HomeMy WebLinkAbout1801 S Palmetto AveI
Application No: r. / t 13
t
RECEIVE":
CITY OF SANFORD
DEC 3 2010,y BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Documented Construction Value: $ `.
Job Address: VEM S.Wff)64 i - Historic District: Yes No
Parcel ID: Zoning:
Description of Work:
Plan Review Contact Person: G. < <- -'L— Title:
Phone: '-:1 1- C01 00 - ® S0'3 Fax: E-mail:
Property Owner Information
t Name GC,- If 2e S Phone:
Street: VB0 k cS . r
rr -({'
p • Resident of property?
City, State Zip:
Contractor Information
Name 11MINCIM INSTALLATIONS, WC_
3005 FORSYTH RD. Street: PARK, 3`,9„
City, State Zip:
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Building Permit [per
Square Footage: Z—
No. of Dwelling Units:
Electrical
New Service - No. of AMPS:
Phone: 1AU3r LA79_-
Fax: qa
State License No.: Scy " Architect/
Engineer Information Phone:
Fax:
E-
mail: Mortgage
Lender: Address:
PERMIT
INFORMATION Construction
Type: Al 0 No. of Stories Flood
Zone:' Y CS itQ_g e.-Q C ) Plumbing
New
Construction - No. of Fixtures: Mechanical
11 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no
work or installation has commenced prior to the 'issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
Signature of Owner/Agent Date
G &aAr J M
Print Owner/Agent's Name . ` e
Owner/Agent is
Produced ID
TIES:
OTARY PUBLIC 83A} L TLAR 7A
Tessie San ti90
Commission#DD, 2013Expires: AJG,13, 201
Bo,THRU ATLANTIC BONHII G CO., INC.
Contractor/Agen Personally Known to a or
Produced ID Type of ID
ENGINEE$I 1r{
2 -fir, /v FIRE:
COMMENTS:
WASTE WATER:
BUILDING: /4 /6
Rev 11.08
i h xr'e6n' RrR $ p
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name: c(A' J- S , Firm:
Address:
City: State: Zip Code:
Phone: 4o-7-G78 .0 500 Fax: Email: Sop R I l."Q (30,dZ14 . he
Property Address: 6j), s• 041 -e ,v e
Property Owner: (:z e,r 1 we e S
Parcel identification Number: --!G - I4. 30 .504• C2G04• cD030
Phone Number: yo-7 - Y 3s- N 70 7 Email:
The reason for the flood plain determination is:
New structure Existing Structure (pre-2007 FIRM adoption)
C< 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)
t'rl aFis!
cL7`F. O CIAL USE ONLi(
Flood Zone: `X ` Base Flood Elevation: N Datum: A
FIRM Panel Number: 120 79 4 co-7D r Map Date: p7
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
he parcel is not in the: floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: loodplain floodway
If the subject property is determined to be flood zone 'A', the best available information used to
determine the base flood elevation is:
T31 tirI I - 4-73 SCr Q.c Ev.c o y`e
Revie Date:
T:\Engr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc
11101116,
I hereby name and appoint
of C:5-.4--
in fact to act for me and apply to
DATE
ywv to be my lawful attorney
D F
for a BUILDING t
permit for work to be performed
at a location described as: Section 3 Cte;- Township
Range Lot I -A- Block Subdivision V1,ar,. $ ' k ,
Address of Job)
o
Owner of Property and Address)
and to sign my name and do all things necessary to this appointment.
7 d -4 Sc-- c-D o (
le O
Type or Print name f Certifi d Contractor, License #
Acknowledged:
Sworn to and subscribed before me this
DaY of A.D. 20 1
Notary Public, State of Florida
Seal)
NOTARY Pt:BL1C-6`fA` b QP nO A
Jessie Santisgp
My Commission Expires: Commission #Di0915546
Expires, AUG, 13, 2013
uovDED THRU ATLANTIC BONDING CO., Ul
THIS INSTRUMENT PREPARED BY:
Itill I1111lii10111iItaIt 111.11113 Ili 110111Ili ilitIlilt Name: Superior Aluminum Address:
3005 Forsyth Road
MARYANNE MDRSE, CLERK OF CIRCUIT COAT Winter Park, FL 32792 .
RETURN SEMINOLE COUNTY State
of Florida BK,
07495 Pg 0611 Opq) CLERK'S t# 20101
A2-3EO RECORDED 12/13/2010
11:E503 AN NOTICE OF COMMENC FEES
c7t)c T
S 1ztb.h
Permit Number `4 1
Parcel ID Number (PID) 1 ` '7-' l U =n-o = r, r,`3 v 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) L• f=t A -
t-- 0 i1l GENERAL DESCRIPTION OF IMPROVEMENT
e-P L-ACC, S C (LeEfq E d)ly) D N E ISTDu SLAG OWNER INFORMATION
Name and address:
G C2/
3rC,p Fri S D0 ( + 4 / Me TT D A i/e. Name and address of Fee
Simple Title Holder (if other than owner) 4 CERTIfIED!C,QPy CLERK- OF,
vCIRCU)TCOURT
CONTRACTOR NTY. FLORIDA Name and
address:
Superior Aluminum
Installations, Inc. ' OWGTY CLERK 3005 Forsyth Road Winter Park
FL 32792 DEC 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 of To receive a copy of
the Lienor's Notice as Provided in Section 713.13(1)(b),
Florida Statutes. Expiration Date of Notice of
Commencement: The expiration date is 1
year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS
MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS
UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT
IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT. WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING
YOUR NOTICE OF COMMENCEMENT. STATE OF Florida, COUNTY OF
OWNERS SIGNATURE OWNERS PRINTED NAME
NOTE: Per Florida Statute 713.
13(1)'(g), owner must sign...... and no one else maybe a itLdto sign in his or her stead." The foregoing instrument was acknowledged
before me this Payof ( /G'- s by y known to me
OR who has produced identificatio
VERIFICATION PURSUANT TO SECTION 92.
525, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I
DECLARE THAT I HAVE READ THE FOREGOING AND TH ARE TRUE TO THE BEST
OF MY KNOWLEDGE AND BELIEF. SIGNATURE OF NATURAL PERSON SIGNING
ABOVE dOTAR`f PI':I.IC.-
S1'n'1" ; OF -LORMA J•,ssieSantiago zF1a'i14' ission #DD915546 Expires; AUG.13,2013 BONDED
THRU ATI.AIJ IC
BONDL`IG CO., LNC.
Seminole County Property AppraiseF Get Information by Parcel Number http://www.scpafl.org/web/re_web.seminole_county_title?PARCEL=...
AS11DsvmJOHw-.tc-11
PROPERTY
APPiiA15ER
sIEl.1INOL t1N/FL
ttOT'E. Flasi,.scNFOFD. R32J71-1466MSO1-6W7506
VALUE SUMMARY
VALUES
2011
Working
2010
Certified
Value Method Cost/Market CosVMarketGENERAL -
Number of Buildings 1 1ParcelId: 36-19-30-509-0000-0030
Depreciated Bldg Value 77,331 83,030Owner: KEES GERALD H JR 8 LUCY C
Depreciated EXFT Value 660 S660MailingAddress: 1801 S PALMETTO AVE
Land Value (Market) 35,782 35,782City,State,ZipCode: SANFORD FL 32771
Land Value Ag 0 0PropertyAddress: 1801 PALMETTO AVE S SANFORD 32771
Just/Market. Value 113,773 119,472SubdivisionName: MARKHAM PARK HEIGHTS
Portablity Adj so 0TaxDistrict: SI-SANFORD
Save Our Homes Adj 17.053 25,295Exemptions: 00-HOMESTEAD (1996)
Amendment 1 Adj 0 0Dor: 01-SINGLE FAMILY
Assessed Value (SOH) 96,720 94,177
Tax Estimator
Portability Calculator
2011 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 96,720 50.000 46,720
Amenclnent t ac¢ustment is not applicable to school assessment) Schools 96,720 25.000 71,720
CitySanford 96,720 50,000 S46,720
SJWM(Saird Johns Water Management) 96,720 50,000 46,720
County Bonds 96,720 50,000 46,720
Potential Portabildv Amount is $17,053
The taxable values and taxes are calculated using the current years working values and the prior years approved miilage rates.
2010 VALUE SUMMARY
SALES Tax A6ioum (without SOH): 1,591
Deed Date Book Page Amount Vadlmp Qualified 2010 Tax Bill Amount: 1,082
WARRANTY DEED 09/1995 02974 1203 $80,000 Improved Yes SaveOur Homes (SOH) Savings: 509
Find Comparable Sales wthin this Subdivision 2010 Certified Taxable Value and Taxes
DOES NOT INCLUDE N0 4AD VALOREM ASSESSMENTS
LAND
Land Assess Method Frontage Depth Land Units Unit Price Land Value
LEGAL DESCRIPTION
PLATS:LPick_
FRONTFOOT & DEPTH 135 125 .000 285.00 $35.782 LEG LOTS 3 + 4 + N 1/2 OF VACD ALLEY ADJ ON SBLK G
MARKHAM PARK I -EIGHTS PS 1 PG 78
BUILDING INFORMATION
Bid Num Bid Type YearBx Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. CostNew
BuMing 1 SINGLE FAMILY 1956 8 1,646 2,499Sketch 1,835 EW CONCRETE BLOCK S77,331 121,304
Appendage l Sgft ENCLOSED PORCH FINISHED /189
Appendage )SgR OPEN PORCH FINISHED /64
Appendage/ Sgfi GARAGE UNFINISHED /600
NOTE: Appendage Codes included in Living Area: Base, Upper Stay Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base
Semi Finshed
Permits
EXTRA FEATURE
Description Year Bit Units EXFT Value Est. Cost New
FBGL PORCH W/FLOOR 1980 300 660 $1,650
NOTE: Assessed values shown are NOTcertified values and therefore are subject to change before being finalizedfor ad valorem tax purposes.
Ifyou recently purchased ahomesteaded property yournext year's property tax will be based on JusUMarket value.
loft 12/ 1 /2010 8:39 PM
McGuireWoods LLP
Bank of America Tower
50 North Laura Street
Suite 3300
Jacksonville, FL 32202-3661
Phone: 904.798.3200
Fax: 904.798.3207
www.mcguirewoods.com
Heather S. Nason
Direct: 904.798.2669 WGUIREWGODS
December 8, 2010
VIA ELECTRONIC MAIL
Planning and Zoning
Attn: Mary Moskowitz
300 N. Park Avenue
Sanford, Florida 32771
hnason@mcgui rewoods.com
Direct Fax: 904.798.3265
Re: Zoning Classification for Property Located at 4200 St. Johns Parkway, Sanford,
Flnriciq'17771
Dear Ms. Moskowitz:
Please confirm the following information with respect to the above referenced property:
1. The current zoning classification of the property.
2. The use determination for the property.
3. Whether there are any known or reported zoning or land use violations for the
property.
4. Whether there are any known pending complaints or violations for the property
regarding any laws, codes, rules, regulations or ordinances. We will make
separate requests with the Building Division and Community Improvement.
5. Whether the zoning and land use classifications for the property permit the use of
the property as a warehousing and distribution facility for a wholesale
distributor of HVAC, refrigeration and property maintenance industries,
with related office use, light manufacturing, assembly, production,
commercial, warehouse and industrial purposes, including office space.
The property has a property identification number of 28-19-30-5JB-0000-0040.
We will mail a check in the amount of $100.00 to your attention to cover the fees for this
request. Please send a letter addressed to my attention responding to the above.
Almaty I Atlanta I Baltimore I Brussels I Charlotte I Charlottesville I Chicago I Jacksonville I London I Los Angeles
New York I Norfolk I Pittsburgh I Raleigh I Richmond I Tysons Corner I Washington, D.C. 1 Wilmington
Page 2
Thank you for your assistance with this matter. If there are any questions or comments, please
don't hesitate to call.
Yours very truly,
Heather S. Nason
27967619.1
f '
q /
1
Fax:407-678-5560 OUPIERIOR MAIN OFFICE
TollFree:14mo•247.676a3005 Forsyth Road
FLReg. ff RX0045740 Winter Park, Florida 32M
FL Ua.9 SCCO56770 ALUMINUM INSTALLATIONS, INC. , (407) 678-0500
Sales, Installation, Show Room
Order No:- '
Date I I FS0
This is a contract between Superior Alu nli
Referred By:
Customer's Phone (Home) o J N3, e 7 63
Cell or Work) Mr.
Ions, Inc. and e'er L
Mrs.
the customer), who resides at r L1t? I PQ) to e- ti D
As used In this contract, the words seller, we, us, and our refer to Superior Aluminum Installations, Inc. and the words you, your and buyer refer
to the Customer. We agree to furnish ail labor and material necessary to install the following described:
5 C If UJ
ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001-713.37,
FLORIDA STATUTES), THOSE WHO WORK ON y^' °` QOPERTY OR PROVIDE
MATERIALS AND SERVICES AND ARF LL HAVE A RIGHT TO
ENFORCE THEIR CLAIM FOR: P. -%**"-' IOPERTY. THIS CLAIM
IS KNOWN AS A COP`- RACTOR OR A SUB-
CONTRACTOR F BCONTRACTORS, OR
MATERIAL SUPPI : Y" ONEY MAY LOOK TO
YOUR PROPERTY DY PAID YOUR CON-
TRACTOR IN FULL, YOUR CONTRACTOR
MAY ALSO HAVE A
PROPERTY COULD :
LIEN IS FILED YOUR
ABOR, MATERIALS,
OR OTHER SERVICL _ ' ONTRACTOR MAY
HAVE FAILED TO PA TIPULATE IN THIS
CONTRACT THAT B! - ONTRACTOR IS
REQUIRED TO PROV, JEN FROM ANY
PERSON OR COMPAK E TO OWNER".
FLORIDA'S CONSTRU( 1ECOMMENDED
THAT YOU CONSULT AK
F.
PAYMENT MAY AVAILABLE FROM rUND IF YOU LOSE MONEY ON
A PROJECT PERFORMED UNDER TH ,..rciPECIFIEDVIOLATIONS OFFLORIDA LAW
BY A LICENSED CONTRACTOR. FOR rUND AND FILING ACLAIM, CONTACTTHE FLORIDA
CONSTRUCTION INDUSTS, uLLOWING TELEPHONE NUMBER AND ADDRESS:
Division of Professions - Construction Indust . • 1940 North Monroe Street, Tallahassee, FL 32399-1039, Phone: 850-487-1395
TOTAL
1/3 DEPOSIT WITH ORDER - ,
1/3 ON LAYOUT-
1/3 ON INSTALLATION M INSTALLER 7 3S
TERMS: CASH / FINANCING / CREDIT CARD (CHECK ONE YEAR MATERIAL AND WORKMANSHIP GUARANTEED
If after going through the normal channel of operations, you are dissatisfied or have any unresolved problems, please
call and ask for me personally. Timothy Ode Ice President / Superior Aluminium installations, Inc.
THE INSTALLATION WILL BE COMPLETE ON ORABOUT iZ J `
IT IS UNDERSTOOD BYYOU THAT THE FOLLOWING CONTINGENCIES COULb MATERIALLY CHANGETHE ESTIMATED COMPLETION DATE STATED
ABOVE CUSTOMER'S INABILITY TO OBTAIN OR QUALIFY FOR FINANCING; INCLEMENT WEATHER; STRIKES OR OTHER LABOR DISRUPTIONS;
NON-AVAILABILFTY OF MATERIALS; ENGINEERING; PERMITTING: ACTS OF GOD.
BY SIGNING BELOW, YOU ACKNOWLEDGE THATYOU OWN THE ABOVE PROPERTY ANDTHATYOU AGREETO ALL TERMS OFTHIS CONTRACT.
THIS CONTRACT IS SUBJECT TO FINAL APPROVAL OF SUPERIORALUMINUM INSTALLATIONS, INC. MANAGEMENT AND SUPERIOR ALUMINUM INSTALLATIO
S, INC. R SERVES THE RIGHT TO CANCEL THIS CONTRACT AT ANYTIME PRIORY START OF Fjli% Data
i ) SO ! _ , -- i•
L
y SalesIepre,
tavve NAA(Zy- !). cu REV 1=
Page 1 O
Fax: 407-678-E60^
ffl`SUPERIOR
MAIN OFFICE
Toll Free: 1-8A247-6768 , l 3005 Forsyth Road
f FL Reg:-
ij-80045740 / Winter Park, Florida 32792
FL Lic. # SCCO56770 ALUMINUM INSTALLATIONS, INC. (407) 678-0500
Sales, Installation, Show Room
WORK / -"UOTE SHEET
Owner _Ler.4Lf )%ee5
Job Address I `bl)! yjl,Ad'ii-b AVM
City State 6: Zip 32722
Subdivision
Gated: yes (guard or keypad # ) / no
HOA: yes: rec'd / no: not needed
Roof
Roof
Roof
Roof Color.
Build-up
Wall / Transit
Riser
Roof Insulation: 0" / 2" L3" 4" / 6"
Roof Panel Thickness: .024" / .0,32"
Fixture Beam: Yes (draw on plan): No
Roof Trim Drip Edge Fascia / Roll Form
Color.
Gutter. Seaml s 6" / Roll Form /
Super Extru ed 5" or 7"
Downspouts: x4 White / Bron
Remove House Overhang: Yes N
Wall Style: &/ Elite 2000 /
Elite Mod?.'
Wall Type: Ycce;'/ Open Patio / Glass /
Acrylic / Vinyl
Wall Color. White ze ! Almond
Screen mesh Si 20x 18x14
Screen Color. BI
Knee Wall: Yes /
Insulated: 'Yes / o
Knee Wall Type: AI inum / Glass /
Cement Board( Dura Shield
Height: 12-16" 8-24"
Chair Rail: Yes /
Height: 12-16" / 18-24" / 32-36"
Other.
Door Size• 3 6- ' / 3-0' x 84
Door Ty / Vinyl / Glass /
FSH
Set handle: iddl ! Ua26DoorLocation . ft / ront g
Centered / To House. / me
Hinge Swing
Door. Location #2: Left / Front / R ' ht
Centered / To House / To Co
Custom
Hinge S rg
Pet Door. A pet door will on be installed into a
screen door S / M / L / 5 we use Pride brand
Window Style: Single Hung /Double Hung
Horizontal Side Sliding: / XX / XOX
Casement / Vertical 4 T
Window Type: Aluminum / VC / Impact
Secure Plus
Type ofGlass: Single Pane
Double Pane Insulated / olonial Grids /
Clear Light Bronze / Light Grey /
Low E Clear / Low E mt /
Dark Grey / Solar C I
Type of Acrylic: Clear / Bronze / Grey
Type of Vinyl: Cl / Bronze / Grey /
Purple
Number of Windo s:
Number ofPictu
Number of Trape ids: ems::
Sliding Glass
Window, Manufact
a - pr to fascia
IV--- __
Roof to house wall -
t3D 2NDatelt1UJob #
Phone:H. L/703
Phone Cell
Phone W.
Email i ' L, ('1(-. Ty^'i
Call First: yes / no Gate Locked: yes / no
Dogs in Yazd: yes no
Tear Down: yes / no/ By Customer
Concrete Slab: yes no/ By Customer
Electrical: yes / no/ By Customer
r i --t'' -,[
IV
m!
Suggested Inside Start Height:
I I Window Tax Credit: es / no
Roof Tax Credit yes no Draw in roof attachment to house. Fill in all measurements.
Date:
Total Amount
Repress alive
Initial Visit Discount: /\SGou,cl iol Vt A Date:
L,u
a1
Customer
REV 1/09
Page of
1 -
r
DESCRIPTION (AS FURNISHED)
LOTS 3 & 4, BLOCK G, TOGETHER WITH THE NORTH 1 f2'- OF VACATED ALLEY ON SOUTH, REVISED PLAT OF
MARKHAM PARK HEIGHTS, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLZ1,, OF
THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDAr
I
PLATTED AS CENTRAL AVENUE
KNOWN AS 18TH STREET
50` PLATTED RIGHT-OF-WAY
PI
REC 4-r 4` CONCRETE ASPHALT ROADWAY
toDt1UNF.NT RI
REC NAILWELLBOYN90V0'00` E --
N' PERM I
0 1 tjnuTY`PDLE QVEE?i?LSii
T-)-- 0HU DHU - OHU - -
N 90'00'00" E 135.00`
r 677..5' (P) I E7.5' (P)
I I
0
N
h
04
w r
Z IS ac
LLJ w f
OCOVERED `J 1 - - - o d (
ENTRY A110 a QSa13A, LOT 2. 0 _
x ----- -- a BLOCK G 10
Q 0 -F LIGHT W
CIOPOLE O
2 i.9" 4r }. w <
Q W a.
LJ _j
Q w 1 d
L LOT 4 Z a n ` LOT 3 k¢ eLocK
cK Q .
e
oc c o
gi,. Q C
Q
o [ Z '
N SOUTH
UNE OF LOTS
3 AND 4 67.
5' (P) 'i _ - (-c 67-5_(P) — 14.9' - y
UNE OF DESCR TiJ 4' CLF 13.96' ----- --- V!
s + " FENCE IS _ so.
oE•— —TIR1126= a' 90
00 00 W - NORTH
E/2. 135.
