Linkside Drive 1660General Notes and Specifications:
1. The fo8ovring structures are designed to be married to block and wood hams structures at adequate
structural capacity. The conbacta I home owner shall verify that the host sWCture is in good condition
and of sufficient strength to hold the proposed additxxl.
2. If there is a question about the host structure, the owner (at Ns own expense) shall hire an architect,
engineer, a a certified home inspection company to verity host strrcture capacity.
3. The structures designed using this section shall be limited to a maximum projection o< 15 hom the host
structure. Freestanding stnrctures shall be limited to the maxbrxrm spans and size limits of component
parts. Larger than these limits shall have site specific ergirieering.
4. The following rules apply to attachments involving motile and manufactured banes:
a. Structures to be placed adjacent to a mobile 1 manufactured home bu7t prig to 1994 shall use 9ourth
wall construction' s shall provide detailed plans of the mobile I manufactured bane and inspection
report along with addition plans fa site specific review and seal by the engineer. This applies to a0
screen 1 glass rooms and 1 or structrres to be attached.
b. 'Fourth wall construction' means the addition shall be free standing with only the roof flashing of the
two units being attached. The most common 'fourth waft constructon' is a post d beam frame adjacent
to the mobile 1 manufactured hone. The same span tables can be used as fa the front wall beam. Fa
fourth wall beam use the carrier beam taD4e. The post shall be s¢ed according to this manual andla as
a minimum be a 2' x 3" x 0.050' with an 16' x 2' x 0.044" knee brace at each end of the beam.
c. For mobile 1 manufactured homes built after 1994, structures may be attached, provided the project
follows the plan provided in this manual. The contracts 1 owner shaft provide veriflcalion that the
structural system of the host structure is adequate fa the addition to be attached.
d. It the mobile J manufactured home manufacturer cert~es in writing that 01e motile home maybe
attached to, then a'lourth wall' is NOT required.
5. Section 7 contains span tables and the attachment decals fa pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are consxlered infills and shall be slowed and
heights shalt be selected from the same tables as to older saeen wags.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated fa drift head.
8. Fa high velocity hurricane zones the minimum live load 1 applied bad shag be 3D PSF.
9. All specified anchors are based on an enclosed building with a 15 projection and a 7 over Clang fa 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 shall apply to acrylic 1 vinyl rooms also.
INTERIOR BEAM (SEE TABLES
3A.t.3)
r
i
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
3A1.4)
HOST STRUCTURE OR
FOURTH WALL FRAME
- USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
Section 3A Design Statement:
The structures designed for Section 3A are solid roofs with screen a vinyl walls and are considered
part of an open structural system which is designed to be married to an existing structure.
The design wind loads used for screen /;, vinyl rooms are from Chapter 20 of Ne 2004 Florida Bui~ng
Code. The loads assume a mean root height of less than 30'; roof slope of 0' l0 20'; { = 0.77. A0 loads
are based on 20120 saeen or larger. All pressures shown in the bebw table are b PSF (#/5F).
Negative internal pressure coefficient is D.DO fa open stn~ctures.
Andras fa composite panel root systems were computed on a bad wid0i of 10' and 15 projection
with a 2' overhang. Any greater load width shall be site speafic.
General Notes and Specifications for Section 3A Tables:
Section 3A Design Loads Conversion Table 3A-A
for Screen, Acrylic b Vinyl Rooms Wind Zone Conversions for Screen ~ Vinyl Rooms
irem 120 NDH Wind 2en~ le Olhen
Note 1: Framing systems of saeen, vinyl, and glass rooms
are considered to be main frame resistance components.
Wind loads are Nsted as minus bads fa roofs and plus bads
fa walls. To convert above wind bads to'C Exposure
bads multiply by 1.4.
Conversion Tabk 3A-B
Wind Zone Comerslons for Over Hangs
All Room Types
Fmre 170 YPN wind lee. In rkh.ra
Wind Iom
AIPH AppOad Load Dafkcdon Bandlny
100 30 1.13 1.T0
110 36 1.06 1.09
120 13 1.00 1.00
123 u 0.98 0.98
130 SO 0.95 0.93
140A SB 0.91 O.B6
1409 58 0.91 • 0.66
150 67 0.86 0.60
Wind tom
MPH Rooh
Appllad Load DanaUlon B~ndiny
Nis IdI Ibi Wall>f
Appllad Load Danactbn Btndinp
INlSFl let Ib1
COD 10 1.09 tJ4 iD 1.12 1.10
110 11 1.06 1.09 11 1.08 1.13 .
12D 13 too too 14 too t.DO
123 a o.sB o.s6 1s D.9e o.sT
130 1s o.ss o.s3 16 o.s6 a.s4
140A 1T 0.91 0.87 11 0.92 0.88
1408 10 D.90 O.BS 18 0.92 0.88
150 30 0.76 0.66 21 0.87 0.82
Conversion Table 3C
Comerslon Based on Atean Height of Host
Sttvcttln for Open Structures w1 So11d Rooh
e..,....,,,..,.. ~ ~e.,ree.,,e. ~r
Man Hoat
Struelun Hal hl D~Olelloe Bendlnp
O 1015'-0" 0.94 0.91
15'-0'to 20'-C 0.92 0.88
20'-0' to 2S-0' 0.91 0.86
IS'-0" to 3D'-0' O.B9 0.85
EDGE BEAM (SEE TABLES
3A.1.1 & 3A1.2)
'LW FOR
MAX.
H. UPRIGHT
HEIGHT (h) 1' x Z'
~-- MIN. 3.112' SLAB ON GRADE
VARIES OR RAISED FOOTING
FOR FOOTINGS SEE DETAILS)
TYPICAL SCREEN, ACRYLIC ORVINYL ROOM
W1 SOLID ROOF TYP. FRONTVIEW FRAMING
' (HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM)
'LW LOAD WIDTH
FOR ROOF BEAM
ALTERNATE CONNECTION
~P/7 ~p~ ~ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
(SEE TABLES) w
(0 ~
O.H.
SOLID ROOF F ~
~U
X ~
NO MAXIMUM W ~
(ELEVATION SLAB OR GRADE)
,~_ P =PROJECTION FROM BLDG.
