HomeMy WebLinkAbout203 Red Coach CtIf
Permit #:_ Rl2 .
ff---�..
L._J b Address: �Q
Description of Work:
Historic District:
,6�yo�-haw;., S
CITY OF SANFORD PERMIT APPLICATION J ec S
Date: o r
Total Square Footage �0
Zoning:Val+ ue: Work: S f S�Od O d
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Add ition/A Iteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lincs
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential Commercial Industrial
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required )
Contractor Name & Address:
Phone & Fax:
Bonding Company:
Address:
Mortgage Leader. .
Address:
Architect/Eagineer:
Address:
State License Number:
Contact Person: Phone:
Phone:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: l certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permr fication Ural 1 will no
S
Name
of the property of the requirements of Florida Lien Law, FS 713.
8/ Dat Signature of Contractor/Agent
1 Mate of F&gblE BLMTUN C
IhPA1SS10N * DD 188491
February 25.2107
ptPIRFS: Co
,,,NOTARY R N.A. —.
Print Contractor/Agent's Name
Date
Signature of Notary -State of Florida Date
ally f5iown to M or Contractor/Agent is Personally Known to Me or
_ Produced IDr1 . ?/0
_Produced ID 4?( % �
APPROVALS: FD ENG: BLDG: I.
�[��
Special Conditions:
6v-- sK top4d Q -o fr,
';Rev 03/2006
CITY OF SANFORD BUILDING DIVISION
OWNEWBUILDER AFFIDAVIT
CONSTRUCTION CONTRACTING
Owners of property when acting as their own contractor and providing direct, onsite supervision
themselves of all work not performed by licensed contractors, when building or improving farm
outbuildings or one -family or two-family residences on such property for the occupancy or use of such
owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to
exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or
lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such
structure by the owner -builder within 1 year after completion of same creates a presumption that the
construction was undertaken for purposes of sale or lease. This subsection does not exempt any person
who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The
owner may not delegate the owner's responsibility to directly supervise all work to any other person
unless that person is registered or certified under this part and the work being performed is within the
scope of that person's license. For the purposes of this subsection, the term "owners of property"
includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this
subsection, an owner must personally appear and sign the building permit application.
State law requires construction to be done by licensed contractors. You have applied for a permit under
an exemption to that law. The exemption allows you, as the owner of your property, to act as your own
contractor with certain restrictions even -though you do not have a license. You must provide direct,
onsite supervision of the construction yourself. You may build or improve a one -family or two-family
residence or a farm outbuilding. You may also build or improve a commercial building, provided your
costs do not exceed $25,000. The building or residence must be for your own use or occupancy. It may
not be built or substantially improved for sale or lease. If you sell or lease a building you have built or
substantially improved yourself within 1 year after the construction is complete, the law will presume that
you built or substantially improved it for sale or lease, which is a violation of this exemption. You may
not hire an unlicensed person to act as your contractor or to supervise people working on your building. It
is your responsibility to make sure that people employed by you have licenses required by state law and
by county or municipal licensing ordinances. You may not delegate the responsibility for supervising
work to a licensed contractor who is not licensed to perform the work being done. Any person working
on your building who is not licensed must work under your direct supervision and must be employed by
you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation
for that employee, all as prescribed by law. Your construction must comply with all applicable laws,
ordinances, building codes, and zoning regulations.
do hereby state that I am qualified and capable of performing the
requested onstruction involved with the permit application filed.
I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work
allowed by law on the permitted structure.
O errilder Signature Date
M sa L, Aos T/�-,e
Print O erBuilder Name
DEBBIE BLANTON
MY COWISSION # DD 188491
Signature of Notary—State of FloridaEXPIRES: February 25,20w
L-OWOG�4440TARY rL volory Discount Assoc. Do.
Owner is Personally Known to Me or has
Produced ID
I
CARRIAGE COVE
REQUEST FOR DIPROVEVIENT
TODAY'S DATE: —OA� $ , a O O to
PROJECTED DATE WHEN IMPROVEMENT IS TO TAKE PLACE:
TYPE OF IMPROVEMENT: oa_.,,t d?rl
MATERIALS TO BE USED FOR IMPROVEMENT: 6LQu4
PERSON/COMPANY INSTALLING:.G'.Q�o� /riC
PLANS REVIEWED �T
CITY OF SANFORD
RF-f,I
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NOTE: IT IS THE RESPONSIBILITY OF THE HOMEOWNER TO NOTIFY THE
UNDERGROUND UTILITY LOCATER (1-8004324770) PRIOR TO THE START -OF
ANY WORK.
SIGNATURE OF RESIDENT: 'YA�fZL
PRINT NAME OF RESIDENT: 12
LOT #: �? 0 3 & al _
APPROVAL OF
DATE OF APPR
NO WORK IS 7
i
N4k- s --r
A
e
ICE
9
Mobile Home Hardware 1,' ,.
Invoice
1461 Seminola Blvd K r
Date
Invoice#.
= • Casselberry; FL 32707 ';-.':�r1 • rs A
'1 " 1r{ i '�+e
' Terms:
, f ,
{
13815
c y�r v r, r
(407).6958/17/2006
t-
► '
j a J
407 314-1984 (John)
No...
' Terms:
Project
Bill TO
Richard Emond
► '
407 314-1984 (John)
r
it
h
•
' �, vr. rc r '. t x l i 1
Quantity
^ Descnpbon
� I
"'• E' . r > I -
+ J. �
,'fern
' ,.T
No...
' Terms:
Project
..
it
h
Quantity
^ Descnpbon
'Rate
Amount 1
..v .r..
18
3" riser roof pans B/S w/w 2 rib' cr 10'. x,
' 's
28.50_
`
513.00T
3
Bronze 3" x. 3" fluted post a� `12'
with 4" notch n
44.51
133.53T
1
Bronze 2" x 4" SMB•na, 18'
r ' ''� :3
77.04
77.04T
3
Brown 3" skirt Qa 12'
12.80
38.40T
1
white extruded header n -I8'
: ;;
:;: '.
59.00
59.00T
Check # 1693
t4 `
-500.00
Seminole County Sales Tax
7.00%
57.47
, k
1
' O=- r f�'f
f -••
1
tj
r
It
Total
$378.44
January 01, 2006
LAWRENCE E. BENNETT, P.E.
P.O. BOX 214368
SOUTH DAYTONA, FL 32121
386-767-4774
TU ALL BUILDING DEPARTMENTS
Re: Master File Engineering
"ALUMINUM STRUCTURES DESIGN MANUAL"
2004 edition & 2006 edition
Dear Building Official/Plans Examiner,
This is to certify that the following contractor/company
is hereby authorized to use my 2004 ed "ALUMINUM STRUCTURES
DESIGN MANUAL" during the year 2006. When we publish and
distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL",
they will be authorized to use that manual for the remainder of 2006.
Our authorization is based on a January to January basis requardless
of the edition of the manual. This authorization also applies to
contractor master file drawings, " ONE PERMIT ONLY" drawings or any
"site specific" drawings that I may furnish the contractor.
Peter S. Elliott
Mcoile Home Hardware
1461 Seminola Blvd
Casselberry, FL 32707
They are hereby added to my 2006 MASTERFILE LIST
Should you have a"estions please contact me at your
convenience. / /
Sincerely,
Lawrence/E( Benneft, P.E. #16644
General Notes and Specifications:
1. Certalr ci the .`allowing structures are designed to be married to block and wood frame structures of
aced -_ate structural capacity. The contractor 1 home owner shall verify that the hest structure is in good
conciuon 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
3. The structures designed using this section shall be limited to a maximum projection of 20' from the host
structure. Freestanding structures shall be limited to the maximum spans and size limits of component
parts. Larger than these limits shall have site specific engineering.
4. 'n r ply t menls !additions involvin ile ured homes:
a. Structures to be placed adjacent to a mobile I manufactured home built prior to 1994 shall use "fourth
wall construction" or shall provide detailed plans of the mobile / manufactured home along with addition
plans for site specific review and seal by the engineer. This applies to all utility sheds, carports, and I or
ee� t er structures to be attached.
b. Fourth wall construction means the addition shall be free standing with only the roof flashing of the two
units being attached. 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
en attaching to a slab. If post is set in concrete isolated footing, no knee trace is r
c. For mobile / manufactured homes built after 1994, structures may attached, provided the project
follows the plan provided in this manual. The contractor / owner shall provide verification that the
tructural system of the host structure is adequate for the addition to be attached.
d. Any atlachmen at e s e han from a mobile I manufactured home wait shall require site
specific engineering. The 20' is measured from the mobile / manufactured home to the outside of the
beam wall and does not include overhang.
5. Section 7 contains span tables and attachment details for pans and composite panels.
6. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head.
7. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
8. If posts are set in concrete and the carport is attached to a host structure, knee braces are not required.
9. For existing mobile homes that have existing structures attached to them that are to be altered or added to, a
fourth wall shall not be required unless the addition or alteration adds more than 50 % of the assessed value
of the existing home.
10. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
11. Spans may be interpolated between values but not extrapolated outside values..
12. All gutter systems in which the back of the gutter is at or above the pan rib or above the lop surface of a
composite panel roof shall have a minimum 2' diameter hole in all gutter end caps.
Section 2 Design Statement:
The structures designed for Section 2 are attached and freestanding carports and patio covers and are
considered to be open structures similar to greenhouses and agricultural buildings with a minimum live load
of 10 PSF and 30 PSF for high velocity hurricane zones. Negative internal pressure coefficient is 0.00. The
design wind loads used are from ASCE 7-98 Section 6.5, Analytical Procedure and are in compliance with
the 2004 Florida Building Code. The loads assume a mean roof height of less than 30; roof slope 0' to 25'
(+/- 10') for attached structures or gabled free standing carports and 0' to 10' for freestanding covers; I =
0.77. All pressures shown in the table below are in PSF (#/SF).
General Notes and Specifications for Section 2 Tables:
Section 2 Design Loads (#ISF)
for Open or Enclosed Structures w/ Solid Roofs
Wind
Velocity
Mono -Sloped Roof
wl Open Walls
(See Note 2)
Attached or Gabled
Freestanding Carport
Roofs
Enclosed
Shed Walis
iQverhang i
Cantilever
100 M.P.H
-IcI-10
.101-10
-101-12
.:u/ -3U
110-M.P.H
+101-10
.101-12
•121.14
+10:-36
120 M.P.H
+101-11
+101.14
+141-17
-10!-:3
123 M.P.H
*101-12
•101-15
+151-18
+10/45
130 M.P.H
+10/-13
-101-16
+161-19
+101-50
140A M. P. H.
+101-15
+10/-19
+191-23
+101-58
1408 M.P.H
+301.15
-301-19
+191-23
•301-58
150 M.P.H
+301-17
+301-20
+21 /-26
+301-67
0
Note 1: Hoof and framing members of carports & patio covers are considered to be the main frame
resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert
above wind loads to *C" Exposure loads multiply by 1.4.
Note 2: Roof loads shall not be less than 10 PSF for 100 through 130 MPH zones or less than 30 PSF for
140 and 150 MPH zones. "C" exposure conversion factors can only be used to convert from 120 MPH to 140
& 150 M.P.H.
Conversion Table 2A for Section 2 Roof Beam Spans Conversion Table 28 for Section 2 Roof Beam Spans
for Structures w/ Mono -Sloped Roof & Open Walls for Attached or Gabled, Freestanding Carport Roofs
From 170 MPH'Wrnd 7- In ntherc e: nnc„re -R' From 120 MPH Wind Zone to olherc- av,,.0 -F-
Wind Zone
(MPH)
Applied Load
I#/Sq. Ft.)
Deflection
(d)
Bending
(b)
100
10
1 03
1.05
110
10
1.03
1.05
120
11
1.D0
1.00
123
12
0.97
0.96
130
13
0.95
0.92
140A
15
0.90
0.86
1408
30
0.72
0.61
150
1 30
0.72
0.61
Conversion Table 2C for Section 2
for Enclosed Shed Walls
From 120 MPH Wind Zone to others; exposure 'B"
Wind Zone Applied Load Deflection Bending
(MPH) (#ISq. Fl.) (d) (b)
100
12
1.12
1.19
110
14
1.07
1.10
120
17
1.0D
1.00
123
18
0.98
0.97
130
19
0.96
0.95
140A 8 B
21
0.90
O,Ba
150
26
O.B7
0.81
Coversion Table 2E
Conversion Based on Mean Height of
Structure for Open Structures w/ Solh
Mean Host Deflection Bending
Structure Height 'd' b'
0.15' 0.94 0.91
15'.21 ' 0.92 0.88
30'
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)
Yllnd Zane
IMPH)
Applied Load
(#ISq. Ft.)
OeFlection
Id)
Bending
(b)
100
10
1.12
1.18
110
12
1 05
108
120
14
1.00
100
123
15
0.98
0.97
130
16
0.96
0.94
140A
19
0.90
0.66
1408
30
0.78
0.68
150
30
0.78
0.68
Conversion Table 2D for Section 2 Roof Beam Spans
for Overhang / Cantilever (All Building Types)
From 120 MPH Wind Zone to others; exposure -8-
Wind Zone Applied Load I Deflection Bending
�- WOOD FRAME SHED W/ 2 x 4
PRESSURE TREATED PINE
i - PLATE ANCHORED TO
CONCRETE W/ 1/4" CONCRETE
FASTENERS @ 4'-0" O.C.
L
W
Q
r
/
A2=�A1= A3=
W14 W/2 W/4 + O.H.
,(IW = PROJECTION FROM
HOST STRUCTURE
ROOF PANELS AND
CONNECTION DETAILS �
(SEE TABLES SECTION 7) ,, \
EXISTING HOST STRUCTURE
FRONT WALL BEAM
(SELECT 'UFROM BEAM
TABLES FOR ATTACHED
COVERS)
MID -SPAN BEAM (SELECT 'L'
FROM BEAM SPAN TABLES
FOR ATTACHED COVERS)
SHADING TYPE I
DENOTES EXTERIOR POST
ROOF AREA (SEE TABLE 2.2.1
AND/OR TABLE 2.2.2)
MIN. 3" x 3" x 0.060"
THRU-BOLTED TO HEADER
POST ANCHOR TO CONCRETE
(SEE DETAIL REQUIRED POST)
(TYP.)
EXISTING HOST STRUCTURE -�
FOURTH WALL FRAME
(IF REQUIRED)
/7 7/7-T7
V) /
W
< - / / / / / /
>
i / / / / /V
ANCHOR WITH HEADER
CHANNEL (SEE ROOF
CONNECTION DETAILS
SECTION 7)
FRONT WALL BEAM (SELECT 'L
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)
A2= Al = A3 -
W/4 W/2
PROJECTION
DOUBLE CARPORT WITHOUT CENTER POST - PLAN VIEW
SCALE: 1/8" = 1'-0"
3' RECEIVING CHANNEL
MID -SPAN BEAM
ANCHORS W/ (3) EACH #8
(SEE BEAM SPAN TABLES FOR
S.M.S. @ 12" O.C.
(SEE ROOF CONNECTIONROOF
ATTACHED COVERS)
PANELS
DETAILS SECTION 7)
�- (SEE TABLES SECTION 7)
HOST STRUCTURE
-d
POST TO BEAM
FOURTH WALL FRAME
(SELECT FROM TABLE 2.3)
(IF REQUIRED)
SIZE AND INOR
TTABLE
o- (O E2.2-11 AND
2.2.2)
PROJECTION VARIES SEE FOOTING DETAILS
DOUBLE CARPORT WITHOUT CENTER POST - ELEVATION VIEW
SCALE: 1/8" = V-0"
64" .6 �, 4e��- .3
PERMIT#. 3iSl
POST TO BEAM
(SEE TABLE 2.3) PIANS REviEWED
MID -SPAN
SEBEAM SPAN STAB LES FOR OF SiNFOR�
ATTACHED COVERS)
FOURTH WALL FRAME v POST SIZE AND SPACING
(IF REQUIRED)Al, o (SEE TABLE 2.2.1 AND / OR
TABLE 2.2.2)
SEE FOOTING DETAILS OFFICE
DOUBLE CARPORT WITH CENTER POST
SCALE: 1/8" = V-0"
07-08-2004
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2004 EDITION.
JOB NAME:
ADDRESS:
DRAWING FOR ONE PERMIT ONLY
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2004 OF 10
FOURTH WALL FRAME
(IF REQUIRED)
BEAM SELECT "L' FROM
BEAM SPAN TABLES FOR
ATTACHED COVERS USE
'At' = W/2 + O.H.
EXISTING HOST STRUCTURE
00 NOT BLOCK
FIRE EXIT WINDOW
i
I
I
I
t T T T T
Alternating Studs
1 T t T t T
_j tY
APPLIED LOAD FROM
w
TABLE 4.3 =AP
2"x _ BEAM OR PURLINS
_ SELECT'L' FROM BEAM SPAN
TABLES FOR ATTACHED
COVERS USE'A7 = W/2 + O.H.
ALTERNATE BEAM LOCATIONS
_ 2' x 3' MIN. (SEE TABLE 2.2.1
AND I OR TABLE 2.2.2)
`- --'W' VARIES O.H.
SINGLE CARPORT - PLAN VIEW
3' RECEIVING CHANNEL SCALE: 118"= 1'-0'
ANCHORS W/ (3) EACH #8
S. M. S. @ 12' O. C. (SEE ROOF ROOF PANELS
CONNECTION DETAILS ,-� _ - (SEE TABLES SECTION 7)
SECTION 7) 77
I
I
I
1 Al = W/2 A2
W/2+O.H.
it
_PROJECTION�� r1
FOURTH WALL FRAME
(IF REQUIRED)
EXISTING HOST STRUCTURE
POST TO BEAM (SELECT FROM
TABLE 2.3)
POST SIZE AND SPACING
(SEE TABLE 2.2.1 AND/ OR
2.2.2)
VARIES SEE FOOTING DETAILS
SINGLE CARPORT - ELEVATION VIEW
SCALE: 1/8'= 1:-0'
EXISTING HOST STRUCTURE
SEE CONNECTION DETAILS
>_ (SECTION 7)
I
I 12' x PAN
(SEE TABLES SECTION 7)
USE'W' TO SELECT PAN
FOR REQUIRED SPAN
'W VARIES
CARPORT WALL SECTION
SCALE: 1/8" = 1'-0"
POST AND BEAM
(DETAILS AND TABLES
SECTION 2)
FOR FRONT BEAM USE:
A = W / 2 -OVERHANG
FOOTING AND CONNECTION
(DETAILS SECTION 2)
NOTES:
1. SHED IS FRAMED WITH FOURTH WALL (IF REQUIRED) OR ATTACHED TO HOST, MAXIMUM FLOOR
AREA 200 SO. FT., IF FLOOR AREA IS GREATER THAN 200 SQ. Fr. USE SECTION 4, ATTACH SHED OR
ROOM WALL TO HOST STRUCTURE W/ 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 910 x 2-112" S.M.S. FOR V 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 2004 CHAPTER 23. TABLE 2306.1 OR AS NOTED.
Nailing Schedule:
Connection Easton' Number I Spacing
Wall Shealhing V2' or Less 08 Common 6' O.C. Edqes and 12.O.C. Field
Top or Sote Plate to Stud
A. End Nod 1 016 Common 2
B. Toe Nail 1 98 Comrtron 2
PAN OR COMPOSITE PANEL
/SFr TAR[ FS SECTION 71
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 TERMITE SHIELD FOR
WOOD STRUCTURES ON
EXISTING CONCRETE DETAIL
IF TOP OF SLAB IS LESS THAN
6- FROM GRADE
UTILITY SHED WALL SECTION
SCALE: 1/8' = 1'-0'
HURRICANE CLIPS FOR WOOD
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 Lal 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. - _` _ _ „_ • _ _ ___ _ .. __
c O.S.B. OR 1/2" COX NAILED 6'
0. C. EDGES AND 12' 0. C.
FIELD
WALL UPLIFT EXAMPLE
SCALE: 1/8'= 1'-0'
CALCULATE UPLIFT'U' IN # / L.F. FOR 120 M.P.H. ZONE ='AP x'LW'
'AP = 27 #1 SO. FT.
'LW' = 10'-0'
'U'=27#/SO. FT. x 10'xCf=270#/L.F.
'REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE
UPLIFT VALUE PREVIOUSLY DETERMINED.
EXAMPLE: FOR AN H-3.0 CAPACITY = 415 # 1270 # / L.F. = SPACING OF 1.537 FT.
THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS
Anchor Schedule
Stud Spacing H 2.SA Spacing
t T T T T
Alternating Studs
1 T t T t T
j
APPLIED LOAD FROM
w
TABLE 4.3 =AP
UOVERHANG
='O.H: = 2'-0-
�A/L
29
r
PROJECTION ='P = 12'-0' LOAD WIDTH ='LW' =
N
'P 12 +'OH' = 10'-0'
H
O
OPTIONAL SHEATHING: 7/16'
c O.S.B. OR 1/2" COX NAILED 6'
0. C. EDGES AND 12' 0. C.
FIELD
WALL UPLIFT EXAMPLE
SCALE: 1/8'= 1'-0'
CALCULATE UPLIFT'U' IN # / L.F. FOR 120 M.P.H. ZONE ='AP x'LW'
'AP = 27 #1 SO. FT.
'LW' = 10'-0'
'U'=27#/SO. FT. x 10'xCf=270#/L.F.
'REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE
UPLIFT VALUE PREVIOUSLY DETERMINED.
EXAMPLE: FOR AN H-3.0 CAPACITY = 415 # 1270 # / L.F. = SPACING OF 1.537 FT.
THUS, STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS
Anchor Schedule
Stud Spacing H 2.SA Spacing
12' O.C.
Alternating Studs
16' O.C.
Each Stud
H 6.0
Each Stud
NOTES:
Allowable Uplift Per Anchor
Simpson Uplift Rating
H 2.SA
6000
H 3.0 8 5.0
4550
H 6.0
9150
MST16'
1.26W
MSTC26'
2.7600
neauer ... oeam soap..
Wind Load Conversion Table:
For Wind Zones/Regions other than
120 MPH (Tables Shown), multiply
allowable loads and root areas by the
ennvprsinn Gcfm
Wind Applied Conversion
Region Load Factor
100
19
1.19
110
23
1.08
120
27
1.00
123
29
0.97
130
32
0.92
140
37
0.85
ISO
43
0.79
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 (he # / LF value calculated from the example above.'
2 x _ WOOD STUD
1/2- x 6' EXPANSION BOLT OR
8- L -BOLT @ 48' O.C.
2x_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 8 VAPOR
BARRIER
m00
iI-
CLN
Z
1 -c-n GRADE
MASTIC
TERMITE SHIELD FOR
WOOD STRUCTURES ON EXISTING CONCRETE
SCALE: 2' = V-0'
KNEE BRACE (REQUIRED)
2' x 3' x 0.050'
SELECT BEAM FROM BEAM
SPAN TABLES FOR ATTACHED
COVERS
SEE BEAM SPAN TABLES FOR ATTACHED COVERS
(AFTER COMPUTING W)
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'= l' -W
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REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS/RAFTER
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL. AND ROOF SYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE I MANUFACTURED HOME -,
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1' OECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
PROVIDE NEW 4', 6' OR
8' x 16' CMU PIER AND SOLID
FOUNDATION BLOCK @ F -0 -
MAX. O.C. ALONG
ATTACHMENT WALL
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I ►AAMI IrArTI tarn unUl=
4STALL NEW 48' OR 60'
UGER ANCHOR PER RULE
5C @ EACH NEW PIER.
4STALL 1/2' CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR-
TYPICAL WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4' = 1'-0'
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS/RAFTER
THE FLOOR, WALL. AND ROOF
THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ 98 x 1' DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4' x 4' P.T.P. POST W/
SIMPSON 4' x 4' POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP 8
BOTTOM
THE FLOOR. WALL. AND ROOF
SYSTEM ARE THAT OF MOBILE
/ LAAMI IrArTI tern unl.Ar
4STALL NEW 48' OR 60'
tUGER ANCHOR PER RULE
5C @ EACH NEW PIER.
4STALL 1/2' CARRIAGE BOLT
'HRU PERIMETER JOIST AND
;TRAP TO NEW AUGER
tNCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 3/8' = V-0'
RIBBON FOOTING
SCALE: 314' = V-0'
Minimum Ribbon Footing
STUD WALL OR POST
Wind a/ xPost Anchor Stud'
Zone G48 O.C. Anchors
100-12 • 10 • is 1'-0' ABU da SP1 e8' O.C.
130
_'T la.A • to - 1g 1•-0- ABU as SP1 32' O.C.
1408-150 • 30 • 20 1'-0' I ABU as 1 SPI @ 16'0.C.
Maximum 27 projection from last structure.
For stud walls use 1/T x 8' L•Bolts @ 48'0.C. and 2' square washers to attach sob plate to
fooling. Stud anchors shall be at the sole date only and coil strap shall lap over the top plate on to
the studs anchors and straps shall be per manufacturers specifications.
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
BEAM SPAN LENGTH "A' FOR TABLE 2 EQUALS THE
LARGER OF: A 1 = W, A2 = W/2 - O.H.
MINIMUM
�—W�W�
U4
ROOF
N
OVERHANG
w
J
m
VARIES
A2 A2
I VARIES
�
J
A2�
1�A2
z
CLin
I
1
j�
CENTER FRAME
I END FRAME
L
Go
/ / / /
j�
DOUBLE CARPORT
SCALE: 1/8' = V-0'
BEAM IF REQUIRED FOR
'SLE
KNEE BRACING
1/2
12
�— KNEE BRACE
—
'W FOR BEAM SIZE
'W FOR BEAM SIZE—
IZE "
MINIMUM SLOPE SHALL BE 112' PER 12' EXCEPT FOI`
0.026' PANS FOR WHICH THE SLOPE SHALL BE 3/4'
PER 12' FOR SPANS EXCEEDING 17-0' OR
MANUFACTURERS RECOMMENDED SLOPE
" SEE BEAM SPAN TABLES FOR FREE STANDING STRU
END VIEW DOUBLE CARPORT (GABLED)
SCALE: 1/8' = V-0'
>�
PAN OR COMPOSITE w/a con -
PANEL ROOF
SHADING DENOTES MAXIMUM ROOF
AREA FOR COLUMNS AND FOOTING
SINGLE CARPORT
SCALE: 1/8"= 1'-0'
SLOPE
1/2 .-
12
'W' FOR BEAM SIZE "
AFTER COMPUTINGW.
LARGEST VALUE
POST SIZE AND SPACING PER TABLE
2.2.1 AND / OR TABLE 2.2.2
NOTE: KNEE BRACES ARE REQUIRED
IF POSTS ARE NOT SET IN CONCRETE
FOOTING
1N SINGLE CARPORT
SCALE: 118'= 1'-0'
INSTALL SIMPSON CS -16 COIL RIDGE BEAM
STRAP OR EQUAL FROM (SEE BEAM SPAN TABLES II
TRUSS I RAFTER TO BOTTOM FOR GABLED COVERS USE
OF DOUBLE TOP PLATE JOIST W/2 FOR LOAD WIDTH) i
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF POST (SEE TABLE 2.2.1 is
SYSTEM ARE THAT OF MOBILE AND / OR TABLE 2.2.2)
THE FLOOR, WALL, AND ROOFT/
/MANUFACTURED HOMpUMS REVIEWED W
SYSTEM ARE THAT OF MOBILE � `
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON ��fiY OF S&%FORD GABLE CARPORT FRONT ELEVATION
@ TRUSS RAFTER AND SCALE: 1/8"= 1'-0'
PERIMETER JOIST
SCREW COIL STRAP TO LOAD WIDTH FOR CENTER BEAM
SHEATHING W/ 08 x 1' DECK (SEE TABLE 2.1.1 AND / OR TABLE 2.1.2)
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
8- •L' BOLT @ 32' O.C.
TYPE III FOOTING OR 16'x 24'
RIBBON FOOTING W/ (2) 050
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED NOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE. STUDS b
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP -1 OR EQUAL -
SHEATH W/ 1/2' P.T. PLYWOOD
NAILED W/ #8 COMMON 6 O.C.
EDGES AND 12' O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 318'= V-0'
RIDGE CAP
3' x 3'
CENTER CROSS BEAM SEE
BEAM SPAN TABLES FOR
ATTACHED COVERS USE
(1.14 4 O.H.) FOR END
FRAMES AND L/2 FOR
CENTER CROSS BEAMS)
NOTCH POST TO RECEIVE
BEAM WITH THRU-BOLTS
(PER TABLE 2.3) WITH
LOCK NUT TOP AND
BOTTOM
U4
W
MONO -SLOPED
U4
ROOF
N
OVERHANG
m
�
J
VARIES
A2 A2
z
a
to
i
SIDE BEAMS'
f ENO BEAMS
I
1
j�
CENTER FRAME
SINGLE CARPORT
SCALE: 1/8"= 1'-0'
SLOPE
1/2 .-
12
'W' FOR BEAM SIZE "
AFTER COMPUTINGW.
LARGEST VALUE
POST SIZE AND SPACING PER TABLE
2.2.1 AND / OR TABLE 2.2.2
NOTE: KNEE BRACES ARE REQUIRED
IF POSTS ARE NOT SET IN CONCRETE
FOOTING
1N SINGLE CARPORT
SCALE: 118'= 1'-0'
INSTALL SIMPSON CS -16 COIL RIDGE BEAM
STRAP OR EQUAL FROM (SEE BEAM SPAN TABLES II
TRUSS I RAFTER TO BOTTOM FOR GABLED COVERS USE
OF DOUBLE TOP PLATE JOIST W/2 FOR LOAD WIDTH) i
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF POST (SEE TABLE 2.2.1 is
SYSTEM ARE THAT OF MOBILE AND / OR TABLE 2.2.2)
THE FLOOR, WALL, AND ROOFT/
/MANUFACTURED HOMpUMS REVIEWED W
SYSTEM ARE THAT OF MOBILE � `
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON ��fiY OF S&%FORD GABLE CARPORT FRONT ELEVATION
@ TRUSS RAFTER AND SCALE: 1/8"= 1'-0'
PERIMETER JOIST
SCREW COIL STRAP TO LOAD WIDTH FOR CENTER BEAM
SHEATHING W/ 08 x 1' DECK (SEE TABLE 2.1.1 AND / OR TABLE 2.1.2)
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
8- •L' BOLT @ 32' O.C.
TYPE III FOOTING OR 16'x 24'
RIBBON FOOTING W/ (2) 050
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED NOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE. STUDS b
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP -1 OR EQUAL -
SHEATH W/ 1/2' P.T. PLYWOOD
NAILED W/ #8 COMMON 6 O.C.
EDGES AND 12' O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 318'= V-0'
RIDGE CAP
3' x 3'
CENTER CROSS BEAM SEE
BEAM SPAN TABLES FOR
ATTACHED COVERS USE
(1.14 4 O.H.) FOR END
FRAMES AND L/2 FOR
CENTER CROSS BEAMS)
NOTCH POST TO RECEIVE
BEAM WITH THRU-BOLTS
(PER TABLE 2.3) WITH
LOCK NUT TOP AND
BOTTOM
U4
U2
U4
— — — —
— — — — — —
— — — — —=F— —
RIDGE BEAM
i
SIDE BEAMS'
f ENO BEAMS
CENTER BEAMS
i�
CENTER FRAME
I END FRAME
L
s�
110
KNEE BRACES REQUIRED IF POSTS ARE NOT SET INTO CONCRETE FOUNDATION
' FOR SIDE BEAM SPANS SEE BEAM SPAN TABLES FOR ATTACHED OR GABLED COVERS
(USE U4 « O.H. FOR SIDE BEAMS)
DESIGN IS BASED ON SOLID GABLE ENO PANELS. IF ANY SIDE PANELS ARE USED IN DESIGN, SITE
SPECIFIC ENGINEERING IS REQUIRED.
GABLE CARPORT SIDE ELEVATION
SCALE: 118"= V-0'
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09-15-2004 1 OF l 10
FASTENERS (PER TABLE 2.3)
PAN ROOF PANEL
KNEE BRACE TO POST DETAIL - BEAM PERPENDICULAR TO ROOF
SCALE: 2"= V -W
-------------------------------
PAN OR COMPOSITE PANEL ROOF
BEAM
IV 7
CONNECTION = -
START OR ENO
OF BEAM SPAN
CENTER OF BRACE
2' x 3' x 0.050' MINIMUM KNEE
BRACE (SEE TABLE 2.3)
KNEE BRACE REQUIRED IF
POST NOT SET IN CONCRETE
FOOTING
KNEE BRACE NOT REQUIRED
FOR ATTACHED STRUCTURES
COLUMN
BRACE
®
r----------
CONNECT KNEE BRACE TO
GABLED FRAME
COLUMN AND BEAM WITH
®
®
SEE TABLES FOR BEAM SIZE
®
C1
CHANNEL, OR GUSSET PLATE,
FRAME WALL W/ MIN. (2)3/8- x .-
(SEE SECTION 7)
FASTEN WITH S.M.S. AT
2' LAG SCREWS PER SIDE OR
EACH CONNECTION POINT
\
TO CONCRETE W/ (2) 1/4' x,
PER TABLE 2.3
— — — — — — — — —
—
ANCHOR PER DETAIL FOR PAN
RECEIVING CHANNEL THRU i
--T-.
INTERNAL ANGLE OR U -CLIP
OR COMPOSITE PANEL
BOLTED TO POST W/ THRU
CONNECTIO
HOST STRUCTURE MASONRY
(SEE TABLE 2.3 FOR NUMBER
START OR E
FOR NUMBER OF BOLTS AND
COLUMN
® -
OF BEAM S
0
I ® -
(SELECT FASTENERS FROM
KNEE BRACE NGTH CENTER
w ~
®
`
BRACE
o w
2' x 3' x 0.050' MINIM M KNEE
BRACE (SEE TABLE 2.
KNEE BRACE REQUIRED IF
POST NOT SET IN CONCRETE
®
® I CONNECT KNEE BRACE O
PRIMARY BEAM
(SEE SPAN TABLES,
SECTION 2)
FOOTING
WALL W/ MIN. (3) 318"x 2' LAG
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4'
J COLUMN AND BEAM WI
x 2-1/4' ANCHORS OR ADD (1)
CHANNEL
®
ANCHOR PER SIDE FOR EAC
KNEE BRACE NOT REQUIRED
/ CHANNEL.
CHANNEL, OR GUSSET TE
. OR GUSSET
FOR ATTACHED STRUCTURES
LARGER THAN 3'
FASTEN WITH S.M.S. AT CH
AND ROOF PROJECTION FROM
CONNECTION POINT
HOST LESS THAN 20'
(PER TABLE 2.3)
KNEE BRACE TO POST DETAIL - BEAM PERPENDICULAR TO ROOF
SCALE: 2"= V -W
-------------------------------
PAN OR COMPOSITE PANEL ROOF
BEAM
IV 7
CONNECTION = -
START OR ENO
OF BEAM SPAN
CENTER OF BRACE
2' x 3' x 0.050' MINIMUM KNEE
BRACE (SEE TABLE 2.3)
KNEE BRACE REQUIRED IF
POST NOT SET IN CONCRETE
FOOTING
KNEE BRACE NOT REQUIRED
FOR ATTACHED STRUCTURES
COLUMN
BRACE
®
r----------
CONNECT KNEE BRACE TO
GABLED FRAME
COLUMN AND BEAM WITH
®
Of silaoto
0.050"U' CHANNEL,'H'
®
C1
CHANNEL, OR GUSSET PLATE,
FRAME WALL W/ MIN. (2)3/8- x .-
(SEE SECTION 7)
FASTEN WITH S.M.S. AT
2' LAG SCREWS PER SIDE OR
EACH CONNECTION POINT
\
TO CONCRETE W/ (2) 1/4' x,
PER TABLE 2.3
BEAMS MAY BE ANGLED FOR
GABLED FRAME
COLUMN NOTCHED TO SUIT
HEADER
-� ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
PANS OR
COMPOSITE PANELS
FOR NUMBER OF BOLTS AND PER SECTION 7
SIZE OF POST (SEE TABLE 2.3)
BEAM AND POST SIZES
(SEE TABLES SECTION 2)
SIDE NOTCH POST TO BEAM CONNECTION
SCALE: 2' =1'-0'
BEAMS MAY BE ANGLED FOR—
r----------
SCALE: 2' = 1'-0'
GABLED FRAME
w
BEAM TO WALL CONNECTION:
(2) 2' x 2" x 0.060'
Of silaoto
ROOF PANEL
C1
FRAME WALL W/ MIN. (2)3/8- x .-
(SEE SECTION 7)
2' LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2) 1/4' x,
1-3/4' x 1-3/4' x 0.063'
— — — — — — — — —
—
ANCHOR PER DETAIL FOR PAN
RECEIVING CHANNEL THRU i
--T-.
