HomeMy WebLinkAbout131 Carmel BayRECf-q y ,
3 MARA11 CITY OF SANFORD
BUILDING & FIRE PREVENTION
gy; PERMIT APPLICATION
II^^
Application No: 6' 1 Documented Construction Value: $—
Job Address: 3 ( Ca UA J 864 Historic District: Yes No
Parcel ID: -%n % D_'b Zoning:
Description of Work: SyebppL
fIPlan
Review Contact Person: SSA"i% /._j Title: Phone:
LjD4- 029 t - Ljg4'4 Fax: E-mail: S61_Q_U1 H,,&&L) A c we j Property Owner
Information Name ` d
a , ot BS a I _ Phone: 3091 — 3 8_rlf Lf 4 Street: I
Resident of property? City, State
Zip: IsmkkjAd Contractor Information
Nil Name:
Street:
City,
St,
Zip: Bonding Company: _
Address: Building
Permit
0- Phone: t-(
04-
a91- (4qq 9 Fax: State
License
No.: SC I31 1 S-OD91Y Architect/Engineer
Information Phone: Fax:
E-
mail:
Mortgage Lender:
Address: PERMIT
INFORMATION
Square Footage:
S140 Construction Type: No. of Stories: No. of
Dwelling Units: Flood Zone: X Electrical New
Service -
No. of AMPS: Plumbing New
Construction -
No. of Fixtures: Mechanical 0 (
Duct layout required for new systems) Fire Sprinkler/Alarm No. of heads:
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 relgasq.
Date
Print Owner/Agent's Name
f A If
of Florida / Date
1;` ,+r' • / DENNIS PEWSEY
T. MY COMMISSION # DD 653074
EXPIREW
W"'':tiLQ.f eonmlbruNoSeryPnubOoUndelrndters
Owner/Agent is ers nally Known t Me or
Produced ID
APPROVALS: ZONING: 1 3'1y'11 UTILITIES:
ENGINEE
22• /
FIRE:
COMMENTS:
iZ -'2 /.qe I I
Signature of Contractor/Agent bate
Print Contrutor/Agent's Name
MY COMNEI6SION # DD 653074
EXP ES: April 18. 2011
Bonded mm Nomry Public Undenvmers
Contractor/Agent is P nally Known to a or
Produced ID Type o
WASTE WATER:
BUILDING: Z e23 //
Rev 11.08
1111111111R1111111111111NIII 1tip11111IIdi1I!91111111 RE Permit
No. 11— 103'5 1 , Tax
Folio No—JSJ - (9 19- 0 060- Flo; NOTICE
OF COMMENCEMENT State
of Florida County
of Seminole 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. 1.
Description of property: (legal 2.
General description of improvement: 3.
Owner information: Name: F Address: /,',
A 1 (A_6-AL 01 MiARYANNE
MORSEw CLERR OF CIRCUIT COURT SEMINOLE
COUNTY BK
07539 Fig 1983; Upg) CLERK'
S #a 2011026122 RECORDED
03/11/2011 01:E6:34 PN RECORDING
FEES 10.00 RECORDED
BY J Eckearoth(all) of
the property, and street address if available) b.
Interest in property:— c.
Name and address of fee simple titleholder (if other than Owner): Name: Address:
4.
Contractor Name: ) A 'M A 7A., Phone number: t t0 4—e9 1- c.
Address: nn c 5.
Surety Name Address:
b.
Amount of bond: $ 6.
Lender: Name: Address:
b.
Lender's phone number: 7.
a. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided
by Section 713.13(1)(a)7., Florida Statutes: Name: Address:
8.
a. In addition to himself or herself, Owner designates of to receive a copy of the Lienor'
s Notice as provided in Section 713.13(1)(b), Florida Statutes. b.
Phone number of person or entity designated by owner: 9.
Expiration date of notice of commencement (the expiration date is 1 year from the 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 IMPROVEMENTS TO
YOUR PROPERTY A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE
BEFORE HE ST IN CTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER
OR N A RNE EFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF CUMMENC
E CERTIFIED COPI Signature
of 0 thor(zed Officer/Director/Partner/Manager Signatory's Title/Office IIJIORSE ARYAN The
foregoing instrument was acknowledged before me this '2 (a day ofF, year, by (name of person)Cp%pg RC• UITCOURT authority, ...
e.g. officer, trustee, attorney in fact) for (name o was execRTW;M COUNTY. FLORIDA ig1
rY Pjt DENNIS PEWSEY MY
COMMISSION # DD 653074 1 (
SEAL ' EXPIRES: April 18, 2011 Signature
of otaryP blicR 9ondodfiruNweryPubNcUndererilars ^ 201 Personally I
wn ` /)R Produced Identification Type of Identification Produced H Verif
Ja
to
Sec op 92.525, Florida Statutes: Under penalties of perjury, I declare that I have read the foregoing and that the facare
trt t the best of my knowledge and belief. THIS INSTRUMEh1 C PREPA&ED B r Signa u
of
atural P rson Signing Above WAME _ro- Re . 008 - ADDR. -, --
E- U—Q A (,'"" l--Q' .
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: y
I hereby name and appoint: U 1 U AIA 1 CL7- L--
an agent of. S
of Company)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
C9 All permits and applications submitted by this contractor.
The specific permit and application for wor located at:
f3 I
Street Address)
j
Expiration Date for This Limited Power of Attorney: 1a 13 I t 1
License Holder Name: 1 PH
State License Number: S ce.13 11 S-rre q-L4
Signature of License Holder:qd Tjj
STATE OF FLORIDA
COUNTY OF "le -
The foregoing instrument wa acknowledged before me this '?lay of M 4.r-. ,
2#j, by who is personally known
to me or who haswho as
identification and who did (did not) take an oath.
Notary Seal)
Rev. 3/27/07)
Signature
Print or type name 11 =Qti DENNIS PEWSEY
MY COMMISSION k DD 653074
EXPIRES: April 18, 2011
Bonded Thru Notary Pubk Underwriters
Notary Public - State of _
Commission No.
My Commission Expires:
f llRAltlIIIIMA1Bl1#Alf All!!rl E"!IP
0
Pmarwbyawi otD:
FirstAmerican Mile rrsura ny 19903
carrdwaud Ui Tampa,
r733618 0
I,
Fausto Da costa, des' hereby
revoke any and all p the
land subject to this Power Ilk
058% PGS 074 i-0745 CLERKS
0 2000515%73 MCI WIP,/
M iFrSrr51 PN MWIN FR
40) am By
t how Spe) a
Durable
Power of Attorney pursuant to Florida Statutes 709,08, f a
Power of Attorney or a Durable Power of Attorney reladng to Y and
provide as follows: 1. GRANT
OF POWER T O 1TORNEY•
IN•
FACT. I hereby appoint Fabiata Da Casa, ("AttorneyIn-
fac#j,ki who,
mind
and eighteen (Ill) years of age or older, as my
lawful agent with fufor me and In my name in any and all of the matters hereinafter
set fortthority to make, acknowledge, and deliver for me any
in my name an, leases, assigrments, mortgages, releases, and other
Instruments that act may deem proper In connection with any matter hereinafter
set forthbe interested, and generally to act for me and
in my name with egging, with the same effect as thougiwere personalty presentandZDURABLE
NATURE OF POWER. THIS%ALTrOREYN("THE "POWER') SHALL NOT BE
AFFECTED BY ANY PHYSICAL OR LITY OR [NCAPACTY THAT I MAY SUFFER EXCEPT
AS PROVIDED BY STATUBE EXERC5W IMMEDIATELY FROM THIS DATE
WITHOUT ANY OTHER ADIIION WHATSOEVER 3. EXERCiGSES OF
POWER. Ali powers and dconferred upon my Attorney -In - Fact hereunder shall beexercisablebymyAttorney ]n- named herein. All actions taken by my Attorney -
In -Fact pursuant to this power ng acts taken during any period of my disab8ity
or incompetency, shall inure to it of and bind me, my heirs, devisees and personalrepresentatives, as N I were and not disabled, 4. DURATION OF POWER.
This Power shall not be of time between it's grant and
its exerdse. Thls Power shag be valid until 1)45 days, (il) my death. nr Ii61
my wrOton ramraHnn h or,w. nekie.+ Mu o A6 ....u.'C ...
v 1.fY113lYi
1
t
Tampa, fi 33618 rol
I, Faudo Da Coats, des ini
hereby revoke any and a p
the land subject to this Power
Spedfk)
a Durable Power of Attamey pursuant to Florida Statutes 709,08,
f a Power of Attorney or a Durable Power of Attorney relasing toandprovideasfollows:
I. GRANT OF POWER T
d
TTORNEY-IN-FACT, I hereby appoint FabW Da
Costa, ("Attorney-In-Factl, Who) sound mind and eighteen (18) years of age or older, as my lawful agent with full r act for me and In my name in any and all of the
matters hereinafter set form, g I authority to mice, acknowledge, and deliver for
me any in my name all 0 , , leases, assignments, mortgages, releases, and other instruments that my Fact may deem proper fn oonnectlon with anymatterhereinaftersetforthandinbeInterested, and generally tD act formeandinmynamewfthrespecttong, with tfre same effect as thougi I
wft personally present and acting for
Z DURABLE NATURE OF POWER, THIS%ALTrORNEY ME "POWER") SHALL
NOT BE AFFECTED BY ANY PHYSICAL OR LITY OR INCAPACITY THAT I MAYSUFFEREXCEPTASPROVIDEDBYSTATUBEEXERCISWIMMEDIATELYFROM
THIS DATE WITHOUT ANY OTHER ADrION WHATSOEVER 3.
EXERCEM OF POWER. All pavers and discr*Wnferred upon my Atmmey-In- FadhereundershahbeenerdsablebymyAttorney -In -Fact named herein, All anions takenbymyAttorneyIn -Fact pursuant to this power ' ing ads taken during any periodofmydisabilityorincompetency, shall inure to of and fund me, my heirs, devisees and personal representathres, as N I were and not disabled, 4.
DURATION OF POWER. This Power shall not be v
of
time (s:tween Its
grant and its exerdse. Thb Power shall be valid until i} 45 days, (ii) my
death, or (ill) my written revocation of ft Power, subject the provisions ofSection12below, _ Page
I at 5 IN -
914647
5. OFF OF FILING OF PETITION TO OETERMINE INCAPACITY OR APPOINT
G At any time a petition to determine my competency or a petition to
a uardian for me is filed, this Power shall be temporarily suspended, Notice of
petiton shall be given to all known donees of thh Power. This Power shall
ed until the petition is dismissed or withdrawn, or I am adjudged
com t which time the Power shall be automaticaly reinstated and any exercise of
this shall be valid. If ] am adjudged fnoompebent, this Power shall be
automatically ked except to the extent the court having juesdkdion over my
guardian a determines that any authority granted by this Power is to remain
exercisa mey-In-Fact.
fi,
7.
LAND SUBJE EIL This Power applies solely to the real property located at:
131 Carmel , FL 32771 and more particularly described as Exhibit
A" attached interest interest therein, Including ray homestead rights (if any), and
all furniture, f pemml property, tangible or intangible, related to the
foregoing real pro of whether such property is held In any type of
joint tenancy, including, u t limited to, a Oenarrry in common, joint tenants with right
of survivorship or a tens entirety.
This Pourer of Attorney 9460ft, for the dosing for Worlds Savings.
POWER OF ATTORNEY-IN•FA(I ut limiting the broad powers conferred by the
preceding provisions, I authmt ey-in-Fact to:
a) SELL, RENT, LEASE OR "I
term or exchange any real pro
considerations and upon such
and execute, acknowledge and del'
property herein described.
b) BORROW MONEY. Borrow, money on
respect to the real and personal property
think fit and to execute all notes, mortg
my Attomey-In-Fact finds necessary or de
PROPERTY. Sell, rent, lease for any
t described or interest therein for
ens as my Attorney -In -Fact may see fit;
Otnts conveying or encumbering title to
c) SELL PERSONAL PROPERTY. Sell all fumibu `
intangible personal property related to the real prop
and belonging to me, and execute all assigunentf
or proper for transferring them to the purchaser or
and discharges for all money payable in respect to the
d) COLLECT MONEY AND OTHER PROPERTY. Calk
property that may be payable or belong to me with
property herein described, and to execute recelpts, rel
relatina tbeWn
and with such searrity with
rd as my Attorney -In -Fact may
s and other instruments that
and other items of tangible or
herein described as a fixture
ther instruments necessary
rs, and give good receipts
of money and other
he real and personal
talons, or discharges
t;set
ounts,
AGENTS. Employ and pay reasonable compensation to agents,
attomeys, and investment counsel to assist in the exercise of any of the
out herein.
MIGH DEGREE OF DISCRETION. It is my intention that the powers
my Attorney-IrrFact be Interpreted lxaadiy so as to allow myAttomey-
gbdegree of discretion in managlog my affairs. Therefore, I authorize
MY -In-Fact to do anything regarding my estate, property and affairs that I
could Pf.
8, RESERVATI OF
kGIRYS,
I hereby reserve; (1) all rights to do personallyany acts
that my Atto s authorized to perform hereunder; (2) the right to granttoothers; (3) the right to amend this Power in any manner;
and (4) the rightthe Power in whole or in part
9. TERMINATION OF This Power shall terminate as provided in Section 4 above
or may be terminated any time prior thereto by either me or by my Attorney -In -Fact by
giving written notice of such { tion to the other,
10. GOVERNING LAW. This Vstru nt is exewted by me in the State of Florida and
shall be governed by the laws of to of Florida.
11. RECORDING. I specifically gr5ko'mq,,In ad the authority to record this
instrument in the public records onty ithin which I reside and in any other
Jurisdiction where an Attorney-Inbelieves necessary or appropriate,
0
12, RELIANCE BY THIRD PARTIEa third party has received "notice", as
provided in SK*n 13 below, of , partial or complete termination of
the Power by adjudication of my Inca on by initiation of proceedings
to determine my incapacity or my deaths ' d party may act on reliance upon
the authority granted to my attorney -In -Fact and I hereby confine all such
ads,
13. NOTICE. In any dreun sttances in which "notice"
ts
e delivered to me, my
Attorney -In -Fact or to any third -party relying an the a Attorney -In -Fact to ad
hereunder, to be effective such notices shall be to writbe served on the person
or emity to be bound by the notice by any form of mIre a signed receipt or by
personal delivery as provided for servee of process un
IN WAtitE56 WH9W, I have signed this DMA Pewet of AtaxM, Mffis inp of ttuee
3) typwft paper, in the preseltoe of two (2) wim gW al of them have signed in the
presence of each other, all as of the dale fhst aboue written.
41
to of
County 4
THE RK-GQW
has produced a g
A
WAS MMMM, batons me this day
A Cam, wM lt persanahy Imown to me or who
idenbf+cation.
EKHIMT "A"
Lot 51, MONT R OAKS PHASE A, A REPLAT, aaotdhg to the plat thereof, as recorded in Plat Book 58,
Pages 22 and 23, of the Public Records of Seminole County, Uda.
Mar 14 2011 11:37AM SCREEN MASTER 4072914775 p.1
V
FIN 3424 Shader Road, Unit 1
Orlando, FL 32808
407-29 1 -4774
Fax 407.291.4775
Customer
10 ' 0,
hone ^
3 21, 3
ate
2
Street 1 ` {`" ,' {
a
Work Ph Cell Ph
324
City, Zip Cade Directions: -
Subdivision
Screen Master to furnish and labor - complete in accordance with specifications below, for the sum of: TonalDeposit $ X i List Price $
C k." 10
Balance Due Upon Completion $
O
Pay to Installer
TERMS OF PAYMENT
All balances due upon completion of job. Past due accounts are charged at 1112% pe month interest plus all legal TOTAL "
OLP
fees we may Incur to collect. All materials remain the personal property of Screen Master un6! contract is paid in fill.
l
i... : .:..........:...........
Frame Color Bronze White Vinyl Clear Dark Tint Grey
Master Plan -
r
EL.-- ITE Qty Size Windows QtyPenceioaude
Insulated Roof System Qty Size Qty
Roof Pans Qty Size Qty
Door RH LH Qty Carpet Type City
Kickplate # Color 12' x .
9 YEAR GUARANTEE ACCEPTANCE OF CONTRACT
We will repair or replace defects in our material or workmanship for one year from The above prices, specificatioEand conditions are satisfactory and areoriginalinstallationdaleatnoacd•tional charge. Our aluminum structures shall hereby accepted. Ycu are a ized lc do he work as specified. Buyer
conform to the wilding code. We are licensed, and insured Florida certified and Seller have three day r f recisio after which payment will becontractorSCC131150074. made as outlined ab e.
Salesperson Customer
L;a 413, 3332-
Appr6vad by Gan; Mgr. Date 0"
PLAT OF BOUNDARY SURVEY for.
DESCRIPTION: LOT 5 I , MO
INC.
PHASE A REPEAT
RECORDED IN PLAT soar 58
PAGE(S) 22 and 23
PU5QblINOLE PUBLICRECORDS OF COUNTY.
FLORIDA LDTG7
NOT PLATTED PM
MONTEREY OAKS FHA5E II. A REPEAT PLAT
BOOK 58. PAGES 22-23 N89045'
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BUILOI
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OF SANFORD OE
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DATE
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sCut 58904
CARMEL
BAY DRIVE 389"
47'42'E 1P.C.-FDUNO DISIL ND.
LB Z85(o N07M
I.
BEARINGS ARE BASED ON THE .CENTERLINE OF CARMELBAYDRIVEBEINcSTd947'42 FLOOD
CERAFICA770N BASED
ON NE MERGENCY MANAGEMENT
ACY FLOOD INSURANCE 2UNDERGROUNDIMPROWDANMROOFOVERHANGSRATEMAP. THE STRUCTURE ANDFnONSHAVEHOTBEENIOCAL,G EAMAL. D ARE BASED ON NAnavAL CEOOEnc VERTICALDATUMOFSHOWN
HEREON DOES NOT UE WTHW ' THE100YEARFLOODHAZARDAREA. CERTIFIED TO: F
BURM0TIESARETOTO
euILDINcLDNOrlEsARENorTo USED np TMS
STRUCTURE LIES IN ZONE ' X " COMMUNITY
PANEL Na 120294 0040 E EFFECTIVEJorge
Bulfone Pinnacle
Direct Funding Corp. CONSTRxBEAMucrDEEDORPLATTEDLINESI. eEASURE AND DISTANCES SHo xv HEREON ARE MEASUREDANDPERRECORDEDPLATDATE:
MAP
REVISION DATE: 17.
r985 SUBJECT
TO CHAINGE) Kampf Title & Guaranty Corp. UNLESSOTHERWSENOTED. Adnotam Title Company, Inc. yE
UNDERSIGNED AND CAVDNE. ING LAND and M MAPPERSNAKENO RESEIRVATIOER OR ERTA/NINC TD EASEMENTS, RIGHTS OF WAY- SETBACK LINES AGREEMENTS AND OTHER EF2ECTORSETFORTHALLSUCHChicago
Title Insurance Co. GUARANTEES
AS 70 DIE INFORAIAnONI REFLECTED HEREON MATTERS, AND fURTHER TMS INSTRUMENT IS NOT INTENDED In . MATTERSSUCHINFORMATIONSHOULDBEOBTAINEpANDCONFIRMEDBYOTHERSTHROUGHAPPROPRIATEABBREVIA170NS/LEGEND: FOVND
f I/4" IRON PIPE (LS 200) 40 FOUND J/ F ETiE
VERIF7CAnON. NQ-
NUMBER P.r- 40 2ES/o0E FgIND CONCRETE MONUMENT 14,
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RADIUS POYNT ' TANCENCY CONC-f:ON(2RETE 61.-CHORD PL-PaNT OF ANTE SECTTaN L.S;-LAND SURVEYOR E E -ENVTRONMENTAt CONTROL EASEMENT ARC -ARC LENGTH 4 C -POINT OF CURVATURE O R-OFMAL RECORDS p PC: -POINT OF REVERSE CURVATURE D.E -DRAINAGE EASEMENT LICENSEEBUSINESSCNWM-?CHORD fA. ANT
POUND CURVATURE U E -UnUTY EASEMENT CENTERLINEA -AFR CONOI17MM PAD p DELTA CErITRAL m QUA E -DRAINAGE• d ACCESS EASEMENT 0 E-Ul? Tr EA EM uTTL1T1' &
ANGLE) ' 0-&U .-DRAINAGE & UTILITY EASEMENT 57MWALK EASEMENT IHlS
SURVEY• NOT• VALID UNLESS •EM@0, Ep RENS/ON AVON.EINC. A FLTuoE RAlSEp DATE LAND
SURVEYORS AND MAPPERS• • RECERW7c*- s00
COUNTY ROAD 427 SOUTH FINAL LOCAnON LONGWOOD.