VARIES VARIES LW =LOAD WIDTH
.. i.
'P' VARI S
NOTES: E
ANCHOR 1' x 2' OPEN BACK EXTRUSION W1114' x 2.114' CONCRETE FASTENER MAX. OF 7-0' O.C.
AND W1 IN 6' EACH SIDE OF UPRIGHT ANCHOR 1' x Z' TO WOOD WALL Wr #!0 x 2-i12' S.M.S. WI
WASHERS OR #10 x 2-112' WASHER HEADED SCREW 7-0' O.C.. ANCHtJR BEAM ANO COLUMN
INTERNALLY OR W! ANCHOR CLIPS AND (2) #8 SCREWS W1 WASHERS Q EACH POINT OF
CONNECTION.
SELECT FRONTWALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF. P12 OR P12 ~ O.H.
SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A1.3
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
100-123 130 140 150
#8 #10 #12 #12
APPROVED
CITY Of Al LAN11C BEACH
BUILDING OFFICE
APR 2 6 2005
By:
AppROVED
OF A11AN11C BEACH
CITY
BUILDING OFFICE
APR ~ 6 20Q5
TYPICAL SCREEN ROOM
SCALE: 116" =1'-0"
By:
OQ~
G
~~~
07-08-2004
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY b MOTOR VEHICLES DMSION 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 10R MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
J
Q
~ Z
~QW
Opp
~ZO
~(~U ~
}~OZJ
ZWZOQ
-001--F'
>~JOW
,~W_W~
U~= Q
. ~ m O M
JI-QoZ
}U~NO
~ ~ -
U ~>'1-
Q~OQU
1"-~~W
Z ~ W ~
w~~t
Who
~ Z N
U-
~~
J
Q
I.(j 2
~~
^ J N
LL , ~
~ J
LL
~ oQ~
~ n
~Ov
c ~ z~~~
C a ~Q^~
N co a~`n~
co ox~,n
r" 41jvm
> w '~
LIJ ~ WNZ~
.I 0 .Q ..
N L-- ' ~_~
U WaWw
C 2Nw
~ ~O
Wm
~ ~0
J
~1~' t
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2001 EDffION. '
,(
,- , ;
~~ i
,-
~..
~'r - 1
~, _ ,
' ,s ~E;~L
..~: t.
~ . - .,
JOB NAME: ~~~ ~
• , ~
ADDRESS: ~
5 '+ r7
=~=_-~
i" ,,
l
DRAWING FOR ONE PERMR ONLY 2004 tiDF , '' ~'
8
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
(4) #B x 11Z' 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 W11' x 1' x 7 ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE r x r x O.o3r MIN.
HOLLOW RAIL
I' x 7 TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5 LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE ~• UPRIGHT
SPACING
10o r-o"
11o s'-r
11o s'•3•
123 6'-1'
130 5'-6"
140 5'-1'
150 4'-11'
INTERNAL OR EXTERNAL
'L' CLIP OR 'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W!
MIN. (4) #10 S.M.S,
ANCHOR 1 x 2 PLATE TO 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 114• x 2.112' BOTTOM W! 1' x 1' x r x 1116'
CONCRETE ANCHORS WTTHIN
' 0.045' ANGLE CLIPS EACH
OF EACH SIDE OF EACH
6 SIDE ANO MIN. (4) #14x 11'T'
POST AT 24' O.C. MAX. OR S.M.S.
THROUGH ANGLE AT 24' O.C.
MAX. t' x 7 x 0.037 MIN. OPEN BACK
EXTRUSION
MIN. 3.111' SLAB 2500 PSI ~
CONC. 6 x s -10 x 10 W.W.M. ,
~ ~'..
a 1.118' M1N. IN CONCRETE
OR FIBER MESH VAPOR BARRIER UNDER
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 7 =1'-0'
ALTERNATE CONNECTION
DETAIL 1' x 7 WITH BEAM 1 HEADER
(3) #10 x 1.117 S.M.S. INTO
SCREW BOSS
(2) #10 x 1 112' S. M. S. INTO ANGLE CLIPS MAYBE
SCREW BOSS SUBSTITUTED FOR INTERNAL
ANCHOR 1' x 7 PIATE TO SCREW SYSTEMS
CONCRETE WI 114' x 2-112'
CONCRETE ANCHORS WIIHIN
6' OF EACH SIDE OF EACH
MIN. (3) #10 x 1112" S.M.S.
POST ANO 24' O.C. MAX. INTO SCREW BOSS
MIN, 3-11r SLAB 2500 PSI o- 1' x r EXTRUSION
coNC. s x s -1o x 1o w.w.M.
OR FIBER MESH ~ . ~ ~ 1-118' MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
scaLE: r = r•o'
ANCHOR 1' x r CNANNa TO
CONCRETE WITH
114' x 2.1/4'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POSTAT24'
O.C. MAX OR THROUGH
ANGLE AT 24' O.C. MAX.
HEADER BEAM
(4) #10 x 112' S.M.S. EACH SIDE
OF POST
H-BAR OR GUSSET PLATE
rxroRrx3'oRrs.M.s.
POST
MIN. (4) #10 x 112' S.Ia1.S.
EACH POST
MIN. 3.112' SLAB 2500 PSI
col4c. sxs•1 oxlo W.w.M. oR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
r x r EXTRUSION
f-118' MIN. IN CONCRETE
ANCHOR RECENING CHANNEL
TO CONCRETE WIFASTENER
(PER TABLE) WITHIN 6' OF -
EACHSIDE OFEACH POST ~
24' O.C. MAX.
MIN. 3.112' SLAB 2500 PSI
CONC. s x 6• t O x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
rx70Rrx3'POST
#B x 9116' TEK SCREWS BOTH
51DES
1' x 2.116' x 1' U-CHANNEL OR
RECEMNG CHANNa
CONCRETE ANCHOR
(PER TABIE)
1-116' MIN. IN CONCRETE
ALTERNATE PO5T TO BASE CONNECTION • DETAIL 1
SCAIE: r =1'-0'
® ~
1' x 2.116' x 1" U-CFUINNEL OR
7 x 7 OR 2'x3' POST --~ RECEMNG CHANNEL
#8 x 9V16' TEK SCREWS BOTH
SIDES
ANCHOR RECENING CHANNEL
TO CONCRETE WIFASTENER
(PER TABLE) WITHIN 6' OF
EACH SIDE OF EACH POST ~
24' O.C. MAX.