OR COMPOSITE PANEL
BOLTED TO POST W/ THRU
BOLTS FOR SIDE BEAM
HOST STRUCTURE MASONRY
(SEE TABLE 2.3 FOR NUMBER
I
FOR NUMBER OF BOLTS AND
OF BOLTS)I
® -
SIZE OF POST (SEE TABLE 2.3)
0
I ® -
(SELECT FASTENERS FROM
BEAM AND POST SIZES
(SEE TABLES SECTION 2)
COLUMN NOTCHED TO SUIT
CENTER NOTCH POST TO BEAM CONNECTION
SCALE: 2"= V-0'
DOUBLE 2' x 8' S.M.B.
(4) 3/8' x 5' THRU BOLTS @
BEAM AND Q EACH POST
1/4" x 4' x 2d' GUSSET PLATE
EACH SIDE OF BEAM
—F------------
w ROOF PANEL
(SEE SECTION 7)
CL�
wm
11
O
ANCHOR (SEE DETAIL FOR
PAN OR COMPOSITE PANEL)
4"x4'x0.125'POST
KNEE BRACE TO POST DETAIL - BEAM PARALLEL TO ROOF
SCALE: 2' = V-0' DOUBLE BEAM TO POST CONNECTION
SCALE: 2' = 1'-0"
TO BEAM SIZE AND
# OF BOLTS
(SEE TABLE 2.3)
2'x S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVEAW- WATER INTRUSION
BOLT HEADER
JGH POST AND ANCHOR
010 x 3/4' S.M.S. Q 6'
EACH END AND @ 24-
V.
BRACE
]VIREO
POST
ALTERNATE 4TH WALL -BEAM CONNECTION DETAIL- —
SCALE: 2'= 1'-0"
ANGLES. INTERNAL 'U'
CHANNEL OR EXTERNAL V
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER SECTION 9)
PRIMARY / FRAMING BEAM
(SEE SPAN TABLES
SECTION 2)
MINIMUM NUMBER S.M.S. 3/4'
LONG REQUIRED EQUAL TO
BEAM DEPTH
(SEE SECTION 9)
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (4) #10 x 1-1/2'
INTERNALLY
SECONDARYBEAM/
PURLINS(SEE SPAN TABLES
SECTION 2)
BEAM TOBEAM CONNECTION DETAIL
SCALE: 2' = 1'-0'
PLh%S REVIEWED
BEAM TO WALL CONNECTION:
(2) 2' x 2" x 0.060'
Of silaoto
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
C1
FRAME WALL W/ MIN. (2)3/8- x .-
2' LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2) 1/4' x,
®
2.1/4' ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER ?
HOST STRUCTURE MASONRY
w
J
®
SIDE FOR EACH INCH OF BEAM
OR FRAMED WALL
0
DEPTH LARGER THAN 3'
(SELECT FASTENERS FROM
w ~
®
`
SECTION 9 TABLES)
o w
ALTERNATE CONNECTION:
LL
(1) 1-3/4' x 1.3/4"x13/4'T/8'
INTERNAL UCANNELIA
®
ATTACHED TO WOOD FRAME
PRIMARY BEAM
(SEE SPAN TABLES,
SECTION 2)
WALL W/ MIN. (3) 318"x 2' LAG
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3)1/4'
ANGLE OR RECEIVING
x 2-1/4' ANCHORS OR ADD (1)
CHANNEL
ANCHOR PER SIDE FOR EAC
INCH OF BEAM DEPTH
LARGER THAN 3'
BEAM TO WALL CONNECTION DETAIL
SCAT F- 7" = 1'.0'
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09.15.2004 1 OF
10
t _ ALUMINUM/STEEL COLUMN
'U' CHANNEL
ANCHORS (SEE SECTION 9) (SEE SECTION 9 FOR
CONNECTIONS)
CONCRETE SLAB OR FOOTING ° CONCRETE ANCHORS
(SEE SECTION 9)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL RECEIVING CHANNEL
SCALE: 2'= 1'-0"
t ALUMINUM / STEEL COLUMN
2"x 2" WITH WALL THICKNESS
ANCHORS (SEE SECTION 9) EQUAL TO OR GREATER THAN
COLUMN WALL
CONCRETE SLAB OR FOOTING a
CONCRETE ANCHORS
(SEE SECTION 9)
POST TO CONCRETE CONNECTION
INTERNAL OR EXTERNAL ANGLE CLIPS
SCALE: 2' = 1'-0"
- — ATTACHMENT DETAILS
--•-- - --- -• • -- '—
SHOWN REQUIRE DIAGONAL
UNIFORM LOAD
ALUMINUM /STEEL COLUMN
BRACING FOR
ATTACH PANELS TO CHANNEL
IX
>
FREE-STANDING COVERS
W/ (2) #8 x 1/7 S.M.S. EACH
INTERNAL EXTRUDED
UNIFORM LOAD
ALUMINUM BASE OR BREAK
Q
FORMED U -CLIP WITH WALL
CORROSION RESISTIVE STEEL
= EQUAL TO OR GREATER THAN
THRU BOLT PER SCHEDULE
POSSTT WALL
L
CONCRETE SLAB OR FOOTING
o .
CONCRETE ANCHORS (SEE
UNIFORM LOAD
SECTION 9)
POST TO CONCRETE CONNECTION
TUBE COLUMN BASE SCHEMATIC INTERNAL BASE
SCALE: 2'= 1'-0'
TOP OF GRADE
COMPACTED BACK FILL
"P IS THICKNESS OF
REQUIRED POST
3' x 3' POST (SEE TABLE)
(2) 7 x 2' x ANGLE OR
(1) U CHANNEL x'r
318"x 3-1/7 BOLT
80 I.B. 2500 PSI
CONCRETE PRE -MIX
3' EXTRUDED ALUMINUM BASE
AND BURIED FOOTING CONNECTION
—SCALE: V= 1'-0"
POST IN CONCRETE
11040 BAR 17 LONG
POURED CONCRETE
(REFER TO TABLE 2.4)
t�
3' x 3' POST TURN BOLTED* TO
�— ANCHOR RISER
2.3/4' x 2-3/4'x 2-1/7 LONG
x 1/8" TUBING
WELDED CONNECTION
I I FASTEN (SEE SECTION 9)
12' x 12' x 1/4' PLATE
3.1/7 CONC. SLAB
POST MAY BE FILLET
WELDED DIRECTLY TO BASE
PLATE
BASE ANCHOR CONNECTOR
ISOLATED FOOTING / FOR POST TO SLAB CONNECTION
SCALE: 2' = V-0' SCALE: 2"= 1'-0'
2'-0' MIN. 3.112' (4' NOMINAL)
BEFORE SLOPE —ALL SLABS
ell Z
TYPE
FLAT SLOPE / NO FOOTING
0-2' / 12'
(1) #50 BAR CONT.
8'
TYPE 11
MODERATE SLOPE FOOTING
2"/ 12"- 1'-10'
TYPE 111
STEEP SLOPE FOOTING
V-10'
Notes:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of
soil shall be verified, prior to placing the slab, by field soil test or a soil testing tab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2' (4' nominal) slab is required except when addressing erosion until the
projection from the host structure of the carport or patio cover exceeds 20'-0". Then a minimum of a
Type If fooling is required. All slabs shall be 3-1/7 (4" nominal) thick.
4. For wood frame utility sheds the minimum depth of the fooling 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 wire mesh
or crack control fiber mesh: Fibermesh 0 Mesh, InForcel e3^' (Formerly Fiberrnesh MD) per
maufacturer's specification may be used in lieu of wire mesh.
6. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
RECEIVING CHANNEL
SLAB -FOOTING DETAILS
SCALE: 1/2' = 1'-W
12' ALUMINUM PANEL ROOF
r— (SEE TABLE 2.5)
RECEIVING CHANNEL
12' ALUMINUM PANEL
(SEE TABLE 2.5)
ALUMINUM UTILITY SHED WALL WITH DOOR
ELEVATION VIEW
SCALE: 1/8"= 1'4'
RECEIVING CHANNEL
17 ALUMINUM PANEL ROOF
/— (SEE TABLE 2.5)
ALUMINUM UTILITY SHED WALL
ELEVATION VIEW
SCALE: 118"= 1'-0'
RECEIVING CHANNEL
12' ALUMINUM PANEL
(SEE TABLE 2.5)
MAX. SHED FLOOR AREA
200 SO. FT.
PAN TO WALL CHANNEL
(3) #8 x 112" 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
SECTION THROUGH UTILITY SHED
SCALE: 1/8' = 1'-0'
#8 x 1/2' S. M. S. INTO EACH
RISER @ PANEL ENDS
TOP AND BOTTOM PAN
12' RISER PANEL
(SEE TABLE 2.5) •
BOTTOM CHANNEL
ANCHORED TO SLAB W/ 1/4.0
x 1' EMBEDMENT EXPANSION
BOLTS @ 24' O.C. OR
CONCRETE SCREWS
PAN WALL CONNECTION DETAIL
UNIFORM LOAD
l a�
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
l� 1
A B C
2 SPAN
PAN ROOF (SEE TABLE 2.5)
PAN WALL
1/4'0 x 1-1/4' EMBEDMENT
EXPANSION BOLTS OR EQUAL
DRIVE PINS @ 24' O.C.
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ad
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(n
D
ATTACH PANELS TO CHANNEL
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2
W/ (2) #8 x 1/7 S.M.S. EACH
C3
UNIFORM LOAD
PANEL @ EACH END
Q
SCALE: 1/8' = 1'
UNIFORM LOAD
A B
1 OR SINGLE SPAN
UNIFORM LOAD
A
B C D
3 SPAN
UNIFORM LOAD
L l d 1
A B C D E
4 SPAN
NOTES: PLANS REVIEWED
1) 1 = Span Length CITY OF SANFORD
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor pants.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
SPAN EXAMPLES FOR SECTION 2 TABLES
SCALE: N.T.S.
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5/'
09-15-2004 OF
10
(3.00 L)
D (2.33 L)
C (1.67 L)
B(1.33L)
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 EACH
d-.50' d -.50 -
SIDE OF SELF MATING BEAM
PLATE TO BE SAME
in
+ + + +
+ + + +
THICKNESS AS BEAM WEB
^
I
PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
+ + + +
+ + + +
_ DENOTES SCREW PATTERN
_ a
NOT NUMBER OF SCREWS
FASTENER SIZE, NUMBER
HEIGHT 2 x (d -.50") LENGTH
AND SPACING (SEE TABLE)
TYPICAL BEAM SPLICE DETAIL
SCALE: 1' = 1'-0'
Minimum Distance and Spacing of Screws
Screw Six ds Edge To Center
Center To Center Gusset Plate Thickness
(in.) 2ds in.
2-1/2ds in. Beam Six Thickness
98 0.16 3/8
7116 Tx 7x 0.055' x 0.120• " ,1116' = 0.063'
910 0.19 318
1/2 2" x W x 0.072;,x2 .224" 118'=0.125"
912 0.21 7/16
9/16 2• x 9' x 0.072 0.224• 1/8"=0.125'
914 or 114• 0.25 112
518 2' x 9" x 0.082' x 0.306" 11a" = 0.125"
5116• 0.313 5/8
314 1 2'x 10' x 0.092'x 0.369' 1/4'=0.25'
' Refers to each side of splice.
" Use for 2• x 4" and 2' x 6" also
Note:
1. AN gusset plates shall be a minimum 5052
H-32 Alloy or have a minimum yield of 23 ksi.
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09-15.2004 OF 10
T.
3
Table 2.1.1 A-110 Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs
For 3 sec. wind gust for 110 MPH velocity;
Using design load of 10 #ISF (36 #ISF for Max. Cantilever)
... aa.... 6n61 -
T x 3" x 0.045' Hollow
2- x 3' x 0.050" Hollow Tilt
Load Max. Span 'L'I(bendin9 W or deflection •d)
Width (ft.) 18.2 Span 3 Span 4 Span Cantileax.ver
Load Max. Span'Vilbending 'b• or deflection Nr
4 Span Cantilever
Width (H.) 182 SpanK11.'
4
8'4' d
10'-3• d
10'-6' d
1'-7- d
4
8•-T d
9'-9' d
10'4' d
1'-7' d
5
7'-0' d
9'-6' d
5•g• d
1'-0• d
5
7'4• d
9'-1' d
9'-7• d
1'-0• d
6
7'- ' d
6'•11' d
5-v b
1'•5• d
6
7'-2' d
8'•7' d
8'-11' b
1'•s• d
7
64-W d
V -W d
8'-5• b
1'4' d
7
6•7' d
8'-I• b
F-7 b
1'4' d
8
6'•7• d
8'-2' d
T•11• b
1••3• d
8
6-T d
T -r b
7'•8• b
1'-3' d
9
6'-4' d
7'-0• b
7'•5• b
1•-3' d
9
6'•3' d
T -Z' b
7"•3' b
1'-2' d
10
6'•T d
T4• b
T-1• b
1••2• d
10
6'-0• d
T-1• b
6'-11' b
1'•2• d
11
5' •11' d
6'-11- b
6'•8' b
1'•2' d
11
5•-10' d
6'-10' b
6'-7• b
1•-2• d
12
F-9' d
V -r b
6'•5' b
1'.1• d
12
5'-0' d I
6'-0' b
6'•J' b
1'-1- d
2' It 4" x 0.045' Hollow Tilt
2' x 4' x 0.045- Hollow Tilt
2' x 4" x 0.044' x 0.100" Sel Mating Beam
2' a 4' x 0.044" x 0.100' Self Mating Beam
Load Max. S an'L•I bendin 'b' or defleetion'd'
Width JR.) 11162 span 7 Span 4 Span Cantilever
Load Max. Span 'VIbendi
Width (k.) 1192 Span 3 Span
'b' ar deflection'ir
4 Span Cantilever
4
10' d
12'-9• d
17.0- d
1••11• d
4
12'-0' d
14'-10' d
15'-7 d
2'<' d
5
6
7
9-(r 1103
6-
1'
11'•11• b
I 1'-10• d S
1'-9- d-" 6
1'-0' d �7�
10'-6'
10'-10• d
11'•1• d
1 J'-3• d
12'-T' d
2'•7 d
2'-0- d
11-11- d
a
-T d
5.10' b
10'.9' b
1'.7• d
a
. 5-r d
11'-10* d
11'-10* b
1'-10' d
9
7'-11- d
5.3• b
NV:-6WI
1'-0' d
9
5.7 d
11'-4' d
'11'-7 b
1'•9- d
10
71•r d
8'-9• b
9'4' b
1'.6' d
10
6-10* d
10'-11' b
to -7• b
1'-9- d
11
T-5 d
8'-4' b
8'-10' b
1'-5• d
11
e••r d
10'-5- b
10'.1- b1'12
10'$• b
1'41' d
T-2- b
T-11• b
8'4' 0
1'-5• d
12
8'4' d
5-11- 0 I
5-0• b
1'-7' d
2" x 5" x 0.050' x 0.100' Self Mating Beam
• 11
2"x 6' x 0.050"x 0.120' Self Mating Beam
7'-11' It
Load -Max. Span'L•I(bendin b' or deflection 'd-1
Width (f4) 192 Span 3 Span 4 Span Cantilever
Load Max. Span'L'/(bendi
Width (k.) 192 Span 3 Span
'b' or deflection'd')
x.
4 Span Cantilever
4
14'-11' d
18'-5• d
78-10* d
7-11- d
4
17'5 d
21'-7• d
21'-11' d
3'4• d
5
13'-10* d
17'•1• d
174•5' d
2'-0' d
5
16%2' d
20'-0' d
20'-5• d
3'-2' d
6
1741' d
IVA' d
16'•5• d
2'-6' d
6
IV -7 d
18'-10' d
191•3' d
7-11' d
7
12'-5' d
15'•3' d
15'-7' d
2'•5' d
7
14'-6' d
17'-11' d
18'•1' b
Z-10' d
6
11'-10• d
14'-7' d
14'-0• b
2'•3' d
a
13'•10* d
17'•1 d
16'•11- b
2'-0' d
9
11'-5- d
14•-1' d
134•10- b
7.2' d
9
13'4' d
16'•5 d
15'-11' b
7-7' d
10
10'.11- d
13'-7• b
13'-1• b
7.1' d
10
17.10• d I
115'-0• b 1
15'-7 b
1 7d
11
19-W d
.11•
17 b
17.6• b
Y•1• d
11
17.6• d
14--11• b
14••5• b
7•s• d
12
10'4' d
iz4' b
11'•11- b
1'-11• d
1 12 1
17-1' d 1
14'4' b
13'•10* b
Y4' d
• Mono -Moped rods include gables where the slope of the roof is less than 1' in 11'.
Notes:
1. Move spans do not indude length of knee brace. Add horizontal distance from upright to center of brace to beam
connection to Ow above spans for total beam spans.
2. Spans may be interpolated.
Table 2.1.1 A-120 Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with MonoSloped• Roofs
For 3 sec. wind gust at 120 MPH velocity; using design load of 11 NSF (43 #ISF for Max. Cantilever)
Alu.nlnum All- 6069 TI
2' x 3" x 0.045" Hollow
2• x 3- x 0.050" Hollow Tilt
Load Max. Span'01bendin 'b' or def ection'tr
Width (eLl 182 Span 3 Span 4 Span
Cantiler
Load Max. Span'VI bending b' or deflection'd'
Max.Max
Width (ft.) 182 Span 3 Span 4 Span Cantilever
tilever
4
8'-1' d
9'-11• d
10'-g' d
1'•6' d
4
7'-11' d
9'-9' d
9'-11' d
1'-0• d
5
7'-0' d
9'-3' d
9'-5- d
1••S• d
5
7'4• d
9'-1' d
9'-3' d
1'-5- d
6
7'-00 d
Fs' d
ala, b
1'4' d
6
F-11' d
8'•7' d
8'-6' b
1.4• d
7
64-W d
8•-3' d
8'•1' b
1'-3' d
7
6•7' d
8'-I• b
7'-10' b
1'-3• d
6
6•-54
7'•9' b'
7'-6 b
1•-2' d
8
F-7 d
T -r b
1'4' b
1'-2' d
9
6'•7 d
7'4• b
T-1' b
T-2• d
9
6'•7' d
T -Z' b
6'-11' b
1'-7 d
10
5'-11' d6'-11'
b
6'-9' b
1'•1• d
10
5'-10" d
CAW b
6'- 7' b
1•-1' d
11
5'-5 d
b
6'-5- It
1'A 1
11
5'•8• d
5'-0' b
6'-3• b
1'•I' d
121-5--7-
d'
6'4' b
6'•7 b
1
12
1 5'-0' it
I 6'•7 b 1
5'-11• b
1'-0- d
2" x 4• x 0.045' Hollow Til
2' x 4' x 0.045- Hollow Tilt
2' x 4' x 0.044" x 0.100' Self Mating Beam
2' a 4' x 0.044" x 0.100' Self Mating Beam
Load Max. Span'L'I bendin 'b' or deflecllon'd
Width (eLl tit p. - T3 Span 4 Span I Cantilever
Load Max. Span'L'I bends
Width (RI 192 Span 3 Span
'b' or dellection'tr
4 Span Cantilever
4
10'-0' d
12'4' d
1Z•7- d
14416 d
4
11'-0• d
14•5. d
14'-8- d
7-T d
5
54' d
11'-6' d
11'•5• b
1'-9• d
5
10'-10• d
13'4- d
13'-0• d
7-0- d
6
8'-9' d
10'.9' b
10'.5' b
1'-0- d
6
10-2" d
17.7- d
17-10' d
1•-11- d
7
64• d
5-11- b
58' b
1'-7• d
7
5-0• d
11'•11- d
12'-1' b
1'•10' d
8
T -I1' d
9'4' b
9'-0' b
144• d
a
74• d
11•-S• d
11'•3' It
1'-9• d
9
7•-8' d
8'-10' b
8'-0• b
1'-5 d
9
8•-11- d
10.41- d
10'$• b
1'41' d
10
7•-5' d
8'4' 0
8'•1' b
1'•5' d
10
8'-7' d
10'-5 It
10.1• b
1'-7' d
• 11
T-1' b
7'-11' It
7'-00 It
1'4' d11
11
8'4• d
5.11- b
9'•7• b
1%7' d
12
6'-10• b
7'-0' b
7'4' b
1'4• d
12
8'-1• d
9'-0• b
9'•3' b
1'.6' d
2" x 5" x 0.050' x 0.100" Self Mating Beam
2' x 6• x 0.050" x 0.120" Self Mating Beam
2' x 6" x 0.050" x 0.120" Self Mating Beam
Load Max. Span'L'I bendin 'b' or delkction'd Load Max. Span 'L'/ bendin 'b' or defkction'd'
Width (k.) 11162 span 7 Span 4 Span Cantilever Width (ft.) 182 Span 3 Span 4 Span Cantilever
Load Max. Span'L'I berith g'b' or deflection'd:L
Width (ft.) 1&2 Span 3 Span 4 Span Cantilever
Wad Max. Span'Ly bendin 'b' or deflection W
Width (ft.) 182 Span 3 Span 4 Span C.Mi X.
ever
4
14'-5• d
1T-10' d
18'•7 d
2'•9• d
4
16•110 d
20'•11' d
21'4' d
7•2" d
5
13'-5• d
16'•7' d
16'-11• d
7.6- d
S
15'-0' d
19'-5• d
191-9' d
7.11' d
6
17.7• d
15'•7' d
15'-11' d
74' d
6
144•9' d
18'-7 d
18'•7• d
2'•9• d-
7
11'•11' d
14'-10' d
14'-11' b
7.3' d
7
14'-0- d
1T4' d
17'•3• b
2'-0' d
a
11'-6- d
14'•2- d
13.11' b
7•7 d
a
IY-5• d
16'•7' d
16-2• b
7-0• d
9
11'-0' d
13'-7' b
IT -2- It
7•1' d
9
17.11' d
15'-9' b
15'•3' b
7-5' d
10
19-a- d
17-11- b
17-6• b
2'-0' d
10
12'-0• d14'•11'
b
14'•5 b
74' d
11
104' d
12'4' b
11'-11' b
1'-11' d
11
17-1' d
14'•3- b
13'-9- D
I 7.3• d
12
I 19-W d
11'-9' b
I 11'-S' b
1'•11' d 1
12
1 11'-W d
I IT -r b I
13'-T 0
I 7-7 d
. Mono -sloped roofs include gables where the slope of the roof is less than t' 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.
2. Spans may be interpolated.
Table 2.1.1 A-130 Allowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
For 3 sec. wind gust at 130 MPH velocity; using design load of 13 #ISF (50 #ISF for Max. Cantilever)
Aluminum All- 6067 Tb
2" x 3' x 0.045" Hollow
2" x 3" x 0.050" Hollow Tilt
Load Max. Span'L'llbending W or dellection'd')
Width (ft.) 192 Span 3 Span 4 Span C. ritMax.
Load Max. Span'L'I(bendin 'b' or deflection'd)
Width (l.) 182 Span 3 Span 4 Span Cantilever
4
7'-7' d
5.5• d
5.7' d
1'-5• d
4
7'-0' d
5-3'-.d
9'•5• d
1'-5' d
5
T-1' d
8'•9' d
8'-9• b
1'4' d
5
6.11' d
8'•7' d
8'-0' b
1'4' d
6
V -a' d
6•3' d
T-11' b
1••7 d
6
6'-7' d
8'•1' b
TAW b
1'-3• d
7
64' d
7'-0' b
7'•5' b
1•-2• d
7
6'•3' d
7'-0• b
T-3' b
1'-2- d
a
6'•111 d
7'•2' b
6'•11- b
1••2• d
a
5-11' d
6-11' b
6'-9- b
1--1' d
9
5'-10' d
6'•9' b
6'•6• b
1'-1• d
9
5'•5 d
6'4' b
1'-1' d
10
V.d
6'•5' O
6'-2' b
1'-1' d
10
T -W d[55'
6.0' b
1'-1' d
11
5'•5• d
6'-1' b
5'•11' b
1'-0• d
11
5'4• bS'-9•
[sb
b
1•-0• d
12
5'•3' b
s'•10• b
S'-0' D
0.11- d
12
5'•1• b5'-0'
4'-9- b
b
0'•11' d
2" x 4' x 0.045" Hollow Tilt
2' x 4' x 0.045- Hollow Tilt
2- x 4" x 0.044' x 0.100" Self Mating Beam
2' a 4' x 0.044" x 0.100' Self Mating Beam
Load Max. Span'121(bendin •b' or deflection'd)
Width 111.) 182 Span 3 Span 4 Span Max-
Cantilever
Load Max. Span •L'I(bendin
Width (l.) 192 span 3 Span
'b' or delleclion'd
4 Span Mas.
Cantilever
4
5-0' d
11'-0' d
11'-g" b
14.9• d
4
114-0• d
13'-7• d
17-11• d
7-1' d
5
8'-9' d
10'•10' d
10'-6• b
1'-0• d
S
10'.3• d
17-0• d
17-11• d
1'•11' d
6
8'•7 d
9'•11' b
9'•r b
1'.r d
6
4-0• d
11'-il- d
11'-11- b
1'•10• d
7
T-10' d
5.7 b
8'•10* b
V-6- d
7
9'-2- d
11'4' d
11'.1' b
1'•9' d
a
7'•6' d
6-7' b
8'4• b
1'•5 d
a
8'•9' d
10'•9' b
101•4' b
1'•87 d
9
7'•3' d
8'•1' b
T-10* b
1'4- d
9
9••5' d
10'•1' b
9•9• b
1'.T d
10
6'•10' b
7'-8' b
7'•5 b
1'4' d
10
8'-7 d
5-r b
5•T b
148 d
11
6'•7' b
T4• b
1 T-1- b
1•-3• d
11
T-10' tl
5-2' b
8'.10' b
• V -W d
12
6-3• b
T-0• b
6'-9• D
1•-T d
12
7..O 0
8•-9' b
F -W b
1'•5• d
2" x 5" x 0.050" s 0.100" Self Mating Beam
2' x 6• x 0.050" x 0.120" Self Mating Beam
Fs 6' x 0.050' x 0.120' Self Mating Beam
Load Max. Span'L'I bendin 'b' or delkction'd Load Max. Span 'L'/ bendin 'b' or defkction'd'
Width (k.) 11162 span 7 Span 4 Span Cantilever Width (ft.) 182 Span 3 Span 4 Span Cantilever
Load Max. S n'L'I bendin 'b' or defketton'tr
Width (R) 182 Span 3 Span 4 Span Cantliever
Land Max. Span 3:1 bendin 'b' or delkction •cr
x.
Width (ft.) 182 Span 3 Span 4 Span Cantilever
4
17-8• d
16-11' d
IT -T d
7.7' d
4
15'-11' d
15.9' d
20'-7 d
3'-0' d
5
17-8• d
IV -5' d
15'-11' d
7.5' d
S
14'•10* d
19'-4' d
18'•9' d
Z•10" d
6
11'-11- d
14'-9• d
14'-110• b
7-3' d
6
13'•11' d
17'•3- d
17'•7 b
7-W d
7
11'4' d
14'-0' d
13%9' b
Z-2• d
7
17.7 d
16•-5• d
15'-11' b
2'-0' d
6
10'-10• d
13'-3' b
17.10* b
7•1' d
5
12'-8- d
15.4' b
14'-10• b
7-5• d
9
10'-5' d
12'-6' b
12'•1- b
1'-11- d
9
17-3' d
14'.6' b
14'.0' b
2'4' d
10
10'-1' d
11'-11- b
11'.6- b
1'•11' d
10
11'-9' d
13'-9' b
13'•3' b
7-3' d
11
5.9' d
11.4' b
10'.11• b
1'•10' d
11
11'-5' d
13'-1• b
17-8• It
Z-7 d
12
1 Y.W. d
10'.10' b 1
10'-6• b
I 1'•10' d
1 12
11•-1• d
17-7' b
12'-1• b
1 7-1' d
- Mono-sbpad roofs include gables where the slope of the rod is less aWn 1' in lr.
Notes:
1. Move spans do not include length of knee brace. Add horizontal distance from upright to center or brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 2.1.1 A-140AAllowable Roof Beam Spans
for Freestanding Carports or Patio Covers with Mono -Sloped' Roofs
For 3 sec. wind gust at 140A MPH velocity; using design load of 15 #ISF (58 #ISF for Max. Cantilever)
2" x 3" x 0.045" Hollow
2' x 3" x 0.050" Hallow Tilt
Land Max. Span'L'/(bendin
Width (k.) 1a2 Sean 7 Span
'b' or delkction'd)
4 Span Cantilever
Load Max. Span'L'I bending'b' or do ection'd
Width (ft.)K%25psn 3 Span 4 Span Camikver
4
T-3- d
F-11' d
5-1' b
1'4' d
4
8'-10' d
F-11• b
1'•3' d
5
6'-9• d
8'4' d
FT b
1'•3• d
5
8'•2' d
T-11• b
1'-3' d
6
6.4' d
7'$ b
7••5• b
1'-7 d
6
7.6' b
7'-3- b
1'-7 d
7
6'-0' d
7'-2' b
6'-11' b
1'-7 d
7
6'-11• b
6'-9' b
1'.1- d
6
5••9' d
&-r b
6'•5• b
T•I• d
6
6'-6' b
'6'-3' b
1'-1' d
9
5•-r d
6'-3• b
F-1' b
1'-1' d
9
6.2' b
5'-11' b
1'-0' d
5'•11' b
F -W b
1'-0' d
10
s'-10• b
5'-7' b
0'-11• d
11
5'•1' b
5'-8' b
5'•6• b
0'•11• d
11
4'•11• b
F-7' b
5'4• b
0'•111' d
12
4'-10* b
5••5• b
5--3• b
0'•11' d
12
4'-9- b
5.4• b
5'-2• b
0'.11• 0
2' x 4' x 0.045- Hollow Tilt
2' a 4' x 0.044" x 0.100' Self Mating Beam
Load Max. Span'L'I bendin 'b' or delkction'crLoad Max. Span'L'I(bendin 'b• or deflectton'dr
Width (ft.) 192 Span 3 Span 4 Span Cantilever Width (ft.) 192 Span 3 Span 4 Span Cantilever
4
541' d
11'•7 d
10'.11' b
V -W d
4
10'.6• d
12'41• d
IY-r d
1'•10* d
S
FT d
IVA' b
5.9• b
V-7' d
5
5-9' d
17.1' d
17-7 b
1'•10* d
6
T-11' d
5.1' b
8'•11' b
1•-6' d
6
5S d
11'4" d
11'-7 b
1'•9' d
7
7'-0• d
FT b
8'•3' b
1'•5 d
7
6.7 d
IW -W b
10'4' b
v -a' d
a
7'•T b
7••11' b
T-9• b
1'4' d
a
64• d
5.11' It
9'•8• b
1'-r d
9
6•9' b
7'-0' b
7'.3' b
1'4' d
9
8'-0' d
5.5' b
9'•1' b
1••6• d
10
6'-5• b
1'-2' b
CAI" b
1'-3' d
10
7'-5 d
5'•11' b
8'-0- It
1'•6• d
11
6'•1• b
6'•10' b
6'•7' D
1'•J' d
11
7'-0- d
V-6- b
8'•3• b
1'.5• d
12
1 5'-10' b I
6'•6• b
6'4' b
1'-2' d 1
12
T-3' d
8'•T b
T-11• b
1'•5' d
2" x 5" x 0.050" x 0.100" Self Mating Beam
2' x 6• x 0.050" x 0.120" Self Mating Beam
Load Max. Span'L'I bendin 'b' or delkction'd Load Max. Span 'L'/ bendin 'b' or defkction'd'
Width (k.) 11162 span 7 Span 4 Span Cantilever Width (ft.) 182 Span 3 Span 4 Span Cantilever
4
13'-0' d
16.1- d
16-5' d
T -V d
4
15'-3• d
18'-10' d
194•3' d
7-0• d
5
17-1• d
14'.11" d
15'•1• b
2'J' d
5
14•-2• d
17'-6' d
17'.6' b
7-0' d
6
11'•5' d
14'-1• d
13'-10' b
7.7 d
6
13'4' d
16-5• d
15'•11' b
7-0• d
7
10'-10' d
17•3' b
12'•9• b
7-0' d
7
17-8' d
15'4' b
14'•9' b
7.5' d
a
10'4' d
174' b
11'•11' b
1'•11' d
a
17-1' d
14'4' b
17-10' b
7.3' d
9
5.11; d
11'-8' D
11'•3' b
1'•11• d
9
11'-8' d
13'•6' b
13'-0' b
7-2• d
10
9'-7' d
11'•1' b
10'•8' 0
1'•10' d
10
11'-3' d
17-10* b
12'4• b
7.1' d
11
9'4' d
10'-T b
10'.7 b
1'-g• d
11
17-11' d
17-2' b
11'-9• b
7.1' d
12
TO b 1
10'4' b 1
5-9' b
1'-0' d
12
1 10'.5' b I
ITa• b
11'•3' b
1'-1 i' d
' Mono -sloped roots include gables where the slope of the root 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.
2. Spans may be interpolated.
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CITY OF SANFORD
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Table 2.1.1 B-110 Allowable Roof Beam Spans
for Freestanding Carports with Mono -Sloped Roofs'
For 3 sec. wind gust for 110 MPH velocity;
Using design load of 10 #ISF (36 XISF for Max. Cantilever)
al.....i.....n All.. anal TJ.
2" s 7" x 0.055- x 0.120' Self Mating Beam
2' x 7' x 0.055' x 0.120' Self Mating Beam wl Insert
Load Max. Span VI(bending 'b' or denection'd)
Width (X.) 192 Span 3 Span 4 Span Cantilever
Load Max. 3 VI(bending W or defiection'd)
X.
Width (X.) 192 Span 3 Span 4 Span Cantilever
4
19•11' d
24'-7' d
25'-1' d
T-10' d
4
24'-0' d
29•8' d
30'-3' d
4'-0' d
5
16-6' d
ZZ -10" d
27.3' d
3'-7' d
5
274' d
27'•7' d
28'-1' d
4'-0' d
6
174-4' d
21'•5' d
214-11' d
344' d
6
20'-11' d
25'•11' d
26'•5' d
4'-0' d
7
16'-6' d
20'-5' d
20'•5' b
7-7 d
7
19'•11' d
26•-8• d
25'-1' d
3'•10' d
9
15'•9' d
19'•6' d
19'-7' b
7•1' d
8
19'•1' d
23'-7' d
24'-0' d
3'3' d
9
15'•2' d
18'-r b
17'•11' b
7.11' d
9
IF4' d
273' d
23'-1' d
3'-7' d
10
14'•8' d
17'-8- b
17'•1' b
Z-10' d
10
17'-8' d
21'-10' d
22'4' d
T-5' d
11
14'-2' d
16'•10' b
16'-3' b
7.9' d
11
17'-2' d
21'-2' d
21'•r d
3'4' d
12
13'•9' d
16.7' b
1544' b
73' tl
12
16'-8' d
29.7 d
Z9.8 b
3'-3' d
Z' x 8' x 0.072" x 0.224' Sell Mating Beam
2' x 9" x 0.07r x 0.224' Self Mating Beam
Load Max. Spsn'L'I(banding
Width (X.)132 Span 7 Span
'b' or deflection :EL
4 Span Cantilever X.
Load Max. S n'L'/ bendin 'b' or deflection'd"
Width (k.) 192 Span 3 Span 4 Span Ca tllx.