FLORIDA 32750-3499 FOVNDAflON LOCATION TELEPHONE (407) e30-9080 OOMtntICK F CA VOW - PRESIDENT FORM80AR0 LOCArIav FAXNo. (407) 339-.636 FLORIDA SURVEYOR & MAPPER NUMBER ?003 2:
W. STAKE LOT, - lalr- _ LICENSED. BUSINESS STAKE NWSE W,
Q S AK HOU . wo. STAKE LOT QFOUNDATIONA2 - *. - W Q fMAt?M/ -2__` W OL RECERT LOT
by CHIp r
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ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with
2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum
Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate
multipliers and conversion tables shall be used for codes other than the Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity bads, walk-on or live
loads, and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum bads. Higher loads and wind
zones may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are
hereby listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his
letter of review and statement no financial interest is available upon request. A copy of Brian Stidings'
letter is posted on my web site, www.lebpe.com.
2. Any user of this manual, for the purpose of acquiring perils, must be a licensed Architect,
Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to
attend my continuing education class on the use of the manual within six months of becoming a client
and bi-annually thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general notes
contained here In. Structures exceeding these 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 For.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and purlin details.
SHEET 5: Beam connection delals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon fooling detail, and post to beam and
anchor schedules.
SHEET 1OA: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 1013: 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 1OF: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 1OH: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
EAGLE 6061 ALLOY IDENTIFIER"" INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These Identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" external identification mark (Eagle 6061") and its Iocation next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchasers / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
Identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal Is
purchased. This should be displayed on site for review at final Inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. e l
EAGLE 6061 I.D.
DIE MARK
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering
Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's
purchase of these materials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM;
1.2. Has attended the ASDM training course within two years prior to the date of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license
granted in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any
third party (other than a local building department as part of any 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
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME:
CONTRACTOR LICENSE NUMBER: S C_C I S I! -1) 0 4 Ll
COURSE # 0002299 ATTENDANCE DATE: -iQ 1 f 3 1 Q 0 1 0
CONTRACTOR SIGNATURE:
SUPPLIER: Gaj G /l
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS z
vi
1. Check the building permit for the following: Yes No .,
a. Permit card & address . .. . . . . . . . . . . . . . . . . . . . . . . . .
b. Approved drawings and addendums as required . p o s
c. Plot plan or survey . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .
d. Notice of commencement . . . . . . . . . . . . . . . . . . . . . . . L 2
2. Check the approved site specific drawings or shop drawings against the "AS f z
BUILT" structure for. Yes (Jo
a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . . V
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . . JC W m
c. Purlin sizes, span & spacing. . .. . . . . . . ... ... . . . . . . . s 3 e
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . .. . .
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . ' Wj m
f. Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . . rG
Q 2
g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . •
3. Check load bearing uprights I walls to deck for. Yes No
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . .
b. Correct number, size & spacing of fasteners to upright . .. . . . . . .. ..
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . y,c to Y. d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for. Yes No
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . AZ—J
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure1/ Q `
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . :3x
d. Roof panel attachment to receiver or host structure . . . . . . . . . . . . . . . ]! Z CD w
e. If angle brackets are used for framing connections, check number, size & thickness Q 2 O
of fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . sG E O Z W
f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . .. . G Z O O
5. Check roof panel system for. Yes No O 2 F-
a . Receiver bracket, angle or receiving channel size & thickness . . . . . . . .. . z J Z
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . . sG — 111 Z LLI Z
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . — 0 — 2 p
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . .. W y % W
o- W 05 QNotes: fJ
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SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W °a m VEHICLES
RULE 15C-2, THE SPAN TABLES, CONNECTION ii V
U O Cc DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE DESIGNED
TO BE MARRIED TO CONVENTIONALLY 0 a
CONSTRUCTED
HOMES AND / OR MANUFACTURED HOMES AND 3:m MOBILE
HOMES CONSTRUCTED AFTER 1984. j_' THE
DESIGNS AND SPANS SHOWN ONTHESE_ DRAWINGS ARE BASED ON
THE LOAD REQUIREMENTS„ FOR THE 2007 FLORIDA BUILDING CODE
WITH 2O09 SUPPLEMENTS. a 0. O
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LDRAWINGFORONEPERMITONLY08-12-2010 OF 0
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DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supple nts, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B or'C'_ or'D' , Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120
MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure _; Design Pressures
for Screen / Vinyl Rooms can be found on page 3A-ii:
a. 'B' exposure = ' PSF for Roofs & _PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D' exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C' or'D' exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 35i.
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. /
7SHS' - W l & tT eA Phone: 1 C - a '" -i :4 i 4
Contractor Aut zed Rep' Name (please print)
r
Ar Dater
Contractor/ Authorized Rep' Signature
i-
r IS I CAA*kk) 13w,,, ,Sow ,
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . . . V11 -
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . V -
C. Contractor's / Designer's name, address, phone number, & signature on plans . . J-/ -
D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . . JG -
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 . . . . . . V -
3. Beam span, spacing, & size . . . . . . . . . . . . LC -
Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . . . . . . . . . . . . . . -
Select uprights from appropriate 3A.2 series tables)
Check Table 3A.3 for minimum upright size)
5. Chair rail or girts size, length, & spacing . . . . . . . . . . . . . .
Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . . L/
Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Yes No
A. Beam & pudin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . C
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B' Exposure to
MPH wind zone and/or "C" or "D' Exposure for load width
Look up span on 120 MPH table and apply the following formula_
SPAN REQUIRED ---
i F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . . -
Tables 3A.2.1, 3A.2.2, or3A.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone,'B' Exposure to JU V MPH wind zone and/or 'C Exposure for load
Width_
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED
F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . .
D. Connection details to be used such as:
1. Beam to upright
2. ...........................
3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . .
4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . et* -
5 Chair rail, puriins, & knee braces to beams & uprights . . . . . . . .
6. Extruded gutter connection . . . . . . . . . . . . . . . . . . . .
U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . L -
E.
Foundation detail type & size . . . . . . . . . . . . . . . . . . . . .
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Bock, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to told 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 fooling, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to utiliy sheds, carports, and / or other structures to be attached.
b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wail beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2' x 3' x 0.050" with an 18' x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home maybe attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infilts 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 bad shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.qom
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, II, & III sunrooms, non -habitable, and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shaltnot be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The bads 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 IV and IV projection with a 2' overhang. Any greater load width shall be site specific.All framing
components are considered to be 6061 T-6 except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B'
Basic
Wind
Pressure
Screen Room
Vinyl Rooms
Roof I Walls
Over Hang
All Roofs
100 MPH 13.0 10.0 12.0 46.8
110 MPH 14.0 11.0 13.0 47.1
120 MPH 17.0 13.0 15.0 48.3
123 MPH 18.0 13.3 15.9 50.8
130 MPH 2O.0 15.0 18.0 56.6
140.1 MPH 23. 117.0 21.1 65.7
140-2 MPH 23.0 17.0 21.1 65.7
150 MPH 26.0 20.0 24.0 75A
Note:
Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from Exposurs'B' to Exposures "C' or'D' see Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 12n MPH Wind Zone to Otherw. IF--
Wind Zone
MPH
Roof
Applied Load Deflection Bending
SF) (d) (b)
Walls
Applied Load Deflection Bending
S (d (b
100 10.0 1.09 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
150 20.0 0.87 0.81 24.0 1 0.85 0.79
Table 3A-B Conversion Factors
for Over Hangs
Fromwzoosurw'B'te wzno w"C'
Wind Zone
MPH
Applied Load
0!S
Deflection
d
Bending
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
130 56.6 0.95 0.92
140-1 65.7 0.90 0.86
140-2 65.7 0.9D 0.86
150 75.4 0.86 0.80
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Conversion Table 3A-C 2 O off W
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" a Z O to
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Exposure "B'to"Exposure B" to "D"
Mean Roof
Height*
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending Deflection Bending Deflection
0 -15, 121 0.91 0.94 1.47 0.83 0.88
15' . 20' 1.29 0.88 0.92 1.54 0.81 0.87
20' .25' 1.34 0.86 0.91 1.60 0.79 0.86
25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85
N co) >- 0
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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 -J WarEXPOSURE
C: Open terrain wih scattered obstructions, including surface undulaltions or i ther ` , W vi irregularities,
having heights generally less than 30 feet extending more their 1,500 feet r OLL W from
the building site in any quadrant. p m Lu
1.
Any building located within Exposure B-type terrain where the building is within 100 feet m 1 y horizontally
in any direction of open areas of Exposure C-type terrain that extends mor C 1 L than
600 feet and width greater than 150 ft. W ' 2.
No short tens changes In'V, 2 years before site evaluation and build out within 3 ars, L site
will be'b'. a 3.
Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr te2L . SHEET
than
1,500 feet W F
4. Open terrain for more than 1,500 feet in any quadrant.Co
SITE
IS EXPOSURES
EVALUATED
BY: (•fJ9 / 1 1 1 DATE: I (f w y SIGNATURE:
LICENSE#: SCCrt3 0 08-12-
2010 OF 010 12
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TABLES 3/l
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL
ROOF SECTION)
RIDGE BEAM
PER TABLES 3A.1.4)
HOST STRUCTURE OR \
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER'BEAM POST
HOST 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 & 3A1.2)
LW' FOR
H. // UPR GHT
HEIGHT (h) 1. x 2"
k— MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS
W/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7)
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
1.
FOR ROOF BEAM ALTERNATE CONNECTION
P/Z 'P/Z @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (
SEE SECTION 7 FOR DETAILS)
SEE TABLES) O ui
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SOLID ROOF X
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ELEVATION SLAB OR GRADE)
P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
NOTES:
VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX OF Z-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 1140 150
C!7PICAL SCREEN ROOM
SCALE: 1/8" = 1'-0"
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4) #8 x 112" 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
ANCHOR I x 2 PLATE TO
CONCRETE WITH 1/4"x2-1/2"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AT 24" O.C. MAX. OR
THROUGH ANGLE AT 24" O.C.
MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
ALTERNATE WOOD DECK 2"
PTP USE WOOD FASTENE
W/ 1-1/4- MIN. EMB NT)
I" x 2" TOP RAILS FOR SIDE WALLS
NITH MAX. 3.6 LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-T
120 6'-3"
123 6'-l"
130 5'-8"
1401&2 6-1"
150 4'-11'
INTERNAL OR EXTERNAL
U CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST Wl
MIN. (4) 910 S.M.S.
1 x 2 OR 2 x 2 ATTACHED TO
BOTTOM W/ 1" x 1" x 2• x 1/16"
0.045" ANGLE CLIPS EACH
SIDE AND MIN. (4) #10 x 1/2-
S.M.S.
1" x 2" x 0.032" MIN. OPEN BACK
EXTRUSION
1-1/8' MIN. IN CONCRETE
V;PDRIER UNDER CONCRETEPOST
TO BASE, GIRT AND POST TO BEAM DETAIL SCALE:
2" = T-O" ALTERNATE
CONNECTION DETAIL
1" x T WITH BEAM /
HEADER 3) #
10 x 1-1/2" S.M.S. INTO SCREW
BOSS 2) #
10 x 1 1/2" S. M. S. INTO ANGLE
CLIPS MAY BE SCREW
BOSS SUBSTITUTED
FOR INTERNAL ANCHOR
1" x 2" PLATE TO SCREW SYSTEMS CONCRETE
W/ 1/4" x 2-1/2" CONCRETE
ANCHORS WITHIN 6"
OF EACH SIDE OF EACH MIN. (3) #10 x 1 10 S.M.S. POST
AND 24" O.C. MAX INTO SCREW BOSS MIN.
3-1/2' SLAB 2500 PSI 1" x 2" EXTRUSION CONC.
6 x 6 -10 x 10 W.W.M. OR
FIBER MESH 1-1/8• MIN. IN CONCRETE VAPOR
BARRIER UNDER CONCRETE
ALTERNATE
HOLLOW UPRIGHT TO BASE AND HOLLOW
UPRIGHT TO BEAM DETAIL SCALE:
2"=1'-0" HEADER
BEAM ANCHOR
1" x 2' CHANNELTO CONCRETE
WITH 4) #10 x 1/2" S.M.S. EACH SIDE 1/
4" x 2-1/4"CONCRETE OF POST ANCHORS
WITHIN 6" OF EACH H-
BAR OR GUSSET PLATE SIDE
OF EACH POST AT 24" O.
C. MAX. OR THROUGH 2" x 2" OR 2' x 3" OR 2" S.M.B. ANGLE
AT 24' O.C. MAX POST MIN. (
4) 910 x 1/2' S.M.S. @ MIN.
3-1/2' SLAB 2500 PSI EACH POST CONC.
6x6-10x10 W.W.M. OR FIBER
MESH VAPOR
BARRIER UNDER CONCRETE
1"
x 2" EXTRUSION 1-
1/8' MIN. IN CONCRETE ALTERNATE
PATIO SECTION TO UPRIGHT AND PATIO
SECTION TO BEAM DETAIL SCALE:
2" = V-0" ANCHOR
RECEIVING CHANNEL TO
CONCRETE W/ FASTENER PER
TABLE) WITHIN 6" OF — EACH
SIDE OF EACH POST @ 24"
O.C. MAX. MIN.
3-1/2" SLAB 2500 PSI CONC.
6 x 6 - 10 x 10 W.W.M. OR
FIBER MESH VAPOR
BARRIER UNDER CONCRETE
2"
x 2" OR 2" x 3" POST 8
x 9/16"TEK SCREWS BOTH SIDES
1"
x 2-1/8" x 1" U-CHANNEL OR RECEIVING
CHANNEL CONCRETE
ANCHOR PER
TABLE) 1-
1/8" MIN. IN CONCRETE ALTERNATE
POST TO BASE CONNECTION - DETAIL 1 SCALE:
2• = V-0" 9
e 1"
x 2-1/8" x 1• U-CHANNEL OR 2'
x 2" OR 2" x 3" POST RECEIVING CHANNEL 8
x 9116" TEK SCREWS BOTH SIDES
ANCHOR
RECEIVING CHANNEL TO
CONCRETE W/ FASTENER PER
TABLE) WITHIN 6" OF EACH
SIDE OF EACH POST @ 24"
O.C. MAX. MIN.
3-1/2" SLAB 2500 PSI CONC.
6 x 6 -10 x 10 W.W.M. OR
FIBER MESH VAPOR
BARRIER UNDER CONCRETE
COMPOSITE
ROOF PANELS: 4)
1/4" x 4" LAG BOLTS W/ 1-
1/4" FENDER WASHERS PER 4'-
0" PANEL ACROSS THE FRONT
AND 24" O.C. ALONG SIDES
2"
x 2" OR 2" x W HOLLOW GIRT
AND KICK PLATE 2" x 2" HOLLOW
RAIL 8
x 9116" TEK SCREWS BOTH SIDES
1"
x 2-1/8" x 1" U-CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING
CHANNEL W/ MIN. (3) #10 x 1-11T m
i S.M.S. IN SCREW BOSSES CONCRETEANCHOR
PER
TABLE) 1-
1/8" MIN. EMBEDMENT INTO CONCRETE
ALTERNATE
POST TO BASE CONNECTION - DETAIL 2 SCALE:
2" = 1'-0" EDGE
BEAM 1"
x 2" OPEN BACK ATTACHED TO
FRONT POST W/ 10
x 1-1/2" S.M.S. MAX. 6" FROM
EACH END OF POST AND
24" O.C. FRONT
WALL GIRT 1"
x 2" OPEN BACK ATTACHED TO
FRONT POST W/ 910
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. HROUGH
SPLINE GROOVES IDE
WALL HEADER TTACHED
TO 1" x 2" OPEN SACK
W/ MIN. (2) #10 x 1-112" M.
S. RISER
PANELS ATTACHED PER ROOF
PANEL SECTION HEADER
ATTACHED TO POST W/
MIN. (3) #10 x 1-10 S.M.S. IN
SCREW BOSSES 2"
x 2", 2"x 3" OR 3"x 2" HOLLOW (
SEE SPAN TABLES) J
Q
FOR
SNAP EXTRUSIONS GIRT ATTACHED
TO POST WITH Z MIN. (
3) #10 x 1/2" S.M.S. IN 0 O SCREWBOSSESZ
0 0_
J
RAIL "
OPEN BACK BOTTOM N ; W 0
0 U
M 1/
4" x 2-1/4" MASONRY a
a
J
V
i O i00ANCHOR@6" FROM EACH POST
AND 24' O.C. (MAX.) 0 Q a
IU
cn
c
cl) Z TYPICAL
UPRIGHT DETAIL ? W
W
SCALE:
2" = 1'_0 twi
Z V c
tf% 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. VVVY IDE
WALL GIRT ATTACHED TO x
2" OPEN BACK W/ MIN. (3) 10
x 1-1/2" S.M.S. IN SCREW OSSES
FRONT
AND SIDE BOTTOM RAILS
ATTACHED TO CONCRETE
W/ 1/4" x 2-1/4" CONCRETE/
MASONRY ANCHORS
@ 6" FROM EACH FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR POST
AND 24" O.C. MAX AND O BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND WALLS
MIN. 1" FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES CONCRETE / -'
OFOR
ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050' x 1-3/4" x 4" STRAP AND (
4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT TYPICAL &
ALTERNATE CORNER DETAIL SCALE:
2" = 1'-0 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. PURLIN,
GIRT, OR CHAIR RAIL SNAP
OR SELF MATING BEAM ONLY
a
D z
J O
Q U
LLc
O z
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BOSSES to
z2 N J
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to
O` K
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OR SELF MATING BEAM j o co ONLY
W m Q': n L
a
o
N m uJ
x s opUJ
IL co
OF m
U > 0 m t-
z r tu
w
m PURLIN
TO BEAM OR GIRT TO POST DETAIL w m J SCALE:
2" = V-0" ui
m o I
Z N w
a. w
vi m W ;
i4 WAw71 JJ UNslEALU) 0: SHEET
LLOz U
0 wz
woZ
4 U)N z ZzQ
LL 2W mnn08-
12-2010 OF
SOLID] ROOF PANELS (COMPOSITE OR PAN TYPE} FASTEN PANELS Tl EDGE BEAM
PER DETAILS IN SECTION 7 AND IANDIO
t-
U
U) ,L -
J w Z3:
IF KNEE BRACE LENGTH j a) w
EXCEEDS TABLE 1.7 USE w = F z
CANTILEVERED BEAM 0)(95 in 0
CONNECTION DETAILS m w
00
SCREEN OR SOLID WALL
MAY FACE IN OR OUT)
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2)1/4" x 2" LAG
SCREWS @ 24" O. C. (MAX.)
EACH STRAP
2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4" BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2" x 0.062' ANGLE EACH
SIDE (3) EACH #8 S.M.S. EACH
HEADER
6' MAXIMUM -A
EXTRUDEDI ®
OR SUPER
LEG INTO POST AND INTO I ® GUTTER MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA 36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
OR TRANSOM) WALL (@_ FASCIA (WITH SOLID ROOF)
SCALE: 2" = V-0"
PANS OR
COMPOSITE PANELS
PER SECTION 7
EDGE BEAM TABLES:
3A.1.1, 2
POST TO BEAM SIZE AND
POST SELECT PER TABLE 3A.3 # OF BOLTS
USE 2 x 3 MINIMUM (SEE TABLE 3A.3)
m
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
SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 3A.3)
SEE TABLES 3A3)
1" x 2" MAY BE ATTACHED FOR
POST NOTCHED TO SUIT
SCREEN USING (1)
10 x 1-112" @ 6" FROM TOPitl
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = V-0"
r) W
ROOF PANEL
SEE SECTION 7)
1-3/4" x l-W4" x 0.063'
RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU I ® OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
SEE TABLE 3A.3 FOR NUMBER i ® FOR NUMBER OF BOLTS AND
OF BOLTS ) SIZE OF POST (SEE TABLE
I 3A.3)
I ®
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 Y AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = V-0"
2" x ' S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U-BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4" S.M.S. @ 6"
M EACH END AND @ 24"
MAX.
