HomeMy WebLinkAbout2104 Lili Petal Ct1
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RECEIVED
APR 2 6 2011 CITY OF SANFORD . -
BUILDING & FIRE PREVENTION
RY: PERMIT APPLICATION
Application No: I Documented Construction Value: $ 7Y 7 0
Job, Address: Z_ 4, N4 Wit' • Historic District: •Yes No
Parcel ID: Zoning:
Description of Work:: ' " . C:57cl_e_ ( • • a M o n nzw ( arz:t zA 446 /a X
Plan Review Contact Person:
P''
r "
Title: C -i i
Phone: -107 ,,W X:5, 6-Fax: E-mail:
Property Owner Information'
Name d n A h % , ,e Phone: Y47 YJOY acF(-;> %
Street: c'/ 6y Resident of property?
City, State Zip:
Contractor Information
Name /d Phone: 07 3 3`Ss
Street: Fax: C107 321:9- 3 039 ty :
7 igGCZ7 ,pp% Ci ,State Zip: 7 State License No.: Architect/
Enginee'r Information Name:
6,4::W,_9_4 c e.. Phone: Street: ..
Fax: City,
St, Zip: _ E-mail: Bonding
Company: Mortgage Lender: Address:
Address: RE"
T INFORMATION 1101MOWN NOtfi00NaYAeBuilding
Per f to otstZ - aitdu9 isfoN i,?A. . ,zoo eta#a - aftdA 1"1014 I. * 4 t
oo ,
CS tst4S as1lgp3 .m[no0 VM 4• 3 mzigx3mmo qPA • p - jlyi/
Square
Footag % najzzimmu0 V¬ aaii RW0 atConstruction
Type. o. rie : No.
of Dwelling nits: Flood Zone: Electrical -
I Plumbing New
Service,— No. of AMPS: New Construction - No. of Fixtures: Mechanical', (
Duct layout required for new systems) Fire Sprinkler/Alarm No. of heads: lao,
3c
i Yq [ tee
L
Application,is hereby'made to obtain a permit to do the work and -installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction.-- I• understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers,. heaters, tanks, and
air conditioners, etc:
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU -INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
C -7 i I
SjKature of Owner/Agent bate
Print Owner/Agent's Name
Signature ry-State of Florida Date
BRYAN OORION
Notary Public - State Of Florida
My Comm. Expires Mar 27, 2011
Commiaaion 0 EE 7"M
Produced ID
or
APPROVALS: ZONING: A IA - 3- 3 UTILITIES:
ENGINEE ' 3` I 1 FIRE:
COMMENTS:
66,
Signature of Con cto/r/Agent D to
ry ' Print
Contractor/Agent's Name Signature
of Notary-Sta e o Iorida Date 1QY
InIIII SPb' BRYAN
OORION Notary
Public - State of Florida My
Comm, Expires Mar 27, 2015 g •.
commi
erSgrf&ljf 9&o to Me or ContractorlA' ent is Produced
ID Type o WASTE
WATER: BUILDING: /
Rev
11.08 "" "
P "R BUILDERS^INC.RAG( IEd
wz.—...•,..-n-T.- _.•--.:.+,r_-.,.-..-_....':..`Y„.'"-:_"._'^...r7'.!.5r.. u.' : '^_i': _: i.:..T_: ,
2938 Stonewall Place - Sanford. FL 32773
i'eiepnone: (407).u4-!nfou r ax: (4v 1) -31-A-av-37
Amps a State Certified: #CBC053007
7
NAME 6F /),4 f_x-DATE
CITY ZIPADDRESS
DIRECTIONS:
REFERRED BY:
SCREEN:
FLAT: -.GABLE:... TIE IN:
ROOF SIZE: / x SO
KICKPLATF: 14-1 04f tv 4J .41
W TYPF.-
FRAME COLOR:
IF
L. . r 17 c9
PORCH OVERHANG:
HOUSE O.H.: SOFFIT? V1,4
TIE IN HEIGHT:
FAN BEAMS:
SLAB SIZE:
DEMO.
ELECTRICAL
L
Sir7.7 777 F77 F InIr a EdersaambL %6
1) HAIRLINE PTF 4ZI ARC 19 A , CRACKINGC_,yp,,,n:;w t-ow
COMMON OCCURRENCE.
EselvCb d1i 6 ofiiraclors, mechanics and material RPT.orATt- ED AY CUTOMFR. 2) SPRINKLER HEADS MIUST BE
proviqe . .. ..... which may be asserted under any
payfil, 01t Of the contract priur
Purchaser a - grees t . o supply electrical'power at job site. 4) FLOOR MAY REQUIRE LEVELING FOR TILE INSTALLATION.
5)- FOR ANY REMPECTION FEESD 'UE xy
A/
nZ,- TO INACCESSIBILITY OR MISSING PERMIT. I - .
6) IF HOMEOWNER'S ASSOCIATION APPROVAL IS NECESSARY, IT IS
CUSTOMER'S RESPONSIBILITY TO OBTAIN PRIOR TO WORK START.
WoTpz-
0
X
hav,
read the 'fb7goI116 J'sA- w-!;; 70
hasei:
PurcEpOsIT 0o' Estimator—
B 7 Z--D E uPayment
Schedule:
Seminole County Property Appraiser Get Information by Parcel Number Page I of I
PARCEL DETAIL, A
DAVW CFA.ASA
CELERY AVE
LACTIG—
PROPERTY
APPRAISER
T
SMMNOI-F- COUNTY FL
TP11-
1101E. FIssrsT
SAuFoRa.FL32771-146B
407-65-7508
VALUE SUMMARY
VALUES
2011 2010
Working Certified
GENERAL Value Method Cost/Market Cost/Market
P 219-31-520-0000-0370 Number of Buildings I I
Owner. TINGLE LORI A & JONATHAN D
Depreciated Bldg Value 144,486 158,676
Mailing Add 2104
Depreciated EXFT Value 0 0
City,StateZpCode: SANFORD FL 32771 Land Value (Market) 24,000 24,000
Property Address: 2104 LILI PETAL CT SANFORD 3Z771
Land Value Ag 0 0
Subdivision Name: TUSCA PLACE NORTH
Just/Market Value 168.486 182,676
Tax District: SI-SANFORD
Portability Adj D 0,
Exemptions: OD -HOMESTEAD (2009)
Save Our Homes Adj 0 0Dor01-SINGLE FAMILY
Amendment I Adj 0 0
Assessed Value (SOH) 168,486 182,676
FTax Estimator
2011 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 168,486 50,000 118,486
Amendment 1 adjustment is not applicable to school assessment) Schools 168,486 25,000 143,486
City Sanford 168,486 50,00 118,486
SJWM(Sa1nt Johns Water Management) 168,486 50,000 118,486
County Bonds i $168,4861 50,000 1 118,486
The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates.
SALES
2010 VALUE SUMMARY
Deed Date Book Page Amount Vac/imp Qualified
2010 Tax Bill Amount: 2,860
SPECIAL WARRANTY DEED 1212008 07107 1503 $241,900 Improved Yes
2010 Certified Taxable Value and Taxes
WARRANTY DEED 05/2008 07003 1287 $110,000 Vacant No
DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS
Find Comparable Sales within this Subdivision
LAND LEGAL DESCRIPTION
Land Assess Method Frontage Depth Land Units Unit Price- Land Value PLATSPick... _, LOT
0 0 1.000 24,000.00 $24,000 LOT 37 TUSCA PLACE NORTH PB 72 PGS 69 - 70 BUILDING
INFORMATION Bid
Nurn Bid Type YearBIt Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est
Cost New
Buildinq
I
SINGLE FAMILY 2008 11 1,185 3,176 Sketch
2,
722 CB/STUCCO FINISH $144,486 146,686 Appendage
I Sqft GARAGE FINISHED / 420 Appendage/
Sqft OPEN PORCH FINISHED 134 Appendage/
Sqft UPPER STORY FINISHED / 1537 NOTE:
Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch FinishedBase Semi
Finshed Permits
jNOTE:
Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. I—
If you recently purchased a homesteaded property your next years property tax will be based on JustlMarket value. http://
www.scpafl.orglweblre—web.seminole—county_#tle?PARCEL=3219315200000037O... 4/6/2011
684
1rusca Place Homeowners Assn
6972 Lake Gloria Blvd
Orlando FL 32809-3200
April 15, 2011
Lori A. Tingle
2104 Lili Petal Court
Sanford FL 32771
Al : 2104 Lili Petal Court
Dear Sir or Madam:
The Architectural Review Board has reviewed your application for the screened in patio.
Please be advised that your application has been Approved.
This decision was based on or with the following stipulations/reasons, N/A
Please note that if an approval was granted, it is your obligation to obtain all necessary permits. The improvement must meet all municipal guidelines or restrictions (if applicable) in addition to
Architectural Guidelines established for the community.
If you require further assistance, please do not hesitate to -contact our office.
Association Contact Information:
Architectural Review Processing Department -- 407-781-1406
arb@lelandmanagement.com
Mel Moses, LCAM, Association Manager
Phone: 407-781-5763
Fax: 407-781-57-64
Email: mmoses@lelandmanagement.com
cc. Owner's File
Enclosure
E0/Z0 39dd 3DIA63S 809089ZLOO 61:00 TTOZ/6T/b0
a
BOUNDARY SURVEY Description:
PREPARED FOR- Lot 37, TUSCA PLACE:- NORTH
MERCEDES HOMES, INC. according to the plat thereof as recorded in Plat Book 72 pages 69 thru 70 in the
LOT 37 IS ON PAGE 70 public records of Seminole County, Florida.
0
0' 5' 10' 20'
SCALE 1 '= 20'
TRACT A
OPEN SPACE 6`'
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LO,T ' 36 Z 0. 0
3.0'
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11. BEARINGS ARE BASED ON THE CENTERLINE
OF LILT PETAL COURT BEING S00'09'50'E.
2. UNDERGROUND IMPROVEMENTS, ROOF
OVERHANGS AND FOOTERS HAVE NOT
BEEN LOCATED.
3. ELEVATIONS ARE BASED ON NATIONAL
GEODETIC VERTICAL DATUM OF 1929.
4. BUILDING TIES ARE TO FOUNDATION.
S. 8UILEIZ TIES ARE NOT TO BE USED TO
CONSTRUCT DEED OR PUTTED LINES.
6. BEARINGS AND DISTANCES SHOWN HEREON
ARE MEASURED AND PER RECORDED PUT
UNLESS OTHERWISE NOTED.
CABLE RISER
TELEPHONE
RISER
TRACT "B"
DRAINAG$ REMMON
AND RECREA770N
Ei
OJ
TWO STORY
1ST. CONC BLOCK
21M. WOOD FRAME44M
COVERED
CONC ENTRY
21.3' 18.7'
6.0.
3.6' BRICK
PAVERS ViALK
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110' u.EJ
61 C r p
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LILT P ffAL COin LOT
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U X 0 w LCi G4 FLOOD CERTIFICATION
BASED ON
THE FEDERAL EMERGENCY MANAGEMENT AGENCY
FLOOD INSURAI
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dra
PERMIT #
III NIIWHl I D IgIW111wtIIq WNlll 11
THIS INSTRUMENT PREPARED BY:
N
Address:
r MARVA" NMv CLERK OF CIRCUIT COURT1Z >---= / A/ SEI4INOLE COUNTY
State of Florida AK 07564 pg 14441 tlpg)
CLERK'S 0 2011(146304
RECORDED 05/03/2011 12:07:45 P*
RECORDING FEES 10.00
NOTICE OF COMMENCJEW T Saith
Permit Number !, (— t -3,A0 Parcel ID Number (PID) ,R / % 3/ 5-a 40 O 0 a P 0370
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 desgription of the property and street address if available)
GENERAL DESCRIPTION OF IMPROVEMENT
OWNER INFORMATION
Name and address:
227,7
Fee Simple Title Holder name and address (if other than owner)
CONTRACTOR /
Name and address: cif' `'' l' , GEC u-J
FI
Persons within the State of Florida Designated by Owner upon whom notice or other documents may b sr s ra $ by Section 713.13(1)(b), Florida Statutes. , V
Name and address: IN U1T r0
In addition to him§A Owner Desig
Section 713.
o receive a copy of the Lienor's No 'e , dtn4`-
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 FLORIDA COUNTY OF SEMINOLE
PNERS SIGNATURE OWNERS PRINTED NAME CJ
NOTE: Per Florida Statute 713.13(1) (g), owner must sign...... and no one else may be permitted to sign in his or her stead."
The foregoing instrument was acknowledged before me this _7 day of
by 0/704- iroV1 %,"-Z-
Name of person making statement
Who is personally known to meg
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 TO THE BEST OF MY KNOWLEDGE AND BELIEF.
X
OF NATURAL PERSON SIGNING ABOVE
IRYAN DOWNrNary(.IgW1 ofRaja
My 0• EW* "ir 27, 201
Comminbn 0 ff ism
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in compliance with
ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements,
Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C.
Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be
used for codes other than the Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity bads, walk-on or live loads,
and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher bads and wind zones
may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby
listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter
of review and statement no financial interest is available upon request A copy of Brian Stirlings' letter is
posted on my web site, www.Mve.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer,
or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my
continuing education class on the use of the manual prior to becoming a authorized user and bi-annua Ily
thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the following pages:
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of Weal screen room.
SHEET 4: Post to base and puriin details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8430: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEET 10C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water
relief detail, beam connection to fascia details, pan roof 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
bads 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. 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 Maslerfile 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 -infringement 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 attorneys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME: 2&4
CONTRACTOR LICENSE NUMBER: Ce C aS 20 O
COURSE # 0002299 ATTENDANCE DATE:
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: Yes
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. Yes
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 traces are properly installed (if required) . . . . . . . . .. .. . . . . .
g. Roof panel sizes, length & thickness .
3. Check load bearing uprights / walls to deck for. Yes
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . .
b. Correct number, size & spacing of fasteners to upright . . . . . .
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . .
d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for. Yes
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 . . . . . . . . . . . . . . . . . . . . . .
5. Check roof panel system for. Yes
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:
No
No
No
No
No
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-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 2O09 SUPPLEMENTS.
JOB NAME:
ADDRESS:
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FOR ONE PERMIT ONLY 08-12-2010 1 OF
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CiESIGN 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
Suppl ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B'_LZ or'C' or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 PH and higher, 120
MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressure Design Pressures
for Screen /Vinyl Rooms can be found on a 3A-0:
a. "B" exposure =AJ for Roofs & MPSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid
Phone: (a)
Contractor /Authorized Rep' Na (please print)
Date:,yF'//uLa`,/
Contract Authorized Rep• Signature
Job Na e & Addresse & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans . . . . . . . . . .. : . . . . . . . . . . . -
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . - -
C. Contractor's / Designer's name, address, phone number, & signature on plans . _y( -
D. Site exposure form completed .. . . . . . . . . . . . . . . . . . . . . . . .
E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: /
1. Plan view with host structure area of attachment, enclosure length, and -
projection from host structure
2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . _y
Select beam size from appropriate 3A.1 series tables) • l
4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . . . 1-
Select uprights from appropriate 3/L2 series tables)
Check Table 3A.3 for minimum upright size)
S. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . .
Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . 1-/
Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Y No
A. Beam & purlin tables w/ sizes IN ss, spacing, & spans / lengths. Indicate . . - -
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind z jt3h" Ex re to
MPH wind zone and/or "C' or'D" Exposure for load width
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ' REQUIRED SPAN NEEDED IN TABLE
Q Y_(bord)= _
t 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 allt ble height / span conversions from 120 MPH
wind zone ' Exposure to V MPH wind zone and/or'C' Exposure for badwidthW
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE
b on d) _
EXPOSURE MULTIPLIER
see this page 3)
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . -
D. Connection details to be used such as:
1. Beam to upright
2. ..............................-
3. Beam to wail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -_
4. Beam to beam . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . -
5 Chair rail, puriins, & knee braces to beams & uprights . . . . . . . . . . . .
6. Extruded gutter connection . . . . . . . . . . . .. . . . . . . . . . . .
E.
U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . . . .
Foundation detail type & size . . .. . . . . . . . .. . . . . . . . . . . . .
Must have attended Engineers Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Black, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verity that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing
slab and 20'-0" with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to Willy sheds, carports, and / or other structures to be attached.
b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050' with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 7 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 category I, 11, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantted as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 sedes.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite panel solid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design Wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height
of less than 30 ; roof slope of 0" to 20% 1= 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16 projection with a 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"
Basic
Wind
Pressure
Screen Rooms
Vin I Rooms
Over Hang
All Roofs
Roof Walls
100 MPH 13.0 10.0 1 12.0 46.8
110 MPH 14.0 11.0 13.0 47.1
120 MPH 17.0 13.0 15.0 48.3
123 MPH 18.0 13.3 15.9 50.8
130 MPH 2O.0 15.0 18.0 56.6
1404 MPH 23.0 17.0 21.1 65.7
140-2 MPH 23.0 17.0 21.1 65.7
ISOMPH 26.0 20.0 24.0 75.4 Note:
Framing
systems of screen, vinyl and glass moms are considered to be main frame resistance components. To convert the above
bads from Exposure re• to Exposures •C' orD` see Table 3A-C next page. Table 3A-
A Conversion Factors for Screen &
Vinyl Rooms From 120
MPH Wind Zone to Others_ Ex-nure "B" Roof Walls
Wind Zone
MPH Applied
Load
NISF) Deflection
d
Banding
b
Applied
Load
ISF) Deflection
d)
Bending
b
too
10.
0 US 1.14 12.0 1.08 1.12 110 11.
0 1.06 1.09 13.0 1.05 1.07 120 13.
0 1.00 1.00 15.0 1.00 1.00 123 13.
3 0.99 0.99 15.9 0.98 0.97 130 15.
0 0.95 0.93 18.0 0.94 0.91 140.1&
2 17.0 0.91 0.87 21.0 0.89 0.85 15D 20.
0 0.87 0 Al 24.0 0.B5 0.79 Table 3A-
13 Conversion Factors for Over
Hangs F.,,," ".u„- _ "
B" t" " '_ "r" Wind Zone
MPH Applied
Load
ISF Deflection
d
Bending
b
10D
46.
8 1.01 1.02 110 47.
1 1.01 1.01 120 48.
3 1.00 1.D0 123 50.
8 0.98 0.97 13D 56.
6 0.95 0.92 740-1
65.7 0.90 1 0.86 140-2
1 65.7 0.90 0.86 150 1
75.4 1 0.86 0.80 Conversion Table
3A-C Load Conversion
Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Mean Roof
Height' Load
Conversion
Factor
Span
Multiplier
Load Conversion Factor
Span
Multiplier
Bending Deflection
Bending Deflection o -15,
1.21 0.91 0.94 1.47 0.83 0.88 15' - 20'
1.29 0.88 0.92 1.54 0.81 0.87 2D'-25'
1.34 0.86 0.91 1.60 0.79 0.86 25' - 30'
1 A0 0.85 0.89 1.66 0.78 0.85 Use larger
mean roof height or host structure or enclosure Values are
from ASCE 7.05 SITE EXPOSURE
EVALUATION FORM QUADRANTII 10.
EXPOSUREA
I QUADRANT IV
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I
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ZONES
ARE MEASURED FROM STRUCTURE OUTWARD z SITE w
USING THE
FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR D. EXPOSURE. 'C'
OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. z w EXPOSURE
C:
Open terrain with scattered obstructions, including surface undulaltions or other X Irregularities, having
heights generally less than 30 feel extending more than 1,500 feet 0 LL fromthe
building site in any quadrant o w 1. Any
building located within Exposure B-type terrain where the building is within 100 feet X horizontally in
any direction of open areas of Exposure C-type terrain that extends more o than 600
feet and width greater than 150 ft. 2. No
short tern changes In'b', 2 years before site evaluation and build out within 3 years, w site will
be V. - 3. Flat,
open country, grasslands, ponds and ocean or shorelines in any quadrant for greater v than 1.
500 feet J 4. Open
terrain for more than 1,500 feet inany quadrant. Ul SITE IS
EXPOSURE: R EVALUATED BY: DATE: ai i SIGNATURELICENSE#.