4
24'•8' d
I 39.5' d
31'-1' d
4'-0- d
4
27'.0' d
33'-5' d
34'•1' d
4'-0' d
5
22'•10' d
28'•3'. d
28'•10' d
4'-0' d
5
25'-1' d
31'-0' d
31'-7' d
V.0' d
6
21'-6' d
26'•7' d
27'•1' d
4'-0' d
6
23446 d
294' d
29'-9' d
4'-0' d
7
29•5' d
25-3' d
26•9' d
3'-11' d
7
27-5' d
21'-9' d
28'-3' d
4'-0' d
8
194' d
244•7 d
2644' b
3'-9' d
t
21'•6' d
26.6' d
26'•8' b
4'-0' d
9
15-10' d
27.3' d
23'-3' b
3'3' d
9
29-8' d
25-6' d
25'-0 b
7.11' d
10
18'•7 d
27.5' d
22'-0' b
3'3' d
10
19'•11'd
24'-6 d
23 '-11' b
T-10" d
11
17"-7' d
21'-9' d
21'•0- b
3'•5' d
11
19'4' d
23'-r b
22'-9' b
3'-9' d
12
17'•1' d
29-10' b
25 b
74' d
12
18'•9' d I
2Z•7- b
j 21'•19 b
3'-6 d
2' x 9" x 0.082" x 0.306' Self Mating Beam
2' x 10' x 0.092' x 0.369' Self Mating Beam
2" a 10' x 0.092' x 0.369' Self Mating Beam
Load Max. Span'L'/ bendan 'b' or deflection'll
Width (X.) 192 Span3 Span 4 Span Cantilever
Load Max. S
Width (X.) 192 Span
nil'/(bendin 'b' or deflection:d):
3 Span 4 Span CaMila- r
_. Lozd-.... Max. S n 13 bendin 'b' or defleclion'd
x.
Width (k.) 192 Span 3 SPan 4 Spa" Cantilever
4
28'•9' d
35'3' d
36'-3' d
I 4'4' 0
4
3T-8- d
41'4' d
47.6' d
4'-T d
5
263' d
32'•11' d
33'-8' d
4'-0' d
5
31'•3' d
36.6 d
39•5' d
4'4' d
6
25'-2' d
31'-0' d
31'41' d
4'-0' d
6
29'•5' d
36'4' d
37'-1' d
4'.0' d
7
23'-10' d
291-6' d
39.1' d
4'-0' d
7
27•11' d
34'•6 d
35'•3' d
4'-0" d
8
22'-19' d
28'-2' d
28'-9' d
4'-0' d
a
26-9' d
33'-0' d
33'3' d
4'-0- d
9
21'-11' d
27'•1' d
27'3' b
4'-0' d
9
25'•9' d
31'4' d
37-5' d
4'-0' d
10
21'-0 d
26440 d
26•2' b
4'•0' d
10
24'-10" d
39-8' d
31'-3' dEd
19'-11' d
11
293' d
25'•4' d
24'-11' b
3'-11' d
11
24'•1" tl
29'•9' d
30'-0' b
19'4' d
12
17.11' d
24'•8' d
23'•11' D
3'-10' d
12
23'4' d
28'-10' d
28'-9' b
4'-0' d
' Mono -sloped roofs include gables where the slope of On roof is less than I'm 10.
Notes:
1. Above sums do not include length of knee trace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 2.1.1 B-120 Allowable Roof Beam Spans
for Freestanding Carports with Mono -Sloped Roofs'
For 3 sec. wind gust at 120 MPH velocity; using design load of 11 #ISF (43 #ISF for Max. Cantilever)
Al -l- All- anal TA
2" x 7" x 0.055' x 0.120' Sell Mating Beam
2" x r x 0.055' x 0.120' Self Mating Beam wl Ineed
Load Max. Span 'L'I(bending'b' or deflection'd)
Width (X.) 162 Span 3 Span 4 Span CA Max.nilleiter
Load Max. Span'L'/lbending W or deflection'd)
Width (tL) 192 Span 3 Span 4 Stun CeMlever
4
17•7 d
27.10' d
24'-3' d
37 d
4
23'-3' d
21r -T d
2914' d
4'-0' d
5
IT -11'd
27.1' tl
27.6' d
3'4' d
5
21'-7' d
263' d
2T-3' d
4'-0' d
6
16.10' d
29.9' d
29.11' b
3'•2- d
6
294' d
25'-1' d
25'-7' d
YAW d
7
15'-11' d
19-9' d
19'-5' b
3'-0' d
7
174' d
23'•10' d
24'4' d
3'3' d
I
/5'-3' d
184•10' b
18-0 b
7-11' d
a
18'-6' d
27 -IT d
23'-3' d
3'3' d
9
14'3' d
17'-9' b
17'-7 It
7-9' d
9
1T-9' d
21'-11' d
22'-5' of
3'4' d
10
144•0 d
16'•10' b
16'•3' b
73' d
10
1r•2' d
21'-7 d
21'-6 d
3'•7 d
11
13'-9' d
16'-0' b
15'-6' b
Z-7' d
11
16'-r d
20'-6' d
20'•7' b
3'-1' d
12
13'4- d
15'4' 0
I 14'•10' b
73' d
12
16'•0 0
17•11' 0
1 19'-9' b
741' d
2' x a" a 0.07r x 0.224" Self Mating Beam
2' x Y x 0.072' x 0.224' Self Mating Beam
Load Max. Span'L'/ bendin 'b' or deflection'd
Width (k.) 192 Span 7 Span 4 Span Camllever
Load Max. Span'L'/(bendin 'b' er deflection V)
Width (X.) 192 span 7 Span 4 Span Camilever
4
23'-10' d
29'-6' d
39-1' d
4'40 d
4
26-0 d
32'4' d
3304' d
4'-0' d
5
27.2- d
2714' d
27'-11' d
44-0' d
5
24'4' d
39-0' d
30'-8' d
4'-0' d
6
29•10' d
25'•9' 6
26-3' d
3'-11' d
6
22'-11' d
28'•3' 0
28'•10' dNY-6*
27'-0' b
7
19'•10' d
24'-6' d
24'-11' d
3'-9' d
7
21'-9' d
26'-10' d
27'-3' b
2S'-0' b
a
18'•11' d
23'-5' d
23'-6' b
3'-6 d
a
29.9' d
25'•8' d
25'•5' b
27.5' b
9
18'-3' d
27.6' d
22'•0 b
T-5' d
9
19'•11' d
24'3' d
23'-11' b
27.1' b
10
17'•7' d
21'•9' 0
21'•0' b
3'4' d
10
174' d
27-7' b
27.9' D11
29-11' b
3'•5' d
IT -W d
29-9' b
29.0' b
3'-d
11
18'3' d
27.6' b
21'-8' b12
19'-11' b
74' d
16•7' d
17.10' b
19'-0b
3'-1' d
12
18'•7 d
21'-6' b
29-9' b
19'•1' b
2" x 9" x 0.082" x 0.306' Self Mating Beam
2" x 9' x 0.082' x 0.306" Self Mating Beam
2' x 10' x 0.092' x 0.369' Self Mating Beam
2'x 10"x 0.092' x 0.369" Self Mating
Load Max. Span'L'/ bendan 'b' or deflection'll
Width (X.) 192 Span3 Span 4 Span Cantilever
Load Max. Span VI bendin W or detlection'd
x.
Width (k.) 132 Span 3 Span 4 Span Ca Malever 1
4
27'•10' d
344•5' d
35'•1' d
4'-0' d
4
32'•8' d
40'4' d
41'•2' d
4'-0' d
5
25'-10' d
31'-11' d
37.7' d
4%0" d
5
30'4' d
37'•5' d
38'-2- d
4'-0' d
6
24'4' d
39.1' d
39.8' d
4'-0' d
6
26-6' d
35'-3' d
36•11' d
4'-0' d
7
23'-0 d
28'-7- d
29'-2- d
4'-0' d
7
27'-1' d
33'3' d
34'-2' of
4'-0' d
8
27.7' d
27'4' d
27'•10' d
4'-0' d
a
25•11' d
37-W d
37-8' d
4'-0' d
9
21'•3' d
26'-3' d
264' b
3'•11' d
1 9
24'-11 d
39.9' d
31'•5' d
4'-W d
10
29-6' d
25'4' d
24'-11' b
3'•10' d
10
24'-1' d
29'•9' d
39-0' b
4'-W d
11
19'-11' d
24'•7' d
23'-10' b
3'-9' d
11
23'4' d
28'-9' d
I 28'-8' b
4'-0' d
12
19'4' d
23'-7' D
27.10' b
1 3'3' d
1 12
1 2Z-8' d
27'-11' d
1 27'-5' b
1 4'-0' d
Mono -sloped roots 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.
2. Spans may be interpolated.
Table 2.1.1 B-130 Allowable Roof Beam Spans
for Freestanding Carports with Mono -Sloped Roofs'
For 3 sec. wind gust at 130 MPH velocity; using design load of 13 #ISF (50 #ISF for Max. Cantilever)
Alumin..m All- anal Tl.
2" x 7' x 0.055' x 0.120' Sell Mating Beam
2" x 6 x 0.055" x 0.120" Self Mating Beam w/ Insert
Load Max. Span'Vl(bending 'b' or deflection V)
Width (k.) 132 Span 3 Span 4 Span Max. ICantilever
Load Max. Span VI(bending W or deflection'd)
Width (X.) 182 Span 3 Span 4 Span Cantilever
4
18'•3' d
27.6" d
27-11' d
3'•5' d
4
27-0' d
27'-2' d
27'-9' d
4'4' d
5
16-11' d
20'-11' d
2114' b
3'-0 d
5
29.5' d
25'-3' d
26•9' d
3'•10' d
6
is' -11' d
19'•8' d
19'-4' b
T -W d
6
19'•3' d
27•9' d
24'•3' d
3'3' d
7
15'•1' d
18'4' b
17'•10' b
7.10' d
7
18'-3' d
22'-7' d
27-0' d
3'-5' d
a
14'3- d
17'•4' b
16'•9' b
7-9' d
9
17'•6' d
21'-7' dE22'.0-
20'-6 b
3'4' d9
9
13'•11' d
16'-4' b
15'-9' b
73' d
9
16'•10' d
29.9' d
19'•6' b
T-2' d10
10
13'-5' d
15'3' 0
14'•11' b
Z3' d
t0
76'-3' d
29-0' d
18'3' b
X-1' d11
11
13'-0' d
4'•9' b
14'•3' b
73' d
11
15'•9' d
19'•5' d
lr•8' b
7.1t' dt2
12
17-8'74'•2'
b
13'-6' b
Z•5' d
/2
15'•3' d
78'•10' b
16•11 0
2'-11' d
2' x 8" x 0.072" x 0.224' Self Matin Beam
2' a 9" x 0.072' ■ 0.224' Self Mating Beam
Load Max. 5pan 17(bendin
Width (X.) 132 Span 3 Span
'b' or dellection',r
4 Span Cantilever
Load Max. Span'L'/(bandin 'b' or deflection'd)
Width (k.) 132 Span 3 Span 4 Span Cantilever
4
27.7' d
27'•11' d
28'-5' d
4'-0' d
4
24'-9' d
30'-7' d
31'•7 d
4'-0' d
5
20'•11' d
25'•11' d
26'•5' d
7•11' d
5
27-11' d
28'-S' d
26'•11' d
4'•0' d
6
19'•9' d
244' d
24'•10' d
7-9' d
6
27'3' d
26'-9' d
27'-0' b
4'-0' d
7
16'•9' d
23-0 d
23'•1' b
7-7' d
7
20'•7' d
25'-5" d
2S'-0' b
7-11' d
6
1T-11' d
27-0 d
21'-r b
3'•5 d
a
19'4- d
24'-3' b
27.5' b
3'-9' d
9
1 17'.3' d
21'•1' b
294' b
T-7 d
9
15.11' d
27-10' b
27.1' b
3'•r d
10
76'•6' d
19'-11' D
19'4' b
3'•0 d
10
18'•3' d
21'3' b
29-11' b
3'•5' d
11
16-1' 6
19'•1' 0
18'-5' D
7-1' d
11
17'•8' d I
29.8' b 1
19'-11' b
74' d
12
1 15'3' d
1 18'-3' b
1 17'3' b
1 2-11' d
12
IT -T d 1
19'-9' b 1
19'•1' b
7•3' d
2" x 9' x 0.082' x 0.306" Self Mating Beam
2' x 10' x 0.092' x 0.369" Self Mating Beam
2'x 10"x 0.092' x 0.369" Self Mating
Beam
Load Max. Span Vl bendin 'b' or Oct ction'd
Width (X.) 192 Span 3 Span 4 Span Cantilever
Load Max. Span'L'I bendin 'b' or def ection'tr
Width (X.) 132 Span 7 Span 4 Span • Ca- ntilever
Load Max. Span 13(bendin 'b' or deflection'd)
Width (X.) 132 Span3-Span- - 4.Span . C7a-nrlleiier
4
26'4- d
3Z•7' d
33'•3' d
4'-0' d
4
39.11' d
38'-2- 0
38'-11' d
4•-0' d-
5
24'.6' d
39.3' d
39.10' d
4'-0' d
5
28'-8' d
35•5' d
36.1' d
4--0- d
6
23'46 d
26•5' d
29'4' d
4'-0' d
6
26'•11' d
33'4' d
33'•11' d
4'-0' d
7
21'-10' d
27'-0' d
27'•6' b
4'41' d
7
25'-8' d
31'3' d
37.3' d
4'.0' d
8
29.11' d
25•10' d
25'3' b
3--11- d
8
24'.6' d
39.3' d
39-11' d
4'-0' d
9
29.1' d
24'-10' d
24'•3' b
3'-10' d
9
23'-7' d
29'-1' d
29'•2' b
4%0' d
10
19'•5' d
23'-9' b
27.11' b
3'3' d
10
22'-9' d
26'•1' d
27'3' b
4%0" d
' 11
16-10' d
1 273' b
21'•11' b
1 3'-7' d
11
27.1' of
27'-3' d
26'•4' b
4'-0- d
12
18'•3' tl
21'-9' b
29.11' D
TT -521'•5'd
12
21'•5' d
26'-1' b
25'•T b
4'-0' d
Mono -sloped roofs include gables where the slope of the roof is Was than 1' in 120.
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance From upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 2.1.1 B -140A Allowable Roof Beam Spans
for Freestanding Carports with Mono -Sloped Roofs*
For 3 sec. wind gust at 140A MPH velocity; using design load of 15 #ISF (5a #ISF for Max. Cantilever)
..... - teat T.a
Z' x 7" x 0.055" x 0.120" Self Mating Beam
2' x 7' x 0.055' x 0.120" Sall Mating Beam w/ Insert
Load Max. Span VI(bendin 'b' or denection'd)
Width (k.) 192 Span 3 Span 4 Span Cantilever III
Load Max. Span'121(bending W or dellection'd)
Wtdth (k.) 142 Span 3 Span 4 Span Cantilever
4
17'4' d
21'•5' d
21'-11' d
T-7 d
4
29-11' d
25'-11' d
26•5' d
3'•11' d
5
16'-0 d
19-11' d
19'3' b
3'-1' d
5
19'4' d
24'.1' d
24'•7' d
T-8' d
6
15'-7 d
18'•6 b
1x•11' b
7.10' d
6
18'4' d
27-8' d
23'•1' d
3'3' d
7
14'-5' d
17'•3' b
16'-8' b
7-9' d
7
17'•5' d
21'-6' d
21'•11' d
7.3' d
a
13'-9' d
/6'-1' b
15'•7' b
7-7' d
a
16'-6 d
29-7' d
20'-6 b
3'•0 d
9
13'•3' d
15'-2- b
14'-8' b
73' d
9
IF -W d
19'-9' d
19'•6' b
X -O' d
10
17.10' d
14'-5' b
13'-11' b
Z-5' d
10
1S -W d
19'-1' d
18'3' b
7.11' d
11
17.3' b
13'•9' b
73'•7 b
74' d
11
14'•11' d
18'-3' b
lr•8' b
7-10' d
12
11'-9' 0
13'•0 b
12'-0' 0
7-3' d
12
14'•7- d
173 0
16•11 0
7-7 d
2" x 8" x 0.072' x 0.224" Self Mating Beam
2' x 9' x 0.072' x 0.224" Self Mating Beam
Load Max. Span'L'I(bending b' or deflection V)
n 7 Span 4 Span Cantilever
Width (k.)KV-W
LoeWMax. 3 VI(bernfing W or deflection'd)
Width (fL) 192 Span 3 Span 4 Span Cantilever
4
26'•7' d
27'.1' d
4'-0' d
4
23'•7' d
29'•2' d
29'-9' d
4'-0' d
5
24'-8' d
25'•7 d
3'-9' d
5
21'-11' d
27'-1' d
27•7' b
4'-0' d
6
23'-3' d
23'•3' b
T -r d
6
20'3' d
25'-6' d
25.27 b
3'•11' d
7
27.1' d
21'-6' b
3'4' d
7
19'-r d
24'•1' b
23'4' b
7-8' d
a
29-10' b
20'-1' b
3'-3' d
a
78'-9'd
22'•7' b
21'-10' b
73' d
9
19'-7- b
18'•17' 0
T-1' d
9
18'-0' d
21'-3' b
29.7' b
3'•5' d
10
15-7' b
17'•17' b
7.11' d10
17'.5' d
29.2' b
19'-6' b
3'•3' d
11
15'4' d
1r-9' b
17'-2' b
7-11' d
11
16.10' d I
19'-3' b
I t8'•r b
3'•2- d
12
14'•11' d
16-11' b
I 16'•5' b
2'•10' d
12
1 16'•5' d I
18'•5' b
17'•10' b
7.1' d
2' x 9' x 0.042' x 0.306' Self Mating Beam
2' x 10' x 0.092' x 0.369" Self Mating Beam
Load Max. 5pan'121(bendin 'b' or deflection'd')
Width (k.) 192 Span 3 Span 4 Span CaX.
ntilever
Load Max. Span Vl bendin 'b' or Oct ction'd
Width (X.) 192 Span 3 Span 4 Span Cantilever
4
25'•2' d
31'-0' d
31'3' d
4'-0' d
4
29'•5' d
36'4' d
37'.1' d
4'-0' d
5
23'4' d
28'-10' d
29'•5' d
4%0' d
5
2714' d
33'-9' O
1 34'•5' d
4--0- d
6
21'-I l' d
27'-1' 0
27'-B' b
4' -O' -d
6
25'•9' d
31'-9' d
37.5' d
4'-0' d
7
29.10' d
25'-9' d
25'•7- b
7.11' d
7
24'•5' d
39-2- d
39.9' b
4'-0- d
a
79'•11' d
24'3' d
23'•11' b
3'-9' d
a
23'4' d
28'•10' d
28'•9' b
4'•0- d
9
19'-2' d
23'4' b
22'•7' 0
3'•r d
9
27.6' d
27'•9' d
27'-1' b
4'-0' d
1078'•6'
d
27-0 b
21'-5' b
3'3' d
10
21'•8' d
26'-7' b
25'-9' b
4'-0' d
11
17.11' d
21'•1' 0
20'•5' b
3'-5' d
11
21'•9 d
25'-5' b
24'-6' b
X-11' d
12
1 17'-5' d 1
20'-3' b
1 17.6- b
I 3'-3' d
1 12
29.5' d
24'4' b
23'-6' b
7.10' d
' 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.
2. Spans may be interpolated.
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7
09.15.2004 OF 10
Table 2.1.1 C-110 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs*
For 3 sec. wind gust for 100 8 110 MPH velocity; using design load of 10 #ISF
Aluminum All.. 6691 TA
Single Self -Mating
Beams
6'-0" T-0"
D'-0"
Tribute load Width
9•-0^ 10'-0" 11'-0' 12'-0'
Allowable Span •L' I bsnding -b- or de0ection'd•
15•-0' 1
16•-0^ 1
17' -0 -
2"x 1" x 0.041• x 0.100"
0'4i' d •11' d
9'-7' d
9'-2' d 8'•10' d
8'-7' d
8'4' d
8'•1' d r•11" d
7'•9' d
7'•r d
7-.5' d
2" x 5" x 0.050" x 0.100"
12'4• d 1 VAX d
11'•5• d 10'•11' d
10'-8' d
10-3• d
10--1• d 9'-10• d
9'-7• d
9'•5' d
7.2' d
2^ x 6^ x 0.050" x 0.120^
15'-3• d 144-W d 13'-10- d
13'3• d 17-10- d
12'-5• d
17-1- d
11'•9• d 11'-6• d
11'-3• d 10--11• d
10--9• b
" 7"
2 x s 0.055" x 0.120"
17'3' d 1 6.6 d
1 '- '
5 9 d
1 '- ' 1 '• '
5 2 d 4 8 0
1d'-7 d
1 '-
7 9 d
1 '- 1 '-1' 1 •1
3 5 d 3 d 7 0 6
1 '- '
2 6 b
i -1'
7 b
" r 1
2 x z 0.055" w insert
'•11'
20 d 19'-11' d
1'-1'
9 d
1 '3" 17'
D d -0 d
7'-
1 T d
1 '
6.8 d
16'- ' d 1 '-1 ' d
3 5 0
1 '• '
5 5 d
1 '- 14'- '
5 T d 10 d
2" x 8" x 0.072" x 0.224"
21'•6• d 20'-5• d
19'-7' d 18'-10- d 18'•7 d
17'-7- d
17'•1• d
16'-8' d 16'•3• d 15'•10• d
15,-G,
15'-2- d
2' x 9" z 0.072" x 0.221"
234.7- d 22'-5' d
21'•5' d
20'•7• d 19'•11• d
19•-3' d
18'•9• d
18'•3' d 17'-10• d
lr-5' d
_d
17'-0- d
16'-8• d
2" x 9' x 0.082" x 0.306"
25'-1' d 23'-t0- d 22'-10' d 21'-11' d 21'•2• d
20-.6' d 19'•11• d
19'-5' d 1VA V d
18'-6' d
18'•1' d
17'•9' d
2^ x 10" x 0.092" x 0.369^
29'-5' d 27'•11' d
26'-9' d
25'-9- d 24'-10- d
24'-t• d
23'3• d
27-9- ill 2272" d 1 21'-8• it
21'-3' d 20'•10' d
Double See -Mating
6'-0-
7'-0'
Tribute
Load Wfdth
16'-0"
17'-0'
Beams
6'-0•
7'-0'
8'-0" 9'-0' 10'-0" 11'-0'
12'-0" 17'-0' i.'-0" 15'-0"
16'-0'
17'-0"
d 7--10' d
T-8• d 7--6• d
added to Top or Bottom
Allowable Span'L' I ding V or deflection'd'
7'-0' 1 8•-0"
9'-0' 1 10'-0' 1 11'-0' 1 IT -111" 1 13'-0' 1
2" x 8" x 0.072^ x 0.224^
27'•1. d
25'-9' d
24'.8• d 23'•8' d 27-10'd 27--T d
21'-6' d ZO'-11' d 20'•5' tl 19'•11- O
19'-r d
19'-T d
2" x 9^ x 0.072" x 0.224"
29'-9' d
28'•3• d
27'4Y d 25'•11• d 25'-1• d 26'3• d
23'-7' d 27.11' d 27-5' d 21'•11• d
21'-5' d
21'-0' d
2' s 9^ x 0.082^ x 0.706'
22'-8' d
30'-1' d
28'-9' d 27'-8' d 26'-0' d 25'-10' d
25'-1' d 24'•5' d 23'•10' d 23'3' d 27.10' d
273' d
2' x 10" x 0.092" x 0.769'
36-r d
34'-9' d
33'-3- d 31'-11- d 30--10" d 27.10' d
29'•0' d 28'•3' d 27'•7' d 26'-11• d
26'4• d 25'•10" d
Double Self -Mating
6'-0-
7'-0'
Tributary Load Width
Tribute load Width
9'-0' 10'-0• it' -0' 12'-0' 17--0' 1a'-0' 15'-0'
Allowable Span •L• I bendin 'b' or dettection'd'
16'-0"
17'-0'
26'-3'20--0- d204'
2•11• d 23'•10'd2.1'd7.d 2231'T
Beams with 2 x 4 SMB
9'-8' d
9'•3' d
8'-11' d
8'-7' d
8'4' dV78'
d 7--10' d
T-8• d 7--6• d
added to Top or Bottom
6•-0" 1
7'-0' 1 8•-0"
9'-0' 1 10'-0' 1 11'-0' 1 IT -111" 1 13'-0' 1
14'.7- 1
15•-0"
16'-0' 1
17'-0
Pe radicular to Webs
f rpe
9'•9' d
9•-6^ d 7-4' d
I n' ' I bendingW or deflection'd'_
Allowable Spa L
8'-10' b
_
2V -W ill
s 8" x 0.072" x 0124"
30--10- d
29'•3' d 27'-11' d 26'-11• d 25'•11' d 25'-2-d 24'-5' d 23'•10' d
234-7 d
22'-8' d
22'-3' d
21'-9'
x 9' s 0.072" x 0124"
'-1 '
33'•6' d 31 0 d 30--5' d
29'-3' d 28'-3' d 2 7'S d 26'-7• d 25'-11' d
25'-3' d
24'-0' d
24'-T d
23'-8'
x 9" x 0.082" x 0.306"
35•-1' d 1
33'3' d 1 31'-11• d I
30'-8• d 1 29'-7• d 1 28'•8' d 27--11' d I 2r-2" d 1
26'4• d 1 25'•11' d 1
25'4• d 24'-10
x 10" x 0.092" x 0.369"
40'•3- d 1
38'-3' ill 36'•7- di
35'-2' ill 3Y-11"di 37.1i'di 31'-Il'dl 31'-1' d
393' d I
27-8- d I
29'-0' d I
2a'-5'
.Mono -sloped roofs include gables where the slope of the rod 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.
2. Spans may be interpolated.
Table 2.1.1 C-120 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs'
For 3 sec. wind gust up to 120 MPH velocity; using design load of 11 #ISF
el..min..n
All.. Anal TJ.
Single Self -Mating
Bums#20'-1-
6'-0-
7'-0'
8'-0"
Tribute load Width
9'-0' 10'-0• it' -0' 12'-0' 17--0' 1a'-0' 15'-0'
Allowable Span •L• I bendin 'b' or dettection'd'
16'-0"
17'-0'
26'-3'20--0- d204'
2•11• d 23'•10'd2.1'd7.d 2231'T
d9'•10- d174
9'-8' d
9'•3' d
8'-11' d
8'-7' d
8'4' dV78'
d 7--10' d
T-8• d 7--6• d
7'4'2'
20'4' d
x 5" x 0.050" x 0.10011'-11'
30-.8' d I
d
11'-6• d
11'-0• d
10'-8• d
10-3• dd
9'•9' d
9•-6^ d 7-4' d
9'-1' d
8'-10' b
2^x 6"z0.050"x0.120
2V -W ill
14'-0- d
13'-5' d 12'•11'd
17-5• d
12'•1• dd
11'•5- d
11%2' d 10-.11•d
10--7' b
10'-3' b
2^x7"z0.055"x0.120
1VA V d
15'-3• d
14'-8- d
14'•2- d
13'•9• dd
17-11• d
12'-0• d 1244' b 11'-11•b
11'-6- b
2" x T x 0.055" wl inse
d2"
19'4' d
18'•6' d
17'•9• d
1r -T d
16'-7• dd
15'-8' d
15'4' d 14'-11• d
14'-8" d
14'3' d
2^ x 8" x 0.072" x 0.224"
20--10- d 19'-10• d 18'•11• d
111'-2' d
174.7' d
17'-0• dd
16'-1• d
15'-9• d 15.4' d
1T.0' d
14'-9' d
2" x 9- x 0.072" x 0.22.'
27-10- d
21'-9• d
20--9• d 19'-11' d
19'-3' d
1 &-a' d
d 1 T -a' d
1 T-3' d 16.10- d
16'-8- d
16'•7- d
2" x 9" x 0.082" x 0.306"
243' d
23'-1" d
27.1• d
21'-3' d
20-.6' d 19'•11• d
d 18'•10' d
18'4• d 17'-11' d
17--7" d
17'•T d
2" x 10" x 0.092" x 0.369'
28'-6- d
2T-1• d 25'•11' d 2d'-11' d
24'•1' d
23'3' d
d 22'-0' d
21'-6' d 214Y d
16'-3• d
2^ x 10' x 0.092" x 0.369'
Double Self -Mating
Beams
6'-0-
Tributary Load Width
T-0' 9'-0' 9--0" 10•-0'2Z;
12'-0" 13'-0' 1 14'-0" 1
Allowable Span •L• 1 bending V or deflection'd'
IS'17--0
Tributary Load Width
-
2^ x 8' x 0.072^ x 0.224"
26'-3'20--0- d204'
2•11• d 23'•10'd2.1'd7.d 2231'T
d9'•10- d174
dIVA I'd18-7•
IV -7-
d
2" x 9" x 0.072" x 0.224"
28-10' d
'
4• d 2-2-d 25•2• d 24'4• d -d7-10-d
2
22'•3' d 21'-9' d
21'-3- d
20--9• d
20'4' d
2" x 9• x 0.082" x 0.306"
30-.8' d I
29'•1• d 27'-10• d 1 26'-9• d 1 25'•10' d 1 25-1• dj 24'4' d
23'-8' di 23'-1^ di
22'-7- dl
27-1• di
21'-8' d
2" x 10- x 0.092' x 0.369"
35'-5' d I
33'-8' di 37-2- ill 30'-11' il2W-10'di 2V-11'di 28'-1• di
27'4' di 26'-8' di
26'-1' ill
2V -W ill
25'-0' d
Double Self -Mating
6'-0"
7'-0'
8•-0'
Tributary Load Width
15'•0"
16'-0"
17'-0^
2"). 4"x 0.044' x 0.100"
Beams with 2 x 4 SMB
9'•7- d
8'-9• d
8•-5' d
84-1' d
7-.100 d
74-W d
T-5' d
T-' It
added to Top or Bottom
6•-0-
7--0' 1
8'-0' 1
9•-0' 1 10'-0' 1 11'-0" 1 12'-0' 1
13'4' 1
14•0' 1 15'-0a2Y.5-d
I VA' d
T-0"
(Perpendicular to Webs
9'-3' it
8'•11 • b
e•-6• b
Allowable an •L' 1 bending'b' or denection'd'
8'-2- b
2^ x 6" x 0.050" x 0.120"
2" x 8' x 0.072" x 0.224"
29'-10' d
28.4• ill27'-1.
6
26'-1- d 25'-2' d 24'-5- d 23'-8' d
23'•1• d
22'-6- d 21'-111'-1'
10'•9' b
d
2^ x 9" x 0.072" x 0.224"
3746' d 30'•10• d
29'-6- d
28'3- d 27'-5- d 26'fi• d 25'-9' d
25'-1- d
24'.6- d 23'•11.11-
d2"
x 9" x 0.082" x 0.306"
34'-0' d
32'4- d 30'-11' d
29'•9' d 28'-8- it 27'.10- d 27'-0- d
26'4- d
25'-8- d 25'•1"'-t•
2" x 7- x 0.055" w1 insert
d2"
x 10' x 0.092" x CHIP"
38'-I'd37--o'35'-5-
16J' d
d
34--1- d 32'.11- d 31'-10' d 30'.11- d
30'-2-d
29'•5' d 28'•9''•7-
13'•7' d
d
Mora -sloped roofs include gables where the slope of the roof is less than I'm 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.
2. Spans may be interpolated.
11
Table 2.1.1 C-130 Allowable Spans For Miscellaneous Beams Used
for Freestanding Carports with Mono -Sloped Roofs'
For 3 sec. wind gust up to 130 MPH velocity; using design load of 13 #ISF
Aluminum All.. anal T.6
Single Self -Mating
Beams
6'-0"
7'-0'
8•-0'
Tribute load Width
9.4- 10•-0" 11'-0" 12'-0' 13'-0" 14'-0"
Allowable Spsn'L' / be Ing •b' or deflection'd'
15'•0"
16'-0"
17'-0^
2"). 4"x 0.044' x 0.100"
9'-8' d
9'•7- d
8'-9• d
8•-5' d
84-1' d
7-.100 d
74-W d
T-5' d
T-' It
T-0' b
6'-9• b
6'-7" b
2" x 5" x 0.050- x 0.100"
11'-11' d
11'4' d 10'-10"d
10'-5- d
I VA' d
9'-9' d
9'-6" it
9'-3' it
8'•11 • b
e•-6• b
8'-5• b
8'-2- b
2^ x 6" x 0.050" x 0.120"
13'-110 d
1311' d
124-8' d
12'•2' d
11'.9' d
11'-5• d
11'-1' d
10'•9' b
10'-5' b
10--0' b
9'-91 b
9'-5" b
2- x 7" x 0.055" x 0.120^
16.11'd
15'•1' d
14'-5" d 17-11'd
13'-5' d 12'•11' d
17.8' d
12'-Z' b
I V-11" b
11'4' b 10'-11• b
10-.7- It
2" x 7- x 0.055" w1 insert
1 19'•7 d
16•3' d
17'-6' d 1F -10'd
16J' d
15'-8' d
15'-3' d 14'.10'd
14'-6' d
14'-2' d 17-10'd
13'•7' d
2^ x 8" x 0.072" x 0.224"
1 19-9• d
18'•9' d 17'-11'd
Ir -3" d
16'•8' d
IVA' d
15'-8' d
15'•3' d IC -10"d
14'.6' d
14'.2- b
13'-9' b
2' x 9":0.072" x 0.224"
21'-8' 0
20'-7' d
19'-8' d 18'-11• d
18'•3• d
17'-8• d
I r-2' d
16'•9- d
16'4' d 15'-10' b
15'4' b ld'-10- b
2- x 9" x 0.082" x 0.306"
23'•0' d 21'-10"d 2(Y -11"d
20'-1' d
19'-5' d 18'-10- d
18'-3' d
17'•9• d
17'4- d 16'-11• d
16'-T d
16'-3• d
2^ x 10' x 0.092" x 0.369'
126'-Il'di
25'•7' d
24'-6' d
23'-7• d
27.9' d
22'-0' d
21'-5' d I 20'-10'd 1
20'3' d I 19-10-d 1
19'-5-
Double Self -Mating
-
7'-0'
8•-0"
Tributary
Load Width
16'-0" 1
17'-0"
2" x 4" x 0.044^ x 0.100"
Beams
6•-0' 1 7'-0"
8'-0"
9'-0' 1 10'-0'
r 11'-0'
1 12'4' 1 13'-0' 1
14'-0' 1
15'-0" 16'-0"
17'.0 -
added to Top or Bottom
6-0' 1
7'4' 1
Allowable Span
•l• I bending 'W or deflection'd'
1 11'-0' 1 174' 1 13'-0' 1 14'-0"
15'4' 1
16'-0' 1
2^ x a" x 0.072" x 0.224'
24'-10'd 23'•7- d
2Z-7• d
21'-0' d 20% d
ZO'3' d
19'-9- d 19'-T d
18•-9' d
16'3- d 17-.11' d
1r•r d
2" x 9" x 0.072" x 0.224"
27'-3' d 25'-11' d
24'•9- d 23'-10- d 27.11' d
27.3" d
21'-8' d 21'-1• d
20-.7- d
20'-1' d 194-8' d
19'-3' d
2" x 9" x 0.082" x 0.306"
28•-11• d 27'•7- d
26'4- d
25'3' d 24'-5' d
23'5 d
23'-0- d 27-5' d 21'•10- d
21'3• d 20'•11" d
20-.6• d
2" x 10" x 0.092" x 0.369"
33'-6" d 31'.10- d
30'-5• d
29'-3' d 28'-3' d
27'4• d
26'-7' d 25'-11• d
25'-3' d
24'.8W d 24'•2' d
23'-8" d
Double See -Mating
6'-0"
7'-0'
8•-0"
Tribute Load Width
9•-0" 1W4- 11'-0" 12•1'1 1T-0' 1 1a'-0"
Allowable Span V / din 'b' or deflection'd'
Tributary Load Width
16'-0" 1
17'-0"
2" x 4" x 0.044^ x 0.100"
Beams with 2 x 4 SMB
8'-9' d
8.3• d
8'-0' d
7'-9' d 7'•6' d
T-3' d 7'-0' b
6'•9' b
6'-6' b
6'4' b
added to Top or Bottom
6-0' 1
7'4' 1
8'-0' 1
9'4" 1 10'.7-
1 11'-0' 1 174' 1 13'-0' 1 14'-0"
15'4' 1
16'-0' 1
17'.0 -
(Perpendicular to Webs
7'•7• b
2' x 6" x 0.050" x 0.120"
133' d
Allowable Span'L'
I bendin •b' or deflection'd'
11'-8• d
11'-3' d 10'.11"d
10--5- b 10'•0- b
2" x 6" x 0.072" x 0.224"
28'•T d I 26'-10'd 1
25'-6- d 1
24'7 d 23 •
7S- - '-TrU 3T••T
20-.10' d
20-4' d IT 11- d
2" x9" x 0.072" x 0.224'
30'-9'
d!! -Z- d 27'•11.6 26'-10' d 25'-11• d
25•-1• d 24'-5' d 23'•9' d 23'-T d
27.8• d
22'-2• d
21'-6- d
2" x 9' x 0.062^ x 0.306"
37.2• d 1
30'-7• d 1
29'-7 d 1
28'-1• d 27'•2- tl
1 26'4• d 1 26•7- d 1 24'.10- d 1 24'-3- d I
23'-9' d
23'-2- d I
27.9• d
2" x 10' x 0.092" x 0.369"
X.11'di
35'-0• ill
33'-6• di
32'-3' di 31'.1- di
30'•7 di 29'-3• d I 28'-0• d I 27'.10'd 1
27'•2' d 1
26'-7• d I
25-1' d
. 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.
