06"x BEAM DEPTH +
4' ATTACH ANGLE "A' TO
FASCIA W/ 2-18' LAG
SCREWS @ EACH ANGLE
MIN. Tx 3' x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 318"x 2"
LAG SCREWS PER SIDE OR (2) 114"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" .
ALTERNATE) (1) 1-/4" x 1-3/4"x 1-3/4"x 1/8" INTERNAL U -CLIP ATTACHEDTO WOOD WALL W/ MIN. (3)
3/8"x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3'
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: T= l -(r
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
10 x 2-1/2" S.M.S. @ RAFTER
TAILS OR @ T O.C. MAX. W/
Tx 6" SUB FASCIA
Tx 6" S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: T= l -(r
RInrF rCP
8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
PAN ROOF ANCHORING DETAILS
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
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12" O C (LENGTH = PER TABLES@ )
PANEL THICKNESS+ 1)
@ ROOF BEARING ELEMENT
SHOWN) AND 24' O.C. @
NON-BEARING ELEMENT (SIDEWALLS)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: T=1' -W
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0.024'x 12' ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8" x 3' x 3' POST OR SIMILAR
10 x 4' S.M.S. W/ 1/4 x 1-1/2"
S.S. NEOPRENE WASHER @
8" O.C.
MOMF1.11
8 x 9/16"TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
3)1/4.0 THRU-BOLTS (TYP.)
8 x 9/16" TEK SCREW @ 6'
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM A) POST DETAIL
SCALE: 2' = V -W
0.024"X 12' ALUMINUM BRK
MTL RIDGE CAP FASTENING OF COMPOSITE
PANEL'
VARIABLE HEIGHT RIDGE SEALANT
BEAM EXTRUSION
8 x 9/16" TEK SCREW @ 8"
O.C.
ROOF PANEL
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
2' x SELF MATING BEAM
1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
WHE(J FASTENING TO ALUMINUM USE TRU FAST 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 0 CONCRETE POST DETAIL
SCALE: 2"= l -(r
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
8 x 1/2' CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24' O.C.
ALTERNATE #8 x 1/2' S.M.S.
W/ 1/2" 0 WASHER.
TYPICAL INSULATED PANEL
SCALE: 2" = 1'-W
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
J
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
MIN ROOF SLOPE 2-1/2:12
SUBSEQUENT ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8' TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE 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 DEGASEALTM 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
MIN. ROOF SLOPE 2-1/2:12
0
0
0
O
0
0
0
SUBSEQUENTROWS
0
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1"WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
WAFER HEADED SCREWS
7/16' O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER
1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16' O.C. AND AT: ALL EDGES AND INSTALL
7116" 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 W12009
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.
COVERED AREA
TAB AREA
SUBSEQUENT ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
ALTERNATE PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
REFER TO INSTALLATION INSTRUCTIONS FOR FLORIDA PRODUCT APPROVAL FL# 8101
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SCALE: 2 = 1'-0"
Table 7.3.1 Allowable Spans and Design / Applied Loads' (#/SF)
for Metals USA Building Products L.P. Riser Panels
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14, H-25
Florida Product Approval #FL1779
Note: Total rod panel YAM= room width +well width + overhang. 'Design or applied bad based on the affective area of the panel
Y;
iTable 7.3.2 Allowable Spans and Design / Applied Loads' (#/SF)
for Metals USA Building Products L.P. Rhino Steel Riser Panel
Manufacturers Proprietary Sections: Grade 'D' Galvalume Steel
Florida Product Approval #FL4718
9" x 12"x28 a. 2 or 5 Rib Riser Panels
co
pen StructuresScreen
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Rooms Glass Modular Rooms Overhang
Zone
Wind
MonoSloped Roof
pen StruetureaScreen
Mono -Sloped Roof
EL
Rooms
Attached Covers
Enclosed
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2 3 4 182 3 4 182
span/load' s annoad' span/load• s annoad' span/load' s annoad' s annoad• I 3 4
s annoad' s annoad'
All
Roofs
100 17'-9* 13 1'-11 13 4 13 1 -3 20 18'-10 20 19'-3' 20 13'-10' 2 1T-11 23 18'4' 23 4'-0' 4
110
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14 2 '-6' 14 21-11 14 14--V 125 1 18.6 21 18-11 21 13'-0 321 17--l- 27 1 5' 2 7i 55
120 16J 1 20-1 17 2M* 17
123 10'-0'
25 17'-10' 25 1r-2 39 16'-1 32 16'5' 32 4'-0 651
13
15'-11 1 19-9' 1 2 - 1 T-0' 26 1T -r 26 TZ ' 41 15'-1 34 16-2' 34 4' 691
31 1r-2' 27 1r5'
154 20 18-11' 20 195 20
413'-430T-6
8 29 16'-11' 29 11'-8 45 15'•3 15'5384-0 7740.1 1 '-1 16'-1 18' 3
7'
9' 34 16'-1' 34 11-0' S3 13-7 53 13-11' S3 4'-0- 89
1402 13'1 - 27 18'-1' 18'-6' 23
68 B'-11'
9' 34 16'-1' 34 11'-0' 53 13'-T 53 13'-11' 53 4'-0' 813'-1' 32 1T4' 26 1T-9' 26 5'-1' 39 1 15'-5' 39 10'-7- 60 13'-1' 60 13'4' 60 4'-0' 102
Note: Total roof panel width= room width + well width + overhang. *Design or applied load based on the affective area of the panel
12.00"
Ir C 1.00
N
cN7 (4) #10 x 9116' S. M. S. W/ 3/4"
WASHER EACH PAN EACH
NT
OF
I
CONNECTION
7IL-- 3.00" —4 V--3.00'-4
MATERIAL: 0.028 OR 0.034" 3105 H-28 ALUMINUM ALLOY
12.00" x 2.50" W PANEL
SCALE: 2" = V -W
Table 7.3.3 Allowable Spans and Design / Applied Loads• (#/SF)
for Metals USA Building Products L.P. W Panels
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14, H-25
wind
co
pen StructuresScreen
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Rooms Glass Modular Rooms Overhang
Zone
O
MonoSloped Roof
r EL
8 Attached Covers Enclosed
W
Q
Cantilever
MPH) 182 3 4
s an/Inad• s an/load• s nn
182 3 4
s an/load• s annoad• s Moad•
18 4
s annoad• s anlload• span/load- All Roofs
100 11'-9" 16 15'-8' 13 15'-11'Ulg,5 23 12'-10' 23 13'-1' 23 9-6' 30 12'-2' 27 1r-5' 2 3'-11' 45
110 11 -T 17 15'4' 14 15.8