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ALUMINUM ROOF SYSI
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
ALUMINUM ROOFSY FEM
SCALE: N.T.S.
PER SOLID PANEL
ROOF SECTION)
RIDGE BEAM
PER TABLES 3A.1.4)
WnT STRUCTURE OR
FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 & 3A 1.2)
H. 0'
LWFOR
UPRIGHT
HEIGHT(h) 1"x2'
I— MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
FOR FOOTINGS SEE DETAILS
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7)
W/ SOLID ROOF TYP. FRONT VIEW FRAMING .
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1"x 2" PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
1 P/2
if
@FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS SEE SECTION 7 FOR DETAILS)
SEE TABLES) w
O.H.
SOLID ROOFx CC
NO MAXIMUM U)
ELEVATION SLAB OR GRADE)
P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
NOTES: 'P' VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW z-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1 140 1 150
8 #10 #12 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = V-0'
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PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1" x 1' x 2" ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2' x 0.032" MIN.
HOLLOW RAIL
I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
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
150
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
INTERNAL OR EXTERNAL
ALTERNATE
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN.(4) #10 S.M.S. -
ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2' BOTTOM W/ 1" x 1" x 2" x 1116"
CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2"
POST AT 24' O.C. MAX OR S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX. 1" x 2" x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI 410 EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
a • 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK: 2"
PTP,USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2' = 1'-('
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH — BEAM / HEADER
3) #10 x 1-11T S.M.S. INTO
SCREW BOSS
2) #10 x 1 112" S. M. S. INTO
SCREW BOSS ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS
CONCRETE W/ 1/4" x 2-1Z
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S.
POST AND 24" O.C. MAX INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI 1' x 2' EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
1-1/8" MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2" = V-0"
ANCHOR 1" x 2' CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POSTAT 24"
O.C. MAX OR THROUGH
ANGLE AT 24" O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6-l0x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
4) #10 x 11T S.M.S. EACH S(
OF POST
H-BAR OR GUSSET PLATE
2"x2"OR2"x3"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" =1'-0"
2' x 2" OR 2' x 3" POST
COMPOSITE ROOF PANELS:
8 x 9/16" TEK SCREWS BOTH (4) 1/4" x 4' LAG BOLTS W/ RISER PANELS ATTACHED PER
SIDES 1-1/4' FENDER WASHERS PER r,., .:r:_ ROOF PANEL SECTION
4'-0- PANEL ACROSS THE
1' x 2-1/8" x 1' U-CH9 NEL OR FRONT AND 24" O.C. ALONG
RECEIVING CHANNEL SIDES
CONCRETEPYCHOR
PER TABLE)
1-1/8"MIN.1 CONCRETE HEADERATTACHED
T x 2" OR 2" x W HOLLOW W/ MIN. (3) #10 x 1-1/2"
IN SCREW BOSSES
IECTION - DETAIL 1'
SCALE: 2" = 1'-0"
1' x 2-1/8" x 1' -CHANNEL OR
2' x 2' OR 2" x 3' POST RECEIVING CH NEL
8 x 9/16' TEK S EWS BOTH
SIDES
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
8 x 9/16" TEK SCREW BOTH
SIDES
1" x 2-1/8" x 1- U-CHANNE OR
RECEIVING CHANNEL
IDCONCRETEANCHOR
PER TABLE)
1-1/8" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" = l -(r
EDGE BEAM
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
1" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX 6"
FROM EACH END OF POST
AND 24" O.C. 1'
MIN.
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
THROUGH SPLINE GROOVES
SIDE LL HEADER
ATTAC TO 1"x 2" OPEN
BACK W/ (2) #10 x 1-1/2'
S.M.S.
IDE WALL GIRT ATl
x 2" OPEN BACK"
10 x 1-1/2" S.M.S. IN
OSSES
FRONT AND SIDE BO'
RAILS ATTACHED TO
CONCRETE W/ 1/4"x',
CONCRETE/MASO
ANCHORS @ 6" FR
POST AND 24' O.0 M
WALLS MIN. 1" F M
CONCRETE
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" =1'-0"
I - IN
tY
GIRT AND KICK PLATE 2" x 2"
HOLLOW RAIL
POST ATTACHED TO BOTTOM
W/ MIN. (3) #10 x 1-112'
S.M.S. IN SCREW BOSSES
TYPICAL UPRIGHT DETAIL
SCALE: 2" = 1'-0"
PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL'U
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S. L
1
TO I--
PURLIN, GIRT, OR CHAIR RAIL
SNAP OR SELF MATING BEAM
ONLY
2"x2",2"x3"ORWx2"
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 E
POST AND 24" O.C. (M
SCREW BOSSES
i
I
O
I -
SNAP OR SELF MATING BEAM
1 ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" =1'-0"
I EACH FOR WALLS LESS THAN 6 -8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
llX AND O BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND
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 OUTSIDEOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1.3/4" x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
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OR PAN TYPE) MPOSITE
EDGE BEAMSOLID] FFATEN PANELS 7 AND I OR 3A) PER DETAILS IN SECTION
HEADER
6' MAXIMUM
U
N- PANS OR
w = 0 z COMPOSITE PANELS
IF KNEE BRACE LENGTH
Wa
W
PER SECTION 7
0 EDGE BEAM TABLES:
w zEXCEEDSTABLE1.7 USE w= 2 3A.1.1, 2
CANTILEVERED BEAM v1 2 rn 0
CONNECTION DETAILS Of _
W wO
POST TO BEAM SIZE AND
SCREEN OR SOLID WALL POST SELECT PER TABLE 3A.3 OF BOLTSLTS
MAY FACE IN OR OUT) USE 2 x 3 MINIMUM SEE TABLE
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2) 1/4" x 2' LAG
SCREWS @ 24" 0. C. (MAX.) 2" x " S.M.B. EACH STRAP
2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4" BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2" x 0.062" ANGLE EACH EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH OR SUPER
LEG INTO POST AND INTO GUTTER MAX. DISTANCE TO
GUTTER (MIN.)
HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL (a)- FASCIA (WITH SOLID ROOF)
SCALE: 2" = V-0"
v! W ROOF PANEL _
SEE SECTION 7)
BEAMS MAY BE ANGLED FOR
GABLED FRAMES ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
30 SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 3A.3)
SEE TABLES 3A.3)
il t
1" x 2" MAY BE ATTACHED FOR
POST NOTCHED TO SUIT
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'-U'
r----------
UW ROOF PANEL
SEE SECTION 7)
1-W4" x 1-3/4" x 0.063'
RECEIVING CHANNEL THRU
BOLTED TO POST W/ THRU tANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANELBOLTSFORSIDEBEAM
SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND
OF BOLTS) i SIZE OF POST (SEE TABLE
T_ Fas)— 3A.3)
BEAM AND POST SIZES
SEE TABLE 3A.3) 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" =1'-(r
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U-BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4' S.M.S. @ 6"
M EACH END AND @ 24-
MAX.
E BRACE
IEQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
2' x 9' x 0.072" x 0.224' BEAM
SCALE: N.T.S.
SHOWN
ya•
1STRAP MADE FROM REQUIRED
GUSSET PLATE MATERIAL
SEE
TABLE FOR LENGTH AND OF
SCREWS REQUIRED) WHEN
FASTENING 2" x 2" THROUGH
GUSSET PLATE USE #
10 x 2" (3) EACH MIN. ym
ALL
GUSSET PLATES SHALL BE
A MINIMUM OF 5052 H-32 ALLOY
OR HAVE A MINIMUM YIELD
STRENGTH OF 23 ksi db =
DEPTH OF BEAM ds =
DIAMETER OF SCREW 2de
2'
x6"x0.050"x0.120' UPRIGHT
SHOWN ti
ryla
STRAP
TABLE vz
BEAM
SIZE
SCREWS
SIZE
LENGTH x
4 12 2-314- 2*
xW 4 #14 3-1/4 x
4 #14 1 3-14 x1
1 1 NOTES:
1 • ALL
SCREWS 3/4' LONG 1.
FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2.
SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER 3.
GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER 4.
SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED
SO THAT EQUAL SPACING IS ACHIEVED. 5.
LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET
PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE:
2" = 1' W PRIMARY
FRAMING BEAM SEE
TABLES 3A.1.1, 2) 1-
1/2" x 1-11T x 0.080" ANGLE EACH
SIDE OF CONNECTING _ BEAM
WITH SCREWS AS SHOWN
MINI. #
8 S.M.S. x 3/4" LONG NUMBER
REQUIRED EQUAL TO
BEAM DEPTH IN INCHES EXTRUSIONS
W/ INTERNAL SCREW
BOSSES MAY BE CONNECTED
W/ (2) #10 x 1-1/2' INTERNALLY
INTERIOR
BEAM TABLES. 3A.
1.3 BEAM
TO BEAM CONNECTION DETAIL SCALE:
2" =1'-0" BEAM
TO WALL CONNECTION: 2)
2" x 2' x 0.060" ANGLE
OR RECEIVING EXTERNALLY MOUNTED CHANNEL
EXTRUSIONS WITH ANGLES ATTACHED TO WOOD INTERNAL
SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8' x MAY
BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR 2) #
10 x 1-1/2" INTERNALLY TO CONCRETE W/ (2)1/4" x 2-
1/4" ANCHORS OR MASONRY WALL
ADD (1) ANCHOR PER MINIMUM #
8 S.M.S. x 3/4' w
1) SIDE FOR EACH INCH OF BEAM LONG
NUMBER REQUIRED m
DEPTH LARGER THAN 3' EQUAL
TO BEAM DEPTH w ~ IN
INCHES o w ALTERNATE CONNECTION: a
1)1-W4"x1-3/4"x1-/4"x1/8" INTERNAL
U-CHANNEL ATTACHED
TO WOOD FRAME INTERIOR
BEAM TABLES: P WALL
W/ MIN. (3) 31W x 2" LAG 3A.
1.3 SCREWS
OR TO CONCRETE OR
MASONRY WALL W/ (3)1/4- x
2-1/4" ANCHORS OR ADD (1) ANCHOR
PER SIDE FOR EACH INCH
OF BEAM DEPTH LARGER
THAN 3" BEAM
TO WALL CO lON DETAIL SCALE:
2" V-0" 2
x 2 EXTRUSION HINGE
LOCATIO 2
x 2 EXTRUSION HINGE
LOCATION HINGE
LOCATION NOTES:
1.
Door to be attached to structure with minimum two (2) hinges. 2.
Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3.
Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 4.
Bottom hinge to be mounted between 10 Inches and 20 inches from ground. 5.
Top hinge to be mounted between 10 Inches and 20 inches from top of 6.
If door location Is adjacent to upright a 1' x 2" x 0.044" may be fasten to upright with #12 x S.
M.S. at 12" on center and within 3" from end of upright N.
T.S. DETAIL --
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ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY
ANCHOR WITHIN 6" OF POST
AND 24" O.C. MAXIMUM
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF
APPROPRIATE DETAILS)
8" x 8" x 16" BLOCK WALL
MAX. 32")
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
1) #40 BAR CONTINUOUS
1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
KNOCKOUT BLOCK TOP
COURSE WITH 2,500 PSI PEA
ROCK CONC. DECK
6 x 6 - 10 x 10 WELDED WIRE
MESH (SEE NOTES
CONCERNING FIBER MESH)
2) #40 BARS MIN. 2-11T OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" =1'-0"
h' W' N x'"
32" 12' 2 10'-0"
40" 12" 2 8'-0'
48" 18' 3 6-0"
56" 18" 3 4'-W
60" 24' 3 2'-W
72' 30" 4 V-4-
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL 8' x 8' x 16" C.M.U.
1) #40 BAR CONTINUOUS
1) #50 VERT. BAR AT
CORNERSAND
x' O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
t-OTING
WITH (N) #5 BAR CO8"x 12" CONCRETE N..
ytr LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh,
InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shaN 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: 1/4" - V-0"
NEW SLAB 12" — 4T' EXISTING SLAB
30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR I EXISTING SLAB AND A MIN. 4'
CONTINUOUS 8" K INTO NEW SLAB 6" FROM
EACH END AND 48' O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3f4" =1'4r
SCREWS
SEE FASTENER TABLE)
1' x T CHANNEL
314" PLYWOOD DECK
USE Tx 4" OR LARGER
DETAILS FOR FRONT WALL
UPRIGHTS
1/4' S.S. x ' LAG SCREWS
W/ 1/4' x 1-112" FENDER
WASHER (SEE TABLE 4.2) @ 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" = 1'-0"
1/4" x 6' RAWL TAPPER
THROUGH 1" x 2" AND ROW
LOCK INTO FIRST COURSE OF —
BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NON-
STRUCTURAL KNEE WALL
1"WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
FOOTING W/ (2) #10 x 3/4'
S.M.S. STRAP TO POST AND
1) 1/4' x 1-3/4" TAPCON TO
SLAB OR FOOTING
ALUMINUM FRAME SCREEN
WALL
ROW LOCK
BRICK KNEEWALL TYPE S
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4• (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
4• (
1) #5 0 BARS W/ 3" COVER
TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = V-0" (
2) #5 BAR CONT.
1' PER FT. MAX, FOR 3-1/.
T-0" MIN. r ALL SI
I BEFORE SLOPE I
TYPE
FLAT SLOPE / NO
0-T / 12"
1. oun a ons shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2" (4• nominal) slab Is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0'. Then a minimum of a Type II footing is
required. All slabs shall be 3-1/2" (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh ® Mesh, InForca^ e3TM (Formerly Fibermesh MD) per manufacturer's
specification may be used in lieu of wire mesh. All slabs shall be allowed to cur; 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located In Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0'
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 29-V
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 3/4' = V-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER
SPECIFICATIONS PROVIDED
WITH APPROPRIATE KNEE
WALL DETAIL)
ALUMINUM UPRIGHT
CONNECTION DETAIL
SEE D'ETAIL)
5d MIN.
16" MIN.
TOTALS /\
2500 P.S.I. CONCRETE
6 x 6 -10 x 10 WELDED WIRE
MESH (SEE NOTES
CONCERNING FIBER MESH)
2) #50 BARS CONT. W/ 3-
COVER LAP 25" MIN.
3-1/2'
1 \ \ MIN.
s'
6 MIL.VISQUEEN VAPOR
BARRIER IF AREA TO BE
ENCLOSED
16" MIN. TERMITE TREATMENT OVER
UNDISTURBED OR
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.
4. Crack Control Fiber Mesh: Fibermesh ®Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturels
specification may be used in lieu of wire mesh.
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA
SCALE: 1/T = T-W
8'
EXISTING FOOTING — I /-- NEW SLAB W/ FOOTING
2) #5 BARS "DOWELED INTO
EXISTING FOOTING W/ EPDXY
8" EMBEDMENT, 25" MIN. LAP
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 1/2" = V-0"
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
10 x 1-112" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
2)114" MASONRY ANCHORS
PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR zHEADER
114" x 2" LAG BOLT (2) PER a
POST
afOLL
1" x 2" TOP AND BOTTOM
PLATE SCREW 2'•0" O.C.
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ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: T = V-0"
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UNIFORM LOAD
1_4
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
i 1-4
A B C
2 SPAN
UNIFORM LOAD
Z 4 aj
A B
1 OR SINGLE SPAN
UNIFORM LOAD
L L L l
A B C D E
4 SPAN
NOTES:
1) Z = Span Length
D. = 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 (W L)
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50"
STAGGERED ON EACH d-.50" d-.5(r 1" MAX
SIDE OF SELF MATING BEAM
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB •75*
d-.50" d
PLATE CAN BE INSIDE OR .
75"
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1' MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - .50") LENGTH
Minimum Distance and
Screw
site
ds
on.)
Edge to
Center
2ds In.
Center to
Center
2-1/2ds In.
Beam Size Thickness
n.
8 0.16 3/8 7/16 2•x7'x .055'x 0.1 ••• 1/16=0.
10 0.19 318 V2 2• x 8 x o.072' x .224- 1/ = 0.125
12 021 16 18 2•x9•x0.072•x0224• 1/8=0.1
14 or 1 4' 0.25 112 518 2• x 9' x .082" x 0.306 1/8 - 0.12
76• 0.31 5l 4 x t x 0.092x• 0.369• 1 4- 025
refers to each side of splice
use for 2• x 4"and 2• x 6• also
Note:
1. All gusset plates shall be minimum 5052 H32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = V-0"
SELF -MATING
BEAM
SIZE VARIES)
SUPER OR
EXTRUDED
GUTTER
2" x 2" ANGLE EACH SIDE J
SELF -MATING BEAM
TRUFAST SIP HD FASTENER
t"+1-1/2" LENGTH (t+1") Q
8" O.C. t+1-1/4"
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
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
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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Table 3A.1.1-110 AlloCcreen, Beam Spans - ollow Extrusions
forcrylic or VinylRo ms For
3 mj d wind gustH velocity; using d sign load of 11.0 #ISF (47.1 #ISF for Max. Cantilever) Mo :
m AnA, F; r-q 2"
2" x 0.044 2' x 2- x 0.055" Width (
fL] Max.
Span'L'/ bending Wor deflection'd') Load Width (
fl-) Max.
Span 'L'/(bending Wor deflection'd' 1 &
2 Span 3 Span 4 Span cantilever 1 & 2 Span 3 Span 4 Span Cantilever 5
5'4' d 6'-T d 5-9' d U-1 i' d 5 5'-6" d 6'-11' d T-1' d 1'-0' d 5'-
0' d d 6'4' d 0.11' d 6 54' d 6'-T d 5$' d 0'-11' d 7 4'-
9' F 5-11' 5-11- b 0'-10" d 7 S-1' d V3' d 6'4' d 0'-11' d 4•-T d
d 5-7' b 0'-1P d 8 4'-10' d 5-11' d 6'-1' b 0'-11' d 9 4'-5-
d 5'-5' d S-3- b 0'-1g' d 9 4'$- d 6-9" d 5-9' b 0.10' d 10 4'3'
d 5'-Y b I I' b V-T d 10 4'$' d 5'-6' d 5'-5' b 0'-10' d 11' b 4'-
9' b 0'-9' d 11 4'4' d 54' d 5'-2- b 0'-10' d 3'-11' d
4'-8*12 4'' b4•-T b 0'-9- d 12 4'-3' d 5'-2' b 4'-11' b 0'-9' d 3- x 2
x 0.045 3" x 2' x 0.070- Load Width (g')
Max.
Spa n'
L'/(bending Wor deflection'd' Load Width (ft) Max.
Span'L'
I bendin Wor deflection'd 1 & 2 Span 3
Span 4 Span Canti ever 1 & 2 Span 3 Span 4 Span Cants ever 5 6'-0' d
T-5' d T-T d 1'-1' d 5 F-9' d B'-5' d 6'-T d 1'-3' d 6 5'$' d T-
0- d T-Y d 1'41' d 6 6'S- d T-11" d 6'-T d 1'-2- d 7 5'S' d
6'$' d 6'-10' d 0'-11' d 7 F-1' d TS" d T$' d 1'-1" d B 5-2' d
V4' d 6'-5" b 0'-11' d 8 5'-10' d T-Y d 74' d 1'-1' d 9 4--11- d 6'-
Y d 54' b 0.11- d 9 S-T d 6'-11" d T-T d l'-0' d 10 1 V-9' d
5'-11' d S-9' b 0'-10' d 1 10 5'-5' d 5$' d F-9" b 0'-11' d 11 4'$' d 5'$' b
SS b 0'-10' d 11 5-3" d 5-5" d 6'-5' b 0'-11' d 12 4'$' d 5'-5'
b 5'-3' b 0'-10' d 12 5'-1' d 5-3' d 6'-Y b 0'-11' d 2 x 3" x 0.
