HomeMy WebLinkAbout276 Maybeck CtCITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: C ' Documented Construction Value: $
Job Address: RICA CA' Historic District: Yes No
Parcel ID: Lo - (C1 3D T .S ' 0400 ` i 5 Zoning:
Description of Work:'5'_Y_
171&114\ x l acro-er) rte, ` -rj 20' t) A t roof on -e-j_i shn q 5'
Plan Review Contact Person:I, Q e, 5Title: rt
Phone:
L 61 4(,&9q0-19 Fax: '+ 3(05 E-mail:RS ck C5 c i nc 00-101-
Property 0Qa1PropertyOwnerInformation
can
Name Phone: stn S 3 \ - S t co
Street: 300 000 ON a( ani M-314 Resident of property?: 0 6
City, State Zip: L0 -V-- HcLrsA, L
Contractor Information
Name n xke :S'% di nq, Phone: 01 -;o - 111
Street: S 1 O L.gkz L,en 2(I -e b r- Fax: 461 3(05
City, State Zip; C.hJ yo._ (--J'e v State License No.:1
Architect/Engineer Information
Name: IcLt-rA &jNn e+1-
Street:'1191 - 00 r u G+ -
City, St, Zip: -Port 0r04n9c- j- 3 Z
Bonding Company:
Address:
Building Permit
Square Footage:
No. of Dwelling Units:
Electrical
New Service - No. of AMPS:
Phone: 324P -16-7 - 17
Fax:
E-mail: (?N't P) e -e ; l e .: can
Mortgage Lender:.
Address:
PERMIT INFORMATION
Construction 'Type: No. of Stories:
Flood Zone: X (S e A A)
Plumbing
New Construction - No. of Fixtures:
Mechanical 13 (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. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate, and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit ,is releas%d.
nt Date Signature of Contractor/Agent DateSignatureofOwner/
Print Owner/Agent's Name
0Ydu`
Si nature of Notary -State of Florida Date
0L. GRISELDA BREA
tJY.U
o,. ti MY COMMISSION #DD989965
EXPIRES: MAY 09, 2014
F" Bonded through 1st to Insurance
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING: 4111M 1-/9, y UTILITIES:
ENGINEE 8 FIRE:
COMMENTS:
V ()L)PQ ( . lr3 F SSLfiz.
Print Contractor/Agent's Name
tAza / s%
Signature of Notary -State of Florida ate
L. GRISELDA BRU
MY COMMISSION #DD9
EXPIRES: MAY 09, 20
Bonded through 1st State , c
Contractor/Agent is Personally Known
Produced ID Type of ID
WASTE WATER:
BUILDING:
SUN STATE SIDING, INC.
510 LAKE LENELLE DRIVE
CHULUOTA, FL 32766
407 830-7778 phone
407 365-3194 fax
Submitted to:
M/I Homes of Orlando, LLC
300 Colonial Center Parkway, #200
Lake Mary, FL 32746
PROPOSAL
State License SCCO48423
PROPOSAL # 1
DATE 10/27/10
Job Location:
Riverview Townhomes
Model: Lexington
We propose to furnish all the materials and perform all the labor necessary for the completion of:
Furnish and install screen room on existing slab with 3" Elite panel roof $1,950.00
with 12" overhang, extruded drip edge fascia, 14' of 6" gutter and (1) 3 x 4 downspout,
1) 3'0" x 6'8" screen door, 18 x 14 charcoal screen, finish caulk both sides.
Chair rail height 36"
COLOR: WHITE OR BRONZE
All material is guaranteed to be as specified and the above work to be performed in accordance with the drawings
and specifications submitted for the above work and completed in a substantial workmanlike manner for the
sum of: SEE ABOVE
With payments to be made as follows: PER CONTRACT
Any alteration or deviation from the above specifications involving extra cost will be executed only upon written orders
and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays
beyond our control. Owner to carry fire, tomado, and other necessary insurance upon the above work.
Workman's Compensation and Public. Liability insurance on above work to be taken out by Sun State Siding, Inc.
THERE WILL BE A $50.00 BOOKKEEPING CHARGE IF THE INVOICE IS NOT PAID IN 30 DAYS.
Submitted by DONALD G. GEISSLER, JR., PRESIDENT
This proposal may be withdrawn by us if not accepted within 30 days.
The above prices, specific
specified. Payment,011 be
Signature
ACCEPTANCE OF PROPOSAL
and conditionsa satisfactory and are hereby accepted. You are authorized to perform the work
as outlined ab v'.
Printed Name ,,)(10 a "b7 k a iy
F---'-'— __. _ - . _.
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name:1 O 1.4 G i ss I Itr Firm:Sk.. S e Si
Address: S 1c7 (._a .6bae \ Ce D(- -
Q
City: C two State: FL_Zip Code: Z?
Phone: q-07. C 3 '7?76 Fax: No7.3(pS' .1 Email: s 'ci; r. e a • c,.
Property Address: 2 7 Mi g.l e l C _
Property Owner: k-t.L r -k -O ,.,Cs
Parcel identification Number: 2 • I i • 30 S S y - Ooc • t 250
Phone Number: 3 t - S i o J Email:
The reason for the flood plain determination is:
New structure Existing Structure (pre -2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007,
1FIRM
adoption = finished floor elevation 24" above BFE (Ordinance 4076)
urf,; ;-u , . ". s. v ,t; . __>- OFFICIAL USE ON'l _,, r .. ,:; . ; _ •,
Flood Zone:-' X, Base Flood Elevation: , Datum: h
FIRM Panel Number: 124 29 q pp (:Pp Map Date: 9 • 28 • v?
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A
Theortion
of the parcel is in the: F-1floodplain F-1floodway
parcel is not in the: Elfloodplain floodway
The structure is in the: floodplain floodway
E?"'Thehe structure is not in the: E0,11oodplain floodway
If the subject property is determined to be flood zone `A', the best available information used to
determine the base flood elevation is:
ic?"11-553
Reviewed b : Date: 1 18
TAEngr-Files0evation Certificate\Flood Zone Determination Request Form.doc
Lan d Surveyors
769 Douglas Avenue, Altamonte Springs, Florida. 3271.4 (407)788-8808
Member of the Plourde Surveyvv and Mapping Soceely and Amerism Congress on Swveyng and Mapp ng
Map of Survey
CURVE TABLE
CURVE LENGTH I RADIUS . Delta
C11 1a58 I Za44135'5558'
7emppary 8artlrrwant
LINE TABLE
UNE LENGTH I BEARING
L11 21.50 N89WI31E
CrZr ^ r,r , w 3nI. znz Drainage & Retention
o c,G - on - o 5tw q sl ck-b
Lot 124
CITY OF SANFORD - BUILDING' r! V.1711EW
PLAT! N NO ASID DEVELOPMEN ° "c, S a
DAT I Y 1I v
4
17.6T
AIWWR I riwMwr
Lot 129
Tract 'A'
115.00'
via ,
rr
PAWWW LmdawoR .
4.8
Lot 125 r
d
27 1 ZLot
S00°10100'E 99.49' CA
ca.a: ALO
55.83' –
N00°10'00'W 773.49'
CIL Maybea Court
OW Varies) Thad W oAccess
LEGAL DESCRIPTION
Lots.. . .
Rrvervrew Townnomes Phase II',
a=rdir.9 to the pkat thereofas reanded In plat book 75 at pages) 51- 58 of
are Ptd&- records ofsea wieCounty,Florida.
FLOOD HAZARD DATA: The panel shown hereon yes w 0w tloodzom 7t'
awwdalg to the Rood b,sxw= Rate Mw aalanxnfyp&W nu >9r
120294.00&?F dated S2dM7.
Flood Zare de& vff*aAm was pefixmedbygrapft pk ft bom flood
Rate Maps p vv*kd by FEMA- No fiW surveying cos performed by
aril fern to dekwnm this zone. The exaetZone lora5w can adybe dehw miwd
byan elevation shrdy. we assume no respo ndbW foraaW ra ofirg
mr>dltkrm
General Notes:
I. This B a BOUNDARY Survey performed in are field on _ /z'/P 1?POSED
2 No aerial surface o subsurface u0 y insta>ra6ons, undwpio nd imp vvwwr& or
subSUffaMbenaf encoactamer4 a any, were kxWed
3 Bur7dby ties shown are to are e4viarunarAshed t undattion surface orlamboard.
4. Elevations show hereon. Aany, are assumed and were obairted from approved
Cwdnxftn plans' prowided by are CGad aides oarertivise nQW and are shown
Only t0 depict are prop050d w edual ice m elevation AeWw to the assumed
temporary 8enchmwk shown hereat.
a The parcel sho m hereat is subject to ad easements, , aservatioM Am#k#bw, andf8hayofrecadwhealerdepcledornotondolsdocumentNosearchofsae
Public Records hoa been-amde-by this atflpm _
a The foga/ desaipbwt stawm hereon is as fiwiwhed by C& -it
T. Platted and measured dstarxaes and &Mc&g is are ate same uW w otherwise noted
a Cgmw of this Survey may be made for the orighaat bansacaar arty.
Denotes 3f' iron rod with plastic cap marked LBM7, or M' bon rod woo
red p 4sW cap malted Wthum Comer', unless odwn"se noted.
0 Denotes P GP. (permanent conbaf poino
Denotes Permanent Retererm Monument
2010 Hwx & Associates hra All rights reserved
SETIMC
Front 21-T Side : 7.17' Rear. 4-5'
BEARING BASE The beanpp shomm herenrr are based Lpon the
00AmPWyasbestgAW110VM..
Ve tibef datwn is based at eragkt oft pians as prow0odby ate
prepered byE ans E%Mewft AM, Job # 12001.
Legend .
7emppary 8artlrrwant
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Sketch of Legal Descriptionasoa,tamadin T
This is NOT a Survey
vAftmA. Her.% P.LS fbriob Srwv"wNo. 3702
Dema L Azerrrbrpes q P.S X S and Af0A9WAb. 6030
H= & Aeaoclapes lr>G, Sfatr dFbrida
ChvcAad by: VP
Prepared feu. Aff ffomes
Job Bt3umber. PAM."
SrafB 1'-40'
PIotP/M Petfcanett 9&12--10
FourrWWw Stever:
Flrud Survey:
Revfslons
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SUN STATE SIDING, INC.
RI V G IZv ( F -W Lc T I G 510 LAKE LENELLE DRIVE
CHULUOTA, FL 32766
DONALDG. GEISSLER, JR.
467 810-7778 PHONE/407 365-3194 FAX
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ALUMINUM STKUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared'in
compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with
2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA -of .The Aluminum
Association. of.Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate
multipliers and conversion tables shall be used for codes other than the Florida Building Code.
Structures sized with this manual are designed -to withstand wind velocity loads, walk-on or live
appropriate a stableloads; and/or loads as listed in thes pa s.
All wind loads used in this manual are considered. to tie 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 Stidings'
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)rand are required to
attendmy 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, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member, spans.
SHEET B-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobilehome attachment -details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET -110k Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET IOB: Roofconnectiortdetails.
SHEET 10C: Roof connection details, valley connection elevation, plan & section views,
pan& compostite panels to wood frame details, super & extruded gutter to pan
3
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.
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 amandatory prerequisite to Contractor's
purchase of these materials. -
1. Contractor represents and warrants the Contractor:
1.1. Is a contractor licensed in the state of Florida to build the structures encompassed. in the ASDM;
1.2. Has attended the ASDM training course within two years prior to the date of the purchase:
1.3. Has signed a Masterfile License Agreement and obtained a -valid approval card from Bennett evidencing the license
granted in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDM; _ -
1.5 Will only use the ASDM in accord•with the provisions of Florida Status section 489:113(9)(b) and the notes limiting'lhe
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 ofanyContractors 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 acknowledgesand 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'notrepresent or warrant that (a) use of the
ASDM will meet Contractors requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event wilt Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising•from or in any way related to, Contractors Use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
A. INDEMNIFICATION. Contractoragrees to indemnify, defend, and hold Bennett hcrmiess, 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, orin any way related to,Contra rs e of thg AS
CONTRACTOR NAME: pb"' Ht" -D s G O,i.74+-.V.
CONTRACTOR LICENSE NUMBER: q U q 3
COURSE # 0062299 ATTENDANCE DATE: _J
CONTRACTOR SIGNATURE: v_
SUPPLIER:..-
SHEET 16E- Panel roof to ridge beam @ post detailstypical insulated panel section,- -- -- - BUILDING DEPARTMENT
composite roof panel with shingle finish details.
SHEET 16F: Tables showing allowable spans and applied loads for riser panels. CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
SHEET 10G: Manufacturer specific design panel. VERIFIED:. (INITIAL). -
SHEET 10H: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications,. Design statement, and allowable
loads tables.
EAGLE 6061 ALLOY IDENTIFIER""' INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions areprovided to contractors for permit purposes. The detail below illustrates
our unique "raised" external identification mark (Eagle 6061-) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchasers / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
c
The inspector look for the identification mark as specified below to validate the use of 6061
engineering.
EAGLE 6061` I.D. .
DIE MARK
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OFr7 t
1. Check the building permit for the following: Yes No
a. Permit -card & address
Z fn W
b. Approved' drawings and addendums as required -
a
c. Plotplan or survey -
o
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: . . .
W Z 0
b. Beam sizes, span, spacing & stitching screws (if required).
c. Purlin sizes, span & spacing. . . . _ _ . _ _ - - .
E
d
d. Upright sizes, height, spacing & stitching screws (if required) . . .
W
W ~ U
e. Chair rail sizes, length & spacing . . . . . . . . . . . . .
f. Knee braces are property installed (if required) . . . . . . . . . . . . .
o
o
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 fasteners to upright' . . . . . .
c. Correct number, size & spacing of fasteners of angle to deck and sole plate
u
d. Upright is anchored to deck through brick pavers then anchors shall gcthrough
c
pavers into concrete . . . . . I. . . . . . . . . .
4. Check the load bearing beam to upright for: _I I Yes No
a. Receiver bracket, angle or receiving channel size & thickness.. . . .
cn
M
b. Number; size & spacing of anchors of beam to receiver or receiver to host structure
c. Header attachment to host structure or beam ... . . . . . -
d. Roof panel attachment to receiver or host structure . . . . . . . . . .
e. If angle brackets are used for framing. connections, check number, size & thickness
W
Q
J
of fasteners . . . . . .
F
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
Notes:
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OFr7 t
Q — a.
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
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MOBILE HOMES CONSTRUCTED AFTER 1984.
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PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OFr7 t X
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W v3 0 W
VEHICLES RULE 15C-2, THE SPAN TABLES; CONNECTION U Co it
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DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE C (j _ c Co
DESIGNED TO BE >MARRIED TO CONVENTIONALLY N t O
CONSTRUCTED HOMES AND`/ OR MANUFACTURED' HO MES AND
an
MOBILE HOMES CONSTRUCTED AFTER 1984. CO OZ
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THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS AR
BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA
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BUILDING CODE WITH 2009 SUPPLEMENTS
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DRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 12
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS -
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Suppl ments, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part i -A & II -A; Exposure
B' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 1 PH and higher; 120
MPH or _MPH for 3 second wind gust velocity load, Basic Wind Pressure Design Pressures
for Screen / Vinyl R'4 ms can be found on a 3A -ii:
a. "B" exposure = PSF for Roofs 8 PSF for Walls
b. "C" exposure = _PSF for Roofs 8 _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.
900OLD 6 ifUL-Phone:- LPhone: q s7- ltI -11Z7
QZIM(
please print)
Date:
Contractor / Authorized Rep' Signa e
MI NoMES#111S R vERJ 6•1
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Ye No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . //-/ _
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . -'`
C. Contractor's / Designers name, address, phone number, & signature on plans
V- D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . .
E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following:
1. Plan view with host structure area of attachment, enclosure length, and .
projection from host structure
2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . _
Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . -
Select uprights from appropriate 3A.2 series tables) /
Check Table 3A.3 for minimum upright size)
5. Chair rail or girls size, length, & spacing . . . . . . . . . . . . . . . _
Select chair rails from appropriate 3A.2 series tables) /
6. Knee braces length, location, & size . . . . . . . . . . . ... . . . . -
Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Yes No/
sA. Beam & purlin tables w/ -sizes; -thickness, spacing, & lengths. Indicate -
Section
spans /
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D" Exposure for toad width_
Look up span on 120 MPH table and apply the following formula
SPAN REQUIRED
1
REQUIRED SPAN NEEDED IN TABLE
bord)=
L EXPOSURE MULTIPLIER /
see this page 3)
V/
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 span on 120 MPH table and apply the following formula:
SPAN REQUIRED
F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . . . -
D. Connection details to be used such as:
1. Beam to upright
2. .............................. _
3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . .
6_ Extruded gutter connection . . . . . . . . . . . . . .
U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . . . . -/
E.
Foundation detail type & size . . . . . . . . . . . . . . . . . . . . . . . . . -
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built 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 II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site Specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to utiliy sheds,carports, and / or other structures to be attached.
b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two
units being.attached. Fourth wall construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth 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 infilis and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M:S., longer screws must be used to compensated for -drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but riot extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.ccrr - - -
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 Js at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports
in the gutter.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA /
NPEA / NSA 2100-2 for catagory I, 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 aluminummetal-and-masoniy.paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum -parts shall be corrosion_resistant such_as_non-niagnetic 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 feel 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 uae.with aluminum by the
Aluminum Associalon 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 ";10 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific -All framing
components are considered to be 6061 T-6 except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure"B"
Basic Screen Rooms Over Hanc
Wind 8 Vinyl Rooms All Roofs
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 "C" or "D" see Table 3A -C next page.
Table 3A -A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others, Exposure "B"
Roof
Wintl Zone Applied Load •.Deflection Bending A
MPH (#!SF) (d) (b).
Table 3A -B Conversion Factors
for Over Hangs
From exposure es - to exposure t, -
Wind Zone Applied Load Deflection Bending
MPH (#ISF) (d) (h
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
130 56.6 0.95 0.92
140-1 65.7 0.90 0.86
140-2 65.7 0.90 0.66
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"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
Exposure B"to"C" Exposure "B"to"D"
w w
Mean Roof Load Span Multiplier Load Span Multiplier
2 O
Height' Conversion
Z
Conversion
N
N o
Ur of W Z cO
Factor Bending, Deflection Factor Bending Deflection
z
q0 - 15' 1.21 0.91 0.94 1.47 0.83 0.88
A
15'. 20' 1.29 0.88 0.92 1.54 0.81 0.87
U
D
20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86
N
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
SITE EXPOSURE EVALUATION FORM
QUADRANT I
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USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D'
soo• o 0 10
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2. No short term changes in 'D, 2 years before site evaluation and build out within 3 ars;
site will De'b'.
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USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' Q
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. z ui
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
wa
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irregularities, having heights generally less than 30 feet extending more than 1,500 feet O w
from the building site in any quadrant. p m
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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 mor O
Than 600 feet and width greater than 150 ft. w
2. No short term changes in 'D, 2 years before site evaluation and build out within 3 ars;
site will De'b'.
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3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or gr
d
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than 1,500 feet. in
4. Open terrain for more than 1,500 feet in any quadrant. 2SITEISEXPE: EVALUATED BY: • DATE: / w N
SIGNATUR : C3 LICENSE#: 60N1?qZ!)
08-12-2010 OF
INTERIOR BE
PER TABLES 3A'
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.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL HOST STRUCTURE OR
ROOF SECTION) FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
RIDGE BEAM
PER TABLES 3A.1.4)
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 & 3A.12)
LW' FOR
H• UPR GHT
HEIGHT (h) i"x 2"
MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
FOR FOOTINGS SEE DETAILS
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7)
W/ SOLID ROOF TYP. FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1'x 2" PLATE TO BOTTOM OF WALL BEAM)
LW' LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/2 'P/2• @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) w
O.H. z-
U
SOLID ROOF x
NO MAXIMUM / w m
ELEVATION SLAB OR GRADE)
1 P = PROJECTION FROM BLDG.
VARIES VARIES
I
LW = LOAD WIDTH
NOTES: 'P' VARIES
1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW Z-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1140 150
8 1 #10 1 #12 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = V-0"
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08-12-2010 OF Q
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1' x 1"x 2" ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2" x 2" x 0.032" MIN.
HOLLOW RAIL
x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
NITH.MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER
HAVE A MAXIMUM UPRIGHT (PER TABLE) WITHIN 6" OF —
SPACING AS FOLLOWS, EACH SIDE OF EACH POST @
24' O.C. MAX.
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-7"
120 6'-3"
123 6'-1"
130 5'-B"
1401&2 5'-1"
150
V//
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 Y 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4"x 2-112" BOTTOM W/ 1"x 1"x 2"x 1/16"
CONCRETE ANCHORS WITHIN
4) 1/4" x 4" LAG BOLTS W/
0.045" ANGLE CLIPS EACH
6' OF EACH SIDE OF EACH
ONLY
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR
FRONT AND 24" O.C. ALONG
S.M.S.
THROUGH ANGLE AT 24" D.C. V//
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.
POST AND 24" O.C. MAX. AND
SCREW SYSTEMS
OR FIBER MESH 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
OR FIBER MESH
SCALE: 2" = T-0"
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH
BEAM / HEADER
3) #10 x 1-1/2" S.M.S. INTO
4) 1/4" x 4" LAG BOLTS W/
SCREW BOSS
1-1/4" FENDER WASHERS PER
ONLY
4'-0" PANEL ACROSS THE
2) #10 x 1 1/2"S. M. S. INTO
FRONT AND 24" O.C. ALONG
RECEIVING CHANNEL
ANGLE CLIPS MAY BE
SCREW BOSS
w w
SCALE' 2" - 1' 0"
1" x 2-1/8" x 1" U -CHANNEL O
SUBSTITUTED FOR INTERNAL
ANCHOR 1"x 2" PLATE TO
POST AND 24" O.C. MAX. AND
SCREW SYSTEMS
CONCRETE W/ 1/4"x 2-1/2"
WALLS MIN. 1" FROM EDGE OF
CONCRETE ANCHORS WITHIN
CONC. 6 x 6 - 10 x 10 W.W.M.
6" OF EACH SIDE OF EACH
CONCRETE ANCHOR
OR FIBER MESH
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
MIN. (3) #10 x 1 1/2' S.M.S.
POST AND 24" O.C. MAX.
1-1/8" MIN. EMBEDMENT INTO
INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI
ALTERNATE POST TO BASE CONNECTION DETAIL 2
SCALE: 2"= V-0"
1"x 2" EXTRUSION
CONIC. 6 x 6 - 10 x 10 W.W.M.
ALTERNATE CONNECTION:
Mw
OR FIBER MESH 1-1/8" MIN. IN CONCRETE -
VAPOR BARRIER UNDER
CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2"= l'-0"
HEADER BEAM
ANCHOR 1" x 2" CHANNEL TO
CONCRETE WITH 4) #10 x 1/2" S.M.S. EACH SIDE
114" z 2-1/4"CONCRETE OF POST
ANCHORS WITHIN 6" OF EACH
7Z H -BAR OR GUSSET PLATE
SIDE OF POST AT 24'
O.C. MAX. OR THROUGH 2"x 2" OR 2"x 3" OR 2" S.M.B.
ANGLE AT 24" O.C. MAX. POST
MIN. (4) #10 x 1/2" S.M.S. @
MIN. 3-1/2' SLAB 2500 PSI 4, EACH POST
CONC. 6x6 -10x10 W.W.M. OR
FIBER MESH 21 d 1" x 2" EXTRUSION
VAPOR BARRIER UNDER °
1-1/8" MIN. IN CONCRETE
CONCRETE _.
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2"= l'-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
w am
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
ONLY
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 TO BASE CONNECTION - DETAIL 1
SCALE: 2"= l'-0".
1" x 2-1/8" x l" U -CHANNEL OR
2"x 2" OR 2"x 3" POST RECEIVING CHANNEL
8 x 9/16" TEK SCREWS BOTH
SIDES
ANCHOR RECEIVING CHANNEL
w am
F,
TO CONCRETE W/ FASTENER
SNAP OR SELF MATING BEAM 0
ONLY
8 x 9/16" TEK SCREWS BOT
PER TABLE) WITHIN 6" OF
Ow
CONCRETE/MASONRY
SIDES
EACH SIDE OF EACH POST @
w w
SCALE' 2" - 1' 0"
1" x 2-1/8" x 1" U -CHANNEL O
24" O.C. MAX.