E BRACE
SQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION"DETAIL
SCALE: N.T.S.
2' x 9' x 0.072' x 0.224" BEAM
SHOWN
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED)
WHEN FASTENING 2" x 2'
THROUGH GUSSET PLATE
USE 910 x 2" (3) EACH MIN.
4
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
2&
2" x 6" x 0.050" x 0.120"
UPRIGHT SHOWN
tia>
til
tila
STRAP TABLE
vx
B
SIZE
R S
SIZE LENGTH
x 4)#12 4
x 4 #14 3.1/4"
Xr 141#14 1 3.7/4'
2-x1 1 1
NOTES: r ' ALL SCREWS 3/4" LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSE17 SIZE, SCREW SIZES, AND NUMBER
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSELT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2' = V-0"
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2" x 1-1/2" 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 1-10
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = V-W
BEAM TO WALL CONNECTION:
2) 2' x 2" x 0.060"
MOUNTED
ANGLE OR RECEIVING ANGLESANGLES ATTACHED TO WOOD
CHANNEL EXTRUSIONS WITH
FRAME WALL W! MIN. (2) x
INTERNAL SCREW BOSSES 2" LAG SCREWS PER SIDEE OOR
MAY BE CONNECTED WITH TO CONCRETE W/ ( x }O2) #10 x 1-1/2" INTERNALLY
MASONRY2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER Q
MINIMUM #8 S.M.S. x 3/4"
w SIDE FOR EACH INCH OF BEAM
c
LONG NUMBER REQUIRED
m DEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH w ~
w ALTERNATE CONNECTION:
IN INCHES
a 1) 1-3/4" x 1-3/4" x 1-W4" x 1/8" ti
INTERNAL U-CHANNEL 2
ATTACHED TO WOOD FRAME W
INTERIOR BEAM TABLES: p
WALL W/ MIN. (3) 3/8" x 2" LAG L9
SCREWS OR TO CONCRETE 9
3A.1.3 OR MASONRY WALL W/ (3)1/4" LL
2x2
x 2-1/4" ANCHORS OR ADD (1) z
ANCHOR PER SIDE FOR EACH 2INCHOFBEAMDEPTH ¢
LARGER THAN 3"
U.
BEAM TO WALL CONNECTION DETAIL w
SCALE: 2" = l -W U
0
a.
zO
Q
U
LL
hzw0
HINGE LOCATION O
mz
0
N 2 x 2 EXTRUSION z v
HINGE LOCATION W z
it It00,
LL
O W
Wa
HINGE LOCATION x m O
O
O w
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NOTES: W y
1. Door to be attached to structure with minimum two (2) hinges. r O IuZJ
1 IL,o.
2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.? - K IceOulLL
3. Each hinge to be attached to door with minimum three 131 #12 x 314" S.M.S.. o m
4. Bottom hinge to be mounted between 10 inches and 20 Inches from ground.
5. Top hinge to be mounted between 10 inches and 20 inches from top of door. ?
6. If door location is adjacent to upright a 1' x 2" x 0.044" may be fastened to upright With #12 x 1
S.M.S. at 12" on center and within 3' from end of upright.
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
L: 2
J W _ LL ?
m
W U' M x
d W O LL 66
cr o r- a
C U M t•
m =
C r
W Co $ .0 t
oa o
J m
U > O m
ccJ F
N
m
USSELOA
w
SHEET z
U rn UlII
zw
w z z
WQ w
R IL
L
m
08-12-2010 OF
CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY 1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST-
AND 24" O.C. MAXIMUM 1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
M ( KNOCKOUT BLOCK TOP
RIBBON OR MONOLITHIC iv COURSE WITH 2,5W PSI PEA
FOOTING (IF MONOLITHIC ROCK CONC. DECK
SLAB IS USED SEE NOTES OF
APPROPRIATE DETAILS) 6 x 6 - 10 x 10 WELDED WIRE
c+7 12" c MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32")
2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" =1'-0"
h' W' N x"
32" 12" 2 10'-0"
40" 12" 2 8'-0"
48" 18" 3 6'-0"
56" 18" 3 4'-0"
60" 24" 3 2'-8"
72' 30" 4 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
j 8" x 12" CONCRETE FOOTING
E- WITH (N) #5 BAR CONT.
ih W. LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 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
shall be a minimum of 12" x 16" with (2) #50 continuous bars for strictures / buildings over 400 sq. fi..
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
NEW SLAB T_ 12 4T" EXISTING SLAB
30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) 930 BAR I EXISTING SLAB AND A MIN. 4'
CONTINUOUS 8' -'1 INTO NEW SLAB 6" FROM
EACH END AND 48" O.C.
DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = T-0"
SCREWS
SEE FASTENER TABLE)
1" x 2" CHANNEL
3/4" PLYWOOD DECK
USE 2" x 4" OR LARGER
DETAILS FOR FRONT WALL
UPRIGHTS
1!4' S.S. x_' LAG SCREWS
W/ 1/4" x 1-1/2" FENDER
WASHER (SEE TABLE @ 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'
SW P.T.P. or Teks Deck 3-3/4"
2" P.T.P. 4'
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3" = V-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) 114" 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)
1) #5 0 BARS W/ 3" COVER
TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = 1'-0" (2) #5 BAR CONT.
r•. FOR
BEFORESLOPE
TYPEI TYPEII
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING
0-2"/ 12" 2" / 12"- V-10"
Notes:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or 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 It 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, InForceTM e3TM (Formerly Fibermesh MD) per manufacturer's
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0"
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 314" = V-0'
2) #5 BAR CONT.
2" MIN.
12"
TYPE III
STEEP SLOPE FOOTING
V-10"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER
SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES
ALUMINUM UPRIGHT CONCERNING FIBER MESH)
CONNECTION DETAIL
SEE DETAIL)
2) #50 BARS CONT. W/ 3-
COVER LAP 25" MIN.
0. -
5d MIN. MIN.
16" MIN.
TOTALj\\
e
p
1
6 MIL.VISQUEEN VAPOR
BARRIER IF AREA TO BE
O
ENCLOSED
c' O 16' MIN. TERMITE TREATMENT OVER
1 UNDISTURBED OR
m 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. 0
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
4. Crack Control Fiber Mesh: Ftbermmesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufaclurer's
a
specification may be used in lieu of wire mesh.
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a
SCALE: 1/2" = V-0"
w
d
8" LLOEXISTINGFOOTINGNEWSLABW/ FOOTING
zO
Lu
2) #5 BARS -DOWELED INTOEXISTINGFOOTINGW/ EPDXY\/%\ z
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UNIFORM LOAD
t t
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UNIFORM LOAD
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1 OR SINGLE SPAN
UNIFORM LOAD
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NOTES:
1) 1 = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A(Y<'Q
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
@ 114 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d-.50"
STAGGERED ON EACH d-.50" d-.50" 1" MAX
SIDE OF SELF MATING BEAM
PLATE TO BE SAME
THICKNESS AS BEAM WEB 75
d-.50" d
PLATE CAN BE INSIDE OR 75'
OUTSIDE BEAM OR LAP CUT 14,
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - .50") LENGTH
Mlnlmum Distanu and
Screw
Size
ds
in.)
Edgeto
Center
2ds n.
Center to
Center
2-112ds n.
Beam Size Thickness
n.
8 0.16 318 7/16 2'x 7' x0.055' x0.1 — 1116=0.063
10 0.19 3/8 1 2' x 8' x 0.072' x 0224' 1/8 = 0.125
2 021 7/16 9116 Y x 9- x 0.072- x 0.224- 118 = 0.125
14 or 1/4' 0.25 V2 518 2'x9'x0.082'x0.306' 1/8=0.125
5/16' 0.31 518 314 Y x 10'x 6.09 -x .369' 1/4 = .25
refers to each side of splice
use fort x 4' and Y x 6' also
Note:
1. Ali gusset plates shall be minimum 5052 H-32 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 I
SELF -MATING BEAM —
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER
TABLE 3A.3
LOAD PER TABLE 3A.3
AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
TRUFAST SIP HD FASTENER
t"+1-112" LENGTH (t+1") @
8" O.C. t+1-1/4"
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10 r
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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Table 3A.1.1-110 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #/SF for Max. Cantilever)
Aluminum All- 6061 T.6
2" x 2" x 0.043" 3" x " x 0.046"
Load
width(it-)Max.
Max. Span'U I (beading'h' or deflection V) Load
Width (11.)
Max. Span'U I (banding W or deflection'dl
1 8 2 Span 3 Span 4 Span Cantilever 1 8 2 Span 3 Span 4 Span
Max.
Cantilever
5 5'4' d 6--T d 6'-9" d 0'-17' d 5 6'-l' d T-6' d 7'-7' d 1'-l' d
6 5'-0" d 6'-2' d S'A' d 0'-11" d 6 6-8" d T-0" d T-2' d 1'-0" d
7 4'-9' d 5-1 V d 6'-0" d 0'-1 D" d 7 5'-5" d 6'-8" d V-10' d 0'-11" d
8 4'-T d 5'-8' d F-9' d V-10" d 8 5'-2' d 6'-5' d 6'f' d 0'-11" d
9 4'.5' d 5*-5' d 6-6" d 0'-10' tl 1 9 4'-11" d 6'-2" d 6'3' d 0'-11" d
10 4'3" d 5'-3' d 6-4" d 0'•9' d 10 • 4'-10" d 5-11" d 6'-1' d 0'-11" d
11 4--1' d S-1- d 5'-2- d 0'-9' d 11 4'-8- d 5-9' d 5-10' d 0'-10' d
d 4'-11" d 5'-0' d D'-9" d 12 4'-6- d S-T d 5'-8' d
3"x2"x0.0 0 x3"x 0.045'
LW
width (fL)
ax. Span'U I (bending W or daflection'dj Load
Width (IL)
Max. Span'U I (banding'b' or deflection V)
1 & 2 Span 3 Span 4 Span Cantilever 1 8 2 Span 3 Span 4 Span Cantilever
5 6'-1 V d 8'-6' d 8'-8' d T-W d 5 T-8' d 9'-5' d 9'-T d 1'-5' d
6 6'-6- d T-11" d 8'-2" d 1'-2' d 6 T-2- d 6'-1I' d 9'-1' d V-4' d 7
6'-2" d T-7' d T-9' d l'-1' d 7 V-10- d 6'-S d 87 d 7'-3- d 8
6-11' d 73' d 7'5" d l'-1' d 8 6'-6- d 8'-1' d 8'-3- d 1'-2- d 9
5'-8' d 6'-11" d T-T d 1'-0- d 9 6'-3' d T-9- d T-11' d 1'-2' d 10
5'-6' d 6-9" d 5-11' d 0'-11" d 10 v-1' d T5' d T-8" d 1W d 11
5'3' d 6'-8- d 0'-11- d 11 541" d T-3- d T5- d 1'-1' d 12
5' -2' d 64. d 6'-T d 0'41" d 12 5-9' d T-1" d T-1- b V-W d 2"
x4"x0.050 x5"x 0.060" Load
Width
YL)- Max.
Spa bending W or deflection V) Load width (
IL) Max.
Spa / banding W or do action'd 1 &
2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span C.Mnti®er 5
10%0- d 174' d 17-T d 7'-10" d 5 17-9' d 15'-9' d 16'-l' d 7-0" d 6
9'•S d 17'-8' d I V-1 V d 1'-9' d 6 17-W d W-10" d 15-2" d 2'-2' d 7
8'-1V d ll'-1' d 11'-3' d V-8' d 7 11'-5' d W-1' d 14'-0" d 7-1- d 8
8'-T d 10'-7' d 10'-9' d 1'-7' d 8 10'-11- d 13'-6- d IT-9" d 1'-11" d 9
8.3' d 10'-2' d 10'-5' d IW d 9 10'-W d 17-11" d 13.3' d V-11' d 10
T-11' d 9'-10' d 9'-11" b 1'5' d 10 10'-2' d 17S d 12'-9' d 1'-10" d 11
T-8' d 9'S" d 9'-5' b 1'S' d 11 9'-10' d 77-1' d 17.4' d 1'-9' d 12
TS d 9'-3' d 9--0O b 7'-0' d 12 9'-6- d 17'-9' d 11'-11" b 1'-9- d Notes:
1.
Above spans do not Indude length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans. 2.
Spans may be interpolated. Table
3A.1.3-110E Eagle Metal Distributors, Inc. Allowable
Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Aluminum
All- 6061 T-6 Hollowand
Single
Self -Mating Beams Tribute
Load Width T-
O" T-0" 4'-0" 5'-0' S-0- T-0' 8'-0' 10'-0" IT-O" 1 14'-0" Allowable
Span bending W or deflection W 2"
x 4" x 0.050" Hollow 13'-7' d l l'.10' d 10'-9' d 10'-W d T-5' d 8'-11' d g-T d T-11- d T-T d T-1- d 6'-10" d 6--6- d 2"
x 5" x 0.060" Hollow 1T4" d 15'-1- d IT-9" d 77-9- d 12'-0- d 7-5--d 10'-11' d 10'-1--d T-6- d 9'-1- d 8'-6' d 8'4- d 2'
x 4" x 0.045" x 0.088" 1 T-7" d 13'-7- d 174' d 11'-S d 10'-9' d 1V-3' d 9'-1 D' d 9'-1" d B'-T d 8'-2' d T-9" d T4" b 2"
x 5' x 0.0S0" x 0.116" SMB I Fir d 16'-7- d 157 d 14--W d 13' 2- d 12'-6" d 11'-11- d 11'-1- d 10'-6' d 7-11' d 9W b 8'-10' b 2"
x 6" x 0.050" x 0.120" SMB I 22'-2' d 19W d 1T-7- d 16'4' d 15'-5' d 14'-T d 13'-1 V d 17-11" d I T-1 V b I IW b 10'4- b 9'-9' b 2"
x 7" x 0.055" x 0.120" SMB 25'-2' d 27-0" d IW-1V d 18'-7- d 1T-6' d 16'-7' d 15'-1D' b 14'-2' b 17-11" b ll'-11' b 11'-2' b IV-7' b 2"
x 8" x 0.070" x 0.224' SMB 30'•6" d 26'-T d 24'-2' d 27-5- d 21W d 20'-l' d 19'-2' d 7T-10' d 16'-9' d 15-11' d 15'-3' d W-8' d 2"
x 9" x 0.070' x 0204" SMB 37-10" d 28'-8' d 26'-1' d 24'-T d 27-T d 21'-T d 20'-8' d 19'-2' d 18'-1" d 1 T-T d 16'-5' d 15-6' b 2"
x 9" x 0.082" x 0.326" SMB 35'-W d 30'-10' d 2T-71' d 25'-11' d 24'-S d 13' 3 d 27-3- d 20'-T d 19'-5' d 78'-S d 1T-8' d 16'-11' d 2"
x 10' x MOO" x 0.374" SM 41'-7' d 35'-11' d 37.8' d 30'4' d 28'S' d 2T-1- d 2S-11' d 24'-1- d I 27.8' d 21--T d 20'-7- d 19'-9- d Note:
1.
It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2.
Spans are based on wind bad plus dead load for framing. 3.
Span Is measured from center of connection to fascia or wall connection. 4.
Above spans do not Indude length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans.
5.
Spans may be interpolated. Table
3A.1.4A-110 E Eagle Metal Distributors, Inc. Allowable
Spans for Ridge Beams with Self Mating Beams for
Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Aluminum
Ali- 6n61 T-A Self
Mating Sections Tribute
Load Width 1M= PUrlin Spael 5.
0" 67V T-0" 8'-0" 9'-0" Allowable
Span 'I: / bending'b' or deflection W 2"
x 4" x 0.045 x 0.088' 154' d 14'-3' b 13'-2' b 124" b 11'-7' b l l'-W b 10'•6' b 10'-1- b 2"
x S"x 0.0S0" x 0.116" 18'-9' d 1T-2' b 15'-11' b 14'-IT b 14'-0' b 13'4' b 17-8' b 17-2' b 2"
x 6" x 0.050" x 0.120" 20'-7' b l&-10' b 1T5' b 16'3" b 15W b 14'-7' b 13'-11' b 13'4' b 2'
x 7" x 0.055" x 0.120" 275' b 20'S b 1WA V b 1T-9" b W-8- b 15'-10" b 15'-1' b 14'-6' b 2"
x 8" x 0.0"" x 0224' 30'-1" d 28'4' d 26'-11' d 25-3' b 23'-lT b 22'-7' b 21'-7' b 20'-8' b 2"
x 9" x 0.070" x 0204" 375' d 3V-1" b 2T-10' b 26'-0" b 24'-T b 233' b 27-T b 21'-3- b 2"
x 9" x 0.082' x 0.326" 34'-10' d 37-9" d 31'-T d 29'-9' d 28'-8" d 2T-8' d 26'-9' d 26'-T d 2"
x 10" 4"1 40'-T d W3' d W4' d 1 34'-9' d 3T-5" d I 37-3" d 31'3' d 30'4' d Notes:
1.
Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2.
Spans may be Interpolated. Table
3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans Under
Solid Roofs Proprietary
Products: Eagle Metal Distributors, Inc. Aluminum
Alloy 6061 T-6 Sections
Tdbuta
Load Width'1M=Members acin 3'•
0" 3--6" 4'-0" 4'-0" 5-0" 6'-0" 1 6--6" 1 7'1"1 T-6' Allowable
Hel ht W / bendinclWor deflection'd' 2"
x 2' x 0.043" Hollow 9'-3' 8'-T F-w T-6' T-i' 6'-8' 6'4' I" S'-10" 5'-T 3"
x 2" x 0.045" Hollow 9'-4' 8'-7' T-11' T-5' T-0' 6'-8. 6-4 6'-0" 5'-9' 2"
x 3" x 0.045" Hollow 17.8' IV-8' 10'-17' 10'4' 9'-9" 9'-4' 8'-11' 8'-6' 8'-2' T-10' 3"
x 3" x 0.062" Fluted IT-2" IT-1' 11'-3' 10'-T 9'-11" 9'-6' 9'-0' 8'-T 8'-3' T-11' 2"
x 4" x 0.050' Hollow 16'-5" 15'-1' 14'-1' IT-2' 17-5' 11'-10, 11'-3' 10'-9' 10'-0' 9'-11' 3"
x 2" x 0.070" Hollow 13'-2' 12'-3' 1 l'-5' 10'-9' 10'J' T-9' 9'-4" 8'-11' 6'-8' 8'-4' 3"
x 3" x 0.090" Hollow 18'-11' IT-T 16'S' 15'1' 14'-0' 14'-0' 13'-5' 17-11' 12'•5' 12'-0' 3"
x 3" x 0.125" Hollow 21'-10' 20'-2' 2"
x 5" x 0.060" Hollow 21'-2' 19'-T 18'4' 1T-3' 16W 16-V 14'-9' 14'-2' - 13'-7- 13'-1- 4"
x 4" x 0.125 Hollow 29'-2" W-11' 25'-3' 23'-9' 22'-T 21'-6' 2WU-T 19'-9' 19'.1' 18'-5" 2"
x 4" x 0.048" x 0.109" SMB 18'-3' 16'-11- 15'-9' 14'-10' 14'-1' 13'-5- 17-10, 17-3' 2"
x 5" x 0.050" x 0.116" SMB 21'-8' 20'-0" 18'-9" 1T-7" 161-8" 15'-11' 15'-3' 14'-T 14'-1" 13'-T 2"
x 6" x 0.050" x 0.120" SMB 23'-0' 21W 17-11' 18'-9' 1T-9' 16'-11' 16'-2' 16-6' 14'-11 W-5' 2"
x 7" x 0.055" x 0.120" SMB 2T-1' 25-1' 23'-5" 27-1- 20'-11' 19'-11" 19'-1' 18'-3- 1T-7" 16'-11' 2"
x 8" x 0.070" x 0.224" SMB W-7' 3T-10" 31'-W 29-10 28'-3' 26'-71" 25'-9' 24'-9' 23'-10" 23'-0' 2"
x 9" x 0.070- x 0.204" SMB 3T-9" 34--11' 32'-8' 30'-9' 29'-2' 2T-9- 2 '-7- 25'-6' 24'-T 23'-9' 2"
x 9" x 0.082" x 0.326" SMB 43'-17' 40'•8" 37'-11' 35-10' 3T.11' 374- W-11' 29'-9' 28'-0' 2T-a. 2^
x 10" x 0.090" x 0.374" SMB 575' 48'-7' 45'-S 42'-10' 40'-T 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.