045" 2" x 4" x 0.050" Load Width (R) Max. Spa
n'
L'/(bending
Wor e on'dj Load Width (fL) Max. Spa n'
L'/ bendin
Wor deftectlon'd 112 Span 3 Span 4
Span Cantilever 1 & 2 Span 3 Span 4 Span Ca MMntila ver 5 TS' d 9'-3'
d
9' 5' d 1'4' d 5 9'$' d I I'-11' d 17-Y b 1'-9' d 6 T-0- d 8'$" d
8'-8- b 1'3- d 6 9'-l' d 11'3" d 11'-1' b 1'$" d 7 5$' d 8'3' d
Ir-1- b 1'-T d 1 7 8'$" d 10'$' b 10'-3' b 1'-T d 8 6'S" d T-T
b T$' b 1'-Y d 9 8'3" d 9'-11' b 9'-7' b 1'$' d 9 6%2' d T4' b T-
1' b T-1" d 9 T-11" d 9'-5' b 9'-1' b 1'S' d 10 5-11' d 5-11' b
5-9' b 1'-1' d 10 T$' d 11" b 8'-T b 1'-5' d 11 5'-9' d 5$" b F-Y
b 1'-1' d 11 T-5' d b Y b l'4' d 12 5-7--0 d 6'4' b
6'-2- b 1'' d 12 T3' d 8'-l' b T-10" b Roles; 1. Above spans do not Include length
of
knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans. 2. Spans may be Interpolated. Table 3A.1.
3-110 Allowable Beam Spans
r Miscellaneous raming Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust 110 MPH veloci
using design load of 11.0 #ISF Hollow and Single Self -Mating Beams T uta
Load Width
2'-0' T-0"
4'-0" 5'-0'
6'-0' T-0" 8--r 10'-0' 12--0" 14'-0" 16'-0' 18'-0" Allowable Spa bendin 'b' or deflection'd' x
4" x 0.050" Hollow 13'-Y
d IT-6' d 10'-5' d 9'$' d 9'-1' d d 8'-3' dK12-b d T-3' d 6'-9'
b 6'-
4' b 5-11' b 2" x 5 x ow 16'-11' d
14'-10' d 13'-0" d 17$' d 1 T-9' d 1 V-r d 10'-6• dd 9'-0' d 8'-10' b 8'-3" b T-9' b x 14'$' d 17-10' d l l'.
8' d 10'-10' d 10'-2' d d 9'-Y bb T$' b 6'-11- b V-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 12'-T d 11'-11- d 1 V-3' bb 9'-2' b 8'$' b T-11' b TS" b 2" x 6" x 0.050" x 0.
120- 21'4' d 18'-T d 16'-11' d 15•$' d 14W b 13'-5" b 17-T bb 10'-3' b 9'$" b 8'-11' b 8'-s' b 2" x T x 0.055" x 0.120'
24-3' d 21'-2' d 19'-3' d 1T-3- b 15'-9' b 14'-T b 13'$' bb 11'-Y b 10-4- b 9'$' b T-1- b 2'x8"x0.072"x0.224" 30'-1' d
25-3' d 23'-10- d 27-Y d 20'-10"d 19'-10" d 18'-11'd 16'-T d 15'4' b W4' b 13'$' b 2" x 9" x 0.072" x 0.224"
3Z 11"d 21r 10' d 26'-Y d 244' d 2Y-10d 21-9' d 2MV-9' db 1T4' b 16'-1' b 15-1' b 14-Y b2" x 9" x 0.082" x 0.306' 34'-Y d 29'-10- d 2T2- d 25--2- d 23'-8d 22'$' d 21'-V dd 18'-10- d 1T-10" d 1T-1' d 16'-5- d 2" x 10" x 0.092" x 0.369" 41'-
1' d 39-1 V d 3Z-8' d 30'4' d 28'S' d 2T-1' d 25'-11' d 24'-1- d 27$' d 21'S' d 20'-T d Double Self -Mating Beams Tribute Load Width T-6" T-
0' 3'S' 4'-
0" 4'.6"
S-0' S'$' 6'-0" 6'$' T-0' T-6' 8'-0' AllowablOS an'L'/bendin 'b'ordeflection'd' 2" x B"
x 0.072" x 0.224" 3T-
10' d 33'-l" d 30'-1' d 2T-11' d 26'-3' d 24'-11' d 23'-10' d 22'-Y d 20'-10" d 19'-10" d 1W-1I'd 18'-Y d 2" x 9" x 0.072" x 0.224" 41'-
T d 36'4' d 32'-11' d 30'-T d 28'-10' d 2T4' d 26'-Y d 24'4" d 22-Ur d 21'-T d 20'-9- d 19•-11- d 2" x 9" x 0.082" x 0.306' 44'-
3' d 38'$' d 3S-1" d 37-T d NT-8- d 29'-1' d 2T-1g' d 25'-10' d 24'4' d 23'-1' d 27-1" d 21'-3' d 2" x 10" x 0.092" x 0.369" 51'-
1 V d 45'.3' d 41'-1' d 3a'-Y d 35'-11" d 34'-1" d 37$' d 30.4' d 2&-6' d 2T-1' d 25.1I'd 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 deed load for framing. 3, Span Is measured from center of connection to fascia
or wall connection. 4. Above spans do not Include length of knee brace.
Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 3A.1.
4-110
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
deslon load of 11.0 #ISF Self Mating Secdons Tribuery Load Ill 4, Pudin Spacin 5'-
0' 6'-0"
T-0' 8'-0" 9'-0' 10'-0" Allowable Span'V / bendt W or deflaction'd- 2" x
4' x 0.044 x 0.100' 1Z-
11' b 11'-10' b 10'-11' b 10'-0' b 9'$' b 9'-2' b 6•-9" b 6'4' b 2" x 5' x 0.050" x 0.100" 15-
11- b 14'$" b 13'-5" b 17-T b 11'-10' b 113' b 10'-9' b 10'3' b 2" x 6" x 0.050" x 0.120" 1T-
10' b 16'-3" b 15-0* b 14'-1- b 13'-3' b 17-T b I V-1 V b 11'S' b 2" x T x 0.055" x 0.120' 19'
3' b 1T-T b 16'3' b 15'-3" b 14.4" b 13'$' b 17-11" b 12'-5' b 2" x B' x 0.072" x 0.224" 28'$'
b 26•-Y b 24'J' b 27$- b 21'-5" b 20'3' b 19'4" b 18'$- b 2" x 9" x 0.072 x 0.224' 2'
x 9' x 0.082" x 0.310' 30'-
1' b 33'-9' d 2T$' b 31'$' d
25'S' b
29'-9' b
23'-9'
b 2T-
10' b 27S
b 26'-Y
b 21'3'
b 24.-10-
b 20'-
3' b 2T-
8* b 19'-
S b 27-
6' b 2'
x 10' x
0.092" x
0.369' 40'-
T d 38'3' d 35-1' b 33'-9' b 31'-70' b 30'-Y b 26'-10' b 2T-T b Table 3A.1.2-110 Allowable Edge Beam Spans - Snap
Sections for Screen, Acrylic or Vinyl Rooms For•3:second wind
gust at 110 MPH velocity; using
design load of 11.0 #ISF (47.1 #ISF for Max. Cantilever) Notes: Aluminum Alloy 6063 T$ x I. Tables assume extrusion oriented
with longer extrdslon dimension
9
parallel lo applied bad. x• x . 44 na Extrusion123 x .045" na Extrusion2SpansmaybeInterpolated. Notes: 1. Above spans do not Include length of knee brace.
Add
horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. Z Spans
may be Interpolated. Table 3A.2.1 Allo ble
Upright Heights, for S reen,
Acrylic or Vinyl Alums um Alloy 6063 T$
Spans or Header Spans Sections TributaryLoad
Width Purlin Spacing 3'-0'
T-6- 4'-0"
4'
4i" 5'-0" 5'-6
6'-0' 6'-6" T-0" T$" Allowable Height H' / be b' or deflection d- 2" x 2" x
0.044' Hollow T$' b V-11" b
6'-6' b 6'-Y b 5'-10' b S-T b 5'4' b 5'-1- b 4'-11' b 4'-9' b 2" x 2' x 0.055" Hollow 8•-10' b 8'-Y
b T$- b T-2' b 6'-10- b 6'$' b 6'-3' b 5'-11' b 5-9' b 5'-T b 3" x 2" x 0.045" Hollow 4 b T$' b T-
Y b 6'-9- b 6'-5- b 5-2- b 5-10' b 5'-8- b 5-5- b S-3- b 3" x 2" x 0.070" Iiow 11'-1' b b 9'-
7- b 9'4T b 8'-T b 8'-Y b T-10- b T-T b TJ' b Tor b Holt 10'-Y b 9'-5' b 8'-9' b 8'3"
b T-10- b b T-2- b 6'-11- b 6'$' b 6'-5- b x w 10'$' b 9- b 9'-3- b 9- b 8'-
3' T-11 b T-T b T-3- b 6'-It- b 6'-9' b 62" Hollow 1 '- b 17-9' 11'-11 b 11.3- b
1 -ab b 9'-9- b 94 b 9'-0 9 2 3 .070 Hollow 14'-10 13'$ b 1 -10" b 12'-1'
b 11 - b 10'-1 t b 10'$' h 10'-1 b 9'$ b 94 b 2" x 4' x 0.046" S.M.B. 15$' b 14'4'
b 13'-5' b 17$' b 12'-0' b 11'-5" b 10'-11' b 10'$' b 10'-2' b WAX b 2"x 5'x 0.050" S.M.B. 18'-6- b 1T-
1' b 16'-0' b 15'-1' b 14'4-•b 13'$' b 13--1- b 17-T b 17-1- b 11'$' b 2" x 6" x 0.050" S.M.B. 19'-Y b 17'-
10' b 16'$' b 15'-9' b W-11' b 14.3' b 13'$' b 13'-1' b 17-T b 17-Y b 2' x 2" x 0.044' Snap9'-Y b 8'$' b 7'-11'
b T$" b T-1- b 6'-9-_b 6'$' b 6'-3- b 5-11- b 5'-9- b 2" x 3" x 0.045' Snap 10'-5" b 9'-T b
8'- 11' b V-6' b 8'-1' b T$' b T4' b T-1" b 6'-10' b 6-T b 2" x 4" x 0.045" Snap11'-3' b 10'-5 b 9'-
9" b 9'-2' b 8- b 8'-3" b T-11- b T-T b T4' b T-1' b 3" x 3" x 0.045" Fluted 9'-1' b T-5' b
T-10' b T-5' b T-0' b 6'$' b 6.5' b 6'-Y b 5'-11" b 5,.T b 3"x30x 0.060" Square 11'-Y b 1g'4" b 9'$' b
9'-1' b 6'-8' b 8'3" b T-11" b T-T b T4' b T-l" b 3" x 3" x 0.093" Square 16'-0' b 14'-10' b
13'-11' b 13'-1' b IZ-5" b 11'-10' b 114' b 10'-11" b 10'$' b 10'-Y b 3' x 3" x 0.125" Square 19'-1" b 1T$" b 16'-
7" b 15'-T b 14'-10' b 14'-1' b IT-W b 12'-11- b 17$' b 17-1- b 4" x 4" x 0.125" Square 24'-9' b 2T-11' b
21'-5' b 20'-2' b 19'-2' b 18'-3' b 1T$' b 16'-9' b 16'-2' b 1S$" 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 spare. 2. Spans may be Interpolated. 9 W
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to O F 0 Z
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Table 3A.1.1-120 Allowable Edge Beam Spans -Hollow Extrusions Table 3A.1.3-120
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #/SF for Max. Cantilever)
Aluminum Alloy 6063 T-6
2" x 2" x 0.044' 2" x 2" x 0.055"
Load
Width (ft.)
Max. Span V I (bending b' or deflection d Load
Width (11.)1
Max Span'L' I (bendin 'b' or denaction 'd 1
8 2 Span 3 Span 4 Span Cantilever 2 Span 3 Span 1 4 Span Car ntlever5
F-1" d 6'-3- d 6'4- d 0'-11- d 5 6-4' d 6'-7' d V-9' d 1'-0' d 6
4'-9' d 5-10' d 5-11' b 0.11' d 6 5'4r d 6'-3' d 6'-4' d 0'-11' d 7
4'-6' d S-T d SS' b 0'-10' d 7 4'-9' d T-11' d 5'-11' b 0'-11' d 8
4'4" d S4' b S-1' b O'-10' d 8 4'-T d 5'-V d 5'-T b V-10' d 9
4'-2' d S-0- b 4'-10' b 0'-10- d 9 4'-5' d 5'-T d 5'-3' b 0'-70' d 10
1 C-W d 4'-9- b 4'-T b 0'-9- d 1 10 4'-3- d 5'-2' b 5--W b 0'-10- d 11
1 3'-11" d 4'S' b 4'4- b 0'-9" d 11 4'-1' d 4'-11' b 4'-9' b 0'-9' d 12
3'-9' d 4'4' b 4'-2' b 0'A' d 12 3'-11" d 4'-9" b 4'-7- b 0'-9' d 3"
x2 x0. 45 3-x2"x 0.D70 Load
Width (
R) Max
Spa n'L'/(banding b'or do action'd Load Width ()
Max
Spa n'L'/(banding 'b' or de0eclon'd 1
8 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Canttever 5
5'-0' d T-1' d T-2" d 1'-1' d 5 6*-5' d T-11' d 8'-1' d 1'.3" d 6
6'4' d V-8' d 6--9' d 1'-0- d 6 6-0" d T-5' d T-T d V-2' d 7
S-1' d 6'4' d S4' b 0'-11' d 7 6-9' d T-l' d T-3' d 1'A' d 8
4'-11' d S-0' d 5'-11' b 0'-11' d 8 5-6' d 6*-9" d T-11' d 1'A' d 9
4'-8' d 5'-9" b S-7' b 0'-11' d 9 5'-3' d SS' d 6'-6" b T-0' d 10
4'-6" d 5'S' b S-3" b V-10" d 10 S-l' d 6'-3' d 6'-2" b 0'-11' d 11
4'-5- d 6-2- b 6-0- b 0'-10' d 11 4'-11' d 6'-l' 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'-1D' b 5'-8' b 0'-11' d 2"
x 3 x 0.045" 2" x 4' x OAS- 0"-
LoadWidth (
ft.) Max
Spa n'L'/ bendin b'or dn action ' Load Width (
ft) Max
Spa n'L'/(bendin "b' or deneetion'd 1
8 2 Span 3 Span 4 Span Ca tlever 1 8 2 Span 3 Span 4 an Cantilever 5
T-1- d 8'-9' d 8'-9' b T4' d 5 9'-2' d 114' d 11%2' b 1'-9' d 6
V-8' d 8'-9' d T-11' b 1.3' d 6 V-8' d 10'-T b Ur-3' b 1'-8' d 7
S4' d T-W b T-5" b 1.3' d 7 8'-T d 9'-9" b 9'-S b 1'-T d 8
6'-1' d T-2' b 6'-11' b 1'-2' d 8 T-10' d 9'-2' b 8'-10' b 1'-6- d 9
5-10' d 6'-T b 6'-0' b 1--1' d 9 T-6' d 8'-8' b 8*-4- b 1'-5- d 10
6-5' b 6'-2' b 1%1' d 10 T-3' d 8'-2' b T-11' b 1' -5' d 11
S-5" d 6'-1' b 5'-11' b 1'-0' d 11 6'-11' b T-10- b 77- b 1'4' d 12
S-3- b V-10- b S-8- b T-0- d 12 6'-8' b TS' b T-3' 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.
Spark may be Interpolated. Table
3A.1.2-120 Allowable Edge Beam Spans - Snap Sections for
Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 NSF for Max. Cantilever) 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. Allowable
Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Aluminum
Alloy 6063 T-6 Hollow
and Single
Self -Mating Beams Tributa
Load Width Y-
0- 3'-0' 1 4%0" T 5'-V 1 6'-0' 1 T-0- 8'-0' 1 10'-0" 1 12'-0' 1 14'-0- 16'-0' 1 18'-0' Allowable
Span L' / bendin W or deneclion'd' 2"
x 4' x 0.050" Hollow 1Y-S d Ur-10' d 9'-10' d 9'-2' di 8'-7- d 1 6'-2' d T-10" d I T-3' d 6'-8- b 6'-2- b S-9- b 5'S' b 2"
x 5" x 0.062" Hollow 16'-0' d 14'-W d 17-9' d 11'-10' d 11'-1' d 10'-7- d 10'-1' d 9'-5' d 8'-9' b 8'-1" b T-T b T-2' b 2"
x 4" x 0.046" x 0.100" 13'-1 I" d 17-2' d 11'4r d Ur-3' d V-8' d 9'-0" b 8'-5' b T-T b 6'-11' b 6-4' b S-11' b 5'-7' b 2"
x 5- x 0.050" x 0A00" 1R3" d 15.0' d 13'-W d 17.8' d 11'A I' d 11'-1' b 10'-4' b 9'-3' b 8'S b T-10' b T4' b V-11' b 2'
x 6" x 0.050" x 0.120" 20'-2- d 17--T d 15'-11- d 14'-8" b 13.4- b 174- b 11'4- b 10'4' b 9-5- b 8'-9- b 8'-2- b T-9- b 2"
x T x 0.055' x 0.120" 22'-11' d 20'-7' d 1T-9' b 15-1 D' b 14'-6' b 13'-5' b 12'-6' b 1l -3' b 10'-3' b 91-6' b 8'-10- b 8'4' b 2'
x 8' x 0.072" x 0.224" 28'-5' d 24'-10- d 27-7- d 2g'-11"d 1V-9' d 18'-9' d 1T-11' d 15-8' d 15'-3' b 14'-1' b I T-T b 12'-5' b 2'
x 9" x 0.072" x 0224' 31'-2' d 27'-3' d 24'-9' d 22'-11' d 21'-8' d 20'-7' d 19'-T b iT-0' b 15A 1" b 14'-10' b 13'-10' b 13'-1' b 2'
x 9" x 0.082' x 0.306" 32'4' d 28'-3' d 2S-8' d 2T-10' d 27S' d 21'4' d 20'4" d 18'-11" d 1T-10' d 16'-11- d I V-2' d 1 S-3' b 2'
x 10' x 0.092' x 0.369' 38'-11- d 33'-11- d 30'-10" d 28'-W d 26'-11- d 25'-T d 24'-0" dl 27-9' d 1 21'-5' d 1 20'4' d 19'-5- d 18'-W b Double
Self -Mating Beams Tribute
Load Width 2%
0- X-0" 4'-0" 5'-0' 6'-0- T-0" 8'-0" 10--0' 12'-0" 14--0' 16'-0' 18'-0" Allowable
Span'L' bending'b' or denection'd' 2"
x 8" x 0.072" x 0.224- 36-10' d 31.4- d 26'-5: d 2S-S d 24'-10' d 23'-T d 27-7' d 20'-11- d 19'-9' d 18'-9' d 1T-11' d 1 T-3' d 2'
x 9" x 0.072" x 0.224" 39'4' d 34'4' d 31'-2' d 28'-11' d 2T3' d 25-11' d 24'-9' d 2Y-11' d 21'-8- d 20'-7' d 19'-T b 18'-S b 2"
x 9" x 0.082" x 0.306" 41'-10' d 36'-6' d 33'-2' d 30'-10' d 28'-11' d 2T-T d 26'4' d 24'-5' d 23'-0' d 21'-10- d 1 20-A I- d 20'-1' d 2"
x 10" x 0.092" x 0.369" 48'-11' d I 47-1D' d 38'-11' d 36'-1' d 33'-11' d 32'-3' d 30'-10- tl 1 28'-8- d 26-11- d 1 254- d 1 24'-6- d 23'-7- d Noce:
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 (raring. 3.
Span Is measured from center of connection to fascia or wall connection. 4.
Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beamspans. 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 gust at 120 MPH velocity; using design load of 13.0 #/SF Self
Mating Sections Tribute
Load Width W = Pudln Spaein 5'-
0" 6'-0" T-0" op9'-0' 10'-0" Allowable
Span'L' / bending'b' or deflection'd' 2'
x 4' x 0.044 x 0.100' l V-11- b I 10'-11- b 10.1" b 9'-5- b 8'-11- b 8'-5- b I 8'-0- b T-8- b 2'
x 5" x 0.050" x 0.1 DO" 14'-8- b 1 IT-4- b 174- b 11--7- b 10'-11' b 1g'-4' b I 9'-10' b 9'-5* b 2'
x 6" x 0.050' x 0.120" 1 V4' b 14'-11' b IYA D' b 17-11' b 17-2' b 11'-T b 11'-0' b 10'-T b 2"
x 7" x 0.055" x 0.120" 1 T-9" b 1 S-T b 14'-11' b 14'-0' b 13.3- b 17-6' b 11'-11" b 1 VT b Y'
x 8' x 0.072" x 0224' 1b 24'-l' b 274- b 20'-10- b 194r b 18'-W b 1T-9- b 1 T-0- b 2' .
