HomeMy WebLinkAbout109 Oakridge CtCITY OF SANFORD PE.•tMIT APPJISATION
Permit # : /,1 ly , jd s-1 byddd l Mo , Date: Job,
Address: /O'ya.k r,'d 9 e- C4' De
ription of Work: GticlO,se erExisft•s f1 i d r/5ceee, Historic
District: Zoning: Value of-Work:`S /84140 Permit
Type: Building Electrical Electrical:
New Service — # of AMPS Mechanical:
Residential Non -Residential Plumbing/
New Commercial: # of Fixtures Plumbing/
New Residential: # of Water Closets _ Occupancy
Type: Residential Commercial Construction
Type: # of Stories: Mechanical
Plumbing Fire Sprinkler/Alarm Pool Addition/
Alteration Change of Service Temporary Pole Replacement
New (Duct Layout & Energy Calc. Required) of
Water & Sewer Lines # of Gas Lines Plumbing
Repair — Residential or Commercial Industrial
Total Square Footage: of
Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: //
2-0 30 d-la O d d d 1170 r'
Owners Name & Address: e z-r-IV C, 6L(.
0/ Contractor
Name & Address: Phone &
Fax: 09
Attach
Proof of Ownership & Legal Description) Bonding
Company: Address:
4 n oMa . - .. Mortgage
Leader: Address:
Architect/
Eogineer: Address:
Phone: ?
d % ,7Z $ • 9 / * B License
Number: Application
is hereby made to obtain a permit to do the work and installations as indicated i certify that no work or installation has commenced prior to the issuance
of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR
CONDITIONERS, etc. OWNER'
S AFFIDAV fC: i certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction
and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR iMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE:
In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this
county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance
of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. ems«
e X all /dS Signature
of Owner/Agent Date Signature of Contractor/Agent ekeRe,
fo G, o atp Print
Owner/Agent's Name U - - - —
of Print
Contractor/Agent's Name Jorky-
Si
re of No -State of Flori Date Signature of Notary -State of Florida Owner/
ent is L Pe onall Known to 1%Ie JULIE
IL COW"
Owner/Agent Y CanwM OO bntrctor/Agent is . Produced
ID E d w vit1/20tlti $roduced ID _ L.
1.6g APPLICATION
APPROVED BY: Bld ry%
WMHllTfilT'.--- Utilities: initial &
Date) (Initial & Date) Special
Conditions: Date
1M
Personally
Known to Me or FD:
Initial &
Date) (initial & Date)
CITY OF SANFORD BUILDING DIVISION
OWNER/BUILDER 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 construction 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.
Owner/Builder Signature —Date
r'ew ^rlsr l'd LO
Print.Owner/Builder•Name
N BU RG........
s
JULIE A.
VIVAN
ELLE
CoeimM
SigKature of Notary —State of Fl rida Date
Owner is Personally Known to Me or has
Produced ID
Seminole County Property Appraiser Get Information by Parcel Number Page I of I
APPRARFSER
I .........
407 CM 7 50F,
7
2005 WORKING VALUE SUMMARY
Value Method: Market
GENERAL Number of Buildings: 1
Parcel Id: 11 -20-30-510-0000-1190 Tax District: S1 -SANFORD Depreciated Bldg Value: $57,339
Owner: GOULD CARMELA C Exemptions: 00-HOMESTEAD Depreciated EXIFT Value: $0
Address: 109 OAKRIDGE CT Land Value (Market): $14,000
City,State,ZipCode: SANFORD FL 32773 Land Value Ag: $0
Property Address: 109 OAKRIDGE CT SANFORD 32773 Just/Market Value: $71,339
Subdivision Name: HIDDEN LAKE VILLAS PH 5 Assessed Value (SOH): $67,205
Dor: 01-SINGLE FAMILY Exempt Value: $25,000
Taxable Value: $42,205
Tax Estimator
SALES
Deed Date Book Page Amount Vac/imp 2004 VALUE SUMMARY
WARRANTY DEED 09/1997 03307 0923 $52,900 Improved Tax Amount(without SOH): $956
PROBATE RECORDS 08/1997 03287 1051 $100 Improved 2004 Tax Bill Amount: $825
PROBATE RECORDS 07/1997 03271 0625 $100 Improved Save Our Homes (SOH) Savings: $131
WARRANTY DEED 11/1992 02510 1876 $43,000 Improved 2004 Taxable Value: $40,248
CERTIFICATE OF TITLE01/1992 02382 1178 $48,600 Improved DOES NOT INCLUDE NON -AD VALOREM
WARRANTY DEED 04/1985 01635 0694 $56,200 Improved ASSESSMENTc
Find Comparable Sales within this Subdivision
LAND LEGAL DESCRIPTION PLAT
Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 119 HIDDEN LAKE VILLAS PH 5 P13 28
LOT 0 0 1.000 14,000.00 $14,000 PGS 81 TO 83
BUILDING INFORMATION
Bid Nurn Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New
1 SINGLE FAMILY 1985 3 994 1,550 994 CB/STUCCO FINISH $57,339 $61,988
Appendage / Sqft GARAGE FINISHED / 540
Appendage / Sqft OPEN PORCH FINISHED / 16
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax
purposes.
If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value.
re—web.seminole—county_title?parcel=I 1203051000001190&cpad=oakridge&cpad—num=1(2/23/2005
SANFORD HIDDEN LAKE HOMEOWNER'S ASSOCIATION
APPROVAL FORM
Architectural Control Committee Approval for
Improvements to Exterior of Hidden Lake Villas.
Instructions. Please complete the following information and mail this form to the address
below. Upon approval, a signed copy will be forwarded to you. Visual Inspection by an
Architectural Control Committee or Association Board Member may be necessary.
Please Print)
Name: It I l l i e CD u
Address: q 0g'k let`
Telephone Number: 7 - 3.12 -
Description of Improvements:
FOR FENCES OR ADDITIONS MUST SUBMIT DRAWING ON PLAT OF SURVEY PF PROPERTY
SHOWING IT IS 10" FROM REAR PROPERTY LINE.
Please provide drawing:
Please mail to: Sanford Hidden Lake Villas HOA, Inc.
PO Box 1892
Sanford, FL 32772-1892
Approval by representative of
ACC or Association Board
Os
Date: Signature:
i
i OAKRIDGE
COURT
A
g0
i
FDLWD 2'\
IRON PIPE
NO #)
MUND 519' t
IRON ROD
NO #) r: GONG
vi DRIVEWAY • ; O
PORCH
1 0
5. 19' C
ONE
STORY CONC BLOCK
RESIDENCE 109
38.
3' El
CONC LOT
119 q3
5
3
1A
3A3 '
w j
i
W o N
ti
0
MAP
OF
SURVEY Curve number
I Ra dlus=
50.00 Delta= 22'
5241' Arc= 19.
96 Tangent= 1012
Chord= 19.
83 Chord Brg.
S.675935'W LEGEND CONC
CONCRETE
R/W
RIGHT-OF-WAY PC POINT
OF CURVATURE FOUND '
X"
CUT IN CONC
FOUND 1/
2" IRON ROD
168 NOTES : 1.
BEARINGS
BASED ON THE S. LINE
OF LOT 119 AS BEING
S.59'20'58E. 2. UNDERGROUND
IMPROVE— MENTS NOT
LOCATED- J. SUBJECT
TO EASEMENTS AND RESTRICTIONS
OF RECORD. 4.
SUBJECT
PROPERTY LIES IN ZONE '
X' (AREA OF MINIMAL FLOODING)
PER FLOOD INSURANCE
RATE MAP PANEL
NUMBER 120294 0045
E, DATED 4117195.
5. DATE
OF FlELD SURVEY.• 8125197. BOUNDARY
SURVEY
DESCRIPTION:. LOT
119,
HIDDEN LAKE VILLAS, PHASE 5, AS RECORDED IN
PLAT BOOK 28, PAGES 81-83, PUBLIC RECORDS
OF SEMINOLE COUNTY, FLORIDA CERTIFIED TO: /
HEREBY CERTIFY.• DATE. 8125197 THAT
THIS
SURVEY MEETS THE 1 " = 20' CARMELA G.
GOULD ; iiiVIMUM : ECHNICAL STANDARDS SCALE. - SET FORTH
BY THE FLORIDA INDEPENDENCE TITLE,
INC. BOARD OF LAND SURVEYORS IN JOB NO. 97-J62. 1 CHAPTER 61
G 17 - 6, FLORIDA ADMINISTA77VE CODE.
HOMECOMINGS CENTRAL
FLORIDA FINANCIAL NETWORK,
INC. CONSULTING SURVEYORS UNITED GENERAL
TITLE 961 E.
ALTAMONTE DRIVE INSURANCE CO.,
INC. THOMAS J. RIGLEY ALTAMONTE SPRINGS, FL FL REG
LAND SURVEYOR #4887 J2701 (407) 767-0166 NOT VALID
WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER L
v
Z
S
General Notes and Specifications:
1. The following structures 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) shag 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 15 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 she specific engineering.
4. The following rules apply to attachments Involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shag use "fourth
wall construction* or shag provide detailed plans of the mobile I manufactured home and inspection
report along with addition plans for site specific review and seal by the woleer. This apples to all
screen I glass rooms and / or structures to be attached.
b. 'Fourth wall construction' means the addition shall be free standing with only In roof flashing of the
two units being attached. The most common "fourth wall construction' Is a post a beam frame adjacent
to the mobile i manufactured home. The same span tables can be used as far the frond wag beam. For
fourth wag beam use the carrier beam table. The post shag be sized according to ihle manual ardlor as
a minmum be a 2' x 3' x 0.050' with an l r x 2' x 0.044' knee brace at each and of the beam.
a For mobile / manufactured homes bull after 1994. structures may be attached, provided the project
follows the plan provided In this manual. The contractor / owner shag provide vedf cation dot the
structural system of the host structure Is adequate for the addition to be attached.
d. If the mobile / manufactured home manufacturer certifies in writing that the rtnobie home maybe
attached to. then a "fourth weir 13 NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
G. Screen walls between existing walls, floors, and ceilings are considered Inglis and shall be allowed and
heights shall be selected from the same tables as for other screen wags.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones die minimum live load / applied load shag be 30 PSF.
9. Al specified anchors are based on an enclosed building with a 15 projection and a Z over hang for up to a
wind velocity of 120 MPH.
10. Spans may be Interpolated between values but not extrapolated outside values.
11. When notes refer to screen rooms, they shag apply to acrylic I vinyl rooms also.
Section 3A Design Statement:
The structures designed for Section 3A are solid roofs with screen or vinyl wags and are considered
part of an open structural system which is designed to be married to an existing strudhn.
The design wind loads used for screen a vinyl rooms are from Chapter 20 of the 2004 Florida Building
Code. The loads assume a mean roof height of less than 30; roof slope of 0' to 20'; I - 0.77. All bads
are based on 20 120 screen or larger. Ali pressures shown in tine below table are In PSF (WSF).
Negative internal pressure coefficient is 0.00 for open structures.
Anchors far composite panel roof systems were computed on a bad wkh h of 10' and 16 projection
with a 7 overhang. Any greater bad width eha9 be site specific.
General Notes and Specifications for Section 3A Tables:
Section 3A Design Loads Conversion Table 3A-A
for Screen, Acrylic a Vinyl Rooms Wind Zone Conversions for Screen a Vinyl Rooms
Roof I Won I All Roofs'
Note 1: Framing systems of screen, virtyl, and glass rooms
are considered to be main frame resistance components.
Wind loads are listed as minus loads for roofs and plus bads
for walls. To convert above wind bads to'C Exposure
toads multiply by 1.4.
Conversion Table 3A-0
Wind Zone Conversions for Over Hangs
All Room Types
Fran 120 MPH Wind Zone to Others
Wind Zone
MPH
Applied Land DenecsonRb
100 30 1.13
110 34 1.06
120 43 1.00
123 45 O.9e
130 5 0.95
140A st 0.91
1108 56 0.91
1st 97 0.86 O.eO
From 120 MPH wind Zoan 10 OIMre
INTERIOR BEAM (SEE TABLES
3A.1.3)
r
H
t
HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SECTION 7
RIDGE BEAM (SEE TABLES
3A.1.4)
WMd Zono
MPH
Root
ANSed Load Deflection Bending
Ifs
waft
Collection handing
too 10 1.09 1.141.12 1.10
110 11 1.08 1.091.08E14 1.13
120 13 1.00 1,001.00 1.00
123 140.118 OAe0.96 0.97
130 1s 0.95 0.930.95 0.94
140A 17 OA1 0.870.92 0.8e
1408 1e 0.90 0.65 19 0.92 O.aB
159 30 0.76 0.1 r 0.87 0.82
Conversion Table 3C
Conversion Based on Mean Height of Host
Structure for Open Structures w/ Solid Roofs
From expanure'B' COOKto eKvrov"
Mean Host
structure tie M
Cdlecfon
id)
Banding
0 to 1 r-r 0.94 0.91
1S-0' to 20'O' 0.92 0.88
20'-0' to 2T4' 0.91 0
2T-r to 30'4P 0.89 026
HOST STRUCTURE OR
FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A1.1a3Al2)
LW FOR
H'
UPRIGHT
h)
MIN. 3.112' SLAB ON GRADE
VARIES OR RAISED FOOTING
FOR FOOTINGS SEE DETAILS)
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM
W/ SOLID ROOF TYP. FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1' x 2' PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P17 PIZ 0 FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (
SEE SECTION 7 FOR DETAILS)
SEE TABLES)
z
O.H. ai U
SOLID ROOF
NO MAXIMUM to
ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG.
veoiec LW = LOAD WIDTH
r
NOTES:
7 VARIES --`
ANCHOR 1' x 2' OPEN BACK EXTRUSION WI 114' x 2-114' CONCRETE FASTENER MAX. OF 7.0' O.C.
AND WI IN 6' EACH SIDE OF UPRIGHT ANCHOR 1' x 2' TO WOOD WALL WI 110 x 2-1/2' S.M.S. Wl
WASHERS OR 010 x 2-11r WASHER HEADED SCREW 70 O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) M8 SCREWS WI WASHERS ® EACH POINT OF
CONNECTION.
SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P12 OR P12.O.H.
SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1-00 -1231 130 1 140 1 150
N8 1 $10 1 012 if12
ATYPICAL SCREEN ROOM
SCALE: 118' = i'-ir
07-W2004
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY a 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 1954.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2001 EDITION.
JOB NAME:
ADDRESS:
DRAWING FOR ONE PERMIT ONLY
J
Q
D
020
O
CCZUU (1)J
Ur Z J zwzo<-
Ga
w -Joo W
J
CoO In Ix
V N 0 V:)
c-F= Z-
J
W LWtj:
o CY
VZNin
2 Q
ti
W
L
3r
ov ao
to (
o Oxv,r- W :
W JONOv a
L a w
N J LL 212a:
m J0
S ..
EAL SHEET
1
2004
OF
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1? S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1' x 1' x r ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE r x r x 0.032" MIN.
HOLLOW RAIL
ANCHOR 1 z 2 PLATE TO
CONCRETE WITH 1/4' x 2-1?
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH
POST AT 24' O.C. MAX. OR
THROUGH ANGLE AT 24' O.C.
MAX.
MIN. 3.11T SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
x 2' TOP RAILS FOR SIDE WALLS
VITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 r-0'
110 6'-r
120 6'-7
123
130 5'48'
140 5'-1'
150 4'-11'
INTERNAL OR EXTERNAL
U CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST WI
MIN. (4)#10 S.M.S.
1 I x 2 OR 2 x 2 ATTACHED TO
BOTTOM WI 1' x P x r x 1116'
0.045' ANGLE CLIPS EACH
SIDE AND MIN. (4) k10x 1?
S.M.S.
1' x r x 0.03r MIN. OPEN BACK
EXTRUSION
1-118' MIN. IN CONCRETE
a
VAPOR BARRIER UNDER
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: r =1'-0'
ALTERNATE CONNECTION BEAM I HEADERDETAIL1' x r WITH
3) 010 z 1-1? S.M.S. INTO
SCREW BOSS
2) #10 x 1 1? S. M. S. INTO ANGLE CLIPS MAY BE
SCREW BOSS SUBSTITUTED FOR INTERNAL
ANCHOR 1' x r PLATE TO SCREW SYSTEMS
CONCRETE WI 114' x 2-1?
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH MIN. (3) #10 z 1 1? S.M.S.
POST AND 24' O.C. MAX 7 T1 I INTO SCREW BOSS
MIN. 3.112'SLAB 2500 PSI a 1' x r EXTRUSION
CONIC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH 1-1/8' MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ALTERNATEHOLLOW UPRIGHT TO BASE AND)
HOLLOW UPRIGHT TO BEAM DETAIL` "—
SCALE: r - 1'-0'
ANCHOR Vxr CHANNEL TO
CONCRETE WITH
114' z 2.114'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24'
O.C. MAX. OR THROUGH
ANGLE AT 24' O.C. MAX.
MIN. 3.1? SLAB 2500 PSI
CONIC. 6x6-10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
4) 810 x 117 S.M.S. EACH SIDE
OF POST
H-BAR OR GUSSET PLATE
rxrORrxTORrS.M.B.
POST
MIN. (4) 010 x 1? S.M.S. 40
EACH POST
1' x 2' EXTRUSION
1-1/8' MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2' =1'-0'
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6- OF —
EACH SIDE OF EACH POST 0
24' O.C. MAX.