00` FENCE
Is -- RECOVERED
1/21RON VACATED ALLEYWAY 0.4' OFF ROD
AND CAP NO NUMBER ON SOUTH UTiLJTY PCRE 36gg (
IS IX ON CITY
CE , ` ; 5111-PlNn PLAN REVIEW I
PLAWNIN4:, L"' : ! CERVICES st
C Tk3T J' £ SE .
2 p Lf ND LOs7eLCAREL
Eft [RC[r ROD : s tTQ :DCNOtEi SET i%4 tR0[7 RCO t6 i.AttD SfAtVEt7PfG BNStNESS b #yr. CAP3$ N - =L5 L,ANO'9JP.VEVCtrt ..... R DEW)
TES RADIIJ5 PRM PERMANENT REFEPflirr mollUlJPrll 6 DINQTES
DEL EA AN<:LE PCP PERU.ANEN i Ci-IN FR(A F'74l! f A?L
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Date: JIT,O
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100"
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, Chapter23 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 forcodes 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 areconsidered to be minimum loads. Higher loads and
wind zones may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are
hereby listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy
of his letter of review and statement no financial interest is available upon request. A copy of
Brian Stirlings' 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, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and purlin details.
SHEET 5: Beam connection detals.
SHEET 6: Knee -wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Altemate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roofpanel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 106: Roof connection details. .
SHEETIOC: Roof connection details, valley connection elevation, plan & section views, pan &
compostite panels to wood frame details, super & extruded gutter to pan roof
details. SHEET
10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief
detail, beam connection to fascia details, pan roof achoring details. SHEET
10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite
roof panel with shingle finish details. SHEET
10F: Tables showing allowable spans and applied loads for riser panels. SHEET
10G: Manufacturer specific design panel. SHEET
10H: Manufacturer specific design panel. SHEET
11: Die shapes & properites. SHEET
12: Fasteners - General notes & specifications, Design statement, and allowable loads
tables. LEGEND
This
engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group,
Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase
of these materials. 1.
Contractor represents and warrantsthe 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 theASDM
will meet Contractor'srequirements (b) that the ASDM is free from error. 3.
LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for anyclaim(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 related to, Contractor's use of the ASDM, even if Bennett has been
advised of the possibility of such damages. 4.
INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against
Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim,
demand, cause of action, debt, or liability, including reasonable attorneys' fees, to the the extent that such action is based upon,
or in any way related to, Contractors use of the ASDM. CONTRACTOR
NAME: v 1 l C CONTRACTOR
LICENSE NUMBER: COURSE #
0002299 ATTENDANCE 0 CONTRACTOR
SIGNATURE: SUPPLIER:
S
c c_ BUILDING
DEPARTMENT CONTRACTOR
INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN VERIFIED: (
INITIAL) INSPECTION
GUIDE FOR SCREEN AND VINYL ROOMS 1.
Check the building permit for the following: Yes No 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 No 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) . . . . . . . . 9.
Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . f.
Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . . g.
Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . . . 3.
Check load bearing uprights / walls to deck for: Yes No a.
Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . . b.
Correct number, size & spacing of fastenersto 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 No a.
Receiver bracket, angle or receiving channel size & thickness.. . . . . . . b.
Number, size & spacing of anchors of beam to receiver orreceiverto host structure c.
Header attachment to host structure or beam . . . . . . . . . . . . . . . . . d.
Roof panel attachment to receiver orhost structure . . . . . . . . . . . . . e.
If angle brackets are used for framing connections, check number, size & thickness of
fasteners. . . . . . . . . . . . . . . . . . . . . . . f.
Post to beam attachments to slab . . . . . . . . . 5.
Check roof panel system for: Yes No 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 . . . . . . . . . . . . . . . . . . N
otes: 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
INDICAT01 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. J
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DRAWINGFORONEPERMITONLY08-12-2010 OF v
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures De9ignManual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; ExposB' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher 120
MPH or _MPH for 3 second wind gust velocity load; Basic Wind Pressure ; Design Pressures
for Screen I Vinyl Rooms can be found on page 3A-ii:
a. "B" exposure = PSF for Roofs & _PSF for Walls
b. "C" exposure = _PSF for Roofs & _PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
t t l Phone: tom
Contractor b uthorized Rep' Name (please print)
i,
Date:
Contractor / A orized Rep` Signature
IF` 0 k !2, Q AA to
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Yes, No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . .
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . .
C. Contractor's / Designer's name, address, phone number, & signature on plans
D. Site exposure form completed . . . . . . . . . . . . . . . . . . .
E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following:
1. Plan view with host structure area ofattachment, enclosure length, and
projection from host structure
2. Front and side elevation views with all dimensions & heights . . . . . . e
3. Beam span, spacing, & size . . . . . . . . . . . . . . . . .
Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . . Z
Select uprights from appropriate 3A.2 series tables)
Check Table 3A.3 for minimum upright size)
5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . . . .
Select chair rails from appropriate 3A.2 seriestables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . .
Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Yes No
A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . 1
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind nd/or "C" or "D" Exposure for load width:
Look up spa n 1201 H table and apply thefollowing formula_
SPAN REQUI F_ REQUIRED SPAN NEEDED IN TABLE
bord)=
i EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . .
Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone and/or 'C'Exposure for load
width_'
Look up spa on 2 PH table and apply the following formula:
SPAN REQUIRED
F_
REQUIRED SPAN NEEDED IN TABLE
bord)=
t EXPOSURE MULTIPLIERseethispage3)
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . .
D. Connection details to be used such as:
1. Beam to upright
2. ...............................
3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . .
4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . .
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . .
6. Extruded gutter connection . . . . . . . . . . . . . . . . . . .
U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . i
E.
Foundation detail type 8 size .
Must have attended Engineer's Continuing Education Classwithin the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16', using a 4" existing
slab and 20'-0" with a type 11 footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies t Willysoutl sheds r tPPcarports, and / or other structures to be attached. Y P
b. "Fourth wall construction" means the addition shall be self supporting with only the roofflashing of the two
units being attached. Fourth wail construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used tocompensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online atwww.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface ofa
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief portsinthegutter.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA /
NPEA / NSA 2100-2 for category I, 11, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on.the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be paint• d with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The 1 tsct:ve materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or
316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall -have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40 % , pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite panel/solid wall area exceeds 40 % , glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The loads assume a mean roof height
of less than 30'; roof slope of 0" to 20'; 1 = 0.87 for 100 MPH zone, I = 0,77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific.All framing
components areconsidered to be 6005-T6 alloy exceptwhere noted otherwise.
Section 3A Design Loads
for Screen,.Acrylic & Vinyl Rooms
Exposure "B"
Basic
Wind
Pressure
Screen Rooms
Vinyl Rooms
OverHang
All Roofs
Roof Walls
10t
13.0 10.0 12.0 46.8
14.0 11.0 13.0 47.1
1217.0 13.0 15.0 48.3
18.0, 13.3 15.9 50.8
13 2O.0 15.0 18.0 56.6
140 23.0 17.0 21.1 65.7
140 23.0 17.0 21.1 65.7
15 26.0 20.0 24.0 75.4
Note:
Framing systems of screen, vinyl and glass rooms are considered to be main frame resistance components. To convert the
above loads from Exposure "B" to Exposures "Co or "0" see Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others, Exposure "B"
Roof Walls
Wind Zone
MPH
Applied Load
SF)
Deflection
d)
Bending
b)
Applied Load
SF)
Deflection
d)
Bending
b)
100 10.0 1.09 1.14 12.0 1.08 1.12
11.0 1.06 1.09 13.0 1.05 1.07
13.0 1.00 1.00 15.0 1.00 1.00
123 13.3 0.99 0.99 15.9 0.98 0.97
130 15.0 0.95 0.93 18.0 0.94 0.91
140-1&2 17.0 0.91 0.87 21.0 0.89 0.85
150 20.0 0.87 0.81 24.0 0.85 0.79
Table 3A-B Conversion Factors
for Over Hangs
From a "R•• r. o.-, -c"
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 0.97
130 56.6 0.95 0.92
140.1 65.7 0.90 0.86
140-2 65.7 0.90 0.86
150 75.4 0.86 0.80
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Fxnncure"R"to"r' I Frnn ',-a--•'n••
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
SpanMultiplier Bending
Deflection Bending Deflection 0 -
15' 1.21 0.91 0.94 1.47 0.83 0.881.
29 0.88 0.92 1.54 0.81 0.87 20' -
25' 1.34 0.86 0.91 1.60 0.79 0.8625' -
30' 1.40 0.85 0.89 1.66 0.78 0.85 Use
larger mean roof height ofhoststructure or enclosure Values
are fromASCE 7-05 SITE
EXPOSURE EVALUATION FORM QUADRANTI
600'
I
EXPOSURE 1 I
I
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IIVy, 1
600
T
11 I EXPOSURE
1 00 I I 100'
4 0' 40
QUADRANTII
Z I
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ZONES ARE MEASURED FROM STRUCTURE OUTWARD LU SITE
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USING
THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' O EXPOSURE. '
C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE, w EXPOSURE
C: Open terrain win scattered obstructions, including surface undulaltions or other cc Oirregularities,
having heights generally less than 30 feet extending more than 1,500 feet from
the building in t`'
site
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 L 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 year , site
will be'b'. a O3.
Flat, opn count encountry, grasslands, ponds and ocean or shorelines in any quadrant for gr at O than
1,500 feet. J Q4.
Open terrain for more than 1,500 feet in any quadrant. U)) SITE
IS EXPOSURE: EVALUATED BY: G-7 T +" " )_ DATE: I'll-4 SIGNATURE:
A ' j tol1 LICENSE #: 08 .2-
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INTERIOR BEAM
PER TABLES 3A.1.3)
HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINU ROOF SYSTEM
PE PANEL HOST STRUCTURE OR
ROOF S FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
RIDGE BEAM
PER TABLES 3A.1.4)
NO'- 1,11,116,1111
P
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 8 3A.1.2)
LW' FOR
H• UPRIGHT'
HEIGHT (h) 1" x 2"
y MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILSPAGE7)
W/ SOLID ROOF TYP. FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2 PLATE TO BOTTOM OF WALL BEAM)
LW`LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/7 'P!2 @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) ' w
O.H. FU U
SOLID ROOF x
NO MAXIMUM // w N
ELEVATION SLAB OR GRADE)
P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
NOTES: P. VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1 140 1 150
8 1 #10 1 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = V-0"
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POST W/ 1" x 1" x 2' ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2" x 0.032" MIN.
HOLLOW RAIL
I" x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
NITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER
HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6" OF —
SPACING AS FOLLOWS EACH SIDE OF EACH POST @
24" O.C. MAX.
WIND ZONE MAX. UPRIGHTSPACING
100 T-0"
110 6'-T'
120 6'-3"
123 6'-l"
130 5'-8"
1401&2 5'-1"
150 4'-11"
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4)#10 S.M.S.
ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-112" BOTTOM W/ 1" x 1" x 2" x 1116"
CONCRETE ANCHORS WITHIN ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH SIDESIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX. 1" x 2" x 0.032" MIN. OPEN BACK
MIN. 3-112" SLAB 2500 PSI EXTRUSION
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH c 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK: 2"
PTP USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" = l'-0"
ALTERNATE CONNECTION BEAM /HEADERDETAIL1" x 2" WITH
3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
I TO2) #10 x 1 1/2 S. M. S. N ANGLE CLIPS MAY BE
SCREW BOSS SUBSTITUTED FOR INTERNAL
ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS
CONCRETE W/ 1/4" x 2-1/2"
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S.
POST AND 24" O.C. MAX. INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION
CONC. 6 x 6- 10 x 10 W:W.M.
OR FIBER MESH 1-1/8" MIN. IN CONCRETE
VAPOR BARRIER UNDER
CON
LTERNATE HOLLOW UPRIGHT TO BAS AND
HOLLOW UPRIGHT TO BEAM D L
SCALE: 2" = V-0"
ANCHOR 1" x 2" CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4"CONCRETE
ANCHORS WITHIN 6" OF EACH
SIDE OF EACH POST AT 24"
O.C. MAX. OR THROUGH
ANGLE AT 24" O.C. MAX.
MIN. 3-1/2" SLAB 2500PSI
CONC. 6x6-10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
4) #10 x 1/2" S.M.S. EACH SIDE
OF POST
H-BAR OR GUSSET PLATE
2"xTOR 2"x3'OR2"S.M.B. POST
MIN. (
4) #10 x 1/2" S.M.S. @ EACH
POST 1"
x 2" EXTRUSION 1-
1/8" MIN. IN CONCRETE ALTERNATE
PATIO SECTION TO UPRIGHT AND PATIO
SECTION TO BEAM DETAIL SCALE:
2" = V-0" MIN.
3-1/2" SLAB 2500 PSI CONC.
6 x 6 - 10 x 10 W.W.M. OR
FIBER MESH VAPOR
BARRIER UNDER CONCRETE
2"
x 2" OR 2" x 3" POST COMPOSITE ROOF PANELS: 8
x 9/16" TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/ SIDES
1-1/4" FENDER WASHERS PER 4'-
0" PANEL ACROSS THE 1"
x 2-1/8" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING
CHANNEL SIDES CONCRETEANCHOR
PER
TABLE) 1-
1/8" MIN. IN CONCRETE ALTERNATE
POST TOBASE CONNECTION - DETAIL 1 SCALE:
2" = l'-0" 6)
1"
x 2-1/8" x 1" U-CHANNEL OR 2"
x 2" OR 2" x 3" POST RECEIVING CHANNEL 8
x 9/16" TEK SCREWS BOTH SIDES
ANCHOR
RECEIVING CHANNEL TO
CONCRETE W/ FASTENER PER
TABLE) WITHIN 6" OF EACH
SIDE OF EACH POST @ 24"
O.C. MAX. MIN.
3-112" SLAB 2500 PSI CONC.
6 x 6 - 10 x 10 W.W.M. OR
FIBER MESH VAPOR
BARRIER UNDER CONCRETE,
2"
x 2" OR 2" x 3" HOLLOW GIRT
AND KICK PLATE 2" x 2" HOLLOW
RAIL 8
x 9/16" TEK SCREWS BOTH SIDES
1"
x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM RECEIVING
CHANNEL W/ MIN. (3) #10 x 1-112" S.
M.S. IN SCREW BOSSES CONCRETEANCHOR
PER
TABLE) 1-
1/8" MIN. EMBEDMENT INTO CONCRETE
ALTERNATE
POST TO BASE CONNECTION -DETAIL 2 SCALE:
2" = V-0" EDGE
BEAM 1"
x 2" OPEN BACK ATTACHED TO
FRONT POST W/ 10
x 1-1/2" S.M.S. MAX. 6" FROM
EACH END OF POST AND
24" O.C. FRONT
WALL GIRT 1"
x 2" OPEN BACK ATTACHED TO
FRONT POST Wl 10
x 1-1/2" S.M.S. MAX. 6' FROM
EACH END OF POST AND
24" O.C. IEimsm N
TYPICAL &
ALTE ALTERNATE
CONNECTION: 2) #
10 x 1-1/2" S.M.S. HROUGH
SPLINE GROOVES TYPICAL
UPRIGHT DETAIL SCALE:
2" = 1'-0" IIDE
WALL HEADER kTTACHED
TO 1" x 2" OPEN PURLIN OR CHAIR RAIL IACK
W/ MIN. (2) #10 x 1-1/2" ATTACHED TO BEAM OR POST M.
S. W/ INTERNAL EXTERN CLIP
OR'U' CHH ANNEL W/MIN. 4) #
10 S.M.S. IDE
WALL GIRT ATTACHED TO x
2" OPEN BACK W/ MIN. (3) 10
x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL OSSES
FRONT
ANDSIDE BOTTOM RAILS
ATTACHED TO CONCRETE
W/ 1/4" x 2-1/4" CONCRETE/
MASONRY ANCHORS
@ 6" FROM EACH POST
AND 24" O.C. MAX. AND WALLS
MIN. 1" FROM EDGE OF CONCRETE
SNAP
OR SELF MATING BEAM ONLY
RISER
PANELS ATTACHED PER ROOF
PANEL SECTION HEADER
ATTACHED TO POST W/
MIN. (3) #10 x 1-1/2" S.M.S. IN
SCREW BOSSES 2"
x 2", 2" x 3" OR 3" x 2" HOLLOW (
SEE SPAN TABLES) FOR
SNAP EXTRUSIONS GIRT ATTACHED
TO POST WITH MIN. (
3) #10 x 1/2" S.M.S. IN SCREW
BOSSES 1"
x 2" OPEN BACK BOTTOM RAIL
1/
4' x 2-1/4" MASONRY NCHOR
@ 6" FROM EACH JD
24" O.C. (MAX.) SCREW
BOSSES SNAP
OR SELF MATING BEAM ONLY
PURLIN
TO BEAM OR GIRT TO POST DETAIL SCALE:
2" = l'-0" J
Q
Q
20
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U'.I L OFOR
WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOMOFTOPRAILTHEGIRTISDECORATIVEANDSCREW
HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES OFOR
ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-3/4" x 4" STRAP AND (
4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT 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. In
Co
19 B#
2 N m 1
WPM LLw [L- UJ
2 m o Lu
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08-
12-2010 OF 12
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
i
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF n
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
1) #40 BAR CONTINUOUS
1) #40 BAR AT CORNERS AND
10'-0' O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
COURSE WITH 2,500 PSI PEA
ROCK CONC. DECK
APPROPRIATE DETAILS) 6 x 6 - 10 x 10 WELDED WIRE
MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32")
2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
ALUMINUM ATTACHMENT
h' W N x'
32" 12" 2 10'-0"
40" 12" 2 8'-0"
48" 18" 3 U-0"
56" 18" 3 4'-0"
60" 24" 3 2'-8"
72" 30" 4 V-4"
CONCRETE FILLED BLOCK
STEM WALL 8' x 8" x 16" C.M.U.
1) #40 BAR CONTINUOUS
U) ^ 1) #50 VERT. BAR AT
W 'x CORNERS AND
w
W/
ui I 2 500 PSI PEA ROCKLLS
r CONCRETE
8" x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
W. LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh,
InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90 % density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft..
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
NEW SLAB 12 47" EXISTING SLAB
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
SC_.ALE: 3/4" = V-0"
USE 2" x 4" OR LARGER
SCREWS DETAILS FOR FRONT WALL
SEE FASTENER TABLE) UPRIGHTS
1" x 2" CHANNEL
1/4" S.S. x "LAG SCREWS
W/ 1/4" x 1-1/2" FENDER
3/4" PLYWOOD DECK WASHER (SEE TABLE @ 6'
At FROM EACH SIDE OF POST
I A 1 AND 24" O.C. PERIMETER
1-1/2" (MIN.) ! /`--1/4" LAP
Y
PERIMETER DOUBLE
2 x 6 OR 2 x 8 STRINGER
@ 16" O.C.
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood 2-1/2"
5/4" P.T.P. or Teks Deck 3-3/4"
2" P.T.P. 4'
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3" = 1'-0"
114" x 6" RAWL TAPPER
THROUGH 1" x 2" AND ROW
LOCK INTO FIRST COURSE OF
BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NON-
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP v°
@ EACH POST FROM POST TO I
FOOTING W/ (2) #10 x 3/4" ll
S.M.S. STRAP TO POST AND
1) 114" x 1-3/4" TAPCON TO
SLAB OR FOOTING
ALUMINUM FRAME SCREEN
WALL
ROW LOCK
BRICK KNEEWALL TYPE S
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL)PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
1) #5 0 BARS W/ 3" COVER
TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = V-0" (2) #5 BAR CONT.
2) #5 BAR CONT.
2' MIN.
1" PER FT. MAX. FOR (1) #5 BAR CONT. _. a
2'MIN. — —
BEFORR OPEESLOPE ALL SLABS) IF
8" 12'
TYPE I TYPE II TYPE III
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
0-2" ! 12" 2" / 12"- V-10" > V-10"
Notes:
1. The foundations shown are based on a minimum soil bearing pressure cf 1500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab.
slab / foundation shall be cleared ofdebris, roots, and compacted prior to placement of concrete.
footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type It footing is
required. All slabs shall be 3-1/2" (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh ® Mesh, InForceTM' e3- (Formerly Fibermesh MD) per manufacturer's
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0"
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
RC%ALE: 3/4" = V-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER
SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES
ALUMINUM UPRIGHT CONCERNING FIBER MESH) y
CONNECTION DETAIL (2) #50 BARS CONT. W/ 3"
SEE DETAIL) COVER LAP 25" MIN. w
E3-1/2" 5
16" MIN. ' t
J
MIN. z m
TOTAL
ai
o
wo /\ \j\\j\ \\ 6 MIL.VISQUEEN
ARE
VAPOR
BARRIER IF AREA TO BE
z ENCLOSEDO
O 16" MIN. TERMITE TREATMENT OVER
w UNDISTURBED OR
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE J
DENSITY 1500 PSF BEARING Q
Notes: :3
1. All connections to slabs or footings shown in this section may be used with the above footing. Q
U)
2. Knee wall details may also be used with this footing. < O3. All applicable notes to knee wall details or connection details to be substituted shall be compliedwith.
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's Z 0specificationmaybeusedinlieuofwiremesh.