2. Spans may be interpolated.
Table 2.1.1 C -140A Allowable Spans For Miscellaneous Beams Used
- for Freestanding Carports with Mono -Sloped Roofs'
For 3 sec. wind gust up to 140A MPH velocity; using design load of 15 #ISF
rn �
r.
v N
. ry
a
J J .1,
CV1 �vrn v
=
iJ b "
u a in
ff, 2 > LLOr
0 OL p 000 V
f� L ry ,!f
x E
E Cm
ro�wc
IIII =LL E
III •r b r
'd °D _j_V
r 0X)
.r Wry f'
m �v
00 J
a0 W
n H
� J
Q
1/) D
O 2p
Z
_Z(O W ZOJ
O0Opt-m
Q = W J W
W
m N
_ H Q O p
W
W J U �_ (14 -
lLiQU
O W
o in LL
REVIE NED Q Z o
PLWs SADFpRD Q
car► of Q
Single Self -Mating
Beams
6'-0"
7'-0'
8•-0"
Tribute Load Width
9•-0" 1W4- 11'-0" 12•1'1 1T-0' 1 1a'-0"
Allowable Span V / din 'b' or deflection'd'
15'-0"
16'-0" 1
17'-0"
2" x 4" x 0.044^ x 0.100"
9'-2' d
8'-9' d
8.3• d
8'-0' d
7'-9' d 7'•6' d
T-3' d 7'-0' b
6'•9' b
6'-6' b
6'4' b
6'-T b
2" x 5" x 0.050" x 0.100"
11'-5' d 10'-10'd
10-4• d
7-11' d
9-7• d 740 d
94-0• d 8'-8' b
6'3• b
8••1• b
7-.10- b
7'•7• b
2' x 6" x 0.050" x 0.120"
133' d
12'-8' d
17.1• d
11'-8• d
11'-3' d 10'.11"d
10--5- b 10'•0- b
9-9' b
9'3• b
7•1" b
8'•9' b
2' x 7" x 0.055- x 0.120'
15'•2- d
14'-5• d
13'•9' d
13'•3' d 17-10' d 17.3• b
11'-9' b 11'3' b 10%11• b
10-b' b
10'-T b
9'•11• b
2" x 7" x 0.055-w/ insert
18'3' d
1T-5' d
IF -8• d
16'.W d
15'•5' d 14'•11' d
14'-7' d 14'-2- d IYAW d
IY-6' d
13'-3' d 17-11' d
2" x a' x 0.072- x 0.224"
77- d 1TAW d
Ir -10 d
16.5• d 16.10'd 15'3• d 16'•11' d 14'-6' d
14'-1• b
IY.7' b
17-T b
17.9" b
2' x 9" x 0.072- x 0.224-
20'•r d
19'•7- d
IF -9• d
164' d
17'-5' d 16-10- d
163- d 15.10'b
151•3' b
14'-9' b
14'•3' b 13'.10'b
2" x 9" x 0.082" x 0.306'
21'•11' d 20'-10- d 19'•11' d
19'-2' d
18'-6' d 17'•11• d
17-.5' d 16'•11- d
16'-7' d
16'•2- d
15'-8' b
15'-T b
2" x 10' x 0.092" x 0.769'
25'-9' d
24'•5' d
23'3• d
22'•5' d
21'-8' d 21'-0' d
20'•5' d 19'-10- d
19'-5' d 18'-11' d
18'•6' d
18'•2' d
Double Self-MatingTribute
Beams
6'-0-
7--0"
D'-0-
Load Width
9'-0" 10•-0' 1 1 12'-0" 17--0' 1 14'-0"
Allowable Span'L' I bendin 'b' or denection'd'
15'-0' 1
16'-0"
1r-0"
2" x 8" z 0.072" x 0.224"
27-.8' d
27.6' d
21•.6' 6
20'-8- d 19'-11' d
19'3' d 18'•10' d 18'4' d 17'•10' dffld
added to Top or Bottom
17'-1' d
16'•9' d
2" x 9" x 0.072" x 0.224"
25'•11' d
24'•8' d
23'-r d
27-8' d 21'-11' d
21'-3' d 20'-7 d 20'•1' d 194.7- d
18'•9' d
18'4• d
2^ x 9" x 0.082" x 0.706'
27'-8' d
26'•3' d
25'-1- d
24•-2• d 23'4• d
27.7- d 21'-11• d 21'4• d 20--10- d17-11'
d
19'-6' d
2" x 10" x 0.092" x 0.369"
3V-II'dl
30-4' d
2944' d 27.11- d 26'•11' d
26'•1' d 25'3' d 24'-0• d 24'-1' ;f23'
23'-0' d
27.7- d
Double Self4dating
loo
U ll
�
Tributary Load Width
SHEET
Beams with 2 x 4 SMB
7C
09.15-2004
OF 10
added to Top or Bottom
6'-0' 1
7'-0- 8•-0' 1
9'-0' 1 10'-0' 1 11'-0' 1 17-0' 1 17'-0" 1
1.'-0" 1 15'-0"
16'-0" 1
17--0-
(Perpendicular to Webs)
Allowable Span V 1 be Ing W or deflection'd'
2^ x 8" x 0.072" x 0.224"
26-11' d
25'-7' d 24'-5' d
23'-6• d 22'•8' d 21'-11• tl 21'4' d 20'•10' d
20'3' d 19'-10• d
19'•5• d
17.0- d
2" x 9' x 0.072" x 0.224"
29'-3' d 27-10' d 26'•7' d
25'•7' d 24'•8• d 23'•11' d 23'-3' d 27-8' d
22'•1• d 21'-7' d
21'-1' d
20'-W d
2" x 9" x 0.082" x 0.306"
30-.6' d
29'•2' d 27'.11' d 26'-10- d 25'-11• d 25'•1• d 24'3• d 23'-9• d
23'-2• d 22'-7• d
27-2• d
21'-8• d
2" x 10' x 0.092' x 0.769'
35'•2- d
33'-5' d 31'•11- d
30'•9- d 29'-8. 0 28'-9' d 27'-11' d 27'-T d
26'-6' d 25'-11' d
25'4' d Zr-10d
. 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.
2. Spans maybe interpolated.
ti
W QN
C ~ N
L.L 7 `o
� J
LL
O Q I-
Z�f,utni
C W>In
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CIO W 0 X:
t- W j v co
oro
W ItWtnZrO
J O O
N LL-' od
U WaWLL
C ZMw
F
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3 W
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7C
09.15-2004
OF 10
Table 2.1.2-110 Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 sec. wind gust at 110 MPH; using design load of 12 VSF (36 S1SF for Max. Cantilever)
Ai i... in,xn All- 9091 Tl,
2" x 3" x 0.045" Hollow
2' x 3' x 0.050' Hollow Tilt
Load Max. Span V/ bonding -b- or deflection'd)
Width (k.) 1 6 2 Span 3 Span 4 Span Cantilever
Load Max. Span'L' I (bonding'b'
Width (k.) 1 i 2 Spa 3 Span
or deflection V)
4 Span Cantilever
4
TAW d
9'-0' d
9'-10' d
1'-r d
4
7'-0' d
7-0' d
9'-0' d
1'-r 0
5
7'•3' d
8'•11' d
9'-1' b
1'-0' d
S
T -T d
8'•10' d
8'-11' b
1'-0' d
6
6'-10' d
8'-5' d
8'4' b
1'-5' d
6
6'•9' d
9'4' d
a'-1' b
1'-5' d
7
6'-0' d
7.11' b
T-0' b
1'4' d
7
6-5' d
T.9" b
T-0' b
1.4' d
9
6'•T d
T-5' b
T.7 b
1'-3' d
a
6.1' d
T•3' bmbl%l'
1'-T d
d
9
S'-11' d
7'-0' b
6'•10' b
1'-3' d
9
5'•11' d
6'•10' bd
1'-7 d
10
10
5'•r d
6'-0' 0
6-5' 0
1'-7 d
10
5'-0' d
6'-0' b
1'•1 d
d
11
5'-7' d
6'4' b
6-T b
1'-7 d
11
5'-0' d
6'•T b
1'-1' d
d
12
5'•5' d
6'-1' b
5'•11' b
1'-1' d
12
5'4' b
5'-11' b
1 1'-0- d
d
2' x 4' x 0.045- Hollow Till
r x 4' x 0.044' a 0.100' Soh Mating Beam
2' x 4- x 0.044' x 0.100"Self Mating Beam
Load Max. Span V I (bending 'b' or deflection'd')
Width (k.) 1 i 2 span 3 Span 4 Span Ca Nlever
Load Max. Span'L' I bend
Width (ft.) 1 i 2 Span ]Span
ing 'b' or deflection'cr
4 Span Cantilever
Load Max. Span 'L' I (bond in 'b' or deflection'cr
Width (fl.) 1 i 2 Span 3 Span 4 Span Cantilever
4
7•9" d
17-W d
17.3' 0
1'-11' d
4
11'4' d
U'-11' d
14'•3' d
74' 0
5
7-0' d
11'-7 d
10'-11' b
1'•10' d
5
10-.6' d
17.11' d
13'-3' d
7-T d
6
F -W d
10-4' b
7-11' b
1'•r d
6
7-11' d
12'•3' d
17.6' b
7-0' d
7
8'•1' d
7-T b
9'•3' b
1'-0' d
7
7.5' d
11'•7' d
11'.7' b
1'•11' d
a
7'•r d
8'•11' b
W -a- b
1'•r d
a
F-11' d
11'4' d
10--10- b
1'-10' d
9
T-5' d
B'-5' b
9'-2' b
1'-0' d
9
E'-8' d
10-.6 b
10'•2' b
1'-7 d
10
7'-T b
T-11' b
7'•r b
1'4' d
10
64' d
9'•11' b
7-0' b
1'•r 0
11
6'•10' b
T-8* b
T4' b
1'•5' d
11
6.1' d
7-0' b
7.3' b
V -S' d
12
6'4' b
T4' b
T-1' b
1'-5' d
12
7'-10- d
7.1' b
8'-10- b
1'•r d
2'x V x 0.050"x 0.100' Self Mating Beam
2' x 6' x 0.050'x 0.120' Self Mating Beam
T a 6' x 0.050' x 0.120' Sell Mating Beam
Load Max. Span'L' I (banding W or do ection'd')
Width (k.) 1 i 2 Span 3 Span 4 Span Cantilever
Lead Max. Spon'L' /(bend in 'b' or deflection'd
Width (k.) 1 i 2 Span 7 Span 4 Span Cantilever
Load Max. Spa n'L' / (bendin 'b' or defleclion'd')
Wldlh (k.) 1 i 2 SPa 3 Span 4 Span Cantilever
4
1414' d
1744' d
174-8' d
7.11' d
4
16'-5' d
20'4' d
20'•8' d
3'4' 0
S
17-V d
16-1' d
16'•5' d
7-0' d
5
15'-3' d
18'•10' d
19'-3' it
3'-2' d
6
17.3' d
15.2' d
15'-5' b
74i d
6
14'4' d
17'•9' d
17'-10' b
2'•11' d
7
11'-0' d
14'•5' d
14'-3' b
2'•5' d
7
13'-0' d
16-10- d
IF -6' b
2'•10' d
a
11'•2' d
13'•7 d
13'4' b
7-3' d
a
134-W d
15'•11' b
15'•5' b
7-r d
9
10'•7 d
13'-0' b
17.7' b
7.2' d
9
17-6 d
15'-1' 0
147 b
7.7' d
10
10-4' d
174' b
11'-11' b
7.1' d 1
10
1 17.1' d 1
14'4' b
13'-10' b
7.6 d
'If
10-.0' d
I v -r b
11'-5' b
7-1' d I
11
I 11'-r d13'-8'
0
13'•7
9'•3' d
12
7•r d
11'•3' b
10.11' b
1'•11' d
12
11'-5 d
13'-1' b
I Zr
7-1' d
Gabled sloped roofs include gables with a roof slope greater than i' in 120.
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to cooler of Mace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 2.1.2-120 Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 see. wind gust at 120 MPH; using design load of 14 #NSF (43 #USF for Max. Cantilever)
2' x 3' x 0.045' Hollow
2' x 3' x 0.050' Hollow Tilt
Lead Max. Spa n'I:I(bending W or deflection'd'
Width (fL) 1 & 2 Span 3 Span 4 Span Cantilever
Lead Max. Span'L' I (bending V or deflection'd
Width (k.) 1 8 2 Span 3 Span 4 Span Cantilever
4
T•5' of
7.2' d
74' d
1'.6' d
4
7'4' d
9'-0' d
7-7 b
V-47 0
5
6'41' d
8'-0' d
S'-5' b
1'•5' d
5
6'-r d
6.5' d
8'•3' b
1'-5' d
6
6'-W d
7'41' b
T-0' b
1.4' d
6
6'•5' d
7'-9' b
T -W b
1'4' d
7
F -T d
7'-5' b
T.2' b
1'-3' d
7
6'4' d
7'-T b
6'•11' b
1'-3' d
a
5'41' it
64-11' b
6.8' b
1'-2' d
a
5'•10' d
6'-9' b
V -W b
1'-T d
9
6-W d
6-6'6
6.3' b
1'•7 d
9
5'-7' d
6.4' b
6'-7 b
1'-7 d
10
F -W d
6'•7 b
5'•11' b
1'•1' d
10
5'•5 b
6'-0' b
5'-10 b
1'•1 d
11
5' •T b
5'•11' 054-a-
5'' 0
I 1'•1' d
11
1 5'-2- b
5' -9' 0
5-7' b
1'-1' d
12
5'-0- b
5'7 b
5'-5' b
1 1'41' d
12
1 4'-11' b
5.4- b
1 544' 0
1 1'-0- d
2' x 4" x 0.045' Hollow TIN
r x 4' x 0.044' a 0.100' Soh Mating Beam
Load Max. Span V I (bending 'b' or deflection'd')
Width (k.) 1 i 2 span 3 Span 4 Span Ca Nlever
Lead Max. Spa I (bending 'b' or deflection'd')
Width (k.) 1 8 2 Span 3 Span 4 Span Max.
r
4
9'•3' d
114•5' d
11'4' It
1'•11' d
4
10--r d
134.3' d
13'-r d
2'•2* 0
5
S'-7' d
10'-6 b
10-.1' b
1'-9' d
5
7.11' d
1Z4' d
UT d
7•0- d
6
8'•1' d
7-r b
7.3' b
1'•5' d
6
775' d
11'•7' d
IFr 0
1'-11' d
7
T-0' d
8'•10' b
e'•r b
1'•7' d
7
8'-11' d
11'-0- d
10--0' b
1'-10' d
8
744' d
8'-3' b
7'•11' b
1'-0' d
a
8'•6' d
1044' b
94•11' b
1'-r d
9
6'•11' b
7'•10' b
T-0' b
1'•5' d
9
8'•3' d
94•9" b
7-5' b
14-8' d
10
64•7' b
7'-5 b
T-2' b
1'-5' d
10
7'•11' d
9'-3' b
8'•11' b
1'-7' d
11
6'4' b
7'-1' b
6'-10- b
1'4' d
11
1 7'-0' d
8'-10- b
F-6- b
1'-7' d
12
64•1' b
F. b
6'-0' b
1'4' d
12
7'-0' d
S'•5' b
6.7 b
V -T d
2'x S". 0.050' x 0.100' Self Mating Beam
T x 5' x 0.050' x 0.100' Self Mating Beam
2' x 6' x 0.050' x 0.120' Self Mating Beam
2' x 6' x 0.050'x 0.120' Self Mating Beam
Lead Max. Spsn'L' 1(bonding V or deflection W)
Width (N.) 1 a 2 Span 3 Span 4 Span Ca ax.
Load Max. Span'L' I (banding W or do ection'd')
Width (k.) 1 i 2 Span 3 Span 4 Span Cantilever
4
13'4' d
16'•6' d
16'-10' d
1 2'•r d
4
15-7' d112'.1'
d
17.8' d
7.2' 0
5
12'•5' d
15'•3' d
15'•7- d
7.6' d
5
14'-6' d
d
18'•1' b
7-11' d
6
11'-0' d
14'•5 d
14'-3' b
74' d
6
13'•8' d
d
16'-W b
7.7 d
7
11'-1' d
13'-8' d
13'-3' b
7-3' d
7
17-11' d
b
15'4' b
2'-8' d
a
10'•7' d
12'•10' b
174' b
7-2' d
a
17-5' d'
b
14'4' b
2'-W d
9
10'-7 d
12'-1' 0
11'-8' b
7.1' d
9
11'.11' d'
b
13'-6' b
2'•5' d
10
9'-10' d
11'•5' b
11'•1' b
7•0- d
10
11'-6' d
b
17.10' b
2'4' d
11
9'-6- d
10'•11' b
10--7' b
1'-11' d
11
11'-2' d
-b
17.7 b
2'•3' d
12
9'•3' d
10'•5' b
10-.1' b
1'•11' d
12
10.10' b
b
11'-8' b
2'•0 d
*Gabled sloped roofs include gables with a roof slope greater than 1' in 12'.
Notes:
1. Above spans do not include length of knee Mace. Add horizontal distance from upright to center of brace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
Table 2.1.2.130 Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 sec. wind gust at 130 MPH; using design load of 16 #ISF (50 VSF for Max. Cantilever)
2' x 3" x 0.045' Hollow
2' x 3" x 0.050' Hollow Tilt
Load Max. Sparc V I (bending W or denection'd')
Width (k.) 1 i 2 Span 3 Span 4 Span Cant lever
Load Max. $pan'L' 1(bending'b' or deflection V)
Width (k.) I i 2 Span 3 Span 4 Span Cantilever
4
T-1' d 1
5'-9' d
8'•10' b
1'-5' d
4
6'-11' d
8'-0' d
8'•7- b
1'•5' d
5
6'-7' d
8'•2* d
T-11' b
1'4' d
5
6%6' d
7'-11' b
7'-0' b
1'4' d
6
6'-3' d
7'•5' b
7'•2' b
1'-3' d
6
6'•1' d
7'•3' b
7'-0' b
1'•3' d
7
5'•11' d
6-11' b
64' b
1'•7 d
7
5'•10' -d
6'•9' b
6'•6' b
1'-7 d
a
5'-8' d
6'-5' b
6.3' b
1'-2" d
a
5'•7' d
64' b
6-1' b
1'-1' d
9
5'•5' d
6'•1' b
5'•11' b
1'-1' d
9
1 5.4' 0
5'•11' b
5'•r b
1'-1' d
10
5'-2' b
5'-r b 1
5'•7' b
I 1'-1' d
10
5'-W b
5'-0'1'-1-
4'-11' b
d
11
a'-11' 6
5'-0' 0
5'4' b
t'-0' d
11
4'•10' b
5'4• b
S'-2' b
1'-0' d
12
4'-r b
5'•3' b 1
5'•1- 0
I 0--11' d
12
1 4'•7' b I
5'•2' It
1 4'•11' b
I 0-.11' d
2' x 4' x 0.045' Hollow Tilt
2' x 4' x 0.044' x 0.100' Self Mating Beam
Load Max. Spsn'L' 1(bending War defleolion'd'
Width Ik.l 1 i 2 Span3 Span 4 Span Camilever
Load Max. Span V1(bond
Width (k.) 1 i 2 Span 3 Span
in '0' or deflection'd'
4 Span Cantilever
4
0'•10' d
10'•11' d
10'-7' b
1'•r d
4
194' d
17.9' d
17.11' d
2'•1' d
5
9'•7 d
9'-10' b
7-0' b
V -r d
5
7.7' d
11'•10' d
11'-10' b
1'-11' d
6
T.9' d
8'•11' b
e'-0' b
1'.r d
6
6.11' d
11'-1' d
17-10- b
1'-10' d
7
7'4' d
8'•3' b
7'-1 1' b
1'-6' d
7
V.6' d
10-4' 'b
7.11' b
1'•r d
6
6%11' b
T•9' b
7'.6' b
1'-5' d
8
9'-7 d
7-0' b
9'4' b
V-8' d
9
F -F b
7'4' b
7'-1' b
1.4' d
9
T-10- d
7.1' b
8'-10- b
1'-r d
10
6'•7 b
6'-11' b
6'-0' b
1'4' d
10
7'-7' d
8'-0' 0
a'4' b
1'-0' d
11
5'•11' tl
w -T 0
5'-5' 0
1'-3' d
11
7u' d
8'-3' b
T•11- b
1'4' d
12
5'-0' b
6'4' b
6'-1' b
1'-T d
12
7'•1' 0
7'•11' b
T -W b
1'•5' d
T x 5' x 0.050' x 0.100' Self Mating Beam
2" x 6' x OASV x 0.120' Sell Mating Beam
2' x 6' x 0.050'x 0.120' Self Mating Beam
Lead Mu. Span'L' I (bon din
Width (k.) i 8 2 Span 3 Span
Lead Mm. Span'L' I bends
Width (N.) 1 i 2 Span 3 Span
WordeflectionVI
4 Span Cantilever
Load Max. Spa I (bendin 'b' or do sctiorl'd
X.
4 Span Cantilever
Width (f .) 1 i 2 SpanM14'-Ilr
4
12'•7 d
154•7 d
16'-1' d
2'-7' d
4
14'-11' d
104' b
18'•10' d
7.0' d
5
11'-10' d
14'-r d
140-9' b
2'-5' d
5
13'-10- d
15-6' b
16'•11' b
Z•10' d
6
11'-7 d
13'•7 d
13'4' b
Z-3' d
6
13'-0' d
14'.2- b
15'-5' b
7-0' d
7
10.7' d
17.10' b
1204' b
7.7 d
7
12'•5' d
17-2' b
14'4' b
Z -V d
6
10•1' d
11'-11' b
11'•7' b
7-1' d
a
11'-10' d
17.3' b
13'-5' b
7.5' d
9
7-r d
11'-3' 0
10-.11' b
1'-11' d
9
11'-5' d
11'•7' b
17-r b
74' d
10d
9'-10' b
10--r 0
10-4 b
1'•11' d
10
10-.11' d
-b
11'-11' b
7-7 d
8'•5 b
9'4' b
9'-1' b
1'-9' d
1'-10' d
11
10-•r D
11'•10- 0
11'-5' b
I 7.7 d
12
8'•r b
7.7 b
7.5' b
1'-10- d
12
10--1' b
11'4' b
16-11' b
7-1' d
Gabled sloped roofs include gables with a fool slope greater than I'm 17.
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam
corclection to the above spans for total beam spans. -
2. Spans maybe interpolated.
Table 2.1.2-140A Allowable Roof Beam Spans
For Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 sec. wind gust at 140A MPH; using design load of 19 #ISF (58 OISF for Max. Cantilever)
2' x 3" x 0.045' Hollow
2' x 3' x 0.050' Hollow TIN
Load Max. Span VI (bending'b' or deflection'd'
Width (k.) 1 i 2 Span 3 Span 4 Span Ca Max.
Load Max. Span 1: / (be ndin W or deflection'd
Width (?Ll 1 8 2 Span 3 Span 4 Span C. Max.
ilever
4
6•9' d
844' d
8'4' b
1.4' d
4
6'-r d
B'•2' d
7'-11' b
1'4' d
5
6'-3' d
T -W b
T-3' b
1'•T d
5
6•2' d
7'4' b
T-1' b
1'-3' d
6
F-10- d
6'-10' b
6'-7' b
1'•7 d
6
5'•9' d
6'-0' b
6.5' b
1'-2' d
7
5'•7' d
64' b
F-1' b
1'•2' d
7
6-6' d
6'-2' b
5'•11' b
1'-1' d
8
5'4' b
6•11' b
5'-9' b
1'•1' d
a
5'-7 b
5'-9' b
5'•7' b
1'•1' d
9
4'-11' b
5'•7- b
5'-5' b
1'-1' d
9
4'-10' b
5'-5' b
5'•3' b
1'-0' d
10
4'-9' b
5'4' b
5'•1' b
1'-0' d
10
4'•r b
5'-2' b
4'-11' b
0'-11' d
11
4'-6 b
5'•1' b
4'-11' b
0'-11' d
11
4'-5' b 1
4'.11' b
4'•9' b
l 0-11' d
12
1 4'4' b
4'-10' b
4'-a- b
0'-11' d
12
4'-3' b 1
4'-r b
1 4'-7' b
1 0.11' d
r x 4' x 0.04S' Hollow Tilt
T x 4' x 0.044' x 0.100' SON Mating Beam
Lead Max. Spon'L' / The ndin 'b' or deflectlon'd
Width (k.) 1 8 Z Span 3 Span 4 Span Cantilever
Lead Max. Span'L' I (bending 'b' or denection'd
Width (K) 1 i 2 Span ' 3 Span 4 Span Cantilever,
4
64' d
10-.1' b
7.9' b
V-6- d
4
7•9' d
12'4r d
17-7 b
1'-11' d
5
7'-r d
6.11' b
84-W b
1'•7' d
5
7-0' d
11'•2' d
10'-10' b
1'-10' d
6
7'-3' d
8'-2' b
7'-11' 0
V -W d
6
6-0' d
10-.3' b
7.11' b
1'•9' d
7
6'-10- b
7'•7' b
7'4' b
1'•5' d
7
8'-1' d
9'•6' b
9'•2' b
1'-8' d
a
64' b
T-1' b
6'-10' b
74' d
a
T-9' d
8'-11' b
8'-7' b
1'-r d
9
5'•11' b
6'-0' b
6'-0' b
1'4' d
9
T•5' d
9'4' b
8'•1' b
1'-0' d
10
5'-0'b
64' b
6'-2' b
1'•7 d
10
T-1' b
T-11' b
7'-0' b
1'-0' d
11
5'-5' b 1
6'4' b
5'•10' b
1'-T d
11
6-9' b 1
T-7' b
7.4' b
1'•5' d
12
5'-T b 1
5'-10' b
5'•7' 6
I 1'-2' d
U
6.-T b 1
7'•3' b
7'-0- b
1 1'•5' d
2" x 5' x 0.050" x 0.100' Self Mating Beam
2" x 6' x OASV x 0.120' Sell Mating Beam
Lead Mu. Span'L' I (bon din
Width (k.) i 8 2 Span 3 Span
'b' or deftection'cri
4 Span Cantilever
Lead Max. Span'L' I (be ndin 'b' or deflection'd
Width (k.) 1 6 2 Span 3 Span 4 Span Camilever
4
17.1' d
14'-10' d
IT -V b
I 7-0' d
4
14.1' d
10.54 if
104' b
7-11' d
5
11'•2' d
1TAW d
13'•5' b
Z-3' d
5
13'-1' d
16•1' b
15-6' b
2'-8' d
6
10-.6' d
12'-0' b
17-3' b
7.7 d
6
174' d
u'-0' b
14'.2- b
7-6- d
7
9'-11' d
11'-9' b
11'4' b
2'-0' d
7
11'-6' d
137 b
17-2' b
2'•5' d
a
7-7' d
19•11' b
10'•7- b
1'-11' d
8
11440 d
12'•9' b
17.3' b
2'-3' d
9
7-2' d
10'4' b
10'-W b
1'-11' d
9
10'•9' b
11'•11' b
11'•7' b
2'-0 d
10
8'•9' 0
9'-10' b
9'-0' b
1' -10' d
10
10'-2' b
11'4' b
10'-11' b
7.1' d
11
8'•5 b
9'4' b
9'-1' b
1'-9' d
11
7.6' b
10'-10- b
-0
10-' b
7-1' d
12 -
8'•0' b
6'•11' b
8'-0' b
1'•a' d
12
7.3' b
10'•5' b
10--0' b
I 1'-11' d
Gabled sloped roofs include gables with a rod slope greater than 1' in 17.
Notes:
1. Above spans do not include length of knee Mace. Add horizontal distance from upright to center of Mace to beam
connection to the above spans for total beam spans.
2. Spans may be interpolated.
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Table 2.1.4.110 Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 second wind gust at 110 MPH velocity; using design load of 12 #ISF
Aluminum All.. 6063 TA
Single Self -Mating
Beams
Tributary Load Width
V -V T-0" 9'-0" 9'-0' 10'-0"1 11'-0" 12'-0" 13'-0' 1 14.4- 1 15'-0"
Allowable Span'L" I bendin 'b• or deflection'd'
2" x 4" x 0.044" x 0.100"
9'-11• d 9-5' d 8'.11' d 8'-0' d 8'4' d 8'-1' d 7'-10' d 7'6' d 7'-5- d T-3' d 7'-1' b 6'-10- b
2" x 5" x 0.050' x 0.100"
17-3' d 11'-8' d 11'-2' d 101-8. 0 10'4' d 19-W d 9-9' d 9'6' d 9'-3' d 9'-0' d 8'-9' b 8'4' b
2" x 6' x 0.050" x 0.120"
14'-40 d 13'-80 d 134-0- d 17.6" d 12'•1' d 11'-9• d 11'-5- d 11'•1' d 101.10" b 101-5" b 10'-1• b 9'-10' b
2" x 7" x 0.055" x 0.120"
16'4' d 15'•6' d 14-10' d 14'•3' d 13'-9" d 13'-4' d 12'-11' d 12'-0' d 17-Y b 11'-9' b 11'-5' b 11'-1' b
2" x 7" x 0.055" wl insert
19-9' d 18'-9' d 17'-11' d 1 T-3- d 16'6" d 16'•' d 15'-8' d 15'-3" d 14'•11" d 14'.7- d 14'•3' d 13'•11' d
2" x 8' x 0.072" x 0.224"
20'-3' d 19'-3' d 18'•5' d 17'-8• d 17'•1' d 16-1 d 16.1' d 15'-8' d 15'-3' d 14'-11' d 14'-1 d 14'-3- b
2" x 9" x 0.072" x 0.224•
22'-3' d 21'-1' d 201-2" d 19.5' d 18'•9 d 18'•2' d 1T -e- d 17'-21 d 16'-9• d 16'4• d 15'-11' b 15'6- b
2" x 9" x 0.082" x 0.306"
23'-8' d 22'-5' d 21'-6• d 20'-8' d 19-11' d 19'4' d 18'-9' d 18'-7 d 17'-10• d 1 T-5' d IT -I" d 16'•6' d
2" x 10• x 0.092" x 0.369"
27'-8' ill26'4- d 25'-2" d 24'-2' d 23'4- d 22'-0' d 21'-11• d 21'•5' d 20'-11' d 20'-5' d 19-11" d 19-7- d
Double SeO•klating TNbuta Lwd Width
Beams 6'-0" 7.4- 8--0" 9'-0' 10'-0" 11'-0" 12'-0' 57 1 14'7 I 5'-0" I 6'-0" I 121-0"
Allowable Span'L' 1 b ding b' or deflection'd'
!" z 8' x 0.072" x 0224" 25'-6• dl 24'-3' ill 274' dl 22'-3' ill 21'-6" d
!" •9' tl 19-3" it18'•10' d 18'-5' ill 8-0'
7 J'
'-5di •8" ill21'•1• d 20'7- d 29.2- d 19•90
!" x 9" x 0.072" a 0.224" 221.11' d 26'21 d 25'-5" d 24 027d 9'
x 9' x 0.082" x 0.306" Z9 -9 d 28•3- di 27'-1" di 26'-0• di 25'4- dj 24'4' di 23'6' di 27.0" di 27.5' di 21-11' dj 21'4• di 21'•1-
!" x 10" x 0.092" x 0.369" 34'-5' di 32'-8' ill 31'-3' di 37-10 di 29-W ill 28'•1" dl 2214' di 26'•7' di 25'-11' ill 25'4• di 24-10' di 24'4'
Double Self -Mating
Tributary Load Width
Beams
d 7'6- d 7'•5• d 7'-3' b 6'•11' b T-9' b 6'•7' b 6'4- b
9'-5' d 8'-11' d 8'6' d 8'-2' dV222T
with 2 x 4 SMB added
11'-8' d I VA' tl 101-7' d 101-2" dd 9.6' d 9.3' d 8'-11' b 8'6' b 8'4• b 8'-1- b 7'-10' b
to Top or Bottom
6'-0" 1 7'-0" 8'-0" 9'-0" 10'-0' 11'-0" 17-0' 1 13'-0' 1 14'-0" 1 15'-0' 1 16'-0" 1 17'.0 -
(perpendicular to Webs)
Allowable Span V 1 bendin 'b' or deflection'd'
2' x 8' s 0.072" x 0.224'
28'•11- d 27'-7' d 26'4' d 25'4' d 24'•5- d 23'-8- d 2' d 27.5' d 21'•10' ill21.4' ill201-11• ill20'-6' d
2" x 9" x 0.072" x 0224'
31'-7-d 29-11' d 28'-8- d 27'•7- d 26'•1 d 25'-9' d 25'•0" d 24'-5- d 23'-9' d 23'-3' d 27.9- ill22'4- d
2" x 9" x 0.082" x 0.306'
33'-1- d 31'-5- d 30'-0- d 28'-10' d 2T-11' d 2T -W d 26'•3- d 25'•7- d 24'-11• d 24'4- d 23'•10' d 23'4' d
2' x 10' x 0.092" x 0.369"
37'•11' di 35'-11' ill 34'-5- ill 33'-1" di 31'-11- ill 30'-11• di 30'•1' ill 29'-7 ill 28'-7' di 27'-11' di 274• di 26'-9' d
uaonee aropee room mcmoe gaones wrm a roor scope greater man i- in lr.