MIN. 3-1? SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2'x2'OR7x3'POST
8 x 9/16' TEK SCREWS BOTH
SIDES
1' x 2-11W x 1' U-CHANNEL OR
RECEIVING CHANNEL
CONCRETEANCHOR
PER TABLE)
1-11W MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: r =1'-0'
2'xrOR2"x3'POST
ANCHOR RECEIVING CHANNEL
TO CONCRETE WI FASTENER
PER TABLE) WITHIN 6- OF
EACH SIDE OF EACH POST 0
24' O.C. MAX.
MIN. 3.1? SLAB 25M PSI
CONIC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
1' x 2-1/6' x 1' U-CHANNEL OR
RECEIVING CHANNEL
6 x 9116' TEK SCREWS BOTH
SIDES
8 x 9116 TEK SCREWS BOTH
SIDES
1' x 2-llr x 1' U-CHANNEL OR
RECEIVING CHANNEL
CONCRETEANCHOR
PER TABLE)
1-1/8' MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: r =1'-0'
EDGE BEAM
1' x r OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1? S.M.S. MAX. 6'
FROM EACH END OF POST
AND 24' O.C.
FRONT WALL GIRT
1' x r OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1? S.M.S. MAX. 6'
FROM EACH END OF POST
AND 24' O.C.
ALTERNATE CONNECTION:
2) #10 x 1-11r S.M.S.
HROUGH SPLINE GROOVES
LIDE WALL HEADER
1TACHED TO 1' x r OPEN
LACK W/ MIN. (2) #10 x 1-11r
L.M.S.
IDE WALL GIRT ATTACHED TO
x r OPEN BACK W/ MIN. (3)
10 x 1-1? S.M.S. IN SCREW
OSSES
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
ONCRETE W/ 114' x 2-1/4'
ONCRETE/MASONRY
NCHORS ® 6' FROM EACH
DST AND 24' O.C. MAX. AND
IALLS MIN. 1' FROM EDGE OF
ONCRETE
TYPICAL 8 ALTERNATE CORNER DETAIL
SCALE: 7 =1'-0'
COMPOSITE ROOF PANELS:
4) 1/4' x 4' LAG BOLTS WI
1-114' FENDER WASHERS PER
4'-0" PANEL ACROSS I
FRONT AND 24' O.C. ALONG
SIDES
TxTORTx3'HOLLOW
GIRT AND KICK PLATE r x r
HOLLOW RAIL
POST ATTACHED TO BOTTOM
W/ MIN. (3) #10 x 1.1?
S.M.S. IN SCREW BOSSES
TYPICAL UPRIGHT DETAIL
SCALE: 2' =1'-0'
RISER PANELS ATTACHED PER
CHAPTER 7
HEADER ATTACHED TO POST
WI MIN. (3) #10 x 1-1? S.M.S.
IN SCREW BOSSES
2'x2',2"x3'OR3'xr
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT Q
ATTACHED TO POST WITH co Z
MIN. (3) #10 x 1? S.M.S. IN
SCREW BOSSES 020 Ix
J
1'
x r OPEN BACK BOTTOM RAIL
Z
LLI Z O Q W
jO — W
J adW m
M 114'
x 2-1/4' MASONRY J D 0 H
Q O Z ANCHOR ®
6- FROM EACH U g N O POST
AND 24' O.C. (MAX.) U cr } ZNO
cn Who
VZN
J
Q
I.
LI a
y
zzo
co (
00 RonwwoZ
J O
O LL sx<
X W CIA
2 3zm
0 J
as
I W.
W. r"% HEET l
A. Y
2/
07-
08-
2004 OF
UNIFORM LOAD
SINGLE SPAN CANTILEVER
UNIFORM LOAD
UNIFORM LOAD
NOTES:
UNIFORM LOAD
A B
1 OR SINGLE SPAN
UNIFORM LOAD
1) 1 - Span Length
a a Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shag only be spliced at the quarter points and spikes shag be staggered.
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
3- L)
D (2 BMW" L)
C (1 171@56"L)
B (1 651256• L)
A (I71125ti• L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
C 114 POINT OF BEAM SPAN
BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50•
STAGGERED ON EACH * d-.50' T d-.SV •I' r MNf.
SIDE OF SELF MATING BEAM I I
PLATE TO BE SAME .7 + + + + + + +
THICKNESS AS BM WEB
PLATE CAN BE INSIDE OR .7
OUTSIDE BEAM OR LAP CUTEA+ + + + + + +
DENOTES SCREW PATTERN 1• MAX.
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - _Vj LENGTH
Minimum Olstanw andspacing of Scrawl
So"Sin w
In.) 1 Edge To Center
2ds a
Center To Canter
2-112ds
Gu eent Plate Thickness
Boom Stra Thldmess
se 0.10 Ire 7116 rxrx0.05Tx0.12V- 1116'-0.063'
s10 0.19 318 112 rxS'x0.07rx0.224• IV-0.125'
812 021 7116 oils rx7x0.07rx0220 1W-0.125•
9/4erIW 0.25 112 ere 2xrxO.Oarx0.306' IM-0.125'
5116' 0.313 SO 314 r x l0' x O.O9r x 0.369' 1W - 025'
Reform b eah -meat splice.
Use lorrx4•adrxCabo
Note:
1. AI gwaol plain suet bes nidnann 5052 HJ2 After w haw a mkilaun yWld o(23 ksL TYPICAL
BEAM SPLICE DETAIL SCALE:
1' - l'-W Table
3A.1.1.110 Allowable Edge Beam Spans -Hollow Extrusions for
Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 110 MPH velocity; using design load of II NSF (36 NISF for Max. Cantilever) r..........
r x o.osa• x r a .055- Load
Width (
11.) Max.
S n'U /(bandingVor denexlion'd1 Load Max. S an VI (bonding V or 45 1
i 2 Span 3 Span 4 Span Ca"ex*
or
Wldlh (K) 1 i 2 span 3 Span 1 4 Spw Cantilever 5
SW d 6-r d 6.9• d V-1- d 5 5'.r d I 5-1V d T-1• d V-r d f
5'4' d 6-r d 6J' d 1W d f 5'J' d 6•r d 64' d T-1' d 7
4'4' d F-11' d 5'-11' b 0.11' d 7 5.1' d 6.3' d 6-' d 1'-0' d a
4'-r d SS d F-r b 0-11' d a 4'•10' d 9•11• d 6.1' b 0-11• d 9
4'S d SS d SJ' b 9.10' d 9 4'-r d 5-r d SS b 0-11' d 10
3' d S-r b 4'-11' b 0.1r d 1 10 4•-0' d S-6' d 5'-5' b 0-11' d 11
4'•1- d 4%11' b 4'•r b 0.10' d 11 4W d S•4' d W-2' b 9.10' d 12
7.11' d 4'-0' b 4'•r b 0.10' d 12 4•J' d S-r b 4'-11• b UAW d x
x x x . Load
WIdM (
R) Max.
B sn'L'I ro'orderieelbn' Load Max. n'L'I bendln VordaMNon' 1
a 2 Span 3 Span 4 Span luxCantilever WIdtl1 ) 1 i 2 Span 3 Spen 4 Spun Cantilever 5
6-0' d T-S• d r-r d V-2' d 9 6-r d V-T d 6-7' d VW d 5S
d T-0' d T-r d 14•2- d 6 6.5• d T•11' d 90 d V-3- d 7
5•S d 6-r d V-10' d V-1' d 7 6-1' d r-W d r-r d 1'-3' d f
5-r d 64' d 6.6' d V-Q` d a 5-10' d T•r d TJ' d TZ d 9
4.41- d 6-r d 6-7 d 0-11- d 9 S-r d 6-11' d r-0' d V.1' d 10
4'.r d 541' d 9-11' b 0`41' d 10 S-S' d 6'4' d 6-r d V.1' d 11
77d SA' d 5•4' b 6.11- d 11 9-r d 6.5' d 6-7" d 1'-0' d 12 4'
S d F-r d F-W b 0.11• d 12 S•1' d 6.3' d 6S d 1'4T d a x
x .OW Load was(
n)
Max, Span'
L' I (banding W or deflection 47 Load Max. 5 V I (bendino ro• or deflectionHtex. 1 i
2 Span 3 span 4 spen I Cantilever Width i i 2 span 3 Span 4 Span Man. Cantilever 5
r-
0' d 9J' d VS d 1'S d 5 9-r d 11.41• d 17-7 b I V-11- d 0 T+
T d 64' d 6S b 1'.4' d f 94- d 11'J• d ll'-1- b 1'-10' d 7 F-
r d 6J' d 6-1• b 1'J• d 7 6S d 10-0- b 10J• b 1'-7 d i 6S
d T-r b TS b I%r d F-r d 9.11' b 9-r b V4r d 9 6-
r d T4' b T-1' b 1'J' d1 9 T-11' d 9-0' b 9.1' b 1'-r d 10 5-
11' d 6.11' b 64T b I%r d 70 r-r d 6.11' b 6•r b T-W d 1/ 9-
r d 6-0' bF-Wb T-r d 1 11 r-W d V-r b 6-r b 1'-0' d 12 W-
r d 6'-4• b 6•r b 1'-1' d 12 T-Wd 6.1' b T-1G b V- d Nobs: 1.
Above
span do not I dude larip of Ines bran. Add hod7oritl dbtunw fan Wright to coder of brew b beam ownKfion to
to above span for leltl beam spern. 2. Spens
may be Interpolated. Table .1 -!
0 Allowable Edge Bsam Spans - Hollow Extrusions For Scrrtnn
or Vinlyl Rooms For 3
second wind gust at 120 MPH velocity; using design load of 13 XSF (43 NSF for Max. Cantilever) r r
oAM rx x0.0 Load vet' (
X)
Max. SPNA '
Viftenell W w deflection -cn Load Max. lipon V I bondln0'b' or d6ftection'411 1 i
2 span 3 Span 4 Span CeMax. Width (K') 1 i 2 Span 3 span 4 spen Cantilevar f S•
1• d 6J' d 9.4• d 1W d e 5'4- d I 6-r d 6-r d V-1- d a V-
rd 9•10' d S•11' b 0.11- d a 2-0' d 6J' d 6-0' d1'd d 7 4'
4' d S-r d SS b 0-11' d 7 4'•r d S-11' d 5-11' b 0`4V d a 4'
4' d SW b 5-1' b 040' d I 4'.r d SS d S-r to 0.11' d 9 4'.
r d San b 4'-10' b 0-10' d 9 4'-0- d SS d 5•J' b 0.10' d W d
4'-r b 4' -r b 0-1r d 10 4'J' d T-r 0 T-W b 0-10' d d 4.
4r b 4'J• b 0-0' d11 N-V d 4.11' b 4.4r b 0-10' d r' d
4'J'b W-r b 0-0'd12 7-11' d 4W b 4-r b 0.10' d a xax.
R11
f3'-Il* S
n
V / bendin ro- w deflection Load Max. s n V I bandin ro• w owen 2span 3
Span 48 panGnalevw ax.Wla
n fl 1 a 2 S P=n3 span 4 span Cantilever 4r d
T-1' d T-r d V-2- d 5 6'-0' d r-11• d 6.1' d 1'-T d a• d
64r d 6-r d 1•-1- d f 64T d rS d rr d V-2' d 7 5'•
1' d 64• d 6-0' d1'4T d 7 5-r d T-11 d TJ' d V-r d a 4'-
11' d 6-0' d6•r b 9.11• d a 5'4i d FIF d 6-11- d V-1• d f Fr-
d S•10- d F-W b 0`4V d 9 5'J' d 6S d 6S d V-1• d 10 4'$
d FT d SS b 0-11- d 1 10 S-l' d 6'J' d 6S d V0 d 11 W-
r d S•5' b SJ• b 0-1r d 11 4'-11' d 6.1' d 6J' d 0.11' d 12 4'
J• d Fr b S-0' 0 0-10, d 12 4'•r d 5-11• d 5-11' b 0-1P d 2"x3'
x0. x Load WN0
yt.)
Mex. fton'
L' f(bending ro• or dell Ion in Load Max. SONn'L• I (berWW o ro' or deflection 1 12
span 3 span 1 4 3pan I Ca'sn' or Width (R)
1 a 2 spun 3 span 4 span CunOMer S T•
1' d VW d I V-0' b 1'S d 5 9•2' d 1 V-4* d I VZ b V-10' d 6 6-
0' dIr-Y d I T-11' b V 4' d V r d 10-r b 10J' b I'-r d 7 64'
d T-0' bT-0' b1'•r d 7 F-r d WW b 9S b 1'S d a T•
r b 6.11' b l'-r d T-10' d 9•2' b 6-10' b i'-r d 9 5AV
d 6.9' b 6S b 1'•r d 9 TS d V-rb 6.4' b IWd 10 S•
r d 6S b 6-r b 1'4' d 10 TJ' d 6-2' b T-11' b VS d 71 SS
d 6.1- b 5'-11' b 1'-l' d 11 6-1T b T-to- b T-r b 1•S d 12 S-
3' b 5-10' b 541' b 1'•1' d 12 6S b I TS b r r b F4 d Notes: 1.
Above
spare do not Indnndo lagan of knee brow. Add MxlaontW distance from upright to tense of brew to Man C mKoon
to on above spars For lotel beam spans. 2 Spans
may be intapoleted. Table 3A.
1.1-130 Allowable Edge Beam Spans -Hollow Extrusions for Screen,
Acrylic or Vinyl Rooms For 3
second wind gust at 130 MPH velocity; using design load of 15 SISF (50 NISF for Max. Cantilever) t1- 0_
644•
rx xo.o Load Width
0L)
Mae. spa
n'L' I (bond in b' or de ctionlin Load Max. S n'L' I tbs.- ro' or delleetlo 1 i
2 Sp 3 Span 4 Span Gahr' milever width (
R.)
7
i 2 ape 3 Span 4 Span max Cantilever 5
4'-
IT
d S•11• d 6.0' b 0-11' d 5 9.1- d V4- d I 6-S' d 1'-0' d 77d 5•T
d SS b 0-11- d f 4'-10' d 5.11' d 6-r b 6-1I' d 7 V-4' d 5-
7 b 5-1• b 0.10' d 7 C.r d T-r a T-r b 0.11' d 4•• 1• d 4711' b
4'•9' b 0-10• d f V-W d T-5- d 9-7b 0.10' d 9 74 V d 4'-
0' b 4•b S 0.9' d 972' d S-1' b 4'-11- b 0-1r d 0 3'-10' d 4'-
5' b 4'J' b 0'S d 10 4'•1• d 4'-10- b 4'$' b 0.10- d 11 T r d 4•
J' b 4'•1' b O'-r d 11 7-11- d 4' -r b 4'-r b OW d 12 3'•T d 4'-
0' b 7-11' 0 0•r d 12 T-10' d C b 4'•r b 0-9' d x x 5 7 x
x .07 Load YYidth (IL) Max. spa
n'
L' I
bond) ro' w deflection Load Max. s V 1 bandl ro' w deMcdon' 7 i 2 S 3
span 4 Span Gohmrdllever wWta (R) 1 8 2 E 3 Span 4 Span Cantilever s 9-5• d 6-r
d 6.10' d V-1- d 5 6-1- d T-r d T4' d V-T d f S•1- d 9.4•
d 6-S d I%W d f SS d T-1• d TJ' d 1'•r d 7 4'-10' d 64T d
6-l' b 0-11' d 7 S•6' d 6-r d 6-11' d V-V d 4'S d S•r d
S'4T b 0-11- d 5J' d 6S 0 6•T d 1'-0• d 9 4•-0' 0 SS d
V_r b 0.11• d 9 S4' d 6.T d VA' d 0.11' d 10 C 4' d F-T
b 5'-1* b 0-10' d 10 4'-1r d 6.11• d 6.1' b 0-11' d 11 4'•r d 5-1'
b 4'•11- b 0.10' d 11 V r d S•10' d S•10' b 0.11' d 12 4'-1• d 4'•10'
b 4'-0' 0 0.1r d 12 4' -r d SS d 5-r b 0-11' d x .a o Lead 1Nidth ltil
Max. an V
I
bendt ro•
w defscdon Load Max. Soon L' I Men no ro' or d~110M 1 i 2 5 3 Span
4 Spam GeNlewr 1t) 1 i 2 3Span
4 span Gnflever 5 6•r d 6.4'
d 6-r b 1'a• d 5 6-0' d 10-W b 194T b V-r d 64' d r-r b TS
b 1••T d f 6J• d 9.10- b 9-0' b 1'S d 7F-W d T-r
b 6.11• b 1'.r d 7 T-10' d 9.7' b 6-10' b V.7" d Sir d 6S b 6S b
V-2- d a r6 d 6-0' b 6J' b IW d9 S-r d 6J' b
6.1• b 1'•1• d 9 r-2- b 6-0' 7 r4r b V-S d 10 SJ' b S•11• b
S•r b V-1- d F 10 6.1r b Fr b FV b V-S' d 11 5'-1' b 5-0'
b SS b 1'-0• d 11 6S b T•r 0 r-W b 1•J' d 72 4'-ir b 5'S
b SJ• 0 I P-11- d 12 6J' b 9-116 b 6-r b 1 14- d Noss: 1. Above span do not
Include
Isno of knee braes. Add horizontal distance hem updght to center of braes to beam cwuwcoon to fa wore awn+ for
mlel bwn span. 2. Spare may be Ideepoleted. Table
3A.1.1-140A Allowable
Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at
140A MPH velocity; using design load of 17 WSF (58 XSF for Max. Cantilever) AI -GMT-0 Aluminum 2. x
2V x 0xload
width (t.) Me=. S 'L'
1
bond) 'b'
or deflection' load Max. Soon V I bondln ro' w defeelbn' 1 i 2 8 3 Spun
4 span Cantilever width (1t) I i 2 Spa 3 Span 4 Span x' Cantilever S 41•r d
V4r
d
Sal' b 0-11• d 5 4'-1T d 6-0' d 6•r d 0.11' d f 4'J' d aJ' b
S-r b 0-10• d 4'-T d 5-0' d SS 0 0.11- d 7 4' V d 4'.11'
b 4'-V b 0-1r d 7 4'.r d 5S d SJ' b 0`40' d 6 7•+1' d 4'.r
b 4'-0' b 0.r d a 4•-r d S-1• b 4•-It- b 9.10' d 9 7.10' d 4'J•
b 4LT b 0•r d 9 NO d CJr b 4'•7- b 9S d 10 T-r d 4'-r
b 4'4T b 9-r d 111 7.11- d 4'-0' b W-W b 9-r d 11 7'4b 7'-11- b
7.10' b0-0' d 11 3-0 d 4'a' b 4'-r b 9-7 d 12 7.5' b 7-r 0
7S b 0S d 12 7S d 4' -r b 7-11' b OW d a x x a Load width (a.)