5 x 0.072' x 0224" 2T-0' b 253' b 2X-5- b 21--11- b 2F4r b 19'-7' b 1 18'-8' b 1T-10' b 2'
x 9" x 0.082" x 0.310" 31'41' d 29'-W b 2T4- b 25'-7- b 247-1' b 22'-10' b 21'-10- b 20'-10- b 2"
x 10" x 0.092' x 0.369" 38'S' d 35-10" b 3X-2- b 31'-1' b 29'-3' b 2T-9' b 1 26'-6' b 264" b Notes:
1.
Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 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
3 second wind oust at 120 MPH velocity. usine desinn load of in n ltrsa Sections
Tributary
Load Width W - Pudin Spacing 3'-
0' 3'-6" 4--0" 1 4'-6' 1 5--0" 5'-6" 1 6'-0' 1 6'-6' 1 T-0" 1 7'-6- All
able Height 'H'I bendin'bor denecdon'd' 2" x
2' x 0.044' Hollow 6'-11' b 6'-6' b 6'-1" b S-9- bi 5'-5- b 5--2- b 4'-11- b 4'-9- b 4'.7' b 4'-5" b Y' x
2' x 0.055' Hollow 8'-2' b T-7-b T-1" b S-8- bi S-4- b 6--1' b 5'-10- b 5'4- b 5.4- b 5'-7 b 3" x
2' x 0.045" Hollow T-9' b T-2' b 6'-V b 64' b F-11' b V-8' b 5'-6' b 5'-3' b 5'-1" b 4'-11' b 3" x
2' x 0.070" Hollow 10'4' b 9'-7' b V-17' b 8'-5' b 8'-0' b 7"-8' b 7'-4' b T-0' b 6'-9" b 6'-6' b 2" x
3' x 0.045' Hollow 7-5' b 8'-9' b 8'-2' b T-9' b T4" b V-11' b 6'-8' b V-S b 6'-2' b S-11' b 2" x
4" x 0.050" Hollow 9'-11- b 9'-2' b 8'-7- b 8'-1' b T W b T4- b T-0- b 6'-T b 6'-w b 6'-3- b 2" x
5" x 0.062" Hollow 17-10' b 11'-11' b 11'-1' b 1(76- b 9'-11- b 9'-6' b 9'-7' b 6'-9' b 8'-5' b Ft- b 2" X
3' X 0.070" Hollow 13'-9' b 17-9' b 11'-11' b 11'-3- b 10'-W b 10'-2' b 9'-9- b 9'4' b 94' b 8'-9' b 2" x
4" x 0.046" S.M.B. 14'-5- b 13'4- b 12'S' b 11'40" b 11'-2' b 10'-8' bKS-11'
9'-10'
b 9'-5' b T-T b 2" x
5" x 0.050" S.M.B. 1T-0' b1S-11" b 14'-11' h 14'-1' b 13'4' b 17-9' b 11'-8- b 11'J' b 10'-11- b 2' x
6" x 0.050' S.M.B. 1T-11' b 16'-T b 15'-S b 14'-8" b 1X-11' b 13'-3' b IZ-2" b 11'-9' b 114' b 2' x
2" x 0.044" Snap 8'-6' b T-11' b T-5' b V-11" b V-7' b 6'4' b 6-9' b 5'-T b 5'-5" b 2' x
3' x 0.045' Snap 9'-8' b 8'-11' b 8'-5' b T-11' b TS' b T-2' b 6'-T b 6'4' b 6'-l" b 2" x
4" x 0.045' Ina,10'S' b 9'-B' b 9'-1' b B-6' b 8'-1' b T-9' b T-1' b 6'-10' b 6'-7' b 3" x
3" x 0.045' Fluted Ir-5" b T-10' b T4' b 6'-11' b U-6* b 6'-3" b 5'-9-b S-6' b S4- b 3' x
3" x 0.060' Square 10'-5' b 9'-T b 8'-11' b 8'-W b 8'-0- b T-8" b T-l" b 5-70- b 6'-7' b 3' x
3' x 0.093" S uaro 14'-11' b 13'-10' b 12'11' b 17-2' D 71'-T b 71'-0' b 10-T b 70'-2' b 9'-9' b 9'-5' b 3' x
3' x 0.125" Square- jr 9* b 16.-6 b 15'-S b 14'-6' b 13'-9' b 13'-2' b 17-T b 12'-1' b 11'-8- b 11'J' b 4' x
4" x 0.125" Square 23'-0' b 2T4' b 19'-11' b 18'-9' b 1T-1g' 6 16'-71' b 16'-3' b 15 . b 15-7' b 14'-7' 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. Z Spans
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Table 3Aw1.1' 130 Allowable Edge Beam Spans -Hollow Extrusions Table 3A.1.3-130
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #1SF for Max. Cantilever)
2" x 2" x 0.044- 2 x 2 x 0.05.5
Load
Width (it)
Max. Spa n'UI bendln b'or deflection' Load
Width (ft.)
Max.Span'L'/(band ingWordeflection'd
1 & 2 Span 3 Span 4 Span C.
Max.
1 & 2 Span 3 Span 4 Span M-
CantOever
5 4'-10' d 5-11' d 6'-0' b 0'-11' d 5 SA' d 6'-4' d 6'-5- d 0'-1T d
6 4'-0' d 5-7- d 5.6' b 0'-10' d 6 4'-10' d 5'-11' d 6'-0' b r-1 F d
7 4'-4' d S3' b S-1" b 0'-10" d 7 4•-T d 5'-V d 5'-7' b 0'-10` d
8 4'-1` d 4'-11' b 4.9' b 0'-9' d 8 4'-4' d SS' d 5'-3' b 0.10' d
9 3'-11' d 4'-8' b 4'S' b 0'A' d 9 4'-2- d 5'-1- b 4'41- b 0'-10' d
10 T-10' d 4'-5" b 4'-0' b 0'-9' d 10 4'-l' d 4'-10' b 4'-8' b 0'-9- d
11 T-T d 4'3' b 4'-1' b 0'-8- d 11 T-11' d 4'-7' b 4' 5' b 0'-9' d
12 T-7- d 4'-0' b T-11" b 0'-8' d 12 1 T-10' d 4'3' b 4'-3' b 0'-9' d
x 2 x 0.045" 3 x 2' x .070'
Load
Width (tL)
Max. Spa n'I:I bendln b'or deflection' Load
width (fL)
Max. Span 'L'/(bond ln 'b' or de0ectton'd
1 88 2 Span 3 Span 4 Span
Ma"-
Cantilever 1 & 2 Span 3 Span 4 Span Max'
Cantilever
5 5'-5' d 6'-9" d 5-10' d V.0" d 5 6*-1' d T-7- d 7-8' d 1'-2• d
6 S-1" d 5.4' d 6'-4" b 0'-11' d 6 6-9' d T-1' d T3' d 1'-1" d
7 4'-10' d 6*-0' d 5-10" b 0'-11' d 7 5-S d 6'-9` d 6'-11' d 1'-0' d
a V-S' d 5'-8' b 5'-6' b 0•-11' d 8 S-3" d SS' d 6'-W b 0'-11" d
9 d 6-4' b 5'-2' b o'-10' d 9 S-W d 6'3' d 6'-1' b 0'-11" d
10 4'-4' d 5'-1' b 4'-11" 0'-10' d 10 4'-10' d 5'-11" b 5--9' b 0'-11- d
11 4'-2' d 4'-10• b
b
4'-8' b 0'-10` d 11 4'-8' d S-W b S-W b 0'-11' d
12 4'4" d 1 4'-8- b 4'-6- b 0'-9' d 12 4'-7' d 5'S' b 5'3' b 0'40' d
2 x 3" x 0.045" 2 x 4" x 0.050"
Load
Width (fL)
Max. Span'V bendln b' or deflection' Load
Width (ft.)1
Max. Spa n'L' / (bendln •b' or defl action 'd
1 & 2 Span 3 Span 4 Span Ca
Max.
aver 8 2 Spa 3 Span 4 Span Cantaever
5 6'-9'_d 8'-4' d 9'-Y b 1'3' d 5 8'-9' d 10'-9' b 10'-5' b 1'-8" d
6 6'-4' d T-6' b T-5' b 1'-2' d 6 8'3' d 9'40' b T6' b 1'-7- d 7
5-0' d T-2' b 5-11" b 1'-Y d 7 T-10' d 9'-1' b 8'-10' b T-0" d 8
5'-9- d 6'-8- b 6'-5" b 1'-1- d 8 TS' d 8'-6' b 8'-3" b 1'S' d 9
5-7' d 63" b 6'-1" b 1'-1' d 9 T-2' b 8'-0" b T-9" b 1'-4' d 10
5-4' b S-11" b 6-9' b 1•-0' d 10 5-10' b T-T b T-0' b 1'-0' d 11
S-1' b 5'$ b 5S' b 0'-11' d 11 6'- b T-3" b T-0- b 1.3- d 12
4'-10" b 5-5' b 5'-3' b 0.11- d 1 12 1 6'-3' b 6'-11' b 6-9' b 1'3' d 1.
Above spans do not Include length of knee brow. 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 130 MPH velocity; using design load of 15.0 #1SF Hollow
and Single
Self -Mating Beams Tributary
Load Width 7-
0' 3%0' 4%0' 6'-0- 6'-0' T-0' 8'-0" 10'-0" 12'-0' 14'.0- 16'-0' 18'-0" Allowable
Span'L'/bendln b'ordeflection'd' 2"
x 4" x 0.050" Hollow 11'-10" d 10'-4' d 9'-5' d 8'-9' d 8'-0' d T-10- d T-0' d 6'-10' b 9-3' b 5-9' b 5-5' b S-1' b 2"
x 5" x 0.062" Hollow 15-3' d 13'-4' d 1 Y-Y d 11'-3' d 10'-T d 10'-1' d T-8' d 8'-11' b 8'-2' b T-7' b T-1' b 6'-W b 2"
x 4" x 0.046" x 0.100' 13'-3' d 11'-T d 10'-6' d 9'-9' d T-l" b 8'S' b T-10' b T-W b 6'-5' b 5-11' b 5'-7' b 5'-3' b Y
x 5" x 0.050" x 0.1 DO" 16'-5' d 14'-0' d 13'-0' d 17-1' d 11'-1' b 10'-0' b 9'-8' b 8'-T b T-10' b T-3' b F-10' b S-5' b Y
x 6" x 0.050' x 0.120' 19'-2' d 16'-9' d IS-3" b 13'-V b 17-5' b 11'-W b 10'-9' b 9'-W b 8'-10' b 8'-2- b T-7- b T-2- b 2"
x 7" x 0.055" x 0.120" 21'-11' d 19'-1' b 1 S-6' b 14'-9' b 13'-6' b 17-V b 11'-8' b I V-S b8'-70' b 8'3' b T-9' b 2"
x 8" x 0.072' x 0224" 2T-t' d 23'S' d 21'-6- d 19'-11' d 18'-10' d 1T-10- d 1T-1' d 15.-T b 14' 2' b 13'-2' b 17-0' b 11'-7- b 2"
x 9" x 0.07Y x 0.224' 29'-9' d 25-11' d 23'-T d 21'-11' d 20'-7- d 19'-W b 18'-3- b 16'-4' b 14--11' b 1Y-9- b 17-11- b 12'-2' b 2"
x 9" x 0.082" x 0306" 30'-10' d 26'-11" d 24'-6- d 27-9- d 21'-5" d 20'-4- d 19'-5- d 18'-0' d 16'-11- d 1 S-1- b 15-1' b 14'-2' b 2"
x 10' x 0.092' x 0.369' 3T-i' d 37S' d 29'-5' d 2T-4' d 25-9' d 24'S' d 23'-4' d 21'-W d 20'-S d 18'-5' d 18'-3" b 1T-3' b Double
SeN-Mating Beams Tdbuta
Load Width 7-
0' 3'-0" 4'-0' 5.1 6'-0" i.0 8'-0' 10'-0" 12'-0" 14'-0" 16'-0' 18'-0- Allowabte
Span 'L' / banding W or deflection'cr 2'
x 8" x 0.072" x 0.224" 34'-Y d 29'-10' d 27"A' d 26-7 d 2T-S' d 22'S' d 21.6' d 19'-11' d 18'-10' 1T-10' d 1 T-1' d 16'-4" b 2'
x 9" x 0.072' x 0.224" 3T-0' d 3T-9' d 29'-9- d 2T-7- d 25-11- d 24'-8• d 23'-T d r dY
x 9" x 0.082" x 0.306" 39'-10' d 34'-10' d 31'-8• d 25-S' d 2T-8• d 26.3' d 2S-1- d ZT-4- d 2l'-11' d 20'-10' d 19'-11' d 19'-2- d 2'
x 10' x 0.092" x 0.369' 46'-9' d 40'-10' d 3T-1- d 34'-S d 3Z-5- d 30'-9- d 29.5• d 2T-0' d 25'-W d 24'S" d 23'-4' 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 gust at 130 MPH velocity: usinn dasinn Inns of 1 s n slst: Self
Mating Sections Tributary
Load wfdlh'W' - Pudin Spacin 5'-
0' 6'0' T-0' 10'-0' Allowable
Span 'L'/bendln 'b' or deflection'd' Y
x 4" x 0.044 x 0.1 DO" 11--l' b 10'-Y b 9'-5' b 8'-9- b 8'3" b T-10' b T-S b T-Y b 2"
x 5" x 0.050" x 0.1 DO" 13'-7- b 17-5' b 11'-6' b 10'-9- b 10'-2' b 9.8' b 9'-Y b 8'-10' b Y
x 6" x 0.050" x 0.120" 153' b 1T-11" b 12'-11' b 17-1- b 11'-4" b 10.9- b 10'3' b 9'-10' b Y
x 7" x 0.055' x 0.120' 1676' b 15'-1' b 13'-11" b 13'-l' b 12'-4- b 11'-8' b 11'-2' b 10'-8' b Y
x 8" x 0.07Y x 0.224" 24'-T b 27S' b 20'-9• b 19'-S b 18'-4- b 1T-4' b 1 S-T b 15'-10- b Y
x 9" x 0.072" x 0.224" Y
x 9" x O.OBY x 0310" 2S-
9' b 30'-
1' b 23'
S' b ZTS'
b 21'-
9' b 25'-
S b 20'
3' b 23'-
10' 6 19'-
2' b 22'
S' b 18'
3• b 21'
3" b 1T-
4' b 20'-
4' b 16'-
W b 19'-
S b Y
x 10' x 0.092' x 0.369" 3S-T b 33'S• b 30'-11' b 28'-11' b 2T3' b 25'-10' b 24'-W b 23'-T b Table-
3A.1.2-130 Allowable Edge Beam Spans - Snap Sections for
Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 130 MPH velocity; using design load of 15.0 #1SF (56.6 #/SF for Max. Cantilever) Afuuninufn
Allo 6063 T-6 Notes: T..
x2' x' .044 SnapExtrusion 2' x 3 x .045 SnapExtrusion 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2.
Spans may be kIi 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 spars for total beam spans. 2.
Spars 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 Sections
Tdbuta
Load Wldth'W'=Punln SpaGng 3'
1- 3'-6" 4'-0" 4'-0' S'-0' S'-6" 6'.0 6'-6'1 7'-0' 1 7-6" Allowable
Height H' 1 nding W or daffection d' 2" x
2" x 0.044' Hollow 6'-5- b 5'-11' b 5'-6' b 5'-W b 1 4'-11" b 4'-9- b 1 4'-6" b 1 4'-4- b 4'-2- b 4'-0' b 2" x
2' x 0.055" Hollow T-V b 6'41" b 6'-6' b 6'-1' b 5'-10' b 5'-6' b 5'-4- b 5'-1- b 4'-11` b 4'-9' b 3" x
Y x 0.045' Hollow T-l' bl 6'-6' b 6'-l' b 5'-9- b F-W b 5'-2- b 4'-11' b 4'-9' b 4'-7' b 4'.F b 3" x
2' x 0.070" Hollow 9'S' b 6'-9' b B'-2' b 7-8' b T-4- b 6'-11" b 6'-8' b 6'-5- b 6'-2' b SA V b 2" x
3" x 0.045" Hollow 8'-W b T-11" b T-6' b T-1' b 6'$' b 6'-4' b 6'-1' b 5'-10' b S$ b 6S' b 2" x
4' x 0.050" Hollow 9'-1' b 1 8'S' b 7-10' b TS" b 7-0' b 78- b 6'-5 b 67.2 b5'-11' b 5'_T b 2" x
5' x 0.062" Hollow 11'-9" bl 10-10- b TU-2 b 9'-T b TV b 8'-8' b 8'-3' b T-11' b T-8' b TS' b 2" X
3" X 0.070` Hollow 1Y-7- b 11'-8' b 10'-11' b 10'-3' b Y-9' b 9'J' b 8'-11' b 8'-7' b 8'-3- b T-11' b 2" x
4" x 0.046' S.M.B. 13'-2- b 17-Y b 11'-5' b 10'-9' b 10'-3" b 9'-9' b 9'-4' b 6'-11' b 8'-8' b 8'-4' b 2' x
5" x 0.050" S.M.B. 15'-9- b 14'-7- b 13'-7' b 1Y-10' b 12'-2' b 11'-T b 11'-1" b 10'-8` h 10'-3' b 9'-11' b 2" x
6' x 0.050' S.M.B. 16'-5' b 15'.2' b 14'-2- b 13'-4' b IZ4r b 17-1' b 11%7- b 11'-2' b 10'-9' b 10'-0" b 2' x
2' x 0.044" Snap T-9' b T-2' b 6'-9• b 6=4' b 6'-0' b 5'-9- b 5'-6- b 5'-0" b 5'4' b 4'-11- b 2" x
3" x 0.045" Snap 8'-10' b B 2 b 78- b 73' b 5-10- b WY__b SJ' b 5-11" b 5'-9" b S-7" b 2- x
4" x 0.045" Snap 9'-6' b 8'-10' b 8'3' b T-T b TS' b T-T b 6'-9' b 6'S' b 6'-3' bi 64' b 3" x
3" x 0.045' Fluted T-0' bT-2' b 6'-6' D 6'4' 6 5-11' b 5'-8' b 5'-5' b 5'3' b S-1' b 4%10' b x 0.
060' Square 9'-8' b 8'-9' b B'-Y b T-9' b T-4' b 6'-11' b 6'-8' b 6'-5- b S-2' b 5-1 /' b 3" x
3' x 0.093' Square 13'-7' b 12'-7" b 11'-IIT b 11'-1' b 10'-T b 10'-1' b 9'-8' b 9'-3' b 8--11- b 8'-7- b 3' x3- x 0.125" Square 153' b 15'-0' b 14'-1' b IT-3' 6 1Y-T D 11'-11' b'__ 6' b 11'-0' b 10'-6' b 10'-3' b 4" x
4' x 0.125' Square 20'-11' b 19'-5" b 18'-Y b 1T-Y b 16'-3' b 15.6' b 14-10' 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. f7 Z
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08-12-
2010 OF U O
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS/RAFTER
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME
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
JSTALL NEW 48" OR 60'
AUGER ANCHOR PER RULE
5C @ EACH NEW PIER.
JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" =1'-0"
j?EMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTAL'L'•SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS•J.RAFTER TO BOTTOM
090OUBLE TOP PLATE JOIST
QIEACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE / MANUFACTURED HOME
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
8•'U BOLT @ 3Y O.C.
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
1- -.- 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 SP-1 OR EQUAL
rivir'.r s - SHEATH W/ 1/2" P.T. PLYWOOD
TYPE III FOOTING OR 16" x 24" NAILED W/ #8 COMMON 6' O.C.