POST AND 24" O.C. MAX. AND
RECEIVING CHANNEL
MIN. 3-1/2" SLAB 2500 PSI
WALLS MIN. 1" FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
CONC. 6 x 6 - 10 x 10 W.W.M. CONCRETE ANCHOR
OR FIBER MESH
O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
PER TABLE)
VAPOR BARRIER UNDER ° 1-1/8" MIN. EMBEDMENT INTO
CONCRETE CONCRETE
ALTERNATE POST TO BASE CONNECTION DETAIL 2
SCALE: 2"= V-0"
SH
ALTERNATE CONNECTION:
Mw
2) #10 x 1-1/2"S-M.S.
THROUGH SPLINE GROOVES
EDGE BEAM
1"x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
1" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
2" x 2" OR 2"x 3" HOLLOW
GIRT AND KICK PLATE 2"x 2"
HOLLOW RAIL
H
R POST ATTACHED TO BOTTOM
W/ MIN. (3) #10 x 1-1/2"
S.M.S. IN SCREW BOSSES
TIDE WALL HEADER
1TTACHED TO 1"x 2" OPEN PURLIN OR CHAIR RAIL
SACK W/ MIN. (2)#10x 1-1/2" ATTACHED TO BEAM OR POST
I.M.S. W/ INTERNALEXTERN
CLIP OR'U' CHH MIN. W/ MIN.
4) #10 S.M.S.
IDE WALL GIRT ATTACHED
x 2" OPEN BACK W/ MIN. (3)
10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL
OSSES
TYPICAL UPRIGHT DETAIL
SCALE: 2"= l'-0"
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 r
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WALLS MIN. 1" FROM EDGE OF SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
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CONNECTION DETAILS o= w
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SEE TABLE 3A.3 FOR
NUMBERI
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SCREEN OR SOLID WALL
SCREEN USING (1)
POST NOTCHED TO SUIT
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MAY FACE IN OR OUT)
PLATE
USE #10 x 2" (3) EACH MIN.
3A.3)
AND BOTTOM AND 24" O.C.
USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
BEAM AND POST SIZES
1" x 2" MAY BE ATTACHED FOR
SEE TABLE 3A.3)
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SCREEN USING (1)
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10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT
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1) 1-3/4"x 1-3/4"x 1-314"x 1/8" w
2) #10 x 1/2" SCREWS
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LEG INTO POST AND INTO I ® GUTTER MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
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SCALE: 2" = V-0"
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SIZE OF POST (SEE TABLE
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SEE TABLE 3A.3 FOR
NUMBERI
1"x 2" MAY BE ATTACHED FOR
FOR NUMBER OF BOLTS AND
SCREEN USING (1)
POST NOTCHED TO SUIT
SIZE OF POST (SEE TABLE
10 x 1-1/2" @ 6" FROM TOP
PLATE
USE #10 x 2" (3) EACH MIN.
3A.3)
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = P-0"
BEAM AND POST SIZES
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FOR NUMBER OF BOLTS AND
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k x k k k x ® \
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3A.3)
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BEAM AND POST SIZES
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POST NOTCHED TO SUIT
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CENTER NOTCH POST TO CARRIER BEAM CONNECTION
EQUAL TO BEAM DEPTH
SCALE: 2"= T-0"
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PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
OF BOLTS
SEE TABLE 3A.3)
2"x "S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U -BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4" S.M.S. @ 6"
M EACH END AND @ 24"
MAX.
E BRACE
EQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
2" x 9"x 0.072" x 0.224" BEAM
SCALE: N.T.S.
SHOWN
CHANNEL EXTRUSIONS WITH
1-3/4" STRAP MADE FROM
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INTERNAL SCREW BOSSES
MATERIAL
SEE TABLE FOR LENGTH AND
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ALL GUSSET PLATES SHALL
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ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW \ \ ® L1
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2" x 7" 4 #12 2-314"
2" x 8" 4 #14 3114'
2" x 9' 4 #14 31/4"
T_X_1F f61#14 1 4 -112 -
NOTES: 'ALL SCREWS 3/4" LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2" = V-0"
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2" x 1-1/2"x 0.080" ANGLE
EACH SIDE OF CONNECTING _
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-1/2"
INTERNALLY
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INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2"= V-0"
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
EXTERNALLY MO NANGLEORRECEIVING
LARGER THAN 3" O
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CHANNEL EXTRUSIONS WITH
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LONG NUMBER REQUIRED
m DEPTH LARGER THAN 3"
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1. Door to be attached to structure with minimum two (2) hinges. O w
HINGE LOCATION O
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2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. vi
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3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. m0
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1. Door to be attached to structure with minimum two (2) hinges. O w
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2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. vi
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3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. m0
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6. If door location is adjacent to upright a 1' x 2" x 0.044" maybe fastened to upright with #12 x 1" l , !
S.M.S. at 12" on center and within 3" from end of upright.
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SCALE: N.T.S.
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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"
ANCHOR ALUMINUM FRAME
12"
TO WALL OR SLAB WITH
10'-0"
1/4" x 2-1/4" MASONRY
12"
ANCHOR WITHIN T OF POST
8'-0"
AND 24" O.C. MAXIMUM
18"
X
6-0"
f
18".
RIBBON OR MONOLITHIC
4'-0"
FOOTING (IF MONOLITHIC
24"
SLAB IS USED SEE NOTES OF
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 6-0"
56" 18". 3 4'-0"
60" 24" 3 2'-8"
72" 30" 4 1'4"
t v CONCRETE
8" x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh o Mesh,
InForce- e3T" (Formerly Fibermesh MD) per maufaclurer'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
CONCRETE FILLED BLOCK
THROUGH 1"x 2" AND ROW
STEM WALL 8"x 8"x 16" C.M.U.
1) #40 BAR CONTINUOUS
BRICKS
WITH APPROPRIATE KNEE
O ^ 1) #50 VERT. BAR AT
w 'x CORNERS AND
QW x' O.C. MAX. FILL CELLS W/
rn I 2 500 PSI PEA ROCK
t v CONCRETE
8" x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh o Mesh,
InForce- e3T" (Formerly Fibermesh MD) per maufaclurer'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
THROUGH 1"x 2" AND ROW
ADDED TO FOOTING.(PER
EXISTING SLAB
BRICKS
WITH APPROPRIATE KNEEALTERNATECONNECTIONOF
WALL DETAIL)
30 RE -BAR DRILLED AND
ALUMINUM UPRIGHTBRICKOROTHERNON-
CONNECTION DETAIL
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR
1" WIDE x 0.063" THICK STRAP
EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8" INTO NEW SLAB 6" FROM
TOTAL
S.M.S. STRAP TO POST AND
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SLAB OR FOOTING
SCALE: 3/4"= 1'-0"
M 0
USE 2"x 4" OR LARGER
SCREWS DETAILS FOR FRONT WALL
SEE FASTENER TABLE) UPRIGHTS
C
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1/4" S.S. x LAG SCREWS
1" x 2" CHANNEL
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tuLLtu
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WASHER (SEE TABLE 4.2) @ 6"
FROM EACH SIDE OF POST
E AND 24" O.C. PERIMETER
1-1/2" (MIN.) ® a` 1/4" LAP
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PERIMETER DOUBLE
2x60R2x8
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"
1/4" x 6" RAWL TAPPER
BLOCK KNEE WALL MAY BE
THROUGH 1"x 2" AND ROW
ADDED TO FOOTING.(PER
LOCK INTO FIRST COURSE OF
SPECIFICATIONS PROVIDED
BRICKS
WITH APPROPRIATE KNEEALTERNATECONNECTIONOF
WALL DETAIL) SCREENED ENCLOSURE FOR
ALUMINUM UPRIGHTBRICKOROTHERNON-
CONNECTION DETAILSTRUCTURALKNEEWALL
SEE DETAIL) 1" WIDE x 0.063" THICK STRAP n
@ EACH POST FROM POST TO
N.
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16" MI'
FOOTING W/ (2) #10 x 3/4"
TOTAL
S.M.S. STRAP TO POST AND
DENSITY 1500 PSF BEARING
1) 1/4" x 1-3/4" TAPCON TO
PLATE-SCREW T O.C. a
SLAB OR FOOTING
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ALUMINUM FRAME SCREEN
WALL
ROW LOCK
BRICK KNEEWALL TYPE S
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
4, (
1) #5 0 BARS W/ 3" COVER
TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2"= 1'-0" (
2) #5 BAR CONT.
2) #5 BAR CONT.
2" MIN.
1" PER FT. MAX. FOR(
1) #5 BAR CONT. " a
2'-0" MIN.
3-112' (TYP.
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ALL SLABS)
j;/• g• 72•
TYPE I TYPE II TYPE III
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
0-2"/ 12" 2' 112" - V-10" > V-10"
Notes:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16-0". Then a minimum of a Type II footing is
required. All slabs shall be 3-1/2" (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3;000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh o Mesh, InForce- e3TM (Formerly Fibermesh MD) per manufacturers
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16-0" projection from the host structure up to a maximum 20'-0"
projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 3/4"= V-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
6 MIL.VISQUEEN VAPOR
ADDED TO FOOTING.(PER
A\
SPECIFICATIONS PROVIDED
2500 P.S.I. CONCRETE
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES
ALUMINUM UPRIGHT CONCERNING FIBER MESH)
CONNECTION DETAIL
950 BARS CONT. W/ 3"
SEE DETAIL)
COVER LAP 25" MIN. C
N.
Sd
16" MI' 1
MIN.'
TOTAL
HEIGHT PER SECTION 3 —sem
w\ 6 MIL.VISQUEEN VAPOR
Z
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BARRIER IF AREA TO BE
g O
HEADER v
ENCLOSED
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m COMPACTED SOIL OF
LL
UNIFORM 95% RELATIVE
0 w
HEIGHT PER SECTION 3 —sem
DENSITY 1500 PSF BEARING
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing. T
2. Knee wall details may also be used with this footing. 0
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. _J
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceT°" e3TTM (Formerly Fibermesh MDy )per maufacturer's
specification may be used in lieu of wire mesh.
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a
SCALE: 1/2" = 1'-0" F-
2
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NOTES:
1) 1 = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
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SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S:
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Minimum Distance and
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2"x 2" ANGLE EACH SIDE
Screw ds Edgeto Center to
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Size (in.) Center Center Beam Size - Thickness
SELF -MATING BEAM Q O
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AND SIZE OF CONCRETE Q
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Table 3A.1.1-110 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #/SF for Max. Cantilever)
Aluminum All- 6n61 T-6.
2" x 2" x 0.043"
T -O" 1 4'-0"
Tributary Load Width
5-0" 1 6'-0" 1 T-0" . -. 8'-0" 1 10'-0" 1 12'-0"
Allowable Span 'L' / bending'b' or deflection'd'
3" x 2" x 0.045"
Tributary Load Wiidth'W = Purlin Spacing
7-0" 1 8'-0- 1 9'-07- 1 10i-0" ii` -0`
Allowable.Span'L' 1 bending 'b' or deflection'd'
d2" x 4" x 0.050" Hollow 13'-7'
dK22'-O"
Load
Width (ft.)
Max- Span 'L'1(bending'b'or deflection'd')
Max-
Load .Max. Span 'L'/(bending'b' or deflection'd')
Width (ft-) Max -
1 8 2 Span 3 Span 4 Span Cantilever
5 5'4' d 6'-7' d 6'-9' d 0'-11' d 5 6'-1' d 7'-6' d T-7' d 1'-1' d
6 5'-0" d 6'-2' d 6'4' d T-11" d 6 5'-8' d 7'-0" d T-2' d 1'-0" d
7 4'-9' d 5'-11" d 6'-0' d 0'-10' d 7 5'-5' d 6'-8' d 6'-10" d 0'-11' d
8 4'-7- d 5'-8' d 5'-9' d 0'-10' d. 8 5'-2' d 6'-5' d 6'E" - d 0'-11' d
9 4'-5' d 5'-5" d 5'-6" d 0'-100 d 9 4'-11" d 6'-2' . d 6'-3" d 0'-11' d
10 4'-3" d F-3" d 5'4" d 0'-9- d- 10 4'-10" a S -it' d 6'-1' d. 0'-11" d
11 4'-1' d 5'-1' d 5'-2' d 0'-9' d 11 - 4'-8' d 5'-9" d 6-10' d 0'-10" d
12 3'-11' tl 4'-11' d 5'-0' d 0'-9' d 12 4'-6' d 5'-T d 5-8- d 0'-10" d
3" x 2" x 0.070"
30'-10" d 27'-11' d 25'-11" d
2" x 3" x 0.045"
20'-T d 19'-5" d 18'-5- d
Load
Width (ft.)
Max. Span
1 8.2 Span
L' I(bending 'b' or deflection' d')
3 Span 4 Span-
Max.
Cantilever
Load -Max. Span 'L`/(bending ' b' or deflection' d')
Width (ft.) 1 8 2 Span . 3,Span `-:4 Span Max.
Cantilever
5
2F-6- d
8'-6• d 8'$' d 1'-3' d 5 7-8" d,, 9'-5' d 9'-8" ''d, 1'-5" d
6- T-11" d 8'-2' d 1'-2' d 6 '. 7'-2' d 8'-11" d 9'-1' d- 1'4' d.
7 T-7" d T-9' d l'-1" d 71; 6'-10" d 8'-5" d- 8'-7" d 1'-3" d
8 KY 7'-3' d- T-5" d l'-1" d.. 8 F -6-d. 8--1" d 8'-3' d-. 1'-2" d
9 6'-11" .d 7'-2- d' 1'-0- d 9 6'-3' d T-9" d T-11' d 1'-2' d
10 6'-9' d ` 6'-11' d 0'-11" d 10 6'-1' d 7'-6' d T-8' d 1'-1- d
11 6'S' ,d 6'-8" d 0'-11' d 11. 5'-11" d T-3" d- T-5' d 1'-1" d
12 6'4' d 6'-6" d 0'-11" d 12 5'-9" d T-1- d T-1' b 1'-0" d
2" x 4" x 0.050" 2" x 5" x 0.060"
7
Load
Width (ft.)
Max. Span'L' I (bending V or deflection'd')
Max-. 1 8 2 Span 3 Span 4 Span, Cantilever
Load Max. Span'L' / (bending'b' or deflection'd')
Width (ft.) Max -
4 Span Cantilever182
SpanK2'1
5 10'-0" d 12'4' d 12'-7' d 1'-10" d_ 5 12'-9" d
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16'-1' d 2'4" d
6 9'-5" d 11'$' d 11'-11" d T-9" d 6 12'-0' d d 15'-2' d 2'-2" d
7 8'-11" d it' -1' d 11'-3" d 1'-8' d. 7 11'-5" dd 14'4" d 2'-1" d
8 8'-7" d 10'-7' d 10'-9" d 1'-T d 8 10'-11" dd 13'-9• d 1'-11" d
9 8'-3" d 10'-2' d 10'-5" d 1'S" d 9 10'-6" d d 13'-3" d 1'-11" d
10 T-11"' d T-10' d 9'-11" b l'-5' d 10 10'-2' dd 12'-9' tl 1'-10' d
11 T-8" d 9'S' d 9'-5' b 1'-5' d 11 9'-10' d d 12'4' d 1'-9' d
12 T-6' tl 9'-3" d 9'-0" b 1'4' d 12 9'-6' d 11'-9' d 11'-11" b 1'-9" d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3 -110E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF
Aluminum Alin, 6061 T-6
Hollow and
Single Self -Mating Beams 2'-0" 1 T -O" 1 4'-0"
Tributary Load Width
5-0" 1 6'-0" 1 T-0" . -. 8'-0" 1 10'-0" 1 12'-0"
Allowable Span 'L' / bending'b' or deflection'd'
14'
Tributary Load Wiidth'W = Purlin Spacing
7-0" 1 8'-0- 1 9'-07- 1 10i-0" ii` -0`
Allowable.Span'L' 1 bending 'b' or deflection'd'
d2" x 4" x 0.050" Hollow 13'-7'
dK22'-O"
10'-9" d 10'-0" d 9'-5" d 8'-11" d- F -T d 7'-11" d T-6" d T-1' d 6'-10" d 6'-6" d
2" x 5" x 0.060" Hollow 17'4• dd
12'-2" b
13'-9" d. 12'-9" d 12'-0" d 11'-5" d 10'-11'd 10'-1" d 9'-6" d 9'-1' d 8'-8" d 814" d
2" x 4" x 0.045" x 0.088" 15'-7" dd
14'-6• b
12'4" d 11'-5" d 10'-9" d 10'-3" d 9'-10' d 9'-1' d 8'-7" d 8'-2- d T-9" d T4' b
2-x ,57 x 0.050" x 0.116" SMB 19'-0" dd
21'-3- b
15'-1' d 14'-0" d 13'-2" d 12'-6" d 11'-11' d 11'-1' d 10'-6" d 9--11- d 9'-5" b 8'-10" b
2" x 6" x 0.050" x 0.120" SMB 22'-2" dd
394" d
17'-7" d 16'-4" d 16-5' d 14'-7" d /3'-11' d 12'-11' d 11'-11" b 11'-0' b 10'4' b 9'-9" b
2" x 7" x 0.055" x 0.120" SMB 25'-2' dd
10
19'-11"d. 18'-7' d 17'-67 d 16'-7" d 15'-10' In 14'-2' b 12'-11" 6 11'-11' b 11'-2" b 10'-7' b
2" x 8"x 0.070" x 0.224" SMB 30'-6- dd
3". 3' x.0.125"
24'-2''d 22'-5" d. 21'-1'd 20'-1" d 19'-2' d 1T-10" d 16'-9" d 15'-11' d 15'-3' d 14'-8' d
2" x 9" x 0.070" x0.204"SMB 32'-10' dd
3
26'-1' d 24'-2" d 22'-9" d 21'-7' d 20'-8" d 19'-2' d 18'-t" d 17'-2' d 16'-5" d 15'-6" b
2"x 9" x 0-082" x 0.326' `SMB 35'-3' d 30'-10" d 27'-11' d 25'-11" d 24'-5" d 23'-3" ill22'-3' d 20'-T d 19'-5" d 18'-5- d 1T-8' d 16'-N" d
2" x 10" x 0.090" x 0.374" SM -41'-1" d 35'-11"d. 32'-8" d 30'4• d 2F-6- d 27'4• d 25'-11' d 24'-1" d 27-8' d 21'-6" d 20'-7" d 19'-9" d
Note:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind 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.1.4A-110 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Notes:
1- Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated. -
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7 -
Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans - -
Under Solid Roofs - cl:
Proprietary Products: Eagle Metal Distributors, Inc. O
Aluminum Alloy 6061 T-6 f" x
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 totalbeam spans_
2. Spans may be interpolated.
Table 3A.3 Schedule of Post to Beam Size
Thru-Bolts
Beam Size
For 3 second wind gust at 110 MPH velocity; using design loaa or ii.0 S/SF
Aluminum Alloy 6061 T-6
Self Mating Sections 5-0" 6'-0"
Tributary Load Wiidth'W = Purlin Spacing
7-0" 1 8'-0- 1 9'-07- 1 10i-0" ii` -0`
Allowable.Span'L' 1 bending 'b' or deflection'd'
2" x 4" x 0.045" x 0.088" 154• d 14'-3" b 13'-2' b 12'4' b 1 11'-7" b , 11'-0' to 10'-67 - -b 10'-1' b
2" x 5" x 0.050" x 0.116" 18'-9' d 1T-2' b 15'-11' b 14'-10' b 14'-0" b .13'4• b 12'-87- b 12'-2" b
2" x 6" x 0.050" x 0.120" 20'-7" b 18'-10' b 1 T-5" b 16'-3' b 15'4" b 14'-7" b 13.11' b 13'4' b
2" x 7" x 0.055" x 0.120" 22'-5' b 20'-5" b 18'-11" b 17'-9' b 16'-8' b 15'-10" b 15'-1" :b 14'-6• b
2" x 8" x 0.070" x 0.224" - 30'-1' d 28'-4• d 26-111 d 25-3' b 23'-10' b ' 22'-7' b -21'-7'- , b 20'-8' b
2" x 9 x 0.070"x 0.204" 32'-5" d 30'-1• b 2T-10- b. 26'-0' . b 24'-7" b 23'-3" b 22-2'" b 21'-3- b
2" x 9" x 0.082" x 0326" 34'-10' d 32'-9" d .31-2' d 29'-9" d - 28'-8' d 27'-6' d 26'-9" d 26'-0' d
2" z 10" x 0.090" x 0.374" 40' T d 38'-3' d 364• d 34'-9' d 33'-5' d 32'-3" d 31'-3' d 394" d
Notes:
1- Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated. -
u
7 -
Table 3A.2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans - -
Under Solid Roofs - cl:
Proprietary Products: Eagle Metal Distributors, Inc. O
Aluminum Alloy 6061 T-6 f" x
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 totalbeam spans_
2. Spans may be interpolated.
Table 3A.3 Schedule of Post to Beam Size
Thru-Bolts
Beam Size Minimum
Post Size
@ L=D++/,^
1l4"e 318"o
Minimum
Knee Brace'
Min. # Knee
Brace Screws
Min. Stitching
Screw Spacing
Hollow Beams
1'4" 2'-0'
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2" x 4" x 0:048" x 0.109" SMB 3" x 3' x 0.090" 2 2" x 3" x 0.045' 3 #6 8 @ 12" O.C.
2" x 5" x 0.050" x 0.131" SMB. 3' x:3" x 0.090" 2 2" x 3' x 0.045• 3 #8 8 12' O.C.
2" x 6" x 0.050" x 0:135" SMB - 3' x.3' x 0.090" 2
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2" x 3" x 0.045' 3) #10 10 @ 12' O.C.
2" x 7"x 0.055" x 0.135" SMB 3" x 3'x 0.090" 2 2 2" x 3" x 0.045• 3) #10 10 @ IT O.C.
2" x 8" x 0.070" x 0.239" SMB 3". 3' x.0.125" 3 2 2"x 4' x 0.048'x 0.109' 3 #12 12 12" O.C.
27 x 9" x 0.072 x 0.219" SMB 3' z 3' x 0.125"3
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3 2"x 5' x 0.050" x-0.131' 3 #14 14 @ 12- O.C.
27x9"x0.082-.x0:321"SMB 4'x 4'x 0.125' 4 3 2" x 6' x 0.050' x 0.135• 4.#14, 14 @ 12"O.C.
2" x 10". x 0.090 x 0.389" SMB 4' x 4" x 0.125" 5 4 2"x 77x 0.055"x 0.135" 6 #14 14 @ 12" O.C.
Double Self -Matin Beams - -
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2 2" x 8" x 0.070" x 0.239" SMB 1 2' x.57 % 0.050' x 0.131' 6 4 2' x 4- x 0.048' x 0.109' 8 #12 12 1 TO C
212" x9"x0.072-x0.219"SMB 2"x6'x0.050"x0.135' 6 4 2" x 5' x 0.050• x 0.131- 8 #14 14 12"O.C.
2 2" x'9" x 0.082" x 0.321" SMB 2' x 7" x 0.055" x 0.135' 8 6 2" x 6" x 0.050" x 0.135" 8 #14 14 12" O.C.
2 2" z 10" x 0.090".x 0.389" SMB
The minimum number of thm bolts is (2)
2' x u x 0.070• x 0.239' 10 8 2" x 7' x 0.055' x 0.135• 10 #14 14 12" O.C.
immum post / beam may be used as minimum knee brace
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Table 3A.1.1-120 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans -.Hollow Extrusions -
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13.0. #/SF (48.3 #/SF for Max. Cantilever) -
Aluminum Allov 6061 T-6
2" x 2" x 0.043"
T-0"4'-0"
TributaryLoad Width
5'-0" 6'-0" 7'-0' 8'-0" 10'5" 12'-0"
Allowable Span' V1 bending'b' or deflection'd'
14'-0"
3" x 2" x 0.045"
b
2" x 4" x 0.050" Hollow 12'-10"
itK27-1"
d 10'-2" d
Load
Width (ft.)
Max. Span'L' I(bending'6' or deflection'd')
1 8 2 Sp..F.13 Span 4 Span Cantilever
Load Max. Span 'L' / (bending 'b' or deflection'dl
Width (ft.) - Max.
