HomeMy WebLinkAbout124 Kays Landing Dr 11-394; GLASS ENCLOSUREPERMIT ADDRESS 1014
CONTRACTOR
ADDRESS
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTO
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
SUBDIVISION
PERMIT # ! / J / DATE / C;L .
PERMIT DESCRIPTION -V
PERMIT VALUATION Av / ® 6
SQUARE FOOTAGE 9
n
O
t7
H
m
CITY OF SANFORD PERMIT APPLICATION
T
Aq> lication N : Submittal Date:
lob Address: /2y/ >/_
e
r+La 1 n C Value of Work: S
Parcel tD `
J'
J "d am ' il, Zoning: Historic District:
Description of Work: I S S n( s e
Square Footage:
Permit Type: Building14 Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign
Electrical: New Service-PPPPPP9 of AMPS Addition/Alteration Change of Service Temporary Pole RAC r
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures N of Water & Sewer Lines N of Gas Litres
V "
9
0,
NumbingJNew Residential: H of Water Closets Plumbing Repair -Residential Commercial
Jccupancy Type: Residential)i1 Commercial Industrial Occupancy Use Group(s):
onstruction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required )
I................. ........... ..........;
roperty................... Owner Jl- m(:--'sue--- Contractor: Ak+s+' !+w
kddress: /- \S LC : +' C „ Address: 5 J J —=—JV i- C,- -
hone: 7 fS ^ -mail: Phone: 07, ,1, License Number: -r L-L--D r _-7
londing Company:
kddress:
Mortgage Lender:
Address:
krchitect/Engiaeer: Phone:
kddress: Fax:
Ian Review Contact Person: Phone: Fax: E-mail:
kpphcation 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
isuance of a permit and that all work will be performed to mat standards of all laws regulating construction in this jurisdiction. I understand that a separate
trmit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
iR CONDITIONERS, etc.
1WNER'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
onstruction and zoning
VARNING 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
TRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR
IOTICE OF COMMENCEMENT.
IOTICE: 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
its county, and there may be additional permits required from other governmental entities such as wat4management districts, state agencies, or federal agencies.
ce-ptance of permit is yipAtItion that I will notify the owner of the property of
rc of Owner/Agent Date
J-0.
1
nt OwncrlAgent's Namc
r-,
rc o Notary -State of Florida C•ST F FLORIDA
Jessie Santiago
Commission # DD915546
Expires: AUG.13, 2013
BON-DED THRU ATLANTIC BONDING CO., INC.
Owner/Agent is _ Personally Known to Me or
Produced ID
PPROVALS: ZONING: UTIL:
pocialCondkiotts
FD:
ev 07.07 _.._ _...
requirements of Florida Lien Law, FS 713.
q rV
ontractof/Agent D4C
x/Agent's Name
4
NOT,4WPUBLIC•STATE OF FLORIDA
Jessie Santiago
Commission #DD915546
Expires: AUG.13, 2013,
BONDED THRU ATLANTIC BONDING Co., INC.
Contractor/Agent is _ Personally Known to Me or
Produced ID
vBLDG
ti
s
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name:
II
Firm: y.ne1` K.,tA
Address: 30GS- For
City: State: 'FL Zip Code: 3'L"7g Z..
Phone: VQ 7 • Cu 76 - d S'Oy Fax:
I
Email:
Property Address: t Z ;L./
Property Owner:
Parcel identification Number: 3c4. I , 7,0 •SI 4. 0060 • env 9
Phone Number: 407, L41 S- • q 9,4 6 Email:
The reason for the flood plain determination is:
N structure Existing Structure (pre-2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076)
MOM 3a a'" -:
c
r ,,OFFICIAL IJSE ONMYR - .
Flood Zone:_ Base Flood Elevation: Datum:
FIRM Panel Number: t 2O 7A 4¢ C-)0 'rO G= Map Date: 7-9. 10
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway UA,-,R • F
A portion of the parcel is in the: floodplain floodway oG - 0 4-08r, 7 A,
The parcel is not in the: floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: Q'floodplain floodway
If the subject property is determined to be flood zone 'A', the best available information used to
determine the base flood elevation is:
i3P*/(-39y GIasS e,,c_1os e,
Reviewed b : Date: / 2 •8 1 n
TAEngr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc
LIMITED POWER OF ATTORNEY
DATE
I hereby name and appoint C-A-f - -z' )
of S-i PP--f J Ak ,s,3 3 A^,_o to be my lawful attorney
in fact to act for me and apply to D d
fora BUILDING permit for work to be performed
at a location described as: Section 4'
Township i
Range ` Lot Block Subdivision (k,3 ` j
2At
Address of
Owner of Property aid Address)
and to sign my name and do all things necessary to this appointment.
T -71
Type or Print name of Certified Contractor, License #
Signature of Certified Contractor
Acknowledged:
Sworn to and subscribed before me this
Q+ Day of _k it o"q'\h (c A.D. 20 In
Notary Public, State of Florida
Seal)
NOTARY PUBLIGSTATE OF F LWIDA
M Commission Expires:
f Jessl' 5 b
1 Cotiii igsibB #1 9 5546
rx W pIr& AIN1,13 2013
Ileaf an" RIMEanwiIFnoamaaamamMEmIElul THIS
INSTRUMENT PREPARED BY: C, A,-r`r 1 6 -
Name:
Superior Aluminum PIARYPIM NOR5E, CLERK OF CIRCUIT COURT Address:
3005 Forsyth Road <—RETURN SENINOLE COLNTY Winter
Park FL 32792 PK 07486 .Rg 12411 (1pg) State
Of Florida CLERWI S 41 2010136938 RECORDED
11/30/8010 10:I M AM RECORDIM
FEES 10.00 NOTICE
OF COMMENC T Saith Permit
Number arcel ID Number (PID) The
undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida
Statutes, the following information is provided in this Notice of Commencement. % DESCRIPTION
OF PROPERTY (Legal description of the property and street address if available) rL. ,
J` 7 caps `f' GENERAL
DESCRIPTION OF IMPROVEMENT /. ^ C - 6 OWNER.
INFORMATION Name
and address: `L' 1. _,, ',
MCA CA^ - < ).a:, t.
7- \ VER11r,I MOFtSE
NameandaddressofFeeSimple,Title Holder (if other than owner) 1
CIRCUIT 0 6t
FRK OF .,,v F, L0 1 CONTRACTOR
Name
and address: Superior Aluminum Installations, Inc. °-inn 1\
21 Road
FL 32792 Persons
within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by
Section 713.13(1)(b), Florida Statutes. Name
and address: In
addition to himself, Owner Designates Section
713.13(1)(b), Florida Statutes. To
receive a copy of the Lienor's Notice as Provided in Expiration
Date of Notice of Commencement: The
expiration date is 1 year from date of recording unless a different date is specified. of
WARNING
TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT
ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA
STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION.
IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE
OF Florida COUNTY OF OWN
GNA E O NERS PRINTED NAME N
Per Florida Statute 713.13(1) (g), owner must sign...... and no one else may bepermitted to sign in his or her stead.' oregoing instrument
was.acknowledged before me this dday of I YQ.M6,/ by of person
making
statement Who is personally
known to me OR who has
produced identification type of identification produced VERIFICATION PURSUANT TO
SECTION 92.525, FLORIDA STATUTES. UNDER PENALTIES OF
PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT ARE TRUE TO
THE BEST OF MY KNjDVJLEDGE AND BELIEF. SIGN E 01-
UAL PERSON SIGNING ABOVE Ora' 03 0rnax09
0u_ VUV fldILL o,90nto9 I0Z `£l:'Df1H ;
sa.ndxg 9 XQQ# a0tssImW03
OciBPUPS 019s2[' VC2i07.
i 410
3I V13-X IR-U AHVIOt NOTARY PUBLIC -STATE
OF FLORIDA Jessie Santiago Commission #
DD9155,6
W DONDII',Co.,
Fax; 407-6T8-5560
r r
I FICE
Tolt Free: 1-800-247-6768 16Zs .. Roady
FL Reg. # RX0045740 or Park, Florida 32792
FL Lic. # SCC056770 ALUMINUM INSTALLATIONS, INC. oeioa (407);678-0500
Sales, In tallation, ow*Room
Referred By:
Order No. Customer's Phone (Home)
Date ! (Cell or Work)'Mr. Mrs.
This is a contract between Superior, Aluminum Installations,s Inc. and
the Customer), who resides at ` S^ ' ^ - - is,. A 1-= Zip.'-
1 (
As used'in`this contract, the words -seller, we; us and our refer to Superior Alumin im1rishillations—i1no. and the words you, your and buyer refer
to the Customer. We agree to furnish all labor and material necessary to install the following:`describe
joS Del
dj b [ W
r .
ACCORDING TO FL.ORInA'.S CONSTRUCTION.."LIEN LAW_(,S.E:CTIONS:713. 001-71.3.37.
FLORIDA STA"`.. HOS`E WHO WORK"ON YI
MATED" ES AND TARE rNOT PAIL
ENF IR PAYIVIENT,AGAINST
IS Kr RUCTION LIEN. IF YOU 137 ,1 ZSUBCONTRACTORSCONI4Y
MATE ARE
YOUR U HA
CONTRACT
MAY ALA® HA THIS
PROPERTY CC FILL T1
OR OTHER SI 0TOR'
HAVE FAILEC 1171 YI
CONTRACT T IS 'M
REQUIRED T EN HM-LCASC "4Ur--LIMN rKuM___AIMY-
PERSON OR D TO YOU A. "NOTICE TO OWNER".
FLORIDA'S C OMPLEX, AND IT IS RECOMMENDED
THAT YOU C(
JCTION-RECOVERY FUND,
PAYMENT MAY br- ONSTRUCTION RECOVERY FUND IF YOU LOSE MONEY ON
THISAPROJECTPERFORMEDUNDER CONTRACT, vvmtmr- RESULTS. FROM, SPECIFIED VIOLATIONS OF FLORIDA LAW
BY A LICENSED CONTRACTOR. FOR INFORMATION ABOUTTHE RECOVERY FUND AND FILINGA,CLAIM, CONTACT'THE FLORIDA
CONSTRUCTION INDUSTRY LICENSING BOARD AT THE FOLLOWING TELEPHONE NUMBER AND ADDRESS:
Division of Professions - Construction Industry Licensing Board • 1940 North Monroe Street, Tallahassee, FL 32399-1039, Phone:'850-487-1395
r
TOTAL
9
4 ;jj2 DEPOSIT WITH ORDER
i 4 o oc>
i' *r0 %jN LAYOUT
IC 3/es ON INSTALLATIONTO INSTALLER
TERMS: CASH / _ FINANCING / CREDIT CAR
THE It
IT IS L
ABOVI
NON4
BY SIC
THIS (
INSTAL
Date
If after.aoina thminh tho
D CHEC.Ko . NE YEAR MATERIAL AND WORKMANSHIP GUARANTEED
rations,,,you are dissatisfied or have any unresolved problems, please
Timothy Oriei:Vice PreodaQt"/:Superior Aluminium -Installations; Inc:
ENCIES-COUL ATERIALLY CHANGE THE ESTIMATED COMPLETION DATE STATED
R FINANCING; INCLEMENT WEATHER; STRIKES OR OTHER LABOR DISRUPTIONS;
3; ACTS OF -GOD.
ABOVE PROPERTY'AND THAT YOU AGREE TO ALL TERMS OF THIS CONTRACT.
RIOR ALUMINUM INSTALLATIONS, -INC'. MANAGEMENT AND SUPERIOR ALUMINUM
CONTRACT AT ANYTIME PRIOR T START OF WORK.
Customer
Sales R
REV 1/09 G \
Page 1 of
Fax: 407-678-5560
Toll Free: 1-800-247-6768
FL Peg. # RX0045740
FL Lic. # SCC056770
OFFICE
SUPERIOR h Road
lorida 32792
NSTALLATIONS, INC. (407) 678-0500
Sales, Installation, Show Room
MC
Owner J0-t G I `.
Job Address a -
City na"ih r0 D 0-0 State Tsr, Zip
Subdivision
ated- e uard or keypad # ) / no
HOA: yes: rec'd / no: not needed
Directions: , - 3 , - 4' .e
4n ^i z e4 k !Er -'A 5 `).
t
yo"xe, LC ax:15 »Ct i
9
Roof Style: Studio / Gable / Build-up
Roof Attached to: Fascia / Wall / Trai
Roof Type: Elite / Superior / Riser ,
Roof
Roof Color.
Roof Insulation: " / 2" 3" / 4" / 6"
Roof Panel Thickn s: . 24" / .032"
Fixture Beam: Yes ( w on plan) / No
Roof Trim: Drip ge F is / Roll Form
Color: Whi /Bronze
Gutter. S ess 6" / Roll F /
Super truded 5" or 7"
Downs ts: 3x4 White / Bronz
Remove House Overhang: Yes / No
Wall Styl u n / Elite 2000
Elite Modular
Wall Type: Screen / Open Pati Gas
Acrylic /XUWII
Wall Color: / Bronze / Almond
Screen mesh §iamQ20x20 18x
Screen Co
Knee Wall. No
Insulat / No
Knee Wall :
Aluminum /
Glass /
ement B ield
Hetg :
Chair Rail: Yes No
Height: 12-16 -24" / 32-36"
Door Size 3-0' x 6-8'y 3-9 x 8-0'/
Door Ty creen myl "
FSH
Set handle. / Up High
Door Location # / Front / Right
Centered / Ho `;e / To Comer
Hinge A r 6 SH
Door Location #2: Left /
Custom "1410%4n" .Try a LO LL&%
Hinge Qt Swing
Pet Door. A pet door will only be installed into a
screen door S / M / L / XL we use Pride brand
Wi / Double Hun
orizontal Side Slidin OX / X
aseme rac
Window Type: Aluminum VC Impact
Secure Plus
Ty ane /
ble Pane Insulate / Colonial Grids /
C t ronze / Light Grey !
w E Clear Low E Tint
rey Solar Cool L
Type of Acrylic: Clear / Bronze / Grey
Type of Vinyl: Clear / Bronze / Grey /
Purple
Number of Windows:
Number of Picture:
Number of Trapezoids:
Sliding Glass Doors:
Window Manufacture: P 67-
0-
Got, to fascia
Roof to house wall -
MOTE SHEET
Q
Date I l if l6 F CJ Job #
Phone:H
Phone Cell 6-?-- 4f 9-- 14 9 'c/
Phone W.
Email
Call First es no Gate Locked. es / no
Dogs in Yard: yes&
noByTearDown: yes Customer
Concrete S es / no / By Customer
Electrical: yes / no / By Customer
1rJ % X .
T...,,....... 4
W c 4-11 i..ar
6 Suggested Inside Start Height:
4
7
II Window Tax Credit: Qyeq / no
Roof Tax Credit• yes no Draw in roof attachment to house. Fill in all measurements.
Il, )Q_CL. r r,%Q. K Y ,f
Total Amount:
Date: / r/ /-)//
Initial Visit Discount:
REV 1M9
Date: / `2,
Page of
Fax: 407-678-5560
Toll Free:1-800-247-6768
FL Reg. # RX0045740
FL Lic. # SCC056770
2is-UPERIOR
MAIN OFFICE
3005 Forsyth Road
te"'i Florida 32792
ALUMINUM INSTALLATIONS, IIN 07) 678-0500
a ,1 t'Tfation, Show Room
ELECTRICAL WORK SHEET
Owner---
Job Address
City -4a F-ID,<.C> StateE- Zip
Subdivision
date yes _parHOAyes: rec d
Directio l7K
no: not n
F-11
General Purpose Duplex
Receptacle'
House or Elite 2000 wall surface ;
mount Receptacle
House wall recessed
Receptacle ---
Baseway
Outside GFC1L
Receptacle
Single Pole Switch
Wall mount basic light fixture
we provide) .---
Wall mount flood light
customer provides) no motion
Ceiling .Light (no switch, direct
pull or use remote control)
customer provides)
Ceiling Fan (no switch, direct pull
or use remote control)
customer provides)
A.0 (window style -customer
provides)
Includes Separate home run
with outlet (do not count as
part of required outlets)
We install: requires a r=imum
20" kneewall. 120 0 240.
No Mini Split Units they must be
wired b panv.
me Run Through Attic
circuit inside existimw
d-Rome Run Formula
5 outlets, 3 fixtures
3 outlets, 5 fixtures
Only outlets on a circuit (6)
A.C. Units
An
no
Wk(o ( r6 d0' Date Job #
Phone:H.
Phone Celli"b
Phone W.
Call First: (yes)/ no
Gate is Locked: fires / no
Dogs in Yard: yes '='
Tear Down: yes 5 By Customer
Concrete Sla / no/ By Customer
Electrical: e / no/ By Customer
Draw a complete electric layout. Must have a receptacle within 6' of each side of all doors (including existing house doors),
then within 12' on center. Must have an outside light with a switch. This will be placed on the door post, same side as the
handle. Must have a switched receptacle when entering the room from any door.
Show all egress windows or doors. It is the customer's responsibility to bring the house up to the egress code.
All home runs are figured through the attic. Not all homes can be wired through the attic and must be ran in conduit on the
outside of the house or buried 18" underground. if your house requires conduit to run the home run this will be an additional
charge of $5.00 per foot along the wall or $8.00 per foot 18" underground.
All wiring is figured using the existing circuit panel / breaker box. if there is not enough room for the extra wiring and circuits
then an additional sub -panel will need to be added. This is an additional amount not covered by this work order.
Date:
Representative
REV 9/07 (/
Page of
Fax: 407-678-5560
To'I Free:1-800-247-6768
FL Reg. # RX0045740
FL Lic. # SCCO56770
Q
e
i "
Since 1972 MAIN OFFICE
Ud Ri®
Forsyth Road
ar..5 Florida 2792
ALUMINUM INSTALLATIONS, IN "' (407) 678-0500
x3 Sales, Installation, Show Room
CONCRETE WORK SKEET 11
Owner `. m c" c- 0-4 => R-
Job Address K O-Y-S L`— 4 .--E,
City 5 t--4 State FL Zip
Subdivision r
Gated: No Yes (Guard_1Code #a )
Date /1 >Co f c) Job #
1
Phone H.
Phone Cell S
Phone W.
Permit #
Municipality -
Call First:fnoGateisLocaes / no
Dogs in Yard: yes no
Tear Down: ye<t / By Customer
Indicate any phone, cable, irrigation lines or any underground
Form and excavation
utilities on drawing below. Sprinkler heads will be capped. by' - '
It is up to customer to relocate irrigation lines. Also; it is
Termite treatme Sun r / by Homeowner customers
responsibility to reconnect or relocate phone Permit
Inspection: or
cable lines and underground utilities in the event one Rinker
purchase order: becomes
inoperable. Concrete
Pumper: Finished
by: q
ti 4—rj ." e
Start
concrete slab 0 feet from the left corner or house. (Show on plat survey) Total
size of concrete slab including new and existing Size
of new concrete slab Square feet of new concrete slab Remove
existing slab: yes / no Pour over existing slab: yes / no Pour
around existing slab: yes / no Door stoop: yes 3 x 3 or / no Deco
Drain: yes (draw location with footage) / no Fill Dirt: yes square ft. / no Footer
with new concrete slab: / 8
x 8 12x12 (p r
12x16
12x20 16x16_ Footer
only: 8
x 8 Pool 12 x 12 Pool 2' x 2' Isolated Footer. Access
to yard through gate on Iside of house. (Show access on plat survey) All
tear downs must be done in advance of concrete pour We
remove and haul away sod. Any sod wanted by customer needs to be removed prior to start of excavation. Finish
of concrete will be a hand trowel (smooth) or a broom finish (rough) and at the discretion of Superior concrete
finisher to insure proper cure of concrete. We are not responsible for any irregularities from existing concrete
slab or grade of yard. Due to Florida's unique soil conditions, industry standards allow for cracks no more
than 1/8" wide and 1/8" high due to surface cracks, curing cracks, plastic shrinkage cracks, crazing or settling
cracks, and at joints' no morl" than i%47 wide and 1 /4" high. We understand that cracks are unsightly and
we take all preventative measur, 's tg'efi'minate`1he possibility of cracking. By using only Rinker for our concrete
mix and Lambert Gardseal to seal and harden the finish of all our concrete slabs. r
f 1 Y '1c' Representative
J Representative
i ust
Date ! ! O C
omer d r, . • ' -;,Date
4: Page
of
9 t AW)s \kAk s t lo
N o c
Seminole County Property Appraiser Get Information by Parcel Number Page I of i
oav,D,oHNsoH.crn.Asn
PROPERTY
APPRAISER
SEMINOLE COUNTY FL.
1101 E. FIRsT Sr T
SANFORD, FL 32771-1468 407 -
565 - 7506 i,
VALUE
SUMMARY VALUES
2011
2010 Working
Certified GENERAL
Value
Method Cost/Market Cost/Market Parcel
Id: 34-19-30-519-0000-0690 Number
of Buildings 1 1 Owner: VILORIA SONIA A & Depreciated
Bldg Value 161.186 170.691 OwnlAddr: MELENDEZ JOEL Depreciated
EXFT Value SO 0 MailingAddress: 124 KAYS LANDING DR Land
Value (Market) 35,000 35,000 City,State,ZipCode: SANFORD FL 32771 Land
Value Ag 0 0 PropertyAddress: 124 KAYS LANDING DR SANFORD 32771 Just/
Market Value S196.186 205,691 SubdivisionName: KAYS LANDING PHASE 1 Tax
District: S1-SANFORD Portablity Adj 0 0 Exemptions:
00-HOMESTEAD (2007) Save Our Homes Adj 0 0 Dor:
01-SINGLE FAMILY T
Amendment 1 Adj 0 SO Assessed
Value (SOH) 196,186 S205.691 Tax
Estimator 2011
TAXABLE VALUE WORKING ESTIMATE Taxing
Authority Assessment Value Exempt Values Taxable Value County
General Fund S196.186 50,000 146,186 Amendment
1 adjustment is not applicable to school assessment) Schools 196.186 25,000 171,186 City
Sanford 196,186 50.000 146,186 SJWM(
Saint Johns Water Management) 196.1861 50,0001 146,186 County
Bonds 5196.1861 S50.0001 146.186 The
taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES
2010
VALUE SUMMARY Deed
Date Book Page Amount Vaclimp Qualified 2010
Tax Bill Amount: 3,322 SPECIAL
WARRANTY DEED 03/2006 06173 1816 $470,000 Improved Yes 2010
Certified Taxable Value and Taxes SPECIAL
WARRANTY DEED 09/2005 05968 1149 $1,041,400 Vacant No DOES
NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find
Comparable Sales within this Subdivision LAND
LEGAL DESCRIPTION Land
Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick. LOT
0 0 1 000 35,000,00 $35,000 LOT 69 KAYS LANDING PHASE 1 PB 67 PGS 41 - 43 BUILDING
INFORMATION Bid
Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est.
Cost New
Building
1 SINGLE FAMILY 2006 13 1,591 4,085 2,948 CB/STUCCO FINISH $161,186 165,319 Sketch
Appendage
I Sqft OPEN PORCH FINISHED / 186 Appendage
I Sqft GARAGE FINISHED / 621 Appendage
I Sqft OPEN PORCH FINISHED / 330 Appendage
1 Sqft UPPER STORY FINISHED / 1357 NOTE:
Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment. Enclosed Porch Finished, Base Semi
Finshed Permits
NOTE:
Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes If
you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value http://
w-w-v,v.scpatl.org/web/re_web.seminole_county_title?parcel=")4193051900000690&cpad=k... 11 /17/2010
Florida Building Code Online http://www.floridabuilding.org/pr/pr app_dtl.aspx?pararn=wGEVXQ...
9 ._
yr
1
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r Product Approval
USER: Public User
Product Approval Menu > Product or ADDlication Search > Application Lis[ > Application Detail
FL # FL13272
Application Type New
Code Version 2007
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
l
FL # I Model, Number or Name
13272.1 Series 2210 Horizontal Slider
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
PGT Industries
1070 Technology Drive
Nokomis, FL 34275
941)486-0100 Ext22318
druark@pgtindustries.com
Rudy Camera
info@ptc-corp.com
PTC, LLC
1535 N. Cogswell Street
Suite C-25
Rockledge, FL 32955
321)690-1788
info@ptc-corp.com
Windows
Horizontal Slider
Certification Mark or Listing
Keystone Certifications, Inc.
Steven M. Unch, PE
Validation Checklist - Hardcopy Received
Standard
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option A
11/04/2009
11/10/2009
11/11/2009
12/09/2009
Description
110"x62" XOX, Reinforced Meeting/Locking Stile
Certification Agency Certificate
FL13272 RO C CAC 199-728CAR 110x62.odf
Quality Assurance Contract Expiration Date
Year
2005
1 of 2 1 1 /29/2010 10:34 PN
Florida Building Code Online http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQ...
Impact Resistant: No 10/22/2013
Design Pressure: +35.0/-40.0 Installation Instructions
Other: Lineals approved by The Royal Group under AAMA Lineals FL13272 RO II HR2210 RevO InstallationDwg.pdf
Certification Program. Verified By: Robert J. Amoruso, PE FL No. 49752
Created by Independent Third Party: Yes
Evaluation Reports
FL13272 RO AE HR2210 ProdEya[Reoort.pdf
Created by Independent Third Party: Yes
13272.2 Series 2210 Horizontal Slider 110"x50" XOX, Reinforced Meeting/Locking Stile
ILimits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL13272 RO C CAC 199-729CAR 110x50.pdf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
i Impact Resistant: No 10/22/2013
Design Pressure: +45.0/-50.0 Installation Instructions
j Other: Lineals approved by The Royal Group under AAMA Lineals FL13272 RO II HR2210 RevO Installation Dwg.pdf
Certification Program. Verified By: Robert J. Amoruso, PE FL No. 49752
Created by Independent Third Party: Yes
Evaluation Reports
FL13272 RO AE HR2210 ProdEvalReport.pdf
Created by Independent Third Party: Yes
13272.3 Series 2210 Horizontal Slider 73"x62" XO or OX, Reinforced Meeting/Locking Stile
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL13272 RO C CAC 199-730CAR 73x62.pdf
j Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 10/22/2013
Design Pressure: +35.0/-40.0 Installation Instructions
Other: Lineals approved by The Royal Group under AAMA Lineals FL13272 RO II HR2210 RevO Instal lationDwg.odf
Certification Program. Verified By: Robert J. Amoruso, PE FL No. 49752
Created by Independent Third Party: Yes
Evaluation Reports
FL13272 RO AE HR2210 ProdEvalReport.odf
Created by Independent Third Party: Yes
13272.4 Series 2210 Horizontal Slider 73"x5O" XO or OX, Reinforced Meeting/Locking Stile
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL13272 RO C CAC 199-731CAR 73x50.pdf
Approved for use outside HVHZ: Yes
Impact Resistant: No
Quality Assurance Contract Expiration Date
10/22/2013
Design Pressure: +50.0/-50.0 Installation Instructions
Other. Lineals approved by The Royal Group under AAMA Lineals FL13272 RO II HR2210 RevO Installation Dwg.pdf
Certification Program. Verified By: Robert J. Amoruso, PE FL No. 49752
Created by Independent Third Party: Yes
j Evaluation Reports
FL13272 RO AE HR2210 ProdEvalReport.pdf
Created by Independent Third Party: Yes
Back Next
Department of Community Affairs
Florida Budding Code Online
Codes and standards
2555 Shumard Oak Boulevard
Tallahassee, Florida 32399-2100
850) 487-1624, Fax (850) 414-8436
2000-2010 The State of Flodda. All rights reserved.
Privacy Statement I Coovright Statement I Accessibility Statement I Plua-in Software I Customer Service Survey I Contact Us
Product Approval Accepts:
aK
Credit
2 o f2 11/29/2010 10:34 PM
GENERAL NOTES
1) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO COMPLY WITH THE FLORIDA BUILDING
CODE 2007 EDITION FOR THE DESIGN PRESSURES LISTED IN THE APPLICABLE PRODUCT TEST REPORTS.
2) MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE AND CONCRETE MASONRY
UNITS COMPLYING WITH ASTM C-90.
3) WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1-1/2" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS
INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1-1/2" THICK OR
GREATER. ATTACHMENT METHOD OF WOOD BUCKS SHALL BE DONE BY OTHERS.
4) SHIM EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE, USING
SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS.
5) ANCHORS SHALL BE COATED OR CORROSION RESISTANT AS APPROPRIATE FOR SUBSTRATE
MATERIAL. DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT REACTIONS.
ALUMINUM SHALL BE PROTECTED FROM DISSIMILAR MATERIALS AS SPECIFIED IN FLORIDA BUILDING
CODE CHAPTER 20.
6) ADHESIVE SEALANT SHALL BE USED BETWEEN SUBSTRATE AND FLANGE. OVERALL SEALING/FLASHING
STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS.
7) TRIM PIECES, DRYWALL, STUCCO, FLASHING ETC. ARE ONLY SHOWN FOR GENERAL REFERENCE AND
ARE DONE BY OTHERS.
8) MINIMUM EDGE DISTANCE FROM CENTER OF ANCHOR TO SUBSTRATE EDGE (EXCLUDING FINISH OR
STUCCO) IS 1" FOR ANCHORAGE THROUGH FRAME INTO WOOD OR CONCRETE. MINIMUM EMBEDMENT
INTO WOOD SUBSTRATE IS 1-3/8"; INTO CONCRETE SUBSTRATE IS 1-3/8" AND INTO CMU/MASONRY
SUBSTRATE IS 1-1/4".
9)REFERENCE TEST REPORTS: ATI 93769.01-401-47 AND ASSOCIATED STAMPED LABORATORY DRAWINGS
10) XO CONFIGURATION DEPICTED, ALSO APPLICABLE TO OX AND XOX CONFIGURATIONS.
12 1 /4"
MAX. O.C.
TYP.
d
2
Robert J. Amoruso
FL P.E. No. 49752
12 1 /2"
MAX. O.C.
TYP.
I I I 6" MAX.
ALL CORNERS
TYP.
Pie -By P'— Fex WE Gr Antlm dAW,Wh v-
PTC, LLC 1535N. 1 SL, Ste. C25, R , FL, &V55 321fi90117,9 321.890-1789 ft. 25935
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SEAL BY INSTALLER a tx BUCK
1/4" MAX. SHIM
HEAD 3/16' ELCO ULTRACON
6" FROM CORNERS & 12-1/4" MAX. O.C.
1-3/8 MiN. EMBEDMENT INTO CONCRETE
r, 1-1/4" MIN. EMBEDMENT INTO CIVIL
GI EXTERIOR
10 SMS
ANCHOR BRACKET, 72182X
O1/4" MAX. SHIM
3/16" ELCO ULTRACON
6 FROM CORNERS & 12-1/4' MAX. O.C.
SILL 1-3118" MIN. EMBEDMENT INTO CONCRETE
1-114" MIN. EMBEDMENT INTO CMU
SEAL BY INSTALLER
A4. 4 -X
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SEE GENERAL NOTES, SHEET 1.