MiN. 3.11r SLAB 2500 PSI
CONC. 6 x s -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
~_ #8 x 9116' TEK SCREWS BOTH
S1DES
1' x 2-118' x 1' U•CHANNEL OR
RECENING CHANNEL
-m_i
CONCRETE ANCHOR
:!• ~ (PER TABLE)
• 1-1lB' MIN, EMBEDMEM INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION • DETAIL 2
SCALE: 7 = P-0'
EDGE BEAM
1' x 7 OPEN BACK ATTACHED
TO FRONT POST WI
#10 x 1-117 S.M.S. MAX. s'
FROM EACH END OF POST
AND 24' O.C.
FRONT WALL GIRT
1' x r OPEN BACK ATTACHED
TO FRONT Post wl
#1D x 1.112' S.M.S. MAX 6'
FROM EACH END OF POST
AND 24' O.C.
ALTERNATE CONNECTION:
'2) #10 x 1.112' S.M.S.
}TROUGH SPLINE GROOVES
COMPOSITE ROOF PANELS:
(4)114' x 4' LAG BOLTS Wl .....
1.114' FENDER WASHERS PER
4'-0' PANEL ACROSS THE , , „ . • „ „
FRONT AND 24' O.C. ALONG
SIDES
r x 7 OR 7 x 3' HOLLOW ---v
GIRT AND KICK PLATE r x 7
HOLLOW RAIL
POST ATTACHED TO BOTTOM
WI MIN. (3) #10 x 1.112'
S.M.S. IN SCREW BOSSES
2'x7,7x3'OR3'x7
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 11r S.M.S. IN
SCREW BOSSES
1' x r OPEN BACK BOTTOM
RAIL
114' x 2.114' MASONRY
ANCHOR ~ 6' FROM EACH
POST AND 24' O.C. (MAX.)
a~
.~
Q
,~
.~
G
..
O
J
Q
N Z
~QW
Opp
OZO
~(~U Tn
JNUrZJ
}WZOQ
?p-F-I-
~ p - lt1
~tf~=,C1p
W~WQ
V~Tb~tc+~
J = Q O
y. I- o Z
~UONO
Up~}'F-
Q~OQU
~"J~w
Z ~ u- !A
W~p
Who
~ZN
U-
~~
J
Q
SIDE WALL HEADER
ATTACHED T01' x r OPEN ~
W ZN
TACK W! MIN. (2) #10 x 1.11r
J
J
'
LL
+~"
-~ O
dd ,~
U
'~
Z
~ F-0~
C 2~~~
C ~ wQ^~
N m ao~m
SIDE WALL GIRT ATTACHED TO m cD ~ _ "' n
t JF.•~..
' x r OPEN BACK WI MIN. (3) . ~ j 0 w
10 x 1-112' S.M.S. IN SCREW W
O N O v
~OSSES J
~ LL ~ ~ _
a
LL
U wdJ
C ZNF
~ Go
Wm
3
J_
0
>a
J
U /~
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
~ANCRETE W1114' x 2.114'
ONCRETEIMASONRY
NCHORS ~ 6' FROM EACH
OST AND 24' O.C. MAX. AND
lAL1.S MIN.1'FROM EDGE OF
ONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
' PATIO SECTION TO BEAM DETAIL
scALE: r = r-o'
CORNE
TYPICAL & ALTERNATE R DETAIL
SCALE: r' t'•G' ;j`.
RISER PANELS ATTACHED PER
CHAPTER 7
HEADER ATTACHED TO POST
W! MIN. (3) #10 x 1-117 S.M.S.
IN SCREW BOSSES
' }r
t,.C"~~.
~~ l
.\
~~~-
,~ .~` „3
~:
• ~ r'.~.
.~ ~.
b
s'~.
:~ ~a
~.
r ' ~ "'
~~~.
~y
~', •• HEET
~:,
.a
.. $iti -
. ". ~'
r~ ..
•
07-06.2004 OF p
...;~.
S ,y~
TYPICAL UPRIGHT DETAIL
SCALE: 7 =1'-0'
,.
r
UNIFORM LOAD
I a
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
I I
A B C
2 SPAN
UNIFORM LOAD
I
A B
10R SINGLE SPAN
UNIFORM LOAD
I I I
A B C D
3 SPAN
UNIFORM LOAD
! I I !
A B C D E
4 SPAN
NOTES:
1} l =Span Length
a =Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports a anchor pants.
3) Hollow extrusions steep not be spliced.
4) Single span beams shall only be spliced al the quarter pants and spices shall be staggered.
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
(3' L}
D (2 651256' L)
C (1 1711256' L)
B (1 85J256' L)
A (171!256" L)
t t t
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
i!4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MiNIMUM d • .50'
STAGGERED ON EACH d•.50' d-.50' 1' MAX.
SIDE OF SELF MATING BEAM
PLATE TO BE SAME
75 + + + + + + +
THICKNESS AS BEAM WEB . .~ d
PLATE CAN BE INSIDE OR •7s
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN ~ 1[ MAX.
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.50~ LENGTH
Strew ~ de Edge To Gnkr Canter To Canter Gusset Plak Thieknees
hn•) 2ds 2-tnds Beam Stn lhkkneu
1/ 0.11 are m6 rxrxo.a5s'xa120"' u1s'=oos3'
ao 0.19 are 1n rx8'xo.oTrxo.221• ire'=a125'
112 os1 m/ 9118 rx9'xo.oT7'xo.224• Ire'=o.t2r
e14 a 1N' ox5 1n 5ro r x 9' x a.o/r x D_3os' Ire' • 0.125•
5n6' 0.313 5re 311 r x 10' x 0.09r x 0.369' 114' ^ 01S'
• Refer b eadr aide of eptia.
