HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE NLY:
Date:�hlc-), I Fee Due: Receipt# Permit#
r PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
' . Pie Virginia Avenue
Ft.
� Pierce, FL 34982-5652 !n
772-462-I553
APPLICATION FOR ALUMINUM STRUCTURES -PE I
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
PROJECT INFORMATION
I. LOCATION/SITE ADDRESS: O IV:1 04sQ Loj L
2. PROJECT NAME: t/NAI SITE PLAN NAME: L//AEI✓ 3. PROPERTY TAX ID `��i=i-a� ��'Sril `' �! !co® q /
4. LEGAL DESCRIPTION (attach extra sheets if necessary):
�(7 g s0 Lgw'16-S 4-(
5. PLAT BK PAGE BLOCK LOT
6. PARCEL SIZE: ACRES/SQ FT. I o�'x �(% LOT DIMENSIONS
!
7. SETBACKS (ACTUAL) FRONT: BACK: 2 ✓0 RIGHT SIDE: '7 LEFT SIDE:
8. TYPE OF STRUCTURE (CHECK ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
TYPE OF CONSTRUCTION
N = New
A = Addition
R = Rebuild
SG = Slab on Grade
SR = Raised Slab
WD = Wood Deck
DIMENSIONS
SQUARE FEET OF
CONSTRUCTION
❑ SCREEN ROOM
❑ NEW ❑ EXISTIN
CR CARPORT/PATIO ROOF
❑ NEW EXISTING
Z2 X l /
-q
❑ HABITABLE GLASS ROOM
❑ NEW ❑ EXISTING
X
❑ CAT 1. 2 OR 3 SUNROOM
❑ NEW ❑ EXISTING
X
❑ ALUMINUM COMP. SHED
❑ NEW ❑ EXISTING
X
❑ POOL ENCLOSURE
❑ NEW ❑ EXISTING
X
❑ M H ROOF OVER
❑ NEW ❑ EXISTING
X
❑ ROOF SYSTEM OVER
EXISTING ACCESSORY STRUCTURE
❑ NEW ❑ EXISTING
X
❑ OTHER:
❑ NEW ❑ EXISTING
X
❑ ALUM POOL FENCE
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
ZH Z
9. VALUE OF CONSTRUCTION: $
The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to
question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with
similar Types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDV Form No.: 001-02 Reu04/26/2010
/Cc VgLut 470,67y, 7%
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OWNER INFORMATION
'.
`NAME: } YV'-fyA All LOI /V b �06�
ADDRESS: I O ib1 Aotivio LAtJ16 500p Sy S (4f&&&J . f$ L 3 H 9�2
CITY: ?oeT- S"r LJC 16 STATE: FL ZIP 3 41 S-Z
PHONE (DAYTIME): (1;-�!) 42 f " 3 . ' "" EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER:
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): ( ) VL31
-9
CONTRACTOR INFORMATION
n
STATE OF FLORIDA REG./CERT #: C (C 1 SO ST. LUCIE COUNTY CERT #:
BUSINESS NAME: �"E>`ISG7� D mac.(-� f AA4uk tPjN w mac_
QUALIFIER'S NAME: wt t c, hL CMD,01j" d
ADDRESS: 17Z OAlW r-r 14 ,,M e <kA-2f I [-ZL
CITY: S-W Pir✓ % STATE: !'C- ZIP 11,314
PHONE (DAYTIME): (('jZ) �i4'j -0010 FAX NO. 66t t —51 (`')] email: AA v- i,.r,�•.� G�
ARCHITECT/ENGINEER:
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): ()
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
AND HVAC
-ZONING REQUIREMENTS
All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE.
2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks
including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan.
❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for
inspection verification. ( not required for construction unrelated to storms)
OFFICE USE ONLY
SECTION
TOWNSHIP
3/„
l(J
RANGE
/ v
/
MAP NO.[L�/„
7 V�
ZONING
W► %_I
LAND USE
0 /
LOT CVG %
Additional
Permits
11' c
Required
REPORT
BIMS FEE.
MISC FEES
TOTAL FEES
CODE
BUILDING & ZONING REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
COMPLETE
oe 7INITIALS �� 7 ^
d, GAP-1q
CERTIFICATION:
This application is hereby made in order to obtain a permit to do the work and installations as indicated, and to obtain a
certificate of capacity, if applicable, for the permitted work.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE OR INTEREST THAT IS SUBJECT TO
ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD 'FAITH PROMISE TO
DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE
PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A
CONDITION PRECEDENT TO THIS PERMIT
1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify
that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind
zones established by the county and take -full responsibility for complying with the submitted design of the structure being
permitted.
2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the
issuance of a permit and that all work shall be performed in compliance with all applicable laws regulating construction and
zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not
otherwise included with this building permit application.
3. I ,the Contractor /Owner Builder, have verified that the existing foundation meets thp rewire mvents of the Engineer of
Record and is in adequate condition to withstand the uplift and weight of the alugdn tr re and said structure will not
exceed the footprint of the structure that was in existence prior to re v y t e r s.
/ A a
e'WNER ORYjONTRACTOR SIGNATURE CONTRACTOR SIGNATURE
STATE OF FLORIDA STATE OF FLORIDA
COUNTY OF COUNTY OF 0 1 W
The foregoi g instrumen was cknowledged before me The foregoing instrument was acknowledged before me
me this day of K . , 20 me this A day of
by % / 1 ��1" 7 • e%Uiew by Ll`IGGL`Z� (1C5,_,-Jyt0>
who is personally known to me, or who has who is personally known - to me, or who has
produced 5 a°i (,* Notary Pyblic State of
My Commission EE02458 i mi is ion. ,fmation. ! 'EowF`° Expires 11/15/2014
t _par poj, Notary Public State of Florida
ile I (Seal) John Lee(���y
of otary gnature o otary ommi lion E024587
9?....,d'f res 11/15/2014
IMPOR'IIANT NOTICES:
TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNAL'' E M BE NOTARIZED. IF APPLYING FOR THIS
BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNER/BLDR
AFFIDAVIT.
• ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR
STAMPED REPRODUCTIONS ARE PROHIBITED.
• WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER
NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN
ADDITIONAL FEE WILL BE CHARGED.
OFFICE USE ONLY
SECTION
TOWNSHIP
RANGE
J
MAP NO.
ZONING
LAND USE
LOT CVG %
TAZ NO.
FLOOD ZONE
FIKM MAP #
IsTFLRELV
MAX HGT
CONST TYPE
OCCUP TYPE
MAX OCCUP
# OF FLRS
WATER
SEWER
SPRINIO ERS
STORMWATER
LOT OF REC
LOT OF REC
LOT SPLIT
LOT SPLIT
Before 111990
After 111990
REQUIRED
APPROVED
REPORT
HABITABLE
RADON
PERMIT
CODE
AREA
FEE
FEE
LIBRARY
PUBLICBM
PUBIC BLD
PARKS
MWACT
WTACT FEE
Il14P
BRACT
FEE
CORRECTION
FEE
SCHOOL
ROAD
CREDIT
Y
N
LAW ENF
IMPACT
IlVIP
BRACT
FEE
FEE
FIRE/EMS
DRIVEWAY
Y
N
DRIVEWAY
ADMINISTRATIVE
IMPACT
REQUIRED
FEE
VARIANCE FEE
FEE
SPECIFY
MECHANIC ROOF
NON -CONFORMING
MISCELLANEOUS
SUBS
ELECTRIC GAS
LOT OF RECORD
FEES
REQUIRED
PLUMBING
FEES
DATE SENT TO ADDRESSING: 1 /
.REVIEWS
FRONT
ZONING
SUPERVISOR
PLANS
VEGETATION
SEATURTLE
MANGROVE
COUNTER
REVIEW
REVIEW
REVIEW
REVIEW
REVIEW
REVIEW
DATE
'
/
RECEIVED
DATE
COMPLETED
7
/ 7
INITIALS
JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY
FILE # 3561451 OR BC','-%1268 PAGE 1450, Recorded 02/10/2011f-', 12:59 PM
f
4
NOTICE OF COMMENCEMENT
The undersigned hereby given notice that improvement will be made to certain real property, and in accordance with Chapter 713.
Florida statutes the following information is provided in the Notice of commencement.
1. DESCRIPTION OF PROPERTY (Legal description and street address) TAX FOLIO NUMBER: '71 dab-l701qQLo;j1/ Z
2. GENERAL DESCRIPTION OF IMPROVEMENT:
3. OWNER INFORMATION: a. Name -Me
b. Address ( u 1W PeQtZJQ ZJV , /(IT ��LO&IR, fY95 Z:- c. interest in property
d. Name and address of fee simple titleholder (if other than owner)
4. CONTRACTOR'S NAME, ADDRESS AND PHONE NUMBER: TAM" tAM &r/asfgd 2' 6t
1-72o Nw .jr- . tiri r L14q Y l 97_ —oa4n
5. SURETY'S NAME, ADDRESS AND PHON$14UMBER AND BOND AMOUNT:
6. LENDER'S NAME, ADDRESS AND PHONE NUMBER:
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by
Section 713.13 (1)(a) 7.. Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
8. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in Section
713.13 (1)(b), Florida Statutes:
NAME, ADDRESS AND PHONE NUMBER:
9. Expiration date of notice of commencement (the expiration date is I year from the date of recording unless a different date is
specified) _.20_.
Wii%IA1W - 4. 61)'n/O-J
Print Name and Provide Signatory's Title/Office
Owner's Authorized OlRcer/Director/Partner/'Monager
State of Flo
County of 1 fJ
The foregoing i t t tme�tt was ac�cnow edged before me this ay of 20�.
By A ' lvx t• u ,as DMLOwuE.�
(Name of perso (Type of authority... e.g. Owner, officer, trustee, attorney in fact)
For %
(Name of party on behalf of whom instrument was ex ted) P sonally Known or prolc )
�Vri �W. Notary PuWk State of Fkdda
� � `F John Lee Tinney
``.. My Commfaaion EEOY4597
1J � I (UWt;� � �orw� Expires tt/15/2014
(Printed Name of Notary Publ ) Signat of Notary Public)
Under penalties of perjury, I declare that I ha a read the f regoing and that the it are true to the best of my knowledge and
belief (section 92.525, Florida Statutes).
S gn ture o wnar(s) or Owner(s)' Authorized Officer/Director/Partner/Manager who signed above:
By:X By
R—ngAMtxq(R¢ ding)
STATE OF FLORIDA
ST. LKIE COUNTY
THIS IS TO CERTIFYTHATTHIS IS A
TRI
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Vvpbsite: lbalurninum. corn =ax (772) 892-97744
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INSPECTION GUIDE FOR ATTACHED &FREE-STANDING COVERS AND
UTILITY SHEDS
1. Check the building permit for the following:
Yes No
a. Permit card & address . . . . . . . . . . . . . . . . . . . . . . . . . .
— —
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . .
— —
c. Plot plan or survey
d. Notice of commencement ...........................
— —
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for.
Yes No
a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . .
— —
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . .
— —
c. Purlin sizes, span & spacing. . . . _ _ _ _ _ _ _ - _ _ _ .
— —
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . ...
— —
9. Chair rail sizes, length & spacing. . . . . . .. . ... .. . . . . . . . . . . .
—
E Knee braces are properly installed (if required) . . . . . . . . . . . . . . . . .
—
g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . .
3. Check load bearing uprights / walls to deck for.
Yes No
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . .
— —
b. Correct number, size & spacing of fasteners to upright . . . . . . .
— —
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . .
— —
d. Upright is anchored to deck through brick pavers then anchors shall go through
pavers into concrete .
_
4. Check the load bearing beam to upright for:
Yes No
a. Receiver bracket, angle or receiving channel size & thickness . .
_ —
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure
— —
c. Header attachment to host structure or beam . . . . . . . . . . . . . .
— —
d. Roof panel attachment to receiver or host structure . . .
— —
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners . . . . . . . . . . . . . . . . . . . . . .
— —
f. Post to beam attachments to slab .
_
5. Check roof panel system for:
Yes 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:
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group,
Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase
of these materials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM;
1.2. Has attended the ASDM training course within two years prior;to the date of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing he license granted
in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDI4i;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third
party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett
Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available."
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular,
Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet
Contractor's requirements; or (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to
the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, incidental, indirect, or
special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised of the possibility
of such damages.
4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against
Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, demand,
cause of action, debt, or liability, including reasonable attomeys' fees, the the'extent that such action is based upon, or in any way related
to, Contractors use of the ASDM.
CONTRACTOR NAME:
CONTRACTOR LICENSE NU
COURSE NUMBER 0002299
CONTRACTOR SIGNATURE:
SUPPLIER:
1U1e_&*G%_ CDwwj (Iaj�.V F,.,*q4- kly-emo- :ADvc)
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE NUMBER ATTENDANCE HAS BEEN VERIFIED: (INITIAL)
ii`t i�c'Cr ES K✓e sa�.k _.. 7^w,° �• 9 [' `=•r�' t'
THESE PLANE AN@ 4h P,9 BJQ§_j y u v'
ARE SUBJECT i19 AiPPf
REQUIRED eY F1149. ? P
MAY ;X16:0ve AW, II
COMPLY5)N,IThi
CONCEALED FASTENERS OR ATTACHMENTS
ARE THE RESPONSIBILITY OF THE
OONTRA0T0R OF 0900R0
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS,
REQUIRED I;w FIELD INSPECTORS THAT
MAY 13E NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES"
ST, LUC16 COUNTY
BUILDING DIVISION
rS�
FOR CO P IIAINOE
REVIEWED BY
DATE
PLANS AND PERMIT
MUST BE KEPT ON JOB OR
VUKbUAN]_1 nE FLUMIUA UCPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES ?ND
MOBILE HOMES CONSTRUCTED AFTER 1984. `\
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THE DESIGNS AND SPANS SHOWN ON THESE DRAltiINGS ARE' �;-
BASED ON THE LOAD REQUIREMENTS FOP. THE 7I.0RID,"k i
BUILDING CODE 2007 EDITION W/2009 SUPPLq.EiJTS:
0 21010
JOB NAME: `�^'+
ADDRESS: 10 &MM" 4Ay
DRAWING FOR ONE PERMIT ONLY 2009 OF 12
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DESIGN CHECK LIST FOR CARPORTS AND PATIO COVERS
I. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009
Supplements, Chapt�f 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE
7-05; Exposure'13 or'C_ or'D'_ Enclosed Building; Importance Factor 0.87for 100 MPH and
0.77 for 110 MPH an igher, Negative I.P.C. 0.00; 0.18 for mon I �roof; 0.18 for attached, fourth
wall structure and gabled carports. Roof ' load 10 or 30 PSF o�flMPH for 3 second wind gust
velocity load; Basic Wind Pressure a design pressures are _PSF for Roofs and PSF
for walls. Wre
Notes:Wind velocity zone and exposure category are determined by local code. "Enclosers to
attached covers & "open" refers to free standing mono -sloped covers. Pressures &
Conversions multipliers are on this page.
IL Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure
jjwill
►►besolid.
�� �� I j�y�-�Phone (?nAv?z -6- o
ont or ed ep•, ame (please print) y.y
Date: � , d 0, I p
Cont�ractor / Au 'zed Reg* Signature
J0 ame & Address -
' Must have attended Engineer's Continuing Education Class within the past two years.
" Use appropriate multiplier from page 1.
Note: Projection from host structure shall not exceed 20'.
III. Building Permit Application Package contains the following:
Ye; No
A. Project name & address on plans . . . . . . . . . ... . . . . . . . . .
I -
B. Site plan or survey with enclosure location . . . . . ... . . . . . . . . . . .
� -
C. Contractor's / Designer's name, address, phone number, & signature on plans . . .
-
D. Site exposure form completed . . . . . . . . . . . ... . . . . . . . . . . .
-
E. Proposed project layout drawing @ 1/4" scale with the following:
1. Plan view with host structure, enclosure length, projection from host structure, ..
-
and all dimensions
1.2. Front and side elevation views with all dimensions & heights . . . . . . . .
-
'3. Beam location (show in plan & elevation view) & size . . . . . . . . . . . . .
� -
(Select beams from appropriate 2.1 series tables)
4. Upright location (show in plan & elevation view) & size . . . . . . . . . . . .
-
(Select uprights from appropriate 2.2 series tables)
(Check Table 2.3 for minimum. post size)
,r
5. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . .
[�
(Check Table 2 3 for knee brace size)
3. The structures designed using this section shall be limited to a maximum projection of 20' from the point of connection to the
host structure. Structures with larger limits than these shall have site specific engineering. Freestanding structures shall be
limited to the maximum spans and size limits of component parts.
4. The proposed strurcture must be at least the length or width of the proposed structure whichever is smaller away from any
other structure to be considered Freestanding.
5. The following rules apply to attachments / additions involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall
construction'.This applies to all utility sheds, carports, and / or 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 constuction is considered and Attached Structure. The most common "fourth wall
construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be
used as for the front wall beam. All fourth wall frames shall have knee braces on both fourth wall frame and outer
wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home maybe attached to, then a
"fourth wall" is NOT required.Manufacturers attachment specifications and the allowable loads of the attached
structure shall be adhered to.
6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
7. For patio covers or carports the following rules apply to knee brace requirements.
a. Freestanding structures with posts set in concrete footings do not require knee braces.
b. Freestanding structures with surface mounted posts require knee braces in both directions. Cross beams can be
used for the lateral bracing.
c. Patio covers or carports attached to a host structure do not require knee bracing.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. Spans may be interpolated between values but not extrapolated outside values..
10. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel
roof shall have a minimum 2" diameter hole in all gutter end caps. -" -"
11. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
12. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after
treatment and paint process.
13. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated
wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the
wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good
quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida
Building Code or Corobound Cold Galvanizing Primer and Finisher.
14. 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 warranted as corrosion resistant shall
be used; Unprotected steel fasteners shall not be used.
15. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel
304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Association and should not be
used.
16. 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
17. Definitions, Standards, and specifications can be viewed online at www.lebpe.com
GENERAL NOTES AND SPECIFICATIONS FOR SECTION 2 TABLES
IV.. Highlight details from Aluminum Structures Design Manual: Ye No The structures designed for Section 2 are attached and freestanding carports and patio covers. Freestanding carports are considered
A.'B, eam & puriin tables w/ sizes, thickness, spacing, & spans / lengths . . . . . . . to be open structures w/ a negative internal pressure coefficient of 0.00. Attached carports & covers, structures with a fourth wall, and
(Tables 2.1.1, 2.1.2 and/or 2.1.3) gabled carports are considered to be enclosed structures w/ a negative internal pressure coefficient of 0.18. The design wind loads
t used are from ASCE 7-05 Section 6.5. Analytical Procedure and are in compliance with The 2007 Florida Building Code with 2009
Beam allowable span conversions from 120 MPH wind zone,'B' Exposure/ �%
��MPH wind zone andlor'C' Exposure for load width ,� r •" y Supplements or larger of combined loading or wind loading. The loads assume a mean roof height of less than 30'; roof slope 0" to
f 5• (+/- 10") for attached structures or gabled freestanding carports and 0• to 10• for freestanding covers; For all carports, patio
Look up span on 120 MPH table and apply the following formula: " covers, and utility sheds I = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All pressures shown in the table below
SPAN REQUIRED REQU RED,SPAN NEEDED I TABLE are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy.
$G 7 SPAN REQUIRED REQU RED.SPAN NEEDEDId
tion 2 Design Loads for Attached & Freestanding Covers and Utility Sheds
t��-
Ex ul tier"
r i Yes No
B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2) . . . . V
Allowable upright height conversion from Exposure "B" for any wind zone to a
"C" category exposure. Multiply height from table by 0.71.
Also, check Table 2.3 for minimum post size
To convert roof area for any wind zone from W to'C exposure category,
multiply by 0.71.
Area from Table 2.2.1 or 2.2.2 _ft.2 x 0.71 =
`�
C. Table 2.3 w/ beam, upright, & knee braces combination, Type, & size of anchors
7-1
D. Connection details to be used such as: . . . . • • • •
1. Carport / cover plan view & section (Example page 1 & 2)
-
2. Fourth wall or mobile home connection details . . . . . . . . . . . . . . .
. -
3. Header to wall / fascia (Section 7) . . . . . ... . .. . . . . . . . . . .
-
4. Beam to upright, wall, or another beam (pudins)
-
5. Knee braces . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .
-
E. Connection to slab / footing.. . . . . . .' .. . .. ... . . . . . . . . . .
. � -
F. Foundation detail type & size (Table 2.4). . . . . . . .. . . . . . . . . . .
. -
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to a host structure such as block, wood
frame, or DCA approved modular structures of adequate structural capacity. The contractor / homa
owner shall verify that the host structure is in good condition and of sufficient strength to hold the
proposed addition.
2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall
hire an architect, engineer, or a certified home inspection company to verify host structure capacity.
"
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1. Roof and framing members of carports & patio covers are considered to be the main frame resistance components.
To convert the above loads to "C" exposure multiply by IA.
2 Roof loads shall not be less than 10 PSF for 100 through 130 MPH wind zones or less than 30 PSF for 140A through
150 MPH wind zones.
Table 2A Conversion Factors for ;able 213 Conversion Factors f r
Section 2 Roof Beam Spans ectiot 2 Roof Beam Spans 1
for Freestanding Carports• w/ Monosloped Roofs for Attached Ca orts os -taC Freest�andingvC�ayr�parrts
Tom 120T4PH Wind Z0TW.toothers; exposure "B`
From 120 MPH Wind Zone to others; exposure "B' P
Wind Zone
MPH
Applied Load
(#/Sq. FL)
Deflection
(d)
Bending
(h
100
15.8
1.01 .
1.01
110
15.6
1.01
1.02
120
16.2
1.00
1.00
123
162
1.00
0.99
130
16.8
0.99
0.98
1404
18.4
0.96
0.94
140.2
324
1 0.79
1 0.71
150
33.1
0.79
670
For Freestanding Carports with Gabled Roofs use
Conversion Table 2B
Wind Zone
(MPH)
Ailied Loa
d(#ISq. FL)
rf0a'otio'n
(it)
Bonding
)
100
16.6
1.08
1.13
110
17.7
1.06
1.09
120
21.1
1 1.00
1.00
123
22.2
0.98
0.97
130
24.8
0.95
0.92
140.1
28.7
0.90 -„
0.86
140.20
MOT88'
150
33.0
0.86
0.80
Table 2C Conversion Factors for Section 2
for Enclosed Shed Walls
From 120 MPH wind Zone to others; exposure "B"
wind Zone
MPH
Applied Load
(f#Sq. FL)
Deflection
(d)
Bending
(b
100
26.6
1.01
1.01
110
26.8
1.01
1.01
120
27.4
1.00
1.00
123
28.9
0.98
0.97
130
37-2
0.95
0.92
140-1
37.3
0.90
0.86
140.2
37.3
0.90
0.86
150
1 428
1 0.86
0.80
Table 2D Conversion Factors for
Section 2 Roof Beam Spans
for Overhang / Cantilever (All Building Types)
From 120 MPH wind Zone to others; exposure "B"
Wind Zone
P
Applied Load
(#/Sq. FL)
Deflection
Bending
(b
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
1400 2
65.7
0.90
0.86
150
75A
0.86
0.80
tonversion iaDiezt
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Exposure "S' to "C'
Exposure "B" to "D"
Mean Roof
HelghY
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0 -15,
1.21
0.91
0.94
1.47
0.93
0.88
is, .30.
129
0.88
0.92
1.54
0.81
0.87
20' - 25'
1.34
0.86
0.91
1.60
0.79
0.86
25'- 30'
1.40
0.85
0.89
1.66
0.78
0.85
30'-40'
1.37
0.85
0.90
1.61
.0.79
0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
I--•--•--•--• -•--•--•-- - �-)
I �
I I
QUADRANTI
� 600 I
EXPOSURE
I I
I I
6GO•
I
i QUADRANT
�IV 100,
EXPOSURE to I 40
i - 100 10o QUADRANT 11
I I 40' TI F I
I I 100I EXPOSURE 1
L 600•-•-•--• I
�1 I
I I
i QUADRANT Ill
EXPOSURE 600-
� I .
I I
I I
L-•--•--•--•--•--•--• - ----•--•-J
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'U,'C', OR'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant.
1. Any building located within Exposure &type terrain where the building is within 100 feet -
horizontally in any direction of open areas of Exposure C-type terrain that extends rrlbre' W
than 600 feet and width greater than 150 it. z
2. No shortterm changes in 'U, 2'years before site evaluation and build out within,;? years, z
'site will be'b'. W
3. . Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gree€,er Oi
than 1,500 feet
4. Open terrain for more than 1,500 feet in any quadrant W:
SITE IS EXPOSU5f.� I )ZIWU// BY: 1 V l I 62 ATE: '4071
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12-01-2009 1 OF
01
12
FOURTH WALL FRAME
(IF REQUIRED)
2" x _' BEAM OR PURLINS
BEAM SELECT "L" FROM
SELECT U FROM BEAM SPAN
BEAM SPAN TABLES FOR
TABLES FOR ATTACHED
ATTACHED COVERS USE
_ _ _ _ _ =
COVERS USE'A2' = W/2 + O.H.
'Al' = W/2 + O.H.
ALTERNATE BEAM LOCATIONS
EXISTING HOST STRUCTURE
W_
J �
2"x 3" MIN. (SEETABLE2.2.1
AND / OR TABLE 2.2.2)
1M VARIES O.H.
CROSS BEAM
SINGLE CARPORT - PLAN VIEW
SCALE: 1/8" = V-0"
3" RECEIVING CHANNEL
ANCHORS W/ (3) EACH 98
S. M. S. @ 12" O. C. (SEE ROOF
CONNECTION DETAILS
SECTION 7)
FOURTH WALL FRAME
(IF REQUIRED)
EXISTING HOST STRUCTURE
WALL OR FASCIA
EXISTING HOST STRUCTURE
ANCHOR WITH HEADER
CHANNEL
FOURTH WALL FRAME
(IF REQUIRED)
SHADING TYPE II
_ DENOTES -INTERIOR POST_
MAX. ROOF AREA (SEE BEAM
SPAN TABLES FOR ATTACHED
COVERS)
CROSS BEAM
ROOF PANELS AND
CONNECTION DETAILS
(SEE TABLES SECTION 7)
EXISTING HOST STRUCTURE
WALL OR FASCIA
FOURTH WALL FRAME
(IF REQUIRED)
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("P + 3/4") AT S' O.C. FOR UP TO A 130 MPH WIND SPEED, "D'
EXPOSURE; T O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED, -D' EXPOSURE.
EXISTING HOST STRUCTURE
FOURTH WALL FRAME
(IF REQUIRED)
CROSSBEAM
ANCHOR WITH HEADER
CHANNEL (SEE ROOF
CONNECTION DETAILS
SECTION 7)
FRONT WALL BEAM (SELECT '12
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
MID SPAN BEAM (SELECT'L'
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
SELECT BEAM (SEE BEAM
SPAN TABLES FOR ATTACHED
COVERS)
POST
SHADING TYPE II
(SEE TABLE 2.2.1 AND OR
TABLE 2.2.2)
SHADING TYPE I
(SEE TABLE 2.2.1 AND / OR
TABLE 2.2.2)
ROOF PANELS
(SEE TABLES) DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW
SCALE: 1 /8" = V-0"
3" RECEIVING CHANNEL MID -SPAN BEAM
POST TO BEAM (SELECT FROM ANCHORS W/ (3) EACH #8 (SEE BEAM SPAN TABLES FOR
TABLE 2.3) S.M.S. @ 12" O.C. ATTACHED COVERS)
(SEE ROOF CONNECTION ROOF PANELS
Al = W/2 A2 - POST SIZE AND SPACING DETAILS SECTION 7) (SEE TABLES SECTION 7)
W/2+O.H. (SEE TABLE 2.2.1 AND / OR HOST STRUCTURE WALL
POST TO BEAM
2.2.2) OR FASCIA (SELECT FROM TABLE 2.3)
���PROJECTION ci �' POST SIZE AND SPACING
FOURTH WALL FRAME
VARIES SEE FOOTING DETAILS (IF REQUIRED) c+A o-- (SEE TABLE 2.2.1 AND / OR
I 2.2.2)
SINGLE CARPORT - ELEVATION VIEW— SEE FOOTING DETAILS
SCALE: 1/8" = V-0' PROJECTION VARIES PAGES 5 & 6
DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW
WOOD FRAME SHED W/ 2 x 4 SCALE: 1/8" = V-0"
PRESSURE TREATED PINE
PLATE ANCHORED TO
CONCRETE W/ 1/4" CONCRETE
FASTENERS @ 4'-O" O.C.