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4
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Robert J. Amoruso
FL P.E. No. 49752
lx BUCK
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1/4" MAX. SHIM
v
3/16" ELCO ULTRACON
6" FROM CORNERS & 12-1/2' MAX O.C.,
1.3/8" MIN. EMBEDMENT INTO CONCRETE
1-1/4" MIN. EMBEDMENT INTO CMU
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SEAL BY INSTALLER
EXTERIOR
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NOTE: PROPER SEALING AND INSTALLATION IS THE RESPONSIBILITY OF OTHERS.
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Plians: Fnc: FBPE Cwtlllvlbn of Autlortxatlon:
1535 N. CogsBrell SL, Ste. C2 RoaYl FL 32955 321890 1788 321 90 1789 No.15935
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Rosowski ' 10130109 NITS 12 «3 HR2210
SEAL BY INSTALLEI
IiL:I1 ]
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SILL
SEAL BY INSTALLEF
SEE GENERAL NOTES, SHEET 1.
NG
VX. SHIM
1S, 6' FROM
RS & 12-1/4" MAX. O.C.,
AIN. EMBEDMENT INTO WOOD
is
HOR BRACKET, 72182X
1/4" MAX. SHIM
10 SMS, 6" FROM
CORNERS & 12-1/4" MAX. O.C.,
1-3/8" MIN. EMBEDMENT INTO WOOD
FRAMING
114" MAX. SHIM
10 SMS, 6" FROM
CORNERS & 12-1/2' MAX. O.C.,
1-3/8" MIN. EMBEDMENT INTO WOOD
p
a
3.25"
Q
SEAL BY INSTALLER
EXTERIOR
JAMB
NOTE: PROPER SEALING AND INSTALLATION IS THE RESPONSIBILITY OF OTHERS.
1535 N. Cogswe# St., Ste. C25, FL 32955
PGTINDUSTRIES
107U IEGWIXOGYORIVE
NUKONS, FL 34275
uT-ox7.1 ion Iu
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2210 INSTALLATION CMdBY. Liw: POTNO:
VENDOR NO: Srak: NTS
Sheet
3
d3 ROsowsk!
10/30/09 SO •
d yh` y.
Robert
Amoruso FL
P.E. No. 49752 HR2210
Florida Building Code Online http://www.floridabuilding.org/pr/pr app_dtl.aspx?param---wGE VXQ... BCIS
Home Log In User Registration ! Hot Topics Submit Surcharge -. Stats & Facts Publications ! FBC Staff 8CLS Site Map Links { Search Product
Approval y
USER: PUt AC User Product
Approval Menu, Product or Application Search > Application List > Application Detail FL #
FL331-R7 Application
Type Revision Code
Version 2007 Application
Status Approved Comments
Archived
Product
Manufacturer PGT Industries Address/
Phone/Email 1070 Technology Drive Nokomis,
FL 34275 941)
486-0100 Ext22318 druark@pgtindustries.
com Authorized
Signature Jens Rosowski j
rosowski @ pgti ndustri es. corn Technical
Representative ens Rosowski Address/
Phone/Email 1070 Technology Drive Nokomis,
FL 34275 941)
486-0100 Ext21140 jrosowski@pgtindustries.
com Quality
Assurance Representative Address/
Phone/Email Category
Exterior Doors Subcategory
Swinging Exterior Door Assemblies Compliance
Method Certification Mark or Listing Certification
Agency Keystone Certifications, Inc. Validated
By Keystone Certifications, Inc. Referenced
Standard and Year (of Standard) Standard Year AAMA/
WDMA/CSA 101/I.S.2/A440 2005 ANSI/
AAMA/WDMA 101/I.S.2 1997 ASTM
E 1886 2002 ASTM
E 1996 2002 Equivalence
of Product Standards Certified
By Product
Approval Method Method 1 Option A Date
Submitted 06/28/2010 Date
Validated 09/08/2010 Date
Pending FBC Approval 09/12/2010 Date
Approved 10/13/2010 FL #
Model, Number or Name Description 1
331.1 CD-100 Aluminum Cabana Door I
of 2 1 L/29/2010 10:35 PM
Florida Building Code Online http://www.floridabuilding.org/pr/pr app_dtl.aspx?pararn=wGEVXQ... Limits
of Use Certification Agency Certificate Approved
for use in HVHZ: No FL331 R7 C CAC 199-186-2.odf Approved
for use outside HVHZ: Yes FL331 R7 C CAC 199-188-2.pdf Impact
Resistant: No Quality Assurance Contract Expiration Date Design
Pressure: N/A 02/27/2012 Other:
Rating for single X door with 3/16 Tempered glass minimum is Installation Instructions HGD-
C40-37x96 (actual test width 37.5). Rating for double XX door FL331 R7 II CD-100.pdf with
3/16 Tempered Glass minimum is HGD-C30-72x96. Please see FL331 R7 II CD-FTL-4747.1)df test
report FTL-4747 or FTL-4763 for other product description and FL331 R7 II CD-FTL-4763.pdf test
information. Verified By: A. Lynn Miller, P.E. 58705 Created
by Independent Third Party: No Evaluation
Reports FL331
R7 AE Eval Report CD-100.pdf Created
by Independent Third Party: No 331.
2 FD-450 Vinyl French Door Limits
of Use Certification Agency Certificate Approved
for use in HVHZ: No FL331 R7 C CAC 06-1220-01 Mikron PVC.pdf Approved
for use outside HVHZ: Yes FL331 R7 C CAC FD450-550-CAR-473.odf Impact
Resistant: No Quality Assurance Contract Expiration Date Design
Pressure: N/A 10/27/2012 Other:
Rating is SHD-R50 72x96 XX. Please see test report Installation Instructions ATI-
84576.02 for other product description and test information. Glass FL331 R7 II 84576 02-401-47-r0.pdf upgrades
may be required to meet full design pressures. FL331 R7 II FD-450-550.pdf Verified
By: A. Lynn Miller, P.E. 58705 Created
by Independent Third Party: No Evaluation
Reports j
FL331 R7 AE Eval Report SWD-450.pdf Created
by Independent Third Party: No 331.
3 FD-550 WinGuard Vinyl French Door Limits
of Use Certification Agency Certificate Approved
for use in HVHZ: No FL331 R7 C CAC 06-1220-01 Mikron PVC.pdf Approved
for use outside HVHZ: Yes FL331 R7 C CAC FD450-550-CAR-473.pdf Impact
Resistant: Yes FL331 R7 C CAC FD550-CAR-226.pdf j
Design Pressure: +50/-50 Quality Assurance Contract Expiration Date Other:
Impact Resistant, Missile Level D (9.0 lb 2x4 traveling at 50 10/27/2012 f/
s). Rating is SHD-R50 72x96 XX with 1/8 Tempered - air space - Installation Instructions 5/
16 Laminated Annealed/Annealed Insulating Glass or stronger. FL331 R7 II 84576 02-401-47-r0.pdf Please
see test report ATI-84576.02 for other product description and FL331 R7 II FD-450-550.1)df test
information. Verified By: A. Lynn Miller, P.E. 58705 j
Created by Independent Third Party: No Evaluation
Reports FL331
R7 AE Eval Report SWD-550.pdf j
Created by Independent Third Party: No 331.
4 PD-1000 Aluminum Prime Door j
Limits of Use Certification Agency Certificate I
Approved for use in HVHZ: No FL331 R7 C CAC PD 1000 199-185-2.pdf Approved
for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact
Resistant: No 02/27/2012 Design
Pressure: +40/-40 Installation Instructions Other:
Rating for single X door with 3/16 Tempered Glass minimum FL331 R7 II PD-1000.0 is
HGD-C40-38x97 (actual test size 38.5x97.5). Please see test report FL331 R7 II PD-FT1--4757.pdf FTL-
4757 for other product description and test information. Verified By: A. Lynn Miller, P.E. 58705 Created
by Independent Third Party: No Evaluation
Reports FL331
R7 AE Eval Report PD-1000.odf Created
by Independent Third Party: No Bade ;
Next Department
of Community Affairs Florida
Buiidmg Code Oniine Codes
and Standards 2555
Shumard Oak Boulevard Tallahassee,
Florida 32399-2100 650) 482-1824, Fax (
850) 414-8436 V 2000-2010 The
State of Florida. All rights reserved. Privacy Statement I Coovrioht
Statement I Accessibility Statement I Plug-in Software I Customer Service Survey I Contact Us Product Approval Accepts: N_
9 sign T-
t damm
2
of2 11/29/20t0
10:35 PM
GENERAL NOTES
1) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED
TO COMPLY WITH THE FLORIDA BUILDING CODE 2007 EDITION
FOR THE DESIGN PRESSURES LISTED IN THE APPLICABLE
PRODUCT TEST REPORTS. THE 113 STRESS INCREASE WAS
NOT USED IN THIS ANCHOR EVALUATION. THE 1.6 LOAD
DURATION FACTOR WAS USED FOR THE EVALUATION OF
WOOD SCREWS
2) MATERIALS USED FOR ANCHOR EVALUATIONS WERE
SOUTHERN PINE AND CONCRETE MASONRY UNITS
COMPLYING WITH ASTM C-90.
3) WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1-1/2" THICK.
ix WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED
DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS
2x ARE 1-112" THICK OR GREATER. ATTACHMENT METHOD OF
WOOD BUCKS SHALL BE DONE BY OTHERS.
4) SHIM EACH ANCHOR LOCATION WHERE THE PRODUCT IS
NOT FLUSH TO THE SUBSTRATE, USING SHIMS CAPABLE OF
TRANSFERRING APPLIED LOADS.
5) ANCHORS SHALL BE COATED OR CORROSION RESISTANT
AS APPROPRIATE FOR SUBSTRATE MATERIAL. DISSIMILAR
MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT
REACTIONS. ALUMINUM SHALL BE PROTECTED FROM
DISSIMILAR MATERIALS AS SPECIFIED IN FLORIDA BUILDING
CODE CHAPTER 20.
6) ADHESIVE SEALANT SHALL BE USED BETWEEN SUBSTRATE
AND FLANGE. OVERALL SEALING/FLASHING STRATEGY FOR
WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY
OTHERS.
7)REFERENCE TEST REPORTS: FTL4747 AND FTL4763
8) PRODUCT MAY BE INSTALLED INTO STEEL OR ALUMINUM
SIMILAR TO THE WOOD INSTALLATION DETAILS.
9) USE ANCHOR GUIDELINES BELOW:
ANCHOR SUBSTRATE MIN. EDGE
DISTANCE
MIN.
EMBEDMENT
1/4„
MASONRY
CONCRETE 1" 1-3/8"
CMU 1" 1-1/4"
12 SMS
WOOD 7/8" 1-3/8"
STL STUD GR33 3/8" 048" (18 GA)
ALUM-6063 T5 3/81, 125"
STEEL, A36 3/8" 125"
2) HOLES
IN EACH HINGE
TO BE USED
FOR DOOR
ANCHORAGE
7" MAX. —•-I
2) HOLES
IN EACH HINGE
TO BE USED
FOR DOOR
ANCHORAGE
EXTRA DOOR
ANCHORAGE,
2 112" BELOW
CENTER OF
KNOB AND
DEADBOLT
1 I— 4" MAX. O.C.
I I I I I I
00
I I I I I I
O
r-- 7" MAX. —{ f'
12-1/2" MAX. O.C. 12-1/2" MAX. O.C.
X THROUGH FRAME MAX. SPACING
naw:
XX THROUGH FRAME MAX. SPACING
Way Lu
1070 TECHNOLOGY DRIVE
N. VENICE, FL 94275 CABANA SWING DOOR ANCHORAGE
P.O. BOX 1528
p°s1'91wc WeW"y No. /4
NoxoMIs,FL3ez74 CD^100 NTS 1 "r 2 6266JR
A LYNN MILLER, P.E. P.E.tl 68705
IYNN /M/(
GENS
No.58705
JRasowski STATE OF
oerzsno/nNm- E'N"
2x WOOD BUCK CONCRETE
SEE NOTE 9, SEE NOTE 9, SHEET 1 --{
SEE NOTE 9,
SHEET 1 1/4" MAX. SHIM I
L — _ SHEET 1 1 ' #12 FLATHEAD SMS,
1/4" MAX. L 1/4" MAX. 1x WOOD BUCK (
2) ANCHORS PER
1
HINGE LOCA
SHIM SHIMTION
l EXTERIOR #12 FLATHEAD SMS, / 1/4" FLATHEAD MASONRY ANCHOR,
7" FROM CORNERS, 4" MAX.
EXTERIOR 7" FROM CORNERS, 4" MAX.
EACH SIDE OF CENTER EACH SIDE OF CENTER
ON XX DOORS AND ON XX DOORS AND
12 1/2" MAX. O.C.
EXTERIOR
12 1/2" MAX. O.C. (-
I C!; 2x WOOD BUCK
HEAD ANCHORAGE DETAILS
EXTERIOR
1/4" FLATHEAD MASONRY ANCHOR,
7" FROM CORNERS, 4" MAX.
EACH SIDE OF CENTER
ON XX DOORS AND
121/4" MAX. GROUT // 12 112" MAX. O.C.
MUST TRANSFER
SHEAR LOAD TO SLAB)
SEE NOTE 9,
SHEET 1
CONCRETE
SILL ANCHORAGE DETAIL
SEE GENERAL NOTES SHEET 1.
1/4" FLATHEAD MASONRY ANCHOR, / 1x WUUU BUCK I
2) ANCHORS PER HINGE LOCATION.
7Me:
1070 TECHNOLOGY DRIVE CABANA SWING DOOR ANCHORAGEN. VENICE, FL 34275
P.O. BOX 1529
5e'Ia Adel' Sm1'' 8h"t nre'M'Y k''
NOKOMIS, FL 34274 CD-100 NTS 2 a 2 1 6266JR
EXTERIOR
ID
JAMB ANCHORAGE DETAILS
A LYNN MILLER, P.E. PEN 68705
xj%I/77
LYNN
Qom... o ENSL .P i
No. 58705
J Rosowski ) $ Z
TA
I
SEO 08126/
10
Parcel: 34-19-30-519-0000-0690 Building #: 1 of 1 Page #.1 of 1
Code Description
OPF OPEN PORCH FINISHED
USF UPPER STORY FINISHED
GRF GARAGE FINISHED
BAS BASE AREA
f Sq. Ft. i Cap Year
516
1357
621
1591 2007
36
O cZ S S0
h' OPF
33
12
1 e
26
GRF 30
CCL CONSULTANTS, INC.
AUTHORIZATION #L85610
ENGINEERS SURVEYORS PLANNERS
2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 32751 (407) 660-2120
POMPANO BEACH ORLANDO TAMPA JUPITER
WWW. CCL -POMPANO. COM
WWW. CCL-ORIA*VDO. COM
lM."
ul
j N (31 L E KA Y' S LANDING PHz
BEARINGS BASED ON THE WEST LINE
NATIONAL FLOOD INSURANCE PROGRAM OF THE NORTHEAST 1/4 OF SECTION 34,
COMMUNITY NUMBER 12117C TOWNSHIP 19 SOUTH, RANGE 30 EAST,
PANEL NUMBER 0040 E SEMINOLE COUNTY, FLORIDA, BEING
MAP REVISION 4/17/1995
I
N0074'40"W, AN ASSUMED MERIDIAN
FLOOD ZONE X AND A
0 INDICATES IRON ROD SET WITH NUMBER
L.B. 68 CAP. UNLESS OTHERWISE NOTED
L E G E N D L.B. LICENSED BUSINESS
R= RADIUS N& SET NAIL AND DISC LB#5610
L- ARC DISTANCE
A- CENTRAL ANGLE
PC POINT OF CURVATURE
PCC . POINT OF COMPOUND CURVATURE
A/C =AIR CONDITIONER SLAB
j - CENTERLINE
PI . POINT OF INTERSECTION
PRC =POINT OF REVERSE CURVATURE
D.E. - DRAINAGE EASEMENT I00,— EXISTING LOT ELEVATION
L.M.E. - LAKE MAINTENANCE EASEMENT
U.E. = UTILITY EASEMENT
F.F. . FINISH FLOOR SCALE: I" = 30'
LOT: 8,628fsq.ft.
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HOME MORTGAGE COMPANY CBTY
OF SA I°".y' e
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DESCR/PT/ON.•
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ALUMINUM INSTALLATIONS, INC.
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SUPERIOR
ALUMINUM INSTALLATIONS, INC.
Job name:
Job number:
Date:
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ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code
with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The
Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA
ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the
Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or
live loads, and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and
wind zones may be substituted.
Pursuant to the requirements F.S. 489.113, 3 Subsectio n 9 the followingrequirements rae
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 Stlrlings' letter is posted on my web site, www.lebpe.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect,
Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are
required to attend my continuing education class on the use of the manual 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 Statement, Index, Legend, and Inspection
guide for Screen Enclosures.
SHEET 2: Glass and Modular Rooms Design Checklist, General Notes & Specifications,
and Design Statement.
SHEET 3: Site Exposure Form and solid roof enclousure isometrics.
SHEET 4: Glass room elevations and wall section details.
SHEET 5: Attachment of a window detail, post to base connection details, upright details,
and corner details.
SHEET 6: Purlin to beam, glass room framing and composite panel wall to wood deck
details.
SHEET 7: Fourth wall connection details, carrier beam connection details and gussett
plate connection details.
SHEET 8: Knee wall and footer details.
SHEET 9: Wall sections and connection details.
SHEET 10: Beam to gutter connection details.
SHEET 11: Span condition explanation, beam and splice information, and building
classification table.
SHEET 12A-110: Tables showing 110 mph roof and wall member spans.
SHEET 12A-120: Tables showing 120 mph roof and wall member spans.
SHEET 12A-130: Tables showing 130 mph roof and wall member spans.
SHEET 12A-140: Tables showing 140 mph roof and wall member spans.
SHEET 12B: Post to beam table, roof tables, and anchor information.
SHEET 13A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 13B: Roof connection details.
SHEET 13C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 13D: 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 13E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET 13F: Tables showing allowable spans and applied loads for riser panels.
SHEET 13G: Manufacturer specific design panel.
SHEET 13H: Manufacturer specific design panel.
SHEET 14: Die shapes & properites.
SHEET 15: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group,
Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to 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 Contractor's own work) would constitute infringement of Bennett
Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett
hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular,
Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will
meet Contractor's requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited
to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect,
or special damages, arising from or in any way related to, Contractor's use of the ASDM, even if Bennett has been advised of the
possibility of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against
Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim,
demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based upon, or in
any way related to, Contractors use of the ASDM.
T
CONTRACTOR NAME: \ EE •• ` Z—
CONTRACTOR LICENSE NUMBER: S — O J V l 1
COURSE # 0002299 ATTENDANCE DATE: 1 l r , s_(Dngj
CONTRACTOR SIGNATURE:
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR CARPORTS AND SCREEN GLASS & VINYL ROOMS
1. Check the building permit for the following: Yes
a. Permit card & address . . . . . . . . . . . . . . . . .
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . .
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . .
d. Notice of commencement . . . . . . . . . . . . . . . . . . . .
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for: Yes
a. Structure's length, projection, plan & height as shown on the plans. . . . . . .
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . .
c. Purlin sizes, span & spacing. _ . _ _ _ _ _ _ _ .
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . .
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . .
I. Knee braces are properly installed (if required) . . . . . . . . . . . . . . .
g. Roof panel sizes, length & thickness .
3. Check load bearing uprights 1 walls to deck for: Yes
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . . .
b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . .
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . . .
d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for: Yes
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . .
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure
c. Header attachment to host structure or beam . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or host structure . . . . . . . . .
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . .
f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . .
S. Check roof panel system for: Yes
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . .
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . .
Notes:
No
No
No
No
No
Town & Country 6005 indicator Mark
Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOF
TCI 6005 HO'
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS.
JOB NAME: e1ef Gi i2
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DRAWINGFORONEPERMITONLY08-12-2010 1 OF
DESIGN CHECK LIST FOR GLASS & MODULAR ROOMS
I. 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 Build' Code with 2009
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Desig nua art I -A & II -A and ASCE
7-05;Exposure'B' or'C'_or'D'_;ImportanceFactor1.00 120 MP or_MPH for 3second
wind stvel i Iuvelocityload; Enclosed structures- Basic Design Pr r9YessuesinPressuresare99
on page 36-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 Enclosed structures.
acHostStructureAdequacy11. a q Y Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid. `/'
r ,t 1,,nt `L Phone:1v t< 1 -OS' 0e% Contra
for / Authorized Rep' Name (please print) q ^
Date:
C
t t I th dR i GENERAL
NOTES AND SPECIFICATIONS 1.
Certain of the following structures are designed to be married to Site Built block, wood frame, or DCA approved Modular structures of adequate
structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to
hold the proposed addition. 2.
If the owner or contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host
structure capacity. 3.
The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing slab and 20'-0" with a type II footing,
from the host structure. 4.
Freestanding structures shall be limited to the maximum spans and size limits of component parts or a max. of 16' projection unless a type II
footing is added to load bearing walls. 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 tp be
considered Fr eedFreestanding. 96.
The followingrules a I to attachments it eisinvolvingmobileand manufactured apply9homes: a.
Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to all utility 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. All fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each end when on
r or u or ze ep S gnature attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. r
c. If the mobile / manufactured home manufacturer certifies in writingthat the mobile home may be attached to, then a "fourth wall" is v
y P1''\ NOT required. Job
Name & Ac1dress J 7. Section 7 contains span tables and the attachment details for pans and composite panels. Note:
Projection of room from host structure shall not exceed 16' 8. When using TEK screws in lieu of S M.S longer screws must be used to com ensated for drill head III.
Building Permit Application Package contains the following: Ye; No A.
Project name & address on plans B.
Site plan or survey with enclosure location . . . . . . . . . . . . . . . C.
Contractor's / Designer's name, address, phone number, & signature on plans D.
Site completed exposureform . . . . . . . . . . . . . . . . . PE.
Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1.
Plan view with host structure area of attachment, enclosure length, and projection
from host structure 2.
Front and side elevation views with all dimensions & heights . . . . . . . . 3.
Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . . . Select
beam from appropriate 3B.1 series tables) 4.
Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . Select
uprights from appropriate ( 38.2 series tables) Check
Table 3B.3 for minimum upright size) 5.
Chair rail or girts size, length, & spacing . . . . . . . . .. . . . . . . . . Select
chair rails from appropriate 313.2 series tables) 6.
Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . Check
Table 3B.3 for knee brace size) IV.
Highlight details from Aluminum Structures Design Manual: Yes No A.
Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . Section
3B tables used: T Beam
allowable span conversions fro 120 MPH' ind zone.'e' Exposure to MPH
wind zone and/or "C" or "D a 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 . No Tables
3B.2.1, 3B.2.2, or 36.2.3) Upright
or wall member allowable height / span conversions fro 120 MPH wind
zone, "B" Exposure to _MPH wind zone and/or "C" or ure for
load width_' Look
up span on 120 MPH table and apply the following formula: SPAN
REQUIRED F-
REQUIRED
SPAN NEEDED IN TABLE bord)=
L_
EXPOSURE MULTIPLIER see
this page 3) C.
Table 3B.3 with beam & upright combination if applicable D.
Connection details to be used such as: . ' ' ' ' ' 1.
Beam to upright . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.
Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.
Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.
Chair rail, purlins, & knee braces to beams & uprights . . 5.
Extruded gutter connection . . . . . . . . . . . . . . . . . . . . . . 6.
U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . E.
Raised slabs and / or foundation detail type & size . . . . . . . . . . . . Must
have attended Engineer's Continuing Education Class within the past two years. Appropriate
multiplier from page 1. a.
Consult Fastener section for allowable fastener loads. The minimum edge distance and center to center of fasteners shall also be maintained
in addition to fasteners specified in tables. 9.
Glass and modular walls between existing walls, floors, and ceilings shall be considered in -fills and shall be allowed and spans shall be selected
from the same as other glass and modular walls. 10.
For high velocity hurricane zones the minimum roof live load / applied load shall be 30 PSF. 11.
Loads, coefficients, spans and heights may be interpolated between values but not extrapolated outside values. 12.
Definitions,standards, and specifications can be viewed online at www.lebpe.com 13.
All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 14.
All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment
and paint process. 15.
Framing components and room additions using this section of the manual comply w/ requirements of AAMA / NPEA / NSA 2100-02 for catagory
IV & V sunrooms, habitable and conditioned. 16.
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. 17.
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. 18.
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. 19.
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. 20.
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
3B DESIGN STATEMENT The
structures designed for Section 3B are solid roofs with glass or solid walls and are considered part
of an enclosed structural system since they are designed to be married to an existing structure. The
design wind loads used for glass rooms are from ASCE 7-05 Section 6.5, Analytical Procedure and
are icom liance with The 2007 Florida Building Code with 2009 Supplements. The assu me a
mean roof height of less than 30% roof slope of 20' to 30' (+/- 10'); 1 = 1.00. All pressures shown in the
table below are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures.
Anchors
for composite panel roof systems were computed on a load width of 10' and 16projection with a
Z overhang. Any greater load width shall be site specific. All framing
components are considered to be 6005-T6 alloy except where noted otherwise. Note: Framingsystems
of
lass rooms are considered to be main frame resistance components. The roof design loads are the Y 9Po9largerof
the combined loads per the 2007 Florida Building Code with 2009 Supplements and (-) wind loads. Wall design loads are
the larger of the wall loads. To convert above wind loads to "C" or "D- Exposure loads multiply by factors listed in Table 3B-
C. Section 313
Design Loads for Roofs & Walls (PSF) Enclosed Modular,
Glass and Screen Converted to Glass Rooms Exposure"B"
Basic Wind
Pressure
Wind
Pressure
Live
Load
Design
Loads
Over Hang All Roofs
Roofs Walls100MPH
13.0 3.3 / 19.0 20.0 26.6 14.9 46.8 14.0
3.5 / 26.8 20.0 26.8 18.1 47.1 12 P
17.0 4.2 / 27.4 20.0 27.4 21.5 48.3 It 18.
1
4.4 /28.9 20.0 28.9 22.6 50.8 130 MPH
2O.0 4.9 / 32.2 20.0 32.2 25.2 56.6 140.1
MPH 23.0 5.7 / 37.3 20.1 37,3 29,3 65.7 140-2
MPH 23.037.3 30.0 37.3 29.3 65.7 150 MPH
1 26.0 1 6.5 / 42.8 1 30.0 1 42.8 1 33.6 1 75A Ham toad =
b rSr Table 3B-
A Wind Zone Conversion Factors for Glass /
Enclosed Rooms From 120
MPH Wind Zone to Others, Exposure "B' " Wind Zone
MPH Applied
Load
SF) Deflection
d)
Bending
b)
Applied
Load
SF) Deflection
d)
Bending
b)
100
26.
6 1.01 1.01 14.9 1.13 1.20 26.8
1.01 1.01 18.1 1.06 1.09 720 - 27.
4 1.00 1.00 21.5 1.00 1.00 N. 0.98 0.97 22.6 0.98 0.98 130 32.
2 0.95 0.92 25.2 0.95 0.92 140-1
37.3 0.90 0.86 29.3 0.90 0.86 140-2
37.3 0.90 0.86 29.3 0.90 0.86 150 42.
8 0.86 0.80 33.6 0.86 0.80 Table 313-
B Wind Zone Conversion Factors for Over
Hangs / All Room
Types From 120
MPH Wind Zone to Others. Exposure "B" Wind Zone
MPH Applied
Load
SF) Deflection
d)
Bending
b)
100
46.
8 1.01 1.02 47.1
1.01 1.01 48.3
1.00 1.00 50.8
0.98 0.98 130 56.
6 0.95 0.92 140-1
65.7 0.90 o.as 140.2
is 0.90 0.86 150 75.
4 0.86 0.80 conversion i aoie
its -,- Load Conversion Factors
Based on Mean Roof Height from Exposure "B" to "C" & Exposure "e" to "
C" I Exposure .B" to "0" Mean Roof Helght`
Load Conversion
Factor
Span
Multiplier
Load
Conversion Factor Span
Multiplier
Bending
Deflection Bending
Deflection 15' 1.21
0.91 0.94 1.47 0.83 0.88 1.29 0.
88 0.92 1.54 0.81 0.87 20' - 25' 1.
34 0.86 0.91 1.60 0.79 1 0.86 25' . 30' 1.
40 0.85 0.89 1.66 0.78 1 0.85 Use larger mean
roof height of host structure or enclosure Values are from
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2010OF@
SITE EXPOSURE EVALUATION FORM
F— -- —--"--"-- -- --I
QUADRANTI
I I
bar EXPOSURE
I I
I _ 600'
QUADRANT IV —
EXPOSURE I
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QUADRANT II
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EXPOSURE1.
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QUADRANT III
600
EXPOSURE
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L--- - -- -- -- - -- --.J
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant.
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more
than 600 feet and width greater than 150 ft.
2. No short term changes in 'b', 2 years before site evaluation and build out within 3 years,
site will be'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater
than 1,500 feet.
4. Open terrain for more than 1,500 feetinany quadrant. SITE
IS EXPOSUR : ?:;I_EVALUATED BY: C P/%-> C"i0Ak-I-0ATE: SIGNATURE:
LICENSE #: INTERIOR
BEAM PER
TABLE 3.1.3 OR 3.1.6) TYPICAL
SLOPED SOLID RC SCALE:
N.T.S. ALUMINUM
ROOF SYSTEM PER
SOLID ROOF PANEL SECTION) RIDGE
BEAM PER
TABLES 3B.1.5) HOST
STRUCTURE OR FOURTH
WALL FRAME PANS
OR PANELS ALUMINUM
ROOF SYSTEM SOLID
ROOF PANEL SECTION CARRIER
BEAM POST ENCLOSURE
HOST
STRUCTURE OR FOURTH
WALL FRAME USE
BEAM TO WALL DETAIL TYPICAL
GABLE SOLID ROOF ENCLOSURE SCALE:
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EDGE BEAM (SEE TABLES
36.1.1, 36.1.2 & 38.1.3)
HEIGHT(h)
LW FOR
H" UPRGHT
1" x 2"
MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL GLASS ROOM WITH SOLID ROOF
TYPICAL FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM)
LW'LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/2' 'p/2' @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS
SEE TABLES) wfWPSOLIDROOF
NO MAXIMUM(
ELEVATION SLAB OR GRADE)
PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
I.
NOTES: 'P' VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 38.1.3 AND GLASS ROOM FOURTH WALL
BEAMS FROM TABLE 38.1.4 USING P/2
4. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION: 1100-1231 130 1 140 150
8 1 #10 1 #12 1 #12
TYPICAL GLASS ROOM
SCALE: 1/8" = 1'-0"
WINDO%
TABLES
MINIMUI
SIDE 0.0
COX Pu
ALTERN
ALUMIN
MAXIMUM WIDTH =
EDGE BEAM SPAN
VARIES
VARI
SOLID COVER VARIES
EDGE BEAM (SEE TABLES
3B.1.1, 3B.1.2, 313.1.3)
CHAIR RAIL (SEE TABLES
313.2.1, 3B.2.2)
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR RAIL
TO MAX. SPAN
MINIMUM SLAB (SEE DETAIL)
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4" = 1'-0"
WINDOW HEADER
ANGLE (1) SIDE OR BLIND
SCREW
WINDOW ADDITION ANCHOR
W/ MIN. #10 x 1" S.M.S. @ 6"
FROM EACH CORNER AND
16" O.C. MAX.