1 8 2 Span 1 Span 4 Span ;Cantilever
5 5'-1" tl 6'-3" d 6'4" d- 0-11' d 5 5-9" d T-1' d 7-2" d l'-1" d
6 4'-9' d 5-10" d 5-11' d 0-11' d 6 5-5' d 6'-8" d 6-9' d 1'-0" d
7 4'-6" d 5'-7- d 5'-8' d 0'-10" d 7 5-1" d 6'4" d 6'-5" d 0'-11" d
8. 4'4' d 5'4" d- 5'-5" d U-10" d 8 4'-11" d 6'-0" d 6'-2` d 0'-11' d
9 4'-2' d . 5'-2" d 5'-3' d 0'-10" d 9 4'-8' d - 5-10' d 5'-11' d 0' 11" d
10 4'-0" d 4'-11' d 5'-1" , d 0'-9" d 10' - 4'-6' d 5'-7- d 5'-9" d 0'-1o" d
11 3'-11' tl 4'-10' d 4'-11' d 0'-9' d 71 4'-5' d - 5'-5" d 5'-6' d. 0'40' d
12 3'-9- d 4'$" d 4'$' b 0'-9' d 12 4'-3" d 5'-3' tl S' -S d.- 0'-10' d
3" x 2" x 0.076"
2" x 9":x 0.082" x 0:321" SMB 4" x 4' x 0.125" 4 3
2" x3" x 0.045"
4 #14 14 @ 12" O.C.
Load
Width (ft.)
Max.. Span'L' I (bending 'b' or deflection'd')
1 8 2 Span 3 Span 4 Span .Cantilever
Load Max. Span'L' / (bending'b' or deflection'd')
Width (ft.) 11A 2 Span 3 Span 4 Span Cantilever
5 6'-6" d 8'-0" d 8'-2" d 1'-3" d 5 T-3- d. 8'-11- d 9'-1' d 5- d.
6 6'4" d T-7" d T-9" d 1'-2" d 6 6'-10" d 8'-5" d 8'-T d. 1'4" -d
7 5'-10" d T-2' d T4" d VA" d 7 6'-6" d TA V d 8'-2" d-, 1'-3' d.
8 5'-7' d. U-10" d 7'-0" d l'-1" d 8 6'-2' d T-8' d T-9" d P-2" d-
9 5'4' d 6'-7" d 6'-9" d- 1'-0" d 9- 5'-11" d 7'4'. d T-6" d P-2' d
10 5'-2" d 6'-5' d 6'-6' d 0'-11' d- 10 5'-9" d 7'-1" d T-2" b 1'4", d
11 5'-0" - d 6'-2' d 6'-0' d 0'-11' d 11 5'-7" d 6'-10" 6'+10' b 1'-1" d
12 4'-10' d 6'-0" d 6'-1' d 0'-11' d 12 5'-5" d
d
6'-0' d 6'-7" b 1'-0" d
2" x 4" x 0.050" 2" x 5" x 0.060" -.-
Load
Width (ft.)
Max. Span'L' I (bending'b' or deflection'd')
1 8 2 Span 3 Span 4 Span
Max.
Cantilever
Load Max. Span'L' l (bending'h' or deflection V)
Width (ft.) 1 8 2 SpaffSpanan - 4 Span
Max'
Cantilever
5 9'-6' d 11-8" d 11'-11' d P-10" . d 5 12'-1" d d 15'-3-d2'4" d
8'-11" d 11'-0" d 1 t'-3" d T-8' d 6 11'4' dd 14'4" d 2-2' d
7 8'-6' d 10'-6" d 10'-8- d 1'-7" d 7 10'-9' dd 13'-7' d` 2'-1" d
8 8--1' d 10'-0" d 10'-2- b 1'-7" d 8 10'4" d d 13'-0" d T-11" d
9 7--9" d 9'-7' d 9'-7- b 1-6" d. 9 9'-11" d d 12'-6" d 1'-11" d
10 7'-6" d 9-3" d 9'-1' b i'-5' d 10 9'-7- d" d 12'-0" b 1'-10- d
11 7'-3' d 8'-11" b 8'-8- b 1'-5- d 11 9'-3" d d . 11'-5" b 1'-9" d
12 T-1" d 8'-7" b 84" b 1'4" d 12 9'-0" d d 10'-11' b 1'-9" d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance -from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated. -
Table 3A.1.3 -120E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beamsfior Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH. velocity; using design load of 13.0 #ISF
Aliimtniim All- 6n61 T.6 -
Hollow and
Single Self -Mating Beams 2'-0" 1 T-0"4'-0"
TributaryLoad Width
5'-0" 6'-0" 7'-0' 8'-0" 10'5" 12'-0"
Allowable Span' V1 bending'b' or deflection'd'
14'-0"
b
2" x 4" x 0.050" Hollow 12'-10"
itK27-1"
d 10'-2" d 9'-6" d 8'-11" d 8'-0" d 8'-1", d T-6" d' T-1' d 6'-9- d 6'-5" d 6'-2- d
2" x 5" x 0.060" Hollow 16'-5" dd 12'-11"d 12'-1" d 11'-4' d 10'-9" d 10'-4" d 9'-7" d 9'-0' d 8'-7" d 8'-2' d 7'-10' d
2" x 4" x 0.045" x 0.088" 14'-8" dd 1 T-8" d 10'-10"d 10'-2" d 9'-8' d 9'3" d 8'-7" d 8'-1' d T-8" b 7'-2" b 6'-9" b
2" x 5-x 0.050" x 0.116" SMB 1T-11" dd 14'-3" d 13'x3" d 12'-6" d 11'-10' d 11'-4' d 10'-6" d 9'-11' d 9'-3- b 8'-8- b 8'-2- b
2" x 6" x 0.050" x 0.120" SMB 20'-11' dd 16'-8- d 15'-5" d 14'-7- d 13'-10- d 13'-3" d 11'-11" b 10'-11- b 10'-2- b 9'-6" b 8'-11" b
2" x 7" x 0.055" x 0.120" SMB 23'-10" dd 18'-11"d 17'-7" d- 16'-6" d 15'-7' b 14'-7" b 13'-0" b 1 P -rt" b 11'-0' b 10'4" b 9'-9" b
2" x 8" x 0.070" x 0.224" SMB 28'-10" dd 22'-10' d 21'-3" d 19'-11"d 18'-11" d 18'-2" d 16'-10' d 15'-10" d 15'-1" d 14'-5" d 13'-10" d
2" x 9" x 0.070" x 0.204" SMB 31'-1". dd 24'-B" d 22'-11' d 21'-6"- d 20'-5" d 19'-T d 18'-2" d 1 T-1" d 16'-2" b 15'-2" b 14'-3" b
2" x 9" x 0.082" x 0.326" SMB- 33'4' d 29'-2' d 26'-6" d 24'-7" d 23'-2" d 21'-11" d 21'-0' d 19'-fi' d 18'-4'
3" x 3" x 0.125"2
identification mark to simplify identification when using our 6061 Alloy products. m 0..
2" x 10" x 0.090" x 0.374" SM 38'-11" d 33'-11"d I 30'-10"d I 28'-B" tl 1 26'-11" d 25'-7" d 24'-6" d 1 22'-9" d 1 21'-5" d 20'4" d
3"x 3'x0125" 3
Note:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind 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 tocenter of brace to beam connection to the above spans for total beam
spans. -
5. Spans maybe interpolated.
Table 3A.1.4A-120 E Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl. Rooms
For 3 second wind gust at 120 MPH velocity; using -design load of 13.0 #ISF
Self Mating Sections
Aluminum Allov Duo r -e -
Tributary Load Width 'W' -Pullin Spacing
S-0" 6'-0" 7'-0" 1 8-0" 1 9'-0" , 1 10'-0" .1
Allowable Span 'L'l bending W or deflection'd'
11'-0" -- 12'-0"
2" x 4" x 0:045" x 0.088"
k
b 13'-1" b 12'-1" b 11'-4" b 10'-8" b 10'-2" b 9' 8" b 9'-3" b
2" x 5" x 0.050" x 0.116"b
05
15'-9" b 14'-7- b 13'-8" b 12'-11' b 12 -3" b 791-1111'-8'. - b 11'-2" b
2" x 6" x 0.050" x 0.120"b
3'x3"x0.090"
1 T4" b 16'-0" b 14'-11'. b 14'-2' b 13'-5" ., b 12'-9" b 12'-3' b.
2" x 7" x 0.055" x 0.120"b
3" x 3". x 0.090'
18'-10- b 17'-5" b 16'4" b 15'-4' b. 14'-T b 13'-0'- b
2" x 8" x 0.070" x 0.224"d
Self -Mating Beams
26'-9' d 24'-10" b 23'-3" b 21'-11' b 20'-9' b 19'-10' b 1B'-11' b
x 9" x 0.070" X 0.204"b2_x'_ 2T-8" b 25'-T b 23'r11' 6 22'-T b 21'-S b 20'-5' b 19'-T b
2" x 9" x 0.082" x 0.326"-d
2'x 3" x.0.045'
31'-0" d 29'-5' d 28'-2' d 2T-1' d 26'-2' d 25'-0" - b 23'-11' b
2" x 10" x i) - x 0.374"d 36'-2- d 34'4- d 32'-10- 'd 31'-7" d 30'-8- d 29'-6- d 28'-8' d.
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
ZTable3A.2 E 6061 120 Allowable Upright Heights, Chair Rail Spans or Header Spans r -r
Under Solid Roofs -
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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.3 Schedule of Post to Beam Size
Minimum post / beam may be used as minimum knee brace
Knee Brace
2" x 2' x 0.043-
2' x 2" x 0.043-
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Min. # Knee
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Min. Stitching
Screw Spacing114"0 318"o
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FOR PERMIT PURPOSES
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2" x 4" x 0.048" x 0.109" SMB 3" x 3" x 0.090" 2 2'x 3" x.0.045' 3 #8 8 @ 12" O.C.
2" x 5" x 0:050" x 0.131" SMB _ 3- x 3'x 0.090- 2 2- x 3" x 0.045- 3) #e 8 @ 12" O.C.
2" x 6" x 0.050" z 0.135" SMB 3" x 3" x 0.090" 2 2" x 3" x 0.045" 3) #10 10 @ 12" O.C.
2" x 7" x 0.055" x 0.135" SMB 3" x 3" x 0.090" 2 2 2" x 3" x 0.045" 3 #10 10 @ 12" O.C.
2" x 8" x 0.070" x0.239"'SMB 3" x 3" x 0.125"2
identification mark to simplify identification when using our 6061 Alloy products. m 0..
2" x 4" x 0.048" x 0.109" 3 #12 12 @ 12" O.C.
2"x9"x0.072"x0.219"SMB 3"x 3'x0125" 3 3 2"x 5"x 0.050" x 0.131" 3)#14 14 @ 12- O.C.
2" x 9":x 0.082" x 0:321" SMB 4" x 4' x 0.125" 4 3 2' x 6" x 0.050" x 0.135" 4 #14 14 @ 12" O.C.
2"-x 10" x 0.090`x 0.389":. SMB 4'x 4" x:3.125" 5 4 2" x 7" x 0.055" x 0.135' 1 6) #14 14 @ 12" O.C.
Double Self -Matin Beams
23"x8"x0.070"x0.239"SMB 2"x5' x 0: 050' x 0.137" 6 4 2'x4'x0.048"x0.109" 8#12 12 12-O.C.
2 2"x9"x0.072"x.0.219"SMB 2'x6'x0.050"x0.135' 6 4 2x5'x0.050"x0.131' 8)#14 14 @ 12. O. C.
2 2" x 9" x 0.082" x 0.321" SMB 2" x 7' x 0.055- x 0.135- 8 6 2' x 6" x 0.050" x 0.135" 8)#14 14@12. O.C.
2 2" x 10" x'0.090" x 0.389' SMB 1
The minimum number of thru bolls is (2)
2" x 8" x 0.070"x 0.239- 10 8 2" x 7" x 0.055" z 0.135" 10 #14 1 #14 @ 12- O.C.
Minimum post / beam may be used as minimum knee brace
Knee Brace
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2' x 2" x 0.043-
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Knee Brace
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2' x 2" x 0.043-
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Table 3A.1:1-130 E Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilever).
an- 6nF1 T -A .
2" x 2" x 0.043"
4'-0" 1
Tributary Load Width
5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1
Allowable Span 'L' I bending W or deflection'd'
14'-0" 1
3" x 2" x 0.045"
18'-0"
9'-9' d
Load
Width (ft.)
Max. Span'L' I (banding'b' or deflection'd')
1 & 2 Span 3 Span 4 Span CaMever
I Load
Width (ft.)
Max. Span 'L' / (bending W or deflection'd')
1 & 2.Span 3 Span • 4 Span Cannever
5 4'-10" d 5'-11" d 6'-1' d 0'-11' d 1 5 5'-5' d 6-9" d 6'-10' d I 1'-0- d
6 4'-6'. d 5--7" d 5'-9" d; 0'-10" d 6- 5'-2' , d 64-, d. 6-6' d V-11' -d
7 4'4' d 5'4' d 5'-5' 'd 0'-107 d 7 4'-10' d 6'-0" d 6-2' d 0'-1.1" d.:
8 4'-1' d S'-1' d 5-2' d 0'-9" d 8 4'-8' d 5'-9" d 5-10" d'-.0'-11' d
9 T-11' d 4'-11" d 4'-11' d 0'-9' d 9 4'-6' d 5'-6" d. 5'-8' d 0'-10' d-
10 T-10" d 4'-9" d 4'-10' b U-9" d 10 4'-4- d 5'4' d 5'-5" d 0'-10' d
11 3'-8' d 4'-7' d 4'-T. b 0'-8" d N -. 4'-2' d S-2"' ...d. 5'-3" . b V-10" -d'
12 3'-T d 4'-5" d - 4'4' b 0'-8" d 12 4'-1' d 5'-0- d 5'-0' b. 0'-9" -d
3" x.2" x 0.070"
15'-3" d
x 10" x 0.090" x 0.374" SM 37'-1' d 32'-5' dl 29'-5- d 27'4- d 25'-9- d
2" x 3" x 0.045"
23'4" di 21'-8- d 20'-5" dl
Load
Width (ft.) Max.
I 82 Span 3 Span., 4 Span Cantileverb&
Max. Span'L' I (bending'b' or deflectiori'd')
M1O
@ 42"O.C:
Max. Span 'L' / (bending'b' or deflection'd')
Max. 2.Span 3 Span-.. 4 Span,. Cantilever
5 6'-2' -d 7'-8' d T-10" d. 1'-2". d 6'-.11' d 8'-6".- d' 8'-B' d' 1'4" d.
6 V-10" d T-3' d- 7'4" d 1'-1" d6'-6'
2 2" x 9" x 0.072"x 0.219" SMB
d 8'-0"` d 8'-2" d 1'-3" d
7 5'-7' d 6'-10' d. 6'-11"- d. 1'-1" d'6'-2".
1 8
d" 7'-7' d 7'-9' d 1'-2" d
8 5'4" d 6'-7' d 6'-8' d l'-0" dS-11"-d-
2" x 7' x0.055' x 0.135" 10 #14
7'-3' d T-5" d 1'-1". d
9 5--1" d 6'4'.. d 6'-5"- d 0'-11" :d5' B" d 6'-11' d T-1' ", b 1' 1" d
10 4'-11' d 6'-1' d 6'-2" d U-11-, d'T-67 d. 6'-9' d 6'-8' b 1'-0' d
11 4'-9" d 5'-11" d 6'-0' d. 0'-11" d 11 5'4' d 6'-7" d- 6'4" b 1'-0- d
12 4'-8" d 5'-9" d 5'-10' d U-11' d 12' 5'-2' d 6'4" b 6'E1' b U-11" d
2" x 4" x 0.050" - 2" x 5" x 0.060"
Load
Width (ft.)
Max. -Span'L' I (bending W or deflection'd')
i- 2.Span 3 Span 4 Span
Max.
Cantilever
Load Max. Span 'L' I (bending'b' or deflection'd'
Width (ft.) 1 & 2 Span 3 Span 4 Span ` a Max. Cantilever
5 9'-0' d 11'-2" d 11'-5" d l'-9" d 5- 11'-6' d 14'-3' d' 14'-6" d 2'-2' d
6 8'-6' d 10'-6' d 10'-9" d 1'-7" d 6 10'-10' d 13'-5' d- 13'-8' d 2'-1" d
7 8'-1' d 9'-11' d 10' -I" -b- l'-6" d 7 10'-3' d 12'-8" d 12'-11' d T-11' d
B 7'-9" d 9'-6'- d 9'-6' - b 1'-0' d 8 9'-10' d 12'-2" d 12'-5' d P-10' d
9 T-5' d 9'-2* ' d 8'-11' b 1'-5" d 9 9'-6' d 11'-8- 'd 11' 9' b T-10' d
10 T-2' d 8'-9' b 8'-6" b 1'4' d 10 9'-2' d 11'-3". d 11'-2' b 1'-9" d
8'4" 6 8'-1" b 1'4" d 17 8'-10" d 10'-11" d 10'-8" b 1'-8" d
12 6--9' d T-11" b T-9' b 1'-3" d 12 8'-7" d 10'-7' b 10'-2" b 1'-B" d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3 -130E Eagle Metal Distributors, Inc.
Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 130 MPH velocity;. using design load of 15.0 #/SF
Aluminum All- 6061 T-6 - -
Hollow and
Single Self -Mating Beams 2'-0" 1 T -O" 4'-0" 1
Tributary Load Width
5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1
Allowable Span 'L' I bending W or deflection'd'
14'-0" 1 16'-0" 18'-0"
2" x 4" x 0.050" Hollow 12'-3' d 10'-8- d 9'-9' d 9'-0" d 8'-6" d 8'-1 " dk7-g* 7'-2" d 6'-9' d 6'-5" d 6'-2' d F-10" b
2" x 5" x 0.060" Hollow 15'-7"-d. 13'-8' d 12'-5' d 11'-6" d 10'-10"d 10' 3' d
2' x 3" x0.045'
9'-2' d 8'-7- d 8'-2- d T-10- d T-6- d
2" x 4" x 0.045" x 0.088" 14'-0' d 12'-3' d 11%2' d 10'4" d 9'-9' A 9'-3" dd 8'-2' d T-0' b T-2" b 6'-8' b 6'4' b
2"x5"x0.050"x 0.116"SMB 17'-2' d 14'-11" d 13'-7' d 12'-8" d 11'-11'd 11'-3' dd
2" x'4" x 0.048" x 0.109" SMB
10'-0' d 9'4" b 8'-7" b 8'-1' b 7'-7" b
2" x 6" x 0.050" x 0.120" SMB 20'-0" d 17'-0" d 15'-11" d 14'-9" d 13'-10"d 13'-2" db
3" x 3"x 0.090'
11'-2" b 10'-2" b 9'-5' b 8'-10" b 8'4"
2" x 7" x 0.055" x 0.120" SMB -22-9' d 19'-10' d 18'-0' d 16'-9- d 15'-8-:b 14-8' bb 12' 2" b 11'-1" b 10'-3" b 9 7- b 9--1' b
2" x B" x 0.070".-x 0.224" SMB 27'-6" d 23'-11' d 21'-10" d 20'-3' d 19'-1" d 98-1' dd
3 #10
16' 1' d 15'-1" d 14'4" d 13-0" b 12'-11' b
2" x 9" x 0.070" x 0.204" SMB 29'-7' d 25'-10'd 23'-6' d 21'-10" d 20'-6- d 19'-6" dd
12
17'4- d 16'-3' b 15'-1" b 14'-1' b 13'4' b
2" x 9" x O.OB2" x 0.326" SMB 31'-10' d 2T-9' d 25'-3' d 23'-5- d 22'-1" d 20'-11' d 20'-0" d 18'-7" d 17'-0" d 16'-8' d 15'-11" d 15'-3" d
x 10" x 0.090" x 0.374" SM 37'-1' d 32'-5' dl 29'-5- d 27'4- d 25'-9- d 1 24'-5" d.I 23'4" di 21'-8- d 20'-5" dl 19'-5' d 1 18'-0' d 17'-10' d
Note:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind 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.
S. Spans may be interpolated.
Table 3A.1.4-130 E . Eagle Metal Distributors, Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3second wind gust at 130 MPH velocity; using design load of 15.0 #/SF
Self Mating Sections
2"x9"x
2"X10
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2 E 6061 130 Allowable. Upright. Heights, Chair Rail Spans or Header Spans
Under Solid Roofs -
Proprietary Products: Eagle Metal Distributors, Inc.,
Aluminum Alloy 6061 T-6
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.3 Schedule of Post to Beam Size
nimum post / beam may be used as minimum knee brace
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Hollow Beams
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EAGLE 6061 ALLOY IDENTIFIERTM INSTRUCTIONS Z LL w E O
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2" x 6" x 0.050- x 0:135" SMB 3' x 3' x 0.090" 2 2" x 3" x 0.045' 3 #10 1012 O.C.
2" x 7" x 0.055" x 0,135" SMB 3" x 3" x 0.090' 2 2 2"x.3" x 0.045' 3 #10 10 12' O.C.
2" x 8" x 0.070" x 0:239" SMB 3" x 3" x 0.125" 3 2 2" x 4"x 0.048" x 0.109' 3 #12 12 @ 12' O.C.
2"x9"x0.072"x0.219"SMS 3"x 3'x 0.125" 3 3 2' x 5'x 0.050"x 0.131".. 3 #14 14 @ 12- O.C.
2"x 9" x 0.082" x 0.321- SMB 4'x 4"x 0.125' 4 3 2" x 6" x 0.050" x 0.135' 4 #14 14 @ 127 0.C.
2"x10"x 0.090"x 0.389" SMB 4"x4"x0.125". 5 4 2" x 7" x 0.055' x 0.135' 6 #14 14 @ 42"O.C:
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2 2" x 9" x 0.072"x 0.219" SMB 2" x 6' x 0.050" x 0.135- 6 4 2" x 5'x 0.050" x 0.131' 8 #14 14 @ 12" O.C.
2 2" x 9".x-0.082" x 0.321" SMB 1 2' x 7' x 0.055' x 0.135" 1 8 6• 2"x 6"x 0.050"x 0.135" 8) #14 14 @ 12" O.C.
2 2",x 10" x 0.090" x 0389" SMB 1 2' x S" x 0.070' x 0.239" 1 10'1 8 2" x 7' x0.055' x 0.135" 10 #14 1 #14 @12' O.C.
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Table 3A,1.1-140 E, 'Eagle Metals Distributors, Inc.
Allowable Edge Beam Spans -Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #ISF (65.7 #/SF for Max. Cantilever)
m AI 6n61 T.n .
2" x 2" x 0.043"
T-0" 4'-0"
Tributary Load Width
V -0-7F5-_- 1 7'-0" 1 8'-0" 1 Ill 1 12'-0" 1
Allowable Span 'U/ bending' b' or deflection *d'
3" x 2" x 0.045"
16'-0" 1 18,0 -
2" x 4" x 0.050" Hollow 11'-9' d
Load
Width (ft.)
Max. Span 'L' I (bending'b' or deflection'dl
1 8 2 Span 3 Span 4 Span Cantilever
Load Max. Spa n'L' 1 (bending W or deflection'dJ
x. Width (fL) 1 8 2 Span 3 Span d Span Cantilever
5 4'-7" d 5'-8' d 5'-10' d I 0'-10" d 5 5'-3' d 6'-6' d 6'-7' d- 0'-11" d
6 4'4" d 54' it 5'-1 d 0'-10" d 6 4'-11" d 6'-1' d 6'-2' it 0'-11" d
7 4'-2" d 5'-1' d 5'-2" d 0'-9' d 7 4'-8' d 5'-9' - d S'-11' d 0'-11' d
8 T-11' if 4'-11- d 4'-11' d 0'-9- d 8 4'-6' d 5'-6' d- 5'$' d T-10" d
9 T-10" d C-8' L d 4'-9' b 0'-9' d 9 4'4' d 54' d 5-5- d 0'-10' d
10 T-8' d 4'-6' d 4'-6" It. 0'-B" d 10 4'-2' d 5'-2' d 5-2' b 0'-9" d
it 3'-7- d 4--5" d 4'4' b 0'-8" d 11 1 4'-0' d 4'-11' d 4'-11' b 0'-9- d
12 T-5' d 4'-3- b 4--1' b 0'-8" d 12 3'-11- d 4'-10' d 4'-9- b 0'-9- d
3" x 2" x 0.070"
1 TA I" d tE-7" d 15'4- b
2" x 3" x 0.045"
13'-3" b 12'-6' b
2" x 9" x 0.082" x 0.326" SMB 30'-6' d
Load
Width (ft.)