FRONT WALL BEAM
(SELECT 1! FROM BEAM
TABLES FOR ATTACHED
COVERS)
MID -SPAN BEAM (SELECT 'U
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
MUJ131 KUGI UKt
SHADING TYPE I
DENOTES EXTERIOR POST
ROOF AREA (SEE TABLE 2.2.1
AND/OR TABLE 2.22)
M I N. 3" x 3" x 0.060"
THRU-BOLTED TO HEADER
POST ANCHOR TO CONCRETE
(SEE DETAIL REQUIRED POST)
(TYP.)
POST TO BEAM
(SEE TABLE 2.3)
MID -SPAN BEAM SIMPLE SPAN
(SEE BEAM SPAN TABLES FOR
ATTACHED COVERS)
POST SIZE AND SPACING
(SEE TABLE 2.2.1 AND / OR
TABLE 2.2.2)
SEE FOOTING DETAILS
PAGES 5 & 6
DOUBLE CARPORT WITH CENTER POST
SCALE: 1/8" = T-W
Jailing Schedule:
Connection Fastener Number! Spacing
Wall Sheathing 1/2" or Less #8 Common 6" O.C. Edges and 12" O.C. Field
Top or Sole Plate to Stud
EXISTING HOST STRUCTURE
SEE CONNECTION DETAILS
(SECTION 7)
12" x PAN
POST AND BEAM
(SEE TABLES SECTION 7)
(DETAILS AND TABLES
USE 'W' TO SELECT PAN
SECTION 2)
FOR REQUIRED S-P_AN -
_.FOR FRONT BEAM USE:
1M VARIES
A = W / 2+OVERHANG
FOOTING AND CONNECTION
DETAILS SEE PAGES 5 & 6
Notes:
1. Shed is framed with fourth wall (if required) or attached to host, maximum floor area 200 sq. R, if floor area is
greater than 200 sq. ft. use Section 4 Type I I footing, attach shed or room wall to host structure with 1/4" x 3-1/4"
Tapcons @ 16" o.c. for masonry or #16d common @ 16" o.c. or #10 x 3-1/2" for wood or #10 x 2-1/2" s.m.s. for
1" x 2" aluminum or #10 x 4" s.m.s. for 2 x 2 aluminum.
2. Sheds and utility rooms built under Section 2 specifications shall be limited to 16 ft. in roof span.
3. All wood framing and sheathing connections shall be in compliance with the Florida Building Code 2007
Chapter 23, Table 2306.1 or as noted.
Nailing Schedule:
Connection
Fastener
Number/Spacing
Wall Sheathing 112" or Less i/8 Common
6' O.C. Edges and 12' O.C. Field
Top or Sole Plate to Stud
A End Nail
#16 Common
2
B. Toe Nail
#8 Common
2
CARPORT WALL SECTION
SCALE: V8" = V-17
PAN OR COMPOSITE PANEL
(SEE TABLES SECTION 7)
SEE CONNECTION DETAILS
(SECTION 7)
FOURTH WALL FRAMING
WHERE REQUIRED
EXISTING HOST STRUCTURE
2 x 4 LUMBER #2 S.P.F. (MIN.)
OR 2" x 2" ALUMINUM MAY BE
SUBSTITUTED WITHOUT
HURRICANE CLIPS
SEE NEXT PAGE FOR TERMITE
SHIELD DETAIL IF TOP OF
SLAB IS LESS THAN 6" FROM
GRADE
UTILITY SHED WALL SECTION
SCALE: 1/8" = T-O"
HURRICANE CLIPS FOR WOOD
(SEE ANCHOR SCHEDULE) 2 x
4 TOP PLATE @ ROOF
(DOUBLE TOP PLATE IF
LENGTH OVER 12' OR IF PLATE
IS SPLICED)
TOP PLATE P.T. OR W/ VAPOR
BARRIER @ ALUMINUM ROOF
SHEATHING: 7/16" O.S.B. OR
1/2" PLYWOOD W/ STUDS 24"
O.C. OR STRUCTURAL GRADE
THERMAL PLY W/ STUDS @ 16"
O.C.
2 x 4 PRESSURE TREATED
PLATE W/ 3/8" x 4-1/2"
CONCRETE ANCHORS @
4'-0" O.C. (SEE SLAB DETAILS)
ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING. SEE TABLES FOR MAXIMUM
STUD HEIGHTS.
SHEATHING, 7-16" O.S.B., 1/2" PLYWOOD, OR STRUCTURAL GRADE THERMAL PLY SHALL BE
FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE.
7/16" O.S.B. OR 1/2" PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH #8d
COMMON AT 6" O.C. EDGES & 12" O.C. FIELD FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 4"
O.C. EDGES & 8" O.C. FIELD FOR ABOVE 130 MPH UP TO A 150 MPH WIND SPEED "D" EXPOSURE. #6 x
1-1/4" DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR #8d COMMON NAILS AT THE SAME
SPACING. USING THE SAME PATTERNS O.S.B. AND PLYWOOD SHEATHING MAY BE FASTENED TO
ALUMINUM STUDS W/ #6 x 1" STEEL STUD DRYWALL SCREWS.
STRUCTURAL GRADE THERMALPLY SHALL BE FASTENED TO EITHER WOOD OR ALUMINUM STUDS
WITH #8 x 1" WAFER HEADED SCREWS USING THE ABOVE FASTENER PATTERNS.
FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE.
FOR FASTENING TO WOOD USE TRUFAST SD x ("t" + 1-1/2") AT 8" O.C. FOR UP TO A 130 MPH WIND
SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE.
T ? APPLIED LOAD FROM
TABLE 4.3 ='AP'
PO.H.'
OVERHANG='O.H.' = 2'-0"
i- j PROJECTION ='P =1Z-17 LOAD WIDTH ='LW
712 +'OH' = 8'-W
I —
CO
i OPTIONAL SHEATHING: 7/16"
O.S.B. OR 1/2" COX NAILED 6"
O. C. EDGES AND 12"0. C.
FIELD
WALL UPLIF!o!,
AM- SCALE: 11'-0" - - --py
CALCULATE UPLIFT'U'IN # / L.F. FOR 120 M.P.H.E _' L
:LW` = 12/2" + O.H. = 8"
U'=21.1#/SQ.FT.x8'xCf=168.8#/L.F.
" WIND ZONE CONVERSION FACTOR IF NECESSARY
REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE
UPLIFT VALUE PREVIOUSLY DETERMINED.
EXAMPLE: FOR AN H5 ANCHOR CAPACITY = 455 # / 168.8 # / L.F. = SPACING OF 2.70 FT.
THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS
Anchor Schedule Wind Load Conversion Table:
Stud Spacing Anchor Spacing Top and Bottom For Wind Zones/Regions other than,
120 MPH (Tables Shown), multiply'
1z" D.C. Alte h studs allowable loads and roof areas,Gy the
16' O.C. Each Stud conversion factor.
24 O.C.
Each Stud
Allowable Uplift Per Anchor
Simpson
Fasteners
Uplift Rating
H3
4 - Bd stud; 4 - Od late
455#
SPI
6 - 10d studo 4- 10d late
585#
PH 40R6
12-tOd stud 1- VT
1490#
Wind
Region
Applied
Load
Conversion, _
t~actor
100
16.6
1.13 '
110
17.7
'i'.b9 s'
120
21.1
00
123
222
0.97
130
24.8
0.92 5
14a1
28.7
0.86
laaz
3os
o.e
750
33.3
0.8
Ancnors to De mstailea per manutacturers
specifications. Anchor information based on
Simpson Catalog C-HW09
NOTES:
1. Above example can be used to calculate uplift and anchor spacing for any applied load or wind load.
2. For headers use 1/2 the header span x the # / LF value calculated from the example above.
3. Studs shall be anchored at both top and bottom plates.
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12-01-2009
OF
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12
2
2 x _ WOOD STUD
1/2" x 6" EXPANSION BOLT OR
8" L-BOLT @ 48" O.C.
2 x _ PRESSURE TREATED
PLATE
EXISTING CONCRETE
I
EXTERIOR SIDING
APPROVED SUB -SIDING OR
_
STRAPPING
MIN. 0.024" ALUMINUM COIL OR
26 GA GALVANIZED STEEL
-
UNDER SOLE PLATE, AND
OVER SIDING & VAPOR
BARRIER
a
m
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-GRADE
MASTIC
TERMITE SHIELD FOR
WOOD STRUCTURES ON EXISTING CONCRETE
SCALE: 2" = 1'-W
°KNEE BRACE (REQUIRED)
PER TABLE 23
SEE BEAM SPAN TABLES FOR ATTACHED COVERS
(AFTER COMPUTING -A" FROM PREVIOUS PAGES)
SELECT BEAM FROM BEAM
SPAN TABLES FOR ATTACHED
COVERS
CATILEVER
(O.H.)
POST SIZE (SEE TABLE 2.2.1,
2.2.2 AND / OR TABLE 2.3)
SIDE VIEW SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 1/8" = 1'-0"
Allowable Cross Beam Spans
for Attached Carports or Patio Covers at Various Wind Loads
Snap Sections
Wind Zone and Design Load
100 MPH
1 110 MPH
120 MPH
123 MPH
130 MPH
140-1 MPH
140.2 MPH
150 MPH
16.5 PSF
17.7 PSF
21.1 PSF
22.2 PSF
1 24.8 PSF
I 28.7 PSF
1 30.9 PSF
1 33.0 PSF
Allowable
Span'L' / bending'b'
or
deflection'd'
2" x 2" x 0.050"
9'-3' b
6'-11' b
8'-2' b
T-11' b
T-T b
T-0" b
6'-9" b
6-7' b
2" x 3" x 0.045"
12'-1" b
1 V-9" b
10'-9' b
10'-6' b
9'-11' b
9J' b
9-11' b
8'-T b
2" x 4" x 0.045"
14'-1" b
13'-8' b
12'-6' b
17.2' b
11'-6' b
10'-8" b
10'-4" b
9'-11' b
2" x 6" x 0.062"
25'-9" b
24'-10" b
27-9' b
27-2' b
2T-0" b
19'-6" b
18'-10' b
18'-2" b
2" x 7" x 0.062"
28'-3' b
2T4" b
29-1. b
24'-5' b
2T-1' b
21'-6" b
20'-9" b
20--l' b
Self Mating Beams
100 MPH
110 MPH
120 MPH
123 MPH
130 MPH
140.1 MPH
140-2 MPH
15D MPH
16.6 PSF
17.7 PSF
21.1 PSF
2202 PSF
24.8 PSF
28.7 PSF
30.9 PSF
33.0 PSF
"x5"x0.050" 0.100"
18'4" b
1T-9- b
16'-3" b
19-11- b
15'-0- b
13'-11" b
13'-6' b
13'-0- b
Note:
1. Spans may be interpolated.
2. Pan roofs require cross beams.
KNEE BRACE (REQUIRED)
PER TABLE 2.3
ALTERNATE KNEE BRACE
LOCATED AT FRONT WALL
SEE BEAM SPAN TABLES FOR
1. JP�PAN ATTACHED COVERS
WITH POST ADDED " (AFTER COMPUTING
A" FROM PREVIOUS PAGES)
CROSS BEAM REQUIRED FOR
PAN ROOFS (SEE TABLE)
POST SIZE (SEE TABLE 2.2.1
2.2.2 AND / OR TABLE 2.3)
SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 1/8" = V-0"
KNEE BRACE (REQUIRED)
SEE TABLE 2.3
SEE KNEE BRACE REQUIREMENTS
IN GENERAL NOTES AND
SPECIFICATIONS ON PAGE
CONVENTIONALLY BUILT
HOST STRUCTURE OF
MASONRY BLOCK OR WOOD
FRAME OR MANUFACTURED /
MOBILE HOME W/
MANUFACTURER'S APPROVAL
DSS BEAM REQUIRED FOR
J ROOFS (SEE TABLE)
POST SIZE (SEE TABLE 2.2.1,
2.2.2 AND / OR TABLE 2.3)
SINGLE BAY OR DOUBLE BAY CARPORT FOURTH WALL FRAME
SCALE: 1/8" = T-0"
BEAM SPAN LENGTH 'A" FO'FF-�E`�g
LARGER OF: Al = W, A2 = W/2 + O.H.
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'SLOPE
BEAM IF REQUIRED FOR - ' SLOPE 1/2
KNEE BRACING 1/2 , 12 12
KNEE BRACE 'W FOR BEAM SIZE "
AFTER COMPUTINGW,
`W' FOR BEAM SIZE W' FOR BEAM SIZET
LARGEST VALUE
POST SIZE AND SPACING PER TABLE
MINIMUM SLOPE SHALL BE 112" PER 12" EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2
0.026" PANS FOR WHICH THE SLOPE SHALL BE 314" NOTE: KNEE BRACES ARE REQUIRED
PER 12' FOR SPANS EXCEEDING 12'-0" OR IF POSTS ARE NOT SET IN CONCRETE
MANUFACTURERS RECOMMENDED SLOPE FOOTING
SEE BEAM SPAN TABLES FOR FREE STANDING STRUCTURES
ENDAV, E DOUBEEj_CA RT (CABLED END VIEW SINGLE CARPORT..,
SCALE: 1/8 V-0" SCALE: 1/8"= V- OW
W%4 W/2 W/4 • .H:-:
PAN OR • ONIPOSITE '~
P O RIDGE CAP
3" x 3"
YDGE BEAM
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BEAM WITH THRU-BOLTS
(PER TABLE 2.3) WITH z
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OSB SHEATHING SPECIFICATIONS
Al wood framing and sheathing shall be in accordance with the 2007 Florida Building Code
w/ 2009 Supplements, Chapter 23, Section 2306 or as noted on the following page.
Nailing Specifications for Wall Sheathing over #2 SPF
Partially Enclosed, Mean Roof Height up to 30'; 1=1.0
Exposure "B", "C" or "D" Sheathing
Sheathing
Wind Spill.
(MPH)
Bldg.
Zone
Fastener
Nail
Spacing
112" or 7/16"
100-123
4
8d common
12" O.C. Field, 6" Edges
5
8d common
6' O.C. Field, 3" Edges
1/2" or 7/16"
130 -140A
4
8d common
8" O.C. Field, 6" Edges
5
8d common
4" O.C. Field, 3" Edges
Exposure "C" Sheathing
140B -150 1 4 110d common
1 12" O.C. Field, 6" Edges
5 1116dcommonj
6" O.C. Field, 3" Edges
Exposure "B", "C" or "D" Double Top Plates
ALL I ALL 116d common
I 16" O.C.
Top or Sole Plate to Stud "B" & "C" Double Top Plates
A. End Nail
100 - 140A
ALL
16d common
1 (2) Each
B. Toe Nail
100 - 140A
ALL
I 8d common
1 (4)16" O.C.
Sheathing, 7/16" O.S.B., 1/2" plywood, or structural grade thermal ply, shall be fastened to
wood struds using the Specifications found above.
Framing and Sheathing Schedule
Connection Fastener Number and Spacing
Up to 120 MPH; 'W Exposure; 112" or 7116" Sheathing
1. Roof to edge zones
#8d common
3" O.C. edges & 6" O.C. field
2. Roof interior zones
#8d common
6" O.C. edges & 12" O.C. field
3. Wall edge & interior zones #8d common 6" O.C. edges & 12" O.C. field
Up to 120 MPH; "C" Exposure; Roof Height Up to 15; Min. 5/6" Cox org/16" OSB
1. Roof to edge zones
#10d common
4" O.C. edges & 8" O.C. field
2sRoof interior zones
#10d common
6" O.C. edges & 12" O.C. field
'3•.Wall edge & interior zones
#10d common
6" O.C. edges & 12" O.C. field
121'to 140A MPH; "B" Exposure; 1/2" or 7116" Sheathing
1: Roof to edge zones
#8d common
3" O.C. edges & 6" O.C. field
2. Roof interior zones
#8d common
4" O.C. edges & 8" O.C. field
3: i4Clall edge & interior zones
#8d common
"4" O.C. edges & 12" O.C. field
121>to 140A MPH; "C" Exposure; Roof Height Up to 1S; Min. 5/6" CDX or 9116" OSB
1. 3oof to edge zones
#10d common
3" O.C. edges & 6" O.C. field
2 Roof interior zones
#10d common
4" O.C. edges & 8" O.C. field
'3. Wall edge & interior zones
#10d common
4" O.C. edges & 12" O.C. field
140E to 150 MPH; "B" Exposure; 112" or 7116" Sheathing
1; Roof to edge zones
#8d common
3" O.C. edges & 6" O.C. field
2.=Roof interior zones
#8d common
4" O.C. edges & 8" O.C. field
3. Wall edge & interior zones
#8d common
4" O.C. edges & 12" O.C. field
140E to 150 MPH; "C" Exposure; Min. 19/32" Sheathing
1. Roof to edge & interior zones
#8d common
6" O.C. edges & 6" O.C. field
2. Wall edge & interior zones
#8d common
6" O.C. edges & 6" O.C. field
3. Gabled end walls
#10d common
4" O.C. edges & 4" O.C. field
Double top plates
#12d common
2 @ 16" O.C.
Top or Sole Plate to Studs
End nail
#16d common
2 @ each stud
Double top plates
#8d common
4 @ each stud.
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12-01-2009
OF
CC
#10 x 1/2" W/ 3/4" WASHER
FOR 0-123 MPH WIND ZONES
-
"C" EXP.OR #12 x 1/2" W/ 314"
WASHER FOR 130-140 MPH 4" #10 S.M.S. THRU 2" x 2" INTO
WIND ZONES "C' EXP. @ 8" BEAM
O.C.
CROSS BEAM 2" x
FASTENERS (PER TABLE — — — — —
PAN ROOF PANEL •
•
EDGE BEAM
® ® POST PER TABLE 2.3
SEE TABLES FOR BEAM SIZE
1" MAX.
INTERNAL ANGLE OR U-CLIP
3" RISER PAN
• • •
KNEE BRACE PER TABLE 2.3
i CONNECTION
ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF
0 ®
START OR END
SCALE: 1-1/2" = 1'-0"
OF BEAM SPAN
USE TRUFAST HD x rt" + 3/4")
AT 8" O.C. FOR UP TO A 130 - - - ----- - - --- ------ — -
MP WIND SPEED" "
?ACE LENG
CENTER OF
XPOSURE 6" O.C.,ABOVE 3
TABLE 2.
BRACE
P AND -UP -TO A 150 MPH
WIND SPEED "D" EXPOSURE.
MINIMUM KNEE BRACE
:::::::::::::::::::.............
(SEE TABLE 2.3)
..........................
..•
CONNECT KNEE BRACE TO
EDGE BEAM
COLUMN AND BEAM WITH
_0.050"UCHANNEL,'H'
POST PER TABLE 2.3
—11
KNMB0-646---&.)SADE�TrAIL1']BEi4Mµ1PERSENDICULAR TLO ROOF
PAN OR _OIt iE PANEL ROOF
BEAM
Goes
CONNECTION =
START OR END
KNEE BI
OF BEAM SPAN
PER
CENTER OF BRACE
MINIMUM KNEE BRACE
(SEE TABLE 2.3)
NEEIBRACE REQUIREMENTS
PER GENERA -NOTES,,
AGE 2=i
COLUMN
FASTEN PER TABLE 2.3
®
CONNECT KNEE BRACE TO
®
COLUMN AND BEAM WITH
®
0.050"'U' CHANNEL,'H'
®
CHANNEL, OR GUSSET PLATE,
®
FASTEN WITH S.M.S. AT
®
EACH CONNECTION POINT
®
PER TABLE 2.3
Notes:
Beams next to the host structure shall have a minimum of (4) # (Size varies with wind zone) x 3/4" screws
as shown.
KNEE 613A►CE TiO PQS71D3#JfA1L BEAM PARALLEL1i0 ROGEF
KNEE BRACE PER TABLE 2.3
ALTERNATE KNEE BRACE TO POST DETAIL FOR 3" RISER PAN ROOF
SCALE: 1-1/2" = 1'-0"
ROOF PANEL
(SEE TABLES)
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
BEAMS MAY BE ANGLED FOR L
GABLED FRAME
FOR NUMBER OF BOLTS AND,
SIZE OF POST (SEE TABLE 2.3)
CO^ M 'NO.T.CHEDiTOvSUIT
e '�
BEAM AND POST SIZES
(SEE TABLES)
S�E NGJT-'R Q( STifO EAi17f O1�11�ECi1lO`N
BEAMS MAY BE ANGLED FOR —
GABLED FRAME
w ROOF PANEL
(SEE TABLES)
1-3/4" x 1-3/4" x 0.063" —
RECEIVING CHANNEL THRU
ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU
OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM -
(SEE TABLE 2.3 FOR NUMBER
FOR NUMBER OF BOLTS AND
OF BOLTS) ®
SIZE OF POST (SEE TABLE 2.3)
BEAM AND POST SIZES
(SEE TABLES)
COLUMN NOTCHED TO SUIT
C NTER NpALCH POST TtOIBEAM C-__QNNECIT_dO
SCALL: _
w ROOF PANEL
(SEE SECTION 7)
DOUBLE 2" x 8" S.M.B.
(4) 3/8" x 5" THRU BOLTS @
BEAM AND @ EACH POST
114" x 4" x 2d" GUSSET PLATE
EACH SIDE OF BEAM —�
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ANCHOR (SEE DETAIL FOR
PAN OR COMPOSITE PANEL)
4" x 4" x 0.125" POST
DOUBLE BEAM TO POST CONNECTION
SCALE: 2" = 1'-0"
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
# OF BOLTS
(SEE TABLE 2.3)
2" x _ " S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
0
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W
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10 x 3/4" S.M.S. @ 6"
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12-01-2009 OF O
CONNECTOR MAY BE (2)
ANGLES, INTERNAL 'U'
CHANNEL OR EXTERNAL'U'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER FASTENERS
SECTION)
PRIMARY / FRAMING BEAM
(SEE SPAN TABLES)
F�kTRUSIONS�W 'ANTERN' L
SCREW BOSSESIP
INTERNAL1.
MINIMUM'NUMBE M` S-. 3/4" J
W
"r N EQUIREDEQUALT
BEAM DEP
(SEE FASTENERS SEGTIO) SECONDARY BEAM /
PURLINS(SEE SPAN TABLES)
BE 'M ,0 BEAM CONNECC-A10 nE�`T`AIr
— S'CS TE: 2" = 1'-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8" x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2) 1/4" x
®
2-114" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
HOST STRUCTURE MASONRY
w
®
SIDE FOR EACH INCH OF BEAM
OR FRAMED WALL
1=-
DEPTH LARGER THAN 3"
(SELECT FASTENERS FROM
w ~
FASTENERS SECTION)
0 W
®
ALTERNATE CONNECTION:
(1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8"
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
PRIMARY BEAM
WALL W/ MIN. (3) 3/8" x 2" LAG
SEE SPAN TABLES) —SCREWS
OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4"
BANGLE#FOR RECEIVING
x 2-1/4" ANCHORS ORADD (1)
HANNEL
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM 01WALL CONNEEC',Til r N I DETAIL
SCALE: 2" = 1'-0"
W
J Z
m�
N t ALUMINUM/STEEL COLUMN
'U' CHANNEL
ANCHORS (SEE FASTENER SECTION FOR
(SEE FASTENER SECTION) CONNECTIONS)
CONCRETE SLAB OR FOOTING ° MAX. CONCRETE ANCHORS
,. (SEE TABLE)'
• FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD
FASTENERS (1-3/8" EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
SCALE: 2" = V-0"
z_
2U
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a t ALUMINUM / STEEL COLUMN
ANCHORS (SEE FASTENER 2" x 2" WITH WALL THICKNESS
SECTION) EQUAL TO OR GREATER THAN
COLUMN WALL
CONCRETE SLAB OR FOOTING a MAX. CONCRETE ANCHORS
d
(SEE TABLE)'
• FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD.
FASTENERS (1-3/8" EMBEDMENT)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL ANGLE CLIPS
SCALE: 2" = 1'-0"
NOTE:
ANGLES OR U-CHANNELS SHALL BE A MINIMUM OF 2-1/8" IN HEIGHTAND SHALL BE 0.125" 6063 T-6
EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY
D
,aAVAGHMENT11DE`FAIkS=W
Lu
SHOWN REG7UIR DIAGp
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ALUMINUM/ STEEL COLUMN
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INTERNAL EXTRUDED
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ALUMINUM BASE OR BREAK
THRU BOLT PER SCHEDULE
FOR ED U-CLIP
CONCRETE SLAB OR FOOTING
' (4) oL-T-O4" Q2,(S E CONCRETE
WEDGE BOLT OR•EQ'(SE -
SLAB OR FOOTING
TABLE BELOW FOR NUMBER
_
OF BOLTS)
ATTACHMENT DETAILS
SHOWN REQUIRE DIAGONAL
ALUMINUM / STEEL COLUMN
BRACING FOR
FREE-STANDING COVERS
t
EXTERNAL BREAK FORMED
CORROSION RESISTIVE STEEL
ALUMINUM BASE OR BREAK
THRU BOLT PER SCHEDULE
FORMED U-CLIP
• (8) MAX. 1/4" X 2-1/2" WEDGE
CONCRETE SLAB OR FOOTING
BOLT OR EQ. (SEE TABLE
BELOW FOR NUMBER OF
BOLTS)
TYPE II POST TO CONCRETE CONNECTION
BREAK FORMED COLUMN BASE SCHEMATIC EXTERNAL BASE
SCALE: 2" = 1'-0"
FOR POST TO WOOD DECK (MIN. 2" NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS
NOTE: ALL BASE PLATES SHALL BE A MINIMUM OF 2-1/8" IN HEIGHTAND SHALL BE 0.125" 6063 T-6
EXTRUDED ALLOY OR 0.125" 5052 H-32 BREAK FORMED ALLOY
Number of Wedge Bolts (POWERS or Equal) for Super Base Connection
Wind
Zone (MPH)
Wind
Uplift (PSG
Post Spacing / Number of Fasteners
8'-0",
j10coj
12'-0"
14'-0"
16'-D"
18'-0"
20'-0'
100
16.6
2
4*21F
3
1 3
4
4
1 5 •
110
17.7
2
2
3
1 3
4
4
5•
120
21.1
2
3
3
4
5•
123
22.2
2
3
4
4
5'
130
2
3
3
4
5'
5`
140>1dc2
=28.`7=-
3
5•
5•
6•
7•
B•
33.0
1 4
`�=J'•
5'
6'
7'
8 •
9 •'
ror connecoons mar require more man (4) fasteners use type 11 base. — For
connections that require more than eight bolts use the "Super Base'.
Note: Allowable load on 1/4" x 2-1/Y Wedge Bolt or Equiv. @ 5d is 878#.
Example for Base Connection: # of anchors = area over past' applied load /
allowable load on anchor
For a 30' x 16' carport with 7 overhang in a 120 MPH wind zone, "B' exposure the load
width on the front wall is:
16' / 2 + 2' = 10', assume posts are at 10' O.C. then area = 100 SF and the applied load is
21.1 PSF x 100 SF = 2110# for a 3x3"x0.060" post
Allowable load for wedge bolts 878# each, 2110# / 878# = 2.4 souse (3) wedge bolts
MIN. 5-1/4" FOR 1/4" ANCHORS
2-1/2d K r 5d ?F 5d -�' 5d 2-1/2d
v
Wcoon
.. .. a- N ._....._,
POST TO CONCRETE CONNECTION
SUPER BASE (PLAN VIEW)
SCALE: 4" = V-17
ALUMINUM/
SUPER BASE
• (16) MAX. 1/4" X 2-1/2' WEDGE
BOLT OR EQ. (SEETABLE FOR
NUMBER OF BOLTS)
SUPER BASE POST TO CONCRETE CONNECTION
SCALE: 2" = 1'-W
"FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS
W/ WOOD FASTENERS ("/8" EMBEDMENT)
yam. STUD WALL OR POST
x
Minimum Ribbon Footina
Wind.
Zone.
#/
Sol. FL
x
Post Anchor
@ 48" O.C.
Stud•
Anchors
100- 123
+ 10 - 15
1 1'-0"
ABU 44
SP1 @ 48' O.C.
130 - 140-1
+ 10 -19
1'-0'
A13U 44
SP1 @ 32- O.C.
140-2 - 150
+ 30 - 20
1'-0'
ABU 44
SP1 @ 16' O.C.
Maximum 20' projection from host structure.
For stud walls use 1/2" x 8' L-Bolts @ 48" O.C. and 2' square washers to attach sole plate to
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.