"Ibelorrx4'trdrx8'abo .
Nok:
t. All gttsset pbta shat be a mWnaan 5052 H-32 Atby a hevs a mktkratm yield of 23 ksl.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1' =1'•0'
Table 3A.1.1.110 Allowable Edge Beam Spans • Hollow Extnislons
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 11 #ISF (36 #!SF for Max. Cantilever)
et~~~t~~~~ su,w nnaT T.R
r x 2" x o.Daa " r x r x o. oss•
Load Max. Span'L' 1(bendin b' w detkctbn' Lead Max. Span 'L' 1(bendi ng b' or def ectbn'
Width (ft.) 1 8 2 Span 3 Span /Span Canlllwer tMdth iR) 1 i 2 Span 1 Span /Span Ca Ulev~r
S 5'-4' d 5•T d BA' d 1'•1' d S 5.8' d 6'-11' d T•1' d 1'•r d
6 5'-0' d 6'•r d G•/' d i'-0' d 1 5.4' d 5•T d 5.8' d 1'-1' d
1 4'•9' d 5.11' d 5-11' D P•11' d T 5'•1' d G•3' d G•4' d 1'-0' d
1 4'•T d S•8' d 5-T b .0.11' d / 1'•10' d S•11' d 5-1' D 0'•11' d
9 4'•5' d S•S d S3' D 0`10' d 1 4'-8' d 5-5 d 5-g' b P•11' d
10 4'•3' d S'•r b 4'•11' D 0.10' d 10 4'4i d 5.6' d 5.5' D 0.11' d
11 1'-1' d 4'•11' b 4'-5 b 0.10' d 11 4'-4' d 5'A' d 5-r b 0.10' d
12 3'•11' d 1'•B' b 4'•T D 0.10' d 12 4'3' d 5'•r b 4'•11' b 0.10' d
]" x 2' x D.045 ' ]' x 2' x 0. 070
Lwd Max. Span 'L'! (bend! b' a de Mctbn' Lwd Max. Span 'L' 1 bendl n b' or def lection'
Width (R) 1 d 2 Span 3 Span 4 Span Max'
Cantikver Width (R) 1 i 2 Span 3 Span /Span Max'
Cantiler
S 5-0' d T•S d T•T d 1'•r d S G-9' d B'-5' d 8'-T d 1'-4' d
6 5'-8' d T•0' d T•r d 1'-2' d ti 6'-S d T-11' d 8'-0' d 1'•3' d
T 5'-5' d 6'-8' d 6.10 d 1'-1' d 7 S•1' d T•6' d T-8' d 1'•3' d
1 5'-r d 6'-1' d 5-G d 1'-0' d 1 5.10' d T•2' d T•4' d 1'-T d
9 4'•11' d 5•r d 6'-3' d 0.11' d 9 5'-T d 6'•11' d T-0' d 1'-1' d
10 4'•9' d S•11' d 5.11' D 0.11' d 10 5'•5' d 6'-8' d 6-5 d 1'•1' d
11 4'-8' d S-9' d 5.8' b 0.11' d 11 5'-3' d 5.5' d 5•T d 1'-0' d
12 4'4i d 5'•T d SS' b 0-it'd 12 5'•i' d 6'-3' d 5•S d 1'-0' d
2' x ]" x 0.045 " x I x 0. 050
Load Max.S an'L'!(Mndklgb'ahiketbn' Lwd Max.S an 'L'1(bendi ngb'wdet ketbn'd~
Width (R) 1 i 2 Span 3 Span 4 Span Gntikwr Wfdtlt ~•) 1 i 2 Span ]Span / Spen CeM der
S T4i' d 53' d 9'•5' d 1'-6' d S 5-0' d 11'-11' d 17-T b 1'•11' d
6 T-0' d 8'-8' d 6'-0' D 1'-5' d ti 5•t' d 11'-3' d 11'•1' b 1'•10' d
7 6'-8' d d'3' d 8'•1' b 1'•4' d 7 8'd' d 10.6' D 10.3' 0 1'-5 d
1 6'-S d T-9' b T•b' D 1'3' d t 8'3' d 5.11' b 5•T b 1'-0' d
9 5-r d T•4' b T-1' D 1'•3' d 9 7.11' d 5-S b 5-1' D 1'•T d
1D S•11' d 5.11' b 5.9' b 1'•r d f0 T-0' d aJ•11' D d'•T b 1'•6' d
11 5'-9' d 6'-8' b li-5' b 1'•r d 11 T•S' d 5.6' b 6'•r b t'$' d
12 5'•T d 5.1' b e-r b i'-1' d 12 T3' d B'•1' b T•to' b 1'-5' d
Notes:
1. Above spans do rat indttde kn90t of knee brae. Add txxizor><al dntana from upright to carder of brace to beam
connection to the above spans for total beam spans.
2. Spans may De Interpolakd.
Table 3A.1.1.120 Allowable Edge Beam Spans • Nohow Extrusions
For Screen or Yinyl Rooms
For 3 second wind gtnt at 120 MPH vebdty; using design bad of 13 #!SF (43 #iSF for Max. Cantilever)
llu.nln."w lll..v Nat TS
2"x2"x0. 044' 2'z1'x0. 055'
Load Max.Span 'L'1(bendi ngb'wdefl eetbn'd') Load Max. Spa n 1'1(bandi ng'b'wde fleclion'd7
Width (R) 1 6 2 Span ]Span 4 Span Max.
Cantikwer Y!{dN (R) 1 t 2 Span ]Span 4 Span Max.