Note:
1. II is recommended that the engineer be consulted on any carrier beam Ilial spans more than 35'
2. Spans are based on 110 M.P.H. wind bad plus dead load for framing.
3. Span is measured from carrier of connection to fascia or wall connection.
4. Above spans do rat include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
S. Spans may be interpolated.
Table 2.1.4-120 Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 second wind gust at 120 MPH velocity; using design load of 14 #ISF
aluminum
All.. Mat T1.
-Single Salt -Mating
Beams
Tribute Lwd Width
6'-0" 7'-0" 8%0- 9.4- 10'-0" 11'-0"1 17-0• 1 13'-0" 1 14'-0" 1 15'-0' I 16'-0" 117%0 -
Allowable Span V 1 bendin b' or de8ection'd'
2" s 4' z 0.044" x 0.100"
d 7'6- d 7'•5• d 7'-3' b 6'•11' b T-9' b 6'•7' b 6'4- b
9'-5' d 8'-11' d 8'6' d 8'-2' dV222T
2" x 5"10.050" x 0.100"
11'-8' d I VA' tl 101-7' d 101-2" dd 9.6' d 9.3' d 8'-11' b 8'6' b 8'4• b 8'-1- b 7'-10' b
2"x 6- x 0.050" x 0.120'
13'-8• d 17-11" d 17-5' d 11'-11' dd 11'•21 d 10'-10' b 10'-S' b 10'-0- b 9-8' b 9'4" b 9-1' b
2"x 7" x 0.055" x 0.120'
15'-6' d 14'.9' d 14'-1' d 13'-T dd 17.80 d 17-2• b 114-F b 11'-3• b 10'•11" b 101-1 b 10'•3' b
2" x 7" x 0.055• wl Insert
18'-9' d 17'-10' d 1T.0' d 16-5• d d IF4' d 14'•11' d 14'-6' d 14'-' d 17-10' d 13'-6• d 13'•3' d
2" a 8" x 0.072- x 0224"
19.3' d 18'-3" d 1214' d 16'-10• d d IF.9" d IT -7 d 14'-10' d 14'-6• d 14'-1" b 13'-7- b 13'-3' b
2^ x 9' x 0.072' x 0.224"
21'-1' d 20'•1- tl 19'•2• d 18'•5• d' d 17'-3' d 16'-9' d 16'4' d 15'-9' b 15'-3' b 14'.9' b 14'4• b
2" x 9' x 0.082" s 0.306"
22'-5' d 21'4' tl 2101.5' d 19'-7- d• d 184' d 17'•10' d 17'4' d 16'-11• d 16'-7' d 16'-Y d 15'•9' b
2" x 10" x 0.092" s 0.369"
26'4" d 24'-11' d 23'•11' d 27-11' d d 21'-6• d 201-11. d 20'4' d 19.10• d 19-5' d 18'•11" d 18'-7' d
Double Seff-Mating TNbuta Lwd Width
Beams 6--0" 7'-0' 8'-0' 9--0- 10'-0" 11'-0" 12'-0'j 13'-0' I 14'-0" 1 15--0' 1 16'-0" I 17'-0"
Allowable Span •L" I bendin b' or deflection'd'
I" x a" x 0.072" x 0.224" 24'-3' ill 23'•0- ill 22'-0' d 21'-2' d 20'•5' d 19'-10' d 19.3• d 18'-9' d 18'-3' d 1T-10' d 1216' d 17'•1'
C x 9' x 0.072- x 0.224" 26'-7• d '-3
25- d 24'-Y ill23'•3' d 27.5- ill21•9 d 21'-1' d 20'-7- di 201-1' di 19-7- di 19-2- di 18'-9-
!" x 9' x 0.082" x 0.306" 28'-3• d 1 26-10' di 25'6- di 24'-9' di 23'-10' di 23'-1' dl 22'•5• di 21'-10- di 21'4' di 201.10" di 20'•5' di 19'•11'
!" x 10" x 0.092" x 0.369" 37-8' di 31'-1' di 29.8" di 28'•7' ill 27'-7' di 266• dl 25-11' d 25-7 di 24'6' di 24'-1' ill 23•1 dl 23'-1'
Double Self -Mating
Tributary Load Width
Beams
8'-11' d 8'6' d 8'•' d 7'-10' d 7'•7' d T4' d 7'-1' b 6'-9' b 6'-T b 6'4' b 6'•1' b 5'•11' b
with 2 x 4 SMB added
11'•2- d 10'•7' d 10'-1' d 9'-9' d F -S" d 9'4" d 8'-9' b 8'•5' b 8'•1' b 7'-10' b T-7- b 7'4' b
to Top or Bottom
6•-0" 1 7'-0" 1 8'-0' 1 9'-0" 1 10'•0' I 11'-0" 1 12'-0" 1 13'-V 1 14'-0" 1 15'-0" I 16'-0" I 121-0"
(Perpendicular to Webs)
Allowable Span V I be ding 'b' or deflectlon'd'
2• x a' x 0.072" x 0224'
27'•7' di 26'-2" di 25'-0' di 24'-1' d 23'-3' d 276• d 21'-10' d 21'•3- ill20'-9' d 20'4' d 19'•10' d 19'•6' d
2- x 9' z 0.072- x 0.224"
27-11' d 28'•6' d 27'•3' d 26'-2' d 25'•7 d 26.6' d 23'-9' d 23'-' di 22'-7' di 22'-1' di 21'-7' ill 21'•2' d
2" x 9" x 0.082" x 0.306•
31'-5' dl 29-10• di 28'-6' di 27'•5' di 26'-6- dl 25'46' di 24'-11' dl 24'•3" di 23'-8' di 23'•2' di 27-8' di 22'-2' d
2" x 10" x 0.092" x 0.369' 135'-Il'
di 34'•2' di 32'•8' dj 31'•5' dj 30'4' di 29'-5" ill 28'•7' di 221-10' ill 27'•2' di 26•6' di 26-11' di 25'-5' d
Note:
1. It Is recommended that the engineer be consulted on any carder beam that spans more than 35
2. Spans are based on 120 M.P.H. wind bad plus dead bad for framing.
3. Span is measured from center of connection to fascia a wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of Mace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 2.1.4-130 Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 second wind gust at 13OMPH velocity; using design load of 16 #ISF
el .....:....... eu..., ana3 r�
Single Self -Mating
Beams
Tributary Load Width
6'-0" T-0" I 8'-0" I 9'-0" 1 10'-0' 1 11'-0- 12'-0" 1 13'-0' 1 14'-0" 15'-0' 1 16'-0" 121-0'
Allowable Span Y' I be ding 'b" or deflection 'if
2" x 4' x 0.044" x 0.100"
8'-11' d 8'6' d 8'•' d 7'-10' d 7'•7' d T4' d 7'-1' b 6'-9' b 6'-T b 6'4' b 6'•1' b 5'•11' b
2" x 5" x 0.050" x 0.100"
11'•2- d 10'•7' d 10'-1' d 9'-9' d F -S" d 9'4" d 8'-9' b 8'•5' b 8'•1' b 7'-10' b T-7- b 7'4' b
2^ x 6' x 0.050• x 0.120"
13'-0' d 17-5' d 11'-10" d 11'-5' d 10'•11' d 10'•7' b 10'-1" b 9-9- b 94' b 9'•1' b 8'-9 b 8'6" b
2" x 7" x 0.055' x 0.120"
14'-10' d 14'-1' d 13'-6- d 1Z-11' d 176' b 11'-11' b 11'-5' b 10'•11' b 101-7' b 10'-'b 9'-10- b 9'-7' b
2" x 7" x 0.055" w/ insert
17'-11' d 17'-0' d 16'-4- d IF -8' d 15'•2- d 14'•8' d 14'-3' d 13'-10' d 13'-6' d 13'•3' d 12'•11' d 17-8' d
2" x 8" x 0.072" x 0.224"
18'-5' O 17'4• d 16'•9- d 16'•1' d 15'6' d 15'-0' d 14'•7' d 14'•2- b 13'-7' b 13'•21 b 12'-T b 12'-4- b
2" x 9' x 0.072" x 0.224"
217-' d 1914' d 1814" d 17'-8' d 174-0• d 16'•6' d 15'•11' b 1T.4" b 14'-9' b 14'-3' b 13'-10' b 13'•5' b
2" x 9" x 0.082" x 0.306'
21'-6- d 20'-5- d 196' d 18'-9' d 18'-1' d 17'•7' d 1T•1' d 16'-7' d 16'-2' d 154•8- b 15'-2' b 14'-9• b
2" x 10" x 0.09' x 0.369"
25'-Y d 23'-11' d 22'-10' d 21'-11• d 21'•3' d 20'-7' d 19'•11' d 19'-5• d 18'•11' d 18'-6' d 18'-21 d 17'-8' b
Double SeN44ating Tributary Load Width
Beams 6--0" T-0' 5.0 F-0" 10'-0" 11'-0" 12'-0' 13'-0' 1 14'-0" 1 15'-0• I 16•-0' I 121-0'
Allowable Span *I: 1 be ding •b' or deflection'd
x 8' x 0.072" x 0.224" 23'•2' d 22'-0" d 21'•1' d 201-3' d 19'-7• d 18'-11" d 18'•5• tl 1 T-11- d 121.6' d 17'•1' d 16'-9' d 16'•5-
'" x 9' x 0.072" x 0.224" 25'•5' d 24'-2' d 23'•1' d 22'•3- d 21'•5- d 201.9- d 20'•' d 19-2' di 18'•9• d 18'4' d 17'•11•
x 9' x 0.082^ x 0.306^ 27'-1- di 25'6' di 24'•7- d 23'-8' di 22'•10- ill 27-1' di 21'4- di 20'-11• di 20'•5- di 19.11' d 19'-6- d 19.1-
" x 10" x 0.092" x 0.369^ 31'-7 di 29'4' ill 28'•5' d 27'4- di 26'4- ill 25'-6- di 24'•10- di 24'-2- di Z3'-7- di 23'•0• di 22'-6- d 27-1'
Double Self -Mating
Beams Tributary Load Width
with 2 x 4 SMB added
to Top or Bottom 6'-0' 7'-0" 8'-0" 9'-0" 1 10'-0" 1 11'-0' .1 12'-0" 1 13'-0" 1 14'-0- . 15'4" 16'-0" Ir -0 -
'(Perpendicular to Webs) Allowable Span"CTOe1101n 'b' of'd4flecdon'd' - - ---'� - •__ _.. _ .
2" x 6" x 0.072" x 0.224' 26'4' d 25'-0' d 27-11' d 23 lrr d '27-3' di -2l'-6' ill20'•11• d 20'4' ill19.10' d 19-5' d 18'•11• d 18'-7' d
2' x 9" x 0.072" x 0.224" 28'-8' d 27'-3• d 26'-0" d 25'•0" d 24'-2' tl 23'•5' d 22'-9 d 27-2"d 21'-7' d 21'•1' d 2016' d 2101.3' d
2" x 9' x 0.082" x 0.306' 30'-0- d 28'-6- d 27--3' d 26'•3" ill25'4- d 24'•6' d 23'-10• d 27-' d 27-0- d 22'•' d 21'-8' d 21'-7 d
2"x 10" x 0.092' x 0.369" 1 34'-5' di 37.6" ill 31'-7 ill 30'•1• ill 29'.W di 28'-1• di 27'4• ill 26'-1 dl 25'.11' ill 25'4' it 24'•10' di 24'4' d
' Gabled sloped roofs include gables with a roof slope greater than 1' In 12".
Note:
1. It is recommended that the engineer be consulted on any carrier Imam that spans more than 35'
2. Spans are based on 120 M.P.H. wind bad plus dead bad for framing. 1
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do rat 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 2.1.4-140A Allowable Spans For Miscellaneous Framing Beams Used
in Attached Covers, Fourth Wall Structures, or Freestanding Gabled Carports
For 3 second wind gust at 140A MPH velocity; using design load of 19 #ISF
er.....:....... eu.... cnex 211
Single Self-MatingTributary
Beams
6'-0"
T-0-
a'-0'
Lwd Width
9'.01 10'.V 11'-0" 12'-0' 1 17-0' 1 14'-0'
Allowable Span'L' I bending W or deflection'd'
15'-0"
16'4"
17'.0 -
" 4" x 0.044" x 0.100"
2 z
8'6' d
'-1'
8 d
7'- '
9 d
7'- '
5 d
'-1'
7 b 6'-9' b
6'6' b
6'-3• b
6'-0- b
6-10' b
T-7' b
5'•5' b
2" x 5• x 0.050" x 0.100'
10'-6- d
9-11• d
9'-7' d
9.2' d
6•9' b 8'•5" b
8'-0' b
7'•9' b
7.5- b
7'•2' b 6'-11' .b
6'-9' b
2" x 6" x 0.050" x 0.120"
174- it
11•-8' d
I V.2' d
10'•9- b
101-21 b 96' b
9-3' b 8'-11' b
8'-7- b
8'4' b
8'•0' b
2"-10' b
2- x 7" x 0.055" x 0.120'
14'-0' d
174' d
17.9' d
17-1' b
11'-5' b 10%11' b
101.5' b
10'-0' b
96' b
94• b
9'-1" b
81•9' b
2" x 7" x 0.055" cal insert
1 16'•11' d
16•1• d
15'•5- d 14'-10' d
14%3' d 13'-10' d
13'•5- d
13'-1' d
1Z-9' d
17-5' b
12'-0- b
11'-8' b
2" x 8' x 0.072" x 0.224"
1214" d
16'-6- d
15'•9- d
15'-2' d
14'-8' d 14'-1' b
17•6' b 17.11' b
1Z-6• b
17-1' b
11'-8" b
11'4- b
2- x 9" ■ 0.072' x 0224"
19-1" d
18'-1- d
17'4- d
16'-0' d
16-0' to 15'-3' to
14'.8' b
14'•1' b
13'-7' b
17-1- b
12'-0' b
12'4' b
2" x 9" x 0.082" x 0.306"
20'-7 d
19-3• d
18'•5' d
lr-9- d
17'-1- d •7'
-'- b
6d84-
15-5- b 14'•10 b
14'4' b 13'-11' b
136- b65d8
x 10' x 0.092" x 0.369'
23'•9• d
22'-1 d
21'-7" d
20'-9' d
20- d 19
69b
16'-3' b2"
Double Self -Mating
Beams
6'-0"
7--0" 8•-0'
Tributary load Width
9%0" 10'•0" 11'-0' 12'.0 13'-0" 1 111-0" 1
Allowable Span'L' I being'W or deflection'd'
15'-0"
17--o-
16M16'41-d
2" x 8" x 0.072" x 0.224"
21-11• d
20•9 d 19'-11' d
19.1' d 18'6' d 17'•11' d 17'4' d 16'•11' d
16'•6' d
16'-2' d
15'2"
x 9" x 0.072' x 0.224"
24'-0' d 27-10' d 21'• 10' d 20'-i 1' d 201.3' d 19'-7' d 19'-1' it 18'-7' d
16'•1' d
1216' d
17'2-
x 9' x 0.062" x 0.306"
25'-7' d
24'-J" d 23'•3- d
22'4- d 21'•7- d 20'•11• d 20'-3' d 19.9• d
19'-7 d 18'•10' it
18'2"
x 10" x 0.092" x 0.369"
29'6' d
28'•0• d 26'•10'd
25'-9' d 24'-11' d 24'-1' d 23'•5- d 27.10-d
27.3• d
21'-9• d
21'
Double Self -Mating
W Q N
Tributary Load Width
/1 N
LL. in _J
J
Beams
in LL
�+ OQr-
U Z Y
F O^
wQ�Y,q
with 2 x 4 SMB added
41)m o. a o
Co CO Oit1^
1111
W UlcnZ-
to Top or Bottom
6-0" 1 7'-0' 1
8'-0" 1
9%0" 1 10'-0" 1
11'-0" 1 17-0" 1 13'-0' 1
14"-0" 1 15'-0" 1
16'-0" 17--o-
(Perpendicular to Webs)
2 m
W
Allowable Span'L'
1 bending'b' or dellectfon'd'
2" x 5"_x 0.072' x 0.22A"
24'-11" d 23'-8" d
27-7- d
21'-9' d 20'-11' d
20'4' d 19-9' d 19'-3- d
18'-9- d 18'4' d 17'-11' b
2" x 9" x 0.072" x 0.224'
27'-1' d 25'-9- d
24'•7" tl
23'•8• d 27.10' d
27.1- d 21'-6' d 201 -it'd
20'•5- d 19'•11' d
19'•5- b 18'-10' b
2- x 9- x 0.062' x 0.306'
28'4- d 26'-11' d
25'•9- d
24'-9' d 23'-11' d
23'-21 d 22'-6- d 21'-11' d
21'-5- d 201.11' d
20'-5" d 20'-0' d
2" x 10" x 0.092- x 0.369'
376- d 30'-10' d
296- d
28'•5- d 27'•5' d
26'-7' d 25'-10' d 25'•1' d
24'-6- d 23'-11' d
23'-5' d 22'•11' d
*Gabled sloped roofs include gables with a root slope greater than Vin 121.
Note:
1. itis
recommended that the engineer be consulted on any cattier beam that spans more than 39
2. Spans are based on 140A M.P.H. wind load plus dead bad for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
5. Spans may be interpolated.
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Table 2.2.1 Allowable Attributable Roof Area per Post for Carports,
Patio Covers, and other Open Buildings - ALUMINUM POSTS
Example
rna Koor was rveeoeo; urea = A; Post bpactng = a-: btruclure Protection = w:
A = S x (W/2 + O.H.); if 5' = 10'. W = 24', and O.H. = 7 Oren:'Area' = 140 Sq. Ft.
a. For a 9'S Post and 120 m.p.h. wind food of 14 01 Sq. Ft. Hast choices are:
1.7 x 3' x 0.045- Hollow Extrusion
2. AS post saes listed below the T x 3' x 0.045' Hollow Section
It. It job conditions dictate a Host hieght of 10'•11• for A • 140 Sq. Ft. and 120 MPH wind zone.
then 0T x 3' x 0.0450 Holow Extrusion can NOT be used since 4 can only support a roof area of 114 Sq. Ft.
Thus, design must fatally both height and area requirements.
Note:
1. Spans may be interpolated.
2. -For free standing covers, multiply above roof areas by 125 (except for 100 MPH).
Table 2.2.2 Allowable Attributable Roof Area per Post for Carports,
Patio Covers, and other Open Buildings - ALUMINUM POSTS
Post Slxe
Aluminum Post
Aluminum Post
Minimum a
Knee Brace Screws
Hollow Sections
Wind Load (MPH)
100 1 110 1 120 1 127 1
130 1
140A
1408 i ISO
Attached Cover Uplift' =
10 NSF 1 12 VISE 1 141115E 1 15 NSF 1
16 NSF 1
19 NISf
1 30 NSF
Free standing Uplift =
10 NSF I10 NSF 11 NSF 12 NSF
13 NSF
15 NSF
30 NSF
Maximum
I 10 NSF I 11 NSF I 12 NSF I
Allowable Roof Area In S uare Feet for Various Loads on Post
Height
Load
(lbs.)
T x 2" x 0.044" Hollow Extrusion or
2" x 2" x 0.045" Snap Extrusion -Aluminum Alloy 6063 T$
10
Allowable Roof Area in Square Feet for Various Loads on Post
ht
Load lbs.) 3' x 1" x 0.090" Hollow Extrusion •Aluminum Alb 6067 T$
206 1 2 147 1 138 1
129
109
1
8'.7-111
346
155 129 111 1
97
811
52
91-10"
1,204
120 I 100 I Do I DU I
75 I
63
I
111•1"
903
911 1 75 1 65 1 60 1
56 I
48
1 3u
Height
Loa
lbs.
Z x 3" x 9.045' Hollow Extrusion or
2" x 3" x 0.045` Snap Extrusion - Aluminum lay
6063 T-4
151
la
8'•2'
2.736
274 228 199 182
171
144
91
9'4i"
2.502
2 209 179 167
156
132
63
10'-11`
1,596
160 1331 111 1 106 1
100 1
84
W
12'•T
1,197
120 1 100 1 66 1 80 1
75 1
53
40
Hel ht
Load (lbs.) 3' x 3' x 0.040" Roll Formed - Aluminum Alloy 3105 H•14
7 02
10'-0'
,381
23a 1 198 1 170 1 139'
149 1
125
11 9
111$'
1'786
179 1 149 1 128 1 119 1
1
112 1
94
60
13'4
1,359
139 I 116 I 9V 1 93 1
8 I I
Ig
I 46
15'-0"
1,042
104 1 87 1 74 1 69 1
65 1
55
I J5
Hai ht
Lo ad (lbs.
3" x 3" x 0.060" Roll Formed - Aluminum Allo 3105 H-14
362
340
11'-0`
3.600
60300 5 2
5
188
120
12'•10"
2 00
0 25 193 1S0
169
142
90
14'$
_2,1u9
210tis 150 140
131
111
0
15'.6-
1,575
15a 1 1 113 105
96
53
Height
Load lbs.
3' x 3' x 0.060" Fluted Hollow Extrusion - Aluminum 6063 T•6
11'•10"
3 408
341 284 43 227
213
179
114
17'-10"
2 556
256 213 183 170
160
13
8
1 '•10'
1,981
1991 !421
124
1
1 •-10
1,491
149 124 t 9
93
78
W
Example
rna Koor was rveeoeo; urea = A; Post bpactng = a-: btruclure Protection = w:
A = S x (W/2 + O.H.); if 5' = 10'. W = 24', and O.H. = 7 Oren:'Area' = 140 Sq. Ft.
a. For a 9'S Post and 120 m.p.h. wind food of 14 01 Sq. Ft. Hast choices are:
1.7 x 3' x 0.045- Hollow Extrusion
2. AS post saes listed below the T x 3' x 0.045' Hollow Section
It. It job conditions dictate a Host hieght of 10'•11• for A • 140 Sq. Ft. and 120 MPH wind zone.
then 0T x 3' x 0.0450 Holow Extrusion can NOT be used since 4 can only support a roof area of 114 Sq. Ft.
Thus, design must fatally both height and area requirements.
Note:
1. Spans may be interpolated.
2. -For free standing covers, multiply above roof areas by 125 (except for 100 MPH).
Table 2.2.2 Allowable Attributable Roof Area per Post for Carports,
Patio Covers, and other Open Buildings - ALUMINUM POSTS
Example:
Find Rod Area Needed: Area ='A'; Post Spacing =5': Structure Projection = W:
A = S x (W/2 + O.H.); JVS' = 20', W = 24', and O.H. = 2' then:'Areo' = 280 Sq. Ft.
a. For a 1 T•10' post and 120 m.p.h. wind bad of 14 N / Sq. Fl. post choices are:
1. 3" x 3" x 0.125- Hollow Extrusion
2. Ali post sizes listed below the 3' x 3' x 0125' Holm Section
b. It job conditions dictate a post ttieght of 20'•7• for A = 280 Sq. Ft. and 120 MPH wind zone• then a 3' x 3' x
0.125'
Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft.
Thus• design must satisfy both height and area requirements.
Note:
1. Spans may be interpolated.
2. For free standing covers• multiply above roof areas by 1.25 (except lot 100 MPH).
L
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Required
Aluminum Alloy 6063 T-6
BeamMinimum
Size
r
Post Slxe
V Thru•Bolts La -D-14"
114' a 718" 0
Aluminum Post
Minimum a
Knee Brace Screws
Hollow Sections
150
Wind Load MPH s
100
110 1 120 1 127 1
130 1
140A
1 1406 a'50
Attached Cover
Uplift • •
10 NSF
12 S/SF 1 14 NSF 1 15 NSFI
16 NSF 1
19 NSF
1 70 NSF
Free Standing Uplift •
10 NSF
I 10 NSF I 11 NSF I 12 NSF I
13 NSF I
15 MSF
1 70 NSF
Maximum
10
Allowable Roof Area in Square Feet for Various Loads on Post
ht
Load lbs.) 3' x 1" x 0.090" Hollow Extrusion •Aluminum Alb 6067 T$
2
0"
5,184
516
432 370 346
346
324
173
0"
3. 8
389
324 8 2 9
59
243
130
0"
3.024
302
2 2 1 2-
2 2
189
t01
0'
2.264
2
199 1 151
151
la
6
ht
load lbs.
7' x 3' x 0.125' Hollow Extiuslon -Aluminum Alloy 6063 T$
7!4'x0.050'
'
6,912
691
57 494 61
461
2
30
1'
IS
5.184
18
432 370 346346
2"x 4'x 0.050'
324
17"
4"x 4'x 0.125'
4.07
403
336 286 269
269
252
17'
7 02
2
252 16 202
202
169
101
ht
load lbs.
4' x 4" x 0.125' Hollow Extrusion -Aluminum All 6063 T$"
9 312
931
776 665 6 1
621
58
310
5"
6.98{
698
582 499 466
666233
'
S 432
543
453 388 362
362
340
tat
4.074
407
3d0 291
2
5
t36
Example:
Find Rod Area Needed: Area ='A'; Post Spacing =5': Structure Projection = W:
A = S x (W/2 + O.H.); JVS' = 20', W = 24', and O.H. = 2' then:'Areo' = 280 Sq. Ft.
a. For a 1 T•10' post and 120 m.p.h. wind bad of 14 N / Sq. Fl. post choices are:
1. 3" x 3" x 0.125- Hollow Extrusion
2. Ali post sizes listed below the 3' x 3' x 0125' Holm Section
b. It job conditions dictate a post ttieght of 20'•7• for A = 280 Sq. Ft. and 120 MPH wind zone• then a 3' x 3' x
0.125'
Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft.
Thus• design must satisfy both height and area requirements.
Note:
1. Spans may be interpolated.
2. For free standing covers• multiply above roof areas by 1.25 (except lot 100 MPH).
L
Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Required
Aluminum Alloy 6063 T-6
BeamMinimum
Size
r
Post Slxe
V Thru•Bolts La -D-14"
114' a 718" 0
Minimum
Knee Brace'
Minimum a
Knee Brace Screws
Hollow Sections
150
--Attached Cover Uplift • •
10 NSF
1{NSF
15 MSF
T x 3" x 0.050' Hallow TO7
x 2"x 0.044' or
2" .20.045' Snap
2"
Free Standing Uplift a
2' x 3' x 0.050'
(3)118
2" x 4' x 0.050• Hollow
7 x Tx 0.045' Hollow
7 x 3'x 0.045• Snap
T'
17 NSF
T x 3' x 0.050'
(3) N8
Sell Matin Beams
15
13
11
10
136
x 4' x 0.038' x 0.100
3' x 3'x 0.060' Scalloped
2
1'$' x 1'$" x 2'$'
Tx Tx 0.050'
(3)08
x S- x 0.050' x 0.100
3' x Tit 0.060- Scalloped
2
159
0.0
2" x 3' x 50'
(3)118
[2'
x 6" x 0.050"x 0.120
3' x 3'x 0.060` Scalloped
2
220
T x 3• x 0.050"
(3)N10
x £.0.055"x0.120-
3"x3'x0.093'
3
2
7!4-x0.050'(3)#10
330
x 7•x0.055•x0.120"
insert
7x3'x0.093'
3
2
Tx4•x0.050'
(3)010
7 x a' x 0.072' x 0.224'
3'x 3'x0.093'
3
2
7!4'x0.050'
(3)#12
T !9'x0.072' x0.224'
3'x 3"x0.125'
4
3
£!4x0.050'
(3)014
T x 9' x 0.082' x 0.306'
3'x 3'x0.125'
4
1 3 1
2"x 4'x 0.050'
(3)#14
7x 10• x 0.092'x 0.369'
4"x 4'x 0.125'
6
4 1
Tx4'x0.050'
(4 014
no minimum numoer or minu cons is 141
' Minimum posUbes n may be used as minimum knee brace
'• Fasten w/ external screws or clips. See Details.
Table 2.4.1 Footings - Maximum Roof Area foyer Carport Posts
Wind Zone (MPH) •
100
110 120
123
130
4
/40A i B
150
--Attached Cover Uplift • •
10 NSF
1{NSF
15 MSF
16 NSF
!3
NSF
21 NSF
Free Standing Uplift a
10 NSF
10 NSF 111113F
12 NSF
N/SF
15 NSF
17 NSF
Existing Slab on Grade with unknown
reinforcement
22
19 15
15
13
11
10
Isolated Footing
Uplift
110
Maximum Attributable Roof Area in Square Feet
123
V-0" x V.0" x V-0'
x
510
5143
99
Attached Cover Uplift • •
10 NSF
34
66
32
62
27
52
24
47
14$" x i'$" x 10$'
1,316
132
110
94
86
82
69
63
11-8' x 1'$• x 7-0"
2,039
204
170
146
136
127
107
97
1'$' x 1'$" x 2'$'
2,549
255
212
162
170
159
134
121
2'-0" x T -O" x 2'-0'
2.640
264
220
189
176
165
139
126
2'-0' x 2-0" x Ti'
3,300
330
275
236
220
206
174
157
2'$' x T$' x T$'
4,594
459
383
328
306
287
242
219
2'$' x 2'$" x 3'-0'
5.513
551
459
394
368
345
290
263
Koro areas cesae on auacneo ower upm rceos.
Notes:
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 rovers, multiply above roof areas by Ole appropriate multiplier from the table below.
Pre -Cast Block Footing
P,. -..t forth.. hlnrk f se' . 111' . 4• I of 24• hot... -do with 90 a hart rtreanix ertner.t. and haekRll.d to orad.
Wind Zone (MPH)-
100
110
120 1
123
1 130 1
140A
150
Attached Cover Uplift • •
10 NSF
12 MSF
14 NSF I
1 S NSF
16 NSF I
19 NSF
21 NSF
Free Standing Uplift •
10 NSF
10 NSF
11 NSF 1
12 NSF
13 NSF I
15 NSF
17 NSF
01menstons^ Ratio jibs.
S'4" 5'-5- 114"
Maximum Attributable Roof Area in Square Feet
4'-7-
(11 x II N Bag 1.734
182
152 1
130
121
1 114 1
96
87
421 x 808 Bag 1,819
190
159
135
127
1 119 1
100
91
(3) x SON Bag 1 1,904
190 1
159 1
130
127
1 119 1
100
91
tote: maximum upon on post is cetermnea oy musipying maximum annwtacre nxn area x appseo nae.
Example: Post tributary roof area = 77', Applied bad for 110 MPH wind zone • 24NSq. Fl.. Uplift on post = 77 x 24 = 1,5400
Roof Area Conversion Multipliers
from Attached Cover Roof Areas to Free Standing Roof Areas
Wind Zone 1 100 1 110 1 120 1 127 1 130 1 140A &61 B 150
Roof Area Multi Ile 1.00 1.20 1.27 1.25 1.23 1.27 7 23
Tnhla 7 d 7 llnlift Raeietanra of [:error! Fnnfinn
Concrete Dead Weight = 1.50' x 1.50' x 2.00' x 150 NG = 6750
Soil Resistance = 4 x 1.6 x 2.0' x 75 N/CF(112(tan(33) x 7)) = 5550
Total = 1.260 N
Concrete Dead Weight = 1.67'x 1.67'x 2.50'x 150 NC - 1.046 N
Sol Resistance = 4 x 1.67x 2.50'x 75 N/CF(1I2(tan(33) x 2.50')) = 1.017 a
Total = 2.056 #
Concrete Dead Weight = 2.00'x 2.00' x 2.W x 150 NCF = 1.200*
Soil Resistance - 4 x 2.00'x 2.00' x 75 NICF (112(tan(33)' 2.001 = 7790
Total = 1.979 N
Concrete Dead Weight = 2.00'x 2.00'x 2.50'x 1 = 1.50-0
Soil Resistance = 4 x 2.00'x 2.50'x 75 NICF (112(tan(33)2.507 = 1.2170
Total = 2.717 N
Concrete Dead Weight = 2.50'x 2.5V x 2.50' x 150 XJCF 1, N
Soil Resistance = 4 x 2.50' x 2.50'x 75 NICF (112(tan(33)' 2.507 = 1.5220
Total = 2.666 N
Concrete Dead Weight= 2.50'x 2.50'x 3.00' x 150 NICF = 2.9-1311
Sod Resistance = 4 x 2.50'x 3.00'x 75 NICF (112(tan(33)' 3.007 = 2.1910
Total = 5.004 N
Concrete Dead Weight = 3.00'x 3.00 x 3.00' x 150 N F = 4,0500
Sod Resistance - 4 x 3.00'x 3.00' x 75 N/CF (1/2(tan(33)' 3.00) = 2m(5300
Total = 6.6800
Concrete Dead Weight = 3.00'x 3.00 x 3.50' x 150 NICF 4.7250
Soil Resistance = 4 x 3.00'x 3.50'x 75 #ICF (112(ton(33)' 3.507 = 345809
Total = 6.305 0
Example:
For 140 MPH wind zone, maximum uplift for free standing carport = 15 NSF.
Allowable roof area for 3' x 3' x 3" is 6,68091 150/SF = 445 SF
thus, the allowable roof area on 3' x 3' x 3' footing for 140 MPH wind zone. E'
exposure calegory is 445 SF; for'C' exposure category. the allowable rod area =
445 SF 11.21 = 368.77 SF use 369 SF.
Table 2.5 Maximum Allowable Spans I Heights for Aluminum Pans
Utility Shed Roof or Walls
Span I Heights calculated using design loads in compliance
with ASCE-7 section section 6.5.12.4.
1.114" x 12" x 0.026" Riser Panel
1.114" x 12" x 0.032" Rizer Panel
Wind
Zone
Wind
Zone
Maximum Span I Height
1 9 2 3 span 4 span Max.
Span Cantilever
Wind
Zone
Maximum Span / Height
1 i 2 3 span 4 span Max.
Span Cantilever
100 M.P.H.
4'-11"
6'•0• 6'•2' V-11'
100 M.P.H.
5'•3'
V-6- 6'40
2'-0"
110 M.P.M.
4'-7"
5'•8" V-9• 11•91
110 M.P.N.
4'•11•
CA" 6'-T
1'•11'
120 M.P.H.
4'4'
S'4" 5'-5- 114"
120 M.P.M.
4'-7-
5'$• V-10•
1'•10-
123 M.P.H.
4'4•
V-1' 5'-T V-7'
123 M.P.H.
4'.5-
5'-5' 5'-6'
1'$"
170 M.P.H.
4'•1•
5'•t' 5'-T 1'-7"
130 M.P.M.
4'•5"
5'•S" 5'$'
i'$-
140 M.P.N.
TAI'
1'•10' 4'•11• '1'$-
1{0 M.P.M.
4'-T
F -T 5'-3*
1'•7'
ISO M.P.H.
T-9'
/'-r 44$• 1'•5'
150 M.P.H.
J'-11'
4'•11' S'-0'
i'•7•
I Air x 12' x 0.026' fluor Panel
1.714" x 12' x 0.032' Cleated Panel
1-112" x 1 T x 0.03£ Rizer Panel
Wind
Zone
Wind
Zone
Maximum $Pan / Height
1 9 27 span 4 span Max.
Span Cantilever
Wind
Zone
Maximum Span I Height
1 11 2 7 span 4 span Max.
Span Cantilever
100 M.P.M.
V-10"
7'-T 7'4'
2'-3"
100 M.P.H.
6.3'
7'•11' 8'•1-
7.5"
110 M.P.H.
5'•5"
6'•9' V-10•
2'•1'
110 M.P.N.
V-10"
7'-3' 7'4-
7-3-
120 M.P.H.
6•1•
6'4'
V-
120 M.P.M.
5'$"
6.9- 6-11'
7-T
127 M.P.H.
4'40•
5'-11' 6'-1"
V-11"
123 M.P.N.
F -T
V-5' 6'-r
7-0"
170 M.P.H.
4'$'
V-11" V-10'
1'-10'
170 M.P.H.
V-7
6-5" 6'•r
7-0'
140 M.P.M.
4'$'
V-9' 5-10'
1'-10' 1140
M.P.N.