Spars may be Interpolated. Table
3A.3 Schedule of Post to Beam Size Thru-
Bolts L=
D+%" 1/
4"e 318"o Beam
Size Minimum Post
Size Minimum
Knee
Brace* Min. #
Knee Brace
Screws Min.
Stitching Screw
Spacing Hollow
Beams 2'
x4"x0.050"Hollow Wx3; x0.090' 2 2"x3"x0.045 3 #8 2'
x 5'x 0.060" Hollow 3'x 3x0.090" 2 2"x3'x 0.045' 3 #8 Self -
Malin Beams 2"
x 4" x 0.048" x 0.109" SMB 3' x 3' x 0.090' 2 2' x 3" x 0.045' 3 #8 8 @ 12- O.C. 2"
x 5' x 0.050" x 0.131"SMB Wx3"x0.090" 2 2"x3"x0.045' 3 #8 8 0 Ir O.C. 2"
x6"x 0.050" x 0.135" SMB 3'x Wx0.090' 2 2"x3"x0.045' 3 #10 10 @ 170.C. 2"
x7"x 0.055'x 0.135"SM13 3'x 3"x 0.090" 2 2 2"x3"x0.045' 3 #10 2"
x8"x 0.070" x 0.239" SM B 3'x3'x 0.125' 3 2 T x 4' x 0.048' x 0.109' 3 #12 12Q 12'O.C. 2"
x9"x 0.072" x 0.219" SMB 3x3'x0.125' 3 3 2'x5'x0.0Wx0.131' 3)#14 14 @ 12'O.C. 2"
x 9" x 0.082" x 0.321' SMB 4"x4"x0.125' 4 3 2'x6'x 0.050" x 0.135' 4)#14 14 @ 12"O.C. 2"
x 10" x 0.090" x 0.389" SMB 4" x 4" x 0.125' 5 4 2" x 7' x 0.055" x 0.135' 6)#14 14 @ 12- O.C. Double
Self-MaUng Beams 2
2"x8"x0.070"x 0.239"SMB 2x5'x0.05D'x0:131' 6 4 2'x4'x0.048-x0.109' 8 #12 1 012"O.C. 2
2"x9'x0.072"x0.219"SMB 2'x6'x0.050"x0.135' 1 6 1 4 1 2"x5"xo.0S0'x0.13l' 1 (8) #14 14 170.C. 2
2'x 9' x 0.082" x 0.321" SMB I 2x7'x0.055'x0.135" B 1 6 1 2"x6'x0.050"x0.135' 8 #14 14g2 IT O.C. 2
2"x10"x0.090"x 0.389"SMB 1 2"x8'x0.070'x0.239' 10 1 8 1 2'x7'x0.0S5"x0A35" 1 (10 #14 1 #14 1Y O.C. The
minimum number of thru bolt is (2) MntlmUm
post r beam may be used as minimum knee brace Knee
Brace Min. Length Max. Len th 2'
x 2' x 0.043' 1'-4" 7-0' 2'
x 2' x 0.043" 1'•4- 7.0' 2'
x 2' x 0.043" 1'4" Z-W 2"
x 3' x 0.045" 1'-6" 2'-T 2'
x 4' x 0.050' 11-6' 3'-U' EAGLE
6061 ALLOY IDENTIFIERT"t INSTRUCTIONS FOR
PERMIT PURPOSES To:
Plans Examiners and Inspectors, These
identification instructions are provided to contractors for permit purposes. The detail below illustrates our
unique "raised" external identification mark (Eagle 6061 T ) and its location next to the spline groove, to signify
our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper
alloy is used in conjunction with the engineering selected for construction. We are providing this identification
mark to simplify identification when using our 6061 Alloy products. A
separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased.
This should be displayed on site for review at final inspection. The
inspector should look for the identification mark as specified below to validate the use of 6061 engineering.
EAGLE
6061 I.D. DIE
MARK J
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Table 3A.1.1-120 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #ISF (48.3 #ISF for Max. Cantilever)
Aiumtnum Anne RnAl T.F
2^ x 2- x .043" 3" x 2" x .045"
Load
Width (f .)
Max. Span'L' I (bending W or deflection V) Load
Width (ft.)
Max. Span 'I:I (bonding 'h' or deflection'dl
1 8.2 Span 3 Span 4 Span
Max.
Cantilever 1 8.2 Span 3 Span 4 Span Ma'
Cantilever
5 5'-l" d 7-3' d 6'4' d 0'-11' d 5 5'-9" d T-7' d T-Y d 7'-l" d
6 4'-9' d 5-10' d 5'-lV d 0'-11" d 6 S-5' d 5$' d 6'-9' d 1'-0' d
7 4'$' d S-T d 548" d 0'-10' d 7 F-l' d 64' d 6'-5' d 0'-11' d
8 4'4' d 64' d 5'-5" d 0'-10' d 8 4'-11' d 6'-0' d 6'-2- d 0'-11' d
9 4'-2" d 5-Y d S-3" d 0=10' d 9 4'-6" d 5'-10' d 5'-11' d V-1V d
10 4'-0" d 4'-11' d V-1" d 0'-9' d 10 4'$' d S-T d 5'-g" d 0'-1 V d
11 3'A d 4'-10" d 4'A d 0'-9' d 71 4'-5' d S-5' d 5'$" d 0'-10' d
d 4'$' d 4'$' b 0'-9' d 12 47 d 5'3' d 5-S d 0'-10' d
x "x 0.070- 2"x3"x0.04
Load
width (ft)
Max. Span'L' bending b* or deflection'd') Load
Width (ft.)
Max. Span 'I: / (bertriing'b' or deflection'd')
1 8. 2 Span 3 Span 4 Span
Max.
Cantilever 18, 2 Span 3 Span 4 Span Max.
Cantilever
5 6'$' d 8'-0' d 8'-2" d 7'-3' d 5 7'3" d 6'-11' d 5-1' d 1'-5' d
6 6'-l' d T-7' d 7"-9' d 1'-2' d 6 6'-10' d 6'-5' d 8'-7" d 1'4" d
7 SAO* d T-2' d T4' d 1'-1' d 7 6'$' d T-1V d 8'-Y d 1'-3' d
8 S-T d 6'-10" d T-W d 1'-1' d 8 6'-2* d T$' d T-9" d l'-2' d
9 5'4' d 6.7- d 6'-9' d 1'-0' d 9 5'-11' d T4" d 71W d 1'-2' d
10 1 S-Y d 6'-5' d 6'$- d 0'-11' d 10 5.90 d T-l' d T-Y b 1'-l' d
11 1 5'-0' d 6'-2' d 6'4' d 0'-11' d 11 5'-T d 6'-10' d 6'-10" b 1'-1' d
12 4'-10' d 6'-0- d 6'-1" d 0'-11' d 12 6-5- d 6'$- d 6'-T b 1'-0' d
2" x 4" x .050" 2" x 5" x 0.060"
Load
Width (ft)
Max. Span'L' 1 bend in W or deflection'dJ Wad
Width (ft.)
Max. Span W I bendin W or deflection'd'
1 & 2 Span 3 Span 4 Span Cantilever 1 8 2 Span 3 Span 4 Span C.
Max.
ntilever
5 9'$' d 11'$' d 11'-11' d 1'-10" d 5 17-1' d W-1 V d 15'-3" d 74' d
6 8'-1 r' d 11'-W d 11'-3' d 1'$" d 6 114' d 14'-0' d 14'4' d 7-2' d
7 8'$' d 10'$' d 10'$' d 1'-T d 7 10'-9' d 13'4" d 13'-T d 7-7' d
8 8'A" d 10'4r d 10'-Y b 1'-T d 8 10'4' d 17-9" d 13'4r d 1'-11' d
9 T-9' d 9'-T d 9'-T b V-6" d 9 9'-1l' d 17-3' d 17$' d 1'-17" d 10
T-6- d 9'-W d 8•-1- b 1'-5- d 10 9'-T d Il'-10' d 17-0' b 1'-10" d 11
T3' d B'-I t- b 8'$' b 1'-5' d 11 9'-3' d 11'$' d 17'-5' b 1'-9' d 12
T-l' d F-T b 8'4' b 1'4' d 12 9'-0' d 11'-2' d 10'-11' b 1'-9' d Notes:
1.
Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans. 2.
Spans may be Interpolated. Table
3A.1.3-120E Eagle Metal Distributors, Inc. Allowable
Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 120 MPH velocity; using design load of 13.0 #ISF Aluminum
All- RMI La Hollow
and Single
Self -Mating Beams Tribute
Load Width 2'-
0" T-O" 4'-0" 5'-0' 6'-0" T-0" B'-0" 10'-0" 17-0' 14'-0" 16'-0" 1 18'-0" Allowable
Span'L' bending'b' or deflection'd' 2"
x 4" x 0.050" Hollow 17-10' d 11'-3" d 10'-2' d 9'$' d V-11" d 8'$' d 8'-1' d T-V d T-1' d 6'-9" d 6'.5" d 6%2" d 2"
x 5" x 0.060" Hollow 16'-5' d 14'4' d 17-11" d 17-1' d I V-4' d I V-9' d 10'4' d 9'-T d 9'-0' d 8'-7- d 8'-2* d T-10' d 2"
x 4" x 0.045' x 0.088" 14'$' d 12'-10" d 1 r'$' d 10'-10' d 10'-2' d 9'$' d 9'-3' d 8'-7- d T-1' d T$' b 7*-2' b 6-9' b 2"
x 5^ x 0.050" x 0.116" SMB 1T-it'd 15'$' d 14'-3' d 13'-3' d 17-6' d ll'-10' d 11'4" d 19-T d 9-11' d 9'-3' b 8'$' b 8'-2' b 2"
x 6" x 0.050" x 0.120- SMB 20'-11- d 18.4- d 16'$' d 15'-5- d 14'-7-d 13'-10' d 13'-3' d l l'-11' b l V-1 V b 10'-Y b 9'$' b 8'-11" b 2"
x 7" x 0.055" x 0.120" SMB 23'-1 D' d 20'-10' d 18'-11' d iT-T d 16'$' d 1S-7' b W-T b 13'-0' b 1l'-1 l' b 11'-0' b 10'4' b g'-9' b 2"
x 8" x 0.070" x 0.224" SMB 28'-10' d 25'-Y d 27-10' d 21'-3' d 19'-11' d 18'-11' d 18'-Y d 16-10' d 16-10' d 15'-1" d 14'-5' d IT-10' d 2"
x 9' x 0.070" x 0.204" SMB 3d 27 1d26-YNd dT-5-
15-Y b
14'-3' b62 x 9" x
0.082" x 0.326"SMB 334' 2d$ 29 3 1-0d1184 d 16-W d2" 2" x 10' x 0.
090" x 0.374" SME 38'-11' d 33'-11' d W-10' d 28'$' d 1 26'-11' d 1 25'-7' d 1 24'$" di 22'-9' d 1 21'-S" d I 20'4' di 19'S' d IV-W d Note: 1. It Is recommended
that
the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on
wind bad plus dead load for framing. 3. Span is measured from
renter 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. S. Spans may be
interpolated.
Table 3A.1.4A-120
E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams
with Self Mating Beams for Screen, Acrylic or Vinyl
Rooms For 3 second wind gust
at 120 MPH velocity; using design load of 13.0 #ISF Al. -I.- All- R081 T-
A Self Mating Sections Tributary Load
Wldth'vy' = Puriln
S acln S-0" 6,-o T-
0" 6'-0" 9'-0" 12'-0" Allowable Span'L' / bending b'
or deflection'd' 2" x 4' x 0.
045' x 0.088" 14'4' b 13'-7' h 17-1' b 11'4' b 10'$' b 10'-2' b 9'$' b 9'3" b 2" x 5" x 0.
050" x 0.116' 1T4' b 15'-9" b 14'-T b 13'$' b 1 T-11' b 17J' b 11'$' b 11'-Y b 2" x 6" x 0.
050" x 0.120" 18'-1 V b 1T4' b 1 S-0' b 14'-11' b 14'-Y b 13'• Y b 17-9" b 173' b 2" x 7" x 0.
055" x 0.120" 20'-T b 18'-10' b 1T-F b 16'4' b 15'4' b 14'-T b 13'-1 l' b IT4' b 2' x 8" x 0.
070" x 0224" 28'S' d 2F-9' d 24'-10' b 23'-3' b 21'-11' b 20'-9' b lg'-10' b 18'-11' b 2" x 9' x 0.
070" x 02D4' 30'4' b 2T$' b 25'-T b 23'-11' b 27-T b 21'-5' b 2U-5' b 15-T b 2" x 9' x 0.
082" x 0.326" 37-1 V d 31'-0' d 29'-5" d 28'-Y d 2T-1' d W-Y d 25'-0' b 23'-11' b 2" x 10' x 0.
090" x 0.374" 38'-5' d 36'-Y d 344" d 37-10' d 31'-T d 30'$' d 29'-6' d 28'$' d Notes: 1. Tables assume extrusion
oriented
with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated.
Table 3A.2 E 6061
120 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products:
Eagle Metal Distributors,
Inc. Aluminum Alloy 6061 T-6
For3 sennnd wind mret m
im MPN A ei 1n 1 of 19 nfagF Sections Tribute Load width'VY'=
Members
acin T-O" 3'$" 4'-0"
4'$' S'-0' S'-6" 6'-0" 6'-6 T6" 7'$^ Allowable Het ht 'H' bending '
b' or deflection'd' _ 2" x 2' x 0.
043" Hollow aw- T-11' tI 7*-4' 3" x 2" x 0.
045' Hollow 8'-7" 7'-1 l- T-4- 6'-10' 6'-5' bi 6-1' bi 6-9' t 5'$' S-3' 4'-11' 2" x 3' x 0.
045" Hollow iv-9- 10'-11' d 10'-2- ti v-T w4r bl 8'-T tI 8'-r i T-9' bi T-5' bi T-1' 3" x 3" x 0.
062" Fluted 17-2' 11'-2' 10'-5' 9.9' 9'-Y bI 8' -W 8'-3' t T-10' ti T$' hl T3' 2" x 4" x 0.
050" Hollow 15'-2- 13'-11' 17-11' 17-2' 11'-5' 10'-10' 10'4' t 9'-10' bi 9'-5' ti 9'-0' 3" x 2" x 0.
070" Hollow 17-2' d 114' bI 1 V-8" 10'-0' 9'-T V-1' bi 8'$' 8'4' 7"-11' T$' tI 3' x 3' x 0.
090" Hollow 1T-8' tI 16'4' 75'4' bi 14'-5' 1T-W 13'-1' bi 12'-W t 17-0' 11'-T tj11'-Y 3" x 3' x 0.
125" Hollow 19'$' cl 18'$' 1T-7' bl 16'-7' 15-9' t 15'-W 14'4' t 13'-10' 13'4" 17-70" 2" x 5" x 0.
060' Hollow 19'$" bi 18'-2- 15-11" but 15'-lV 164r t 14'-3' 13'-T t 13'-0" bl 17$' bi 1Z-V 4" x 4" x 0.
125 Hollow 25'-11' d 24'-W 2X-6" ti 22'-2' 21'-0' t 20'-0't 19'-2' IX-5' I r-T 1T-2" 2' x 4" x 0.
048" x 0.109' SMB 16'.11' 15'$' 14%W 13'-9' 1 T-D* 17-5' 1l'-10' 1 t'4' 10'-11' 10'$' 2" x 5' x 0.
050" x 0.116" SMB 20'-l' 18'-T 1T.5' 16'4' 1S$' 14'-9' 14'-1' 13'$' iT-cr 17-T 2" x 6" x 0.
050- x 0.120" SMB 21'-5' 19'-10' 18'$' 17'-5- 1W-6- 15'-9' 15'-W 14'-5' 13'-10- 1 T-5' 2" x 7" x 0.
055" x 0.120" SMB 25'-2' 23'-3' 21'-9' 20'$' IT-5' 18'-V 1T$' i6'-11' 16'4' 15-9' 2"-x 8" x 0.
070" x 0.224" SMB 34'-0" 31'-5' 27-Y 2T$' 26'3' 2! T 23'-11" 22'-11' 27-Y 21'4' 2" x 9" x 0.
070" x 0.204" SMB 35'-1' 3Z-6 30-4 28'-7 2T.1' 25'-10' 24'$' 23'-8 22'-10' 27-W 2" x 9" x 0.
082" x 0.326" SMB 148'-10' 40'-10' 3T-10' 35'
4' 33'4' 31'-T 30'-1' 28-10' 2T$' 26'$' 25'-9' 2" x 10" x 0.
090" x 0.374" SMB 45'-2' 47-3' 39'-10' 3T-9' 35'-11' 34'-5' 33'-1' 31'-10' 30'-9' i. Above spans do not
include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam span$. 2. Spans may be interpolated.
Table 3A.3 Schedule of
Post to Beam Size N. x4"x Minimum post /
beam
may be
used as minimum knee brace Thru-Belts Brace screws I
Screw Knee
Brace Min. Length Max.
Length 2' x Y x 0.
043" i'4' 2'-0' 2" x Y x 0.
043' 1'4' 2'-0' 2' x 2' x 0.
043" 1'4' Z.O. 2' x 3' x 0.
045" 1'$' 7$" 2' x 4' x 0.
050' 1'$' T-O' EAGLE 6061 ALLOY IDENTIFIER"m
INSTRUCTIONS FOR PERMIT PURPOSES To: Plans
Examiners and Inspectors,
These identification instructions are provided
to contractors for permit purposes. The detail below illustrates our unique "raised' external identification
mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions.
It is ultimately the purchasers / contractors responsibility to ensure that the proper alloy is used in
conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification
when using our 6061 Alloy products. A separate signed and sealed
certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed
on site for review at final inspection. The inspector should look for
the identification mark as specified below to validate the use cf 6061 engineering. EAGLE 6061 I.D.
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MARK O Q m
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Table 3A.1.1-130 E Eagle Metals Distributors, Inc. '
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilever)
Ahlmim,m All- MA1 TA
2" x 2" x 0.043" 3^ x 2" x 0.045"
Load
Width (f .)
Max. Span'L'/(bending'b'or deflection'dl Load
Width (fL)
Max. Span'L'/(banding 'b' or deflection'dJ
1 & 2 Span 3 Span 4 Span Cantilever 218 Span 3 Span 4 Span Ce Vever
5 4'-10' d 6-11' d 6'.1- d 0'-11' d 5 S-S' d 6'-9' d 6-10' d l'-0' d
6 4'-F d 5'-7* d 5`4r d 0'-10' d 6 6-2" d 64' d 6'-6' d 0'-11' d
7 4'4' d 5'-4' d 5'-5' d 0'-10' d 7 4'-10" d V-0' d 6-2* d IYAV d
8 4'-1' d 5'-l' d 5-2* d 0'-9' d 8 4'-8' d 5'-9" d V-10' d 0'-11- d
9 T-11" d 4'-11' d 4%11' d 0'-9" d 9 4'-6' d SS' d 6-8' d 0'-10' d
10 3'-10" d 4'-9' d 4'-10' b 0'-9- d 10 4'-4' d 54' d 5'-5' d 0'-10' d
11 3'-8' d 4'-T d 4'-T b 0'' d 11 4' 2' d S-Y d 5'-3' b 0'-10' d
12 T-T d 4'-5"' d 4'-4' b 0'-0' d 12 4'-1- d 5'-W d 6-0- b 0'-9' d
3'x2"x0.070" 2"x 3"x 0.045"
Load
Width (ft.)