Cantikver
5 5'•1' d 5.3' d 6.1' d 1'-0' d S S~' O 6'-7' d 6'•5 d 1'•1' d
6 4'•9' d 5'•10' d 5.11' b 0.11' d 6 5'-0' d 5.3' d 5.4' d 1'-0' d
T 4'-6' d S'-T d S~' b 0.11' d 7 4'-5 d 5'-11' d 5'•11' b 0.11' d
8 4'•4' d 5'-4' b S-1' b 0.10' d i 4'•T . d 5'-8' d S'-T b 0.11' d
9 4'-r d 5.11' b r-10 D 0•iD' d S 1'-5' d S-5' d S'3' b 0.1D' d
1D 4'-0' d 4'-9' b 1'-T b 0-10' d 1D 4'-3' d 5'•2' D 5'-0' D 0.10' d
11 3'-11' d 4'-6' D 4'•/' b 0.9' d 11 4'•1'• d 4'-11' b 4'•5 b 0.10' d
12 3'-9' d 1'~' b 1'•r b 0.9' d 12 3'•11' d /'•5 D 4'•T D 0.10 d
3'xrx0. 045" 3x2"xO. OTD
Load Max.Span 'L'1(bendi n b'wMfl eetbn' Load Max. Spa n'L'I(bendi n b'orde fledlon'd')
Width (n•) 1 i 2 Span ]Span 4 Span Max'
Cantilever ~~ ~) i 2 Span 3 Span /Span Max.
Cantilever
S 5'-8' d T-1' d T-7 d t'-r d S 6'-S' d T•1 t' d 0-1' d 1'J' d
6 5'd' d 5.6' d li-5 d 1'•1' d 1 6'4Y d T-5' d T-T d 1'•r d
T 5.1' d 5~' d 6'-5 d 1'-0' d T 5'-9' d T-1' d T•3' d 1'-r d
1 4'•11' d 5-0' d 5.2' b 0.11' d 8 5'•6' 0 6'-5 0 5•t1' d 1'-1' d
9 4'-8' d 5'-10' d S-5 D 0.11' d 1 5'3' d 6'•G d 6'-8' d 1'-1' d
10 4'-0' d 5-T d 5~' D 0.11' d 1D 5'•1' d 6'•3' d 6'-5' d 1'-0' d
11 4'•5' d 5-5' b 53' D 0.10' d 11 4'•11' d 6'-1' d 6'-3' d 0.11' d
12
r 3• D.
Load 4'•3' d S-r b 5-0' b 0-10' d
as•
Max.Span'L'1 YerlleMdlort'
Nit 12
r x 4 x D.
Loa! 4'-9" d 5'•11' d 5-11' D 0.11' d
osr
Max.Span'L'1(bendingb'wdeflacdon'
Width iR) 1 i 2 Span 3 Span 1 Span Max.
Cantikver tNidefl (~ i 2 Span 3 Span 4 Span a Ukver
C
S T•1' d 6'-9' d 8'-9" b 1'-S d S 5-r d 11'x' d 11'•r b 1'-1D' 0
1 6'~' d' 8'3' d 7.11' b 1'•4' d 1 1'-6' d 10.7 b 103' D 1'-9" d
7 5~' d T•1' b T•5' b 1'3' d T' 8'•r d 5-9' b 5•S b 1'-B' d
6'-1' d T-r b 6'-11' b 1'-r d 1 T•1D' d 9•r D 8'•10' b 1'•T d
9 5'-1D' d G•9' D B4i D 1'•r d 1 T•8' d B'•8' D 8'~' D 1'4i' d
10 5•T 0 5•S D er D 1'•1' d 10 T3' d B'•r D T•11' b 1'3' d
11 5'•5' d 6.1' b 5.11' b 1'•1' d 11 6-11' D 7.10' D T-T b 1'S' d
12 S3' b 5.10' b 5.1' b 1'•1' d 1t lC•1' b T-0' b T3' D 1'•4' d
Notes:
1. Above spttns do rat Yldude Ier1pN of totes brae. Aed hailx+~+1 dbhrtoe ~ranatprigM b abler of Drag b Deem
annectl0n t0 the eDOVe span for total betas aparx.
2 spans may be inkrpokled.
Table 3A.1.1.130 Allowable Edge Beam Spans -Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
For 3 sewnd wind gust at 130 MPH velocity; using design load o! 151NSF (5D #/SF for Max. Cantilever)
1 Lu..i•.•.. lllw Ra[t T2
rxrxD.o41 " rx2'xo. oss"
Lwd Max. Span'L'1(bending'b' w defkctlon'd') Load Max. Span'L'I (bending b' or deflectlon'd')
Width (R) 1 i 2 Spa ]Span /Span Max.
Cantilever Width (R) 1 i 2 Sp ]Span 1 Span Max.
Cantikver
S 1'•10' d 5'•11' d 5-0' D 0.11' d S 5'-t' 0 5.4' d 5-5' d 1'-0' d
6 /'•6' d 5•T d 5'-6' D 0.11' d 6 4'•10' d 5.11' d 5-0' b 0-11' d
7 1'~' d S-3' b 5'•1' D 0'•10' d T 1'-1' d 5'•8' 0 5'•T' D 0.11' d
1 1'•1' d 4'•11' b 4'•5 b 0.10' d 1 4'~' d 5.5' d 53' b 0.10' d
9 3'•11' d 4'-8' D 4'-6' b 0-9' d 9 4'-2' d 5'•1' b 4'-11' b 0-10' d
1D 7.10' d 4'•5' b 1'•3' D 0.5 d 10 /'•1' d 4'•10' b 4'-8' b 0-10' d
11 7-B' d 4'-3' D 4'•1' D 0.5 d 11 3'•11' d d'•T b /'•5' b 0.5 d
12 7•T d 4'-0' b 3'•11' b 0.9' d 12 7-10' d d'-5' b 4'•3' b 0.5 d
3'xrx0.045 ' ]"x2"x0. 070"
Lwd Max. Span'L'1 bendln b' w dellection'd'( Load Max. Spa n 1' 1 bend ln 'b' w de flection'd
Width (R) 1 i 2 Spa 3 Span /Span Max.
Cantilever Width (R) 1 i 2 Sp ]Span 4 Span Max.