ALUMINUM EXTRUSION
CHAIR RAIL
KICK PLATE
VARI
VARI
VARI
MAXIMUM WIDTH =
EDGE BEAM SPAN
J
IHEADER(SEE
313.2.1, 3B.2.2)
1 SHEETING: ONE
40" ALUMINUM OR 1/2"
WOOD
4TE SHEETING: 0.024"
M BOTH SIDES
S
S
S
S
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4" = 1'-0"
NOTE: FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1" x. 2" x 0.044" MATED W/ 2" x 2" x
EXISTING OR 2" x 2" x 0.044" MATED WITH 2" z 2" r FxISTlKlr.
8 x 2-1/2" S.M.S. @ 6" FROM
8 x 1-1/2" S.M.S. @ 6" FROM ENDS, TOP OR BOTTOM AND
ENDS, TOP OR BOTTOM AND @ 16" O.C. OR PILOT HOLE W/
@ 16" O.C. CAP AND (1) #8 x 1/2" S.M.S.
INTERNAL 6" FROM ENDS, TOP
OR BOTTOM AND 16" O.C.
j 2.00"
2.00"
2.00"
0.044"
I +
V
0.044" + 2.00"
0.044" 0
0.044" + 1.00"
2.00"
1" x 2" x 0.044" 2" x 2" x 0.044" 1" x 2" x 0.044"
OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION
WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044"
PATIO SECTION PATIO SECTION PATIO SECTION
EXTRUSIONS AND FASTENING DETAILS
SOLID COVER SCALE: 2" = V-0"
EDGE BEAM
SEE TABLES 313.1.1, 3B.1.2)
WINDOW HEADER
SEE TABLES 313.2.1, 2)
ADD 1"x2",2"x2"
OR SNAP CAP AS REQ'D.
CHAIR RAIL (SEE TABLES
3B.2.1, 3B.2.2)
SHEETING MIN. ONE SIDE
0.040" ALUMINUM OR 1/2"CDX
PLYWOOD
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR
RAIL TO MAX. SPAN
1" x 2", ADD 1" x 1" TUBING OR
1" x 2" TO MATCH BUILD OUT IF
RE "D
MINIMUM SLAB (SEE DETAIL)
VARIES
VARIES VAR
SEE T
VARIES
MAXIMUM WIDTH =
EDGE BEAM SPAN
IES
ABLE)
TYPICAL SCREEN ROOM CONVERTED TO GLASS ROOM WALL ELEVATION
SCALE: 1/2" = V-0"
FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1" x 2" x 0.044" MATED W/ 2" x 2" x EXISTING
OR 2" x 2" x 0.044" MATED WITH 2" x 2" x EXISTING
CONVENTIONAL FRAMING OR
ALUMINUM FRAME SYSTEM:
AS MIN. SHEET ONE SIDE W/
0.040" ALUMINUM COIL
FOR SCREEN ROOM
OR BOTH SIDES W/ 0.024" COIL
FOR GLASS ROOM
USE STANDARD NAIL OR
SCREW PATTERNS FOR
ANCHORING
GLASS ROOM WALL SECTION
SCALE: 2" = 1'-0"
CONVENTIONAL FRAMING OR
ALUMINUM FRAME SYSTEM
AS MIN.
SHEET ONE SIDE W/ 0.040"
ALUMINUM COIL FOR SCREEN
ROOM OR BOTH SIDES W/
0.024" COIL FOR GLASS ROOM
USE STANDARD NAIL OR
SCREW PATTERNS FOR
ANCHORING
TOP OF TRACK AND BOTTOM
OF TRACK ATTACHED W/
914 x 3/4" TEK SCREWS
@ 6" O.C.
ALUMINUM SHEETING OR
VINYL BOTH SIDES
ALTERNATE TOP DETAIL
WINDOW FRAMING CAN
ATTACH DIRECTLY TO
HEADER (SEE TABLE 6.5)
GLASS WINDOW INSTALLED
PER MANUFACTURERS
SPECIFICATIONS
a
dla
GLASS ROOM WALL WITH STORM GUARD PANEL SECTION
SCALE: 2" = V-0"
CONVENTIONAL FRAMING OR
ALUMINUM FRAME SYSTEM:
AS MIN. SHEET ONE SIDE W/
0.040" ALUMINUM COIL
SOLID ROOF
SOLID ROOF FOR SCREEN ROOM ALTERNATE TOP DETAIL
OR BOTH SIDES W/ 0.024" COIL
FOR GLASS ROOM
USE STANDARD NAIL OR z
SCREW PATTERNS FOR
ANCHORING
WINDOW FRAMING CAN WINDOW FRAMING CAN wa
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ALUMINUMSHEETINGOR
VINYL BOTH SIDES
GLASS ROOM WALL WITH STORM GUARD PANEL SECTION
SCALE: 2" = V-0"
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TOP STORM PANEL
RECEIVING CHANNEL
ANCHOR (SEE TABLE 6.5)
3" SNAP-N-LOCK COMPOSITE
PANEL
0.024" OR 0.030" THICK H-14
OR H-25 ALUMINUM ALLOY
0.024" OR 0.030" THICK H-14
OR H-25 ALUMINUM ALLOY
KEYED MODULAR RECEIVING
CHANNEL EXTRUSION
ALUMINUM BACK WINDOW
STOP EXTRUSION
WINDOW UNIT
BOTTOM RECEIVING CHANNEL
STUDDED ANGLE ATTACHED
TO PANEL WALL W/ #14 x 3/4"
@ 6" O/C FROM EACH END
AND @ 12" O/C MAX. POSITION
ATTACHMENT OF A WINDOW STORM PANEL
TO COMPOSITE PANEL WALL DETAIL
SCALE: 2" = V-0"
Anchor Specs for the Attachment of Storm Panels to Composite Panel Walls
Exposure "B", "C" or "D"
Attachment of Window Header / Studded Angle (Max. Hgt. 5-112" Storm Panels)
Wind Spd.
MPH) 26 ga. Steel or 0.030" Aluminum 0.024" Aluminum
120 10 ! 6" from ea. end 8 12" O.C. 10 / 4" from ea. end & 12" O.C.
130 10 / 6" from ea. end & 12" O.C. I #12 / 4" from ea. end & 8" O.C.
140 10 / 6' from ea. end & 12' O.C. 1#12 / 4' from ea. end 8 8" O.C.
150 12 / 4" from ea. end & 8" O.C. 1 #12 / 4" from ea. end & 8" O.C.
Anacnment or uoor Header r 5tudded Angle (Max. HgL 7" Storm Panels)
Wind Spd. MPH) 26 ga. Steel or 0.030" Aluminum 0.024" Aluminum
120 10 / 6" from ea. end & 12" O.C. 10 / 4" from ea. end 8 8" O.C.
130 10 / 6" from ea. end & 12" O.C. 12 / 4" from ea. entl & 8" O.C.
140 12 / 4" from ea. end & 8" O.C. 14 / 4" from ea, end & 8" O.C.
150 14 / 4" from ea. end & 8" O.C. 14 / 34" from ea. end & 6" O.C.
Notes:
For anchoring studded angle to concrete use 1/4" drop in recelvers spaced @ 6" from ea.
end and 12' O.C. for all wind zones and exposure categories w/ a min. anchor to edge of
concrete distance of 8d.
For anchoring studded angle to wood use 1/4" lag screws @ the same spacing as for 26
ga. steel panels listed above for the appropriate wind zone.
1. The exposure "B" spacing is for mean roof heights 0-30' & exposure "C" spacing is for
mean roof heights 0-20'. For mean roof heights greater than these consult engineer.
2. Space all header & studded angle anchors to fall within the panel riser area.
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1" x 1" x 2" ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2" x 0.032" MIN.
HOLLOW RAIL
V x 2" TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
1 00 6'-7"
120 6'-3"
123 6-1"
130 5-8"
140-1&2 5'-1"
150 4'-11"
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4) 910 S.M.S.
ANCHOR 1 x 2 PLATE TO
1 x 2 OR 2 x 2 ATTACHED TOCONCRETEWITH1/4" x 2-1/2"
BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN
0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX.* 1" x 2" x 0.032" MIN. OPEN BACK
EXTRUSION
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M. n 1-1/8" MIN. IN CONCRETE
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" = V-0"
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH
3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
2) #10 x 1 1/2" S. M. S. INTO
SCREW BOSS
ANCHOR 1" x 2" PLATE TO
CONCRETE W/ 1/4" x 2-1/2"
CONCRETE ANCHORS
OF
WITHIN
6" OF EACH SIDE OF EACH
POST AND 24" O.C. MAX."
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDE
ALTERNATE HOLLOW UPRIGHT
HOLLOW UPRIGHT TO B
SCALE: 2" = 1'
BEAM/HEADER
DETAIL
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
MIN. (3) #10 x 1 1/2" S.M.S.
INTO SCREW BOSS
1" x 2" EXTRUSION
1-1/8" MIN. IN CONCRETE
HEADER B
ANCHOR 1" x 2" CHA
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 e >
SIDE OF EACH POST AT 24" H-BAR OR GUSSET PLATE
O.C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B.
ANGLE AT 24" O.C. MAX.- PbST
MIN. 3-1/2" SLAB 2500 PSI MIN. (4) #10 x 1/2" S.M.S. @
CONC. 6x6-10x10 W.W.M. OR
EACH POST
FIBER MESH
1" x 2" EXTRUSION
VAPOR BARRIER UNDER a
CONCRETE 1-1/8"MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2" = 1'-0"
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8-EMBEDMENT)
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 9116" 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"
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. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2' = V-0"
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
EDGE BEAM
1" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
1" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C. 1"
MIN.
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
HROUGH SPLINE GROOVES
iIDE WALL HEADER
kTACHED TO 1"x 2" OPEN
TACK W/ MIN. (2) #10 x 1-112"
M.S.
Z
SIDE WALL GIRT ATTACHED TO X
1" x 2" OPEN BACK W/ MIN. (3) a
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WALLS MIN. 17 FROM EDGE OFJ
CONCRETE' 0
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" = V-0"
FOR POST T (
1-3
OOD DECK (MIN. 2" NOMINAL LUMBER) USE THES ILS W/ WOOD
FASTENERS EDMENT)
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ONLY PARAMETER DOUBLE 5STRINGER
SNAP OR SELF MATING BEAM
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PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" = l'-0"
FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
Ot BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND
INSTALLED IN PILOT HOLES
FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
O OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
RIDGE CAP
8 x 1/2" (3) PER PANEL
8 X 1/2" @ 24" O.C.
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AND (8) #8 x 1/2" S.M.S. —
TO BEAM
3"ROOFPPNEL
2"x &ui
60" MAX
2" x 6" S.M.B. HEADER
ALTERNATIVE BEAM SUPPORT
GLASS ROOM FRAMING DETAILS
SCALE: 2" = 1'-0"
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood 2-1/2"
5/4" P.T.P. or Teks Deck 3-3/4"
2" P.T.P. 4"
COMPOSITE PANEL WALL TO WOOD DECK
SCALE: 3" = V-0"
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INTERIOR BEAM (SEE TABLE
3B.1.4)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 112 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLE
3B.4) 16 TO 24" MAX.
MEASURED VERTICALLY 8
HORIZONTALLY
POST SIZE (SEE TABLE 3B.4)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE/MANUFACTURED HOME
SCALE: 1/8" = 1'-0"
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
HEADER
SOLIDI ROOF PANELS (COMPOSITE OR PAN
TYPE) FASTEN PANELS TO EDGE BEAMPERDETAILS)
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SCREEN OR SOLID WALL
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POST SELECT PER TABLE 3B.4
MAY FACE IN OR OUT) USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
2"STRAP -LOCATE @ EACH
POST, (2) 1/4" x 2" LAG
SCREWS @ 24" O. C. (MAX.)
EACH STRAP
2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4" BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2" x 0.062" ANGLE EACH I ® EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH I ® OR SUPER
LEG INTO POST AND INTO
r-
6" MAXIMUM
EDGE BEAM TABLES (SEE
TABLES 3B.1.1, 2.3)
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 I
COMPOSITE PANELS BEAMS MAY BE ANGLED FOR
PER SECTION 7 GABLED FRAMES ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 36.4)
POST TO BEAM SIZE AND SEE TABLE 3B.4)#
OF BOLTS OFROMF-ACHENDAND@24-
BOLT HEADER1"x 2" MAY BE ATTACHED FORSEETABLE3B.4) EN USCREENUSING (1) UGH POST AND ANCHOR POST NOTCHED TO SUIT
10 x S.M.S. @ 6"
10 x IN 6" FROM TOP
AND BOTTOM AND 24"O.C.
AX. SIDE NOTCH POST TO CARRIER BEAM CONNECTION
2" x " S.M.B.BRACESCALE: 2"= 1'-0"
QUIRED
T
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
w ROOF PANEL
SEE SECTION 7)
1-3/4" x 1-3/4" x 0.063"
RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM(
SEE TABLE 3B.3 FOR NUMBERFOREll' NUMBER OF BOLTS AND
OF BOLTS) SIZE OF POST (SEE TABLE
3BA)
BEAM AND POST SIZES
SEE TABLE 3B.4) 1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = V-0"
2" x 9" x 0.072" x 0.224" BEAM
SHOWN a
MENDING PLATE
WHEN FASTENING 2" x 2" \
THROUGH GUSSET PLATE ®® \
USE #10 x 2" (3) EACH MIN. k k x ® \ C ® \
1-3/4" STRAP MADE FROM ®®kx k kx k kx x \ o
REQUIRED GUSSET PLATE \ k x x k x k x® \ \ MATERIAL k k k \
SEE TABLE FOR LENGTH AND \ ®k k k k x X k ®x \
OF SCREWS REQUIRED) k x k k x k x k ®\
xx kk xx k \ x k k x \
XJ ®
k®®®
ALL GUSSET PLATES SHALL 1
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi \ J
db = DEPTH OF BEAM \
f
ds = DIAMETER OF SCREW
2d: 2'1As \ \
STRAP TABLE
2" x 6" x 0.050" x 0.120" \
PRIMARY FRAMING BEAM
SEE TABLES 3B.1.4)
MINIMUM #8 S.M.S. x 3/4"
LONG NUMBER REQUIRED
EQUAL TO BEAM DEPTH IN
INCHES
BEAM CREW STRAP
INTERIOR BEAM (SEE TABLES
38.1.4)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = 1'-0" o
o
u
ZV
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
ANGLE OR RECEIVING
EXTERNALLY MOUNTED
CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD
INTERNAL SCREW BOSSES
FRAME WALL W/ MIN. (2) 3/6" x
MAYBE CONNECTED WITH
2" LAG SCREWS PER SIDE OR
2) #10 x 1-1/2" INTERNALLY
TO CONCRETE W/ (2) 1/4" x
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHORPER MINIMUM #
8 S.M.S. x 3/4" w SIDE FOR EACH,INCH OF BEAM LONG
NUMBER REQUIRED J DEPTH
LARGER THAN 3'` EQUAL
TO BEAM DEPTH IN a F INCHES
o w ALTERNATE CONNECTION: SCALE:
2" = 1'-0" a
W
W Q coQ
W J
0 c
m
0
Z
U O W
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LLI2
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a i
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m it 0
ZL w
ww
io
w
SEAL a
0HEFT
a
w
g
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z
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a
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STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2" = T-0"
Minimum Ribbon Footing
Wind
Zone
I
Sq. Ft.
x Post Anchor
@ 48" O.C.
Stud'
Anchors
100 - 123 20 - 29 1'-l' ABU 44 SPt @ 16' O.C.
130 - 140A 30 • 37 1'-0' ABU 44 SPH4 @ 46" O.C.
140E - 150 30 - 43 l'-V CB044-SDS2 SPH4 @ 32- O.C.
Maximum 16' projection from host structure.
For stud walls use 112" 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 shalt lap over the top plate
on to the studs anchors and straps shall be per manufacturers specifications.
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY
ANCHOR WITHIN 6" OF POST
AND 24" O.C. MAXIMUM
32"
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF
DETAILS THIS PAGE)
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
1) #40 BAR CONTINUOUS
1) #40 BAR AT CORNERS AND
10'-O" O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
COURSE WITH 2,500 PSI PEA
ROCK CONC. DECK
6 x 6 - 10 x 10 WELDED WIRE
MESH (SEE NOTES
CONCERNING FIBER MESH)
V 1L F \ (2) #40 BARS MIN. 2-1/2" OFF
8" x 8" x 16" BLOCK WALL GROUND
MAX. 32")
KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS
SCALE: 1/4" = 1'-0"
W'W' N x'"
32" 12" 2 10'-0"
36" 12" 2 8'-0"
48" 18" 3 4'-0"
WVARIES
SEE 'x')
8'
3" _ W4 ALUMINUM
ATTACHMENT CONCRETE
FILLED BLOCK STEM
WALL 8" x 8" x 16" C.M.0 1)
940 BAR CONTINUOUS 1) #
50 VERT. BAR AT CORNERS
AND x'
O.C. MAX. FILL CELLS W/ 2500
PSI PEA ROCK CONCRETE
8"
x 12" CONCRETE FOOTING WITH (
N) #5 BAR CONT. LOCATE
ON UNDISTURBED NATURAL
SOIL ALL
MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes:
3-
1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, In
Force TM e3TM (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. Local
code footing requirements shall be used in of the minimum footings shown. Orange County footings shall
be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft.. RAISED
PATIO FOOTING KNEE
WALL FOOTING FOR SCREENED OR GLASS ROOMS SCALE:
1/4"= 1'-0" 1/
4" x 6" RAWL TAPPER THROUGH
1" x 2" AND ROW LOCK
INTO FIRST COURSE OF BRICKS
ALTERNATE
CONNECTION OF SCREENED
ENCLOSURE FOR BRICK
OR OTHER NOW STRUCTURAL
KNEE WALL 1"
WIDE x 0.063" THICK STRAP @
EACH POST FROM POST TO FOOTING
W/ (2) #10 x 3/4" S.
M.S. STRAP TO POST AND 1)
1/4" x 1-3/4" TAPCON TO SLAB
OR FOOTING ALUMINUM
FRAME SCREEN WALL
ROW
LOCK BRICK
KNEEWALL TYPE S MORTAR
REQUIRED FOR LOAD
BEARING BRICK WALL 4" (
NOMINAL) PATIO CONCRETE
SLAB W/ 6 x 6 - 10
x 10 WELDED WIRE MESH SEE
NOTES CONCERNING FIBER
MESH) 1) #
5 0 BARS W/ 3" COVER TYPICAL)
BRICK
KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE:
1/2" = V-0" 2) #
5 BAR CONT. 2"
MIN. 1"
PER FT. MAX. FOR (1) #5 BAR CONT. n 2'-
0" MIN. ALL SLABS) BEFORE
SLOPE 8"
TYPE[
TYPE II TYPE III FLAT
SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING Notes:
0-
2" / 12" 2" / 12" - V-10" > V-10" 1.
The foundations shown are based on a minimum soil bearing pressure of 1,500 of soil shall
be verified, prior to placing the slab, by field soil test or a soil testing lab. 2.
The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3.
No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from
the host structure of the carport or patio cover exceeds 16-0". Then a minimum of a Type II footing is required.
All slabs shall be 3-1/2" (4" nominal) thick. 4.
Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack
control fiber mesh: Fibermesh ® Mesh, InForcer' 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 speck engineering. SLAB -
FOOTING DETAILS SCALE:
3/4" = V-0" NEW
SLAB 12" 474" EXISTING
SLAB V/ #
30
RE -BAR DRILLED AND EPDXY
SET A MIN. 4" INTO MIN. (
1) #30 BAR EXISTING SLAB AND A MIN. 4" CONTINUOUS
8" INTO NEW SLAB 6" FROM EACH
END AND 48" O.C. DOWEL
DETAIL FOR EXTENDING EXISTING 4" SLAB SCALE:
3/4" = V-0" REQUIRED
FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK
KNEE WALL MAY BE ADDED
TO FOOTING (PER 2500 P.S.I. CONCRETE SPECIFICATIONS
THIS PAGE) 6
x 6 - 10 x 10 WELDED WIRE p MESH (
SEE NOTES ALUMINUM
UPRIGHT CONCERNING FIBER MESH) c CONNECTION
DETAILS 2) #
50 BARS CONT. W/ 3" i SEE
PAGES 2 & 3) ? COVER LAP 25" MIN. o
wSd
Iv11N, 1TOTIAL \
e' 7/ p . I—/%/\% 3-1/2" IN.
z MIN.
y 6
MIL.VISQUEEN VAPOR r BARRIER
IF AREA TO BE y 12"
MIN. ENCLOSED
BELOW
GRADE TERMITE TREATMENT OVER 16" MIN. UNDISTURBED
OR COMPACTED
SOIL OF UNIFORM95%
RELATIVE DENSITY
1500 PSF BEARING J Q
MINIMUM
FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA Z Notes:
SCALE:
1/2" = V-0" Q 2
1.
All connections to slabs or footings shown in this section may be used with the above footing. fn 2.
Knee wall details may also be used with this footing. Z 2 3.
All applicable notes to knee wall details or connection details to be substituted shall be complied with. 0 O 4.
Crack Control Fiber Mesh: Fibermesh 0 Mesh, InForceTM e3TM (Formerly Fibermesh MD) per maufacturer's W
0 J specification
may be used in lieu of wire mesh. Q EXISTING
FOOTING NEW SLAB W/ FOOTING L
JJ 0 Q
co LD
006
EXISTING
OOTIONG WEEPDXY\/\\/\\\\\ N U) U) 8"
EMBEDMENT, 25"MIN. LAP \'\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ J TYPICAL
CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING Z SCALE:
1/2"= 1'-0" J
Q
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z J z
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06-12-
2010 OF 15 @
ROOMS MAY HAVE GABLED
ROOF
BREAK FORM OR EXTRUDED
HEADER
SEE DETAIL E OR F
SEE DETAIL G, H, I, OR J
3" MODULAR ROOM
SCALE: N.T.S.
COMPOSITE PANEL ROOF
SEE TABLES)
SEE DETAIL A
COMPOSITE PANEL WALL
OPTIONAL)
SEE DETAIL B
SEE DETAIL C OR D
ROOMS MAY HAVE WINDOWS
OR SOLID WALLS
ALTERNATE (SEE FASTENING
SCHEDULE BELOW AND SECTION 7
DETAILS)
SEE CONNECTION OF WALL PANEL TO ROOF
PANEL DETAIL
SEE APPROPRIATE TABLE FOR SIZE, NUMBER
AND SPACING OF FASTENERS.
THERMAL BREAK REQUIRED FOR GLASS
ROOMS
SEE APPROPRIATE TABLE FOR FASTENER
SIZE, NUMBER AND SPACING
SEE CONNECTION OF SLIDER WINDOW UNFF
TO WALL PANEL DETAIL
WINDOW FASTENERS PER MANUFACTURER
SPECIFICATIONS
THERMAL BREAK' IF REQUIRED FOR GLASS
ROOMS
SEE CONNECTION OF WALL PANEL TO SLAB
DETAIL
SEE APPROPRIATE TABLE FOR SIZE, NUMBER
AND SPACING OF FASTENERS.
THERMAL BREAK' IF REQUIRED FOR GLASS
ROOMS
TYPE 1 TYPE 2
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO A 130
MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED
D" EXPOSURE.
FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 1-1/2" AT 8" O.C. FOR UP TO A 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D"
EXPOSURE
3" MODULAR ROOM WALL SECTION
SCALE: 1" = 1'-0"
NOTE: STORM PANEL UNITS MAY BE ATTACHED TO ALUMINUM FRAME MEMBERS OR DIRECTLY TO
COMPOSITE PANEL WALL MEMBERS (SEE STORM GUARD PANEL SECTION DETAILS)
THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER
BELOW AND SECTION 7 DETAILS)
TYPE 1 TYPE 2
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ('t" + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE.
FOR FASTENING TO WOOD USE TRUFAST SO x ("t" + 1-1/2" AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE
SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER AND SPACING
THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER
DETAIL A: CONNECTION OF WALL PANEL TO ROOF PANEL
W ff
TYPE 1 TYPE 2
SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER AND SPACING
THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER
DETAIL B: CONNECTION OF WALL PANEL TO SLAB
SCALE: 2" = V-0"
PANEL'.......... ? n'
TYPE 1 TYPE 2
DETAIL C: CONNECTION TO EXISTING STRUCTURE WITH FILL PANEL
SCALE: 2" = T-0"
JD......
TYPE 1 TYPE 2
DETAIL D: CONNECTION TO EXISTING STRUCTURE WITH MALE CHANNEL
SCALE: 2"= V-0"
PANEL'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.
DETAIL E: CONNECTION OF MALE AND FEMALE CHANNELS
SCALE: 2" = V-0"
PANEL:
DETAIL F: CONNECTION OF 'H' CHANNEL TO FILL PANELS
SCALE: 2" = V-0" SEE APPROPRIATE TABLES FOR
FASTENER SIZE, NUMBER & SPACING
TYPE 1 TYPE 2
DETAIL (:_CORNER CONNECTION WITH MALE CHANNEL
SCALE: 2" = V-0" ^
I
SLIDER WINDOW
UNIT
TYPE 1 TYPE 2
DETAIL J: CONNECTION OF SLIDER WINDOW UNIT TO WALL PANEL
SCALE: 2" = V-0" SEE APPROPRIATE TABLES FOR
FASTENER SIZE, NUMBER & SPACING
0.045"
3.125"
0
k
103.00" FEMALE CHANNEL
SCALE: 4" = V-0"
3.125"
k
0
k
03.00" MALE CHANNEL
SCALE: 4" = V-0"
3.230"
0.045"
cV
@TOP AND BOTTOM CHANNEL
SCALE: 4" = V-0"
Ir—
r--- 3.120"
0
Iv
0
3.00"'H' CHANNEL
SCALE: 4" = V-0"
PROPERTIES:
A = 0.281 in.'
Ix - y = 0.385 in.'
Sx - y = 0.238 In.'
ry-y=1.17in.
c z_
PROPERTIES:
A = 0.332 in?
Ix - y = 0.497 in.' a
Sx-y=0.3091n'
ry - y = 1.223 in. LLO
0
wO]
O
0z
R
PROPERTIES: w
A=0.315in.' z
Ix - y = 0.443 in. Z'
Sx-y=0.2651n' w,
ry-y=1.167in. w,
w
J
a
z
a
U)
00
W IY Q
WcoJ0
m
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dr
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w
PROPERTIES: - a
A=0.318in.' L)
j
SEAL
mz
z
w
zBEET
Ix-y=0.2613in' Q Z
Sx - y = 0.2613 In.' w
ry-y=.91 in. p k
w 9 z
a zw
m
08-12-2010 OF 15
3.120'
O w z
Z3 OLL
a a,
PROPERTIES: ti
o A = 0.564 in' ci O
Ix - y = 0.8756 in.' N E a
Sx - y = 0.703 In.' w c
ry-y=1.246in. N
0t = 0.050"
Z Q
m
h OO
05 CORNER POST o
SCALE: 4" = 1'-0" < J
zao
o w
m 30
PROPERTIES: 8g
A = 0.164 02Ix - y= 0.0.102in.`
Q
O
Sx-y=0.129In.'
a3.125" ry- y= 1.493 in. Z w w
0
In z
3.00" PANEL ADAPTER z 2 i m
SCALE: 4" = 1'-0"
N O U) i uiWRJw
2.936" F CLa w
PROPERTIES:
W :) w
A= 0.138 in.' D co o g
Ix - y = 0.165 in. 0 M LL
N OSx-y=0.1101n3 E- O Z w z
3.00"-- ry - y = 1.092 in. L) :E O o O
06 U
7 z i3.00" INSERT CHANNEL (D.R.C.) U) WyQ o aSCALE: 4" = 1'-0"
J S z
m w
TRUFAST SIP HD FASTENER Z o
t"+1-1/2" LENGTH (t+1") @
8" O.C. t+1-1/4" O 3
SELF -MATING J
LL w
BEAM ^ ~ 0
SIZE VARIES) ®® N O
C
T Q
r ^p 6.
k 2 N ^ z
j W _ M Q
Z
SUPER OR
W m U O
EXTRUDED w a W
0` n
GUTTER _ a
CC r
z
O 3 a r; w
33THRU U-BOLT #AND SIZE PER W C U ^ D
TABLE 3A.3 O
i coN L
m W .0 O w
2" x 2" ANGLE EACH SIDE 10 U > m
w
0mCc
BEAM SIZE PER TABLE 1.10 z °
L n
O
w ° HwzO
SELF -MATING BEAM z z
o
eI N
OeLL
O i
W
POST SIZE PER TABLE 3A.3 c
1 "225 w
uj
THRU-BOLT # AND SIZE PER O
TABLE 3A.3
Z
SEAL
o w
LOAD PER TABLE 3A.3 O SHEET z
AND SIZE OF CONCRETE 0
ANCHOR PER TABLE 9.1 w w
z
w ww
zALTERNATESELF -MATING BEAM CONNECTION a 10
w
TO SUPER OR EXTRUDED GUTTER
08-12-2010 of 15 O
1
O
COMPOSITE ROOF OR WALL PANEL
SCALE: 2" = V-0"
NOTE: CLEAN PANELS AND SEAMS W/ XYLENE (XYLOL) PRIOR TO ASSEMBLY
UNIFORM LOAD
l a
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
i 1-4
A B C
9 CPAAI
UNIFORM LOAD
1 OR SINGLE
UNIFORM LOAD
1 1 L
A B C D
3 SPAN
UNIFORM LOAD
l 1 1 11 1
A B C D E
A SPAN
NOTES:
1) 1 = Span Length
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.
5) Span condition = number of supports (posts) less one.
Example: If the number of supports (posts) is 5 then the span condition is "4 span".
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
3.00" L)
D (2.33" L)
C (1.67" L)
B (1.33" L)
A (0.67" L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: 1/8" = V-0"
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50"
STAGGERED ON EACH I d- 50" d- 50' :
I
1" MAX.
SIDE OF SELF MATING BEAM
PLATE TO BE SAME n
THICKNESS AS BEAM WEB d
PLATE CAN BE INSIDE OR c
OUTSIDE BEAM OR LAP CUT
r
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.50") LENGTH
Minimum Distance and
Screw
Size
ds
in.)
Edgeto
Center
2ds in.
Center to
Center
2.1/2ds in.
Beam Size Thickness
in.