J JMINIMUMFOOTINGDETAILFORSTRUCTURESINORANGECOUNTY, FLORIDA
SCALE: 1/2" = V-0"
L~LI
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NEW SLAB W/ FOOTING 0 U O
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ELED IN/
8" EMBEDMENT, 25" MIN. LAP J
Q
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 1/2" = V-0"
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
10 x 1.1/2" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
2) 1/4" MASONRY ANCHORS
PER SECTION 9) INTO
CONCRETE
It 0
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ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2" = T-0"
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1208-12-2010 OF
UNIFORM LOAD UNIFORM LOAD d
TRUFAST SIP HD FASTENER
t'+1-1/2" LENGTH (t+1") @ Z
8" O.C. t+1-1/4"
SELF -MATING O z<
t a — BEAM o
A B A B (
SIZE VARIES) 0 0 a
00 ZOSIESPANCANTILEV1ORSINGLESPANoj
aE
UNIFORM LOAD UNIFORM LOAD ?
z Q
y o00m o
Z l l Z l (D SUPER OR °c o 2
A B C A B C D ®
EXTRUDED Co LL
GUTTER _ i
2 SPAN 3 SPAN ® 3i X
THRU-BOLT # AND SIZE PER 3 0
TABLE 3A.3 8
e
UNIFORM LOAD Z
J _O
Q2" x 2" ANGLE EACH SIDE
t-
p u)
W a
l 1 l l BEAM SIZE PER TABLE 1.10 Z W o
k
A B C D E SELF -MATING BEAM Z 0 n zw
4 SPAN
to Z Q
w W
NOTES: 0 _ a Z
1) 1 = Span Length CO> W 3WQa = Overhang Length POST SIZE PER TABLE 3A.3 0 m
2) All spans listed in the tables are for equally spaced distances between supports or anchor points. U M o g
3) Hollow extrusions shall not be spliced. J = O
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. THRU-BOLT'# AND SIZE PER F— } 0 uJ ZOTABLE3A.3 U O UF- v Lnn LOADPERTABLE3A.3 Q W 0g AND
SIZE OF CONCRETETf w Z s SPAN
EXAMPLES FOR SECTION 3 TABLES ANCHOR PER TABLE 9.1 z o Q. SCALE:
N.T.S. ? W m w ALTERNATE
SELF -MATING BEAM CONNECTION cc cc
3
3 `
t
TO SUPER OR EXTRUDED GUTTER of w J
C (
1 WL) N Q.. B(
1114-Q II
A(3l4'L) I N !- 19
a
N
Z r
ALLOWABLE
BEAM SPLICE LOCATIONS k Uj m U o SCALE:
N.T.S. 11 w m w SINGLE
SPAN BEAM SPLICE d = HEIGHT OF BEAM W BEAM
SPLICE SHALL BE m tY o Z
1/
4 POINT OF BEAM SPAN G) o ALL
SPLICES SHALL BE LL
C v j MINIMUMd-.50" LLO ~ a r 333
w
STAGGERED
ON EACH d-.50" d-.50" 1" MAX. G) o p SIDE
OF SELF MATING BEAM m ti N to 0 PLATE
TO BE SAME + + + + + + m LU ro o ' L
a.
wTHICKNESS
AS BEAM WEB 75' d-.50" d O G) ' m PLATE
CAN BE INSIDE OR 75" (C9
C U c co O
OUTSIDEBEAMORLAPCUT _ L DENOTES
SCREW PATTERN NOT
NUMBER OF SCREWS 1"
MAX. z O
J
HEIGHT
2 x (d - .50") LENGTH Z o Lu
o Minimum
Distance and re0 Spacingofscrews, Gusset Plate - - - ' / a a
O
20 (
9 I
Z K
refers
to each side of splice a0 W use
for 2"x4"and 2"x 6'also O SHEET Z Note:
0 Q
Z 1. All gusset plates shallbe minimum5052 H-32 Alloy 6r havea minimum yield of 30 ksi. w W 7
Z TYPICAL
BEAM SPLICE DETAIL Z 1" =
T-0" m 08-
12-2010 OF ! W
SCALE:
f Screw
Size
ds
In.)
Edge
to Center
2ds
In. Center
to Center
2-
1/2ds in. Beam
Size Thickness in.
6
0.16 3/8 7A6 2' x T x 0.055' x 0.120"" 1/16 = 0.063 A(
0.19 3I6 1/2 2'x8'x0.072'x0.224" 1/8=0.125 12
0.217/16 9/16 2" x 9' x 0.072"x 0.224' 1/8= 0.125 14
or 1/4' 0.25 ill SIB 2' x 9" x 0.082' x 0.306" 1/8 = 0.125 5/
16' 0.31 SI6 3/42'x10"x0.092'x0.369" 1/4=0.25
Table 3A.1.1-110 Town & Country Industries, Inc. "
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 110 MPH velocity: using desiqn load of 11.0 #!SF (47.1 #!SF for Max. Cantileverl
2" x 2- x 0.040" Hollow I 2"- x 4- x U.045- Hollow
Load I Max. Span'L'!(bend!ng'b' or deflection'd') Load Max. Span 17(bendingWor deflection'dl
Width (ft.) 182 Span 3 Span 4 Span rZ!.var Width (ft.) l&2 Span 1 3 Span 1 4 Span r "'axeVO,
Load I Max. Span 'L'I(bending'b' or deflection'd'). Load I Max. Span 'L'/(bending'b' or deflection'd')
Width (ft.) 1 1&2 Span 1 3 Span 1 4 Span _• jt..", Width (ft.) 182 Span 1 3 Span 1 4 Span I r Male.
Load Max. Span'L'!(bending'b' or deflection 'd')
Width (ft) t82 Span 3 Span 4 Span
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center ofbrace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.2 110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
lin - ..",n.-In.- „ n doeinn Inad ni 1'1 n WCF
Sections -
Tributa Load Width'W= Members acin
3'-0" - T-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"1 6'-6" -- - - 7'-0" 1 7'-6"
Allowable Hei ht W / bendin 'b' or deflection'd'
2" x 2" x 0.044" Hollow 8'-7" b T-11' b T-5" b 6'-11" b 6'-8" b 6'4' b 6'-1' b S-10" b 5'-7' b 5'-5' b
3" x 2" x 0.045" Hollow V4" b 8'-0" b 8'-l" b T-7" b T-3" b 6'-11' b 6'-7" b 6'4" b 6'-1" b 5'-11b 2"
x 3" x 0.045" Hollow 10'-7' b 9'-10' b 90-2' b 8'-8" b 8'-2' b T-10' b T-6' b 7'-2' b 6'-11" b 6'-8' b 2"
x3" x 0.060' Hollow 13'4' b 17-5' b 11'-7" b 1 0'-11" b 10'4" b 9'-10' b g'-5" b 9'-l' b 8'-g" b 8'-5" In 2"
x 4" x 0.050" Hollow i 2'-10' b 11'-10" b 11'-1' b 10'-5' b 9'-11" b 9'-5' b 9-1" b 8'-8" b 8'-5" b 8'-1- In 2"
x 5" x 0.062" Hollow 18'-8" b 1T-3' b W-2" b 15'-3" b 14'-5" b 13'-g' b 13'-2' b 12'-8" b 12'-3" b 1'-10" b 2.;
x'' 2" x 4" x 0.046 x 0.100" S.M.B. 15'-9' b 14'-T b 13'-T b 12'-10' b 12-2' b i1'-T b 11'-10 10'-8" b 70'-3" b 9'-11' b 2"x5 x0.
050"x 0.100`-SM. - 8-11' b 7-W b 1614' b 15'-5' b 14'-8" b IT-11' 13'4" b 12'-10",b 12'4 b I 1-11" b 2" x 6"
x 0.050" x 0.120" S.M.B. 21'-11" b 20'-3" b 18'-11' b 17'-10' b 16'-11" b 16'-2' b 15'-6" b 14'-10" b 14'4" b 3'-10" b 2" x 7"
x 0.055" x 0.120" S.M.B. 26'-3' b 24'-3" b 22'-9" b 21'-5" b 204" b 1 4' b 111W* b 1 T-10" b17'-2" b 16'-7" b 2". x 8"
x 0.072" x 0.224" . S.M.B. 32'-2' b 29'-9'" b 27'-10' b 26'-3" b 24'-11" b 23'-9' h 22'-9'. b 21'-10" b 21'-0" b 20'4' b 2" x 9"
x 0.072 x 0.224 S.M. 37'-3" b 34'-5' b 32'-3 b 149'-U- 30'-5' b
28'-10" b 21.-6 b 26'4' b 25'-3" b 24._4.b 23'-6' b 2" x 9"
x 0.082" x 0.3111" S.M.B. I 41'-b" b 38'-5' b 35-11 b 33'-' 1" b 32'-2" b 30'-8' h 29'-4- b 28'-3" b 21'-2" b 26%3- b 2" x 10-
x 0.092" x 0.369" S.M.B. 5T-11" d 51'-3' d d 41'-2- d 45--1" b 4Z-11" b 41'-2- b 39'.7- b 38'-1" b 36'-10- b 1 UAbove spans
donot include length of knee brace. Add horizontal distance from upright to center of brace to beamconnection to the above spans for total beam
spans. 2. Spans may
be interpolated. Table 3A.1.
3-110 Town & Country Industries, Inc. TCI 6005 Allowable
Beam Spans for Miscellaneous Framing`Beams for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6005
T-5 For 3 second
wind oust at 110 MPH velocity: using desion load of 11.0 #!SF Tributary Load Width
2'-0" 1
3'-0' 1 4'-0" 1 5'-0" 1 6'-0" 1T-0" B'-0"1 10'-0' 1 12'-0' 1 14'-0- 16'-0- 18'-0- Hollow Beams Allowable
Span L' I bending'b' or deflectlon'd' 2" x 4"
x 0.050" 13'-3- d 11'-T d 19-6- tl 9'-9- d g'-2- d 8'-9' d 8'4" d T-9' d T4' d 6'-11' d 6'-8' tl 6-4' tl Self Mating Beams
Allowable Span'L' bending W or deflection'd' 2" x 4"
x 0.045" x 0.088" 14'-9" d 17-10- tl 11'-8' d 10'-10' d 10'-2" d 9'-8- d 9'-3" d 8'-7- d 8'-l' d T-8- d T-4- d T-1- d 2" x 5"
x 0.050" x 0.116" 18'-2' d 15'-11" d 14'-5- d 13'-5" d 12'-7- d 11'-11' d 11'-6' d 10'-8' d 10'-0" d 9'-6' d 9'-1' d 8'-9' d 2" x 6"
x 0.050" x 0.120" 2l'-4' d 18'-8" d 16'-11' d 15'-9' d 14'-9" d 14'-l' d 13'-5" d 12'-0" d 11'-9' d 1l'-2' d 10'-8' d 10'-3' d 2" x 7"
x 0.055" x 0.120" 24'-5' d 21'4- d 19'-4- d 1T-11' tl W-11" d 16'-l' d 15'4" d 14'-3' d 13'-5' d 12'-9' d 12'-2" d 1l'-9' d 2" x 8"
x 0.070" x 0.224' 30'-1' d 26'-3- d 23'-10' d 22'-2- d 20'-10' d 19'-9- d 18'-11- d 1T-7" d 16'-6' d 15'-9' d 15'-0- d 14'-S d 2" x 9"
x 0.070" x 0.204" 33'-1' d 2V-10" d 26'-3' d 24'-4' d 22'-11' d 21'-9' d 20'-10" d 19'4" d 18'-2' d 1T-3' d 16'-6' d 15'-11' d 2" x 9"
x 0.082" x 0.326" 36' 5" d 30%i 1" d 28'-1' d 26'-l' d 24'-7" d 23'4' d 22'-4' d 20'-9' d 19'-6" d 18'-6' d 1T-9" d 1 T-0" d 2" x 10"
x 0.090" x 0.374' 41'-l' d 35'-11" d 32'-7' d 30'-3'- d 28'-6' d 27'-1' d A 1- d 24'-0' d 22'-T tl 21'-6' Notes: 1. It
is
recommended that the engineer be consulted on any miscellaneous framing beam that spans more than40' 2. Spans are
based onwind loadplus 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 beamconnection to the above spans for total beam spans. 5.
Spans may
be interpolated. Table 3A.1.
4-110 Town & Country Industries; Inc. 6005 T-5
Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic
or Vinyl Rooms Aluminum Alloy 6005
T-5 For 3 second
wind oust at 11n MPH velocity usinn dncinn Inad m 11 n 1tmi, Self Mating Sections
Tributary Load Width'
W' = Purlin Spacing 5'-0" - 6'-
Vr 0" 8'-0" 9'-0" 10'-0' 1 111--0" 1 12'-0" Allowable Span'L' /
bending'b' or deflection'd' 2" x 4"
x 0.046" x 0.050" 14'-6' d 13'-6" d 12'-11" d 12'-5" d 11'-9" b 11'-2' b 10'-8" b 10'-2" b 2" x 5"
x 0.050" x 0.048" 17'-11" d W-11" d 16'-1' d 15'-4" d 14'-9" d 14'-3' d 13'-9" b 13'-2" b 2" x 6"
x 0.050" x 0.060" 21'-l' d 19%10" d 18'-10' d 18'-0" d 17'4" d 16'-6" b 15%8" b 15'-0' b 2" x 7"
x 0.060" x 0.060" 24'-t' d 22'-8' d 21'-0' d 20'-7" d 19'-10' d 19%1" b 18'-3" b 17'-5' b 2" x B"
x 0.072 x 0.112- 29'-8' d 2T I V d 26'-0' d 25'-5' d 24%5" d 23'-7" d 22'-10" d 22'-2' d x 0.072"
x 0.112" 32'-8' d 30'-9' d 29'-2" d 2T-17' d 26'-10- d 25'-11' d 25%1' d 24'-3- b 2" x 9"
x 0.082" x 0.153" 34'-11' d 37-11' d 31'-3' d 29'-11" d 28'-9" d 27'-9- d 26'-11- d 26'-2- d 2" x 10"
x 0.092" x 0.187" 40'-7" d 38'-2" d 36'-3" d 1 34'-8- d 33'4- d 1 32'-2" d 31'-2" dl 30'4" d Notes: 1. Tables
assume
extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may
be interpolated. Table 3A.2
110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic
or Vinyl Rooms Aluminum Alloy E763
T-6 For 3 second
wind oust at 1 to MPH velocityustno desion Inad of 13 n #1SF Sections Tributary Load
Width'
W' = Purlin Spacing 3'-0" 1
3'4i" 4'-0" 1 4'-6" 1 T-0' 5'-6" 1 6'-0" 1 6'.6" 1 7'-0" 1 7'-6- Allowable Height 'H' /
bending W or deflection'd' 3" x 3"
x 0.045" Fluted 9'-7" b 8'-5' b T-10' b 7'-5" b T-0' b 6'-8" b 6'-5' b 6'-2' b 6-11' b 5'-9" b 3" x 3"
x 0.060" Square 11'-2" b 10'4' b 9'-8' b 9'-1' b 8'-8" b 8'-3" b T-11" b 7'.7' b 7'4' b T-1" b 3" x 3"
x 0.093" Square 16'-0" b 14'-10' b 13'-11" b 13'-1" b 12'-5" b 11'•10" b 11.4" b 10'-11" b 10'E" b 10'-2" b 3" x 3"
x 0.125" Square 19'-l" b 17'-8' b 16'-7- b 15'-7" b 14'-10' b 14'-1" b 13'-6" b 12'-11" b 12'-6" b 12'-l' b 4" x 4"
x 0.125" Square- 24'-9" b 22'-11" b 21'-Y b 20'-2" b 19'-2' b 18'-3" b 17'-6" b 16'-9' b I R-2" bW-8" b Notes: 1. Above
spans
do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for
lots! beam spans. 2. Spans may
be interpolated. Q w 3
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for permitting purposes. The details below lu o a
illustrate
the alloy
indentif!cation marks and the location of such marks. w C H a Y These alloy marks
are used solely for our 6005 exsions. It is extrusions. U M \ ultimately the contractors
responsibility that they receive and use only a m c) c 6005 alloy shapes
when using this engineering. We are providing this O IX y N sdocument to simplify
the indentification of our 6005 alloy materials to U W m o = be used in
conjuction with our 6005 engineering. w U 0° O c3 A
separate
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TCI 6005 SELF -
MATING i ALLOY INDICATOR TCt
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Table 3A.1.1-120 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #NSF (48.3 p/SF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2- x 3" x 0.045` Hollow
Load I Max. Span'L'I(bending W or deflection'dj I Load I Max. Span'L'I(bending'b' or deflection'd')
Width (ft.) 1 1&2 Span 3 Span 1 4 Span C.1ax_
ntilaWidth (f -) 1&2 Span3 Span 4 SpanrnMax- L
x J x u.uou Load
Width (
ft. Hollow
Max.
an'L'I(bending'b' or deflection'd') C
x 4 x U.uou Load
Width (
R) Hollow
Max.
Span'L'/(bending W or deflection'd') 2
Span Span 4 Span Cantilex.ver 1&2 Span 3 Span 4 Span ntilever 10'-
5' d 10'-8' d 1'-1 d 4 9'-11' d 12'4' d 12'-7' d 1' d 5
7-1 9'-8' d 9'-71- d 1'-6' d 5 g'-3' d 11'-5" d 11'-8' d 9' d 11.'-
8' T- ' 9'-2- d 9'4' d l'-5" d 6 81-8' d 10'-9' d 10'-11' d d7 d8'-8- d 8'-10- d 1'4" d 7 8'-3' d 10'-2" d 10'-3' b7' d 8
d 8'-6' d 1'-3' d 8 T-11' d 19'-9" d 9-Tb 1'-6' d 9
T- d 8'-2- d 1'-3- d 9 T- d 9'-4" b 9'-7"
b
1-6"
d
10
9d8'
4' T-
8'd10 7'4" d 8'-11" b 8'-7' b 1'-5' d 11
7'-6- d 1 T-7" tl 1'-2" d 11 1 T-1- d 8'-6" b 8'-2- b 1'4" d 12
5-10" d 1 T-3" d 1 T-5" d 1'-1' d 12 1 b'-11" d 8'-1" b T-10- b 1'4" d x
2" x 0.045" Hollow Load
Width
ft. I
Max. Span 'L'/(bending'b' or deflection'd') an
1&2 Span 3 S an P4 S an PMax. r,
nta".."r C
Notes:
1.
Above spans do not include length of knee brace. Add horizontal distance from updght to center of brace to beam connection to
the above spans for total beam spans. 2.
Spans may be interpolated. Table
3A.1.3-120 Town & Country Industries, Inc. TCI
6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum
Alloy 6005 T-5 For
second wind oust at 120 MPH velocity: usino design load of 13.0 #NSF Tributary
Load Width T0"
1 T-V 1 4'-0" 1 5'-0` 185" 1 10'-0" 1 12'-0` 1 14'-0" 1 16'-0" Hollow Beams
Allowable Span'L' 1 bending Wor deflection'd' 2"x
4" x 0.050" 12'-6" d 10'-11' di 9'-11" d 9'-3" d &-8" d 8'-3" d 7'-11" dj 7'4" dj 6'-11' d '6'-7" d 6'-3" dj 6'-0' d Self Mating
Beams Allowable Span'L' bending'b' or deflection'd' 2` x
4" x 0.045" x 0.088" IT-11' d 12'-2' d 11'-1' d 10'-3' d 9'-B" d g'-2' d 8'-9' d 8'-2' d T-8' d T X d 6'-11" d 6'-8' d 2` x
5" x 0.050` x 0.116" 17'-2" d 15'-0- d 13'-8' d 12'-8- d 11'-11' d 11'4- d 10'-10-A 10'-1" tl 9'-6" d 8'-11' d 8'-7" tl 8'-3" d 2" x
6` x 0.050" x 0.120` 20'-2- d 1 T-7- d 16'-0" d 14'-10- d 13'-11' d 13'-3" d 17-8" d 1 VA 0" d 11'-1" d 10'T d 10'-1' dj8d2" x 7" x 0.055" x 0.120" 2T-1" d 20'-2" d 18'4" d16'-11" d 15'-11' d 15'-2" d 14'-6-' d 13'-6" d 12%8' d 12'-l" d 11'-6" d2" x 8" x 0.070" x 0.224" 28'-5' d 24'-10" d 22'-7" d 20'-11" d 19'-8' tl 18'-9' d 17'-11' d 16'-T d 15'-8' d 14'-10' d 14'-3' d2" x 9" x 0.070" x 0.204" 31'-3" d 27'4' d 24'-10' d 23'-0' d 21'-8" d 20'-7' d 19'-8" d 18'-3' d 17'-2" d 16'4' d45'-8" d2` x 9" x 0.082" x 0.326" 33'-6- d 29'-3' d 26'-T d 24'-8' d 23'-3" d 22'A' d21%1- d 19'-7- d 1&-5- d1T6' d 16-9" dx0"090"0.374" 38'-10' d 33'-11" d 30'-10" d 28'-8' d 26'-11' d 25'-7" d 24'-6' d 22'-9" d 21'-5" d 20'4" dlg'-5" 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 bad plusdead bad for framing. 3. Span
is measured from center of connection to fascia or wall connection. 4. Above
spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans.
5. Spans
may be interpolated. Table 3A.