Ma. S n V
I
ndl W
or denectlon' Load Max. S V I bend) ro• or deMctlon' t i t Span 3 Span 4
spun Max. GMllevw width (R) 1 a 2 Spa3 span 4 Span Cantilever 5 V r d 6S d 6•
r d V0 d 5 S•1r d r r d T•S' d 1' -r d f 4'•11' d 6-1' d
6•r d 0a1' d e SS d 6-10, d 6`4V d 1'-1' d 7 77 d 5'A' d 5-
0' b 7.1 T d 7 SJ- d 6S d 6•r d V0 d a W r d S4i d TA'
b 0-11' d a S-0' d 6•r d 6-' d 0-11• d 9 4.7' d SJ' b 5•
1' b 0-10• d 9 4•.1r d 5-11- d 6-0' b 0.11' d 10 W.2' d V-111 b
4'-10' b 9-10' d 10 4'4' d S-r d F4r b 9.11' d 11 4'-0' d 4'-r b
4•-r b OW d 11 4'S d 5'-r d SS b 0.11' d 12 7.11• d 4'-r b
4'S b 04T d 12 4'-0' d S-5' b SJ• b 0.10' d x a x x . Load widen (R.)
Max. n V I (
bond
ro' or
de lectbn • Load Mac 8 V / (bendingro' or deflation 1 i 2 7 span 4 warn
Gnalewr Width 00 1 a 2 3 Span 4 Span me Cantilever 5 6'-0' d T-
11'
b
T4• b V-7' d 5 6S d 10.1' b 9-r b 1'S d f 11- d TJ' b 6.11-
b I'-r d a r•11' d 9J' b 6-11' b 1'•r d 7 5•r d 6-0• b
ss b V-r d7 T-0• d 6-r b F.3' b TS d f S'-0' d 6J' b 6.
1- b V-1- d 9 T-T b e••r b T-r b 1'S d f F b S•I 1- b
Sal' b V-1' d 9 lr r b T-r 0 TA' b IW d 10 5'-0' b F-r b
SS b V-0' d 10 6S b T•r 0 6-1I- b 1'.4' d 11 4%r b Sa' b S•
r 0 0-11' d 11 6.1• b 6-10' a s-r b 1'J' d 12 4'-T 0 5-1• b
4'-11' b 0-11' d 12 5-Ir b 6S b 6-0' b 1'J' d News: 1. Above span do not Include
length
of Was Oran. Add horizoaal dbbmw from updght b Center of brow 10 beam camne, 1, 1 to the above span
for bid bean eP11111- 2. Span maybe Interpolated. J co Z
Q M Q Oz
cr-
0U Z
W ZWZ0 W_
jo U(XmW cQr7 Q,
VN
OO VDTcr }
H ZCnOMN W
O a:Z0 c
J Q
Uj
a ,J
yLL C
O
C
rPI
1.
x)
hW
dog^ W
uWi
Oy0X LL
WzuCL WU.
X12 L
2m
Cc SEPHEET '
3u
07-
M2W4 OF
8
Table 3A.1.3.110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of it rISF
Aluminum Allov 6063 T.6
Hollow and
Single Self-MatingBes
TrIb Land Width0W' ri' 3'-0' 3'4• '-0' 4'-0 {• s S4" 1 F-F I F-F I r-0" T4• 6'-01
Allowable S n'L' I bend) 'b' or deflection'd
2" x 4" x 0.050• Hollow 1Z•2' d 11'-0' d 10.11' d 10'-r d 10'-0• d 0'-B• d 1S d 9'•1• d 6-11' d r-6' d F-W d r-3' d
2• x 5• x 0.062' Hollow IT-r d lVAU' d 14'•1• d 17$ d 12.11' d 17$ d 1Z•1' d 11'-r d 1T$ d 11'•r d 10.11' d 10-0• d
2' x r x 0.644' x 0.100" IT.$' d 12.10' d 17.r d I I r d 11'.2' d 10'•10' d x0'-0• d 10.2' d 6-11- d r$ d rS d r-3' d
rxrx 0.050• x 0.100• 1r-11• d 15•-11• d 15'•1' d 14'-r d 17.11' d 13'$ d 17.11' d 17.r d 17-T d 11••11• d 11'•r d 11'$ d
r x r x 0.0W x 0.120• 1r•r d Ir-r d 1r$ d 16-11' d 16-7 d 15-6' d 15-r d 14'-r d 14'-5' d 14'$ d 17-7 d 17-r d
rxra0.05rx0.120• 27-W d 21'•2' d 217Z d 19-r d 1r$ d 1T•1rd 1T4• d 6-10'd 18••5• d 15-11•d 1S-T d iF-r d
2' x r x 0.05r vd Insert 2r-9• d 29-r d 24'-C d 27-7 d 274' d 21%r d 20.11' d 20•P d 1r$ d 1r-0• d IV -IT d tr$ d
r x r x 0.07r x 0.224• 2T-11' d 2r-r d 24'-+1' d 2r•1r d 27.11' d 27-r d 21'-V d W-10- d M-4- d 1s-tr d 17-C d 1r•11• d
2' x r x 0.07r x 0.224• 30-T d 28'•1r d 2Td' d 2s-r d 25'-r d 24'-C d 23'•r d 27-IV d 27.3' d 21'-9' d 21'd' d 20'A' d
r x r x 0.06r x 0.306' 1 3T-r d I 2g'-1r d 1 2F4' d 2T•r d 1 26.1' di 25-2- d 1 24'-5• d 27-r d I 27-1• d I 22$ d Ar d 21'$ d
r x 1r x 0.09r x 0.361' 1 3F.2' d I 35.11• d 1 34'4• d I 3Z$ d 1 31'-W di 30.4• d 1 29`4' d I W-r di 2T-r d I 2r•1' di 26$ d 25'•11• d
Double Self -Mating Beano
Tribal Load Wkhh
r-C 7-r T-C W-r C-C S-0' I S4' 1 r-0' I r-0' I r-0' I
FrJU-10-d
Aaawabb n'L•Ibend b'ordefeetlon.
r x r x 0.07r x 0.224• 35-r d 374' d 31'-s d 30.1' d 2r•11' d 2T•11' d 2Td d 26-3' d 2S-r d 24'-1I'd 24'-rrxrx0.a7rx0224" 3r•7• d 36'-4' d 34'$ d 37-11• d 31'$ d 30-r d 2r$ d 2r•" d 2r•T d 2T-0• d T6-rrxrxO.OarxCM" 41'-1• d 3r-0' d 36$ d 35-4- d 33•$ d 37-r d 31'-r d 30$ d 2r-10-d 2r•1• d 2r$
2' x 1r x 0.09r x 0.36r 4r-1• d 4T.T d 4Z-11'd 41'-1' d 31-0• d 3r r d 36-11•d 39-11' d 34'-11•d 34'•1' d 37.4'
Note:
1. It le ro mm is ad that the engineer be consulted on any misce6ensous burning boom that spans mom then 40
2. Spam are based on 110 M.P.H. wind load plea dead Iced for framing.
3. Span Is measured from center of aorxoctiomm to roods or wall Conamadbn
4. Above spans do not Include length of knee brow. Add hxtax. distance from upright to center of' to boam eemlecft to In above spars for lotal
boom spans.
5. Spans maybe Interpolated.
Table 3A.1.3.120 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13 XSF
Aluminum AOov 6063 T4
Hollow and
Single SeNalsang Beams
T'I W Load WWM
r41" T r W-C X-r 4'-0' s-0' S-0• r-0' I r4r I r-0' I r4 r-0"
AM] bIs S 'L' I barmdt b' or deMcdon'd
r x 4' x OAW Hollow 11'-r d 10.1r d 10-C d al-10- d s$ d s-r d r•11• d V.r d r$ d r•r d r$ d T-tr d
r x r x O.Oar Hollow 14••11' d I C-T d 17-C d I" d 17-r d l l'.1r
dFd-1
d I T-1' d 10-led 10-r d 10.4' d 10.1' d
r x 4' x OAW x 0.10r 17-11• d 17-r d 11•$ d I V-W d 10-T d 10-r dd s$ d 9-T d s-r d V-11' d r-r d
r x r x oAw x 0.1or 15-11' d 1S$ d IC-r d 17$ d 17-r d 17$ dd 11'-1+' d I V-r d 11'4• d l l'-1' d 10,40' d
rxrx 0A5r x 0.12r 1r-0' d 1T-r d 16$ d 15-11' d 1 ST' d 14'.10' dd 17.11' d 17•r d 17-r d 17.11• d 17$ d
2' x r x a.oSr x 0.120" 21'•4' d 20.1' d 11$ d 1r.T d 1 T$ d 16-11' dd 15.11' d 14$ d 15-1' d 14'-r d 14'S d
r x r x CASs vd asort 2F-r d 24'-3' d 27$ d 27-V d 21'•r d W-V dd 1s-7 d 1r$ d bra' d it-tr d 1r$ d
r x a' x O.orr x 0.224• 26-5• d 24'-1r d 27•r d 2Z-T d 21'$ d 20.11' dd 1sA' d is-r d UNr d 16'-0• d lr-11' d
r x r x Corr x 0.224' 2r-1 r d 2T-3' d 25-11• d 24'$ d 27•" d 27-11• dd 21'$ d 21'•1' d 20-r d 20.1' d 1r$ d
r x r x o.0fr x 0.30r 30$d 2r-3' d 26.1r d 2F-r d 24'-r d ZT-10' dd 2" d 21'.1r d 21'-0• d 20-IT d 20-0• d
2' x tr x 0.09r x 0.3a" 36-l' d 37.11• d 37-T d 30•lrd 29-r d 2r$ d d 26.11' d 1 2F-T 41 25'-r d 1 25'4r d 24'$ d
Double Sdf44atingBeam Tdb
Load Width T-
r W-V7-0' 4'-0" 4•.r r4r I S-0' I F-F I r$ I r-0• 1 r7r-r Allowable Soon
V I bending V or deaection'd 2' x
r x 0.07r x 0.2W 37-7 d31'4' d 29-T d$ 2T4' 26-V d 5T d 2'-J1r d d 11 271 x r
x 0.072" x OM4' 6d 3CA d2T d1 r• T2• d 5-71 d4'
d
24'•r d 2• x
r x 0.05r x 0.309' 3r-1r d I 36$ d I 34'-0• d I 37-r d 1 31'-11• d 30-1O' d 27-1W d I Zr-11' d 1 2W.7 d I 2T-T d 1 2F-11- d 26-C d I rxIFx0.09r x 0.30" 4F4r d I 47-10"d I 40-0• d I 3r-11' d 1 37'$ d I 36•-1. 0 311`4I'd 37-11' d 1 374• d I 3Z-T d 1 31'$ d 30.10• d Nob; 1.
It
Is reamu mended that the anginw be consulted on any mfsoe0snsous ea" boom that pans mom than 40 2. Spons
we based on 120 M.P.H. wind bad plus dead bad for f m 6 . 3. Span
io measured from center oleomrdbn lotesdo «wall oanectiw. 4. Above spans do
not kelrlde ength ofknee brace. Add', I , -el distance from upright to center of brace to boom connection to dale above spans for total 5. Spans may be Interpolated.
Table 3A.1.3.130
Allowable Beam Spans for Miscellaneous Framing Beams for for Screen, Acrylic or Vinyl Rooms For 3 second wind gust
at 130 MPH velocity; using design load of 15 AISF Akanlnum Alloy NO TA Hollow
and Single 8elf4tadng Beams
Tribal Load
Width T-V
T-r 74'
4'.r 4•4• r41' s-0' 5`41 1 r$ I r-r r_r I a'-0- Allowable Spun V I be
W or def ection'd 2"x 4' x 0.
030' Hollow 11'$ d 10-0' d r•10• d rS d al-1' d a'-r d 8'$ d rS d r$ d T•10' d T$ d T$ d r x r x 0.
050' Hollow 14•.r d 17-r d 17-V d 17-r d 11'$ d 11••r d 10-+1' d 10-r d 10-0• d 10.1' d 9'•1V d r$ d r x 4• x 0.
o44• x 0.1co, 17-Cd 11'-r d 10.11' d 106' d 10-l' d 6-r d sS• d 7-r d 8'-11' d F-r d a'$ d r-C d r x r x o.
oer x 0.1oo" IT-7d 14'4' d 17•r d 17$ d 17-Vd 17.1• d i t'.r d I V-W d I I'A' d 10-1r d 10•r d 10j• d rxrx0.G5Vx0.12V 1T-1rd
164r d ITAI'd lFr d 14Ar d 14'.r d IT-r d 174' d 17.11'd 17-rd 1Z•4• d 17.1• d rxrx0.o55'x0.120" 20.
4' d 17-1• d it-r d 171-0' d ts$ d IV -I" d 18-r d 1S•r d 14'-r d 14'•W d 14'-1• d 174d rx rx O.OSr wl
Insert 24'$ d 27.1' d 21'•11•d 20-11'd W.2' d 17$ d IF.Ird IF-C d IT•lyd 1r-r d 1T$ d 16$ d r x r x 0.
07r x 0.224' 25.2' d 2741' d 27-0• d 21'•61 d W-r d 19•11' d 194' d 16-tr d 1r4' d 1r-10' d 1r$ d jr d rxrx 0.07r:0224' 2r-
r d 25-11• d 24'-0• d 23'•T d 27$ d 21'-11• d 21'-3' d 20•r d 20'-1• d 1r-T d 7rd' d la'-r d r x r x o.
01r x o.30e• 2r•r d 26.11• d 2S-r 0 24'-0' d Z7$ d 27•r d 274r d 2TS d m•1r d 20' d 1s-tr d lr•s d r x 10" x 0.
092' x 0.36r 1 34'-5• d I 37$ d I 30'$ dl 2s r d 1 264' d 1 27`4• d 1 26$ d 25•r d 25'-0• d I 24•-6• d Zr-10' d 27-0' d DoubleSeN40atlng Beams Tribab Lwd WIMh
Si' r-
0• 74-4'-
0' 4'4• S-0• 5'-0• e'4• 1 r4" 1 T-0• T4' r-0- A9owable S n'VI
banding b' or deaecdon'd r x r x O.
orr x 0214• 3V-S' d 1 2s-1r d 2r1' d 2r•r d 26-1' d 2S-r d 24•-s d 27$ d 27-+• d 27$ d 21'•11' d 21'$ d r x r x O.
07r x OMe 34'.r d 37-9' d 31'•1• d 2r$ d 2r-r d 2r•r d 26-9' d 2" r d 24-0' d 21-EV d 24'•1' d 27-r d r x r x Fow
x 0.3or 3T-0' d 1 34'-111- d I 37.1• d I 31'-r d 1 30.5' d 1 2r•5' d I Zr$ d I 2T-r d I Z6'•11' d I X T d I 25$ d 1 25.1- d r x 1r s o.
09r x 0.36r 47-C d 46-1r d I W-T di 3r•1• d I 39$ d 1 34'•5- d I 3T-C d I 32$ d 1 31'$ d I 37-r d 1 30.1• d I 26b' d Note: 1. It Is room
men
ded that the engineer be consulted on any rmdaManeors framing beam Out spans more than 40 2. Spans am based on
130 M.P.H.xf b wkad plus Mad bed krhm mI . 3. Span is msaaured from
cwder ofconnection to fascia orwall connection. 4. Above spons do not kxluM length
of knee brace. Add horlmolal distance from upright to center of brace to beam cavectlm to Oe above spans tar total beam spans. 5. Spans may be interpolated.
Table 3A.
1.3.140A Allowable Beam
Spans for Miscellaneous Framing Beams for for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140A
MPH velocity; using design load of 17 XSF am...rnum Aff~ gags TA Hollow and
Single Soa•Maang Beams W
Lwd WIdM
r4' 74" 74' N-
r 4'4"
S-0' F S'-0' r-0' Ir4' 1 77 1 F-F I r-0' Allowable S n'L' I bending b'
or deaecaon'd 2" x 4" x 0.05r Hollow
10.7' d 9•11' d s3' d 9-W d F-r d 6'-5- d FT di r•11• If T-r d r$ d T-0' d T•r b 2" xr x 0.050" Hollow
IT-r d 12•10*d 1r r d 11'-r d 11'-r d 10-10'd 10'4' d 10.2' d 9-11' di s-r d 9-5• d r x 4" x 0.04C x
0.10r IT.9' d 11'-1' d 10'-0• d 10.1• d r$ d 7•4• ci s-l' d r•10' d r•r di rj' d r-r d S'-0• d r x 5' x 0.o6r x
0.1or 14'•r d 17-9' d IT-V d 17$ d 17$ d 7•r d IT-7 d 10.11• d 10-r d I 10-0• d 10.Z' d 9-11' d 2' x r x a.05r x
0.12r 1 R1• d 16.1' d 15.3• d 14'-7' d 14'-1' d 17-r d 17.2' d 1Z-r d 17.5• d I 17-r d 11'-1r d 11'•T d 2" x r x OA5$' x 0.