Canlllever
S 5.5' d 6'-9' d 6'•10' d 1'•1' d S 6'•1' d 7'-T d T•8' d 1'•3' d
6 5•t' d 6'•4' d 5.5' d 1'-D' d 6 5.9" d T-1' d T-3' d 1'-T d
T 1'•10 d G-0' d 5.1' b 0.11' d 7 5'•6' d 6'•9' d 6'•11' d 1'•1' d
1 4'$' d S-9' d 5'-5 b 0-11' d 8 5'•3' d 5-5' d 5•T d 1'-0' d
9 4'-6' d 5'-6' d 5.5' b 0.11' 0 9 5'-0' d 6'-3' d 6'~' 0 0-11' d
1D 14' 0 5'-3' b 5-i' b 0.10' d 10 4'-10' d 5.11' d 6.1' b 0.11' d
11 4'•2' d S'-1' b 1'•11' b 0.10' d 11 4'-8' d 5'•10' d 5'-1D' b 0.11' d
12 1'-i' d 4'-10 b 4'-8' b 0.10' d 11 4'•7' d 5'-B' d S'-T b 0.11' d
2 x]'x0.045 2'x/'x0. D50
Load Max. S a n'L' I bend ln b' w de Mdton'd' Lwd Max. Spa n'L' 1 band ing b' w de flsetlon'd'
Width (R) 1 i 2 Spa 3 Span /Span Max'
Gntilever Width (R) 18 2 Span 3 Span 4 Span Max.
Cantikver
S 6'•5 0 8'-4' d B'•r b 1'~' d 5 8'•9' d 10-9' b 10.5' b 1'•9' 0
6 6'-4' d T-8' b T•5' D 1'-3' d 6 8'•3' d 9'•10' b 53' b 1'•8' d
T 6'-0' d T-r b 6'•11' b 1'-r d 1 T-10 d 5.1' b 8'•10' b 1'•T d
1 5-9' d 5.8' b 5.5' b 1'-2' d 1 T•6' d 8'-6' b 8'•3' b 1'•6' d
9 S•T d 6'3' b 5.1' D 1'•1' d 9 T•r b tr-0' b T-9" b 1'-5' d
10 5.4' D 5.11' b S-5 D 1'•1' d 1D 6'•10' b T-T b T~' b 1'-5' d
11 S•1' b 5'-8' D S-6' D 1'-0' d 11 5.6' b T•3' b T-0' b 1'-4' d
12 4'•10 b 5-5' D S'-3' D 0-t t' d 12 6'-3' b 6'•11' b 5.9' b 1'•4' d
Notes:
1. Above spans dD nd ktcllxle length of knee brace. Add horizontal distance from uprigftt 1o unter d brace to beam
connector to die abave spans for tool beam spans.
2. Spare may be nterpolated.
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 #1SF (58 #!SF for Max. Cantilever)
2"x2'x0. 044' 2"x2"x0. 055'
Load Max. Span'L'1(bending'b' w deflection'd') Load Max. Spa n'L' 1(bendi ng'b' w dei lection'd')
Width (R) t i 2 S 3 Span 4 Span Max.
Cantikver Width (R) 1 i 2 Spa ]Span 4 Span Max.
Cantilever
S 1'-T d 5'•8' d 5'-8' b 0.11' d 5 4'-11' d 6'-0' d 6'-2' d 0-11' d
6 4'a' d 5'•4' b 5'•2' b 0.10' d 6 4'•7' d S-8' d 5.8' D 0.11' d
7 4'•1' d 4'•11' b 1'•9' b 0.10' d T 4'•4' d 5'•S 0 5'-3' b 0.10' d
6 3'•11' 0 4'-8' b 4'-6' D 0.9' d 1 4'•Z' d 5'-1' b 4'-11' D 0.10' d
9 7.10 d 4'-4' b 4'•3' b 0-9' d 9 4'-0' d 4'-9' b 4'•7' D 0-9' d
10 7.8' d 4'-r b 4'-0' b 0.9' d 10 3'•11' d 4'-6' b 4'•5' b 0-9' d
11 7fi' b 7.11' b 3'•10' b 0.8' d 11 3'•9' d 4'~' b 4'-T b 0.9' d
12 7•S b 7-9' b 3'-8' b 0.8' d t2 7-8' d 4'-2' b 7-11' b 0-9' d
]"x2'x0. 015' 3"z2 x0. 070"
Load Max.Span'L'1 bending'b'ordeflectlon'd' Load Max.Spa n'L'1(bendi ng'b'wde flectbn'd')
Width (n.) i i 2 Spa ]Span 4 Span Max.
Canltlcver Width (R) 1 i 2 Span 3 Span 4 Span Max.
Cantilever
S 5'-3' d 5-5' d 5•T d 1'-0' d 5 5'-10' d T-3' d 7'-5' d 1'-r d
6 4'•11' d 5.1' d 6'-2' d 0.11' d 6 5'-6' d 6'•10' d 6'•11' d 1'•1' d
T 4'-8' d 5'•9' d 5'•5 D 0-11' d T 5'-3' d 6'-6' d 6'•T' d 1'-0' d
1 4'•6' d 5.6' d 5'~' b 0.11' d 1 5'-0' d 6'•r d 6'-1' d 0.11' d
9 4'•3' d S'-3' D 5.1' D 0.10' d 9 4'•10' O 5.11' d 6'-0' b 0.11' d
10 1'-r d 1'-11' b 4'•10' D 0-10' d 1D 4'-8' d 5'-9' d 5'-9' b 0.11' d
11 1'-0' d /'•5 b 1'-T D 0.9' d 11 4'-6' d 5'-T O 5'-5' b 0.11' d
12 7.11' d 4'•6' b 4'-S b 0.9' d 12 4'-5' d S-S b 5'-3' b 0.10' d
2 x3 x0. 045' 2'x4 x0. 050'
Load Max. Span'L' I (bendln 'b' or defkc0on' Load Max. Spa n'L' 1(bendi ng b' or de 0ectbn'
Width (R) 1 i 2 Spa 3 Span 1 Span Max.
Gntllwer Width (ft) 1 i 2 Spa 3 Span 4 Span Max.