Max. Span 'U 1(bending'b' or deflection'dl
1 8 2 Span 3 Span 4 Span Cant lever
Load I Max. Span'L' I (bending W or deflection W
x. width (ft.) 1 8 2 Span 3 Span 4 Span Cantilever
5 5-11- d 7'4'. d 70-6" d 1'-1' d 5 6'-7" d 8'-2" d 8'4" d 1'-3" d
6 5'-7- d 6--11' d T-1" d 1--1' d 6 6'-3' d 7'-8' d 7'-10' d 1'-2" d
7 64" d 6'-7' d 6'-8' d 1'-0' d 7 5-11' d T4" d 7'-5' d 1'-1" d
8- 5'-1' d 6'-3' d 6'-5" d 0'-11" d 8 6-8' d 6-11' d T-0" b- 1'-1' d
9 4'-11" d 6'-1' d 6-2' d 0'-11' d 9 6-5' d 6'-9" d 6'-7' b 1'-0' d
10 4'-9' d FAT d 5--11' d 0'-11' d- 10 5'-3' d 6'-6' d 6'-3' b 0'-11' d
11 4'-7" d 5'-6" d 5'-9" d 0'-10" d 11 S'-1-- d 6'-2'
1"
b 5'-11" b 0'-11' d
12 4'-5' d 5'-6" d F-7" d FIT d 12 4'-11" d F -1 b 5'-9' b 0'-11' d
2" x 4" x.0.050" 2" x 5" x 0.060"
Load
Width (ft.)
Max. Span 'L'/ (bending W or deflection'd')
1 8 2 Span 3 Span d Span Ca tilever
10'-8'
Load Max. Span 'L* / (bending 'b' or deflectlon:W
Width (ft.) 1 & 2 Span 3 Span 4 Span Canft ever
5- 8'-8' d d 10'-11' d V-8" d 5 1T-0' d 13'-8- d 13'-11" d 7-1' d
6 T-2' d 10'-1" d 10'-3- b 1'E' d 6 10'-5" d 12'-10" d 13'-1" d 1'-11' d
7 T-9' :d 9'-7' d 9'-0" b 1'-6' d 7 9'-10" it 12'-2" d 12'-5" d 1'-10" d
8' T-5' d 9'-2" d 8'-11' b l'-5' it 8 9'-5' d 11'-0" d 11'-9" b 1'-9" d
9T-1- d B'-8' b 8'-5" b 4d1'' 9 9'-1" d 11'-2' d 11'-1' b 1'-9" d
10 6'-11' d 8'-3' , b T-11" b. 1'4' d 10 8'-9" d 10'-10" d 10'-6- ti 1'-8' d
11 1 6-8- d TAT b 7'-7- b 1'-3- it 11 8'-6' d 10'4' b 10'-0' b 1'-7" d
12 61-W d 7'-6' b T-3" b P-3- d 12 8'-3" d 9'-11" b 1 9'-7' b 1'-7" d
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3 -140E Eagle Metal Distributors, Inc.
Allowable Beam Spans for, Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 #/SF -
Aluminum Allnv 6061 T-6
Hollow and
Single Self -Mating Beams 2'-0" 1 T-0" 4'-0"
Tributary Load Width
V -0-7F5-_- 1 7'-0" 1 8'-0" 1 Ill 1 12'-0" 1
Allowable Span 'U/ bending' b' or deflection *d'
14'-0" 1 16'-0" 1 18,0 -
2" x 4" x 0.050" Hollow 11'-9' d 10'-3" it 9'4' d 8'-8" d 8'-2" d. T-9- d T-5- d 6'-10" d 6'-6" it 6'-2" d 5-10" b 1 5'-6' b
2" x 5" x 0.060" Hollow 14'-11" d 13'-1' d 11'-11' d 11'-0' d 10'-5"-d 9'-10' d T-5" d 8'-9' it 8'-3' d T-10" d T-6- dl T-2- d
2' x 4" x 0.045" x 0.088" 13'-5- d 11'-9- it 10'-8- d T-11- d 9'4" d 8'-10' d 8'-6' d T40" d T-3' b 6'-8' b 6'-3' b 1 5-11' b
2" x 5" x 0.050" x 0.116" SMB 16'-5" d 14'4- d 13'-1' d 12'-1' d 11'-5' d 10'-10' d 10'4- d 9'-7--- b 8'-9- b 8--1' b 7'-7- b T-2" b
2" x 6" x 0.050" x 0.120" SMB 19'-2' d 16'-9' it 15-3' d 14'-2' d 134' d 12'-6' b 1 P-9' b 10'-6' b 9'-7' b 8'-10' ,b 8'-3' b T-10' b
2" x 7" x 0.055" x 0.120" SMB 21'-9" d 19'-0' d 1T4" d 16'-1' d 14'-9' b 13'-7' b 12'-9' b 11'-5" b 10'-5- b 9'-0" b 9-0- b 8--6' b
2" x S" x 0.070" x 0.224" SMB 264- d 23-0" d 20'-11"d 19'-5".d 18'-3' d 17'4' d 16'-7' d 15'-5' d 14'-6' d 13'-9' b 17-10' b 12'-1' b
2" x 9" x 0.070" x 0.204" SMB 28'-5' d 24'-10' d 27-0' d 20'-11" d 19'-8' d 18'-8' d 1 TA I" d tE-7" d 15'4- b 14'-2' b 13'-3" b 12'-6' b
2" x 9" x 0.082" x 0.326" SMB 30'-6' d 2 )._it d 24'-3- d 22'-0" d 21'-2- d 20'-1' d 19'-3' d 17'-10- d 16',-9', d 15'-11' d 15'-3- d 14'-8- d
2" x 10" x 0.090" x 0.374" SM 33-7' d 31'-1' d 28'-3" d 26'-2' d 24'-8- d 23'-5- d 22'-5" d 20'-10-d] 19'-7' it 1 18'-7- d 1T-9" d 17'-1" d
Note:
1. It is 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 connector.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be interpolated.
Table 3AAAA-140 E Eagle Metal Distributors; Inc.
Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3.second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #ISF
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
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Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans I 1
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc. cl
Aluminum Alloy 6061 T-6 O ' 4
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to
the above spans for total beam spans.
2. Spans maybe interpolated. -
Table 3A.3 Schedule of Post to Beam Size
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Tributary Load Width'1M = Purlin Spacing
T-0" 8'-0" , 9'-0" 10'-0"
Allowable. Sparc V I bending'b' or deflection'd'
11'-0" 12'-0"
2" x 4" x 0.045" x 0.088" 12'-6' b 11'-5' b 10'-T' b 9'-11" b 9'4' b 8'-10" b 8'-5' b 8'-1' b
2" x 5" x 0.050" x 0.116" 15'-2' b 13'-10' b 12'-9" b 11'-11' b-11'-3" b 10'-0' b 10'-2' b 9'-9' b
2" x 6" x 0.050" x 0.120" 16'-7- b 15-2' b 14'-0' b 13'-1' b 12'4' b 11'-9" b 11'-2' b 10'-8' b
2" x 7" x 0.055" x 0.120" 18'-0' b 16-5' b 15'-3' b 14'-3' b 13'-5' b 12'-9' b 12'-2" b 11'-8' b
2" x 8" x 0.070" x 0224" 25'-6' b 23'-6' b 21'-9' b 20W b 19'-2" b 18'-2' b 174' b 16-7" b
2" x 9" x 0.070" x 0204" 26'-6' b 24'-2' b 22'-5" b 20'-11' b 19'-9" b 18'-9' In 17'-10' b. 17--l- b
2" x 9" x 0.082" x 0.326"" 30'-2' d 28'4' d 26'-11' d 25'-8" b 24'-2" b 22' -Il, b 21'-11" b20'-11" b
12"x 10" x 0.090"k 0.374" 35'-2- d 33'-1' it 31'-5' d 30'-0- d 28'-11' d 27'-8" b 26'4' b 25'-3' b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
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Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans I 1
Under Solid Roofs
Proprietary Products: Eagle Metal Distributors, Inc. cl
Aluminum Alloy 6061 T-6 O ' 4
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to
the above spans for total beam spans.
2. Spans maybe interpolated. -
Table 3A.3 Schedule of Post to Beam Size
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2"x6"x0.050"x0.135"SMS 3'x 3'x 0.090' 2 2-x3"x0.045' 3 #10 10 @ 12"0.C.
2' x 7" x 0.055" x 0.135" SMB 3" x-3" x 0.090' 2 2 2"x 3' x 0.045' 3 #10 10 @ 12" O.C.
2" x 8" x 0.070" x 0.239" SMB 3' x 3" x 0.125- 3 2 2' x 4' x 0.048'x 0.109' 3 #12 12 @ 12" O.C.
2" x 9" x 0.072" x 0.219" SMB 3' x 3' x 0.125- 3 3 2" x 5" x 0.050"x 0.131' 3 #14 14 @ 12" O.C.
2" x 9" x 0.082" x 0.321" SMB 4' x 4' z 0.125' 4 3 2" x 6"_x: 0.050' x 0.135- . 4 #14.. 14 @12. O.C.
2" x 10" x 0.090"x-0.389" SMB, 4'x 4' x 0.125" 5 4. 2" x 7" x 0.055'x 0.135" 6 #14 14 12" O.C.
Double Self -Matin Beams
2 2"x8"x 0.070"x0.239"SMB 2'x 5'x0.050'x0.131' 6 4 2'x4'x 0.048' x 0.109" 8 #12 12 12'O.C.
T 2"x9" x 0.072" x 0.219" SMB. 2'x6'x0.050-x0.135- 6 4 2'x5'x0.050'x0.131' 8 #14 14 12"0.C.
2 2"x9"x0.082"x0.321"SMB 2'x7'x0.055'x0.135' 8 1 6 1 2- x 6' x 0.050' x 0.135' 8)#14 1 #14 @ 12"0.C:
2 2" x 10" x 0.090" x 0.389" SMB
The minimum number of thm.bolts is (2)
2' x 8' x 0.070" x 0.239 1 10 1 8 1 2" x 7- x 0.055- x 0.135- 10 #14 1 #14 @ 12" O.C.
nimum post / beam may be used as minimum knee brace
Knee Brace
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12
08-12-2010 OF
REMOVE VINYLSIDING AND
SOFFITIONTHE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL, AND ROOF
4LSYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE /
MANUFACTURED HOME
MANUFACTURED HOME
NAIL STRAPW/ 16d COMMON THE FLOOR, WALL, AND ROOF
@ TRUSS RAFTER AND
SYSTEM ARE THAT OF MOBILE
PERIMETER JOIST /
MANUFACTURED HOME
SCREW COIL STRAP TO
SHEATHING W! #8 x 1" DECK INSTALL NEW 48" OR 60"
SCREWS @ 16" O.C. AUGER ANCHOR PER RULE:
VERTICALLY 15C @.EACH NEW PIER.
REPLACE VINYL SIDING INSTALL 1/2" CARRIAGE BOLT
THRU PERIMETER JOIST AND
STRAP TO NEW AUGER
ANCHOR
a
ALTERNATE:
4" x 4" P.T.P. POST W/ ,
SIMPSON 4"x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
INTERIOR BEAM (SEE TABLES
3A.1`:3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
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 I MANUFACTURED HOME
SCALE: 1/8"= V-0"
Table 3A.3 Schedule of Post to Beam Size
Thru-Bolts
Beam Size - Min= - D+%' Mlnlmum Mln. # Knee Mln. Stltching
Post Slze 1/4'e Vile Knee Brace• Brace Serews Screw Soaclne
inimum post/ beam maybe used as minimum knee trace
REMOVE VINYL SIDING AND
110 -130 MPH
Knee Brace
SOFFIT ON THE WALL AND
Max Length
2-x T
INSTALL SIMPSON CS -16 COIL
2'-0'
2' x 2-
STRAP OR EQUAL FROM
2'-0'
2' x 2'
TRUSS / RAFTER TO BOTTOM
T-0-
2' x 3'
OF DOUBLE TOP PLATE JOIST
2'-6-
2' x 4'
@ EACH TRUSS / RAFTER
T-0'
1/4' x 1-112- lag 1/4' x 1-1/2' lag 3/8" x 1-112' lag
Receiving channel to
THE FLOOR, WALL, AND ROOF
2 @ 6' from each end of
THE FLOOR, WALL, AND ROOF
wood deck at front wall.
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
receiving channel and
SYSTEM ARE THAT OF MOBILE
2 pine or p.t.p. framing 1 @ 24' O.C.
MANUFACTURED HOME
2 @ 24' O.C.
NAIL STRAP W/ 16d COMMON
1/4' x 1=1/2' Tapcon 318" x 1-1/2' Tapcon
@ TRUSS RAFTER. AND
1 @ 6" from each end of 1 @ 6' from each end of
PERIMETER JOIST
concrete deck at front wall. - receiving channel and
SCREW COIL STRAP TO
receiving channel and
2,500 psi concrete
SHEATHING W/ #8x 1" DECK
1 @ 24' O.C. 2 @ 24' O.C.
SCREWS @-16" O.C. THE FLOOR, WALL, AND ROOF
10 x 314" SMS
VERTICALLY SYSTEM ARE THAT OF MOBILE
1 @ 6' from each end
REPLACE VINYL SIDING MANUFACTURED HOME
connections of component and of component and -
KNEE WALL W/ 2 x 4 P.T.P.
0.024" metal' - - t @ 36" O.C.1 @24" O.0
BOTTOM PLATE, STUDS&
0.030' metal - 1 @ 48" O.C.1 @ 32' O.C. ..
DOUBLE TOP PLATE
8- '12 BOLT @ 32" O.C.
1/4 x 1-1/2" lag '_
NAIL PER TABLE 2306.1
Receiving channel to existing 1 @ 6" from each and 1 @ 4" from each end
FLORIDA BUILDING CODE
wood beam, host structure, deck
of component and of component and
EACH STUD SHALL HAVE A
or Infill connections to wood 1'@ 30" O.C.
SIMPSON SP -1 OR EQUAL
1 @ 21" D.C.
Receiving, channel to existing
SHEATH W/ 1/2" P.T. PLYWOOD
114"x 1-1/2". Tapson
TYPE III FOOTING OR 16"x 24"
NAILED W/ #8 COMMON 6' O.C.
16 6' from each end
RIBBON FOOTING W/ (2) #50
EDGES AND 12' O.C. FIELD OR
slab, foundation, host structure;
BARS, 2,500 PSI CONCRETE
STRUCTURAL GRADE
of component and
or infillconnectedto concrete.
THERMAL PLY FASTENED PER
1'@ 24" O.C. - 1 @ 24" O.C.
THE MANUFACTURERS
1,@ 6" from each end 1 @ 4" from each
SPECIFICATIONS -
Roof Panel to top of wall
STRAP SIMPSON .COIL STRAP
end of component
OVER SHEATHING
1@8-O.C.
ALTERNATE WALL SECTION FOR ATTACHMENT TO
10x9"+1-1/2". 10x"t"+1-VT
MOBILE / MANUFACTURED HOME
b. To 0.05" aluminum 10x"r<1/2"
SCALE: 1/4" = 1'-0"
INTERIOR BEAM (SEE TABLES
3A.1`:3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
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 I MANUFACTURED HOME
SCALE: 1/8"= V-0"
Table 3A.3 Schedule of Post to Beam Size
Thru-Bolts
Beam Size - Min= - D+%' Mlnlmum Mln. # Knee Mln. Stltching
Post Slze 1/4'e Vile Knee Brace• Brace Serews Screw Soaclne
inimum post/ beam maybe used as minimum knee trace
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2"= V-0"
Minimum Ribbon Footing
Wind Ift - x Post Anchor Stud'
Zone-, Sq. FIL @ 48"D.C. Anchors
100:.123 + 10 _ 14 '-0" A -U 44 SP1 @ 3Y O.C.
130-140-1 +30 _17 1'-0" ABU 44 SPI @ 32" O.C.
140-2-150 112120 - 20 1'-3" ABU 44 SPH4 @ 48" O.C.
Maximum 16' projection from host structure.
For stud walls use 1/2" x8'L-Bolts @48" O.C. and 2" square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and straps shall be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description 80 - 100 MPH 110 -130 MPH
Knee Brace Min. Length Max Length
2-x T 1'4' 2'-0'
2' x 2- 9'4'. 2'-0'
2' x 2' 1'4' T-0-
2' x 3' 11-61 2'-6-
2' x 4' V-6- T-0'
1/4' x 1-112- lag 1/4' x 1-1/2' lag 3/8" x 1-112' lag
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2"= V-0"
Minimum Ribbon Footing
Wind Ift - x Post Anchor Stud'
Zone-, Sq. FIL @ 48"D.C. Anchors
100:.123 + 10 _ 14 '-0" A -U 44 SP1 @ 3Y O.C.
130-140-1 +30 _17 1'-0" ABU 44 SPI @ 32" O.C.
140-2-150 112120 - 20 1'-3" ABU 44 SPH4 @ 48" O.C.
Maximum 16' projection from host structure.
For stud walls use 1/2" x8'L-Bolts @48" O.C. and 2" square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and straps shall be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description 80 - 100 MPH 110 -130 MPH 140 -150 MPH
Receiving channel to roof 10 x (r+112") 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 @ IT O.C. 1 Q 8" O.C. 1 @ 6" O.C.
3124/13 -SF
1/4' x 1-112- lag 1/4' x 1-1/2' lag 3/8" x 1-112' lag
Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6" from each end of
wood deck at front wall. receiving channel and receiving channel and receiving channel and
2 pine or p.t.p. framing 1 @ 24' O.C. 2 @.24" O.C. 2 @ 24' O.C.
114- x 1-1/2' Tapcon 1/4' x 1=1/2' Tapcon 318" x 1-1/2' Tapcon
Reiceving channel to 1 @ 6" from each end of 1 @ 6' from each end of 2 @ 6" from each end of
concrete deck at front wall. - receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 @ 32- O.C. 1 @ 24' O.C. 2 @ 24' O.C.
Receiving channel to uprights, 8 x 314' SMS 10 x 314" SMS 14 x 314' SMS
headers and other all 1 @ 6' from each end 1 @ 4' from each end 1-@3' from each end
connections of component and of component and - of component and
0.024" metal' - - t @ 36" O.C.1 @24" O.0 1 @ 24' O.C. "
0.030' metal - 1 @ 48" O.C.1 @ 32' O.C. .. 1•@ 32' O.C.
1/4 x 1 -1/?" lag 1/4 x 1-1/2" lag '_ 3/8" x 1-1/2' lagReceivingchanneltoexisting1@6" from each and 1 @ 4" from each end 1 @ 3" from each end
wood beam, host structure, deck
of component and of component and of component and
or Infill connections to wood 1'@ 30" O.C. 1 @ 18" O.C. 1 @ 21" D.C.
Receiving, channel to existing 1/4"x1-3/4* Tapcon 114"x 1-1/2". Tapson 318"x 1-1/2" Tapcon
concrete beam, masonry wall,,,, 16 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 infillconnectedto concrete. 1 @:48' O.C. 1'@ 24" O.C. - 1 @ 24" O.C.
1,@ 6" from each end 1 @ 4" from each 1 @ 3" from"each
Roof Panel to top of wall of component end of component end of component
1@12 -D.C. 1@8-O.C. 1@6"O.C:
a. To wood 10x9"+1-1/2". 10x"t"+1-VT 10 x't"+1-1/2"
b. To 0.05" aluminum 10x"r<1/2" 10x"r+112' 10 x't"+1/2" -
Notes:
i. The anchor schedule above is for mean roof height of 0-20', enclosed structure, exposure "B',.I = 1.0, maximum
front wall projection from host structure of 16% with maximum overhang of 2', and 10' wall height. There is no
restriction on room length. For structures exceeding this criteria consult the engineer.
2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side
at the required spacing.
3. Wood deckmaterialsare assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors for "C' exposure by 0.83.
4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the
engineer. Reduce anchor spacing for "C" exposure by 0.83.
S. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-1/2" embedment at. minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-1/4'
fender washer. - - -
Table 4.2 Schedule of Allowable Loads/ Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load I Maximum load area (Sq. FL) @920 M.P.H. wind load
Diameter Anchor
x Embedment 1
Number of Anchors
2 3 4
114" x 1" 264#/11'SF 528##22 SF - 792#133 SF 1056#/144 -SF
114' x 1-1/2" 396#/17 -SF 792#133 -SF 1188#/50SF 15844966 -SF
1/4" x 2-1/2" 660#/28SF 1320#/55SF 1980#183 -SF 2640#1110 -SF
5116" x 1" 3124/13 -SF 6244/26 -SF 936#139 -SF 1248#152SF
5/16" z 1-112" 468#/20 -SF 936#/39 -SF 1404#/59 -SF 1872#!78 -SF'
5/16'"x2-0/2" 780#/33 -SF 1560#/65 -SF 2340#/98 -SF 3120#/130SF
3/8" x 1" 356#/15SF 712#730 -SF 1068#/45 -SF 14244#59-SF
318" x 1-1/2'' 534#/22 -SF 1068#145 -SF 1602#/67 -SF 2136#/89 -SF
318' x 2-112" 890#/37 -SF 1780AV74-SF 2670#/111 -SF I 3560#/148 -SF
1 VAnchor 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 cone
WIND
REGION.
Applied
Load
CONVERSION
FACTOR
100 26.6 1.01
110 26.8 1.01
120 27.4 1.00
123 28.9 0.97;
130 32.2 0.92
140-1 37.3 0.86
140-2 37.3 0.86
150 42.8. 0.80
orlon factor.
Allowable Load Coversion Factors
for Edge Distances Less Than 9d-
Edge
Distance
Allowable, Load Multipliers
Tension Shear
12d 1.10 1.27
Ild 1.07 1.18
10d 1.03. 1.09
9d 1.00 1.00
8d 0.98 090
7d 0.95
6d 0.91 fO.72
Sd 0.88
Note: -
1. The minimum distance from the edge of concreteto the center of the concrete anchor and the spacing between'
anchors shall not be less than 9d where d is the anchor diameter.
2. Concrete screws are limited to 2* embedment by manufacturers. _
3 Values listed are allowed loads with a safety factor of 4'a led :
fr.
7-
ppi
d
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L) U Z Z ZZ : z
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LuU ? U LU ' to. -3
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z =
3 o: H
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4. Products equal to rawl may substituted. - !: z
5. Anchors receiving loads perpendicular to the diameter are in tension.
v (,
Anchors receiving loads parallel to the diameter are shear loads. W
Example: Determine the number of concrete anchors required by dividing the W ,. W
SHEX11
ET W
uplift load by the anchor allowed load. - `y-,p O U1 Z
For a 2'x 6' beam with: spacing = T-0" O.C.; allowed span = 25'-9' (fable 1.1) -
I J
LLU)
ZUPLIFTLOAD= 1/2(BEAM SPAN) x BEAM &UPRIGHT SPACING F
NUMBER OF ANCHORS = [1/2(25.75') x 7' x 7# / Sq. Ft.) /ALLOWED LOAD ON ANCHOR Au F WF
NUMBER OF ANCHORS = 630.875#/300# = 2.102 0) O {! F -
Therefore, use 2 anchors, one (1) on each side of upright WW Z Z
Table is based on Rawl Products' allowable. loads for 2,500 p.s.i. concrete. 2 j Zw
of 12
m
08-12-2010 OF
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
t 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 strengthto hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure. the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed
well in eithertest. The composite panel tables are based on bending properties determined at a
deflection limit of U180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load+ live'loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13.AII exposed screw heads through roof panels into the roof substructure shall be caulked w/ -silicon
sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet -the strength requirements of ASTM B221 after powder coating
15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The prolective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warrantied as corrosive resistant shall be used, Unprotected steel fasteners shall
not be used.