4--11-
6'-T 6'-3-
11•11' .
150 M.P.H.
4'-5"
T -T 1 5'-7' 1
V-9' 1150
M.P.H.
4'•9'
1 5.10' V-11•
V-10'
1.314' x 12" x 0.026' Cleated Panel
1.714" x 12' x 0.032' Cleated Panel
Wind Zone MPH
Wind
Zone
Maximum Span I Height
192 Max.
Span 3 span 4 span Cantilever
Wind
Zone
Maximum span I Height
1&2 Max.
Span 3 span 4 span Caol4aver
100 M.P.M.
T$'
V-7' 9'-9' 7410
100 M.P.M.
8'4•
10'4• 10'-6•
3'•T
110 M.P.H.
7"-1'
8'-11' 9'-t'. _
M.P.H.
T•9•
.9-17. 9'-10'
7•1 t
120 M.P.H.
6'$"
8'•5' V-7' 7.7"
120 M.P.H.
7'-7
9'-1' 9'•3'
7.9'
123 M.P.H.
6•3'
8'-0' 8'-2" 2'-5"
123 M.P.N.
F-9'
8'$" 81010'
2'$'
130 M.P.H.
6'4T
7'-5• 7.10' Z4'
130 M.P.H.
6'-9'
8'$' 8'-10'
Z$'
140 M.P.H.
6'-0•
T-5• TAU" 2'4"
140 M.P.H.
V-6-
8'•3" 8'•5'
7.6"
150 M.P.M. 1
5'•9'
7'•1" I T-3' 2'-3'
1150 M.P.N.
6'-2'
TAW
3' x 12" x 0.026' Panel
3" x 12" x 0.032' Panel
Wind Zone MPH
100 110 120
Wind
Zone
Maximum Span / Height
192 7 span 4 span Max.
Span Cantilever
Wind
Zone
Maximum
114162
Span
Span / Height
3 span {span Max.
Cantilever
100 M.P.M. 10'•11• 1£•11- 14'•7 4'-0'
100 M.P.N.
11'-9"
14'-11-
15'-3•
4'4T
110 M.P.N.
10'-T 13'•1' 13'4- 3'-10•
110 N.P.N.
10.11`
14'•1-
14'4-
4'4T
120 M.P.H.
9'•r 17-3' 17.6- 3'$'
.P.H.
10'4'
13'•2'
13'•6•
3'•1 V
123 M.P.H.
9'•T 11'4` 11'-7'. T -S'
123 M.P.M.
9'-10'
12'•2'
17.5'
7.9'
d
8'-9• 10'•9• 10'-11• 3'-3'
130 M.P.H.
9'4•
11'•7'
11'-10•
3'$'
N55
10-9' 1(7.11• 7-3'
140 M.P.H.
94•
1V -r
11'-10"
3'-6-
17-T d
8'•3' 10'-3' 10'-5' 3'-2'
150 M.P.H.
8'•11'
11'•0•
11'•3'
3'4•
Room Roof Panel span •'W" as shown on drawings.
2" x 4" x 0.050" Patio Extruslon
-
Note:
1. Install T x T x 0.036' Extrusion at Midspan increase span by 25% maximum shed area.
2. Spans may be interpolated.
Table 2.6 Allowable Stud Heights
Utility Sheds Framed With Hollow Aluminum Extrusions
6063 T-6 Aluminum Alloy (Fb is 15,000 psi)
Note:
1. The above listed allowable heights are measured from the bottom of lop plate to top of bottom plate.
2. Spans may be interpolated.
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Maximum Allowable Hei ht'M' I Deaedion'd' or Bendin 'b'
Wind Zone MPH
100 110 120
123 170
140! 8 B
150
Applied Load
12 NSF 140 13F 17 NSF
/8 N/SF 19 N/SF
23 NSF
26 NSF
Load Width
2" x 7 x 0.044' Hollow Extrusion
16"
10'•111• d 10'•3" d I 9'-r d
1 9•5" d 1 7•3' d
V-8• d
64" d
24'
9'•5' d 8'-1V d 1 8'•5' d
1 7'•7" d I 8'-1• d
1 T -r d
1 T-3' d
Load Width
2' x 2" x 0.055' Hollow Extrusion
16'
11'•5• d 10'•10' it 1 10'•7 d
7-11- d 9'•10• d
1 9'-2• d8'•10•
d
24"
9'•11• d 9'$• d V -IV d
8'-0' 0 6.7• d
8'•0' d
7'-9' d
Load Width
2" x 3" x 0.045" Patio Extrusion
16'
IT -T d 114'-5• d
13'•3• d 17-11' d
17-T d
17'$• d
24"
1T-3' d 17-7• it 11..9.d
I 10'$• d 1 11'4• d
I IW a- 0
lo -T It
Load Width
2" x 4" x 0.050" Patio Extruslon
16";.7'
d 18'$" d 1T$- d
iT-T d 16'•10' it15'-10" d
1T -T d
24"
1T•V d 16-3' d I IF -3' d
1 17.7 d 1 14'$- d
17-9' b 1Z-11• It
Note:
1. The above listed allowable heights are measured from the bottom of lop plate to top of bottom plate.
2. Spans may be interpolated.
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Table 2.7.110 Allowable Roof Beam Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
For 3 second wind gust at 110 MPH; using design load of 12 SISF (36 XSF for Max. Cantilever)
2" x 9" x 0.125" x 0.465" Self Mating Beam 4" x 10"x 0.250" x 0.960' Self Mating Beam
load I Maximum Span / lbendingWor deflection'd' Load Maximum Span / bendin 'b' or deflection'd'
Width (N.) 1 i 2 Span 3 Span 4 Span r•.M' .�-I Width (N.) If 6 2 Span 3 Span • 1 4 Span Ir.M'I.wr
Table 2.8-110 Allowable Miscellanious Framing Beams Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
For 3 second wind gust at 110MPH velocity; using design load of 12 #1SF
2' x 9' s 0.125" x 0.485- Sell Mating Beam
Tributa load Width
6'-0" T -V 8'-V 9'-V -0' 11'-0 10'' 12'-0" 1T-0'1 14'-0' I 15'-0" I 16'-0"
Allowable Span'L' / bendingbdelle ion1'
6 126'-9- b 24'•9' b 23'-2- b 21'•0'b 20'-9' ti19'•9b 18-118-2-dd
651 16'-11' 6 16'4- 131 15'-11' b
11 d 1 26'•3' tl 1 YFRO- b 1 4'-0' d 1 15 1 331" d 41'4- d 1 47a- d 4' . d 'Consult engineer when using this beam.
1. Sns are based on 110 M.P.H. wind bad plus dead load for framing. Notes:
2. Spapans may be interpolated. 1. Spans are based on 110 M.P.H. wind load plus dead load for framing.
2. Span is measured from center of conneclbn to fascia or wall connection.
3. Above spans do not irWrbe length of knee brace. Add horizontal distance Ir m upright to center of brace to beam cenvredfon
to Ore above spans for total beam spans.
4. Spans may be interpolated.
Table 2.7-120 Allowable Roof Beam Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
ror.) secona wino gust at l cu mrn; using aestgn toss or 14 alar t4.3 alar Tor malt. t.anmever)
2' x 9" x 0.125" x 0.455" Self Mating Beam 4' x 10'x 0.250' x 0.860' Sea Mating Beam
Load , Maximum Span l (bendin 'b' or deflection Wl Load Maximum Span l (bending W or defleclion'd'
Width (f L) 1 i 2 Span 3 Span 4 Span r Ma
x.
_. Width (IL) 1 i 2 Span 3 Span . 4 Span centtw,.r
15 I 20'-3- d j 24'-g• b 23--11- b I 4'-0' d 1 15 31'.11' di 39-5" d 40' -3' d 4'-0' d
Notes: 1. Spans are based on 120 M.P.H. wind load plus dead load for framing.
2. Spans may be interpolated.
Table 2.7.130 Allowable Roof Beam Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
ror a secono wino gust at tau mrn; using aestgn loaa or lb alar tau alar Tor max. %,anulever)
T x 9' x 0.125'x 0.495"Sett Mating Beam 4" x /0" x 0.250' x 0.960" Sell Mating Beam
Load Maximum Span I (bending 'b' or deflection'd') I Load Maximum Span I bendin b' w deflection -d'
Width (N.) 11 8 2 Span 3 Span 1 4 Span ��M'.�.• Width (N.) 1 a 2 Span 3 Span 1 4 Span Can It Iewr
15 1 17 d 1 27-2- 0 I 277 b 1 7-11 d 1 15 1 W-6' d 1 37'- d
Notes: 1. Spans are based on 130 M.P.M. wind load plus dead bad for framing.
2. Spans may be interpolated.
Table 2.7.140A Allowable Roof Beam Spans for Carports, Patio Coven,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
ror a second wino gust ai ioum mrn• using aC51 n toad OT is iwar I= war Tor max. t.antllevel
2" x 9" x 0.125" x 0.485" Self Mating Beam 4" a 10" a 0.250" x 0.960" $el! Mating Beam
Load Maximum Span I (bonding W or detiection'd') Load Maximum Span / bendin W or de0ection'd'
Width (ft.)1 It 2 spahl Span 1 4 Span Width (N.) 1 a 2 Sparl Spa3 Span 1 4 Span'
C -1111 -
Notes:
1. Spans are based on 140A M.P.H. wind bad plus dead bad for framing.
2. Spans may be interpolated.
Table 2.8.120 Allowable Miscellanious Framing Beams Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
For 3 second wind gust at 120 MPH velocity; using design load of 14 BISF
4' x 10' s 0.250" x 0.960" Self
Notes:
1. Spans are based on 120 M.P.H. wind bad plus dead load for framing.
2. Span is measured from center of Connection to fascia or wall connection.
3. Above spans do not include length of knee brace. Add horizontal distance Irom upright to center of brace to beam connection
to the above spans for total beam spans.
4. Spans may be interpolated.
Table 2.8.130 Allowable Miscellanious Framing Beams Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
For 3 second wind gust at 130 MPH velocity; using design load of 16 NSF
2" x 9' x 0.125" x 0.455' Self Mating Beam
Tributary Load Width
6'-V I r -V 1 8'0' 1 9'-0' I t0'-0' I 11'-V ' 1? -0' 1 IT -V 1 14'-0" 1 15'-0' 1 16'7 1 1r-0'
Allowable Span'L' / bendi 'bor deaection'd'
26'•3- d 24'•11'
di 23'-10' di 27.11- di 27-2' di 21'-5' di 20'-10' di 20'•7 di 17-T di 17-4' di 111'-11'
Notes:
1. Spans are based on 130 M.P.H. wind load plus dead load for framing.
2. Span is measured horn tamer of connection to fasaa or wall connection.
3. 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.
4. Spans may be interpolated.
Table 2.8.140A Allowable Miscellanious Framing Beams Spans for Carports, Patio Covers,
Screen Rooms, and other Open Buildings with Solid Roofs
Metals USA Proprietary Shapes
For 3 second wind gust at 140A MPH velocity; using design load of 19 SISF
2" x 9" x 0.125" x 0.485" Self Mating Beam
Tributa load Width
6'-0' 7--0" 8'-0' 9'-0' 10'-0' 11'-0' 12'-V 1 3'-0' 14'-0"1 15'-V 1 16'-V 1 17'.0 -
Allowable Span'L' / bending -b- or deflection'd'
26'-9' d 23'•6' d 2?•6' d 21'-0' d 20'•11-d 20'-3- di 19'-11- dl 19••2- di 15'a' dj 111'-3- III 1r -10'd 17'4- d
4" x 10" x 0.250" x 0.960'
'Consult engineer when using this beam.
Notes:
1. Spans are based on 140A M.P.H. wind load plus dead load for framing.
2. Span is measured from center of connection to fascia or wall connection.
3. 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.
4. Spans may be interpolated.
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SHEET
71H
09-15-2004 OF 10
General Notes and Specifications:
1. The following attachments are designed to be married to block and wood frame structures of
adequate structural capacity. The contractor / home owner shall verify that the host structure is in
good condition and of sufficient strength to hold the proposed addition.
2. If there is 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.
3. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria.
4. Composite panels can be loaded as walk on or uniform loads and have, when tested performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of U180.
5. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile I manufactured home built prior to 1994 shall use
'fourth wall construction" or shall provide detailed plans of the mobile I manufactured home
along with addition plans for site specific review and seal by the engineer. This applies to all
screen / glass rooms, and / or other structures to be attached.
b. For mobile / manufactured homes built after 1994, structures may be attached provided the
project follows the plan for attachment of this manual. The contractor / home owner shall
provide verification of the structural system used to build the host structure.
6. 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.
7. 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.
8. When using TEK screws in lieu of S.M.S. longcr screws must bs used to compensate for drill _
head.
9. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
10. Interior walls 8 ceilings of composite panels may have 1/2' sheet rock added by securing the
sheet rock w/ 1' fine thread sheet rock screws at 16" O.C. each way.
11. All fascia gutter end caps shall have water relief ports.
12. Spans may be interpolated between values but not extrapolated outside values.
13. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in ispection
guides for sections 2, 3A 8 B. 4 8 5. Use section 2 inspection guide for solid roof in Section 1.
14. All exposed screw heads through roof panels into the roof sub structure shall be caulked w/ silicon
sealent.
ALTERNATE CONNECTION:
(3) #8 SCREWS PER PAN WITH
1' MINIMUM EMBEDMENT INTO
FASCIA THROUGH PAN BOXED
END
EXISTING TRUSS OR RAFTER
#10 x 1-1/2' S.M.S. (2) PER
RAFTER OR TRUSS TAIL
#10 x 3/4' S.M.S. @ 12' O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4' x 1-1/4' MASONRY
ANCHOR OR EQUAL @ 24' O.C.
FOR WOOD USE #10 x 1.112'
S.M.S. OR WOOD SCREWS @
2' O.C.
-•--• ••-.EXISTING HOST -STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" =1'-0"
ROOF PANEL TO WALL DETAIL
SCALE: Y = 1'-0'
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
#8 x 1/2" S.M.S. (3) PER PAN
(BOTTOM) AND (1) @ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
SEALANT
HEADER (SEE NOTE BELOW)
EXISTING TRUSS OR RAFTER
#10 x 1-1/2' S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4' S.M.S. OR WOOD
SCREW SPACED @ IT O.C.
#8 x 1/2' S.M.S. SPACED
@ 8. O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2' = 1'-0'
WOOD FRAME, MASONRY OR #8 x 1/2' S.M.S. SPACED
OTHER CONSTRUCTION/� @ 8' O.C. BOTH SIDES CAULK
FOR MASONRY USE ALL EXPOSED SCREW HEADS
1/4'x 1-1/4' MASONRY
ANCHOR OR EQUAL @ 24' O.C. D'L'IR�
FOR WOOD USE #10 x 1-1S.M.S. OR WOOD SCREWS @12' O.C. - ROOF PANEL
ROOF PANEL TO WALL DETAIL
ROOF PANEL SCALE: 2' = 1'-0'
- #8 x 1/2' S.M.S. (3) PER PAN WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
(BOTTOM) AND (1) @ RISER POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
(TOP) CAULK ALL EXPOSED SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4'
SCREW HEADS WASHERS OR SHALL BE WASHER HEADED SCREWS.
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 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 #8 x 112' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x V
OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16' TEK SCREWS ARE
ALLOWED AS A SUBSTITUXE-PeR [8 x V2' S.M.S.
Section 7 Design Statement:
The roof systems designed for section 7 are Main Wind Force Resisting Systems and Components and
Cladding. In conformance with the 2004 Florida Building Code such systems must be designed using
loads for components 8 cladding. Thus. Section 7 uses several different categories of these loads as
described below. All pressures shown in the table below are in PSF (#/SF).
EXISTING TRUSS OR RAFTER
1. Free-standing Structures with Mono -sloped Roofs with a minimum live load of 10 PSF except for
140B and.150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section
6.5, Analytical Procedure. The loads assume a mean roof height of less than 317; roof slope of 0' to 10';
I = 0.77 for open structures 6 1.00 for all others. Negative internal pressure coefficient is 0.18 for
enclosed and 0.55 for partially enclosed structures.
2. Attached Covers such as carports, patio covers, gabled carports, and screen rooms with a
minimum live load of 10 PSF except for 1408 and 150 MPH loads which are 30 PSF. The design wind
loads used are from ASCE 7.98 Section 6.5, Analytical Procedure. Roof slope of 0' to 25' (+/-10');1=
1.00. Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed
structures.
3. Glass d Modular Rooms design loads use a minimum live load of 20 PSF and wind loads are from
ASCE 7.98 Section 6.5. Analytical Procedure and the 2004 Florida Building Code. The loads assume a
mean roof height of less than 30'; roof slope of 20' to 30' (+/- 101); 1= 1.00.
a. Enclosed structural systems use a negative internal pressure coefficient = +1- 0.18. -
b. Partially Enclosed structural systems use a negative internal pressure coefficient = +/- 0.55
4. Overhangs use a minimum live load of 20 PSF except for 140B and 150 MPH loads which are 30
PSF. Wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure for Components 8 Cladding for
Enclosed or Partially Enclosed Structural Systems. The loads assume a mean roof height of less than
30% roof slope of 20' to 30' (+/- 10'); 1 = 1.0. Negative internal pressure coefficient is 0.18 for enclosed
and 0.55 for partially enclosed structures.
5. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection
with a 2' overhang. Any greater load width shall be site specific.
Conversion Table 7A
Load Coversion Factors Based on
Mean Roof Height of Host Structure
For All Components
Exonsure "B" to "C"
Mean Most Pans composite
Structure Height Panels
0.19
0.91
0.94
15.20'
0.86
0.92
20'- 25'
0.65
0.91
25' - 30'
0.05
0.89
Conversion Table 7B
Conversion Based on Mean Height of Host
Structure for Solid Roof Systems
From Exposure'B' to'C'
Span Multiplier
Mean Most Load Pans
Composite
Structure Height Multiplier
Panels
0.15' 1.21 0.94
0.91
15' - 20' 1.29 0.92
0.88
20' - 25' 1.34 0.91
0.86
70' 1.40 0.89
0.85
(2) #10 x 1-1/2'S.M.S.-OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
#10 x 3/4' S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
EXISTING FASCIA
6' x'1' x 6"0.024' MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
i SCALFc 2' = V-0- �•. �.
INSTALLATION INSTRUCTIOK$;/ \/
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
S. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS @ 6' O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM
SYSTEM ONLY. 00 NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t'. THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1 140 150
#8 1 #10 1 #12 #12
�pWS REVIEWED
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09.15-20041 OF 10
EXISTING TRUSS OR RAFTER —�
REMOVE RAFTER TAIL TO
HERE
P REMOVE ROOF TO HERE
#8 x 1/2' S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
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FLASH UNDER SHINGLE
#10 x 1-1/2' S.M.S. OR WOOD
r = - -
SCREW (2) PER RAFTER OR
Z u
TRUSS TAIL
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HOST STRUCTURE —v
`— ROOF PAN
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NEW 2 x FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
HEADER (SEE NOTE BELOW)
SCALE: 2"= 1'-0'
#8 x 1/2' S.M.S. @ W O.C.
REMOVE RAFTER TAIL TO
FOR MASONRY USE
c
j HERE
114"x 1-1/4'.MASONRY
j i o REMOVE ROOF TO HERE
"-` "-- -" ANCHOR OR EQUAL - -
#8 x 1/2' S.M.S. SPACED
@ 24' O.C.FOR WOOD USE
@ 8.O.C. BOTH SIDES
-EXISTING TRUSS.ORRAFJER_—fl.
.- o-- FLASH UNDER SHINGLE ,
910 x 1-112 S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
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TRUSS TAIL
#10 x 1-1/2' S.M.S. OR WOOD
HOST STRUCTURE
` COMPOSITE ROOF PAN
SCREWS @ 12' O.C.
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'-0'
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2' S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
#10 x 3/4' S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
EXISTING FASCIA
HOST STRUCTURE TRUSS OR
RAFTER
1- FASCIA (MIN.)
BREAK FORMED METAL SAME
THICKNESS AS PAN (MIN.)
ANCHOR TO FASCIA AND
RIZER OF PAN AS SHOWN
_ 6' x T x 6' 0.024' MIN. BREAK
FORMED FLASHING
ROOF PANEL
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SCREW #10 x ('t' + 1/2') W/
1.1/4' FENDER WASHER
o—_ POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2'= V -W
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS @ 6' O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'.0'
HOST STRUCTURE TRUSS OR
RAFTER
� 1' FASCIA (MIN.)
COMPOSITE ROOF PANEL
it 08 x 3/4' SCREWS @ 6.O.C.
#8 x 1/2' SCREWS @ EACH RIB
rrr
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ROOF PANEL
-----
— LU
----_
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HEADER (SEE NOTE BELOW)
HEADER (SEE NOTE BELOW)
#8 x 1/2' S.M.S. @ W O.C.
FOR MASONRY USE
114"x 1-1/4'.MASONRY
_
•EXISTING HOST STRUCTURE: - - -'---"
"-` "-- -" ANCHOR OR EQUAL - -
'WOOD FRAME, MASONRY OR
@ 24' O.C.FOR WOOD USE
OTHER CONSTRUCTION
#10 x 1-1/2' S.M.S. OR WOOD
ANCHOR OR EQUAL
SCREWS @ 12' O.C.
_ 6' x T x 6' 0.024' MIN. BREAK
FORMED FLASHING
ROOF PANEL
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SCREW #10 x ('t' + 1/2') W/
1.1/4' FENDER WASHER
o—_ POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2'= V -W
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS @ 6' O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2"= 1'.0'
HOST STRUCTURE TRUSS OR
RAFTER
� 1' FASCIA (MIN.)
COMPOSITE ROOF PANEL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE SCALE: 2'm 1'-0'
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l' OF THE ABOVE SCREW TYPES AND COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ 3 EACH
THE ABOVE SPECIFIED RIB SCREW. #8 x (d+1/2') LONG CORROSION RESISTANT S.M.S. ( )
#8 x 1/2' ALL PURPOSE
SCREW @ 12' O.C.
BREAKFORM FLASHING
6' 10'
*3-OMPpSITE ROOF PANEL p
(SEE SPAN TABLE) /
STRIP SEALANT BETWEEN
FASCIA AND HEADER
1/2' SHEET ROCK FASTEN TO
PANEL W/ 1' FINE THREAD
SHEET ROCK SCREWS @ 16'
O.C. EACH WAY
FASTENING SCREW SHOULD
BE A MIN. OF 1' BACK FROM
THE EDGE OF FLASHING
WHEN SEPARATION BETWEEN
DRIP EDGE AND PANEL IS
LESS THAN 3/4' THE FLASHING
SYSTEM SHOWN IS REQUIRED
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2'= V -W
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.
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3' COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
#8 x 1/2' WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ W O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF:
#8 x't' +1/2' LAG SCREWS W/
1-1/4'0 FENDER WASHERS @
8' O.C. THRU PANEL INTO 2 x 2
2' X 2' x 0.044' HOLLOW EXT
5/16'0 x 4' LONG (MIN.) LAG
SCREW FOR 1-1/2' 1,j
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EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL v
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11111 1 CONVENTIONAL RAFTER OR/ SHEET
TRUSS TAIL
8B
WEDGE ROOF CONNECTION DETAIL
SCALE: 2' = V-0' 09-15-2004 OF
10
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g
HEADER (SEE NOTE BELOW)
-08x (d+1/2) S.M.S.-@8' O.C.
FOR MASONRY USE
1/4' x 1-1/4' MASONRY
EXISTING HOST STRUCTURE:
ANCHOR OR EQUAL
WOOD FRAME, MASONRY OR
@ 24' O.C.FOR WOOD USE
OTHER CONSTRUCTION
#10 x 1-1/2' S.M.S. OR WOOD
SCREWS @ 12' O.C.
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2' LONG CORROSION RESISTANT ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE SCALE: 2'm 1'-0'
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l' OF THE ABOVE SCREW TYPES AND COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ 3 EACH
THE ABOVE SPECIFIED RIB SCREW. #8 x (d+1/2') LONG CORROSION RESISTANT S.M.S. ( )
#8 x 1/2' ALL PURPOSE
SCREW @ 12' O.C.
BREAKFORM FLASHING
6' 10'
*3-OMPpSITE ROOF PANEL p
(SEE SPAN TABLE) /
STRIP SEALANT BETWEEN
FASCIA AND HEADER
1/2' SHEET ROCK FASTEN TO
PANEL W/ 1' FINE THREAD
SHEET ROCK SCREWS @ 16'
O.C. EACH WAY
FASTENING SCREW SHOULD
BE A MIN. OF 1' BACK FROM
THE EDGE OF FLASHING
WHEN SEPARATION BETWEEN
DRIP EDGE AND PANEL IS
LESS THAN 3/4' THE FLASHING
SYSTEM SHOWN IS REQUIRED
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2'= V -W
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.
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3' COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
#8 x 1/2' WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ W O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF:
#8 x't' +1/2' LAG SCREWS W/
1-1/4'0 FENDER WASHERS @
8' O.C. THRU PANEL INTO 2 x 2
2' X 2' x 0.044' HOLLOW EXT
5/16'0 x 4' LONG (MIN.) LAG
SCREW FOR 1-1/2' 1,j
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RAFTER OR TRUSS TAIL v
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11111 1 CONVENTIONAL RAFTER OR/ SHEET
TRUSS TAIL
8B
WEDGE ROOF CONNECTION DETAIL
SCALE: 2' = V-0' 09-15-2004 OF
10
COMPOSITE PANEL
1' x 2' OR 1' x 3" FASTENED
TO PANEL W/ (2) 1/4"x 3' LAG
FOR 140 8 1
(2) 3/8" x 3' L
N
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF .
POST SIZE PER TABLES
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 114"= 1'-0'
I I I II II I EXISTING TRUSSES OR
I I A II II I I N RAFTERS
> I A B II IIB I I / HOST STRUCTURE
I I _
1
II
M
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II
II
0.024' FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES
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(1) # 8 x'3/4' PER PAN RIB
2 x 4 RIDGE RAKE RUNNER
a
ONLY
TRIM TO FIT ROOF MIN. 1- @
INSIDE FACE
II
'll
SCREWS THROUGH DECK
'III
II
FASCIA OF HOST STRUCTURE
2' x _ RIDGE OR ROOF BEAM
(SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
17 MAX.
(WITHOUT ADDITIONAL ROOF BEAM AND SUPPORTS
MAX. ROOF BEAM SPACING IS 6' O.C.)
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
PLAN VIEW
SCALE: 118"= l'-0'
30# FELT UNDERLAYMENT W/
PLACE SUPER OR EXTRUDED
220# SHINGLES OVER
GUTTER BEHIND DRIP EDGE
COMPOSITE PANELS
CUT PANEL TO FIT FLAT
0.024' FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES
FASTENERS PER TABLE 3B-8
SCALE: 2"= 1'-0'
MIN. 1-112' PENETRATION
- -
(1) # 8 x'3/4' PER PAN RIB
2 x 4 RIDGE RAKE RUNNER
CAULK EXPOSED SCREW
ONLY
TRIM TO FIT ROOF MIN. 1- @
INSIDE FACE
FASTEN W/ (2) #8 x 3' DECK
EXISTING RAFTER OR
SCREWS THROUGH DECK
TRUSS ROOF
INTO EXISTING TRUSSES OR
HEADS
RAFTERS
A - A - SECTION VIEW
SCALE: 1/2'= 1'-0"
RIDGE BEAM
2' x 6' FOLLOWS
ROOF SLOPE
B - B - ELEVATION VIEW
SCALE: 1/2'= V -W
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
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0' OR LESS
WHEN FASTENING PANELS
OR PANS TO WOOD PLATES
SCREWS SHALL HAVE A
MINIMUM EMBEDMENT OF 1"
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0' OR LESS
I
B - B - PLAN VIEW
SCALE: 1/2" = 1'-0'
PAN TO WOOD FRAME DETAIL
SCALE: 2'= 1'4'
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-i/2" LAG SCREWS AND (2)
1/4' x 4' THROUGH BOLTS
(TYPICAL)
(3) #8 WASHER HEADED
SCREWS W/1"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
/__
- COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2" = 1'-0'
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
#10 x 2' S.M.S. @ 12' O.C.
EXTRUDED OR
EXISTING FASCIA SUPER.GUTTER-. -
SEALANT
1/2"0 SCH. 40 PVC FERRULE
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
SEALANT
1/4' x 8' LAG SCREW (1) PER
TRUSS / RAFTER TAIL AND
-1/4'x 5' LAG SCREW MIDWAY'
BETWEEN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2"= 1'-0"
EXISTING FASCIA
EXISTING TRUSS OR RAFTER
1/4' x 8' LAG SCREW (1) PER
TRUSS I RAFTER TAIL AND
1/4" x 5' LAG SCREW MIDWAY
BETWEEN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2'= l'-0'
BREAK FORMED OR
PLACE SUPER OR EXTRUDED
EXTRUDED HEADER
GUTTER BEHIND DRIP EDGE
PLACE SUPER GUTTER
SEALANT
BEHIND DRIP EDGE
#10 x 2" S.M.S. @ 12" O.C.
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
1/2'0 SCH. 40 PVC FERRULE
SCALE: 2"= 1'-0'
SEALANT
- -
(1) # 8 x'3/4' PER PAN RIB
_ _ _ _ _ SLOP
CAULK EXPOSED SCREW
ONLY
HEADS
3" PAN ROOF PANEL
EXTRUDED OR
(MIN. SLOPE 114': 1')
SUPER GUTTER
WAY BETWEEN EACH SIDE W/
HEADS
3" HEADER EXTRUSION
#10 x 2" S.M.S. @ 24" O.C.
FASTEN TO PANEL W/(3)
#8 x 1/2' S.M.S. EACH PANEL
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2'= l'-0'
BREAK FORMED OR
EXTRUDED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
SEALANT
BEHIND DRIP EDGE
#10 x 4' S.M.S. W/ 1.1/2'0
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2"= 1'-0'
FENDER WASHER @ 17 O.C.
OPTION 1:
CAULK SCREW HEADS 8
EXISTING TRUSS OR RAFTER
COMPOSITE SEAM AND 112
WASHERS
SEALANT
WAY BETWEEN EACH SIDE W/
HEADS
CAULK EXPOSED SCREW
#10 x 2" S.M.S. @ 24" O.C.
PLACE SUPER OR EXTRUDED
HEADS
GUTTER BEHIND DRIP EDGE
- -
- - -
3' COMPOSITE ROOF PANEL
1/4' x 8" LAG SCREW (1) PER
- - -
- -
(MIN. SLOPE 1/4': 1')
TRUSS / RAFTER TAIL
TRUSS / RAFTER TAIL IN 1/2'0
SCH. 40 PVC FERRULE
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 FASCIA AND
PLACE SUPER OR EXTRUDED
(3) #10 x 3/4' INTO GUTTER
GUTTER BEHIND DRIP EDGE
OPTION 2:
1/4- x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 1/2'0
SCH. 40 PVC FERRULE
SEALANT
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#10 x 2" S.M.S. @ 24- O.C.
3' COMPOSITE ROOF PANEL
i(MIN.
-4GER
SLOPE I/4': 1')EXT
3' HEADER EXTRUSION
EXISTING TRUSS OR RAFTER
FASTEN TO PANEL W/
EXISTING FASCIA
SUP
#g x 1/2' S.M.S. EACH SIDE
@ 12' O.C. AND FASTEN TO
SEALANT
GUTTER W/ LAG BOLT AS
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EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2' = l' -W 09-15-2004 OF 10
GUTTER BRACE @ 7-W O/C
CAULK
SLOPE
Imo—
(2) #10 x 1/2' S.M.S. @ 16'01C
FROM GUTTER TO BEAM
SUPER OR
EXTRUDED
GUTTER SOFFIT
1 1
2'0 HOLE EACH END FOR
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2"= V -V
FASCIA COVERS PAN 8 SEAM
OF PAN 8 ROOF
3/8' x 3-1/2' LOWER VENTS
OR 3/4'0 WATER RELIEF
HOLES REOUIRED FOR 2-1/2'
8 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" = V-0"
FLASHING 0.024" OR 26 GA.
GALV.
2' x 2' x 0.06' x BEAM DEPTH +
4' ATTACH ANGLE'A' TO
FASCIA W/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2'x 3' x 0.050- S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REO. FOR GUTTER
8 = OVERHANG DIMENSION
rBEAM 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) 114' 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'
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
010 x 2-1/2' S.M.S. @ RAFTER
TAILS OR @ 2. O.C. MAX. W/
2' x 6' SUB FASCIA
2' x 6' S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2'= V-0'
PAN ROOF ANCHORING DETAILS
RIDGE CAP SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
#8 x 9/1 TEK SCREWS @ HEADERS AND PANELS ON
PANN RIBS EACH SIDE BOTH SIDES OF BEAM FOR
CAULK Al. EXPOSED SCREW _ GABLED APPLICATION
HEADS 8 WASHERS
98 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
ROOF PANEL TO BEAM DETAIL
SCALE: 2' = V-0'
WHEN FASTENING PANELS
OR PANS TO WOOD PLATES
SCREWS SHALL HAVE A
MINIMUM EMBEDMENT OF 1'
CAULK ALL EXPOSED SCREW
-- - HEADS 8 WASHERS - - -
FOR COMPOSITE ROOFS:
#10 x (t + 1/2') S.M.S. W/
1-1/4"0 FENDER WASHERS
@ 12' O.C. (LENGTH =
PANEL THICKNESS + 1')
@ ROOF BEARING ELEMENT
(SHOWN) AND 24' O.C. @
NON-BEARING ELEMENT (SIDE
WALLS)
PAN OR COMPOSITE ROOF
PANEL
#8 x 112' S.M.S. (3) PER PAN
ALONG PAN BOTTOM
FOR PAN ROOFS:
(3) EACH #8 x 1/2" LONG S.M.S.
PER 12' PANEL W/ 3/4'
ALUMINUM PAN WASHER
ROOF PANEL
(PER TABLES SECTION 7)
SUPPORTING BEAM
(PER TABLES)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: Y = V-0'
0.024" x 12' ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8' x 3' x 3' POST OR SIMILAR a
#10 x 4' S.M.S. W/ 1/4 x 1-1/2"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
#8 x 9/16" TEK SCREW @ 8'
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
�— (3) 1/4'0 THRU-BOLTS (TYP.)
#8 x 9/16' TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM 0_ POST DETAIL
SCALE: 2'= V.0'
0.024" X 12' ALUMINUM BRK v #10 x 4" S.M.S. W/ 1/4 x 1-1/2"
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x _ SELF MATING BEAM
#5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
NEOPRENE WASHER @ 8 O.C.
SEALANT -
#8 x 9/16' TEK SCREW @ 8"
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1/8" WELDED PLATE SADDL
W/ (2) 1/4' THRU-BOLTS HEET /
PANEL ROOF TO RIDGE BEAM (� CONCRETE POST DETAIL
SCALE: 2'= 1•-0'
e
09-15-2004 OF / 10
#8 x 1/2' CORROSION
0.024' ALUMINUM COVER PAN RESISTIVE WASHER HEADED
OR CONTINUOUS ALUMINUM SCREWS a 24' O.C.
SHEET ALTERNATE #8 x ill' S.M.S.
W/ 1/7 0 WASHER.
x
w
TYPICAL INSULATED PANEL
SCALE: 2"= 1'-0'
COVERED AREA
TAB AREA W/ V ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024' PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
'4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8' CORROSION RESISTIVE WASHER
-HEADED SCREWS. — • ... ___ . .. _
5. SCREW PATTERN WILL BE 12' ON ALL PERIMETERS AND 24' O.C. FIELD ON EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/7 CORROSION RESISTIVE
0
0
0
0
0
0
o SUBSEQUENT ROWS
O
318' 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
SCREWS
\ 7/16' O.S.B. PANELS
PROFAB COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD -SHINGLE FINISH DETAIL ---
SCALE: N.T.S.