8 0.16 3/8 7116 2" x 7' x 0.055" x 0.120"-' 1116 = 0.063
10 0.19 3/8 112 2" x 8' x 0.072" x 0.224' 118 = 0.125
12 0.21 7/16 9/16 2" x 9' x 0.072" x 0.224" 1/8 = 0.125
14 or l/4' 0.25 112 5/8 2" x 9" x 0.082" x 0.306" 1/8 = 0.125
5/16" 0.31 5/8 314 2' x 10" x 0.092' x 0.369" 1/4 = 0.25
refers to each side of splice
use for 2" x 4' and 2' x 6* also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = V-0"
Least
Horizontal
Dimension
WINDOW & DOOR LOADINGS
NOTES:
1. FOR PARTIALLY ENCLOSED DESIGN LOADS
MULTIPLY PRESSURES LISTED BELOW BY 1.31
2. FOR "C" AND "D" EXPOSURES MULTIPLY
I PRESSURES LISTED BELOW BY LOAD
MULTIPLIERS LISTED IN TABLE 313-C.
a = .10 " LEAST HORIZONTAL DIMENTION
OR
a=0.4"h
WHICH EVER IS SMALLER
BUT NOT LESS THAN EITHER 4 % OF LEAST
HORIZONTAL DIMENSION OR T-0"
6-0C Enclosed Structures
ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure Results
Gable 0 to 7" Design Pressure PSF)
Location Zon Effective
Wind Area
SF
Basic Wind Speed V (MPH)
90 100 110 120 130 140 150 160
10 6 -15 7 -18 9 -22 11 -26 12 -30 14 -35 16 . 40 19 46
1 20 5 -14 7-17 8 -21 9 .25 11 -29 13 -34 115 39 17 44
50 5 -14 6 -17 7 -20 9 -24 10 -29 12 -33 14 -38 16 43
10 6 -24 7 -30 9 -36 11 43 12 -51 14 -59 16 -68 19 77
Roof 2 20 5 -22 7 -27 8 -32 9 -39 11 45 13 -53 15 -60 17 9
50 5 -18 6 -23 7 -27 9 -32 10 -38 12 -44 14 -51 16 58
10 6 -37 7 -45 9 -55 11 -65 12 -77 14 -89 16 -102 19 116
3 20 5 -31 7 -38 8 46 9 -54 11 -64 13 -74 15 -85 17 97
50 5 -22 1 6 -27 7 -33 9 -39 10 46 112 -53 14 Et 16 69
Gable 7` to 27" 90 1 100 110 120 130 140 150 160
10 1 8 -13 10 -16 13 -20 15 -24 18 -28 20 -32 23 -37 27 42
1 20 8 .13 10 -16 12 -19 14 -23 16 -27 19 -31 22 -35 25 40
50 7 -12 8 -15 10 -18 12 -22 14 -26 16 -30 18 -34 21 39
10 8 -28 10 -35 13 42 15 -50 18 -59 20 -68 23 -78 27 89
Roof 2 20 8 -26 10 -32 12 -38 14 46 16 -54 19 -62 22 -71 25 81
50 7 -22 8 -27 10 -33 12 -39 14 46 16 -53 18 -61 21 69
10 8 -28 10 -35 13 42 15 -50 18 -59 20 -68 23 -78 27 89
3 20 8 -26 110 -32 12 -38 14 46 16 -54 19 -62 22 -71 25 81
50 7 -22 1 8 -27 10 -33 12 -39 1446 16 -53 18 -61 21 E9
h < 60' 90 100 110 120 130 140 150 160
10 15 -16 18 -19 22 -24 26 -28 30 .33 35 -38 40 44 46 50
4 20 14 -15 17 -19 21 -23 25 -27 29 -32 34 -37 39 42 44 48
50 13 -14 16 -18 20 -21 23 -25 27 -30 32 -35 36 40 141 45
Wall 100 12 -14 15 .17 18 -20 22 -24 26 -28 30 -33 34 -38
10 15 -19 18 -24 22 -29 26 .35 30 41 35 47 40 -54
5 20 14 -18 17 _23 21 -27 25 -32 29 -38 34 44 39 -51 q44-58
50 13 -16 16 -20 20 -25 23 -29 27 -34 32 40 36 46
100 12 -15 15 -19 18 -23 22 -27 26 -32 30 -37 34 42
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Table 313.1.1-110 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 110 MPH velocity; using design load of 26.8 #ISF (47.1 t#SF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (f .)
Max. Span'L'/(bendln b'or deflection d') Load
Width (fL)
Max. Span'L'/(bendln 'b'or deflection'd')
1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever
4 444' d 5'4' d- 5'-5- d 1'-1- d 4 5'-11' d T-5" d T-7- d 1 1'-6- d
5 T-11' d 4'-11- d 5'-0' d- U-1 I" d 5 5'-7" d 6'-10' d 6-10' b 1'4' d
6 T-9' d 4'-8' d 4'-8' b 0'-11' d 6 5'-3' d 6'E" d 6'-3' b 1'-3' d
7 3'-7" d 4'-5' d 4'4" b 0'-11" d 7 4'-11" d 6'-0" b F-10" b 1'-3' d
8 T-5" d 4'-3" b 4'-1` b 0'-10' d 8 4'-9' d 5'-7" b 5'-5" b 1'-2' d
9 T-3- d 3'-11" b 1 ' 3 0 b 0'-10' d 9 4'-7" d 5'4' b 5 '-1" b 1'-1' d
10 T-2' d 3'-9" b 3'-8b 0'-9" 9d 10 4'-5' d 5'-0" b 4'-10" b 1'-1' d 11
T-1' d T-7' b T6' b 0'-9" d 11 1 4'.3" d 4'-10' b 4'-8` b 1'-1" d 12 2'-
1 I' tl 3'-5" b T4' b 6 9" d 12 1 4'-1" b 4'-7- b 4'-5- b 1'-0' d 2" x
3" x 0.060" Hollow 2" x 4" x 0.050" Hollow Load Width (
ft.)
Max. Span
L'/(bending'b'or deflection d') Load Width (fL)
Max. Span '
L'I(bending'b'or deflection'd') 1&2
Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Canti ever 4 6'-
8" d 8'-3" d 8'-5' d 1'-8" d 4 7'•10' d 9'-8" d g'-5- b 1'-11" d 5 6'-
2" d 7'-8' dB6-9-
V-6'
d 5 7'-3' d 8'-9" b 8'-5" b 1'-9- d 6 5'-
10' d T-2' d 1'-5" d 6 6'-10' d TA 1" b T-9- b 7 5'-
6" d 6'-10' d- 1'4• d 7 6'-0" d 7'-5" b T-2' b 1'-7' d 8 5%
3" d 6'-6" d l'-4' d 8 6'-2" b 6'-11" b 6'-8" b 1'-6' d 9 5'-
1" d 6'-2" b 1'-3" d 9 5'-10' b V-6" b 6'4" b V-6" d 10 T11'
d 5'-it" b 1'-2" d 10 5-6' b 6'-2" b 5'-1I" b 1'-5" d 11 4'-
9" d 5'-7" b 1'-2"d 11 5'-3- b 5'11" b 5'-8" b 1'4• d 12 4'-
7" d 544" b 1'-2' d 12 1 5'-1- b 5'-8" b 5'-5' b 1'4" d x 2"
x 0.045" Hollow Load Width (
ft.)
Max. Span'
L'/(bend ng W or deflection A) 18.2
Span 3 Span 4 Span Max. Cantilever 4
4'-
10' d 6'-0" d 6'-1- d 1'-2" d 5 40-
6' d 5'-7" d 5'-8' d i'-1' d 6 4'-
3" d 5'-3' d 5'4' d 1'-1" d 7 4'-
0' d 4'-11" d 5'.1" d 0'-11` d 8 3'-
10` d 4'-9- d 4'-10" b U-11" d 9 Y-
9' d 4'-7" d 4'-7" b 0'-i 1` d 10 T-
7" d 4'-5" d 4'4' b 0'-11" d 11 T.
6' d 4'-3' d 4'-2` b 0'-10` d 12 3'
4' d 4'-1" b T-11" b U-10" 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 3B.
1.4-110 Town & Country Industries, Inc. 6005 T-
5 Allowable Spans for Ridge Beams with Self Mating Beams Glass & Modular
Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 110 MPH velocity; using design load of 26.8 #/SF Self Mating
Sectlons Tributary Load
Width 'W' = Purlln Spacing 5'-0"
1 6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11' Allowable Span '
L' 1 bending W or deflectlon'd' 2" x
4" x 0.046" x 0.050" 10'-i' b 9'-3' b 8'-7" b T-11" b T-7" In T-2" b 6'-10" b 6'-6" b 2" x
5" x 0.050" x 0.048" 13'-0' b 11'-11" b 11'-0" b 10'4' b g'-9" b 9'-3' b 8'-9' b 8'S' b 2" x
6" x 0.050" x 0.060" 14'-11- b QW- b 12'-7' b 1 T-10' b 11'-1" b 10'-7" b 10'-l" b 9'-8" b 2" x
7" x 0.060" x 0.060" 17'4" b 15'-10- b 14'-7" b 13'-8" b 12'-11" b 12'.3- b 11'-8` b 11'-2" b x 0.
072" x 0.112" NET- 22'-1' d 20'-3" b 18'-9' b 17'-6' b 16'-6" b. 15'-8" b 14'-11" b 14'4" b 2" x
9" x x 0.112" 24'-1' b 21'-11" b 20'4" b 19.1' b IT-1 1" b IT-0" b 16'-3" b 15'-7" b 2" x
9" x 0.082" x 0.153" 2"-11' d 24'-5" b 22'-7" b 21'-2" b 19'-11" b 16-11" b 18'-0' b 17%3" b 2" x
10" x 0.092" x 0.187" 30'-2" d 28'4' d 26'-9" b 26-1" b 23'-7" b 22'-5" b 21'-4" b 20'-5" b Notes: 1.
Tables
assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans
may be Interpolated. Table 3B.
1.5-110 Town & Country Industries, Inc. TCI 6005
Allowable Beam Spans for Miscellaneous Framing Beams for Glass & Modular Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 110 MPH velocity; using design load of 26.8 #ISF Tributary Load
Width 2'-0"
T-0" 1 4'-0" 1 5'-0" 6'-0" T.0" 1 8'-0" 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0" Hollow Beams
Allowable Span'L' I bending'b' or deflection 'd' 2" x
4" x 0.050" 9.07 d 8'-7` d T-10' d 7'-3" d 6'-10" d 6'-6' tl 6'-2' d 5'-9- dl 5'4- bi 4'-11- Self Mating
Beams Allowable Span L' I bending 'b' or deflection 'd' 2" x
4" x 0.045" x 0.088" 10'-11" d 9'-7-_d 8'-8" d 8'-l- d T-7" d T-2" d 6'-11" tl 1 6'-5' d F-10• b 5'-5" b 5'-l' b 4'-9- b 2" x
5" x 0.050" x 0.116" 13'-6" d 11'-10" d 10'-9" d T-11" d 9'4" d 8'-11" d 8'-6" dl 7'-11" d T-5" d 6'-11' b 6'-6" b 6'-2" b 2" x
6" x 0.050" x 0.120" 15-10" d 13'-10" d 12'-7' d 11'-8" d 10'-11" d 10'-5' d 9'-11' d 9'-3" d 8'-7- b T-11' b T-5- b 6'-11- b 2" x
7" x 0.055" x 0.120" 18--1- d 15-10- d 14'-5- d 13'4- d 12'-7- d 11'-11- d 11'-5- d 10'-7" d 9'-11" d 9'-3" b 8'-8- b 8'-2" b 2- x
8" x 0.070" x 0.224" 22'4' d 19'-6' d 17'-9" d 16'-5' d 15'-6' d 147F d 14'A" d 13'-l" d 12'-0" d 11'-8- d I V-1" b 10'-5" b x 0.
070"x.204"24'-7' d 21'-5' d 19'-0" d 18'•1' d 17'-0' d 16'-2'd 15'-6' d 14'4" d 13'-6" d 12'-10' d 12'-1" b 11'4` b 2S" x0.082" x 0.326- 26'4- d 22'-11' d 20'-11" d 19'-5- d 18'-3' d 17'4" d 16'.7- d 15'-5- d 14'-6- d 13'-9" d 13'.2` d 12'-7" b 2" x
10" x 0.090" x 0.374" 30'-6" d 26'-8" d 24'-3- d 22'-6- d 21'-2" d 20'-l' d 19'-3" d 17'-10" d 16--10' d 1 15'-11' d 15-3" d 14'-8" d Notes: 1.
It
Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans
are based on wind load plus dead load for framing. 3. Span
is measured from center of connection to fascia or wall connection. 4. Above
spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5.
Spans
may be interpolated. Table 3132.
1 110 Town & Country Industries, Inc. 6005 TCI
Allowable Upright Heights, Chair Rail Spans or Header Spans for Glass &
Modular Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 110 MPH veloelty- using design load of 16.1 #/SF Sections THbuta
Load
Wldth'W' = Purlln S acln T-0"
T-6- 4.-0" 4'fi• 5'-0" 5'-6" 6'-0" 6'E" 1 T-0" T-6- Allowable Hei
ht 'H' I bendino 'b' or deflection d' 2" x
2" x 0.040" Hollow 6'-11' b 6'E' It, 6'-1' b 1 5'-g- b 5-5- b 5'-2- b 4'-11- b 4'-9" b 4'4% b 4'-5- b 2" x
3" x 0.045" Hollow 6'-11' b 6'-5' b 5%11" b 5'-8' b 5'4' b 5'-l" b 4'.11" b 4'-8' b 4'-6' b 4'-5" b 2" x
3" x 0.060" Hollow 8--5" b 1 T-9• b T-3- b 6'-10' b 6'-0' b 6'-2" b 5'-11' b 5'-8" b 5'-6" b 544' b 2" x
4" x 0.050" Hollow 8'-5' b T-10" b 7'4' b 6'-11' b 6'-0" b 6'-3" b 6-11' b 5'-9- b 5'-0- b 5-4- b 3" x
2" x 0.045" Hollow 8'-7' b T-11' b T-5" b T-0" b 6'-8" b 64" b 6%1" b 5'-10" b 57-8" b 5'-5' b 2" x
4" x 0.046" x 0.050" S.M.B. 14'-3' b 13'-2- b 12'-4• b 11'-8- b I V-0" b 10'-6- b 10'-1' b 91-8" b 9'4' b 9'-0' b 2" x
5" x 0.050"x 0 .048" S.M.B. 1 ' 64" b 1 '- 5 2" b 1 '- 4 2" b 13'4" b 1' 2 -8" b 12'•1' b 11'-7" b 11'-1" b 10'-9' b 10'4" b 2" x
6" x 0.050" x 0.060" S.M.B. 18'-7' b 1T-2" b 1671' b 172' b 14'4' b 13'-8' b 13'-1' b 12'-7' b 12'-2' b 11' V-9-9' b2" x
7" x 0.060" x 0.060" S.M.B. 20'-11' b 19'-5" b 18'-2" b IT-2" b 16'-3" b 15'-6' b 14'.10" b 14'-3" b 13'-9" b 13'-3" b 2" x
8" x 0.072" x 0.112" S.M.B. 28'-6" b 26'4" b 24'-8' b 23'-3' b 22'-1' b 21'-0" D 20 -2' b 19'4' b 18'-8" b 1 B'-0' b 2" x9" x 0.072" x 0.112" S.M.B. 29'-7- b 27'-5" b 25'-8- b 24'-2' b 22'-11' b 21'-11' b 20'-11' b 20'-1" b 19'-5" b 18'-9' b 2" x
9" x 0.082" x 0.153.. S.M.B. 34'-11" b 32'-5" b 30'4' b 28,-7" b 27'-1" b 25'-10" b 24'-9- b 23'-9" b 22'-11- b 22'-2- b 2" x
10" x 0.0- x 0.187" S.M.B. 41' b 38'-T b 36'-l' b 34'-1' b 32'4' b I 30'-10" b 29'-0" b 1 28.4" b 1 27'4" b I 26'-5' b Notes: 1.
Above
spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2.
Spans
may be interpolated. Table 3B.
3.1-110 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen
Rooms Converted to or Typical Construction of Glass I Enclosed Rooms Aluminum Alloy
6063 T-6 For 3
second wind oust at 110 MPH veloc,ty- using design Inad of 1a f wsc Tributa Load
Width'W o Purlin S acin Sections 3'-
0" 3'-6" 4'-0" 4'-6" 5'-0" 5'E" 6'-0" 6'-6" 7'-0" T-6" Allowable Hel
ht 'H' I bendln b' or deflectlon'd' 2" x
2" x 0.044" with T-8" d T-3" d 6-11" d 6'-8' d 6'4- b 6'-l" b 5'-10' b 5'-7' b 5'4' b 5'-2' b Snap Cap
attached 1" x
2" x 0.044" 74" d T-11- d T-7" d T-3- d T-0" d 6'-9" d 64" b 6'4" b 6'-1' b 5,10" b to Existing
2" x 2" 2" x
2" 0.044" 10'-3' d 9'-9' d 9'-4" d 8'-11' d 8'-6' b 8'-1' b T-9` b T-5" b T-2` b 6'-11" b to Exlstlx
n 2" x 2" 2" x
3" x 0.045" 12'-3' d 11'-8" d 11'-1' b 10'-6' b g'-11" b 9'-6' b 9'-1' b 8'-9" b 8'-5' b 8'-1' b to Exlstln
2" x 2" 3" x
3" x 0.093" S. Tube 10'-10' d 1 10'-3" d 9'-10" d I 9'-5' d 9'-1" d 8%10' d 1 8'-7" d 8'4- d 8'-2' d T-11` d 3" x
3" x 0.093" 11'-7" d 1 V.0' d 10'-7" d 10'-2" d 9'-9" d 9'-6" d 9'-3" d 8'-11" d 8'-g" d 8'-7" d to (1)
1" x 3" x 0."" Open Back 1 1 Load to3" Direction)* 3** x
3" x 0.093" 12'4' d 11'-8" d 11'-2" d 10'-9" d 10'S" d 10'-l" d 9'-9" d 9'-6" d 9'-3' d 9'.1" d to (2)
1" x 3" x 0.44" Open Back Load to
5" Direction)* 3" x
3" x 0.093" 12'-11' d 12'4' d I V-10" d 11'4- d 10'-11' d 10%7" d 10'4" d 10'-1" d 9'.10' d 9'-7' d to (1)
1" x 3" x 0.44" Open Back Load to
3" Direction)* 3" x
3" x 0.125" Sq. Tube l l'-10- d 11'-2- d 10'-9- d 10-4- d 9'-11- d 1 9'-8- d 9'4" d 9'-l" d 8'-11' d 8'-8' d 3" x
3" x 0.125- Sq. Tube 12'-6" d I V-10" d 11'4" d 10'-11" d 10'-0" d 10'-2" d 9'.11' d 9'-8" d 9'-5' d 9'-2" d to (1)
1" x 3" x 0.44" Open Back Load to
4" Direction)* 3" x
3" x 0.125" Sq. Tube IT-l' d 12'-5" d l l'-11' d 11'-5' d IV-1" d 10'-8- d 10'-5' d IVA" d 9'-11' d 9'-8' d to (2)
1" x 3" x 0.44" Open Back Load to
5" Direction)* 3" x
3" x 0.125" Sq. Tube T-10' d 13'-1" d 12'-0" d 12'-1' d 11'-8" d 11'-3" d 10'-11' d 10'-8' d 10'-5" d 10'-2' d to (1)
1" x 3" x 0.44" Open Back Load to
3' Direction)* 4" x
4" x 0.125" S. Tube 15'-7" d 4'-10- d 14'-2- d 113'-7' d IT -2- d I 179" tl 12'4- d 1 12'-1' d 11'-9- d 11'-0" d Load assumed
to be applied in the direction normal to the specified side. Spans may
be interpolated. Town & Country
6005 Indicator Mark Instructions For
Permit Purposes) To: Plans
Examiners and Building Inspectors, These alloy
indentification marks have been provided to contractors and
yourself for permitting purposes. The details below illustrate the
alloy indentification marks and the location of such marks. These alloy
marks are used solely for our 6005 extrusions. It is ultimately the
contractors responsibility that they receive and use only 6005 alloy
shapes when using this engineering. We are providing this document to
simplify the indentification of our 6005 alloy materials to be used
in conjuction with our 6005 engineering. A separate
signed and sealed document from Town & Country will be
provided to our pre -approved contractors once the materials are: purchased. TCI
6005
SELF -MATING ALLOY INDICATOI
TCI 6005
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Table 313.1.1-120 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 120 MPH velocity; using design load of 27.4 #/SF 148.3 #/SF for Max_ C-tit-rl
2" x 2" x 0.040" Hollow 2' x 3" x 0.045" Hollow
Load
Width (fL)
Max. Span L'/(bending'b' or deflection d') Load
Width (R)
Max. Spa '0(bendingW or deflection'd' 1&
2 Span 3 Span 4 Span Cantilever 182 Span 3 Span 4 Span Cantilever 4
4'-3" d 5'-3" d 5'-5" d t 1'-1- d 4 F-11" d T4' d T-6' d 1'-6" d 5
T-11" d 4'-11" d 4'-11' d 0'-11' d 5 5'-6" d 6'-10' d 6'-10" b 1'-4- d 6
3'-9" d 4'-7" d 4'-8" bI 0'-11" d 6 6-2' d 6-5' d 6'.2" b 1'-3' d 7
3'-7" d 4'-5' d 4'-0- b I 0'-10' d 7 4'-11" d 5'-11' b 5'-9' b 1'-3' d 8
3'-5- d 4'-2" b 4'-0' b 0'-10" d a 4%9" d 5'-7" b 5'4' b 1'-2' d 9
3'-3" d 3'-11" b 370" b 0'-10' d 9 4'-6' d 5'-3'. b 5'-1- b 1'-l' d 10
T-2" d 3'-9'- b 3'-T b 0'-9' d 10 4'-5' d 4'-1 b 14'-1 0" b 1'-1' d 11
3'-1' d 3'-7" b 3'-5" b 0'-9' d 11 4'-3- b 4'-9" b 4'-7" b 1'-0- d 12
2'-11' d 3'-5` b 3'-3" b 0'-9' d 12 4'-1' b 4'E' b 4'-5" b 1'-0' d 2"
x 3" x 0.060" Hollow 2" x 4- x 0.050" Hollow Load
Width (
fL) Max.
Span' L'I(bending W or deflection'd' Load Width (
f .) Max.
Span 'L'I(bending'b' or deflection'd' 182
Span 3 Span 4 Span Cx. antilever1&
2 Span 3 Span 4 Span Cantilever 4
6'-7" d 8'-2" d 8'4" d 1'-7 7d 4 T-9" d 9'-7" d 9'4' b 1'-11" d 5
6-2" d 7'-7' d T-9" d 1'-6- d 5 T-3' d 8'-8" b 8'4' b 1'-9" d 6
5'-9' d 7'-1. d T-3' b T 1'-5' d 6 6'-9" d T-11' b T-W b 1'-8" d 7
5'-6" d 6'-9" d 6'-9" b 1'4' d 7 6'-5' d 7'4' b T-l" b 14. d 8
5'-3" tl 67" d 6'-3" b 1'-3' d 8 6'-l' b 6'-10" b 6'-7' b 1'-6' d 9
5'-0' d B-2" b 5'-11' b 1'-3' d 9 6-9" b 6'-5' b 6-3" b 1'-5' d 10
4'-10" d S-10- V 5'-7" b 1-2' d 10 5'-6" b 6'-1' b 5'-11" b 1'-5' d 11
4'-9" d 5'-7' b 5'4- b 1'-2' d 11 1 6-3" b 5'-10' b 5'-8' b 1'4' d 12
4'-7" d 5'4- b 6-2" b 1'-1- d 12 4' It- b 5'-7' b 5'-5" b 1'4" d x
2" x 0.045- Hollow Load
Width (
fL) Max.
Spa n'L'/(bending'b' or deflection 'or) 1&
2 Span 3 Span 4 Span Max. Cantilever4
4'-10" d 5'-11" d 6'-1' d 1'-2' d 5
4'-6" d 5'-6' d 5'-8" d 1'A" d 6
4'-3" d 5'-2- d 504- d 1'-0' d 7
4'-0" d 4'-11- d 51-1" d 0'-11- d 8
T-10' d 4'-9" d 4'-10' b 0'-11" d 9
3'-8" d 4'-7" d 4'-6' b 04-11" d 10
3'-7" d 4'-5" d 4'4" b 0'-10" d 11
3'-5" d 4'-3- b 4'-1' b 0' 12
T4" d 4'-l" b 1 T-11- b 1 0'-10" 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
3B.1.4-120 Town & Country Industries, Inc. 6005
T-5 Allowable Spans for Ridge Beams with Self Mating Beams Glass &
Modular Rooms Aluminum
Alloy 6005 T-5 For
3 second wind gust at 120 MPH velocitv: using design load of 27.4 9/SF Self
Mating Sections Tributary
Load Width'W' = Purlln Spacing 5'-
0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'.0 12'-0" Allowable
Span 'L' / bending 'b' or deflection "d' 2"
x 4" x 0.046" x 0.050" 10'-0' b 9'-2" b 8'-5' b T-11" b T-6" b T-1' b 1 6-9" b 6'-6- b 2"
x 5" x 0.050" x 0.048" 17-11" b 11'-9" b 10'-11" b 10'-2' b 9'-7' b T-1" b 8'-8" b 8'4" b 2"
x 6" x 0.050" x 0.060" 14'-9" b 13'E" b 12%6" b 11'-8" b I V-0" b 10'-5" b 9'-11" b 9'-6" b 2"
x 7" x 0.060" x 0.060" 1T-1" b 15'-7" b 14'-0" b 13'-6" b 12'-9" b 12%1" b 11'-6" b 11'-1' b 2"
x 8" x 0.072" x 0.112" 21'-11' d 20'-0" b 18'-6' b 1T4" b 16'4" b 15'.6" b 14'-9" b 14'-2" b 2"
x 9" x 0.072" x 0.112" 1 23'-10" b 21'-9- b 20'-2- b 18'-10" b IT-9- b 16-10" b 16'-1' b 15'7 b 2"
x 9" x 0.082" x 0.153" 1 25'-10" d 24'-2- b 22'4" b 20'-11" It, 19'.9- b 18'-8" b IT-10" b 17'-1' b 2"
x 10" x 0.092" x 0.187" 29'-11' d 28'-2" d 26'-6" b 24'- _ b 23'4' b 22%2" b 21'-1' b 20'-3" b Notes:
1.
Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2.
Spans may be interpolated. Table
3B.1.5-120 Town & Country Industries, Inc. TCI
6005 Allowable Beam Spans for Miscellaneous Framing Beams for Glass & Modular Rooms Aluminum
Alloy 6005 T-5 For
3 second wind gust at 120 MPH velocity; using design load of 27.4 #/SF Tribute
Load Width T-
0" 3'-0' 4%0" F-O" 6'-0" 7'-0' 8'.0 10'-0" 12'-0" 1 14'-0" 16'-0' 1 18'-0" Hollow
Beams Allowable Spa ri, ' / bending'b' or deflection'd' 2"
x 4" x 0.050" 9'-9' d 8'-7" d 7'-9- d 7'-2" d 6'-9" d 6'-5' d 6'_2' dl 5'-9" d 6-3" bl 4'-10' b 4.7' b 1 4'-3" b Self
Mating Beams Allowable Span'L' bending W or deflection'd' 2"
x 4- x 0.045" x 0.088" 1710- d 9'-0- d 8'-7' d T-11- d T-6- d 1 T-2' d 6-10" d 6'4' b 5'-9' b 64" b 5'-0' b 4'-9" b 2"
x 5" x 0.050" x 0.116" 13'-5" d 11'-9" d 10'-8' d 9-11' d 9'4" d 8'-10• d 8'-5- d T-10- d 7'-5' d 6-11' b 64-5' b 6'-1' b 2"
x 6" x 0.050" x OA20- 15'-9" d 13'-9" d 12'-6" d 11'-7- it 10'-11" d 10'4" d 9'-11" d 9'-2" d 8'-6- b T-10' b T4- b 6'-11" b 2"
x 7" x 0.055" x 0.IN" 17'-11" d 11,-9" d 14'-3' d 13'-3' d 12'-6" d 11'-10' d 11'4" d 10'-6' d 9'-11" b 9'.2" b 8'-7- b 8-A. b 2"
x 8" x 0.070" x 0.224" 22'-2' d 19'-4" d 17'-7' d 16'4' d 15'4" d 14'-7' d IYA I' d 12'-11" d 12'-2' d 11'-7" d 10-11" b t0'4- b 2"
x 9" x 0.070" x 0.204" 24'-5' d 21'4' d 19'4' d 17'-11' d 16'-11" d 16'-l' d 15'4" d 14'-3' d 13'-5' d 12'-9- b 11'-11' b 11'-3- b 2"
x 9" x 0.082" x 0.326" 26'-2- d 22'-10- d 20'-9" d 19%3- d 18'-1- d 17'-3' d 164-6" d 15.3- d 14'-5- d 13'-8- d 13'-1' d 12'-6" b 2"
x 10" x 0.090" x 0.374- 30'4" d 26'-6" of 24'-l" d 22'4- d 21'-0' d 19`11" d 19'-1" d 17'-9" d 16'-8' di 15'-10- d 15'-2' d 14'-7" d Notes:
1.
It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2.
Spans are based on wind load plus dead load for framing. 3.
Span is measured from center of connection to fascia or wall connection. 4.
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans.
5.
Spans maybe interpolated. Table
313.2 120 Town & Country Industries, Inc. 6005
TO Allowable Upright Heights, Chair Rail Spans or Header Spans for
Glass & Modular Rooms Aluminum
Alloy 6005 T-5 For
3 second wind gust at 120 MPH velocity; using design load of 21.5 #ISF Sections
Trlbu
5'-
0" 5'-6" n
S acin 6'-
0" 6'-0" 7'-0" 7'-0" 3'-0" 3'-6" 4'-0" 4'-0 Allowable
or deflection'd" 2"
x 2" x 0.040" Hollow 6'-5" b 5'-11' b 5'-7' b 1 6-3" b 4'-11' b 4'-9" b1 4'-6' b 4'4" b 4'-2" b 4'-l' b 2"
x 3" x 0.045" Hollow 64" b 5'-11' b 5'-6' b 5'-2" b 4'-11" b 4'-8" b 1 4'-6" b 4'4" b 4'-2• b 4'-0' b 2"
x 3" x 0.06V Hollow 778' b T-T' b 6'-8' b 6'-4" b 5'-11- b 5'-8" b 1 5'-5- b 5'-3- b 5'-1- b 4'-10" b Hollow
T-9- b T-2" b 6'-9' b 6'-4- b 6-0' b 6-9- b 5'-6- b 5'-3- b 5'-1' b 4'-11" b T-
11' b T4' b 6'-10' b 6'- ' 5'-7' b 5'-4" b 5'-2' - b TA I' b 2"
x 4" x 0.046" x 0.050" S.M.B. 1' b 12'-1" b 11'4' b 10' b 91-8' 3' D 8'-11" b 8'4" b 8'-3' b 2"
x 6" ill 0" b 1T-0" b 1T-1 I" b 13'-0" b 12'-3" b 10'-T b 10'-2" b T-10" b 9'-6' b 15'-
9' b 14'-9" b 13'-11" b 13'-2" b 12'-7" b 12'-0" b 11'-7" b 11'-2" b 10'-9- b 2"
x 7" x 0.060" x 0.060 M S. .B. 19'-3' b 17'-10" b 16'-8" b 15'-9" b 14'-11' b 14'-3" b 13'-7" b 13'-1' b 12'-7" b 12'-2' b 2"
x 8" x 0.072'" x 0.112" S.M.B. 26'-l' b 24'-2' b 22'-7" b 21'4" b 20'-3" b 19'-3- b 18'-0" b 17'-9" b 17'-1- D 16'E- b 2"
x 9" x 0.072" x 0.112" S.M.B. 27'-2' b 25'-2' b 23'-6' b 22'-2" b 21'-7' b 20'-l" b 19'-3' b 78'-6' b 17'-9' b 17'-2' b 2"
x 9" x 0.0a2" x 0.153" S.M.B. 32'-1" b 26'-3" b 24'-10- b 23'-9" b 22'-8' b 21'-10" b 21'-0- b 20'-4- b 2"
x 10" x 0.092" x 0.187" S.M.B. 38 3- b 35'-5" b 33'-2" b 31'-3" b 29'-8" b 28'-T b 27'-1- b 25'-11- b 25'-1" b 24'-2" b Notes:
1.