Gntilever
S B4i d T-11' b T•8' b 1'-3' d S 6'-S d 10-1' b 9'•9' b 1'•B' d
6 (r•1' d T•3' D 6'•11' D 1'-r d 6 7'•11' d 53' b 0.11' b 1'•T d
T 5'•9' d 6'-8' D 5$ b 1'•r d 7 T-6' d 8'-T b 8'•3' b 1'-6' d
/ 5'-G d 6'•7' b 6.1' b 1'-t' d 1 T-r b 8•fT b T-9' b 1',5' 0
9 5.3' D 5.11' b 5.8' b 1'-1' d 9 G•9' b T•T b T-4' b 1'-4' d
10 547 b 5•T b S-5' b 1'-0' d 10 5-S b T•r b 5-11' b 1'•4' d
11 4'•9' b 5./' b 5-r b 0.11' d 11 B-1' D 6'•10' b 6'•T b. 1'-3' d,
12 4'•T b 5.1' b 4'•11' D 0-11' d 12 5.10' b 6'•6' b 6'-4' b 1'3' ~:.~"
.~
Q
b
.~
a4
O
.~
J
Q
N Z
Q LLI
0 ~ ~
~ZO
~(~U ~
J(A(~ZW
~" (~ Z Q J
ZQ-F.m
~ - Q
~.~_~I-
W ~ W Q
V~m~rc~
J ~ Q o Z
~.')-Qo
~U_NO
U~IY?'F-
QIYpQU
~ J ~ w
z~~ ~
Who
Who
~ZN
U-
~~
J
Q
ti
W 2N
ti~
n JN
LL J ~
~ J
+~-~ OQa
~ UZI`
C I.on~
1_ ~ W}~~
iv ~ ~0~~
~'(~ ~ O l roOi r
. ~ ~~tii~
W~Z-~
JO 0••
~ ~' ' ~a~
U WaJa
C 2ND
~ UO
Wm
3 J
~ 0
~ >a
U
. ,~
,,, :,~-
•~,_ 'i
Notes: •
"
: ; ¢ E P
~
do not tnckde
1. Above spans lerglh of knee bra e. Add hodzo rlkl disl arta fran
Upfig b center
Dt d Drava b b eam . :
' .
COfYIeCIOn b 1tN abdN! ~ for total bean spas. ' " '• L,
2. Spero may b. hkrpdabd. ~'
• ~.
~:~ ~• I
07-08-2004 ~ OF U
EET
Z" x 2" x 0.041 ns wsan 2' x 1' x 0. 045" Sna Extrusion
Load Max. S an'L' f (bendin b' a deflection'd7 Losd Max. Span 'L' 1 bends
n b' or deflector '
~
Width (ft.)
16 2 Spa
1 Span I s
Sp n Max'
CsnOkver W dth (n•) 1 i 2 S sn
D 1 S an
P 4 S an
P ax
Cantilever
S 6'-0' d T•5 d T-T 0 1'-2' d 5 8'•1" d 1D'-0' d 1lT-T d 1'-T d
6 5'-8' d 5.11' d T•2' d t'•7 d 6 T•T d 5-5' d 7-T d 1'•6' d
7 5'•4' d 6'-S' d 5-g' d 1'•t' d T T-3' d 6'•11' d 9-1' b 1'-S' d
' b S'-T d 5.1' d 5.6' d 1'-0' d 6 5.11' 0 6'•T d 5.5 b 1'•5' d
9 4'•11' d 5•t' d 5-3' d 0'•11' d 9 ti •6' d 6'•3' d 5-0' b 1'•1' d
10 4'•D' d 5.11' d 5'-11' b 0.11' d 10 5.5' d T•10' b T-T b 1'-3' d
11 4'-T d 5'-6' d 5'-0' b 0'•11' d 11 5.3' d T-6' D T•3' b 1'-3' d
12 4'~' d 5•T d 5'-5' D 0'•11' d 12 6'-1' d T•2' b 5-11' b 1'-2' d
2" x 4" x 0.045" Sna Exbu sbn
Load Max. Spsn t' f (bendin 'b' a deflector'
Width (fl.) 18 2 S I S an
P 4 S n
~ ~'
Cantikvrr
5 10'•3' d T•5' d T•T d 7-0' d
6 5.8' d T-IP d T-Y d 1'•11' d
T 5-5' d 5-6' d 6'-1D' d 1'•10' d
6 S'•Y d 64' d 5.6' d 1'•9' d
9 4'-it'd 6'•T d 5.3' d i'•6' d
10 4'-6' d 5'•11' d 6'•0' d 1'•T d
11 4'-6' d 5'-9' d 5'•10' d 1'•T d
12 4'•6' d S'-T d 5'-6' d 1'-6' d
Table 3A.1.2.110 Allowable Edge Beam Spans • Snap Sections
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load oft 1 aWSF (36 iNSF for Max. Cantilever)
.._._.._ au_. e:nn t_e
Table 3A.1.2.140A Allowable Edge Beam Spans • Snap Sections
for Screen, Acrylic or Vitryt Rooms
For 3 second wind gust at 140A MPH velocity; using design load of 11 #!SF (58 NlSF for Max. Cantilever)
16eninnen lxew coat T.1
.~
Q
.b
.~
G
..a
O
.~
Notes:
1. Above spans do rat kidude krgtll d knee brae. Add ha¢on01 dafarxe from upright to center of brae to beam wrxiectlon
b the above spans fa Idal trearn spans.
2. Spans mey be Inleipoleled.
Table 3A.1.2.120 Allowable Edge Beam Spans • Snap Sections
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 110 MPH velocity; using design load of 13 #/SF (43 #iSF for Max. Cantilever)
eliunlneun annv RnR1 T.1
2 x T x 0.041 " Sna zoos on P x 1" z 0.045' Sne Extrusion
Load Max. Span'L' 1 bending'b' or deflection' Load Msx. Span 'L'! bendi n 'b' a defl ection'
W ~h (!L) 1 3 2 Span 3 Span 4 Span ~'
Cantlkver WWth (fG) 1 d 2 Span I Span 4 Span Max.