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28 1r-6' 25 1 -9' 25 8-71" 36 11'-6 32 11-9 32 3'-0 55120
Z W
10'-10' 20 13'-5' 20 13'-8'
I
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G=
33 11'-9' 30 11'-11" 30 8'-5' 43 70'-9' 39 10'-11' 39 T-5' 65
123 10'-0' 21 13'-2" 21 13'5' 35 11'- 32 11'-10' 32 8-3' 5 10'- .41 10'-10' 47 3'-5' 69
13 1 4 23 it -10' 23 13-1 39 11-2' 35 11-5 35 11' 51 7 3' 45 10-0 45 3-3140-1 9-5' 31 1r-2' 27 1r5' 46 10'-0' 40 10'-11' 40T-7' 59 9-5' 59 9'-7' 59 3-1'
9'-5' 31 1r-2' 27 1r-5' 46 10'-8- 40 10'-11' 40 7' 59 9'-5' 59 9'-7' 59 T-1'
8'-11' 36 11'- 32 11'-10' 52 9'-9' S2 10'-5 46 3' 68 B'-11' 68 9'-Y 68 r-17' 02
2-1/2" x 2 x 0.040' W anels
Wind Open Strueturu Sereen ooms lass & Modular Rooms Overhang
Zone Mono -Sloped Roof Attached Coven Enclosed
antilever11soennead' s an/load• IS.. annoad• s an/load• s Moad• s annoad• 1
M
3 4
s aoad• s annoad• s ennoad- All Roofs
100 13'-5" 18 IlT-10' 13 18'-2* 13 11'-10' 23 15'4' 20 15'-8' 20 11'-3' 27 13'-11' 27 14'-2' 2 4-0 45
10 3'-3' 1 1 -6' 14 1 -10' 14 1-6' 25 21 15'-5' 21 10'-T 32 13'-1• 32 13'.5 32 4'-0' 65
120 124• 2 16-41417 16.8 17 10-10' 30 13-5" 30 13'-8 30 9'-7 43 1 S" 39 12.6 39 4-0 65
123 12'-2' 21 11 165• 1 10'-8' 32 13'-r 32 13'-5 32 9'-5' 45 1r-1' 41 12'4' 41 4'-0' 69
13 11-10 23 120 15-9' 2D 10'4' 35 1r-9' 35 1r-17' 35 9'-1' 51 11'-8' 7
140- 3 27 3 15-1 23 95 46 7 -2 40 1 5 40 B-8 59 11-1 53 11 4 53 3-7 89
140.2 11-3• 27 13 27 15'-1' 23 9'S' 46 1 r -r 40 1 r-5' 40 B'-8' S9 11'-1' S3 11'4' S3 3'-T 89
150 10'-8' 32 132 13'-S 32 9'-0' 102
1. Roof max. span is from host structure to front wall beam or from support to support for multiple spans.
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1-1/4" DRYWALL
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SCREW
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WC
of—
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0.024" OR 0.030"
THICK H-14
OR H-25
1.0 # DENSITYJJ
ALUMINUM
E.P.S. FOAM
ALLOY (
TYPICAL)
Notes:
1) Total roof panel width = room width +wall width + overhang.
2) Spans may be interpolated between values but not extrapolated outside values.
METALS USA BUILDING PRODUCTS L.P.
PRO -FAB 7/16" O.S.B. & 0.024" ALUMINUM
COMPOSITE PANEL
SCALE: 2" = 1'-0"
0.024"
THICK H-14
OR H-25
ALUMINUM ALLOY
W VZD
K0
1.0 # DENSITY
E.P.S. FOAM
TYPICAL)
Notal:
1) Total roof panel width = room width + wall width+overhang.
2) Spans may be Interpolated between values but not extrapolated outside values.
3) The Itiumaview roof panel system Is designed to span from support to support mated to a Poll 48'
PRO -FAB panel between Illumaview panels or between (2) 24" solid panels. Reference Table 7.35
or 7.3.6 for snowed spans of the Illumavlew, panel system.
METALS USA BUILDING PRODUCTS L.P.
PRO -FAB COMPOSITE PANEL W/ EZ-LOK
THERMALLY
BROKEN
ALUMINUM
EXTRUSION
SCALE: 2"= V-0"
AM GUKt
r=Ter cute
ILLUMAVIEW ROOF PANEL
3" x 24" - TWIN WALL FULL LENGTH SYSTEM
FLORIDA PRODUCT APPROVAL #FL10013
SCALE: 2"= V-0"
Table 7.3.4 Metals USA Building Products LP. Roof Panels
Allowable Spans and Design / Applied Loads' (#/SF)
0.024" PRO -FAB 7/16" O.S.B. & 0.024" Aluminum Composite Panels w/ EZ -LOCK
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density
Note:
1. Total roof panel width -room width +wall width + averhang. 'Design or applied load based on the affective area of the panel.
2. 2004 Aluminum Structures Design Manual Allowable Stress Method was used for all tables.
3. Roof max. span Is from host structure to front wag beam or from support to support for multiple spans.
Table 7.3.6 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design / Applied Loads* (#/SF)
0.030" PRO -FAB Composite Panels w/ EZ -LOCK for Various Loads
Manufacturer:' Proprietary Products: Statewide Product Approval # FL2291
Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density
Note:
1. Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of the panel.
Table 7.3. • Metals USA Building Products L.P. Roof Panels Allowable Sp sand Design /Applied Loads* (#/SF)
0.024" PRO -FAB Composite Panels w/ EZ -LOCK for Various ads Table 7.3.7
Note:
1. Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel.
Maximum Panel Spans - Dead and Live Load and/or Snow Load (Lbs. / Sq. FL)
Composite Panel with Splines, Enclosed Buildings
Metals USA Building Products L.P.
Wind Speed -100 M.P.H. Wind Speed -110 M.P.H.
Panel
Thickness
Deflection None I 1 fL
spanlload• span/lour
2 ft.
spannoad•
3ft
spanlload•
4ft. None 1 ft.
span/lour spanlload• spanlload•
2 fL
span/loacr
aft 411.
span/lour s nffoad•
41/2- U180 13'-11" 27 14'-1" 27 15'-1' 123 16'-1' 23 1T-1" 123 13'-3• 32 14'-1' 32 14'-4' 32 1 15'-0' 27 16'-4- 27
U240 12'-9- 27 12'-10' 27 13'-1" 27 14'-1" 27 15'-9- 23 12'-9' 32 12'-10- 32 13'-1" 32 14'-1- 32 15'-1- 27
U360 11'-1• 27 11'-Y 27 11'S" 27 12'-5' 27 13'-5' 27 10'-6" 32 1g' -F 32 10'-10' 32 12'S' 32 13'-5• 32
61/2" U18D 19'S" 23 19'S" 23 19'-9" 23 20'-9" 23 21'-9" 23 18'S" 27 18'-6' 27 18'-9' 27 19'-9- 27 20'-9' 27
1_1240 1T-8" 23 1T-9' 23 18'-0" 23 19'-0' 23 20'-W 23 16'-9" 27 16'-10' 27 1T-1" 27 18'-1- 27 19'-1" 27
U360 15'S" 23 15'-6- 23 15'-9" 23 16'-9' 23 1T-9- 23 14'-8• 32 14'-91 32 14'-11- 32 15'-11" 27 16-11' 27
81/4" U180 23'-8" 23 23'-9' 23 23'-11' 23 2w -(r 231 24'-0" 23 22'-5• 271 22'S- 27 2T-9" 27 23'-9- 27 24'4' 27
U240 21•S" 23 21'-T 23 21'-10' 23 22'-10' 23 23'-10' 23 20'-5' 27 20'S• 27 20'-9" 27 21'-9' 27 22'-9" 27
U36D 18'-9- 23 18'-10' 23 19'-1' 23 20'-1• 23 21'-1" 23 1T-10' 27 1T-11' 27 18'-Y 27 19'-Y 27 20'-Y 27
10114" U780 24'-0' 23 24'-O 23 24'-0" 23 24'-0' 23 24'-0" 23 24'-0' 27 24'-0' 27 24'-0' 27 24'-0" 27 24'-0' 27
L240 24'-0' 1231 24'-0' 123 1 24'-0' 1231 24'-0• 1231 24'-0' 123 1 22'-10' 127 1 22'-11' 127 23'-2- 1271 24'-0' 27 24'-0" 27
U360 21'-0' 1231 21'-1" 1231 21'-0• 1231 22'4' 1231 23'-4' 123 1 19'-11' 127 1 19'-11' 271 20'-3" 1271 21'3' 27 22'-3• 27
Wind Speed -120 M.P.H. Wind Speed -140A M.P.H. and 140B M.P.H.