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans.
2.
Spans maybe interpolated. Table
3B.3.1-120 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For
Screen Rooms Converted to or Typical Construction of Glass / Enclosed Rooms Aluminum
Alloy 6063 T-6 For
3 second wind oust at 120 MPH velocity: using daslgn Inad of 21.5 AMP Tributa
Load Width'W Pudin S acin Sections
3'-0" 3'•6" 4'-0" 4'4i" 5'-0" 5'-6" 6'.' 61 1 T-D" 1 7'-6" Allowable
Height 'H' bendin b' or deflection d' 2"
x 2" x 0.044" with T-3" d 6'-10' d 6'-6' b 6'-2' b 5'-10" b 5'-7' b5-4*'' b 5'-1' b 4A i' b 4'-9" b Snap
naCap aattached 1"
x 2" x 0.044" T-10" d 7'-5' d T-2' d 6'-10" d 6'.7" b 6'-3' b F-0' b 5'-9" b 5-7" b 5'-5" b to
Existing 2" x 2" 2"
x 2" x 0.044" 9'-8' d 9'-2' d 8'-9" b 8'-3" b T-10' b T-5' b T-1' b 6'-10" b 6'-7' b 6'4" to to
Existing 2" x 2" 2"
x 3" x 0.045" 11'-7' d 10'-11" b 10'-2" b 9'-7' b 9'-1' b 8'-8' b 8'4- b 7'-1 i' b T-8' b T-5" b to
Existing 2" x 2" 3"
x 3" x 0.093" S. Tube 10'-2" d 9'-8" d 9'-3" d B-11' d 8'-7' d 8'4" d 8'-l" d T-11" d T-8" d T-6" d 3"
x 3" x 0.093" 10'-11' d 10'-5' d 9'-11' d 9'-7' d 9'-3" d 8'-11" d 8'-8' d 8'E" d 8'-3' d 8'-1' d to (
1) 1" x 3" x 0.44" Open Back load
to 3" Direction 3"
x 3" x 0.093" 11'-8" d 11'-1" d 10'-7" d 10'-2" d 9'-10" d 9'-6' d T-3" d 8'-11" d 8'-9" d 8'-7" d to (
2) 1" x 3" x 0.44" Open Back Load
to 5" Direction 3"
x 3" x 0.093" 12'-3' d I V-8' d 11'-2' d 10'-9. d 10'4" d 10'-0" d 9'-9' d 9'E" d T-3' d 9'-0" d to (
1) 1" x 3" x 0.44" Open Back Load
to 3" Direction 3"
x 3" x 0.125" S. Tube 11'-2' d 104-7" d 10'-1" d 9'-9' d 9'-5" d 9'.1" d 8'-10" d 8'-7" d 6-5- d 8'-2' d 3"
x 3" x 0.125" Sq. Tube 11'-9' d 11'-2' d 10'-8' d 10'4- d 9'-11" d 9%8' d 9'4' d T-1" d 8'-11" d 8'-0' d to (
1) 1" x 3" x 0."" Open Back Load
to 4" Direction 3"
x 3" x 0.125" Sq. Tube 12'4" d 11'-9" d 11'-3" d 0'-10" d 10'-5' d 10'-1" d 9'-10" d 9'-7" d 9'4" d 9'-1' d to (
2) 1" x 3" x 0.44" Open Back Load
to 5" Direction' 3"
x 3" x 0.125" Sq. Tube 13'-0' d 12'4' d 11.10' d 11'-5' d 10'-11" d 10'-8' d 10'4" d 10'-1' d 9'-10' d 9'-7" d to (
1) 1" x 3" x 0.44" Open Back Load
to 3" Direction 4"
x 4" x 0.125" Sq. Tube 14'-9- d 13'-11- d 737d 2'-10' d 12'-5" d 12'-0' d 11%8" d 11'4' d 11'-1" d O'-10" d xLoad assumed
to be applied In the direction normal to the specified side. Spans may
be Interpolated. Town & Country
6005 Indicator Mark Instructions For
Permit Purposes) To: Plans
Examiners and Building Inspectors, These alloy
indentification marks have been provided to contractors and
yourself for permitting purposes. The details below illustrate the
alloy indentification marks and the location of such marks. These alloy
marks are used solely for our 6005 extrusions. It is ultimately the
contractors responsibility that they receive and use only 6005 alloy
shapes when using this engineering. We are providing this document to
simplify the indentification of our 6005 alloy materials to be used
in conjuction with our 6005 engineering. A separate
signed and sealed document from Town & Country will be
provided to our pre -approved contractors once the materials are purchased. TO
6005
SELF -MATING ALLOY INDICATOI
TCI 6005
HO a J
Q
Z
Q
fn
Z
Q
9 O
W C)
f W oD m
fn Q
2 LJ J
W D 2
F- O
E cU 2
Q 06 LL
J D
U
o Z J
Q
W
L8
go
2
N
tu W
LL2 y
at E 2 W
LL
m % p` n
J 0-
t-
3 h 3
o r
a n3 O
M J m
O d
U a
o t d
H
SEAL
SHEET
12A-
12
OF 15
Table 3B.1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 32.2 #ISF (56.6 #/SF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span L'I(bending'b'ordeflection'd') Load
width (ft)
Max. Span'L'/(bending Wor deflection'd')
1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantl ever
4 4'-1" d 5'-0" d 5'-1' d 0'-11- d_ 4 6-8" d 6'-11' d 7'-0' b 1'-5" d
5 T-9" d 4'-8" d 4'-8" b U-11" d 5 5'-3' d 6'-6- d 6'-3- b 1'-3" d
6 3'-6" d 4'-4" d 4'-3" b 0'-10" d 6 4'-11" d 5'-11" b 5'-9" b l'-3" d
7 T-4" d 4'-l" b 3'-11' b 6 10" d 7 4'-8" d 5'-6" b 5'4" b 1'-2" d
8 T-3' d 3'-10" b- 3'-9' b 0'-9- d 8 4'-0' d 5'-2" b 4'-11" b 1'-1" d
9 T-1' d T-7" b 3'-0' b 0'-9' d 9 4'4" d 4'-10' b 4'-8" b 1'-1" d
10 2'-11" d 3'- " 5 b 3'4' b 0'-9" d 10 4'-1" b 4'-7' b 4'-5' b 1'-0" d
11 2'-11" d 3' 3" b T-2' b 0'-9' d 11 3'-11' b 4'4' b 4' 3' b 0'-11" d
12 2'-10" b 3'-2" b T-0' b 0'-8' d 12 T-9" b 4'-2' b 4'-1" b 0'-11' d
2" x 3" x 0.060" Hollow 2" x 4" x 0.050" Hollow
Load
Width (ft.)
Max. Span L'I(bending'b' or deflection'd') Load
Width (IL)
Max. Span 'L'I(bending'b' or deflection'd')
1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cant ever
4 6'-3" d 7'-9" d 7'-11' d 1'-6' d 4 7'4- d 8'-11" b 8'-7' b 1'-10" d
5 5'-10' d T-2" d 7'4' d 1'-5" d 5 6'-10' d T-1 P b T-8' b 1'-8" d
6 5'-6" d 6'-9" d 6'- F b 1'4" d 6 6'-5' d T-3" b 7'-0" b 1'-7" d
7 5'-2" d 6' -5" b 6'-2- b 1'-3" d 7 6'-0" b 6'-9" b 6'-6" b 1'-6" d
8 4'-11" d F-11' b 5-10" b 1'-3" d 8 5'-8" b 6'4' b 6'-1' b 1'-5" d
9 4'-9" d 5'-8" b 5'-6' b 1'-2" d 9 54' b 5'-11" b 5'-9' b 1'-5" d
10 4'-7" d 5'4" b 5'-2" b 1'-2" d 10 5'-1" b 5'-8- b 5'-5' b 1'4" d
11 4'-6" d 5'-l' b 4'-11" b 1'-1" d it 4'-10" b 5'-5" -b 5'-2' b 1'-3" d
12 4'4" d 4'-11' b 4'-9" b 1'-1" d 12 4'-7" b 5'-2" b 4'-11' b 1'-3" d
x 2" x 0.045" Hollow
Load
Width (ft.)
Max. Spa n'L7(bending'b'or deflection'd')
1&2 Span 3 Span 4 Span
Max'
Cantilever
4 4'-7" d 5'-8" d 5'-9" d i'-l" d
5 4'-3" d 5'-3" d 5'4" d 1'-0" d
6 T-11" d 4'-11" d 5'-0' d 0'-11" d
7 T-10" d 4'-8" d 4'-9" b 0'-11" d
8 T-8" d 4%6" d 4'-5" b 0'-11" d
9 3'-6" d 4'-4" d 4'-2" b U-10' d
10 T4" d 4'-l' b T-11' b 0'-10" d
11 3'-3" d 3'-11" b 7-9- b 0'-10" d
12 T-2" d T-9" b 3'-7" b 0'-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 3B.1.4-130 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
Glass & Modular Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 32.2 #/SF
Self Mating Sections
Tributary Load Wldth'W' = Purlin Spacing
5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11'-0" 12'-0"
Allowable Span 'L' I bending'b' or deflection'd'
2" x 4" x 0.046" x 0.050" 9'-3' b 8'-5" b T-10' b 714- b 6'-11" bj6-6" 6'-3" b F-11" b
2" x 5" x 0.050" x 0.048" 11'-11" b 10'-10' b 10'-1" b 9'-5" b 8'-10' b 8'-0" b T-8" b
2" x 6" x 0.050" x 0.060" 13'-7" b 12'-5" b 1 V-6" b 10'-9' b 10'-2" b 9'-2" b 8'-9" b
2" x 7" x 0.060" x 0.060" 15'-9' b 14'-5" b 13'4" b 12'-6' b 11'-9" b 10'-8" b 10'-2" b
2" x 8" x 0.072" x20'-3" b 18'-5" b 17'-1" b 15'-11" b 15'-1' b 13'-8" b
x9"x0.072" x 0.112" 21'-11" b 20'-1' b 18'-7" b 17'-5' b 16'-5' b 14'-10' bx9" x 0.082" x 0.153" 24'-5" b 22'-3" b 20'-7- b 19'-3- b 18'-2- b 16'-5" b2" M11;41'
x 10"x 0.092"x 0.187" 28'4'26'-5" b 24'-5" b 22'-10' b 21'-6" b 20-5b 19'-6" b Notes:
1.
Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2.
Spans may be interpolated. Table
3B.1.5-130 Town & Country Industries, Inc. TCI
6005 Allowable Beam Spans for Miscellaneous Framing Beams for Glass & Modular Rooms Aluminum
Alloy 6005 T-5 For
3 second wind gust at 130 MPH velocity; using design load of 32.2 #/SF Tributary
Load Width 2'-
0" 1 T-0" 1 4'-0" 1 5'-0" 1 6'-0' 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 18'-0" Hollow
Beams Allowable Span'L' 1 bending'b' or deflection'd' 2"
x 4" x 0.050" 9'-3" d 6'-1- dj 7'-4" dl 6'-10" c16'-5" dl 6'-l" dl 5'-10" di 54" bl 4'-10" bj 4'-6" bl 4' Self Mating
Beams Allowable Span L' I bending'b' or deflection'd' 2" x
4" x 0.045" x 0.088" 10'-3" d 8'-11" d 8'-2" d T-7" d T-2" d 6'-9" d 6-6" d 5'-10' b 5'4" b 4'-11" b 4'-7" b 4'4" b 2" x
5" x 0.050" x 0.116" 12'-9" d 11'-1" d 10'-1' d 9'-4" d 8'-10- d 8'-5" d 8'-0" d 7'-5' d 6'-10" b 6'-4" b 5'-11" b 5'-7" b 2" x
6" x 0.050" x 0.120" 14'-11" d 13'-0" d I V-10" d 10'-11" d 10'4" d T-10" d 9'-5" d 8'-7" b T-10" b T-3" b 6'-9" b 6'-5" b 2" x
7" x 0.055" x 0.120" 17'-0" d 14'-11" d 13'-6" d 12'-7" d W-10" d 1 T-3" d 10'-9- d 9'-11' d 9'-1" b 8'-5" b 7'-11" b T-5" b 2" x
8" x 0.070" x 0.224" 21'-0" d 18'4" d 16'-8" d 15'-6" d 14'-7" d 13'.10" d 13'-3" d 12'-3" d 11'-7" d 10'-10" b 10'-1" b 9'-6" b 2" x
x 0.204" 23'-1" d 20'-2" d 18'4" d IT-0" d 16'-0" d 15'-3" d 14'-7" d 13'-6" d 12'-8" b 11'-9" b 10'-11" b 10'4" b 0.082"
x 0.326" 24'-9" d 21'-8" d 19'-8" d 18'-3- d 17'-2" d 16'4" d 15'-7" d 14'-6- d 13'-8" d 12'-11- d 12'-2- b 11'-6" b 2" x
10" x 0.090" x 0.374" 28'-9" d 25'-1' d 22'-10- d 21'-2- d 19'-11" d 18'-11" d 18'-1" d 16'-10" d 15'-10" d 15'-0" d 14'4" d 13'-7" b Notes: 1.
It
Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans
are based on wind load plus dead load for framing. 3. Span
is measured from center of connection to fascia or wall connection. 4. Above
spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5.
Spans
may be Interpolated. Table 3B2.
2 130 Town & Country Industries, Inc. 6005 TCI
Allowable Upright Heights, Chair Rail Spans or Header Spans for Glass &
Modular Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 130 MPH velocity; using deslgn load of 25.2 #ISF Sections Tributa
Load
Pth'W' = Purin S acin T-0"
T-6- 4'-0" 4'-6" 5'-05'-0i" 6'-0" 1 6'-6" Allowable eight W
I bending 'b' or deflectio d' 2" x 2"
x 0.040" Hollow 5'-11" b 5'-6" b 5'-2" b 4'-10' b 1 4'-7" b 4'-5" b 1 4'-2- b 4'-0- b 3'-11" b 3'-9" b 2" x 3"
x 0.045" Hollow 5'-10" b 5'-5" b 5-1" b 1 4'-10- b 4'-7- b 4'4" b 4'-2- b 3'-11- b T-10- b T-9- b 2" x 3"
x 0.060" Hollow T-l" b 6'-7" b 6'-2" b 5'-10" b 5'-6" b 5%3" b 5'-0' b 4'-10" b 4'-8" b 4'-6" b 2" x 4"
x 0.050" Hollow T-2' b 6'-8" b 6'-2" b I 5'-10- b 5'-7" b 5'-3" b 5'-l' b 4'-10" b 4'-8" b 4'-6" b 3" x 2"
x 0.045" -Hollow T4" lh 6'-9" b 6'4" b 5'-11" b 5'-8" b 5'-5" b 5'-2" b 4'-11" b 4'-9- b 4'-7" b 2" x 4"
x 0.046" x 0.050" S.M.B. 12'-1". b` 11'-2" b 10'-5" b 9'-10" b 9'4" b 8'-11" b 84-6" b 8'-2" b 7'-11" b T-8" b 2" x 5"
x 0.050" -x 0.048" S.M.B. 13'-10" b 12'-10' b i" b 2 -0 11 -4 b 10'-9" b 10'-3' b 9'-10" b 9'-5' b 9'-1" b 8'-9" b 2" x 6"
x 0.050" x 0.060" S.M.B. 15'-9' b 14'-7" b 13'-7" b 12'-10" b 12'-2' b 11'-7" b 11'-1" b 10'-8" b 10'-3" b 9'-11b 2" x 7" x
0.060" x 0.060" S.M.B. b 16'-6" b 15'-5" b 14'-6' b 13'-9" b 13'-2" b 12'-7" b 12'.1" b 11'-8' b 11'-3' b 2" x 8" x
0.072" x 0.112 S.M.B. 24'-1" b 22'4" b 20'-11" b 19 7-1'" b 1-1 T'"b17'-l" 6'-5" b b
2"x9"x0.072"
x0.112" S.M.B. 25'-l" b 23-3" b 21'-9" b 20'6"b18'8b11''f0 b
16'-5" b 15'-11' b 2" x 9" x
0.082" x 0.153" S.M.B. 29'-8" b 27'-8" b 25'-8" b 24'-3" b 22'-11- b 21'-11- b 20'-11" b 20'-2" b 19'-5" b 18'-9" b 2" x 10" x
0.092" x 0.187" S.M.B. 35'4" b 32'-9" b 30'-7' b 28'-10" b 27'-5" b 26'-1" b 24'-11' b 24'-0" b 23'-2" b 22'4' b Notes: 1. Above spans
do
not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may
be
interpolated. Table 3B.3.1-
130 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen Rooms Converted
to or Typical Construction of Glass / Enclosed Rooms Aluminum Alloy 6063 T-
6 For 3 second wind
oust at 130 MPH velocity: usino design load of 252 WSF Tribute Load Wldth'W'
Purlin S acin Sections T-0" 3'-
6" 4%0" 4'-0" 5'-0" 5'-0" 6'-0" 6'-6" 7'-0" 7'-0" Allowable Height 'H' I
bendinq b' or deflection'd' 2" x 2" x
0.044" with 6'-10' d 6'-5' b 6'-0' b 5'-8" b 5'-5' b 5'-2" b 4'-11" b 4'-9" b 4'-7- b 4'-5" b nap a Ca attached
1" x 2" x
0.044" 7'-5" d T-1' d 6'-9' d 6'-5' b 6'-1" b 5'-10" b 6-7" b 5'-4" b 5'-2' b 4'-11" b to Exlstin 2" x
2" 2" x 2" x
0.044" 9'-2" d 8'-7" b 8'-l" b T-7" b T-2" b 6'-10" b 6'-7" b 6'4" b 6-1" b 5'-11' b to Existing 2" x
2" 2" x 3" x
0.045" 0'-10' b 10'-1" b 9'-5' b 8'-11" b 8'-5' In 8'-0" b 7'-8" b T-5" b T-1' b 6-11' b to Exlstin 2" x
2" 3" x 3" x
0.093" S. Tube 9'-8" d 9'-2' d 8'-9" d 8'-5" d 8'-2' d T-11" d T-8" d T-6" d T-3" d 7'-2" d 3" x 3" x
0.093" 10'-5" d T-10" d 9'-5" d 9'-1" d 8'-9" d 8'-0" d B-3" d 8'-0" d T-10" d T-8" d to (1) 1 " x
3" x 0.44" Open Back Load to 3" Direction *
3" x 3" x
0.093" 11'-0" d 10'-6' d 10'-0" d 9'-8" d 9'-4* d 9'-0" d 8'-9" d 8'-6" d 8'-4" d 8'-2" d to (2) 1" x
3" x 0.44" Open Back Load to 5" Direction)*
3" x 3" x
0.093" 11'-8" d 11'-1- d 10'-7" d 10'-2" d 9'-10" d 9'-6" d 9'-3" d 8'-11" d 8'-8' b 8'-5" b to (1) 1" x
3" x 0.44" Open Back Load to 3" Direction)*
3" x 3" x
0.125" S. Tube 10'-7" d 10'-0" d 9'-7" d 9'-3" d T-11" d 8'-8" d 8'-5' d 8'-2" d 7'-11" d T-9" d 3" x 3" x
0.125" Sq. Tube 11'-2" d 10'J" d 10'-2" d 9'-9" d 9'-5" d 9'-2' d 8'-10" d 8'-8" d 8'-5' d 8'-3" d to (1) 1" x
3" x 0.44" Open Back Load to 4" Direction)*
3- x 3" x
0.125" Sq. Tube 11'-9" d 11'-2" d 10'-8" d 10'-3" d 9'-11" d 9'-7" d 9'4- d 9'-1" d 8'-10" d 8'-8" d to (2) 1" x
3" x 0.44" Open Back Load to 5" Direction'
3" x 3" x
0.125" Sq. Tube 12'-4" d 11'-9" d 11'-3' d 10'-9" d 10'-5' d 10'-l" d 6" d 9'-7" d 9'4" d 9'-l" d to (1) 1" x
3" x 0.44" Open Back IT-1 Load to 3"
Direction)'
4" x 4" x
0,125" Sq. Tube 3' 1- d 13'-3" d 1 12'-2" tl Note: Load assumed to
be
applied in the direction normal to the specified side. Spans may be interpolated.
Town & Country 6005 Indicator
Mark Instructions For Permit Purposes)
To: Plans Examiners and
Building Inspectors, These alloy indentification marks
have been provided to contractors and yourself for
permitting purposes. The details below illustrate the alloy indentification
marks and the location of such marks. These alloy marks are
used solely for our 6005 extrusions. It is ultimately the contractors responsibility
that they receive and use only 6005 alloy shapes when
using this engineering. We are providing this document to simplify the
indentification of our 6005 alloy materials to be used in conjuction
with our 6005 engineering. A separate signed and
sealed document from Town & Country will be provided to
our pre -approved contractors once the materials are purchased. TCI 6005 SELF -
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Table 3BA Schedule of Pest to Beam Size
L=D+/^ I Minimum I Min. 11 Knee Beam Stitching
a 3187e Knee Brace' Brace Screws Screw 0 24" O.C.
2"xb' 3"x3" 2 1 2'x3" 3)#8 8
2"x5" 3"x3' 2 2'x3" 3)#8 8
2"x6" 3'z3" 2 20xW 3 #10 410
2"x7" 3"x3' 2 2 2'x3' 3) #10 10
2"x8" 3'x3' 3 2 2'x 4" 3)#12 12
2"x9"L 3'x3" 3 3 2'x 5" 3)414 14
2"x9"H. 4"x4" 4 3 2'x 6' 4) #14 14
2"x 10" 4"x4' 5 4 2'x 7" 6) #14 14
Double Self Mating Beams
2) 2"x8" 4'x4' 6 4 7x 4" 8)#14 14
2 2"i9" 4"x4' 6 4 2'x 6' 8)#14 14
2 2"x9" 4'z4' 8 6 2'x6' 8)#14 14
2 2"x10" 1 4'x4" 10 1 8 2'x 7- 10)#14 14
The minimum number of thru bolts is (2)
Minimum post I beam may be used as minimum knee brace
Note:
Minimum stitching screw spacing is 24' o.c. except for 2" x 9" and 2" x 10" which is 16' o.c
Knee Brace Min. Length Max. Length
2' x 2' x 0.044" 1'4' 2'-0'
2' x 2" x 0.055' 1'4" 2'-0"
2' x 2' x 0.093" 1'4" 2'-0"
2' x 3" x 0.050' V-6" 2'1"
2' x 4' x 0.050" 1'-6" S-0"
Table 3B.5.1 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads
for 3" Modular Rooms
Au, i-- All- sins 14.14 nr H_95 1 n FDA r- n"""iti r-
3" x 48" x 0.024" Panels 3" x 48" x 0.030" Panels
Wind
Region
MPH
Enclosed Overhang)
Cantilever
All
Roofs
Wind
Region
MPH
Enclosed Overhang)
Cantilever
All
Roofs
1&2
spanlload'
3
span Iload*
4
span/load'
1&2
span/load•
3
span/load'
4
span/load'
100 10'-0' 27.0 11'-2" 27.0 10'-10" 27.0 4'-0" 45.0 100 11'-10' 27.0 15'-1' 232. 12'-9- 27.0 4'-0- 45.0
110 9'-2" 36.0 10'-2" 32.0 9'-10" 32.0 4'-0" 55.0 110 W-10' 32.0 12'-l" 32.0 1l'-8" 32.0 4'-0" 55.0
120 8'-4" 43.0 9'4' 143.0 9'-0' 43.0 T-5' 65.0 120 9'-11" 39.0 1V-1" 39.0 10'-8' 39.0 4'-0" 65.0
123 8'-2" 45A 9'-1" 45.4 8'-9' 45.4 3'-4' 68.6 123 9'-7" 45.4 10'-9' 40.8 10'-5" 40.8 4'-0' 68.6
130 T-8" 51.0 8'-7' 51.0 8'-3" 51.0 3'-1' 77.0 130 9'-1" 51.0 10'-2" 45.0 9'-10' 45.0 4'-0- 77.0
140.1&2 7'-2" 59.0 T-11' S9.0 7'-8' S9.0 2'-11" 89.0 140-1&2 8'-5' 59.0 9'-5' 59.0 9'-l" 59.0 3'-5" 89.0
150 6'-8" 68.0 7'-5" 68.0 7'-2" 68.0 2'-9' 102.0 150 7'-10" 68.0 8'-9- 68.0 8'-6- 68.0 T-3- 102.0
nore: i -ai roor panel wiorn = room wiam *wan wiam + overnang.
Table 3B.5.2 Allowable Spans for Industry Standard Composite Wall Panels
for Various Loads for 3" Modular Rooms
Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam
Aluminum Alloy 3105 H-14 or H-25 Statewide Product Aooroval #FL1049
Upright Height for Various Load Conditions
Wind Condition
MPH)
100 110 120 130 140.1&2 150
Applied Load 14.9 PSF 18.1 PSF 21.5 PSF 1 25.2 PSF 29.3 PSF 33.6 PSF
Per Linear
3" x 48" x 0.024" Panels Foam Core E.P.S. 1 Density
14'-2" 1. 12'-10- 11'-10' 1 10'-11' 1 10'-l' 9'-5'
Foot of Wall " 3" x 48" x 0.030" Panels Foam Core E.P.S. #1 Density
16'-9' 1 15'-3" 13'-11' 1 12'-11' 1 11'-1 t' 11'-2-
Engineering properties of panel are in lineal feet of wall.
Table 3B.5.3 Allowable Wall / Upright Heights for Components
of Complete Standard Room
3" Panel System for Enclosed Rooms
Upright Height for Various Load Conditions
Wind Condition
MPH
100 110 1 120 130 140.1&2 1 150
Applied Load 14.9 # /PSF 18.1 # IPSF121.5#/PSFI 25.2 PSF I 29.3 PSF I 33.6 PSF
Load Width HChannel Extrusion wl D.R.C. Both Sides as an Upright 6063 T-6 Alloy
12" 25'-9" 23'-4" 21'-5" 19'-10' 18'-0" 1T-2"
24" 18'-3" 16'-0' 1 15'-2" 14'-0- 12'-11" 12'-2-
1" 17-11" 11'-8' 1 10'-9" 9'-11" 9'-2' 8'-7-
72" 10'-6- 9'-6' 1 8'-9" 8'-1" T-6" T-0"
Load Width 3" x 3' x 0.050" Extruded Comer Post 6063 T-6 Alto
12" 21'-l" 19'-2" 17'-7" 16'-3' 15'-1" 14'-l"
24" 14'-11" 13'-6" 12'-5" 11'-6' 10'-8" 9'-11'
48" 10'-7" 9'-7" 8'-9" 8'-1" T-6" T-0-
72" - 8'-7- 7'-10' - T-2" 6'-7" 6'-2" 5'-9-
Load Width 2" x 3" x 0.050" Mated Extrusion 6063 T-6 Alloy
12" 23'-6' 21'-0' 19'-7' 18'-1" 16
24" 16'-8' 15'-1' 13-10' 17-10' 11-10' 11'-1'
48" 11'-9- 10'-8' 1 9'-10" 9'-1" 1 8'-5- 7'-10'
72" 97- 8'-9' 1 T-11' T-5" 1 6•10" 6'-5' Load
Width 2" x 3" x 0.050" Mated Extrusion with Male Adaptor 1 Side 6063 T-6 Alloy 12"
23'-9' 1 21'-6' 19'-9' W-10" 24"
i6'-9' 75'-3' 13'-11" 17-11' 11'-11" 11'-2' 48"
11'-10' 10'-1. 9'-10' 9'-1" 8'-5' T-11' 72"
9-8" 8'-9" 8'-1' T-5' 6'-11' 6'-5" Load
Width 2" x 3" x 0.050" Mated Extrusion with Male Adaptor (2) Side 6063 T-6 Alloy 12"
23'-10" 21'-T 19'-10' 18'-4" 16'-1 V 15'-10' 24"
16'-10" 15-3' 14'-0- 17-11- 11'-11- 11'-2- 48"
11--11" 10'-10' T-11' 9'-2- 8'-6" T-11" 72"
9'-9' 1 8'7" 8'-1" T-6" 6-11- 6'-6- Note:
Room projection may not exceed 16' from host
structure. Example:
For
2" x 3" x 0.050" Mated Extrusions; Load Width Upright
Spacing, use Load Width to enter table; For
upright spacing of Load Width = 48' enter table on
left @ 48" and read span under appropriate load. For
comer post use 112 upright spacing. Thus;
For 100 M.P.H. Wind Load or Live Load of 15 Sq.
Ft. and Load Width = 48"; Allowable
Upright Height for a 2" x 3" x 0.050" Mated
Extrusion: 11'-9" Table
36.5.4 6063 Allowable Stud Heights for
Glass Room Walls Framed With Hollow Aluminum Extrusions 6063
T-6 Aluminum Alloy (Fb = 15,000 psi) Maximum
Allowable Height 'H' / Driflection'd' or Bending -b- Wind
Zone(MPH) too 110 120 123 130 140-1&2 150 Applied
Load 14.9 #/SF 1 18.1 #/SF 1 21.5 #/SF 1- 22.6 #/SF 1 25.2 #/SF 1 29.3 #/SF 1 33.6 #/SF Load
Width 2" x 2" x 0.044" Hollow Extrusion 16"
9'-5" b 8'-7" b 7'-10" b T-8- b T-3- b 6'-9' b 6'-3' b 24"
T-8" b 6'-11' b 1 6'-5- b 1 6'-3" b 5'-11- b 1 5'-6- b 1 5'-1- b Load
Width 2" x 2" x 0.055" Hollow Extrusion 16"
10'-8" d 9'-11" d 9'-2" b 8'-11- b 8'-6' b IT-1 1' b 7'-4" b 24"
9'-0- b 8'-2" b T-6" b T-4" b 6'---- b 6'-5' b 6'-0' b Load
Width 2" x 3" x 0.045" Patio Extrusion 16'
11'-8" b 10'-7" b 1 9'-8" h 9'-S b 8'-11' b 8'-4' b 7'-T b 24"
9'-6' b 8'-7- b T-11- b T-9' b T-4' b 6'-9' b 6'-4' b Load
Width 2" x 4" x 0.050" Patio Extrusion 16"
13'-5" b 12%2" b 11'-2" b 10'-10- b 10'A' b 9%7" b 8%11' b 24"
10'-11' b 9'-11" b 9'-1' b 8'-10' b 8'-5' b T-9' D 7'-3- b Note:
1.
The above listed allowable heights are measured from the bottom of top plate to top of bottom plate. 2.
Spans may be interpolated. 3.