12r 19•6" d tr-0• d 17'-5• d 16-0• d IF-V d I Tr d 14•-11' d 14'•r d 14•-2' d I 17-10• d IT-r d 17.3' d r x r x OAST wl Insert
27$ d 27-7 d 21'$ d 20.1' d 174' d 1r-0• d 1r•I' d I" d 1T•1' d 164' d 16.4' d 15-11, d r x r x 0.07r x
0214• 24'-r d I 22-9' d 21'-r d 2O-r d 1r-tr d 1s-r d IF-r d lr$ d 1r•r d lr-1' d 16-r d 16-V d r x r x 0.07r x
0.224' 26$ d 24•11' d 23'-0' d 22$ d 21'-T d 21'-0' d I 204• d 7Fr d 11.7' d tr$ d 1r4' d 1T-11• d r x r x Car x 0.
306' I 27'-s d 25.10' d 24•$ d I 27-0' 01 2Z-r d I 21--r d 1 21•4• d 20$ d 1s-1T d 19$ d 19-V d tr$ d r x 1r x Foer x 0.
36r I 37$ di 31'•1' d 2r$ di 2F-T d I 2T•r d I 26-r d 1 29-0' d 24'$ d 24'$ d I 27-V d 27-11' d 27$ d Doublo Self4aatbg Rearm Tribal Lwd -1 r-
V 7.4
74" W-
r4 -r S4T S-0• r-0' r-0' r4T r4T r-0• Allowable Span1: 1 bonding 'b' or
deMcdon'd r x a' x 0.07r x
022P W-V d 2r•r d 2T-r d 2S•11' d 24•-11• d 24•-r d 27$ d 22$ d 2Z.1• d 21'-r d 2VA" d 2V-r d r x r x oATr x 0MV
37 4• d 31•-V d 2r•10• d 28'41 d 2T$ d 26$ d 2S$ d 24'•11• d 21' T d Z7$ d 27-r d 27-0' d r x r x Moor x 0.
3W 34$ 0 1 37.5' Al31%9' d I 304• d I 27-r d I 2r•r d 1 2T-0' d 1 26$ d 25'49' d 2S-r d 24•-r d 24•-r a r x tr x 0.09r x
0269' 41'-T d 39.7 d 3r•r a I 35•r d 1 34'-r d 1 3T-V d 131.1I'd 1 31'-1' d I 303' d 2r4r 0 I 2a'-10* d I 2r-7 d Note: 1. It if recoin- es ed
Oat
the engineer bo consulted on any miscellaneous framing beam that opens mom than 40 2 Spam am based on 140A M.
P.H. wind bad plus dead load for framing. 3. Span Is measured from enter of
connection 10 fascia or wall connection. 4. Above spans do net kmlhrdo knVM
of knee brace. Add madam let distance Ir m upright to center of brow to boom connection to fM above Spare for total beam spans. 5. Spans maybe'-gAled. Table
3A.1.
4.110 Allowable Spans
for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 110
MPH velocity; using design Iced of 11 IT/SF SONme"goal. Tribu Lwd Width W - Pudin
8 ales
For r4T Tor r-0' r-0"
Ir-0•1 11'-0• 11rC Allowablespanvi Ing V w deaecaon'C r
x r x o.o44 x
tlw 14'$ d 17-T b 17-r b I I lAr b 11'$ b 10.6• b r-11' b s$ b rxrxO.O5rxO./Or ir-11• d 16$
b IV-V b 14'$ b 17-r b 17.11' b iZ4' b IV-r b r x r x 0.05r x
0.12r 21'$ d 194T b 1T•10' b 16-0• b 19-r b 14'-11' b 14'•9' b 17-0' b 2' x r x 0.055" x
0A2r 27$ b 21'-r b 20.1' b 19-10' b 1T-r b IV -IV b 10'$ b 194' b r x r x 0.055" col
Insert 2F.1I' d 2T-T d 25-1 t• d 24'-7 d 27-r b 27-T b 214' b 20-5 b r x r x o.OTr x
032r 27$ d 2T•11' d 25-1 al b 24'-C b 27-11' b 21'$ b 20$ b 16-10' b r x r x 0.07r x
0324• 37-r d W-T b 2r-r b 26.4• b 24'-1r b 27-r b 2Z$ b 21'$ b r x r x Hoar x 0.
31r 33- d I -r d W-r d 2r-1r d 2r-r b zs-1r a 24•$ b 27-r b r x tr x 0.09r x
0.3W 40-r d 3rJ' d 3F-C d 34'-T d 3Z-r b 31'•1• b 21$ a 2r-S• b Nobs: 1. Tobin assure extrusion oriented with
longer
extrusion dimenabn parallel to applied load. 2 Spsns may to knbrpoloW. Table 3A.
1.4-120 Allowable Spans
for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 120
MPH velocity; using design load of 13 BISF aeNMatlngseetbns Tribal load Width W Pul"" 8
1
S4r Frr.o• a'-0' r4r lr-
0• 11'-0' 1r-0' Allowable Span L• I bending Va
doaection'd r x 4' x 0.044 x
0.10r ITT b I 17-V b I V-r b 10-r b 10.1' b s•T b s•r b r$ b rxrx OAST x 0.1or IV -IV
III IT-C b 14'-r b IT-T b 17$ b I V-11• b 11--C b 040- b r x r x 0.05r x
0.12r s-r b I lr$ b 16-s b 1S4• b 14•4• b 17-r b 17.1- b 1r•T b rxrxG.05rxO.12r 21'-11• b 1s•
11• b 1r$ b 1r-C b tOV• b 1S$ b 14'-0' b 14'•r b r x r x o.osr col
kaeri 2r-r d 27-T d 24•$ d 27-0' b 21•$ b 20-r b 1s4r b 1r•1r b r x r x o orr x
a324" 2r-1' d 24-10' b 27-1 V b 274' b 21'4• b 1r•11- b tr•1' b 1r.7 b r x r x o.OTr x
a32P W-r b 2r.1I- b 25-1 al b 24'-3• b 2740' b 21'$ b 20$ b lr-r b r x r x oAar x 0.
3/r 31'41- d 30-1• d 2r-5• b 26'-r b 24.1' b 27-W b 2Z$ b 21'$ b r x 1r x OA1r x 0
3r-s d 36•r d 34'•2. b 31'-11 b 30-2' b 2r-7' bi 2TJ' b 2F.1• b Nobs: 1. Tobin assures exetnim oriented win
longer
extrwbn dimension parallel to applied bad. 2. Spans may be Interpolated. Table 3A.
1.4.130 Allowable Spans
for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For
3 second wind gust at 130
MPH velocity; using design load of 15IIISF Self dating Seca" Tllbub load Width 1M •
Puriin Spocl S-
01 a•-0" T-0' S'-
0' r.0 1r4r 11'4r 1r-0' Allowable 5 wn'L' I bandiesb'
or On'Cr r x r x Coal x 0.
1or 17$ b I 11'$ b 0$ b r-11- b r$ b r-11' b a'$ b r-r b r x r x 0.05r x
0.100' 15$ b 14'•3• b IT-r b 174- b 11'-r b I V-I' b 10•r b 10-1' b r x r x 0.05r x
0.12r lr-l' b 16-0• b IVA' b 14'4• b17$ b 17.10' b 17.2' b 11'$ b 2' x r x O.OSr x
0.120' 204' b 1r•r b 1 T-T b 16-l' b 15-r b 14'S' b 17-V b 17-7 b 2" x r x 0.05r wl
Insert 26.1' d 24'-r d 22-11' b 21.5• b 20'-r b is-r b 161J' b 1T$ b r x r xO.O7rx0.224" 2641
a 24-V b 27-r b 20-1r b 17-r b lr.r b IT-T b 114' b r x r x 0.07r x
om4" 2r$ b 26.1• b 24'.1' b 2Z.r b 21'-3' b 20-2* b 19-7 b 11,$ b r x r x oAar x 0.
71r 30-s d 2r-r 0 20'$ b 1 24'.r b 27-0• b W-r b 21•-1• b 20.3' b r x Ir x 0A9r x 0.
36r 36-r d 344• 0 1 3T-IV 0 I 27$ b 1 26-1' 0 I 26•r b I 2S-S b 24•-C b Notes: 1. Tables assure extrusion oriented with
Iager
extrusion dimension parallel to applied bad. 2. Spans may be kdorpololed. Table 3A.
1.4-140A Allowable Spans
for Ridge Beams with Self Mating Beams for Screen. Acrylic or Vinyl Rooms For
3 second wind gust at 140A
MPH velocity; using design load of 17 r/SF Sea Meting Sections T Load llidlh W •
PurlYm 8pandn S$
r-0' T-0' r-0'
r-0' Ir4r 11'-0' 12'-0• AllowebNSpan V I bamrdlnoVor deMetlon'C
r x4'x0.044x0.1or IV-11•
b 0'-10' b idol b s.5' b r-1r b r$ b e•-7 b rr b r x r x 0.ow" x
0.1o0• IN-W b 17-V b 17-T b 11•-7* b 19.11' b 10-T b r-11' b s$ b r x r x 0.050' x
0.12r 16.116 b 15'$ b 14'-00 b 17$ b 17$ b 17-W b l l'$ b 10,41• b r x r x 0.05r x
0.i20' 17-2* b 1T$ b 16-2' b IF-T b 14'-T b 17$ b 1r-11' b 17-C b r x r x CASs wl Insert
2S$ d 27-T b 21'$ b 20-2' b 1r•1 al b lira b 1T•r b 16-T b r x r x 0.07r x
0.224• 24'-r b 22-r b 20-111 b 10 b 1r-S' e 77 0 16$ b 15.11' b rx r x 0.0yr x
O3 26.1r b 24%r b 27-r b 21'•r b 19-11' b 1r•1 al b 1a••1' b Ir4* b r x r x o.o02' x
0.31r 2r-r d 26.1r 0 24'-10' b 27-7 b 21'•11' 6 20'-1r b 17.10' b 16.11' b r x 1r a OAgr x 0.
36r 35•r d 32.3' b 26-1I b zr-1 al b 26• b 2s$ a 27-19 6 27 b Notes: 1. Tables assure extrusion oriented with
longer
extrusion dkmmbn parallel lo applied bad. 2. Spam may be Interpolated. Q D
N Z Q Z Q
Ozo
LO)
Z to
ZWZQJ Cn W
Wt-
Vmv W VoNQ
VFW_)
FPZ O (
1) W
O
VZC-4
Co D J
Q ace.'
hrL! 01
c
CC
Q ..
0
m
to °
A^
Ljj
it0 - X
N z_ m
cW U.N- 3
Zm J , °!
1
SEAL ET , +' 3 •
r
07-05-
2004 OF
r Table 3AIA Allowable Upright Heights, Chair Roll Spans or Header Spans
for Screen. Acrylic or Vinyl Rooms
Aluminum Alley 6063 Ti
Far 1 ...anA .sine nuar at I In MPH winch- ndne daminn Inset at 11 a1SF
Sections
Tributary load width W s Pudin Spacing
r-0' 1 3'4' V41' 1 4•:' I S4l• I Si• I 6'-0' 1 a i'T:-
At', Is !eight 'M I banding W or denecOon'tr
r x r x 0.0M' Hollow 9.5' b r$ b r r b ri• b T4• bi 6-11• b 6ib 6s b 6•r b 5'-111 b 2"
x r x OAST Hollow W-7 b 9-0• b r-11• b r-S b r-11- b T-r b T-3' 0Mbb6-9 b3' xrx0.045' Hollow I V-7 b 10'-5' b 7.7 b 9•r b r$ b 6' D r-11' br-5' b T-r b 3'
x r x 0.070' Hollow 17$ d 1Z-r d 11-r d 1a-1l'b 19-V b 9.11• b 9i• br-10• b ri• b r
x 3• x 0.04V Hollow 17.9' b I I'-9 0 I l'-W b 1a-5• b 9-10' 0 9-5' b 0'•11• atry' b 0'-1' Dr x4" x O.OSo' Hollow 16'-r b 1 S-l' b W-1' b 1r-3' a iZ-r b 17-0" b 1Tor b 10W b 10'-T b r
x4"x0.046' S.M.B. 19.1• b 1r$ b 16i• b IT-r b IN-T b W-1' b 174r b 17i' b 17.1• b r
x r x O.o50• S.M.B. 23'•r b 21'•10'b 20W b W-r b lWQT b 1 r-V 0 16'i• b IT-5' b 14'-11'b r
x r x 0.o5o' S.M.B. 26'-1' b 24'-r D 27-r b 21'•r b 2a•r b 19r b 16-5' a ir•1• b 16i• b r
x r x o.044• Sna 11'-3' b laS b 9-W b 9-r D B•i• b F-F 0 rare ri• b T-1' e 2"
x r x0.045' Snap144• b lri' b 12W b 11'$ D 11'-r D 1a•T b 1a4• b 9$ 0 9-5• b 9-16 b 2'
x 4' x 0.045" snapit-r D 19-7• b IF-3' b 14••4' b 13'-T b 17-11• a 1=•5• b 11--11• a I 11'-0• b 11'-1' b For
3 second wind gust at 120 MPH velocity; using design load of 13 NSF Sections
Trlbue
load Width W s PuAln Be T4-
ri' 4'4' 4'i" 6-0' r Si'- r-0' 6i' Ti' T41• Albwxbe
Haight WitaindinoW or deaoctlon'd' r
x r x 0.o44' HollowF23'.
11*b 1r-
V b 7W b T-l' b 6i' D 6S b 6-l' b 5-11' b 5'-r r
x r x o.osr Hollowb r-r b r•2' b T$ D ri' b 9.11• b 6i• b 6-V b 6'-2' b 5'•11' b r
x r x o.o4s" Hollow b 9-r b r-1 I• b ri• b r-0b Ti• b Ti• b T-1 • b 6.10• b 6-r b 3"
x r x 0.070" Hollowd l l'-V b 1ai' b 1MbIZ-
F r
b 9-2• b r$ b 6•-5• b 9.1' b T-10' b r
x r x OA4r Hollowb 11'-11• b 11'-r b 1-11• D 96 b 9.1' b 6'-r 6 6'•5• b 9-7 b r
x 4• x 0.05V Mallowb 17-10' b 17-11• b 1 r-r b I I%V b la-r b to r b 9$ D 9S b r
x 4' x o.04r S.M.B.b 16J• b 19-2' b 17••r b 17-1l' b 17.5, b W-11' 0 11W b IVA' b 2'
x T x 0.050" S.M.B.b 2a•1' b lr$ b 1•I0' b 19-0' b IF -WV b 14'$ b 14'-2' b tr$ b r
x r x o.osa, S.N.B.b 2z-r D 2a-9• D 1IV-r b 1T$ b 16.11• a 16J• b 1S4P b IS'-r b rxrx
0.ow snap1a-4• D 9•r D r-11• b 11• b r-7• 0 L-4b T-0' 0 6$ b 6-0' b r
x r x 0.04r snapiw-r 0 17J' D I I.-F 0 la-r b 9$ b 9.4• a r-11' 0 W-r b ri• b r
x 4" x 0.04r Snap16-r b 14'•11• b W-W b 1Z4i b 11'•11' D I l'S' bi IT -- Holes:
1.
Aboveopens do not Include length ol lawe brew. Add York= tW detenm hum uprgld to comer eibnw o to beam cone - - ' I to 0e above spans for
total beam spans. 2. Spans may
be Interpolated. Table 3A.2.
2 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen. Acrylic
or Vinyl Rooms Aluminum Alloy GM
Ti Far 3 s-
nd mind oust at 130 MPH velnelty: uslna deslon lead at 15 WSF Sections Tributary Load
Width
W a Pudln Spacing 3'4' 3'
4• 4•4' 4--4-S-0• Si' e'-0' ri• 1 T4' Ti- Allowable Height W
I bending W or daaeetlon'd' 2"xrx 0.
044' Mallow r-1' b r$ b 6-11• b 6•7' b r-r b 9•11' b Si' b W-r bi W-r b S-l' b r x r
x 0.055" Hollow tr•10' b r•r b T-r b rr b 6••10• b 64• b 6-7 b S•11' bi 5'-r b S-T b r x r
x OAw Hollow 9$ b r-11' b ri• b r•11' b ri• b r-r b e.10• b 6-T bi 6'4' b r-1• b r x r
x 0.070• Hollow 11'4' b 1OW b 9.11' b 95' b S'-11' b 6i' b 6•r b T•10' b I T$ b r-r b r x r
x OAW Hollow 10'•11. 0 117-1• b 9-5• b r-11• b r•5' b r-1• b ri• b 7'S• b T-r b 6-11' D r x P
x Foss Hollow 17-11• b 17-11• b 17-/' b 11W b 19$ b 10'J• b 7.10' b 95• b 9-l' b EAW b 2" x 4'
x OA46' SAI.B. 16.4• b 15'•1• b 14' T b 134' b 17-V b 17.1• b 11' r b 11'•1' b ta4r b 1a' b rx5'xoAw S.