ROOF PANELS DESIGN STATEMENT:
The roof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope -0
to 20";.1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75. - -
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spansans 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"
Screen Rooms
Attached Covers
1= 0.87 for 90 to 100 MPH
I= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
Roof Overs
1=1.00
KCpi = 0.18 Zone'2
Exposure "B" to C' Exposure "B" to "D••
Mean Roof Load Span Multiplier Load Span Multiplier
Basic Wind
Pressure
Height' Conversion Conversion -
13 13 16 25 17 20 23
Factor Bending Deflection Factor Bending Deflection
27 1 38
0 -15' 121 0.91 0.94 1.47 0.83 0.88
18 21 25
15' - 20' 1.29 0.88 0.92 1.54 0.81 1 0.87
33 46
20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86
22 25 .30
25' • 30' 1.40 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
65
123 MPH
Values are from ASCE 7-05
23 26 32 35 23- 34 41
INDUSTRY STANDARD ROOF PANELS
U) LU
Q
12.00" I'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-0"
0
o -
II
12.00" L'
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
511T 1
W
Q
12.00"
CLEATED -ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = V-0". ALUMINUM SKIN
TABLES
E.P.S. CORE
Z EL SIDE CONNECTIONS VARY
a o (DO NOT AFFECT SPANS)
48.00"
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = V-0"
Minimum live load O1 3U HSI- Controls In high wnd velocity zones. -
To convertfrom 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. -
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
PAN ROOF ANCHORING DETAILS
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• x1/8"x.11-1/2"PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
ROOF PANEL TO FASCIA DETAIL
SCALE: 2 V-0"
SEALANT
jHEADER (SEE NOTE BELOW)
1/4 x 1-1/4 MASONRY
ANCHOR OR EQUAL @ 24' O.C. J ZJ ui
FOR WOOD USE #10 x 1-1/2"- j (n Q o o_
S.M.S. OR WOOD SCREWS @ } Z (n W o
12"O.C. as O '0
w
J 2 O (n Z
o z
EXISTING HOST STRUCTURE: - _
ROOF PANEL -J
U_O r' m
WOOD FRAME, MASONRY OR # x 1/2" S.M.S. (3) PER PAN r .
dOTHERCONSTRUCTION (BOTTOM) AND (1) @ RISER c ~ w
TOP) CAULK ALL EXPOSED u°i (n } W m v
SCREW HEADS ¢ W Z. ed Z m w
of
ROOF PANEL TO WALL DETAIL w > W O as 3
SCALE: 2" = 1'-0" w WF
U rn g
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION -1
U IJ o pRESISTANTSHEETMETALSCREWSWITH1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR Q 5 J Z v Z
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) a F- >- Q O
EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH O U 0' o O
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # x 9/16" TEK p W U W 2
Z O a ofSCREWSAREALLOWEDASASUBSTITUTEFORJ/_' x 1/2" S.M.S. ¢ F- Q UJ O E w
v a
SELECT•TFiE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
LLO-•_
W J., m w
100-1231 130 140 150 W LU ~
8 #10 #12 #12 u Z IY Z W `o
0 , LLL- LU LL w .
Q LL- o^ F
Z J O Q. N H
EXISTING TRUSS OR RAFTER
6" x't' x 6" 0.024" MIN. BREAK Q
Q
FORMED FLASHING LL
Z a. PAN ROOF PANEL p (
0
o -
CD n ZZ
Orn
LY
W ? N m O2) #10 x 1-1/2" S.M.S. OR - J :- - - - - Z _I w
WOOD SCREW PER RAFTER Z a (DO W WLu J
u- Cl-
TRUSS TAIL a¢ to Z c~j LLI ? o X . E _ 2 C M 0 3
ALTERNATE: y a O a
10 x 3/4" S.M.S. OR WOOD --
SCREW SPACED @ 12' O.C. X X C L)
00 C O o n p
EXISTING FASCIA
a) 5
00 cc
m0 _
n W
Li(
7
MNco W
e\ >aW o
L
POST AND BEAM (PER O O- O> O it; m
C U aTABLES) (D a oQ F
0 Z
UJ J
ALTERNATE MOBILE HOME FLASHING Z LU
FOR FOURTH WALL CONSTRUCTION iu OL
PAN ROOF PANELS W
0 JmSCALE: 2" = 1'-0" w `
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. w Int Eq i ' >O
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. w ` SHEET W
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
L)
Z
J W 0
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED w F w
TOP AND BOTTOM (SEE DETAIL ABOVE)
o Z
n
W -
IV6UU
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BE n Z
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. < u- m
08-12-2010 OF 0
Open Structures
Mono Sloped
I = 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
I= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
Roof Overs
1=1.00
KCpi = 0.18 Zone'2
overhang 1 Cantilever
All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wind Effective Area
Pressure 50 20T10
Basic Wind Effective Area
Pressure 50 20
Basic Wind Effective Area
10 Pressure 50 20 10
Basic Wind
Pressure
Effective Area
50 20 10 '
100 MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 27 1 38 L45'
110 MPH 14 14 17 20 18 21 25 28 18 27 32 18 33 46 55
120 MPH ' 17 17 20 23 22 25 .30 33 22 32 39 22 39 54 65
123 MPH 18 17 21 24 23 26 32 35 23- 34 41 E:?43
23 41 57- 69
130 MPH 20 20 23 27 26 29 35 39 26 38 45 26 46 64 77
140-1 MPH 23 23 27 31 30 34 40 46 30 44 53 30 53 - 74 89
140-2 MPH23' 23 27 31 30 34`. 40 46 30 44 53 59 30 54 74. 89
150 MPH 26' 26 32- 36 34 39 -46 52 34 51 CO 68 34 61 85 102
Minimum live load O1 3U HSI- Controls In high wnd velocity zones. -
To convertfrom 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. -
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
PAN ROOF ANCHORING DETAILS
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• x1/8"x.11-1/2"PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
ROOF PANEL TO FASCIA DETAIL
SCALE: 2 V-0"
SEALANT
jHEADER (SEE NOTE BELOW)
1/4 x 1-1/4 MASONRY
ANCHOR OR EQUAL @ 24' O.C. J ZJ ui
FOR WOOD USE #10 x 1-1/2"- j (n Q o o_
S.M.S. OR WOOD SCREWS @ } Z (n W o
12"O.C. as O '0
w
J 2 O (n Z
o z
EXISTING HOST STRUCTURE: - _
ROOF PANEL -J
U_O r' m
WOOD FRAME, MASONRY OR # x 1/2" S.M.S. (3) PER PAN r .
dOTHERCONSTRUCTION (BOTTOM) AND (1) @ RISER c ~ w
TOP) CAULK ALL EXPOSED u°i (n } W m v
SCREW HEADS ¢ W Z. ed Z m w
of
ROOF PANEL TO WALL DETAIL w > W O as 3
SCALE: 2" = 1'-0" w WF
U rn g
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION -1
U I J o pRESISTANTSHEETMETALSCREWSWITH1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR Q 5 J Z v Z
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) a F- >- Q O
EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH O U 0' o O
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # x 9/16" TEK p W U W 2
Z O a ofSCREWSAREALLOWEDASASUBSTITUTEFORJ/_' x 1/2" S.M.S. ¢ F- Q UJ O E w
v a
SELECT•TFiE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
LLO-•_
W J., m w
100-1231 130 140 150 W LU ~
8 #10 #12 #12 u Z IY Z W `o
0 , LLL- LU LL w .
Q LL- o^ F
Z J O Q. N H
EXISTING TRUSS OR RAFTER
6" x't' x 6" 0.024" MIN. BREAK Q
Q
FORMED FLASHING LL
Z a. PAN ROOF PANEL p (
0
o -
CD n ZZ
Orn
LY
W ? N m O2) #10 x 1-1/2" S.M.S. OR - J :- - - - - Z _I w
WOOD SCREW PER RAFTER Z a (DO W WLu J
u- Cl-
TRUSS TAIL a¢ to Z c~j LLI ? o X . E _ 2 C M 0 3
ALTERNATE: y a O a
10 x 3/4" S.M.S. OR WOOD --
SCREW SPACED @ 12' O.C. X X C L)
00 C O o n p
EXISTING FASCIA
a) 5
00 cc
m0 _
n W
Li(
7
MNco W
e\ >aW o
L
POST AND BEAM (PER O O- O> O it; m
C U aTABLES) (D a oQ F
0 Z
UJ J
ALTERNATE MOBILE HOME FLASHING Z LU
FOR FOURTH WALL CONSTRUCTION iu OL
PAN ROOF PANELS W
0 JmSCALE: 2" = 1'-0" w `
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. w Int Eq i ' >O
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. w ` SHEET W
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
L)
Z
J W 0
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED w F w
TOP AND BOTTOM (SEE DETAIL ABOVE)
o Z
n
W -
IV6UU
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BE n Z
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. < u- m
08-12-2010 OF 0
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
8 x 1/2' S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE
SCALE: 2"= 1'-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR — S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:rr :i:': ... .
2) 1!4" x 1-1/4" MASONRY "':T
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C. :}:{' {:::': — FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
100 -1231 130 1 140 1 150
8 1 #10 1 #12 1 #12
REMOVE RAFTER TAIL TO
i HERE
j j•= REMOVE ROOF TO HERE
i #
8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD LL J =
SCREW (2) PER RAFTER OR Oz a
TRUSS TAIL a w
1-1/2" x 1/8"x 11-1/2" PLATE OF
HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052
H.32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2"= V-0" `
t REMOVE RAFTER TAIL TO
j HERE
REMOVE ROOF TO HEREII
j #8 x 1/2" S.M.S. SPACED
i @ 8" O.C. BOTH SIDES
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD :T ' .':':::ii':i'.::':'::
SCREW (2) PER RAFTER OR W
TRUSS TAIL
HOST STRUCTURE ` COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2'= 1'-0"
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
STRIP SEALANT BETWEEN
WOOD SCREW PER RAFTER
SCREW x ('(' + 1/2") W/
OR TRUSS TAIL
ALTERNATE:
1/2" SHEET ROCK FASTEN TO
10 xS.M.S. OR WOOD
p
SSCREWSPACED @ 12" O.C.
EXTEND UNDER DRIP EDGE 1" O
EXISTING FASCIA
SHEET ROCK SCREWS @ 16" FOR FASTENING TO ALUMINUM USE TRUFAST
HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE
130 MPH AND UP TO A 150 MPH WIND SPEED
D EXPOSURE.
8 x 1/2' ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
fi" 10" '
3" COMPpSITE ROOF PANELSEESPANTABLE) /
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2"= V-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10x 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.)
NZ BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
8 x 3/4" SCREWS @ 16" O.C.
8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
w_= H _
a ul
1-1/2" x 1/8"x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR 114"x 1-114" 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.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 112" LONG'CORROSION RESISTANT
S.M.S. W/ 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 #8 x 1/2" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.. -
THE EDGE OF FLASHING
STRIP SEALANT BETWEEN
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCREW x ('(' + 1/2") W/ FASCIA AND HEADER
1-1/4' FENDER WASHER 1/2" SHEET ROCK FASTEN TO
NOTES: p
PANEL W/ 1" FINE THREAD
EXTEND UNDER DRIP EDGE 1" O
POST AND BEAM (PER SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN
TABLES) O.C. EACH WAY
DRIP EDGE AND PANEL IS
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
FASTENING SCREW SHOULD LESS THAN 3 /4" THE FLASHING
w
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2"= V-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10x 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.)
NZ BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
8 x 3/4" SCREWS @ 16" O.C.
8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
w_= H _
a ul
1-1/2" x 1/8"x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE: FOR MASONRY USE
WOOD FRAME, MASONRY OR 114"x 1-114" 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.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 112" LONG'CORROSION RESISTANT
S.M.S. W/ 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 #8 x 1/2" SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.. -
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS o
SCALE: 2"= 1'-0"
BREAK FORMED METAL SAME a
a
NOTES: p
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
EXTEND UNDER DRIP EDGE 1" O
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL. J
3. FIRST ROW OF EXISTING NAILS MUST BE'REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.- w
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED. w
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS O
wMORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP. LLO
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z
03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE OF
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. a
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
LL
SEPARATION MINIMUM. F-
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w
U
zQ
zO
HOST STRUCTURE TRUSS OR LL
FOR MASONRY USE ;uf w
1/4'x 1-1/4" MASONRY. LL J
EXISTING HOST STRUCTURE: \ ANCHOR OR EQUALo
WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE K
OTHER CONSTRUCTION - #10 x 1-1/2" S.M.S. ORWO o
SCREWS @ 12" O.C. w D
ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
J
Q
z to
20 -'
O Q
Ir LU
J 0
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Z O
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W °6 W
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w
w
z
w
RAFTER Z
BREAK FORMED METAL SAME a
N Z THICKNESS AS PAN (MIN.)
z
EXTEND UNDER DRIP EDGE 1" O
MIN. ANCHOR TO FASCIA AND Z
RISER OF PAN AS SHOWN OO70.040"
H
1" FASCIA (MIN.) k
10 x 1-1/2" S.M.S. @ 16" O.C.cLL' N
ANGLE W/ #8 x 1/2" a
S.M.S. @ 4" O.C. a 0
00LL
COMPOSITE ROOF PANEL a w
Z w W.CL
r:':':'::{"':i':r?:{{¢
m O
F- WOW
Z LLWtrWw
HEADER (SEE NOTE BELOW)Z o
a
8 x (d+1/2") S.M.S. @ 8" O.C. z -w+;
aw:'
FOR MASONRY USE ;uf w
1/4'x 1-1/4" MASONRY. LL J
EXISTING HOST STRUCTURE: \ ANCHOR OR EQUALo
WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE K
OTHER CONSTRUCTION - #10 x 1-1/2" S.M.S. ORWO o
SCREWS @ 12" O.C. w D
ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
J
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8 x 1/2" WASHER HEADED
CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT
HEADS SCREWS @ 8" O.C.
ALUMINUM FLASHING
SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT
3" COMPOSITE OR PAN ROOF
PLYWOOD /OSB BRIDGE
SPAN PER TABLES) !
FILLER
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4"x 3" LAG
SCREWS W
FOR 140 8 1
2) 3/8" x 3" U
N
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
POST SIZE PER TABLES
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4"=l'-0" -
Lu A
it Ie A B II II. B
EXISTING TRUSSES OR
RAFTERS
II f HOST STRUCTURE
1
11
Z.0
II
II
o_Ilw
0
II IIa
FASCIA OF HOST STRUCTURE
2" x _ RIDGE OR ROOF BEAM
SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
PLAN VIEW
SCALE: 1/8 V-0
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
MIN. 1-1/2" PENETRATION
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
A - A - SECTION VIEW
SCALE: 1/2"= V-0"
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
B - B - ELEVATION VIEW_
SCALE: 1/2"= V-0"
ATTACH TO ROOF W/
ND
8) #
10RECEIVING
DECK SCREWS WS8) #10 x 1' DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2"x6
EXISTING 1/2" OR 7/16"
SHEATHING
I
B - B - PLAN VIEW
SCALE: 1/2" = V -0 -
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
1/4"x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2) 1/4"x 4" LAG SCREWS AND
WASHERS EACH SIDE
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4" x
1-112" LAG SCREWS AND (2)
1/4'x 4" THROUGH BOLTS
TYPICAL)
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TO WOOD _ SCALE: 2" = V-0"
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 z
CAULK ALL EXPOSED SCREW Uj
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SCALE: 2"= V-0"
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
3" PAN ROOF PANEL
MIN. SLOPE 114": 1')
EXISTING TRUSS OR RAFTER (3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
10 x 2" S.M.S. @ 12" O.C. CAULK EXPOSED SCREW
HEADS
SEALANT
1/4"x 8" LAG SCREW (1) PER
EXTRUDED OR TRUSS / RAFTER TAIL AND
EXISTING FASCIA SUPER GUTTER 1/4"x 5" LAG SCREW MIDWAY
SEALANT 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)#8x3/4"PER PAN RIB
CAULK EXPOSED SCREW
ONLY
HEADS
3" PAN ROOF PANEL
EXTRUDED OR
MIN. SLOPE 1/4": l' 1/4" x 8' LAG SCREW (1) PER SUPER GUTTER ( )
TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION t/./
1/4"x 5" LAG SCREW MIDWAY FASTEN TO PANEL WI(3)
BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL
SUPER OR EXTRUDED GUTTER
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SCALE: 2"= l'-0" 0
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COMPOSITE ROOF:
8 x "t" +1/2" LAG SCREWS W/
1-1/4"0 FENDER WASHERS @
8" O.C. THRU'PANEL INTO 2 x 2
2" X 2" x 0.044" HOLLOW EXT.
5/16"0 x 4' LONG (MIN.) LAG
SCREW FOR 1-1/2"
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TOTRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t"+ 3/4") AT 8'
O.C. FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE, 6" O.C. ABOVE 130 MPH AND UP
TO A 150 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = 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 8 1
2) 3/8" x 3" U
N
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
POST SIZE PER TABLES
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4"=l'-0" -
Lu A
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EXISTING TRUSSES OR
RAFTERS
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SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
PLAN VIEW
SCALE: 1/8 V-0
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
MIN. 1-1/2" PENETRATION
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1" @
INSIDE FACE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
A - A - SECTION VIEW
SCALE: 1/2"= V-0"
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
B - B - ELEVATION VIEW_
SCALE: 1/2"= V-0"
ATTACH TO ROOF W/
ND
8) #
10RECEIVING
DECK SCREWS WS8) #10 x 1' DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2"x6
EXISTING 1/2" OR 7/16"
SHEATHING
I
B - B - PLAN VIEW
SCALE: 1/2" = V -0 -
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
1/4"x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2) 1/4"x 4" LAG SCREWS AND
WASHERS EACH SIDE
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4" x
1-112" LAG SCREWS AND (2)
1/4'x 4" THROUGH BOLTS
TYPICAL)
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TO WOOD _ SCALE: 2" = V-0"
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 z
CAULK ALL EXPOSED SCREW Uj
HEADS AND WASHERS
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F p
UNTREATED OR PRESSURE Q r 4
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COMPOSITE PANEL
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UNTREATED OR PRESSURE w
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COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2"= V-0"
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
3" PAN ROOF PANEL
MIN. SLOPE 114": 1')
EXISTING TRUSS OR RAFTER (3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
10 x 2" S.M.S. @ 12" O.C. CAULK EXPOSED SCREW
HEADS
SEALANT
1/4"x 8" LAG SCREW (1) PER
EXTRUDED OR TRUSS / RAFTER TAIL AND
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SEALANT 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)#8x3/4"PER PAN RIB
CAULK EXPOSED SCREW
ONLY
HEADS
3" PAN ROOF PANEL
EXTRUDED OR
MIN. SLOPE 1/4": l' 1/4" x 8' LAG SCREW (1) PER SUPER GUTTER ( )
TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION t/./
1/4"x 5" LAG SCREW MIDWAY FASTEN TO PANEL WI(3)
BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2"= l'-0" 0
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BREAK FORMED OR
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PLACE SUPER GUTTER
BEHIND DRIP EDGE
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SEALANT
10 x 2" S.M.S. @ 24" O.C.
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
SEALANT
10 x 4" S.M.S. W/ 1-1/2"o
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 1')
1/2" OSCH. 40 PVC FERRULE
2) #10 x 1/2" S.M.S. @ 16" O/C
FROM GUTTER TO BEAM
SUPER OR
EXTRUDED
GUTTERSOFFIT
2" 0 HOLE EACH END FOR
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2"= V-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8" x 3-1/2" LOUVER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 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
SMALLERTHAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2"= V-0"
FLASHING 0.024" OR 26 GA.
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BEAM ANGLE PROVIDE 0.060"
SCALE: 2"= V-0" OPTION 1: -
2" x x 0.050" STRAP @ EACH
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SCALE: 2"= V-0"
ALTERNATE 3/4"0 HOLE
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HOLES REQUIRED FOR 2-1/2"
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BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
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NON-BEARING ELEMENT (SIDE Lu
r WALLS) o z w
w; N O ® z
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL ROOF PANEL TO BEAM FASTENING DETAIL U):3z
SCALE: 2" = 1'-0"
ul
SCALE: 2 1'-0" a U.
12 m
08-12-2010 F
0.024'x S.2" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8"x 3"x 3" POST OR SIMILAR
10 x 4" S.M.S. W/ 1/4 x 1-1/2"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
3) 1/4"0 THRU-BOLTS (TYP.)
8 x 9/16" TEK SCREW @-6-
O.C.
6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM P_ POST DETAIL
SCALE: 2" = V-0"
0.024"X 12" ALUMINUM BRK
MTL RIDGE CAP FASTENING OF COMPOSITE
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x —SELF MATING BEAM
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
PANEL'
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("f'+ 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGEROOFTORIDGE BEAM CONCRETE POST DETAIL DETAIL
SCALE: 2"= V-0"
TYPICAL INSULATED PANEL
SCALE: 2'= V-0"
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 128 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL.
COVERED AREA
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
MIN ROOF SLOPE 2-1/2:12
dnd i
ar'I "
arnnnrn
ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS=WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE -AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA.
ADHESIVE: BASF DEGASEALTM 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER O
MANUFACTURERS
SPECIFICATION FOR NUMBER O
AND LOCATION
l O -
MIN. ROOF SLOPE 2-1/2:12
O
SUBSEQUENT ROWS
0
0
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR,#8
WAFER HEADED SCREWS
7/16" O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER
1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
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08-12-2010 OF
Table 7.1.1 Allowable Spans and Design IApplied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Open Structures
Open Structures
Open Structures
Screen Rooms
Overhang
Screen Rooms
Glass
Glass Modular Rooms
MonoSlo ed Roof
Overhang
Wind
Attached Covers
MonoSlo ed of
All
B Attached Covers
s .Moad* s anlload' s Nloa&
Car
Enclosed
3 4
Cantilever
Zone 182 3 4
3
1&2 3 4 1&2 3 4
s anlload"
All
MPH s anlload' s annoad' s anlload' s annoad'. s annoad' s an/load' s annad' onlload• s a s anlload' Roofs
100 4'-10 25 5'-11- 25 S-1' 25 4'-9' 125 5'-i t` 26 6'-0' 26 a'S' 30 5'-T 30 S'-9' 30 1'-10' 45
170 5'-3' 20 6'S' 20 6'-T 20 4'-8' 28 5'-9'-. 28 5'-10" 28 4'-3' 36 5'-3' 36 5'-5' 36
6'-10' 33
120 5'-2' 23 - 6'-2` 23 6'4' 23 4'-S 33 5'-S' 33 5'-T 33 4'-0' -43 4'-11' 43 5'-i' 43 1'-8' 65
123 4'-11' 24- 6'-1' 24 6'-2- 24 4'4" 5'4' 35 35 5'-5' 35 3 11 ' ±5- 4'- ' 11 '. 45 4'-11' 45 1'-7' 69
130 4'S' 27 5-10' 27 5'-11' 27 4'-2' 39 5'-2" 39 5'-3' 39 3'-101 51 4'S' S1 4'-10' 51. 1'-7' 77
t60 -t 4'-6' 3t 5'-T 31 5'$" 31 3'-11' 46 4'-10• 46 4'-1 t' 46 3'-10' 51 4'-8' S1 4'-10' 51 1'S' 89
140-2 4'-6' 31 5'-T 31 5'S' 31 3'-11' 46 4'-10' 46 4'-i t' 46 T -T '59
36 6'-9' 36 4'-9• 52 5'-10' S25'-11'
150 4'-3' 36 ,5'-3' 36 5'-5' 36 3'-9' 52 4'S' S2 4'-9' S2
11'-9' 38
110 16'-2' 14. 1g'-11- 14 20'4'. 141 13'-2' 25 1T-3' 21 _.i T -T 27 12'-1' 32 15'-10'
1-1/4' x 12' x 0.030. 2 or 5 Rib Riser Panels Aluminum Alloy 3105 H-14 or H-25
15'-1' 17 18'-8' 17 19'-0' 17 12'-5' 30 96'-3' 25 76'-T 25: 71'4' 39 14'-0'. 4'
t23
8'S' S3 10-11" 53
13'-11' 21 18'-4• 17 18'-8• 17 12'-2' 32 15'-11' 26 16'4' 2fi
Open Structures
8' -it 4 91-5` 46
Screen Rooms
11'-9', 35 15'5- 29 15'-9' 29 10'-10' 45 13'4' 45
Gfass Modular Rboms
V3915'_3'32
11'-3' 40 13' -it' 40 , 14'-2' 40 10'-10' 45 13'4' 4517-10'
Overhang
Wind
11'-3' 40 13'-71' 40 14'-2' 40
MonoSlo ed Roof
4'-0"
17-2'
8'-3' 21 10'-8' 21 10'-10' 21
8 Attached Covers
10'-9' 46 13'-3' 46 13'5' 46 9'-5' 68 12'-2' 60.4'-0'
Enclosed.