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 3:12 AND GREATER
WASHER HEADED SCREWS. 1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
NOTE: FOR PANEL SPANS W/ 0.024' ALUMINUM PROTECTIVE COVER MULTIPLY 2. SEAL ALL SEAMS WITH PRO 2000 CHEMREX 948 URETHANE AND CLEAN THE ROOF OF ANY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL 6 1.20 FOR H-14 OR H-25 METAL. DIRT GREASE WATER OR OIL
COVERED AREA
TAB AREA
318' TO 112' ADHESIVE BEAD
FOR A 1' WIDE ADHESIVE
STRIP UNDER SHINGLE
SUBSEQUENT ROWS
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 318' TO 112' DIAMETER SO THAT THERE IS A 1' WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE.
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: CHEM REX - PL PREMIUM 948 URETHANE ADHESIVE OR OSI - RF140
MINIMUM ROOF SLOPE: 7 IN 17
3. APPLY 16 MILS OF MORTON 652 GLUE TO THE PANELS AND INSTALL 7/16' O.S.B. OVER THE
GLUE AND PANELS.
4. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION,
SECTION 1507.38.
5. INSTALL SHINGLES IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION, SECTION
1507.3.
UNIFORM LOAD
SINGLE SPAN CANTILEVER
UNIFORM LOAD
NOTES:
UNIFORM LOAD
1 OR SINGLE SPAN
UNIFORM LOAD
1 l 1
A B C D
3 SPAN
UNIFORM LOAD
l 1 l l
1
A B C D E
4 SPAN
1. 1 = Span Length
a = Overhang Length
2. All spans listed in the tables are for equally spaced distances between supports or anchor points.
3. Panels shall not be spliced except at supports.
SPAN EXAMPLES FOR SECTION 7 TABLES
SCALE: N.T.S.
� J
Q
m Z
�
W
0 z0
Z_cnLyz5
000 P:
Q= W J 0 0
in
W
in jm'
WrF__F_ 00
W J U O C'4
R P 0 } H
LI_0QU
W
0 U) L
W 2,4
U Z N
H �
H �
Q J
Q
N;
09.15-2004 1 OF / 101
W
(Y
12'
12" x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2 = 1'-0'
Table 7.3.1 Allowable Spans for Riser Panels for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-28
3' x 12' x 0.024' 2 or 5 Rib Riser Panels
•3' x 12' x 0.030' 2 or 5 Rib Riser Panels
Open IN res
Wind Mono -Sloped Roof
Region tit 3 4
span span span
Screen Rooms
i Attached Covers
1i2 3 4
span span span
Glass i Modular Rooms Overhang I
Enclosed Cantilever
4 All
span span Roofs
1i2K14--W
0 P
19.5"
19.10'
14'-10' 18'-10'
19.7
176'
17.10' 15-10'
15'-9'
4'-0"
'
19.5'
19-10'
13'-9' 1T-10'
18'•2'
114•3'
11'•7-
14'-10'
4'-0'
12 MPH l4'-5'
18'•10•
19'•7
13'-T 16'•3'
16'•7'
10-6'
1T-10' 17-11'
13'-11'
4'-0'
123 NPM 14'-2'
18'4'
18'-8'
12'•11' 15'-11'
16'4'
10'.6'
11-6'
13'-8'
17.9'
130 MPH 13'-9"
1741
17'-9"
12'•6' 15'•5'
15'-9'
10-.2'
15'-10'
17-2'
3'-10'
140 MPH 10'•11'
13'-6'
13'-9"
10-.11" 13'6'
IT -T
9-8'
11'•3'
17.7-
14'-2'
150 MPH 10'•11'
13'6'
13'•9'
10-.11' 13'-6'
13'-9'
9-2-
11'_4
11'•7'
3'6'
now. i oral raor pane wenn = room wain + wan wlam + overhang.
0
N
N
12'
MATERIAL: 0.036' OR 0.050' 3105 H-28 ALUMINUM ALLOY
12.00" x 2.50" SUPER PAN® ROOF PANELS (PATENT # 4,918,898)
SCALE: 2"= V-17
Table 7.3.2 Allowable Spans for SUPER PAN® Panels for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-28
2-1r2w x 12' x 0.028' Super Pan
Open Structures Screen Roams Glass i Modular Rooms Overhang I
Wind MonoSloped Roof i Attached Coven Enclosed Cantilever
Region 1i2 3 1 162 3 4 182 3 4 All
span span sPan span span span span sPan span Roofs
2.112' x 12' x a.a3a' Suoer Pan
Open Structures
Wind ManoSloped Roof
Region 1i2 1 3 4
- span span span
mom:
Screen Rooms
i Attached Coven
182 3 4
span span span
Glass 8 Modular Rooms Overhang I
Enclosed Cantilever
lit 3 4 All
span span span Rools
0 P
19'•11'
20'-5'
16-'
19'4'
19'-9'
17.10' 15-10'
i6'•7
C -O"
11 PH 16.8"
9'•11'
20'•5'
14'•2-
18'4'
18'•8'
11'•7-
14'41'
15'-3"
4'-0"
4'.W
194'
19-9'
13'•7'
17'6'
1T-10' 17-11'
14'-0-
14'4-
4'-W
123 MPH 14'-7-
18'40'
19.3'
13'4'
16'6'
11-6'
10'•10'
17.9'
14'•1'
4'-0'
130 MPH 14'-2'
17'-10'
18'-'
12'•10'
15'-10'
16'-T
W4
13'4'
131.7
3'-11'
140 MPH 11%3'
13'-10'
14'•7
11'•3'
13'•10'
14'-2'
9'-11'
-72'-6'
17-11'
3'-9"
150 MPH 1114'
13'•10'
14'-T
11'•'
13%10'
1 14'-2'
1 9'6'
11'-8' 1
174' 1
-T
Y-7-
mom: r ore mor pane wain = room wpm + was warn + ovemang.
12.00•
I I
0
(4) #10 x 9/16' S. M. S. W/ 3/4'
WASHER EACH PAN EACH
3.00' rt—
OFCONNECTION
3.00'
MATERIAL: 0.028 OR 0.034"3105 H-28 ALUMINUM ALLOY
12.00" x 2.50" W PANEL
SCALE: 2'= 1'-0'
Table 7.3.3 Allowable Spans for SUPER PAN® Panels for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-28
24/r x 12' a 0.036' Super Pan
Open Structures Screen Rooms Glass i Modular Rooms Overhang i
Wind MonoSlo d Roo! i Attached Covers Enclosed Cantilever
Region 1 1i2 1 7 4 tit 1 3 1 / 182 3 4 All
span span span span span span span span I pan Roofs
2-112' s 12' x 0.050' Super Pan
Open Structuros
Wind Man lo Roof
Region tit 3 4
span span span
Serean Rooms
i Attached Coven
tit 3 4
span span span
Glass i Modular Rooms Overhang I
Enclosed Cardllever
1u 3 4 All
span span span Rook
100 MPN
23'-11'
2476"
18'•10"
27-3'
23'6'
15'-5'
19.9'
20'-1'
4'.W
9-Y
23•11'
24'4•
1T-9'
21'-11'
27.5'
14'-6'
18'•g'
19.1
4'.W
•
23'-3'
23'•8"
16'-3'
20'-11'
21'4'
13'•7'
1T-8'
18'-0'
4'-0'
123MPH 18'4'
276'
23'•1-
15'-11'
20-.7'
20-.11'
13'•5"
174'
17'-8"
4'-0'
130 MPH 17'4'
21'-5'
21'-10'
15'•5'
19.9"
20'•1"
17-11' 15'-11'
16'•3'
4'-0'
110 MPH 13'-5'
16'•8'
16-11'
13'•5'
16'6'
16'•11'
174'
157-3'
15'-7'
4--0-
150MPN 13'-5"
16'-a'
16'-11'
13'•5'
1F-5-
16'-11'
1174-
14'6'
1d'•10'
d'-0'
now: .ale nxx pane w = main wain - was wain - overnang.
PLANS REVIEWED
CITY OF SANFORD
�4
, � N
tL !•f Q1 �
• N
J LLr4^ E
H � O O
c= V1 'Mo1u
Um v `ron
C0023 > o
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E
W a -x
milli -0 V^JY
,r al N H
m Nv
0
0 J
eW
^ i.-
-.1 J
ad Q
C/) D
0
O
z0
U .(9-t) - -
ZcAwZOLLJ
0 C3 co
Q = W J U <
W
:� � m "t
W-
Fes'-Qop
W J U g N—
ofPDcr}i'–
o=�J0
f < W
0U LL 1n
_ O
U Z CV
Q C
G
Q J
Q
UJ 2 N
J N
6L ] m
H J
LL
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U0
C to >—
N co QO
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CO oxmt-
>>1ii�
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J O O
LL
U Wvu1LL
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00
Wm
CU �o
r
J�
"T
�u
SEAL
'SHEET
8
09-15-2004 OF 10
MANUFACTURERS PROPRIETARY PRODUCTS
1.1/4' DRYWALL SCREW
GLUED SIDE
Nre
III C
O
0.024' OR 0.030' THICK H-14 1.0 # DENSITY E.P.S. FOAM
OR H-25 ALUMINUM ALLOY (TYPICAL)
METALS USA BUILDING PRODUCTS L.P.
PRO -FAB 7116" O.S.B. & 0.024" ALUMINUM
COMPOSITE PANEL
SCALE: 2"= 1'-0'
Notes:
1. Total roof panel width = room width + wall width + overhang.
2. Spans may be interpolated between values but not extrapolated outside values.
Table 7.3.4 Allowable Spans for W Panels for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-28
2-112- x 12- x 0.028- W Panels
Open Structures I
Wind MonoSloped Roof
Region � 18.2 3 4
span span span
Screen Rooms _
i Attached Covers
14,2 3 4
span span span
Glass i Modular Rooms _Overhang /
Enclosed Cantilever
14142 3 4 All
span span span Roofs
100 MPH 11'-8'
15'-1'
15'-5'
11'-5'
1 14'•1'
14'-5'
10.0
13'-1'
174•
Y-10'
110MPH 10.11•
14'-1'
14'-5'
10'-9'
13'4-
13'-7•
9'•7"
17.4•
12'-7•
1•8"
120 MPH 10'-3'
17.40
13440
!Cr.!"
174•
1Z-7
9'-1•
1V.2'
11'-5'
3'05'
123 MPH 10'-2'
13••1"
13'-5'
9.11'
12'-4'
12'-7•
8'•11'
11'-0'
11'-3'
7-
130 MPH 104•
17-8-
175-
17-11'
9-7-
11'-10-
12'4•
8'S7
165-
10-11-
T 3•
140 MPX 74•
11'-0
11'-10-
9'-2'
11'-4•
Ill.?,
8 '•3'
10 '-7
10'4•
3'•1-
150 MPH 8'-11'
10-11'
11'-7
a'•9•
10'-9'
10'-11'
T-10'
1 7S' I
9--10-
2'-11'
1_117' . 17- . 0 a3a- w P....1.
Open Structures
Wind MonoSloped Roof
Region 14,2 3 4
span span span
I Screen Rooms
6 Attached Covers
14,2 3 4
span span span
Glass 8. Modular Rooms Overhang I
Enclosed Cantilever
14,2 3 4 All
span span span Roofs
100 MPH 13'-1•
16'-r
16'4•
17-3'
15-1•
15-5
10'-11'
14'-0•
14'3'
4'.0-
110MPH 111•90
15•-1'
15'•5•
11'-7-
1414•
1a' -r
10.3•
IXwZ"
IY-W
T-11'
120 MPH 10.11•
14'•3'
14'-7-
10-10'
13'•5'
13'5-
74•
17.5•
12'5'
3'•8-
123MPH. 10-10-
14'•1'
14'4•
105•
13'-2'
1X-6'
9-r
11'•10•
17-5•
T•r
130 MPH 104•
13'•7'
10.10•
10-3'
1ZS•
17.11•
7.7
Iv -5•11'4•
18'5'
3'4-
110MPH 10-0'
1Z-10'
17.1-
9.10•
1Z•1'
173'
8'-10'
10.10-
11'•1'
3.3'
150 MPH 9'4' 1
17.3•
12'4'
9.4'
11'4'
1 11'•9'
8.4'
1 10.4 1
10'-r
1 7 -2 -
num. n uai - Pane. wham = room wham + was with + ovemang.
MANUFACTURERS PROPRIETARY PRODUCTS
is
W a
K
QUO
>Iq
N
0.024' OR 0.030' THICK H-14 1.0 # DENSITY E.P.S. FOAM
OR H-25 ALUMINUM ALLOY (TYPICAL)
METALS USA BUILDING PRODUCTS L.P.
PRO -FAB COMPOSITE PANEL WI EZ-LOK
SCALE: 2' = 1'-0'
Nota:
1) Total roof panel width •room width + wag width + over".
2) Spans may be interpolated between vales but not extrapolated outside values.
3) The Sun Ray roof panel system is designed to span from support to support mated to a full 40' PRO -FAB panel between Sun Ray
panels or between (2) 24• solid penis. Reference Table 7.3.6 or 7.3.7 for avowed spans of the Sun Ray roof panel system.
FOAM CORE
THERMALLY BROKEN METAL SKIN
ALUMINUM EXTRUSION
SUN RAY ROOF PANEL
3" x 24" - TWIN WALL FULL LENGTH SYSTEM
SCALE: 2" = 1'-0'
Table 7.3.5 Allowable Spans for 0.024" PRO -FAB 7116" O.S.B.
8 0.024" Aluminum Composite Panels wl EZ -LOCK for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 3105 M-14 or H-25 Foam Core E.P.S. 81 Density
e_ x 40- x u.u24_ moor Panel I K value a 10.141
Open Structures Screen Rooms
Wind MonoSlop_e_d Rool i Attached Coven
Region 1 18.2 1 7 1 4 1 tit 1 7 1 4
6' x 48' x 0.024- Roof Panel ('R' Value s 23.74)
,closed Cantilever
3 4 All
span I span Roofs
Wind
Region
Open Structures
Mono -Sloped Roof
18.2 3 4
span span span
Screen Rooms
i Attached Covers
18.2 3 4
span span span
Glass i Modular Rooms Overhang I
Enclosed Cantilever
18.2 1 4 All
span span sPen Roofs
100 MPH
24'-9•
27'5•
26'•7
23'-r
26'•5•
25'5•
16•6•
20'4-
17-11-
4'-0'
110 MPH
24'•9'
27S"
264•9'
214.90
24'•3'
2Y.6-
15'-11'
19'•1'
165-
4.4.
120 MPH
23'-r
26'•5'
25'5'
20'-3'
27-r
21'-10'
14•.7'
1T4'
15'-9•
4'-0'
123 MPH
275'
25'•5'
24'5•
175•
21'•11'
21'•3•
14%2"
15-10'
15'-4'
4'41
130MPH 20'•11•
23'-5'
27-7-
18'5'
25-w
19'•11•
17.5
IV -
%r
4'.0'
140 MPH
14.4'
15'•11•
15'•5'
14'4•
15'-11•
15'•5'
1Z•7-
14'-0•
13'-r
4'.0'
1SOMPH 1
14'4•
15'•11'
15'•5' 1
14'4'
15•11'
15'•5•
11'•1'
13'-1-
15'•11'
4'.W
a- . 4a• . 01114' Rmr P. -I rR' Vakr sale 741
Wind
Region
-
Open Structures
Mono -Sloped Roof
18.2 3 4
-span- -span span
Screen Rooms
4, Attached Coven
162 3 4
span -span span
Glass i Modular Rooms Overhang I
Enclosed Cantilever
181 3 1 All _
`span span span -•Rook
100 MPH
26'•9'
29.11- 26.11•
25'-W 1
26'-6•
gra'
17.11-
27.3-
21'5'
4'40
110 MPH
26-9'
27.11- 28'-11-
23'5'
26'-3'
25.4•
18'•5'
20'5'
17.11•
4'-0'
120 MPH
25'5-
28'4- 27'•0
21'-10•
24'-5•
23'•7"
15••a•
18••11•
18••3•
4'-0•
123 MPH
24'4'
27'-5' 264•
21'-3'
27-7
27.11-
IV4"
78'4'
1r-9•
4'-0-
130 MPH
27-r
25'-T 24'•5"
19.11-
27-7
21'4'
14'4'
16.3•
15.5'
4'-0'
140 MPH
15'•5'
1 10-3• 16'4'
15.5'
17".3•
164'
17•7'
15-2'
14'-4
4440
150 MPH
15'•5'
1T-3' 16'5•
15'-5'
17•-3•
16'-8•
17.7-
14'-1•
13'-0
d'-0'
Wore. . over roc. pane. wham room .Warn waa w.au. Rveman9
Table 7.3.7 Allowable Spans for 0.030" PRO -FAB Composite Panels
wl EZ -LOCK for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. 8/ Density
3- x las- x 0.030" Roof Panel w/ EZ -LOCK
Open Structures
MonoSioped Roof
14.2 3 4
span span span
Screen Rooms
i Attached Coven
14,2 3 4
span span span
Glass 4, Modular Rooms Overhang I
Enclosed Cantilever
14,2 3 4 All
span span span Rools
100 MPH
20.9'
30-11' 29'•11'
Open Structures
Wind Mono -Sloped Roof
Region 14,2 3 4
span span span
Screen Rooms
4, Attached Covers
162 3 4
span span span
Glass 4, Modular Rooms Overhang I
Enclosed Cantilever
1&2 3 1 4 All
span span span Roofs
100 MPH 24'•11• 27-11•
27'-0'
23'-10'
265'
25'•7
18'5'
20.10'
20.7
4'-0'
110 MPH 24'•11' 27.11'
2r -W
21'41'
24'4'
23'-8•
16'-2'
17-3'
18'-8'
4'-0'
120 MPH 2740' 265'
25'•9'
20.5'
27-10'
27.1'
14'5•
174-80
15-10'
4'-00
123 MPH 27.11' 25•-7•
24'•9•
19'•10•
22'-2'
21'•5'
14'4•
16-0•
1V-6'
4'40
130 MPH 21'•7 23••7'
27-10"
18.5'
20.10•
20.2'
174"
15'-2"
14'5•
4'-0-
140MPH 14'-5' 16-2'
15••7•
14'•5-
16-2•
15••r
ITT
l4'-2'
4'-0'
20'-2-
1SOMPH 14'•5' 16'-2'
15'•7'
14'•5'
16'-2•
15'•0
11'-7
1T-2'
1 20'-7 1
19-6' I
4' . 4a" x 0.030• Raaf Panel
w/ EZ -LOCK
19'-6'
14'-9-
17'-5'
15'•11'
4'.W
14'-7'
Wind
Open Structures
MonoSioped Roof
14.2 3 4
span span span
Screen Rooms
i Attached Coven
14,2 3 4
span span span
Glass 4, Modular Rooms Overhang I
Enclosed Cantilever
14,2 3 4 All
span span span Rools
100 MPH
20.9'
30-11' 29'•11'
26.5• 29'4•
28'-r
20S•
27.1'
2Z4•
4'.W
25'•7
2T-9'
30-11' 29'•11'
24'4' 2T-2'
26•-7
IVA'
21'•5•
205-
4'-0•
I
264.5'
29'4• 28••r
275• 25'4•
24'-5'
1r -V
17.7'
18'•11-
4'-0'
26-6"
25'•5'
28'-5' 27'-5'
21'-11• 24'-7'
23'-7
15.10•
19'41
18'•5•
4-0-
24'•9'
27-S'
26•-2' 25'4'
205' 23'-1"
274•
15'-0•
17'•11-
16'•3'
44415'•11-17'•11•
29'4'
1T•3•
IVAl' 17'•11'
1T -T
14'-0'
IV -8'
15'•7
4'-0'15'•11'
17'-11' 17'•3' 15'•11• 1T-11'
c-. u•.na1T a...No .-1Q1J-
1T•3•
73'•1'
1 14'-7' 1
14•-1•
4'-0'
Wind
Region
Open Structures
MonoSlaped Roof
192 3 4
span span span
Screen Rooms
i Attached Coven
112 3 /
span span span
Glass 4, Modular Rooms Overhang
Enclosed Cantilever
-TUT-3 4 All
span I span span I Roofs
100 MPH
=
34.11'
13'•9'
29.9'
33.3-
32'•2'
23'-3•
26-0'
25'•7
4'-0'
110 MPH
31'-0
34'41•
33'-9•
27'.4'
30-7-
29'•7'
21'4'
24'-7•
23'•3'
4'.0-
120 MPH
27.7
33'•0
37-2-
254'
26-6"
2T4'
19.9'
27-1•
21'4'
4'-0'
123 MPH
26-7'
31'-11• 30'•11'
24'•9'
2T•8'
26'-g"
19'•2'
27'-5'
20'•9'
4--0-
130 MPH 1
26-5'
29'4'
28'4'
23'-3•
26'-0'
25•-2'
21'-1'
20-2'
174'
4'-0'
140 MPH
18'-W
20'.2'
19.6'
16'-0-
20'-2-
19'-6'
15'•10'
18'5•
1F -W
4'-0'
ISO MPH
18'•0'
1 20'-7 1
19-6' I
18'-0"1
20'•2•
19'-6'
14'-9-
17'-5'
15'•11'
4'.W
Open Structures
Wind Mono -Sloped Roof
Region 18.2 3 / 1
span span span
Screen Rooms
i Attached Covers
192 3 4
span span span
Glass 6 Modular Rooms Overhang I
Enclosed Cantilever
18.2 3 4 All
span span span Rools
100 MPH 3Z-8'
36.7'
354•
31'•2•
34•10'
33'5'
24'4'
27'-3'
26'4'
4'41
110 MPH 375'
36'•7'
35'4'
2V -S'
37-1'
30.11-
27.7-
25'-3•
24'•5'
4'.W
120 MPH 31'-2'
34'-10'
33'-8'
26•8'
29-10' 28•10
20'-8•
23'•1'
22'-4-
4'-0-
123MPH 29'-11•
33'4'
32'-5'
25'-11' 28'•11'
26'•0'
20'-1'
2740
21'5'
4'-0'
170 MPH 2TS'
30'-11' 29'-10
24'4'
27'-3
267
18'-11'
214•1'
20-5'
4'40
140 MPH 18'-11'
21'•1'
20-5'
18'•11'
21'-1'
20'•5'
IT -6"
17.7'
18'•11'
17-4'
150 MPH 18'-11'
1 21'4' i
20.5-
16-11•
21•-1' 1
20'-5'
15•-5'
16'•3-
17'•8•
17'•3•
now: row. FORT pane. worm -room wrum - wan wham - overnang
Table 7.3.8
Table 7.3.6 Allowable Spans for 0.024" PRO -FAB Composite Panels
wl EZ -LOCK for Various Loads
Metals USA Building Products L.P.
Manufacturers Proprietary Products: Aluminum Alloy 7105 H-14 or H•25 Foam Core E.P.S. 81 Density
7- x 48• x 0.024' Roof Panel wl EZ -LOCK
Wind
Region
Open StructuresScreen
Mono -Sloped Roof
162 7 4
span span span
Rooms
8. Attached Covers
162 3 4
span span span
Glass i Modular Rooms Overhang I
Enclosed Cantilever
162 J 4 All
span span span Roofs
100 MPH 21'•4'
23'•10-
23'40-
204'
27.9-
21'-11•
15'-1"
17'-9•
16'•3-
41-0'
110 MPH 21'-4'
23'•10'
27.0'
184-0•
20'•11-
20'-2'
134•9'
15'3'
141•10•
4'-0'
120 MPH 203'
22'-9•
21'•11'
17'•5'
19'•5-
18'•10'
12'•6'
13'-11'
13'-6-
4'-0'
123 MPH
19'-6•
21'-10'
21'•1'
15'•11• 18'-11•
18'•3'
11'-8•
13'-8•
172'
4'-0-
130 MPH
1S%W
20'•2•
19'•5-
15'-1'
17'-9•
16'•3'
11'-1•
17-11'
17.61
4'-0'
140 MPH
174•
17-9"
13'-3'
17-4'
13'•9'
13'•3'
10-7
11.4'
11'-1'
4'-T
150 MPH
1744
13'-9'
17'•3•
17.4•
13'•9-
17.3-
94•
10'S•
10'1'
T-11•
A- x as- It 0.021- Hear Panel
w/ EZ -LOCK
I Screen Rooms
6 Attached Covers
112 3 4
span span scan
Glass i Modular Rooms Overhang I
Enclosed Cantilever
18.2 3 4 All
soon. span span Roofs
100 MPH
26.5•
294•
26.5•
Wind
Region
Open Structures
Me loped Roof
18.2 3 4
span span span
Screen Rooms
i Attached Covers
3 4
span span
Glass i Modular Rooms Overhang I
Enclosed Cantilever
18.2 3 4 All
span span span Roofs
100 MPH 23'•5'
26'-2'
25'•3•
110 MPH
24'•11•
24'-1•
1T-5•
19'-6•
16-10•
4'-0'
110 MPH
23'•5•
26'-2'
25'•3•
25.2'
27.11-
27.2-
IVA'
18'-0'
1T -Y
4'-0'
120 MPH
27.3•
24'-11'
24'•1'
LIT
21'4'
20.0
IY-9'
15'-4'
14'•10'
4440
123 MPH
2144'
23'-11'
234•7
24'-11'
20.9'
20'-0'
13'-5'
14'•17•
11'5•
4'-0'
130 MPH
17-9•
27-1-
21'.4•
17- 40
17.6'
184•10'
174'
14'-2-
134-0•
4.41
110 MPH
13'5'
15'•1'
14'-r
-6-
IVA-
144.7'
11'4'
1T-7150
17-5'
17.11•
MPH
1T4'
IVA'
14'-7'
0240 21.0' 24'40 1 24'.0• 1 24'-0• 24•-0•
15.1'
td' -7'
70'•5'
174'
1141'
4'-0'
a- x 40- x 4.424- Roof Panel wl EZ -LOCK
Wind
Region
_..
Open Structures
Mono -Sloped Roof
162 3 4
span span span
I Screen Rooms
6 Attached Covers
112 3 4
span span scan
Glass i Modular Rooms Overhang I
Enclosed Cantilever
18.2 3 4 All
soon. span span Roofs
100 MPH
26.5•
294•
26.5•
2V.2*
26-P
27".2'
1945'
21'•11'
21'-3•
41-0'
110 MPH
26'-5
275'
28'5•
23'•7
25•10• 24'.11•
18'-7
204•
19'5'
41-0'
120 MPH
25.2'
28'-1•
2r•2'
21'5'
24'-1•
23'•3'
ISS•
18'-8•
16-0•
4•-0'
123 MPH
24'.2'
2T.7
26•1-
20'-11•
27•5'
22'•7'
IVA"
IVA"
1T4'
4'-W
130 MPH 27.4'
24'-11'
24'-1'
175'
21'•11'
21'•3-
14'4•
15-11'
15'-5•
4'0
140 MPH
15'•3'
17- 40
16'-5•
1T-3-
10-04
IF -5'
13'4'
14'-11'
14'-5'
4'-0'
150 MPH
15'•7
IT -W
16'-5
15.3'
1114
16'-5'
17-5'
17.11•
73'-5'
1 4'-0-
Wind
Region
Open Structures
Mono -Sloped loped Roof
-TIFF-3 4
span I span span
Screen Rooms
i Attached Cove
18.2 3 4
span span span
Glass i Modular Rooms Overhung I
Enclosed Cantilever
1:2 3 4 All
span span span Roofs
100 MPH 27.1-
374'
31'-5•
27'-0'
30-11' 27.11'
21'5•
24'•3'
23'•5-
4'-0'
110 MPH
27.1'
374•
31'•5'
25'4•
264• 27'4•
20-1•
27-5-
21'4•
4•-0•
120 M_ PH
27'
30.11•
-11•23
7
264' • •
1S'-5'
_2F7-
-I '•10'
4'-0-
123 MPH
26'-80
29%9"
28'-9'
27.1-
25-9' 24'-11' 1r-10' 17.11-
19.3•
4'.0-
130 MPH
247
27'4•
26'-6'
21'5•
24'-3'. 23'•5•
15'-9•
18•-9-
18'-2•
4'.01-
.140 MPH
16'•9'
18'-9-
18•-T
16'•9•
181-9' 18•-2'
140.9'
17'3'
15'•11-
24'40
150 MPH
16'•9'
18'•9' 1
18'•7
76'-9'
18'•9' I 18•-2'
I 13'5'
I15'3'
14'•10'
a'-0'
Maximum Panel Spans - Dead and Live Load and/or Snow Load (Lbs. I Sq. Ft.)
O.S.B. Composite Panel with Splines, Enclosed Buildings
Metals USA Building Products L.P.
Rotes:
1. Spans are derived from lest data for O.S.B. composite panels with spline of 02 spruce. pine or hr. Use V180 for Roof and Wall Span Tables
and L/360 for Floor Span Tables.
2. Top skin for floor panels should be ovenayed with a minimum of 7116' finished Mooring perpendicular to the panels. /
3. Dead and live load values provided for sNngle roofs only. For Ole roofs consult engineer.
4. Splines shall be lull length of panel and shall not be spliced.
5. Maximum length of panel shag riot exceed 24'40. ✓
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09-15-2004 I OF J 10
Wind Speed .100 M.P.M.
Wind Spend .110 M.P.M.
Panel
Thickness
Deflection
None
Overhang Span
1 ft. 2N. 3K 1
4N.
Panel
Thickness
Deflection
Overhang Span
1 K 2 N. 3K.
4N.
4112•
U1s0
15'4•
15'•1'
15'4• 164• 17'•10'
4112'
U180
14'$
14'•11• 15'•11' 17' 7'
U240 14'•1' IT' 87 13-11' 14'•11- 15'-11-
U240 13'4• 13'-0 14'-r 15'-r
U360 17.3' 1V -W 11'-11' 13'•3• 14'-3'
114'-7'
U360 11'•2• 11'•5• 12'•11• 13'•11'
6112'
U180
21'•1'
20'4'
20'•9- 21'•7 27-9•
6112'
U180
20'•7
20.5'
21'-5•
22'-5'
L1240 17-7 18•-7' 18•-10• 19'•10' 20-10•
U240 18'3• 18'-7' 17-7•
20-7'
Lrmo 16•-2' IV -9• 15'•11• 104• 18.4•
U360 1V-4- 15'•7• 16-0
19'-3•
8114'
u180
24'4r
24'-0'
24'-0• 24'-0'
24'-0'
8114-
U180
2a'-0•
24'40
2d'-0'
24•-0'
11240 23'4' 27-r 22'•10' 23'•10' 21'-0'
U240 27.2' 27-7 2Z4' 27.6"
24'40
1.1360 1 20'-5' 1 19-9' 20'-0 1 21'40 27-0•
U360 194• 19'•5' 19'•6' 205'
21'5'
10114•
U18024'-0'
24'41
24'.0•
24'.0•
24'-0•
10114-
U180
24'-W
24'-0•
24'-0• 24'4r 24'•0'
0240 21.0' 24'40 1 24'.0• 1 24'-0• 24•-0•
0240 24'-0• 24•4' 24'-0• 21'.0- 24'-0•
V760 22'•10' 27.1' 1 22'4• 1 23'4' 1 24'-0'-
U760 21'44-21'-S' 21'-11• 27.11• 23'-11'
WiZ Speed - 120 M.P.H.
Wind Speed .140 M.P.H.
Panel
Thickness
Deflection 1
None
Overhang Span
I 1 K 2 fl. 311. 1
4N.
Panel
Thickness
Deflection
NoneK20'-S"
Overhang Span
It. 2 N. 31L
4H.
4112-
U180
13'5'
1T4'
13'-7•
14'•7•
15'•7'
4112-
U180
17.5•
17.9'
17-9' 14'-9'
U240 12'•5' 11'•9' 12'4• 13'4' 14'4•
U240 10'•11' 11'•3' 17-r 13'•7'
U360 10'4' 10-3• 10'4' IV -6' 12'•10'
1.1360 9-6'9'•10' 10'•10- 11'•10'
6112'
U180
18'-11'
IVA"
18'4•
19'4'
204•
61/2•
U1a0
164•
16'•8-
18'•3•
19'•3'
U240 16'4• 15'•11' 16'•7 17'5• 18'5-
Lr240 14'.10' 15-2' 16-7
1T r
U360 14'-3' 13'•11• 14%2" IV -2" 16'•2'
U360 12-11• 13'-T 14'-3'
15••3'
8114'
U180
27-W 21'.11'
22'•3•
23'•3•
24•-0'
8114'
U780
20'•7'
20'-11• 21'•11• 2Z-11'
1'•3• 27-3•
U240 20'•11' 19'-11'a7'
U240 18'5' 18'-9• 19'•0' 26-0• 21- o -
U360 19'-3- 17'-6" 8'-9' 17.9•
U360 15'-9• 15•-10' 16'•1• 17'5'• •1r4t:
10114"
U180
24'41
244-W
4'-0'
24'4"
10114'
I
U180
23'•0' 23'-1'
23'4'
21'-0' -24'-0'
U240 23'-5' 273' 3'•7- 24'-W
L1240 20.11• 20.11' 21'-3' 27-3' .23'•3•
L1360 20'-5. 19'4' 0'-9' 1 21'•9-
18'4' 16'•0 1.9'-T 20'-7'
Rotes:
1. Spans are derived from lest data for O.S.B. composite panels with spline of 02 spruce. pine or hr. Use V180 for Roof and Wall Span Tables
and L/360 for Floor Span Tables.
2. Top skin for floor panels should be ovenayed with a minimum of 7116' finished Mooring perpendicular to the panels. /
3. Dead and live load values provided for sNngle roofs only. For Ole roofs consult engineer.
4. Splines shall be lull length of panel and shall not be spliced.
5. Maximum length of panel shag riot exceed 24'40. ✓
10 -'I
w, -a
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, N
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t.11USEAL
SHEET
8
09-15-2004 I OF J 10
General Notes and Specifications:
The following extrusions are considered to be'Industry Standard' shapes. The properties are based on die
drawings furnished by Florida Extruders International, Inc..
1.00' A = 0.243 in.'
WT = 0.278 p.l.f.
'oo Ix=0.136 in'
0.044' -) N Sx = 0.137 in.'
-4c 6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION
SCALE: 2' = 1'-0'
1.00'
A = 0.287 in?
WT = 0.329 p.l.f.
Ix = 0.368 in.'
0.044 a Sx = 0.247 in'
M
6063 - T6
1" x 3" x 0.044" OPEN BACK SECTION
SCALE: 2'= 1'-0'
* 2.00' * A = 0.424 in.'
WT = 0.486 p.l.f.
c Ix = 0.232 in.'
0.044' +N. Sx = 0.234 in.'•
�k 6063 - T6
2" x 2" x 0.044" PATIO SECTION
SCALE: 2'= 1'-0'
* 2.00' * A=O .496 in.'
I I WT = 0.568 p.l.f.
Ix = 0.276 in'
0.055'
Sx = 0.279 in.'
fl_� 6063 - T6
2" x 2" x 0.055" PATIO SECTION
SCALE: 2' = 1'-0'
3.00'
A=0.716in.'
I I
WT = 0.820 p.l.f.
c
Ix = 0.477 in.-
n'0.07
- + N
0.07027[ -
Sx = 0.477 in'
�F
6063 - T6
3" x 2" x 0.070" PATIO SECTION
SCALE: 2' = 1'-0'
3.00'
SCALE: 2'=
-�C
A = 1.081 in.'
S.M.S. c
0.044' N
WT = 1.239 p.l.f.
0.093 1 bo
Ix = 1.523 in.'
A = 0.954 in.'
Sx = 1.015 in?
Ix = 4.854 in.'