Panel
Thickness
Deflection ft.
span/loowrNoneh1i'-4*
2 ft.
spanlload•
3%
spaMour
4ft. None 1 fL
spannoad• spannour spannond•
2 fL 3ft 4ft.
spanlioad• spaMour spaMoad•
41/2" U180 13'3• 39 17-9' 39 13'-9' 39 15'-7- 32 11--10-145 11'-11' 45 12'-2- 45 13'-Y 45 14'-Y 45
Lf240 12'-0' 39 11'-7' 39 17-T 39 13'-7- 39 10'-9- 45 10'-10• 45 11'-1" 45 12'-1' 4513'-1" 45
U360 10'S" 43 9'-10" 43 11'-Y 39 17-Y 39 8'-11- 51 9'-1' S1 9'-4' 51 10'-8" 45 11'-8' 45
61/2" U180 16'-4' 32 17'-9' 32 18'-9' 32 19'-9' 32 16'S" 38 16'-6' 38 16'-9" 38 1T-9' 38 18'-9' 38
U240 15'-10" 32 16'-Y 32 1T -Y 32 18'-Y 32 14'-2- 45 15'-0' 38 15'3' 38 16'3- 38 1T3" 38
U360 13'-10' 39 13'-3- 39 15'-Y 32 16'-Y 32 17-4• 45 17-5" 45 17-8- 45 13'-8' 45 15-5 38
81/4" U18D WAG' 32 21'-6' 32 27.6" 32 23'S' 32 20'-0" 38 20'-1' 38 20W 38 21'-4" 38 22'-4' 38
U240 18'-0• 32 19'-4• 32 19'-7- 32 20'-T 32 21'-7- 32 18'-2- 38 18'3' 38 18'-6" 38 19'S• 38 20'-6• 38
U360 15'-9' 32 16'-11' 32 tr-r 32 18'-Y 32 19'-Y 32 15'-11' 38 15'-11' 38 16'3" 38 1T3' 36 18'3' 38
101/4^
rIU361D1822'-Y 32 23'-10' 32 24'-0' 32 24'-0" 32 24'-0' 3222'S• 38 27.6' 38 27-9' 38 23'-9' 36 24'-0' 38
2420'-Y32 21=8' 32 21'-11- 32 27-11' 32 23'-11' 32 20'-4• 311 20'S' 38 20-8' 38 21'-8" 38 22'-8" 38
1T -T 32 18'-11' 32 19'-2' 32 20'-2- 32 21'-2' 32 1T-9' 38 1T-10' 38 18'-1' 38 19'-1' 38 20'-1• 38
Notes:
1. Spans are derived from test data for O.S.B. composite panels with spline of #2 spruce, pine or fir. Use Ul80 for Roof and Wall Span Tables and U360 for Floor
Span Tables.
2. Top skin for floor panels should be ovedayed with a minimum of 7/16' finished flooring perpendicular to the panels.
3. Dead and live load values provided for shingle roofs only. For We roofs consult engineer.
4. Splines shall be full length of panel and shall not be spliced.
S. Maximum length of panel shall not exceed 24'-0'.
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10G
06-12-2010 OF 12
GENERAL NOTES AND SPECIFICATIONS:
The following extrusions are considered to be'Industry Standard" shapes.
3" x 3" x 0.125" PATIO SECTION
1.00
A = 0.243 in?
qI "I 0- WT=0.278p.1.f.
0.12 ' Ix = 0.136 in'
0.0441 o
Ix = 0.368 in.'
Sx = 0.247 in?0.125Sk-
1Sx = 0.137 in?
6063 - T6
6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION 3" x 3" x 0.125" PATIO SECTION
1.00
A = 1.438 in.'
43.0X3 WT = 1.648 p.l.f.
0.12 ' o Ix = 1.984 in.'
Ix = 0.368 in.'
Sx = 0.247 in?0.125Sk-
1 Sx = 1.323 in?
6063 - T6
6063 - T6
3" x 3" x 0.125" PATIO SECTION
1.00
A = 0.287 in.'
2-0-0
WT = 0.486 p.l.f.
WT = 0.329 p.l.f. 7r 4.00-.
0.044
cli
o
Ix = 0.368 in.'
Sx = 0.247 in?0.125Sk- 1-
o
k 6063 - T6
1" x 3" x 0.044" OPEN BACK SECTION
Sx = 0.279 in'
3.00'
A = 0.424 in?
2-0-0
WT = 0.486 p.l.f.
0.N4 j g Ix = 0.232 in'
Ix=0.640in'
Ix = 0.276 in'
0.055 +
6063 - T6
2" x 2" x 0.044" PATIO SECTION
3.00'
A = 0.496 in?
f.00'.r
WT = 0.620 p.l.f.
WT = 0.568 p.l.f.
Ix = 0.336 in.
Ix=0.640in'
Ix = 0.276 in'
0.055 + o
3"-x-2" x 0.045" PATIO SECTION
Sx = 1.015 in?
6063 - T6
Sx = 0.279 in'
Sx = 0.406 in?
6063 - T6
2" x 2" x 0.055" PATIO SECTION
3.00'
A = 0.451 in.'
713.00
WT = 0.620 p.l.f.
0.045 + Ix = 0.336 in.
Ix=0.640in'
Sx = 0.336 in'
6063 - T6
3"-x-2" x 0.045" PATIO SECTION
2.00'
A = 0.451 in.'
713.00
WT = 0.620 p.l.f.
WT = 1.093 p.l.f.
WT = 0.667 p.l.f.
Ix=0.640in'
0.045 0- Sx = 0.427 in?
Sx - 1.195 in'?
Sx = 1.015 in?
6063 - T6
2" x 3"x 0.045" PATIO SECTION
42.00. A = 0.685 in?
WT = 0.785 p.l.f.
o Ix =1.393 in.
0.050, 0
4 Sx = 0.697 In'
A 6063 -T6
2" x 4" x 0.050" PATIO SECTION
42.003- A = 0.954 in?
713.00 WT = 1.239 p.l.f.
WT = 1.093 p.l.f.
WT = 0.667 p.l.f.
I ?
Ix = 2.987 in.'
0•
LO
Sx - 1.195 in'?
Sx = 1.015 in?
1" x 2" x 0.044 OPEN BACK SECTION WITH
6063 - T6
2" x 5" x 0.062" PATIO SECTION
3" x 3" x 0.093" PATIO SECTION
A = 1.938 in?