M.B. 2a-r b 1ri' b 1T•6' b 19-F b 1Si• b 4'-11•b 147.7b lr$ 0 1-T-r b 1Z$ b 2" x rx OASO•
S.M.S. 27.4' b 2a-0' b 19i' b r-r b Ir-r b W-6. b 15'$ b 15-2' b 14'-T D 14'•7' b r x r x o.
o44• S 9-r a r-11' D ri' b T-10• b T-5 0 T.1' b 6•r b 94 0 W-3 b 64• b r x r x o.
o4r saisp 1z-v 51 i fir 51 1a4' b I W-i- 61 9-4' 0 9-11 D r-T b 6i' 0 r-1' D T$ b r x 4' x OAw
15-1- a 1r-11' 0 17-V 0 1z4• 0 1I•-r b 11'•1. 0 tai• 0 tall b 9-10' b 9i• b For 3 second wind gust
at 140A MPH velocity; using design load of 17 NSF sections T Load wlmh w -
Pudln
s I T- ri• 4.4r I.
I 6i• r-0• ri• Allowable Hol ht W/boodingWordellectloriV
r x r x aaw
Hollow T-T b r-W bI 6-r bi 6-r bI 5'-10' b r-T bI 5'-4• bi T-2• 2' z r x O.
osr Hollow 9-7 D ri' bI T•r b 6$ DI 6-W a r•1' b S-10' 0 I W-r b Si' b Set• b 3' x r x OAw
HollowF15--4- 64' b r-
10' b
r-T b r-W b 6i' b 6-T b 6•r b 5-11' b S$ b 3' x r x 0A70"
Hollow 1a-0• b 94' b 6-10• b 6S b T-11' b r•S• b ri• b T•1• b 6-10' b r x r x omr
Hollow 1o'-T b 9$ b 9-r b a•4P b rW b T-11' b 7'i• b T-0• b T-1• b2' x 4• x OA$
r Hollow 17.1• b IIW b 1a-0' b 10-1' b9i• b 9-7 b 6.11' b 6'-r b r-7' b r x 4' x OA4r'
B.M.B. 14•-2" b lr-W b 1ZO b 11'•11' b 11'j• b 1a-10• b 10W D 19-V b W-r2'xrxOA50'S.M.B. 1T-r b 6S a 15W b 4•i• b 14'-0' b IT4- b 17.11.0 17-T b 11••11•2'xrxOAST S.M.& 19-
F b tr•2' b 1T•1' b 19•r b 15'i• b 14•-10' b 14•.l•b 13•$ b 17-r2'xrxOAw S b a'i' b r-IV b T•4' bM 6-5' b 6-2• b 5.71• b 54r b 2•xrx0.04r 8 b
1ai• b lW4r b 9.5• b r-r b T•1o' b T-T b ri• b 2'x4'x0.045• Snap
14'•r b 13'•1• b IZ-r b 11'•r b IW-W 0 9•r 0 9-3' D r-11' b Nees: 1. Above spans do
not
Include length of knee brace. Add W tm tat distance ham upright to center of bnwe to bum correction le tle above spans for total Wens
spans. 2. Spans may be interpolated.
Table 3A.3 Schedule of
Post to Beam Size and Number of Thru Bolts Required Aluminum Alley $063 Ti I1
Sum also Nlnlmum Post
Stu
Alternate Post sin
LsO Minimum
K.
Brave' MIn.
IKnee Brew
Scrom 114•
a 31f•
a rxWxo.
osr Hollow rxrx0.09r rxrx0.050' 1 2 1 rx 7x0.05V 3 f6 Sea mating Bsems rxexo3mrzo.10o'
rx Tx0.097
rx3'x0.050' 2 rx3'x0.050• 3)00 rx5'x0A50'=0.100' rz3•
z0.09r rsJ'x0.050• 2 rxJ'x0.O5a 3 f6 rx0's 0A30"x0.120'
J'x3':0.09r rx9'x0.050' 2 7=3'x0.05a 110 rx Tx0.055"s0.120'
rz3'z0.093' rxrx0.05a 2 2 7x3'z0.050' 3 f10 r:TxO.OSSwlleun 3z3z0.093'
2x7x0.05a 2 2 rx7z0.05a 3 f10 rxrxForrx0224• rx3'xO.097' rx4•
x0.050• 3 2 rxVx0.051r 012 r x r x o.
o7r x am4• rx 7'x0.09r r x 5•x 0.050' x OAW 3 7 rxsxo.owxo.lw 3 114 rxrx0.oarxo.706' 3•xTxO.
125' rxG"xO.05VxO.120• 4 3 rxrxe.05VxO.12V 4 014 rxlO'x0.o9rxs.36s' rxrxO.
125• rxrxO.055•xO.120 5 4 r x r x 0.055'x 0.12o• 6 f14 Double Sell Mali Booms 2)
rxe'x0.07rx0.224•
rx5'x0.050•x0.10a 6 4 rx4'x0.044•x0.1o0' 8 f14 rxIFxFo7r=0.224• rxrx0.05a'
z0.120• 6 4 rzCx0.050•x0.120' B f14 rxrxFoerx0.3a6" 1 rxrxo.05Vx0.
121r 1 B 6 2'x6•xo.05rxO.12o• a 014 r x lo• x 0.
092• x o3orl r x r x 3.07r x 0.22,r I I 10 I a I r x r x o.oss• so 12(r 10 f/4 Minimum pool I bum may
be used as mkrkmum knee brace J Q D CO) Z
Q
W
0,
ZO C7U
fn Z
ZwZQ_J
O ~ CD
Ql>ZSIN•J H
W
UOW: CO't(n
PNaOOCf) W
OVZN J
Q a
NJ C
01
m
so
4S o
at 0LUM
ll.l
J aCW
W 3 2 Zm
W J 'd
OFAF
SHEET•
3-
07-
08-2W4
OF
81
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS I RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
G EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
Q TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING WI #8 It I"DECK
SCREWS C 18' O.C.
VERTICALLY
REPLACE VINYL SIDING
PROVIDE NEW 4'. 6' OR
8' It 16' CMU PIER AND SOLID
FOUNDATION BLOCK @ S4r
MAX. O.C. ALONG
ATTACHMENT WALL
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
STALL NEW 48' OR 60'
UGER ANCHOR PER RULE
SC 0 EACH NEW PIER.
ISTALL 10 CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
ANCHOR
TYPICAL WALL SECTION FOR ATTACHMENT TO
MOBILE I MANUFACTURED HOME
SCALE: 1/4"- I'-Ir
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS I RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
C EACH TRUSS I RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP WI 16d COMMON
TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ 08 It 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 S
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
ISTALL NEW 48' OR 60'
UGER ANCHOR PER RULE
SC C EACH NEW PIER.
ISTALL 1/2' CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE I MANUFACTURED HOME
SCALE: 1I4' = 1'4r
STUD WALL OR POST
RIBBON FOOTING
SCALE: 117 - 1'-W
Minimum Ribbon Footing
YYlnd
Zone
e /
S Ft4a•
Post Aneho
O.C.
Stud
Anchors
100-123 10 -14ABUWNr 44 SP1 3r O.C.
130 - 110A17ABU 44 SP1 3r O.C.
1409-150 30 - 20ABU N SPH4 0 4a• O.C.
Maximum IF projection hmn host sbuckes.
For spud waft use 1? x Ir L-Sob Q Air O.C. and r squers wss hers to attach ads plate to
onto the shd anctors and .
Skel anchors Owl
straps shin be per nwsdacums specfiafona,
at the sdo plate only and Call strap shall kp over the by plate
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS I RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
G EACH TRUSS I RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
Q TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING WI #8 It I"DECK
SCREWS ® 16- O.C.
VERTICALLY
REPLACE VINYL SIDING
8-'L' BOLT @ 32' O.C.
TYPE III FOOTING OR 16' x 24'
RIBBON FOOTING WI (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS 3
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP-1 OR EQUAL
SHEATH WI 1/2' P.T. PLYWOOD
NAILED WI #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 I MANUFACTURED HOME
SCALE: 114' = 1'-('
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3)
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE I MANUFACTURED HOME
SCALE: 11W = V-0'
Extrusion Stang Table:
upright at= Max. seem abe Knee Brsa
rxrxo.03F rx4' r x r x0.03tr
rxrx0.osr rx4• rx7xo.09r
7xTx0.050• rxe•S.M.e. rx3•x0.05r
T x 3• x 0.097 r x tr S.M.B. r x r x o.ow
TxTx0.12F rx9'S.M.B. Tx3'x0.09r
47x 4'1,0.125' I rx 10•SAA. T 3'x3'x0.125•
J
Q
OMO ZU'
U co N
Vr Z J ZWZO<
0 —
w W
J W C3
J =
COC VN0
VDT}P
Z OMW
W O
CC ZN
cot D
J
Q
SHI
07-
08-
2004 OF
r
SOLID] ROOF PANELS (COMPOSITE PAN TYPE)
FASTEN pANELS TO EDGE BEAMPERDETAILSINSECTION7ANO1OR 3A)
W MAXIMUM
IF KNEE BRACE LENGTH I EDGE BEAM TABLES:
EXCEEDS TABLE 1.7 USE 3A.1.1, 2
CANTILEVERED BEAM
CONNECTION DETAILS
SCREEN OR SOLID WALL ¢ i POST SELECT PER TABLE 3A3
MAY FACE IN OR OUT) 3 3 j N Ww USE 2 x 3 MINIMUM
ul
HOST STRUCTURE ROOFING ~ y0 NO
r STRAP - LOCATE 0 EACH K i ¢ w
POST, (2) 1l4' x r LAG ao
SCREWS @ 24- O. C. (MAX.)
EACH STRAP
2) S10 x llr SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
114' BOLT @ 24- O.C. MAX.
WITHIN 6' OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH 010 S.M.S. INTO
SCREW SPLINES
x r x 0.062' ANGLE EACH ® r EXTRUDED
SIDE (3) EACH S6 S.M.S. EACH OR SUPER MAX. DISTANCE TO c
LEG INTO POST AND INTO I ® GUTTER HOST STRUCTURE
GUTTER (MIN.) WALL 36' WITHOUT
FASCIA AND SUB -FASCIA SITE SPECIFIC
ENGINEERING
EXTRUDED OR SUPER GUTTER I RISER
OR TRANSOM) WALL OR FASCIA (WITH SOLID ROOF)
SCALE: r =1'-0'
BEAMS MAY BE ANGLED FOR
GABLED FRAMES ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 3A.3)
SEE TABLES 3A.3)
1' x r MAY BE ATTACHED FOR
SCREEN USING
POST NOTCHED TO SUIT 010 x 1-1r7' a 8'FFROM TOP
AND BOTTOM AND 24' O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: r - 1'-0'
r----------
Nw ROOF PANEL _
SEE SECTION 7)
1-314'x1-3/4'x0.067 - - -
RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND
OF BOLTS) ® SIZE OF POST (SEE TABLE
3A.3)
BEAM AND POST SIZES
v 1' x r MAY BE ATTACHED FOR
SEE TABLE 3A3) SCREEN USING (1)
S10 x 1-1/2r Q 6' FROM TOP
POST NOTCHED TO SUIT AND BOTTOM AND 24' O.C.
J
Q
D
co Z
O2p
Oz9U co
ZWZOQC3aL-w
co) J W
mJ 't CQ7
crU9NO
0 :D cc
Zu)O 1A
W5o
VZN
02
J
Q
a
ofC
1p O x n
W J Ww.
U
LL wmlWLL
C =Nw
3 Zm
d
J
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: r = 1'-0' 07-05-2W4 I OF
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 codified home inspection company to verify host structure capacity.
3. Roll formed roof panels (pans) are designed for uniform bads and can not be walked an udess
plywood Is laid across the dbs. Pans have been tested and perform better in wind uplift beds 8nan
dead load + live loads. Spans for pans are based an deflection of 1.I80 for high wind zone criteria.
4. Composite panels can be loaded as walk on or uniform loads and have, when tested perfomsd
well In either test. The composite panel tables are based on banding properties detemnined at a
deflection limit of U/80.
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 shad 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
screen 1 glass rooms, and / or other structures to be attached.
b. For mobile 1 manufactured homes built after 1994, structures may be attached provided the
project follows Me plan for attachment of this manual. The contractor / home owner shad
provide verification of the structural system used to build the fast 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 balding requirements.
8. When using TEK screws In lieu of S.M.S. longer screws must be used to compensate for drill
head.
9. For high velocity hurricane zones the minimum live load / applied bad shad be 30 PSF.
10. Interior walls 8 callings of composite panels may have 117 sheet rock added by securing 8e
sheet rock w/ 1' fine thread sheet rock screws at 16. O.C. each way.
11. All fascia gutter and caps shall have water relief pods.
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 Ispedbn
guides for sections 2, 3A 8 B. 4 8 5. Use section 2 inspection guide for sold roof In Section 1.
14. All exposed screw heads through roof panels into the roof sub struckre shad be caulked w/ silicon
sealant
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
bads for components d cladding. Thus. Section 7 uses several different categories of two bear as
described below. Ad pressures shown In the table below are in PSF (#ISF).
1. Free-standing Structures with Mono loped Root with a minimum live load of 10 PSF excel for
1408 and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-0 Section
6.5. Analytical Procedure. The loads assume a mean roof height of less d an XF; roof slope of 0' tc 10'.
1= 0.77 for open structures 8 1.00 for all otters. Negative Internal pressure coefficient Is 0.18 for
enclosed and 0.55 for partially endosad 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 cf 0' to 25' (+1-10');1=
1.00. Negative Internal pressure coefficient is 0.18 for enclosed and 0.55 for partially endosed
structures.
3. Glass 3 Modular Rooms design loads use a minimum Nye bad of 20 PSF and wind loads are from
ASCE 7-98 Section 6.5, Analytical Procedure and the 2004 Florida Budding Code. The bads assume a
mean roof height of less than 30; roof slope or 2W to 30' (+/-101); I= 1.00.
a. Enclosed structural systems uses negative Intemal pressure cooMdent - +/- 0.18.
b. Partially Enclosed structural systems use a negative internal pressure coefficient = +1- 0.55.
4. Overhangs use a minimum live load of 20 PSF except for 1408 and 150 MPH bads which are 30
PSF. Wind loads are from ASCE 7-98 Section 6.5, Analytical Procedure for Components 8 Claddrng for
Enclosed or Partially Enclosed Structural Systems. The bads assume a mean roof height of less than
317; roof slope of 20' to 30' (+1- 10');1= 1.0. Negative Internal pressure coo ieient Is 0.18 for enclosed
and 0.55 for partially enclosed sbuct res.
S. Anchors for composite panel roof systems were computed on a bad width of 10' and 16 projection
with a 2' overhang. Any greater load width shall be site specific.
Conversion Table 7A Conversion Table 78
Load Covereton Factors Based on Conversion Based on Mean Height of Host
Mean Roof Height of Host Structure Structure for Solid Roof Systems
For All Components From Exposure V to IC
Fxnnaurw •R• 1" C.
Spin YuxlpNr
clMean Host
StructurelWOelsPamcompositePan
0.1 r 0.91 0.94
1r-W om 0.92
20' - 2r 0.06 0.91
2r - 3r 0.85 0.09
Mean Most
structure "Mod
Lod
ulupow
ParaI camposkeIPanels
0.1T 121 0.94 1 0.91
1 r - W 129 1 0.92 0.88
2r-27 1.34 1 0.91 0.m
2r.3o 1.40 1 0.99 0.65
INDUSTRY STANDARD ROOF PANELS
W
4
12.00'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2"- I-(r
12.0(r
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2' = 1'-W
1,[T 1
12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2' = T'0' ALUMINUM SKIN
TABLES E.P.S. CORE
i a SIDE CONNECTIONS VARY
a a
I (
DO NOT AFFECT SPANS)
48.00' :::::::::::::::::
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2' =1'4r
ALTERNATE CONNECTION:
3) #6 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
010 x 314' S.M.S. @ 12' O.C.
EXISTING FASCIA
FOR MASONRY USE
i/4' x 1-114' MASONRY
ANCHOR OR EQUAL 0 24- O.C.
FOR WOOD USE 010 x 1-112'
S.M.S. OR WOOD SCREWS 0
2' O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
SEALANT
HEADER (SEE NOTE BELOW)
a o ROOF PANEL
1 #8 x 1/2' S.M.S. (3) PER PAN
BOTTOM) AND (1) 0 RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2' V-V
SEALANT
HEADER (SEE NOTE BELOW)
a o- ROOF PANEL
8 x 1@' S.M.S. (3) PER PAN
BOTTOM) AND (1) 0 RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANEL TO WALL DETAIL
SCALE: 2' =1'4r
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2' LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 10 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 I1r SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1'
OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. 48 x 9116' TEK SCREWS ARE
ALLOWED AS A SUBSTITUTE FOR #8 x IM" S.M.S.
EXISTING TRUSS OR RAFTER
2) 010 x 1-10 S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE. n l
10 x 314' S.M.S. OR WOOD
SCREW SPACED 012- O.C.
EXISTING FASCIA
6' x T x 6' 0.024' MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
o. w
L
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: 2' - I -(r
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 010 x 1' SCREWS @ 6' O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
COMPOSITE ROOF ANCHORING DETAILS
EXISTING TRUSS OR RAFTER
010 x 1-1/2' S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
010 X 3/4' S.M.S. OR WOOD
SCREW SPACED 012- O.C.
ROOF PANEL TO FASCIA DETAIL
SCALE: 2' " 1'4r
EXISTING HOST STRUCTURE
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
FOR MASONRY USE
1/4' x 1-IW MASONRY
ANCHOR OR EQUAL 0 24- O.C.
FOR WOOD USE #10 x 1-1/2'
S.M.S. OR WOOD SCREWS 0
12.O.C.
8 x 112' S.M.S. SPACED
C B.O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
8 x 1/T S.M.S. SPACED
Q 8' O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
o- ROOF PANEL
ROOF PANEL TO WALL DETAIL
L3a 1s=W;Ql€1.