Wind - MonoSlo ed Roof 8
182
Ca rd, ver
Zone 1&2 1 3 - 4
Zone 182 3.- 4
1&2 3 4 182 3 - 4
MPH anlload' s annoad'- s anlload'
All
MPH s anlload' s anffoad* s anlload*
Roofs -
s annoad' s Moa& Spann oad' s .Moad' s n/ IoaT anfosI ad' Roofs
100 6'-0' 25 ..:-6'-5' - 25 6'S' 25 S -i' 26 _6'4' 26N526
120 15'-3' 17 18'-10' 17 19'-3' 17
4-10' 30.. ;..6'-0". 30 6'-2' 30 i'-11'- 45
110 5--11' 20 &-It• 20 T -i" 20 4'-17' 28 6'-2" 2884'-T:
15'-2' 34
36 5S" 36: 5'-9' 36. 1'-
120
13'-9' 38
S -T 23 ' 6'-T - 23 6'-9' 23 4'-9" 33 5'-10' 33 3 4'4' 43 5'4" 43 5-5' 43 1123
1&2
5'S' 24 6'-6" 24 S-7' 24 4'-8' 35 5'-9' 35 54'J' 45 5'-3" 45' 5'4'. 45 1130
s aNloa&
5'27
Roofs
6'4' 27 4'-5' 39 S'S' 3995'-2'
12'4' 20 8'-11'. 27 11'-6" 27" 71'5'; 23
S1 1'S' 77
140-1 5'-0" 31 5'-11' 31 6'-T 31 4'-3" 4fi 5'-3' 46.5'-2"
t3'-0' 32 16'-2' 26 15'-T
20.12'-7' 17 12'-11- 17 8'S'
51 1'-7' 89
140-2 5'-0" 31 5'-11" 31 6'-1' 31 4'-3'. 46 5'-3" 4664W
32 11'-1". 32 T-10" 41 9'S". 41 9'-10" 41 3'-2' 61309'-3' 2312-1' 20 12'4' 20
36 5'-8 35 5'-9' 36 4'-1' 52 5'-0' S22
9'S' 45 3'-1' 77
140-1 B'-11' 27 11'5' 27 .11'-8' 23.- T9'40
Open Structures
Open Structures Screen Rooms
Screen Rooms
Overhang
Wind
Glass 8 Modular Rooms Ove
MonoSlo ed Roof
Zone
8 Attached Covers
182 -3 - 4 All
Enclosed
s .Moad* s anlload' s Nloa&
Car
1&2 3 4
t0'-9' 23 13'-3' 23. 13'5' -23
182 3 4. 182 3
3'-9' 55
4
11'-2' 20 13'-t0' 20 15'-1' 17
s anlload•- s paneoad•-'s annoad• s anlload" s annoad• s .Moa& s annoad' s an/load• s anlload' R
21- 25 7'-6' 25 T5' 16 26 T.5' 26 T5- 26
8'-3' 51 10'-7` 45 10'.10" 45' 3'-3' 89
140-2 9'-9' 37 12'-T 27 t2'-10' 27 8'S' 46 '11'-0' 40 11'-3' 40 T-10' 59 9'S' 59 9-10' 59
6'-11' 20 8'-2' 20 8'-4 . 17 5'-10' 28 7'-2' 28 TZ' 26 5'4'
12'-8' 27 12'-11' 27 8-7'. 40
6 6'-9'
Glass 8 Modular Rooms
6'S' 23.9T-11'
WindMonoSlo ed Roof
205S'3
Enclosed -
6'-10' 33 6'-11" 33 5'-1'
6'-5'
182 -. 3., 4 1&2 3 4 All
MPH s annoad* s .Moad• s .Moad•' s anlload'
sP.
Moad' s annoad•
34
Roofs
T-9' 21
11.4- 23 .14'-4•' 23 15'-3' 20 10'-11' 27 13'-1 27 13-10' 27
6'S' 356'-10". 35 4'-11'
11'3' 25 13'-11' 25 -7- 21 10'4' 32- 12'-10' 92. 13'-T 32
45 6'-3'
12'-i; 20 15-11' 17.16'4' 17
6'-2' 27 T4 27 T-5' 23 5-3' 39 6'-5"` 396'-7' 39 4'-9"
11'5' 23
V366-8'3
S1 6'-0'.
tI-
5'-11' 31 6-1 T-2' 314-11'fi
10'-11' 27 73'-7" 27 13'-10' 27
6'-1" 46 6'-3' 46 4'-9"
150. 10'-5' 32 72' -if 32 .13'-2' 32.
S1 6'-0'-
3'4'. 102
5'-11" 3161:'•T-2'
Allo 3105 H -7d or H -25r
110 13'-0' 14 17'-3` 14 1T-7' 14
31 4'-116 6'-i" 466-3' 46 4'-7"
Overhang
Wind
59 5'-9'
Enclosed
5'-7' 36 6'-e" 36 6'-9' 36 4'-9• 52 5'-10' S25'-11' 52 4'4"
s .MMad' s .oa& s .Moad' s .Hilo.& -s anlload' s .Moa&
66. 5'S' S
Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel
Table 7.1.2 Allowable Spans and Design / Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Table 7.1.3 Allowable Spans and Design I Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
Hera: . ora. roor pane, w,om = room wain +wan wiam + overhang. -uesign or applied load based on the affective area of the panel
Table 7.1.4 Allowable Spans and Design /Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Open Structures
Open Structures Screen Rooms Glass 8 Modular Rooms Overhang
Wind MonoSlo-ed Roof 8 Attached Covers Enclosed Rooms Cantilever
Zone 1&2 3 4 182 - 3 4 182 -3 - 4 All
MPH anlload* s .Moad* s aM oad• s .Moad* s anlload' s Nloa& s anlload* s anlload• s .Moad* Roofs
100 12'-2' 16 16'-t' 13. 16'-5' 13 t0'-9' 23 13'-3' 23. 13'5' -23 9'-10- 30 t2'-7' 27 12'-70' 27 4'-0' 45
170 77'-11' 17 115'-10'-114 1 16'-1' 114 10'-5'25 12'-10' 25 9'-3' 36 1T-10' '32 77-7' 32 3'-9' 55
120 11'-2' 20 13'-t0' 20 15'-1' 17 9'8 33 12-1'. 30 43, 11'-7' 39 11'4' 39 3'-7' 65
123 11'-0' 21 13'-T. 21 13'-11' 21 9'4' 35 11'-71' 32 12'-!' 32 8'S' 45 10'-11' 47 11'-2- 41 3'S- 69
I 30 10-8- 23 13'-2' 23 73'-5' 23 8'-11' 39 11'5' 35 11'-9' 35 8'-3- 51 .10'-7' 45 10'-10' 45 3'4' 77
140-1 9'-9'.. 31 12'-T 27 12'-70' 27 e'S' 46 11'-0"- 40- it' -3' 40 8'-3' 51 10'-7` 45 10'.10" 45' 3'-3' 89
140-2 9'-9' 37 12'-T 27 t2'-10' 27 8'S' 46 '11'-0' 40 11'-3' 40 T-10' 59 9'S' 59 9-10' 59 3'-3' 89
150 9'-3' 36 11'-t 1' 32 12'-2' 32 8'-2' S2 705- 46 10'-9'. 4fi T5' 68 9'-3'.' 68 9' - 1 68 i 3'-1' 102
3" x 12' x 0.030" 2 or 5 Rlb Riser Panels Aluminum Allo 3105 H-14 or H-25
12'-8' 27 12'-11' 27 8-7'. 40
Opan.Structures Screen Rooms Glass 8 Modular Rooms Overhang
WindMonoSlo ed Roof Attached Covers Enclosed - Cantilever
Zone 1&2 182 -. 3., 4 1&2 3 4 All
MPH s annoad* s .Moad• s .Moad•' s anlload'
sP.
Moad' s annoad• s Nloacr s anlload' s annoacr Roofs
100 13'-2- 16 17'-5' 13- 1T-9"' 13 11.4- 23 .14'-4•' 23 15'-3' 20 10'-11' 27 13'-1 27 13-10' 27 4'-T 45
110 12'-11' 17 1T+1' 74.., 1T-5'- 14 11'3' 25 13'-11' 25 -7- 21 10'4' 32- 12'-10' 92. 13'-T 32 4'-0- 55
120 12'-i; 20 15-11' 17.16'4' 17 IS10'-T 30 13'-1'. 30 13'-4' 36 9'-5' 43 11'-11' 39 17-3' 39 3'-10•.65
123 11'-11" 21 15'-e' 97 16'-0'.. 17 10'-S 32 12'-11' 32 13'-2' 32140 9'-3' 45 11-10' 41 .12-1 41 4'-0' 69
130 11'5' 23 35 . 12'5" 35 8'-11' 51 1 t' 5' 45 .. 11--8- 45 T-8' 77
140-1 10'-11' 27 13'-T 27 13'-10" 27 9'-2S 46 11'-11' 411 17-2' w -1P S1 tt'-5' 45 .11'5' 45 3'S' 89
140-2 10'-11' 27 73'-7" 27 13'-10' 27 9'-2' 46 11'-11' 40 •12'-2' 40 8'-5" 59 10'-10" 53 11'-1' S3. 3'S' 89
150. 10'-5' 32 72' -if 32 .13'-2' 32. 8'-10' S2 11'-4' 46 1T -T 46 8'-t' 68 10'-5" 60 10'-T 60 3'4'. 102
3" x 12"x 0.050' 2 or s Rib Riser Panels AlUminOm Allo 3105 H -7d or H -25r
110 13'-0' 14 17'-3` 14 1T-7' 14 11-4 25
Open Structures Screen Rooms Glass &Modular Rooms Overhang
Wind Mono -Slopeded Roof - Attached Covers Enclosed Cantilever
Zone 1&2 3' : 4 182 3 4 182 3 4 All
MPH span/load' s an/load' s anlload' s .MMad' s .oa& s .Moad' s .Hilo.& -s anlload' s .Moa& Roofs
100 16'5' 13 20'4' 43 20'-9'. 13 13'5` 23 1T5' 20 1T-10' 20 12'-10" 27 16'-9' 23: 1T-1'
11'-9' 38
110 16'-2' 14. 1g'-11- 14 20'4'. 141 13'-2' 25 1T-3' 21 _.i T -T 27 12'-1' 32 15'-10'
73'-11' 45 11'5• 45
120 15'-1' 17 18'-8' 17 19'-0' 17 12'-5' 30 96'-3' 25 76'-T 25: 71'4' 39 14'-0'. 4'
t23
8'S' S3 10-11" 53
13'-11' 21 18'-4• 17 18'-8• 17 12'-2' 32 15'-11' 26 16'4' 2fi it' -2' 41 73414'-0"
130
8' -it 4 91-5` 46
13'-6' 23 17'-B' 20 18'-0' 20 11'-9', 35 15'5- 29 15'-9' 29 10'-10' 45 13'4' 45 4--0" 77
7401 '12'-10' 27 16'-10' 23 1T-2' 23.
V3915'_3'32
11'-3' 40 13' -it' 40 , 14'-2' 40 10'-10' 45 13'4' 4517-10'
6'-9'. 43
27 16'-10' 23 1T-2' 23 11'-3' 40 13'-71' 40 14'-2' 40 9'-11' S9 17-8' 53 4'-0"
17-2'
8'-3' 21 10'-8' 21 10'-10' 21
32 16'-2' 26 16'5' 26 10'-9' 46 13'-3' 46 13'5' 46 9'-5' 68 12'-2' 60.4'-0' 102
Hera: . ora. roor pane, w,om = room wain +wan wiam + overhang. -uesign or applied load based on the affective area of the panel
Table 7.1.4 Allowable Spans and Design /Applied Loads' (#ISF)
for Industry Standard Riser Panels for Various Loads
Open Structures Screen Rooms
Screen Rooms
Glass & Modular Rooms Overhang
Wind Mo oSlo ed Roof 8 Attached Covers
MonoSlo d Roof
Enclosed
Attached Covers
Cantilever
Zone 1&2 '3 4 ' 1&2 3 4 182 4 - All
MPH s anlload* an/loatl• - ariMoad' s annoad• s-.Moad' s .roto.&, d* Mo12712'-8"
s annoad• Roofs
100 12'-3•' 16 i6'-3" 13. 76'-7' 13 10'-10'. 23 13'4• 20 13'-8• 20 10'-3' 23 17-11" 23 4'-0' 45
15'-7 t' 14 i6'-3' 14 10'-6• 25 12'-11' 21' 13':3' 21 9'4' 27 12'-3' 27 3'-10" 55
13'-i t' 20 15'-3g'-7" 30 t2'-3' 25 17-6' 25 8'-9" 39. 71'-5'.. 3913'-9'
8'-3' 32
2114'-021 9' 5" 32^ 12'-0" 26 12'-3' 26
rd'loSd*,
8'-7' 41 11'-3' 41 3'
13'4' 23 73'-7' 23 9l" 35: 11'-T. 29 11'-10" 29 8'4'% 45 10'-i 1' 45 3'-5' 77
12'-8' 27 12'-11' 27 8-7'. 40 11'-1' 4 11'4• 40 8'4'- 45'. 10'-11' 45 3'-'89
12'-8" 27 12'-113 27'. 8'-T 40 11'-1" 40. 11'4' 40 T-11' S3 70'4' S3 3'-3' 89
12'-0" 32 12'-3•.32 8'-3' 46 t0' -T-46 10'-10' 46 7'-6" 60 9'S' 60 102
3" x 12' x 0.030" 2 o 5 Rib Riser Panels Aluminum Alloy 3105 H-28
7'<' S1 TS' GS 2'4' 89
140-2
Open Structures
6'-Y
Screen Roo
7'-9' d0
Glass 8 Modular Rooms Overhang
Wind Mono -Sloped Roof Attached Covers
fi'-8' 36 8'-3-' 32 8'-S 32.
Enclosed
7'4' 52
Cantilever
Zone 182 3 4 782 3 4- 182 3 6 All
MPH s anlload' s an/load' s anlload' s annoad* s an/load• s anlload* s anlload• s Moad• s annoad• Roofs
100 13'-3' 13 1T-7- 13 1T-11' 13 11'-8' 23 15'-1' - 20' 15'-5' 20 11'-1' 27 13-8 23 13'-11" 23 4'-0' 45
110 13'-0' 14 17'-3` 14 1T-7' 14 11-4 25 14'-0' 21 15'-2' 21 10'-5' 32 12'-11' 27 13'-2' 27 4'-0" 55
120 12'-2' 17 1' 1716'-5' 17 10'5' 30 1' 25 9S" 39 12- 32 12'3' 323'-1' 65
123 17-0'. 17 10' 17162' 77 10'5• 32 12'-11' 26 - 73'-3' 25 9'4' 41 11'-11' 34 17-2' 34 4'-0" 69
130 11'5` 20 3" 2015'-7' 20E 9'-9" 35 12'5' 29 72'-9' 29 8'-11' 45 115' 45 11'-9' 38 S-8' 77
140-1 11'-1"' 275'23 13'-11" 23 9'-3' 40 1t'-71' 34 12'-3' 34 73'-11' 45 11'5• 45 11'-9363'-6840-2
9'S' 27'
11'-1' 275- 23 13'-11' 23 9'-3" 40 11-11' 34 12'-3' 34 8'S' S3 10-11" 53 11'-2• 53 3'S' 89
150 '10'-6" 32 i2'-11' 26 13'-3'. 26 8' -it 4 91-5` 46 115' 39 8'-2' 60 10'5' 60 10'5' 60 3'4' 102
3' x 12" x 0.050" 2 or 5 Rib Riser Panels Aluminom Alloy 31D5 H-28
6'-9'. 43 8'-5" 39 B'-7' 39 2'-9' 65
Open Structures
8'-3' 21 10'-8' 21 10'-10' 21
Screen Rooms'
35 9'-0" 32
Glass 8 Modular Rooms Overhang
Wind - MonoSlo ed Roof 8
182
Attached Covers
10'-2' 43
Enclosed
T-0'
Cantilever
Zone 182 3.- 4
6'-5'- 51
3 4 182 3 4 All
MPH anlload' s annoad'- s anlload' WWI oad' s anlload' s anlload' annoad' s annoad* s annoad* Roofs -
100 16-T 13 20'-6 13 20'-11' 13 13-8':' 20 7T-8' 20 18-0' 20 17-11' 23 16'-10' 23 1T-2'
110 14 20'-2' 14..: 20'-7• : 14 13-3' 21 1T-5. 27 1T-9' 27 12'-3' 27 75'-11' 27 16'4' 27 4'-0". 55`
120 15'-3' 17 18'-10' 17 19'-3' 17 175' 25 t6'S'. 25. 16'-9' 25 11'-5' 39 75'-7' 32 15-5'
Screen Room.
123 14'-0' 17 18'5' t7 78'-11' 17 17.3' 26 76'-7 26 16'5• 26 11'-3' 41 13'-11" 34 15'-2' 34 4'-0' 69.
130 13'-T 20 iT-10' 20 18'-2• 20 11'-10' 29 15W 29 15'-11' 29-. 10'-11' 45 73'5' 38 13'-9' 38 4'-0'..77
140.1 12'-11' 23. 16'-11' 23 1T4' 23 11'4•. 40 14'-0' 34 15'-1' 34 10'-11' 45 13'8+. 38 13'-9' 38 a'-0' 89
140.2 12'-11" 23- 16'-11' 23 1T4' 23 11'4' 40 14'-0' 34 15'-1'
182 3 _ 4 1&2 3
150 16'-T 26
182 3 - 4 All
MPH
roor pane w,ovr =room vnam + wan vnam * overhang. -uestgnor applied load based on the affective area of the panel -
Table 7.1.5 Allowable Spans and Design / Applied Loads* (#/SF)
t
for Industry Standard Cleated Panels for Various Loads
1-314" x 12" x 0.024- Cleated Panels Aluminum Alto 3705 H -14.,H-25
Note: Total mof panel width = mom width a wall width +overhang. -Design or applied load based on the affective area of the panel yJ
Open Structures -
Z LL
do C
Screen Rooms
W} IL J
Z IZ 00LL
Glass-& Modular Rooms Overhang
Wind MonoSlo d Roof
U) p 1--
Attached Covers
LU
Enclosed-
3 -
Cantilever
Zone 1&2 3 4 182 3 4 1&2 3 4 All
MPH aNlo d' a s Moad* span/load' s anlload' s Moad' s anlload• s an/load' spa .Moa& s .Moad' Roofs
700 T-7' 16 10'-7 t' 16 11'-1' 16. 7'S' 23 9'3'' 23 9'-5' 23 T -t' 30; 8'-10':. 27 N-71'- 27 7-11-145
770 8'-3' 17 t0'-9' 77 10'-11' 17 T-3' 28 9'-0' 25 9'-2' 25 6'S" 36 8'-3' 32 8'-5' 32 2'-9' 55
t20 7'-10' 20 9'S' 20 9'-11' 20 6'-17• 33 8'S' 30 B'-8- 30 6'4' 43 T-10- 39 7'-11- 39 T-7' 65-
123 T5' 21 9'S' 21 9'S' 21 6'-9' 35 8'4' 32 8'-6- 32 6'-2' 45 7'-8' 41 T-10` 41 Z-7" 69
130 T4' 23 9'-1' 23 9'4' 23 6'S' 39 8'-1' 35 8'-3' 35 5'-11' S7 7'4' S7 T5' 45 2'-5' 77
140-t T-1' 37 8'-9' 27 8'-11' 27 6'-2' 46 7'S' 40 T-9' 40 5'-11' S1 7'<' S1 TS' GS 2'4' 89
140-2 T -i' 31 8'-9' 27- 8'-11' 27 6'-Y 46 7'S' 40 7'-9' d0 5'S'
s aNioa& ' s an/load' s anlload'
T -Y 59 2'-0' 89
750 fi'-8' 36 8'-3-' 32 8'-S 32. 5'-11' S2 7'4' 52 T5' 66 5'-5' 68 6'S' fib 6'-10' 68 Z-3' 102
1-314" x 12" z 0.030" ClealedPanels Aluminum Alloy:
120 15'-11' 17'.17'-3" 17 .11'-10' 30..13'-3" 30 12'-9' 30 10'-5' 39. 11'-T 39 11'-3-
123
Open Structures
11'-7' 32. 17-11' 32 12'5• 32
Screen Rooms
11'4' 41 10'-11" 47 4'-0' 69
Glass Modular Rooms Overhang
Wind Mono -Sloped Roof
140-1
Attached Covers
9'-T 46 -11'-5' 40 • 11'-1 40 9'-1' S1
Enclosed Cantilever
Zone 1&2 3 4 182 3 4 182. 3 4 All
MPH s anlload* spaspa s anlload* s annoad' spa s 'annoad' span/Toad' spar0oacr Roofs -
700 e'-2' 16 1T-9`. 13 .11'-11' 13 B'-0' 23 .10'4' 23' 10'-T 23 T5' 27 9'S' 27 9'S' 27' 3'-2" 45
110' B''-10' 17 11'-7- 14 11'-9" , 14 7'-10" 25 9'8 25 10'-3' 25 T-7 36 8'-i t' 32 9'-1' 32 2'-11' 55
120 B'-5' 20 10'-9- at 10-11' 20 7'-5' 33 9'-7 30 9'4' 30 6'-9'. 43 8'-5" 39 B'-7' 39 2'-9' 65
123 8'-3' 21 10'-8' 21 10'-10' 21 T-3' 35 9'-0" 32 9'-2' 32 6'S' 45.
120
8'-5'. 4110<'
1Z-8` 30 14'-2' 30. 13'-8'• 30 10'-2' 43
23 10'5'.: 23 T-0' 39 B'S" 35 8'-10' 35 6'-5'- 51 T-11' 8'-1' 45 2'S'77
4'_4- 1231 16-0' 1201- 15'5• 20
9'-5" 27 9'-T 27 6'S' 46 8'-7 40. B'4' 40 6'-5" 51 T-11' 41 8'-1' d5 7-6' 89
10'5" 45
9'-5' 27 9'-T' 27 6'-8' 46 8'-2' 40 8'4'' 40 6'-1' 597'-T' TS' S3 =2'S' Bg
150 7'-2' 36 8'-11'- 32 9'-7' 32 6'4' S2 'T-10' 46 B'-0'. d6 5'-70' 68 7'-2" 68 TZ'- 6B 2'-5' 102
1-314" x 12" x0.032' Cleated Panels -Aluminum Alloy 3105 H-14 0rN-25
Screen Room. Glass & Modular Rooms Overhang
Wind MonoSlo Roof 8. Attached Covers
Open Structures -
Cantilever
Screen Rooms Glass 8 Modular Rooms' Overhang
Wind Mono -Sloped Roof
s anlload' s annoad' spanlload'
Attached Covers
s an/load. s annoad' -Roof.-
Enclosed
20-5' 13 -22'-10' 13 ' 22'-1'. 13
Cantilever
Zone 182 3 _ 4 1&2 3 4 182 3 - 4 All
MPH s- anlload* s .Moad' s .Moad' s anlload* s .Moad' spaannoad' s anlload* s aNloa& so. Roofs
100 11'-7' i6 13'-9'• 13. 15'-0" 13 9'-5' 23 12'-1' 20 12'4' 20 8'-11'. 27 11'-6" 27" 71'5'; 23 3'S' 45
110 10'-77' 17 t3'S' 14 13'-9' 14. 9'-2' 21
40 1150
5' 32 10'-
1209'-10•
t3'-0' 32 16'-2' 26 15'-T
20.12'-7' 17 12'-11- 17 8'S' 30 11'4' 30 7'-11" 39. 9'-10- 39 10'4- 39 3'-3'65123' 9'-8- 21 IZ-57 17, -12'-8' 17 8'-6' 32 11'-1". 32 T-10" 41 9'S". 41 9'-10" 41 3'-2' 61309'-3' 2312-1' 20 12'4' 20 8'-3' 35l4O9'-7'
10'-9". 35 T5' 45 9'-3' 45 9'S' 45 3'-1' 77
140-1 B'-11' 27 11'5' 27 .11'-8' 23.- T9'40 10'-3" 40 T-6' 45 9'-3' 45 9S 45 2-11 B9
140-2 8'-11 271'5' 2711'-8' 23 T•9' - 40 10'-3'9'-0'
150 e'-5' 3246 9'-5' 46 6'-10" 68 8'-5' 60 8-7' 60 2'-10" 702
Note: Total mof panel width = mom width a wall width +overhang. -Design or applied load based on the affective area of the panel yJ J W Z LL
do C
JQ W} IL J
Z IZ 00LLm2
S.Attached Covers
t` 3
o F
aEU) p 1-- rn
LU
182" 3 - d All
U Q Z o c
w D..J Z QH} Q N- C
d
LLp
CLUIL o. v
z U C/) OfW
L)
110 13'-6' 17 16'-8' 114 1 16'-1' 114 10'-11` 25 12'-3" 25 11'-10" 25
U
10'-10' 36-'10'5'
m v a
Table 7.1:6 Industry Standard Composite Roof Panels Allowable Spans and Design /App lied Loads' -(#/SF) a
3' x 48" x 0.024" Panels A] minum.Allo 3105 H-14 or H-25 1.0 EPS Core DensityFoam W < m u
OfObenStructuresScreenRoomsGlassB'Modular Rooms Overhang
Wind Mono -Sloped Roof S.Attached Covers
t` 3
o F
Enclosed Cantilever
Zone 182 3. 4 182 3 4 182" 3 - d All
MPH ... nlload' s annoad* tiannoad' s .Moad- s an/load• s anlload' spa /load* span/load' s annoad* 'Roofs
100- 15'4' 13 1T-2" 13 16'-7- 13 11' 12'-9'
zO
0
J W
rN
u
LL
z
0
110 13'-6' 17 16'-8' 114 1 16'-1' 114 10'-11` 25 12'-3" 25 11'-10" 25 9'-2' 36 10'-10' 36-'10'5' 32 3'-8' 55'
120 12'-2' 20 15'-1' 17 13'-2' 20 9'S' 33 11'-2' 30 10'-10'-. 30 8'4'. 43 9'4' 39 9'-0' 43 T-5' 65
123 11'-11" 21..13'4• 21 12-10' 21 9'-3' 35 ,10'-11' 32 10'-7"- 32 8'-2' 45 9'-7' 41 8'-9' 45 3'4' 69.