RIBBON FOOTING
SCALE: 1/2" = V-D"
NEW SLAB 12" 4""4"
EXISTING SLAB
• #30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR I- EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8" �I INTO NEW SLAB 6" FROM O
EACH END AND 48" O.C. z
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = 1'-0" W
ALUMINUM POST SEE TABLE
3/4" PLYWOOD DECK
a.
a:
0
0
7
EXTRUDED ALUMINUM BASE
W
co
0
O
(7
CORROSION RESISTANT
Z
THRU-BOLT PER SCHEDULE
u
W
;z
LAP2x6OR2x8LAG
tl/4*
SCREW (SEE TABLE 4.2)
W
Uj
@ 16" O.C.PARAMETER DOUBLE
Loy
STRINGER
w
\ i
"ALTERNATE WOOD DECKS AND FASTENER LENGTHS `
3/4" P.T.P. Plywood 2-10
5/4" P.T.P. or Talks Deck 3-314"
2" P.T.P. I 4"
TUBE COLUMN BASE SCHEMATIC (INTERNAL BASE)
SCALE: 3" = V-0"
�
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NOTE
'Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be
coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material
shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials
shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
TOP OF BASE WALL MIN. "t" IS
GRADE TI THICKNESS OF REQUIRED
*COATED ALUMINUM V POST. MAY BE THICKER
POST IN CONCRETE COMPACTED
#40 BAR 12" LONG BACK FILL *ALUMINUM COATED
POST (SEE TABLE)
POURED CONCRETE
(REFER TO TABLE 2.4)
v
ISOLATED FOOTING
SCALE: 2" = V-0"
ALUMINUM POST AND
BURIED FOOTING CONNECTION
- - - SCALE: 1" = V-1Y
3" x 3" POST TURN BOLTED
TO ANCHOR RISER
2-3/4" x 2-314" x 2-1/2' LONG
x 1/8" TUBING
N WELDED CONNECTION
FASTEN (SEE SECTION 9)
12" x 12' x 1/4" PLATE
3-1/2" CONC. SLAB
POST MAYBE FILLET
WELDED DIRECTLY TO
BASE PLATE
BASE ANCHOR CONNECTOR
FOR POST TO SLAB CONNECTION
SCALE: 2" = V-0"
TYPE
FLAT SLOPE / NO FOOTING
0-2" / 12"
TYPE II
MODERATE SLOPE FOOTING
2" / 12"- 1'-10"
CONT.
ANGLE 33* TO 45*
"12-
TYPE III
STEEP SLOPE FOOTING
NOTES: > V-10"
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 (soil penetrometer) 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 3-112" (4" nominal) slab is required except when addressing erosion until the
projection from the host structure of the carport or patio cover exceeds 20'-0". Then a minimum of a Type
II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. See table 2.4.1 for allowable loads.
4. For wood frame utility sheds the minimum depth of the footing shall be 10" for Type II footing and 14" for
Type III footing with 6" Min. exposed above grade.
5. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wile mesh
or crack control fiber mesh: Fibermesh a Mesh, InForce- e3T (Formerly Fibermesh MD) per t-
maufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days
before installing anchors.
6. If local building codes require a minimum footing use Type 11 fooling or footing section required by local
code. Local code governs.
SLAB -FOOTING DETAILS
SCALE: 1/2" = V-0"
(2) 2" x 2" x "C ANGLE OR
(1) U CHANNEL x "t"
3/8" x 3-1/2" BOLT
80 LB. 2500 PSI
CONCRETE PRE -MIX
3" EXTRUDED ALUMINUM
BASE ALTERNATE: 3" BREAK
FORMED 5052 H-32
ALUMINUM BASE
12' ALUMINUM
PANEL ROOF
(SEE TABLE 2.5)
RECEIVING CHANNEL
12"ALUMINUM PANEL
(SEE TABLE 2.5)
RECEIVING
CHANNEL
ALUMINUM UTILITY SHED WALL WITH DOOR
ELEVATION VIEW
SCALE: 1/8" = 1'-0"
RECEIVING
CHANNEL
ALUMINUM UTILITY SHED WALL
ELEVATION VIEW
SCALE: 118" = V-0"
MAX. SHED FLOOR
MAY. AREA200 SQ. FT.
PAN TO WALL CHANNEL
(3) #8 x 1/2" PER PAN
RECEIVING CHANNEL
PAN TO WALL
2" x 2" x 0.044" BRACE FOR
GREATER PAN HEIGHT
(SEE TABLE 2.5)
3-1/2" CONCRETE SLAB -/
12" ALUMINUM
PANEL ROOF
(SEE TABLE 2.61
RECEIVING
CHANNEL
12" ALUMINUM
PANEL
(SEE TABLE 2.5)
PAN ROOF
(SEE TABLE 2.5)
PAN WALL
(3.00 L)
-
D (2.33 L)
C (1.67 L)
B (1.33 L)
A (0.67 L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE
d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN
BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE
MINIMUM d -.50"
STAGGERED ON EACHSIDE OF SELF
'� d-.50" d-.50" _
MATING BEAM
PLATE TO BE SAME
n
+ + +
+ + +
THICKNESS AS BEAM WEB
�
v
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
DENOTES SCREW PATTERN
NOT NUMBER OF SCREWS
FASTENER SIZE, NUMBER
HEIGHT 2 x (d - .50") LENGTH
AND SPACING (SEE TABLE)
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = V-0"
Minimum Distance and
S acin of Screws*
Gusset Plate
Screw
Size
ds
(in.)
Edge to
Center
2ds in.
Center to
Center
2-1/2ds in.
Beam Size
Thickness
in.
#8
0.16
3/8
7/16
2" x 7" x 0.055" x 0.120"**
1 /16 = 0.063
#10
0.19
3/8'
1/2
2" x 8" x 0.072" x 0.224"
1/8 = 0.125
#12
0.21
1 7/16
9/16
2" x 9" x 0.072" x 0.224"
1/8 = 0.125
114 or 1(4"
0.25 1
1/2
1
2" x 9" x 0.082" x 0.306"
1 1/8 = 0.125
5M "
0.31
5/8
3/4
2" x 10" x 0.092" x 0.369"
1 /4 = 0.25
reters to each side of splice
** use for 2" x 4" and 2" x 6" also
Note:
1. All gussetoplates shal b inimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
OO�
UNIFORM LOAD
d
A B
1 OR SINGLE SPAN
UNIFORM LOAD
i l l
A B C A B C D
SP,AP SPAN' -
_
® s
ATTACH PANELS TO CHANNEL
TOP AND W//#8 x 1/2" S.M.S. EACH NELL l L
BOTTOM PAN @ EACH END - C A B C D E
F �r
12" RISER PANEL 4 SPAN
(SEE TABLE 2.5) ®All
OTE .
BOTTOM CHANNEL 1) l = Span Length
ANCHORED TO a =Overhang Length
EMBEDMENT SLAB W/ 1/x 1" 2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
EXPANSION BOLTS @ 24" O.C. OR L= 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
CONCRETE SCREWS 5) Span condition = number of supports (posts) less one.
Example: If there are 5 supports (posts) then the span condition is "4 span".
PAN WALL CONNECTION DETAIL SPAN EXAMPLES FOR SECTION 2 TABLES
SCALE: 1/8"= 1" SCALE: N.T.S.
SECTION THROUGH UTILITY SHED
SCALE: 118" = V-0"
#8 x 1/2" S. M. S.
INTO EACH
RISER @
PANELENDS
1/4 fU x 1-1/,
EMBEDMEP
EXPANSIOf
OR EQUAL
PINS @ 24"
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Table 2.1.1 A-110 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sem wind gust for 1t0 MPH velocity;
Mono -sloped roofs include gables where me srope u. wo."", _�• ••••••• • - -- -
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.
Table 2.1.16-110 Town & Country Industries, AllInc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
Fnr 3 see_ wind oust for 110 MPH velocity;
Mono -sloped roofs include gables where the slope of the roor is less ma„ ,
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.
Table 2.1.2 A-110 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 see. wind oust at 110 MPH;
Mono -sloped roofs include gables where the slope or me roo, ," �w� "_• ••• •-
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.
Table 2.1.2E-110 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, of Freestanding Gabled
Carports
Aluminum Alloy 6005 T-5
Fnr 3 sec- wind oust for 110 MPH velocity;
Mono -sloped roofs include gables wnere me -1. "• •• •- •-- - ---
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.
taOlu G. I.Iv "., ..-...._'
6005 T-6 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs'
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 100 & 110 MPH velocity; using design load of 15.6 #/SF single Tribute Load Width
Self -Mating
Beams 6'-0" 7'-0" B'-0" 9'-0" I 10'-0" 11'-0"
A•
Anowaoie
d 8'-3' d T-11- d
apdn
T-8' d T-5' d
T-3' it
T-0" d 6'-10'
2" x 5" x 0.050" x 0.048" 11'-3' d
10'-8' d 10'-2' d 9'-10' d
9'-6' d 9'-2' d
8'-11' d
d
8'-8' d 8'-6'
10'-2' d 9'-11' d 9'-8' d
9'-6' d 9'-4' d
12'-6'10'-5'
d 12'-3' d
11'-11" d
11'-8' d 11'j1' d 11'-1' d
10-10 d 10'-8' d
14'-9" d
14'-4" d 13-11 d 13'-8' d
13'-4' d 13'-1' d
2" x 6' x 0.072" x 0.112"
16'-8' d
16'-2'
2" x 9- x 0.072" x 0.112" 20'-5' d
19'-0' d 18'-6' d 1T-10- d
1T-2' d
1T.10" d
17'-4' d
16'A d 16'-6'
2" x 9" x 0.082" x 0.153" 21'Aw d
20'-T d 19A V d 19'-1' d
18'-5' d
2" x 10" x 0 092" x 0187" 25'-4" d
24'-1' d 23'-W d 2T . ,
4 20'-9'
Double Self -Mating Tributary Load Width
Beams 6'-0" T-0" 9'-0" 10'•D" 11'-0" 12'-0" 13'-V 1A'-0" 1S-0" 16'-D" 1T-0"
(2) 2" x B" x O.D72" x 0.172"
23'-4' d
22'-2' d
21'-3' d
Allowable
20'-5' d
span-
19'-8' d
r oemm�y
19'-1" d
d
u ..,
18'-7' d
20'-5' d
.._••"..""••
18'-1" d
19'-1W d
"
1T-T d
194" d
17'-3' d
18'-11' d
16'-10'Tdl6'-6'
18'-6'8'-2'
d(2)
d(2)
2" x 9" x 0.072" x 0.112"
25-8d
2T-5- d
24'-S 11
26'-2' d
23'-4' d
25-0' d
22'-5" d
24'-1' d
21'-0' d
23-3" d
20'-11'
22'-6' d
21'-10" d
21'-3" d
20'-9' d
20'-4' d
19'-10"9'-6'
d
2" x 9" x 0.082" x 0.153"
30'-4' d
29'•0- d
27'-11' d
26'-11' d
26'-1" d
25'-4' d
24'-8' d
24'-1' d
23'-6' d
23'•0' d
22'-7' d
(2) 2" x 10" x 0.092" x OLA 87"
31'-11' d
• Mono -sloped roofs include gables where the slope of the roof is less than r m iz
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 36
2. Spans are based on 110 M.P.H. 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 uprighto center of brace to beam connection to the above spans for total beam
t
spans.
5. Spans may be interpolated.
n.t• � .�.3 sk x�� v
Table 2.1.2 C-110 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for too 8. 110 MPH velocity; using design load of 17.7 #/SF Tribute Load Width
Single Self -Mating
Beams 6'-0" 7'-0" e'-0" a'-0' 10'-0" 11'-0" 12'-0" 13'-0" 14'-0' 15-0" 16'-0" 17%0"
2" x 4" x 0.046" x 0.050" 8'-a. d
8'-3' d
7'-11' d
Anoweoie
7'-T d
apm,
T4' d
-,.._
T-1' d 6'-11' d
6'-9" d
d
6'-T d
8'-1' d
6'-5' d S-T b
d T-9" it
7-1 d
2" x 5" x 0.050" x 0.048" 10'-9' d
1 T-7' d
10'-3' d
11'-11' d
9'-9' d
11'-6' d
9'-5' d
11'-0' d
9'-1' d
10'-8' d
8'-10' d F-T d
10'-4' d I T-W d
B' 4'
9'-9' d
9'-6' d
V4"T-11
9'-4' d 9'-1' d
8'-11' b
2" x 6" x 0.050" x 0.060"
d
12'-7' d
12'-2' d
11'-9' d 11'-5' It
11'-T d
10'-10' d
10'-8'
2" x 7" x 0.060" x 0.060" 14'-5" d
13'-8' d
13'-1'
d
2" x 8" x 0.072" x 0.112- 11-9' d
16'-71' d
16'-2' d
15'-6' d
14'-11'
2" x 9" x 0.072" x 0.112" 19'-T d
18'-T
2" x 9" x 0.082 x 0.153" 20'-11' d
19'-11'
2" x 10" x 0.092" x 0.187" 24'-4' d
23'-1' d
22'-1" it
21'-3' at
20'-601
11'-10'
Double Self -Mating - Tributary Load Width
16'-0" 17'
Beams 6'-0" T-0" 8'-0" 9'-0" 10'-0' 11'•0" 12'-0' 13'-0" 14'-0" 15'-0' -0"
. dnfln'finn'd'
d
18'-4' dA
17'-0' d
16-11 d
16'-6' d
16'-2' d
15'-10' d
2) 2" x B" x 0.072" x 0.112 22'-5' d
24'1' d
21'-3" d
2T-5' d
20'-4' d
22'-5' d
19'-T d
21'-6' d
18'-11"
20'-9' d
20'-2" d
19'-0' d
18'-7' d
18'-2'
17'-5' d
(2) - x 9" x 0.072" x 0.112"
(2) 2" x 9" x 0.082" x 0.153" 26'-S d
25'-1' d
23'-11' d
23'-1" d
22'-3' d
d
21'-T d
26-W d
20'-5' d
23'-8' d
19'-11' d
23'-1' d
19'-5' d
22'-T d
19'-0' d
22'-1' d
1B'-8' d
21'-8' d
2) 2" x 1 w x 0.092" x uA t17" 30'-7" It
29'-1- d
27--10' d
26'-tr d
25'- I
- Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12 .
Notes:
1. It is recommended that the engineer be consulted on any carder beam that spans more than 36
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do hot include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beats
s
spans.
5. Spans may be interpolated.
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Table 2.1A A-120 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 120 MPH velocity;
Mono -sloped roofs include gables where me slope or me ruin ,, ,r»
Notes:
1.-Above spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table:2.1.113-120 Town & Country Industries, Inc.
6005-TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 120 MPH velocity;
Using design load of 1ti.2 war aa.a ixar r.,r r"",.. •._.•"•_•"•
2" x 5" z 0.050"
x 0.048' SMB
Vx 4"jt 0.046" x 0.050" SMB
- Max. Span'L'! bending'bor deflection'L'"1 ,
Load
Max. Span'L'/(bending W or deflecti��d')
782 Span
3 Span
4 Span
Cantilever
Load
Wdth'(ft) 18:2 Span 3 Span 4 Span Mom'
_ Cantilever
Width (ft.)
4?'-8' d
15'-8' d
16-11" d
7-7• d
4
10'-3' d
12'•8" d
17-11• d
7-1- d
4
d
14'7"-d
14'-10' d
7-5' d
5
91-V d
11'-9" .d I
12'-0" d
I'll' d
5 111'-S
13'-8• d
13'-11- d
7-3- d
6
8'-11' d
1VA" d-11'-4"
d
1'd�
10'-6" d
10'-1' d
9'-8' d
7
B'-6' d
W-6" d
10'=8'. b
1'-9' d 1
7 1
1;i'!i" d
12'-5- C
11'-11' d
13'J' d
12'-8" d
2'-2' d
7-1- d
8'-2' d
10'-1' d
9'-11' b-
1'-8' d 1
8
8
7'-10- d
9'-6' d
9'4' b
1'-7' d
9
7T 3' d
1'-111" d
9
10
. T-7'- d
9'-2- b
8'-11" b
1'-7° d
10
9'-4- d
11'-T d
it'-7' b
t'-11' d
d
11
T4' d
8'-9' b
8'-6" b
1'-6" d
11
9'-1' d
11'-2' d
11'-1' -b
?'-70'
12 1
T-1• d
8'-5' b
B'-l' b
1'-6• d I
12 18'-10'
d
10-10 d
10'-T b 1
1'='� I
2" x 6" x 0.050"
x 0.060,
SMB
2" x 7" x 0.060"
x 0.060-
SMB
4
14'41- d I
18'-5• d
18'-9' d
3'-1' d
4 1
1T-0' d
21'-0' d
21'-5' d
3'-6' d
5
IT-10' d
1T-1' d
1T-5" d
4'-10" d
5 1
15-10' d
19'-6" d
9'_ I" it
3'-T d
6
13'-0' d
15-1• d
16'-5- d
7-8• d
6
147-10' d
8-7-4 d
18'-g• d
al- d
7
174' d
15J" d
15-T d
2'-T d
7
14'-1' d
1T-5" d
1T o- d
2'-11" d
8
11'-10' d
14'-7' d
14'-8' b
2'-5' d
8
13'-6' d
16'-8' d
1 T-0' b
19' d
9
11'-4' d
14'-0" d
13'-10- b
2'-4• d
9
12'-17' d
16'-0" d
16'-0" b
P-8' d
10
10'-11' d
13' -7 d
13 7-1' b
2'-3' d
10
12' rid
15'-6' d
11
10'-T d
17-11' b
12'-6" b
7-2' d
11
1 17-2' d
I 14'-11" d
14'-6' b
7-6- d
12
1 10'-4- d
12'-5" b
11'-11- b
2'-1" d
12
11-10 d
14'-4' b
IT-11' b
7-5" d
2"x8"x0.072"x
D.112"SMB
2"x9"x0.072"x
0.112"SMB
4
20'41" d
25*41" d
26°-5" it
4'-D" d
4
23'-1" d
28'-6" d
29'-l" d
4'-0" d
5
19-6' d
24'-l" d
24'-6" d
4'-0" d
5
21'-5- d
26'-5' d
26'-11' d
4'-0" d
6
181-e d
22'-8" d
23'-1' d
3'.9' d
6
20'-2' d
24'-11' d
25'-5' d
4'-0" d
7
1T5" d
217-6" d
2V-11' d
T.7' d
7
19'-2' d
23'-8" d
24'-1" d
3'-11' d
8
16'-8' d
20'-7- d
20'.11• d
3'-5• d
a
184' d
22'-T d
23'-1' d
3'-9• d
9
161-0' d
79'-9" d
20'-2- d
3'-4' d
9
1T-T d
21'-9' d
22'-Y d
3'-7' d
10
15-5' d
19'-1' d
19'-6' d
3'-2' d
10
15-11' d
20'-11' d
21'-2' b
3'-0' d
11
14'-1.1' d
18'-6' d
18'-7' b
3'-1' d
11
20'4' d
20'-2' b
3'-5' d
12
14'-7' d
1T-11- d
1T-9" b
7-11" d
12
15'-71' d
19'-9' d
19'4 b
3'4' d
2" x 9" x 0.082"
x 0.153"
SMB
2" x 10' x
0.092" x 0.187"
SMB
4
24'-9" d
1 30'-6" d
31'-2' d
4'-0' d
4
28'-S- d
35-5' d
5
22'-11' d
284' d
28'-11- d
4'-0' d
5
26'-T d
37-10' d
33'-6' d
4'-0' d
6
21'-T d
26'-W d
2T-3' d
4'-0' d
6
25-1' d
30'-11• d
7
20'-6' d
25'4' d
25'-10' d
4'-0' d
7
2TAO' d
29.5- d
29'-11' d
4'A' d
8
19'-T d
24'-3' d
24'-9• d
4'-0• d
8
28'-1' d
28'-8' d
4'-0' d
9
18'-10' d
234' d
23'-9' d
3'-11' d
9
21'-11' d
2T-0' d
27'-T d
4'A' d
10
18'-3' d
22'-6' d
2- it d
3'-9' d
10
21'-Y d
26'-1' d
26'-7' d
4'-0' d
11
1T-8' d
21'- 00' d
273 d
3'-0' d
11
20'-6' d
25-3' d
25'-9' d
12
1 1T-2- d
21'-2' d
21'-5' b
3 T- d
r 12
19'-11° d
24'-T d
25'-1" d
4%0- d
• Mono -sloped roofs indude gables where the slope of the roof is less than 1" in 12'.
Notes:
1. Above spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1.2 A-120 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust at 120 MPH;
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
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.
Table 2.1.213-120 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled
Carports
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 120 MPH velocity,
using aesign roan or-i war t, maw . ...
2" x 4" x 0.046" x 0.050" SMB
...
2" x S. x 0.050" x 0.048" SMB
Load
Max Spari VI bending'b' or deflection'd'
Load
Max. Span'L'/
bending'b'
or deflection'd
18.2 Span
3 Span
4 Span
Cantilever
182 Span
3 Span
4 Span
Max.
Cantilever
Width (ft.)
Width (ft)
4
9'-5' d
71'-7' d
11' -10' d
2'-t' d
4
11'-8" d
14'-8' d
7-7' d
5
8'-9' d
10'-9' d
11'-0' d
1'-11' d
5
10'-10° d
13'4' d
13'-7' d
2'-5' d
6
8'-3" d
10'-2' d
10'-1' b
1'-10' d
6
10'-2' d
12'-T d
12'-10' d
2'-3- d
7
T-10' d
9'-B' b
9'-4' b
1'-9" d
7
12'-2' b
2'-2' d
B
T-6' d
9'-0' b
8'-9' b
1' . d
8
9'-3' d
1f'-5' d
714 b
2'-1° d
9
T-2" d
8'-6" b
8'-3' b
t'-T d
9
B'-10' d
10'-11d
10'-9' b
1'-11' d
10
6--11" d
8'-1' b
T-10' b
t'-T d
d
10'-6' b
10'-2' b
1'-11° d
11
6'-9'
1'-6'
d
10'-0' b
9'-8' -b-
t'-10" d
12
6'-6" d
T-47 b
T-1° b
1'-6' d
d
9'-7' b
9'-3' b
1'-10' d
2" x 6" x 0.050" x 0.060" SMB
T. x T' x 0.060" x 0.060" SMB
-
4_
13'-8'ldlV-10'
d
17'-2' d
3'-1' d
4
15'T d
19'-3' d
1^'-B' d
3'-6' d
_
5 t
12'-8'W-T
d
I&AI" d
2'-10' d
5
14'-6' d
1T-10° d
18'-3' d
3'-3" d
11=?1'14'-8'
d
14'-70' b
2'-8' d
6
13'-T d
75-10' d
17'-2" d
3'-1' d
6- -
.iP4• d
10'-10' d
d
13'-9" b
7-T d
7
17-11- d
15'-11- d
15'-11' b
7-11' d
7
B
13'-11'
12'-4' d
15'-3' d
14'-11' b
2'-9- d
12'-1' b
2'4" d
9
11'-11" d
W-6' b
14'-1- b
'4'
2'-8' d
9
1 10--5' d
12'-6- -t_
1 2'-3' d
10
11'-6' d
137-9' b
13 b
7-7- d
10
10'-0' d
11'-11" b
11I?-6' b
' - =1-2• d
11
11'-T d
13'-Y b
12'.W b
2'-6' d
d
11'4' b
10'-11" 5
12
10-10" d
12'-7' b
12'-2' b
2'-5' d
12
9'-5" d
10'-10' b
10--6- b
7-1' d
2"x8"x0.072"x0.112"SMB
2'39"xo.072'x0.112"SMB
-4
5
21'-1' d
26'-1' d 26'-7' d
4'-0" d
4
19'-2" d
23'-9' d
24'-2' d
4'-0' d
5
17'-10" d
22'-0" d
22'-6' d
4'-0' d
19`-;" d
24'-3- d
24'-W d
4'-0" d
'["2=9•. _ d
21'-8' d
23'-3' d
'�-L2'-^.' d
4'-0' d
3'-11- d
6
1 16'-9• d
20'-9' d 21'-2' d 3'-9' d
6
18'-5" d
7I
15'-11" d
19'-8' d
20'-1' d
T-7- d
7
8
1T-6" A
16'-9' d
20'-B' d '-9' -b
-9• d
8
15'-3" d
18'-10' d
19'-1' b
T-5' d
9
16'-1' d
19'-11' d
19 '-7' b
T 3'-T d
9
14'-W d
18'-1' d
1T-11' b
33'-4' d
d
10
15'-7- d
19'-2- b
IW-T b
T-6' d
10
14%2" d
TT-6' d
1TA' IT
3'-2"
d
11
15'-1' it
18.4' b
1T-8' b
3'-F d
11
13'-1. d
16-10' b
163 b
3'-11'
7-11' d
12
IV-8- d
1T-6° b
16'-11' b
3'-4• d
12
13'4- d
16'-1' b
15'-T b
2"x10"x0.092'x
0.187"SMB
2"x9"x 0.082"
x 0.153"
SMB
d
4
26.3• d
32'-5' d
33'-1' d
4'-0• d
4
22'-8' d
2T-11' d
7_It-
28'-0• d
4'-0'
d
5
244 d
30'-1' d
30'-8' d
4'-0' d
5
2 d
26'-6' d
V-O
d
8
22'-11' d
28'4' d
2 ' d
4'-0' d
6
19'-9- d
24'-S d
24--1T d
4'-0'
d
7
21'-9• d
26'-11' d
2T-5s• d
4'-0" d
7
18'-9' d
23'-2' d
23'-8' d
4'-0'
d
8
20'-10' d
25-9' d
25-0• d
4.0' d
8
1T-11' d
27-Y d
21'4' d
27-8' d
21'-8' b
4'-0-
3'-11' d
9
2g'-0" d
24'-9' d
25'-3' d
4'-0' d
9
10
1T-3' d
16r8- d
20'-7- d
20'-T b
3'-9" d
10
19'4' d
23'-11' d
24'4' d
4'-0' d
11
16'-2' d
19'-11' d
19'-8' b
3'-8" d
11
18'-9' d
23'-2• d
23'-3' b
12
15'-0' d
19'-S d
1 B'-10' b
3'-6' d
12
18'.2- d
27-6' d
27-3' b
4'-0' d
Mono -sloped roofs indude gables where the slope of me moi is w- ii-, • ••• •-
Notes:
1. Above spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
Table 2.1.1 C-120 Town & Country Industries, Inc.
6005 T-6 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs`
Aluminum Alloy 6005 T-5
For 3 sec. wind gust Tor'Qu min
veiowgr; usmy u"my.. ia.. •....,...
Tribute Load Width
Single Self -Mating
Beams
6'-0" 7'-0' B'-0" 9'-0' 10'-0" 11'-0" 12'-01 14'-0' IT-O" 16'-0"
Allowable Span *L: I bending'b' or deflection'd'
2" x 4" x 0.046" x 0.050"
8'-11' d
8'-6" d
8'-2' d
T-10' d
T-T d
T-0' d
T-1" d
-16'1' di
6'-9' d
6'-7' d
6'-6' d
6'-0' b
2" x 5' x 0.050"11'-1'
d
10'-6' d
10'-t' d
9'-B' d
9'4' d
9'-1" d
8'-10- d
8'-7" d
B'4- d
8'-2• d
T-11" d
T-10' d
2" x 6' x 0.050° x 0.060"
12'-11' d
1ENT d
11'-10 d
114 d
10'-11' d
10'-7' d
_10'4' d
10'-0' d
T-10' d
9'-7' d
9'4' d
9'-2' d
0.060"
14'-10' d
14'-l' d
IT-6' d
12'-11 d
12'-6" d
12'-2' d
11'-9' d
11'-6" d
1 V-2' d
10'-11' d
10'-9' d
10'-6" d
2' x T x 0.060' x
18'4' d
17'-5" d
16'-8" d
15-11" d
15'-5' d
14'-11" d
14'-6' d
14'-2" d
9 S-10" d
13'-6" d
13'-T d
12'-11' d
2" x 8" x 0.072' x 0.112"
d
19'-Y d
18.4' d
1T-7' d
16'-11" d
16'-5' d
16-11" d
15'-7' d
15'-2' if
14'-10' d
14'-6' d
14'-3' d
2" x 9" x 0.072' x 0.112"
20'-2'
21'-7- d
20'-6- d
1a-7" d
18'-10" d
16'-T d
1T-8' d
1T-2' d
16'-8' d
16'-3' d
15;11' d
=
16'-T d
2" x 9' x 0.082" x 0.153'
d
27'-1' d
20'-5' d
19'-10' d
19'-4' d
18'-10' d
18'-5' d
18'-1' di
1T-8'- d
2" x 10" x 0.092" x 0.187"
26-0- d
2.3'-9- d
27-9' d
21'-10'
Double Self -Mating
Tribute Load Width
Beams
6'-0" T-0" 8'-0" 9'-0' 10'-0"
11'-0' 1 17.0- 1 13'-0" 1 14'-V I 15'-0" I 16'-D'
Allowable Span'L'
I bending'b' or deflection'd'
(2) 2" x 8" x 0.072" x 0.112-
(2) 2" x 9" x 0.072- x 0.112-
(2) 2" x 9" x 0.082" x 0.153"
2) 2" x 10' x 0.092" x 0.18T
23'-1" d
25S' d
2T-2- d
31'-6' di
21'.11- d
24'-1" d
25'-to' d
27-11" di
20'-11- d
23'-1' di
24'-9' c1l
28'-8' di
20'-2' d
27-2' d
23'-9' d
2T-7' c1l
19'-V d
21'-5' d
27-11' d
26'-7' di
IV-10' d
20'-9' c1l
2Z-3' d
25'-9' c1l
18'-4' d
20'-2' di
21'-T d
25'-0" cil
1T-10- d
19'-7- di
21'-0' d
24'-5' di
1T-5- d
19'-2' di
20'-6' d
23'-9' di
t6'-11- d
18'-8- d
23'-Y di
16'-8- d
18'-4- d
-7' d
22'-9" d
16'4- d
1T-11" d
W-W d
22'-3' d
• Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12".