RIBBON FOOTING W/ (2) #50 EDGES AND 12' O.C. FIELD OR
BARS, 2,500 PSI CONCRETE STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 114• =1'-(r
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.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8• = 1'-U"
Table 3A.3 Schedule of Post to Beam Size
Ttuu-Bolls
L•D+y,"
111e 31a-o
Beam Sire Minlmhhm
Post She
Mlnbnhun Mln. # Knee Mln-Sutchbg
Knee Bn-• Brace Screws Screw Spacin
Hollow Beams
Yx rx 0.0so- 3-x 3•x o.04o' 1 2 1 1 2 X3'x 0045' 3 #8
2'x S'x 0.06Y 3-x 3•x 0.040- 2 2'x 3'x 0.045' 3 #8 EE "
Sen-Maun Beams
2•x 4'X 0.044"x 0.100' 3'x 3'x 0.060- Fluted 2 1 1 2x3•x0.D45' 3 #a B A 24'O.E
2- x S'x 0.050'x 0.116" 3' x 3'x 0.060- Fluted 2 1 2'%3'x0.045• 3 #8 1 #B 0 24'O.G
Y x 6'x 0.050' x 0.120' 3-x 3•x 0060-Fluted 2 Yx 3'x 0.D45' 3)#10 1 #10 @ 24. D.C.
2' x 7' x o.asS x 0.120' 3'x3'x0.093' 2 2 2"x Tx 0.045' 3 #10 10 24'O.C.
2'x 7' x e.05s• x 0.120- dInsert 3-x3-x MI25- 2 2 2 x3•x 0.045' 3)#10 910 Q 24'O.C.
2" x e- x O.D8Y x 0.309' 3'x3'x0.125' 3 2 2• x4•x OOH'x 0.100' 3 #12 12 24-O.C.
2' x 9" x 0.07Y x 0.224- 3'x 3-x Ml 25' 3 3 2'x5'x0.050'x D.116' 3 #14 14 0 18'O.C.
2" x 9" x 0.09Y x 0.306' 4'x 4'x 0.125' 4 3 2' x 6'x 0.050• x 0.12m 4 #14 014 16'O.C.
2"x 10-X 0 D9Y X 037C 4'x4'x0.125• 5 4 2-x7•x0055-x0.120' 6)#14 14 IM 16-D.C.
Double SetFMatl Beams
Y x 9- x 0.082'x 0306' 1 2'x5'x0o50'x0.118' 1 6 1 4 1 2-x4•x00N•x0.10U• B #12 12 0 24-0.G
2 YXa-X 0.072"X 0.224" 1 2-x6-x 0050'x 0.120- 1 6 1 4 1 2'x 5-x 0.050-x 0.116' 0)#14 14 16'O.G
Yxa-x 0.082"x 0306' Yx 7- x 0055• x 0.12tr- B 6 2- x 6' x 0.050' x 0.120' B #14 14 18.O.C.
2 Yx 10-x 0.o9Y x 0374' The mlnbnum number of thru bolts Is (2) 1 2'x B' x 0.082• x 0" 1 10 1 B 1 2- x T X 0055' x 0.12(r 10 #14 14 0 167D.C.
aommum Poet beam may be used as minimum knee bm-
Knee Bra- MI.. Len th I Max Lan tlh
Tx2' r4 r-0
Tx 2' 14' 7-0-
T X 2' V-4 2•-0'
Tx ra Z-V
2'X4- 1'•6' T-W
STUD WALL OR POST
6ILI
a; e
12• \ .
f
A
e a
X
RIBBON FOOTING
SCALE: 1/2" = T-0"
Minimum Ribbon Footina
Wind
Zone Sq. Ft. I x Post Ancho
0 48" O.C.
Stud•
Anchors
100 -123 10 -14 1'-0' ABU 44 SP1 @ 32" O.C.
130 -140-1 30 -17 1'-0' ABU 44 SP1 @ 32. O.C.
140-2 -150 30 -20111-311 ABU 44 I SPH4 @ 48.O.C.
Maximum 16' projee0on from host structure.
For stud walls use 1/2• x 8' L-Bolts @ 48" O.C. and 2' square washers to attach sole plate to
fooling. Stud anchors shall be at the sole plate only and wll strap shag lap over the top plate
on to the studs anchors and straps shag be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description 80-100 MPH 110-130 MPH 140-150 MPH
Receiving channel to roof 10 x (T+1/2') SMS 10 x (r+1/2') SMS lox fr+1/2') SMS
panel at front wall or at the 1 @ 6" from each side 1 @ 6" from each 1 @ 6' from each
receiving channel. of the panel and of the panel and of the panel and
0.024' or 0.030" metal 1 @ 12. O.C. 1 8. O.C. 1 a 6- O.C.
8'xL-VLlag
Receiving channel to 10 S• from each end of 2 @ 6' from each end of 2 @ 6' from each and or
wood deck at front wall. receiving channel and receiving channel and receiving channel and
2 pine or P.I.P. framing 10 24. O.C. 2 0 24. O.C. 2 L14 24- O.C.
1/4'x t-1R•Tapcon 1/4'x 1-1/2"Tapcon 318'x 1-1/2'78pcon
Recceving channel to 1 @ 6- from each end of 1 @ 6• from each and of 2 @ 6' from each end of
concrete deck at front wall. receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 @ 32. O.C. 1 @ 24" O.C. 2 @ 24. O.C.
Receiving channel to uprights, 8 x 3/4' SMS 10 x 3/4' SMS 14 x 314' SMS
headers and other wall 1 @ 6" from each end 1 @ 4' from each end 1 @ 3" from each end
connections ofcomponent and ofcomponent and ofoornponentand 0.024"
metal 1 n 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 1-11Z lag 1/4• x 1-1/2' lag 3/8' x 1-1/2' lag wood beam,
host structure, deck 1 @ 6• from each and 1 @ 4' from each end 1 @ 3• from each and or connections
to wood of component
and of component and of component and 1 @
3D-O.C. 1 @ 18" O.C. 1 @ 21'O.C. Receiving channel
to existing 1/4' x 1-3/4' Tapeon 1/4' x 1-1/2' Tapcon 316' x 1-112' Tepcon concrete beam,
masonry wail, 1 @ 6" from each end 1 @ 4" from each end 1 @ 3' from each and slab, foundation,
host structure, of component and of component and of component and or infili
connected to concrete. 1 @ 48. O.C. 10 24. O.C. 1 @ 24' O.C. 1 @
6' from each end 1 @ 4• from each 1 @ 3' from O.C.
Roof Panel
to top of wall of component end of component and of 1 12.
O.C. 1 @8'O.C. 1@6. a. To
wood 10 x'r+1-10 10x"r+1-1/2' 10x Y+1-1/2' b. To
0.05"aluminum 10 x'r+1/Y 10 x'r+1/Y lox"1'+1/Y 1. The
anchor schedule above Is for mean roof height of 0.20', enclosed structure, exposure'B", I = 1.0, maximum front wall
pmjecdan from host structure of 16, with maximum overhang of Z. and I wall height. There is no restriction on
room length. For structures exceeding this criteria consult the engineer. 2. Anchors
through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at the
required spacing. 3. Wood
deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by
0.75. Reduce spacing of anchors for •C' exposure by 0.83. 4. Concrete
is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than Z500 psi consult the engineer. Reduce
anchor spacing for "C• exposure by 0.83. 5. Tspcon
or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-1/
2' embedment at minimum Sd spacing from concrete edge to center of anchor. Roof anchors shag require 1-1/4' fender washer.
Table 4.
2 Schedule of Allowable Loads / Maximum Roof Area for Anchors
into wood for ENCLOSED buildings Allowable Load /
Maximum load area fSo. FLI 0 120 M_P.H_ wind lead Diameter Anchor
x Embedment
Number of
Anchors 1 2
3 4 1/4"
x 1" 264#/11SF 528#/22SF 7921H33-SF 1056#/44SF 114"x1-
1/2• 396#/17SF 792#/33•SF 1188#/SDSF 1584#/66SF 1/4'
x 2-112" 66MR9ZF 1320JH55SF 1980#/83SF 2640#/IloSF SMIS"x
1" 312#/13SF 624#126-SF 936#/39-SF 1248#/52SF 5116" X
1-lire" 468/#26SF 936#/39SF 1404#/59SF 1872#178SF 6116' x
2.112" 7W#/33SF 1560#/65SF 234UMBSF 3120/#130SF 1" 356#/
1SSF 712/#30SF 106B#/45SF 14249#59SF 3/8•
x 1.1/Y 534#/22SF tO6B1#45SF 1602#/67SF 2136NB9SF 318"x2-
1/2' 890#/37SF I 17801#74SF I 2670#/111SF I 35601#148SF 1. Anchor
must embed a minimum of Y into the primary host WIND LOAD
CONVERSION TABLE: For Wind
Zones/Reglons other than 120 MPH (Tables Shown), multiply allowable
loads and roof areas by the conversion factor. WINDApplied REGION
Load
CONVERSION FACTOR
100
26.
6 1.01 110 26.
8 1.01 120 27.
4 1.00 123 28.
9 0.97 130 32.
2 0.92 140-1
37.3 0.86 140.2
37.3 0.86 150 42.
8 1 0.80 Allowable Load
Coverslon Factors for Edna
Distances Less Than 9d Edge Distance
Allowable
Load
Multipliers Tension I
Shear • 12d 1.
10 1.27 11d 1.
07 1.18 1Dd 1.
03 1.09" 9d 1.
00 lid 0.
98 O.bO 7d 0.
95 0.81 6d 0.
91 '; 0.72 5d 0.
88 - i 0. Note: 1.
The
ndrdmum distance from the edge of concrete to the center of the concrete anchor and the spacidg between anchors shag
not be less than 9d where d Is the anchor diameter. 2. Concrete
screws are gmited to 2" embedment by manufaehwers. 'r 3. Values
listed are allowed loads with a safety factor of 4 applied. 4. Products
equal to yawl may be substituted. ' S. Anchors
receiving bads perpendicular to the diameter are In tension. Anchors receiving
bads parallel to the diameter are shear bads, Example: Determine
the number of concrete anchors required by dividing the uplift load
by the anchor allowed load. Fora 2'
x 6' beam with: spacing = T-0. O.C.; allowed span - 25-9' (Table 1.1) UPLIFT LOAD =
1/2(BFAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF
ANCHORS = (1/2(2S.75') x T x 7# / Sq. FL) / ALLOWED LOAD ON ANCHOR W NUMBEROFANCHORS - 630.875#/300# = 2.102 0 Therefore, use
2 andhors, one (1) on each side of upright w Table Is
based on Rawl Products' allowable loads for 2,500 ps.t. concrete- rE2 08-12-
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ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as.walk on or uniform bads and have, when tasted, performed
well in either test The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls 8 ceilings of composite panels may have 112" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16" O.C. each we
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check Ust and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 8 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealant Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coaled or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not be used.
ROOF PANELS DESIGN STATEMENT:
The -roof systems are main force resisting systems and components and cladding in conformance with
the 206 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
comporfients 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
ScreeniRooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00Tor.;npen structures, 0.18 for enclosed structures. All pressures shown are in PSF.
t,1-::Fxeesjand1ng structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
WidiDIGads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor. of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140.2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140.1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5. Analytical Procedure for glass and modular rooms.
5. For partially enclos ed structures calculates ens by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Mean Roof
Helghr
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending DeflectlonBendingDeflection
0-IF 121 0.91 0.94 1.47 0.83 0.88
15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87
20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86
25' - 30' 1.40 0.85 0.89 1.56 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7.05
W
4W
INDUSTRY STANDARD ROOF PANELS
12.00'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2' = V-0"
L
I12.00" I
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0'
rn
Tw
II- 12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = 1'-W ALUMINUM SKIN
TABLES
Open Structures
Mono Sloped
I= 0.87 for 90 to 100 MPH
1- 0.77 for 1 DO to 150 MPH
KCpI - 0.00 Zone 2
loads reduced by 25%
Screen Rooms
8 Attached Covens
1- 0.87 for 90 to 100 MPH
1e 0.77 for 1 DO to 150 MPH
KCpt - 0.00 Zone 2
Glass 8 Modular
Enclosed Rooms
Roof Ovens
1-1.00
KCpi a 0.18 Zone 2
Overhang / Cantilever
All Rooms
1-1.00
KCpi = 0.18 Zone 3
Basle Wind
Pressure
Effective
50 20
Area
15
Bask Wind
Pressure
Effective
50 20
Area
1D
Basic Wind
Pressure
Effective
50 2D
Area
10
Basic Wind
Pressure
Effective Area
50 20 10
100 MPH 13 13 16 25 17 20 23 26 17 23 27 30 V 27 38 45
110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 55
120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65
123 MPH 18 17 21 24 23126, 32 35 23 34 41 45 23 41 57 69 130
MPH 20 20 23 27 26 35 39 26 38 45 51 26 46 64 77 140-
1 MPH 23 23 27 31 30 40 46 30 44 53 59 30 53 74 89 140-
2 MPH 23'27 31 30 40 46 30 44 53 59 3C150 MPH26• 26 32 36 34 46 52 34 51 60 68 34 61 85 102 nvo
wuu .x. ran w rvuis ur rxgn waw veroory zones. To
convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors
for composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection
with a 2' overhang. Any greater load width shall be site specific. E.
P.S. CORE k.........................
Z
OW SIDE CONNECTIONS VARY a
p . : i:::::::::' ::::::::: (DO NOT AFFECT SPANS) L
48.00" COMPOSITE
ROOF PANEL [INDUSTRY ROOFPANEL !INDUSTRY STANDARDI SCALE:
2" = V-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
OR TRUSS TAIL 10
x 3/4" S.M.S. @ 12' O.C. EXISTING
FASCIA FOR
MASONRY USE 1/
4' x 1-1/4" MASONRY ANCHOR
OR EQUAL @ 24' O.C. FOR
WOOD USE #10 x 1-10 S.
M.S. OR WOOD SCREWS @ 12"
O.C. EXISTING
HOST STRUCTURE: WOOD
FRAME, MASONRY OR OTHER
CONSTRUCTION PAN
ROOF ANCHORING DETAILS ROOF
PANEL TO FASCIA DETAIL SCALE:
T = 1'-0" ROOF
PANEL TO WALL DETAIL SCALE:
2" = V-0" SEALANT
HEADER (
SEE NOTE BELOW) ROOF
PANEL x
1/2" S.M.S. (3) PER PAN BOTTOM)
AND (1) @ RISER TOP)
CAULK ALL EXPOSED SCREW
HEADS 1-
1/2' x 11W 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 ff '
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 1/2' S.M.S. SELECT
THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100-
123 130 140 150 8
1 #10 1 #12 1 #12 EXISTING
TRUSS OR RAFTER 2) #
10 x 1-1/2' S.M.S. OR WOOD
SCREW PER RAFTER OR
TRUSS TAIL ALTERNATE:
10
x 3/4" S.M.S. OR WOOD SCREW
SPACED @ 1T O.C. EXISTING
FASCIA 6'
x Tx 6' 0.024' MIN. BREAK FORMED
FLASHING PAN
ROOF PANEL Z7;. o
E POST
AND BEAM (PER TABLES)
ALTERNATE
MOBILE HOME FLASHING FOR
FOURTH WALL CONSTRUCTION PAN
ROOF PANELS SCALE:
2" = T-0" Z
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INSTALLATION INSTRUCTIONS:
2U A. PLACE (
2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. v B. SLIDE
1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. W o
SEAL
DRIP
EDGE
MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. U SHEET C.
FASTEN
HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED J TOP
AND
BOTTOM (SEE DETAIL ABOVE) o OA D. PLACEPANROOFPANELINTOHEADERANDATTACHTO4THWALLPOSTANDBEAMLoSYSTEMONLY.
DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 08-12-
2010 OF 12 9 Z
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8 x 112" S.M.S. SPACED
KISTIN U S OR RAFTER @ 8' O.C. BOTH SIDES CAULJC
ALL EXPOSED SCREW HEADS
I1 1-1/2' S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD Q'ui'::. aa' SCREW SPACED @12'O.C. :.•: •:::..••••••• ROOF PANEL
ROOF PANEL TO FASCIA DETAIL
iTING UCTURE SCALE: 2" = 1'-0" #14 x 1/2'
ID F S.M.S. SP
CONSTRUCTION•
FOR MAS
1-lONRY USE:
j
C
1/4" x W MASONRY
NC OR OR EQUAL @ 12' O.C.
FOR WOOD USE ::::.d•:w;•;;•;;•;;;
14 x 1-1/2" S.M.S. OR WOOD:° '::
SCREWS @ 1Y O.C. FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
WOOD STRU OULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 1 OF WS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND EA:
SHALL HAVE DOUBLE RS. REWS INTO THE HOST STRUCTURE SHALL H M 1-1/4"
WASHERS OR SHALL BE WAS E
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAWS DEPTH't". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
100-123 130 140 1 150
98 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
c
10 x 1-1/2" S.M.S. OR WOOD
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HOST STRUCTURE
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REMOVE ROOF TO HERE
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REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
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HOST STRUCTURE
SCALE: 2" =1'-0"
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SCALE: 2• = 1'-0"
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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.
HOST STRUCTURE TRUSS OR
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8 x 1/2' SCREWS @ EACH RIB
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HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
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OTHER CONSTRUCTION ANCHOR OR EQUAL
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0.040' ANGLE W/ #Bx 1/2"
S.M.S. @ 4" O.C.
d
COMPOSITE ROOF PANEL
HEADER (SEE NOTE BELOW)
8 x (d+1/2") S.M.S. @ 8" O.C.
FOR MASONRY USE
1/4" x 1-1/4' MASONRY
ANCHOR OR EQUAL
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10 x 1-1/2" S.M.S. OR 1NOq
SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" =1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" =1'-0"
S.M.S. W/ 112" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1.OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
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TO A •150 MPH WIND SPEED 'D' EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = 1'-0'
COMPOSITE PANEL BEAM (SEE TABLES)
1" x T OR 1" x 3" FASTENED // REMOVE EXISTING SHINGLES
TO PANEL W/ (2) 1/4'x3" LAG UNDER NEW ROOF
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MIN. 1-1/2" PENETRATION
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A - A - SECTION VIEW
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B - B - ELEVATION VIEW
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BREAK FORMED 0.050" TRUSS / RAFTERTAIL AND
SUPER GUTTER
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3' HEADER EXTRUSION
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SCALE: 2" = 1'-0'
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CAULK SCREW HEADS & PAN ROOF
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SCALE: 2" = T-W OPTION 1:
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BEAM TO WALL CONNECTION:
2) 2x 2x 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
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CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: T = 1*-W
RECEIVING CHANNEL OVER
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SPACER @ RECEIVING
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10 x 2-1/2" S.M.S. @ RAFTER
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SCALE: T = l'-G*
PAN ROOF ANCHORING DETAILS
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PANEL ROOF TO RIDGE BEAM (a) POST DETAIL
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PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL
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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.
x
W
TYPICAL INSULATED PANEL
SCALE: T = V-0"
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8' CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 11T CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL
COVERED AREA
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1' WIDE ADHESIVE
STRIP UNDER SHINGLE
MIN ROOF SLOPE 2-1/2 : 12
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 V 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
Cl
0
0
0
0
o
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 DEGASEALTM 2000 TO PANELS @ 16- O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING -
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8' O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C.
EDGES 12' O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
m oN
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TAB AREA pro u a LL
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ALTERNATE PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL CO F
SCALE: N.T.S.
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SCALE: 2 = 1'-0"
Table 7.3.1 Allowable Spans and Design / Applied Loads* (#/SF)
for Metals USA Building Products LP. Riser Panels
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14, H-25
Florida Product Approval #FL1779
Wind
Open Structures
M no -Sloped Roof
Screen Rooms
Attached Covers
lass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
MPH)s
1&2
annoad•
3
s annoad•
4
spanfload•
1&2
s annoad' sp ann ad• s Moad• s ardload• s aniload• s an/load•
All
Roofs
100 IZ-30 16 16'-3' 13 16'-7' 13 10'-10' 23 13'4' 23 13'-8' 123 10'-3- 27 12'-8' 12'-11' 2 4'-0" 45
110 17-1' 1 15'-11' 14 16'-3' 14 1 'S• 25 12'-11' 25 13'-3' 25 9',4' 36 11'-71' 32 12'J" 3 3'-10 55
12 11'-3' 20 73'-11' 20 15'J" 17 9'-T 17-3' 30 17-6 30 8'-9' 43 11'-2' 39 17'-5' 39 3'-7' 65
ITS— 11'-1- 21 13'-9 21 14'-W 21 9'S' 35 17-0' 32 17-3' 32 T 45 11-W 41 11 3 41 3-6' 69
130 10'-9 23 13-0 23 13'-T 23 9'-1' 39 11'-T 35 11'-10' 35 6'-4 51 10'S 45 10'-11' 45 3'-5' T!