WT = 2.221 p.l.f.
Ix = 4.854 in.'
Sx = 2.427 in.
6063 - T6
4" x 4" x 0.125" PATIO SECTION
2.00r
A = 1.081 in?
713.00 WT = 1.239 p.l.f.
0.045+
WT = 0.667 p.l.f.
I ? Ix =1.523 In.'
L_J SF Sx = 1.015 in?
1" x 2" x 0.044 OPEN BACK SECTION WITH
6063 - T6
3" x 3" x 0.093" PATIO SECTION
A = 1.938 in?
WT = 2.221 p.l.f.
Ix = 4.854 in.'
Sx = 2.427 in.
6063 - T6
4" x 4" x 0.125" PATIO SECTION
2.00r
A = 0.666 in.'
A =0.482 in?
WT = 0.763 p.l.f.
S.M.S. @ 6-
WT = 0.667 p.l.f.
WT = 0.552 p.l.f.
0.050 o Ix = 0.609 in.'
Sx = 0.614 in?
1" x 2" x 0.044 OPEN BACK SECTION WITH
Sx = 0.406 in?
OF EACH BEAM
6063 - T6
2" x 3" x 0.050" TILT SECTION
2.003-
A = 0.666 in.'
A = 0.582 in?
WT = 0.763 p.l.f.
S.M.S. @ 6-
WT = 0.667 p.l.f.
FROM ENDS, TOP )•044 + o
OR BOTTOM AND ) 044
Ix = 0.694 in' Sx = 0.466 in?
BEAM:
Ix = 1.228 in.'
0.050" o Sx = 0.614 in?
1" x 2" x 0.044 OPEN BACK SECTION WITH
2" x 2" x 0.044" PATIO SECTION
6063 - T6
2" x 4" x 0.050" TILT SECTION
T.01T
S.
0.045 Z
A = 0.613 in?
WT = 0.702 p.l.f.
Ix = 0.773 in.
SX=0.515 in?
6063 - T6
2" x 3" x 0.045" SPECIAL SECTION
A = 0.562 in?
1 WT = 1.122 p.l.f.
0.045"+ I o Ix = 0.762 in.
LJ sF Sx = 0.920 in?
6063 - T6
3" x 3" x 0.045" FLUTED SECTION
f. OT A = 0.772 in?
WT = 0.885p.1.f.
0.046" F$ o Ix = 1.940 in.'
Sx = 0.959 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 4" x 0.046" x 0.100"
SELF MATING BEAM
J2.00.f
A = 0.964 in?
WT = 1.105 p.l.f.
0.05" +
i
o Ix = 3.691 in'
LO
Sx = 1.468 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 5" x 0.050" x 0.120"
SELF MATING BEAM
z.00•,
A = 1.095 in?
WT = 1.255 p.l.f.
0.0 + o Ix=5.919in'
o Sx = 1.965 in?
6063 - T6
2" x 6" x 0.050" x 0.120"
SELF MATING BEAM
0
A = 1.259 In?
WT = 1.443 p.l.f.
0.06 + o Ix = 8.746 in. n
421
Sx = 2.490 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM
A = 2.250 in?
WT = 2.578 p.i.f.
0.06` o Ix = 15.427 in.
i, -N Sx = 4.408 in?
U06063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM W/ INSERT
2.00'
N A= 1.853 in?
c I WT = 2.123 p.l.f.
07 o Ix = 16.638 in.'
CD Sx 4.157 in'
LU6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 8" x 0.072" x 0.224"
SELF MATING BEAM
2.00.•
N A = 1.990 in?
Q WT = 2.280 p.l.f.
Ix = 21.981 in.'
0.07 $ Sx = 4.885 in?
W
6063 - T6
STITCH W/ (1) 98 S.M.S. @ 24" O.C.
TOP AND BOTTOM
2" x 9" x 0.072" x 0.224"
SELF MATING BEAM
J2.00"I
Ci A = 2.355 in?
o
WT = 2.698 p.l.f.
0.082*c Ix = 26.481 In'
o
Sx = 5.885 in'
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 9" x 0.082" x 0.306"
SELF MATING BEAM
T.00.r A = 3.032 in?
WT = 3.474 p.l.f.
cti Ix = 42.583 in.
0
Sx = 8.504 in?
6063 - T6
0.092"
STITCH W/(1)
8 S.M.S. @ 24"
O.C. TOP AND
BOTTOM
2" x 10 x 0.092" x 0.369"
SELF MATING BEAM
I2 007,1- g A = 0.592 In?
I I WT = 0.678 p.1.f.
044 UPRIGHT:
044 + g Ix = 0.457 in' Sx = 0.355 in?
ly = 0.369 in.' Sy = 0.369 in.'
6063 - T6
1"x 2" x 0.044" SNAP CAP SECTION WITH
2" x 2" x 0.044" PATIO SECTION
2) #8 x 2-1/r S.M.S. Q 6' 3.00"
FROM ENDS, TOP OR BOTTOM AND I 1
A = 11.367 in? 16' O.C. OR PILOT HOLE W/ CAP
AND (1)#8x 12' S.M.S. INTERNAL B' M9 WT 1.566 p.l.f.
FROM ENDS, TOP OR BOTTOM S + $ Ix = 2.655 in.'
AND 0 16' O.C. Sx = 1.328 in?
LOAD APPLIED NORMAL TO THE 6063 - T6
4' DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
2) #8 x 2-12' S.M.S. C 6" rn
FROM ENDS, TOP OR BOTTOM AND "WR A = 1.367 In? 16' O.C.OR PILOT HOLE W/ CAP
AND (1) #8 x 12" S.M.S. INTERNAL 6' WT = 1.566 p.l.f.
FROM ENDS, TOP OR BOTTOM + $ IX = 1.892 in.'
AND C 16' O.C.
Sx = 1.261 in?
LOAD APPLIED NORMAL TO THE II 6063 - T6WDIRECTION 4.00 •-i
1" x 3" x 0.044"OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
2) #8 x 2-12' S.M.S. C 6' fO
FROM ENDS, TOP ORBOTTOM AND 00- o
0 W O.C. OR PILOT HOLE W/ CAP 1 Iip A = 1.654 in?
AND (1) #8 x 12' S.M.S. INTERNAL 6- WT = 1.895 p.l.f. FROM ENDS. TOP OOR BOTTOM
N + $ IX = 2.260 in.'
k Sx = 1.507 in?
LOAD APPLIED NORMAL TO THE 5 • 6063 - T6
3" DIRECTION
2) 1" x 3" X 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
J
4.00"
A = 3.706 in?
T [ WT = 4.246 p.l.f.
N Ix = 33.276 in'
o Sx = 8.31410
0.07 + 0 6063 - T6
STITCH W/(1)#8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
A = 3.980 in.'
WT = 4.560 p.l.f.
N Ix = 43.963 in.'
0 Sx = 9.770 in'
6063 - T6
0.07 + + $
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
4.00' -I
I I A=4.710 in?
f, WT = 5.397 p.l.f.
o Ix = 52.963 in'
o Sx = 11.770 In'
0.08 + 0 6063 - T6
a STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTON
OF EACH BEAM
2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4.000
I I
A=6 * 063 in.'
co WT=6.947p.1.f.