Notes:
1. It is recommended that the engineer be consulted on any carer beam that spans more than 35'
2. Spans are based on 120 M.P.H. 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 2.1.2 C-110 Town S Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
I d f177IMSF
For 3 sec. wind gust for 100 &
110 MPH velocity; using design oa o
Tributary Load Width
Single Self -Mating
Beams
6'-0" T-0" 8'-0' 9'-0' 10"0' 11'-0" 12'-0' 13'-0' 14''0' 15'-0
Allowable Span'L'/ bending'b' or deflection'd'
2" x 4" x 0.046' x 0.050'
8'-9' di
8'-3' di
T-11' d
T-T d
T-4" d
T-1' d
6-11" d
6'-9- d
6'-T d
6'-5' d
6'-3' 6
6'-0' b
2" x 5' x 0.050' x 0.048"
10'-9' di
10'-3' d
9'-9' d
9'-S di
9-1- di
8'-10" d
8'-7- d
8'-4' d
BA' d
T-11' d Jill
9" d
7-7- d
2" x 6" x 0.05D" x 0.050-
17-7- d
11'-11" di
11'-6' dl
11--T d
10'-8" d
104 d
I W-O' d
9'-9" d
9-6' d
9'-4• di
9'-1" d
8'-11" b
0.060'
14'-5" d
13'-8" d
13'-1- ill
17-7- d
12'-T d
11'-9- d
11%5' d
W-2' d
10'-10' d
10'-8' d
10'S' d
10'-2- d
2" x T x 0.060" x
1T-9' d
16'-11' d
16'-2' d
t5-6' d
14' d
14'-6' d
14'-t' d
13'-9' d
13'-S d
13'-1' d
17-10' d
12'-T d
2' x 8" x 0.072" x 0.112"
19'-7' d
W-T d
1T-9' d
1T-1' d
16'-6' d
75-11' d
15'-6' d
15'-t' d
14'-9" d
14'-5' d
14'-1' d
13'-10' d
2" x 9" x 0.072" x 0.112'
20'-11' d
19'-11- d
19'-0- d
1B'-4- d
IT-S" d
1T-1' d
W-8" d
16'-2' d
W-10' d
15'-5' d
15'-1' d
14'-10" d
2" x 9" x 0.082" x 0.153-
21'-3- d
20'-6" d
19'.10" d
19'-4' d
IT-9* d
1B'-4' d
1T-11' d
17'-6' d
17'-2' d
2' x 10" x 0.092" x 0.187"
24%V d
23'-l' d
22'-1" tl
Double Self -Mating
Tributary Load Width
Beams
6'-0' T-0" B'-0" 9'-0' 10'-0' 11'-o" jr-o-13'-0' 14'-0" 15'-0' 16'-0" 1T•0"
Allowable Span 'L' / bending'b' or deflection'd'
2 2" x 8" x 0.072" x 0.112-
22'S" d
21'-3- d
20'-4' d
19'-7- d
18'-11" d
18'4' d
1T-9' d
17'4' d
16'-17' d
16'-6' d
16'-2' d
15-10' d
2 2' x 9" x 0.072" x 0.112"
24'-8" d
23'-5' d
22'-5" d
21'-6' d
20'-9' d
20'-T d
1g'-7" d
19'-0' d
18'•T d
W-2" d
1T-9' d
17'-5" d
2 2' x 9' x 0.082' x 0.153'
25-5' d
25'-1' d
23'-11' d
23'-1- d
27-3' d
21'-T d
20'-11' d
W-5' d
19'-11- d
19'-5- d
19'-0- d
W-8- d
2 2" x 1 D' x 0.092' x 0.187"
30'-7' d
29'-1' d
2T-10' d
26'-9' d
25-10' d
25'•0' d
24'-0' d
23'-8' d
23'-1' d
27-7' d
Z7-1' d
21'-8' d
• Mono -sloped foofsindude gables where the slope of the roof is less than 1- in 12-.
Notes:
1. It is recommended thatthe engineer be consulted on any carter beam that spans more than 36
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wail connection.
4. Above spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam
spans.
5. Spans may be interpolated.
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Table 2.1A A-130 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 130 MPH velocity;
(Votes:
1. Above -spans do not include length of knee brace. Add horizontal distance from upright to center of bram to beam
connection to the above spans for total beam spans.
Table 21.1B430 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 130 MPH velocity,
• Mono -sloped roofs include gables where the slope of the roof is less than 1- in w .
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.
Table 2A.2 A-130 Town & Country Industries, Inc.
6005 TO Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust at 130 MPH;
Mono -sloped roofs include gables where the slope of me roar is less mdd 1 1„ .� .
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.
Table 2.1.2E-130 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans.
For Attached Covers, Fourth Wall Structures, or Freestanding
Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 130 MPH velocity;
Using design load 0124AIWtIr ao.o scar ,d, o�d..
.."••.••"...•.
2"x5"
x 0.050' x 0.048' SMB
7-x4" x 0.046' x 0.050"SMB- -
Load Max. Span'L'/(bending W or deflection'd
Load
Max. Span'L'/ hending'b' or deFlectiMa)L
Width (it) 1&2 Span
3 Span
4 Span Canba'Ixever
Wrdth (ft)
183 Span
3 Span
4 Span Cantilever
7
7'•5' d
8'-11' b
8'-7' b
1'-8' d
7
9'-2' d: 11'-3" d
11'-2' b
2'-1' d
1'-T d
B
8'-9' d
10'-10' d
10'-6' b
1'A l' d
9
6'-10' d
7'-10" b
7'-7' b
1'-6' d
9
B'-5' d
10'-y' - b
9'-11' b
1'-11' d
9'-5' b
T-10' d
12
6'-1' b
6'-9' b
6'-T b
1'-5" d
12
T-8' d
8'-10' b
8'-Tr" tr
2' x 6" x 0.050' x 0.060' SMB
2" x 7" x O.D60'
x IDO"
I
SMB
16'-3' d I
18'-T
4
14'-9' d
'r.
d
13'•8" b
2'-6' d
6
17-11' d
15'-11' d
15-10' b
7-11' d
6
11'-3' d
13'-11'
b
7-5" d
7
12.3- d
15 -2' d
14' 43" b
2'-g'._ d
7
.. "-S' d
10'-3' o_
13'-l' b
12'-3' to
12'41'
l l'-10' b
b
Z-4" d
2' -3' d
B
11'-9' d
14'-5' b
8
9
fj'rT d
13'-S b
9
9'-10' d11'-Y
91-6" d
10'-11'1,
10'-T b
b
2'-2" d
7-1' d
1D
to'-11' d
12'-9' b
10
11
10'-6' d
12'-2' b
11
9'-3' d
10'-6b'
:',r
b
-7-0'1T-T
b
12
B'-11' d
10'-0' b
9'-8" ----
2r"x9"x 0.072"x
0.112"SMB
2" x 8" x 0.072"
x 0.112"
SMB
22'-6- d
7-1 21' d
- d
4'-0''
q
20'-0' d
24'-9' d
25'-3' d
4'•0' d
4
18'-2" d
.
6
7
18'-7" d
117'-6' d
1�_". y
15-11" d-_
22'-11' d
23'-5' d
5
16'.11' d 20'-10" d
21'-3' d
3'-10' d
21'-7' d
2T-0' d
6
15'-11' d 19'-8' d
20'-0' d
3'-T d
20'-6' d.
20'-6' b
3'-9' d
7 15'-1' d 18'-8- d 18'-10" b T-5' d
•. T d 19'-2' b
3' -7' d
8
14%5" d
1T-10- d
IT-T b
Y-3' d
B
9
15'a' d
187-3`•""� -
. 18'-1' b
3'-5- d
9
13'41' d
IT-Y d
16'-T. b
3'-1' d
3'-0' d
10
14'-9" d
1T-9' b
1i'-1I_ b
10
IS-S d
16'-3' b
15'-9' b
Y-11" d
11
14'-3' d
16'-11' b
16'�' ti•1 3'+a.' d
11
12'-11" d
16-V b
b
1 16-0' b
14'-4- b
12
17-T d
W-10'
2-
0.092'x 0. NOT
SMB
2'x9"x 0.082"x 0.153-SM13
4'-o- d
.5
4
24'-1T d
30'-9' d
31'-4' d
4'-W d
4
21'-S d
26'-6' d
2T-0' d
d
5
23'-1- d
28'-6' d
29'4' d
V-W d
5
19'-11' d
24'-T d
25-1' d
4'-0"
6
21'-9' d
26'-10 d
2T-5' d
4'-0' d
23'-Y d
23'-T d
4'-0' d
7
20'-8' d
25-6' d
2V-1 d
4'-0" d
7
1T-10' d
21'-11" d
22'-5' d
4'-0' d
B
19'-9' d
24'-5' d
24'-11' d
4'-0' d
a
1T-0' d
211-W d
21'3' b
3'-10' d
9
18'-11' d
23'-5' d
23'-9' b
4'-0' d
20'-W d
20'-0` b
3'$' d
10
18'4' d
22'-8' d
27-6' b
4'•0' d
1D
15'-10' d
19'-6° d
18'-11' b
T-T d
11
17'-9' d
I—' d
3'-11' d
3'-5- d
12
1 17'-3 d
21'.3' b
20'-6'
" 1Y
• Mono -sloped roofs incude gables where the slope of the roof is less than 1 in
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
...."""...•"" ,., ,t," shorn spans for total beam spans.
6005 T-6 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs'
Aluminum Alloy 6005 T-5
For 3 sea wind gust for 130 MPH
veloci ; usmg design road d, ,v.o,
Tribute Load Width
Single Self -Mating
6'-0" 7'-0' 8'-0" 9'-0" 10'-0" 11'-0" 12'-0' 13'-0" 14'-0" 1S-0' 16'-0'
Beams
Allowable Span'L' I bending b' or dell ecti on 'd'
2" x 4" x 0.046" x 0.050'
8'-10' d
V-5' d
B'-l' -d
T-9' d
T-T d
7'-3' d
T-0" d
6' -10' d
6'-8- d
6'-6- d
6'-5- d
2" x 5" x 0.050' x O.M.
10'-11' d
10'-S d
9'-11' d
9'-T d
9'-3- ci
8'-11' d
8'-8' d
8'-6- d
8'-3'
2" x 6" x 0.050" x 0.060"
12'-10" d
12'-2' d
l l'-8- d
11'-3' d
10'-10' d
10'-6' d
19-2' d
9'-11' d
9'•8'
d
13-11' dl
13'-C di
12'-10' d
12'-5' d
11'-t1' d
• 11'-B' d
11'-4' d
11'-1' d
10'-10' d
10'-T d
10'-4' d
2" x 7" x 0.060" x 0.060"
14'48'
d
16'-5' d
15-10' d
15'-3' d
14'-9' d
14'-0' d
13'-11 d
13'-8' d
13'-4' d
13'-1'
2" x 8" x 0.072" x 0.112"
18'-1' d
1T-2'
d
1T-5' d
16'-9' d
16'-3" d
1571T d
15'-5' d
15'-0' d
14'-8' d
14'-4' d
14'-1' d
2" x 9" x O.D72' z 0.112.
19'-11' d
18'-11" d
18'-1'•
d
18'-8' d
1T-11' d
1 i' 5' Oil
i' d
16'-6" d
15-1' d
. 151:9° d
15' di
15'-1' d
2" x 9" x O.Oa2" x 0.153"
21'-0' d
20'-3' d
19'-5'
d
rag'-2' d
1(Y-8' dl
19'-1' d
18'-8' di
i9'-3- dl
1T-10- di
T-6- d
2" x 10' x 0.092' x 0.16T'1
24'-9- di
2T-6- d
27-6' ill
21'-7- ill
20'-10-
Double Self -Mating
Beams
Tributary Load Width -
6'-0" T-0' 8'-0' 9'-0" 10'-0' 11'-0' 17-0" 1 13'•0" I 14'-0'016'-10"
Allowable S an'L'/ bending'b'ordeflection'd'
(2) 2" x 8' x 0.072" x 0.112'
2'x 9" x O.O7Y x 0.112
2"x9'x0.082'x0.153"
2" x 10" x 0.092" x 0.187"
27-10' d
25-1' d
26-10d
31'-2' d
21'-8' d
23'-10' d
25'•6' d
29'-7' d
20'-9' d
27-9' d
24-5' d23'-6'
28'-4- d
10'-11' d
21'-11' d
il
2T-3' d
19'-3' d
21'-Y d
22'-8' d
26'-3- d
16'-7' d
20'-6' d
21'-11"d
25'-6' d
18'-1' d
19'-11' d
21'-4" d
24-9" d
1T-T d
10. d
20'-9' il
24'-1' d
1T-2'
18'-11'
20'-3'
23'-6'
d(2)
' d(2)
' d(2)
' d
Wa2Z
Mono -sloped roofs include gables where the slope of the roof is less man 1- In 12-.
Notes:
1. It is recommended that the engineer be consulted on any center beam that spans more than 36
2. Spans are based on 110 M.P.H. 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 2.1.2 C-130 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sam wind gust for 130 MPH
Single Self -Mating
Beams
veloflry; using design ,oau 24-...�.
Tributary Load Width
6'-0" T-0' 8'-0' 9'-0' lw-D" 11'-0' IT-1)"ix-B" W-0" 15'-0" 16'-D" 1T-0'
Allowable 5pan'L' / banding'b' or deflection'd-
2" x 4" x 0.046' x 0.050"
2' x S x 0.050' x 0.048'
2" x 5" x 0.050" x 0.06a
2' x 7" x 0.060" x 0.060"
2" x 8' x 0.072" x 0.112"
2' x0.012' x 0.112'
2" x 9" x 0.062' x 0.153'
2" x 10- x 0.092" x 0.187"
T-9' d
9'-T d
11'-3" d
12'-11' d
15-11' d
1T-6- d
18'-9" d
21'-9" d
T-S d
9'-2' d
10'-9' d
12'-3' d
15-1' d
lb'-T d
1 T-9- d
20'-8" d
T-1' d
8'-9' d
19-3' d
11'-9' d
14'-5' d
15'-11 d
1T-0' ill
19'-9' d
6'-10' d
8'-S d
9'-10' d
113 d
13'-11' d
15'-3" d
l S-4- ci
18-11' d
6'-T d
8'-1' d
9'-6' d
10-10 d
13'-S d
14'-9' d
15'-10' d
18'-4" tl
6'�" b
T-10' d
9'-3' d
10'-6' d
12'-11' d
14'-3' d
10-4- d
1T-9- d
6'-1' b
T-8' d
8'-11' d
10'J' d
17-T d
13'-10' d
W-10' d
17'-3' d
5'-10' b
T-S d
8'-T b
9'-11' d
12'-3' d
13'-6' d
14'-6' d
16'-9' d
S-T b
T-3' b
8'-4' b
9'-T b
11'-11' d
13'-2' d
14'-1" d
16'-5' d
S-5' b
6'-11' b
8'-0' b
9'-3' b
11'-8' d
17-11" d
13'-10' d
16'-0' d
5'-3' b
6'-9' b
T-9' b
B'-11' b
11'-5' d
12'-6' b
13'-6" d
15'-0' d
5-1' b
6'-7' b
T-6' b
B'-9' b
11'-2' b
17-2" b
13'3 d
Double Self -Mating
Tributary Load width
6'-0" T•0' 8'-0" 9'-0' 10'.0" 11'-0' 12'.0" 13'-0". 14'-0' 15'-0' 16'-0" 1T-0"
Beams
Allowable Span'L'/ bending'b' orde0eetion'd-
2) 2' x 8" x 0.072" x 0.112'
20'-0' d
19'-0' d
18'-2' d
1T-6' d
15-11' d
16'-4' d
15-11' d
16-V d
15-1- d
W-9' d
14'-5' dN
x 0.11Y
27-0' d
20'-11' d
20'-0' d
19'-3' ill18'-7'
d
1T-11' d
1T-6' d16'-7'
d
16'J' d
15-11' d82'
x 0.153"
23'-T d
22'-5' d
21'S' d
W-7' d
19'-11' d
19-3' d
1B'-9' il
16'-3- d
1T-9' d
1T-5' d
17'-0' d-2'x
10"x 0.09Y x 0.187"
2T-4' d
25-11d
24-10' d
23'-11' d
zs-d
22'-4" d
21'-9' d
21-2d
20-8d
20-2d
19-9
Mono-sloped roofs include gables where the slope of the roof is less than 1- m 1 z-. -
Notes:
1. It is recommended -that ft engineer be consulted on any center beam that spans more than 39
2 Spans are based on 110 M.P.H. wind load plus dead load for framing.
3. Span is measured from center of connection to fascia orwall connection.
4. Above spans do not include lengthof 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.
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Town & country Industries,
" Table A-140-1 Allowable Roof Beam Spansnc.
6005 TCICI
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140-1 MPH velocity;
'.Mono -sloped roofs include gables where the slope of me rom Is less men
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.
Table 2.1.1 B-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3-sem wind rust for 140-1 MPH velocity;
Table 2.1.2 A-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust at 1404 MPH;
Table 2.1.2 C-140-1 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sea. wind gust for 140.1
MPH velocity; using assign ,oau u, moo.. mom,
Single Self -Mating
Tribute Load Width
6'-0' T-D' 8'-0' 9'-0' 10'-0- 1110 17-0" 13'-0" 14'-0' 1S-0" 16'-0' 1T-0'
Beams
Allowable Span'L' f bending V or deflection'd'
Y x 4" x O.D46' x 0.050"
T-5' d
7'-0' d
6'-9' d
6'-6' d
6'-2' b
S-11' b
5'-8' b
5'-5' b
S-3' b
2" x 5" x 0.050" x 0.048'
9'-2" d
8'-8" d
8'-4' d
8'-0' d
T-9' d
T-6' d
T-3' b
6'-11' b
S-9- b
'-6'
6b
6'-4'
2" x 6" x 0.050" x 0.060-
10'-9' d
W-2" d
9'-9' d
9'-5" d
9'-1' d
8'-8' b
8'-4' b
8'-0' b
T-9' b
7'-b 5'
2" 7" x 0.060" x 0.060"
12'-3' d
11'-8" d
11'-2' d
1(Y-9' d
10'-4' d
10'-0' d
9'-8' b
1 9'-3' b
8'-11" b
8'-8' b
8'-4" b
8'-l' b
x
15'-2- d
W-5' d
1 T-9' d
13'-3' d
12'-9' d
12'-4" d
12'-0' d
11'-8" d
11'-5' d
11'-1' b
10'-8' b
11-1 b
2" x 8" x 0.07Y x 0.112-
d
1 S-10' d
15'-1' d
14'-6' d
14'-0' d
13'-7' d
13'-3' d
12'-10- d
17-5' b
12'-0' b
11'.8- b
11'-4' b
2" x 9" x 0.072" x 0.112
16'-8'
d
15'-7d
d
3,_2d
17-61 ' b
2' x 9" x 0.082" x 0.153"
1 17'-10' d
16'-11' d
16'-2'
15T'--5'
d164-1'
-1
d
124''--11'
2"x10"x0.092"x0.1W'
20'-8' d
Double Self -Mating.
-
Tributary Load Width
6'-0" 7'-0' 8'-0'
Mil"13'-0' IV-0"15-0" 16'•0" 17'-0"
Beams
Allowahle Span'L' f bending b' or deflection'd'
2) 2" x 8' x 0.072" x 0.112'
1 19'-1- di
18'-1- d
1T-4° d
16'-8' d
16'-1' d
15'-7- d
15'-2' d
14'-9- d
14'-5- d
14'-1- d
13'-9"
2) 2" x 9' x 0.072' x 0.112'
20'-11' d
19'-11' d
19'-1' d
18'-4' d
1T-8' d
1T-2' d
16'-8' d
16'-Y d
15-10' d
15-5' d
15-1'
2 2' x 9' x 0.082' x 0.153"
22'-6' d
21'�' d
20'-5' d
19'-8' d
18'-11' d
18'-4' d
1T-10' d
1T-4' d
16-11' d
16'-T d
16'-Y d
2 Y x 10 x 0.092 x 0.18T'
d
24'-9' d
23'-W d
27-9" d
21'-11' d
21'-4- d
20'-8' d
20'-Y d
19'-F d
19'-2' d
187-10" di
18'-5' d
Mono -sloped roofs include gables where the slope of the roof is less than 1' in 12'.
Notes:
1. It is recommended that the engineer be consulted on any carder beam that spans more than 3S
2. Spans are based on 110 M.P.H. 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.
Mono -sloped roofs include gables where the slope or me fool, is less man , - - .
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.
Table 2.1.2 C-140-1
Table 2.1.26-140-1 �own & CoS�n`tryel�nd.�tnsu�res Inc 6005 TCI
6005 TCI ®gllowaiBeam_SPan - -_ r -
For Attach'ed'Covers Fourth Wall Struc;urws, or 3 _ _ Gabled Carports
Aumin mAIoyr6005T5t-r- = "'
- Mono -sloped roofs Include gables where the slope or mu,om u.1.
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.
Town & Country Industries, Inc.
Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140.1
MPH veloclty; using resign ,oau o, moo., ,.,"r
Tributary Load Width
Single Self -Mating
6'-0' T-0" 8'-0' 9'-0' 1D'-0' 11'-0" 12'-D' 13'-0' 14'-0" 1 W-V 16'-0" 1T-0'
Beams
Allowable span'L'! bending'b' or deflection 'd'
2" 4' x 0.046' x 0.050
T-5' d
T-0' d
5.9 d
6'-6' d
6'-2' b
5'-11' b
5'-8' b
5-5' b
5'-3' b
5'-1' b
4'-11' b
4'-9' b
x
x 0.049"
9'-Y d
8'-0' d
T-9' d
T-6' d
T-3' b
5-11' b
6'-9' b
6'-6' b
6'-0" b
6'-1' b
x 0.060"
10'-9' d
10'-2' d
9'-9' d
9'-5' d
9'-l' d
8'•8' b
8'-4' b
8'-0' bi
T-9' bi
T-5' ti
T-3" bi
6'-11' b
2' 7" x 0.060' x 0.060"
12'-3' d
11'-8' d
11' T d
10'-9" d
10'-4' d
10'-0' d
9'-8' b
I 9'-3' b
I 8'-11' b
I w-8- 31
8'-4' b
8'-1' b
x
15'-2' d
14'-5' d
13'-9' d.
13'-3- d
12'-9' d
12'-4' d
12'•0' d
11'-8' d
11'-5' d
11'-1' ti
10'-8' b
1 D'-5' b
2" x 8" x 0.072' x 0.112'
d
15'-10' d
15-1' d
1N.6° d
14'-0" d
1 T-T d
13'-3' d
17-10" d
17-5' b
12' -0' b
11'-8' b
11'-4' b
2" x 9" x 0.072' x 0.112"
16'-8'
d
-15'-7- d
15'.1- d
14'-7- d
1 V-2° d
13'-9- dl
1 T-5- d
13'-2" ci
12' to* d
17-6" b
2' x 9' x 0.082' x 0.153"
17-10' if
16'-11' d
16'-2'
d
18'-1' d
1T-5' d
16'-11 d
16'-5' d
15-11 d
15'-T d
15'-3'
2" x 10" x 0.092" x 0.187"
20'•8' d
19'-8' d
18'-10'
Double Salf-Mating
Beams
Tributary Load Width
6'-D' T-0' 8--0- 19'-0' 1D'-0'1 11'-0" 1 12'-0" 1 13'-0' 114'-0' 115'•0' 16'-0" I 17'-0'
Allowable span -L' f bending'b' or deflection'd'
2) 2" x 8" x 0.072° x 0.112"
19'-1' d
18'-1' di
1T-4' d
16'-8' d1i
16'-1' d
15'-7- d
15'-Y d
14'-9° d
14'-5' d
14'-1' d
13'-9- d
13'-W d
2 2" x 9" x 0.072' x 0.112"
20'-11' d
W-11' d
19'-1' d
18'-4- d
1T-8- d
1T-2' d
16'-8' d
15-2' d
15-10' d
15-5' d
15'-1' d
14'-10' d
2 2- x 9" x D.082' x 0.153"
22'-6' d
21'-4" d
20'-5' d
19'-8' d
18'-11' d
18'4' d
1T-10° d
11-4- d
16'-11' d
1 S-T d
16'-2' d
15-11' d
2) 2' x 10' x 0.092' x 0.18T
25-1' d
24'-9' d
23'-8' d
27-9' d
21--11- d
21'-4' d
20'-8' tl
2D'-Y d
19'-8' d
19'-2' d
18-10 d
18'-5' d
• Mono -sloped roofs include gables where the slope of the roof is lass than 1- m 1Z.
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35
2. Spans are based on 110 M.P.H. 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.
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12
Mono -sloped roofs include gables where the slope of the roof is less than 1- in 1 C.
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.
12-01-2009 1 OF
t9
Table 2.1.1 A-140-2 Town & Country Industries, Inc_
6005 TCI Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
Aluminum Alloy 6005 T-5
For 3 sec. wind gust for 140-2 MPH velocity;
• Mono -sloped roofs include gables where the slope or me roar is leas meu i
Notes:
1.Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam
connection go the above spans for total beam spans.
Table 2.1.2 A-140-2 Town & Country Industries, Inc.
6005 TCI Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
For 3 sec, wind gust at 140-2 MPH;
Mono -sloped roofs include gables where the slope or me roor is leas uws
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.
Table 2.1.2E-140.2 Town & Country Industries, Inc.
Table 2:1.2B-140-2 Town & Country Industries, Inc. 6005 TCI Allowable Roof Beam Spans
6005 TCI Allowable Roof Beam Spans For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports Aluminum Alloy 6005 T-5
Aluminum Alloy 6005 T-5 For 3 sea wind gust for 140-2 MPH velocity;
For 3 sed:voind gust for 140.2 MPH velocity; load f 30.9 #NSF (65.7 #f/SF for Max Cantilever
Table 2.1.1 C-140-2 Town & Country Industries, Inc.