Max. Span'L'/(bond ln b' or deflection'd') Load
Width (R)
Max. Span'L'/(bendingWor deflection'dq
1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Cantilever
5 6-Y d T-8• d T-10" d 1'-2" d 5 6'-11' d 6.6" d 8'-8' d 1'4" d
6 5-10' d T-3' d T4' d V-1- d 6 6-W d 6-0" d 8'-2' d 1'-3' d
7 6-7" d 6'-10' d' 6'-11' d T-1" d 7 6'-2' d T-T d T-9' d 1%2" d
8 54- d 6'-7- d 6.8- d T-0- d B 5'-11- d T-3- d 7-5 d 1'-1- d
9 5'-l" d 6'4' d 6-S d V-11" d 9 6-8' d 6-11' d T-l' b 1'-1- d
10 4'-1V d 6-1- d 6-2' d 0'-11' d 10 S-6' d 6-9' d 2'4 b Po" d
11 4'-9" d 5-11' d 6'-0' d 0'-11' d 11 S4' d 6-T d 6'4' b 1'-0' d
12 4'-8- d 6-9' d 5-10' d 0'-11' d 12 S-Y d 1 6'4" b 6'-1' b 0'-11- d
2"x4"x0.0 0- 2"x5"x0.D60-
Load
Width (fL)
Max. Span'L'! bending Wor deflection d' Load
Width (ILI
Max. Spa n'L'/ bending'b'or deflection'd'
1 & 2 Span 3 Span 4 Span
ntileverCalever
1 & 2 Span 3 Span 4 Span Cant lx.
5 9'-0' d 11'-2' d 11'S" d 1'-9" d 5 1 V-6' d 14'-3' d 14W d 7-2" d
6 8'-8' d 10'-6" d 10'-9' d 1'-7- d 6 10'-10- d 13'-5' d IT-8" d 7-1' d
7 8'-1' d 9'-1V d 10'-i' It 1'-6' d 7 10'-3' d 17-8" d 17-11" d 1'-11' d
8 T-9" d 9'S• d 9'S' b 1'-6" d 8 9'-10' d 17-2' d 17-S' d T-10' d
9 7'S- d 9'-2- d 6-11' b 1'-5" d 9 9'S' d 11'-8" d 11'-9' b TAW d
10 F2 d 8'-9- b V-6- b 1.4• d 10 9'-2• d 1 T-3" d 11'-2' b 1'.9" d
11 6-11' d 8'4' b 8'-1- b 1'4• d 11 8'-10" d 10'-11' d 10'-8' b V-8' d
12 6'.9- d T-11" b T-9• b 1'-3- d 12 8'-7- d 10'-T b 10'-Y b 1'S• d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3-130E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF
Ati,minnm Alin. nnat T.r.
Hollow and
Single Self -Mating Beams
Tributary Load Width
T-0" T-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0' 14'-0' 16'-0" 18'-0"
Allowable Span banding'b' or deflection'd'
2' x 4' x 0.0S0" Hollow 12'J' d W-8' d 9'-9' d 9'-W d W-60 d 8'-1" d T-9' d T-Y d 6'-9" d 6'-S' di 6-2"d S-10" b
2' x 5" x 0.060" Hollow 15-7' d 13'-8' d 17-5' d 1 V-6' d 10'-10' d 10'-Y d 9 '-10' d 9'-7 d 8'4- d 2' di T-10' d 7'-6' d
2" x 4" x 0.045' x 0.088" 14'-W d 12'-3' d 11'-2* d 1V4' d 9'-9' d 9'-3' d 6-10' d 6-2" d T-8- b T-2- b 6'-8' b 6'4- b
2" x 5" x 0.050' x 0.116" SMB 1T-Y d 14'-11' d 13'-7* d 17417 d 11'-11' d 11'-3' d 1 V-10' d 10'-0" d 9'4' It T b 8'-1" b T-T b
2" x 6" x 0.050" x 0.120" SMB 2(r4r d Ir-V cl 15-11' d W-9' d 13'-10" d 13'-T d 17.6• b 11'-2- b 10'-2- b 9'-5- b B'-10' b 8.4' b
2" x 7" x 0.0S5" x 0.120' SMB 27-T d 19'-10' d 18'-0" d 16'-9' d 15.8" It 14'-6' b 13'-7* b 17-2' b I VA" b 10'-3' b 9'-7' b 9'4" b
2" x 8" x 0.070" x 0.224" SMB 2T-V d 23'-11• d 21'-10' d 20'-3' d 19'-1' d I VA" d Ir4' d IVA" d 15-1" d 14'4" d IT-W b 17-11' b
2" x 9" x 0.070" x 0204' SMB 29'-T d 25%10' d 23'S' d 21'-10' d 20'S' d 19'-W d 18'-8" d 17'4' d 16J' b 1 S-1" b 14'-1' b 13'4' b
2" x 9" x 0.082" x 0.326" SMB 31'-10' d 2T-9' d 25'-3' d 23'-5' d 27-1' d 20'-11' d 20'-0' d 18'-T d 1T-6' d 16'-8' d 15'-11' d 15'-3' d
x 10' x 0.090" x 0.374" SM 3T-l' d 32'-5' d 29'-5' ci 2T4- d 25'-9' d 24'S' d 23'4' d 21'-8' d d 18'-6- d 1 17'-10- d
NO a:
1. life recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead bad for framing.
3. Span is measured from center of connection to fascia or wail connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be Interpolated.
Table 3A.1.4-130 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF
A I.....I....... Ail.... Gne1 T-
Self Mating Sections
Tributa Load WWth'W'=Pu tin Spacin
5'-0" 6-0' i-0" ' 8'-0" 9'-0" 10'_0 11-0 r 12'-0"
Allowable Span'L' / banding 'b' or deflection'd'
2" x 4" x 0.D45" x 0.088" 13'4' It 17-Y b 11'-T b 10'-T b V-11' b 9'S b 9'-0' b V-T b
2" x 5" x 0.060" x 0.116" W-1' b 14'4r b IT-T b 12'-9• b 17-0' b 1 V-5' b W-10' b 1 V-5" b
2" x 6" x 0.050" x 0.120" 1T-8• b 16-1" b 14'-11' b 17-11' b 1T-Y b 17.6" b 11'-11' b 11'S. b
2" x 7' x 0.055" x 0.120" 19'-2' b 1TS' b 16-3• b 16-2• b 14'4' b 13'-T b 17-11' b 17-Y b
2" x 8" x 0.070" x 0224" 2T-2' d 24'-11' b 23'-2' b 21'4r b 2(r-5' b 19'4" b 18'-S b 1T-8' b
2" x 9" x 0.070" x 0204" 28'-2' b 25-9• b 23'-1(r b 2Y4- b 21'-0' b 19'-11' b 191-W b 18'-Y b
2' x 9" x 0.. x 0.326" 31'-5' d' 29'-T d 2&-1" d W-10' d 25-9' b 24'-S" 6 234' b 274- b
2" x 10" x 0.090" x 0.374" W-W d 34'-6' d 32'-9' d 31'4' d 1 30'-1' d 29'-1' d 26-1" b 2TA W b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans maybe interpolated.
J a
Table 3A.2 E 6061 130 Allowable Upright Heights, Chair Rail Spans or Header Spans
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc.
Aluminum Alloy 6061 T-6
For 3 --d wind .-tat 13n MON deet.... 1.."d .11 .n .-
Sections
Tribute Load Width 9M = Member S acin
T-0" 3'-6" 4'-0^ 4'-6" 5'-0" 5'-0" 6'-0" 6'-6" 7'-0" 7'-0"
Allowable HeI ht 'H' bendln 'b' or deflection'cr
2" x 2" x 0.043" Hollow T-10' tJ T-2- 6'-8' bi V-2' F-10" 6-6' t V-3' 4'-11' 4'-9'
3" x 2" x 0.045" Hollow T-9' T-2' T T-2' S'-9' 5'-5' 5'-2' 4'-11' 4'-8' 4'-5'
2" x Y x 0.045' Hollow 10'-9" T-111 J' 8'-8' 8'-2' 7'-9' 7'-4' 6'-11' 6'-8' 6'4"
3" x 3" x 0.062" Fluted I V-0' 1O'-2' S B'-10' 8'-3' T-10' T-5" T-1' 6'-9' 6'-6"
2" x 4' x 0.050" Hollow 13'-9" 17-8• 9' 10'-11' 10'-4' 9'-10' 9'4' 8'-10• V-6' 6-2"
3' x r x 0.070" Hollow 11'-3' 10'-5' 8' 9'-Y 8'-8' 8'-3' T-1 V T•6' T-3' V-11-
3" x 3" x 0.090" Hollow 16-2' 14'-11'-11•
21-Y
13'-Y 17.6' 11'-11' 11'-5' 10'-11' 10'-7" W-2'
3" x Y x 0.125" Hollow 16-4' 1T-2- A" 15-2' 14'-0' 1T-8' 13'-1' 17-7' 17-2' 11'-9'
2" x 5" x 0.060" Hollow 1T-11' 16-T 5" 14.5' 13'-8' 17-11' 17-0' 11'-9' 1l -4' 10'-10"
4' x 4" x 0.125 Hollow 24'-5' 2Z-11" 2O'-W 19'-Y 18'-3' 1T-6' 16'-10' 16'-Y 15'-8'
2" x 4" x 0.048" x 0.109" SMB 16-6' 14.3' 4• 17-T ll'-10' W-3' 10'-9' 10'-4' 9'-11' T-T
2" x 5" x 0.050" x 0.116- SMB 164' 6'-11" 10- 14'-11' 14'-l" 13'-S 17-10' 174" 11'-10' 11'-5'
2" x 6" x 0.050" x 0.120" SMB 19'-6' 18'.1' 10' 15-10' 15'-0" W-4 13'-8' ITT" 17.8' 17-2'
2" x T x 0.055" x 0.120" SMB 27-11' 21'-3' 19'-10' 18'-W 1T-8" 16'-10' 16'-l' 15'-5' 4'-10' W-V
2" 11; x 0.070" x 0.224" SMB 31'-0' 28'-8" 26'-10" 25-3' 23'-11" 27-10' 21'-10' 2D'-11' 20'-2' 19'-6"
2" .50_ x 0.070" x 0.204" SMB 37-0'2T-8' 26'-1' 24'-8' 23'S" 27S' 21'-T !W 20'-1'
0.326" SMB 3T-3" 34'S' 32'-3" 30'-5' 28'-10" 2T-5' 26'J' 2S.3- 24'-3' 23'-5-
2" x 10- x 0.090" x 0.374" SMB 44'-7' 41'-3' 38'-T 364- 34'S" 32'-10' 31'S- 30'-2- 29'.1" 28'-1'
1. Above spans do not Include length of knee brace. Add holimntat distance from upright to center of brace to beam connection to
the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.3 Schedule of Post to Beam Size
x
pi.
Post Size
Minimum post / beam may be used as minimum knee brace
mum Min.#Knee Mln. Stitehing
O
Brace' Brace SerewsI Screw S acin Q
io
x 0.045• 3 #8 -
x 0.045' 3 #8 -
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x 0.045' 3 #8 98 @ 12. O.C.
x 0.045' 3 #8 #8 @ tY O.C.
x 0.045' 3 #10 #10 @ tY O.C. W
x 0.045• (3)#10 #10 12. O.C. J
548"x0.109' 3 #12 #12 @ 12-0O.C.
050' x 0.131' (3)#14 #14 @ 12. O.C. ul
DSO" x 0.135• 4 #14 #14 @ 12- O.C. LL0
D55• x 0.135' 6 #14 #14 @ 12' O.C. ZO
D48" x 0.109" 8 #12 #12 1Y O.C.
DSO' x 0.131' 8 #14 #14 12" O.C. U
D50" x 0.135' 8 #14 #14 1 Y O.C. t+-
DSS x 0.135" 10 #14 914 12" O.C.
WU
Knee Brace I Min. Lencith I Max Len th
Y x Y x 0.043" A 1'4' 1 Z_(r
Y x 2" x 0.043' 1'4' 7.0-
2' x Y x 0.043' 1'4' 2'-0-
2' x 3' x 0.045" 1'S' YS"
T x 4' x 0.050' 1'S' 3'-0"
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EAGLE 6061 ALLOY IDENTIFIERTM INSTRUCTIONS
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These identification instructions are provided to contractors for permit purposes. The detail below illustrates OLL 0
our unique "raised' external identification mark (Eagle 6061 -)and its location next to the spline groove, to o K
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the j to
proper alloy is used in conjunction with the engineering selected for construction. We are providing this W
identification mark to simplify identification when using our 6061 Alloy products. M 0O
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
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Table 3A.1.1-140 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 it/SF (65.7 NSF for Max. Cantilever)
Clminirm All -AAA, T,
2" x 2" x 0.043" 3" x 2" x 0.045"
Load
ft')
Max. Span L'/(bend in 'b'or deflection'd) Load
Width (h-)
Max. Span 'I: I(bending 'b' or deflection'd
1 8 2 Span 3 Span 4 Span Can 1 ver 1 & 2 Span 3 Span 4 Span Cantilever
5 4%7' d 6-8' d 6-10• d 0'-10' d 5 5'-3" d 6'-6' d 6'-T d 0'-11" d
6 7-4d 6•4- d 5'-T d 0--10- d 6 4'-11' d F-1' d 6'-Y d V-11' d 7
4%2' d S-1' d 5'-2' d 0'-9' d 7 4'-8' d 5*-9' d" 5-11' d 0'-11" d 8
T-11' d 4'41' d 4'-11' d 0'-9- d 8 4'-6• d 6-0' d 54r d 0'-10' d 9
T-10" d 4'-W d 4'-9' b 0'-9' d 9 4'm4' d S-4' d 5'-5' d 0'-10' d 10
3'-W d 4--6" d 4'-W b 0'-8" d 10 4'-7 d 5-2' d 5-2' b 9" d 11
T-7- d 4'-5- d 4'-4- b 0'-W d 11 4'-0' d 4'-11' d 4'-11' bd Pl12S-5' d 4'-3' b 4'-1' b 0'-W d 12 S-11' d 4'•10' d 4-T b9' d 3"
x 2" x 0.070' 2" x 3' x 0.045" Load
Width (
it-) Max.
Span L'/(bend fng'b' or deflection' Load Width(
fL) Max.
Span'L'/(bend in 'b' or deflectlon'ri 1 &
2 Span 3 Span 4 Span CaM vcr 1 & 2 Span 3 Span 4 Span Canal Max. 5
6-11' d T4' d T-60 d 1'-l' d 5 6'-7" d 8'-2" d 8'4' d V-3" d 6
6-7' d 6'-11' d T-i' d 1'-1' d 6 6'-3' d 7-8' d T-10' d 1'-2' d 7
5'4- d 6'-7- d 6'-8- d 1'-0" d 7 T-11' d T4' d TS" d 1'-1" d 8
6-1' d F-Y d 6'-Y d 0'-11" d 8 S-8' d 6'-11' d T-0' b T-1" d 9
4'-11" d 6'-1' d 6'-2- d 0'-11- d 9 S-5' d 6'-9' d 6'-T b T-0" d 10
4'-9' d 5-10- d 5-11- d 0'-11" d 10 6-3. d 6'-W d T-Y b 0'-11' d 11
4'-7- d 6•8' d 5'-9' d 0'-10' d 11 S-1' d 6'-Y b S-i t' b 0'-11' d 12
4'-5' d 5 d 5'-7' d 0'-10' d 12 4'-11' d 5'-11' b S-9' b 0'-11' d 2"
x 4" x 0.050" 2" x 5^ x 0.060" Load
Width (
ft.) Max.
Span L'/ bending'b'or deflection d') Load Width (
It) Max.
Spa n'L'/ bendin 'b' or deflectlon'd 1 &
2 Span 3 Span 4 Span Ca Max.
1 &
2 Span 3 Span 4 Span Cantilever 5
8'-8" d 10'-8' d 10'-11• d 1'-8' d 5 11'-0' d 13'-0' d IV-11' d 7-1' d 6
8'-2- d 10'-10 d 10'-3- b 1'-T d 6 IV-5' d 17-10' d 13'-1" d 7
T-9' d 9'-T d 9'-F b V-T d 7 9'-10' d 12'-2' d 17-5' d B
T-T d 9'-T d 8'-11' b 1'-5" d 8 9'-5" d 11'-8" d 11'-9' b 9
T-1- d B'-8' b 8'-5" b 1'4- d 9 9'-1- d 11--Y d 11'-1" b NV-rd 10
6'-1 V d 8'-3' b T-11' b 1'4' d 10 8'-9' d 10'-10' d I lYmT b 11
6'-8' d T-10" b 7'-T b 1'J' d 11 8'-6' d 10'4' b 10'-0' b 12
V-6' d T-W b T3' b 1'3' d 12 8'3' d 9'-11' b 9'-T b NO
es: 1.
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans. 2.
Spans may be Interpolated. Table
3A.1.3-140E Eagle Metal Distributors, Inc. Allowable
Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF Al-
l- - All- sns1 TA Hollow
and Single
Self•Mating Beams Tributa
Load Width T-
0" 3'-0' T-OF 5'-0" V-0' T-0" 8'-0' iD'-0' 12'-0" 1 14'-0" 1 16'-0" 18'-0' Allowable
Span'L' l bending'b' or deflection'd' 2"
x 4" x 0.050' Hollow I V-9' d 10'-3" d 9'4' d T-8' d B'-2' d T-9' d T-5' dj 6-1o' d 6-6' d 6'-2' d T-10- b 6-6- b 2'
x 5" x 0.060" Hollow 14'-11' d 1T-1" d IT-11' d 11'-0" d 10'-5' d 9'-10' d 9'-5' d 8'-9" d 8'-3' d T-10' d T-6" d T-2' d 2'
x 4" x 0.045" x 0.088" IT-Y d 11--9" d 10'-8" d 9'-11' d 9'4' d 8'-10- d 8--V d T-10" d T-3" b 6'7b 6'-3- b 5-11- b 2" x
5"-x 0.050" x 0.116" SMB 16'-5' d 14'4" d 13'-1' d 17-1" d 11'-5' d 10'-10' d 10'4' d 9'-7" b V-9' b 8'-l' b T-T b T-T b 2" x
6" x 0.050" x 0.120" SMB 19'-2' d 16'-9' d 15-3' d 14'-2' d 13'-4' d 17-6' b 11'-9' b 10'-6" b 9'-7" b 8'-10' b 8'3" b T-10' b 2" x
7" x 0.055" x 0.120" SMB 21'-9' d 19'-0" d 1T4' d 16-1' d 14'-9" b 13'-7' b 17-9' b 11'-5' b 10'-5' b 9'-' b 9'-W b 8'-6- b 2" x
8" x 0.070" x 0224" SMB 264' d 23'-0" d 20'-11' d 19'-5' d 18'3' d 1T4" d 16' 7- d 15-5" d 14'-T d 13'-9- b 17-10' b 12'-1- b 2' x
9" x 0.070" x 0204" SMB 2W T d 24'-10' d 22'-T d W-11' d 19'-W d 18'-8" d 1T-11' d 16-T d 1S4" bi 14'-2- b IT-3' b 17.6" b 2" x
9" x 0.082" x 0.326" SMB 30'-6- dl 26'-8- d 1 24'-3" d I 22--W d 1 21'-7 d I 20'-l' d 1 V-3- d 1 T-10' d 16'-9' d 1 15'-11' d 15'-3' d 14'-8- d 2" x
10" x 0.09V x 0.374" SM 36-T di 31'-1' d I 263' d 1 26'-2' dl 24'-8- di 23'-5' di 27-5" d 20'-10' d 19'-7- d 1 18' 7- d 1T-9- d 1T-1' 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 wind load plus dead load for framing. 3. Span
Is measured from center of connection to fascia or wan connection. 4. Above
spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5.
Spans
may be Interpolated. Table 3AAAA-
140 E Eagle Metal Distributors, Inc. Allowable Spans
for Ridge Beams with Self Mating Beams for Screen,
Acrylic or Vinyl Rooms For 3
second wind gust at 140-1&2 MPH velocity; using design load of 17.0 NSF Sell Mating
Sections Tributa Load
Wltlth 2l ,Partin Spacl 5%0"
6'-U" T-0" 8'-0" 9'•0" 10'-0" Allowable Span'
L'/ bending'b' or de0ection'd' 2" x
4' x 0.045" x 0.088" 17-6' b 11'-5' b 1V-7' b T-11' b T-4- b 6'-10' b 8'-5" b 8'-1' b 2" x
5' x 0.050' x 0.116' 15-2* b 13'-10' b 17-9' b 11'-11' b 11'-3" b 1V-8" b 1(Y-2' b 9'-9' b 2" x
6" x 0.050" x 0.120" 16-7' b 16-7 b 14'-0' b 13'-l' b 17-4- b 11'-9' b 11'-2* b IV4r b 2" x
T x 0.055" x 0.120• 18'-0- b 16-5" b 15-3- b 14'3" b 13'-5- b 12'-T b 17-2- b 11'-W b 0.070'
x 0224' 23'-6• b 21'-9' b 20'4' b 19'-Y b 16-7 b 1T4' b 16-7" b 2" x
9" x l) 70" x 02D4^ 26•E b 24'-2- b 27-5' b 20'-11' b 19'-9- b 18'-9- b 1T-10' b 1T-1' b 2" x
9" x 0.082" x 0.326' I 30'-7 d 28'4' d 2V-11' d 25'-8' b 24'-Y b 22'-1I" b 21'-11' b 2g'-11' b 2" x
10" x 0.09D" x 0.374' 35-7 d 33'-1' d 31'-5' d 3U-O' d 26-11' d 2T•8' b 264' b 2S.3' b NOI@s: 1.