M
I `I 4.00'-f
A = 4.702 in?
WT = 5.388 p.l.f.
Ix = 62.947 in.'
Sx = 11.425 in?
1 6063 - T6
A = 0.666 in.'
1) #8 x 1-1/2' -f.00 WT = 0.763 p.l.f.
S.M.S. @ 6- UPRIGHT:
FROM ENDS, TOP )•044 + o
OR BOTTOM AND ) 044
Ix = 0.694 in' Sx = 0.466 in?
BEAM:
@ 16" O.C. I- o
t2.00 0 ly = 0.406 in' Sy = 0.410 in?
6063 - T6
1" x 2" x 0.044 OPEN BACK SECTION WITH
2" x 2" x 0.044" PATIO SECTION
1) #8 x 2-1/2'
OF EACH BEAM
S.M.S. @ 6 -
MATING BEAMS W/ 2" x 4" x 0.038"
FROM ENDS, TOP A = 0.847 in?
OR BOTTOM AND -12.003- WT = 0.971 p.l.f.
@ 16" O.C. OR UPRIGHT:
PILOT HOLE W/ 0.044' Ix = 1.295 in' Sx = 0.654 in? CAP AND (1)#8x TY
mo
1/2' S.M.S. BEAM:
INTERNALB" ly = 0.540 in' Sy = 0.545 in?
FROM ENDS, TOP 6063 - T6
OR BOTTOM
AND @ 16" O.C.
Sx = 16.901 in?
2" x 2" x 0.044" PATIO SECTION WITH
2" x 2" x 0.044" PATIO SECTION
I2 007,1- g A = 0.592 In?
I I WT = 0.678 p.1.f.
044 UPRIGHT:
044 + g Ix = 0.457 in' Sx = 0.355 in?
ly = 0.369 in.' Sy = 0.369 in.'
6063 - T6
1"x 2" x 0.044" SNAP CAP SECTION WITH
2" x 2" x 0.044" PATIO SECTION
2) #8 x 2-1/r S.M.S. Q 6' 3.00"
FROM ENDS, TOP OR BOTTOM AND I 1
A = 11.367 in? 16' O.C. OR PILOT HOLE W/ CAP
AND (1)#8x 12' S.M.S. INTERNAL B' M9 WT 1.566 p.l.f.
FROM ENDS, TOP OR BOTTOM S + $ Ix = 2.655 in.'
AND 0 16' O.C. Sx = 1.328 in?
LOAD APPLIED NORMAL TO THE 6063 - T6
4' DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
2) #8 x 2-12' S.M.S. C 6" rn
FROM ENDS, TOP OR BOTTOM AND "WR A = 1.367 In? 16' O.C.OR PILOT HOLE W/ CAP
AND (1) #8 x 12" S.M.S. INTERNAL 6' WT = 1.566 p.l.f.
FROM ENDS, TOP OR BOTTOM + $ IX = 1.892 in.'
AND C 16' O.C.
Sx = 1.261 in?
LOAD APPLIED NORMAL TO THE II 6063 - T6WDIRECTION 4.00 •-i
1" x 3" x 0.044"OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
2) #8 x 2-12' S.M.S. C 6' fO
FROM ENDS, TOP ORBOTTOM AND 00- o
0 W O.C. OR PILOT HOLE W/ CAP 1 Iip A = 1.654 in?
AND (1) #8 x 12' S.M.S. INTERNAL 6- WT = 1.895 p.l.f. FROM ENDS. TOP OOR BOTTOM
N + $ IX = 2.260 in.'
k Sx = 1.507 in?
LOAD APPLIED NORMAL TO THE 5 • 6063 - T6
3" DIRECTION
2) 1" x 3" X 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
J
4.00"
A = 3.706 in?
T [ WT = 4.246 p.l.f.
N Ix = 33.276 in'
o Sx = 8.31410
0.07 + 0 6063 - T6
STITCH W/(1)#8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 8" x 0.072" x 0.224"
SELF MATING BEAMS
A = 3.980 in.'
WT = 4.560 p.l.f.
N Ix = 43.963 in.'
0 Sx = 9.770 in'
6063 - T6
0.07 + + $
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
2) 2" x 9" x 0.072" x 0.224"
SELF MATING BEAMS
4.00' -I
I I A=4.710 in?
f, WT = 5.397 p.l.f.
o Ix = 52.963 in'
o Sx = 11.770 In'
0.08 + 0 6063 - T6
a STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTON
OF EACH BEAM
2) 2" x 9" x 0.082" x 0.306"
SELF MATING BEAMS
4.000
I I
A=6 * 063 in.'
co WT=6.947p.1.f.
M
I `I 4.00'-f
A = 4.702 in?
WT = 5.388 p.l.f.
Ix = 62.947 in.'
Sx = 11.425 in?
1 6063 - T6
2) 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
00".r A = 0.569 in?
WT = 0.652 p.l.f.
0.045" + $ Ix = 0.332 in'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
2.00'._ A = 0.591 in.'
WT = 0.677 p.l.f.
a
0.045 bc 0.8121n'
o
Sx = 0.545 in?
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
c Ix = 85.165 in.I2 00-
Sx = 17.007 in? I " A = 0.682 in.'
0.0921;+ + c 6063 - T6 WT = 0.781 p.l.f.
4uSTITCH
W/ (1) #8
0.045 + o Ix = 1.631 in'
S.M.S. @ 24' O.C.TOP Sx = 0.816 in?
AND BOTTOM 6063 - T6
OF EACH BEAM 2" x 4" x 0.045" SNAP EXTRUSION
2) 2" X 10" X 0.092" x 0.369" ?.
00
A =1.323 in?
SELF MATING BEAMS WT= 1.516 p.l.f.
0.062_ $
Ix = 7.027 In.
4.00' c6 Sx = 2.342 in?
A = 4.429 in? 6063 - T6
WT = 5.075 p.l.f.
N
o Sx = 9.754 in?
Ix = 48.889 n? 2" x 6" x 0.062" SNAP EXTRUSION
0.07 + g 6063 - T6 2.00
00 A= 1.447 in?
STITCH W/ (1) #8 S.M.S.
WT =1,658 p.l.f. @ 24' O.C.TOP
AND BOTTOM OF
0.062'
ix = 10.151 in
g
EACH BEAM r Sx - 2.900 in'
6063 - T6
2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038" 2" x 7" x 0.062" SNAP EXTRUSION
W H n t2 A 6c
W1.74
RySectlonAlloyin. In. In. in. In. In, In,In.
6063 -5 4 H16 008 008 1.18 381 d0585 N + T =
GuBal d 1Edge6063T-5 5 H/s oou aoss age 2.ds d
dsfaEXTRUDED
GUTTERR
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SEAL 0z
STITCH W/ (1) #8
U
S.M.S. @ 24' O.C.
TOP AND BOTTOM
z
ul
R , OF EACH BEAM
2) 2" x 9" x 0.072 " x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
z
4.000"
A = 6.249 in?
mo WT = 7.160 p.l.f.
m
0
of
Ix = 101.446 in'
Sx = 16.901 in?
0 6063 - T6
0.09 o
STITCH W/ (1) #8
S.M.S. @ 24" O.C.