6005 T-6 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs`
Aluminum Alloy 6005 T-5
For 3 sec. wind gustfor 140-2
MPH velocity; using assign ioeu ui
Iributa Load Width
Self -Mating
6'-0" 7'-0" 9'-0" 9'-V 10'-0" 11'12'-0" 13'-0" 14'-0" 15'-0•. 16'•0" 17'-0'
Beams
Allowable Span'L' / bending b' or deflection'd'
x 0.046" x 0.050'
T-1" d
6'-9" d
6'-6" d
6'-2' b
5'-10" b
6-T b
5-0' b
5'-1" b
4'-11' b
4'9" b
4'-T b
4'-6- bx
jSingle
0.060" x 0.D48'
8'-10' d
8'-4' d
7'-11' d
T-8' d
T-5- d
-T•Y b
6'-10" b
6'-7" b
6'-4" b
6'-1" b
6-11" bx
0.060' x 0.060"
10'-4" d
9'-10'd
9'-4" d
9'-0' d
8'-7' b
12" b
T-11 b
T-6' b
T-3' b
T-0' b
6'-9' bTx
0.060" x0.060"
11'-9' d
11'-2- d
10'-9' d
10'-4" d
9'-11' d
9'-6' b
9'-1' b
8'•9" b
8'-5' DB'-Y
b
7'-10' b
T-B'
14'-6' d
13'-10' d
13'-2' d
12'-8' d
12'-3' d
11-11 d
11'-6' d
11'-T b
10'-9' b
10'•5' b
10'-1- b
, 9'-9" b
x 0.072" x 0.112"
14'-6'11'-9'
b
11'-4' b
10'-11' b
10'-8' b
2" x 9" x 0.072" x 0.112"
15'-11'" d
16-2' d
d
d
14'-5" d
13'-11' d
13'-T d
13'-3- ill12'-11'
d
lz-7" b
12'-2'
2" x 9" x 0.082" x 0.153'
17'-2" d
16'-3" d
10-1- up
d
.14'-11"
17'-4" di
16'-9- al
16'-3" di
15'-9" al
W-4" of
14'-11- ill
14'-8" d
14'-4- d
0.092" x 0.187'
I 19'-10" of
18'-10' ol
18'-1
Double Self -Mating
Tributary Load Width
T-0" 8'-0" 9'•0" 11'-0" IT-1)"13'-0" 14'-0" 15-0" 16'-0" IT
Beams
AllowahleSpan 'L'/bending'b'ordeflection 'd'
(2) 2' x 8" x 0.072" x 0.1Mia-4�
17'-5" d
16'-8' d
15'-11" d
15'-5- d
14'-11'd
14'-6" d
14'-2" d
13'-10'd
13
19'-2" d
18'J1' d
1T-7d
16-11d
16'-5' d
15'-11' ci
15'-7" d
15'-2' d
14'-10" d
14'-6' d
14'-3' d
(2) 2"x 9" x 0.082"x 0.
20'-6' d
19'-7' d
18'-10' d
18'-2' d
1T-8' d
1T-2" d
16'-8" d
16'-3" d
15-11"
15'-T d
15'-3' d
2) 2" x 10"x0.092"x0
23'-9" d
22'-9" d
11' 10" d
21'
19'-4' d
18'-10" d
t B'-5' d
18'-1' d
1T-B' d
• Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12".
Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35'
2. Spans are based on 110 M.P.H. 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.
Using design load of 30.9 #ISF (65.7 #ISF for Max Cantilever)
2" x 4" x 0.D46" x 0.050" SM$
2" x 5' x 0.050" x 0.048" SMB
Load Mate Span'L'1(bending'b' or deflection 'd
Load ". Max. Span 'LY(bending'b' or deFle' P^'d�
'Vidth (fL)
1&2 Span
Max
3 Span 4 Span Cantilever
Matt
Width (fL) %2 Span 3 Span 4 Span •
Cantilever
_
4
5
6
7
8
10'-3' d
12'-8' d
4
8'-3' d
_�10'-3" d
10'-Y b
1'-11' d
11'-9' d
5
T-8' d
9'-5'---b
9'-1' b
d
8'-6' d
8'-2- d
6
T-3' d
8'-T b
-8'-0' b
T-W d
10'-� - 1'-10' d
9'-9" b - 0" b 1'-10' d
7
6'-10" d
T-11' b
T-8° - b
1-7' d
8
6'-7- d
T-5' b
T-Y • b
- 1'-6" d
9
6'-3" b
T-0' b
6'-9' b
1'-5' d
9
T-10' d
9'-Y b
E-'. b 1'-9„ d
10
6'-8• b
6'-5- b .
1'-5' d
10
T-T d
8'-8' b
8'-5' "-r d
11
5'-8' b
5.47 b
6'-Y ' b
1'4" d
11
7'-4' d
8'-3" b
8'-0' D �.
d
12 1
5'5- b
6'-1 b
5'-11" b
-4" d
12
771- b
T-11' b
T-8" b i'=c
2" x 6" x 0.050"
x 0.060"
SMB
2" x 7" x 0.060"
x 0.060"
SMB
4
17-0• d
W-10' d
15'•0' b
7-9° d
4
13'-T d
16'-11" d
1T-3' d
3'-2' d
5
W-2" d
13'-9' d
13'-5' b
2'-7" d
5
17-9" d
IS-9' d
15'-7- b
2'-11' d
6
10'-6- d
12'-0' b
17-3' b
2'S" d
6
11-11• d
14'-9" b
14'-3" b
2'-9" d
7
9-11" d
117-9' b
1174' b
7-4' d
7
11'-5' d
13'-T b
13'-2' b
7-7" d
8
9'-6' d
10 1-1 b
10'-7° b
2'-2' d
8
10'-11° d
12'-9" b
12'-0' 6
ZF d
9
9'-2- d
1074" b
10 V b
7-1" d
9
10' -6' d
12'-0' b
11W b
2'-S d
10
8'-9" b
9-10' b
-7-7--b
2'-0' d
10
10'-1'9' d
11'-S b
11'-0" b
7-0" d
11
8'-5" b
-4"
9'b
9'-1" b
1'-11" d
11
-9- b
1o'-10" b I10'-6'
b
2'-3" d
12
8'-0' b
8'-11' b I
8'-W b
1'-11" d
12
9'-0' b
10'-5' b
10'-1' b
2' -2' d
2" x 8' x 0.072'
x 0.112"SMB
2"x9"x0.072"x0.112"SMB
4
16'-11' d
20'-11' d
21'4' d
3'-11' d
4
1-17 d
22-11• d
2T-5' d
4'-0' d
5
15'$ d
19'S' d
19'-9' d
3'-T d
5
1T-3' d
21'-0" d
21'-B' b
3' -11" d
6
14'-9' d
18'-3" d
18'-2° b
T-5' d
6
16'-3' d
20'-1' d
19'-10' b
3'-9' d
7
14'-0' d
1T-4' d
15-10' b
T-3' d
7
15'-5' d
18-11' D
18'-4" b
3'-T d
8
13'-Y d
16'-4' b
15'-9' b
3'-1" d
8
14'-9' d
1 T-9" b
1 T-2' b
T-5" d
9
12'-11' d
15'-5 b
14'-10" b
7-11" d
9
14'-2' d
16'-9' b
16'-2' b
3'-3' d
10
12'-6" d
14'-T b
14'-l" b
7-10" d
10
13'-8' d
15-10' b
15'-4' b
3'-2' d
11
13'-11" b
13'-5- b
7-9' d
11
R.
13'3' d
15'-2- b
14'-7- b
3'-1' d
12
11'-9' d
13'-4' b
1T-10' b
2'-8' d
12'-11' d
14'-8' 6
13'-11' b
2'x9"x0.082"x
0.153"SMB
2"x10'x
0.092" x 0.137"
SMB
4
1 19'41" d
24'-7- d
29-1- d
1 4'-0" d
4
23'-1' d
28'-7" d
I 29'-Y d
4'-0' d
5
1w-6- d
27-10" d
23'-0' d
I W-V d
5
21'-T d
26'-6' d
2T-0" d
4'-0" d
6
1T-5' d
21'-6- d
21'-11° d
1 T0" d
6
20'-2' d
24-11' d
25-5' d
4'-0' d
7
16'-T d
20'-5' d
20'4' b
3'-10' d
7
19'-Y d
23'-B' d
24'-1' b
4'-0' d
8
15'-10' d
19'-T d
19'-0' b
3'-8" d
8
18'-0• d
27-8" d
22'-6' b
9
15'-T d
18'-T b
Tr- 11' b
3'-6" d
9
1T-8• d
21'-9" d
21'-3' b
10
14'-W d
1T-7' b
17'-0' b
T-5" d
10
17'-0• d
20'-10' b
20'-2' b
3'-11' d
11
W-3' d
167-9° b
16'-3' b
3'-3' d
11
16'-6' d
197-11' b
19'-3' b
T-10" d
12
13'-10" d
16'-1' 0
15-6' b
3'-2" d
12
Mono -sloped roofs include gables where the slope of the roof is less than 1" in 12".
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.
Using design
oa o -
2" x 4" x 0.046"
x 0.050" SMB
2" x 5' x 0.050"
x 0.048'
SMB.
Load
Max. Span'LY bending
'b' or deflection'd
Load
Max. Span'L'I(bending'b'
or deflect!
d)
182 Span
3 Span
4 Span
Canblever
1&2 Span
3 Span
4 Span
Cantilever
Width (fL)
Width (ft)
10'-3" d
10'-Y b
1'-11" d
4
1D'-3' d
12'-8' d
12'-11' d
2'�' d
9'-5"
11'-9" d
11'-11" b
2'-2' d
6
7'•3' d
8'-7' b
8'-4'
T-11' b
T-8' b
1'-T d
7
8'S' d
10'-5' b
10'-0' b
1'-11' d
7'-5' b
T-2' b
1'-6° d
8
8'-2" d
9
6'-3" b
7-0' b
6'-9' b
1'-5" d
9
T-10" d-
9'-2' b
F-10" b
1'-10" d
10
5--11- b
6'-0' b
6'-5' b
1'-5" d
10
T-T d
8-W b
8'-5'
11
5'-8° b
6'-0' b
6'-2" b
1'-e d
11
T-4' d
B'-3' b
12
5'-5'- b
6'-1' b
5-11" b
1'-e d
12
T-1' b
2" x 6" x 0.050"
x 0.060"
SMB
2" x 7" x 0.060" x 0.060" SMB
4
12'-0' d
14'-10' d 15'-0' b
5
11'-2- d
13'-9° d 13'-5' b
6
10'-6' d
i'--•
9'-11" d
1 T-9" b 11'-4' b
2'-0• d
7 11'-5' d 13'-T b 13'-2' b 2'-7" d
d
9'_6' d
10'-11' b 10'-T b
2'-2" d
8 10 -11' d 12'-9" ti 12'-0' b 2'-0'
.•-8,97
" d
10'-4' b 10'-0' b
2'-1' d
9 10'-6' d 17-0' b 11'-T b 2'-5" d
9
9
i`
9'-10" b 9'-6' b
2'-T d
10 10'•1- d 11'-5' b 11'-0' b 7-4" d
11 9'-g" b iu-iv' h 10'_6" b 7-T d
` -i,
-4' b 9'-1' b
711' d
11
8'-5"
8'-8' b
b 10' -5' b 10'_ " b Z-'1° a
2"x9"x 0.072"x 0.112"SMB
4 18W" d 22'-11' d 23'-5' d 4'-0' d
5 1T-3" d 21'-4' d 21'-8' b 3'-11' d
6 16'-3' d 20'-1' d 19'-10" b 3%9" d
71575"d 18'11' b 18'-4' b 3'-7' d
N.
8'-0" b
-B'-5 -
2" x 8" x 0.072" x 0.112'
SMB `•...
16'-11" d
20'-11- d
d 3'-11" d
21=^-.- -'3'-T d
15'-W d
19'-5' d
19'-9" d'..
_° d
T d
18'-3° d
16'-2' b
3"^ _
j41
14'-0' d
1T-0" d
16'-10" b
3'-W d-4-9'
d
1T-9° b
1T-2' b
3-5' d
b
3'-1' d
B
11 -
14'-2' d16'9"b
16'2"b
T-Y d
12-11d
15'-5' b
1-0' b
2'-11' d
8 d
ia� "17-1"
13'-3' d
15'-10" b 15'-4' b 3-2" d
IS-2 b 14%7- b T-1" d
12'S' d
14'-7'b 14--l' b 2'-10' d10
d
13'-11' b 13'-5' b 2'-9" d
12
12'-11' d
14'-6° b IS-11" b 2'-11' d
12 11--9" d
13'-4" b 12'-10' b 2'-8' d
2"x10"x0.092'x0.187"SMB
2"x9"x0.082'x0.153'SMB
4
23'-1' d
28'-T d 29'-Y d 4'-0° d
4 19-11 d
24'-T d 2T-1' d d
d
5
21'-6' d
26'-6' d 2T-0' d
5 18'-6" d
22'-10" d 23'-0' d 4'-0'
d
6
20'-2' d
24'-11' d
6 1T5' d
21'-6' d 21'-11' d 4'-0"
T-10' d
7
19'-2' d
23' W d
7 16'-T d
20'-5" d 20'4' b
d
8
18'-4" d
27-B°
8 16-10" d
19'-T d 19'-0' b 3'-8'
d
9
1T-8• d
21-9' d 21'-3' b
g 15-3' d
18'-T b 1T-11' b 3'-6'
T-5- d
10
17'-0' d
20'-10' b 20'-2' b 3'-11' d
10 W-W d
1T-T b 1T-0' b
3'-3' d
11
16'-6' d
18'-11" b 19'-3" b 3'-10" d
11 14'-3' d
16'-9" b 16'-3' b
3'-2' d
12
16,-0' d
19'-1'
12 13-10 d
16'-1' b 15'-6' b
_ 12"
. Mono -sloped roofs include gables where ins slope or me nro. is less u.ar. , • •-
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.
i
Xs
f •I: # y
I
Table 2.1.2 C-140.2 Town & Country Industries, Inc.
6005 TCI Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
Aluminum Alloy 6005 T-5
SF
For 3 sec. wind gust for 140-2jvalop�usmqoci
; using design load of 30.9 #I
Tributary Load Width
Single Self -Mating
fe" w-5 9--0" 10'-0" 11'-0" 12'-0' 13'-0" 14'-0' 15-0' 16'-0" 1T-0"
Beams
Allowable Span'L' I banding 'W or deflection'd'
2" x 4" x 0.046" x 0.050"
d
6'-10' d
6'-7' d
6'-3" b
5'-11' b
S-8b.
5-5b
S-3" b
5-0" b
4'-10' b
4'-9" b
4'-T b
2' x 5" x0.050" x 0.048"
d
8'-6' d
8'-1' d
T-10" d
7'-6" d
T-0d
T-0b
6'-9' b
6'-W b
6'-3" b
6'-1' b
5-11' b
2" x 6' x 0.050" x 0.060"
d
9'-11" d
9'-6' d
9'-2' d
8'-9"6
-5' b
8' b
7'-9' b
7'•5" b
T-2' b
6'-11' b
6'-9' b
2" x T x 0.060" x 0.060"
d
11'-5° d
10'-11' d
10'-6' d
10'-1' d
9'-9' b
9'-4' b
B'-11' b
8'-7' b
8�i' b
8'-1' b
T-10" b
d
14'-0' d
1 75" d
12'-11" d
12'-5' d
12'-1d
11'-9' d
1 T-5" d
11'2"
2"xB"x0.072"x0.112"
d
14'-9" d
14'-2° d
13'-8' d
13'-3d
12'-11' d
12'S b
11'-11' b
11'-T b
11-3b
10-11' b2"x9"x0.082"x
x 9" x 0.072" x 0.112"
d
1 S-5"
d
15'-2' d
14'-8' d
14'-3° d
13'-10' d
13-S d
13'-1• d
1b2"
0.153"
d
16'-6' d
15'-10"
d
17'-8" d
17'-0' d
16'-6' d
16'-0' d
15'-T d
15'-3' d
14'-10" d
14'-7' d
14'-3' d
x 10" x 0.092" x 0.157-
d
19'-2' d
18'-4'
Double Self -Mating
Tributa Load Width
6'-0" 7'-0" B'-0" 9'-0" W-0" 11'-0" 17.0" 13'-D" 14'-0" 15-0" 16'-0" 17'-0'
Beams
Allowable Span'L' l bending 'b' or deflection'd'
2) 2" x 8" x 0.072" x 0.112"
18'-7"
'
15''-Y' d4'3
14-5" d
14'-0" d
13'-1" d
13-5d
ddd
11435'''-2
x 72" x 0112"
22"9
20-6' d
19-5d61-7
d1T11'
d1T3'
-
15'-70' d
15-5' d
'd
15-d1
d
'
x
0-d19'1-d
" d218''6'
d
LT-1P d17'5'
d16'-11'
16-6"x"x00
d15-10d
12
'
(2)2'x10"x0.092"x0187"
25-5' d
24-2' d
23-1d
T_fr
d
0
19-8
2d8
d
18' -4' dT-161'''
d
Mono -sloped roofs include gables where the slope of the root is less man r m tc .
" Notes:
1. It is recommended that the engineer be consulted on any carrier beam that spans more than 35
2. Spans are based on 110 M.P.H. wind load plus dead load for framing.
§ $pan is measured from center of connection to fascia or wall connection.
4. Above spans do noi ir61iu i Ie� w;.h 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.
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n
Allowable Attributable Roof Area per Post
Attached Carports or Freestanding Carports with Gabled Roofs
-- -
16.6#lfe 17.7#/fP
21.1#!It:
2#/ft'
ou co-1 mP 140-2 M
rn cuPH 1 150 MPH
8#!fN 8.7#/fP 30.9 #!ft' 1 33#/ft
Allowable
Roof Area
In S uare
Feet for Various Loads on Post
3 x 3' x 0.040' Roll
Formed -Aluminum
ME.!
3 05 H-14
107
107
100
100
84
54
80
80
71
711
62
57
54
107
00
100
B4
80
80
71
71
62
62
57
57
54
54
107
87
82
66
69
55
65
52
58
62
Sp
67
47
54
43
70
47
q
3
Allowable Roo Area in S uare
3
Fset for Various
29
oads on Post
3' x 3' x 0.060` Roll Forme -Aluminum Allo
3105 H-14
368
300
1 34
28
290
236
275
224
2
201 01
213
173
198
185161
2 7
1
203
54
17
29
122
45
110�
2
95
16
88
151
10
128
03
12
97
101
96
86
74
69
82
64
8
69
60
55
Allowable R Area
In S uare Feet
_--5
-57 4 43
for various Loads on Post
3' x 3' x 0.060' Fluted Hollow Extrusion
456 428 359
-Aluminum
341
254228
1
6063 T-6
305 264 245 230
19r 183 1
171
142 13 1
340
319
268
2 6
23
193
186
174
1
136
146
1
139
1
124 107 100 93
97 84
117 17
96
0
90
92
92
76
87
87
72
78 73
78 68 63 59
52 48
1. Design must satisfy both height and area requirements.
2. Areas maybe interpolated.
0
Table 2.2.2 ldow utab a RoeP_n.roA 3
Attached Carports or Freestandmg Caryerts watt Gabled,Roo
Wind Zone =
Applied Load (#/SFj=
100 MPH 110 MPH 120 MPH 123 MPH 130 MPH
14011MP M40-2 MPH 150 MPH
16.6#!ft'17.7#1fP 21.1#/ft'22.2#/iN 24.8#1ft'f2&T#'/ifN
30.9#/fN 33#/fN
''lax Max
Allowable Roof Area in S uare Feet for Vado
-s'Coads=oil Post
Height Load Of
3" x 3" x 0.090' Hollow Extrusion -Aluminum Allo 6063
T-6
7'-0" 10680
8'-6" 7244
643
436
603 506
409
481
431
372
346
324
-TO-0' S233
318
343
296 248
326
236
292
211
252
234
220
1 '-0" 3957
3-6
238
224 88
178
160
182
138
169
28
159
120
3097
14'-6" 2489
87
150
175 118
141 118
139
112
120
0
OD
16'-0"
123
97
92
100
7
"'
81
75
Max Max.
W
_-_
a oo
82
71
66
62--
62
Height ht
Load #
32 -• aI
ea m uare_
-7 -1---
ee or anous
oa s
on at
7'•0"
14340
lumi-
680 646
in 71'f6D6.
578
864^
586
810
549
500
1 339
464
315
435
295
8'-6"
9725
481 438
392
10'-0"
-1]?fi;r
7027
5313
423
320
1 397
300
333 317
252
283
I 245
227
213
i13 0,✓•
4158
250
235
239
197 187
214
168
85__
W451♦
172
135
161
4 -6"
16'-0"
3342
2745
Max
2.1
165
a
189
.A55_..130_
owa ez
158 151
124
oo ' reau M uata_
135
111_..-,_
sous'
1 116
-96-
•
oa oo-
108
�89ao
n
126
101
83
Wez
tl
a7
H
il
ruso-AluminuAllo
.e
m 6063
T•6Tt
st
2L6o
23401
1577
1410
1 79 -
1241
1179
1056
912
847
793
17191
1036
1322
971
1109
815
1054
774
944
693
815
757
709
11-6
2999
783
7
616
586
524
599
453
556
421
521
394
10172
8176
613
'493 1
575 1
462
482.
458
410
354
329
308
16'-0"
6715
405
379
388
318
368
302
330
271
285
265
248
Notes:
23-
217
203
1. Design must satisfy both height and area requirements.
2. Areas maybe interpolated.
i9
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Possible wl Min. Edge Distance of 2-1/2d
Beam Minimum Max ItThru-Bolts Max # Thru-Bolts Minimum
Mlminum A�_:
Sizes Post @ Beam (e) Post Base (Note 6) Knee
size 1/4" 5/16" 3!8' 1/2' Knee Brac
Hollow Sections 1f4' 6' 3/8' 1@" Brace • (Note 5) Screws- MetAl
I. • Minimum post/beam maybe used as minimum knee brace
as en extemat screws or dips. See Details
3. •'•For screw size see wind zone chart
4. (2)1/4' Thru-Baits may be substituted for screws.
S. All Thru-Bolts shall have minimum WS' diameterwashers and lock nuts.
Example:
Number of bolts required for 120 MPH,'B' exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF
load width of post = 12', post spacing = 10', w2 = 14 PSF
Post Uplift = 124 x 10' x 14' = 1680#
From Table 9.4A• use wall thickness of lesser member
Example- use W,u.n =n an
-
Allowable Loads
# Bolls Re d •
ost base
a beam
i 1/4' = 468# / bolt
3.52 use 4
yes
yes
5/16' = 610 # / bolt
275 use 3
yes
yes
3/W = 731# / bott
229 use 3
yes
yes
1/2 = 1.004 # / bolt
1.67 use 2
yes
yes
----- --•-........, e., - "'
µ+or uare b Deem ixxta
Material
Top Edge In Direction
Side
Type
Of Applied Load
Edge
-
8 Center To Center
Aluminum
2-1l2 D
1 D
Concrete
5 D
5 D
Wood
4 D
4 D
Knee Brace
Min. Length
ex
Len th
2•x2'x0.o4a'
r-0•
T-W
2"x 3'x 0.045'
1•-6•
7-0-
2' x 4' x 0.050'
1'-6'
T-G'
Table 2.4.1 Footinas - Maximum ta, f A
Wind Zone (MPH) =
100
--
110
---- -- • • �••==mnumg
oaoleo carport Posts
Attached Cover Uplift • =
120
16.6 #/SF 17.7 f//SF 21.1 #/SF
123
22.2 ##SF
130 140-1 140.2 550
24.8 #1SF 28.7 #/SF 30.9 #/SF 33.0 NSF
Free Standing Uplift=
Existing Slab on Grade w/unknown
10 fNSF
10 #/SF
11 NSF
12 #/SF
13 ##SF
15 f#SF
15 #!SF
17 #/SF
reinforcement in good repair
19
15
15
13
11
N
10
Isolated Footing Uplift
Dimensions- Rating (Ibs.
Maximum Attributable Roof Area in Square Feet
1'•0' x V-U" x 1'-0" 306
18
17
15
14
12
x 1'-4" x V4- 5 77
36
34
28
27
11
g
9
V-6' x V-6" x 1'-0" 790
48
45
37
36
24
21
18
18
V-8" x 1'-8" x 2' 0- 1,223
74
69
58
55
32
28
24
24
V.S. x 1'-8" x Y-6^ 1,529
92
86
72
69
49
43
-
37
37
T-0" x 2'-0" x 2'-0" 1,584
95
89
71
62
53
46
46
T-0" x 2'-0" x 2'-6" 1,980
� 119
112
gq
89
84
65
48
48
x 2'-6" x 2'•6" 2,756
166
156
131
124
80
111
69
60
60
-6" x 3'-0" 3,308
•
199
187
157
149
133
96
84
84
Roof areas based on attached rover uplift loads.
115
100
100
1. •Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth).
2 Slab on grade must be new or in good condition.
3. For free standing covers, multiply above roof areas by the appropriate multiplier from the table below.
Pre -Cast Block Footing
Pre -east footing block( 16"x16'x4"lat24"beiowarad"oetr.unx.-__-__._______. --
to
Attached Cover Uplift -
•-"•"• --num uplift on post is determined by multipying maximum a 11 w JO a6
Example: Post tributary roof area = 77, Applied load for 110 MPH wind zone 24#/Sq. FL, Uplift on posted load.
Post= n x 24 = 1,540#
Roof Area Conversion Multipliers
Conversion Multipliers for Freestanding Carports with Mono Sloped Roofs
Wind Zone 100 110 120 1 123 113D
Roof Area Multiplier 1.00 1.05 1.13 1.36 1 1.48 1401 140-2 150
1.56 1.00 1.00
Table
Table 2.4.2 Uplift Resistance of Carport Footing
Concrete Dead Weight = 1.50' x 1.50' x 200' x 150 #/CF =
Sol Resistance = 0.6 x 4 x 1.S x 2V x 75 #/CF(1/2(lan(33) x Z)) =
Conkxete Dead Weight =1.6T x 1.BT x 250' x 150 #WET = Total
Soil Resistance = 0.5 x 4 x 1.6T x 250' x 75 #/CF(112(tan(33) x 2.5011=
Concrete Das eight = 200' x 2.0 x 2.00 x 150 CF = Total =
Soil Resistance = 0.6 x 4 x 2.00' x 200' x 75 #/CF (1/2(tan(33) • 2o0} =
Concrete Dead Weig t = 2 x 200' x 2 x 150 C = Total =
Soil Resistance = 0.6 x 4 x 200' x 250' x 75 #/CF (1/2(tan(33) • 2.sol =
Concrete Dee eig t = 250' x 2 x 2 x 150 #/C = Total =
Sol Resistance = 0.6 x 4 x 2.50' x 250' x 75 #/CF (1/2(tan(33) • 250) =
.".ontretaDeadWeight=250'x250'x3.00'x150#/CF= Total=
30l Resistance 0.6 x 4 x 250' x 3.00' x 75 #/CF (1/2(tan(33) • 3.001=
ueaa weignt=3.oD'x 3.00'x3. x150#/C = 7251
Soil Resistance=0.6x4x3.07x3.50'x75#/CF(1/2(tan(33)•3.501= 3,580i
Example. Total 4 983 !
For 140 MPH wind zone, maximum uplift for free standing carport =15 #/SF.
Allowable roof area for 3-x 3-x 3- is 6,680# / 15#/SF = 445 SF
thus, the allowable roof area on 3' x 3' x 3' footing for 140 MPH wind zone,'B'
exposure category is 445 SF; f ir'C' exposure category, the allowable roof area = 445
SF / 1.21 = 368.77 SF use 369 SF.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load are. fsn.
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH (Tablas Shown),
multiply allowable loads and roof areas by the conversion factor.
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and Ne sparing between
anchors shall not be less than 9d where d is the anchor diameter.
2 Concrete screws arelimited to 2' embedment by manufacturers.
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to rawl may be substituted.
5. Anchors receiving loads perpendicular to the diameter are in tension.
Anchors receiving loads parallel to the diameter are shear toads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed toad.
For a 2" x 6' beam with: spacing = T-0. O.C.; allowed span = 2S-9• (Table 1.1)
M8.
UPLIFT LOAD = 1/2(BEAM SPAN)x BE UPRIGHT SPACING
NUMBEROFANCHORS = [1/2(25.75)x-Px 7#/Sq. FL]/ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.875#/300# = 2.102
Therefore, use 2 anchors, one (1) on each side of upright
Table is based on Rawl Products' allowable loads for 2,500 p.s.t. concrete.
WIND
Applied
CONVERSION
REGION
Load
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
140.2
37.3
0.86
150
42.8
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Table 2.5 Maximum Allowable Spans l Heights for Aluminum Pans
Utility Shed Roof or Walls
1-1/4" x 12" x 0.026' Rizer Panel
1-114" x 12" x 0.032" Rizer Panel
Wind
1&2
3
4
Cantilever
Wind
1&2b5"'
4
Cantilever
Zone
spaMoad•
spannoacr
-Penn oad•
spaniload•
Zone
spanlload•oad'
spaMoad•
span8oad'
100
4'-6'
30.0
5'-7'
30.0
5'-8°
30.0
2'-2'
30.0
100
5'-2"
30.030.0
6'-6'
30.0
2'•2'
30.0
110
4'-3"
36.0
5'-3'
36.0
5.4'
36.0
2'-0'
36.0
110
4'-3'
36.036.0
6'-1"
36.0
2'-0'
36.0
120
4'-0'
43-I
4'-11-
43.0
5'-1'
43.0
1'-11'
43.0
120
4'-0'
43.043.0
5'-9'
43.0
V-11'
43.0
123
3'-11'
45.4
4'-10'
45.4
4'-71"
45.4
VAG'
45.4
123
X-11'
45.445.4
S-8-
45.4
1'-10'
45.4
130
3'-10-
S1.0
4'-8'
51.0
4'-9'
51.0
1W
51.0
130
X-10'
51.0S7.0
5'-S
510
1'9"
51.0140-1
3'-7'
S9.0
4-6'
59.0
4'-7'
69.0
7'-8'
S9.0
140-1
3'-7'
140-2
3'T
59.0
4'-6'
S9.0
4'-7'
590
1'-8°
590
1402
3'-7'59.0
5'-Y
59.0
1'-8'
59.0
150
3'S'
68.0
4'-3'
68.0
4'4'
68.0
1'-7"
68.0
750
3'-5'
68.0
4'-10'
68.0
4'-11'
68.0
1-7°
68.0
TUFT 12' x 0.026" Rizer Panel
1-1/2" x 12' x O.D32' Rizer Panel
Wind
182
3
I
4
Cantilever
Wind
182
3
4
1 Cantilever
Zone
spaMoad'
spaMoad•
spaMoad•
spanlload•
Zone
spaMoad•
span/Ioad'
spaMoad•
I spaMoad•
100
5'-5'
30.0
1 6'-71"
30.0
T-0'
130.0
2'-6'.