Structural grade thermalply shall be fastened to aluminum studs with #8 X 1" wafer headed screws using the fastener
patterns described with the details of this section.4. For fastening to aluminum use trufast HD X ('t" + 3/
4') @ 8' O.C. for up to 130 MPH wind speed, "D" Exposure: 6' O.C. for above 130 MPH wind speed up to 150 MPH,
Exposure "D'. 3B.
8 Anchor Schedule for Composite Panel Room Comoonents Connection
Description 80. 100 MPH 110 - 130 MPH 140 - 150 MPH Receiving
channel to roof 10 x (T+1/2') SMS 10 x (T'+1/2") SMS to x (T+1f2") SMS panel
at front wall or at the 1 @ 6' from each side 1 @ 6' from each 1 @ 6" from each receiving
channel, of the panel and of the panel and of the panel and 0.
024" or 0.030" metal 1 @ 12" O.C. 1 @ 8" O.C. 1 @ 6" O.C. 1/
4' x 1-1/2" lag 1/4' x 1-1/2" 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.t.p. framing i @ 24- O.C. 2 @ 24" O.C. 2 @ 24' O.C. 1/
4" x 1-1/2' Tapcon 1/4" x 1-1/2" Tapmn 3/8" x 1-1/2" Tapcon Reiceving
channel to 1 @ 6' from each end of 1 @ 6' from each end of 2 @ 6" from each end of concrete
deck at front wall. receiving channel and receiving channel and receiving channel and 2,
500 psi concrete 1 @ 32' O.C. 1 @ 24- O.C. 2 @ 24- O.C. Receiving
channel to uprights, 8 x 3/4' 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 @ T from each end connections
of component and of component and of component and 0.
024" metal 1 @ 36' O.C. 1 @ 24" O.C. 1 @ 24- O.C. 0.
030" metal 1 @ 48" O.C. 1 @32" O.C. 1 @ 32" O.C. Receiving
channel to existing 1/4' x 1-1/2" lag 1/4" x 1-112" lag 3/8" x 1-112" lag wood
beam, host structure, deck 1 @ 6" from each end 1 @ 4' from each end 1 @ 3" from each end or
Infill connections to wood of
component and of component and of component and 1
@ 30" O.C. 1 @ 18" O.C. 1 @ 21' O.C. Receiving
channel to existing 1/4" x 1-3/4" Tapcon 1/4' x 1-1/2" Tapoon 3/8" x 1-1/2" Tapmn concrete
beam, masonry wall, 1 @ 6" from each end 1 @ 4" from each end 1 @ 3' from each end slab,
foundation, host structure, of component and of component and of component and or
infill connected to concrete. 1 @ 48" O.C. 1 @ 24' O.C. 1 @ 24" O.C. 1
@ 6" from each end 1 @ 4" from each 1 @ 3" from each Roof
Panel to top of wall of component end of component end of component 1
@ 12" O.C. 1 @ 8- O.C. 1 @ 6" O.C. a.
To wood 10x"P+1-1/2' 10x"t"+1-1/2' 10 x't'+1-112" b.
To 0.05"aluminum 10x"t'+1/2" 10 x'r+1/2" 10x-t'+1/2' mores:
1.
The anchor schedule above is for mean roof height of 0-20', enclosed structure, exposure "B", I = 1.0, maximum front
wall projection from host structure of 16', with maximum overhang of 2', and 10' wall height. There is no restriction
on room length. For structures exceeding this criteria consult the engineer. 2.
Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at
the required spacing. 3.
Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors
by 0.75. Reduce spacing of anchors for'C' exposure by 0.83. 4.
Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2.500 psi consult the engineer.
Reduce anchor spacing for "C" exposure by 0.83. 5.
Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1-
1/2' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114" fender
washer. Table
4.2 Schedule of Allowable Loads / Maximum Roof Area for
Anchors into wood for ENCLOSED buildings Allowable
Load / Maximum load area (Sq. Ft.) Cod 120 M.P.H. wind load Diameter
Anchor X
Embedment Number
of Anchors 1
2 3 4 114"
x 1" 264#111-SF 528#/22-SF 792#/33-SF 1056#/44-SF 114"
x 1.1/2" 396#117-SF 792#/33-SF 1188#/50-SF 1584#/66-SF 114"
x 2.112" 660#/28-SF 1320#/55-SF 1980#183-SF 2640#/110-SF 5/
16" x 1" 312#113-SF 624#/26-SF 936#/39-SF 1248#152-SF 5116"
x 1-1/2" 468#/20-SF 936#/39-SF 1404#/59-SF 1872#/78-SF 5116"
x 2-1 2. 780#/33-SF 1560#/65-SF 23404/98-SF 3120#/130-SF 3/
8" x 1" 356#/15-SF 712#/30-SF 1068#/45-SF 1424#159-SF 318"
x 1.112" 534#/22-SF 10 68#/45-SF 1602#/67-SF 2136#/89-SF 318"
x 2.1/2" 890#/37-SF 1780#/74-SF 1 2670#1111-SF 3560#/148-SF 1
Anchor must embed a minimum of 2' into the primary host WIND
LOAD CONVERSION TABLE: For
Wind Zones/Regions other than 120 MPH (Tables Shown), multiply
allowable loads and roof areas by the conversion factor. WIND
REGION
Applied
Load
CONVERSION
FACTOR
100
26.6 1.01 110
26.8 1.01 120
27*4 1.00 123
28.9 0.97 130
32.2 0.92 140-
1 37.3 0.86 140-
2 37.3 0.86 150
1 42.8 1 0.80 Allowable
Load Coversion Factors for
Edge Distances Less Than 9d Edge
Distance
Allowable
Load Multipliers Tension
Shear 12d
1.10 1.27 11d
1.07 1.18 10d
1.03 1.09 9d
1.00 1.00 Sd
0.98 0.90 7d
0.95 0.81 6d
0.91 0.12 Sd
0.88 0.63 Note:
1.
The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors
shall not be less than 9d where d is the anchor diameter. 2.
Concrete screws are limited to 2' embedment by manufacturers. 3.
Values listed are allowed loads with a safety factor of 4 applied. 4.
Products equal to yawl may be substituted. 5.
Anchors receiving loads perpendicular to the diameter are in tension. Anchors
receiving loads parallel to the diameter are shear loads. Example:
Determine the number of concrete anchors required by dividing the uplift
load by the anchor allowed load. For
a T x 6" beam with: spacing = T-0' O.C.; allowed span = 25'-9" (Table 1.1) UPLIFT
LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER
OF ANCHORS = (1/2(25.75') x T x 7# / Sq. Ft.) / ALLOWED LOAD ON ANCHOR NUMBER
OF ANCHORS = 630.875# / 300# = 2.102 Therefore,
use 2 anchors, one (1) on each side of upright. Table
is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Town &
Country 6005 Indicator Mark Instructions
For Permit Purposes) To:
Plans Examiners and Building Inspectors, These
alloy indentification marks have been provided to contractors
and yourself for permitting purposes. The details below illustrate
the alloy indentification marks and the location of such marks. These
alloy marks are used solely for our 6005 extrusions. It is ultimately
the contractors responsibility that they receive and use only 6005
alloy shapes when using this engineering. We are providing this document
to simplify the indentification of our 6005 alloy materials to be
used in conjuction with our 6005 engineering. A
separate signed and sealed document from Town & Country'. will
be provided to our pre -approved contractors once the materials are purchased.
TCI
6005 SELF -MATING _ ALLOY
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08-12-
2010 OF 15 0
GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the followingstructures are designed to be married to Site Built block, wood frame or DCA
approved modular structures of adquate structural capacity. The contractor / home owner shall verify
that the host structure is in good condition and of sufficient strength to hold the proposed addition.
2.
If the contractor / home owner has a question about the host structure, the owner (at his own expense)
shall hire an architect or engineer to verify host structure capacity. 3.
When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4.
For high velocity hurricane zones the minimum live load shall be 30 PSF. 5.
The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except
for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "
Industry Standard" Tables for allowable spans 6.
When converting a screen room to a glass room or a carport to a garage, the roof must be checked and
reinforced for the enclosed building requirements. 7.
Composite panels can be loadedas walk on or uniform loads and have, when tested, performed well in
either test. The composite panel tables are based on bending properties determined at a deflection limit
of U180. 8. Roll
formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is
laid across the ribs. Pans have been tested and perform better in wind uplift loads 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 caps shall have water relief ports. 13. All
exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent. Panel
area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner
prior to applying caulking. 14. All
aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15.Disimilar
metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products
or pressure treated wood shall be coated w/ protective paint or bituminous materials that
are placed between the materials listed above. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer
and Finisher. 16. Fasteners
or aluminum parts shall be corrosive resistance 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 30'; roof slope 0 to 20%
1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms
and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00
for open structures, 0.18 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" Exposure "B"
to "C" I Exoos..r.. "a" to "D" Mean Roof
Height" Load
Conversion
Factor
Span
Multiplier
Load Conversion Factor
Span
Multiplier
Bending Deflection
Bending Deflection0.15,
1.21 0.91 0.94 1.47 0.83 0.88 15' - 20'
1.29 0.88 0.92 1.54 0.81 0.87 20'. 25'
1.34 0.86 0.91 1.60 0,79 0.86 25'. 30'
1.40 0.85 0.89 1.66 0.78 0.85 Use larger
mean roof height of host structure or enclosure Values are
from ASCE 7-05 INDUSTRY STANDARD
ROOF PANELS w It
12.
00"
12"WIDE
x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" =
V-0" 0 0
oIIf
c- 12.
00" -
12" WIDE
x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" =
V-0" W IT
Q
12.00"
CLEATED ROOF
PANEL SELECT PANEL
DEPTH FROM TABLES SCALE:
2" =
V-0" ALUMINUM SKIN I F---
E.P.S. CORE Z a
SIDE CONNECTIONS VARY a p
DO NOT AFFECT SPANS) 48.00"
Open Structures
Mono Sloped
1 = 0.
87 for 90 to 100 MPH 1 = 0.
77 for 100 to 150 MPH KCpI - 0.
00 Zone 2 loads reduced
by 25 Screen Rooms
Attached Covers
1 = 0.
87 for 90 to 100 MPH 1= 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 / Cantilever
All Rooms
1 = 1.
00 KCpI = 0.
18 Zone 3 Basic Wind
Pressure Effective
50
20
Area 10
Basic
Wind
Pressure Effective
Area
Basic Wind Pressure Effective
Area
50 20
T-Jol Basic Wind
Pressure Effective
Area
50 20
10 50 2010-1 100 MPH
13 13 16 1 25 17 20 23 26- 17 23 1 27 1 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 34 51 60 68 34 61 85 102 Minimum rive
load or 30 P5F controls In high wind velocity zones. To convert
from the Exposure "B" loads above to Exposure "C" or "D" see Table 713 on this page. Anchors for
composite panel roof systems were computed on a load width of 10' and a maximum of 20' projection with
a 2' overhang. Any greater load width shall be site specific. COMPOSITE ROOF
PANEL [INDUSTRY STANDARD] SCALE: 2" =
V-0" PRIMARY CONNECTION:
3) #_' SCREWS
PER PAN WITH 1"
MINIMUM EMBEDMENT INTO FASCIA
THROUGH PAN BOXED END
EXISTING TRUSS
OR RAFTER 10 x
1-1/2" S.M.S. (2) PER RAFTER OR
TRUSS TAIL 10 x
3/4" S.M.S. @ 12" O.C. EXISTING FASCIA
FOR MASONRY
USE 1/4"
x 1-1/4" MASONRY ANCHOR OR
EQUAL @ 24" O.C. FOR WOOD
USE #10 x 1-1/2" S.M.
S. OR WOOD SCREWS @ 12" O.
C. EXISTING HOST
STRUCTURE: WOOD FRAME,
MASONRY OR OTHER CONSTRUCTION
PAN ROOF
ANCHORING DETAILS ROOF PANEL
TO FASCIA DETAIL SCALE: 2" =
V-0" ROOF PANEL
TO WALL DETAIL SCALE: 2" =
V-0" SEALANT HEADER (
SEE
NOTE BELOW) ROOF PANEL
x 1/
2" S.M.S. (3) PER PAN BOTTOM) AND (
1) @ RISER TOP) CAULK
ALL EXPOSED SCREW HEADS
1-1/
2" x 1/8" x 11-1/2" PLATE OF 6063 T-
5, 3003 H-14 OR 5052 H-32
SEALANT HEADER (
SEE
NOTE BELOW) ROOF PANEL
x 1/
2" S.M.S. (3) PER PAN BOTTOM) AND (
1) @ RISER TOP) CAULK
ALL EXPOSED SCREW HEADS
ROOF PANELS
SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION RESISTANT SHEET
METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE
NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #_" x
1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1"
OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_" x 9/16" TEK SCREWS ARE
ALLOWED AS A SUBSTITUTE FOR #_' x 1/2" S.M.S. SELECT THE
APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231
130 1 140 1 150 8 1 #
10 1 #12 1 #12 EXISTING TRUSS
OR RAFTER 6" x
T x 6" 0.024" MIN. BREAK FORMED FLASHING
2) #10
x 1-1/2" S.M.S. OR WOOD SCREW
PER RAFTER OR TRUSS
TAIL ALTERNATE: 10
x
3/4" S.M.S. OR WOOD SCREW SPACED
@ 12" O.C. EXISTING FASCIA
PAN ROOF
PANEL of POST
AND
BEAM (PER TABLES) ALTERNATE
MOBILE
HOME FLASHING FOR FOURTH
WALL CONSTRUCTION PAN ROOF
PANELS SCALE: 2" =
V-0" INSTALLATION INSTRUCTIONS:
A. PLACE (
2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE
1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE
MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN
HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND
BOTTOM (SEE DETAIL ABOVE) D. PLACE
PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY.
DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. c z
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EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = 1'-0" #
14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR
V
S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE: ::
2) 1/4" x 1-1/4" MASONRY
rrr J'
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" = V-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 140 1 150
8 #10 #12 #12
REMOVE RAFTER TAIL TO
I HERE
I I REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACEDii
j @ PAN RIB MIN. (3) PER PAN
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR 0 z a
TRUSS TAIL 0 a o
1-1/2" x 1/8" x 11-1/2" PLATE OF
HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2" = V-0"
REMOVE RAFTER TAIL TO
HERE
I I REMOVE ROOF TO HERE
i
j #8 x 1/2" S.M.S. SPACED
I @ 8" O.C. BOTH SIDES
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-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
FOR FASTENING TO ALUMINUM USE TRUFAST
HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE
130 MPH AND UP TO A 150 MPH WIND SPEED
D" EXPOSURE.
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
f.ui it.'...'.'!
y.b.. :....:: '': v1
w
SCREW #10 x ('t' + 1/2") W/
1-114" FENDER WASHER
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2" = V-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
Z BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
8 x 3/4" SCREWS @ 16" O.C.
8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
W
ao
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
I
6" 10"
3" COMPOSITE ROOF PANELSEESPANTABLE)
STRIP SEALANT
BETWEEN7:77
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16"ATION BETWEEN
O.C. EACH WAY
ND PANEL IS
FASTENING SCREW SHOULD /4" THE FLASHING
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" = V-0"
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL.
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12"
03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
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RAFTER
BREAK FORMED METAL SAME
v
THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN z
1" FASCIA (MIN.)
10 x 1-1/2" S.M.S. @ 16" O.C. w
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S.M.S. @ 4" O.C. 0LL
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COMPOSITE ROOF PANEL
m
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HEADER (SEE NOTE BELOW)
8 x (d+1/2") S.M.S. @ 8" O.C. w
FOR MASONRY USE 0-
1/4" x 1-1/4" MA$ONRY p
EXISTING HOST STRUCTURE: ANCHOR OR EQ; AL w
WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE'
OTHER CONSTRUCTION 10 x 1-1/2" S.M.S. OR WOOD 4,
SCREWS @ 12" O.C.;,
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = V-0"
S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
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08-12-2010 1 OF
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15 0
8 x 1/2" WASHER HEADED
CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT
HEADS SCREWS @ 8" O.C.
ALUMINUM FLASHING
SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT
PLYWODD / OSB BRIDGE 3" COMPOSITEORPANROOFFILLERSPAN
PER
TABLES) COMPOSITE ROOF:
8 x "
t" +1/2" LAG SCREWS W/ 1-1/
4"0 FENDER WASHERS @ Q 8"
O.C. THRU PANEL INTO 2 x 2 2" X
2" x 0.044" HOLLOW EXT 5/16"
0 x 4" LONG (MIN.) LAG SCREW FOR
1-1/2" EMBEDMENT (MIN.)
INTO RAFTER OR
TRUSS TAIL CONVENTIONAL RAFTER
OR FOR FASTENING
COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE
TRUFAST HD x ("t" + 3/4") AT 8" O.C.
FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6"
O.C. ABOVE 130 MPH AND UP TO A
150 MPH WIND SPEED "D" EXPOSURE. WEDGE ROOF
CONNECTION DETAIL SCALE: 2" =
1'-0" COMPOSITE PANEL
1" x
2" OR 1" x 3" FASTENED TO PANEL
W/ (2) 1/4" x 3" LAG SCREWS FOR
140
8 1 2) 3/
8" x 3" L N POST
SIZE
PER TABLES BEAM (SEE
TABLES) REMOVE EXISTING
SHINGLES UNDER NEW
ROOF SCREEN OR
SOLID WALL ROOM VALLEY CONNECTION FRONT WALL
ELEVATION VIEW SCALE: 114" =
T-0" O w_
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EXISTING
TRUSSES OR y I{,
II RAFTERS V
X
B II 111 B )k II ,{( HOST STRUCTURE FASCIA OF
HOST STRUCTURE 2" x _
RIDGE OR ROOF BEAM SEE TABLES)
SCREEN OR
GLASS ROOM WALL (SEE
TABLES) PROVIDE SUPPORTS
AS REQUIRED W /
VARIES -,
ROOF MEMBER,
RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL
SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE
LOAD WIDTH FOR EACH INDIVIDUAL JOB SCREEN OR
SOLID WALL ROOM VALLEY CONNECTION DI AAI
VICIA/ SCALE: 1/
8" = 1'-0" 30# FELT
UNDERLAYMENT W/ 220# SHINGLES
OVER COMPOSITE PANELS
CUT PANEL TO FIT FLAT 0.024"
FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND
NEW SHINGLES FASTENERS PER TABLE 38-8 MIN. 1-
1/2" PENETRATION 2 x
4 RIDGE RAKE RUNNER TRIM TO
FIT ROOF MIN. 1" @ INSIDE FACE
FASTEN W/ (
2) #8 x 3" DECK EXISTING RAFTER
OR SCREWS THROUGH DECK TRUSS ROOF
INTO EXISTING TRUSSES OR RAFTERS RIDGE
BEAM
2" x
6" FOLLOWS ROOF SLOPE
ATTACH TO
ROOF W/ RECEIVING CHANNEL
AND 8) #10
x 1"DECK SCREWS AND (8) #
10 x 3/4" S.M.S. RIDGE BEAM
2" x
6" EXISTING 1/
2" OR 7/16" SHEATHING A -
A -
SECTION VIEW SCALE: 1/
2" = 1'-0" B - B -
ELEVATION VIEW SCALE: 1/
2" = V-0" B - B -
PLAN VIEW SCALE: 1/
2" = V-0" POST SIZE
PER TABLES INSTALL W/
EXTRUDED OR BREAK FORMED
0.050" ALUMINUM U-
CLIP W/ (4) 1/4" x 1-1/
2" LAG SCREWS AND (2) 1/4"
x 4" THROUGH BOLTS TYPICAL) TRUSSES
OR
RAFTERS 2) 1/
4" x 4" LAG SCREWS AND WASHERS EACH
SIDE POST SIZE
PER TABLES INSTALL W/
EXTRUDED OR BREAK FORMED
0.050" ALUMINUM U-
CLIP W/ (4) 1/4" x 1-1/
2" LAG SCREWS AND (2) 1/4"
x 4" THROUGH BOLTS TYPICAL) RISER
PANEL
ALL LUMBER #
2 GRADE OR BETTER OPTIONAL)
DOUBLE
PLATE FOR NON -
SPLICED PLATE WALLS 16'-
0" OR LESS PAN TO
WOOD FRAME DETAIL FOR FASTENING
TO WOOD SCALE: 2" = 1'-0" USE TRUFAST
SD x (" P' + 1-1/2") AT 8"
O.C. FOR UP TO 130 MPH WIND SPEED
EXPOSURE "D"; 6' O.C.
FOR ABOVE 130 MPH AND UP TO
150 MPH WIND SPEED EXPOSURE"D"
i ALL LUMBER #
2 GRADE OR BETTER OPTIONAL)
DOUBLE
PLATE FOR NON -
SPLICED PLATE WALLS 18'-
0" OR LESS 3) #8
WASHER HEADED SCREWS W/
1" EMBEDMENT CAULK ALL
EXPOSED SCREW HEADS AND
WASHERS UNTREATED OR
PRESSURE TREATED W/
VAPOR BARRIER COMPOSITE PANEL
UNTREATED OR
PRESSURE TREATED W/
VAPOR BARRIER COMPOSITE PANEL
TO WOOD FRAME DETAIL SCALE: 2" =
V-0" PLACE SUPER
OR EXTRUDED GUTTER BEHIND
DRIP EDGE EXISTING TRUSS
OR RAFTER 10 x
2" S.M.S. @ 12" O.C. EXISTING FASCIA
SEALANT 3"
PAN
ROOF PANEL MIN. SLOPE
1/4": l') 3) #8
x 3/4" S.M.S. PER PAN W/ 3/4"
ALUMINUM PAN WASHER CAULK EXPOSED
SCREW HEADS SEALANT
1/
4"
x 8" LAG SCREW (1) PER TRUSS / RAFTER
TAIL AND 1/4"
x 5" LAG SCREW MID WAY BETWEEN RAFTER
TAILS SUPER OR
EXTRUDED GUTTER EXISTING ROOF
TO PAN ROOF PANEL DETAIL 1 SCALE: 2" =
l'-0" EXISTING FASCIA
EXISTING TRUSS
OR RAFTER 1/4"
x 8" LAG SCREW (1) PER TRUSS / RAFTER
TAIL AND 1/4"
x 5" LAG SCREW MID WAY BETWEEN RAFTER
TAILS EXTRUDED OR
SUPER GLITTER
SLOPE_ ONLY
PLACE
SUPER
OR EXTRUDED GUTTER BEHIND
DRIP EDGE SEALANT 10
x
2" S.M.S. @ 12" O.C. 1/2"
0 SCH. 40 PVC FERRULE. SEALANT 1) #
8
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SCREW U' z_
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EXTRUDED GUTTER EXISTING ROOF
TO PAN ROOF PANEL DETAIL 2 SCALE: 2" =
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SEALANT
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FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
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MIN. SLOPE 1/4": V)
1/2" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = 1'-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 1/2
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HEADS 3) #10 x 2" INTO FASCIA AND
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GUTTER BEHIND DRIP EDGE
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TRUSS! RAFTER TAIL IN 1/2"0
SCH.40 PVC FERRULE
V
SEALANT
10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 1')
EXISTING TRUSS OR RAFTER EXTRUDED OR 3" HEADER EXTRUSION
FASTEN TO PANELSUPERGUTTER W/
EXISTING FASCIA 8 x 1/2" S.M.S. EACH SIDE
@ 12" O.C. AND FASTEN TO
SEALANT GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" = 1'-0'
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8" x 3-1/2" LOUVER VENTS
OR 314"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2" = 1'-0"
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
10 x 2-1/2" S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/
2" x 6" SUB FASCIA
2" x 6" S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = 1'-0"
PAN ROOF ANCHORING DETAILS
FLASHING 0.024" OR 26 GA RIDGE CAP
GALV.
GUTTER BRACE @ 2' 8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULKC
2"x2"x0.06"xBEAM DEPTH + — — — — — — — CAULK ALL EXPOSED SCREW — SLOPE
4'ATTACH HEADS & WASHERS FASCIA
W 2/SALAG SCREWS @
EACH ANGLE 8 x 1/2" S.M.S. (3) PER PAN AND (1)
AT PAN RISER --- ALTERNATE CONNECTION:
MIN. 2"
x 3" x 0.050' S.M.B. (4) ® 8 x 1-1/4" SCREWS (3) PER 10 S.
M.S. @ EACH ANGLE PAN INTO BEAM THROUGH EACH SIDE
BOXED END OF AND PAN 2) #10
x 1/2" S.M.S. @ 16" O/C FROM GUTTER
TO BEAM SUPER OR
EXTRUDED AV
N GUTTER SOFFIT
2" 0
HOLE EACH END FOR WATER RELIEF
SUPER OR
EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" =
V-0" A B —
K A = WIDTH
REQ. FOR GUTTER B = OVERHANG
DIMENSION BEAM TO
WALL CONNECTION: 2) 2"
x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS
PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (
1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1)
1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8"
x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL
ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" CANTILEVERED BEAM
CONNECTION TO FASCIA DETAIL SCALE: 2" =
1'-0" SEALANT PAN
HEADER (
BREAK - FORMED OR
EXT.) HEADERS AND
PANELS ON BOTH SIDES
OF BEAM FOR GABLED APPLICATION
J .... i ...'.'.
ROOF PANEL
TO BEAM DETAIL PAN OR
COMPOSITE ROOF PANEL 8
x
112" S.M.S. (3) PER PAN ALONG PAN
BOTTOM WHEN FASTENING
TO SCALE: 2" = 1'-0" ALUMINUM USE
TRUFAST HD x t" + 3/
4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED FOR PAN ROOFS: EXPOSURE "D";
6" O.C. FOR 3) EACH #8 x 112" LONG,'S.M.S. ABOVE 130
MPH AND UP TO PER 12" PANEL W/ 3/4" 150 MPH
WIND SPEED ALUMINUM PAN WASHER EXPOSURE"D"
CAULK ALL
EXPOSED SCREW HEADS & WASHERS
ROOF PANEL PER ROOF
PANELTABLES) FOR COMPOSITEROOFS: 10 x (
t + S.M.S. W/ 1-1/
4"0 FENDERER WASHERS SUPPORTING BEAM
@ 12"
O C LENGTH PER TABLES) / PANEL THICKNESS +
1") @ ROOF
BEARING ELEMENT SHOWN) AND
24' O.C. @ NON -BEARING
ELEMENT (SIDE WALLS) ROOF
PANEL
TO BEAM FASTENING DETAIL SCALE: 2" =
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COVERED AREA
0.024" x 12" ALUMINUM BRK 10 x 4" S.M.S. W/ 1/4 x 1-1/2"
MTL RIDGE CAP S.S. NEOPRENE WASHER @ TAB AREA ni,n
318 nnrni,
n"
VARIABLE HEIGHT RIDGE SEALANT FOR A 1" WIDE ADHESIVE
BEAM EXTRUSION STRIP UNDER SHINGLE
8 x 9/16" TEK SCREW @ 8"
O.C.
MIN ROOF SLOPE 2-1/2 : 12
CAULK ALL EXPOSED SCREW STARTER ROW n,0"
ROOF PANEL - HEADS AND WASHERS SUBSEQUENT ROWS
COMPOSITE PANEL W/
0. EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
3) 1/4"0 THRU-BOLTS (TYP.)
SCREWS1/8" x 3' x 3' POST OR SIMILAR Ij.
SEALANT BEADS
8 x 9/16" TEK SCREW @ 6" CERTAINTEED BLACK DIAMONDO.C. BOTH SIDES
SELF ADHERING BASE SHEET OR
EQUAL PER MFG SPECIFICATIONS
PANEL ROOF TO RIDGE BEAM an POST DETAIL
SCALE: 2" = 1'-0"
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x _ SELF MATING BEAM
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS) <°
FASTENING OF COMPOSITE
PANEL'
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" +3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM CONCRETE POST DETAIL
SCALE: 2" = T-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 1/2" S.M.S.
W/ 1/2" 0 WASHER.
xT[.......................... I ..... ..................................
I .........................
W
TYPICAL INSULATED PAN
SCALE: 2" = 1'-0"
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 8 1.20 FOR H-14 OR H-25 METAL.
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE".
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES. INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA.
ADHESIVE: BASF DEGASEAL- 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
MIN. ROOF SLOPE 2-1/2: 12
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
0
0
0
0
0
0
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0
SUBSEQUENT ROWS k
STARTER ROW nw
COMPOSITE PANEL W/ Ow
EXTRUDED OR BREAK 0
FORMED CAP SEALED IN Q
PLACE W/ ADHESIVE OR #8 wWAFERHEADEDSCREWSm
7/16" O.S.B. PANELS O
f/ \ CERTAINTEED BLACK DIAMOND
SELF ADHERING BASE SHEET OR
EQUAL PER MFG SPECIFICATIONS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2 : 12 AND GREATER
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL - 2000 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: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
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I Table 7.1.1 Allowable Spans and Design / Applied Loads` (#/SF)
Il for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
no-SlopedMoRoofScreen
Rooms 8
Attached Covers Glass
8 Modular Rooms Enclosed
Overhang CantileverZone
MPH182 s
annoad' 3
s
annoad• 4
s
annoad' 182
s
annoad' 3 sannoad' 4 s
annoad' 182
s
annoad' 3
s
anfload' l
s
anfload• All Roofs100
4'-10' 25 5-11' 125 1 6'-1' 125 4'-9' 126 5'-11' 126 6'-0' 26 4'S• 30 5'-T 30 5'-9' 30 1'-70" 45 110
5'-3' 20 6'S' 20 6'-7" 20 4'-8' 28 5'-9" 28 5'-10- 28 4' _3" 36 5'-3' 36 5'-5' 36 1'-9" 55 1205'-2' 23 6'-2" 23 6'4' 23 41. 33 5'-5' 33 5'-T 33 4' 0. 43 4'-17' 43 5' fi5 123
4'-ii' 24 8'-1" 24 6'-2' 24 4'4' 35 5'-4- 35 5'-5' 35 3'-11' 45 4'-11' 45 a'-11' 45 1'-7' 69 130
4'-8- 27 5 '-10" 2 7 5'-11' 27 a'-2' 39 5'-T 39 3'-3' 39 3'-10' S1 4'-8' S1 4'-10' S7 1'-T 77 14DA
4'S' 37 5'-T 31 5'A' 31 T-11' 46 4'-10' 46 4'-11' 46 3'-10' S1 89 140-
2 4'S" 31 5'-T 31 5'-B' 31 3'-11' 46 4'-10" 46 4'-11' 46 3'-7" 59 4'-6- 59 4'-7" 59 1'-6• 89 150
4'-3" 36 5'-3" 36 5'-5" 36 3'-9" 52 4'-0' S2 4'-9' 52 3'-5' 68 4'-3' 168 1 4'4' 168 1 1'-5" 102 wind
Open
Structures Mono -
Sloped Roof 8 screen
Rooms Attached
Covers Glass
8 Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH182 s
an oad' n3 aannoad• 4 a
aN oad* I182
s
annoad• 3 sannoad• 4 s
a Mood• 182
s
annoad• 3
s
annoad• 4
s
annoad* All Roofs100
6'-0" 25 6'-5' 25 6'46' 25 5'-1' 126 6'4' 26 6'-5' 26 4'-1 ' 0 30 6'-0• 30 6'-2' 45 110
5'-11' 20 6'-71' 20 T-1' 20 4'-71' 28 6'-2' 20 6'-3' 28 4'-T 36 5'-0' 36 5'-9' 120
5'-7' 23 6'-7" 23 6'-9' 23 4'-g' 33 5'-10' 33 5'-11' 33 44' 43 5'4- 43 5'-5' 65 123
5'S' 24 6;-6 24 6'-7" 24 4'-8' 35 5'-9" 35 5'-10' 35 4'-3' 45 5'-3' 65 5'4' 69 130
5'4' 27 6'-3' 27 04' 27 4'-5' 39 5'-0' 39 5'-7' 39 4'-1' S1 5'-0- 51 5'-2' E30- 77 140.