TOP AND BOTTOM
OF EACH BEAM
m
2) 2" x 10" x 0.092" x 0.369" SELF
MATING BEAMS W/ 2" x 4" x 0.038"
00".r A = 0.569 in?
WT = 0.652 p.l.f.
0.045" + $ Ix = 0.332 in'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
2.00'._ A = 0.591 in.'
WT = 0.677 p.l.f.
a
0.045 bc 0.8121n'
o
Sx = 0.545 in?
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
c Ix = 85.165 in.I2 00-
Sx = 17.007 in? I " A = 0.682 in.'
0.0921;+ + c 6063 - T6 WT = 0.781 p.l.f.
4uSTITCH
W/ (1) #8
0.045 + o Ix = 1.631 in'
S.M.S. @ 24' O.C.TOP Sx = 0.816 in?
AND BOTTOM 6063 - T6
OF EACH BEAM 2" x 4" x 0.045" SNAP EXTRUSION
2) 2" X 10" X 0.092" x 0.369" ?.
00
A =1.323 in?
SELF MATING BEAMS WT= 1.516 p.l.f.
0.062_ $
Ix = 7.027 In.
4.00' c6 Sx = 2.342 in?
A = 4.429 in? 6063 - T6
WT = 5.075 p.l.f.
N
o Sx = 9.754 in?
Ix = 48.889 n? 2" x 6" x 0.062" SNAP EXTRUSION
0.07 + g 6063 - T6 2.00
00 A= 1.447 in?
STITCH W/ (1) #8 S.M.S.
WT =1,658 p.l.f. @ 24' O.C.TOP
AND BOTTOM OF
0.062'
ix = 10.151 in
g
EACH BEAM r Sx - 2.900 in'
6063 - T6
2) 2" x 8" x 0.072" x 0.224" SELF
MATING BEAMS W/ 2" x 4" x 0.038" 2" x 7" x 0.062" SNAP EXTRUSION
W H n t2 A 6c
W1.74
RySectlonAlloyin. In. In. in. In. In, In,In.
6063 -5 4 H16 008 008 1.18 381 d0585 N + T =
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GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
cogsidered to be "Industry Standard" anchors. The allowable bads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1.. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 1/2" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metaland-masonry paint or a
coat of heavy -bodied bituminous paint. Or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 Or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION 9 DESIGN STATEMENT:
The anchor systems in the Fastener section are designed for a 130 MPH wind
load. Multipliers for other wind zones have been provided. Allowable 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 55,00D psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
screw Stre
d=diameter
Embedment
Depth
In.)
Min. Edge Dist 8
Anchor Spacing
Sd (in.)
Allowable Loads
I Tension Shear
139
ZAMAC NAILIN (Drive Anchors)
2DO
114' 1.11r 1-114'
2" 1-114"
1 273#
1 3169 1
236#
236#
0.190"
TAPPER Concrete Screws
161 177
3116' 1-114' 15/16"
1-3/4' 15116"
288#
371#
167#
259#
114' 1414" 1-114"
1-314' 1-1/4"
427#
544#
200#
216#
310' 1412' 1.9116"
1-14' 3-318'
511#
703#
402#
455#
diam. min edge
POWER BOLT Expanslon Bolt
0250"
114" 2"1-114" 624# 261#
5116' 3' 1-718" 936# 751#.
318' 3412- 1 1.9H6" 1.576# 1,425#
112" 5' 2-1/2" 2.332# 2.22D#
5116" 0.3125"
POWER STUD(Wed e-Boltt)
265 291
1/4' 2-314" 1-114' 872# 326#
318" 0.375'
1,355 921#
12" 1 6'1 2-1/2" 2,271# 1,218#
510" 1 7' 1 2.114" 3,288# 2,202#
Wedge Bolt
114' 1 2-112' 1 2.114" 878# 385#
316" 1 3-112" 1 3414' 1,705# 9169,
112" 1 4" 1 3.314- 1,774# 1.095#
Notes:
I. Concrete screws are limited to 7 embedment by manufacturers.
2. Values listed are slowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving bads perpendicular to the diameter are in tension.
5. Allowable bads are Increased by 1.00 for wind bad.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving bads parallel to the diameter am shear bads.
S. 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 lead by the anchor allowed bad.
For a 2' x 6" beam with:
spacing - 7"41' O.C.
allowed span = 20'-S (cable 1.1)
UPLIFT LOAD = 1/2(BFAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 1/2(20AZ)xrx1D#/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.l. concrete.
Screw/Bolt Allowable Tensile Loads on Screws for Nominal Weil Thickness (2'l (lbs.)
8 0.164" 122 139 153 2DO 228 1 255
10 0.190" 141 161 177 231 263 295
12 0.210' 156 178 196 256 291 327
diam. min edge
14 0250" 186 212 232 305 347 389 529
114" 0240" 179 2D3 223 292 333 374 508
5116" 0.3125" 232 265 291 381 433 486 661
318" 0.375' 279 317 349 457 520 584 793
1/2' 0.50' 1 373 423 465 609 693 779 1057
1/T
Allowable Shear Loads on Screws for Nominal Wall Thickness ('Y (lbs.
Screw/Bolt Single Shear
Size Nd 0.044" 0.050" 0.055" 0.072' 1 0.082" 0.092' 10.125'
8 0.164" 117 133 147 192 218 245
10 0.190" 136 154 170 222 253 284
12 0.210" 150 171 188 246 280 293
14 0.250' 179 203 223 292 333 374 508
114" 0240" 172 195 214 281 320 358 487
5116" 0.3125" 223 254 279 366 416 467
318' 0.375' 268 305 335 439 499 560 M-61
112" 0.50".. 357 406 447 -- 585. 666__ 747-_-
Allowable Shear Loads on Screws for Nominal Wall Thickness lbs.
Bolt Doubt& Shear
Sim Nd 0.044" 0.050" 0.055' 0.072" 0.082" 0.092" 0.125"
114" 0.240" 343 390 429 561 639 717 974
5116" 0.3125" 446 508 559 732 832 1269318" 0.375" 536 610 670 878 998 m.! 15221/- 0.50' 714 812 694 1170 1332 2030
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wag thickness
of connection. Use tables to salad rivet substitution for screws of anchor specifications In drawings.