1.4-120 Town & Country Industries, Inc. 6005 T-
5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6005 T-5 For 3
c nA w nA n at 17n MPH -— I -A of 1 i n }LCF Self Mating
Sections Tributary Load
Width'W' = Pullin Spacing 5'-0"
6'-0` T-0" 8'-V 1 9'-0' 1 10'-0" 1 11'.-0" Allowable Span '
L' / bending'b' or deflection'd' 2" x
4" x 0.046" x 0.050" 1379 d 12'-11" d. 12'-3" b 11'-6" b 10'-10' b 10'-3' b 9'-10' b 9'-5' b 2" x
5" x 0.050" x 0.048" 16'-11' d 15'-1 V d 15'-2' d 14'-6" d 13'-11' b 13'-3' b 12'-7' b 12'-1' b 2" x
6" x 0.050" x 0.060" 19`11' d 18'-9' d 1 1T-10- d 16'-11- b 15'-11- b 15'-2" b 14'-5- b 13'-10" b 2" x
7" x 0.060" x 0.060" 1 22'-9" d 21'-5' d 20'-4' d 19'-6' d 18'-6' b 17'-7' b 16'-9' b 16'-0' b 2" x
8" x 0.072" x 0.112' 28'-1" d 26'-5' d 25'-1' d 24'-0' d 23'-l' d 22'-3" d 21'-5' b 20'-6' b x 9"
x 0.072" x 0.112" 30'-11- d 29'-1' d 2T-7- d 26'-5- d 26-5- d 24'-0" b 23'4- b 22'4- bH2" 2" x9" x 0.082" x 0.153" 33'-7' d 31'-2' d 29'-7' d 28'-3' d 27'-2' d 26'-3' d 25'-5' d 24'-9- d 2" x
10" x 0.092" x 0.187- 38'-5' d 36'-1' d 34'4' tl 37-10- d 31'-7- d 1 30'-6- d 29'-6- di 28'-8- d Notes: 1.
Tables
assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans
may be interpolated. Table 3A.
2 120 - Allowable Upright Heights, Chair Rail Spans: or Header Spans 6005 TCI
Under Solid Roof Town & Country
Industries, Inc. Aluminum Alloy
6005 T-5 Sections Tfiftpry
Load
Width 'W' = Member S acin X-O"
3'-0" 4'-0" 4'-6' S'-0" 5'46" - 6'-0" 6'.6" 770" T-6" Hei ht '
H' I bendin 'b' or deFlection'd' 2" x
2aO.O44" llow T-11' b T-5" b b 6'-6' b 6'-2' b 5'-11" b 5'-B' b 5'-5' b 5-3" b 5'-0' D 3" x
2llow 8'-8' b 8'-0" b 7'-6" b 7'-1' b 6'-9" b 6'-5' b 6'-2' b 5'-11' b 5'-8" b 5'-6' b_-10' E
b9'-2- 1" b 7'-8' b T-3' - b 6'-11" b 6'-8" b 6'-5" b 6'-3" b l 5"
b 11'-6" 9' 2- b 9'-9"
b 9'-8'
b 9'-2" b 8'-10' b 8'-5- b 8'-2" b T-10- b 11' b
11'-0' b 9'-3' b 8-10" b 8'-5" b 8'-1b 7'-10' b T-6' b 2" x 5"
x 0.062" Hollow1T-4- b 16'-1" b 15'-0' b 14'-2" b 13'-5' b 2'-10" b 12'-3' b 11'-10" b 11'-4- b 10'-11" b 2" x 4"
x 0.046 x0.100" S.M.B. 14'-7' b 13'-6' b 12'-8" b 11'-11" b 11'-4' b 0'-10' b 10'-4- b 9'-11" b 9'-7- b 9'-3" b 2" x 5"
x 0.050" x0.100" S.M.B.. 1 T-7' b16'-3' b 15'-3' b 14'4", b 13'-7" b T-1 I" b 12'-5" b I V-11" b 11'-6" b I I " 1 ' b2" x 6"
x 0.050" x0.120" S.M.B. 2 4' b 18'-10" b 17'-8' b 166-8" b 15'-9' b 15'-0- b 14'-5' b IS-1 0' b 13'4- b 2'-11' b 2" x 7"
x 0.055" x0.120" - S.M.B. 24'-5' b 22'-7' b 21'-2" b 19'-11' b 18'-1 V b 18'-0" b 1T-3' b 16'-7' b 15'-11" b 15'-5" b 2" x 8"
x 0.072" x0.224" S.M.B. 29'-11' b 2T-8" b 24'-5' b 23'-2" b 22'-1 b 21'-2' D 29-4 b 19'-7" b 18'-11' b 2" x 9"
x 0.072 x0.224" S: M.B. 34-8' b 32'-t" b 30'-0' b 28'-3' b 26'-10' b 25'-7- b 24'-6- b 23--1 b 22'-8- b 21'-11- b 2` x 9"
x 0.082" x0.310" S.M.B. 38'-8' b 35'-10" b 33'-6' b 31'-7' b 29-11- b 28'-7- b 27'4- b 26'-3- b 25'-4- b 24'-5' b 2" x 10"
x 0.092" x 0.369" S.M.B. 51'-5" d 48'-10" d 46'.9- d 44'-3" b 141'-11' b 40'-0' b 38'4' b 36-10' b 35'-6' b 341-3' b 1. Above spans
do not include length of knee brace. Add horizontaldistance from upright to center of brace to beamconnection to the above spansfortotal beam spans.. _
2. Spans may be
interpolated: Table 3A.2 120
HST Allowable Upright Heights, Chair Rail Spans or Header Spans f:r Screen, Acrylic
or VinylRooms Alurninum Alloy 6063 T-
6 For 3 second wind
ooct at 17n MPH vwlnnity- neinn A-1- I -A of 19 n fete[ Sections Tributary Load Width'
1M =
Pur1ln Spacing T-0" T-6-
4'-0` 4'-0" 5'-0" 5'_6 6--0" 1 6'-6" 1 T-0" 1 T-6" Allowable Height 'H' / bending'
b' or deflection'd' 3" x 3" x
0.045" Fluted 8'-5" b T-10" bi TA' b 1 6'-11" b6'-6' b 5' -11" b 5'-9" b 5'-6' b 5'4" b 3" x3" x
0.060" Square 10'-5' b 9'-7' b 8'-11- b 8'-6" b 8'-0" b T-8" b T4- b T-l' b 6'-10- b 6'-7" b 3" x 3" x
0.093" Square 14'-11" b 13'-10' b 12'-11" h 12'-2" D 71'-7' b 11'-0" b 10'-7" b 10'-2" b 9'-9" b 9'-5' b 3" x 3" x
0.125" Square 17'-9" b 16'-6" b 15'-5" b 14'-6" b 13'-9- b 1 13'-2- b 1 12'-7" b 12'-1' b 11'1" b 11'-3" b 4" x 4" x
0.125" Square 23'-0' b 21.4- b 1 19'-11" b 1 18'-g' bl17'-10" b 16'-11- b 16'-3' b 15'-8" b 15--1" b 14'-7" b notes: 1 Above spans
do
not IncI-lde length of kneebrace. Add horizontal distance from up.^:ght to center of brace b beam connection to Lhe above spans for total
beam spans. 2. Spans may be
interpolated. J Q U) Z
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Indicator
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and
Building Inspectors, LL These alloy indentification marks
have been provided to Lu contractors and yourself
for
permitting purposes. The details below 0 illustrate the alloy indentification
marks and the location of such marks. U - These alloy marks are
used solely for our 6005 extrusions. It is .r co ultimately the contractors responsibility
that they receive and use only W 6005 alloy shapes when
using this engineering. We are providing this aO document to simplify the
indentification of our 6005 alloy materials to be used in conjuction
with our 6005 engineering. 4 W tn11t A
separate
signed andsealeddocumentfromTown & Country 5 1 0Lu will beprovidedtoourpre -approved contractors once the materials ara; D purchased. TO 6005 SELF -
MATING
1 ALLOY INDICATOR TCI HOLLOT
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ALLOY INDICATORZNJM
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Table 3A.1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #ISF (56.6 #ISF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load Max. Span'L'I(bending W or deflection'd') I Load Max. Span 17(bending W or deflection'd')
Width (ft.) 182 Span 3 Span I 4 Span Ca,'ver width (ft) 1&2 Span 3 Span I 4 Span Cantilever
Load Max. Span 'L'/(bending'b' or defleetion'd') Load. Max. Span'L'/(bending b- or denecuon'0 )
Width (ft.) 1&2 Span 3 Span 4 Span r•aMialto'vnr Width (ft.) -1&2 Span 3 Span 4 Span Cantialever
Load I Max. Span 'L'1(bending'b' or dettaction -0 )
Width (ft.) 1&2 Span 1 3 Span 1 4 Span Max.
Cantilever
4
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center ofbrace to beam connection
to the above spans for total beam spans.
2. Spans maybe interpolated.
Table 3A.2 130 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy' 6005 T-5
Sections
Tributary Load Width'W =MemberSpacing
3'.0" 3'E 4'-0" 4'-6" 5'-0- T-6' 6'-0" 6'-6" 7'-0" 7'-6"
Allowable Natant H I bendin 'b' or deflection d-
2".x2".x 0.044" Hollow 7'-3" b 6'-9- b 6'4- b 6-11' b F-8" b 5'4' b 5-2' b 4'-11' b 4'-9" b 4'-7" b
3" -x2" x 0.045" Hollow T-11' b T4" b 6'-10' b 6-6' b 6'-2' b 5'-10' b 5'-7" b 5'-5' b 5-2' b 5-0" b
2" x.3" x 0.045" Hollow 9'-0' b 8'A b T-10' b T-4" b 6'-11" b 6'-8' b 6'4 b V-1' b 5'-11' b S-8" b
2" x3" x 0.060" Hollow 11.4" b 1d-6' b 9'-10' b 9'-3- b 8'-10' b 8'-5' b fil b 7'-9' b 7'-5' b T-2" b
2"x4" x 0.050" Hollow 10'-11" b 10--1- b 9--5" b 8'-11' b Fb 8'-0- b T-0" b T-5- b T-l" b 6'-11" b 2"
x 5" x 0.062" Hollow 15'-10" IS 14178' b 13'-9' b 17-11' b 12'-3- b 11'-8" b l l'-3- b 10--9" b 10'-5- b 10'-0- b 2"
x 4" x 0.046 x 0.100" S.M.B. 13 -4' b 12'4' b 11'-T b 10'-11" b 10'4' b 9'-10" b 9'-5' b 9'-1' b 8'-9" b 8'-5' b 2"
x 5" x 0.050" x 0.100" S.M.B. 16'-1" b 14'-10" b 13'-11". b 13'-1" b 12'-5" b 1'-10" b 11'4" to 0'-11' b 10'-6" b 1 U-2" to 2"
x 6" x 0.050' x 0.120" S.M.B. 18'-7" b 17'-3" b 16'-1' b 15'-2' b 14'-5" b 13'-9" b 13'-2' b 12'-8' b. 12'-2" b 11'-9' b 2"
x7' x0.055 x0.120 S.M.B. 224" b- 20'-8' 19'4 b 18'-2 b 17-3 b 16'-6- b 15-9 b 15-2' b 14'-7' b 14-l" b 2"
x 8" x 0.072" x 0.224" S.M.B. 2T4" b 25'-3' b 23'-8" b 22'4" b 21'-2" b 20'-2' b 19'4" b 18'-7' b 17'-11' b 17'-3" b 2"
x 9" x 0.072" x 0.224" S.M.B. 31'-8' b 29'-3° b 2T-5' b 25'-10' b 24'-6' b 23'4' b 22'4' b 21'b" D 20'-8' b 20'-0" b 2"
x 9" x 0.092" x 0.310" S.M.B. 35'4" b 32'-8" b 30'-7' b 28'-10' b 27'-4" b 26--l' b 24'-11' b 23'-11" b 23'-1" b 22'4- b 2"
x 10 x 0.092 x 0.369" S.M.B. 48-5" d 45'-10' b 42'-10' b 40'.5" b 38'4' b 36'-6" b 34-11 b 33'-7' b 32'-5' b 31'-3' b 1.
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for
total beam spans. 2.
Spans may be interpolated. Table
3A.1.3-130 Town & Country Industries, Inc. TCI
6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum
Alloy 6005 T-5 For
3 second wind oust at 130 MPH velocity: usina desiqn load of 15.0 #/SF TributaryLoad
Width 2'-0"
3'-0" 4'-0" 5'-0" 6'-0' T-0" 8'-0" 10'-0"0'. Hollow Beams
Allowable Span'L' 1 bending'b' or deflection'd' 2' x
4" x 0.050" 11'-11' dl 10'-5' d 9'-6- d 1 8'-10- tl 8'-3" dl 7--11' di T-6' d 6'-11' di 5'-7" dl 6'-3' dj 5' Self Mating
Beano Allowable Span L' / bending W or deflection'd' 2" x
4" x 0.045" x 0.088" 13'-3' d 11'-7" d 10'-6' d 9'-9' dl 9'-2' d 8'-9' d 8'-4- dl 7'-9' d T4' d 6'-11" di 6'-8- d 6'4' 2' x
5"0.050" x 0.116" 16-5' d 14'4' d 13'-0' 'd 12'-1' d 11'4- d 10'-10" d 10'-4" d 9'-7" d 9'-0' d8'-7" d 2" d T-11" d x 2' x
6" x 0.050" x 0.120" 19'-3' - d 16'-10" d 15'-3' d 14'-2" d 13'4' d12'-8' d 12'-1" d 1 P-3' d 10'-7' d 10'-1' d 9'-7' d 9-3' d 2" x
7" x 0.055" x 0.120" 21'-11' d 19'-2' d 17'-5' d 16'-2- d 15'-3" d 14'-6- d 13'-10- d 12'-10- d 17-1" d 11'-6" d 10'-11' d 10'-7' d 2" x
8" x 0.070" x 0.224" 2T-I d 23'-8" d 21'-6' d 19'-11' d 18'-9" d 1T-10' d 17'-1- d 15'-10- d 14'-11- d 14'-2" d 13'-7" d 13'-0' d 2" x
9" x 0.070" x 0.204' 29'-10" d 26'-0' d 23'-8' d 21'-11' d 20'-8' d 19'-8' d 18'-9' d 1T-5" d 16'-5' d 15'-7' d 14'-11' d 14'4' d 2" x
9" x 0.082" x 0.326' 31--11" d 27'-it" d 25'4" d 23'-6- d 22'-2" d 21'-0' d 20--1- d 18'-8"- d 1T-7- d 16'-8" d 15'-11' d 15.4- d 2" x
10" x 0.090" x 0.374" 37'-1" d 327 - d 2975' d 2T-4" d 25'-8" d 24'-5- d 23.4- d 21'-8' d 20'-S' d 19'4' d 18'-6' d 17'-10' d Notes: 1.
It
is recommended that the engineerbe consultedon any miscellaneous framing beam that spans more than 40' 2. Spans
are based on wind loadplus 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 tobeam connection to the above spans for total beam spans.
5. Spans
may be interpolated. Table 3A.
1.4-130 Town & Country Industries, Inc. 6005 T-
5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6005 T-5 Fnr 3 --
d wind n,ief at 1111 MPH vnlnrity- nelnn docinn 1n 1 of 1S ntt1SF Self Mating
Sections Tributary Load
Width'W = Purlin Spacing . 57-0"
6'-0" 7'-0" 1 8'-0" 1 9'-0" 1 10'-0" 1 11--0 Allowable Span '
L' I bending W or deflection'd' 2" x
4" x 0.046" x 0.050' 13'-1" dK25-2*
d 11'-
5" b 10'-8- b 10--i- b 9'-7- b 9--1- b 8--9- b 2" x
5" x 0.050" x 0.048" 16'-2" dd 14'-6" d 13'-9- b 12'-11" b 12'-4- b 11'-9" b l l'-3- b 2" x
6" x 0.050" x 0.060" le-11" d d 16--10- b 15'-9- b 14'-10" b 14'-l' b 13'-5" b 12'-11' b 2" x
7" x 0.060" x 0.060" 21'-9" dd 19'-5' d IT-3' b 1T-3" b 16'4" b 15'-7' b 14'-11' b 2" x
8" x 0.072" x 0.112" 26'-9' dd 23'-11' d 22'-11' d 22'-0" d 20'-11" b 19'-1 V b 19'-l" b 2" x
9" x 0.072" x 0.112" 29'-5' tl d 26'-4' d 25'-2' d 24'-0' b 27-9' b 21'-9' b 20'-10' b 2" x
9' x 0.082" x 0.153" 31'-T dd 28'-2' d 26'-11' d 25'-i1" tl 25'-0' d 24'-1' b 23'-1' b 2" x
10" x 0.092" x 0.187" 36'-7" dd 32'-8' d 31'-3' d 30'-1' d 29'-0` d 28'-2" d 27'-4' d Notes: 1.
Tables
assume extrusion oriented with longer extrusion dirn-Jon parallel to applied load. 2. Spans
may be interpolated. Table 3A.
2 130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6063 T-6 For 3
second wind oust at 130 MPH velocit, usina desidn ;cad of 18.0 #ISF Sections Tributa
Load
Width = Pudln Spacing T-0"
T-6" 4'-0" 4'-0" 5'-0" 5'-6" 1 6'-0" 1 6'-6" 7'41" 7'-6" Allowable Height '
H' 1 bending'b' or deflection'd' 3" x
3" x 0.045' Fluted 7'-8" b 7'-2' b 6'-8' b 1 6'-4" b 5'-11' b 1 5-8' b 5'-5' b 5%3" b 5'-1" b 4'-10" b 3" x
3" x 0.060" Square 9'-6" b 8'-9' b 8'-2" b 7'-9' b 7'4' b 6'-11' b 6'-e' b 6' -5" b 6'-2' b 5'-11" b 3" x
3" x 0.093" Square 13'-7" b 17-7' b 11'-10' b 11'-1' b 10'-7' b 10'-1" b 9'-B' b 9'-3'. b 8'-11' b 8'-7' b 3" x
3" x 0.125" Square 16'-3' b 15'-0' b I 14'-l' b 13'-3" b 12'-7' bl 1l'-11' h 11'-6" b 1 11'-0" b 10'-8' b 10'-3* 4" x
4" x 0.125^ Square 20'-11" b 19'-5" b 1 18'-2" b 17'-2" b 16'-3"b 1 15'-6' b 1 14'-10' b 1 14'-3" b 13'-9" b b 13'-
3'
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. 0 Z
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alloy indentification marks and the location of such marks. W These alloy
marks are used solely for our 6005 extrusions. It is ultimately the
contractors responsibility that they receive and use only w 6005 alloy
shapes when using this engineering. We are providing this a - document to
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SELF -MATING ALLOY INDICATOR
TCI 6005
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Table 3A.1.1-140 Town & Country Industries, Inc. '
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5 -
For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 #/SF for Max. Cantilever)
2" x 2" x 0.040- Hollow 2" x 3" x 0.045" Hollow -
Load I Max. Span'L'I(bending W ordeflection 'dI Load Max. Span'L'/(bending'b' or deflection'd')
Width (ft.) 1&2 Span 3 Span 4 Span Max. width (ft.) 1&2 Span - 3 an 4 Span Mom''
Cantilever r .ax.,er
Max. Soan 'L
Width(ft-) I1&25pan l 3Span I 4Span ICanHieverl Width
x L- x u.u- Hollow
Load I Max. Span 'L'/(bending'b' or di
Width (ft.) 1&2 Span 3 Span I 4Span
b' or dl
4 Span
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to::,the.above spans for total beam spans.
2. -`Spans may be interpolated.