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-lie
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAWS DEPTH 1'. 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 y
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 170 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 ' k-
CONVERSION:
1100-1231 130 1 140 1 150
08 1 010 1 #12 1 #12 I 07-W20D4
J
Q
020
OM (Zr) U
N
ZWZOQ
O 0 (= W
old WjWO
J :) < ZIr-O
W
Z to LL N
W 5 O
VZN
J
Q
o
s '
HEET {J
6A
OF
O
EXISTING TRUSS OR RAFTER —v
910 x 1-1/2' S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE —a
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/7 S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
wzz
ao
ROOF PAN
HEADER
NEW 2 x 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
8 x 3/4' SCREWS @ 6' O.C.
8 x 112" SCREWS @ EACH RIB
ROOF PANEL
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL a
SCALE: 7 V-Cr t 4
o
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE HEADER (SEE NOTE BELOW)
6 x 117 S.M.S. SPACED 8 x 11T S.M.S. @ 6.O.C.
@ 8' O.C. BOTH SIDES FOR MASONRY USE
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 114' x 1-114" MASONRY
EXISTING HOST STRUCTURE: ANCHOR OR EQUAL
WOOD FRAME, MASONRY OR @ 24- O.C.FOR WOOD USE10x1-1/2' S.M.S. OR WOOD hc: ......:.•,,.. :.. OTHER CONSTRUCTION 010 x 1-1/T S.M.S. OR WOOD
SCREW (2) PER RAFTER OR Z3 SCREWS @ 1T O.C. TRUSS TAIL
HOST STRUCTURE
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: T =1'4r
EXISTING TRUSS OR RAFTER
6' x'T x 6' 0.024' MIN. BREAK
FORMED FLASHING
v
ROOF PANEL
2) #10 x 1-112' S.M.S. OR
W000 SCREW PER RAFTER
OR TRUSS TAIL a. •..... w .:..
i?.;: w
ALTERNATE: Z
010 x 314" S.M.S. OR WOOD
SCREW SPACED @ 1T O.C.
EXISTING FASCIA SCREW #10 x (Y + i/T) W/
1-1/4' FENDER WASHER
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: T = 1'-0'
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH 010 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. 00 NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: T = T-0'
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WI (3) EACH #8 x 1/T LONG CORROSION RESISTANT
S.M.S. WI 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/T SCREW EACH. THE
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
6 x 1/7 ALL PURPOSE
SCREW @ 1T O.C.
BREAKFORM FLASHING
I
3' COMPOSITE ROOF PANEL pSEESPANTABLE) /
STRIP SEALANT BETWEEN
FASCIA AND HEADER
112" SHEET ROCK FASTEN TO
PANEL WI 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 314' THE FLASHING
SYSTEM SHOWN IS REQUIRED
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: T =1'-0'
NOTES:
1. FLASHING TO BE INSTALLED A MIN. W 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. IT
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/r
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
HOST STRUCTURE TRUSS OR
RAFTER
o— 1' FASCIA (MIN.)
COMPOSITE ROOF PANEL
w
as
R (SEE NOTE BELOW)
ANCHOR
1/T) S.M.S. @ 8' O.C.
SONRY USE
114' MASONRY
EXISTING HOST STRUCTURE OR EQUAL
WOOD FRAME, MASONRY OR @ 24' O.C.FOR WOOD USE
OTHER CONSTRUCTION 10 x 1-1/T S.M.S. OR WOOD
SCREWS @ 12- O.C.
ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: T =1'-W
COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER WI (3) EACH
8 x (01/7) LONG CORROSION RESISTANT S.M.S.
CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3' COMPOSITE OR PAN ROOF
SPAN PER TABLES)
L
8 x 1/T WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ T O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSS BRIDGE
FILLER
COMPOSITE ROOF:
8 x'C +1/T LAG SCREWS WI
1-IWO FENDER WASHERS @
8' O.C. THRU PANEL INTO 2 x 2
T X Tx 0.044' HOLLOW EXT.
511610 x 4' LONG (MIN.) LAG
SCREW FOR i-1/T
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
e
CONVENTIONAL RAFTER OR '—
TRUSS TAIL
Q
cl) Z
Omp
U) C7 Z
co)
ozo
ZW?0_Q
0 Q H H
aw wWo
ID
V o N
VD&_}U
Z O cn
W O
It
c
J
Q
F.
w eN
a NJLL
C A jCaaa^
m
at WE!
W 0O_
cmo-
ULL a
C WNWW
2m
J-10
V')
F $EAL`
SHEET;
If .;L
19
WEDGE ROOF CONNECTION DETAIL
SCALE: T = 1'-0' 07-08-2004 1 OF 8
COMPOSITE PANEL
1' x r OR 1' x 3' FASTENED
TO PANEL WI (2)1/4' x 3' LAG
SCREWS W/ WASHERS
FOR 140 8 150 MPH USE
2) 3/8' x 3' LAG SCREWS
WI WASHERS
POST SIZE PER TABLES
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4' - V-V
I i I I
Lu I A 1 1
z 1 I 1 0:
I
1 A 8e I lI
EXISTING TRUSSES OR RAFTERS
I
1 I /
t HOST STRUCTURE I
II 1 II
II 0
II II w
II o II
IL
II II LiII
II L______
FASCIA
OF HOST STRUCTURE r
x _ RIDGE OR ROOF BEAM SEE
TABLES) SCREEN
OR GLASS ROOM WALL (
SEE TABLES) 17
MAX. K WITHOUT
ADDITIONAL ROOF BEAM AND SUPPORTS MAX.
ROOF BEAM SPACING IS 6 O.C.) SCREEN
OR SOLID WALL ROOM VALLEY CONNECTION PLAN
VIEW SCALE:
1/8' =1'4' 30#
FELT UNDERLAYMENT W/ 2200
SHINGLES OVER COMPOSITE
PANELS CUT PANEL TO FIT FLAT AGAINST
EXISTING ROOF 0.
024' FLASHING UNDER EXISTING
AND NEW SHINGLES FASTENERS PER TABLE 384 MIN.
1-10 PENETRATION 2
x 4 RIDGE RAKE RUNNER TRIM
TO FIT ROOF MIN. 1- C INSIDE
FACE FASTEN
W/(2) M8 x 3' DECK EXISTING
RAFTER OR SCREWS THROUGH DECK TRUSS
ROOF INTO EXISTING TRUSSES OR RAFTERS
A -
A - SECTION VIEW SCALE:
Irr = 1'-0' RIDGE
BEAM 2'
x 6' FOLLOWS ROOF
SLOPE 6 -
B - ELEVATION VIEW SCALE:
1/r =1'4r ATTACH
TO ROOF WI RECEIVING
CHANNEL AND 8)
010 x 1' DECK SCREWS AND (
8) N10 x 314' S.M.S. RIDGE
BEAM rxr
EXISTING
112' OR 7116' SHEATHING
B -
B - PLAN VIEW SCALE:
1/2' = V-0' RISER
PANEL ALL
LUMBER #2 GRADE OR BETTER
OPTIONAL)
DOUBLE PLATE FOR
NON -SPLICED PLATE WALLS
16-V OR LESS PAN
TO WOOD FRAME DETAIL SCALE:
2"- 1'4r WHEN
FASTENING PANELS OR
PANS TO WOOD PLATES SCREWS
SHALL HAVE MINIMUM
EMBEDMENT OF P ALL
LUMBER 02 GRADE OR BETTER
OPTIONAL)
DOUBLE PLATE FOR
NON -SPLICED PLATE WALLS
164' OR LESS POST
SIZE PER TABLES INSTALL
Wl EXTRUDED OR BREAK
FORMED 0.050' ALUMINUM
U-CLIP WI (4)114-x 1-
1/2- LAG SCREWS AND (2) 1/
4' x 4' THROUGH BOLTS TYPICAL)
TRUSSES
OR RAFTERS 2)
114- x 4' LAG SCREWS AND WASHERS
EACH SIDE POST
SIZE PER TABLES INSTALL
WI EXTRUDED OR BREAK
FORMED 0.050' ALUMINUM
U-CLIP W/ (4)114' x 1-
1/2' LAG SCREWS AND (2) 114'
x 4' THROUGH BOLTS TYPICAL)
3)
U8 WASHER HEADED SCREWS
Wl1'EMSEDMENT 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 1110
x r S.M.S. @ it O.C. 1/
2' 0 SCH. 40 PVC FERRULE 3'
PAN ROOF PANEL MIN.
SLOPE 1/4' : 11 3)
N8 x 314' S.M.S. PER PAN Wl 3/
4' ALUMINUM PAN WASHER CAULK
EXPOSED SCREW HEADS
SEALANT
1l4'
x 8' LAG SCREW (1) PER EXTRUDED
OR TRUSS / RAFTER TAIL AND EXISTING
FASCIA SUPER GUTTER y114' x 5- LAG SCREW MID WAY SEALANT
BETWEEN RAFTER TAILS SUPER
OR EXTRUDED GUTTER EXISTING
ROOF TO PAN ROOF PANEL DETAIL 1 SCALE:
r =1'-0' EXISTING
FASCIA EXISTING
TRUSS OR RAFTER PLACE
SUPER OR EXTRUDED GUTTER
BEHIND DRIP EDGE SEALANT
810
x r S.M.S. a 12'O.C. 1/
r 0 SCH. 40 PVC FERRULE SEALANT
1)
0 6 x 314' PER PAN RIB SON
PCAULK EXPOSED SCREW HEADS
I
3' PAN ROOF PANEL EXTRUDED
OR MIN. SLOPE 114' : V) 1/
4' x 8' LAG SCREW (i) PER SUPER GUTTER TRUSS /
RAFTER TAIL AND 3' HEADER EXTRUSION 114'
x 5' LAG SCREW MID WAY FASTEN TO PANEL W1(3) BETWEEN
RAFTER TAILS M8 x 1/r S.M.S. EACH PANEL SUPER
OR EXTRUDED GUTTER EXISTING
ROOF TO PAN ROOF PANEL DETAIL 2 SCALE:
r = rQ BREAK
FORMED OR EXTRUDED
HEADER PLACE
SUPER GUTTER BEHIND
DRIP EDGE EXISTING
TRUSS OR RAFTER SEALANT
N10
x r S.M.S. @ 24' O.C. 1/
4' x 8' LAG SCREW (1) PER TRUSS /
RAFTER TAIL EXISTING
FASCIA SEALANT
N10
x 4' S.M.S. W/ 1-11r0 FENDER
WASHER 012' O.C. CAULK
SCREW HEADS 8 WASHERS
CAULK
EXPOSED SCREW HEADS
3'
COMPOSITE ROOF PANEL MIN.
SLOPE 114- : 11 1l2'
0 SCH. 40 PVC FERRULE EXISTING
ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE:
r = V-V OPTION
1: 2'
x _ x 0.050- STRAP 4M EACH COMPOSITE
SEAM AND 112 CAULK
EXPOSED SCREW WAY BETWEEN EACH SIDE Wl HEADS
3) N10 x r INTO FASCIA AND PLACE
SUPER OR EXTRUDED 3) li10 x 314' INTO GUTTER GUTTER
BEHIND DRIP EDGE OPTION 2: 1l4'
x 8' LAG SCREW (1) PER TRUSS /
RAFTER TAIL IN 11rO SCH.
40 PVC FERRULE SEALANT
3'
COMPOSITE ROOF PANEL IF10
x r S.M.S. ®24.O.C. MIN. SLOPE 114' : 11 EXTRUDED
OR 3' HEADER EXTRUSION EXISTING
TRUSS OR RAFTER FASTEN TO PANEL WI SUPERGUTTERp8
x 1/r S.M.S. EACH SIDE EXISTING
FASCIA a 12"O.C. AND FASTEN TO SEALANT
GUTTER WI LAG BOLT AS SHOWN _
EXISTING
ROOF TO COMPOSITE ROOF PANEL DETAIL 2 J
Q
D
cn
W
Z
OZO
9UZ
ZWzOQ
0pHF-
aDW5WW
1 =)
Q V
04o W
ZNLLLu
W
5
C
VZN
in
j J
Q
a
Olf
D
Women m
0 t
SOw LLI J
V m o CtL z
j Uzi
j J
Z, SEAL SHEET
s + .
6
SCALE:
2'-
V-0' 07-M2004 I OF
GUTTER BRACE G 7-0' OIC —
CAULK —
SLOPE
2) #10 x 117 S.M.S. C 16' OIC
FROM GUTTER TO BEAM
SUPER OR
EXTRUDED AVA
GUTTER SOFFIT
1
70 HOLE EACH END FOR
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2- T-W
FLASHING 0.024' OR 26 GA.
GALV.
2" x 2" x 0.06' x BEAM DEPTH +
4' ATTACH ANGLE *A' TO
FASCIA W/ 2-318' LAG
SCREWS 0 EACH ANGLE
MIN. 2' x 7 x 0.050' S.M.B. (4)
010 S.M.S. 41 EACH ANGLE
EACH SIDE
A ! B
A = WIDTH REQ. FOR GUTTER
8 = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 7 x 2' x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 31r x r
LAG SCREWS PER SIDE OR (2) 114' x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADO (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 7
ALTERNATE) (1) 144' x 1-3/4' x 144' x 1/8' INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
318' x 2' LAG SCREWS PER SIDE OR (3) 1/4' x 2-114' 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: r =1'-0'
PAN ROOF ANCHORING DETAILS
RIDGE CAP
8 x 9/16' TEK SCREWS G
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW _!_ —
HEADS 3 WASHERS
8 x 11r 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: 7 =1'4r
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 + Im S.M.S. WI
1-114'0 FENDER WASHERS
IN 12' O.C. (LENGTH -
PANEL THICKNESS + V)
Q ROOF BEARING ELEMENT
SHOWN) AND 24' O.C. G
NON -BEARING ELEMENT (SIDE
WALLS)
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
PAN OR COMPOSITE ROOF
PANEL
8 x 117 S.M.S. (3) PER PAN
ALONG PAN BOTTOM
FOR PAN ROOFS:
3) EACH 08 x 1/r LONG S.M.S.
PER 17 PANEL W/ 314'
ALUMINUM PAN WASHER
ROOF PANEL
PER TABLES SECTION 7)
SUPPORTING BEAM
PER TABLES)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: 2' =1'-0'
0.024' x 12' ALUMINUM BRK 010 x 4' S.M.S. WI 1/4 x 1-1/7
MTL RIDGE CAP S.S. NEOPRENE WASHER
8' O.C.
ALTERNATE 314'0 HOLE
GUTTER VARIABLE HEIGHT RIDGE SEALANT
BEAM EXTRUSION
PAN ROOF 8 x 911 r TEK SCREW ® r
Q.C.
CAULK ALL EXPOSED SCREW
ROOF PANEL HEADS AND WASHERS
FASCIA COVERS PAN 3 SEAM
OF PAN d ROOF
big
31r x 3-1/2' LOUVER VENTS
OR 314'0 WATER RELIEF
HOLES REQUIRED FOR 2-1Z
d 7 RISER PANS
GUTTERS FOR 2-1/2' AND LARGER PANS SHALL HAVE A 3I4' 0 HOLE OR A 318' x 4' LOUVER a
tr 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-VP ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2' = l'-0'
I IlI---
RECENING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060'
SPACER G RECEIVING
CHANNEL ANCHOR POINTS (2)
010 x 2-t/r S.M.S. @ RAFTER
TAILS OR ® 2- O.C. MAX. W/
r x 6' SUB FASCIA
2' x 6' S.M.B. W/ (4) #10
S.M.S. 0 EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: r - 1'4'
1/8' x 3' x 7 POST OR SIMILAR
o-- (3) 114.0 THRU-BOLTS (TYP.)
8 x 9116' TEK SCREW ® r
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM @ POST DETAIL
SCALE: 7 a 1'4'
0.024' X 12* ALUMINUM 8RK v` 010 x 4' S.M.S. WI 114 x 1-117
MTL RIDGE CAP • art NEOPRENE WASHER Oh 8' O C
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2' x —SELF MATING BEAM
05 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
SEALANT
8 x 9116' TEK SCREW ® 6'
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
116' WELDED PLATE SADDLE
W/ (2) 1/4- THRU-BOLTS
t
PANEL ROOF TO RIDGE BEAM 0 CONCRETE POST DETAIL
SCALE: 2' =1'-T
r •
u
07-06-2004
J
Q
D
co Z
02C3
ozo
coC7Z_j
Z W Z Q
0pFF- adw5wW o
JmoZ
0904 QwpQU
ZccnU
uW)
W50 0
04
co M
D J
Q
W
N
L j
Pl 01 C
W
m _j^
W
D.. W J
CyO a U
to
J LL ZlV Wi°m
3 W
3 oo
I
ET
r
6D ,
COVERED AREA
0.024' ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
W
TYPICAL INSULATED PANEL
SCALE: 2' - T-0'
M8 x 112' CORROSION
RESISTIVE WASHER HEADED
SCREWS 0 24- O.C.
ALTERNATE q8 x 1/T S.M.S.
W/10 0 WASHER.
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024' PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 518' CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12' ON ALL PERIMETERS AND 24' O.C. FIELD ON EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) !8 x 1/T CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024' ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 120 FOR H-14 OR H-25 METAL.
COVERED AREA
TAB AREA
3/8' TO 1/T ADHESIVE BEAD
FOR A 1' WIDE ADHESIVE
STRIP UNDER SHINGLE
SU13SEQUENTROWS
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 3/8- TO 1/T 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: 2' IN 12'
TAB AREA WI I'ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
0
0
0
0
0
0
o
SUBSEQUENT ROWS
0
3/8' TO 1/T 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
7116' O.S.B. PANELS
PROFAS 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
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS.