30.0
100
6'4'
30.0
T-10'
30.0
T-11"
1300
1 2'-6'
30.0
110
5'-1°
36.0
61-6'
36.0
6'•B'
36.0
2'-5'
36.0
110
5'-1°
36.0
T-4'
36.0
7'-6'
36.0
T-5'
36.0
120
4'-9°
43.0
6'-1'
43.0
6'-3'
43.0
2'-3'
43.0
120
4'-9'
43.0
6'-11'
43.0
T-W
43.0
2'-3'
43.0
123
4'-8'
45.4
6'-0'
45.4
6'-1'
45.4
T-Y
45.4
123
4'-8'
45.4
-6'-! 0'
45.4
6'-11'
45A
2'-2'
45.4
130
4'-6'
51.0
5'-7'
51.0
5'-11'
51.0
2'-1'
61.0
130
4'-6'
51.0
6'-7'
51.0
6'-9'
51.0
2'-1'
51.0
40-1
4'4'
S9.0
5'4'
59.0
5'-7'
S9.0
2'•0'
S9.0
140-1
4'-0'
59.0
6'-0'
59.0
59.0
140-2
4'-4"
59.0
5'4'
59-0
5'•5'
S9.0
2'-0'
59.0
140-2
59.0
6'-0'
59.0
2'-0'
59.0
150
4'-3'
68.0
5'-3'
68.0
5'-5'
68.0
2'-0'
68.0
150
4'-3'
68.0
5'-11
68.0
B'-1'
168.0
1 2'-0'
168.0
1J/4" x 12" x 0.026" Cleated Panel
1-3/4" x 12" x 0.032" Cleated Panel
Wind
Zone
182
spaMoad'
3M
spaoad•
4
spaMoad•
Cantilever
spaMoad•
Wind
Zone
182
spaMoad•
3
spaMoad'
4
spaMoad•
Cantilever
I spaMoad•
100
7'-3'
30.0
8-11'
30.0
9-1'
130.0
1 T-5
30.0
100
1 8'-3
30.0
10'-2'
130.0
10'4-
27.0
1 35'
30.0
110
120
V-10'
6.5'
36.0
43.0
8-5"
36.0
8'-7°
8'-7'
36.0
43.0
1 T-3"
3'-0`
36.0
43.0
110
120
6'-10'
6'-5`
3"0
43.0
9'-7"
8'-11'
36.0
43.0
9'-9'
9'-Y
36.0
43.0
X-3'
3'-0'
36.0
43.0
123
6' ' 4
45A
T-11'
45.4
T-11
45.4
123
6'4'
45.4
8'-10"
45.4
9'-0'
45
2,9"
130
5'-10'
S10
7' '
4
57.0
2'-9'
S1.0
130
5'-10'
51.0
8'-3'
51.0
8'-5'
.4
51.0
2'- '140-1
51.4
51.0
140-2
5'-9'
5'-9"
S9 09
59.059.0
=1.145
T-3'
59.0
2'-7'
2'9'
59.0
59.0
140-1
140-2
5'-9'
5-9'
59.0
590
8'- '
1
8'-l'
59.0
59.0
8'-3'
B'-3-
S9.0
59.0
2'-7'
2'-9"150
S9.0
5'-6'
68.0
6'-11"
68.0
2'-7"
68.0
150
5'-6'
68.0
T-9"
68.0
T-11"
68.6
2'-7'
68.0
3' x 12" x 0.026" Panel
3" x 12" x 0.032" Panel
Wind
Zone
182
spaMoad•
3
span/load•
4
spaMoad•
Cantilever
spaMoad•
Wind
Zone
1&2
spaMoad•
3
spaMoad•
4
spaMoad•
Cantilever
spaMoad•
100
10'-2'
30.0
12'-7'
127.0
12'-10'
27.0
4'-0'
30.0
100
11W
27.0
1&-1'
123.0
15'4-
23.0
4'-0"
130.0
110
9'-7'
36.0
11'-t 1"
32.0
1 -2'
32.o
4'-0'
36.0
110
9'-7'
32.0
13'-6°
32.0
13'-9'
32.0
4'-0"
36.0
120
9'-0'
43.0
11'-2'
39.0
11'4'
39.0
4'-0°
43.0
120
9'-0'
43.0
12'-8°
39.0
12'-11'
39.0
4'-0°
43.0
123
8'-7'
45.4
10'-T
40.8
10-10
40.8
4'-0"
45.4
123
8'-7'
45.4
12'-D"
40.8
12'-3'
40.8
4'-0°
45.4
130
8'-7'
51.0
10'-T
45.0
10'-10'
45.0
3'-11'
51.0
130
8'-7'
51.0
12'-1'
45.0
12'-3'
45.0
4'-0'
51.0
1404
B'-2'
59.0
10'-7'
59.0
10'-3'
S3.0
3'-10"
59.0
140-1
8'-2'
59.0
11'-5'
53.0
11'-8'
S9.0
140-2
8'-2'
59.0
10'-7'
S9.0
10'-3'
53.0
3'-10'
59.0
140-2
B'-2'
59.0
11'-5'
S3.D
11'-8'
53.0
4'-0'
59.0
150
T-70'
68.0
9'-8'
68.0
9710'
68 OT
3'-8'
68.0
150
T-10'
66.0
10'-11'
60.0
11'-2'
60.0
4'-0'
68.0
Note:
1. Install 2' x Y x 0.036" Extrusion at Midspan increase span by 25 A maximum shed area.
2. Spans may be interpolated.
Table 2.6.1 Town & Country Industries, Inc.
6005 T-5 Allowable Stud Heights
Utility Sheds Framed With Hollow Aluminum Extrusions
6005 T-5 Aluminum Alloy
1. The above listed allowable heights are measured from the bottom of top plate to top of bottom plate.
2. Spans may be interpolated.
3. Structural grade thermalply shall be fastened to aluminum studs with #8 X 1' wafer headed screws
using the fastener patterns described with the details of this section.
4. For fastening to aluminum use trufasl HD X Cr + 3/4') Qo 8' O.C. for up to 130 MPH wind speed, 'D"
Exposure: 6' O.C. for above-130 MPH wind speedup to 150 MPH, Exposure'D'.
Table 2.7A Maximum Stud Wall Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes
Wind Velocity 100 MPH, Applied Load = 15 #/SF
Wind Velocity 110 MPH, Applied Load =18 #/SF
Stud
Spacing
Stud
Size &Lumber
Grade
Stud
Size &
Lumber Grade
2x4
93 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine
2x4
93 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
1 2x6
#3 pine
2x8
1 #3 pine
12"
10'-9" b
15'-8" b
IT-10` b
12'-5' b
18'-3° b
2373' b
9'-9' b
W-4- b
18'-1- b
11'-0' b
16'-8' b
21'-3" b
16"
9'4" b
13'-T b
1T-Z' b
10'-9- b
15'-10" b
29-Y b
8'-6` b
12'-5" b
15-8' b
9'-10' b
14'-6' b
18'-5' b
24'
T-T b
11'-1' b
14'-0" -b
8'-9" b
1Z-11" b
16'-5' b
6711• b
10'-1' b
1T-10' b
T-11' bl
11'-10" bl
15'-0' b
Stud
Spacing
Wind
Velocity 120 NIPH,
Applied Load = 22 #/SF
Wind
Velocity 130 MPH,
Applied Load = 25 #/SF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
2x4
tk1 SPF
2x6
#Ri SPF
2x8
#3 SPF
2x4
#3 on
2 x 6
#3 pine
2x8
#3 pine
2x4E2x
#J3 SPF
2x6
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
#3 pine
12'
8-10" b
12'-11' b
16'-4" b
10'-W b
15-1' b
19'-2' b
8'-4' b
15'-4' b
9'-7• b
W-2' 6
18'0" b
16"
T-8' b
11'-3- 6
14'-Y b
8'-10' b
13'-1' b
16'-8- b
T-2- bb
15-T b
24"
- b
9-2' b
11-T b
T-3` b
10-W 6
13'-T b
- b
10'-10' b
6'-9' b
10'-0` b
12'-9' b
Stud
Spacing
Wind
Veloc 140-1&2 MPH;
A plied Load = 29 #/SF
Wind
Veloci 150 MPH, Applied
Load = 34 i#SF
Stud Size & Lumber Grade
Stud Size & Lumber Grade
2x4 I
#3 SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#R1 Ina
2x8
#3 pine
2x4
tm SPF
2x6
#3 SPF
2x8
#3 SPF
2x4
#3 pine
2x6
#3 pine
2x8
Al pine
12'
T-9' b
11'-3' b
14'-3' b
8'-11' b
13'-2' ill16'-9-
b
T-1- b
10'S' b
13'-2' b
8'-3° b
12'-2" h
15'-5' b
16"
6'-8' b
9'-9' b
124° b
T-9' b
11'-5' b
14'-6" b
- b
9'-0' b
11'-5' b
7'-Y bj
10'-6' bI
13'-5' b
24"
b
T•11' b
10'-1' b
- b
9'4' bl
11-10' b
b
-r4- b
9'4' b
b
8'-7' b
10'
1 Applied load values based on ASCE 7-02 Table 6-2. 1= 1.0
2. Wood design values are based on #3 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper
Association curren
t edition.
3. For'C' wind exp
osure category, multiplya Ilowable stud heights
P 9 rY.h hLs b 0.65.
8 Y
4. For utility sheds multiply heights by 1.14. For utility sheds in exposure'C' etegory wind zones, multiply allowable height by 0.97.
5. Stud heights are limited by code and 2 x 4 greater than 10'-0' (stud length) are not shown. 2 x 6 greater than 18'-0' (stud length) are not shown.
Maximum stud heights less than 6'-6' are not listed.
6. Stud heights are limited by code and 2 x 4 greater than 10'-W (stud length) are not shown. 2 x 6 greater than 1 V-0' (stud length) are not shown.
Maximum stud heights less than 6'-6' are not listed.
7. 7/16' O.S.B. or 112" plywood sheathing shall be attached to wood studs with #8d common at 6' O.C. edges & 12' O.C. field for up to a 130 MPH
wind speed, "D' Exposure; 4' O.C. edges and 8" O.C. feild for wind speeds above 130 MPH up to 150 MPH, "D' exposure. #6 drywall or deck
screws may be substituted for #8d common nails at the same spacing.
8. Use TruFast SD x ('t' + 1-112') at 8" O.C. for up to a 130 MPH wind speeds, "D" exposure; 6" O.C. for wind speeds above 130 MPH and up to
150 MPH, "D" Exposure.
Table 2.7B Maximum Stud Wall Height for Various Wind Loads, Stud Spacing,
and Species of Lumber
For Walls w/ Vinyl Siding, Aluminum or Other Flexible Finishes
Wind Velocity 100 MPH, Applied Load =15 #/SF
Wind Velocity 110 MPH, Applied Load=18 ##SF
Stud
Spacing
Stud
Size &
Lumber Grade
Stud
Size &
Lumber Grade
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
2x4
#2 SPF
2x6
02 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
#2 pine
2x8
#2 pine
12-
12'-1' d
18'-11' d
24'-7" b
13'-7" d
20'-6' d
2T-0` d
11'4' d
1T-9' b
2Z-5` bi
12'-3• d
19'-3" b
24'-9' b
16"
10'-11' d
16'-10" b
21'4" b
WAD" d
18'-3' b
23'-6' b
10'4' d
1&4". b
19'-6' 15
'11'-2- d
16'-8' b
21'-6" b
24"
9'-5" b
13'-9` b
1T-5' b
10'J' b
W-11' b
19'-2' b
8'-7- b
12'-6" b
15'-10' bi
9'4' b
73'-7- til
1T-6- b
Wind Velocity 120 MPH, Applied Load = 22 #/SF
Wind Velocity 130 MPH,
Applied Load = 25 #/SF
Stud
Spacing
Stud
Size &
Lumber Grade
Stud
Size &
Lumber Grade
2x4-
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
02 pine
2x6
#2 pine
2x6
#2 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
92 SPF
2x4
#2 pine
2x6
#2 pine
2x6
#2 pine
12"
10'-T d
16'-0' b
20'4' b
11'-6" di
17'-5" b
22'-5' b
10'-2- d
75-0' b
19'-l" b
11'-0' d
16'4' b
2V-0' b
16"
9'-6' b
13'-11' ti
1T-7" b
10'-5• b
15'-l' b
19'-5- b
8'-11- b
13'-0" b
16'-6' b
9'-9' b
14'-2' b
ttl'-3' b
24"
- b
1 11.4- bi
14'4° bi
8'-6" bl
12'4" bi
15'-10- b
- b
W-8" b
13'-6- b
T-11" bi
11'-6' bl
14'-10' b
Stud -
Spacing
Wind
Velocity 140 MPH,
Applied Load = 29 #/SF
Wind
Velocity 150 MPH,
Applied Load = 34 NSF
Stud Size &
Lumber Grade
I Stud Size & Lumber Grade
2 x 4 1
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
92 pine
2x6
#2 pine
2x8
92 pine
2x4
#2 SPF
2x6
#2 SPF
2x8
#2 SPF
2x4
#2 pine
2x6
92 pine
2x8
f#2 pine
12'
9'-T b
13'-11' b
1T-8' b
10'-5' b
15'-2' b
19'-6' b
8'-10' b
12'-11' b
16'4' b
9'-8' b
13'-11' b
18'-0' b
16"
8'-3• b
12'-7' b
15'4" b
9'-1' b
13'-2' b
16'-1T b
- b
11'-2' b
14'-2' b
8'4° b
12'-Y 6
15'-T b
24'
b
11'-T b
- 6
9'-11' b
12'-9' b
1. Applied load values based on ASCE 7-05 Table 6-2 I = 1.0
2. Wood design values am based on #2 S.P.F. (South) and Southern Pine construction grade wood from NDS American Forest & Paper
Association, current edition.
3. For'C' wind exposure category, multiply allowable stud heights by 0.85.
4. For utility sheds multiply heights by 1.14. For utility sheds in exposure 'C'category wind zones, multiply allowable height by 0.97.
5. Stud heights are limited by code and 2 x 4 greater than 10'-0" (stud length) are not shown. 2 x 6 greater than 1 XV (stud length) are not
shown. Maximum stud heights less than 6'-6' are not listed.
6. Stud heights are limited by code and 2 x 4 greater than 10'-0" (stud length) are not shown. 2 x 6 greater than 18'-0` (stud length) are not
shown. Maximum stud heights less than 6'-6' are not listed.
7. 7/16" O.S.B. or 1/2" plywood sheathing shall be attached to wood studs with #8d common at 6' O.C. edges & 12" O.C. field for up to a 130
MPH wind speed, 'D" Exposure; 4' O.C. edges and 8' O.C. feild for wind speeds above 130 MPH up to 150 MPH, "D" exposure. #6 drywall or
deck screws may be substituted for #8d common nails at the same spacing.
8. Use TruFast SD x rt' + 1-112') at 8" O.C. for up to a 130 MPH wind speeds, *D" exposure; 6' O.C. for wind speeds above 130 MPH and up to
150 MPH. *D' Exposure.
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GENERAL NOTES AND SPECIFICATONS
1. Certain of the following structures are designed to be married to Site Built block, wood frame
or DCA approved modular structures of adquate structural capacity. The contractor / home
owner shall verify that the host structure is in good condition and of sufficient strength to hold
the proposed addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect, engineer or certified home inspection company 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 either test. The composite panel tables are based on bending properties
determined at a deflection limit of L/180.
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 L/80 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/ l" fine thread sheet rock screws at 16" O.C. each we
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check list and Inspection Guides for Solid Roof Panel Systems are included in
inspection guides for sections 2, 3A & B. 4 & 5. Use section 2 inspection guide for solid roof in
Section 1.
12. All fascia gutter end caps shall have water relief ports.
13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/
silicon sealant. Panel area around screws and washers shall be cleaned with xylene (xylol) or
other solvent based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder
coating
15. Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood shall be coated w/ protective paint or
bituminous materials that are placed between the materials listed above. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building
�Code:or Corobound Cold Galvanizing Primer and Finisher.
16..Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic
.stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel
fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected
steel fasteners shall not be used.
SECTION 7 DESIGN STATEMENT
The.roof systems are main force resisting systems and components and cladding in conformance with
The 2007 Florida Building Code with 2009 Supplements. Such systems must be designed using loads
for•cdmponents 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
t620` I = 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, and 0.55 for partially enclosed structures. All
pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4- For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Open Structures
Mono Sloped
1= 0.87 for 90 to 100 MPH
i= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
loads reduced by 25%
Screen Rooms
& Attached Covers
1= 0.87 for 90 to 100 MPH
1= 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
& Roof Overs
I=1.00
KCpI = 0.18 Zone 2
Overhang! Cantilever
All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wind
Pressure
Effective
50
20
Area
10
Basic Wind
Pressure
Effective
50
20
Area
10
Basic Wind
Pressure
Effective Area
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
38
45
110 MPH
14
14
17
20
18
21
25
28
18
27
32
36
18
33
46
55
120 MPH
17
17
20
23
22
25
30
33
22
32
39
43
22
39
54
65
123 MPH
18
17
21
24
23
26,
32
35
23
34
41
45
23
41
57
69
130 MPH
20
20
23
27
26
29
35
39
26
38
45
51
26
46
64
77
140.1 MPH.
23
2327
31
30
34
40
46
30
44
53
59
30
53
74
8g
140-2 MPH
23'
23
27
31
30
34
40
46
30
44
53
59
30
54
74
89
150 MPH
26'
26
32
36
34
39
46
52
34
51
60
68
34
61
85
102
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 1Y and 16' projection with
a 2' overhang. Any greater load width shall be site specific.
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Frnnc,.." nnn �,. nrn
Mean Roof
Height"
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending I Deflection
Banding
Deflection
0 -15'
1.21
0.91
0.94
1.47
0.83
0.88
15' - 20'
1.29
0.88
0.92
1.54
0.81
0.87
20'-25'
1.34
0.86
0.91
760
0.79
0.86
25'. 30'
1.40
0.85
0.89
1.66
0.78
0.85
30' .40
1.37
0.85
0.90
1.61
0.79
0.85
=.a=Kneen - neignc or nose svucmre or enclosure
Values are from ASCE 7-05
Conversion Table 7B from Enclosed to Partially Enclosed Building Classification
Exposure "B"
Multi liars for Roofs
Loads 1
Spans
Deflection 1.03 0.92
Bending 1.05 1 0.90
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INDUSTRY STANDARD ROOF PANELS
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = 1'-0"
0
Io
12.00" -
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
WI1
QT > I'
12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = V-0" ALUMINUM SKIN
TABLES
�- E.P.S. CORE
NECTIONS VARY
IFFECT SPANS)
PRIMARY CONNECTION:
(3) # ' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
114TO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
#10 x 3/4' S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = V-0"
ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
SEALANT
HEADER (SEE NQ)-E BELOW)
ROOF PANEL
# • x 1/2" S.M.S. (3) PER PAN
(BOTTOM) AND (1) @ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
# ' x l/2" S.M.S. (3) PER PAN
(BOTTOM) AND (1) @ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # -x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
# ' x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S.
' SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100 -1231 130 1140 150
#8 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I I
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
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TABLES)
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SCALE: `2
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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. w
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
U
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C- STAGGERED J
TOP AND BOTTOM (SEE DETAIL ABOVE)
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D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM w
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
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WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
#8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
o-- ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2". WAFER HEADED
WOOD FRAME, MASONRY OR i �— S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
(2) 1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE
#14 x 1-1/2"S.M.S. OR WOOD
SCREWS @ 12" O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" = T-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 "L". 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
CONSYERSION:
1100-1231 130 1 140 1 150
#8 1 #10 1 #12.1 #12
REMOVE RAFTER TAIL TO
I HERE
I
REMOVE ROOF TO HERE
I 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 — — _
SCREW (2) PER RAFTER OR OQ z a
TRUSS TAIL as ❑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: T = 1'-0"
REMOVE RAFTER TAIL TO
I HERE
I
REMOVE ROOF TO HERE
I j #8 x 1/2" S.M.S. SPACED
I @ 8" O.C. BOTH SIDES
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
777
HOST STRUCTURE - `COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = T-0"
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I
#10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6" 0.024" MIN, BREAK
FORMED FLASHING
ROOF PANEL*
:j
SCREW #10 x CC + 112") W/
1-1/4" FENDER WASHER
" FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM HD x cr + 3/4") AT 8" O.C. FOR UP TO 130 MPH (PER
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
"D" EXPOSURE. - -
MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2" = V-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF -HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x V SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.)
z
BREAK FORMED METAL SAME
N
THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIA AND
RISER OF PAN AS SHOWN
#8 x 3/4" SCREWS @ 16" O.C.
#8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
--
QO
1-112" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-02
#8 x 112" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE:
FOR MASONRY USE
WOOD FRAME, MASONRY OR
1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION
ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
#10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
#8 x 1/2" ALL RP
SCREW .C.
BREAKFORM FLASHING
6" 10"
3" COMPOSITE ROOF PANEL
(SEE SPAN TABLE)
STRIP SEALANT BETWEEN
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @
O.C. EACH WA Y Y
WHEN SEPARATION BETWEEN
FASTENING SCREW SHOULD
DRIP EDGE AND PANEL IS
BE A MIN. OF 1" BACK FROM-_�-__
LESS THAN 3/4" THE FLASHING
THE EDGE OF FLASHING
_.- . - --- - - -
SYSTEM SHOWN IS REQUIRED
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" = V-0"
NOTES:
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL.
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
5. HEADER WILL BE PUTTY TAPED AND 'CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12"
.03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
N z
THICKNESS AS PAN (MIN.)
N
EXTEND UNDER DRIP EDGE 1"
MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN
1" FASCIA (MIN.)
#10 x 1-1/2" S.M.S. @ 16" O.C.
0.040" ANGLE W/ #8 x 1/2,
/--
S.M.S. @ 4" O.C.
l-
COMPOSITE ROOF PANEL
HEADER (SEE NOTE BELOW,"-
#8 x (d+1/2") S.M.S. @ 8" O.C.
FOR MASONRY USE
1/4" x 1-1/4" MASONRY
ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
#10 x 1-1/2" S.M.S. OR WORD
SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 11T LONG CORROSION RESISTANT SCALE: 2" = 1'-0"
S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8x 1/2" SCREW EACH. THE #8 x (01/2") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
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CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
FOR FASTENING COMPOSITE PANEL TO
ALUMINUM USE TRUFAST HD x ("P + 314") AT 8"
O.C:'.FOR UP TO 130 MPH WIND SPEED "D"
EZ URE; 6" O.C. ABOVE 130 MPH AND UP
TO;AIT50 MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2' = 1'-0"
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
(2) 3/8" x 3" LAG SCREWS
W/ WASHERS
POST SIZE PER TABLES
#8 x 1/2" WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8- O-C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
W II II A II II
> II I A BII II B
II EXISTING TRUSSES OR
RAFTERS
IIIII HOST STRUCTURE
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FASCIA OF HOST STRUCTURE
2" x _ RIDGE OR ROOF BEAM
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SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
/ 2K— W / VARIES —,k
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF: UNDER THE LOAD WIDTH FOR EACH INDIVIDUALJOB
#8 x "r +1/2" LAG SCREWS Wi _ _ SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = T-0"
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 It SCALE: 2" = 1'-0"
USE TRUFAST SD x ("C + 1-112")
AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE "D"; 6"
O.C. FOR ABOVE 130 MPH AND
UP TO 150 MPH WIND SPEED
EXPOSURE "D" i
30# FELT UNDERLAYMENT W/
2" X 2" x 0.044" HOLLOW EXT.
220# SHINGLES OVER
5/16"COMPOSITE
x 4" LONG (MIN.) LAG
PANELS
CUT PANEL TO FIT FLAT
SCREW
SCREW FOR 1-1l2"
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EMBEDMENT (MIN.) INTO
EXISTING AND NEW SHINGLES
FASTENERS PER TABLE 313-8
RAFTER OR TRUSS TAIL
MIN. 1-1/2" PENETRATION
CONVENTIONAL RAFTER OR
TRUSS TAIL
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. V @
INSIDE FACE
EXISTING RAFTER OR
FASTEN W/ (2) #8 x 3" DECK
SCREWS THROUGH DECK
TRUSS ROOF
INTO EXISTING TRUSSES OR
RAFTERS
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4" = V-0"
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNEL AND
(8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2" x 6"
EXISTING 1/2" OR 7/16"
SHEATHING
A - A -.SECTION VIEW
SCALE: 1/2" = 1'-0"
B - B - ELEVATION VIEW
SCALE: 1/2" = 1'-0"
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
1-1/2" LAG SCREWS -AND (2)
1/4" x 4" THROUGH BOLTS
(TYPICAL)
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
(3) #8 WASHER HEADED
SCREWS W/ VEMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
d COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2" = 1'-0"
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
910 x 2' S.M-S. @ 12" O.C-
EXISTING FASCIA
SEALANT
3" PAN ROOF PANEL
(MIN. SLOPE 1/4" : 1')
(3) #8 x 3/4" S.M-S. PER PAN W/
3/4" ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS p
z
SEALANT k
1/4" x 8" LAG SCREW (1) PER w
TRUSS / RAFTER TAIL AND a
1/4" x 5" LAG SCREW MID WAY O
BETWEEN RAFTER TAILS O
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 w
SCALE: 2" = 1'-0" O
EXISTING FASCIA PLACE SUPER OR EXTRUDED 0
EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE
SEALANT \ w
w
#10 x 2" S.M.S. @ 12" OKG. z
(9
112" H SCH. 40 PVC FI=_p2RULE;,
SEALANT
(1) # 8 x 314" PER PAN
— — — — — _ SLOPE CAULK EXPOSED SGR O:
p ONLY HEADS / w
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL AND
1/4" x 5" LAG SCREW MID WAY
BETWEEN RAFTER TAILS
J
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3' HEADER EXTRUSION
FASTEN TO PANEL W/(3) u�
w
w
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SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2" = V-0"
I Uu z
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w
12-01-2009 1 of 120
BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER SEALANT
BEHIND DRIP EDGE #10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
EXISTING TRUSS OR RAFTER WASHERS
1!i
V�3"COMPOSITE
SEALANT CAULK EXPOSED SCREW
#10 x 2" S.M.S. @ 24" O.C. HEADS
ROOF PANEL
1/4" x 8" LAG SCREW (1) PER (MIN. SLOPE 1/4": T)
TRUSS / RAFTER TAIL
1!2" 0 SCH. 40 PVC FERRULE
EXISTING FASCIA EXTRUDED OR
SUPER GUTTER
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = 1'-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 112
CAULK EXPOSED SCREW
WAY BETWEEN EACH SIDE W/
HEADS
(3) #10 x 2" INTO FASCIAAND
PLACE SUPER OR EXTRUDED
(3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE
OPTION 2:
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1/2"0
SCH. 40 PVC FERRULE
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
3" COMPOSITE ROOF PANEL
-----
(MIN. SLOPE 1/4":l')
EXTRUDED OR 3" HEADER EXTRUSION
EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL
EXISTING FASCIA #8 x 1/2' S.M.S. EACH SIDE
I SEALANT GUTTER W/FLAGBOLTO AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE- 2" = V-U"
GUTTER BRACE @ 7-W O/C
CAULK
SLOPE
COMPOSITE ROOF
SUPER OR
PSOFFIT
HEADER EXTRUDED
GUTTER
CAULK
� \
2" x 9" BEAM
(2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR
FROM GUTTER TO BEAM 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
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END. CAP WATER RELIEF DETAIL
SCALE: 2" = l'-W
FLASHING 0.024" OR 26 GA
GALV.