Table 3A.1.3-140 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 140-1&2 MPH velocltv: using deslan load of 17.0 #/SF
Tributa Load Width
2'-0" 3'-0" 4'-0" 5'-0" 6'-0" 7'-0' 8'-0"1 '10--0 1 12-0 1 14'-0" 16'-0"
Hollow Beams Allowable Span V 1 bending W ordeflection 'd' -
2":x4" x;0.050" 11'-6' tl 10'-0' d1 9'-l" dl 8'-5' d T-11" dl T-7' di T-3" di 6'-8" dj 6'-4" dl 5'-11" d 5'-9" d 5'-5" b
Self Mating Beams Allowable Span V I bending-'b' or deflection'd'
2" x 4" x 0.045" x 0.088" 12'-9' d 11'-1" d 10'-1' d 9'-5" d 8'-10" d 8'-5" d 8'-0" d T-5" d T-0' d 6'-8" d 6'-4' b 5'-11' b
2" x 5" x 0.050" x 0.116" 15'-9" d 1T-9' d 12'-6" d 11'-7" d 10'-11' d 10'-0" d 9'-11" d 9'-2' d 8'-8'• d 8'-3" d 7'-10" d T-7- d
2" x 6" x 0.050" x 0.120" 18'-5' d 16-1- d 14'-8- d 13'-7" d 127-9" d 127-2t. d 11'-7- d 10'-9- d 10'-2" d 9'-8" d 9'-3- d 8'-9" b
2" x 7" x 0.055" x 0.120" 21'-1- d 18'-5- d 16'-9- d 15'-6" d 14'-7" d 13'-11- d 13'-3" d 12'-0- d 11'-7" d l l'-0-: d 10'-7- d 10'-2- d
2" x 8" x 0.070"x 0.224" 26-11' d 22'-8" d 2U-8' d 19'-2' d 18'-0' d 17'-1" d 16`41" d 15'-2' d 14'-0" d 13'-7' d 12'-11" d 12'-6' d
2" 0.070" x 0.204" 28'-7" d 24'-11' d 22'-8- d 21'-l' d 19'-10" d 1&-10" d 18'-0- d 16'-9- d, 15'-g" d 14'-11- d 14'-4- d 13'-9- d
22 x 9" x 0082" x 0.326" 30'-8" d 26'-9' d 24'-4" d 22'-7" d 21'-3" d 20'-2" d 19'4" d 17'-11" d 16'-10' d 16'-0" d 15'A" d 14'-9' d
2" x 10" x 0.090" x 0.374" 35'-6" d 31'-0" d 28'-2" d 26'-2" d 24'-8" d 23'-5" d 22%5' d 20'-9' d 19'-7" d 18'-7" d 17'-9" d 17--1- d
1. Itis recommended thatthe engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-140 Town & Country Industries, Inc.
6005 T-5. Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind mitt at tdn MPH -i-iN- ri n design load of 17 orrrcc
Self Mating Sections
Tributary Load Width 'W' = Pudin Spacing
5'-0- 6'-0" T-0" 8'-0" 9'-O 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" 12'-7" d 11'-7" b 10'-9' b 10'-1" b 9'-6* b 8'-11- b 8'-7' b 8'-2" b
2" x 5" x 0.050" x 0.048" 15'-6' dj 14'-7- d 137-10" b 12'-11" b 12'-2" b 11'-7" b I l'-0" b 10'-7' b
2" x 6" x 0.050' x 0.060" 18'-30-
t3310",
15'-10'- b 14'-10" b IT-1I" b 13'-3' b 12'-0' b 12'-1' b
2" x 7" x 0.060"x 0.060" - 20'-10" 18'-4"-. b 1T-2" b 16'-2" b 15'-4" b 14'-8'- b 14'-0" b.
2" x 8" x 0.072" x 0.112" 25'-8"d 22'-11" ' d 21'-11- d 20'-9- b 19'-8" - b 18'-9" b.. 1T-11- b
2" x 9"x 0.072" x 0.112" 28'-3"d 25'-3" d 23'-11" b 22'-7' b 21'.5' b 20'-5" b 19'-6" b
2" x 9 x'0.082" x 0.153" 30'-3"d 2T-1" d 25'-10" d 24'-10" d 23'-9" b 22'-8".. b 21'-8- b
2" x 10" x 0.092" x0.187" 35'-1'd 31'-4" d 30'-0" d 28'-10' d 2T-10- d 26'-10- b
Notes.
1. Tables assume extrusionoriented with longer extrusion dimension parallel to applied load.
2. Spans may be, interpolated: _.
Table3A.2 140 - Town 8 Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
Sections
Tributa Load Width'W =Members acfn
3'-0" 3'-6" 4•-0.. 4.
L,..
5'-0". 5'41" 1 6'41" 1 6.-6" 7'-0" 1 70-6"
Allowable Hei ht 'H' I bendin .V or deflection'd'
2" x 2" x 0.044".' - Hollow 6'-9" b 6'-3' _b 5'-10" b 1 6'-6" b 5'-3" b 4'-11' b 4'-9" b 4'-7" b. 4'-5' b 4'-3" b3" x:2" x 0.045" Hollow T-4" b 6'-9' b 6'-4" b 5'-11" b 5'-8" b 1 5'-5" b 5'-2' b 4'-11' b 4'-10" b 4'-8" b2" x 3" x 0.045" Hollow 8'-4" b T-9" b 7-3" b 6'-10" b 6'-5' b S'-2' b 5-1 '1' b 5'-8' b 9-Y b 54' b2" x 3" x 0.060" Hollow 10'-6' b 9'-9" - b 9'-1" b 8'-7" b 8'-2" b T-9" b T-5" b T-2'. b 6'-11' b 6'-8" b2" x 4" x 0.050" Hollow 10'-1" b 9'A" b 8'-9" b 8'-3'. b T-10- b 77" b T-1" b 6'-10' b 6'-7" b 6'4" b2" x 5" x 0.062" Hollow 14'-8" , b 177- b 12'-9' . b 11'-11" b 11'-4" b 10'-10' b 10'-5" b T-11" b 9'-7' b 9'-3" b2" x-4" x 0.046 x 0.100' S.M.B. 12'-4" b 11'-5" b 10'-8- b to'-1" b 9'-7' b 7-7-b 8'-9" b 8'-5' b 8'-1" b 7'-10" b2" -x 5" x 0.050" x 0.100" S.M.B. 14'-10' b 13'-9" b 2'-10' b 12'-2' b 11'-6" b 10'-11' b 10'-6" b 10'-1" b 9'-9" b 9'-5" . b2" x 6" x 0.050" x 0.120" S.M:B. 1T-3' b 15'-11" b 4'-11' b 14'-1" b 13'-4" b 12'-9" b 12'-2" b 11'-8" b 11'-3' b 10'-11" b2" x 7' x 0.055" x0.120" S.M.B. 20'-8" b 19'-1" b 17'-10" b 16'-10" b 15'-1 V b 15'-3' b 14-7" b 14'-0" b 13'-6" b . 13'-P , b2" x 8" z 0.072" x0.224" S.M.B. 25'-3- b 23'-5" b 21'-11' b 2-2 -8- b 19'-7" b 18'-6' b 1T-11' b 17.'-2" b 16'-7" - b 15'-It' b2' x 9" x 0.072" x0.224" S.M.B. 29'-3" b 2T-1' b 25'-4' b 23'-11" b 22'-8' b 21'-8' b 20'-8" b 19'-11' b 19'-2" b 18'-6' b2" x 9" x 0.082"- x 0.310" S.M.B., 32'-8" b 30'-3' 4'-2' b 23'-1' b 22'-2" b 21'-5- b 20'-8- b2'.x 10" x 0.092" x 0.369" S.M.B. 45'-10" b 42'-5" b 39'-8" b 37'-5" b 35'-6" b 33'-10" b. 32'-5- b 31--1" h 29%11- b 28'-11" b
1. "Above spans donot include length ofknee brace. Add horizontaldistance from uprightto center of brace to beamconnection to the above spansfortotalbeamspans. -
2. Spans may be interpolated.
Table 3A.2 140 HST Allowable UprightHeights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-il
Fnr n co nnd ...i.•a "••c _ .." ....• .. „"..... ......... ""a "sns n wrcc
Sections
Tributary Load Width W = Purlia Spacing
3'-0" X-6" 4'-0- 4'-6" '-05" 5'-6" FIO 1 6'-6" 1 7'41" T-6"
Allowable Height 'H' / bending'b' ordeflection'd'
3" x 3" x 0.045" Fluted T-2" b- 6'-7' bj 6'-2" b 5'-1W bi 5-6" bj 5'-3" bi 5'-1" bl 4'-10" bi 4'-8" bi 4'-6' b
3" x 3" x 0.060" Square 8'-9" b B'-1"D b T-7" -b T-2" b 6'-10" b 6'-6' b 6'-2- b 5'-11" b 5'-9" b 5'-7" b
3" x 3' x 0.093" Square 12.7" b 11--8- b 10'-11" b 10'-4" b
3" x 3" x 0.125" Square 15'-0" bi 13'-11" b 13'-0' bj 12'-3' bj b.
4" x 4" x 0.125" - Square 19'-5" b 1 17'-1 V b 1 16-10" b 16-1G' S 1 15'-1' b 1 14'4" b 1 13'-9' b 1 13'-2" b 1 12'-9- b 1 12'4" 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 h- snans-
2. Spans may be interpolated.
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08-12-2010 OF 12
REMOVE VINYL SIDING AND
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INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4" x 4" P.T.P. POST W/
SIMPSON 4" x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I-. F 11 - HOME
JSTALL NEW 48" OR 60'
AUGER ANCHOR PER RULE
5C @ EACH NEW PIER.
JSTALL 112" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = 1'-0"
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF: DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTERAND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1'DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
8"1' BOLT @ 32" O.C.
TYPE III FOOTING OR 16" x 24'
RIBBON FOOTING W/ (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP-1 OR EQUAL
SHEATH W/ 1/2' P.T. PLYWOOD
NAILED W/ #8 COMMON 6' O.C.
EDGES AND 12' O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENEDPER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
INTERIOR BEAM (SEE TABLES
3A.1.3)
KNEE BRACE (SEE TABLES
SPANBEAMS 3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALLP
USE DETAILS
FOR BEAM SIZE) POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
SEE INTERIOR BEAM TABLES TABLES 3A.2.1, 2)
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8" = V-0"
Table 3A.3 Schedule of Post to Beam Size
It Thru-Bolts
L=D+'/,"
t//'e 3/8'p
Beam She Mlnlmum
Post Size
Mlnlmum Min. #'Knee MI.. Slllching
Knee Brace' Bncs Screws Screw Spacing
Hollow Beams -
2- x 4' x 0.050' 3- x 3' x 0.040- 2 2'x 3- x 0.045' 3 #B
2'x 5'x 0.062- 3'x 3'x 0.040' 2 2'x 3'x 0.045' 131 #8Sell -Mahn Beams
2'x 4'x 0.044' x 0.100' 3'x3'x0.060' Fluted 2 2'x 3'x 0.045' 3 #8 8 @ 24- O.C.
2'x 5'x 0.050"x0.116- 3'x X x 0.060' Fluted 2 20x30x0.045' 3 #8 8 0 24.O.C.
2' x 6- x 0.050- x 0.120- 3' x 3' x 0.060' Fluted 2 2'x 3' x 0.045' 3 #10 10 @ 24- O.C.
2"x 7-x 0.055"x 0.120' 3'x 3'x 0.093' 2 2 2'x 3'x 0.045' 3 #10 10 @ 24- O.C.
2- x 7' x 0.055'.. x 0.120- wl Insert 3' x 3' x 0.125' 2 2 2' x 3' x 0,045' 3 #10 10 a 24- O.C.
2- x 8- x 0.082- x 0.306- 3' x 3' x 0.125' 3 2 2' x 4' x 0.044' x 0.100' 3 #12 12 @ 24- O.C.
2-x 9-x 0.072-x0.224' 3'x 3'x 0.125' 3 3 2'x 5'x 0.050'x 0.116- 3 #14 14 16-O.C.
2'x 9'x 0.082-x 0.306" 4'x 4'x 0.125' 4 3 2'x 6' x 0.050' x 0.120' 4 #14 14 A 16.O.C.
2- x 10' x 0.092" x 0.374' 4' x 4' x 0.125' 5 4 2" x 7- x 0.055' x 0.120' 6 #14 14 0 16' O.C.
Double Self -Math Beams
2 2'xe"x 0.082'x 0.306- 1 2'x 5' x 0.050'x 0.116' 6 4 2'x4'x0.044-x0.100' 8 #12 12 24'O.C.
2 2' x9'x 0.072'x 0.226-. 2'x 6'x 0.050'x 0.120' 6 4 2'x5'x 0.050'x 0.116' B #14 074 16'O.C:
2 2- x 9- x 0.082- x 0.306' 2'x 7'x D.O55' x 0.120' 8 6 2' x 6'isO.OSTx 0.120' 8 #14 14 16'O.C.
2 2- x 10- x 0.092' x 0.374' 2' x 8' x 0.082- x 0.306'
The minimum number of thtu Eons M (2)
1 10 1 B 1 2- x 7' x 0.055' x 0.120' 10 #14 1 #14 16' O.C.
Minimum post / beam maybe used asminimum knee brace
Knee Brace Min. Length Max Len th
2' x 2- 1'-4- T0' 2-
x 2' 1'4' 2'-0' 2'
x 2' 1'4' 2'-0' x
X 1'$' Tmii' 2'
x 4- 1'-6' T-0' STUD
WALL OR POST RIBBON
FOOTING SCALE:
1/2" = 1'-0" Minimum
Ribbon Footing Wind
Zone
III
Sq.
FL x
Post Ancho @
48- O.C. Stud'
Anchors
lix"
23 10-0' ABU 44 SP7@32"O.C. 130 -
140-1 30 - 17 1'-0' ABU 44 1 SP7 @ 32' O.C. 140-
2 - 150 3D - 20 VwY ABU 44 1 SPH4 @ 48" O.C. Maximum
16' projection from host structure. For
stud walls use 1/2" x 8" L-Bolts @ 48" D.C. and 2' square washers to attach sole plate to footing.
Stud anchors shall be atthesole plate only andcoil strap shall lap overthetop plate ontothestudsanchorsandstrapsshallbepermanufacturersspecifications. 3A.
8 Anchor Schedule for Composite Panel Room Components Connection
Description 80 - 100 MPH 110 - 130 MPH 140 -150 MPH Receiving
channel to roof 10 x (f'+1/2') SMS 10 x (T'+1/2") SMS 10 x (T'+1/2") SMS panel
at front wall or at the 1 @ 6' from each side 1 @ 6' from each 1 @ 6' from each receiving
channel. of the panel and of the panel and of the panel and 0.
024- or 0.030" metal 1 @ 12- O.C. 1 @ 8' O.C. 1 @ 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 eachend of wood
deck at front wall. receiving channel and receiving channel and receiving channel and 2
pine or P.Lp. framing 1 @ 24- O.C. 2 @ 24" O.C. 2 24- O.C. 1/
4- x 1-1/2- Tapcon 1/4' x 1-1/2' Tapcon 3/8' x 1-112' Tapcon Reiceving
channel to 1 @ 6' from each end of 1 @ 6' from each end of 2@ 6- from eachend of concretedeckatfrontwall. receiving channel and receiving channel and receiving channel and 2,
500 psi concrete 1 @ 32- O.C. 1 @ 24- O.C. 2 @ 24- O.C. Receiving
channel to uprights, 8 x 314" SMS 10 z 3/4" SMS 914 x 3/4' SMS headers
and other wall 1 @ 6' from each end1 @ 4' from each end 1 @ 3' from each end connections
of component and of componentand of componentand 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 1-1/2' lag 3/8." x 1-1/2' 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 componentand of component and 1
@ 30'O.C. 1 @ 18" O.C. 1 @ 21' O.C. Receiving
channel to existing1/4" x 1-3/4' Tapcon 1/4' x 1-1/2" Tapcon 3/8' x 1-1/2" Tapcon concrete
beam, masonry wall, 1 @ 6- from each end 1 @ 4' from each end 1 @ 3' from each end slab,
foundation, host structure, of component and , of component and of 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@1Y
O.C. 1@a-O.C. 1@6"O.C. a.
To wood 10x"C+1-1/2' 10 x't'+1-1/2' 10 x'r+1-1/2" b.
To 0.05".aluminum 10x"r+1/2" 10 x't'+112' 10 x't'+1/2' Notes:
1.
The anchor schedule above is for mean roof height of 0-20'. enclosed structure, exposure'B', I = 1.0. maximum front
wallprojection from host structure of 16% with maximum overhang of 2% and 10' wall height. There is no restriction
on room length. For structures exceeding this criteria consult the engineer. 2.
Anchors through receiving channel into roof panels, wood, or concrete I 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 spacingof anchors
by 0.75. Reduce spacing of anchors for'C" exposure by 0.83. 4.
Concrete is assumed to be 2.500 psi @ 7 daysminimum. For concrete strength other than 2,500 psi consult the engineer.
Reduce anchor spacing for'C' exposure by 0.83. 5.
Tapcon orequal masonry anchormaybe used, allowable rating (not ultimate) must meetorexceed 411# for 1-
1/2" embedment at minimum 5d spacing from concrete edge to centerof 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.) @ 120 M.P.H. wind load Diameter
Anchor x
Embedment Number
of Anchors 1
2 3 4 114"
x 1" 264#111-SF 528#/22SF 792#/33SF 1056#/44SF 114"
x 1-1/2" 396#/17SF 792#133-SF 1188#/50SF 1584#/66-SF 1/
4' x 2-112- 660#/28SF 1320#/55SF 1980#/83SF 2640##110-SF 5116-
x 1- 312#/13SF 624#/26-SF 936#939-SF 1248#/52SF 5116"
x 1.1/2" 468#/20-SF 936#139-SF 1404#/59-SF 1872#/78SF 5116"
x 2.1/2" 780#/33-SF 1560#/65-SF 2340#/98-SF 3120#/130SF 318"
xY 356#/15-SF 7121930-SF 1068#/45SF 1424#/59SF- ii2
53d#/22-SF 1068#i4o-$F 16i1L#/67F SL136#i%69-$h 3/
8-x2-1/2" 890#/37-SF 1780#!/4-SF 2670#/111 -SF 3560#/148-SF Note:
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
27A 1.00 123
28.9 0.97 130
32.2 0.92 140-
1 37.3 0.86 140-
2 37.3 0.86 0
T 0.80 - Allowable
Load Coversion Factors for
Edge Distances Less Than 9d Edge
Distance
Allowable
Load Multipliers Tension
Shear 12d
1.10 1.27 lid _
1.07 1.18 - 10d
1.03 1.01 9d
1.00 8d
0.98 -,":; 0.90 7d
0.95 - 0.81 6d
0.91. 0:7-'- Note:
1.
The minimum distance from the edge of concreteto the center of theconcrete anchor and the spacing behyern. anchors
shall not be less than 9d where d isthe anchor diameter. 2.
Concrete screws are limited to 2" embedment bymanufacturers. - 3.
Values listed are allowed loads with a safety facia of 4 applied. 4.
Products equal to yawl may be substituted. 5.
Anchors receiving loads perpendicular to the diameter arein tension. , Anchors
receivingloads_ 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 2" x 6' beam with: spacing = T-0" O.C.; allowed span = 25'-9' (fable 1.1) UPLIFT
LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER
OF ANCHORS = [1/2(25.75') x T x 7# / Sq. FL] / ALLOWED LOAD ON ANCHORNUMBER
OF ANCHORS = 630.875# / 300# = 2.102 Therefore,
use 2 anchors, one (1) on each side ofupright Table
is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. N
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12-2010 1 OF w
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When Converting a screen room to a glass room or a carport to a garage, the roofmust be checked
and reinforced for the enclosed building tequirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not bewalked 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 ofASTM 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.Fasleners 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 Coaled 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
ScreeniRooms 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
1 ProcedureloadsarefromASCE7OSSection6.5 Analyticalce P ocedu e for glass and modular rooms.
5. For partially enclosed structures calculate spans bymultiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending Deflection Bending Deflection
0 - 15' 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
Uw
1
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = l'-0"
o
0
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = 1'-0'
WIT 1w
12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = V-0' ALUMINUM SKI.
TABLES E:P.S. CORE
Z a SIDE CONNECTIONS VARY w ..rrrri:
rrrr.rr:i: DONOT AFFECT PANS 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 I=
1.00
KCpi - 0.18
Zone 2 Overhang I Cantilever
All Rooms1=
1.00
KCpi = 0.18
Zone 3Basic W1nd Pressure
Effective Area
50
20 10
Basic Wind Pressure
Effective Area
Basic
Wind Pressure Effective 50
20
Area
10 Basic
Wind
Pressure
Effective Area
10
50 20
10100MPH13
13 16 25 17 20 23 26 17 23 27 30. 17 45 110 MPH 14
14 17 20 18 21 25 28 18 27 32 36 18 55 120 MPH 17
17 20 23 22 25 30 33 22 32 39 43 22 T4664 65 123 MPH 18
17 21 24 23 26 32 35 23 34 41 45 23 69 130 MPH, 20
20 23 27 26 29 35 39 26 38 45 51 26 77 140-1MPH 23
23 27 31 30 34 40 46 30 44 53 59 30 89 140-2 MPH
23' 23 27 31 3053 59 30 89 150 MPH 26'
26 32 36 34 39 46 1 52 1 34 51 60 68 1 34 1 61 1 85 1102 Minimum live bad
of 30 PSF controls in high wind velocity zones. To convert from
the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite
panel roof systems were computed on a load width of 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" = 1'-
0" PRIMARY CONNECTION: 3) #_'
SCREWS PER
PAN WITH 1" MINIMUM
EMBEDMENT INTO FASCIA THROUGH
PAN BOXED END EXISTING
TRUSS OR
RAFTER 10 x 1-
1/2" S.M.S. (2) PER RAFTER 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 1-112" S.M.S.
OR WOOD SCREWS @ 12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY
OR OTHER CONSTRUCTION PAN
ROOF ANCHORING
DETAI ROOF PANEL TO
FASCIA DETAIL SCALE: 2 1'-
0" ROOF PANEL TO
WALL DETAIL SCALE: 2" = l'-
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 # SELECT THE APPROPRIATE
SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-1231 130
J140 150 8 1 #10
1 #12 1 #12 EXISTING TRUSS OR
RAFTER 2) #10 x
1-1/2" S.M.S. OR WOOD SCREW PER
RAFTER OR TRUSS TAIL
ALTERNATE: I 1
10 x 3/
4" S.M.S. OR WOOD SCREW SPACED @
12" O.C. EXISTING FASCIA 6"
x't'
x 6" 0.024" MIN. BREAK FORMED FLASHING PAN
ROOF PANEL
Z7; 1 J .- w a
Zw aoPOST ANDBEAM (
PER JI-1(IL
L-
y- TABLES) ALTERNATE
MOBILE HOME
FLASHING FOR FOURTH WALL
CONSTRUCTION PAN ROOF PANELS
SCALE: 2" = 1'-
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INSTALLATIONINSTRUCTIONS:
7
A. PLACE (
2)
BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING: m ul SEA B. SLIDE 1"
TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE U3. ' SHEET DRIP EDGE MUSTMAINTAINSAMEPLANEASSLOPEOFROOF. C. FASTEN HEADER
TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED Lu to TOP ANDBOTTOM (
SEE DETAIL ABOVE) 0 AD. 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. 12 08-12-2010OFNzW
w
Z_
0Z
w
ZZw
mN
8 / " S.M.S. SPACED
EXISTING TRUSS OR ER — /— @ 8" BOTH SIDES CAULK
Q ALL EX ED SCREW HEADS
10 x 1-1/2" S.M.S. WOOD
WOOD SC W (2) PER.:.I..