Tables
assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans
may be interpolated. Table 3A.
2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid
Roofs Proprietary Products:
Eagle Metal Distributors, Inc. Aluminum Alloy
6061 T-6 Fnr a
ewennA winA nct of dn.1R7 MDH va1N-ihn .ei.... Apt.... .."A .. Sections Tributa
Load
Width 1M-MemberS aein 3--0-
3'-6- 4'-0 4'-6^ 5'-0" 5'-6" 6'-0" 6'-6" 1 7'-0" 1 T-6- Allowable Hai
ht 'H' bendin 'b' or deflection'd' 2" x
2" x 0.043" Hollow T-Y 6'4" bi 6'-1' bI S'-8' bi 5'4' bi 5'-0' ti 4'-9' bi 4'-6' bi 4'-4' 1 4'-1' 3" x
2" x 0.045" Hollow 7'-2" 6'-6' tI 6'-1' tl 5-8' bi 6-3- 4'-11' bi 4'-8- hi 4'-5' bi 4'-3- 1 4'-0' 2" x
3" x 0.045" Hollow 9'-11' 9'-7 bi 6" T-11' T-T ti T-1' bi V-8- tI 6'-4' bl 6'-1' t S'-9' 3" x
3" x 0.062" Fluted 10'-2" g'-4' bi 8'-8' 8'-1' T-7- bi T-Y ti 6'-10' 6'-6" bi V-2- 1 5'-11' 2" x
4' x 0.050" Hollow 17.8' IV-8' 10'-9' 10'-1- 91-T til 8'-11' tI 81-T 8'-1" bi T-9' I T-5• 3" x
2" x 0.070" Hollow 107-5' 9'-7- 8'-11' but 8'-V fr-W Q T-7' T-3' V-11' bi 6'-8' t 6'-5' tl 3" x
3' x 0.090" Hollow 4'.11- 13'-I(r 17-11' bl 17.2- 11'-7- tI 11'-0' tdi 10'-7- 10'-7 bi 9'-9- I T-5' bi 3" x
Y x 0.125" Hollow 1 T-2' 16-1 V bl 14'-10' bi 14'-0' 13'4- 17.8' 17-Y 11'-8' 1 V-3- 10'-10' 2^ x
5" x 0.060" Hollow 16'-7' 15-3' W-7 13'4' 17-7' i t'-1 I' 11'-4' 112*-l* 10'-10'
10'-4" 9'-11' 4" x
4" x 0.125 Hollow 27-1V 21'-3' 19'-10'hi 18'-9' 1T-9' 16'-11' bi 16'-2' 15'-7" tI 15'-0' 1 14'-6' bi 2" x
4" x 0.048" x 0.109" SMB 14'-3' 13'-2' bi 174' it'-T 10'-11' bi 10'-5' 9'-11' 9'-6' bI 9'-2- 1 8'-10tJ 2" x 5"
x 0.050" x 0.116" SMB 16'-11' 15.8- 14'-8' 13'-9' 13'-1' 17-5' t 111'-10' 11'-5' 1 V-11- 1 10'-7' 2" x 6"
x 0.050" x 0.120" SMB 18'.1" W-W 15'-7- 14'-8' IS-11' 13'-3' 17-0' bI IT-6• 1 11'-3" 2" x T
x 0.055" x 0.120" SMB 21'-3' 19'-8' 18'-0' 1T-3' 16'-0- 1T-7- W-11' 14'-3' 13'-9' if 13'-3- 2" x 8"
x 0.070" x 0.224" SMB 28'-8' W-T 24'-10' 23'4' 27-2" 21'-1' 20'-2' 19'4- 5 iv-w 2" x 9"
x 0.070" x 0204" SMB 29'-7' 2T-5" 25-T 24'-1' 22'-10- 21'.9' 20'-10" 19'-11' 19'-3' 18'-7' 2" x 9"
x 0.082" x 0.326" SMB 34'-6' 31'41' 29'-10' 28'-1' W-8" 25'-5' 24'-3' q 23.4- 2" x 10' x 0.090^ x 0.374" SMB 41'3' 38'-7 35'-0' 33'-7' 31'-11' 30'S' 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. 2. Spans may
be Interpolated. Table 3A.3
Schedule of Post to Beam Size 4- Minimum post /
beam
may be used as minimum knee brace Screw Knee Brace
Min.
Len th I Max. Len th Y x 2'
x 0.043' 1'-4' 7-0' x xx 14
2-
0'0 043' YY277-0' 2' x 3'
x 0.045" T-6' 7.6' 2' x 4"
x 0.050" 7'-6' 3'-0" EAGLE 6061 ALLOY
IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES
To: Plans Examiners
and Inspectors, These identification instructions
are provided to contractors for permit purposes. The detail below illustrates our unique "raised'
external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061
alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is
used in conjunction with the engineering selected for construction. We are providing this identification mark to
simplify identification when using our 6061 Alloy products. A separate signed
and sealed certification letter from Eagle Metals will be provided once the meal is purchased. This should
be displayed on site for review at final inspection. The Inspector should
look for the identification mark as specified below to validate the use of 6061 engineering. fz-, ; 1(
t EAGLE
6061
I.
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REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ 98 x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE
4" x 4" P.T.P. POST W/
SIMPSON 4' x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
YSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
JSTALL NEW 48" OR 60"
UGER ANCHOR PER RULE
5C @ EACH NEW PIER.
JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS/RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x l" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
8" 'L' BOLT @ 32" O.C.
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SPA OR EQUAL
ih 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: 1/4" = V-0"
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH "
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8" = V-0"
Table 3A.3 Schedule of Post to Beam Size
r4mknum post I beam may ba used ee minimum knee brace
Brava Screen
Knee Bence Min. Lencith Max Length
2' x 2' 1'4' Z-Ir
2' x 2' 1.4- Z-01
2' x 2' 1'4' 2'4r
2' x 3' 11£ 7.8-
7 x 4' 11S 3'-0'
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2" = 1'-0"
Minimum Ribbon Footing
Wind
Zone
III
S . FL
x Post Anchor
@ 48" O.C.
Stud•
Anchors
100 =123 10 -14 V-0" ABU 44 SPI @ 32- O.C.
130 - 140.1 7350 -17 To- ABU 44 SP1 @ 32- O.C.
140-2 -150 30 - 20 1'-3' ABU 44 SPH4 @ 48- O.C.
Maximum 16'pmjection from host structure.
For stud walls use 12' x 8' L-Bolts @ 48" O.C. and 2' square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the tap plate
on to the studs anchors and straps shall be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description 80-100 MPH 110-130 MPH 140-150 MPH
Receiving channel to roof 10 x (r,lrr) SMS 10 x (T+12') SMS 10 x (T+12') SMS
panel at front wall or at the 1 @ 6' from each side 1 @ 6" from each 1 @ 6' from each
receiving channel. of the panel and of Me panel and of the panel and
0.024" or 0.030" metal 10 12- O.C. 1 @ 8- O.C. 1 @ 6- O.C.
1/4' x t-12' lag 1/4' x 1-112" lag 3/8' x 1-1/2" lag
Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6' from each end of
wood deck at front wall. receiving channel and receiving channel and receiving channel and
2 pine or p.tp. framing 1 A 24- O.C. 2 @ 24- O.C. 2 C 24- O.C.
1/4' x t-12' Tapoon 114" x 1-12' Tapoon 318" x 1-12' Tapoon
Relceving channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6' from each end of
concrete deck at front wall. receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 @ 3Y O.C. 1 @ 24- O.C. 2 @ 24- O.C.
Receiving channel to uprights, 8 x 314" SMS 10 x 3/4' SMS 14 x 3/4' SMS
headers and other wall 1 @ 6" from each end 1 @ 4' from each end 1 @ 3' from each end
connections of component and of component and ' of component and
0.024" metal t @ 36-O.C. i @ 24-O.C. 1 @ 24- O.C.
0.030" metal 1 @ 48- O.C. i @ 32-O.C. 1 @ 32" O.C.
Receiving channel to existing
1/4' x 1-12' leg 1/4' x 1-12' lag 318" x 1-12' lag
wood beam, host structure, deck 1 @ 6' from each endofcomponentand
1 @ 4' from each and
of component and
1 @ 3" from each end
of component and
or In011 connections to wood 1 @ 30.O.C. 1 @ is- O.C. 1 @ 21- O.C.
Receiving channel to existing 114' x 1.314" Tapoon 1/4' x 1-12' Tapoon 3/B' x 1-10 Tapoon
concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end
stab, foundation, host structure, of component and of component and of component and
or infill 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 each
Roof Panel to top of wall of component end of component and of component
1 a 12- D.C. 1 a 8" O.C. 1 @ 6" O.C.
a. To wood 10 x'r+1-12" 10x"r+1-12' lox't'+1-12"
b. To 0.05"aluminum 10 x'r+UP 10 x'r+Ur 10 x'r+12"
Notes:
1. The anchor schedule above is for mean roof height of 0.20'. enclosed structure. exposure "B', I - 1.0, maximum
front wail pmjeetion from host structure of 16', Wth maximum overhang of 7, and 10' wall height. There Is no
restriction on mom 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. Tepcon or equal masonry anchor may be used. allowable rating (not ultimate) must meet or exceed 411# for
1-12' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shag require 1-1/4'
fender washer.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind bad
Diameter Anchor
x Embedment
Number of Anchors
1 2 3 4
114"xt" 2fi4#/11SF 528#I22SF 792#/33SF 10SM44SF
114" x 1-12" 396#/17SF 792##33SF 1188#/50-SF 15BW66SF
114"x2-12" 660#2MF 1320##/55SF 1980#N83SF 2640#/110SF
SIM" x 1" 312N/13SF 624N26SF 936#/39SF 124BW52SF
5116" x 1-112" 468#/20SF 936#/39-SF 1404#159-SF 1872#178SF
5116" x 2-12" 780#/33-SF 1560t#65SF 2340#/98-SF 3120#/130SF
3/B" x 1' 359/15SF 712#130SF 1068#/45SF 1424#/59SF
1.12" 534#22-SF 1068#/45SF 1602#l67SF 2136#/89SF
2-12" 8901d37SF 1780#//4SF 2670.W111SF 3560#J148SF
Note:
1. Anchor must embed a minimum of 2' into the primary host
WIND LOAD CONVERSION TABLE:
For Wind Zones/Reglons other than 120 MPH (fables Shown),
multiply allowable loads and mate as by the conversion factor.
WIND
REGION
Applied
Load
CONVERSION
FACTOR
100 26.6 1.01
110 26.8 1.01
120 27.4 1.00
123 28.9 0.97
130 32.2 0.92
140.1 37.3 0.86
140.2 37.3 0.86
150 42.8 0.80
Allowable Load Coversion Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Multipliers
Tension Shear
12d 1.10 127
lid 1.07 1.18
10d 1.03 1.09
9d 1.00 1.00
lid 4.98 0.90
7d 0.95 -' 0.81
6d 0.91-' ' 0.72
Sri 0.88 0.63
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1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between' o
anchors shall not be less than 9d where d Is the anchor diameter.
2. Concrete screws are limited to 2' embedment by manufachrrers.
3. Values listed loads factor jareallowedwithasafetyof4applied.
4. Products equal to yawl may be substituted. i , W
S. Anchors receiving loads perpendicular to the diameter are in tension. S
Anchors receiving bads parallel to the diameter are shear loads. --
QExample: Determine the
SHEETnumberofconcreteanchorsrequiredbydividingtheW
1 0upliftloadbytheanchorallowedload. w
Fora 2" x 6' beam with: spacing = T-0' O.C.; allowed span = 2S-9' (Table 1.1) W
UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING =
NUMBEROFANCHORS = [l2(25.7S)xTx7#/Sq. FL)/ALLOWED LOAD ON ANCHOR - 1
NUMBEROFANCHORS = 630.875#/300# = 2.102 O Z lVJ1Therefore, use 2 anchors, one (1) on each side of upright. W
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. j
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3
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 rapacity.
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 ere from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard' Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performer]
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift bads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa
10.Spans may be interpolated between values but not extrapolated outside values.
11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B. 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end raps shall have water relief ports.
13.AII exposed screw heads through roof panels into the roof substructure shall be caulked wl silicon
sealant Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14.AII aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating
15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not be used.
ROOF PANELS DESIGN STATEMENT:
The roof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 39; roof slope 0
to 20% 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
Wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending Deflection Bending Deflection
0 -15' 121 0.91 0.94 1.47 0.83 OAS
1 S - 20' 1.29 0.88 0.92 1.54 0.81 0.87
20' - 25' 1.34 086 0.91 1.60 0.79 0.86
25'-30' 1.40 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
Ww
12.ao"
I,
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = 1'-0"
Io
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
WET 1tY
i 12.00"
SELECT PANEL DEPTH FROM
TABLES
Open Structures
Mono Sloped
1= 0.87 for 90 to 10o MPH
1- 0.77 for 100 to 150 MPH
KCpi - 0.00 Zone 2
loads reduced by 25%
Screen Rooms
Attached Covers
1= 0.87 for 90 to 100 MPH
I= 0.77 for 100 to 150 MPH
KCpI - 0.00 Zone 2
Glass & Modular
Enclosed Rooms
Roof Overs
1-1.00
KCpi = 0.18 Zone 2
Overhang I Cantilever
All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wind
Pressure
Effective
50 20
Area
10
Basle Wind
Pressure
Effective
50 20
Area
10
Bask Wind
Pressure
Effective Area Basic Wind
Pressure
Effective
50 20
Area
10so2010
100 MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 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 23 26 32 35 23 34 41 45 23 41 57 69
130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77
140.1 MPH 23 23 27 - 31 30 34 40 46 30 44 53 59 30 53 74 89
140-2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89
150 MPH 26' 26 32 36 34 39 46 52 1 34 51 60 68 34 61 85 102
Minimum live bad of 30 PSF controls in high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 19 and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
Z
a
CLEATED ROOF PANEL
SCALE: 2" = 1'-0" ALUMINUM SKIN
E.P.S. CORE
8
SIDE CONNECTIONS VARY
DO NOT AFFECT SPANS)
PANEL [INDUSTRY ST.
SCALE: 2" = l'-0"
PAN ROOF ANCHORING DETAILS
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
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = V-0"
FOR MASONRY USE
1/4" x 1-1/4' MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 11T S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2" x 1/8' x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
S
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED J
S- EW HEADS F
W
Lu
2
ROOF PANELS SHALL BE'R ACHEP TO THE HEADER WITH (3) EACH 2' LONG CORROSION tj
RESISTANT SHEET METAL SCREWS WITH 1 WASHE SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) U.
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH O
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #-' x 9/16" TEK !ZSCREWSAREALLOWEDASASUBSTITUTEFOR # ' x 1/2' S.M.S. a
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. u
1100-1231 130 1 140 1 150
8 1 #10 1 #12 1 #12
ROOF PANEL TO WALL DETAIL
SCALE: 2" = T-G"
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: t l
10 x 3/4" S.M.S. OR WOOD pf
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
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FOR FOURTH WALL CONSTRUCTION `' _, Uj N
PAN ROOF PANELS L J
SCALE: 2" = T-O" / 1 W Q
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. W
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
J W
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SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
08-12-2010
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EXISTING TRUSS OR RAFTER
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WOOD SCREW (2) PER -
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = 1'4" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
2) 114" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
14 x 1-1/2' S.M.S. OR WOOD
SCREWS @ 12" O.C. FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
100 -1231 130 1 140 150
8 1 #10 1 #12 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 112" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
LL43
Sao
1-112" x 1/8' x 11AZ PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2' = V-0"
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
98 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = l'-0'
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
w
SCREW #10 x ('t' + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
POST AND BEAM PERHDx ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
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" = l'-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
8 x 1/2" ALL PURPOSE
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3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
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4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
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APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
ADHESIVE: BASF DEGASEALTM 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
MIN. ROOF SLOPE 2-1/2: 12
O KBSEQUENTROWSTO1/2"ADHESIVE BEAD
RA1"WIDEADHESIVE
RIP UNDER SHINGLE
RTER ROW
MPOSITE PANEL W/
RUDED OR BREAK
RMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
WAFER HEADED SCREWS
7116" O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2 : 12 AND GREATER
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER
3. SEAL ALL SEAMS WITH BASF DEGASEAL w 20DO AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"0 BEAD OF. BASF DEGASEAL"' 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: 98 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.
J
Q
Z (n
JA
O
m 3 W' W
N
J
N ZWw Z O
06wW UJ
W ( z
w J O
LLO U U
J
UQ zH
cl) Z O-
W LL
z 0w
0M R 0 W
D
zO J
Q
LL
2W toU)
Q coc0
zO Z N
zJ WrNi mLLLuZo
0
2LL#—
W 6 o> x E
Z c 6
F W LL
w z o
LO LL C =a
C U cn r
W GO ` n
m a
a
w 10
W `OXm
p
m RROhm
1) m
C.)> 0
0 LL
C U a
r
w K
cu
W N J
a ug
ZA7—
z -iJwa
Z uij ` O
2 i0Aw. SEAL
u SHEET
r y
Q=1 r
WN 10E
U
08-12- 010 4F 12
0
N
a
Ow
Oz
mwwz
C9
zw
Luzzwm
l(M) u
t
Table 7.1.1 Allowable Spans and Design / Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
M-Slo d Roof
Screen Rooms
Attached Covers
Glass & ModularRooms
Enclosed
a ant
Cantilever
Zone
MPH
U2
s aMoad'
3
s nitoad'
4
s Moad'
1&2
s Moad' 3snitoad' 4saMoad' 1&2
s aMoad' 3saniload' 4
s .Moad•
All
Roofs
100 5'-11' 25 S•1' 25 4'•9' 26 5'-11' 26 S-0' 26 4'•6' 30 5'-T 5A- 30 1'-10'
110 6'S' 4'-335'31 361206'-2. 35'•5 5'-)' 33 4'-0' 43 4'-11' 41236'-1. 24 S•7 24 4'4 5'4 35 5'-5 1' 454130U42102)3'-10 57 4'
140.1 5'- 31 1 3'-11' 46 4'-1 46 4'-11' 4fi T-10' 51 4'$' 1140- 5'- 13' 4'$' 4-T 1'8
150 S'3' S' 3'-9" 4'-W 5 4'•9" 2 3'S' 68 4'-3' 68 4'4' 68 1' 1
W
pm Stmcures
MoindSloRoofAttachedScreenRoomsCovensGlass & [or Dome
Enclosed OverhangCantilever
ZoneMPH 1&2
s Moad•
3
s .Moad'
4
s Moad•
1&2
s Moad•
3
s Nloatl•
4
a Moad• 1s .Moad• 3sMoad• 4
a Moad' AllRoofs
i 6 2 6' 67-W 2 S-7' 26 V4 6- ' 26 4'-1 6'-0' 30 6- 30 1'-11' 4
110 5`11" 11 20 1' 4'-11 8 6• L. 8 4'- 5'$ S-9- 1'-1
1 0 S- g' 2 4. 1- 33 4' 4 VA 43 S-5 1'- 6
123 S 4 65 24 6- 4 4'$' 0' 4' 4 3' S4' 4 1'-9' 69
130 S4' 7 6.3' 2 64 2 44' 39 39 4'-1' 1 5'-0' 51 S-Y 51 1'$'
140-1 5' ' 31 S-11' 31 6-1' 31 4'-3' 46' 46 4'-1' S1 51 5'-7 51 1'-T 89
140- 5'-0' 31 5'-11' 31 6.T 31 4'•3' 46 46 3'-11' S9 4'-10' 59 4'-11 59 1'-T 89
1' 52
wind
Open Structures
MonoS Roof a Screen RoomsAttachedCovers
lass & Modular ooms
Enclosed OverhangCantilever
ZoneMPH 1aS
s Moad• 3san8oad' 4sMoad' 1r.2
s Moad• 3cMoad• 4sMoad' 1sannoad' 3
spannoacr 4saMoad• AllRoofs
100 7'-7' 25 TS' 25 T$' 16 6-11" T-5 2b TS' 6 5'$' T-1- 30 7'-2' 30 74' 45
110 11" 8'-2' 0 8'4' 1 S-Ur 8 28 T4' 4 36 6$' 6- 36 55
12 23 9 23 1T 2 SS 33 6-10' 33 6'-11 33 1' 43 3' 43 6'4' 43 7-T 65
3 6-5 24 T- ' 24 0' 21 S-5' 35 V-8' 35 6`4 35 4'-11 45 5 6-3' 4 7-0' 69
130 6'-2 27 T-V 27 5' 2 6-3 39 fi-5' 39 6-1- 39 4'- 51 5'-11 51 6-0 51 1'-11
1 -1 11' 31 11 31 1 4'-11 4 6-1' 46 6-3 4fi 4- 51 5'•11 s1 6'-0' S1 1-7 89
1 - 5'-11 31 6-11 31 d'-11' 46 1 46 6 46 4- 59 5'-
54'
59 S-9' S9 1-7 89
150 S-7 36 6'$' 3 6 36 4'- 52 5'-70 52 5'-11 5 4'4' 68 6 5'S' 68 1'-9 102
Note: Total roof panel width . room width + wall width +overhang. -Design or applied load based on the affective area of the panel
Table 7.1.2 Allowable Spans and Design / Applied Loads' (#iSF)
for Industry Standard Riser Panels for Various Loads
wind
Open Structures
MonoSte ed Roof
Screen Rooms
Attached Covers
Glass & ModularRooms
Enclosed
Overhang
Cantilever
ZoneMP 182
s Moad•
3
s Moad'
4
s Moad'
7
a Moad'ad'
4
s Moad'
182
s ann .a
3
aMoad'
4
s ardload' AllRoofs
1 8 8 6-11 28 S-1' 36 9' 36 64' 3 7-1' 55
S-7 kspa 33W33 71 43 5'-11 43 1-11' 65
12 S-9 24 Y 4 4 4 S-1 3 4 5'-9" 45 5'-11 4 1'-11 6915- ' 27 1 27 6'-11 2 4'-11 39 91 5'- 51 S$' 1 1'-1141544'$' 4646 1 T'
B' 4646 S-5 1.