2. SEAL ALL SEAMS WITH PRO 2000 CHEMREX 948 URETHANE AND CLEAN THE ROOF OF ANY
DIRT. GREASE. WATER OR OIL.
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 1S# FELT PAPER IN ACCORDANCE WITH THE FLORIDA BUILDING CODE. 2001 EDITION.
SECTION 1507.36.
5. INSTALL SHINGLES IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2001 EDITION. SECTION
1507.3.
UNIFORM LOAD
SINGLE SPAN CANTILEVER
UNIFORM LOAD
PmmmmmmmmmmmmmmmmOW
UNIFORM LOAD
IK
1 OR SINGLE SPAN
lu
UNIFORM LOAD zMC o
W R
u OWegw111Oy=v
A B C D rJw
J
3 SPAN N a'
W'
3 Zm
UNIFORM LOAD J
NOTES:
1. 1- Span Length
a - Overhang Length
2. All spans listed in the tables are for equally spaced distances between supports or anchor points.
3. Panels shall not be spliced except at supports.
SPAN EXAMPLES FOR SECTION 7 TABLES
SCALE: N.T.S.
H IEET
6E
f
07-08-2W4 OF 8
General Notes and Specifications:
The following extrusions are considered to be 'Industry Standard' shapes. The properties are based an die
drawings furnished by Florida Extruders International, Inc..
1 • A = 0.243 in.'
WT =
M 136 i
p.l.f.
0.138in'
0.044
r i Sx = 0.137 in?
k 6063 - T6
1" x 2" x 0.044" OPEN BACK SECTION
SCALE: 2" a V-V
1.00'
A = 0.2871n?
WT = 0.329 p.l.f.
Ix = 0.368 In.'
0'044I
Sx -
0.247 W fnk
6063 .
Th 1"
x 3" x 0.044" OPEN BACK SECTION SCALE:
r - 1'-0' 2.
00' 1
A =
0.424 In.' I
WT = 0.486 p.l.f. Ix -
0.232 In.- 0.
044 + N Sx - 0.234 in' k
6063 - T6 2"
x 2" x 0.044" PATIO SECTION SCALE:
r = 1'-0' 2.
00" * A = 0.496 in? I
I WT - 0.568 pJ.f. M =
0.276 hi.' 0.
055- +n Sx = 0.278 in? 6063 -
T6 2"
x 2" x 0.055" PATIO SECTION SCALE:
r =1'-0" 3.
00' A - 0.451 in? WT =
0.620 p.l.f. Ix =
0.336 In. 0.
04 + C4 Sx - 0.3W h? Ik
6063 - T6 3"
x 2" x 0.045" PATIO SECTION SCALE:
r =1'-W 2.
00' A =
0.451 In.' WT -
0.620 p.l.f. Ix -
0.640 In' 0.
04 wi Sx - 0.427 in.' IPATIO
6%
3 - T6 2"
x 3" x 0.045"" SECTION 63_.__
s3 2.
00' I
I A =
0s65 in? WT =
0.785 pJ.f. Ix -
1.393 in' 0.
050' + ` Sx = 0.697 In.- 6063 -
T6 2"
x 4" x 0.050" PATIO SECTION SCALE
r - 1'-0' 12.
00' I
A -
0.954 In? WT =
1.093 p.l.f. Ix =
2.987 In.' 0.
06r Sx = 1.195 in? 6063 -
T6 HI
2"
x 5" x 0.062" PATIO SECTION SCALE:
r - 1%0' 3.
00" A=0.716in? WT -
0.820 p.l.f. b
Ix = 0.477 in' 0.
07 N Sx = 0.4771n? Jk
6063 _T6 3"
x 2" x 0.070" PATIO SECTION SCALE:
r = 1'-0" 3.
00' WT =
1.239 pJ.f. 0.
09 c Ix - 1.523 In.' Sx =
in' T6
sos3 -T6 3"
x 3" x 0.093" PATIO SECTION SCALE:
r = 1'4r 3.
00' 0.
12 + T
2.00' A=
0.813in.' WT =
0.702 pJ.f. Ix =
0.773 in! 0.
04 ''+ Sx = 0.515 In' a6063 - T6 2"
x 3" x 0.045" SPECIAL SECTION SCALE:
r = 1'-0' 3.
00' A =
0.562In.' 1.
122 pJ.f 0.
09EWT 0.09 vi
Ix -
0.762 In.' Sx -
0.920 In.3 6063 -
T6 3"
x 3" x 0.045" FLUTED SECTION SCALE:
2" =1'4r fi2.
00' A -
1.436 In? A - 0.772 in? WT =
1.648L plf. WT = 0.885p.Lf. Ix =
1.984 In.' 0.04r Ix = 1.940 In.' Sx =
1.323 in? o Sx -
0.959 In? 6063 -
T6 6063 - T6 3"
x 3" x 0.125" PATIO SECTION SCALE:
r =1'-0' 4.
00' WT =
2.221 pJ.f. c
Ix = 4.854 In.' 0.12 I
Sx =
2.427 in.' 6063-
TO k
4"
x 4" x 0.125" PATIO SECTION SCALE:
2- 1'4" 2.
00" A -
0.482 in? WT -
0.552 pm. b
Ix = 0.809 in.' 0. +
vi
Sx = 0AW in? 6063 -
T6 0.
0500""cTILTSECTION SCALE:
r - 1'-0" 2.
00" A =
0.5821n? WT =
0.667 pJ.f. 0.
050' + b M = 1.226 in.' Iv
Sx =
0.614 in.' k
6663-
Th 2"
x 4" x 0.050" TILT SECTION SCALE:
r = T-W STITCH
W/ (1) 08 S.M.S. a 24' O.C. TOP
AND BOTTOM 2"
x 4" x 0.046" x 0.100" SELF
MATING BEAM SCALE:
2"- 1'-0' fi2.
0o' A -
0.%4 in? WT =
1.105 p.I.f. 0.
047 + Ix = 3.691 in.' Sx -
1.466 In? 0
6063 - T6 STITCH
W/ (1) 08 S.M.S. Q 24-O.C. TOP
AND BOTTOM 2"
x 5" x 0.050" x 0.120" SELF
MATING BEAM SCALE:
r - 1'4' fi2.
00" A =
1.095 In? WT =
1.255 pJ.f. 0.
050 + $ Ix = 5.919In' D
N
Sx =
1.9651n.' 6063 -
T6 0
STITCH
W/ (1) #8 S.M.S. Q 24- O.C. TOP
AND BOTTOM 2"
x 6" x 0.050" x 0.120" SELF
MATING BEAM SCALE:
r =1'-0' fi2.
00" 2.
00' * 2.00' * 0.666063 IIp.l.f. 1)
Jl8 x t,
a 6. UPRIGHT:
S.
M.S. 6' 0.044 + Ix - 0.694 in' Sx = 0.466 in? A = 1.259 in? WT =
1.443 pJ1 Ci cA = 1.990 in? FROM
ENOS, TOP w OR
BOTTOM AND BEAM: 0.
044 0.
055- + Ix - 8.746 In' WT - 2.280 p.l.f. 16' O.C. ly = 0.406 in' Sy = 0.410 In? Sx =
2.490 in? Ix - 21.981 in, b 6063 - T6 2.
00' o b
6063 - T6 N
I,
Sx -
4.885 In? 0.08r + a o
O1
6063-T6 1" x 2" x 0.044" OPEN BACK SECTION WITH 2"
x 2" x 0.044" PATIO SECTION STITCH
WI (1) #8 S.M.S. @ 24- O.C. Ul 1) #8 x 2-11r SCALE:
r =1'-0" TOP
AND BOTTOM S.M.S. a 6' 2.00' FROMENDS, TOP A - 0.847 in' 2"
x 7" x 0.055" x 0.120" STITCH W/ (1) #6 S.M.S. Q 24. O.C. OR
BOTTOM AND C
16- O.C. OR p I fSELF MATINGBEAMTOPANDBOTTOMRIGHTPILOTHOLEW/0.044SCALE: r =1-0' 2" x 9" X 0.072" X 0.224" CAP AND (1) #8 x Ix = 1.295In.' sx - 0.654 in?112"
ff+AqSELF
MATING BEAM S.
M.S.BEAM: INTERNALe'
ly 2SCALE:
r =1'-0' 0.
540In' Sy = 0.545 in? FROMENDS. TOP T6 OR
BOTTOM 6063
AND ®
16- O.C. A -
2.250 in., 2_W 2" x 2" x 0.044" PATIO SECTION WITH 2"
2" 0.044" PATIO SECTION WT - 2.578 p.l.f. x x MOW $
Ix - 15.427 in! SCALE: r - 1'-0- Sx -
4.406 in.' TV N
6063 - Th ci 64A - 2.355 In.' 2.
00' * A = 0.592 In? WT -
2.698 pJ.f. I
I c
UP
10. T: p.
l.f. 0.
044 I UPRIGHT: 0.
08r + Ix - 26.481 In.' mac Ix = Sx = 0.3551n'TOP
STITCH
W/ (1) #8 S.M.S. @ 24. O.C. Sx - 5.W5 in? 4",
nn'
044 +N
AND
BOTTOM 6063 - T60 369 ' Sy = 0.369 In? Lfl6063 - T6 2"
x 7" x 0.055" x 0.120" SELF
MATING BEAM W/ INSERT SCALE:
2" =1'-0' 1" x 2" x 0.044" SNAP CAP SECTION WITH STITCH
W/ (1) #8 S.M.S. 0 24- D.C. 2" x 2" x 0.044" PATIO SECTION TOPANDBOTTOMSCALE:
r - 1'4P 2.
00" p
A -
1.853 tn? WT =
2.123 plf. moo +
Ix =16.635 in.' Sx -
4.157 in? 6063 -
T6 WIL
STITCH
W/ (1) #8 S.M.S. a 24- O.C. TOP
AND BOTTOM 2"
x 8" x 0.072" x 0.224" SELF
MATING BEAM SCALE:
2"- T-o- 2"
x 9" x 0.082" x 0.306" SELF
MATING BEAM SCALE:
r =1'-0' 2.
017' iR
I
C
A =
3.032 In? WT -
3.474 pJ.f. 0.
092' + c Ix - 42.583In. Sx =
8.504 in' 6053 -
T6 STITCH
W/(1) 08
S.M.S. a 24- O.
C. TOP AND BOTTOM
2"
x 10" x 0.092" x 0.369" SELF
MATING BEAM SCALE:
r =1"-0" J
07-
0 zoj-
Z J ZWZ0_
Q 08~
W 0a
W LU a J<
QZ V
N Z
09 O (n Woo
VZN
in
j Q
W ^
N
y
uJ c
Uj
W
S xt
OW LL
C %do U
Wv W LL C
2 /V W r- 3
zm WSr
0 5a
ay -.
r SEAL
SHEET
7A
07-
08-2004 OF 0
2) 08 x 2-Ur S.M.S. ® Ir 3.00'
FROM ENDS, TOP OR BOTTOM AND
16.O.C. OR PILOT HOLE W/ CAP
AND (1) 08 x W S.M.S. INTERNAL 6' A = 1.3671n'
FROM ENOS. TOP OR BOTTOM 0.093*-;WT 1.566 pJ.f.
AND ! 18.O.C.
Ix = 2.655 in.'
LOAD APPLIED NORMAL TO THE
4.DIRECTION
j Sx = 1.328 aL'
6063 - T6Ik
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION CORNER POST
SCALE: r = r-0'
Z,a
2) 06 x 2-1/r S.M.S. ® B 1.00' $
FROM ENDS. TOP OR BOTTOM AND
a 16.O.C. OR PILOT HOLE W/ CAP A = 1.367 k1.'
AND (1) 06 x Ur S.A.S. INTERNAL 6•
FROM ENDS. TOP OR BOTTOM
WT = 1.566 p.l.f.
AND @ 18.O.C. Ix -1.892 in.'
Sx = 1.261 in'
LOAD APPLIED NORMAL TO THE
Y DIRECTION I-
8063 - T6
4.00'
1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
SCALE: r = Nr
2)46x2.1?S.M.S.GW c_._.c
r,
1•ar o
FROM ENDS. TOP OR BOTTOM AND 1 1
4416. O.C. OR PILOT HOLE W/ CAP r A - 1.654 In.'
AND (1) N x IW S.M.S. INTERNAL 8• WT = 1.896 pJ.f.
FROM ENDS, TOP OR BOTTOM
Ix = 2 260 in.' AND a Ir D.C.
Sx - 1.507 in.,
LOAD APPLIED NORMAL TO THE
I-
6063 - T6
3" DIRECTION
2)1" x 3" x 0.044" OPEN BACK SECTION WITH
3" x 3" x 0.093" PATIO SECTION WALL POST
SCALE: r - 1'-0"
A = 3.706 In'
WT - 4.246 p.l.f.
Ix - 33.270 il'
Sx-8.314in'
6063 - T6
STITCH W/ (1) 08 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"- 1'4T
A - 4.710 la'
WT = 5.397 pJ.f.
Ix = 52.963 in.'
Sx = 11.770 in'
6063 - T6
STITCH W/ (1) $B S.M.S. Q 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2) 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS
SCALE: 2' a Nr
4.000'
0
0.09r
A = 6.063 In.'
WT = 6.947 pJ.f.
bI = 85.165 kL'
Sx - 17.007 In'
6063 - T6
STITCH W/(1)#8 S.M.S. ® 24- D.C.
TOP AND BOTTOM OF EACH BEAM
2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS
SCALE: 2• =1'd
A=4.429in'
WT = 5.075 pJ.f.
Ix - 43.389 In.'
Sx=9.754E
6063 - T5
STITCH W/ (1) f8 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: r =1'-0'
A = 3.980 in.'
WT = 4.560 pJ.E
Ix = 43.963In.'
Sx = 9.770 in'
6063 - T6
STITCH W/ (1) 08 S.M.S. C 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS
SCALE: r = 1'-0'
4.00"
O A-4.702in'
WT - 5.388 pJ.f.
Ix - 62.947In'
0.072" + + Sx - 11.425In'
O1
6063 - T6
P AND BOTTOM OF EACH BEAM
2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038"
SCALE: r =1'-0'
4.000'
0
0.092" + +
4§ N
a
A = 6.249 in.'
WT = 7.160 p.l.f.
Ix - 101.446 in!
Sx = 16.901 In'
6063 - T6
STITCH W/ (1) 98 S.M.S. Q 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'
I , A = 0.569 In.'
0.04s + ? WT - 0.652 pJ.f.
N
be - 0.332 In.'
Sx - 0.33210
6063 - T6
2" x 2" x 0.045" SNAP EXTRUSION
SCALE: 2• - 1'-W
A = 0.591 In'
WT - OAT7 p.l.f.
Ix - 0.812 III'
Sx = 0.54510
6063 - T5
2" x 3" x 0.045" SNAP EXTRUSION
SCALE: r - 1'a7•
fi2.00'
A - 0.682 in'
0.045• WT - 0.781 plf. 1•
Ix - 1.631 N'
0. In
606063 - T6O I K
2.00'
A = 1.323 in.'
WT =1.516 p.l.f.
0.062"+ Ix = 7.027 N'
LAiO
Sx - 2.3421n.'
6083 - T6
2" x 6" x 0.062" SNAP EXTRUSION
SCALE: r =1•-0'
2.01r
7 A - I A47 In'
WT = 1.656 p.l.f.
0.062r' + 5 Ix - 10.151 in..
Sx - 2,9001n.'
6063 - T6
2" x 7" x 0.062" SNAP EXTRUSION
SCALE: r - 1'-0'
Lt+
TI =
T1
2" x 4" x 0.045" SNAP EXTRUSION
SCALE: r = 1•-W -
Section Alloy
W H IIIt2 A Iz I Sx S Rx' Rvj
In. In. in. in. In. in in.. In. In., in. in.
GutterG
Edge
6063 T-5 4 H1 6 0.08 O.OB 1.18 3.81 4.05 0.96 3.40 L 1.8 1.85
H2 4 1.89 B I A. R
6063 T-5 5 H1 5 0.065 0.065 0.96 2.45 4.43 0.73 1.80 1.59 2.144
H2 4 1.49(8) 1.7- R
07-08.2004
Q
CO)Z
O p
Ozo
U)0zJ
ZWZOQ
ad CO) =;W Q
j =)
C~)cC4
Qw0QQ
Z L L
W5o
VZN
co)2
J
Q
W
a
N
c °1
coOxm _jI_
W0W$ 4 O ee W oHo--
a LL a
C Wr9U
z_ lu
3 =m
W
J AAA,
7B
OF 8
I
Table 9.1 Allowable Loads for Concrete Anchors
Screw SW
d - diameter
Embedmem
Depth
In.)
Min. Edge Dist i
Anchor Spacing
Sd (In.)
Allowable Loads
Tension r Shear
2AMAC NAIUN (DriveAnchors)
114' 1.1? 1-114' 1 273N 1 2360
1.1/ ' I J100
TAPPER Concrete Screws
31lr
Y
1.114' 15116' 26W 1670
1tafto 1 V 16• 3710 2598
l f J /-114' 1.1/4' 427N 2000
1-314' 1-lW 5440 2160
3/8' 1.10 1-7/8• 5110 4020
1-y4• 3.3f8' I'm 455N
POWER SOLT (Expansion Bolt
114• r 1.114• 824N 2610
5/16• 3' 1-7l8' 938N 111N
318• 341r I 1.7/B• 1.5750 1,425N
112' 5' 1 2-1r1 2,3329 2.2200
POWER STUD(Wedge Anchor
114• 2•y1' 1.1/4• a12N 326N
Va. 4.1/4' 1-7/8' 1,355N 921N
11r it 2-1? 22710 1,218N
sm. r 2.1N• 3.2860 2.2020
wage:
1. Concrete screws are limited to r embedment by manufacturers.
2. Values fisted an allowed buts with a safety factor of 4 appled.
3. Products equal to rswl may be substituted.
4. Anders roaiving bads perpendkxfler to the diameter are In tension.
5. Allowable loads e Increased by 1.00 for wind bad.
e. Minimum edge distance and code to center spacing ebei be 5d.