3. Minimum thickness of frame members Is 0.036' aluminum and 26 ga. steel.
Multlplters for Other Alloys
6063 T.6 _ 1269
5052 H-25 1 1522
6005 T-5 1 2030
Allowable Load Coverslon Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multipliers
TonsFon--1 Shear
Sd 1.00 1.00
6d 1.04 1.20
7d LOS 1.40
fid 1.11 1.60
9d 1.14 1.80
led 1.18 2.00
11d 121
12d 125
Table 9.5A Allowable Loads & Roof Areas Over Posts
Length of
Embedment
for Metal to Metal, Beam to Upright Bolt Connections
1/4"e
Enclosed Structures @ 27.42 #/SF
Fastener
diam. min. edge min. dr. No. of Fasteners /Roof Area 5
distance oetr. 1/Area 2/Area 3/Area 4/Area
114" 1/2' SIB" 1,454-53 2908-106 4,362-159 5,819-212
5116" 310" 7/8" 1,894-69 3,788 -138 5.682-2071 7,576 - 276
316' 314" 1" 2.272-82 4.544-1661 6,816 - 249 9,088 -331
1l2' Y 1-1/4' 3,030 -110 6,060 - 221 9,080 -332 12,120 -442
1' 356#-13 SF 712#-26 SF 1066#-39SF 1424#-52 SF
Table 9.56 Allowable Loads & Roof Areas Over Posts
2-1/2'
for Metal to Metal, Beam to Upright Bolt Connections
CONNECTINGTO: CONCRETE
Enclosed Structures @ 35.53 #/SF
Fastener
diam. min edge min. ctr. No. of Fasteners / Roof Area 8
dlstanee to 1/Area 2/Area 3/Area I 4/Area
114' v- 518" 1.464-41 2.908-82 4,362 -125 5.819-164
5116" 318' 718" 1,894 - 53 3,788 -107 5,61 -160 7,578-213
318" 314' 1' 2.272-64 4.544-128 6,818 -192 9,088 -256
112 1' 1-1/4" 3,030 -85 6,060-171 9,090 - 2581 1Z120 -34I
Notes for Tables 9.5 A. B:
1. Tables 9.5 A & B aro based on 3 second
wind gusts at 120 MPH: Exposure "B';
I=1.e.
Z Minimum spacing Is 2-1/2d O.C. for
screws & bolls and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws,
bolts, and rivets.
Table 9.2 Wood & coarct€; Fasteners four Open or Enclosed Buildings
Loads ana Arva.707'31 reay.J ension Only
Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # / SF)
For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this age
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 2 3 4
1/4"e
1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF
1-112' 396#-14 SF 792#-29 SF 1188#-43SF 1584#-58 97F-
2-112" 66D# - 24 SF 1320# -48 SF 1980# - 72 SF 2640-9V
5116"0
1' 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF
1-1/r 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF
2.112" 760#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF
318'0
1' 356#-13 SF 712#-26 SF 1066#-39SF 1424#-52 SF
1-112' 534#-19SF 1068#-39SF 1602#-56 SF 2136#-7B SF
2-1/2' 890# - 32 SF 1780# - 65 SF 2670#. 97 SF 3560# -130 SF
CONNECTINGTO: CONCRETE In. 2,500 psQ for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length ofIEmbed
Number of Fasteners
1 1 2 1 3 1 4
TYPE OF FASTENER" Pulck Set" oncrete Screw Rawl Zara Nallin or E ulvalent
114-0 14
2'
73#-IOSF I 546#-20SF I 819#-30SF
316#-12 SF 632#-23-- P 948#-35 SF 1264#-46 Sr
TYPE OF FASTENER"Concrete Screw (Rawl Tapper or Equivalent
3116"s 1-114'
1-34'
6#-21 SF 864#- 32 SIF 1152#-42 SF288#-11 SFr742# 371#-14 SF -27 SF 1113#-41 SF 1484#-54 SF
114"o 1-114" 365# -13 SF0# - 27 SF 1095#-40SF 1460# - 53 SF
1-1/2'x1-1/2'3/16'(0.188')
1-34" 427#-16 SF4#-31 SF 1281#-47 SF 1708#-62 SF
318"o 1-112
134"
511#-19 SF2#-37SF 1533#-56 SF 2044#-75 SF
703#-26 SF6#-51 SF 2109#-77 SF 2812#-103 SF
TYPE OF FASTENER a Expansion Bolts Rawl Power Bolt or Equivalent
318"a 2.112" 1050#-311 SF 2100#-77 SF 3150#-115 SF 4200#-153 SF
3111- 1575#- 57 IF 3150# -115 SF 4725# -172 SF 6300# - 230 IF
1/2-a3'
x 10" x 0.072"
1399# - 51 SF 2798# - 102 SF 4197# -153 S 5596# - 204 SF
5' 2332# - 65 SF L4664# -170 SFI 6996# - 255 SFI 9328# - 340 SF
Note: WIND LOAD CONVERSION TABLE:
1. The minimum distance fmm the edge of the For Wind Zone.4Reglons other than 120 MPH
concrete to the concrete anchor and spacing Tablas Shown).
between anchors shall not be less than Sd where muttiply allowable bads and roof areas by the
d Is the anchor diameter, conversion factor.
Z Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I = 1.00. WIND APPLIED CONVERSION
3/16'
REGION LOAD FACTOR
2'x4'x0.044"
1D0 26.6 1.01
1'x 1'x 1/16 0.
110 25.8 1.01
12
120 27.4 1.00
U -channel
123 28.9 0.97
117
130 322 0.92
1x6"x0.072"
14x1 37.3 0.86
1'x2 -1/8'x 1'x 0.050'
140.21 37.3 0.86
5116
150 1 42.8 0.80
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
Metal to Plywood
112 4 ply 518'4 ply 1 314'4 ply
Shear Pull Out Shear Pull Out Shear Pull Out
Screw 0 lbs. lbs. (lbs.) (Its.Obs.) lbs.
8 93 48 113 59 134 71
10 100 55 120 69 141 78
12 116 71 131 78 143 94
14 132 70 145 88 157 105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel Steel Mandrel
Rivet Diameter Tension Its. Shear Tension Ibs. Shear
1/8" 129 176 210 325
5132" 187 263 340 490
3116" 262 375 445 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/Wind Zone Use Next Larger Size for "C"
Exposures
note:
1. # of screws to beam, wag, and/or post equal to depth of beam For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2. For post attachments use wag attachment type - to wait of member thickness to
determine angle or u channel and Lisa next higher thickness for angle or u channel than the
upright wag thickness.
3. Inside connections members shag be used whenever possible
Le. Use In Veu of angles where possible.
4. The thicker of the two members u channel angle should be piece on the inside of the
connection if possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 #/ SF)
For Wind Regions other than 120 MPH. Use Conversion Tahte at eott"m of this easel
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Maximum Screw I Anchor Size
Max Size of Beam
Upright
Attachment Type Size Description To Wall
0
To Upright/ Bea
0
2'x4"x0.044' Angle 1•xI' x 0.045! 3/16' 10
2'x4'x0.044" Angle 1'x 1'x 1/16 0. 3116' 12
1x5"x0.072" U -channel 1-10x 1 -1/2'x1 -1/r x0.125" 117 14
1x6"x0.072" U -channel 1'x2 -1/8'x 1'x 0.050' 5/16' 5116
x 8'x 0.072" Angle 1'x 1'x 1/8(0.125) 3/16' 12
x 10' x 0.072" Angle- 1-1/2" x 1-117'1/16'(0.067) 1/4' 12
x7'xO.07- Angle 1-1/2'x1-1/2'3/16'(0.188') 1/4 14 '
2"x 10" x 0.072" Angle 1-1/2' x 1-112' 1/8'(0.062-) 1/4' 14
2" x r x 0.072' Angle 13/4' x 1314" x 1/8'(0.1251) 1/4" 14
x 10" x 0.072" U -channel 13/4' x 13/4" x 13/4' x 1/8" 318" 14
2"x10"x0.72" Angle 7x2'x 0.093' 3/B" 516•
x 12"x 0 .072" Angls Ix2'x11W(0.125') 5116' 5116"
2"x10"x0.072" Angle 2*x2`x3J16'(o.313') 1/7 1/T
note:
1. # of screws to beam, wag, and/or post equal to depth of beam For screw sizes use the
stitching screw size for beam / upright found In table 1.6.