130 71'4' 23 12'5' T 72'-3' 23 8'-9' 39 10'4" 35 -; 9'-6' 39 T -B' - 51 8' -Tr 45 8'-3' : 51 3'-1' 77
140-1 10'5' 27 -11'-9' 27 71'-5" - 27 1' 46 9'-0"- 46 8'-9' 46' 7'-8' 51 S-1- ' 45 8'-3'
140-2 10'5' 27L 1:1'-9' 12Z 1
11'. 32:
3" x W' x 0.030" Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core Density Foam
Open Structures Screen Rooms Glass Modular Rooms Overhang
Wind Mono -Sloped Roof 8 Attached Covers Enclosed Cantilever
Zone 182 3 4 182 - 3 4 782 3 4 All
MPH s anlload' 's aMbad' s anlload' s aNioa& ' s an/load' s anlload' s annoad' span/load' s -ardload• Roofs
100 18'-2'113 20'4' 13 19'-7" 73 13'5' 23 16'
110 17'-8• 14 19'-1' 14 12'-11' 25' '15'-10- 21 15'-3' 21 . 11'-5-, 32 12'-10' 32 12'-5- 32 4'-0-155
120 15'-11' 17'.17'-3" 17 .11'-10' 30..13'-3" 30 12'-9' 30 10'-5' 39. 11'-T 39 11'-3-
123 15'5• 17 16'9. 17 11'-7' 32. 17-11' 32 12'5• 32 9'-7' 45. 11'4' 41 10'-11" 47 4'-0' 69
130. 13'-5' 20 15'-10' 20 10'-11" 35 12'-3' 35 11-10', 35fi75 9'-1'. 51 10'-10' 45 W'-5' 45' 3'S' 77
140-1 12'5• 23 13'5' 27 9'-T 46 -11'-5' 40 • 11'-1 40 9'-1' S1 10'-10' 45 10-5' 45. 3'-5' 89
140-2 12'5• 599 5599'-1' 59 3 " 893212'5' 32- 8'-11" 52 10'5' 46 t0'4'.: 46 T-10' '68 68 8'S' 68 3-3' 102
4" z 48"x 0.024" Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core Density Foam
Open Structures Screen Rooms Glass 8 Modular Rooms Overhang
Wind MonoSlo -ed Roof. - 8 Attached Covers Enclosed Cantilever
Zone 182 3 4 182 3 4 - 182 3 4 All
MPH annoad' annoad' span/ anls load' .s annoad' s annoad' s annoad' as nnoad' s anlload• Roofs
100 1T-9' 13 19'-10' 13 19'-2' 13 14'-2' 23 15'-10' 20 15'-3' 20 13'-2' 27 14'-9' 1271 14'-3' 27 4'-0' 45
110 1T-3' 14 19'-3' 14.. 18'-T 14 13'-10" 25 75'-5' 21 74'-11' 25 11'-2' 32 13'-7' 32 13'-2'. 32 4'-0" 55
120 15'-7' 17 '1T-5" 17. 16'-10' 17 1Z-8` 30 14'-2' 30. 13'-8'• 30 10'-2' 43 12'5' 65
123 15-Y- 17 116'-11-117 16'-5'. 17- 12'4 32 13-10' 32 134' 32 9'-11' 45 11'-7' 41-'10'5' 41 4'-0" 69
130 4'_4- 1231 16-0' 1201- 15'5• 20 10'5• 35 13-2- 35 125" 35 9'-5" 151 110'-6' 45 - 10'-2' S1 3'-11' 77
140-1 13'4' 27 14'-11' 27 14'-5' 27 10'-0' 46. 11'-2' 40 10'-10' 40 9' S' 51 10'5" 45 10'-2' S1 3'4' B9
140-2 13'4' 27'- 14'-11' 27 14'-S 27 10'-0' 46 11'-2" 40 10'-10' 40
150 12'5' 32 14'-0'. 32 :-13'5' 32 9'4'- 52 10'-5' 46 10-i 52 8'-2' 68 9'-7 68 8'-10' 68 3-2'102
4" x 48" x 0.030" Panels Aluminum Alloy 3105.H-14 or H-251.0'EPS Core Density Foam
OpenStructures Screen Room. Glass & Modular Rooms Overhang
Wind MonoSlo Roof 8. Attached Covers Enclosed. Cantilever
Zone 1&2 3 . 4 - 1&2 3- 4 182 3 d All
MPH '.s Nload' s annoad' -s anlload* s anlload' s annoad' spanlload' annoad' s an/load. s annoad' -Roof.-
100 20-5' 13 -22'-10' 13 ' 22'-1'. 13 16'4' 20 18'-3" 20' 1TS" 20 15'-3' 23 17'-0' 23 16'-5' 23 4'-0' 45
110 19'-17" 14' 22' 3- ib 21'5• 21 1T-10' 21 1T-3' 21 1 _11". 32 15'-9" 27 15'-2'. 27 4'
120 1T11" .1220-1" 17. 19'-5": 30. :.:16'.4- 7s -5•_0• >c 11 -e' t3' 1` 12'5+:..
123 1T5' 17 10-7' 77 18'-11' 32 15-11 26 15'-5' 26 it' -5' 41 12'-9' 41 12'4' 47 4'-0', 69
130 16'5' - 20 18'5'- 20 17'-10' 35 15'-2' 29 13'4' 351'45E237 12'-2' 45 11'-9' 45 4'-0' 77140-1 15'-5"' 23 1T-3' 23 16'5" 40 12'-11' 40 12'5' 40 70'-11' 45 12'-2' 45 11'-9' 45 4'-0' 89
140-2 15'-5• 23 1T-3'.. 23 16'5' 40 1150t3'-0' 32 16'-2' 26 15'-T
Of 3 Wp M
a
cW)
3U
0 tL uU) Q
zQ t` 3
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Z J N
a
Q 7F
Ua 2
Zvo
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pC.O r`Onr n
O
n 2
DN D
zO
0
J W
rN
u
LL
z
0
Z LL a C
LV x o 3
OF
Z c
W W
ham-
a'z
aid
0:
Lou
C 0 O_ v C
Of00 C U C
J W
O Ct. DJOori_ N cp D
t7
LUILL
L
W .5 o" o
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to00 U 0' m 1
l- W C U cO H
W
Z LL CL
H
Na.. W
W W
e
J _
WZ Q' o
9 w o
Z I-- N
W. LL V
n W
WrrA
D,.
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Note: Total roof panel WidthWidthro om en oveWidth +wall Width +rhang. *Design or applied load based on the affective
o U'
ve area of the panel
W W _ Z
to SEAL O
w 4
LLO
w
SHEET z
7 toJW zZ
0
W
UJ
999 ///
z
Q W
12 m
08-12-2010 OF
MANUFACTURERS'PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
o
ON TOP AND BOTTOM LOCK GROOVE O '' 4
0a
m o
01
L0
p
F -
co - - - .W-1 x •
T 48. .
1.0# OR 2-0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" _
3105H-14 ORH-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 J
tilQCd
Z fn in '5 I-
o Q 2 W' w
2 O U o
Z
a O n mZ
O ui
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#/SF) Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and'Design /Applied Loads' (#/SF) ° J m vManufacturers' Proprietary Products: Statewide Product Approval #FL1049 - Manufacturers' Proprietary Products: Statewide Product A to W
p ry Approval #FL7049 J } E ZWJmW3" x 48" x 0.024" Panels Aluminum Allo 3105 H-14 or H•25 1:0 EPS Core DensityFoam 3" x'48" x 0.024" Panels Aluminum Allo 3105 H-04 or H-25'2.0 EPS Core Densf Foam W Q z W a Wind Oen Structures Mono Sloped Roof Screen Rooms &Attached Covers Glass &'Modular Rooms Enclosed Overhang Wind. Oen Strictures MonoSlo ed Roof Screen Rooms &Attached Covers Glass &Modular Rooms Enclosed. Overhang , Z a 3Zone1823; 4 1&2 3 4 1&2- - 3, 4 Cantilever Zone 1&2 ' 3 4 182 3 4 182 3 4' Cantilever r
Q 0 gMPHsan/load' s an/load' s anfload' s an/load' s aNload' s anfload' s an/load'.. s anlload' span/load. MPH s an/load* s anlload' span/load' s aNload'.: s aMoad• 's an/load' s an/load' s on/load• span/load' W ,tl.l Z o LL010018'
4"
13 21-1", 13 20'-5" 13 '15'-1' 20 16'-10" 20 16-3 20 12'-11' 27 15'-8" 23 15'-2' 23 4'-0° 45 100 20'-8" 13. 23'-1' 13 22'4 13 16'-6` 20 18'-5' 20 1T-10' 20 15=5' 23'.:17-2- 23 16'-7- 23 4'-0" 45 U. ( W o - O11018'-0' 14 20'5" 74 19'-10" 14 ..73'5" 25 - 16'-5'- 21.' 15'-11".. 2t' 11'-17' 32 ' 13'4" 32 12'-10" 32 4'-0" 55 110 20'-1" 14 22'-5" 14 21'-8' 74 16'-1" 21..78'-0' 21 1T-5" - 21 13'-1' 3215'-1.1'. 27 15'4" 27 4'-0" 55 a ..J
N Z
120 16'-T 17 18'-T 17 17'-11' 17 •12'4" 30 15'-1" 25- 13'-3"` 30 10'-9" 39 12'-1" 39 11'-B' 39 4'-0" 65 :120 18'-2" 17 20'4' 17 19'-8" 17- IS -6 30 16'5' 25 15'-71" 25 11'-10" 39 13'-3" 39 12'-9' 39 4'-0" 65. W m O
123 16'-2" 17 - 18'-1' 17 1T-5^- 17: 12'-0' 32 1355 32 12'-11" 32 10'-7" 41 IV -10- 41 11'-5" 41 4'-0" 69 123 1T-8" 17 t9'-9" 17. .19'-1' 17' 13'-2' ` 32 16'-1' 26 15'-T 26 11'-T 41• 12'-11" 41 12'-6"' 41.'.4'-0 69 O L o LD13015-3' 20 1T-1" 20 d6'S" 20 11'-5' 35 12'-9" 35 12'4'' 35 9'-5' S1 11'-3'" 45 10'-70` 45 3'-10" 77 130 16'-g" 20 18'-8" 20 .18'-1" 20 12'-6 35. 15'4 29 13'-6" 35 11'-0" 45 12'4" 45 11'-11" 45 4'-0 77. Z U Q U
140-1 12'-11' 27" 15'-11. 23 15'-4" 23' 10'-8' 40 _tt'-11'. 40 11'-6- 40 9'-5" 51 11'-3' 45 10'-10'- 45 .3'-7 89' 140.1 15'-7," 23 -17'-5' 23 16'-10' 23 11'-8'. 40 13'-1' 40 -12'-7" 40 11'-0" 45 12'4` 45 11'-11". 45 3'-11" 89, O -rn ix140-2 -12'-11' 27 15%11' 23 15'-0' 23 10'S' 40 11'-11• 40 11'-6" 40 8 9' :59 10'-4' 53 '9'-61 S9 3'-7" 89 - -140-2 -15'-7" 23 17'-5" 23 16'-10- 23 11-8- 40 '13'-1" 40 12'-7" 40 9'=T 59.11'4' 53 10'-11" .53 3'-t1" 89" - Q J c w
150 12'-0" 32 13'-5' 32 12'-11' 32, . 9'4' S2 1.1'-1" 46: 10'-9" 46- 8'-2" b8 9'-2' 68 .8'-90" 68 3'-0" 102 150 13'-2" 32 16'4"-- 26 15'-9" 26 10'-11" 46 12'-2". 46 11'-9" 46 8'-11" 68 10'-8` 60 10'4' 60 3'S' 102 a (n - O v
3" x 48" x 0:030" Panels Aluminum Allo 3105 H-14 or H-25':.1-0 EPS Core Density Foam - - 3"x48" x 0.030" Panels Aluminum Alla 3105 H-14 or H-25 2.0 EPS.Core.Densi Foam - U z -'g Z
v W m WWindOen. Structures Mono Sloped Roof Screen Rooms 8 Attached Covers :Glass B.Modular Rooms Enclosed Overhang - -Wind Oen Structures Mono -Slopeded Roof Screen Rooms.8 Attach ad Covers Glass & Modular Rooms Enclosed. Overhang FZone1&2 3 4 1&2 3 -.4 1&2 3 ,4.." Cantilever Zone 182 3.. 4 182 3 4 1&2 3 4 Cantilever W W v
MPH)1 anlload' s anlload' span/load' s an/load', s an/load• s pan/load• span/load' s an/load• s anfload' - - - - MPH s anlload'. s anlload' s an/load' s an/load• s au/load• -s anfload' span/load' s p anlload' span/load' Lu Of T-
100 22'-2" 73 24-9" 13 23'-11'113 17.'S' 20 19'-9"- 20 19'-1" 20 16'5" 23 18'-57 23 1T-10' :23, 4'-0" 45 - 700 24'-3" 13 3T-1' 13 26'-2":- 13 19'-4":.20 27'-8' 20 20'-11" 20 18'-1' 23 20'-2' 23 19'S' 23 4'-0"' 45 U Z U J
o
110 21'-6" 14 24-1" 14.::23'-3`' 14 17'-3" 21.. 19'-3' 21 18'-8' 21 15'-3" 27 1T-0" 27 16'-5 27 4'r0" 55 NO 23'-7` 14 ,26'4" 14 25'5" 14 18' -ti` 21 21'-2". 21 20'-5" 21 16'-8 27 18'-8' 2Z: 18'-0" 27 4'-0" 55= Y
0
W iL _ 120 19'5' 17 21'-9" 17 21'-0".' 17 15'.-10° 25. 1T-8" 25 17'-1' 25 12'$" 39 '15'rT 32. 15'-1' 32 4'-0' 65 120. 21'4' 17`. 23'-10" 17 -23'-0' 17 --1T4` 25 19'-4' 25'. _18'-9'. 25 15'4'+-2 - 17'-1'.: 32 16'-6' 32 4'-0" 68
123 18'-11" 17 21'-2 17 20'5" 17 15'-5" 26 1T-3' 26 .;76'-8". 26 12'-5" -41 15'-2' 34 93'-0` 41 4'-0 69 _ - 123 20'-9'. 17 23'-3' 77: 22'-5" 17 16'-1 t" 26 18'.-11' 26 18'-3" 26 13'-T 4t 16'-8" 34 16'-1' 34 4'-0" 69
o
Z J N
130. 17-11' 20.20'-0" . 20 19'-0' 20 13'-0' 35 16'-5'- 29 15'-10" 29 11"-9"' 45 13'-2' 45. 12'-9^ 45 4'-0' 97 130 19'-7" 20 21'-11" 20 27'-2' 20 16'-t" 29 1T-11' 29 ' 1T4" 29 12'-11" 45 15'-8'. 38 15'-2' 38 4'-0' 77 O' Q140.1 16'-8" 23 <18'-8' 23 18'-0" 23 12'5' 40 15'-2" 34 13'-6' 40 11'-9" 45 13'-2" 45 12'-9'- 45 4'-0' 89 140-1 , 18'-3" 23 20f-5' -. 23 19'-9" 23 13'S" 40 -:.16'-T 34 16'-1' 34 12'-11' 45 15'-8' 38 15'-2' 38 4'-0' 89 Q-- 140-2 16' 8" •23 18'-8' 23 18'-0"- 23 12'-6' 40- -.15'-2' 34 13'-6' 40 10'-10' S3 12'-2' 53 17'-9' S3 4'-0` 89 140-2. 18'-3". 23 "20"5' 23 19'-9' 23. 13'-8'. 40 16'-T 34 76'-1" 34- 11'-11" 53 13'4' 53 12'-10' S3 4'-0" 89. U -
150 15'8" 26 17'-6" 26 16'-11' 26- 11'S' 46 13'-0" 46' 12'-7- 46 9'-7' 68 17'-5' 60 11'-0' 60 T-11" 102 150 1T-2" 26 19'.-2' 26. 18'$, 26 12'-9- 46. t5'{• 39' 13'-10` 46 11'-2' 60 12'-6" 60 12'-1" 51 4'-0" 102 t+-
4" x 48" x 0.024" Panels Aluminum Allo 3105-H-14. or H-251.0 EPS Core DensityFoam I - - - 4" x 48" x 0.024" Panels Aluminum Allo 3105 H-14 or H-252.0 EPS Core Densityfoam F t} m F -
Wind Oen Structures Mono Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang Wind Oen Structures Mono Sloped Roof Screen Rooms:&Attached Covers - Glass & Modular Rooms Enclosed Overhang IZ
d' QZone1&2 - 3' - 4 1&2 3 4' " 1&2.: 3' .4 Cantilever - Zone. 1&2 3 4 182 3 4 1&2 3 4 - Cantilever O d
MPH s an/load' spa s an/load' s anfload' s ardload' s aNload• s an/load' s an/load' s an/load' MPH s anlload• 's"an/load' s paNload• s an/1oadS s anlload' s anlload' s an/load• s aNload• s aMoad' Z . 100 20'-8" 13 23'-2" 13 22'4 13- 16-6- 20 18'-6" 20 tT-10' 20 15'-5 23 17'-3' 23 16'E8'. 23 4'-0` 45 - 100 22'-8" 13 25'-4• 13. 24'-6` 13 18'-1" 20 20'-3" 20 .19'.-7" 20 -16'-11" 23 18'-11" 23 18'-3--. 23 4'-0"` 45 O Z N n - 110 20'-1" 14 22'-6" fi42 14 16'-2" 21 ]8'-0' 21 1T-5" 21. 13'-1"-" 32 15'-11` 27 15'4" 27- 4'-0" 55 110 22'-0"' 14 24'-8' .14: 23'-10'" 14 1T-8" 21 19'-9" 21 -79'-1' 21 15'-7" 27 1T-5" 27 16'-10' 27 4'-0' S5 to
it Z
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120 18'-2" 17 20'4"- 17 13'-6' 30 16'5"' 25. 15'-11" 25, 11'-10' 39. 13'-3' 39 12'-9' 39 4'-0" 65 120 19'-11- 17 22'-3' 17' 21'5" 17 16'-2" 25 18'-1'. 25 17'-6" 25 12'-11" 39 "16'-0 32 15'66' 32 4'-0" 65 Z J Lu'_ M c1 .W.
123 17-9 17-'19'-10' .17 -`73'-2' 32 16'-2' 26 15'-7" 26 11'-7" 41 12'-11' 41 12'-6" '41 4'-0" 69 123 19'-5' 17 21'-0' 17- 20'-11' 17 15'-10" 26 tT-8': 26 1T-1" 26 12'-8' 41 15'-T 34 15'-1" 34 4'-0" 69 Z
LL Z., u_ # - O130- 16-9' 20 18-9' 20 121-6' 35 15'4 29 13'-6" 35 11'45 12'-4' 45 11'-.11'. 45 4';0' 77 130 18'4- 20 20'5" 20 19'-10' 20 15'-0" 29 16'-10' 29 .16'-3` 29 12'-1" "45 IT - 45 13'-0" 45 4'-0 77 - U tl.l CO m x E140-1 15'-7" 23 1T-5' " 23 11'-8' 40 13'-1' 40.'12-8 40 11'-0' 4512'-0" 45 11'-/1' 45 3'-11' 89 140-0 1T-1' 23 19'-1 ": 23 18'-5'. 23 12'-10" 40 15'-6' 34-:15'-0" 34 12'-1'- 45- 13'5' 45 .1'-'45 489 mo140-2 15'-7" 23` 16!4' '
23 11'S' 40 13'-t' 40 12'-8 40 9'-T Sg 11'4' S3 10'-11: 53 3'-11" 89 140-2 1T-1- 23 19'-1"- 23 18'-5' 23 12'-10" .40 16-6". 34- 15'-0' 34 11'-1" 53. 12'-5" 53 12'-0' 53 4'-0" LU50v13'-2" 32 '16'-0". ' 26 10'-14" 45 72'-2" 46 11'-9" 46 a•ar ss 10'-8' 60 10'-0'- 60'. 3'S' 102 750 16'-0' 26 1T -ti" 26 77'4'- 26 11!-11" 46 -13'-4" 4'o t2'-11' 46 10'-5' 60 11'-6- 60 11'-4' fi0 ' 4'-0" 102 - t~q .. - O-
4" x d8" x 0.030 PanelsAluminum Allo 3105 H-14. or H•25 1.0 EPS Core Densi .Foam : - - 4" x 48".x 0.030" Panels Aluminum Allo 3105 H-14 or H-25 2.0 EPS Core DensityFoam W Z - ¢ 1= ani
1 Wind Oen Structures Mono Sloped Roof Screen Rooms & Attached. Covers Glass,&Modular Rooms Enclosed Overhang Wind Oen: Structures Mon oSloped Roof Screen Rooms& Attached Covers Glass & Modular Rooms Enclosed Overhang 0. tY N j a r U
Zone - 1&2 3 4 -d&2, 3 4 • 1&2 3 4:- Cantilever C 1`- _ q pZone. 182 3 4 - 182 3 4 1&2 3' 4' Cantilever O.O C rn, nOOHan/load*
13 26a8
oa 3 25a9 lo'd' 3 1 19aNIoadO:_ sp riloa O 20an/loa -
47 O ''
7a
n/loa2d3' 79-'
OMoad'
19a2
l0 23' 4=0" 45 -
MPH s anlload• s aNloatl' s aMoad' s anlload' s anlload• s anlload' s an/load• spa s an/load•. LL LL O. j o Z O
100 26'-2 13 29'-3" 73 '28'-3` 13- -20'-10" 20 • 23'-4' 20 22'-7" 20 19}6' 23 21'-9' 23 21'-0• 23 4'-0 45 O -W [ o d W
110. 23'-2" 14. 25'-11'. 14 25'-1' 14 18'-7^. 21 20'-9' 21 20'-1'- 21 16'-5" 27 18'-4- 27 1T-9' 27 4'-0' S5 110 25'-5' t4 28'5' 14 2T-5' 14 20'4" 2t 22'-9". 21 22'-0 21 .1T-11' 27 "20'-1' 27 19'-5' 27 4'-0" 55 Q _(9 - N t _ WE - - 120 20'-11` 17. 23'-5' 17 22'-8" -17 1T-0" 25. 19'-1"- 25-..'18'-5" 25 15'-1" 32 16'-10" 32 16'-3" 32. 4'-0" 65 - 120 22'-11" 17' 25'-8', 17 24'-10' 17 18'-8':. 25 20'-10' 25- 20'-2 25 16'5" 32. -18'-S 32 1T'-10" 32 '4'-0" 65 > a 111 ,a o_ ro IYI12320'-5' 17 22'-10' 17 22'-1" 17. 16'-8' 26 s18'-7' 26 IT -11- 26. 13'4" 41 16'-5" 34. 15'-10" 34 4'-0` 69 : 123 22'4" 17 25'-0' 17 24'-2" 17 18'-3" 26 20'5" 26 19'-8' 26. 16'-F. 34 1T-11' 34 17'-4' 344'-0" 69 W-4. m W
130 19'-0' 20 21'-7 20- 20 70' 20. 15'-10" 29 1T-8' 29 1T-1" 29 12'-6' 45 15'-5". 38 13'-9' 45 4'-0 77 _ 130 21'-2" 20 `<23'S' 20 27210' 20 17'4" 29 19'-5". 29 -18'-9" 29 15'-2' 38 16'-11" 38 16'4'. 38 4'-0" 77fn 0ca
140-1 1T-11"- 23 20'-1'.23 19'5•. 23 -.13'S'. 40 :16'4" 34'..15'-9' 34 12'-8' 45 15'-5' 38, 13'-9' 45 4'-0" 89 - 140-1 19'-8' 23,21'-11' 23 21'-3" 23 16'-0" 34 1T-11 34 1T-3'. 34 15'-2"- 38: 16'-11' 38 16'-4' 38 4--0" 89 C (j c O
140-2 17'-1P 23 20'-1" 23 19'-5' 23 13'5' 40 16'4' 34 15'-9 34 11'-8' 53 13'-1" 53 12'-8' S3 4'-0" 89 „-:- 140-2 19'-8" 23 21'-11' 23 21'-3' 23. 16'-0" 34 1T-11' 34 1T 3"- 34 12'-10" 53. 15'-9' 44` 15'-2' 44- 4'-0' 89 *' W O. O ~
150 " 16'-10" 26 18'-10' 26 18'-3' , 26 12'-7- 46 15'-3' 39 13'-7' 46 10'-11' 60 12'4" 60 t t'-11" 60 4'-0' 102 - - .O LL /
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H1501 &-6 26 20'-8 , 26 19'-11' 26 13'-9' 46 16'-8' 39 16'-2" 39 12'-1'" 60 13'-6" &0 13'-0 60 4'-0" 102 - Z W O
Note: Total roofpznel width =room-width+.wall width +overhang. 'DesignbrappliedIoad basedon the"affective area of the pane6
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
x 48"
1:0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & L/180
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#/SF) Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Manufacturers' Prourietary Products: Statewide Product Anornval 8FI 1neo
Note: Total roof panel width =room width + wall width + overhang. 'Design or applied load based on the affective area of the panel note: Total roof panel width =room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
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2.00"
A = 0.423in_'
0.043" o Ix = 0.233 in.'