S2 S$ 52 1 68 7 5'- w 1$' 102
wind
Open Structures
Mono -slop ed Roof
Screen Rooms
Attached Covers
Glass & Modular ores
Enclosed
Overhang
Cantilever
ZonePHMPH) 1sMoad' son Moad' 4
a nlbad• 1aMoad• 3
s Nbad•
4
a aMoad' 1s .Moad' a nnead' 4
spa d*
NI
Roofs
100 Y 7'- 25 9' 16 6-7' 26 TS' 26 T$ 26 5'-9' 30 Y 30 T-3' 30 7.5' 45
11 6$' 20 8'3 1 5' 4' 28 5 28 S' 36
0 64' 23 10' lie 33 T-1 33 5'-Y 436'4'656'3 T4 T•9' 21 1 6'-10' 35 6.11 3 5'-0' 4 63 45 64' 45 7-1 69
130 i1' 2 S 23 T V34 6'- 39 6$ 39 4'-1 51 11 51 6'-1' S1 1-11' 77
1 5'- ' 31 T-1' 31 3' 6'-Y 46 64' 464'1 11' 89
40. 9' 31 1 1fi-Y 46 64 461-71.89ISO5366'-9- 36 1 5-11 52 1 52 1- 102
Wind
Open Structures
Mono -Sloped Roof Attached
en Ins
Covers
lase Modular Roams
Enclosed
Overhang
CaMllaver
Zone
MPH
1&2
s Moad' 3snitead' 4
a Moad• 1snnoad• 3aMoad' 4spaMoad• 1&2
s d• spa
4
s Moad•
A11
Roofs
100 T- 1 4 16 10- 16 T-1' 6 11 6 6- 30 B4 30 65 30 7- 45
1110 17 has 1 6- 1 B s 29 4 36 10 36 8-0- 36 55
1 T-5 23 9- 94 20 6-7 33 g'-1 3 5'-11 T•5' 4 T- 43 7-5' 65
123 7' 24 21 9- 1 S 35 11 B'-1 5-11 45 7'3' 45 s- 4 5 69
130 6'-11 2 8'$' 8'-10' 23 6- 9 T$ 9 7'-10' 39 5'$ 51 6'-11' 51 T- 51 4 77
140.1 6$ 31 83' 7 6.5 27 S-1 46 3 46 5' 4 5' 51 6'-11 51 2 51 7-3 9
140• 6 31 8' 7 B'S 6-1 3 4 5 46 SS 59 6.6 SeS9 7-3 89
15 36 f0' 2 64Y 32 S-7 52 6-11 1' S2 S- 68 64' 6B 6$ 7-1 10
Note: Total rod panel width = room width+wan width+overhang. *Design or applied bad based w the effective area of the Darrel.
r
a
Table 7.1.3 Allowable Spans and Design / Applied Loads* (#ISF)
for Industry Standard Riser Panels for Various Loads
wind
Open Structures
SMono -Sloped Roof
en ooms
Attached Covers Glass &
Modular ooms Enclosed
Rooms Overhang CantileverZone
MPH1 sMoad• 3 s
nlbad' 4 s .Moad• 1 saMoed• 3 sMoad• a snn7 sMoad• s Nload• 4 sannoad' All Roots100
17- 16 16-1' 1 IV-; 13 10.9- 23 13' 23 1 ' 23 9'-10- 30 17-7' 17-10' 7 4'-0' 45 110
11'-11' 1 15'-1 5' S 17-1 73'-Y 2 9'J- 36 71'-1 - 3 17-1' 3 3'- 1
0 11'• 11 '-1$" 77-1' 2-4 3g 6' 4 11'-1' 39 774 391 11• 21 1 '-T 4'11'-1 8'$ 4 1 -1V 4111130 10$ 13'•Y6-11 W11479 11S- 1 8'- 51 70- ' 4 10'140.
1 9.9' 117$' 96 11 4 113 4 B'- 1 1 - 4 140-
2 9.9 31 17-8'$' 46 17'-0' 4 11'-3 1 9 9•B 9-1 ' 15093
W11' 6.7 102 wind
Mono ntructures SlopedRoofr4oen Rooms Attached
Covers lass &
Modular ooms Enclosed
erhang CantileverZone
MPH
78`
2 s
Moad• spa Moad* 4
a
Moad• 1
s
aMoad• 3
s
nnoad• 4
s
antloatl' 1 sMoad' 3 sMoad• 4 s
annoad• All
Roofs
1T5"
13 1 -9' 13 11'- 23 14'4' 23 153' 20 10'-11 27 13'- 271 3'-10' 2 4'-0' 45 11
72-11' 1 1 14 1 1- 1.11 13'-11' 15-1' 21 10'4' 32 17-10' 32 13'-1 3 4'-0' 12
1 -1' 20 15'- 11 171 1 4 17 IV- 30 13-1 30 13'4 3 S 43 11'-11 3 17-3 3 3-10 65 1
11-11 1 154r 171 1 17 10.5 17-11' 32 13'-2" 45 11'-7 41 77-1 41 4'-0' 69 1J
115' 23 15'-1 20 15'S 20 9'$' 39 175' 35 17$ 35 6.11' S1 11-5' 45 it$ 45 3'$ 40.
1 iV-11 27 13-7 2 13-10 2 9'-2' 46 11.11 40 17-Z 11 51 11'S 45 11' 45 35 89 140.
2 1 -11' 2 1 '- 27 13-1 27 9- 4 71 -11' 40 17-2 4 5" 59 1 -1 53 11-1' S3 3'$' 89 750
7 -5 3 77.11 3 1 '-7 2 10" 52 11'4' 46 11'-7 46 6-1 105' till 10-7" till 4' 10 wind
Pon
tnXtures MonoS
ed Roof Scroen
ooms B
Attached Covers lass
BModular ooms Enclosed
erhang CantileverZone
PH
MPH) 1&
2 a
Nbad• 3
s .
Moad' 4
s .
Moad• 1 snlioad• 3 s
Moad' 4
s
annoad' 182
s
Moad• 3 aannoad' 4 s
annoad• All Roofs100
165' 13 204" 1 A' 1 13'S 23 1 's' 20 1T-1 17-10' 7 76-9' 23 1 -1' 23 4' 110
16- 14 19'-11 14 4' 14 73'- 1 .9' 21 1T- 1 tY-1' 1 '-7 2 16- I 4'-0" 55 120
1 '-1 17 18' 1 19 17 1 .5 3 16' 16-W0'
I 39
1 ' 3 4' 65 7
13'-71 21 16'4 1 16'$- 1 17• 1 41 14'-1" 41 4' 6 130
13'$' 3 1T 1T.0 20 11'- 1 'S' 1S-0 14 •
1 1 -10' 2 T. 23 1T- 23 11'- 40 13'-11 14- 4' 4 13'$' 45 4'-0 89 1
1 -Ur 2 16'-10 23 1 -2 23 111 4 13'-11 40 8' 1 -17 4' 89150 17- 32 16-Y 6 165 2 10-9 13'3 46 13'$ 617-Y 1 - till 4'-0' 1 2 Note:
Total roof panel width = room width +wag width+ overhang. -Design Or applied bad based on the affective me of the panel Table
7.1.4 Allowable Spans and Design / Applied Loads* (#/SF) for
Industry Standard Riser Panels for Various Loads wind
Open
MomsStructures dRoofen
Rooms Attached
Covers Glass
Modular ooms Encored
erhang CantileverZone
MPH1 s
ad' 3 sMoad' 4 saMoad• 1 aaMond• 3 aMoad' d aaMoad' 1 sMoad• a Moad• 4 sMoad' All Roofs100
1 16 16' 13 1 - 13'4- 13'$ 20 i 3' 27 1 23 17-11' 2 4'-0' 4 110
1 -1' 1 1 •.11' 14 16.3' 14 105' 1 _11 1 13 21 94 32 11'-11 2) 17 27 3'-10- 55 120
11.3 20 13'-11 20 1 '-3 17 30 17.3 175 25 8'-9' 3 11'- 39 1
11-1 21 13'- 21 71 21 9.5 32 17 17-3 2 8'-T 41 11W 41 130
1 -9 23 13'4 23 13'- 23 9-1 11'- 29 1T-1 4- 4 19$ 4 td-11 4 140.
1 1 3 27 17 2 77-11 27 B'• 40 11-1' 4 11'4 4 4 1 5 4 19-17 4 3' 69 140•
103 21 1r 2 1 .11 27 6-7 11'-1• 40 11'4 4 it' A 53 1
94 36 1 _ir 1 3 1 - 46 10-1 4 till g4 till g till 3'-1' 102 Wind
Open
MorhwSb
Structures
Roof
BAtlaehed Strom
Rooms Covers
Glens
Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH1 s .
nMad• a Moad' 4 santload• 1 s
annoad• 3
s
annoad' 4 sMoad• 1 aaNbad• s ardload• 4 s
anfload' All
Roofs
100
13$ 13 1T- 13 17'-11' 13 11'$ 23 15'-1' 20 155 20 11'-T 7 13'4• 23 13'-17' 23 4' - 45 110
14 1 - 14 11'4' 14'-0' 21 1S-Y 21 10-5 32 17-11' 2 13'- 27 4'-0' S5 1'
1 165' 7 1 r.830g1313' 6 2 9'S' 39 1 -1' 32 7-4 32 T_ ' 65 1
16-2' 17 10$ 32 13'-3 26 94 41 11'-ll' 34 17-7 34 4'-0' 69'3'
W143' 0 15'- 20 9' 35 17-0' 6.11 45 11'S 45 11'-9' 3B 3'$' 77 40.'$
23 13'-71- 9• ' 40 173' B'-11' 45 11'-i 45 11'-9' 38 3'S'40.
2$ 1 -17 4 1 3 8 1 1 53 11-2 3'$ 89 ISO17
26 13'3 2fi 1 5 11 9 8-7 till 1 till 1 $ till 34 102 wind
Open
Mom
Structures
Sloped
Roof an
Rooms Attached
Covers lass
Motlular Rooms Enclosed
erhang CantileverZone
MPH
1 aMoad• 3 s .
Mead• 4 sannoad• 1 s
ad' spa nlload- 4 spoonoad' 1 s
Moad• s Moad' 4 cMoad• All Roofs1
13 2 11 1 20 1 0 1 -11 76-1 23 1 -2 4-0 4'
1 1 7 1 1 3 21 1 -9 1 1 2 15.11 2 164 27 4-0' 55 16-
1 17 193' 7 1 S 5 16'- 25 llS 3 15'-V 32 15-5 3 4 65 18'-
T 17 16-11 7 77.3 165' 26 11-3 41 IX-11 34 16- TW 91T•118'- 20 17'-1 15"2
15-
11 29 1 -71' 45 1 6 13' 38 4 77 16.
11' 23 1T4 23 114 4 10'-11 45 7 'S 38 13'• 38 d'-0' 816-11' 1T4 114 4 15-1 34 10'453 7 -9' 4444 41 4' 16- 6 70-1 1 95 1 -3 51 1 .6 51 4' 102 Note:
Total roof panel width - mom width +wall width +overhang. 'Design or applied load based on the affective area of the panel f}
Table
7.1.5 Allowable Spans and Design / Applied Loads' (#/SF) t for
Industry Standard Cleated Panels for Various Loads Uj 1-
314- x 12-x 0.024- Cleated Panels Aluminum Alloy 3105 H44 or H-25 W wind
Open
Structures MonoSb
Roof men
ooms Att
8ached Covers Glass
odu or Rooms Enclosed
erhang CantileverZone
PHMPH, M s .
Moad• s - cr 4
s .
Moad' 1
s .
Moad' 3 snlloacr4 sMoad• 1 sNbad' nlload• 4
s
and d• A" Roofs1
T-7 16 111." 1 11'-1 16 T$' 23 9.3- 23 9.5' 23 T-1 30 8'-10 7 11' 27 7-11 45 110
8'3' 17 1 -g• 17 101.1 1 17 T- 8 9' 25 9- 25 6$ 36 8'3 32 6.5' 32 2'-0' S5 120
1 9 20 9'-11 6-11' 8'S' 30 8'-6' 64' 43 T-10 9 T-11' 39 7-7 65 123
T$' 21 9'$' 1 T- 21 6- 35 B'4 32 65 6- 45 7'$' dt T-1 ' 41 7- 6 130
4' 2 sr 94 2 6' 39 B'-1 35 8'- ' 35 5'-11' S7 T4 51 TS 45 7-5 77 140-
1 T-1 31 8'-9 27 8.11 6'-Y 46 T T- 4 5'-11 57 7'4' S7 T$' 45 74 8 140-
2 T-1 1 6A' 27 8.11' 27 6'-7 46 TS 4 T• 40 5'$ 59 T-0" 59 T-Y 59 74' 89 15
6'$ S3' 32 5' 32 V-11' S 4' 52 V 1461 5'-5' 158 1 6'$' 168 1 6'-70' 1511 1 7J' 102 0
4 li Ec
F
y C1 J
J F
m g 1
4' x 12 x 0.030- Cleated Panels uminum Alloy 3105 H-14 or H•25 1-- 3 Wind
Structures
Mono -
Sloped Roof en
Rooms Attached
Covers lass &
Modular Rooms Enclosed
arhang CantnaverZone
MPH1 spaMoad' 3 I
s anlloaT 0
s
Moad' 1
s
a Moad- 3
s
d• 4 a .Moad' 1 sMoad• 3 s
Moad' 4 sMoad• All Reefs100
B'- 16 71'- 13 11'-11 170
1D' 1 11'- 14 11'-9' 14 10' 1
0 8'-5 10 1 -11 3 9- 4 3 6'- 43 5' 9 39 7-9 123
8'3 21 10$ 21 10-1 21 3 35 6$ 4 63' 41 B's 41 7- 69 130
130 11 104 23 1 38 8'$ 8'•1 35 6- 51 T•71 8'-1 4 77 27
9 5 2 6'$' 46 8'- 140.
2 T- 7 9.5' 2 S-T 2 150
9-1 32 6'4' S2 T-10' 46 B'-0' 46 70' 66 7 fib 4' 66 75' 102 m
a
l
I
1-
314" x 12' x 0.032' Cteated Panels Aluminum Allo 3105 H44 or H-25 wind
Open
Structures Mono51
ed Roof Stteen
ooms Attached
Covers lass
Modular Rooms Enclosad
erhang CantileverZone
MPH1 s
Moad' s .Moad' 4
s
annoad• 182
s
aMoad• 3 s .Moad• 4 sMoad• 1&2 so .
Moad' 3 s2nIjocr 4 913anffmcr
All Roofs100
71'-1' tfi 73'-9' 13 15'-0' 13 95 23 17-1 20 174' 20 6-17 27 11'S' 27 11'$' 23 1 X-8' 145 110
10'-11 17 765 14 13'-9' 14 91- 2 IT 21 17-0 21 B'S' 32 1V-1 32 71'-1' 32 3'S' S5 120
9-10' 20 17- 1 17-11' 17 8'$ 30 71'-1' 30 11'4 30 T- /' 39 10'4- 1
9$" 21 175' 1 17-8' 1 8'$' 32 10-11- 32 11-1 32 T-10' 41 9'-1 41 3'-2' 69 1
3' 23 7-1 20 174 20 6-3 10'$' 35 19.9' 35 6' 459$'140-
8-17 27 17$' 2 11'$ 23 T-9 4 9'-T 40 10'-3" 40 TS 45 g.--49-W1 2711 $' 27 11 T-9 40 40 1 3' 4 2 59 0'15
5' Y 46 S46 6-10" 68 8- till 7-1 102 W
Q
c W 0
Z
U) 0 W 1a-
W1
QO Z
D O
o J
N z Wtom
Ul Q
W Note:
Total roof panel width = room width + wall width + overhang. -Design or applied lend based on the affective area of the panty N N J W m W a
W Z d ro w CDQ <
c CO
y
W
W od Z -i U
Qz o 0 J
Z F.
Q Z op
Q
m 5 $
ai z
U W Q
J f c W ca
v a Table
7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#ISF) LL W < M W 3"
x 48" x 0.024" Panels Aluminum Alb 3105 H44 or H.251.0 EPS Cora DensityFoam 1- W onOpen OvStructuresScreenmrzRooslass &Modular ooms Overhang K MonoSlo
ed Roof 8 Attached Covers Enclosed Cantilever W Z CK J Q
U. J
W 1&
2 s
onnoad' 3
s
nlbad' 4 spanlload' 182 s
annwd• 3
a
annmd• 4
a
annwd' 1
a
Moad' 3
a
rh0oad• 4
s
Moad' All RoofsO 1 '
4' 13 1T- t 16'- 13 11'-5' 23 17.9 174 2 10 7 11'- 30 11'S' 2 4-0- 4 Q o F. 1146- 7 11'
4 F-
Q
n
1 -
1 -1 1 13'- 95 33 ll'-2' 30 10.1 3 8'4 43 94 39 9 43 T:- 65 0 11'-
11'2113'4 21 17-10' 1 93 10-11 32 19- 32 W. 45 9-1 41 8'-9' 4 3'4 69 Q 17$'
IZ3Y 9' 9 1 4' 95 9 51 8'- 4 631 19.
6 2 11'-9 2 11' 6-1 46 9-0' B'- 4 8 51 6- 4 8'- 1 11 Be cr
rp CO
105
27 r iTs, 27 im- 46 9 4 6-W 14659 11 5 7-11 89 li 150
9-2 1 it 1 - 32 r-7 5 52 7-9 102 F W '
xx0.030" Panels Aluminum Alloy 3105 H-14 or H-251.0 EP ore ens oath Open
fractures Roams lass Modular ms rhang p Mon-
Sloped Real, Attached Covers Enclosed Cantilever CO 1
Moad• 3 a
annoad' 4
a
annoad' 1
s .
Moad• 3 sMoad' 4 a .