RAFTER 0 TRUSS TAIL j:... r '
10 X 3/4" S. .S. OR WOOD ¢ uc.:_."-
ROOF PANESCREWSPAED@12" O.C. ¢::. ..:.::::::(
EXISTIN ASCIA
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = l'-0' EXISTING HOST STRUCTUR #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
2) 114" x 1-1/4" MASONRY .':.':I::"'
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:
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
100 -1231 130 1 140 1 150
8 1 #10 1 #12 1 #12
REMOVE RAFTER TAIL TO
HERE
j REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
f—__
Sao
1-1/2 x 118" x 11-112" PLATE OF
H-32
T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2X_FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE -
SCALE: 2" = l'-0'
REMOVE RAFTER TAIL TO
j HERE
j REMOVE ROOF TO HEREII
1I #8 x 112" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = l'-0"
EXISTING TRUSS OR RAFTER
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
2) #10 x 1-1/2" S.M.S: OR...'.
r.......'.:'........
r
WOOD SCREW PER RAFTER z.n.'.ii:i[i wORTRUSSTAIL
ALTERNATE:
10 x 3/4" S.M.S. OR WOOD e I
SCREW SPACED @ 12" O.C.
EXISTING FASCIA SCREW #10 x ('t' + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM PER
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
D"EXPOSURE.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2" = l'-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
N 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
aI_ ----
ao
1-112" 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.
98 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
I 6" 10"
3" COMPOSITE ROOF PANELSEE ,AN TABLE)
STRIP SEALANT BETWEEN -
FASCIA ANDE 1/
2' SHEET ROCK FASTEN TO TOPANEL
W/ 1" FINE THREAD SHEET
ROCK SCREWS @ 16" O.
C. EACH WAY FASTENING
SCREW SHOULD BE
A MIN. OF 1" BACK FROM THE
EDGE OF FLASHING WHEN
SEPARATION BETWEEN DRIP
EDGE AND PANEL IS LESS
THAN 3/4" THE FLASHING SYSTEM
SHOWN IS REQUIRED ALTERNATE
DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE:
2" = l'-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. HOST
STRUCTURE TRUSS OR RAFTER
BREAK
FORMED METAL SAME v
Z THICKNESS AS PAN (MIN.) EXTEND
UNDER DRIP EDGE 1" MIN.
ANCHOR TO FASCIAAND RISER
OF PAN AS SHOWN z 1"
FASCIA (MIN.) k 10
x 1-1/2" S.M.S. @ 16" O.C. w a
0.
040" ANGLE W/ #8 x 1/2" w S.
M.S. @ 4" O.C. O LLCOMPOSITE
ROOF PANEL 1u:::::':::::::::'::'''..:::::'':':
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HEADER (
SEE NO,TE'BELCW) U 8
x (d+1/2") S.M.S. @,a O.C. FOR
MASONR'w- USE 1/
4" x 1-1/4 MASONRY EXISTING
HOST STRUCTURE: ANCHOR OR EQUAL WOOD
FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER
CONSTRUCTION #10 x 1-1/2" S.M.S: OR WOOD SCREWS
@ 12" O.C: ALTERNATE
ROOF PANEL TO WALL DETAIL SCALE:
2" = 1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF
PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" = 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 x1/2" 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 t" OF THE ABOVE SCREW TYPES AND THE
ABOVE SPECIFIED RIB SCREW. b
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EXISTING TRUSSES OR
w A RAFTERS
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CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT - > I I A B I I B — I HOST STRUCTURE
HEADS SCREWS @ 8" O.C. I — ALUMINUM FLASHING
SEALANT UNDER FLASHING (
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LUMBER BLOCKING TO FIT
FASCIA OF HOST STRUCTURE
PLYWOOD / OSB BRIDGE z
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O II II (
SEE TABLES)
tYa SCREEN OR GLASS ROOM
WALL (SEE TABLES) L—L
PROVIDE SUPPORTS AS
REQUIRED -
W /VARIES
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF:
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
8 x "t" +1/2" LAG SCREWS W/ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0"
30# FELT UNDERLAYMENT W/
2" X 2" x 0.044" HOLLOW EXT. 220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
5/16"0 x 4" LONG (MIN.) LAG AGAINST EXISTING ROOF.
SCREW FOR 1-1/2" 0.024" FLASHING UNDER
EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8
RAFTER OR TRUSS TAIL MIN. 1-1/2" PENETRATION
CONVENTIONAL RAFTER OR 2 x 4 RIDGE RAKE RUNNER
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL TRIM TO FIT ROOF MIN. V @
ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" Q INSIDE FACE
D.C. FOR UP TO 130 MPH WIND SPEED "D" FASTEN W/ (2) #8 x 3" DECK
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP EXISTING RAFTER OR SCREWS THROUGH DECK
TO A 150'MPH WIND SPEED "D" EXPOSURE. TRUSS ROOF INTO EXISTING TRUSSES OR
WEDGE ROOF CONNECTION DETAIL RAFTERS
SCALE: 2" = 1'-0" A - A - SECTION VIEW
SCALE: 1/2" = V-0"
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W
FOR 140 & V
2) 3/8" x 3" U
W
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: 1/4" = l'-W
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
8)
RECEIVING CHANNELSCREWS8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2" x 6'
EXISTING 1/2" OR 7116"
SHEATHING
B - B - ELEVATION VIEW
SCALE: 1/2" = 1'-0"
1
B - B - PLAN VIEW
SCALE: 112" = T-0"
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U-CLIP W/ (4) 1/4" x
1-112" 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
SCALE: 2" = V-0" FOR FASTENING TO WOOD
USE TRUFAST SD x ("t" + 1-1/2")
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D"; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE"D"
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
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 114": l')
3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS
SEAL N
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL AND
1/4" x 5" LAG SCREW MIDWAY
BETWEEN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2" = V-0"
EXISTING FASCIA PLACE SUPER OR EXTRUDED'.,
EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE
SEALANT
10 x 2" S.M.S. @ 12";O.C.
1/2" 0 SCH. 40 PVC FERRULE
SEALANT
1) # 8 x 3/4" PER PAN. RIB
SLOPE CAULK EXPOSED SCREEN. ONLY HEADS
1/4" x 8" LAG SCREW (1) PER
EXTRUDED OR
SUPER GUTTER
3" PAN ROOF PANEL
MIN. SLOPE 1/4" : 1' )
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BREAK FORMED OR
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EXISTING TRUSS OR RAFTER
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10 x 2" S.M.S. @ 24' O.C.
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.0
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
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MIN. SLOPE 1/4" : l')
1/2' 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" _ V-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/
HEADS (3) #10 x 2" INTO FASCIA AND
PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE OPTION 2:
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1/2'0
SCH.40PVC FERRULE SEALANT
10
x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL MIN.
SLOPE 1/4" : l') EXTRUDED
OR 3" HEADER EXTRUSION EXISTING
TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL 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" = V-0" GUTTER
BRACE @ 2'-0" O/C CAULK
SLOPE
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GUTTER
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x 9" BEAM 2) #
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GUTTER TO BEAM WATER RELIEF SUPER
OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE:
2" = l'-0" ALTERNATE
3/4"0 HOLE GUTTER
PAN
ROOF 2
3/
8" x 3-1/2" LOUVER VENTS FASCIA
COVERS PAN & SEAM ® OR 314"0 WATER RELIEF OF
PAN & ROOF 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" = l'-0" FLASHING
0.024" OR 26 GA GALV.
2"
x 2" x 0.06" x BEAM DEPTH + 4"
ATTACH ANGLE "A" TO FASCIA
W/ 2-3/8" LAG SCREWS
@ EACH ANGLE MIN.
2" x 3" x 0.050" S.M.B. (4) 10
S.M.S. @ EACH ANGLE EACH
SIDE I-
A B 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" = T-O" 0
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ROOF BEARING ELEMENT SHOWN)
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BEARING ELEMENT (SIDE WALLS)
ROOF
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Table 7.1.1 Allowable Spans and Design I Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
Wind
Open Structures
MonoSlo ed Roof
Screen Rooms
d Attached Covers
Glass 8 Modular Rooms
Enclosed OverhangCantilever
Zone
MPH
182
s aMoad'
3
s annoad'
4
s aMoad'
782
span/load'
3
s aMoad'
4
s anlload'
1&2
s anlload'
3
s aMoad'
4
s annoad'
All
Roofs
100 0' 25 L 5'-11' 125 6'-t' 25 4'-9' 26 5'-11 266-0 126 4-6 130 5'-T 130 1 5'-9' 30 t'-10" 145 t70 S-3' 20 6'S' 20 6'-T 20 a'S' 28 5'.9" 28 5'-10' 28 a'-3' 36 5'-3- 36 5'-5' 36 1'-9' 55 S-2'
23 6'-2' 23 6'4' 23 a'-5' 33 5'-Y 33 5'-7• 33 4'-0' 43 4'-21' 43 5'-1' 43 PS' 65 4'-11' 24 6'-1' 24 6'-2' 24 d'4' 35 5 '4' 35 T-5' 35 3'-11' 45 4'- 1' 1 a5 4'-11' a 1' 4-8
27 5-t0' 27 5-t t 27a-2 39 5'-2' 39 F-3' 39 3--10- 51 4'-B' 51 4'-10' 51 24'.6' k2O315'-T 31 5'S' 3/ 3-11 46 4'-t0' 46 4'-1T 4fi 3'-70' S7 4'-8' 51 4'-10' S1 4'S'
315'-7- 31 5'S' 31 3'-11' 46 4'-70' 46 4'-11' 46 3'-7- 59 4'S' 594'.7' 59 1 4'-3'
36 5'-3' 36 5'-5' 36 3'-9' S2 4'S- 52 d'-9' S2 3'-5' 1-1/
4' x 12' x 0.030' 2 or 5 Rib Riser Panels Aluminum Aloy 3105 H-14 or H-25 Wind Open
Structures
Mono to
etl Roof S ScreenRoom.
8 Attached
Cove rs Glass d
Modular Rooms E nclosed
OverhangCantilever
Zone
MPH)
182
s
a
Nload' Js anlload' 4 to d'
s an/ a i 2 8 saNload' 3 s "lload' d s aNload•
182 s
annoad•
3 s aN1oaTds aNloatl'
All Roofs 7006'-
0' 25 6'-5' 25 6'S' 25 5'-1' 26 6'4" 2 6 6'-5' 2 6 a'-10' 30 6' 110 S-
11' 20 6'-11' 4'-i1' 28 6'-2' 28 6'-3' 2B 4'-7' 35 5-8120 5'-7' 23 6'-7' 3 4'-9- 33 S-10' 33 5'-t 7' 334'4' a35'4' 43 SY 43 v-9' 6123 6-6' 24 6'S' 44'-e' 35 5'-9' 35 5'-10' 35 a'-3' a5 5'-3' 45 5'4' 4 130 54-
27 F-T W1200 7 4'-5' 39 5'S' 39 5'-T 39 4'-1" 51 5'-0 S1 5-2- S1 1'-8140-1 5'-0" 31 5'-11' 31 4'-3" 46 5'.3' 46 5'4' 46 4'-t` 51 5-0 51 5'-T S1 1'-7' 89 f40-2
5'-0" 31 5'-11' 31 4'-3' 46 5'-3" 46 5'4' 46 3-i 7 S9S91504'-9" 36 6,1. 36 4'-t' S2 5'-0' S2 5'-1' S2 3'-e' 68 4'-T - 68 4'-B' 68 11S' 1112 1-114-
x 12- x 0.050" 2 or 5 Rib Rlser Panels AluminumAlloy 3105 H-14 or N-25 Wind Open
Structures
Mono -Sloped
Roof Screen Rooms
8 Attached
Covers Glass 8
Modular Rooms Enclosed Overhang
Cantilever
Zone
MPH
182
span/
load'
3 s
anload'
d s
an/
load' 182 s
aNload*
3 s
an/
load' 4 s
aMoad'
td2 s
an/
load' Js
anlload'
4 s
annoad•
All Roofs 100T.
1' 25 7 25 TS-. 16 5'-11- 26 T-5" 26 T-6- 26 5'-8' 30 1-1' JO 1-2- 30 2'4' 45110 6'-
11" 20 8'-2' 20 8'4' 17 5'-10" 28 T-2- 28 T4" 28 5'4' 366'-8' 36 6'-9' 36 120 6'-
6' 23 T-9' 23 T-i 1' 205'-6' 33 6-10' 33 6'-11' 33 5'-i' 43 6'-3" 43 6'4' 43 123 6'-
S 24 T-T 24 T-9' 21 356-8' 4'-i 1' 45 6-2' 45 6-3' 45 4-N 1306'-
2' 27 74 27 7'-5' 23 5'-3- 39 6'-5' 3 4-9' S1 5-11' S1 6-0 51 140-1
5'-11' 316'-11 31 T-Y 31 4'-it' 466'-1' 610-.35
760-2
5-11 31 6-11' 31 T-Y 31 a'-1t' 46 6'-1' 150 5'-
T 36 6'-0. 36 6'-9" 36 d'-9'S2 5'-10'5 S2 4'4' 68 5'4' 68 5'S' 68 1'-9' 102 Note: Total
roof panel width = room mom + wan -am + marnang. 1e119n ur appncu 1udu udacu un .1. air- vice .1 ... yduoi Table 7.
1.2 Allowable Spans and Design / Applied Loads' (#/SF) for Industry
Standard Riser Panels for Various Loads Open Structures
Screen Rooms Glass 8 Modular Rooms Overhang Wind MonoSlo
ed Roof d Attached Covers Enclosed Cantilever Zone 1&
2 3 4 182 3 4 1d2 3 4 All MPH s
aNload* s aMoad' spa s ardload' s aMpad' spa ardload' saMoad• spa Moad' spaMoad• Roofs 10 6'-
9' 3 84 30 6 30 -9 4 11 10
20 17 105 17 6'-11' 28 B-6 28-9 28 64' 36 7-10 36 8-0 367-7 55 120 T-
5' 23 9-Y 20 9'4' 206'-T 33 8'-1" 33 8'-3' 33 5'-11' 43 T-5' 63 T-7' 43 7-5- 65 123 T-3' 24 9'-0" 219'-2' 21 6'-5' 35 T-11' 35 B'-1' 35 5'-1P 45 T-3' 65 T-5' 45 7-5' 69130 6'-
11' 27 8'S' 238'-10' 23 6'-Y 39 TS' 39 T-10' 39 5'S' 51S7 T-2' Si 74' 77 140-1
6'S' 318'-3' 27 V-5' 27 5'-10' 46 T-3' 46 T-5' 46 5'S' 516'-11' S1 T-2' 51 7-3' 89 140-2
6'S' 31B'-3' 27 8-5' 27 5'-10' 46 7'-3' 46 T-5' 46 S-5' S9 6'S' S96'-10' S9 7-3' 89 750 6'
4• 36T-10' 32 B'-0' 32S-T 52 6'-11' S2 T-7' 52 S-2' 68 6'4' 689-6' 68 7-1' 102 Note: Total
roof panel width = room width + wall milm + ovemang. uesign or appueu luau udacu un um mom - area u- v e pdne.. Table7.
1.3 Allowable Spans and Design / Applied Loads* (#/SF) for Industry
Standard Riser Panels for Various Loads Wind Open
Structures
Mo-Sloped
Roof Screen Rooms
d Attached
Covers Glass 8
Modular Rooms Enclosed Rooms -
Overhang Cantilever ZoneMPH
182
s
anload'
1 3 s aMoad'
d s
an/
load' 182 3
s an/
load• 4 s
an/
load' 782 s
aNload'
3 s anlload' 4 s a --
ad- All Roofs100
t7-
2' 16 16'-1' t3 16'-5' 13 13'-3' 23 13'S'239-10' 30 t2'T 27110 11'-11' 17 15'-10' 1416'-1' 1417-10' 25 13.2' 25 9'-3 36 IV-10' 32120 11'-2' 20 13'-10' 2015'-1' 1717-7' g,11lad' 30
74'
30 8'8.43 11'-1'39123. 11'-0' 21 t3'-T 21t3'-it' 2111'-11' 32 12-Y 32 T 45 10'4Y 41130 10'-8' 23 13'-2' 23 13'-5' 2311'S' 35 11'-9' 35 8'-3' S1 10'-7' 457d0-1 9'-9' 31 72'-7' 27 12'-t 0' 2711'-0' 40 11'-3" 40 8'-3' S1 10'-7' 45 140-2
9'-9' 31 12'-T 27 12'-10' 27 B'S' 46 it'-0' 40 1T-Y 40 T-10' S9 9'-8' 59 150 9'-
3' 36 it'-1t' 32 17-Y 32 8'-2' 52 100-6' 46 10'-9' 46 T-6' 68 9'-3' 68 Wind Open
Structures
SlopedMoRoof Screen
RoomsCovers
Attached Cove
dAGlass8Modular
Rooms Enclosed Overhang Cantilever
Zone MPH182
sanAoad' 3
Spa 4
s
aNloatl'-
182
ad' s aNlodad' 3saMoad'
d
span load*
182
s aNl
3
s anlload• 4spaA 11
Roofs
10013'-
2-
16 7T- ' 5 1 3 7T-9" 13 11'-T 23 14'4' 23 15'S' 20 10'-11' 27 13-1 27 1
27
4'-0' 45 110 12'-11'
17 1T-1' 14 IT-5- 5 13'-11' 25 15'-T 21 10'4- 32 17-10' 32 1' 13'-1' 324'-0' 55 120 12'-1'
20 15'-11' 17 16'4" 3 13'-1' 30 13'4' 30 9'-5' 43 11'-11' 39 12'-3' 39 3'-10' 65123 IV' 11' 2115'-8' 17 16'-0' 32 17-11' 32 13'-2' 32 9'-3' 45 1T-10' 41 12'-1' 41 4'-0' 69130 11'S' 2315'-1' 20 15'-5' W172 39 17-5- 35 12'S' 35 8'-1 i' S1 11'-5' 45 11 S' 45 3'S' 77 19-11" 27
13'-7' 27 13'-10' 46 11 -11' 40 12'-Y89140-21-11'2713'-T 27 13'-10'46 11 -11'40 12-2" 40 8'-5' S9 1 -10'8915010'-5' 32 12'-17' 32 13'-Y S2 71'4' 46 11'-T 10'-5' 60 10'-T 60 3'4' 102 And Open Structures
slpnoSto
ad of
Screen Roo 8
Attached Covers
Glass 8 Modular
Rooms nclosed Overhang Cantilever
Zone
MPH
182
s
aMoad'
1
s aMA -
17
4 s anlload'
182
s annoad•
3
span /load'
4
s im
load'
182 spa nlload'
3
sp. lload'
4
s aMoad-
All
Roofs fee
16'-
6'
73 20'4' 13 20'.9' 13 13'-6' 23 17'-6' 20 1T-10' 20 17-10' 27 16-9' 23 IT-1- 770 76'-2'
14 19-11' 14 20'4" 14 13'-2' 25 7T-3' 21 1T-T 21 17-1' 32 15'-10' 27 16'-2' 720 15'-1'
17 17 19'-0' 17 12'-5' 30 76'-3' 25 16'-T 25 11'4' 39 14'-0' 39 15'-3' 32a'-0' 65 123 13'-11-
21 18'4' 17 18'-e' 17 17' 2' 32 15'-11' 26 16'4' 26 11'-2' 41 IT-10' 41 t4'-1' 41 4'-0' 69 130 13'S'
23 1TS' 20 18'-0' 20 it'-9' 35 15'S' 29 75'-9' 29 10'-10' 45 13'4' 45 13'S' 45 4'-0' 77 140-1 12'-
10' 27 16'-7D' 23 iT-2" 23 11'-3' 40 73'-11' 40 14'-7 40 10'-70' 45 13'4' 45 13'S' 45 4'-0' 89 1404 72'-10'
27 16'-10' 23 7T-2' 23 11'-3' 40 13'-11' 40 14'-Y 40 9'-11' S9 12'-B' S3 12'-11' S3 4'-0' 89 750 12'-2'
32 16'-2' 26 16'-6" 26 10'-9' 46 13'-3' 46 13'S' 46 9'-5'- 68 72'-7 60 72'-5' 60 4'-0' 702 Note: I dial
root panelwidth = room width + wan width + overhang. 'Designor applied load based on theaffective area o1 the panel Table 7.1.