2" x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
(ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = V-0"
a .-
mm
FILE COPY
o z
T as
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ci 0
d
w C m
o �
z¢
m �o
< U
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30
RECEIVING CHANNEL OVER -
2" x 6" S.M.B. W/ (4) #10 -
BEAM ANGLE PROVIDE 0.060"
S.M.S. @ EACH ANGLE
SPACER @ RECEIVING
EACH SIDE
CHANNEL ANCHOR POINTS (2)
#10 x 2-1/2" S.M.S. @ RAFTER
NOTCH ANGLE OPTIONAL
TAILS OR @ 2" O.C. MAX. W/
4
MUST REMAIN FOR ANGLE
2" x 6" SUB FASCIA
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEWI
RIDGF CAP
#8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
#8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
#8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
SCALE: 2" = l'-0"
PAN ROOF ANCHORING DETAILS
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
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co a .0 L
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ROOF PANEL TO BEAM DETAIL
m
=
V to
WHEN FASTENING TO
SCALE: 2" = 1'-0°
O
m
V M
ALUMINUM USE TRUFAST HD x
o
("L" + 314") AT 8" O.C. FOR UP TO
130 MPH WIND SPEED
?
FOR PAN ROOFS:
m
EXPOSURE "D"; 6" O.C. FOR
(3) EACH #8 x 112"LONG S.M.S., w
Z
ABOVE 130 MPH AND UP TO
PER 12" PANEL W/ 3/4' 1
'
150 MPH WIND SPEED ALUMINUM PAN WASHER
w
EXPOSURE "D"
b.
�
CAULK ALL EXPOSED SCREW
%'
HEADS & WASHERS ROOF PANEL + <. v a
(PER TABLES SECTION 7) ^ 5
SUPPORTING BEAMI f O �O Z
(PER TABLES) J,- w
vSHEET z
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z
y W
kS-+TiENIallNG DETPAI OD
w
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12-01-2009 OF 12
0.024" x 12" ALUMINUM BRK
e I 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 1-112"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
#8 x 9/16"TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
I
I
(3)1/4"0 THRU-BOLTS (TYP.)
#8 x 9/16" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (a) POST DETAIL
SCALE: 2 = V-X
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP FASTENING OF COMPOSITE
PANEL'
- VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x —SELF MATING BEAM
#5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
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 ("L" +314") AT 8" O.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM C? CONCRETE POST DETAIL
SCALE: 2" = V-0"
#8 x V2" CORROSION
RESISTIVE WASHER HEADED
0.024" ALUMINUM COVER PAN SCREWS @ 24" O.C.
OR CONTINUOUS ALUMINUM ALTERNATE #8 x 1/2" S.M.S.
SHEET W/ 1/2" 0 WASHER.
x
W
TYPICAL INSULATED PANEL
SCALE: T = T-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 518' CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 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
SUBSEQUENTROWS
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 DEGASEAL- 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA
TAB AREA W/ 1" ROOFING
O
NAILS
INSTALLED PER
o
MANUFACTURERS
SPECIFICATION FOR NUMBER o
AND LOCATION
0
MIN. ROOF SLOPE 2-1/2 : 12
0
0
SUBSEQUENT ROWS
0
3/8" TO 1/2' ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
WAFER HEADED SCREWS
7/16' O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF 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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7.1.1 Allowable Spans and Design / Applied Loads• (#/SF)
for Industry Standard Riser Panels for Various Loads
Wind ( MonoSloped Roof & Attached Covers Enclosed Cantill
1&[ Y I 3 ._ I 4 ( 182 ( 3 4 182 3 r 4 1 All
Wind
All
Table 7.1.3 Allowable Spans and Design I Applied Loads` (#ISF)
Wind
Zorie
-
Open Structures
Mono -Sloped ed Roof
---------- - --- - --- -- - - -- -- --
Screen Rooms
& Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
-- All—
_ ..._
Wind
- Zone
...".w.• c �....�v lac. rencla ruunlll lum
Open Structures
no-SlopedMoRoof
NIU "] IUU n-19 0r
Screen Rooms
& Attached
fl-Ga
Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
All
182
- 3
4
182
3
4
18:2
3 -
- 4
182
3
4
-
1&2
3
4
182
3
4
MPH
s annoad•
s annoad•
spa
s annoad•
s anlload•
s annoad•
s annoad°
s anlload•
s an/load•
Roofs
MPH
s aNload•
s annoad•
s anlload•
s aNioad•
s annoad'
s nlload'
s anlload•
s annoad•
s aNload•
Roofs
100
7'-1' 25
7'S' 25
7'-8" i6
5'-11' 26
T-5' 26
T-6' 26
5'-8' 30
T-1° 30
T-2° 30
2'-0' 45
100
16'-6' 13
20'-4' 13
20'-9'
13
13'-6° 23
17'-6'
20
1T-10° 20
12-10"
27
16-9"
23
17'-1"
23
4'-0' 45
110
6'-11" 20
8'-Y 20
8'-4' 17
5'-10' 28
7'-2' 28
7'-4° 28
5'-4" 36
6'-8' 36
6'•9' 36
2'-2" 55
110
16'-2° 14
19'-11° 14
20'-4"
14
13r 25
17'-3"
21
1T-7' 21
1Z-1"
32
15'-10"
27
16'-2'
27
4'-0 55
120
6'-6' 23
7-9° 23
7'-11' 20
5'-6' 33
6'-10' 33
6'-11'
6'-4' 43
2'-1' 65
120
15'-7' 17
18'-8' 77
19'-0"
17
12'-5° 30
16'-3'11'4"
39
14 W
39
15'3"''65123
6'-5" 24
7-7' 24
7'-9' 21
5-5' 35
6'-8' 35
6'-10' 35
4'-11"45
6'-3° 45
2'-0' 69
123
13'-11' 21
18'4' 17
16'-8'
17
12'-2' 321511'
26
i6'4' 2611'-2'
47
1310'
41
14'-7'
41
6'-Y 27
7'4' 27
7'-5' 23
5'-3' 39
6'S' 39
6'-7' 39
4'-9'
t4343
51
6'-0' 51
1'-11" 77
130
13'-6' 23
17'-8" 20
18'-0'
20
17'-9' 35
15'-6'''10'-10"
45
13'4'
477140-1
4'-0"69130
5'-11" 31
6'-11' 31
7'-2" 31
4'-11' 46
6'-1° 46
6'-3' 46
4'-9°
S1
6'-0' 51
7'-10" 89
140-1
1 -10" 27
16'-10" 23
1T-2'
23
11'-3" 40
13'-11°
40
14'-2' 40
10'-10"
45
13'4'
45
13'•B'
45
4'-0° 89
140.2
5'-11' 31
6'-11' 31
7'-2° 31
4'-11° 46
6'-1' 46
6'-3' 46
4'-7'
59
5'-9' S9
1'-10' 89
140-2
17-10" 27
16'-10' 23
17'-2'
23
11'-3° 40
13'-11'
40
14'-2' 409'11°
59
12'-8'
53
12'-11°
53
4'-0" 89150
5-7' 36
6'-8" 36
6'-9' 36
4'-9' S2
5'-10' 52
5'-11"
150
17-2" 32
16'-2" 26
i6'-6'
26
70'-9" 46
13' Y
46
13'-6' 46
9'-5°
68
12'-2'
60
1Z-5'
60
- ----- ---- -- -- --• - •••-•• •••••••• •-•••"••a •-"•••s �• "vr'�� �_� "axe �I. "I= =I.=.."„= a.=a �I ule peon, Lv.v: l loos panel vnom = room wom +wan w avi + overhang. -Design or applied load based on the affective area of the panel
Table 7.12 Allowable Spans and Design / Applied Loads' (#/SF)
'for Industry Standard Riser Panels for Various Loads
Table 7.1.4 Allowable Spans and Design I Applied Loads* (#/SF)
for Industry Standard Riser Panels for Various Loads
Wind
Zone
MPH
Open Structures
Mono -Sloped ed Roof
- -- -
----------- - ---
&Attached
---- -- - - - -- --
Sereen Rooms
Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
All
Roofs
., x :c
Wind
Zone
MPH
x u.uc.r c or a roo ruser ranels Aluminum
Open Structures
Mono -Sloped Roof
Alloy 3105 H-28
Screen Rooms
&Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
All
Roofs
'182
s annoad•
3
s annoad'
4
spa
%2
span/load'
3
s annoad•
4
s anlload•
182
s nnoad•
3
s annoad•
4
s annoad•
1&2
s aNload•
3
s anlload•
4
s annoad•
1&2
s anlload•
3
s annoad•
4
s annoad•
182
s anlload'
3
s annoad•
4
s
100
5'•9'�S 25
T-1' 25
T-2' 16.
5'-7" 26
6'-11- 26
7'-1' 26
S4" 30
6'-7"
30
6'-9' 30
2'-2' 45
100
. 12'-3' 16
16'-3' 13
16'-T 13
10-10" 23
13'4" 20
13'-8°
20
10'-3'
27
1T-8' 23
annoad•
12'-11'
23
4'-0°
110
.6'-2' . 20
7'-8' 20
7'-10' 17
5'-6" 28
6'-9- 28
6'-11" 28
5--1' 36
6'-3°
36
6'4' 36
2'-1' S5
110
12'-1" 17
15'-11" 14
16'-3' 14
10'-6' 25
12'-11' 21
13'-3'
27
9'4'
32
11'-11' 27
45
120
5'41'�' 23
7'-3" 23
7'-5' 23
5'-2- 33
6'-5' 33
6'-7- 33
4'-9' 43
5'-11'
43
5'-11 43
1'-11° 65
120
11'-3' 20
13'-11 20
15'-3' 17
9'-7' 30
12'-3" 25
12--3"
27
3'-10" 55
123
5'-9° 24
T-2' 24
T4' 34
5'-1' 35
6'4' 35
6'-5' 35
4'-8' 45
5'-9"
45
5'-11' 45
1'-11' 69
123
11'-1' 21
13'-9' 21
14'-0' 21
9'-5' 32
17-0' 26
8'-9'
39
11'-2' 39
11'-5'
39
3'-T 65
130
5'-7' 27
6'-10' 27
6'-t i' 27
4'-11' 39
6'-1' 39
6'-2' 39
4'-6' S1
5'-7'
S1
5'-81:L451
1'-10' 77
130
10'-9' 23
13'4' 23
13'-7" 23
12'-3'
26
8'-T
41
11'-0' 41
11'-3'
41
3'-6° 69
1401
5'4° 31
6'-7' 31
6'-8° 31
4'-8" 46
5'-9' 46
5'-10' 46
4'-6' 51
5'-7'
S1
5'-8
1'-9' 89
1q0-1
10'-3'
9'-1' 35
11'-7' 29
11'-10'
29
8'-0'
45
10'-8' 45
10'-11'
45
3'-5' 77
140-2
5'4' 31
6'-T 31
6'-8' 31
4'-8" 46
5'-9° 46
5'-10' 46
4'-3' S9
5'-3"
59
5'-5
1'-9' 89
27
17-6' 27
17-11' 27
B'-7' 40
11'-1' 40
114`
40
8'4'
' 45
10'-11'
45
3'-3° 89
150
5'-1" 36
6'-3" 36
6'4' 36
4'-6' S2
5'-6' S2
5'-8' 52
140-2
10'-3' 27
17-8' 27
12'-11" 27
8'-7- 40
11'-1° 4'0
11'4"
40
7'-11'
53
9'-9" 53
10'4'
53
3'-0' 89
1412"xl2"x0.030"2or5Rib
Riser
Panels
Aluminum Allov
3105 H-14
or H-25
4'-t' 68
5'-7'
68
5'-2
1'-8' 102
150
�._,"�._""""...
9'4' 36
__�.,:_
12'-0' 32
..:..........
12'-3' 32
.._.
8'-3° 46
_..
10'-7' 46
___.-__
10'-10"
46
7'-6'
60
9'4' 60
9'-6"
60
3'-1' 102
Open Structures Screen Rooms Glass 8 Modular Rooms Overhang
Wind Mono -Sloped Roof &Attached Covers Enclosed Cantle e
Zone 182 3 4 182 3 4 1&2- 3 4 All
1-112" x
WWind
Zona
All
Note: Total roof panel width =room width +wail width +overhang. 'Design or applied load based on the effective area or the panel. now; I oral roar panel wiam =room vndtn + wall width + overhang. *Design or applied load based on the affective area of the panel
Table 7.1.5 Allowable Spans and Design / Applied Loads• (#ISF)
for Industry Standard Cleated Panels for Various Loads
Wind
Open Structures
no-SlopedMoRoof
Sereen Rooms
&Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
-Cantilever
Zone
1&2
3
4
182
3
4
182
3
4
All
MPH
s ardload•
s aNload•
s annoad'
s annoad•
s annoad•
s annoad•
s annoad•
s anlload•
I s annoad•
Roofs
100
7'4' 116
10'-11"
161
11--1' jib
7'-b' 23
9'-3` 23
9'-5'
23
7'-.1
30
11-10- 21
8'-11'
27
7-11'
45
110
8'-3' 17
10'-9"
17
10'-11• 17
T-3" 28
9'-0' 25.
9'-2'
25
6'-8'
36
6'-3' 32
8'-5'
32
7-9'
55
120
7'-10' 20
9'-8-
20
9'-11' 20
6'-11' 33
6'-6' 30
8'-8'
30
6'-4"
43
7'-10' 39
7'-11'
39
7-7'
65
123
7'-8' 21
9'-6-
21
9'-8' 21
6'-9" 35
8'4' 32
8'S"
32
6'-2'
45
T-8° 41
T-10'
41
2'-7°
69
130
T4' 23
9'-1'
23
9'4' 23
6'-6' 39
8'-1° 35
8'-3'
35
5'-11'
51
7'-4' 51
T-6'
45
7-5'
77
140-1
T-1' 31
8'-9'
27
8'-11' 27
6'-2" 46
T-8' 40
7'-9'
40
5'-11'
S1
T-4' S1
T-6°
45
7-4'
89
140-2
T-1' 31
8'-9'
27
8'-11' 27
6'-2" 46
T-8" 40
7'-9'
40
5'-8'
59
T-0' 59
7'-2'
69
7-4'
89
150
1-3I4"
6'-8' 36
x 12" : n nan^
8'-3'
rl"»^n
32
pannlc
8'-5' 32
el..
5'-11° 52
7'4- S2
7'S'
46
5'-5
68
6W 68
6710'
68
7-3'
102
Open Structures
Screen Rooma
Glass & Modular Rooms
Overhang
Wind
MonoSlo
d Roof
8 Attached Covers
Enclosed
l
Cantilever
Zone
1&2 3
4
182
3
4
182
4
All
MPH
s ardload• s annoad' s aniload•
s anlload•
s annoad• s annoad•
s anlload•
s anlload•
s anlload•
Roofs
100
8'-Y 16 11'-9'
13 11'-11' 13
U-U
23 10'-4'
1231 10-7°
23
T-8-
27
1 9'-6" 1271
W-W
27
.
T-2' 45
110
8'-10' 17 11'-7'
14 11'-9' 14
T-10' 25
9'-8'
25 10'-3`
25
- T-2°
36
8'-111' 32
9'-1'
32
Z-11' 55
120
8'S' 20 10'-9°
20 10'-11' 20
121
7'-5'
33 9'-2'
30 9'-4'
30
6'-9'
43
6'S' 39
8W
39
2-9 65 65
123
8'-3' 21 10'-8'
10'-10' 21
7' 3'
35 9'-0"
32 9'-2"
32
6'-8-
45
8'3' 41
8'-5'
41
Z-9" 69
130
7'-11' 23 10'-0'
23 10'-6' 23
7'-0"
39 8'-8'
35 8'-10' 35
6'-5"
51
T-11° 45
8'-1'
45
2'-8' 77
140-1
7'-7 27 9'-5'
27 9'-T 27
6'-8'
46 8'-Y
40 8'-4"
40
6'-5°
51
7'-11' 45
8'-1"
45
7-6° 89
140-2
7'-7' 27 9'-5"
27 9'-7' Ni
6'-8"
46 8'-2'
40 8'-4°
40
6'-1°
59
T-7' S3
8
T8-'
S3
7-6" 89
150
7'.2' " 36 " 8; 11
32 9--1' 32
6'4°
52 7'-1 D"
46 8'-0"
46
5-10'
68
7'-2' 68
7'
68
2'-5' 102
Wind
Open Structures
Mono-Slo ed Roof
Screen Rooms
& Attached Covers
Glass & Modular Rooms
- -- - - --- Enclosed
Overhang
Cantilever
Zone
1&2
3
- 4
1&2
3
4
182
3
4
All
MPH
s aniload•
s anlload'
s aniload•
s annoad•
s annoad•
s annoad•
s annoad•
s annoad'
s annoad•
Roofs
100
11'-1'
116
13'-9" 13
1 15'-0'
113
9'S'
1231
12'-1'
120
12.4- 20
8'-11" 127
1 11'-6"
27
1 11'-8'
123
T-8'
45
110
10-11'
77
13'-6" 14
3-9
14 14
9'-2'
25
11'-9'
21
12'-0" 27
8'-5" 32
10'-10°
32
11'-1"
32
120
9'-10'
20
12'-7' 17
12'-11'
17
8'-8"
30
11'-1'
30
114' 30
7'-11' 39
9'-10'
39
10'4'
39
3'-3'
65
123
__:
21
12'-5° 17
12'-8'
17
8'-6'
32
10'-11'
32
11'-7' 32
7'-10' 41
9'-8'
41
9'-10'
41
3'-2'
69
130
9'-3'
23
12'-1' 20
12'4'
20
8'-3'
35
10'-6'
35
10'-9° 35
7'-6' 45
9'-3'
45
9'-6°
45
3'-1'
77
140-1
8'-11'
27
11'-6' 27
11'-8'
23
T-9"
40
9'-7'
40
10'-3` 40
7'-6" 45
9'-3'
45
9'-6°
45
2'-11"
89
140-2
8'-1 ' 1
27
11'-6° 27
11'-8'
23
7'-9'
40
9'-7°
40
10'-3' 40
7'-2' 59
8--10'
53
9'-0'
63
2'-11'
89
150
8'-5'
32
10'-11' 32
11'-1'
32
T-6"
46
9'-3'
46
8'-5° 46
6'-10" 68
8'-5'
60
B'-7"
60
7-10"
102
-----• •------- r•-••-• •••�"• - w • � u"• - ".e�. wlaul = uvc:nang.-ueslgn or app iea loan oases on the affective area of the panel
mILE COPY
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#ISF)
Wind
Open Structures
Mono -Sloped Roof
Screen Rooms
&Attached Covers
Glass &Modular Rooms
Enclosed
Overhang
Cantilever
Zone
1&2
3
4
182
3
4
192
3
4
All
MPH
s annoad•
s annoad•
s anlload•
span/load-
s annoad•
s aNload•
s annoad•
s aniload•
s annoad•
Roofs
100
1S4' 13
17'-2' 13
16'-7" 13
11--5' 23
12'-9' 23
124 23
10'-6' 27
11'-9'
110
IT-6' 17
16'-8" 14
16'-1' 14
10'-11" 25
12'-3' 25
11'-10' 25
9'-2' 36
10'-10" 36
10'-6' 32
3'-8' 55
120
12'-2'
123
11'-11" 21
13'4` 21
12-10' 21
9'-3" 35
10'.11' 32
10'-7' 32
8'-2` 45
9'-1" 41
8'-9" 45
130
11'4" 23
12'-8° 23
12'-3' 23
8'-9' 39
10'4' 35
9'-6' 39
7'-8" 51
8'-7" 45
8'-3` 51
140-1
10'-6" 27
11'-9' 27
11'-5' 27
8'-1' 46
9'-0' 4fi
8'-9' 46
7'-8" 51
8'-7" 45
B'-3" 51
2'-11" 89
140-2
10'-6` 27
11'-9" 27
11'-5' 27
8'-1° 46
9'-0° 46
8'-9° 46
T-Y 59
T-11° 53
7'-8" 59
2'-11' 89
150
3' a dA^
9'-2' 36
v n mn^ P�
10'-11" 32
nlc en:
10'-T 132
T-7" 52
8'-6' 52
8'-2' S2
6'-8' 68
7'-5' 60
T-2' 68
Z-9` 102
Wind
Open Structures
MonoSlo ed Roof
Screen Rooms
&Attached Covers
Glass & Modular Rooms
Enclosed
Overhang
Cantilever
Zone
1&2
3
4
1&2
3
4
182
3
4
All
MPH
s annoad•
spa
s annoad•
s annoad•
s annoad•
s annoad•
s anlload•
s anlload•
s anlload`
Roofs
100
18'-2' 13
20'4' 13
19'-T 13
13'-6°
231
16'-2' 120
15-8° 20
1Z-6-
27
15'-1"
23
1 13'-6'
127
4'-0° 45
110
1TS" 14
19'-9" 14
19'-1' 14
12'-11"
25
15'-10' 21
15'-3' 21
11'-5°
32
17-10°
32
12'-5'
32
4'-0' 55
120
15'-11" 17
1T-10° 77
17'-3' 17
11'-10'
30
13'-3' 30
12'-9' 30
10'-5'
39
11'-T
39
11'-3'
39
4'-0° 65
123
15'-6' 17
17'4" 17
16'-9" 17
11'-7'
32
12'-11' 32
12'-6° 32
9'-7'
45
11'4'
41
10'-11'
41
4'-0° 69
130
13'-5" 23
16'-5' 20
15'-10' 20
10'-11'
35
17-3' 35
11'-10° 35
9'-1'
S1
10-10°
45
10'-5°
45
3'-8' 77
140.1
17-6' 27
15'-3" 23
13'S' 27
9'-7°
46
11'-5° 40
11'-1° 40
9'-1'
51
10'-10'
45
10'-5'
45
3'-5' 89
140-2
1Z-6" 27
15'-3° 23
13'-6° 27
9'-7'
46
11'-5' 40
11'-1° 40
8'-5'
59
9'-5°
59
9'-1°
59
3•-5'- 89
150
a^ x aR^
11W" 32
v n ma^ pa
17-11' 32
al" ell l.^I^
12'-6" 132
8'-11"
52
10'-8° 46
10'4' 46
T-10'
fi8
8'-9'
68
8'-6'
68
3'-3' 102
Wind
Open Structures
Mono -Sloped Roof
Screen Rooms
& Attached Covers
Glass &Modular Rooms
Enclosed
Overhang;
Caniili Yerl
Zone
188
3
4
1&2
3
4
182
3
4
��p8
MPH
s aniload•
s annoad•
ape
s anlload•
Spa
s antload•
s aNload•
s anlload•
s annoad•
%, Roofs
100
1T-9" 13
19--10° 13
19'-2" 13
14'-2" 23
15'-10" 20
15'-3` 20
1T-2' 27
14'-9' 27
144 3" 271
:4'-0: 45
110
1T-3° 14
19-3" 14
1 18'-7" 114
13'-10" 25
15'-5" 21
14'-11° 25
11'-2' 32
1T-7" 32
13%2" 32
4'-0'.;•$5
120
15'-7' 17
17'-5" 17
16'-10' 17
12'-8" 30
14'-2° 30
13'4" 30
10'-2" 43
12'-6' 39
10'-11'
123
15'-2' 17
16'-11" 17
16'-5" 17
12'4' 32
13'-10' '32
13'4' 32
9'-11' 45
11'-1" 41
10'-8' qt.
4'-i, 69
130
14'4" 23
16'-0' 20
15'-6' 20
10'-B' 35
13'-T 35
12'-8' 35
9'-5' S1
10'-6' 45
10'-Y 5
,i
3'.1,1 77
140.1
13'4° 27
14'-11° 27
14'-5' 27
10'-0' 46
11'-2' 40
10'-10" 40
9'-5' 51
10'-6" 45
10'-2" 51
3'-»` 89
140-2
13'4' 27
14'-11' 27
14'-5' 27
10'-0° 46
11'-2" 40
10'-10' 40
8'-8° 59
9'-9° 59
9'-51 ?9
3'-4'; 89
150
a^ v AR'
12'-6'
v n nin^
32
pen^Ic
14'-0°
elur..:nn^.
32
13'-6"
ell.... v,
32
nr
u ,
52
10'-5°.
46
10'-1"
52 1
8'-2°
168
9'-2"
68
&-10" •.6e
3'-[' 102
Open Structures
Screen Rooms
Glass 8 Modular Rooms
Overhang
Wind
no-SlopedMoRoof
&Attached Covers
Enclosed
VC-antilever
Zone
1&2
3
4
182
3
4
1&2
3
4
' All
MPH
-s annoad`
-sannoad•-
s annoad'
3 s luad•-
s an oa `
s a oad•
s anlload•
s aNload•
span
Roots
100
20'-5- 13
22'-10' 13
22'-1' 13
12U
18'-3' 120
17'-8' 120
15'-3` 23
1 1T-0' 123
5' 23
4'-0' 45
110
19 -11'
14
22'-3'
14
21'-6°
14
15'-11'
21
17'-10"
21
17'-3'
21
12'-11"
32
15'-9'
27
15'-2'
27
4'-0"
5
120
17'-11'
17
20'-1'
17
19-5
17
13'W
30
16'4'
25
15'-9"
25
11'S'
39
13'-1'
39
12--11
39
123
1T-0'
17
19'-7'
17
18'-11'
17
13'-0'
32
15'-11'
26
15'-5'
26
11'-5'
41
12'-9'
44
12'4"
41
4'-0"
9
130
i6'S'
20
18'-fi'
20
17'-10'
20
12'4'
35
15'-Y
29
13'4'
35
10'-11°
45
12'-2'
45
11-9"
45
4'W
7
140.1
15'-5°
23
17'-3°
23
i6'-8`
23
11'-7°
40
12'-11'
40
12'-6'
40
To-11"
45
12'-2°
45
11'-9'
45
4'-0"
9
140.2
15'-5'
23
1T-3'
23
16'-8°
23
11'-7'
40
12'-11'
40
12'-6'
40
9'-6°
59
11'-3`
53
10'-10'
53
4'-0°
9
150
13'-0'
32
16'-Y
26
15'-T
26
10'-9°
46
17-0°
46
11'-8'
46
8'-10'
68
10'-6"
60
9'-7"
68
3'-7°
10
b N
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mm
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Total roof panel width = mom width +wall width + overhang. *Design or applied load based on the affective area of the panel to W
10F W
W
-I 12Im
12-01-2009 OF�
e
MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
�— CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561
Note:
ELITE AL-UMIN[jM '9RP ION
WEL IMMA:NEI
Below spans are based on test results from a
Florida approved test lab & analyzed by
` SCALE: 2" = 1'-0'
Lawrence E. Bennett & U180
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
Wind
Open Structures Mono Slo ed Roof
Screen Rooms
& Attached Covers
Glass &Modular Rooms
Encos0
Overhang
Zone
MPH
1&2N23-9-
s annoad•ad'
4
spa
1&2
s annoad•
3
spa nnoad•
4
s annoad•
1&2
s annoad•
3
s annoad•
4
Spann oad•
Cantilever
100
20'-8°
1313
2Z-4"
13
16'$"
20
18'-6'
20
17'-10'
20
15'-5'
23
17'-3'
23
16'-8•
23
4'-0'
45110
20'-l"
1414
2T9"
14
16'-2"
21
18'-0`
21
17'-5'
21
13'-1"
32
15'-11'
27
15'-4'
27
4-0'
55
120
18'-T
1717
19'-8°
17
13'$"
30
16'$°
25
15'-11'
25
11'-10'
39
13'-3°
39
12'-9'
39
4'-0'123
17'-9•
17
17
19'-2'
17
13'-2"
32
16'-2"
26
15'-7'
26
11'-7"
41
12'-11'
41
12'-6"
41
4'-0"
69130
16'-9•
2020
18--1°
20
12'-6'
35
15'-4-
29
13'-6'
35
11'-0°
45
12'-0"
45
11'-11-
45
4'-0'
77140-1
15'-7'
232316'-10'
23
11'$'
40
13'-1'
40
12'-8'
40
11'-0'
45
12'-0'
45
11'-11"
45
3'-11"
89140.2
15'-7'
2323
16'-10"
23
11'-8'
40
13'-1"
40
12'-8"
40
9'-T
59
1T-4'
53
10'-11"
53
3'-11"
89
-150^
13'-T-.32
16'-4'
26
15'.10"-26
10'_11"
46
12'-2"
46
11'-9'
46
8'-11'
66
10'-8-
60
10'-4"
60
3'$"
102
Wind
Open
Structures
Mono Sloped Roof
Screen Rooms
&
Attached Covers
I Glass & Modular
Rooms
Enclosed
Overhang
Zone
MPH
1&2
s annoad•
3
s annoad•
4
s annoad•
1&2
s annoad•
3
s annoad•
4
s annoad•
1&2
s annoad•
3
s annoad•
4
I s annoad•
Cantilever
100
23'-10'
13
26'$"
13
25'-9•
13
19'-1'
120
21'-4°
20
20'-7'
20
17'-9°
23
19-10°
23
1 19'-2-
23
4'-0'
145
110
23'-2'
14
25'-11'
14
25'-1"
14
18'-7'
21
20'-9'
21
20'-1'
21
16'-5'-
27
18'-4'
27
17'-9"
27
4'-0-
55
120
20'-11°
17
2T-5'
17
22'-8'
17
17'-0°
25
19'-1°
25
18'-5'
25
15'-1'
32
16'-10"
32
16'-3"
32
4'-0"
65
123
2o'-5-
17
22'-10°
17
22'-1"
17
16'-8•
26
18'-7'
26
1T-11"
26
13'-4'
41
16'-5"
34
15'-10'
34
4'-0"
69
130
19'-4"
20
21-7"
20
T'-10'
20
15'-10°
29
17'-8°
29
17'-1'
29
1Z-B"
45
15'-5"
36
13'-9°
45
4'-0'
77
140-1
17'-11'
23
20'-1'
23
19'-5'
23
13'-6'
40
16'-4'
34
15"9'
34
f2-8'
45
15'-5"
38
13'-9"
45
4'-0'
89
140.2
17'-11"
23
20'-1'
23
19'-5°
23
13'$'
40
16'-4"
34
15'-9`
34
11'-8"
53
13'-10
53
1Z-8'
53
4'-0'
89
150
16'-10'
26
18'-10'
26
18'-3-
26
12'-7'
46
15'-3"
39
13'-T
46
10'-11'
60
174'
601
11'-11•
60
4'-0°
102
W ore: i mai roof panel warn = mom mom * wan wmm + overnang. -uesign or applied load based on the affective area of the panel
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads• (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1D49
Wind
Zone
MPH
Open Structures Mono -Sloped Roof
1&2 3 4
s annoad' s annoad• s annoad•
Screen Rooms
182
I nnoad'
& Attached Covers
3 4
s annoad• I s annoad•
Glass & Modular Rooms
1&2 3
s annoad• s annoad'
Enclosed
-' 4
s annoad•
Overhang
Cantilever
100
20'-8"
113
1 23'-1'
131
2Z-4'
13
16'-6"
20
18'-5'
120
17'-10°
120
15'-5'
123
17'-2'
23
16'-T
123
4'-0'
45
110
20'-1'
114
1 2Z-5'
14
1 21'-8"
1141
16'-1'
21
18'-0•
21
11' 5'
21
15'-11'
27
15'-4'
27
4'-0'
S5
120
18'-2'
17
20'-4"
17
19'-8"
17
13'-6°
30
16'-6'
25
15'-11'
25
39
13'-3'
39
12'-9'
39.