7. Anchors rsceivhg bads paraiel to Oise diameter are shear bads.
A A 133% Increase has dean applied because wind uplift Is orgy bad.
Example:
Determine the number of concrete anchors required for a pod
enclosure by dividing the upaR bad by the ardor slowed bad.
Fora r x V beam wih: spacing - T-0. O.C.• slowed
span - 217-T (Table 1.1) UPLIFT
LOAD-112(BEAM SPAN) x BEAM i UPRIGHT SPACING NUMBER
OF ANCHORS = 12,P.Aln x T x 1 ON I Sq. FL ALLOWEDLOADONANCHORNUMBER
OF ANCHORS = 714.700 - 1.67 4
2TX_ Therefore,
use 2 andars. one (1) on each side of upright Tabs
Is based an Rawl Produce' allowable bads for 2.500 p.sl. concrete. Allowable
Load Covmlon Multipliers for
Edge Dbteno" Mon Then 5d Edge
Distance
Multi
Tension
lim
Shear
Sd
1.00 1.00 lid
1.04 120 7d
1.06 IAA ad
1.11 1.W 9d
1.14 1.80 10d
1.18 2.00 11d
1.21 12d
1.25 Table
9.2 Wood 3 Concrete Fasteners for Open or Enclosed Buildings Loads
and Areas for Screws in Tension Only Maximum
Allowable - Load and Attributable Roof Ana for 120 MPH Wind Zorn (ZTA2 N / SF) CONNECTING
TO: WOOD for OPEN or ENCLOSED Buildings Fastener
Diameter
Longlh
of Embedment
Number
of Fasteners 2
3 4 1/
4"s 1'
25" • 10 SF 5260.19 SF 7920.29 SF 1050.39 SF 1.
1? 3960 - 14 SF 790- 29 SF 11888. 43 SF IWO • SB SF 2.
112* 6608 - 24 SF 13200.48 SF 1980 - 72 SF 25400 - N SF V1Me
V
3120 -11 SF 624N. 23 SF 9368.34 SF 124810 - 46 SF 1-
1? 4660 -17 SF 9360 - 34 SF 14040.51 SF 18720.68 SF 2.
1? 7808 - 28 SF 15500.57 SF 23400.65 SF 31200-114SFI kae
TS
Z9F19SF 11215S 2 1P5N-19SF S12 5 3N 2.1?
09M-32 SF 17WX-55 SF 26700-97 SF BEN CONNECTING TO:
CONCRETE Mm 2.500 psq for PARTIALLY ENCLOSED Buildings Fastener Length
of Diameter Embedment
Number of
Fasteners 1 1
2 1 3 7 4 TYPE OF
FASTENER -'Quick Sat' Conerste Screw Rawl Zamac Nallln or uhalent 1/4"
s 1-i? 233M - 8 SF r 270N -
10 SF Idiot . 17
SF way 25 SF9320.34 SF 1 54001 -
20 SF I 8100.30 SF 1 10800 • 39 SF TYPE OF
FASTENER a Concrete Screw Rawl Ta War or E k e 3118"s
1.1? 245N - 9 SF 4920 -18 SF 7380 - 27 SF 9848.35 SF 1 14'
317N-12 SF 6340-23 SF 9510-35SF 12660-46 SF 114"s
1-1? 3650. 13 SF 7300 - 27 SF 10950 - 40 SF 1450Ie - 53 SF 1.314'
4650 - I I SF 9300 - 34 SF 13950 - 51 SF 18600. 66 SF 3fre 1.
1rr 1 4378 - 16 SF 8740 - 32 SF 13110.46 SF 1748111. 64 SF 144' 1
0010.22SF 12020.44SF IBM-66SF 24040-66SF TYPE OF
FASTENER a Expansion Bolts Rawl Power Solt or Equilvalarsh 3fre 2-
1? 1205N • M SF 2410N - 8B SF 361 SN • 132 S 4820N -178 5 3.1?
1303N • 48 SF 26060 - 95 SF 3900.143 S 5212N • 190 S lire 3'
15060.66 SF 30120 -132 S 5418N .198 SFI 72240 r 1993N .
73 SF 39aW .115 S 5979N . 218 S 7972N • 291 S 1 The
minimum distance born ON edge of Otis concretetoWINO LOAD CONVERSION TABLE: tle concrete
ardor and spacing bob~ anchors shall not For Wind ).
multiply other
tun
120 MPH below than
5d when d is the anden diameteram" m. (Tables
Shown).
allowablebedsand roof 2. Allowable bads
haw been Increased by 1.33 for wind cress by is conversion fades. loading. 3. Allowable
rod
areas am based on bads for crass I Enclosed Rooms (MWFRS);
I.1.00. 4. For partially
emfosed buildings use a multiplier to roof area ot0.77.
5. For section
1 i 2 multiply roof areas by 1.30. Ar'S WINO
REGION APPLIED
LOAD
CONVERSION
FACTOR
100
19
1.
19 110 23 1.
06 120 27 1.
00 193 29 0.
97 130 32 0.
92 140 37 0.
85 150 43 0.
79 Table 9.3
Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas
for Screws in Tension Only Maximum Allowable . Load
and Attributable Roof Area for 120 MPH Wind Zone (35.53 01 on Is- Wind R•
nlnn• eth- rhan 1211 YVM. tin Cwnw. 1 -, lr.IA. N rewa..w, M M.1..-I CONNECTING TO: WOOD
for PARTIALLY ENCLOSED Buildings Fastener Diameter Length
of
Embedment
Number of
Fasteners
1 2 3
4 114's 1•
2640.7SF
5250-15SF 79211-22SF 10560-30SF 1-11r 3960.
11SF 7929-22SF 11684-33SF 15640-45SF 2-1? 660N -
19 SF 13200 - 37 SF 19608 - 56 SF 2640N - 74 SF Vibe 1' 3128.
9
SF 6240.18 SF 936N - 26 SF 124811 - 35 SF 1.1? 4680 -
13 SF 9360 - 26 SF 14040- 40 SF 18720 - 53 SF 2-1? 7800.
22 SF 1560N - u SF 2340N - 68 SF 31204 • Be SF 3111's 1'
356N-10SF
712N.20SF 1068N-30SF 1424N-40SF 1-1? W" -
15 SF 1060. 30 SF 16020 .45 SF 21360.60 SF 2.1? 1
890N . 25 SF 17808 - 50 SF 26700. 75 SF 3560N -100 SF CONNECTING TO: CONCRETE
In. ZWO psQ for PARTIALLY ENCL03E"ulMings Fastener Diameter I
length
of Embedment I Number
of
Fasteners 1 2 1
3 4 PE OF FASTENER
Quick Seri Concrete Strew fRawl Lmac Nallln or E uhalent 114•e 1.
1rr 2330-85F 466N-17SF 699N.25SF 932N-34SF 2• 1 270111-
1103F I 5400-203F I 5108-303F 1 1080111-395F PE OF FASTENER
Conerets Screw Rowl Tapper or E uWalmt 311ro 2N-7S
9N-11 SF 7-21 SF 6 9540-28SF? NSF6 5F 1266N-
365F13 114•a 1.
1? 3650-10SF W-21SF 122-31SF 14600-41 SF 1-314' 4650-
13SF 9300-26SF 13950.39SF ISM-525F 3fre 1-11r
437N • 12 SF 5740.25 SF 1311111 - 37 SF 174810 • 49 SF 1-314' 1
6018-17 SF 12020-34 SF 18M-51 SF 24OU-66 SF rYPE OF FASTENER
a Exponsten Botts (Rowl Power Bolt or E ivalent 3111•s 2•
llr 1205N -2SF 211os . as SF 36150 - 102 S 4620N - 136 S 3.1r1 1303N -
31 SF 26068. 73 SF 3909N -110 S 5212N.117 SF 3' 1 INU -
513F 361ZN.102SF 8-158SF 2031 E 5' 1993N-
56SF
39B6N-112SF
5979 7972N SFclue r.vwe: 1. The minimum
distance from
is edge of Ow WINO LOAD CONVERSION TABLE' concrete to On excrete anchor
and spacing g For Wind ZasalRegbns otherOwn 120 MPH between - -I ' 1 steal not
be less dun Sd whom d (Tables Show4 multiply afbwable loads end foot Is the anchor diameter. areas
by the conversion factor. 2. Allowable coeds have been
iwassad by 1.33 for wind loading. 3. Allowable
red areas are
based an bads for Gtess / Partially En"', - Roam (MWFRS);
I • 1.00. 4. 4. For
Glass I
Enclosed Rooms and Sections 1 i 2 use a multiplier
to rod area of 1.30. WINO REGION APPLIED LOAD CONVERSION
FACTOR
100
25
122
110
30
1.11 120
35 1.03 123
37 1.00 130
42 0.94 140
48 0.68 150
1 56 0.51
Table 9.4 Maximum Allowable
Fastener Loads for SAE Grade 5 Steel
Fasteners Into 6063 T4 Alloy Aluminum Framing As Reco nrne We By
Manufacturers) Self -Topping and Machine Screws
Allowable Loads Tensile Strength 55,000 psi; Shea
24,000 psi Screw Allowable Tensile loads on
Be ows for Nominal Wan Thickness IT) nbs.) d 0.644• 0.050-
0.055' 0.07r 0.0er 0.09r 0.12r 4' 152 207 226 296
340 351 0" 211 240 254 345
393 1 10• 233 255 292 362
435 488 r M114"G.240" 278
316347455518
561 709 40" 267 303333 138 497
559 758 25• 347 395 434 58e
W7 726 Vito 76' 417 473 621 692
776$71 1164 0' 556 631 694 909
1,035 1,162 1,578 Allowable Shear Loads on Screws
for Nominal Wall Thickness lbs. crew single Sher Nd GAW
0.050' 0.
055• 0.07r O.Oar 0.09r 0.12r 0.164• 175 1" 219
286 326 366 131w 0./90• 203 2302533323784240.210" 224 255 280
367 418 438 OMr 207 303 333 4M
497 550 758 0240' 256 291 320 419
477 535 727 51`16' 0.3125 333
379 117 548 821 697 947 a!a' 0.375' 1
400 455 500 655 745 36 1.136 1/7- 0.507 1
533 WO 667 573 994 1.115 t 1,515 Allowable Sher Loads on Screws
for Nominal Wall Thickness M less.) Screw Double Sher Sim Nd
COW 0.060'
0.055- 0.07r 0.062• 0.097" 0.125' 8 0.11W 350 396
438 572 652 I m N10 0.190• 406 460
506 654 756 a" e12 0210" 446 510 560
734 836 878 014 0250' 534 606 666
072 994 1116 1516 19' 0.240' S12 5B2
840 836 954 1070 1454 Stir 0.3125• 666 758
B34 1092 1242 1394 1894 31B' 0.375' 800 910
1000 1310 1490 1672 2272 1/2• 0.50' 1068
1212 1334 1 1746 1988 2230 3030 Note: 1. Screw goes through
two
sides of members. 2. AN barrel lapthr Cetus
Industrial Quality. Use manufacturers grip range to match tool wall thickness of connection. use
table to select rival substitution for screws of anchor specification; in drawings. 3. Minimum
thickness of hams
members is 0.036' aluminum and 26 ga. areal. Table 9.5A Allowable Loads &
Roof Areas Over Posts for Metal to Metal, Beam
to Upright Bolt Connections Omen ar Fnelnead Stnitfurae A
27 A2 f fSF Fastener dism. min. edge distance
min.
dr. to dr.
No.
of Fasteners
I Roof
Area 1 I Area 21 Area
31 Area Area 114- llr SW 1.454.
53 2.908.106 4.362 -159 stir 310" 7la• 1,694-
69 3.788-138 5.652.207 N12.12O-442 31a' 3/1' 1' 2,
272 - 62 4.544 -166 6,016 - 249 11r 1' 1.114' 3,
030 -110 5,060 - 221 9.090.332 Table 9.58 Allowable Loads
3 Roof Areas Over Posts for Metal to Metal, Beam
to Upright Bolt Connections Partially Enclosed Structures ® 35-33
WSF Fastener diam. min. odge disc=
min.
dr. to dr.
No.
of Fasteners
I Roof
Area SF I Ana 21 Are 31
Ana 41 Ana 114' 1fr Va• 1,454 -
41 2.908.92 4,352 -125 5,019 -164 olio• 318" 71a' 1.094.
53 3.768-107 5.662.IW 1 7,576-213 314- Y4• 1' 2272.64
4.544 - 126 6.516.192 9.088 - 256 117' 1' 1414• 3,030 -
85 6,060 - 171 9.090.258 12.120 - 3/ 1 Nobs for Tables 9.5
A. B: 1. Tables 9.5 A
i B are based on 3 seoord wind gusts at 120 MPH;
Expoaaa'W;1= 1.0. For carports i screen noome
multiply the G o= Partially Enrtnmed bade 6 roof
area above by 1.3. 2. Minimum
spacing Is 2-
M G.C. for screws i bats and 3d O.
C. for rivals. 3. Minimum edge distance Is
2d for screws. looks, and rivets. Allowable Load
Coversion Muitlpllem for
Edge 0 tones
More
Than Sd Edge Distance Allowable Multiollers Load
Tension
Shear
12d
1.
25
11d 121
l9d 1.18
2.00
9d 1.14 1.60
lid 1.11 1.50
7d 1.06 1.40
ad 1.04 120 5a
1 1.00 Too
Table 9.6 Maximum Allowable
Fastener Loads in, M.hl olat. M
W....d C..n.....t Screw Diameter Metal tePlywood llr
4 ply
I Sir
4 ply 1 314.1 ply Show be. Pull Out lbs.
Show
be.
Pull Out
Show
lbs.
Pull
Out be. M8
93
48 113
59
134 71 N10 100 55 120 69
1r4 78 N12 118 71 131 78
143 91 N11 132 70 115 W
157 1 105 Aluminum Mandrel Steel Mandrel Rivet
Olamebr Tombs lbs. She
Tombs Ibe. Sher 116' 129 176 210 325
Sf32' 157 1 263 340
1 490 3116' 262 1 375 445
1 720 Table 9.8 Alternative Angle
and Anchor Systems for Beams Anchored to Walls, Uprights, or
Carrier Beams r.1 wwAww el.. Extrusion
Type SW Description To
Wan To Upright Boom 1' x V
x 0.
045' 3116• N10 V x V x 1/
16' 0.067 3116• 112 Angle 1'x 1•x
118. 0.125 3116' 012 Angle 1-11T x 1.
112' 1116.0.08r 1/4• S12 1-1? x 1-1/
2' y18 0.186' 1/4• 014 Angle 1.1? x 1-
1? 118. 0.062• 114' N14 Angle 1-3/4' x
1.314• x 1I8' 0.125' 114• N11 r x r x 0.
093' 3W 316• 2•x2x118'0.125' V16'
Viol Angle. 1? 1? U-channel
1ry1/8• 3W
014 U<hennal V x 2-1/
8• x 1' x 0.050' S118' 5116 U-chonnal 1 1-1? x
2.1/B• z 1-114- x 0.043' 1? 14 a. . Y a,ae.ra w
cram, wa., arrow p- 1 aqa W -spa... -- Table 9.9 Minimum Anchor Size
for Extrusions Wall ConaoeUon Extrusions Wall Motel Upright
F Concrete
I Wood r x IF 1/47 014
1/4' 1 1W 2' x r 1/4' 014
1/4' 1/4' race' 1/4• 012 114' N12
2'xr 3118• N10 3118' Nlo
rx ror lee Me, NB will-
I NB Note: Well. beam and upright minimum
anchor
stres shelf be used ter super guaw connections. Table 9.10 Alternative Anchor
Selection
Factors for Anchor I Screw Sizes Metal to Metal Anchor8txe 06 1111/
0 013 e+
4' V18' I Yr fie 1.00 0.80 0.
58 0./6 027 0.21 N10 0.00 1.00 0.
72 0.57 0.33 026 012 0.56 0.72 1.
00 0.78 0.40 0.36 N14 0.46 0.51 0.
75 1.00 0.59 0.48 5f16' 027 0.33 0.46
0.59 1.00 j 0.79 3Ia• 0.21 0.26 0.
36 O.SB 0.79 1.00 Alternative Anchor Selection Factors for Anchor
I Screw Sizes Concrete and Wood Anchors concrete screws.
r maxlanan embedment) Anchor
Sire 3f16• 114' r y16'
1.00 0.83 0.
50 1l1' O.iT 1.00 0.
59 316• 0.50 0.59 1.
00 Dyne Bolts (14W and 2.114'
embedment retpaetlwly) Anchor Stu
y18' yr 3116' 1.
00
0.48 11
OAs 1.00 Muhiply the
nrnber ofNit screws x
sin of and wyvew desired and mund up to One next even number olscrews. Example: a (10) $8 screws are squired• Oro
number of 010 screws desired b: OA x 10 - (6) N10 J Q D
Cn W Z 020 O
ZO
CO
ZW
ZZ0m
5;
Wo-
Q
adW-LU
t - V
Dm 't j 04
Z LU
0COW O VZN
in J
Q
WtrEL ~
V) U.
rZ
OT
o12-
m °
IOW X ..
W
W J
o"!
ox`
WW
LL
2
3
Zen J HEI 07-
08.2004 OF
SEAL
T 8
8
e
0
f
OFF19f COPY