140-1 10'-3- 27 12'S 2 1 -it 27 8'-T 46 11'-1' 40 11'-0 40 T-11 59 9'-9" 59 1 '-4' S3 3' ' 89
140• 10'-3 27 12'-6 27 17-11• W 8'-T 46 11'-l' 40 11'-4' 40 7'-11 59 9'-9' S9 10'4- 53 3'-3' 89
1 9-4' 12'-0 32 IZ-3" 32 8'-3' 52 10'-7' 46 10'-10' 46 T-6' fill 9'-0' fill 1 22
Wind
Open Structures
Mono —Sloped
Screen Rooms
Attached Covers
GlasW& Modular ooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
s annoad•
3
s anfload•
4
s anfload•
1&2
s annoad•
3
s anlload•
4
s niload•
1&2
s nnoad•
3
s aMoad•
4Isan/load•
All
Roofs
100 13'-3' 16 1T-7- 13 17'-11- 13 11'-8' 123 15'-l' 20 1 15'-5' 120 11'-1' 27 13'-8' 127 13'-11' 27 4'-0' 45
110 13'-0' 17 7T3' 14 1r 7- 14 11'4- 25 W-0- 25 15'-2' 21 10'S' 32 17-17' 32 13'-2- 32 4'-0' 95
120 12'-Y 20 W-1' 17 16'S' 17 10'S 30 13'-Y 30 13'-0' 30 9'-6' 43 12'-1' 39 174" 39 4'-0' 65
12 1Z4r 21 15'-10" 1 16'- 7 10'4i' 32 17-11- 32 13'-3' 32 9'-4' 45 11'-71' 41 12-2 41 4'-0' 69
130 1V4r 23 15'S' 20 15'- 20 9'-9' 39 1 '-6- 3 12'-9- 8'-17 1 11'-6' 45 11- 45 3'S
140-1 11'-1' 2 13'S' 2 13'-11 27 9-3"46 11-11' 40 17.3' 40 8'-6' 59 10'-17' S3 11 -2 53 3'-0' 89
1 - 11'-1 2 4-8 2 13'-11 2 9'-3' 46 11'-11• 40 1" 40 V-6' 59 1 -11- 53 11'-2' 3
150 IQ 32 17-11' 32 13'-3 32 8'-11' S2 11-5 46 11 S 46 8'-Y 69 10'-6' 60 10'-8' 60 3'-4 102
Note: Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of the panel
Table 7.3.2 Allowable Spans and Design / Applied Loads* (#/SF)
for Metals USA Building Products L.P. Rhino Steel Riser Panel
Manufacturers ProprietarySections: Grade 'D' Galvalume Steel Florida
Product Approval #FL4718 0"
x 12" x28 ga. 2 or 5 Rib Riser Panels Wind
pan
W etures no -
Sloped Roof Screen
Rooms 8
Attached Covers lass &
Modular Rooms Enclosed
erhang CantileverZone
MPH
1&
2 s
an/load• 3
s
angoad• 4
s
niload• 1&
2 s
nnoad' 3
s
onfload• 4
s
annead• 1&
2 s
n/toacr 3
s
annoad• 4
s
anlload• All
Roofs
100
1 - 13 21'-11 13 2Z4' 13 15'-3" 20 18'-10 20 19'-3 20 13-10 27 1 -11' 23 18'-4' 23 4'-0' 45 11
1 'S 14 21W 14 21'-1 V 14 14-2 25 18-0' 21 IL 1' 21 13-0 32 1 -1' 2 1 -5' 2 4'-0 55 1
16-3' 1 20-7 I
17
20'-0' 17 13'-0' 30 1F: 25 1T-10' 25 17-2 3 16'-1 32 16'-5' 32 7-065 123
15'-11 V F-9- 1 0-2- 1 13'-1 2 17'-3 26 1T-T 26 1T- 41 15'-10' 34 16'-2' 34 TZ 69 130
15'4 W 18'-11 20 1 S 20 1 —2--8 35 76=8 29 16'-11' 115' 45 15'-0 15'-V 38 7W 77 140.
1 1 -1 1 '-1' 18'-6 23 1 -1 40 15'-9' 34 16--1- 34 11.0 53 13-7 53 13-11- 53 4-0' 89 140•
13'-10' 27 16'-1- 2 18'-6- 23 12'-1' 40 15'-9' 34 16'-1' 34 11'-0' 53 13'-7' 53 13'-11' 4'-0' 89 150
I 13'-1' 32 ir4 26 ITT 26 11'-T 46 15'-7' 39 15'-5' 1391 10'-7' 60 13'-1' 60 13'-4' 60 4'-(r 102 Note:
Total roof panel width = room width + wall width + overhang. 'Design or applied bad based on the affective area of the panel 12.
00' yam
1.OD N (
4) #10 x 9116" S. M. S. W/ 3/4" WASHER
EACH PAN EACH NT
OFCONNECTION
2r-- 3.
00' —# #-- 3.00" rK 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 LP. W Panels Manufacturers Proprietary
Products: Aluminum Alloy 3105 H-14, H-25 1. Roof
max. span is from host structure to front wall beam or from support to support for multiple spans. QU) z
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0.024" OR 0.030"
THICK H-14
H-25 -----
1.0 # DENSITY
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' = 1'40"
k
to _ io
W
m
0.024" OR 0.030"
k
THICK H-14 1.0 # DENSITY
OR H-25 E.P.S. FOAM
ALUMINUM ALLOY (TYPICAL)
Notes:
1) Total roof panel width =room width +wall width + overhang.
2) Spans may be Interpolated between values but not extrapolated outside valuers.
3) The Iilumaview roof panel system Is designed to span from support to support mated to a full 48'
PRO-FAB panel between Illumaview panels or between (2) 24" solid panels. Reference Table 7.3.5
or 7.3.6 for allowed spans of the Illumaview panel system.
METALS USA BUILDING PRODUCTS L.P.
PRO-FAB COMPOSITE PANEL W/ EZ-LOK
SCALE: 2" = 1'-0"
THERMALLY
BROKEN
ALUMINUM
EXTRUSION
JAM L:UKt
FTAl QVIM
ILLUMAVIEW ROOF PANEL
3" x 24" - TWIN WALL FULL LENGTH SYSTEM
FLORIDA PRODUCT APPROVAL #FL10013
SCALE: 2" =1'-0"
Table 7.3.4 Metals USA Building Products L.P. Roof Panels
Allowable Spans and Design I Applied Loads' (#/SF)
0.024" PRO-FAB 7116" O.S.B. & 0.024" Aluminum Composite Panels wl EZ-LOCK
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density
4" x 48" x 0.024' Roof Panel rR' Value-18.74)
Wind
Open Structures
M no-Sfoped Roof
Screen Rooms
Attached Covers
Glass & Modular ooms
Enclosed
Overhang
Cantilever
Zone
MPH
1&2
spa nnoad'
3
s anlload•
4
s anlload•
1&2
s anlload•
3
s anlload•
4
s anlload•
1&2
s anlload•
3
spa nnoad•
4
s anlload•
All
Roofs
100 15'-5• 13 17--3" 13 16'-8" 13 l l'S• 23 12'-10• 23 1 T-5- 23 10'-7• 27 i t'-10" 7 V-5• 27 4'-0- 45
110 13.5" 17 16•-9' 14 16'-2' 14 11'-0' 25 1T-4' 25 11'-11' 25 9'-2' 36 10'-10" 32 10'-6' 32 Y-8• 55
120 12'-3' 20 15'-2" 17 13'-2• 20 9'-T 33 11--3- 30 10--10" 30 8'-5- 43 9'-5- 43 9'-1- 43 T-5• 65
123 ll'-11' 21 IS-4' 21 12'-11" 21 B'-10- 39 10'-5' 35 9'-6" 39 8'-2' 45 9'-Y 45 8'-10' 45 3'-4- 69
130 11•-5" 23 IT-9" 23 1T4' 23 8'-l' 46 9'-1" 46 8'-9' 46 T-8' 51 V-T 51 4' 51 Y-Y 77
140.1 10'-T 27 17'-70" 27 1V-5' 27 1" 46 9'-1' 46 8'-9' 46 7-2' 69 8'-0' 59 7'-9' 59 2'-71' 89
140.2 10'-7" 27 11'-10' 27 11'-5' 27 T-W 52 8'.6' 52 8•-3" 52 T-Y 59 8'-0' S9 7'-9' S9 2'-11' till
150 9'-2" 36 0'-11' 32 10'-T 32 7WP 48 8'-11- 48 8'-7' 48 6'-8" 68 7'-5' 68 T-2• 68 2--9" 102 6" x
48" x 0.024" Roof Panel 'R' Value s 23.74 Wind pen
Structures
Mono -Sloped
Roof Screen Rooms
Attached Covers
Glass & Modular
Rooms Enclosed Overhang
Cantilever
Zone
MPH
1&
2
s annoad•
3 s
annoad•
4 s
anlload•
1&2
s annoad•
3 s
annoad•
4 s
annoad•
1&2
s annoad'
3 Spa
4
spa
All
Roofs
100
21'-
11 13 24'-0• 13 23'-8' 13 1 '-V 20 19'-7- 20 18'-11" 20 16'4" 23 18' 3 1 -8' 23 4'-0' 4 110 1'
4' 14 2 '-10' 14 23'-0* 14 1 '-1 21 19'-1- 21 1B'-6• 21 IVA" 27 16'-10 2 1 '-3 2 4'-0' S 126 19--
3• 1 1'- i 20'-10' 1 1 '-0• 2 1 5' 25 16'-11 2 1z'- 39 15'-6- 13- 39 4'-0' 6 123 18'-
9• 1 20'-17" 1 20'-3' 1 15'4 26 1 -1' 26 16'-6' 26 12'-3' 41 1 '-1' 34 13'-3' 41 4'-0` 69 130 1T-
9- 20 79-10" 2 19'-2' 2 13-3 35 16'-3 29 15'.9" 29 11'-8 4 - 13-1" 45 12'- 4 140-1
16'S" 2 18'S' 23 1 -10" 23 175' 40 15'-0' 34 13'-5- 40 10'-9 53 12'-0' 53 11'-7' 3 4'-0" B9 140-2
16'-W 2 1B'-6" 23 1 -10" 23 1T5- 40 15' 34 13'-5" 40 10'-9' S3 12'-0• TT-4-13- 4'-0" B9 46 12-
6" 46 9'-6 fill 114` fill 19-11' 60 3'-1V 102 8" x
48' x 0.024" Roof Panel 'R' Velus"28.74 Wind pen
Structuros
Mono --Sloped
Roof Screen Rooms
Attached Covers
Glass & Modular
Rooms Enclosed erhang
Cantilever ZoneMPH
182
s
anlload•
3 s
annoad•
4 s
anlload•
182 s
nnoad•
3 s
nnoad•
4 s
anlload•
188 s
annoad•
3 s
nnoad•
4 oa
s
antid• All Roofs
100
23'-
0' 13 26'-0' 13 25'-T 13 18'-11" 20 21'-2' 0 20'-5" 20 23' 0- 23 23'-0' 3 23'-0' 2 4'-0• 45 11 23'-
0" 14 2&-9" 14 24'-10' 14 18'5 21 20'S 21 19'-11 21 2T-0' 27 2T-0 27 27-W 27 4-0' 35 120 20'-10"
77 23-3' 17 22'S 17 76'-11 25 18'-11' 25 18'-0' 25 37-0' 32 3T-0 32 32'-0" 3 4'-0" 65 123 0'.9"
17 22S 17 21•11" 17 16'S 26 18' 26 1T-10 26 33'-10 34 33'-10" 34 33'-1 ' 34 4'-0" fill 130 19'-2'
20 21'-5' 20 20'-8' 20 15-0 29 ITT 29 16'-11 29 38'-0' 38 38'-0 38 38'-0- 38 4'-0 77 140.1 1T-
10• 23 19'-11' 23 19'-3" 23 IS-4' 40 16'-3 34 15'-B' 34 44'-0' 44 44-O 44 44'-0 44 4'-0' 89 140-2 tT-
10 23 19'-11 23 1W-3• 23 13'4 40 16'-3' 34 15'-8 34 44'-0' 44 44'-0' 44 44'-0' 44 4'-0" 8 150 1 '-9'
26 18'-9' 26 18'-1' 26 17.6 46 15'-Y 39 13'S' 46 51'-0 51 51'-0' 91 51-0" 51 4'-0` 1 22 Note: 1. Total
roof
panel width - room width +wall width +overhang. *Design or applied load based on the effective 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 wall beam or from support to support for multiple spans. Table 7.3.
Metals USA Building Products L.P. Roof Panels AI wable Spans and Design I Applied Loads' (#/SF) 0.024" PRO-
FAB Composite Panels w/ EZ-LOCK f r Various Loads Manufacturers Pro pdetary
minum Alloy 3105
H44 or H-25 Foam Core E.P.S. 91 Density 3" x 48'
x 0.024' Roof Panel w/ EZ-LOC Florida Product Approval #
FL 2291 Wind n Strue
d Roof creen Room Attached overs Glass &Modular Rooms Encbsetl•• erhang Zone MPH 1&
2
s
annoad' 3
s anlload•
4
s nnoad•
s
annoad• 3 span/Of
d*
4s annoad•
182
s annoad•
3
I spannoadd
4snnoad• Cantilever
18'-10
13
1'-1 1 20'S' 13 20 16-10' 20 16'-3' 20 12'-11' 2 15'-8' 23 15'-2' 23 4'-0 45 110 18'-4
14 20 'i' 1 19'-10' 14 13'S 25 16'-5' 21 15--11- 21 11-11 3 134" 32 12'-10 32 4'-0 55 1 18'-T 1
1 -11 1 1 30 15'-1 25 13 3 13 10'-9' 39 12-1' 39 11 S' 39 4-0 65 12 16'- 1 t8-
1 1 1T5 1 12'-0' 32 13-5' 32 11' 32 1&-7 41 11--10 41 115 41 4'-0- 69 130 15'J 20
1T-1' 20 1 -b' 20 11'-5' 35 1T- 35 1 4' 35 g'-5 51 11'-3' 45 10'-10 45 Y-10' 77 140-1 1 -11'
27 15'-11' 23 15.4- 23 10--8- 40 11--11' 4 11--W 40 8'-9- 59 10'4' S3 9'S' S9 T-T 89 150 1Z-0- 32 1T5"
32 12'-11- 32 9'4- 52 11'-1' 46 10'-9" 46 B'-Y fill 9'•Y fill 8'-10' fill 3'4' 102 Wind n truetures M ed
oof creen Rooms &Attach¢ overs lass 8 Modular Rooms Enclosed•• erhang Zone MPH 1&2 Spann
ad*
3
s nnoad•
ad• s
nnoad•
3 s annoad' 4 s
nnoad•
1 s
annoad•
3 s
nnoad'
4 s
annoad•
Cantilever 1
20'-
0 1
23'-
2" 1313 16'-W 20 1W-6 20 17--10 20 15'S 23 1T-W 23 16'-8 23 4' 45 11 20'-i 14 2Z-
6' 1414 16'-2- 21 16-0 21 1T-5' 21 13'-1 32 15'-11" 2 15'4 2 4'-0• 55 120 18'- 17 204' 11716-
0 k2l'-9- 25 15'-11' 25 11-
10 39 13' 39 IZ-9 39 4-0' 65 123 1 1 19 -10'
1 17 13-2' 32 16'-2' 26 15-T 26 11'-7 4t 17-11' 41 1Z-6- 41 4'-0 69130 16-9 20 18- 201 -6 5 154 29 13' 35 11-0' 45 174' 45 11'-11 45 4-0 77140-1 15'-7- 23 1T-5' 22 23 11'-8' 40 13'-1' 41 40 9-7' 59 11'4' 53 10150 1Y-2' 32 16'4' 26 26 10'-11' 46 tr-Y 48 11'-9' 46 8'-11' 66 10'-8' fill 10'4' fill 3'-8' 102 Wind an trueturos o e
oof creen ooms 8 Attached overs lass Modular ooms nebse erhang MPH Zoneg53-4- 2 nnoad'
sannoad' s
anlload'
1&2 Spann oad• s
nnoad• 4
s annoad• 1 Spann
oad•
3 s
annoad'
4 spa
Cantilever
100 13
26--
1
13
20 20'-Y 20 1T5' 23 19'-5' 23 18'-9' 2 4'-0 45 110 14 25'-5" 14
18-2 21 19'- 21 16'-1' 27 IT-11 27 1T4" 2 4-0 55 1 17 27-11' 17
16'-8 25 18'-0' 25 13'4 39 16'S' 32 15'-11 32 4'-0 65 123 1' 17 2T4- 17
325'-3'18'-8 16'4'
26 41m 1T-
26 1T-1 41 16'-0' 34 155 34 4--0 69 130 1' 20 1--1•
20 15'-6" 29 16'-9' 29 1Z-5' 45 15'-2' 38 13'-5' 45 4'-0' 77 140.182' 23 19'-8'
23 13-2- 40 15'-W 34 11'-5• 53 12--10' 1 -5' S3 4150 16'S" 26 18'S" 28 12'4" 46 13'-0' 46 10'-9" fill 12'-0' fill 11'-6' fill 4'-0' 102 6" x 48" x 0.
024" Roof Panel w/ EZ-LOCK Wind Open Structures MG loped
Roof Screen Rooms Attached avers lass & Modular RoomsEnclosed- a ang Zone MPH 1&2 s
annoad•
3
s annoad'
4 s
annoad•
1&2
s
annoad• 3
s annoad•
4 s
nnoad•
1&2
s
nnoad• s
nnoad• 4
s nnoad• Cantilever 1
25-
9• 113
28-
9- 113 2T-10 13 22'-3' 1 24'-11 17 24'-1 1 19'-Y 215 2 20'-W 23 4'-0 45 110 25' 14 2T-11'
14 0' 14 21' 18 247S 18 23-5 18 1T-8 27 19-9 2 19'-1 27 4'-0 55 1 2T- 1 254 1
24'5 1 1 - 22 21-11 21'-2' 22 16-3 32 18'-2 32 1T-7' 32 4-W 65 1 0' 17 24-0
17 23'-1 1 19'-1' 23 21'4" 2 20'-T 2 15'-10' 34 1T-8 34 1T-1 34 4-0 69 130 20•-10• 23'-3'
20 5' 20 18'-0' 26 20'-2-26 19'S" 26 U-W 45 1V-W 38 16'-1" 36 4'-0" 77 140.182 19'4' 23
21'S' 23 20'-11' 23 16'-9• 30 IV-9• 30 18'-2• 30 1Z-7- 53 1 'S• 44 13'-0• 53 4'-0' 89 150 16'-Y 2_6
20'4" 26 19'-8' 26 15'-9' 34 1 -7" 34 1T-W 34 11'•10' 60 13'-0" 60 12'-10' fill TZ 102 Note: 1. Total roof panel
width =
room width +wall width + overhang. *Design or applied load based on the affective area of the panel. Table 7.3.6 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 Manufacturers' Proprietary Products: Statewide Product
Approval If FL2291 Manufacturers' Proprietary Products: Aluminum Alloy
3105 H-14 or H-25 Foam Core E.P.S. #1 Density 3" x 48" x 0.
030" Roof Panel w/ EZ-LOCK Wind Open Structures Mono Sb
d Roof Screen Rooms Attached Covers I Glass & Modular Rooms Enclosed* Overhang Zone MPH 182 s anlload•
3
s
annoad•
4 s
annoad•
1&2
s
annoad' 3
s annoad•
4 s
nnoad•
1&2
s
nnoad• 3
s nfload•
4 s
annoad•
Cantilever 100
Y
13 4•.