4'-0"
65
123
1T-8"
17
19'-9'
17
19'-1"
77
73'-2"
32
16'-1'
26
15'-7'
26
41
12'-11°
41
12'-6'
41
4'-0'
69
13D
16'-9'
20
120'120
12'-6'35
15'-4'
29
13'-6'
35
d13'-I'32
45
12'-4'
45
11'-11'
45
4'-0'
77
237'-5'
23
16'-10'
23
11'$'
40
13'-1'
40
12'-7'
40
45
12'-4'
45
11'-11°
45
3'-11'
89
1402
15'-T
23
17 5
23
16 10
23
11$
40
13 1
40
12-7'
4059
11-4°
53
10'-71'
S3
3'-11'
89
,68 n70'$'3'$'
102
'a
Zone
MPH
_ en°,Structures!
1&2
s Moad'
onoSlo
3
s Moad'
odrRoof
4
s annoad•
_ +Scroen`Rooms 8"AttachedCovers�
182" 3 4
s annoad• s anfload' s annoad'
w4GlassL&'Modular Rooms Enclosed
I Overhang
Cantilever
1&2
s annoad'
3
span
4
Spann
100
14-3"s-t3'
2T-1-
131
26'-2"
1131
19'.4"
20
1 21 '-W
120
20'-11"
20
1B'-1"
123
20'-2-
23
19'-V
1231
4'-0-
45
110
23'-7'
114
1 26'-4'
141
25'$'
114
118'-11'
21
21'-2'
21
20'-5°
21
16--8'
27
18'-8"
27
18'-0'
27
4'-W
55
120
21'-4
17
23'-10'
17
23'-0'
17
17'-4`
25
19'-4'
25
18'-9"
25
15'-4"
32
17'-1'
32
16'-6'
32
4'-0`
65
123
20'-9"
17
23%3'
17
22'-
117
16'-11'
26
18'-11'
26
18'-3"
26
13'-7"
41
16'$"
34
16'-1"
34
4W
69
130
19'-7'
20
21%11'
20
21'-2"
20
16%1',
29
17'-11'
29
17'-4'
29
12'-11'
45
15'-8'
38
15'-2'
38
4'-0-
77
F40-11
Sti'OJ
r 3 A
20'S'
23
19%9'
23
13'-8'
40
16'-7-
34
16'-1"
34
12'-11"
45
15%8`
38
1&-2'
38
4'-0'
89
140-2
18'-3"
23--20'-5"
23
19'-9°
23
13'$"
40
16%7'
34
16'-1'
34
11'-11"
53
13'-0'
53
12'-10'
93
4'-0-
89
15D
1T-2"
26
19'-2'
26
18'-6'
26
1. 12'-9-
46
-15_-6_
39
13%10'
46
11'-2'
60
12'-6'
60
1Z-1"
51
4'-0'
102
Wind
Zone
MPH
Open Structures MonoSlo ed Roof
1&2 3 4
s annoad• s annoad' s nfload•
Screen Rooms
1&2
s annoad•
&Attached
3
s annoad•
Covers
4
s annoad'
Glass 8 Modular
1&2
I s annoad•
Rooms Enclosed
3 4
s annoad• s annoad•
Overhang
Cantilever
100
22'-8'
1131
25'-4'
13
1 24'-6'
113
18'-1"
20
20'-3'
1201
19W
20
16'-11°
123
18'-11"
23
18'-3'
123
4'-0°
145
110
22'-0"
14
24'$'
14
23'-10'
14
17'-8'
21
19'-9'
21
19'-1°
21
15'-7'
27
1T-5
27
16'-10"
27
4'-0'
55
120
19-11'
17
2Z-3-
17
21'$°
17
16'-2'
25
18'-1'
25
1T-6
25
12'-11"
39
16'-0-
32
15'-6'
32
4'-0"
65
123
19'-5°
17
21'-8"
17
20'-11'
17
15'-10'
26
17%8'
26
17'-1'
26
12'-8'
41
15'-7'
34
1T-1'
34
4'-0"
69
130
18'-4'
20
20%6•
20
19'-10'
20
15'-0'
29
16,-10'
29
16'-3"
29
12'-1'
45
13'-6'
45
13%0"
45
4'-0"
77
140-1
1T-1'
23
19'-1'
23
18'-5'
23
12'-10'
40
15'$"
34
15'-0'
34
12'-7'
45
13'-6'
45
13'-0'
45
4'-0'
89
140-2
1T-7'
23
79'-1'
23
18'-5'
23
12'-10'
40
75'$'
34
15'-0'
34
11'-1'
S3
12'-5'
93
1Z-0-
150
0 16'-0'^y26
-1T-11'_26
_77'-4'
26
11'-11"
46
IT-4-
un
12'-17'
46
10'-5'
Wind
Zone
MPH
Open Structures
1&2
s annoad'
no-SlopedRooll
3 4
s annoad• s annoad•
Screen Rooms &Attached Covers
182 3 4
s annoad' s annoad' s annoad•
I Glass & Modular
1&2
s annoad•
Rooms
3
s annoad•
Enclosed
4
s annoad•
lOverhangi
Cantilever
100
26'-2°
13
29'-3°
13
28'-3°
13
20'-10"
20
23'4"
20
22'-7'
20
19'-6•
23
21-9'
110
25'-5'
14
26'-5'
14
2T-5'
14
20'-4'
21
22'-9`
21
22'-0'
21
17'-11"
27
20'-1'
27
19'-5"
27
120
22'-11'
17
25'-8'
17
24'-10`
17
18'-8°
25
20'-10'
25
20'-2'
25
16'-6°
32
18'-5-
32
1T-10•
32
123
22'-4"
17
25'-W
17
24'-2-
26
20'-5'
26
19'-8'
26
16'-1'
34
17'-11"
34
17'-4"
34
4'-0'
69
130
21'-2°
20
23'-8'
20
22'-10'
29
19'-5'
29
18'-9"
29
15'-2'
38
16'-11°
38
16'4"
38
4'-0'
77
140-1
19'-8'
23
21'-11'
23
21'-3'
E16
34
1T-11'
34
1T-3°
34
15--2-
38
16'-11'
38
16'-4-
38
4'-01402
19'-8'
23
21'-11"
23
21'-3'
34
17'-11"
34
1T-3'
34
12'-10'
S3
15'-9•150
18'-6'
26
20'-8'
2619'-11`
46
16'-8'
39
16'-2'
39
12'-1'
60
13'$'
60
13'•0"
60
4'-0'
102
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I I A = 0.434 in?
0.040" o Ix = 0.234 in'
n' Sx = 0.240 in?
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = 1'-0'
* 2.00"
0.045" I I o A = 0.538 in?
Ix = 0.642 in.°
0.428 in'
6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2' = 1'-0"
* 2.00"
T
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o
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q
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Ix = 0.530 in'
Sx = 0.585 in?
6005 - T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.050'
o
A = 0.697 in?
Ix = 1.428 in'
Sx = 0.714 in?
6005 - T5
'2" x 4" x 0.050" HOLLOW SECTION
SCALE 2"
= 1'-0"
T- 3.00" f
A = 0.552 in.'
0.045"1=sn
Ix = 0.342 in°
Sx = 0.342 in?
6005 - T5
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
* 2.00" * 2.00"
I I IA = 0.776 in?
Ix = 1.953 in. °
0.046" o Sx = 0.977 in'
6005 - T5
0.072" o
m
A = 1.855 in
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. Ix = 16.622 in°
TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in?
2" x 4" x 0.046" x 0.100" 6005 - T5
SELF MATING SECTION
SCALE 2" = 1'-0"
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.0
* 2.00" *
I I
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.112"
A = 0.964 in?
SELF MATING SECTION
Ix = 3.688 in. °
SCALE 2" = 1'-0"
0.050' 60 Sx= 1.475in',
Lil6005 - T5 - - - -
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I
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.096"
SELF MATING SECTION
o
SCALE 2" = T-W
o.072"
of -'
A = 1.999 in?
T2.00" *
Ix = 22.116 in°
I
Sx=4.915in'
6005 - T5
A = 1.098 in?
0
0.050" Ix = 5.938 in. •
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
Sx = 1.979 in.
TOP AND BOTTOM OF EACH.BEAM
6005 - T5
2" x 9" x 0.072" x 0.112"
SELF MATING SECTION
SCALE 2" = 1'-0"
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
* 2.00"
2" x 6" x 0.050" x 0.120"
I I
SELF MATING SECTION
SCALE 2" = 1'-0"
2.02"
0.08T o
m
A = 2.398 in,
Ix = 27.223 in'
°
Sx = 6.050 in:'
0.060" o A = 1.277 in?
6005 - T5
r Ix = 8.873 in. °
Sx = 2.534 in?
6005 - TS
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"SELF
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24• O.C.
MATING SECTION
TOP AND BOTTOM OF EACH BEAM
SCALE 2" = 1'-0"
2" x 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
T2.00"
0.090"
0
A = 3.023 in?
Ix = 42.466 in'
Sx = 6.493 in'
6005 - T5
STITCH W/ 0) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.187"
SELF MATING SECTION
- SCALE 2" = 1'-0" - -- - -
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17C1Y CICAL IYV 1 Chl AIYU Jr CVIrm,,K 1 IVPIJ;
1. The Section 9 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 Flo / c = 33.0 psi
D. Wood;
1: Framing Lumber #2 S.P.F. minimum
2. Sheathing, 1/27 4 ply CDX or 7/16" OSB
3. 120 MPH Wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. Aluminum metals that will Come in contact with ferrous metal surfaces or
concrete /masonry products or pressure treated wood
shall be coated w/ two coats of aluminum metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other absorbing -- ---
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall
have fasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use with aluminum by the
Aluminum Association 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 ailchor,systems in Section 9 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
i dUlu V. 1 Aiivwaoie LOaus Tor t.oncrere Ancnors
Screw Size
d =diameter
Embedment
Depth
(in.)
Min. Edge Dist &
Anchor Spacing
5d (n.)
Allowable Loads
Tenston Shear
ZAMAC NAIUN (Drive Anchors)
114"
1-1/2"
1 1-1/4"
273#
1 236#
2"1
1-1/4"
1 316#
1 236#
TAPPER
Concrete Screws)
3116"
1-1/4"
15/76"
288#
167#
13/4"
15/16"
371#
2599
1/4"
1-114"
1-114"
427#
200#
1-3/4"
1-1/4"
544#
216#
318"
1-1/2"
1-9/1w,
1511#
402#
1-3/4"
- - -
7. -
4559
POWER
BOLT Expansion Bolt)
1/4"
2"
1-114^
624#
261#
5/16"
3"
1-7/8"
1 936#
751#
318"
3-1/2"
1 1-9116"
1 1.5759
1,42541
5"1
2-112"
1 2,332#
2,220#
POWER STUD (Wedge -Bolt®
1/4"
2-314"
1 1-114"
812#
326#
318'
4-11r
TV..
1 1,358#
921#
1. 11r
6"
1 2-112"
1 2271#
1 1,218#
SIB"
1 7'
2-1/4"
1 3,288#
1 2.20"
Wedge Bolt
114" 2-11r 2-1/4" 1 878# 1 385#
318" 1 3-112" 3-1/4" 1 1,705# 916#
112" 4' 3-314^ - 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2" embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to raw] may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of Sit 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-D' O.C.
allowed span = 20'-5- (Table 1.1)
UPLIFT LOAD = 112(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(20.42J x T x 10# / Sq. FL
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70# = 1.67
427#
Therefore, use 2.anchors. one (1) on each side of upright
Table is based on Rawl Products' allowable loads for Z500 p.s.i. concrete.
Screw/Bolt
Allowable Tensile Loads on Screws for Nominal Wall Thickness fr) (lbs.)
#8
0.164"
122
139
153
200
228
255
-
#10
0.190"
141
161
177
231
263
295
-
#12
0.210"
156
178
196
256
291
327
#14
0.250"
186
212
232
305
347
389
529
114"
0.240"
179
203
223
292
333
374
506
5116"
0.3125"
232
265
291
381
433
486
661
318"
0.375"
279
317
349
457
520
584
793
1/2"
0.50"
373
423
465
609
693
779
1057
Allowable Shear Loads on Screws for Nominal Wall Thickness IT) Vbs.)
Screw/Bolt
I Single Shear
Size
I Nd
0.044"
0.050'.
1 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
0.210"
150
171
188
246
280
293
#14
0.250"
179
203
223
292
333
374
50 8
/4" t
0.240"
172
195
214
281
320
368
487
5/16"
0.3125"
223
254
279
366
416
467
634
318"
0.375"
268
305
335
439
499
560
761
1/2"
0.50"
357
406
447
585
1 6-66
747
1 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness ('tJ (Ibs.)
Bolt
I Double Shear -
Size
Nd
0.044"
0.060"
0.0fir
0.072"
0.082"
0.092"
0.125"
1/4"
0.240"
343
390
429
561
639
717
974
5/16"
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; Cetus Industrial Quality. Use manufacturers grip range to match total all thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6
1269
5052 H-25
1522
6005 T-5
1 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.04
120
7d
1.08
1.40
8d
1.11
1.60
9d
1.14
1.80
10d
1.18
2.00
11d
1.21
12d
1.25
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Open or Enclosed Structures (a) 27.42 #/SF
Fastener
diam.
min. edge
distance
min. ctr.
to ctr.
No. of Fasteners / Roof Area S
1/Area
2/Area
3/Area
4/Area
1/4"
112"
SIB"
1,454 - 53
2.908 -106
4.362 - 159
5,819 - 212
5116"
3/8"
718"
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,Oa8 - 331
1/2'
1"
1-1/4"
3,030 -110
6,060 - 221
9.090 - 332
12.120 - 442
Table 9.513 Allowable Loads & Roof Areas Over Posts
for Metal to Meta), Beam to Upright Bolt Connections
Partiall Enclosed Structures @ 35.53 #/SF
Fastener
diam.
min. edge
distance
min. ctr.
to ctr.
No. of Fasteners! Roof Area (SF)
1 /Area
2/ Area
I 3 / Area
1 4/ Area
1/4"
112"
516"
1,454 - 41
2,908 - 82
4.362 -125
5.819 - 164
5/16"
318"
718"
1,8. - 53
3,788 - 107
5.682 -160
7.576 - 213
3/8"
314"
1"
2,272 - 64
4,544 - 12a
6,816 -192
9.088 - 256
1r1"
1"
1-7l4"
3,030-85
1 6,060 - 1711
9.090-256
12,120-341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure 'B"; I = 1.0.
For carports & screen rooms multiply the
Glass / Partially Enclosed loads & roof areas
above by 1.3.
2 Minimum sparing is 2-1/2d O.C. for
screws & bolts and 3d O . for
O.C. o rivets. ets.
3. Minimum edge distance is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than Sd
Edge
Distance
Allowable
Multi
Load
liens
Tension
Shear
12d
1.25
11d
1.21
tOd
1.18
2.00 .
9d
1.14
1.80
Bd
1.11
1.60
7d
1.08
1.40
6d
1.04
1.20
5;
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 # I SF)
(For Wind Recions other than 120 MPH. Use Conversion Table at Bottom of thin nnnal
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
2
3
4
114%
I.
264#-10SF
528#-19 SF
792#-29 SF
1056#-39SF
1-112"
396# - 14 SF
792# - 29 SF
1188# - 43 SF
1584# - 58 SF
2-112"
660# - 24 SF
1320# - 48 SF
1980# - 72 SF
2640# - 96 SF
5116"e
1"
312#-11 SF
624#-238F
W&-34 SF
1248#-46 SF
1-1/2"
468#- 17 SF
936# - 34 SF
1404# - 51 SF
1872# - 68 SF
2-112"
7809-28 SF
7560#-57 SF
2340#-85 SF
3120#-114 SF
3/8"e
1"
356#-13SF
712#-26 SF
1066#-39SF
1424#-525F
1-112"
534#- 19 SF
1068# - 39 SF
1602#- 58 SF
2136# - 78 SF
2-1/2"
89D# - 32 SF
1 1780# - 65 SF
2670# - 97 SF
3560# -130 SF
ONNECTING TO: CONCRETE [Min. Z500 psi] for PARTIALLY ENCLOSED
Buildings
Fastensr'
Diameter-
Length of
Embedment
1 Number of
Fasteners
1 -1 2
1 3 1 4
TYPE OF FASTENER-
"Quick Set"
Concretew ma va
1/4'e
1
273#-70SF
6#-20SN81n
9#-30 SF
#-40SF-1/2"
2'
316#-12SF
I 632#-23SF
I 948#-35SF
1 1264#-46 SF
TYPE OF FASTENER=
Concrete
Screw (Rawl Tapper
or Equivalent)
3/16"e
14/4"
288#-11 SF
576#-21 SF
864#-32 SF
1152#-42 SF
1.314"
371#-14 SF
742#-27 SF
1113#-41 SF
1484#-54 SF
1/4"e
1-114"
365#-13 SF
730#-27 SF
1095#-40 SF
1460#-53 SF
13/4"
427#-16 SF
854#-31 SF
1281#-47 SF
1708#-62 SF
318"s
14/2" -
511#-19 SF
1022#-37SF
1633#-66 SF
2044#-75 SF
1-3/4"
703#-26 SF
1406#-51 SF
2109#-77 SF
2812#-103 SF
TYPE OF FASTENER=
Expansion
Bolts Rawl Power
Bolt or Equivalent
3/8"0
2-1/2"
1050# -2SF
2100# - 77 SF
3150# - 115 SF
42009 -153 SF
3-1/2"
1575# - 57 SF
3150# -115 SFJ
4725#- 172 SJ
6300# - 230 SF
1/2"e
3"
1399# - 51 SF
2798# - 102 SFJ
4197# - 153 SFI
5596# - 204 SF
5"
2332# - 85 SF
4664# - 170 SF
6996# - 255 SF
9328# - 340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where d
is the anchor diameter.
Z Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I = 1.00.
3. For partially enclosed buildings use a multiplier to
roof areas of 0.77.
4. For sections 1 & 2 multiply roof areas by 1.30.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
(fables Shown),
multiply allowable loads and roof areas by the
conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
26.6
1.01
110
26.8
1.01
120
27.4
1.00
123
28.9
0.97
130
32.2
0.92
740-1
1 37.3
0.86
140-2
1 37.3
0.86
150
1 42.8
0.80
Metal to Plywood
1/2" 4 ply
1 518" 4 ply
314" 4 ply
Shear
(]be.)
Pull Out
(lbs.)
Shear
(lbs.)
Pull Out
(Ibs.)
Shear
(Ibs.)
Pull Out
(it
Screw
#8
93
48
113
59
134
71
#10
100
55
1 120
69
141
78
#12
118
71
1 131
78
143
94
#14
132
70
1 145
1 88
157
105
Tnhle 9 7 Aluminum Rivets with A!umi.v,... ... ct....i ea."...i...e
Aluminum Mandrel
Steel Mandrel
Rivet Diameter
Tension lbs.
Shear
Tension (lbs.)
I Shear
1/0"
129
1 176
210
1 325
5/32"
187
1 263
340
491,
11 .
1 262
1 375
445
720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size wl Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attachment Type
Size Description
To Wall
To Upright / Beam
2" x 4" x 0.044"
Angle
1" x 1" x 0.045'
3116'
#10
2" x 4" x 0.0"'
Angle
1' x 1' x 1/16' (0.063')
3/16'
#12
2" x 5" x 0.072"
U-channel
1-1/2' x 2-1/8' x 1-112" x 0.043'
1/2,
#14
2" x 6 "x0.072"
U-eha nnel
7'x2-1 "
/8 x 1' x 0.050'
5/1 ' 6
5/1fi
2" x 8" x 0.072"
Angle
1- x 1" x 1/8- (0.125')
3116'
#12
2" x 10" x 0.072"
Angle
1-1/2' z 1-1/2" 1/16"(0.062-)
1/4'
#12
2" x 7" x 0.07r
Angle
1-V2" x 1-1/2" 3/16-(0.188')
1/4'
#14
2" x 10" x 0.072"
Angle
1-1/2" x 1-1/2" 118"(0.062")
1/4'
#14
2" x r x 0.072"
Angle
1-3/4" x I-W4" x 1/8"(0.125)
1/4'
#14
2" x 10" x 0.072"
U-channel
13/4' x 1-3/4" x 13/4' x 1/8'
318"
#14
2" x 10" x 0.072"
Angle
2" x 2" x 0.093"
3/8"
318"
2" x 1 D" x 0.072"
Angle
I 2' x 2' x 1/8"(0.125")
5/76'
5116"
2" x 10" x 0.rl
Angle
2" x 2' x 3116"(0.313')
1/Y
1/2-
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam / upright found in table 1.6.
2. For post attachments use wall attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wall thickness.
3. Inside connections membersshallbe used whenever possible
i.e. Use in lieu of angles where possible.
4. The thicker of the two members u channel angle should be place on the inside of the
connection if possible.
Table 9.3 . Wood & Concrete Fasteners for Partially E,ticlosed Buildings c
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH wind Zone (35.53 #/ SF)
(For Wind Regions otherthan 120 MPH. Use Conversion Tablas at Rnttnm of thin nine!
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings '�-
Fastener
Diameter
Length of
Embedment
Number of Fasteners
1
1 2
3
4
1"
264# - 7 SF
528# - 15 SF
792# - 22 SF
1056# - 30 SF
1/4"e
'1-1/2"
396# - 11 SF
792# - 22 SF
1188# - 33 SF
1584# - 45 SF
2-112"
660# - 19 SF
1320# - 37 SF
1980#- 56 SF
2640# - 74 SF
5/16"o
1^
312#-$.SF
624#-18 SF
936#-26 SF
1248#-35 SF
1412"
468# -13 SF
936# - 26 SF
1404#- 40 SF
1872# - 53 SF
2412"
780#-22 SF
1560#=44 SF
2340#-66 SF
3120#-88 SF
1"
356#-10 SF
712#-20SF
1068#-30 SF
1424#-40 SF
53#-15SF3/8"0
1088-3SFF1602#=45
2136#6SF
2-1/2"
89# - 25 SF
2670#-75S
SF
3560# -100 S
ONNECTING TO: CONCRETE [Min. 2,500 psi]for PARTIALLY ENCLOSED
Buildings
'
Fastca er
Diameter
Length of
Embedment
1 Number of Fasteners
1 2 1 3 1 4
TYPE OF FASTENER
= "Quick Set" Concrete Screw Rawl Zamac Nailin or Equivalent
1/4"e
1-1/2"
233#-8SF
466#-17SF
699#-25SF
9329-34SF
2"
27D#-10SF
I 540#-20SF
I 810#-30SF
I 1080#-39SF
TYPE OF FASTENER=
Concrete
Screw Rawl Tap
er or Equivalent
3/16"e
1-112"
246#-7SE_
492#-14 SF
738#-21 SF
984#-28 SF
1-3/4"
317#-9SF
634#-18 SF
951#-27 SF
1268#-36 SF
1/4"e
1-112"
365#-10 SF
730#-21 SF
1095#-31 SF
1460#-41 SF
1314"
465#-13 SF
930#-26 SF
1395#-39SF
1860#-52 SF
3/8"0
'
1-112"
437#-12 SF
874#-25 SF
1311#-37SF
1748#-49SF
1-314"
601#-17 SF
1202#-34 SF
1803#-51SF
2404#-68SF
TYPE OF FASTENER
= Expansion
Bolts Rawl Power
Bolt or Equivalent
3/8"e
2-1/2"
1212 - 34 SF
2410# - 68SF
3615# -102 SF
4820# -135 SF
3-112"
1303# - 37 SF
2605# - 73 SF
13909# -110 SFI
5212# -147 SF
112"e
3"
1806#-51SF
3612#-102SF
5418#-152SF
72249-203SF
5"
1993# - 56 SF
3986# - 112 SF
5979# -168 SF
7972#- 224 SF
Note:
1. The minimum distance from the edge of the
.WIND LOAD CONVERSION TABLE:
concrete to the concrete anchor and spacing
For Wind Zones/Regions other than 120 MPH
between anchors shall not be less than 5d where dt
(Tables Shown), multiply allowable loads and roof
is the anchor diameter.
-- ' areas by the conversion factor.
2. Allowable loads have been increased by 1.33 for
wind loading. _
WIND
APPLI
ED
CONVERSION
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
I Wall
I Metal UDrlahtl
Concrete
I Wood
2"x10"
114"
#14
1 1/4"
1/4'
2" x 9"
1/4"
#14
114"
1/4"
2" x r
1/4"
#12
114"
#12
2" x r
3116"
#10
3/16"
#10
2" x 6" or less
3116"
#8
1 3116"
#8
Note:
Wall, beam and upright minimum anchor sizes shall be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
#12
#14•
5116"
3/8"
#8
1.00
0.80
0.58
0.46
0.27
0.21
#10
0.80
1.00
0.72
0.57
0-33
0.26
#12
0.58
0.72
1.00
0.78
0.46
0.36
#14
0.46
0.57
0.78
1.00
0.59
0.46
5/16"
0.27
0.33
0.46
0.59
1.00
0.79
318"
0.21
0.26
0.36
0.58
0.79
1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
1/4"
3/8"
3/'I6"
1.00
0.113
0.50
114"
0.83
1.00
0.59
31r
0.50
Dyne Bolts (1.51p aid
2-114" embedmen6?e•,pec6vely)
Anchor
Size
31-16"
.112"
0.59 1.00 + -'
• Multiply the number of 98 screws x size of anchor/screw desired and round up to ift next e: ep numl
of screws.
Example: 4 �,
If (10) #8 screws are required, the number of #10 screws desired is:
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