1 5'-0" 37 5'-11' 36'-1' 31 4-3' 46 5'-3' 46 5'4' 46 4'-l' 11 5'-0- 51 5'-2' 89140-25'-0" 31 5'-11' 31 fi'-1' 31 4'-3' 46 5'-3' 46 5'4' 463'-11' S9 4'-10' S9 4'-11' 150
d'A" 36 5'8' 36 5'-9" ifi 4'-7' S2 5'-0' S2 5'-1' S2 3'S" 68 4'-7' 68 4'-8" 102 Wind
Open
Structures Mono -
Sloped Roof Screen
Rooms 8
Attached Covers Glass
8 Modular Rooms Enclosed
Overhang
Cantilever
Zone
PH
MPH) 182
s
annoad' 3
a
annoad• 4
Iaannoad' 182
Isannoad' 3 sannoad' 4 annoad'
1&
2 annoad'
3
s
anfload' 4
annoad'
All Roots100
7'-1' 25 7'S" 25 7'-8' 16 5'-11' 26 7'-5' 26 T-6' 26 5'-8" 30 T.1' 30 7'-2' 30 110
6'•11' 20 8'-2' 20 844' 17 5'-10• 28 7'-2' 28 7'4' 28 5'4" 36 6'-8' 36 6'-9" 36 120
6-6' 123 1 T.9" 123 1 T-11" 120 1 5'-0- 111133 6'-10" 33 6'-11' 33 5'•1" 43155
6'
4• 43 2'-1' 65 123
6'-5' 24 T-7" 24 T-9' 21 5'S' 35 6'-8' 35 6'-70' 35 4'-11' 45 130
6'-2' 27 T4' 21 T-5' 23 5'-3" 39 6'-5" 39 6'-7- 39 4'-9' S1 160-
1 5'•77' 31 6'-11- 31 T-2' 31 4'-11' 46 6'-i' 46 6'-3- 46 4'-9' S1140-2'31 6'-3' 46 4'-T 1.150
5'-7' 36 6'.8" 36 6'-9' 36 4'-9' S2 5'-10' S2 5'-11' 52 4'4" 68 vre: .
aw..w, pane, w.u.n = room wiam + wan w.am + memang. -Design or applied bad based on the affective area of the panel Table
7.1.2 Allowable Spans and Design / Applied Loads* (#/SF) for
Industry Standard Riser Panels for Various Loads wind
Open
Strictures MonoSla —
SlopedRoof Screen
Rooms 8
Attached Covers Glass
8 Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH1&2 Spann
ad* 3
s
annoad' 4
s
annoad' 182
s
annoad• 3 spa./load' 4 sannoad• 182nn saoad• 3
s
anfload' 4
Isannoad' All Roots100
5'-9' 125 1 7'-7" 25 7'-2' 16 5'-7" 126 1 6'-i 1' 126 T-1' 26 5'4" 30 6'-T 30 6'-9' 30 2'-2" 45 110
6'-2" 20 7'S" 20 T-10' 17 S'S' 28 6'-9' 28 6'-11' 28 5'-7" 36 6'-3' 36 6'4' 36 2'-i" 55 120
T-11• 23 7'-3" 1723 T-5' 23 2• 1' 33 6'-5' 33 6'-7• 33 4'-9' 43 5'-11' 65 123
5'-9' 24 24 74' 24 5'-1' 35 6'4' 35 6'-5• 35 4'-8' 45 5'-9" 1'169 30
5'-T 27 6'-10' 27 6'-11' 27 4'-t t" 39 6'-1' 39 6'-2' 39 4'-6' S1 5'-7" 331'-
11' 1'-
70' 77 140-
1 5'4' 37 6'-7' 31 6'S• 31 4'-8' 46 5'-9' 46 5'-10" 46 4'-6' S1 5'-T 1'-9" 89 140-
2 5'4• 37 6'-7' 31 6'A' 31 4'-8' 46 5'-9' 46 5'-10' 46 4'-3' 59 5'-3' S9 5'-5' S9 1'-9" 89 1S0
5'-1' 36 6'-3" 36 6'4' 36 4'-6' S2 5'6' S2 5'-8" 52 4'-1' Wind
Open
Structures MonoSlo
ed Roof 8 Screen
Rooms Attached
Covers Glass
8 Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH
182
s
annoad• 3
s
annoad• 4
s
anfload• 182
s
annoatl' 3 Spannad* 4 span/load' 1&2 Spann
ad' 3
c
anfload' 4
spa
All Roofs100
6'-2- 25 7'.7" 125 1 7'-9' 116 6'-1' 26 T-6' 126 7'A' 126 5'-9" 13o T-2" 30 1 7'-0" 110 2'-5" 45 110
6'S• 20 8'-3" 117 1 8'-5' 17 5'-it' 28 74' 28 T-5' 28 5'-5' 136 6'-9" 136 1 9-In' 36 9— 1 55 120
6'4' 23 1 T-10' 120 1 8'-0' 20 5'-7' 33 6'-17' 133 T-1" 133 5'-2' 143 6'4' 143 1 6'S' 143 2'-1' 165 123
6-3- 24 7'-9" 21 7'-70' 21 5'-6' 35 6'-10" 35 6'-11" 35 5'-0" 45 6'-3' d5 6'4' 45 1305'•11" 27 Ti' 23 T-7' 23 5'4' 39 6'-7' 39 6'-e- 39 4'-10" 51 5'-11' S7 6'-i- 51 l'-11" 77 140-
1 5'-9' 37 T-1" 31 T-3- 37 5'-0' 46 6'-2' 46 6'4- 46 4'-70" 51 5'-11" 51 6'-1' 51 1'-11' 89 140-
2 6-9- 31 T•1" 31 T-3- 37 6'•2' 46 6' V 46 4'-7' 59 6-8- 59 5'-10- 59 1'-11- 89 150
5'-5' 36 6'-9' 36 6'-10' 36 4'-10" 52 5'-11' S2 6'•t' S2 4'-5' 68 5'-5" 68 5'-7' 68 1* in, 11112 wind
Open
Structures Mono -
Sloped Roof Screen
Rooms 8
Attached Covers Glass
8 Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH)
1&
2 s
annoad' 3
span/
load' 4
s
anfload' 182
s
anfload' 3 sannoatl• 4 san/load• 182 s
anfload• 3
s
anfload" 4
Spa
All Roofs100
T-2' 25 10'4 16 10'-T 16 T-1' 26 8'-9' 1261 8'.11" 126 1 6'-9" 30 8'4' 30 8'-0' 30 2'-9" 45 110
T-10' 20 9'-8 17 11Y 5 17 6'-11' 28 8'-6' 28 8'-9' 128%4 T- 2'4"55 120
T-5' 23 9'-2' 20 9'4' 20 6-7" 338 T-5' 43 T-T 43 2'-5' 65 123
TS' 24 0'21 9'-2' 216'S" 35 T-11' 35 8'-i' 35 T-3' 45 T-5' 45 2'5" 69 130
6'-11' 27 8"23 8'-10" 236'-2" 39 T-8" 39 T-10" 39-11'S17'-2'2'4" 77 140-
1 6'S' 31 8'-3' 27 8'-5' 27 5'-70' 46 7'-3' a6 7'-5' 46 6'-11' S1 7'-2' S1 2'-3" 89 140-
2 6_8" 318'-3" 27 8'-5' 275'-10' 46 T-3" 46 7'-5 466S" 59 6-10' 59 T-3" 89150 64367'-10 32 8'-0' 32 5'-7' S2 6'-11' S2 7'-1' S2 6'4' 68 6'-6' 68 2'-1` 102 weayn
or appnea.oaa Dasea on me enectiv9 area of the panel. Table
7.1.3 Allowable Spans and Design / Applied Loads' (#/SF) for
Industry Standard Riser Panels for Various Loads Wind
Open
Structures Mono —
Sloped Roof Screen
Rooms 8
Attached Covers Glass
8 Modular Rooms Enclosed
Rooms Overhang CantileverZone
MPH182 s
annoad* 3
a
annoad' 4
s
annoad• 182
s
annoad* 3 aannoad• 4 s
anfload- 182
s
annoad* 3
s
annoad' 4
s
annoad- All Roofs100
12'-2' 16 1 16'-1' 113 1 16'-5" 113 10'-9' 23 13'-3' 23 13'S' 23 9'-10' 30 12'-,- 27 110
11'-11' it 15'-10' 74 16'-1' 74 10'-5' 25 12'-10' 25 13'-2' 25 97-3' 36 11'-10' 32 120
11'•2' 20 13'-10' 20 15'-i' 17 9'S' 33 12'•1- 30 12'4' 30 8'S' 43 11'-1' 39 11'4" 9 3'-7• 65 123
11'-W 21 13'•7 2/ 13'-11• 21 9'4' 35 11'-11' 32 12'_2" 32 e'S' a5 10'-11" 41 13010-8- 23 13'-2" 23 13'-5" 23 8'-it- 39 11.-1, 35 11'_S. 35 8'-3' S1 10'-7' 45 140.
1 9'-9' 31 12'-7" 27 12'-10' 27 8'-0' 46 11'-0" 40 11'-3' 40 8'-3' 51 10'-7" 45 140.
2. 9'-9' 31 12'-7' 27 12'-10' 27 8'-0' 46 11'-0' 40 11'-3' 40 T•10' S9 9'S' S9 150
9-3^ ^36 11'41'^.32- 12'-2' 32._. e'-2' S2 10'-6' 46 10'-9' 46 T43• 68 9'-3' 68 9'-5• 68 3'•T 702 Note:
Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Table
7.1.4 Allowable Spans and Design / Applied Loads* (#/SF) for
Industry Standard Riser Panels for Various Loads Wind
Open
Structures MonoSlo
ed Roof Screen
Rooms 8
Attached Covers Glass
8 Motlular Rooms Enclosed
Overhang
Cantilever
Zone
MPH182 s
an/load• 3
s
annoad• 4
spanfload•
182
s
annoad' 3 sannoad• d- san/lead' 182 s
a-3noad• 3
s
annoad' 4
s
anfload' All Roots100
12'-3' ifi 16'-W 13 16'-7' 13 10'-10' 23 13`-4' 20 13'S' 20 10'-3' 27 12'-0' 23 12'-11" 23 4b" 45 110
12'-1' 17 75'-11' 14 16'-3' 14 10'i' 25 1Z-11' 21 t3'-3' 21 9.4" 32 11'-11' 27 12'-3' 27 T-10" 55 120
11'-3. 20 13'-11' 20 15'-3' 17 9'-7" 30 72'-3' 25 12'-6' 25 8'-9` 39 11'-2" 39 11'-5' 65 123
11'-1' 21 13' 9" 21 14'-0' 21 9'-5" 32 12'-0" 26 12'-3' 26 8' 7" 41 71'-0" 41 1 t'-3' 69 130
70'-9' 23 13'4" 23 13'-7' 23 9'-7" P135 11'-7" 29 11'-10" 29 B'4" 45 10'S' 45 10'-11' 771401 10.-3" 27 12'A" 27 12'-11" 27 40 11'-7" 40 11'4' 40 B'4" 45 10'-e' 45 10'-17' V63 89 1402
10'-3' 2712S' 27 12'-11' 27 B'-T 40 11'-1" 40 11'4' 40 T-11' S3 9'9' S3 70'4. 8915046 10'-7" 46 10'.10" 46 7'4i" 60 9'4' 60 9'-0' 102 Wind
Open MonoSloStructuresedRoof8 Screen
Rooms Attached
Covers Glass
8 Motlular Rooms Enclosed
Overhang
Cantilever
Zone
MPH182 s
anfload• 3
c
annoad• 4
a
annoad• 2
Spann
ad- 3 sannoad• 4 s
annoad• 182
s
annoad• 3
s
annoad• 4
Icannoatl' All Roofs100
13'-3- 13 113 1 17'-11" 113 ll'-8' 1231 15'-1" 120 15-5' 20 1l'-l' 27 IT-8" 123 13'-11" 123 4'-0" 145 110
13'-0' 14 1T-3' 14 1T-T 14 11'4• 25 14'-0' 21 15'-2' 21 10'-5' 32 12'-11' 27 12012'•2' 17 16'-1' 17 . 16'-5' 17 11 -8- 30 13'-2- 25 13'S' 25 9'S" 39 12'-1' 32 12'4' 32 3'-11" 65 123
12'-0' 17 15'-10' 17 16'-2' 17 7itS 32 12'-11' 26 13'•3' 26 13011'43' 20 15'-3" 20 15'-7' 20 9'-9' 35 12'-6" 29 12'-9' 29 8'-11' 45 11'S' 45 140.
1 11'-1' 27 13'S' 23 IT-1 1" 23 9'-3' 40 11'-i 1' 34 12'-3' 34 8'-It- 45 11'-6' 45 11'•9' 38 3'S' 89 140.
2 11'-7' 27 13'S' 23 13'•11' 23 9'-3' 40 11'-11' 34 17.3' 34 8'-6" 53 10'•11" 53 it'-2' S3 3'4i' 89 150
10'-6' 32 12'-11' 26 13'•3' 26 8'•11• 46 11'-5" 46 11'S' 39 B'•2" 60 60 Wind
Open
Structures Mono —
Sloped Roof 8 Screen
Rooms Attached
Covers Glass
8 Modular Rooms Enclosed
Overhang
Cantilever
Zone
MPH
182
s
an/load- 3
s
an/load' 4
a
annoad- 182
s
annoatl' 3 sanfload• 4 sanfload• 182 s
annoad* 3
s
annoatl' 4
span/
load-1 All Roofs100
16'-T 13 20'S" 13 20'•11" 13 13'-0• 20 1T-8' 20 18'-0' 20 12'-11' 23 16'-10' 23 1T-2' 23 4'-0" 45 110
16'-0' 14 20'-2" 14 20'-7' 14 13'-3" 21 17'-5' 21 77'-9' 21 72'-3' 27 IF; 14 27 164' 27 4'-0" 55 12015'J' 17 18'-10' 17 19'-3' 17 17S" 25 16'-5" 25 16'-9' 25 11'-5' 39 15'-1' 32 15'-5' 32 123
14'-0" 17 18'S^ 17 18'-11" 17 12'-3' 28 16'-2' 26 16'-6' 26 1 i'-3' 41 13'-11' 34 15'-2' 34 4'-0^ 69 130
13'-7' 20 17'-10' 20 18'-2' 20 11'-10' 29 15'-7" 29 15'-11" 29 10'-11' 45 13'-6- 38 13'-9' 38 4'-0" 77 160.
1 12'-11" 23 16-11' 23 7T4' 23 11'4' 40 14'-0" 34 15'-1' 34 10'-1T 45 13'-6' 38 13'-9' 38 4'-0' 89 140.
2 12'-11' 23 16'•11' 23 17'4' 23 11'4' d0 14'-0" 34 15'•1' 34 104 S3 12'-4- 44 13'-0' 44 4'-0" 89 150
12'-3' 26 16'4" 26 16'-7' 26 10'-10' d6 13'-5" 39 13'-8' 39 9'E' 60 12'-3' S1 12'-6' S1 4'-0" 102 w•
r....•••• • - V....iuu- nainuui - wmnn. y. -yn Or appneo .oau Dasea on me awcuve area of the panel Table 7.
1.5 Allowable Spans and Design I Applied Loads* (#/SF) for Industry
Standard Cleated Panels for Various Loads Wind Open
Structures
Mono -Sloped
Roof Screen Rooms
8 Attached
Covers Glass 8
Modular Rooms Enclosed Overhang
Cantilever ZoneMPH
182
s
anfload'
3 s annoad' 4 s annoad'
182 s
annoad*
3 s
annoad'
4 s
annoad'
182 s
annoad•
3 s annoad' 4 s anfload* An Roofs 100T-
7' 16 10'-11- 16 1 11--i' 111, 7'-6' 23 9'-3" 23 9'-5" 23 T-1' 30 8'-10" 27 8'-11" 27 11' 45 110 8'-
3' 17 10'-9• 17 10-11 17 7'-3' 28 9'-0' 25 9-2 25 25 6'-e' 36 8'-3' 32 e'-5' 32 Z-9' 55 120 T-
10' 20 9'S" 20 9'-11" 20 6'-t 1' 33 8'-0" 30 8'-8' 30 6'4' 43 T-10' 39 T-11' 39 7-T 65 123 T43'
21 9'L" 27 9'S• 21 6'-9' 35 8'4' 32 8'4i' 32 6'-2' 45 T-B' 41 T-10' 47 7-7' 69 130 T4•
23 9'-1' 23 9'4' 23 6'S' 39 8'-i' 35 8'-3' 35 5'-17' S1 T4' S1 T4i' 45 7-5' 77 140-1
T-1' 31 e'-9" 27 8'-1 i" 27 6'_2' 46 TS' 40 T-9' 40 5'-11' S1 T4" 51 T-0' 45 2'4" 89 140-2
T-1' 31 B'-9' 27 8'-1T 27 6'-2• 46 TS' 40 T-9' 40 5'-8' 59 T-0" 59 T.2- 59 74• 89 150 6'-
8' " 36 B'-3' 32 B' S' 32 5'-11' 52 102 Wind Open
Structures
Mono —Sloped
Roof Screen Rooms
8 Attached
Covers Glass 8
Modular Rooms Enclosed Overhang
Cantilever
Zone
MPH
1&
2
s anfload'
3 s
annoad*
4 s
annoad'
1 82
s anfload'
3 s
annoatl'
4 s
annoad*
182 c
annoad•
3 Spa/ad' d I sanfload' All Roofs 7008'-
2' 116 1 11'-9" 13 11'-11' 13 8'-0' 123 1 10'4" 123 1 10'-7' 123 TS' 127 9'-0• 127 1 9'-0- 197 3'-2' IA5 110 11'•
7- 14 T-10" 25 9'-e" 25 70'-3' 25 T-2' 36 B'-11' 32 9'-1' 32 2'•11' 55 120 10'-
9' 20 7'-5' 339'-4--43 8-5' 39 8'-7' 39 2'-9" 65 123 10'
S' 21 7'-3" 35 9'-0" 32 9'-2" 32 6'-8' 45 B'-3' 47 8'-5' 41 2.1. 69 130 W'-
5 10.
4'
23 9-7'27 T-0' 39 8'S" 35 8'-10" 35 6-5'S7 T•17' 45 e'-t' 45 2'-8- 77 140-19'-5" 27 6'$' r6 8'-2" 40 8'4' 40 6'-5' S1 1'-11' 45 8--7' 45 2'E'89 140-29'-
5" 27 6'-0' 46 8'-2' 40 8b' 40 6'-1' S9 T-T 53 T-8' S3 7-6' 89 11' 32
6'4- 52 T-10' 46 8'-0' 46 5'-10' 68 T-2' 68 T4' 68 2'-5- 102 wind Open
Structures
Mono-Slopedetl
Root ScreenRooms d
Atachetl Covers
Glass Modular Rooms
Enclosed Overhang Cantilever
Zone MPH1&
2
s
anfload• 3
a annoad•
4
s annoad•
182
s annoad-
3
s annoad*
4
s annoad'
182
s annoad'
3
s annoad•
4
s annoatl'
All
Roofs 100 11'-1'
i6 13'-9' 13 15'4" 13 9-5' 23 12'-1' 20 12'4' 20 8'.11' 27 11't' 27 11'-8' 23 3'-8' 45 110 10'-11"
17 13'-S" 14 13'-9" 14 9'-2' 25 ii'-9" 21 12'-0- 21 8'-5' 32 10'-10' 32 11'-1" 32 3'-5' S5 120 9'-10'
20 12'-T 17 12'-11' 17 B'43' 30 ii--7" 30 11'4' 30 T-11' 39 9'-10' 39 10'4 39 3'-3' 65 123 9'-B'
21 12'-5' 17 12'-8- 17 8'-0' 32 W-W 32 17'-1' 32 T-10' 41 9'S• 41 9'-10' 41 3'-2' 69 130 9'-3'
23 12'-7' 20 12'4' 20 8'-3' 35 10'S' 35 10'-9' 35 7'4i' 45 9'•3' 45 9'S' 45 3'-1' 77 140.1 8'-
11" 27 11-6 27 11'-8 23 7'-9' 40 9'-7" 40 10'-3' 40 7'4i' 45 9'•3' 45 9'6' 45 2'-11' 89 140-2 8'-71"
27 71'S' 27 11'-8" 23 7'-9" 40 9'-7' 40 10'-3' 40 7'-2' S9 8'-10' S3 9'-0' 53 2'-11" 9 8102 150 8'-5' 3210'-it' 32 11'-1' 32 T-6' 46 9'-3' 46 9'-5' 46 6'-10• 6B 8'-5' 60 8'- 60 2'-10- ere: . aw. rw, pane.
w.am = room wwm + wan wwm + Overhang. -Design or applied load based on the affective area of the panel Table 7.1.6
Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) wind Open Structures Mono -
Sloped
Roof Screen
Rooms 8 Attached
Covers Glass
8 Modular Rooms
Enclosed Overhang Cantilever Zone
MPH
1&
2
s
annoad'
3 spa
4 s
annoatl'
1- spannad' 3 s ennead' 4 s anfload* 1&2 a
annoad' 3
I pan_
ad* 4
Isanfload' All
Roofs10015'4' 1317'-
2" 13 i6'-T 13 ii'S' 23 12'.9' 23 12'4' 23 10'S' 27 11'9" 30 11'-5' 27 4'-0' 45 710 13'-0' 17 16'-
8• 14 16'-1' 14 10'-11' 25 12'J" 25 ll'-10" 25 9'-2" 36 10'-10' 36 10S' 32 3'43" 55 120 12'-2• 20 15'-
1" 17 13'-2' 20 9'-0' 33 11'•2' 30 10'-10' 30 8'4' 43 9'4' 39 9'-0' 43 T-5' 65 123 11'-11' 21 1314'
21 72'-10' 21 9'-3' 35 10-11' 32 10'-7• 32 8'-2' 45 9'-1' 41 8'-9' 45 3'4• 69 130 11 b' 23 12'-
8" 23 12'-3' 23 8'-9' 39 10'4" 35 9'-6' 39 T-8" 51 8'-7' 45 8'-3" 51 3--7' 77 160-i 10'-0" 27
11'-9' 27 11'-5' 27 8'-7' 46 9'-0' 46 8'-9' 46 T-8" 51 1 U-7' 45 8'-3' 51 2'-11' 89 160-2 10'-6' 27
71'•9" 27 11'•5' 27 8'-1' 46 9'-0' 46 8'-9' 46 7'-2' S9 7'-11' S3 T-8' 1 S9 2'-11' 09Wind Open Structures no-SlopedMoRoof
Screen
Rooms 8
Attached CovenGlass
8 Modular
Rooms Enclosed Overhang
Cantilever Zone MPH 182
span/
load'
3
s
annoad'
4
s annoad•
182
s annoad' 3spa4 s
anfload' 182
s
annoad- 3sannoad• 4
spa All
Roofs
100 18'-
2'
13 20'4"
13 19'-7" 13 13'E' 23 16'-2" 20 15'-8' 20 12'S' 27 15'-1" 23 13'-6' 27 4'-0" 45 110 1T-W 14 19--9"
14 19'-I- 14 12--1l' 25 15'-10' 21 15'-3' 21 11'-5• 32 12'-10' 32 12'-5' 32 4'-0" 55 120 15'-11" 17 17'-10"
17 1T-3' 17 11'-70' 30 73'-3' 30 12'-9' 30 10-5- 39 123 15'-6' 17 17'4'
11 76'-9' 17 11'-7' 32 12'-11' 32 W-6' 32 9W" 45 11'-4' 69 130 13'-5' 23 ifi'-S"
20 15'•10" 20 10'-11" 35 1T 3" 35 11'-10" 35 9'-1" 51 10'-10' 45 10'-5" 45 3:"0' 77 140-1 12'S' 27 15'-
3" 23 13'-0" 27 9'-7" 46 11'-5' 40 11'-1' 40 9'-1" 51 10'-10" 45 10'-5' 45 3'-5' 89 2 12'S' 27 15'-3'
23 13'-6' 27 9'-T 46 11'-5" 40 11'-1' 40 8'-5" 59 9'-5' 1 150 0" 12'-6' 132
18'-11' ..52 1 10'-0' 1461 194' 146 1 T-10' 68 8'-9' 68 8'S' 68 3'-3' 102 note: Total roof panel width = room
width + wall width + overhang. 'Design or applied load based on the affective area of the panel o m i O w Z
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SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & L/180
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
V- v I.- r It n9d^ De elm aL .-. - __ --
Wind O en Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
182
s an/load•
3
s annoad'
4
span/load'
1&2
s anfload•
3
s an/load•
4
s anfload•
1&2
s anfload'
3
s anfload'
4
s anfload•
Cantilever
18'-10' 13 21'-1' 13 20'-5- 13 15'-1" 20 16'-10' 20 16'-3- 20 12'.11' 27 15'$- 23 15'-2" 23 V-W 45
18'4' 14 20'0' 14 19'-10- 14 13'-6- 25 16'-5' 21 15'-11- 21 11'-11' 32 13'4" 32 12'-10" 32 4'-0' 55
16'-T 17 18'-7" 17 17'-11" 17 12'4" 30 15'-1- 25 13'-3" 30 10'-9" 39 12'-1- 39 11'$" 39 4'-0" 65
16'-2' 17 18'-l" 17 17'-5" 17 12'-0" 32 13'-5" 32 12'-11' 32 10'-7" 41 11'-10" 41 11'-5" 41 4'-0" 69
15'-3' 20 17'-1' 20 16'-6' 20 11'-5' 35 12'-9" 35 12'4' 35 9'-5" 51 11'-3' 45 10'-10- 45 T-10" 77
12'-11' 27 1PI 1' 23 15'4' 23 10'$' 40 11'-11' a0 11'$' 40 9'-5' 51 11'-3' 45 10'-10' 45 3'-7' 89
12'-11' 27 15'-11' 23 15'4' 23 70'$" 40 11'-11' 40 11'-6' 40 8'-9' S9 10'4' S3 9'$" 59 3'-7" 813'-5" 32 12'-11' 32 9'4" 52 11'-1" 46 10'-9" 46 8'-2' 68 9'-2' 68 B'-10" 66 3'4" 102
Wind Open Structures Mono —Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
s an/load'
3
6 anfload'
4
s anfload'
1&2
s anfload'
3Isanfload'
4
s an/load•
1&2
s anfload•
3
span/load—
4IsaMoad'
Cantilever
100 22'-2- 13 24'-9" 13 23'•11" 113 17'-8" 20 1 19'-9" 120 19'-1- 20 16'-6- 23 18'-5- 23 17'-10" 23 4'-0" 45
110 21'-6- 14 24'-1" 14 2T-3 14 17'-3' 21 19'-3" 21 18'-8' 21 15'-3" 27 17'-0' 27 16'-5" 27 4'-0" 55
120 19'$" 17 21'-9- 17 21'-0' 117 15'-10' 25 17'$' 25 17'-i' 25 12--8- 39 15'-7- 32 15'-1- 32 4'-0- 65
123 18-11' 17 21'•2' 17 20'-6' 17 15'-5" 26 1T-3' 26 16'-8' 26 12'-5" 41 15'-2' 34 13-V 41 4'-0' 69
130 17A 10 20 20'-0- 20 19'4" 20 13'4' 35 16'-5" 29 15'-10- 29 11'-9- 45 13'-2" 45 12'-9" 45 4'-0" 77
140.1 16'$' 23 18'$" 23 18'-0" 23 12'$" 40 15'-2" 34 13'-6' 40 11'-9" 45 13'-2' 45 12'-9" 45 4'-0" 89
140-2 16-8' 23 19-8" 23 18'-0" 23 17-6" 40 15'-2" 34 13'$' 40 10'-10" 53 12'-2' S3 11'-9' 53 4'-0" 89
150 15'$' 26 1T$' 26 16'-11' 26 11'$' 46 13'-0' 146 1 12'-7- 46 9'-7" 68 1 11'-5' 60 11'-0' 60 3'-11' 102
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
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o..o„ ..,........ ....—--..- a or„o„ roam
Wind O en Structures Mono -Slopeded Roof Screen Rooms 8 Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantilever
MPH s anfload' s anfload' s an/load• s anfload• s anfload' s an/load' s anfload' s anfload• s aMoad•
110 20' 14 22'-6' 14 21'9' 14 16' 2' 21 18'-0" 21 117',5-• 21 13--1- 32 115'- 1- 27 15'4" 27 4'-0' S5
20 25
123 17-9' 17 190- 0" 17 19' 2" 17 13'-2' 32 16' 2" 26 115-7'• 26 1111, Q. 41 112'- 1" 41 12'$" 41 4' 0" 69
130 16'-9' 20 18'-9" 20 18'-1" 20 12'-6" 35 15'4" 29 13'$' 35 11'-0" 45 12'4' 45 11'-11' 45 4'-0" 77
140-1 15'-7' 23 17'-5' 23 16'-10" 23 11'$' 40 13'-l' 40 12'$' 40 11'-0' 45 12'4' 45 11'-11' 45 3'-11' 89
140-2 15'-7' 23 17'-5' 23 16'•10' 23 11'$" 40 13'-1' 40 12'$' 40 9'-7' S9 i t'4' S3 10'-11' S3 3'-11' 89
150 13'-2' 32 16'4' 26 15'-10' 26 10'-11' 46 12'-2' 46 11'-9' 46 F-11" 68 10'-8" 60 10'4" 60 T-8 102
4" x 48" x 0.030" Panels Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Densl Foam
Wind Open Structures MonoSlo -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone 1&2 3 4 18,2 3 4 1&2 3 4 Cantilever
MPH - s anfload• spaspas anfload' spas anlload• s anfload• s anfload' s aMoad'
100 23'-10' 13 26'$' 13 25'-9' 13 19'-1' 20 21'4" 20 20'•7" 20 17'-9- 23 19'-10" 23 19'-2- 23 4'-0- 45
110 23'-2' 14 25'-11" 14 26-l" 14 18'-7" 21 20'-9" 21 20'-1" 21 16'-5" 27 18'4' 27 17'-9" 27 4'-0' 55
20'-11' 17 23'-5' 17 22$' 17 17'-0" 25 19'-1' 25 18'-5' 25 15'-1' 32 16'-10' 3 16'-3' 32 4'-0' 65
20'-5' 17 22'-10' 17 22'-1' 17 16'$' 26 18'-7' 26 17'-11' 26 13'4' 41 16'-5' 34 15'-10' 34 4'-0' 69
130 19'4' 20 21'-7' 20 20'•10' 20 15'-10' 29 17'$" 29 17'-l' 29 12'$- 45 15'-5- 38 13'-9" 45 4'-0- 77
23 20'-1" 23 19'-5" 23 13'-6" 40 16'4" 3415'-9" 34 12'$" 45 15'-5' 38 13'-9" 45 4'-0' 89
17'-11" 23 20-1' 23 19'-5" 23 13'-6" 40 16'4" 34 15'-9' 34 11'$" 53 13'-1' S3 12'$" 53 4'-0" 89
16'-10' 26 18'•10" 26 18'-3" 26 12'-7" 46 15'-3" 39 13'-7' 46 10'-11' 60 12'4' 60 11'-11' 60 4'-0" 702
Note: Total roof panel width =mom width + wall width + overhang. 'Design or applied load based on the affective area of the panel
4" x 48" x 0.024" Panels Aluminum Alloy 3105 H-14 or H-25 2.0 EPS Core Density Foam
Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone 1&2 3 4 1&2 3 4 1&2 3 4 Cantilever
MPH s anfload• s anfload' s anfload' s anlload• s anfload• s anfload' s aMoad• s Pas anfload•
110 22'-0' 14 24'$' 14 23'-1 " 14 17'$" 21 19'-9" 20 19'- 20 115-7"• 27
117 =
5' 27 16'- 0' 27 4'-0' 55
123 119=5' 17 21'$" 17 20- 17 15'- 0' 26 17'$' 25 17'-6' 25 12'-112'-41 15'-
16'07" 32 15'--t- 34 4'-0" 69
130 18'4- 20 20-6- 20 19'-10" 20 15--0- 29 16'-10' 29 16'-3' 29 12'-1" 45 13'$' 45 13'-0" 45 4'-0' 77
140-1 17'-1' 23 19'-7" 23 18'-5' 23 12'-10' 40 15'-6 34 15'-0' 34 12'-1- 45 13'$" 45 13'-0' 45 4'-0- 89
140-2 17%1' 23 19'-1' 23 18'-5' 23 12'-10' 40 15'$" 34 15'-0' 34 11'-1' 53 12'-5' 53 12'-0' 53 4'-0" 89
150 16'-0' 26 17'-11" 26 17'-0- 26 11'-11' 46 13'-4" 46 12'-11- 46 10'-5" 60 11'-8" 60 1144" 60 4'-0- 102
4" x 48" x 0.030" Panels Aluminum Allo 3105 H-14 or H-25 2.0 EPS Core Densl Foam
Wind O en Structures Mon oSloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed OverhangZone1&2 3 4 182 3 4 182 3 4 Cantilever
MPH s anfload' s anfload• s anlload• s an/load• s anfload' s anfload' s anfload• s anlload' s anfload•
100 26'-2' 13 29'-3" 13 28'-3" 113 20'.10"
W2023227"
20 22'-7' 20 19'$" 23 21'-9' 23 21'-0" 23 4'-0' 45
110 25'.5' 14 28'-5" 14 27'.5' 14 20'4" " 21 22'-0" 21 1T-11" 27 20'-1' 27 19'-5' 27 4'-0' 55
120 22'-11" 17 25'-8' 17 24'-10' 17 18'$" " 25 20'-2' 25 16'$" 32 18'-5' 32 17'-10' 32 4'-0' 65
123 22'4' 17 25'-0" 17 24'•2' 17 18'-3" " 26 19'$' 26 16'-1- 34 17'-11" 34 17'4" 34 4'-0' 69
130 21'.2' 20 23'$' 20 22'-1201T4" " 29 18'-9' 29 15'-2" 38 16'.11- 38 16'4- 38 4'-0- 77
140-1 19'-8" 23 21'-11" 23 21'-3' 23 16'-0' 1' 34 17'-3' 34 15'-2' 38i6'-11" 3816'4"'0'89
140.2 19'$' 23 21'-11" 23 21'-3" 23 16'-0' ' 34 17'-3' 34 12'-10" 53 15'-9" 44 15'-2" 44 4'-0' 89
150 18'$' 26 20'$" 26 19'-11' 26 13'-9" " 39 16'-2' 39 12'-1' 60 13'$" 60 13'-0' 60 4'-0' 102
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" = V-0"
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
A" r AA'. A nIA- D" nle Al..---...