13
23'-11 13 1 S' 20 19'.9 20 19'-7" 20 16'-6' 23 78'- - 23 1 -10" 213 4'-0' 45 110 21'S• 14 24'-
i 14 23'-3' 14 1 -3" 1 18'-8' 21 15'-3' 2 1T 2 16'-5' 2 4'-0" 5512. 19'S' 17 21'-9' 17 1'-0' 17 15'-10 25 9321 25 1T-1- 25
17.
8' 39 75- 32 15'-1 4'-0' 65123 18'-11 17 27'-Y1720'S" 17 15'-5' 26 26 16'-8 26 12'-5' 417513'-4'41 4'-0' fill130 17'-11' 20 20'-0' 20 19'4' 20 3'-4 35 29 15'-10' 29 11'-9' 45 13'-2' 45 1T-9' 45 4'-0' 77 140-1&2 16'-8'
23 18'S' 23 IW-W 23 1TS" 40 IS-2- 34 13'S' 40 10'-10' S3 1T-Y 53 11'-9' S3 4'-0' till 150 15'-8' 26 1T5'
26 16'-11' 26 11'S' 46 13'-0' 46 12'-7' 46 9'-7' fill 11'-5' fill 11'-0' fill 3'-11' 16 4" x 48- x 0.
030- Roof Panel w/ EZ-LOCK - Wind en Structures Mono -Sloped
oof croon Rooms Attached overs lass Modular Rooms Enclosed* Overhang Zone MPH 1&2 s
annoad•
3
s annoad'
1 4
Spann
ad* 1&2 s
annoad• 3
s annoad•
4 s
nnoad•
1&2
s
anlload• 3
s annoad•
4 s
annoad•
Cantilever 100
23'-
10' 113
26'-
8- 13 25'-9' 113 19'-l" 2 1'4 20 20'-7-0 1T-9' 23 19'-10 3 19'-2' 2 4' 45 110 23'-Y 14 25'-
11' 14 25'-1- 14 18--7 21 20'-9' 21 20'-7' 21 16'-5" 27 18'4' 7 17'-9' 27 4' -W 55 120 20'-11' 17 23'-
5- 17 22'-8• 17 1T-0' 25 19'-l' 25 18'-5' 25 15'-1' 32 16'-10' 32 76'-3' 32 4'-0' 65 123 20•-5' 17 22'-
10" 17 22'-l' 17 18'-8" 26 18'-7' 26 1T-11' 26 13'4' 41 16'S' 34 15'-10' 34 4'-0' fill 130 19'4 20 21'-
20 20'-10' 20 1 '-10' 29 7 -8 29 1 '-1' 29 1T-8' 45 15'-5' 3B 13'-9" 45 4'-0" 7 140-1&2 77'-11
23 20'-1• 23 19'-5- 2 13'S' 4 16'4' 34 15'-9' 34 1V-8' 73'-1 12.8- 5 4-W 89 150 76'-10' 26 IV-
10' 26 18'-3 26 17-T 4 15'-3' 39 13'-7' 46 10'-11" 60 1T4' fill 11'-71' fill 4-0' 102 5" x 48" x 0.
030" Roof Panel w/ EZ-LOCK Wind Open Structures Mon oSloped
Roof Screen Rooms Attached Covers Glass & Modular RoomsEnclosed* Overhang Zone MPH 1&2 s
anfload•
3
span/load'
4 Spann
ad*
1&2
span/
load' 3
s annoad•
4Spann
ad*
1&2
s
annoad' 3
s anlload•
4 s
nnoad•
Cantilever 100
28'-
11' 13
32'-
5' 13 31--3' 13 23'-7' 20 2S-10- 20 24'-11" 20 21'-T 23 24'-1' 23 23'4' 23 4'-0" 45 110 2e•-Y 1a 3r
i• 1a 30'-s• 1a zT- 21 zs•-3 z1 za•-s 21 19'-11" 27 2Z-3- z zr-6• z a'-0• 55 120 25'S" V 28'-
6 1 2 -6' 17 20'-8' 2 23'-1. 2 5 224' 25 18'-3' 32 20'-5' 32 19'-9' 32 4'-0' 65 123 24'-9" 17 2T-
9' 17 26'-9• 17 20'-2" 26 27-7' 26 21'-10 26 1T-9" 34 19'-11 fill 130 2V-5" 20 26'-
20 25'4' 20 19'-2' 29 21'-6 29 0'-9' 29 i6'-9' 38 18'-9" 38 18--1- 38 4-0• 77 140-1& 21'-10 2
24'4 23 23'-T 2 1T-9' 34 19'-10' 34 19-2' 34 15'-T 44 1T-5 44 16'-10' 44 4'-0 89 150 20'S" 26 2T-
11' 26 22'-1' 26 16'-7' 39 1&-6- 39 17'-11' 39 134" 160 16'-2- 51 15'.8" IM 4'-0" 102 Wind Open Structures Mon oSloped
Roof Screen Rooms & Attached Covers I Glass & Modular Rooms Enclosed' Overhang Zone MPH 182 s annoad•
3
s
annoad•
4 s
anlload•
182 s
annoad•
3 s
annoad•
4 s
nnoad•
1&2
s
annoad• 3
s anlload•
4 s
annoad•
Cantilever 100
32'-
11 13
36'-
10' 11 35'-7' 13 26'-3' 20 29-5' 20 28'-5• 20 24'-6' 23 27'-5' 23 26'-6' 2 4'-0 45 110 1--11' 34W- 14
25'-B' 21 21r-8 21 2 -8' 21 27-7' 27 25-3 27 24.5' 27 T_0 55 120 28'-11" 32 4-
31'J' 17 23'S' 25 26'-3' 25 25'-5• 25 20'.9' 32 23-3 32 27-5" 32 4'-0' 65 123 28'-2' XY5- 1
22'-t 1" 26 25'-B' 26 24'-10" 26 20'-3' 34 22W 34 21'-10' 34 4'-0' 69 130 26'-7' V 28-
9" 20 21'-10' 29 24'S' 29 2T 7- 29 19'-1' 38 21''38 20%7" 38 4-0• 7140-1 24'-9' 26'-9" 23 20'-2' 34 2T5 34 21'9' 34 1 -9' 44 19'-10' 44 19'-2' 44 4'-0" 89 6 25-Y 26 18'-
10' 39 21'-0" 39 204• 39 16'S' S1 18-5 51 1 -9' 51 4'-0' 102 Note: 1. Total roof panel
wklth =
room width +wall width + overhang. 'Design or applied load based on the affective area of the panel. Table 7.3.7 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 spannoad•
1ft.
spanfload•
2ft. spanfload•
3f.
spanlioad•
4fL
spannoad•
None
sparO
d•
1I.
spannoad•
2ft.
spannoad• 3ft.
s
nnoad•
4fL
spannoad•
4112"
U180 13'-
11•
27
14'-l" 27 15'-1' 23 16'-t' 23 1T-1' 123 IT-3- 132 14--1• 132 W4- 32 164' 127 16'4- 127 U240 1T-9' 27 1Z-
10' 27 13'-1- 27 14--1- 27 15'-9- 23 12'-9- 32 17-10- 32 IT-1' 32 14'-1" 32 15--1- 27 U360 IV-1" 27 11'
2" 27 11.5" 27 IZ-T 27 13'-5' 27 10'-6• 32 V-T 32 10--10- 32 12'5" 32 13'-5- 32 6112" U180 19'-5" 23
19'-6" 23 19'-9" 23 20'-9" 23 21'-9' 23 18'-5" 27 18'S" 27 1&-9• 27 19'-9" 27 20'-9' 27 U240 1T-W 23 1T-
9" 23 18'-0' 23 19'-W 23 20'-0' 23 1W-9" 27 16'-10" 27 1T-1' 27 18'-1" 27 19'-1- 27 1_1360 16S' 23 16-
6" 23 15-9' 23 16'-9' 23 1T-9' 23 14'-8' 32 14'-9" 32 14'-11- 32 15--11" 27 16-41" 27 8114" U180 23'-W 231
23'-9" 23 23'-11" 23 24'-0" 23 24'-0' 23 27-5" 27 2Z-6' 27 ZZ-9- 27 2X-9" 27 24'-0" 27 U240 21'S" 231 21--
T 23 21'-10• 23 2T-IW 23 23'-10" 23 20'-5" 27 2g'-6" 27 2V-9" 27 21'-9" 27 27-9" 27 U360 18'-9' 23 18'-
10' 23 I23 20'-7' 23 21'-1' 23 1T-10" 27 1T-11" 27 1B'-Y 27 19'-Y 27 20'-Y 27 10114" 1_1180 24'-0'
23 24'-0" 23 24'-0' 23 24'-0" 23 24'-0" 23 24'-0' 27 24'-0' 27 24%0" 27 24'-W 27 24'-0• 27 Lf240 24'-0' 23 24'-
0' 23 24'-0" 23 24'-0' 23 24'-0' 23 Al, 27 2T-11' 27 23'-Y 1271 24'-0' 27 24'-0' 27 IJ360 21'-0' 23 21'
4' 1231 21'4' 123 ZZ4' 123 1 23'4' 123 19'-11' 27 1 19-41' 27 1 20'-3' 1271 21'-3• 27 ZZ-3- 27 Wind Speed -120 M.P.
H. I Wind Speed -140A M.P.H. and 140B M.P.H. Panel Thickness Deflection None spannoad'
1
fL
spannoad• 2
ft
spannoad' aft.
spannoad•
414. spannoad•
None
epannoad•
1
fL
spannoad•
2
fL
spannead• aft.
spannoad•
4R spanfload•
4112"
1.
1780
IT-
3"
39 175' 39 1T-9" 39 13'-9' 139 15'-7" 132 71'-10' 145 11-41' 45 17-2- 45 13'-Y 45 t4'-Y 45 L1240 17-0" 39 114'
39 ll'-7- 39 1Z-7- 39 IT-7' 39 10'-9" 45 10-40- 45 11--1" 45 12.4- 45 IT-1" 45 U360 10'S" 43 9'-
7* 43 9'-10" 43 11'-2* 39 17-Y 39 8'-11' S1 9'-1" 51 9'4' S1 10'S' 45 71'S' 45 6112" U180 16'4' 32
1T-6- 32 1T-9• 32 18'-9" 32 19-9• 32 1V-W 38 16'S" 38 16'-T 3B IT-9- 38 18--9• 38 U240 15'-10' 32 15'
41' 32 16'-2, 32 1T-2* 32 18'-2" 32 14'-2" 45 15'-0" 38 15'S- 38 16'J• 38 1T-3" 38 U360 IS-10" 39 IN-
0" 39 IT-Y 39 15'-2- 32 16'-2- 32 174" 45 17-5" 45 17-W 45 13'-W 45 15-5" 38 8114' U16D 19'-10" 32
21'-3" 32 21'S- 32 27.6- 32 23'S" 32 20-0" 381 20-4- 38 20'4" 38 21.4" 38 22'-V 38 U240 W-W 32 194'
32 19'-7- 32 20'-7- 32 21'-7- 32 18'-Y 381 18'-3- 38 18'S" 381 19'S" 38 20'-6" 38 1_1360 15%9" 32
16'-11' 32 1T-Y 32 18'-1 32 19'-2" 32 15-41' 38 15'-11' 38 16'-3" 38 1T-3" 38 18'J" 38 101/4" U180 2T-Y
32 23'-10' 32 24'-0' 32 24'-0• 32 24'-0' 32 275' 38 2T-6' 38 27-9' 38 23'-9' 38 24'-0' 38 1.1240 1 20'-2-
1321 21'-8' 132 1 21--11' 132 27-11" 32 23'-71" 32 2V4' 38 2(rS" 38 20'-8" 138 21'-8" 38 22'S" 38 U360 I 1T-7- 1321 18'-
17' 132 1 19'-2' 132 1 20'-2' 132 21'-2- 32 1T-9' 38 1T-10' 381 18-4- 1381 19-4- 38 20'4• 38 Notes: 1. Spans are derived from
test
data for O.S.B. composite panels with spline of #2 spruce, pine or fir. Use U180 for Roof and Wall Span Tables and L/360 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 file roofs consult engineer. 4. Splines shall be full length
of panel and shall not be spliced. 5. Maximum length of panel shall
not exceed 24'-V. Q0r-I M o a M
Ol N
Jan I
LL I- LA
E
V) LArn U
v
v
I
U% 4-) cm
v t`dnuM, Coon r-> W OrJ
OL.
N
00 1%r
0 L9N I N tit a - x ' rdTow c 1111 :llLL
4 III •f-
U 10
1 b vNFmCOv00
J W f\
F
J a
Q 2O Z0
1)W
W
W
f'
WcaUJ
UN
Z
2W W
Z_
W
fn
J Q
d'
O
0 t`
r-
0
rn
n
JIY LL
Lu LL 2 m
dE W
O c Caawo'
L6 a) a)
a. a {; C
Uco
a,
co QQA
Ib C4 Q
N
L
W ,a
o 01) a)
J m
C ! O a, O (
3 d L
m u Fm-
WW d 0
Z
N
Z LL
mp
SHEET
W
10G 1208-12-
20 0
OF
r
GENERAL NOTES AND SPECIFICATIONS:
The following extrusions are considered to be "Industry Standard" shapes.
A = 0.243 in?
I I WT = 0.278 p.l.f.
o Ix = 0.136 in'
0.044 4S Sx = 0.137 in?
6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION
macI
A = 0.287 in?
WT = 0.329 p.l.f.
Ix = 0.368 in.
0.044 $ Sx = 0.247 in?
k 6063 - T6
1" x 3" x 0.044" OPEN BACK SECTION
A = 0.424 in.'
WT = 0.486 p.l.f. 2.00r'
0.044,+ J q Ix = 0.232 in'
Sx = 0.234 in?
6063 - T6
2" x 2" x 0.044" PATIO SECTION
A = 0.496 in?
T-00;r WT = 0.568 p.l.f.
Ix = 0.276 In.-
0.055 + g
Sx = 0.279 In'
6063 - T6
2" x 2" x 0.055" PATIO SECTION
3.00*
A = 0.451 in?
I WT = 0.620 p.l.f.
0.043 ; } Ix = 0.336 in.
Sx = 0.336 in?
6063 - T6
3"7a2" x 0.045" PATIO SECTION
A = 0.451 in?
WT = 0.620 p.l.f.
Ix = 0.640 in.4
0.045 9,6- Sx = 0.427 in?
6063 - T6
2" x 3" x 0.045" PATIO SECTION
r2.0mA = 0.685 in? WT =
0.785 p.l.f. Ix =
1.393 In. 0.
050 + g Sx = 0.697 in? 6063 -
T6 2"
x 4" x 0.050" PATIO SECTION 2.
00 A = 0.954 in.2 WT =
1.093 p.l.f. Ix =
2.987In' 0.
062" Sx = 1.19510 6063 -
T6 2"
x 5" x 0.062" PATIO SECTION A =
1.08110 WT =
1.239 p.l.f. 0.
045 Ix = 1.523 In.4 J
Sx = 1.015 in? 6063 -
T6 3"
x 3" x 0.093" PATIO SECTION A =
1.438 in? 3.
00T WT = 1.648 p.l.f. Oq
Ix = 1.984 in.' 0.
1 2,E gi Sx = 1.323 in? I`
6063 -
T6 3"
x 3" x 0.125" PATIO SECTION A =
1.938 in.' 74.
00",r- WT = 2.
221 p.l.f. 0.12
Ix = 4.854 in.' I- J
Sx = 2.427 in? 6063 - T6
4" x
4" x 0.125" PATIO SECTION 2.00-
r A = 0.482 in? WT = 0.
552 p.l.f. 0.050'
g Ix = 0.609 in.' Sx = 0.
406 in. 6063 - T6
2" x
3" x 0.050" TILT SECTION 2.0or
A = 0.582 in? WT = 0.
667 p.l.f. Ix = 1.
228 in.' 0.050'
c Sx = 0.614 in? 6063 - T6
2" x
4" x 0.050" TILT SECTION A = 0.
613 in? WT = 0.
702 p.l.f. g Ix =
0.773 In. 0.045
Sx = 0.
515 in? 6063 - T6
2" x
3" x 0.045" SPECIAL SECTION A = 0.
562 in? 3 0X;
WT = 1.122 p.l.f. 0.045-
I+ 1 g Ix = 0.762 in' LJ SF
Sx = 0.920 in? 6063 - T6
3" x
3" x 0.045" FLUTED SECTION T'00'
r A = 0.772 in.2 WT = 0.
885p.1.f. 0.046-
71 Tjb. 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 T•01
A = 0.
964 In? WT = 1.
105 p.l.f. 0.05"
El, Ix = 3.691 In.' 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 A = 1.
095 in? WT = 1.
255 p.l.f. 0.0511m+
o Ix=5.919in' 1'OV
OSx = 1.965 in.' 6063 - T6
2" x
6" x 0.050" x 0.120" SELF MATING
BEAM A = 1.
259 in? WT = 1.
443 p.l.f. 0.06 +
o Ix = 8.746 in. n N
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.l.f. 0.06'
o Ix = 15.427 in. N Sx =
4.408 in? U;U
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 W/ INSERT VIT Cl!
A =
1.
853 in? c WT =
2.123 p.l.f. 07 $ Ix =
16.638 In.' m Sx =
4.157 In? L-u
6063 - 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 11 2.
0orN A =
1.990 In? O WT =
2.280 p.l.f. Ix = 21.
981 In.' 0.07 $
Sx = 4.885 in? 6063 - T6
STITCH W/ (
1) #8 S.M.S. @ 24" O.C. TOP AND
BOTTOM 2" x
9" x 0.072" x 0.224" SELF MATING
BEAM fc Cli
A =
2.355 in? 0 F
WT = 2.
698 p.l.f. 0.082'
o Ix = 26.481 In. m 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 Vor q =
3.032 in? WT = 3.
474 p.l.f. o`ii
Ix = 42.583 in. O Sx =
8.
504 in? 6063 - T6
0.09
0 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 A = 0.
666 in? 1) #8
x 1-1/2"-2.00T- WT = 0.763 p.l.f. S.M.
S. @ 6- UPRIGHT - OR BOTTOM
AND )044BEAM: FROM ENDS,
TOP )•044 900. Ix = 0.694 in.• Sx = 0.466 In? @ 16"
O.C.ly o
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 2-11T S.M.
S. @ 6- FROM ENDS,
TOP A = 0.847 in' OR BOTTOM
AND - f.00" 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 Soy I 1/2"
S.M.S. BEAM: INTERNAL 6"
ly = 0.540 in' Sy = 0.545 in? FROM ENDS,
TOP 6063 -T6 OR BOTTOM
AND @
16" O.C. 2" x
2" x 0.044" PATIO SECTION WITH 2" x
2" x 0.044" PATIO SECTION 0"I$
f'0"I A = 0.
592 in? 044 WT =
0.
678 p.i.f. UPRIGHT: 044 + $
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 2-1/2" S.M.S. @ 6" 3.00" FROM ENDS,
TOP OR BOTTOM AND A = 1.367 in.2 @ 16- O.C. OR PILOT HOLE W/CAP 0.09 AND (1) #
8 x 1/2" S.M.S. INTERNAL 8" WT = 1.566 p.l.f. FROM ENDS,
TOP OR BOTTOM o + g Ix = 2.655 in. AND @
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) #6
x 2-1/2" S.M.S. @ 6" FROM ENDS,
TOP OR BOTTOM AND ".00" 4 A = 1.367 in? @ Is-
O.C. OR PILOT HOLE W/ CAP AND (1) #
8 x 1/2 S.M.S. INTERNAL 6' WT = 1.566 p.l.f. FROM ENDS.
TOP NOOR BOTTOMO.C. + $ IX = 1.
892 In.4 A Sx =
1.