2. For post attachments use wag attachment type - to wait of member thickness to
determine angle or u channel and Lisa next higher thickness for angle or u channel than the
upright wag thickness.
3. Inside connections members shag be used whenever possible
Le. Use In Veu of angles where possible.
4. The thicker of the two members u channel angle should be piece on the inside of the
connection if possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 #/ SF)
For Wind Regions other than 120 MPH. Use Conversion Tahte at eott"m of this easel
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
114"a
1' 264#-7 SF 528#-15 SF 792#-22 SF 105W-30 SF
1-112" 396#-11 SF 792#-22 SF 1188#-33SF 1584#-45 SF
2.112' 660#-19 SF 1320#-37SF 1980#-56 SF 2640#-74 SF
5116"o
1" 312#-9 SF 624#-19 SF 936#-26 SF 1248#-35 SF
1-1/2' 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF
2.1/2" 78M-22 SF 1560#-44 SF 2340#-66 SF 3120#-B8 SF
318"o
1" 356#-10 SF 712#-20 SF 1068#-30SF 1424#-40 SF
1-1/2' 534#-15 SF 1068#-30 SF '16021602#-45g_ 602#-45 SF 2136#-60 SF
2.112" 1 890# - 25 SF 1780# - 50 SF 2670# - 75 SF 3560# - too S
CONNECTING TO: CONCRETE [Min. 2,500 PSO for PARTIALLY ENCLOSED Buildings
Fastener Length of
Diameter Embedment 1
Number of Fasteners
2 1 3 1 4
PE OF FASTENER - "Quick Ser Concrete Screw Rawl Zamae Nallln or Equivalent
114"o 1-112"
2"
233#185E
270#-10 SF
466#-17 SF 699#-25 SF 932#-34 SF
540#-20SF 810#-30SF 1 1080#-39SF
PE OF FASTENER - Concrete Screw Rawl Tal oper or Equivalent
3I76'o 1 -112"246#
1-314"
TSF
317#-9SF
492#-14 SF 738#-21 SF 984#-2B SF
634#-18 SF 951#•27 SF 1268#-36 SF
1/4"o 1-1/2" 1111 365#.10 SF
465#-13 SF
21 SF 9#31 S 1460#--41 SF
3-26SF351-34"
71095#-
39SF 1860#-52 SF
1-1/
1-34'
437#-12 SF
1 601#-17 SF
7318"o 874#-25 SF 1311#-37SF 48#49 SF
1202#-34 SF 1803#-51 SF 2404#-68 SF
TYPE OF FASTENER" Expanslon Bolts Rawl Power Bolt or Equlvalent
318"0 2.1/2"
3-1/2'
1 1205# - 34 SF . 2410# - 68 SF 3615# -102 SF 4820# -136
1 1303# - 37 SF 2606# - 73 SF 3909# -110 SFJ 5212# -147 SF
IWO 3"
5'1
1806#-51 SF 13612#-102 SFJ 5418#-152 SFI 7224#-203 SF
1993# - 56 SF 13986# -112 SFJ 5979# -168 SFJ 7972# - 224 SF
Note:
Minimum Anchor Size for Extrusions
1. The minimum distance from the edge of the WIND LOAD CONVERSION TABLE
concrete to the concrete anchor and spacing For Wind Zones/Reglons other than 120 MPH
between anchors shall not be less than 5d Tables Shawn), multiply allowable loads and roof
where d Is the anchor diameter. areas by the conversion factor.
2. Allowable bads have been Increased by 1.33 for
2"x9"
wind leading. WIND APPLIED CONVERSION
3. Allowable roof areas ere based on beds for REGION LOAD FACTOR
Glass/ Partially Enclosed Rooms (MWFRS) 100 25 1.22
1=1.00 110 30 1.11
2' x 6' or less
120 35 1.03 .
T1--'0'5-0.72
123 37 1.00
0.57
130 42 0.04
connections.
140.1&2 48 0.88
0.58
150 56 0.81
Table 9.9 Minimum Anchor Size for Extrusions
W
U) o
Wall Connection
Q
ExtruslomWali Metal Upright Concrete Wood
8
2"X 10' v0." #14 1/4' 1/4'
14'
2"x9" 1/4' 41/4' 1/4'
8
2"x8' 114" 112 1/4' #12
0.56
2" x r 3/16' #10 3116' 910
021
2' x 6' or less 3116'
T1--'0'5-0.72
Note:
0.57
Wag, beam and upright minimum anchor sizes shell be used for super gutter
connections. Z
0.58 0.72
Table 9.10 Alternative Anchor Selection Factors for Anchor I Screw Sizes
W wIL
ofO
Wto
O
Alternative Anchor Selection Factors for Anchor / Screw Sizes 0
Concrete and Wood Anchors
concrete screws: 2" maximum embedment)
Anchor Size 3116" 114' 316"
3116' 1.00 0.83 0.50
11'r 0.63 1.00 0.59
318' 0.50 0.59 1.00
Z_
Dyna Bolts (1.518" and K
2-114" embedment respectively) W
Anchor Z
Size 3/16' fir 02
3116" 1 1.00 1 0.46 W
1 112" 1 0.46 1 1.00 10
LL
Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number
of screws.
Example:
If (10) #8 screws are required. the number of #10 screws desired hi:
0.8x10=(8)#10
oN
a rn
NV
I LL^r,S60
tZ V) v en am u
Ua 4--t
rad
Xv
c in
Cl.3 :3d1 LL ni n
O coP
W CLX c
I III • rad ^
W 4E -
t
a UcoJrdt\ J be
F'
Q M
m Nv
00 J
I" wn
J o
Q E
SEAL
W
U) o
Metal to Metal
Q
SHEET
AnchorSlu 8 10 12 14' 5116' 318"
8 1.00 0.80 0.56 0.46 027 021
to0 0.80 T1--'0'5-0.72 0.57 0.33 026
12 0.58 0.72 1.00 0.78 0.46 0.36
MAI 0.46 0.57 0.78 1.00 0.59 0.46
5116" 027 0.33 OAS 0.59 1.00 0.79
3!B' 021 026 0.36 0.58 0.79 1.00
W wIL
ofO
Wto
O
Alternative Anchor Selection Factors for Anchor / Screw Sizes 0
Concrete and Wood Anchors
concrete screws: 2" maximum embedment)
Anchor Size 3116" 114' 316"
3116' 1.00 0.83 0.50
11'r 0.63 1.00 0.59
318' 0.50 0.59 1.00
Z_
Dyna Bolts (1.518" and K
2-114" embedment respectively) W
Anchor Z
Size 3/16' fir 02
3116" 1 1.00 1 0.46 W
1 112" 1 0.46 1 1.00 10
LL
Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number
of screws.
Example:
If (10) #8 screws are required. the number of #10 screws desired hi:
0.8x10=(8)#10
oN
a rn
NV
I LL^r,S60
tZ V) v en am u
Ua 4--t
rad
Xv
c in
Cl.3 :3d1 LL ni n
O coP
W CLX c
I III • rad ^
W 4E -
t
a UcoJrdt\ J be
F'
Q M
m Nv
00 J
I" wn
J o
Q E
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