4 Allowable Spans and Design I Applied Loads' (#/SF) for Industry Standard
Riser Panels for Various Loads Wind Open Structures
MonoSlo
ed Roof
Screen Rooms 8
Attached Covers
Glass 8 Modular
Rooms Enclosed Overhang Cantilever
Zone MPH182
saMoad' 3
s aMoad'
4
span/load' 182saNload' 3
Spa 4
s
anlload• 132sanlload' 3
spa 4
s
an/
lood'
All Roofs 110 16'-3'
13 16'-7" 13 10'-10" 23 13'4' 20 73'-8' 20 10'-3' 27 12'-8' 23 12'-11' 23 4'-0' 4 110 75'-11'
16'-3'14 10'S' 25 17-17' 21 13'-3' 21 Y-4'32 11'-11' 27 12'.3' 27 3'-1120 03'-1115'-3'7 9-T 30 17-3' 25 12S 25 8=s' 39 11-2' 39 11-5 39-123 13'9'
14'-0'219'-5' 32 12'-0' 26 12'-3' 26 B'-T 41 11'-0' 41 11'-3- 41 3'S' 69 130 U3166 31313'-
T23 9'-1^ 35 11'-T 29 IV-10' 29 94". 45 10'-8 45 19-11' 45 T-5' 77 140.17 12'-
8. 27 12'-11' 27 40 11'-1' 40 17'4' 40 8'4' 45 10'S' 4570'-11'45 3'-3' 89 t40.27 17S'
27 12'-11' 27 B'-7' 40 11'-1' 40 17'4' 40 7'•11' S3 9'-9' S3 10'4" 53 3'-3'750 6 12'-
0' 32 17-3' 32 8'-3' 46 10'-T 46 10'-10' 46 TS' 60 9'4' 60 9'S' 60 S-1" 102 Wind Open Structures
no-
SlopedMoRoof 8
Screen RoomsAttachedCoversGlass8ModularRooms
Enclosed Overhang Cantilever Zone
MPH
1&
2
saMoad- 3 s
aMoad• 4 SpaMoad' 1&2
s aNload'
3 spa
4 s
aNload'
182
s
aNloed' 3
s
aMoad' 4
s
aNload• All Roofs10013'-3" 13
17'-7' 13 17'-11' 13 11'-8' 23 15'-1' 20 16-5- 20 11'A' 7-. 13'S' 23 1T-11' 23 4'-0' 45 110 TY-O' 14
iT-3' 14 1T-7' 14 11'_4 25 14' 15'-2' 21 10'-5' 32 17-11' 27 13'-2' 27 4'-0' 55 120 12'-2' 17
16'-1' 17 16'-5' 17 10'S' 30 IT-2' 25 13'S' 2 9'S' 12'4' 32 3'-11' 65 123 12'-0' 17
15'-10' 17 16'-Y i 10' 6 32 17-11' 26 13'-3' 26 9'4' 34 12130 11'S' 20 15'-3' 20 15'-T 20 9'-9- 35 12'S' 29 17-9' 29 8'-11' 45 11-9 38 X-8' 77 140-1 11'-1'
27 3'S' 23 13'-11' F'3 4 1-134 1T-3' 34 8'-1V V17-11132 9' 38 X-6-
89 140.2 11-1'
27 13 S' 23 13'-1 Y 23 9'-3' 40 11%11' 34 1 S' 34 8'S' 53 3 S' 89 150 10 S' 32
17-11' 26 13'-3' 26 8'-11 46 11-5' 46 11-e' 39 8'-2'60 1 10S' 60 34' 102 Wind Open SWctures MonoSlo
ed
Roof d
Screen Rooms Attached Covers
Glass 8
Modular Rooms
Enclosed Overhang Cantilever Zone
MPH 182s
aMoad• 3 s
ann air 4saMoad' 1d2 saMoad• 3 s
aMoad• 4 saMoad• 182 saNload' 3 s
anlload' 4 sannoad• All Roofs
10 2 S1
2 -11' 1 13S 1 20 18 2 17-11 23 1 -10 23 1 - 23 4 45 11 20- 14 2 -
1 13-3 1 -5 21 1T- 7 12-3 27 1 -11 27 18'4 7 4-0' S5 120 78'-70' 17
19'-3' 17 12'S'25 16-5 25 i6-9 25 1T-5 39 15-T 32 15'-565 123 185' 17 18'-
11' 17 12'-3' 26 16'-2' 26 i6S 26 11'-3' 41 13-11' 34 15'-2' 34 4'-0'130-70' U713 20
11--10" 29 15--7- 29 15-11 2910'-11' 45 IT-6" 38 IY-9' 38 a'-0' 77 140.1 316'-11'
13'-W 38 4'-0- 89 140.23 106
16'4' 26
16'-T 26 10'-10' 46 13'-5' 39 13'S' 39 9'S' 60 17-3' S1 17S' S14'-0' 102 Note: Totalroof panel
width = room width + wall width + overhang. 'Design or applied load based on the effective area o1 the panel Table 7.1.5
Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Cleated
Panels for Various Loads Wind Open Structures MonoSlo
d
Roof Screen
Rooms d Attached
Covers Glass
d Modular Rooms
Enclosed Overhang Cantilever Zone
MPH 182Span/
load' 3 spanoacr4s aNload•
182
s
anlload' J
spa
4 spa
182
s
aNload•
3
s
aNload- 4
s
ariff All Roots10010'-11- 16
1l'-1' 16 T-W 23 9'-3' 23 9'-5- 23 T-1' 30 8'-10" 27 8'-it' 27 2'-11' 45 170 70'-9' 179'-
0' 25 9'-2- 25 6--T 36 8'-3' 328'-5'32 7-9' 55 120 9'S' 20B'-
0' 30 8'S' 30 6'4- a3 7'-10' 39 T-11- 39 7-T 65 123 9-6' N74
278--4' 32T-6& 32 6'-2- 45 TS 61 T-10'-130 9'-1' 23
9'4' 23 6'S' 39 B'-1' 35 8'-3' 35 5'-1t' S1 7_4 51 T-6' 45 2'-5' 77 140•1B'-9' 27T-
8' 40 T-9- a0 5'-t i' S1 T4' S1 T-6' 45 2'4' 89 140-28'-9' 277'
S' 40 T-9' 40 5'S" 59 T-0' S9 T-2'150 8'-3' 32
Wind Open Structures Mono -
Sloped
Roof Screen
Rooms d Attached
Covers Glass
d Modular Rooms
Enclosed c osed Overhang
CantileverZoneMPH 182span/
load'
3 saMoad' 4 s
aNloa d•
182
Spann ad' 3
s
aNload• 4
s
aMoatl• 182
s
anlload' 3
s
aNload' 4
s
an8aatl' I
AI
Roofs 100
11'-9'
13
7 T-t 1' 138'-0' 23 10'4' 23 10'-T 23 TS' 27. 95' 27 9'-e' 27 3'-2' 45 110 1T-T 14
11'-9'14 7-10' 25 T-W 25 10'.3' 25 7'-2' 36 8'.11- 32 9--1' 32 2'.11'120 10'-9' 20
10'-11' 20 7'-5" 33 9'-2' 30 9.4- 30 6--g- 43 8'-5' 39 B'-T 39 2'-9' 123 1 tOS' 21
10'-10' 21 T.3' 35 9-0' 32 9'-2' 32 6'S' 45 8'-3' 41 8'-5' 41 7-9'130 U72 10'4'
23 10'S' 23 7'-0' 39 8'S' 35 6-10- 35 6--5- 51 7'-11'45457-8' 77too 9'5' 27 9'-
T 27 6'-8' 46 8'-2' 40 B'4' 40 6'-S1 T-11' 45 8'.1.45 2'-6- 89 9'- ' 27 9'-7"
27 6'-8' 46 8'-2' 40 8'4' 40 6'-1' S9 T-T 53 T-8' S3 S 8'-11' 32 9'-
T 32 6'4' S2 T-10' 46 8'-0' 4fi 5'-10' 68 T-2' 68 T4' 6B 2'-5' 102 Wind Open Structures Mono -
Sloped
ed Roof
Screen Rooms8 Attached
Covers Glass
d Modular Rooms
Enclosed Overhang i Cantilever
Zone
MPH
182 pan/
load'
3
s
aMoad' 4
s
aMoad' 182 spanoad' 3 so-1 air d
s aMoad' 182
s
an/load'
3
s ,rJ ad'
4
pan oad' All
Roofs
100 11'-
1'
16
13'-9' 13 15--0- 13 9'-5- 23 12'-1' 20 12'4' 20 8'-11' 27 1t'-8' 170 10'-11' 17
13'S' 14 13'-9' 14 9'-Y 25 11'1 21 12'-0' 27 B'-5" 32 10'-10" 32 1' 120 9'-10' 20
12'-T 17 12--11' 17 8--8- 30 11'-1' 30 11'4' 30 7'-11' 39 9'-10' 39 10.4• 123 9'S' 21
12'-5' 17 12'S' 17 8'S' 32 70-11' 32 11'-1' 32 T-10' 41 9'S' 41 9'Al" 41 3'-Y69 130 9'-3' 23
12'-7' 20 174' 20 B'-3" 35 70'S' 35 10'-9" 35 TS' 45 9'-3' 45 9'1 45 3'-1' 77 740.1 8'-11'
27 115' 27 11'S' 23 T-9' 40 9'-T 40 10'-3' 40 TS' 45 9'-3' 45 9'S 45 2'-11' 89 140.2 8'-11'
27 11 S" 27 11'S' 23 T-9" 40 9'-T 40 10'-3' 40 T- 5 8-10' S3 9'-0' 53 T-11' 89 150 8-5 32
10'-11' 32 11-1' 32 T-6 46 9'-3' 46 9'-5' 46 6'-10' 68 B'-5 60 8'-T 60 2.- 0' 102 Note: Total roof panel
width = room mdth + wall width + overhang. 'Design or applied bad based on the affective area of the panel Table 7.1.6
Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) 3' x 48" x
0.024- Panels Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam Open structures Screen Rooms
Glass d Modular Rooms ovedtan Wind Mono -Sloped d
Roof 8 AttachedCovers Enclosed - Cantilev Zone 182 1 4
182 3 4 182 3 4 All MPH) spa1n load' spaNload'
spanA spaNbad' spaNload' spaMo.d' spaNload' span/load' soanlload• Roofs Wind ( MonoSloped Roof I
d Attached Covers ( Enclosed I Cantilever) Zone( 182 3 ( d )
182 3 4 182 3 4 A11 Wind Open Structures Mo-
Sloped
Roof Screen
Rooms d Attached
Covers Glass
8Modular Rooms
Enclosed Overhang Cantilever Zone
MPH sannoad'
ad'
182N14'-1 4 s
anlload• 182
s
nn-d-
3
s -11 4 saMoad' 182 saMoad' 3 s
aMoad' 4 saMoad' All Roofs
100 1T-9' 13
13 19'-2' 13 14'-Y 23 15'-10' 20 15'-3' 20 13'-Y 27 14'-9' 27 14'S' 27 4'-0' 45 110 1 -3" 1414
1 -T 14 13-10- 25 15-5- 21 14.11• 25 11'-Y 32 13'-T 32 13'-2' 32 4'-0 55 120 75'-7 17
17 16'-10' 17 12'-8' 30 14'-2' 30 13'.8' 30 10'-2" 43 12'S' 123 75'-2' 17
17 16'-5' 17 12.4- 32 IT-10' 32 IT-4- 32 9'-11' 45 11'-1` 41 10'S' 41 4'-0' 69 130 14'-4 2320
15'S' 20 10'S' 35 1S-2' 35 12'S' 35 91-5' S1 10'S' 45 10'-2' S1 3'-11' 77 UO-1 IS4' 27
27 14'-5' 27 70' -0' 4 6 1'-' t 240 10'-10' 40 9'-5 140-2 13'-4
27 27 t4'-5' 27 10'-0' 46 11'-2' 40 10'-10' 40 8'S'12'S' 3 32.
73'S 4 52 10-5 46 1 10-1 52 Y 68 9'-2 68 8'-10 68 3- 1 2 Note: Total roof panel
width = room width + well width + overhang. 'Design or applied load based on the affective area of the panel d Nm m
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OF
MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48" A,
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 & U180
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spansand Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
ant u_e n. N9S 1 n LDA Cnm nen w cn=...
Wind Open Structures MonoSlo ed Roofl Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH)
1&2
s anload•
3
span/load'
4
s anlload'ad'
3
s anlload'
4
s an/load'
1&2
s an/load•
3.
span/load'
4
s anlload'
Cantilever
100 25'-9' 13 28'-9" 13 27'-10" 1320 22'-it" 20 22'-2' 20 19'-2" 23 21--5" 23 20'-8'- 23 4'-
110 25'-0" 14 2T-11' 14 27'-0" 14 21 22-5- 21 21'-8' 21 17'-8' 27 19'-9" 27 19'-l' 27 4'-0' 55
120. 22'-7" 17 25'-4' 17 24'-5" 175P20--7-
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 2fi 20'-1" 26 19'-5' 26 15'-10- 34 17'-8" 34 17'-1" 34 4'-0- 69
130 20'-10- 20 23--3- 20 22--6- 2029 19'-1' 29 18'-5" 29 13'-8' 45 16'-8' 38 16'-1' 38 4'-0" 77
140-1 19'-4- 23 21'-8" 23 20'-11' 2334 17'-T 34 tT-0' 34 13'-8- 45 16'-8" 38 16'-1" 38 4'-0' 89
140-219'-4" 23 21'-8" 23 20'-11-2334 17'-7" 34 1T-0" 134 1 12'-7- 53 15'-6- 44 13'-8" 53 1 4'-0- 89
150 1&-2' 26 20'4- 26 19'-8' 26 13'-7" 46 16'-5" 39 15'-11' 39 1 11'-10" 60 1T-3" 60 12-10- 60 4'-0' 102
O en Structures Mono -Slopeded Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
1&2
s aMoad•
3
s aNload'
4
span/load' s anllonlload'
1&
2fi3420'
3 4
span/load'
1&2
span/load'
3
span/load'
4
s anlload•
Cantilever
29'-8- 13 33'-2" 13.. 32'-l' 13 23'-8- 6" 20 25'-7' 20 22'-1- 23 24'-8" 23 23'-10- 23 4'-0' 45
28'-10" 14 32'-3' 14 31'-2" 14 23'-2" 10" 21 24'-11" 21 20'-5" 27 22'-10' 27 22'-W 27 4'- PWiPn 26'-1' 17 29'-2' 17 28'-2' 17 21'-2' 8" 25 22'-11' 25 18'-9' 32 20'-11" 32 20'-3"32
25'-5' 17 28'-5" 17 27'-5' 17 20'-8' 2" 26 22'-0" 26 18'-3' 34 20'-5" 34 19'-8" 34 4'-0' 69
23'-11' 20 26'-10' 20 25'-11" 20 19'-8- 29 21'-3' 2917'-2" 38 19'-3' 38 18'-7' 38 4'-0' 77
22'-4' 23 24'-11' 23 24'-2' 23 18'-2' 34 19'-8" 34 1T-2" 38 19'-3' 38 18'-7' 38 4
22'4' 23 24'-11' 23 24'-2' 23 18'-2" 4' - 34 19'-8' 34 15'-11' 44 17'-10" 44 17'-3' 44 4'-0" 89
150 20'-11- 26 23'S' 26 22'-8" 26 16'-11' 11" 39 18'4" 39 1 13'-8 60 16'-7' S1 16'-0" 51 4'-0' 102
Open Structures MonoSlo ed Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
1&2
s anload'
3
s anlload'
4
span/load—
1&2
span/load'
3
s anlload'
4
span/load
1&2
s aMoad'
3
San/load'
4
s anlload•
Cantilever
29'-11' 13 33'-6' 13 32'-5' 13 23'-11' 20 26'-9" 20 25'-11' 20 22--4- 23 24'-11" 23 24'-2' 23 4'-0' 45P12029'-2" 14 32'-T 14 31'-6' 14 23'-4- 21 26'-2' 21 25'-3' 21 20'-7" 27 23'-1" 27 22'-3- 27 4'-0" 55
26'd' 17 29'S' 17 28'-6' 17 21'-5' 25 23'-17" 25 23'-2' 25 1B'-71' 32 21'-2" 32 20'-5'4'-0" 65
25'-8" 128'-9' 17 27-9' 17 20'-11'26 23'-5' 26 22'-7'26 18'-5' 34 20'-7' 34 19'-11" 34 4'-0' 69
24'-3" 27'-1' 20 26%2• 20 19-11- 29 22'-3" 29 21'-6' 29 17'-5' 38 19'-5' 38 18'-9' 38 4'-0' 77
2r_7• 23 25•_3• 23 Za_5• 23 18'-4• 3a 20'16' 34 19'-W' 34 j7•-$• 39 19'-5• 38 18'-9' 38 4'-0" 89140-2 2T-7' 23 25'-3' 23 24'-5" 23 18'-0' 34 20'S' 34 19'-10' 34 1 16'-2' 44 18'-1' 44 17'-5' 44 4'-0' 189
150 21'-3' 26 23'-9' 26 22'-11" 26 1 1T-2' 39 19'-2" 39 18--6- 39 IT-10- 60 16'-9- 51 16%2' 51
Wind Open Structures Mono -Slopeded Roo( r RoomsScreenoos & Attached Covers Glass Modular Rooms Encloseds & od Overhangg
Zone
MPH
192
s anload'
3
span/load'
4
s anlload•
1&2
s anload'
3
s anlload'
4
s anlload'
1&2
s anlload'
3
span/load'
4
s anlload'
Cantilever
100 34'-7' 13 38'S' 13 3T.5" 13 27'-8' 20 30'-11- 20 29'-10' 20 25'-9' 23 28'-10' 23 27'-10- 23 4'-0' 45
110 33-8 14 3 -T 14 3V-4- 14 26-11' 21 30-2" 21 29'-Y 21 23'-9' 27 26'-7" 27 25'-8' 27 4'-0' S5
120 30'-5' 17 34'-0' 17 3Z' 10" 17 24--9" 25 27'-8" 25 26'-8' 25 21'-10' 32 24'-5' 32 23'-7' 32 4'-0" 65
123 29'-7- 17 33'-1' 77 32'-0"- 17 24'-2"- 26 26'-11" 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'-6' 29 24'-9' 29 20'-7" 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'-t' 23 29'-1' 23 28'-2' 23 21'-Y 34 23'-8" 34 22'-11' 34 18'' 44 20'-10" 44 20'-1'- 89
150 24'S' 26 2T4' 2fi 26'-5" 26 19'-9' 39 22--1" 39 21'-5' 39 17'-4' S1 19'-0' S1 18'-8' S1 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
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide ProductApproval #FL1D49
s ea n roe^ o=..e1" eu—... - e
Wind Open Structures Mono —Sloped RootI Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
s anlload'
3Ian/load•
dIan/load•
1&2
span/load•
1
s anlload'
4
s anlload'
1&2
span/load"
3
span/load'
4
span/load'
Cantflever
100 28'-2' 13 31'S' 13 30'-5' 13 22'£' 20 25'-2" 20 24'-0' 20 20'-11" 23 23'S' 23 22'-8'. 23 4'-0' 45
110 2T-5' 14 30'-8' 14 29'-7' 14 2l'-11". 21 24'-7' 21 23'-9" 21 19'-0' 27 21'-B' 27 20'-11' 27 4'-0' S5
120 24'-9' 17 27'S' 17 26'-9' 1t20'-2' 25 22'-6" 25 21'-9" 25 17'-10' 32 19'-11' 32 19'-3' 32 4'-0'
12324'-2' 17 26'i i' 17 26'-1' 126 21'-11' 26 21'-3' 26 1T-0' 34 19'-0' 3418'S' 34 4'-0' 6922'-10' 2022024'-B' 229 20-11' 29 20'-2' 29 16'-0' 38 18'-3' 38 1T-8' 38 4'-0' 77
140-1- 21'3' 23 23'-9' 23 22'-i 1". 234 19'-0' 34 18'-8" 34 16'-4" 38 18'-3" 38 17'-8' 38'-0' 89
14D-2. 21--3" 23 23--9- 23 22'-11" 2 34 19'-0' 34' 18'-8' 34 15'-2" 44 16'-11" 44 16'-5' 44 4'-0' 89150-'19'-11' 26 22'-3" 26 21'-6' 2. 39 18'-0' 39 1T-5' 39 12'-11' 60 15'-9' 51 15'-3" 51
Wind Open Structures Mono —Sloped Roof I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone 1&2 3 4 182 3- 4 1&2 3 4 CantileverMPHsaMoad• s anload' s anlload' s anlload• s anlload' I s anlload• s ardload' s an/load• s an/load'
100 37'-11' 113 1 42--5- 13 40--11- 13 1 30'-3' 20 33'•10' 20 32'-8' 20 28'-3' 123 1 31'-7' 23 30'-6'
110 36'-10 14 41 -2 14 39 -10' S' 21 331 21 31 -11 21 26'A 27 29'-1' 27 Tv -2'
27112033 -4' 17 37'-3" 17 36'-0' 1' 25 30'-3' 25 29'-3' 25 23'-11" 32 26'-9- 32 25 -!T
123 32'-5' 17 - 36'-3' 17 3S-l' 5" 26 29'-7" 26 28'-7 26 23'-3" 34 26'-0" 34 25'-2-
130 30'-8' 20 34'-3' 20 33'-1" J2323'-3-
2' 29 28'-1" 29. 2T-2' 29 21'-11" 38 24'-7" 38 23'-9'
140.1 28'-6' 23 31-11" 23 30'-10' 34 26-11- 34 25--1"34 21'-71' 38 24'-T 38 23'-9'
140-2 28'S' 23 31'-11" 23 30'-10" 3- 34 26' 11" 34 25'-1"34 20'-5'22'-10' 44 27-1'
150 26'-10' 26 29'-11' 26 28'-11' 8' 39 24'.3" 39 23'-5' 39 18'-11' S1 21'-2' S1 20'S' S1 4'-0' 1D2
Note: Total root panel. width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel
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08-12-2010 OF 1 0
2.00"
2.00"
I A
A = 0.434 in.' =
0.776 in.'