261 in? LOAD APPLIED
NORMAL TO THE 3' DIRECTION
4.00" 4 6063 - T6 1" x
3" x 0.044" OPEN BACK SECTION WITH 3" x
3" x 0.093" PATIO SECTION WALL POST 2) #8
x 2.1R' S.M.S. @ 6" FROM ENDS,
TOP OR BOTTOM AND p 00' In In @16"
O.C. OR PILOT HOLE W/ CAP II' III
ip A =
1.654 in? x AND (
1S.M.S.S INTERNAL6' 1NT = 1,895 p.l.f. I FROMOM
ENDS, TOPOR+ NDOT AND @16-
D. Ix = 2.260 in.' L1 k Sx =
1.50710 LOAD APPLIED NORMALTO
THE 5 0(• -4 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 4.00" q =
3.706
in? WT = 4.246
p.l.f. Ix = 33.276
in.' N c Sx = 8.
314 In' 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
1 4.00"
A =
3.980
in? WT = 4.560
p.l.f. N Ix = 43.
963In.4 n1 0 Sx =
9.
770 in? 6063 - T6 0.
07 + + $ U
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" -itr
I A=4.710In? WT = 5.397
p.l.f. ci Ix = 52.
90 In.' Sx = 11.770
in? 0 0.08 +
6063 - T6 1"
Oua) 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. (Or" A -
6.063
in.' WT = 6.947
p.l.f. O Ix = 85.
165
in' 0 Sx = 17.007
in? 0.09n+ + c
6063-T6 STITCH W/ (1) #
8 S.M.S.
@ 24- O.C.TOP AND BOTTOM OF
EACH BEAM
2) 2" x
10" x 0.092" x 0.369" SELF MATING BEAMS
A = 4.429
in? WT = 5.075
p.l.f. N Ix = 48.
889 in! c Sx = 9.
754 In? 0.07 + 0
6063 - T6 o+-4m STITCH
W/ (1) #
8 S.M.B @ 24- O.
C.TOP AND BOTTOMOF
EACH BEAM 2)
2" x
8" x 0.072" x 0.224" SELF MATING BEAMS W/
2" x 4" x 0.038" i 4.00"
T A = 4.702
in.' WT = 5.388
p.l.f. Ix = 62.947
in.' 8 Sx = 11.
425 in .3 6063 - T6 STITCH
W/ (1) #
8 S.M.S.
@ 24- O.C. TOP AND BOTTOM
OF EACH BEAM
2) 2" x
9" x 0.072" x U.224" SELF MATING BEAMS W/
2" x 4" x 0.038" 4.000" A =
6.249
in.' i`rnp WT =
7.160 p.Lf. M 0 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
2) 2" x
10" x 0.092" x 0.369" SELF MATING BEAMS W/
2" x 4" x 0.038" A = 0.569
in? WT = 0.652
p.l.f. 0.045' + o
Ix = 0.332 in.' Sx = 0.332
in? 6063 - T6 2"
x 2"
x 0.045" SNAP EXTRUSION Oor A = 0.
591 in.' WT = 0.677
p.l.f. 0.045 + $ bc.(=
0.812 in' H Sx = 0.
545 in? 6063 - T6 2"
x 3"
x 0.045" SNAP EXTRUSION T.00r A =
0.682 in? WT = 0.781
p.l.f. 0.045 Ix =
1.631 in! Sx = 0.816
in? 6063 - T6 2"
x 4"
x 0.045" SNAP EXTRUSION T.0 A =
1.323
ir1.' WT = 1.516
p.l.f. 0.062• o
Ix = 7.027 In' 10 Sx = 2.
342 in? 6063 - T6 2"
x 6"
x 0.062" SNAP EXTRUSION 2.00 A =
1.447
in? WT = 1.658
p.l.f. o Ix = 10.
151 in. 0.062 RSx = 2.900 in? 6063 - T6 2"
x T'
x 0.062" SNAP EXTRUSION Section Alla/ W
H h
12 A I be I ly In. In In.
In. In. In, In, In.6063 5 4
M18 008 DOB 1.18 381 405 0.85Gutter 14. M4 Edge
6063
T-
5 5 H1 s ooee aess B BB 2.45 4.43 a.14 1 + T = 1
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UENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 1/2" 4 ply CDX or 7/l6" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints 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 coaled, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION 9 DESIGN STATEMENT:
The anchor systems In the Fastener section are designed for a 130 MPH wind
load. Multipliers for other wind zones have been provided. Allowable loads
Include a 133% Wind load increase as provided for in The 2007 Florida Building
Code with-2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads -
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d=diameter
Embedment
Depth
in.)
Min. Edge Dist. &
Anchor Spacing
5d (In.)
Allowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
114" 1.12" 1-114" 273# 236#
2' 1.1/4'1 3169 1 236#
TAPPER Concrete Screws
3116" 1-1/4" 15/16' 288# 167#
1.314' 15116" 371# 259#
114" 1-114" 1-114' 427# 200#
1,314' 1-114" 544# 216#
318" 1-112" 1A/16" 511# 402#
1-3/4' 3.318" 703# 455#
POWER BOLT Expansion Bob
114" 2' 1-114' 624# 261#
5H6" 3" 1-7f8" 936# 751#
3/8' 3-1/2" 1-9116" 1,575# 1.425#
12" 5" 2-12' 2.332# 2.22011
POWER STUD(Wedge-Bolt 0)
114" 2J/4" 1-114" 8121 326#
318" 4-114" 1 1,358# 921#
112" 6" 2412" 2.271# 1,218#
SIB" 7" 2.1/4" 1 3,288# 1 2,2020
Wedge Bolt
1/4' 2-12" 2.1/4' 878# 385#
3/8" 3-1/2" 3-114" 1.705# 9161
112" 4" 3 4" 1,774# 1,091
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2 Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to rswl may be substituted.
4. Anchors receiving bads perpendicular to the diameter are in tension.
5. Allowable loads are Increased by 1.00 for wind bad.
6. Minimum edge distance and center to center spacing shall be Sd.
7. Anchors reeeMng loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of Sd have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load
For a 2' x 6' beam with:
spacing - T-w O.C.
allowed span - 20'-5' (Table 1.1)
UPLIFT LOAD = V2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS - 1/2(20.47) x T x 10# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# -1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table Is based on Rawl Products' allowable loads for 2.500 ps.i. concrete.
Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness fr) (Ibs.)
8 0.164' 122 139 153 200 1 228 255
10 0.190' 141 161 177 231 263 295
12 0210• 156 178 196 256 291 327
14 0250' 186 212 232 305 347 389 529
114" 0.240' 179 203 223 292 333 374 508
5116" 0.3125" 232 265 291 381 433 486 661
318" 0.375" 279 317 349 457 520 584 783
12' 0.50' 1 373 423 465 609 693 779 1057
Allowable Shear Loads on Screws for Nominal Wall Thickness ' (lbs.
Screw/Bon Single Shear
Size Nd 0.044' 0.050" 0.055" 0.072' 0.082" 0.092" 0.125"
8 0.164" 117 133 147 192 218 245
ND 0.190• 136 164 170 222 253 284
12 0210" 150 171 188 246 280 293
14 0250' 179 203 223 292 333 374 508
114" 0240" 172 195 214 281 320 358 487
5116" 22125' 223 254 279 366 416 467 634
3/0" 0.375' 268 305 335 439 499 560 761
112- 0.50" 1 357 - 406 1 447 - 585..- 665_ . 747 1 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness Cr)(Ibs.
Bolt Double Shear
Sim Nd 0.044" 0.050" 0.055" 0.072' 0.082' 0.092" 0.125"
1/4' 0240 343 390 429 561 639 717 1 974
5/16" 0.3125" 446 508 559 732 1 832 1 934 1 U69
3W 1 0.375- 536 610 670 878 998 1 1120 1 1522
12" 0.50" 714 812 894 1170 1332 1 1494 1 2030
Notes:
1. Screw goes through two sides of members.
2. Aft barrel lengths: Cetus Industrial Quality. Use manufacturers grip range to match total wag thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications In drawings.
3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel.
Mre-ther Alloysllopte6o
1269
5052 H-25 1522
6005 T-5 1 2030
Allowable Load Coverslon Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multi Tiers
Tension Shear
Sd 1.00 1.00
6d 1.D4 1.20
7d 1.08 1.40
Bd 1.11 1.60
9d 1.14 1.80
10d 1.18 2.00
11d 1.21
12d 125
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures 0 27.42 #/SF
Fastener
diem. min. edge
distance
In. ctr.
to ctr.
E3,o3o-110
No. of Fasteners / Roof Area(SFI
2/Area 3 /Area 4 l Area
114" 12' 5/8' 2,908-106 4,362-159 5.819-212
5116' 3!B' 7/8' 3.788 - 138 5.682 - 207 7.576 - 276
3/8' 3f4" 1' 4.544 -166 6.816 -249 9,098 - 331
12' 1' 1-1l4' 6,060 - 221 9,090 - 332 12,120 - 442
Table 9.513 Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #/SF
Fastener
dlam. min. edge
dlstenee
min. dr.
to ctr.
No. of Fasteners / Roof Area S
1!Area 2/Area 3/Area 4/Area
114" 112" M. 1.454 - 41 Z908 - 82 4.362 -125 5.819 -164
916- 3W 7/8" 1.894 - 53 3,788 -107 5,682 -160 7,578 - 213
3/0' 314" 1" 2272 - 64 4.544 -128 6,816 -192 9,088 - 256
112• 1" 1414- 3.030.95 6.060 -171 9.090 - 258 IZ120 - 341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure 'B';
I =1.0.
2. Minimum spacing Is 2-112d O.C. for
screws & bolls and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws,
bolls. and rivets.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
AllowableMulti
Tension
Load
Tiers
I Shear
12d 125
11d 121
10d 1.18 2.00
9d 1.14 1.80
8d 1.11 1.60
7d 1.08 1.40
6d 1.04 120
5d 1.00 1.00
Table 9.2 Wood & oncrete Fastener for Open or Enclosed Buildings
Loads an ws in Tension Only
Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # / SF)
Forwlnd Regions other than 120 MPH. Use Conversion Table at Bottom of thin nanat
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 2 3 4
1/4"o
1" 264#-10 SF 528#-19 SF 7929-29 SF 1056#-39 SF
142' 396#-14 SF 792#-29 SF 1188#-43SF 1584#-58 SF
2-1/2" 660#-24 SF 1320#-48SF 19&W-72 SF 2640#-96 SF
5116"o
1" 312#-11 SF 624#-23 SF 9W#-34 SF 1248#-46 SF
142" 468# - 17 SF 936# - 34 SF 14044 - 51 SF 1872# - 68 SF
2.112" 78W - 28 SF 1560# - 57 SF 2340# - 85 SF 31200-114 SF
318"0
1' 356#-13 SF 712#-26SF 106E#-31 SF 1424#-52 SF
1-12' S34#-19 SF 106E#-39 SF 1602#-58 SF 2136#-78 SF
2.112' 890# - 32 SF 1780# - 65 SF 1 2670# - 97 SF 13560# -130 SF
CONNECTING TO: CONCRETE Win, 2,500 Pan for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embed
Number of Fasteners
1 2 3 4
TYPE OF FASTENE ulek SerjConcrele Screw Rawl Zamae Nallin or E ulvalent ,
1/4'o 273#-10SF 546#-20 SF I 819#-30SF 40SF
2' 316#-12 SF 632#-23SF I 948#-355 264#-4
TYPE OF FASTENE Concrete Screw (Raw] Tapper or Equivalent
3116"e 288#-11 SF 576#-21SF 864#-32SF 1152#-42SF
371#-14 SF 742#-27 SF 1113#-41 SF 1484#-64 SF
1/4"o 14/4' 1 365#-13 SF 73D#-27 SF 1092-40 SF 1460#-53 SF
13/4' 427#-16SF 854#-31SF 1281#-47SF 1708#-62SF
318"o 141r 511#-19 SF 1 1022#-37SF 1533#-56 SF 2044#-75 SF
1.314" 70M - 26 SF 1 1406# - 51 SF 2109# - 77 SF 28129 -103 SF
TYPE OF FASTENER" Expansion Bolts fRawl Power Bolt or Equivalent
3/8"o 2.12' 105D#-38SF 2100#-77SF 315D#-115SF 4200#-153 SF
3-112" 1575#-57 SF 31 W#-115 SF 4725#-172S 6300#-230 SF
1/2"o 3" 1399#-51 SF 12798#-102 SFJ 4197# - 153 SQ 559M-204 SF5' 1 2332# - 85 SF 14684# 17D SFI 6996# - 255 SFI 9328# . 340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shag not be less than Sd where
d is the anchor diameter.
2. Allowable roof areas are based m bads for
Glass / Enclosed Rooms (MWFRS); I =1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
Tables Shown),
multiply allowable bads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100 26.6 1.01
110 26.8 1.01
120 27.4 1.00
123 28.9 0.97
130 322 0.92
140-1 37.3 0.86
140-2 37.3 0.86
150 42.8 0.80
Metal to Plywood
12" 4 ply 5/8" 4 ply 314' 4 ply
Shear
lbs.
Pull Out
lbs.
Shear
lbs.
Pull Out
bs.
Shear
be.
Pull Out
lbs. 6crewB
8 93 48 113 59 134 71
10 100 55 120 69 141 78
12 118 71 131 78 143 94
14 132 70 t45 88 157 1 105
Takla 9 7 Aluminum Rivet- with Aluminum or ¢te"t tu.,..a.,,r
Aluminum Mandrel I Steel Mandrel
Rivet Diameter Tension lbs. Shear Tension lbs. Shear
1/8" 129 176 210 325
5/3r 187 263 340 490 3/
16' 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
Maximum
Screw / Anchor Size Max
Sim of Beam Upright
Attachment
Type Size Description To Wall 0
To
Upright / Bea 0
2"
x4"x 0.D44" Angle Vx 1'x 0.045' 3/16' 10 2"
x4"x 0.044' Angle Vx Vx 1/16 0.063 3/16' 12 r
x 5" x 0.072" U-channel 1-10 x 1-lW x 1-1n• x 0.125• 10 14 2'
x 6"x 0.07r U-channel Vx2-1/8'x1'x 0.050" 511V 5116 2"
xrx 0.072" Angle 1"xt'x 1/8(0.125) 3116' 12 r
x 10" x 0.07r Angle-- 1-12' x 1-12' 1/16"(0.06r) 1/4' 12 - r
x 7' x 0.07r Angle 1-12' x 1-12' 3116'(0.18W) 1/4' 14 ' r
x 10" x 0.072' Angle 1-12" x 1-12' 1/W(0.06r) 114' 14 2"
x 7" x 0.072" Angle 1-14' x 1-W4" x 1/8'(0.125') 1/4' 14 2"
x 10" x 0.072" Uchennel 1-3W x I-W4' x 1-3/4' x 1/8' 3/8' 14 rx10"
x0.b72" Angle rxrx 0.093' 31r 31W 2"
x10'x 0,072" Angle rxrx 1/8"(0.125") 5116, 5116• 2^
x 10' x 0,072" An le r x r x 3/16'(0.313') 12' 12• Note:
1. #
of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching
screw size for boom / upright found In table 1.6. 2.
For post attachments use wall attachment type - to wag of member tirickness to determine
angle or u channel end use next higher thickness for angle or u channel than the upright
wall thickness. 3.
Inside connections members shall be used whenever possible Le.
use In fleu of angles where possible. 4.
The thicker of the two members u channel angle should be place on the Inside of the connection
O possible. Table
9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads
and Areas for Screws in Tension Only Maximum
Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) For
Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this pa a) CONNECTING
TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
1 2 3 4 1/
4"o 1'
264#-7SF 528#-15 SF 792#-22 SF 1056#-30 SF 1-
1/2" 39M-11 SF 792#-22 SF 1188#.33SF 1584#-45SF 2-
1/2" 660#-19 SF 1320#-37SF 198M-56 SF 2640#-74 SF 5/
16"o 1"
312#-9SF 624#-18 SF 936#-26SF 1248#-35 SF 1-
1/2" 468#-13 SF 936#-26SF 1404#-40 SF 1872#-53 SF 2-
1/2" 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF 3f8'
e 1'
L 72#--0SF 68#-3OSF 1424#-40 SF 1-
1/2" 10SF
13F
0#2S6S 02#-45SF2136#-60 SF 24/2"
890# - 25 SF 1 1780# - 50 SF I 2670# - 75 SF 13560# - 100 SFI CONNECTING TO:
CONCRETE [Min. 2,500 psq for PARTIALLY ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 2
3 4 PE OF
FASTENER Quick Set' Concrete Screw Rawl Zamac Nailin or Equivalent 114"o
1-112' 233#-8SF 466#-17 SF 699#-25SF 932#-34SF 2" 1
270# -10 SF I 540# - 20 SF I 810# - 30 SF I 1080# - 39 SF PE OF
FASTENER concrete Screw Rawl Tapper or Equivalent) 3116"0
1-7/2" 246#-7SF 492#-14SF 738#-21 SF 984#-28 SF 1.3l4'
317#-95F 634#-18 SF 1 951#-27 SF 1268#-36 SF 1/4"
o 1-1/2" 365#-10 SF 730#-21 SF 1 1095#-31 SF 1460#-41 SF 1-3/
4" 465#-13 SF I 930#-26SF 1 1395#-39 SF 1860#-52 SF 318"o
1-112' 1 437#-12 SF 1 874#-25 SF I 1311#-37SF 1748#-49 SF 1-314"
1 601#-17 SF 1 1202#-34 SF 1 1803#-51 SF 24D4#-68 SF PE OF
FASTENER Expansion Bolts Rawl Power Bon or Equivalent 318"e
23-1122' 20# - 3SF0-68SF365 102 SF 4820# -136 S 130.-37SF 2606# -
73 SF 13909# 11 1 F1 5212# - 147 SF 12"a 3'
18069 - 51 SF 3612# -102 SF 5410# -16SF 7224# - 203 SF 5" 1993#-56SF 39BU-
112SF 5979#-18 SF 7972#-224 SF Note: 1. The minimum
distance
from the edge of the concrete to the concrete
anchor and spacing between anchors shall not
be less than 5d where d is the
anchor diameter. 2. Allowable loads have
been Increased by 1.33 for wind loading. 3. Allowable
roof areas
are based on loads for Glass Partially Enclosed Rooms (
MWFRS) 1= 1.00 WIND
LOAD CONVERSION TABLE:
For Wind Zones/Regions
other than 120 MPH Tables Shawn), multiply allowable
bads and roof areas by the corrversbn
factor. WIND REGION I APPLIED
LOAD
CONVERSION FACTOR 100
25
1.
22
110 30 1.11
120 35 1.03 .
123 37 1.00
130 42 0.94
140.1&2 48
0.88 150 56 1 0.
81 Table 9.9 Minimum
Anchor Size for Extrusions Wall Connection Extrusions Wall
Metal Upright
Concrete Wood 2• x 10" 114"
14 1/4" 1/4" 2" x 9" 114"
14 1/4• 1/4• 2"x 0" 114"
12 1/4" 12 2"x 7" 3/
16" 10 3/76- 10 2" x 6" or
less 3116' 8 3116' 8 Note. Waft, beam and
upright
minimum anchor sizes shag be used for super gutter connections. Table 9A0 Alternative
Anchor
Selection Factors for Anchor Screw Sizes Metal to Metal Anchor
Size 8 10
12 1114' 1 S/16" 318" 96 1.00 0.
80 0.58 0.46 027 021 10 0.80 1.
0D 0.72 0.57 0.33 026 12 0.58 1.
OD 0.78 0.46 0.36 14 0.46 0.
57 0.78 1.00 0.59 0.46 5116' 027 0.33
0.46 0.59 1.DO 0.79 318" 1 021 026
0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors
for Anchor/ Screw Sizes Concrete and Wood Anchors
concrete screws: 2" maximum
embedment) Anchor Size 3116" 1/
4" 318' 3116" 1.00 0.
83 0.50 114" 0.83 - A.
00 _ 0.59 3/6' 0.50
0.59 1.00 Dyne Bolts (1S/8"
and 2-114" embedment respectively)
Anchor Size3/16" 3116"
112"
1 1.
00 EOAS112*
OAS Multiply the numberof #
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 is: 0.8 x 10 - (
8) #10 0 Z M W
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