Sx = 0.233 in'
6061 - T6
2" x 2" x 0.043" HOLLOW SECTION
SCALE 2" = 1•-0"
2.00" T
A = 0.580 in?
0
4 Ix = 0.683 in.'
0.045"
Sx = 0.453 in'
6061 - T6
x 3" x 0.044" HOLLOW SECTION
SCALE 2"= 1•-0"
2.00"
o A = 0.745 in?
0.050" Ix = 1.537 in'
Sx = 0.765 in?
6061 - T6
2" x 4" x 0.050" HOLLOW SECTION
SCALE 2"= 1'-0"
2.00"
0
o A= 1.005 in.' 16
0.060" Ix = 3 in. Sx = 1.26.268 in'
6061 - T6
2" x 5" x 0.060" HOLLOW SECTION
SCALE 2" = 1•-0"
3.00"
A = 0.543 in?
Ix = 0.338 in'
0.045" Sx = 0.335 in?
N
6061 - T6
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = T-0"
3.00"
A= 0.826 in?
0.070" oo Ix = 0.498 in'
N Sx = 0.494 in'
6061 - T6
3" x 2" x 0.070" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00
A = 0.868in.2
Ix = 2.303 in.'
o Sx = 1.142 in.'
0 6061 - T6
NOMINAL THICKNESS:
0.045" WEB, 0.044"FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 4" x 0.045" x 0.043"
SELF MATING SECTION
SCALE 2"= 1•-0"
2.00"
I I
A = 1.049 in?
0 Ix = 4.206 in.'
Sx = 1.672 in'
Lo
Ljefl6061 - T6
NOMINAL THICKNESS:
0.050" WEB, 0.058" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.058"
SELF MATING SECTION
SCALE 2"= 1•-0"
2.00"
I A= 1.187 in?
o Ix = 6.686 in' 0
Sx = 2.2171n?
6061 - T6
NOMINAL THICKNESS:
0.050" WEB, 0.060" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.060"
SELF MATING SECTION
SCALE 2" = 1•-0••
2.00"
o A = 1.351 in?
Ix = 9.796 in.`
Sx = 2.786 in'
6061 - T6
NOMINAL THICKNESS:
0.055" WEB, 0.060" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.055" x 0.060"
SELF MATING SECTION
SCALE 2" = 1•-0-
200
I I,
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0
06 A = 1.880 in?
Ix = i7.315 in'
Sx = 4.312 in?
6061 - T6
NOMINAL THICKNESS:
0.045" WEB, 0.044" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.070" x 0.112"
SELF MATING SECTION
SCALE 2" = 1•-0"
2.00"
I 1-11 I
m
A = 1.972 in?
Ix = 21.673 in'
Sx = 4.800 in'
6061 - T6
NOMINAL THICKNESS:
0.070" WEB, 0.102" FLANGE
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.070" x 0.102"
SELF MATING SECTION
SCALE 2" = 1•-0"
z.0o^T
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A = 3.003 in?
Ix = 42.601 in'
Sx = 8.493 in'
6061 - T6
NOMINAL THICKNESS:
0.090" WEB, 0.187" FLANGE
STITCH W/ (1)'410x3/4" S.D.S. HEX HEAD @ 12" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.090" x 0.187"
SELF MATING SECTION
SCALE 2"= 1'-0"
0
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0
e
5.00"
5" EXTRUDED GUTTER
SCALE 2'= 1'-0"
A= 1.071 in?
Ix = 2.750 in.
Sx = 1.096 in.'
6061 - T6
NOMINAL THICKNESS:
0.070" TYPICAL
RAISED EXTERNAL IDENTIFICATION MARK TM
FOR IDENTIFICATION OF EAGLE 6061
ALLOY PRODUCTS
SCALE 2" = 1"
EAGLE 6061 ALLOY IDENTIFIERT" INSTRUCTIONS
FOR PERMIT PURPOSES
To: Plans Examiners and Inspectors,
These identification instructions are provided to contractors for permit purposes. The detail below illustrates
our unique "raised" external identification mark (Eagle 6061' ) and its location next to the spline groove, to
signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the
proper alloy is used in conjunction with the engineering selected for construction. We are providing this
identification mark to simplify identification when, using our 6061 Alloy products.
A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is
purchased. This should be displayed on site for review at final inspection.
The inspector should look for the identification mark as specified below to validate the use of _6061
engineering.
EAGLE 6061 I.D.
DIE MARK
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GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum;
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb / c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 1/2" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coals of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1.500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Associalon and should not be used.
9. Any project covering a pool with a salt water chlorination disinfection
system shall use the above recommended fasteners. This is not limited to
base anchoring systems but includes all connection types.
SECTION 9 DESIGN STATEMENT:
The anchor systems in the Fastener section are designed for a 130 MPH wind
load. Multipliers for other wind zones have been provided. Allowable loads
include a 133% wind load increase as provided for in The 2007 Florida Building
Code with 2009 Supplements. The use of this multiplier is only allowed once and
I have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi; Shear 24,000 psi
Table 9.1 Allowable Loads for Concrete Anchors
Screw St. e
d = diameter
EmbedmentDepth
in.)
Min. Edge Dist 8
Anchor SpacingI5d (in.)
allowable Loads
Tension Shear
98
ZAMAC NAILIN (Drive Anchors)
122
1/4" 1-112" 1 1-114"
2" 1 1-114-
273#
1 316# 1
236#
236#
255
TAPPER (Concrete Screws)
10 0.190"
3116" 1-114^ 15/16"
1-314" 15/16"
288#
371#
167#
259#
114" 1-114" 1-114"
1-314- 1-1 I4"
427#
544#
200#
216#
3/8" 1-112" 1-9116"
1=314" 3-318"
511#
703#
402#
4554
POWER BOLT (Expansion Bolt
327
114" 2" 1 1-114"624#
0.250"
261#
5116^ 3' 1-718^ 936# 751#
3/8^ 3-1/2^ 1-9116" 1 1,575# 1 1,425#
112' 5" 2-112" 2,332# 2,220#
333
POWER STUD (wedge -Bolt 0)
508
SI16" 0.3125"
1/4" 2314"1-114" 812# 326#
318" 4.114' 1-718". 1,358# 921#
1!2" 6" 2-112" 2,271# 1,218# -
SIB" 7" 2-114" 3,288# 1 2,2029
e ya
2-112" 2-114" 1 878# 1385#
3/8" 1 3-112" 3-114" 1 1,705# 916#
112" 4" 3-3/4" 1,774# 7,095#
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to rawl may be substituted.
4. Anrhors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be Sd.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of 5d have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2" x 6" beam with:
spacing = T-0" O.C.
allowed span = 20'-5" (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 1/2(20.42') x 7' x 10# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
427#
Therefore, use 2 anchors, one (1) on eachsideof upright.
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete.
Screw/Bolt
Edge
Distance
Allowable Tensile Loads on Screws for Nominal Wall Thickness t') (lbs.)
98 0.164" 122 139 1 153
1.40
228 255
1.60
10 0.190" 141 161 177 263 295
TYPE OF FASTENER ='Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent)
12 0.210" 156 178 196 291 327
1-314": 703# - 26 SF 1406# - 51 SF 2109# - 77 SF 1 2812# - 103 SF
14 0.250" 186 212 232 F609 347 389 529
1/4" 0240" 179 203 223 333 374 508
SI16" 0.3125" 232 265 291 433 486 661
318" 0.375" 279 317 349 520 584 793
1/2' 0.5D" 373 423 465 693 , 779 1057
1-314"-
Allowable Shear Loads on Screws for Nominal Wali Thickness t') (lbs.)
Screw/Bolt.
3/8"e 2-1 /2" 1205# - 34 SF 2410# - 68 IF NIS - 102 SF 4820# - 136 S
Single Shear
3-112" 1303# - 37 SF 2606# - 73 SF 3909# - 110 SF 5212#
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125-
8 0.164" 117 133 147 192 218 245
910 0.190" 136 154 - 170 222 253 284
12 0310" 150 171 188 246 280 293
14 0.250" 179 203 223 292 333 374 508
1/4" 0.240" 172 195 214 281 320 1 358 487
5116" 0.3125" 223 254 279-,. 366 416 467 634
3/8" 0.375" 268 305 335- 439 - 499 560 761
112" 0.5D"357 406 447 585 666 747 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness t') (lbs.)
Bolt Double Shear
Size Nd 0.044" 0.050" 1 0.055" 1 0.072- 1 0.082' 1 0.092" 0.125"
114" 0.240" 343 390 429 561 639 717 974
5116" 0.3125" 446 508 559 732 832 934 1269
3/8" 0.375" 536 610 670 878 998 1120 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; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6 1 1269
5052 H-25 1522
6005 T-5 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension Shear
5d 1.00 1.00
6d 1.04 1.20
7d 1-08 1.40
8d 1.11 1.60
9d 1.14 1.80
10d1.18 WIND2.00
11d 121
TYPE OF FASTENER ='Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent)
12d 1 1:25
TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent)
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 27.42 #/SF
Fastener
am. Inin. edge min. ctr. - No. of Fasteners !Roof Area (SF
dlstanra to ctr. 1 1 Area 21 Area 31 Area 41 Area
114" 112" 518" 1,454 - 53 2,908 - 106 4,362 - 159 5,819 - 212
5116" 318' 7/8" 1,894-69 3,788-138 5.682-207 7,576-276
318" 314" 1" 2,272-82 4.544-166 6,816-249 9.088-331
112" 1" 1-114" 3,030-110 6,060 - 2211 9,090 - 332 12,120 - 442
Table 9.56 Allowable Loads & Roof Areas Over Posts
for Metal to Meta(, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #/SF.
fastener
diam. min. edge min. ctr. No. of Fasteners / Roof Area SF
distance to ctr. 1 /Area. 21 Area 1 3/ Area 1 4 ! Area
114" 111" 5/8" 1,454-41 1 2,908 - 82 1 4,362 - 125 5,819 -164
5116" 3/8" 7/8" 1,894 - 53 3,788 -1071 5,682 - 160. 7,576 - 213
318" 314" 1" 2.272 -64 1 4,544-1281 6,816-1921 9.088-256
1/2" 1" 1-1/4" 3,030$5 1 6.060 - 1711 9,090-256 112,120.341
Notes for Tables 9.5 A. B:
1. Tables 9.5 A & B are based on 3 second
windusts at 120 MPH' g . Exposure 'B'; Allowable Load Conversions
I = 1.0. for Edge
2. Minimum spacing is 2.1/2d O.C. for Edge Allowable Load
screws & bolts and 3d O.C. for rivets..
3. Minimum edge distance is 2d for stews,
bolts, and rivets.
Distances More Than Sd
Multi Iters
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 If I -SF)
IFnr Wln Rnninnc other than 12n MPH It,. 17 n Tahl" .f R..ff,.,", ..
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Distance Tension Shear
12d 1.25 -
11d 1.21 -
10d. 1.18 2.00
9d 1.14 1.80
8d 1.11 1.60
7d 1.08 1.40
6d 1.04 1.20
5d 1.00 1.00
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 If I -SF)
IFnr Wln Rnninnc other than 12n MPH It,. 17 n Tahl" .f R..ff,.,", ..
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of Number of Fasteners -
Embedment 1 2 3 4
For Wind Zones/Regions
1" 264# - 10 SF 528# - 19 SF 792# - 29 SF 1056# - 39 SF
1/4"e 1-112" 396# - 14 SF 792# - 29 SF 1186# - 43 SF 15844 - 58 SF
To Wall -
0
2-112" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF
2" x 4" x 0.044"
1" 312#-11 SF 624#-23 SF 936#-34SF 1248#-46 SF
5116"a 1-112" 468# - 17 SF 936# - 34 SF 14044 - 51 SF 1872# - 68 SF
1 #10
2412" 1 780#- 28 SF 1560# - 57 SF 2340#- 85 SF 3120# - 114 SF
Angle
1" 356#-13 SF 712#-26SF 1068#-39 SF 1424#-52 SF
318"0 1-1/2" 534# -19 SF 1068# - 39 SF 16029 - 58 SF I 2136# - 78 SF
WIND
2-1/2" 890# - 32 SF 1780# - 65 SF 1 2670# - 97 SF 1 3560# - 130 SF
CONNECTING TO: CONCRETE (Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener Length of Number of Fasteners
Diameter Embedment - 1 1 2 1 3 1 4
TYPE OF FASTENER ='Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent)
114"e 1-112" 273# - 10 SF 546# - 20 SIF 819# - 30 SF. 1092# - 40 SF
2" : 316# - 12 SF 632# - 23 SF 948#- 35 SF 1264# - 46 SF
TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent)
3116"a 1-114" 288# - 11 SF 1 576# - 21 SF 864# - 32 SF I 1152# - 42 SF
1-314" 371#-14 SF 742#-27SF 1113#-41 SF 1484#-54 SF
114"o 1-114" 365# - 13 SF 730# - 27 SF 1095# --4-0 SF 1460# - 53_2F
1314" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF
318"o 1-112" 511# - 19 SF 1022# - 37 SF 1533# = 56 SF 2044# - 75 SF
1-314": 703# - 26 SF 1406# - 51 SF 2109# - 77 SF 1 2812# - 103 SF
TYPE OF FASTENER .= Expansion Bolts (Rawl Power Bolt or Equivalent)
318"o 2-112" 1050# - 38 SF 2100# - 77 SF 3150# - 115 SF 4200# - 153 SF
27.4
3-1/2" 1575# - 57 SF. 3150# - 115 SF 4725# - 172 SF 6300# - 230 SF
112"e 3" 1399# - 51 SF L1798# -102 SFI 4197# - 153 SFJ 5596# - 204SF
28.9
5" 2332# - 85 SF 14664# - 170 SFJ 6996# - 255 SFJ 9328# - 340 SF
Note: WIND LOAD CONVERSION TABLE:
1. The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH
concrete to the concrete anchor and spacing
To Wall -
0
Tables Shown),
2" x 4" x 0.044"
between anchors shall not be less than 5d where multiply allowable loads and roof areas by the
d is the anchor diameter.
1 #10
conversion factor.
Angle
2. Allowable roof areas are based on loads for -
3/16'
Glass / Enclosed Rooms (MWFRS); I = 1.00. WIND APPLIED CONVERSION
1/2'
REGION LOAD FACTOR
1"x 2-1/8' x 1'x 0.050-.
100 26.6 1.01
Angle
110 26.8 1.01
2" x 10" x 0.072" -
120 27.4 1.00
12
123 28.9 0.97
1/4'
130 322 0.92
1-1/2" x I' lI2' 1/8'(0.062")
140-1 37.3 0.86
Angle
140-2 37.3 0.86
2" x 10" x 0.072"
150 1 42.8 1 0.80
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
Metal to Plywood
112" 4 ply 5/8" 4 ply 3/4" 4 ply
ff93 OutShear - Pull Out Shear PuliScrew (lbs.) (lbs.) (lbs.)(lb#
8 48 113 59#
10 55 -120 69#
1271 131 78 143 94#
14 1 70 145 88 157 105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel Steel Mandrel
Rivet DiameterTension lbs.) Shear Tension (Ibs.) Shear
1/8" 129 176 210 325
5/32" 187 263 340 490
3116" 262 375 445 1 720
Table 9.8 Altemative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
EXDOSures
Fastener
Diameter
Length of
Embedment
Maximum Screw l Anchor Size
Max Size of Beam
Upright -
Attachment Type Size Description To Wall -
0
To Upright I Beam
0
2" x 4" x 0.044" Angle 1" x V x 0.045' 3/16' 1 #10
2" x 4" x 0.044" Angle 1' x 1' x.1/16 (0.063") 3/16' 12
2" x 5" x 0.072" U -channel 1-1/2" x 1-1/2" x 1-112" x 0.125" 1/2' 914
2" x 6" x 0.072" Uchannel 1"x 2-1/8' x 1'x 0.050-. 5/16' 5/16
2"x 8" x 0.072" . Angle 1' x l' x 118"(0.125*) 3/16' 12
2" x 10" x 0.072" - Angle 1-112- x 1-1/2' 1/16"(0.062-) 1/4" 12
2" x 7- x 0.072" Angle 1-1/2'x 1-1/2' 3116"(0.188-) 1/4' 14
2^ x 10" x 0.072" Angle-` '- - 1-1/2" x I' lI2' 1/8'(0.062") 1/4' 14
2" x 7" x 0.072" Angle 1-314- x 1-314- x 1/8-(0.125-) 114- 14
2" x 10" x 0.072" Uchannel 1-3/4' x 1-3/4' x 1-3/4' x 1/8" . 3/8" 14
2" x 10" x 0.072" Angle - 2' x 2" x 0.093" 3/8' 3/8'
2" x 10" x 0.072" Angle 2"x 2'x 118"(0.125") 5/16" 5116'
2" x 10" x 0.072" Angle 2"x 2"x 3/16'(0.313-) 1/2" - 1/2-
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 wail attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wall thickness.
3. Inside connections members shall be used whenever possible
i.e. Use in lieu of angles where possible.
4. The thicker of the two members u channel angle should be place on the inside of the
connection if oossible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
MaximumI wAto able -Load and Attributable Roof Area for 120 MPHWindZone (35.53# I SF)
For wino P-inne nfhnr than -n M P H -f ......"T .... "., ..«..... ..,
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 1 3 4
O_
1" 264# - 7 SF 528# - 15 SF 7924 - 22 SF 1056# - 30 SF
114"0 1-1/2" 396# - 11 SF 792# - 22 SF 1188# - 33 SF 1584# - 45 SF
2" X 10"
2-1/2" 660# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF
2" x 9"
1^ 312#-9 SF 624#-18 SF 936#-26SF 1248#-35 SF
5116"o 1-112" 468# - 13 SF 936# - 26 SF 1404#.- 40 SF 1872# - 53 SF
2"x 7"
2-1/2- 780# - 22 SF 1560# - 44 SF .2340# - 66 SF 3120# -88 SF
2" x 6^ or less 3116" #8 3/16' #8
1" 356#-10 SF 712#-20 SF 10668#-30 SF 4#--40SF
0.36
1-112" 534#-15 SF. 30SF12-5SF3!8^e 213#60 SF
0.78
to
25 SF 1780# - 50 SF 2670#- 75 SF 3560# - 100 S
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 r 4 -
PE OF FASTENER = "Quick Set" Concrete Screw (Rawl Zamac Nall"or Equivalent
1/4"a 1-1/2" 233# - 8 SF 4 466# - 17 SF 699# - 25 SF 932# - 34 SF
0.36
2" 270# - 10 SF 540# - 20 SF 810# - 30 SF 1 1080# - 39 SF
TYPE OF FASTENER = Concrete Screw (Rawl Tapper or Equivalent
3116"e 1-112" 246# - 7 SF 492# - 14 SF 7384 - 21 SF 964# - 28 SF
1-3/4" 317#-9 SF 634#-18 SF 9514-27SF 1268#-36 SF
114"o 1-1/2" 365# - 10 SF 730# - 21 SF 1095# - 31 SF 1460# - 41 SF
13/4" 465# - 13 SF 930# - 26 SF .1395# - 39 SF 1860# - 52 SF
318"e 1-1/2" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#•49 SF
1-314"- 601#-17 SF 1202#-34 SF 1803#-51 SF 2404-68SF
PE OF FASTENER = Expansion Bolts (Raw[ Power Bolt or Equivalent)
3/8"e 2-1 /2" 1205# - 34 SF 2410# - 68 IF NIS - 102 SF 4820# - 136 S
3-112" 1303# - 37 SF 2606# - 73 SF 3909# - 110 SF 5212#
1/2"o 3^ 1806# - 51 SF 13612# - 102 SFJ 541 B# - 152 SF 7224# = 203 S
5" 1993# - 56 SF 13986# - 112 SF 5979# - 168 SF 7972# -224 S
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall notbe less than 5d
where d is the anchor diameter.
2. Allowable loads have been increased by 1.33 for
wind loading.
3. Allowable roof areas are based on loads for
Glass I Partially Enclosed Rooms (MWFRS)
I = 1.00
J
WIND LOAD CONVERSION TABLE: Q
For Wind Zones/Regions other than 120 MPH W
Tables Shown), multiply allowable loads and roof`2
areas by the conversion factor. W
123
FACTOR
0
0Z6
Table 9.9 Minimum Anchor Size for Extrusions Z
Metal to Metal
O_
Anchor Size
Wall Connection t -
Extrusions Wail Metal Upright Concrete Wood
5116"
U
2" X 10" 114" #14 114" 1/4'
0.80
LL
2" x 9" 114" 414 114" 1/4"
0.21
Z
2" x 8" 114" #12 114" #12
0.72
W
2"x 7" 3116" #10 3/16' #10
412
2
2" x 6^ or less 3116" #8 3/16' #8
1.00
Z
0.46 0.36
14
O
Note:
0.78
to
Wall, beam and upright minimum anchor sizes shall be used for super gutter Z
Connections.
0.59 1.00
z
Table 9.10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes
U
W Z
0OOLL LL
WJ
Q
UJ 1L
M O
t -
F
Akwernative Anchor Selection Factors for Anchor /Screw Sizes c7 LL
Concrete and Wood Anchors
concrete screws' 2" maximum embedment)
Anchor Size 3116"
3116" 1.00 0.83 0.50
114" 0.83 1.00 0.59
316" . 0.50 0.59 1.00
Dyna Bolts (1-518" and K
Metal to Metal
N
ASizenchor
3116" 1/2" tall
Anchor Size 8 10 12 14" 5116" 318"
8 1.00 0.80 0.58 0.46 0.27 0.21
10 0.80 1.00 0.72 0.57 0.33 0.26
412 0.58 0.72 1.00 0.78 0.46 0.36
14 0.46 0.57 0.78 1.00 0.59 0.46
5116" 0.270.33 0.46 0.59 1.00 0.79
318" 0.21- 0.26 m 0.36 0.58 0.79 1.00
W Z
0OOLLLL
WJ
Q
UJ 1L
M O
t -
F
Akwernative Anchor Selection Factors for Anchor /Screw Sizes c7 LL
Concrete and Wood Anchors
concrete screws' 2" maximum embedment)
Anchor Size 3116"
3116" 1.00 0.83 0.50
114" 0.83 1.00 0.59
316" . 0.50 0.59 1.00
Multiply the number of #8 screws x size of anchodscrew desired and round up to the next eves
of screws. -
Example: ..
If (10) #8 screws are required, the number of #10 screws desired is:
0.8x10=(8)#10 -
U)
J W
y F
rn CDO
NWLn,
X LL
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SHEET
12
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0Z
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LW -
W
Z
uJm
0u
Dyna Bolts (1-518" and K
2-114" embedment respectively) wN
ASizenchor
3116" 1/2" tallJ
3116" - 1.00 0.46 D-
112" 1 0.46 1 1.00', towLLJ
Multiply the number of #8 screws x size of anchodscrew desired and round up to the next eves
of screws. -
Example: ..
If (10) #8 screws are required, the number of #10 screws desired is:
0.8x10=(8)#10 -
U)
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rn CDO
NWLn,
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