Wind Open Structures Mono —Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
s an/load•
3
s an/loacr
4
spa
1&2
s an/load'
3Isanlload•
4
span/load`
1&2
s anload'
3
s an/load'
4
s aMoad•
Cantilever
100 25'-9' 13 28'4" 13 1 27'-10" 13 20'-7" 120 22'.11" 20 22'-2" 20 19'-2" 23 21'-5' 23 20'-8" 23 4'-0- 45
110 25'-0' 14 2T-11" 14 2T-0" 14 20.1" 21 22.5- 21 21'-8" 21 17'-8' 27 19'-9' 27 19'-1" 27 4'-0' R5
120 2Z-7- 17 25'4 17 24'-5' 17 18'-5' 25 20'-7' 25 19'-10" 25 16'-3" 32 18'-2" 32 17'-7" 32 4'-0' 65
123 22'-0' 17 24'-8" 17 23'-10' 17 1T-11' 26 20'-1" 26 19'-5' 26 15'-10" 34 17'-8- 34 17'-i" 34 4'-0- 69
130 20'-10' 20 23'-3' 20 22'-6' 20 17'-1" 29 19'-1" 29 18'-5' 29 1T-8" 45 16'-8' 38 16'-1- 38 4'-0- 77
140-1 191-4' 23 21'-8' 23 20'-11' 123 15'-9" 34 17'-7" 34 17'-0' 34 13'-8" 45 16'-8' 38 16'-1' 38 4'-0" 89
140.2 19'4' 23 21'-8' 23 20'-11' 23 15'-9" 34 17'-7- 34 17'-0' 34 12'-7- 53 15'-0- 44 13'-0- 53 4'-0- 89
150 18'-2' 26 20'4" 26 19'-8' 26 13'-7' 46 16'-5" 39 15'-11' 39 11'-10" 60 13'-3' 60 12'-10" CO- 4'-0" 1 22
Wind Open Structures Mono-blopeCl Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
span/load' 1 3
span/load'
4
s an/load•
1&2
s anlload•
3
s anlload•
4
s anlload•
1&2
span/load'
3
s an/load•
4
s aMoad'
Cantilever
100 34' 7" 13 38'-8" 13 37'-5" 113 27'-8" 20 30'-11" 120 1 29'-10- 20 25'-9" 23 28'-10" 23 27'-10" 23 4'-0" 45
110 33'-8" 14 37'.7" 14 36'4" 14 26'-11" 21 30'-2" 21 29'-2" 21 23'-9' 27 26'-7" 27 25'-8" 27 4'-0" 55
120 30'-5' 17 34'-0" 17 32'.10' 17 24'-9- 25 27'-8' 25 26'S' 25 21'-10' 32 24'-5" 32 23'-7- 32 4'-0" 65
123 29'-7' 17 33'-1" 17 32'-0" 17 24'-2' 26 26'-11" 26 26'-1' 26 21'-3' 34 2T-9- 34 22'-11" 34 4'-0" 69
130 27-11' 20 31'-3" 20 30'-3" 20 22'-11" 29 25'-8" 29 24'-9' 29 20'-1" 38 22'-5" 38 21'-8" 38 4'-0' 77
140.1 26'-1' 23 29'-1' 23 28'-2' 23 21'-2" 34 23'-8" 34 22'-11" 34 20'-7" 38 22'-5' 38 21'-8" 38 4'-0' 89
140-2 26'-7' 23 29'-1' 23 211'-2- 23 21'-2" 34 23'-8' 34 22'-11' 34 18--8" 44 20'-10" 44 20'-1" 44 4'-0" 89
150 24'-6' 26 2T4" 26 26'•5" 26 19'•9" 39 22'-1" 39 21'-5" 39 1T4" 51 19'4' S1 78'-8" 51 4'-0" 102
note, i alai roof panel vnum =room waam *wan wain +ovemang. -Design or applied load based on the affective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & U180
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads` (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
Wind Open Structures Mono -Slopeded Roof Screen Rooms &Attached Covers Glass & Modular Rooms Enclosed OverhangZone
MPH
182
s an/load'
3
s anlload`
4
s aMoad•
1&2
s anlload'
3
s an/load•
4
s an/load•ad•
3
s an/load•
4
s aMoad•
Cantilever
100 28'-2' 13 31'•6' 13 30'-5' 13 ZZ-6- 20 25'-2" 20 24'4' 20 23 23'-6- 23 22'-8" 23 4'-0- 45
110 27'.5' 14 30'-8- 14 29'-7' 14 21 24'-7- 21 23'-9' 2127 21'-8- 27 20'-11" 27 4'-0' 55
120 24'-9' 17 2T-8' 17 26'-9" 1725 22'-6' 25 21'-9- 25 r17--10- 32 19'-1" 32 19'•3" 32 4'-0" 65
123 24'-2' 17 26'-11" 17 26'-1" 1726 21'-11" 26 21'-3' 2634 19'4" 34 18'-8' 34 4'-0' 69
130 22'-10' 20 25'-6' 20 24'-8' 2029N17'-3"
20'-11" 29 20'-2' 2938 18-3' 38 17'-8" 38 4'-0' 77
140-1 21'-3' 23 23'-9' 23 22'-11" 2334 18'-8' 3438 18'-3' 38 17'•8' 38 4'-0' 89140-2 21'-3' 23 2T-9- 23 22'-11' 2334 19'4" 34 18'-8' 3444 16'711" 44 16'-5" 44 4'-0' 89
150 19'-11" 26 22'-3" 26 21'-6" 2639 18_-0_ 39 1T-5' 39 12'-11" 60 15'-9" 51 15'-3" 51 4'-0' 102
Wind Open Structures MonoSlo ed Roof Screen Rooms 8 Attached Covers Glass &Modular Rooms Enclosed OverhangZone
MPH
18'2
span/load'
3
s aMoad•
4
s an/load•
1&2
s anlload•
3
s an/load•
4
s an/load•
1&2
s anAoad'
3
s an/load•
4
spa
Cantilever
100 32'-0' 113 36'4" 13 35'-2' 113 25'-11" 20 29'-0' 120 28'-l' 20 24'-2" 23 27'-1" 23 1 26'-2" 23 1 4'-0- 45
110 31'-7' 14 354" 14 34'-2" 74 25'4- 21 28'4' 21 274' 21 22'4- 27 24'-11" 27 24'-2" 27 4'-0' 55
120 28'-7' 17 31'-i 1" 17 30'-11' 17 23'-3" 25 25'-11' 25 25'-1" 25 20'-6- 32 22'-11" 32 22'-2' 32 4'-0' 65
123 2T-10' 17 31'-1" 17 30'-1" 17 22'-8" 26 25'4' 26 24'-6' 26 19,-11" 34 22'4" 34 21'-7" 34 4'-0" 69
130 26'-3" 20 29'-5" 2; 28'-5" 20 21'-7" 29 24'-l' 29 23'-3' 29 18'-10' 38 21'-1' 38 20'4' 38 T:Y 77
140-1 24'-6' 23 2T4' 23 26'-5" 23 19'-11" 34 22'-3" 34 2V-6" 34 18'-10' 38 21'-l' 38 20'4" 38 4'-0- 89
140-2 24'-6' 23 27'4- 23 26'-5- 23 19'.11" 34 22'-3' 34 21'-6- 34 17':U 44 19'-7" 44 18'-11" 44 4'-0' 89
150 22'-11' 26 25'-8" 26 24'-10" 26 18'-7" 39 20_-9_ 39 20'-l" 39 16'-3" 51 18'-2" 51 17'-7" 51
Wind
Zone
MPH
Open Structures Mono Sloped Root
1&2 3 4
s an/load• s anload• s an/load`
I
182 3 4
s an/load• s aMoad` span/load`
Modular Rooms Enclosed
1&2 3 4
s anAoad• s an/load• s anload-
Overhang
Cantilever
100 34'-7" 113 38'-8' 13 1 37'-5" 113 27'-8" 20 30'-11' 20 29'-10- 20 25'-9" 123 28'-10" 23 27'-10" 23 1 4'-0' 45
110 33'-8- 14 37'-7" 14 35%4' 14 26'-11" 21 30'-2' 21 29'-2' 21 23'-9" 27 26'-7' 27 25'-8- 27 4'-0' 55
120 30'-5' 17 34'-0- 17 32'-10' 17 24'-9' 25 27'-8' 25 26'S' 25 21'-10" 32 24'-5' 32 23'-7" 32 1 4'-0- 65
123 29.4- 17 33--1- 17 32'-0' 17 24'-2" 26 2b'-1V 26 26'-1' 26 21'-3" 34 23'-9" 34 22'.11" 34 4'-0' 69
130 2T-11" 20 31'-3' 20 30'-3" 20 22'-11" 29 25'-8' 29 24'-9' 29 20'-1' 38 22'-5' 38 21'-8" 38 4'-0' 77
140-1 26'-1' 23 29'-1" 23 28'-2' 23 21'-2" 34 23'-8" 34 22%11' 34 20'-1' 38 22'-5' 38 21'-8" 38 4'-0' 89
140.2 26'-1' 23 29'-1' 23 28'-2" 23 21'-2" 34 23'-8" 34 22'-11' 34 18'-8" 44 20'-10" 44 20'-1" 44 4'-0' 89
150 24 226 27'4" _26 26'-5" 126 1 19'-9- 39 22'-l' 39 21'-5' 39 1T4" 51 19'4' S1 18'-8" 51 1 4'-0' 102
Wind
Zone
MPH
Open Structures MonoSio ed Roof
1&2 3 4
span/load' s anlload• s an/load'
Screen Rooms & Attached Covers-
1&2 3 4
span/load' s anload• s an/load`
Glass & Modular Rooms Enclosed
182 3 4
s aMoad• span/load' spa
Overhang
Cantilever
100 37'-11" 113 42'-5- 13 1 40'-11" 13 30'-3" 20 1 33'-10' 120 1 32'-8" 20 1 28'.3" 123 31'-7" 23 1 30'-6" 123 4'-W 38
110 1'-2" 14 39'-10' 14 29'-6' 21 33'-0' 21 31'-11" 21 26'-1" 27 29'-l" 27 28'-2' 27 4'-0" 55
120 37'-3' 17 36'-0' 17 2T-1" 25 30'-3- 25 29'-3- 25 23'-11" 32 26'-9' 32 25'-10' 32 4'-0" 65
123 36'-3" 17 35-l" 17 26'-5" 26 29'-7" 26 28'-7' 26 23'-3" 34 26'-0- 34 25'-2" 34 4'-0" 69
130
33'-4
34'-3" 20 33'-1' 20 25'-2' 29 28'-1" 29 27'-2'29 21'-11" 38 24'-7" 38 23'-9' 38 4'-0' 77
140-11'-11.23 30'-10' 23 23'-3' 34 25'-11' 34 25'-1' 34 21'-11" 38 24'7' 38 23'-9" 38 4'-0' 89
140-21'-11' 23 30'-70" 23 23'-3" 34 25'-11" 34 25'-7' 34 20'-5" 44 22'-10' 44 22'-1' 44 4'-0' 89
26 29'-11" 26 28'-11" 26 21'-8" 39 24'-3" 39 23'-5' 39 18'-11" 51 21'-2' 51 1 20'-0" 151 4'-0" 102
1•..te. ,a luw panel wiam =room vnom +wan widm +overhang. -Design or applied load based on the affective area of the panel
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2.00'
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A = 0.434 in?
0.040" o Ix = 0.234 in
Nk Sx = 0.240 in.'
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.045"
I
A = 0.538 in? 0
Ix = 0.642 in'
0.428 in?
6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.060" o A = 0.768 in?
co
Ix = 0.530 in.'
Sx = 0.585 in?
6005 - T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.050"
o A = 0.697 in?
Ix = 1.428 in.'
Sx=0.714in.'
6005 - T5
2" x 4" x 0.050" HOLLOW SECTION
SCALE 2" = 1'-0"
1- 3.00" 1
A = 0.552 in.'
0.045" o Ix = 0.342 in.4
Sx = 0.342 in?
6005 - T5
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00°
I I
A = 0.776 in?
Ix = 1.953 in. `
0.046" o Sx = 0.977 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 4" x 0.046" x 0.100"
SELF MATING SECTION
SCALE 2" = 1'-0"
200
I
A = 0.964 in.'
Ix = 3.688 in.
0.050" Sx = 1.475 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.096"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
A = 1.098 in.'
0
0.050" q Ix = 5.938 in. 4
Sx = 1.979 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.02"
o A = 1.277 in?
0.060"
Ix = 8.873 in. '
Sx = 2.534 in.
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
z00
0.072" o
A = 1.855 in?
Ix = 16.622 in,
Sx = 4.156 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.112"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.072" o
of
A = 1.999 in?
Ix = 22.116 in`
Sx = 4.915 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.072" x 0.112"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.082" o
of
A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
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0.090"
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Ix = 42.466 in.'
Sx = 8.493 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.187"
SELF MATING SECTION
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These alloy indentification marks have been provided to O
contractors and yourself for permitting purposes. The details below 44 o n
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These alloy marks are used solely for our 6005 extrusions. It is c U
ultimately the contractors responsibility that they receive and use only w
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be used in conjuction with our 6005 engineering. 2 00NO
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GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber 92 S.P.F. minimum
2 . Sheathing, 1/2" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION 9 DESIGN STATEMENT:
The anchor systems in the Fastener section are designed for a 130 MPH wind
load. Multipliers for other wind zones have been provided. Allowable 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; Shear24,000 psi
Table 9.1 Allowahlr I narfe fn rnr fu A
Screw Size
d =diameter
Embedment
Depth
In.)
Min. Edge Dist 8
Anchor Spacing
5d (In.)
Allowable Loads
Tension Shear
ZAMAC NAILIN (Drive Anchors)
114" 1.112" 1-114" 273# 2364
312" 1-114" 6# 23b#
TAPPER (Concrete Screws)
3116" 1-114" 1 15116" 288# 167#
1314" 15/16" 371# 2594
114" 1-1/4" 1-114" 427# 200#
13/4" 1-114" 544# 216#
3/8" 1-112" 1-9116" 511# 402#
1314" 33/8" 703# 455#
POWER BOLT (Expansion Bolt)
1/4" 2"1-1/4"1s2a# zs #
5/16" 3" 1.718" 936# 751#
3/8" 3-112" 1 1.9116" 1,575# 1 1,425#
112" 1 5" 1 2-112" 2,332# 1 2,220#
POWER STUD (Wedge -Bolt 0)
1/4" 2-3/4" 1-114" 812# 326#
318" 4-1/4" 1.7/8" 1,358# 921#
112" 6" 2-1/2" 2,271# 1,218#
5/8" 7" 2-1/4" 3,288# 1 2,202#
Wedge Bolt
114" 2-112" 2-114" 878# 385#
3/8" 3-112" 3.1/4" 1,705# 916#
112" 4" 3-3/4" 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2" x 6" beam with:
spacing = T-0" O.C.
allowed span = 20'-5" (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(20.42') x 7' x 10# 1 Sq. Ft.
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
427#
Therefore, use 2 anchors. one (1) on each side of upright.
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete.
Screw/Bolt Allowable Tensile I Uplift Loads on Screws for Nominal Wall Thickness (T) (I
Size I Nd 0.044" 0.050" 1 0.055" 0.072" 0.082" 0.092" 0.125"
8 0.164" 122 139 153 200 228 255
10 0.190" 141 161 177 231 263 295
12 0.210" 156 178 196 256 291 327
14 0.250" 186 212 232 305 347 389 529
1/4" 0.240" 179 203 223 292 333 374 508
5/16" 0.3125" 232 265 291 381 433 486 661
318" 0.375" 279 317 349 457 520 584 793
112" 0.50" 373 423 465 609 693 779 1 1057
Allowable Shear Loads on Screws for Nominal Wall Thickness (Y) (Ibs.
Screw/Bolt I Single Shear
Size I Nd 1 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 1 0.125"
8 0.164-1 117 133 147 192 218 245
10 0.190"l 136 154 170 222 253 284
12 0.210" 150 171 188 246 280 293
14 0.250" 179 203 223 292 333 374 508
114" 0.240" 172 195 214 281 320 358 487
5116" 0.3125" 223 254 279 366 416 467 634
3/8" 0.375" 268 305 335 - 439 499 560 761
1/2" 0.50" 357. 406- 447 585 666 747 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness Y (Ibs.)
Bolt Double Shear
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125"
1/4"
F116F.0.3125"I
0.240" 343 390 429 561 639 717 1 974
446 508 559 732 832 934 1269
318" 0.375" 536 610 670 878 998 1120 1522
1/2" 0.50" 1 714 812 894 1 1170 1332 1494 2030
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6 1269
5052 H-25 1522
6005 T-5 2030
rs.)
Allowable Load Coversion Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension Shear
5d 1.00 1.00
6d 1.04 1.20
7d 1.08 1.40
8d 1.11 1.60
9d 1.14 1.80
tOd 1.18 2.00
11d 1.21
12d 1.25
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 27.42 #/SF
Fastener
diam. min. edge
distance
min. ctr.
to ctr.
No. of Fasteners I Roof Area (SF)
1 / Area 2 / Area 1 3 1 Area 1 41 Area
1/4" 112" 518" 1,454 - 53 2,908 - 106 4.362 - 159 5,819 - 212
7/8" 1,894 - 69 3,788 - 138 5,682 - 207 7,576 - 276
1" 2,272 - 82 4,544 - 166 6,816 - 249 9,088 - 331
112" 1" 1-1/4" 3,030 -110 6,060 - 221 9,090 - 332 12,120 - 442
Table 9.51B Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #/SF
Fastener
diam. min. edge
distance
min, ctr.
to ctr.
No. of Fasteners / Roof Area (SF)
1 11 Area 2l Area 31 Area 1 41 Area
114" 1/2" 1 SIS" 1,454 - 41 2,908 - 82 4,362 - 125 5.819 - 164
5116" 3/8" 7l8" 1.894 - 53 3,788 - 107 5,682 - 160 7.576 - 213
3l8" 314" 1 1" 2,272 - 64 4,544 - 128 6,816 - 192 9,088 - 256
1/2" 1"1 1-114" 1 3,03035 1 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";
1 = 1.0.
2. Minimum spacing is 2-1/2d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
Multi
Allowable
nsTeion
Load
Ilers
Shear
12d 1.25
11d 1.21
10d 1.18 2.00
9d 1.14 1.80
8d 1.11 1.60
7d 1.08 1.40
6d 1.04 1.20
5d 1.00 1.00
C
C
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 Reqlons other than 120 MPH, Use Conversion Table at Bottom of this Daue1
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 2 3 4
1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF
114"o 1-1/2" 396#-14 SF 792#-29 SF 1188#-43 SF 1584#-58 SF
2.1 /2" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF
1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF
5116"e 1-1/2" 468#-17 SF 9369-34 SF 14044-51 SF 1872#-68 SF
2-1/2" 780# - 28 SF 1560# - 57 SF 2340# - 85 SF 3120# - 114 SF
1" 356# - 13 SF 712# - 26 SF 1066# - 39 SF 1424# - 52 SFL- EI 1-112" 534# - 19 SF 1068# - 39 SF 1602# - 58 SF 2136# - 78 SF
32 SF 1780# - 65 SF 2670# - 97 SF 3560# - 130 SF
CONNECTING TO: CONCRETE [Min. 2,500 psl] for PARTIALLY ENCLOSED Buildings
Fastener
Olameter
Length of
Embedment
Number of Fasteners
1 2 3 4
TYPE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent)
114"o 1-112" 273# - 10 SF 5469 - 20 SF 819# - 30 SF 1092# - 40 SF
316#-12 SF 632#-23 SF 948#-35 SF 1264#-46 SF
ENER = Conc a Screw (Rawl Tapper or Equivalent)
3116"e 1-1/4" 288#-11SF 576#-21 SF 864#-32 SF 1152#-42 SF
a 1-1/4"
371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF
3654-13 SF 730#-27 SF 1095#-40 SF 1460#-53 SF
1-3/4" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF
3/8"e 1-112" 511#-19SF 1022#-37 SF 1533#-56 SF 2044#-75 SF
1-314" 703# - 26 SF 1406# - 51 SF 2109# - 77 SF 2812# - 103 SF
TYPE OF FASTENER Expansion Bolts (Raw] Power Bolt or Equivalent)
3/8"o 2-1/2" 1050# - 38 SF 2100# - 71 SF 3150# - 115 SF 4200# - 153 SF
3-1 /2" 1575# - 57 SF 3150# - 115 SFJ 4725# - 172 SFJ 6300# - 230 SF
1/2"o 3" 1399# - 51 SF 2798# - 102 SFJ 4197# - 153 SFJ 5596# - 204 SF
5" 2332# - 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 he less than 5d where
d Is the anchor diameter.
2. Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I = 1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
Tables Shown),
multiply allowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100 26.6 1.01
110 26.8 1.01
120 27.4 1.00
123 28.9 0.97
130 32.2 0.92
140-1 37.3 0.86
140-2 37.3 0.86
150 42.8 0.80
Metal to Plywood
1/2" 4 ply 518" 4 ply 3/4" 4 ply
Shear
Ibs.)
Pull Out
Ibs.)
Shear
Ibs.)
Pull Out
Ibs.
Shear
Ibs.)
Pull Out
Ibs.) Screw 0
8 93 48 113 59 134 71
10 100 55 120 69 141 78
12
14
118 71 131 78 143 94
132 70 145 88 157 105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel Steel Mandrel
Rivet Diameter Tension (Ibs.) Shear Tension (Ibs.) Shear
1l8" 129 176 210 325
S132" 187 263 340 490
3l16" 262 1 375 445 720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw I Anchor Size
Max Size of Beam
Upright
Attachment Type Size Description To Wall
0
To Upright/ Beam
0
Angle 1"x 1" x 0.045" 3/16" 10
Angle 1" x 1" x 1/16' (0.063") 3/16" 12
U-channel. 1-1/2" x 1-1/2" x 1-1/2" x 0.125" 1/2" 14
2" x 6" x 0.072" U-channel 1" x 2-1/8" x 1" x 0.050" 5116' 5/16
2" x 8" x 0.072" Angle 1" x l" x 1/8" (0.125") 3116" 12
2" x 10" x 0.072" Angle 1.112" x 1-1/2" 1/16"(0.062") 1/4" 12
2" x 7" x 0.072" Angle 1-1/2" x 1-1/2" 3/16"(0.188") 114" 14
2" x 10" x 0.072" Angle 1-1/2" x 1-1/2" 1/8"(0.062") 1/4" 14
2" x 7" x 0.072" Angle 1-3/4" x 1-3/4" x 1/8"(0.125") 114" 14
2" x 10" x 0.072" Uchannel 1-3/4" x 1-3/4" x 1-3/4" x 1/8" 318" 14
2" x 10" x 0.072" Angle 2" x 2' x 0.093" 3/8" 3/8"
2" x 10" x 0.072" Angle 2" x 2" x 1/8"(0.125") 5/16" 5/16'
2" x 10" x 0.072" Angle 2" x 2" x 3l16'(0.313") 1/2" 1/2"
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam I upright found in table 1.6.
2. For post attachments use wall attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
Upright wall thickness.
3. Inside connections members shall be used whenever possible
i.e. Use in lieu of angles where possible.
4. The thicker of the two members u channel angle should 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 # I 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" 264#-7 SF 5284-15 SF 792#-22 SF 1056#-30 SF
1/4"e 1-1/2" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF
2.112" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF
1" 312#-9 SF 624#-18 SF 936#-26 SF 1248#-35 SF
5116"0 1.1/2" 468# - 13 SF 936# - 26 SF 1404# - 40 SF 1872# - 53 SF
2.112" 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF
1" 356#-10 SF 712#-20 SF 1068#-30SF 1424#-40 SF
3/8"e 1-112" 534# - 15 SF 1068# - 30 SF 1602# - 45 SF 2136# - 60 SF
2-112" 890# - 25 SF 1780# - SO SF 2670# - 75 SF 3560# - too SF
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1 1 2 1 3 T 4
PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nallln or Equlvalent)
114"e 1-112" 233#-8SF 466#-17SF 699#-25SF 932#-34 SF
2" 270#-10SF 540#-20SF 810#-30SF 1080#-39 SF
PE OF FASTENER Concrete Screw (Rawl Tapper or Equivalent)
3/16"o 1.1/2" 246#-7SF 492#-14 SF 738#-21 SF 984#-28 SF
1-314" 317#-9SF 634#-185F 951#-27 SF 1268#-36 SF
114"e 1.1/2" 365# - 10 SF 730# - 21 SF 1095# - 31 SF 1 1460# - 41 SF
13/4" 465# - 13 SF 930# - 26 SF 1395# - 39 SF 1 1860# - 52 SF
3/8"o 14/2" 437# - 12 SF 874# - 25 SF 1311# - 37 SF 1748# - 49 SF
13/4" 601#-17 SF 1202#-34 SF 1803#-51 SF 2404#-68 SF
PE OF FASTENER Expansion Bolts (Rawl Power Bolt or Equivalent)
3/8"e 2-1 /2" 1205# - 34 SF 2410# - 68 SF 3615# - 102 SF 4820# - 136 SF
3-1/2" 1303# - 37 SF 2606# - 73 SF 3909# - 110 SF 5212# - 147 SF
112"o 3" 1806# - 51 SF 3612# - 102 SF 5418# - 152 SF 7224# - 203 SF
5" 1993# - 56 SF 3986# - 112 SFJ 5979# - 168 SFI 7972# - 224 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d
where d is the anchor diameter.
2. Allowable loads have been increased by 1.33 for
wind loading.
3. Allowable roof areas are based on loads for
Glass / Partially Enclosed Rooms (MWFRS)
I = 1.00
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
Tables Shown), multiply allowable loads and roof
areas by the conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100 25 1.22
110 30 1.11
120 35 1.03
123 37 1.00
130 42 0.94
140.1&2 48 0.88
150 N 0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions Wall Metal Upright Concrete Wood
2" 110.' V4" 14 1/4" 114"
2" x 9" 114" 14 114" 1/4'
2" x 8" 1/4" 12 114" 12
2" x 7" 3116" 10 3/16" 10
2" x 6" or less 3/16" 8 3/16" 8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.3 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size 8 10 12 14" 5116" 3/8"
8 1.00 0.80 0.58 0.46 0.27 0.21
10 0.80 1.00 0.72 0.57 0.33 0.26
12 0.58 0.72 1.00 0.78 0.46 0.36
14 0.46 0.57 0.78 1.00 0.59 0.46
5/16" 0.27 0.33 0.46 0.59 1.00 0.79
318" 0.21 0.26 0.36 0.58 0.79 1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
concrete screws: 2" maximum embedment)
Anchor Size 3/16" 11" 318"
3116" 1.00 0.83 0.50
114" 0.83 1.00 0.59
318" 0.50 0.59 1.00
Dyne Bolts (1-5I8",and
2-1/4" embedment respectively)
Anchor
3/16" 112"
Size
3/16" 1.00 0.46
1/2" 0.d6 ; Iwo
Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even number
of screws.
Example:
If (10) #8 screws are required, the number of #10 screws desired is:
0.8x 10=(8)#10
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1508-12-2010 OF