0.040" o Ix = 0.234 in.
Ix = 1.953 in.
o Sx = 0.977 in.
Sx = 0.240 in? 0.046"
6005 - TS
6005 - TS
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = 1'-0"
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2.00" 2" x 4" x 0.046" x 0.100"
SELF MATING SECTION
0.045" T__ A = 0.538 in? SCALE 2" = 1'-0"
Ix = 0.642 in..
0.428 in? * 2.00"
6005 - T5 I
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0" I
A = 0.964 in.'
Ix = 3.688 in. '
0.050" Sx = 1.475 in?
2.00" " 6005 - TS
0.060 o A = 0.768 in?
Ix = 0.530 in.'
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C. Sx = 0.585 inP
6005 - T5
TOP AND BOTTOM OF EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION 2" x 5" x 0.050" x 0.096"
SCALE 2" = r-0" SELF MATING SECTION
SCALE 2" = 1'-0"
I
T 2.00"
0.050"
o A = 0.697 in?
Ix = 1.428 in'
Sx = 0.714 in? A = 1.098 in? 0
6005 - T5 0.050" 9 Ix = 5.938 in.
2"_x 4" x 0.050" HOLLOW SECTION
Sx = 1.979 in?
SCALE 2" = 1'-0"
6005 - TS
3.00'
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
A = 0.552 in? TOP AND BOTTOM OF EACH BEAM
0.045" o Ix = 0.342 in.' 2" x 6" x 0.050" x 0.120" Sx = 0.342 in?
6005-T5 SELF MATING SECTION
SCALE 2" = 1'-0"
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
2.02" x
o A = 1.277 in.' 0.060" n 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"
71- 2.00"
0.072" o
oo
11
A = 1.855 in?
Ix = 16.622 in'
Sx 4.156in.'
6005 - TS
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
A = 1.999 in'
Ix = 22.116 in'
Sx=4.915in.'
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
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"
0
0.090" 0
A = 3.023 in?
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
SCALE 2" = 1'-0"
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 ofsuch 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 & Cou;ty 1
will be provided to our pre -approved contractors once the materials are .
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOR -
TCI 6005 HOLLOW
CATOR
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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. (BAWL
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; I ,
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions; 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c =33.0 psi
D. Wood'
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 1/2' 4 ply CDX or 7116" 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, orthe wood or other absorbing
material shall be painted with two coats of aluminum housepaint 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 saltwater area; (bay or ocean) shall
have fasteners made of non-magneticstainless 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
I: Code with 2000 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
0 psi; Shear psiStrength55,0 0 p
fable 9.1 Allowable Loads for Concrete Anchors -
Strew Size
d = diameter :
EmbedmentDepth
in.)
Min. Edge Dist 8
Anchor.Spacing
5d (in.)
Allowable Loads
I Tension Shear"
ZAMAC NAILIN (Drive Anchors)
1/4" 1-112" 1.1/4" 1- 273# 236#
2" 1-1/4" 316# 236#
TAPPER (Concrete Screws)
3116" IA14" 15116" 288# 167#
1-3/4" 15116" 371# 259#
114" 1-114" 1-114" 427# 200#
1.314" 1-114" 544# 216#
3/8" 1.112" 1.9116" 511#- 402#
1-3/4" 3-318" - 703# 455#
POWER BOLT (Expansion Bolt)
2" - 1-114" 624# 261# -
5116- 3" 1-7/8" 936# 751#
318" 3-112" 1-9/16" 1 575# 1,425#
112" 5" 2-1/2" 2,332# 2,220#
POWER STUD (Wedge -Bolt ®)
1/4" "- 2.3/4" 1.114" 012# 326#
318" 4-114" 1-77 1,358# 921#
1/2" 6" 2.1/2" 2,271# 1,218#
5/8-"- 7" 2.1/4" 3,288#.. 1202#
weage uou
114" 2-112" 2.114" 878#- 385#
3/8" 3-1/2" 3-114 1,705# 916#
112" 4" - 3-314" ; 1,774# 1 1,095#
Notes:
1. Concrete screws are limited to 2" embedment. by manufacturers.
2. Values listedareallowed 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.
Minimumedgedistance and center to centerspacingshall be 5d. 7. Anchors
receiving loads parallel to the diameter, are shear loads. B. Manufacturers
recommended reductions for edge distanceof 5d have been applied. Example:
Determine
the
number of concrete anchors required for pool enclosure bydividing
the upliftload 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 T x l0# / 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 Loads on Screws for Nominal Wall ThicknessK 0.164"
122
153 1- 0.190". 141
177 231 263 295 0.210" 156
196 256 291 327. 0.250" 186
232 305 347 389 529 0.240" 179
F423 223 292 333 374 508 0.3125" 232
291. 381 433 486 0.375",, 279
349 457 520 584 793 0.50" 373:
465 609 693 779 1057 Allowable Shear Loads
on Screws for Nominal Wall Thickness (T) (Ibs.) Screw/Bolt I
Single Shear Size Not 0.
044". 0.050" 0.055" 0.072" 1 0.082" 0.092' 0.125" 8 - 0A64" 117
133 147 192 218 245 . 10 0.190'
136 154 170 222 253 284 12 0.210"
150 171 188 246 280 293 14 0.250"
179 203 223 292 333 374 508 114" 0.240"
172 195 214- 281 320 358 487 Sit 6" 0.
3125" 223 254 279 366 416 467 634 3/8" 0.
375" 268- 305 335 439 499 560 761 112" -1 0.
502 357 40S'- - 447 6 666. 747 1 1015- . Allowable Shear Loads
on Screws for Nominal Wall Thickness (T) (Ibs.) Bolt Double Shear
Size Not 0.
044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 1/4" 0.
240" 343 390 429 561 639 - 717 974 5116" 0.3125"
446 508 559 732 832 934 1269 318" 0.375"
536 610 670 878 998 N20 1522 1/2' 0.
50" 714 812 894 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 rival substitution for screws of anchor specifications in drawings. 3. Minimum thickness
of framemembers is 0.036" aluminum and 26 ga. steel. Multipliers for Other
Alloys 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
7.45 Bd 1.11
1.60 9d 1.14
1.80 10d 1.18
2.00 lid 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 0
27.42 #/SF Fastener diem. inin.
edge
distance min. ctr.
to
ctr.a-
ilO No.
ofFasteners
I Roof Area SF) Area 31Area 41'
Area 114" 112" 518"
08 - 106 4,362 - 159 5,819 - 212 5/16" 318"
7115 88 - 138 5,682 - 207 7,576 - 276 3/8" 3/
4" 1" 544 - 166 6.816 - 249 9.088 - 331 1/2" 1"
1rl/4" 060, 221 9,090-3- 12,120-442 Table 9.5B
Allowable Loads & Roof Areas Over Posts for IYletal to
Ixletal, Beam to Upright Bolt Connections Enclosed Structures (a)
35.53 #/SF Fastener di,-- min.
edge
distance min. ctr.
to
ctr No.
of Fasteners
I Roof Area SF) 1 I Area
2 / Area 31 Area 4-I Area 1/4" 1/
2- 5/8" 1,454 - 41 2,908 - 82 4,362 - 125 5,819 - 164 5116" 3I8" 7/
8" 1,894 - 53 3,788 - 107 5,682 - 160. 7,576 - 213 3/8" 314'
1" 2,272 - 64 4,544 - 128 6,816 - 192 9.088. 256 112" 1" 1-
1/4" 3,030 -85 6,060 - 171 9,090 - 256 12,120 - 341 Notes for Tables
9.5A, B: 1. Tables 9.5
A & B are basedon 3 second windgusts 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-Sd Edge Distance- Allowable Mufti
Load
liars
Tension
I
Shear
12d
1.25 lid
1.21 10d
1.18 2.
00 9d 1.14 1.
80 8d 1.11 1.
60 1.08 1.40
PLL7d 6d 1.041.20 5d 1.00 1
1.00 Table 9.2 Wood &
Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for
Screws in Tension Only Maximum Allowable -Load and
Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF) tFnr Wind Reainnc nth"
r than 19n MPH I Icu (:nnvarcinn Tahl" at Fnttnm of thic n nut CONNECTING TO: WOOD for
OPEN or ENCLOSED Buildings Fastener Diameter Length of
Embedment
Number
of Fasteners
1
2 3 4
1" 2644 - 10 SF
528# - 19 SF 792# - 29 SF 1056# - 39 SF 1l4"a 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 5/16"o 1-
1/2-. 468# - 17 SF 936# - 34 SF 1404# -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 1068# - 39 SF 1424# - 52 SF. 3/8"0 1.
1/2" 534# - 19 SF 1068# - 39 SF 1602#- 58 SF. 2136#- 78 SF 2-1/2" 890#-
32 SF 1780# - 65 SF 267Q#-97 SF 3560# - 130 SF CONNECTING TO: CONCRETE [Min.
2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of
Embedment
Number
of Fasteners
1
2 3 4..
TYPE OF FASTENER Quick
Set" Concrete Screw (Rawl Zamac Nailln or E"uivalent) 1/4"o _, ,:,., ,A
112 • .;•:. 273#-_10 SF-: 546#-20 SF.` 819#-305F 1.1092#-40.SF 2 1 316# - 12
SF 632# - 23 SF 948# - 35 SF 1264# - 46 SF TWS TVSTIWER =:Concrete Screw (
Rawl Tapper or Equivalent).. 3/16"o 4"
288# -11 SSF546# 21 SSF 4##321SF 15#2# -.42SF F771 31#-14 1-27F •11-F1.3/4 14-54SF1.114" 1 365#-
13SF 730#-27 SF1095#-4o SF 1460#-53SF 1-3/4" 427#-
16 SF 854#-31 SF 1281#-47 SF 17084.62 SF 3/8"e 1.
112" 1 511# - 19 SF 1022# - 37 SF 1533# - 56 SF 2044# - 75 SF 1.314" 1 703# _
26 SF. 1406# - 51 SF 1 2109# - 77 SF 1 2812# - 103 SF TYPE OF FASTENER = Expansion
Bolts (Rawl Power Bolt or Equivalent) 3/8"o 2-
1/2" 1050# - 38 SF 2100# - 77 SF- 311 -115 SF 4200# - 153 SF 3-1 /2" 1575# -
57 SF 3150# - 115 SF 4725# - 172 SF 6300# - 230 SF 1/2"o 1
3" 1 1399#,- 51 SF 1 2798# -102 SFJ 4197# - 153.SF 5596#- 204 SF 5"1 2332#- 85
SF 14664# - 170 SFJ 6996# - 255 SF 9328# - 340 SF Note: WIND LOAD CONVERSION
TABLE: 1. The minimum distance
from the edge of the For Wind Zones/Regions other than 121 MPH concrete,to the concrete
anchor and spacing (Tables Shown), : betweenanchors shall not be
less than Sd where multiply allowable loads and roof areas by thed is the anrhordiameter. conversion
factor. - 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
Suonort 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- 3Z3 0.86
150 42.8. 0.80 -
w0 Metal to Plywood 112"
4
ply.. 5/8"
4 ply 1 3/4" 4plyShear Ibs.) PuIIDut lb..) Shear
Obs.)
Pull
Out
Ibs.)
Shear
lbs.)
Pull Out
be.)
893
48
113 S9
13471
10100 P.1 55 120
6914178
2 118 71 131 - 78
143 94 14 t32 70 145 88
1 157 105 Tahln Q 7 Aluminum Rivets
with Alnmimlm nrSteel Mandrel Aluminum Mandrel Steel Mandrel Rivet
Diameter Tension n(ibs.)
n Shear Tensionjibs.) Shear118" 129 176 210 325
5132" 187 263 1 340
490 3116" 262 375 1 445
720 Table 9.8 Alternative Angle
and Anchor Systems for Beams Anchored to Wails, Uprights, Carrier Beams, or
Other Connections 120 mph " C"Exposure Vary
Screw Size w/ Wind Zone Use Next Larger Size for "C" C--- "„""_ MaximumScrew / Anchor Size
Max
Size of Beam. Upright
Attachment Type SizeDescription
To
Wall g To Upright IBeam
0 -
Angle 1" x 1'
x
0.045" 3116" 10 2' x 4" x 0.
044" Angle 1" x 1' x 1/16' (0.063') 3/16" 12 U-channel 1-1/2"
z 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" - 5/16' 5116 2".x 8" x 0.
072" Angle 1" x 1" x 1/8' (0.125") 3/16" 12 2" x 10" x 0.
072" Angle 1-1/2'x 1-1/2" 1/16"(0.062") 1/4' 12 2" x 7"x 0.
072" Angle1-1/2" x 1-1/2" 3/16"(0.188') 1/4" 14 2" x 10' x 0.
072" Angle 1-112" x 1-1/2"1/8"(0.062") 1/4- 14 2" x 7" x 0.
072" Angle1-314" x 1-314" x 1/8"(0.125") 114" 14 2" x 10" x 0.
072" Uthannel 1-3/4" x 1-314" x 1-3/4" x 1/8' 318" 14 2" x 10" x.0.
072" Angle 2" x2" x 0.093' 3/8' 318" 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" x2' x 3/16"(0.313'') 1/2' 7/2" 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 /
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 thanthe Uprightwall 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 a channel angle should be place on the inside of the connection If possible. Table 9.
3 Wood & Concrete
Fasteners for Partially Enclosed Buildings Loads and Areas for Screws
in Tension Only Maximum Allowable - Load and Attributable
Roof Area for 120 MPH Wind Zone (35.53 # 1 SF) IFnr Wind Raninne nth- than
19n MPH H- r'.nnv"reinn Tahl" ar R,.fen... CONNECTING TO: WOOD for PARTIALLY.
ENCLOSED Buildings Fastener Diameter Length of Embedment
Number
of
Fasteners 1
2
3 4 - 1-
264# - 7 SF 528# -
15 SF 792# - 22 SF 1056# - 30 SF 114"o 1-112" 396# -
11 SF 792# - 22 SF 118a# - 33 SF 1584# - 45 SF 2-1/2" 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 5/16"o 1-112"
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 SFF. 1068# - 30 SF. 1424# - 40 SF 318"o 1?112" 534# --
15 SF 1068# -. 30 SF 1602# - 45 SF 2136# - 60 SF 2-112" 1 890# -25
SF' 178010- 50 SF 2670# - 75 SF 3560# - 100 SF CONNECTING TO: CONCRETE [Min. 2,
500 psiJ for PARTIALLY ENCLOSED BuildingsFastener DtameterLength of -. Embedment
Number
of
Fasteners - 1
2
1 , 3 1
4 PE OF FASTENER Quick Set"
Concrete Screw (Rawl Zamac Nailin or Equivalent) ' 114"0. 1-1/2"-
233#-8SF • 466-.217S 99##- 93#34 SF' 2.. 10 SF 40#- 10
1270# SFF, PE OF FASTENER Concrete Screw (Rawl
T. per or Equivalent 3116"o 1-1/2" 246# -
7 SF 492# -14 SF 738# - 21 SF 984# %28 SF 1-314" 317#-9 SF F
634#-18 SF 951#-27SF 1268#=36 SF 1/4"o 1-112" 365# -
10 SF 730# - 21 SF 1095# - 31 SF 1460# - 41 SF 1-314" 465# - 13 SF 930# -
26 SF 1395# - 39 SF 1860# - 52 SF 3/8"o 1-1/2"
437# - 12 SF 874# = 25 SF 1311# - 37 SF 17489 - 49 SF 1-314"- 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 2-112" 1205# -
34 SF 2410# - 68 SF 3615# -102 SF 4820q - 136 SF 3-112" 1303# - 37 SF2606# -
73 SF 3909# - 110 SF 5212# - 147 SF 1/2"o 3". ` 1806# - 51
SF 3612# - 102 SF 5418# - 152 SF 7224# - 203 SF 5" 1993# - 56.SF' 3986# - 112
SF 5979# - 168. SF 7972# - 224 SF Note: t. The minimum distance from
the
edge of the concrete to the concrete anchor and
spacing between anchorsshall not be less
than 5d where d is the anchor diameter.
2. Allowable loads have been increased
by 1.33 for wind loading. 3. Allowableroof 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. WINDREGION
APPLIED LOAD CONVERSION FACTOR 100 .
25
1.
22
110
30
1.
11 120 35 1.
03 123 37 1.
00 130 - 42 0.
94 140-1&2
48 0.88 150
56 0.81 Table 9.9
Minimum Anchor Size for
Extrusions Wall Connection- Extrusions Wall Metal Upright Concrete
Wood 2"
x 10" 114" 14 1/4'
114" 2" x 9" 114" 14 1/4"
114" 2" x 8- 1/4" 12 1/
4" --- 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 9.10 Alternative Anchor Selection
Factors
for Anchor / Screw Sizes Metal to Metal Anchor Size 8 0
12 14" 5116"
3/8" 8 1.00 0 0.58 0.
46 0.27 0.21910• 0.800. w2.. 0.72 0.
57 0.33
0.
26 12, 0.58 F', 1.000.
78 OAS 0.36 14 0:46' 7 0.78 1.
00 0.59 ' 0.46 5116" - 0.273 0.46 0.59
1.00 0.79 3/B" 0.216 0.36 0.
58 0.79 1.00 Alternative Anchor Selection Factors for Anchor I
Screw Sizes Concrete and Wood Anchors concrete screws: 2"
maximum embedment) Anchor Size
3116" 1/4" 318" 3116"
1.00 0.83 0.50
1/4"C 0.83 1 1.
00 0.59 3/8- 0.50 1 0.59
1.00 Dyne Bolts and, 2.114" embedment respectively)
Anchor Size 3116"
112" 3116"-,1.00
J0.
46 Multiply the
number of #8 screws x
size of anchor/screw desired and round up to the next even r of screws. Example: . If (10) #8 screws
are required,
the
number of #10 screws desired is: 0.8x 10=(8)#10 - m m
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THIS INSTRUMENT PREPARED BY: 1 II0i10Qll11l1llill8lll1llal llollIIII 011.1i>ili) Name: "
Superior Aluminum I
Address: 3005 Forsyth Road RETURN IRYiiI t tIRSE, CLERK OF CIRCUIT Ci7 Winter
Park, FL 32792 - SEINE COLWY State
of Florida PK 07495 Pj 00611 (lpg) CLERK'
S # 2016142360 RECIMRDED
121131610 11:0011 PA 5
10.00 NOTICE
OF COMME C T sa;th Permit
Number Parcel 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) C
GENERAL
DESCRIPTION OF IMPROVEMENT 2p u1t-C S C (e-EN6Y)M D N EY,
6-PV1, 5 L A G OWNER
INFORMATION Name
and address: C(Z-AZ : Fri OE S I b ( Me -TT c) Ve S
Pcti r, Name
and address of Fee Simple Title Holder (if other than owner) : CONTRACTOR
Name
and address: Superior Aluminum Installations, Inc. 0
3005
Forsyth Road Winter Park 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 of To
receive a copy of the Lienor's Notice as Provided in Section
713.13(1)(b), Florida Statutes. Expiration
Date of Notice of Commencement: The
expiration date is 1 year from date of recording unless a different date is specified. WARNING
TO OWNER:: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT
ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER,713, PART I, SECTION 713.13, FLORIDA
STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE .
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE .JOB SITE. BEFORE THE FIRST INSPECTION.
IF YOU INTEND TO OBTAIN FINANCING, 'CONSULT WITH YOUR LENDER OR AN , ATTORNEY BEFORE
COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE
OF Florida COUNTY OF OWNERS,
SIGNATURE OWNERS PRINTED NAME NOTE:
Per Florida Statute 713.13(1) (g), owner'.must sign...... and no one else may be O—RlrTittedto sign in his.or her stead." The
foregoing instrument was acknowledged before me this P.yof , 2 W
is-, ew%( ally known to me Name
of person making statement OR
who has produced -identification type o identi ficonrod uced4: VERIFICATION;
PURSUANT TO SECTION 91525, FLORIDA STATUTES. UNDER
PENALTIES OF PERJURY,,I DECLARE THAT I HAVE READ THE FOREGOING AND THA FACTS STATED IN IT ARE
TRU TO THEE BEST OF MY KNOWLEDGE AND BELIEF: i
L/%t/y' c • f e- Le, SIGNATURE
OF NATURAL PERSON SIGNING ABOVE NOTARY,
PLBI,;C..S1'Aj, C)r FLORIDA 3assieSantiago14issiOn #
DD915546 z
Expires: AUG, 13, 2013 BONDID
THRU ATLtYnC BONDD;G CO., LYC.