Moad' 1
s
Moad' s ann=d' 4
s
Moad• Alls Roofscp18'-YZJrrpjlitLLWLLL1551WW
13
4' 13 19-T 13 13'S' 23 16'-7 20 15'$' 20 try' 27 15'-i' 23 13'S' 27 4'-0' 45 1 -
4 9' 14 19-1 14 17-11' 25 1S-10 21 15'-3' 21 11'-5 32 17-10' 32 175 32 4'-0 55 O J(MPH) 15'.
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w J N
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W o z
J N W
C Ix (
6 m U.
J Om
tub
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Total rod panel width = room width +wall width overhang. 'Design crapplied load based on the affective area of the panel to W
w
Z• to lid
SEAL0 SHEET
w Z
N
0
J = Zof1OF
k W LL
n
G m08-12-
2010 OF O
I
2.00"
A = 0.423in?
0.043" oo Ix = 0.233 in'
Sx = 0.233 in?
6061 - T6
2" x 2" x 0.043" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
I I
A = 0.580 in? a_ Ix = 0.683 in'
0.045"Sx 0.453 in? ?
6061 - T6
2" x 3" x 0.044" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
g A = 0.745 in?
0.050"
v Ix = 1.537 in'
Sx = 0.765 in?
6061 - T6
2" x 4" x 0.050" HOLLOW SECTION
SCALE 2" = V-W
2.00"
A = 1.005 in'
0.060" Ix = 3.179 in'
Sx = 1.268 in?
6061 - T6
2" x 5" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
3.00"
A = 0.543 in?
Ix = 0.338 in'
0.045' g Sx = 0.335 in?
N
6061 - T6
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = T-W
3.00"
A = 0.82610
0.070" - o Ix = 0.498 in'
N Sx = 0.494 in?
6061 - T6
3" x 2" x 0:070" HOLLOW SECTION
SCALE 2" = T-0"
2.00"
I I
A = 0.868in.'
Ix = 2.303 in'
c Sx = 1.142 in?
6061 - T6
NOMINAL THICKNESS:
0.045" WEB, 0.044• FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 4" x 0.045" x 0.043"
SELF MATING SECTION
SCALE 2" = 1'-0"
T2.00"
f
A = 1.049 in?
Ix = 4.206 in' 0
Sx = 1.672 in?
6061 - T6
NOMINAL THICKNESS:
0.050" WEB, 0.058• FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12' O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.058"
SELF MATING SECTION
SCALE 2" = V-W
2.00"
II
I A = 1.187 in?
c Ix = 6.686 In.'
fO Sx = 2.217 in?
6061 - T6
NOMINAL THICKNESS:
0.050" WEB, 0.060" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x'6" x 0.050" x 0.060"
SELF MATING SECTION
SCALE 2" =1'-U"
2.00"
I
c A=1.351in'
Ix = 9.796 in'
Sx = 2.786 in?
6061 - T6
NOMINAL THICKNESS:
0.055" WEB, 0.060" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.055" x 0.060"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00-
I
00ra A = 1.880 in?
Ix = 17.315 in.'
Sx=4.312in?
6061 - T6
NOMINAL THICKNESS:
0.045" WEB, 0.044" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.070" x 0.112"
SELF MATING SECTION
SCALE 2" =1'-0-
2.00"
I I
g
of
A = 1.972 in?
Ix = 21.673 in'
Sx = 4.800 in?
6061 - T6
NOMINAL THICKNESS:
0.070" WEB, 0.102" FLANGE
STITCH W/(1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.070" x 0.102"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
v s
A = 3.003 in?
Ix = 42.601 in.'
Sx = 8.493 in?
6061 - T6
NOMINAL THICKNESS:
0.090" WEB, 0.187" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.090" x 0.187"
SELF MATING SECTION
SCALE 2" = 1'-0"
T
0o A = 1.071 in?
Ix = 2.750 in. '
6061 -T6
NOMINAL THICKNESS:
5.f"
0.070" TYPICAL
5" EXTRUDED GUTTER
SCALE 2" = 1'-0"
RAISED EXTERNAL IDENTIFICATION MARK rm
FOR IDENTIFICATION OF EAGLE 6061
ALLOY PRODUCTS
SCALE 2" =1"
EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchasers / contractor's responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of 6061
engineering. ocl_
EAGLE 6061 I.D.
DIE MARK
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08-
12-2010 OF
GENERAL NOTES AND SPECIFICATIONS:
I. 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 = 2,5W psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2. Sheathing, 112" 4 ply CDX or 7/l6" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live bad / applied load shall
be 30 PSF.
5. Spans may be interpolated between values butnot e((t-'lafed,outside
5. Aluminum metals that will come in contact with ferrous,metal surfaces o
concrete /masonry products or pressure treated wood ; "' t .,
shall be coaled w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
Zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
B. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associalon and should not be used.
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 I Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-12^ 1 1-114' 1 273# 1 236#
2" 1 1-1/4' 1 3169 1 236#
TAPPER (Concrete Screws)
3/16' 1-1/4' 15116" 28N 167#
1314" 15116" 371# 259#
114" 1-1/4- 1-114" 427# 200#
1-314- 1-114" 544# 216#
3/8" yy 41-1/27 ` 1-9116" 1 511# 4029
13/4" 3-3f6' 1 703# 455#
POWER BOLT (Expansion Bolt
114" 2" 1-1/4- 624# 261#
5116" 3" 1-7 936# 757#
318" 3.12' 1 1-9116" 1 1,575# 1 1,425#
12" 5" 1 2-12" 1 2,332# 1 2,220#
POWER STUD (Wedge -Bolt 0)
1/4" 23/4" 1-114" 812# 326#
3/8" 4-111 1-7/8" 737. 921#
12" V. 2-12" 2,271# 1,218#
7" 2414" 3,288# 2,202#
Wed a Bolt
2-12" 2-1/4' 878# 385#
3/8" 1 3-12- 3-114" 1,705# 916#
1/r 1 4" 3-314" 1,774# 1,095#
Notes:
1. Concrete screws are limited to Z embedment by manufacturers.
2. Values fisted areallowed bads with a safety factor of 4 applied. 3.
Products equal to rewl may be substituted. 4.
Anchors receiving loads perpendicular to the diameter are in tension. S.
Allowable bads are Increased by 1.00 forwind bad. 6.
Minimum edge distance and center to center spacing shall be Sri. 7.
Anchors receiving loads parallel to the diameter are shear bads. 8.
Manufacturers recommended reductions for edge distance of Sri have been applied.
Example:
Determine
the number of concrete anchors required for a pool enclosure
by divicitrg the uplift load by the anchor allowed bad. For
a 2- x 6' beam with: spacing =
T-0' O.C. allowed
span = 20'-5" (Tabte 1.1) UPLIFT
LOAD =12(BE AM SPAN) x BEAM & UPRIGHT SPACING NUMBER
OF ANCHORS = 12(20.4Y) 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 ("tJ (Ibs.) 8
0.164- 122 139 153 200 228 255 10
0.190- 141 161 177 231 263 295 12
0210" 156 178 196 256 291 327 14
0.250" 186 212 232 305 347 389 529 114"
0240" 179 203 223 292 333 374 508 5116'
0.3125" 232 265 291 381 433 486 661 31V
0.375" 279 317 349 457 520 584 793 12"
0.50' 1 373 423 465 609 693 779 1057 Allowable
Shear Loads on Screws for Nominal Wall Thickness ('tJ (Ibs.) Scraw/
Bott 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 10
0.190" 136 154 170 222 253 284 12
0210' 150 171 188 246 280 293 14 0250"
179 203 223 292 333 374 508 1/4"
0.240" 172 195 214 281 320 358 487 5116" 0.
3125' 223 254 279 366 416 467 634 318" 0.
375" 268 305 335 439 499 560 761 12" 0.
50" 357 406 447 1 585 666 747 1015 Allowable Shear
Loads cm Screws for Nominal Wall Thickness ('r) (tbs.) Bolt Double
Shear Size Nd
0.044" 0.050" 0.055 0.072" 0.082" 0.09r 0.125" 1/4'
0240" 343 390 429 561 639 717 974 5/16"
0.3125" 446 5D8 559 732 832 934 1 1269 318" 0.
375" 536 610 670 878 1 9981 1120 1 1522 12" 0.
50" 714 1 812 894 1170 1332 1 1494 1 2030 Notes: 1.
Screw
goes through two sides of members. 2. An
banal lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection.
Use tables to select rtvet substibrtion for screws of anchor specifications In drawings. 3. Minimum
thickness of frame members is 0.036' aluminum and 26 ga. steel. Multipliers for
Other Alloys 6063 T-
6 1 1269 992 H-
25 1522 6005 T-
5 1 2030 Allowable Load
Coversion Multipliers for Edge
Distances More Than Sri Edge Distance
Multipliers
Tension
Shear
Sd 1.
00 1.00 6d 1.
04 1.20 7d 1.
08 IIAO 8d 1.
11 1M 60
9d
1.
ZI 10d
1. 11d 1.
12d 1.
Table 9.
5A Allowable Loads & Roof Areas Over Posts for Metal
to Metal, Beam to Upright Bolt Connections Enclosed Structures (
a) 27.42 #/SF Fastener diam.
min.
edge distance In.
ctr.
to ctr.
No. of
Fasteners / Roof Area S 1/Area
2/Area 3/Area 4/Area 1/4'
fir 511 1.454-53 2,908-106 4.362-159 5,819-212 5/16"
318' 1 718" 1,894 - 69 3.788 - 138 5.682 - 207 7,576 - 276 3f8' 3/
4' 1" 2,272 - 82 4,544 -166 6,816 - 249 9,088 - 331 12" 1"
1-1/4" 3.030 -110 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 diem.
min.
edge distance min.
ctr.
to cur.
No of
Fasteners / Roof Area S 1/Area
2/Area 3/Area 4/Area 114" 12"
5/8" 1,454 - 41 2.908 - 82 4,362 -125 5,819 -164 5/16"
318" 1 718" 1,894 - 53 3,788 -107 5,682 -11 7,576 - 213 318' 314'
1" 2,272- 64 4,544 -128 6,816 -192 9,088 - 256 12" 1"
1 14W 3.030 -85 6,060 -171 9,090 - 256 12,120 - 341 Notes for
Tables 9.5 A, B: 1. Tables
9.5 A & 8 are based on 3 second wind gusts
at 120 MPH; Exposure "B"; I=1.
0. 2. Minimum
spading Is 2-12d O.C. for screws & bolts
and 3d O.C. for rivets. 3. Minimum
edge distance Is 2d for screws, bons, and
rivets. Allowable Load
Conversions for Ed
a Distances More Than Sri Edge Distance
Allowable
Muhl
LoadTiers TensionShear
12d 1.
25 11d 1.
21 Ind 1.
18 2.00 9d 1.
14 1.80 84 1.
11 1.60 7d 1.
08 6d 1.
04 it] Sd 1.00 Table 9.
2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and
Areas for Screws in Tension Only Maximum Allowable -
Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 # / SF) For Wind
Regions otherthan 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO:
WOOD for OPEN or ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 2
3 4 1" 264#-
10 SF 528#-19 SF 7929-29 SF 1056#-39 SF 1/4"
e 1-12" 396#-14 SF 792#-29SF 1188#-43 SF 15S4#-58 SF 2.112"
660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF 5116"e
1" 312#-
II SF 624#-23 SF 936#-34 SF 1248#-46 SF 1-12"
4689-17SF 936#-34 SF 14D4#-51 SF 18729-68 SF 2-1/
2" 780#-28SF 1560#-57 SF 2340#-85 SF 3120#-114 SF 1' 356#-
13 SF 712#-26 SF 1068#-39 SF 1424#-52 SF 318"0
1-1/2^ 534#-19 SF 1 1068#-39 SF 1 1602#-58 SF 2136#-78SF 2-12"
890# - 32 SF 1780# - 65 SF 2670# - 97 SF 3560# -130 SF CONNECTING TO:
CONCRETE Min. 2,500 pso for PARTIALLY ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 1
2 1 3 1 4 TYPE OF
FASTENER Quick Set- iva Concrete ScrewRawlZamacNallin-3 1-
12" 273#-10SF 546#-20SF 819# 40SF 1/4"e 2' 316#-
12SF I 632#-23SF I 948#-35SF 1 1264#-46 SF TYPE OF
FASTENER = Concrete Screw (Rawl Tapper or Equivalent) 3116"o
1-114" 288#-II SF 576#-21 SF 864#-32 SF 1152#-42 SF 1314" 371#-
14 SF 742#-27SF 1113#-41SF 1484#-54 SF 1/4"
o 1-114" 365#-13 SF 730#-27SF 1095#-40 SF 1460#-53 SF 1314" 427#-
16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF 3/8"
a 1-12" 511#-19SF 1022#-37 SF 1533#-56 SF 20449-75 SF 13/4"
703#-26 SF 1406#-51 SF 2109#-T7 SF 2812#-103 SF TYPE OF
FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent 318"0
2-2" SF3211500g#-717SF 05 3415-A63200#- SF V' 3217#-
37 SF7-172S0-213503 5 SF12'0
3" 1399#-51 SF 12798#-102 SFI 4197#-153 SFI 5596#-204 SF 5" 23329-
85 SF 14664#-170 SFJ 6996#-255 SFJ 9328#-340 SF Note: 1.
The
minimum distance from the edge of the concrete to
the concrete anchor and spacing between anchors
shall not be less than 5d where d is
the anchor diameter. 2. Allowable
roof areas are based on loads for Glass I
Enclosed Rooms (MWFRS); I = 1.00. Table 9.
6 Maximum Allowable Fastener Loads for Metal
Plate to Wood 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 1.01 111) 26.
8 1.01 120 27.
4 1.00 123 28.
9 0.97 13D 32.
2 0.92 140-1
37,3 O.B6 140-2
37.3 0.86 150 1
42.8 0.80 Screw 0
Metal to
Plywood 112 4
ply 518" 4 ply 3/4" 4 ply Shear Ibs.
Pull
Out
11bs. Shear
lbs.)
Pull
Out
lbs. Shear
lbs.
Pull
Out
16s. 8
93
48 113 59 134 71 10 100
55 120 1 69 141 78 IY12 118
71 131 78 143 94 hY'14
132 70 145 1 88 157 105 Table 9.
7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel
Steel Mandrel Rivet Diameter
Tension Ibs. Shear Tenslon Ibs. Shear 129 176
210 325 5132' 187
263 340 490 3/16"
262 375 445 1 720 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
I Anchor Size Max Size
of Beam Upright Attachment
Type
Size Description To Wall 0 To
Upright /
Bea 0 2"
x
4" x 0.044" Angle 1" x 1' x 0.045' 3/16' 10 2"x4'
x0.D44" Angle Vx Vx 1116' 0.063' 3116' 12 2" x
5" x 0.072' Uchannal 1-112' x 1-12" x 1-12" x 0.125" 12" 14 2"x6"
x 0.072' U-channel 1'x2-1/8-x 1'x0.050' 5116• 5116 2" x
8" x 0.072" Angle P x V x 1/8" (0.125•) 3116' 12 2" x
10" x 0.072" Angle 1-12- x 1-12' 1116"(0.062*) 1/4' 12 2" x
7" x 0.07r Angle 1-1 W x 1-112" 3/16'(0.188') 1/4' 14 2" x
10" x 0.072" Angle 1-12- x 1-12. 1/8^(0.062") 1/4' 14 r x
7" x 0.072" Angle 1 VV x 1-3/4" x 1/8"(0.125") 1/4" 14 2" x
10" x 0.072" Uchannal 1314" x 1-3/4" x 1-314" x 1/8" 3/8" 14 2" x
10" x 0.072" Angle 2" x 2' x 0.093" 3/8' 31W 2" x
10" x 0.072" Angie 2• x Z' x 1/8(0.125") 5116" 5116^ 2" x
10" x 0.072" 1 Angle 2- z 2" x 3/16-(0.313") 1 12• 12' Note: 1. #
of
screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw
she for beam / upright found in table 1.6. 2. For
post attachments use lean attachment type = to wall of member thickness to determine angle
or u channel and use next higher thickness for angle or u channel than the upright wall
thickness. 3. Inside
connections members shall be used whenever possible I.B.
Use in lieu of angles where possible. 4. The
thicker of the two members u channel angle should be place on the Inside of the connection if
possible. Table 9.
3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and
Areas for Screws in Tension Only Maximum Allowable -
Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # 1 SF) For Wind
Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO:
WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 2
3 4 1" 260-
7SF 528#-15SF 792#-22SF 1056#-30 SF 1/4"
e 1-12" 396#-11 SF 792#-22SF 1188#-33SF 1584#-45 SF 2-12"
660# - 19 SF 1320# - 37 SF 19SN - 56 SF 2640# - 74 SF 5116"o
1' 312#-
9 SF 624#-18 SF 936#-26 SF 1248#-35 SF 1-1/
2" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2.12"
780#-22SF 1560#-44 SF 2340#-66 SF 312D#-88 SF 318"o
1" 356#-
10 SF 712#-20 SF 1068#-30 SF 1424#-40 SF 1-12"
534#-15 SF 1068#-30 SF 1602#-45 SF 2136#-60 SF 2-112"
1 890# - 25 SF 1780# - 50 SF 2670# - 75 SF 13560# - 100 S CONNECTING TO:
CONCRETE [Min. 2,500 psq for PARTIALLY ENCLOSED Buildings Fastener Diameter
Length
of
Embedment Number
of
Fasteners 1 1
2 1 3 1 4 PE OF
FASTENER Quick Set" Concrete Screw Rawl Zamae Nallin or Equivalent 1/4"
e 1-12' 233#-8 SF 466#-17 SF 699#-25 SF 932#-34 SF 2" 270#-
10 SF 540#-205F I 810#-30 SF I 108D#-39 SF TYPE OF
FASTENER Concrete Screw Rawl Tapper or Equivalent 3/16"
e 1-12" 246#-7SF 492#-14 SF 738#-21 SF 984#-28SF 1-314"
317#-9 SF 634#-18 SF 951#-27SF 1268#-36 SF 1/4"
o 1-112" 365#-10 SF 730#-21SF 1095#-31 SF 1460#-41 SF 1314" 465#-
13 SF 232-26 SF 7395#-39 SF 1860#-52 SF 3tro 1-
12" 437#-12 SF 874#-25 SF 13119-37 SF 1748#-49 SF 13/4'
601#-17 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF TYPE OF
FASTENER Expansion Bolts Rawl Power Bolt or Equivalent 318"e
2-12" 1205# - 34 SF 2410# - 68 SF 3615# -102 SF 4820# -136 S 3-12"
1303#-37 SF 2606#-735F 3909#-tin SF 5212#-1475 112"0
1 3" 1806#-51 SFJ 3612#-102 5418#-152SF 7224#-2035 5' 1
1993# - 56 SF 3986# - 112 S 5979# -168 SF 7972# Note: 1.
The
minimum distance from the edge of the concrete to
the concrete anchor and spacing between anchors
shall not be less than Sd where d
is the anchor diameter. 2. Allowable
bads have been Increased by 1.33 for wind loading.
3. Allowable
roof areas are based on bads for Glass I
Partially Enclosed Rooms (MWFRS) I = 1.
00 J WIND
LOAD
CONVERSION TABLE: FaF-- For Wind
ZoneslReglons other than 120 MPH W Tables Shown),
multiply allowable bads and roof areas by
the conversion factor. Ut REGION I
LOAD I FACTOR Table 9.
9 Minimum Anchor Size for Extrusions Wall Connection
Extrusions Wall
Metal Upright Concrete Wood 2" x
10" 1/4" 14 114" 1/4' 2" x
9" 114" 14 114" 1/4" 2" x
8" 1114" 12 114" 12 2" x
T 3116' 10 3/16^ 10 2" x
6" cr lass 3/16" 8 3116" 8 Note: Wan,
beam
and upright minimum anchor sizes shall be used for super gutter connections. Table
9.
10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes Metal to
Metal Anchor Size
8 10 12 14' 5116" 3/8" 8 1.
00 0.80 0.58 0.46 027 021 10 0.
80 1.00 0.72 0.57 0.33 026 912 0.
58 0.72 1.00 0.78 0.46 0.36 14 0.
46 0.57 0.78 1.00 0.59 OAS 5116" 027
0.33 0.46 0.59 1.00 0.71 318" 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 SW
3116" 1/4" 318" 3116" 1.
00 0.83 0.50 114" 0.
83 1.00 0.59 318" 0.
50 0.59 1.00 u 0
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