6063 - T6
3" x 3" x 0.093" PATIO SECTION
SCALE: 2' = 1'-0'
2.00'
3.00'
I I
A=0.613 in?
A = 0.562 in.'
WT = 0.702 p.l.f.
+ c
Ix = 0.773 in'
0.045 "
Sx = 0.515 in'
0.045
6063 - T6
2" x 3" x 0.045" SPECIAL SECTION
SCALE: 2"= 1'-0'
3.00'
I I
WT = 0.620 p.l.f.
A = 0.562 in.'
Ix = 0.640 in'
WT = 1.122 p.l.f.
0.093 + c
�i
Ix = 0.762 in.'
Sx = 0.920 in'
6063 - T6
3" x 3" x 0.045" FLUTED SECTION
SCALE: 2' = 1'-0'
A = 1.438 in? I A = 0.772 in.'
0.125 ' -F c WT = 1.648 p.l.f. WT = 0.885p.1.f.
Ix = 1.984 in.' 0.046' +$ c Ix = 1.940 in.,
Sx = 1.323 in.' � � Sx = 0.959 in?
6063 - T6 6063 - T6
3" x 3" x 0.125" PATIO SECTION
SCALE: 2' = 1'-0' STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
3.00' A = 0.451 in?
A = 0.451 in?
I I
WT = 0.620 p.l.f.
WT = 0.620 p.l.f.
Ix = 0.640 in'
4.00'
Sx = 0.427 in?
- +
0.050' a
6063 - T6
0.045
Ix = 0.336 in.
N Sx = 0.336 in.'
2" x 4" x 0.050" PATIO SECTION
SCALE: 2'=
1'-0'
A T 1.938
WT = 2.221 p.l.f.
S.M.S. c
0.044' N
-'k 6063 - T6
'S
,^'r, 0 0
0 c
A = 0.954 in.'
c
Ix = 4.854 in.'
3" x 2" x 0.045" PATIO SECTION
SCALE: 2"= 1'-0'
0.125'
+
Sx = 1.195 in.'
a
Sx = 2.427 in?
6063 - T6
2" x 5" x 0.062" PATIO SECTION
SCALE: 2'
= l'-0'
6063 - T6
WT = 3.474 p.l.f.
O 00 v
* 2.00'
A = 0.451 in?
I I
WT = 0.620 p.l.f.
c
Ix = 0.640 in'
+
o.oas - „li
Sx = 0.427 in?
- +
0.050' a
6063 - T6
2" x 3" x 0.045" PATIO SECTION
SCALE: 2' = 1'-0'
* 2.00'
Z(nWZOQ
I I
A = 0.685 in.'
* 2.00' * o A= 0.592 in.'
WT = 0.785 p.l.f.
c
Ix = 1.393 in.'
- +
0.050' a
Sx = 0.697 in?
0.355
6063 - T6
2" x 4" x 0.050" PATIO SECTION
SCALE: 2'=
1'-0'
2.00'
S.M.S. c
0.044' N
UPRIGHT:
Ix
'S
,^'r, 0 0
0 c
A = 0.954 in.'
= 0.694 in.' Sx = 0.466 in.
WT = 1.093 p.l.f.
0
Ix = 2.987 in'
- +
0.067 c
Sx = 1.195 in.'
H�
6063 - T6
2" x 5" x 0.062" PATIO SECTION
SCALE: 2'
= l'-0'
4" x 4" x 0.125" PATIO SECTION
SCALE: 2'= 1'-0'
* 2.00'
A = 0.482 in?
WT = 0.552 p.l.f.
c Ix = 0.609 in.'
0.050._E
.050' f M Sx = 0.406 in?
I 6063 - T6
0.050" TILT SECTION
SCALE: 2' = 1'-0'
* 2.00
A = 0.582 in'
WT = 0.667 p.l.f.
5 Ix = 1.228 in.'
0.050' ) a Sx = 0.614 in?
6063 - T6
2" x 4" x 0.050" TILT SECTION
SCALE: 2' = 1'-0'
2" x 4" x 0.046" x 0.100"
SELF MATING BEAM
SCALE: 2' = 1'-0'
2.00'
A = 0.964 in'
WT = 1.105 p.l.f.
0.049' o Ix = 3.691 in.'
N Sx = 1.468 in'
0 6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 5" x 0.050" x 0.120"
SELF MATING BEAM
SCALE: 7 = 1'-0'
2.00'
7
A = 1.095 in.'
WT = 1.255 p.l.f.
0.050' + o Ix = 5.919 in'
Sx = 1.965 in.
0
6063 - T6
0
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 6" x 0.050" x 0.120"
SELF MATING BEAM
SCALE: 2' = 1'-0'
2.00'
f
A = 1.259 in?
WT = 1.443 p.l.f.
0.055" + S Ix = 8.746 in'
n
Sx = 2.490 in?
6063 - T6
0
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM
SCALE: 2' = 1'-0'
2.00'
A = 2.250 in?
- - - WT = 2.578 p.l.f.
0.055' o Ix = 15.427 in!
r.
Sx = 4.408 in'
U;C1
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
* 2.00'
i
7 A 7= 1.990 in.'
WT = 2.280 p.l.f.
Ix = 21.981 in.
0.082' = + o Sx = 4.885 in.'
O1 6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 9" x 0.072" x 0.224"
SELF MATING BEAM
SCALE: 2' = 1'-0'
2.00' * -- --
fo
0
A = 2.355 in.'
WT = 2.698 p.l.f.
0.082' + o Ix = 26.481 in.'
CD Sx = 5.885 in.'
6063 - T6
2" x 7" x 0.055" x 0.120"
SELF MATING BEAM W/ INSERT
SCALE: 2"= 1'-0'
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
* 2.00'
I e I
N
O
A = 1.853 in?
WT = 2.123 p.l.f.
a.or
o Ix = 16.638 in.'
m
Sx = 4.157 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24' O.C.
TOP AND BOTTOM
2" x 8" x 0.072" x 0.224"
SELF MATING BEAM
SCALE: 2' = 1'-0'
2" x 9" x 0.082" x 0.306"
SELF MATING BEAM
SCALE: 2'z 1'-0'
�J
09.15.2004 1 OF 10
Z(nWZOQ
��4
* 2.00' * o A= 0.592 in.'
Q= W J W 0
D
I I WT = 0.678 p.l.f.
0.044 - UPRIGHT:
00
=)m O Z
Z
2.00' *
A = 0.666 in'
0.355
d -4,
(1S 1/6.
WT = 0.763 p.l.f.
N ly = 0.369 in.' Sy = 0.369 in.'
v
J LL
S.M.S. c
0.044' N
UPRIGHT:
Ix
'S
,^'r, 0 0
0 c
FROM ENDS, OP
= 0.694 in.' Sx = 0.466 in.
2" x 2" x 0.044" PATIO SECTION
. -
C N td
OR BOTTOM AND -')c
16' O.C. 0'044'
BEAM:
=
V N M v�
2
@ -�Il
ly = 0.406 in' Sy = 0.410 in?
�,� '
> o .-
�F 2.00" 0
6063 - T6
WT = 3.474 p.l.f.
O 00 v
CD LL W =
W w u
0.092' + c
Ix = 42.583 in.
N
1" x 2" x 0.044" OPEN BACK SECTION WITH
W
I�III
d -X
Cm m - W `c
LL,?
2" x 2" x 0.044" PATIO SECTION
SCALE: 2'=
(1)#8x2.112'
1'-0'
6063 - T6
ro '�
'Q
S.M.S. @ 6-
2'OT
STITCH W/(1j
.`00 OJT
FROM ENDS, TOP T'�
A = 0.847 in?
98 S.M.S. @ 24'
Q m
OR BOTTOM ANDWT
@ 16' O.C. OR
c
_ 0.971 p.l.f.
O.C. TOP AND
v
m J
PILOT HOLE W/ 0.044 +
UPRIGHT:
BOTTOM
w
N
CAP AND (1) #8 x �k
Ix = 1.295 in.' Sx = 0.654 in.'
90 ~
SELF MATING BEAM
112" S.M.S. BEAM:
INTERNAL 6'
FROM ENDS, TOP
ly = 0,540 in.' Sy = 0.545 in'
a8
J
Q
OR BOTTOM
6063 - T6
-0
I
AND @ 16' O.C.
Z
2" x 2" x 0.044" PATIO
SECTION WITH
p Z
0
- - - -21'x 2`x 0.044" PATIO SECTION -•- -
U OV
SCALE: 2' = T -T
Z J
�J
09.15.2004 1 OF 10
Z(nWZOQ
0006P -H
* 2.00' * o A= 0.592 in.'
Q= W J W 0
D
I I WT = 0.678 p.l.f.
0.044 - UPRIGHT:
00
=)m O Z
Z
Ix = 0.457 in.' Sx = in?
W _ f- Q O
0.355
W J (j t3 N
0.044' - + c
Q' P: =) & >_
N ly = 0.369 in.' Sy = 0.369 in.'
LL O Q V
6063 - T6
0 L (j)
PLANS
W
0
1" x 2" x 0.044" SNAP CAP SECTION WITH
U Z C-4
j
2" x 2" x 0.044" PATIO SECTION
SCALE: 2"= 1'-0"
Q J
Q
�J
09.15.2004 1 OF 10
W ZN
~
/1 N
{„L j e�
2.Oo'
T., T
LVED
REVIEWED
<
� �_^
z 4
PLANS
Uj °
�/ OF SAN
CITY
o�
m o
�t O w m
W
A = 3.032 in.
J ON0
WT = 3.474 p.l.f.
CD LL W =
W w u
0.092' + c
Ix = 42.583 in.
V a
ci
Sx = 8.504 in'
� ? X F
6063 - T6
j Z m
> W
STITCH W/(1j
�-'O
CIO >
98 S.M.S. @ 24'
�.
O.C. TOP AND
-
BOTTOM
'
2" x 10" x 0.092" x 0.369"
SELF MATING BEAM
SCALE: 2' = 1'-0'
k.SHEET
-0
I
�J
09.15.2004 1 OF 10
(2) 06 x 2.1? S.M.S. @ 6'3.00"
3" x 3" x 0.093" PATIO SECTION CORNER POST
FROM ENDS. TOP OR BOTTOM AND
SCALE: 2" = 1'-("
FROM ENDS. TOP OR BOTTOM AND
1.00" o
@ 16" O.C. OR PILOT HOLE WI CAP
T
-''IC A = 1.367 in?
@ 16. O.C. OR PILOT HOLE WI CAP
AND •8 1/T S.M.S. INTERNAL 6"
AND @ 16" O.C.
I WT = 1.566 p.l.f.
FROM ENDS. TOP OR BOTTOM
A = 1.367 in.'
(1) x
FROM ENDS. TOP OR BOTTOM
0.093" _
c
500"
WT = 1.566 p.l.f.
AND @ 16- O.C.
p
o
+
c
o
Ix = 2.655 in.'
LOAD APPLIED NORMAL TO THE
6063: T6
Sx = 1.328 in'
6063 - T6
4' DIRECTION
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
FROM ENDS. TOP OR BOTTOM AND
SCALE: 2" = 1'-("
12) 08 . 2- VT S.M.S. @ 6'
FROM ENDS. TOP OR BOTTOM AND
1.00" o
@ 16" O.C. OR PILOT HOLE WI CAP
T
-''IC A = 1.367 in?
AND (1) 08 x 1/2' S.M.S. INTERNAL 6'
AND @ 16" O.C.
I WT = 1.566 p.l.f.
FROM ENDS. TOP OR BOTTOM
+
t7
Ix = 1.892 in.'
AND @ 16" O.C.
c
500"
(2) 1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
Sx = 1.261 in?
T6
LOAD APPLIED NORMAL TO THE
6063 -
3.OIRECTpN
4.00'
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL P.QST
SCALE: 2" = 1•-0"
(2) 40 x 2.1? S.M.S. @ 6'
1.00' o
FROM ENDS. TOP OR BOTTOM AND
Ix
@ 16" O.C. OR PILOT HOLE W/ CAP
A = 1.654 in'
AND (1) 08 x 112• S.M.S. INTERNAL 6'
f WT = 1.895 p.l.f.
FROM ENDS. TOP OR BOTTOM
+ o Ix = 2.260 in.'
AND @ 16" O.C.
M
e
Ix 1.631 in'
Sx = 1.507 in?
LOAD APPLIED NORMAL TO THE
3' DIRECTION
6063 - T6
c
500"
(2) 1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
H2 4 1.49 B
SCALE: 2'= V-17
4.OWO'
N A = 3.706 in'
o WT = 4.246 p.l.f.
Ix = 33.276 in.'
0.07' + + c Sx = 8.314 in.'
ao 6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS _
SCALE: 2' = 1'-0"
�j- 4.00"
1'
F
io
0
0.082" + + c
A = 4.710 in!
WT = 5.397 p.l.f.
Ix = 52.963 in.'
Sx = 11.770 in?
6063 - T6
STITCH W/ (1) 08 S.M.S. @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
(2) 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS
SCALE: 2' = 1'-0"
>� 4.000'
I
_ o
+ + o
0.092"
A = 6.063 in?
WT = 6.947 p.l.f.
Ix = 85.165 in.'
Sx = 17.007 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
(2)2" x 10" x 0.092" x 0.369" SELF MATING BEAMS
SCALE: 2" = 1'-0'
4, OWT
N
N
O
0.07' + + o
Go
$+ c
O N
A = 4.429 in.'
WT = 5.075 p.l.f.
Ix = 48.889 in.'
Sx = 9.754 in?
6063 - T6
STITCH W/ (1) #8 S.M.S. @ 24.O.C.
TOP AND BOTTOM OF EACH BEAM
(2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038"
SCALE: T = 1•-0"
a.00•
N
N
o A = 4.702 In?
A = 3.980 in' WT = 5.388 p.l.f.
WT = 4.560 p.l.f. Ix = 62.947 in.'
Ix = 43.963 in.' 0.072' _ + + o Sx = 11.425 in.'
Sx = 9.770 in' °' 6063 - T6
6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C.
STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM
TOP AND BOTTOM OF EACH BEAM
(2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS
SCALE: 2" = 1'-0'
o+ 0
1
Z.
(2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS WI 2" x 4" x 0.038"
SCALE: 2' = 1'-0"
0
A = 6.249 in?
WT = 7.160 p.l.f.
Ix = 101.446 in.'
Sx = 16.901 in'
6063 - T6
STITCH WI (1) #8 S.M.S. @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
(2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS
WITH 2" x 4" x 0.038"
-
SCALE. -2'"= 1•-0"- -
�(-2.00"
A = 0.569 in?
0.045" - -}- o WT = 0.652 p.l.f.
N
Ix = 0.332 in'
Sx = 0.332 in?
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
SCALE: 2" = 1'-0"
x2.00"
A = 0.591 in.'
WT = 0.677 p.l.f.
0.045" + o Ix = 0.812 in.'
Sx = 0.5451n?
6063 - T6
2" x 3" x 0.045" SNAP EXTRUSION
SCALE: 2' = 1•-0"
2" x 6" x 0.062" SNAP EXTRUSION
SCALE: 2' = 1'-0"
2.00'
0.062" . +Ll
8
n
A = 1.447 in.'
WT = 1.658 p..l.f.
Ix = 10.151 in.
Sx = 2.900 in?
6063 - T6
2" x 7" x 0.062" SNAP EXTRUSION
SCALE: 2' = 1'-0"
PLANS REVIEWED
CITY OF SApFORD
2" x 4" x 0.045" SNAP EXTRUSION
SCALE: 2' = 1'-0•
r
Section Alloy
( 2.00"
A = 0.682 in'
Ix
ly Sx S
Rx R
in, in. in. in. I in.Z I in.i in., in.3 I in.,
0.045
+
WT = 0.781 p.l.f
4
H1 6 0.08 0.08 1.18
0H24
e
Ix 1.631 in'
INT =1.516p.1.f
0.062"
Sx = 0.816 in'
c
Ix = 7.027 in'
6063 - T6
2" x 6" x 0.062" SNAP EXTRUSION
SCALE: 2' = 1'-0"
2.00'
0.062" . +Ll
8
n
A = 1.447 in.'
WT = 1.658 p..l.f.
Ix = 10.151 in.
Sx = 2.900 in?
6063 - T6
2" x 7" x 0.062" SNAP EXTRUSION
SCALE: 2' = 1'-0"
PLANS REVIEWED
CITY OF SApFORD
2" x 4" x 0.045" SNAP EXTRUSION
SCALE: 2' = 1'-0•
r
Section Alloy
2.00•
H tl t2 A
Ix
ly Sx S
Rx R
in, in. in. in. I in.Z I in.i in., in.3 I in.,
in. in,
A = 1.323 in.'
6063 T-5
4
H1 6 0.08 0.08 1.18
0H24
3.81
INT =1.516p.1.f
0.062"
+
c
Ix = 7.027 in'
5 H1 5 10.06510.0651 0.96 1 2.45 1 4 43 0.73 1.80 L
1.591 2.14"
H2 4 1.49 B
1.74 R
= 2.342 in?
LlSx
6063: T6
2" x 6" x 0.062" SNAP EXTRUSION
SCALE: 2' = 1'-0"
2.00'
0.062" . +Ll
8
n
A = 1.447 in.'
WT = 1.658 p..l.f.
Ix = 10.151 in.
Sx = 2.900 in?
6063 - T6
2" x 7" x 0.062" SNAP EXTRUSION
SCALE: 2' = 1'-0"
PLANS REVIEWED
CITY OF SApFORD
2" x 4" x 0.045" SNAP EXTRUSION
SCALE: 2' = 1'-0•
r
Section Alloy
W
H tl t2 A
Ix
ly Sx S
Rx R
in, in. in. in. I in.Z I in.i in., in.3 I in.,
in. in,
Gutter
Edge
6063 T-5
4
H1 6 0.08 0.08 1.18
0H24
3.81
4.05 0.96 (T 3.40 L
1.8 1.85
1.89(B)
1.44 R
6063 T-5
5 H1 5 10.06510.0651 0.96 1 2.45 1 4 43 0.73 1.80 L
1.591 2.14"
H2 4 1.49 B
1.74 R
"-4
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9B
09-15.2004 I OF 101
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d = diameter
Embedment
Depth
(in.)
I Min. Edge Dist. 6
Anchor Spacing
Sd (in.)
allowable loads
Tension he.
114"o
ZAMAC NAILIN (Drive Anchors)
26" - 10 SF
114,
1.1/2• '1-1/4•
1.1/4'
1 2739 1
1 316; 1
236#
eitia
1320# • 48 SF 19809.72 SF 2640# • 96 SF
TAPPER jConcrete Screws
1•
3129.11 SF
3116"
1.114' 15116•
1.314' 15116•
1 28M
3719
1670
2599
114"
1.114• 1-114'
1.314' 1.1/4
427#
S44N
20ON
216#
318"
1.1/7 1.7/8'
1.314• 3-318•
1 5110
7030
4020
455N
17800 - 65 SF 1 26700.97 SF 1 35609 - 130 SF
POWER BOLT (Expansion Boll)
Fastener Length of
Diameter Embedment
114"
2' 1.1/a•
6249
26144
5116•
3' 1-7/e"
9369
7519
318"
3.12' 1 1.7/8' 1
1,575#
1.4250
12'
5' 1 2.1/2' 1
2,3329
2.2200
TYPE OF FASTENER a Expansion Bolts (Rawl Power Bolt or Equivalent)
POWER STUD edge Anchor
- 44 SF 1
1 13039 - 48 SF 1
2410N - 88 SF 136150 - 132 SF 48209 - 176 SF
26064 -95 SF 1 39098 - 143 SF 52129. SF
1'4-314"
1.114•
8129
3269
318"
4.1/4• 1-718•
1,3580
92144
12"
6' 2-12'
2.2719
1,2189
518•
T 2.1/4•
3.2689
2.202#
1. Concrete screws are limited to 7 embedment by manufacturers.
2.Values listed are allowed bads with a safely factor or 4 applied.
3. Producls equal to rawl may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable bads are increased by 1.00 for wind bad.
6. - Minimum edge distance and center to center sparing shall be be.
7. Anchors recemng bads Parallel to the diameter are shear bads.
S. A 133% increase has been applied because wind uplift is only bad.
Example:
Determine the number of concrete arKhors required for a pod
enclosure by dividing the uplift bad by the anchor slowed bad.
For a 2'x 6' beam with: speckg a 7'-0.O.C.,
allowed span a 20'-5' (Table 1.1)
UPLIFT LOAD - 12(BEAM SPAN) x BEAM 6 UPRIGHT SPACING
NUMBER OF ANCHORS - 12(20.47) x 7' x 109 / Sq. Fl.
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS a 714.709 = 1.67
4279
Therefore, use 2 anchors. one (1) on each side of upright.
Table is based on Rawl Products' allowable bads for 2,500 p.s.i. concrete.
I for Edee Distances More Than Sd I
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 127.42 01 SF)
(For Wind Regions other than 120 MPH. Use Comrersbn Table at Bottom of this oaae)
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
1
Number of Fasteners
2 3 4
114"o
1 •
26" - 10 SF
528# - 19 SF 7920 - 29 SF 1056# • 39 SF
1-12• 39611. 14 SF
7920 - 29 SF 11889 - 43 SF 1584# • 58 SF
2-12' 6600.24 SF
1320# • 48 SF 19809.72 SF 2640# • 96 SF
5116'9
1•
3129.11 SF
624# - 23 SF 93644.34 SF 1248# . 46 SF
1-12' 4669.17 SF
9360.34 SF 14049 - 51 SF 18729.68 SF
2.12' 7800. 28 SF
15609.57 SF 23400 - 65 SF 31200. 114 SF
318"e
1•
3569.13 SF
126.26 SF 1068# - 39 SF 14240 - 52 SF
39
1.17T 5349 . 19 SF
A-13-AFF
10689.39 SF 16029 - SF 21360.78 SF
2.12• 8900 . 32 SF 1
17800 - 65 SF 1 26700.97 SF 1 35609 - 130 SF
CONNECTING TO: CONCRETE [Min. 2,500 pill for PARTIALLY ENCLOSED Buildings
Fastener Length of
Diameter Embedment
1
Number of Fastener
Z 1 ] 4
TYPE OF FASTENER a'Quick Set' Concrete Screw (Rawl Zemoc N211in or Equivalent
114"e 1.11T
2'
1 2330 - 8 SF 1
1 2700-105F 1
4669 .17 SF 1 6999.25 SF 9320 - 34 SF
540N - 20 SF I 8109.30 SF ji IOWN . 39 SF
TYPE OF FASTENER a Concrete Screw (Rawl Tapper or Equivalent
3116'9 1.12'
1.314•
2460 - 9 SF 1
3170 - 12 SF
4920. 18 SF 7380.27 SF 9849.36 SF
634' . 23 SF 9519.35 SF 1268# - 46 SF
114"s 1.12•
1.314'
3659 - 13 SF
4650 - 17 SF
730' - 27 SF 109511-40 SF 14609.53 SF
930# - 34 SF 13950. 51 SF 1860# .68 SF
318"s 1-1/7
1.314•
437# - 16 SF
60IN - 22 SF
8749 - 32 SF 13119 - 48 SF 17480.64 SF
12020.44 SF 1803' - 66 SF 2404' - 88 SF
TYPE OF FASTENER a Expansion Bolts (Rawl Power Bolt or Equivalent)
=-a12050
3.1?2-12'
- 44 SF 1
1 13039 - 48 SF 1
2410N - 88 SF 136150 - 132 SF 48209 - 176 SF
26064 -95 SF 1 39098 - 143 SF 52129. SF
12'9 3'
5'
26190
1806' . 66 SF 35120 - 132 SF 54189 - 198 SF 7224# • 3 SF
1 19939.73 SF 1 39860. 145 SFJ 59790 - 218 SFI 7972# • 291 5
1. The minimum distance from the edge of the concrete to
the concrete anchor and spacing between anchors shall not
be less than Sd where d is the anchor diameter.
2. Allowable bads have been increased by 1.33 for wind
loading.
3. Allowable roof areas are based on bads for Glass /
Enclosed Rooms (MWFRS); 1= 1.00.
4. For partially enclosed buildings use a multiplier to roof
area of 0.77.
5. For section 1 6 2 multiply rod areas by 1.30.
WIND LOAD CONVERSION TABLE:
For Wind Zoneslftegions other than 120 MPH
(Tables Shown), multiply allowable bads and roof
areas by the conversion factor.
WIND APPLIED CONVERSION
REGION LOAD FACTOR
100 19 1.19
110 23 1.08
120 27 1.00
123 29 0.97
130 32 0.92
140 37 0.85
150 43 0.79
Table 9.3 Wood 8 Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable . Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 01 SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
1
Number of Fasteners
2 3 4
1/4'e
1 •
2649.7 SF
5260 - 15 SF 7929.22 SF 10560.30 SF
1-1/7 3960 . 11 SF
792# - 22 SF 11889 . 33 SF 15140 .45 SF
2.1/2' 6609.19 SF
13200 - 37 SF 19809.56 SF 26409 - 74 SF
5`1618
1'
312#-9 SF
624#. 15 SF 9360-26 SF 124ON-35 SF
1-1/r 468# . 13 SF
9369.26 SF 14049.40 SF 1872# . 53 SF
2.12' 780; . 22 SF
1560# • 44 SF 23400.66 SF 31201.86 SF
318'8
1•
3569 • 10 SF
712# • 20 SF 1068# • 30 SF 1424# - 40 SF
1.12• 1 534# • 15 SF 1
1068; . 30 SF 16024 - 45 SF 21360 • 60 SF
2.12' 1 8900.25 SF
j 17801111 - 50 SF 2670; . 75 SF .356007100 SF
CONNECTING TO: CONCRETE (Min. 2,500 Pali for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
1
1 1
Number of Fasteners
2 1 - 3__T 4
PE OF FASTENER -'Quick Set" Concrete Screw (Rawl Zamac Nallin or Equivalent)
1/4'e
1.12•
r
2339.6 SF
27044. 10 SF
466# . 17 SF 6990 -25 SF 9320 - 34 SF
5400.20 SF 8100.30 SF I 10000.39 SF
PE OF FASTENER a Concrete Screw (Rawl Tapper or Equivalent)
-3116:8_
1.1/r __ -246#-.LSF _497#-.14.SF_ _7360.21.SF_ _9849-25SF
1.314• 3170.9 SF 6340. 18 SF9510.27 SF 12680 - 36 SF
114'8
1-177
1-3/40
3650 - 10 SF
465# - 13 SF
7309 - 21 SF 1IQ. 31 SF 14600-41 SF
9309 -26 SF 13959 - 39 SF 18600 - 52 SF
Ye's
1.117
1.314•
437# - 12 SF
6019.17 SF
8749.25 SF 131 /N • 37 SF 1748; - 49 SF
12020. 34 SF 1 16030.51 SF 24049.68 SF
PE OF FASTENER a Expansion Bons (Rawl Power Bolt or Equivalent
316"a
2.1/7
3-1/r
1 1205; - 34 SF 1
13030.37 SF
24100 - 68 SF 36150 - 102 SF 48209. 136 S
26069 - 73 SF 39090. 110 SF 52120-147 SF
12'o
3•
5'
18060 .51 SF 1 36120-102 SFI 54180-152 SFJ 72240-203 SF
19930 - 56 SF 3986; - 112 SFJ 59790 - 168 SFI 79720 - 224 SF
Notes: .
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less Man 5d where d
Is (he anchor diameter.
2. Allowable bads have been increased by 1.33
for wind loading.
3. Allowable roof areas are based on loads for
Glass / Partially Enclosed Rooms (MWFRS); I =
1.00.
4. 4. For Glass / Enclosed Roams and Sections 1
6 2 use a multiplier to roof area of 1.30.
WIND LOAD CONVERSION TABLE:
For Wind ZoneslRegions other than 120 MPH
(Tables ShownL multiply allowable bads and roof
areas by the conversion factor.
WIND APPLIED CONVERSION
REGION LOAD FACTOR
100 25 1.22
110 30 1.11
120 35 1.03
123 37 1.00
130 42 0.94
14o ie Oise
150 55 0.91
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6063 T•6 Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi: Shear 24,000 psi
Screw I
Allowable Tensile
Loads on
Screws for Nominal Wall Thickness (T) (Ibs.)
Size
Nd
0.044^
0.050^
1 0.055•
0.072^
0.082'
0.092'
0.125'
08
0.164"
182
207
228
298
340
381
(Ibs.)
210
0.190"
211
240
264
345
393
441
-
912
0.210^
233
265
292
362
435
468
-
014
0.250"
278
316
347
455
518
set
749
lie
0.240•
267
303
333
436
497
558
756
5116'
0.3125'
2W
395
434
568
647
726
986
316^
0.375"
417
473
521
682
776
671
1.154
12'
0.50'
556
631
694
909
1.035
1.162
1,578
Allowable Shear Loads on Screws for Nominal Wall Thickness
't' (lbs.
Screw I
Single Shear
Size
Nd
0.044"
0.050'
1 0.055"
0.07T
0.092•
0.092"
0.125'
08
0.164'
175
199
219
266
326,
366
210
0.190"
203
230
253
332
378
424
012
0.210"
224
255
280
367
410
438
014
0.250^
267
303
333
436
497
558
758
114,
0.240"
256
291
320
419
477
535
727
5116•
0.3125'
333
379
417
546
621
697
947
319•
0.375'
400
455
500
655
745
836
1,136
1/7
1 0.50• 1
533
606
667
873
994
1,115
1,515
Allowable Shear Loads on Screws for Nominal Wall Thickness (Y) (Ibs.
Screw
Double Shear
Size
Nd
0.044"
0.050'
0.055"
0.072"
0.082'
0.092"
0.125"
08
0.164'
350
398
438
572
652
732
210
0.190"
406
460
505
664
756
645
012
0.210"
448
510
560
734
836
876
-
014
0.250"
534
606
666
672
994
1116
1516
114"
0.240•
512
582
640
838
954
1070
1454
5116"
0.3125'
666
758
834
1092
1242
1394
1894
318"
0.310
800
910
1000
1310
1490
1672
2272
12^
Notes:
0.50'
1066
1212
1334
1746
1988
2230
3030
1. Spew goes through two sides d members.
2. All barrel lengths: Cetus Industrial Quality. Use manufacturers grip range to match total
wall thickness or conreclion. Use tWes to select rival substitution for spews of anchor
specifications in drawings.
3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel.
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Open or Enclosed Structures @ 27.42 #ISF
Fastener
diam. min. edge min. ctr. No. of Fasteners / Roof Area ISF)
distance to cc'. 1 / Ana 2 I Ana 3 / Area 1 41 Area
114^ 12' 516" 1.454 - 53 2.908. 106 4,362 - 159 5.819 - 212
5116" 316" 1100 1,894 - 69 3,788 . 138 5,682.207 7,576.276
318' 314' 1" 2,272 -82 4.544 • 166 6.816.249 9.1188 -331
12"1" 1.114- 3.030.110 6,060.221 9.090-332112 .120.442
Table 9.58 Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Partially Enclosed Structures @ 35.53 #ISF
Fastener
diam. min. edge min. ctr. No. of Fasteners / Roof Area (SF)
distance to ch. 1 I Area 21 Area 31 Area 41 Ana
114' 12' 98" 1.454-41 2.906.82 4,362-125 5.819-164
5116" 3/8' 718• 1,894 -53 3,788. 107 5.682-160 7,576 .213
318" 314" 1" 2.272-64 4.544-128 6.816 - 192 9.088 - 256
1/r 1" T 1-114' 3.030-85 6.060-171 9.090.256 12.120 - 341
Notes for Tables 9.5 A. B: Allowable Load Coversion
1. Tables 9.5 A 6 B are based on 3 secondAllowable
wind gusts at 120 MPH; Exposure •B': I - 1.0.
For carports 6 screen rooms multiply the Glass for Edge Distances More Than 5d
/ Partially Enclosed bads 6 roof areas above Edge Allows le Lw
MuNt Iles
by 1.3. Distance Tension Shear
2. Minimum spacing is 2-12d O.C. for screws 12d 1.25
6 bolts and 3d O.C. for rivals.
3. Minimum edge distance is 2d for scws,•- - _lid "' 1.21 _ --
ticks. and rivets. 10d 1.18 "
re2.00
Table 9.6
Maximum Allowable Fastener Loads
Eximillon Type Size Description
Aluminum Mandrel
for Metal Plate to Wood Support
Rivet Diameter
Tension (lbs.) Shear
Tension (lbs.) Shear
Metal to Plywood
129 176
210 325
Sar
112" 4 ply Sia" 4 ply
314" 4 ply
3116'
Shear Pull Out Shear Pull Out
Shear
Pull Out
Screw Diameter
lbs. (lbs. (lbs.) jibs.)
(lbs.)
(Ibs.)
#8
93 48 113 59 1
134
71
910
100 55 120 69
141
78
;12
116 71 131 76
/dJ
94
914
132 70 145 ell
157
105
Table 9.7
Aluminum Rivets with Aluminum or Steel Mandrel
Eximillon Type Size Description
Aluminum Mandrel
Steel Mandrel
Rivet Diameter
Tension (lbs.) Shear
Tension (lbs.) Shear
118'
129 176
210 325
Sar
187 1 263
340 490
3116'
262 1 375
1 445 720
Table 9.8 Alternative Angle and Anchor Systems for Beams
Table 9.9
Anchored to Walls, Uprights, or Carrier Beams
Maximum Screw / Anchor Size
Eximillon Type Size Description
To Wall
To
Upright I Beam
Angle
1' x 1' x 0.045•
3116•
910
A
1• r t• x 1/16' 0.063'
3116•
912
Angle
1" x i• x 1111`10.125")
3116•
012
Angle
1.12' x 1.12. 1/16.0.062•
114'
912
Angle
1.1/T x 1.12.3116.0.168•
1/4'
914
Angle
1.12' x 1.12. 118(0.062")
1146
914
Angle
1.314' x 1.314• x 1/e' 0.125-
1/4,
914
Angle
T x 7 x 0.093•
318'
1 318•
AMOS
2. Tx 118'0.125'
5116•
5116-
Angle
7x 7x 3116'0.313'
1/r
12'
U -channel
1-3/4'x 1.314' x 1-314"x 1/8'
318'
N14
U-channal
V x 2-116'x 1• x 0.050•
5116•
5116
7 -channel
1.12• x 2.118'x 1-12• x 0.043'
Ill•
#14
ote:
I of screws t0 beam, wait, a p post equal tc
pin of Seem
Table 9.9
Minimum Anchor Size for Extrusions
sit
010
#12 214•
Wall Connection
311 -
Extrusions
Wall
I Metal Upright Concrete
Wood
1' x 10'
1/4•
914 1/4•
114'
2" x 9'
1/4•
#14 114•
114'
2"x 6•
1/4•
#12 I/4'
#12
2' x 7"
3116'
# 10 3116'
010
2" x 6' or less
3116•
N8 11116'
08
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
sit
010
#12 214•
Still"
311 -
so
1.00
0.80
0.58 046
0.27
0.21
010
0.50.
1.00
0.72 0.57
0.33
0.26
012
0.56
0.72
1.00 0.78
0.46
0.36
014
0.46
0.57
0.78 1.00
0.59
0.46
5116"
0.27
0.33
0.A6 0.59
1.000.79
718'
0.21
0.26
0.36 0.56
0.79
1.00
Alternative Anchor Selection Factors for Anchor I Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2' maximum embedment)
Anchor Size 3116" 114" 318"
3116" 1.00 0.83 0.50
114" 0.63 1.00 0.59
318" 0.50 0.59 1.00
Dyna Bolts (1.518' and
2414' embedment respectively)
Anchor 116' 12'
Size
3116• 1 1.00 0 All
IIT 1 0.46 1.00
• Multiply the nut r of 08 spews x size of ander/xfew desired and found up to the next even number of screws.
Example: It (10) 08 screws are required, the number of 010 spews desired is:
0.8x10=(8)010
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