Cantllew-
S 5.6' d T'-0' d T•2' d 1'•T d 5 T-6' d 9'•6' d 9'-6' d 1'•6' d
6 S-4' d 6'•T d 6'-g' d 1'-1' O 6 T•2' d 5.11' d 9'-0' b 1'•5' d
7 5.1' d 6'-3' d 5.5' d 1'-0' d 7 5.1D' d B'-5' d 6'-4' b 14' d
6 4'-10' d 5-0' d 5.1' b 0-11' d E 5-T' d 6'•1' d T•10' b 1'-4' d
9 4'-6' d 5'-6' d 5'•g' b 0'•11' d 9 5J1' d T-6' b T-4' b 1'-3' d
10 1'-6' d 5'-T d 5'•6' b 0.11' d 10 5.1' d T-3' b 5-11' b t'•3' d
11 /'•4' d 5'•5' D 5'-7 b 0'•10' d 11 5'•11' d 6'-11' b 5.6' D 1'-T d
12 4'•3' d 5'-T D 4'•11' b 0'•10' d 12 5'•9' d 5.1' b 5.5' b 1'-2' d
2" x 1' x 0.045 " Sna Extr usion
Load Max. S sn'L' 1 bendin 'b' or defleetbn'd
Width (ft} 18 2 Span 1 Span 1 Span ~'
CenNlever
5 q-0' d T-t' d T•7 d 1'•11' d
6 5'-4' d 5-6' d 5.9' d 1'•1D' d
i S'-1' d 6'~' 6 6'•5' d i'•9' d
9 4'-11' d 6'-0' d 5.2' d 1'-6' d
9 /'-6' d 5'•10' 0 5.11' d 1'-T d
10 1'-6' d s'•r d s•-ti' d rs• d
11 4'-5' d S'-5 d 5'-6' d t'-6' d
12 4'-3' d 5'•3' d 5'-4' d i'-5 d
Notes:
1. Abava spans do not indude length of knee brace. Add horizontal distance from upright a center of bace to beam wnnecNon
to the stave spans la blal beam spans.
2. Spans may be interpolated.
Table 3A.1.2-130 Allowable Edge Beam Spans • Snap Sections
}or Screen, Acrylic or Yinyl Rooms
For 3 second wind gust at 13D MPH velocity; using design load o[ 15 #fSF (50 #fSF for Max. Cantilever)
dlieenimnn Mew afM3 7.a
2" x 2" x 0.0 44" Sna erosion 2' x 1' x 0. 015 Sna xlrusion
Lad Msx. Sps n'L' f bends b' a de flector' Losd Msx. Spa n'L' f bendi n 'b' or ds flecton'
Width (fL) 1 i 2 Span 15pan 4 Span Mme'
CantOwer W ~ (S') 18 2 Spsn 7 Spm 1 Spm Mme'
Cantilever
5 5'•5' d 5.6' d 5-10' d 1'•1' d S T-4' d 5-0' d 5.2' d 1'-S' d
6 S•1' d 5.1' d 5.5' d 1'-0' 0 6 5.10' d 8'•6' d 5.5' b 1'~' d
T 1'-10' d 5.11' d 5.1' D 0'-11' d T 5.6' d 8'•1' b T-7 b 1'-4' d
a 4'-0' d 5-7 d 5.6' b C-11' d t 5-3' d T-6' b T-3' b 1',i' d
9 4'•5' d 5.6' d 5.4' b t7.11' d 9 5-0' d T•1' b 5-10' b t'•2' d
10 4'•1' d S,9' b S-1' 0 0'•10' d 10 5-10' d 5-9' b 5.6' D 1'•2' d
11 4'-2' d 5-0' 0 4'-1D' b 0'•tD' d 11 5'•T d 5-5' D 5J' b 1'•t' d
12 4'•t' d 1'•10' D 4'$' b 0.1D' d 12 5-5 d 5.2' b S•it' b 1'•1' d
x x Sns son
Load Msx. 5psn t'f bendi n b' a deflection'
W~ (g'} t d 2 Span 7 Span 15pan CantOrwr
5 9'•3' d 5•g' d 5.10' d 1'-1tT d
e S•1' d 5.1' 0 5-5 d 1'•7 d
7 4'•10' d 5-0' d 5.2' d 1'•6' d
6 4'-6' d 5•D' d 5.1D' d 1'•T d
4 4'•6' d 5.6' d 5.6' d 1'•b' d
10 4'a' d 5-/' d 5-5' d 1'S d
1.1 1'•2' d 5.7 d 5J' d 1'•5' d '
12 /'•1' d 5-0' d 5.1' d ' 1'•1' d
Notes:
t. Above spans do nd irxdude brgNi of knee bras. Add hdrQOrlhl dkbrlp lean upright b center of brace b beam
connection b Ole slaw spans for btaa beam spans.
2. Spans may be hterpolaled.
x 2" x O.
Load D44 Sna xtrusbn
Max. Span 1' f ndl
>k
b' a deflection'
n 1' 2 x 3' x 0.
load 045' Sru Extrusion
Max. Spen'L' f bendin 'b' or deMcOon'
WWN (M.} 1 t: 2 Span 1 Span /Span Max'
Cantilever Width (fl.) t8 2 n
~ 1 Span 4 Sean ~'
Csndkver
5 5'•2' d G-5' d 6•T d 1'-0' d S T.p• d B'.8' 0 8'-6' b 1'•S' d
6 4'•11' d 5-1' d 5.2' b 0'•11' d B 5.T• d 5.2' d T•11' b 1'-1' d
7 1'•6' d 5-S' d 5.6' 0 0'•11' d T 5,~• d T.T' D T•4' b 1'•3' d
1 4'•5' d 5.6' d 5.4' b V•10' d / S•11' d T•t' D 5.10' b 1'-7 d
9 4'-3' d S•2' b 5-0' b d•ttr d 9 $.g• d G-e' b 5.5' b 1'-2" d
10 4'-2' d 1'-t1' b {'•9' D 0.10' d 1D S.T d Ga' b 5.1' b 1'•1' d
11 3'•11' d 1'•g' D 1'-T b V•7 d 11 S•5' d 8-0' b 5.10' b 1'•1` 0
12 3'•11' d 4'$ b d•4' b V-6' d 12 5.2' b 5.9' b 5.1' D 1'-0' d
Y x /" x O. D45 Sna E xtnnion
Lad Max.Spen 'L't bending b'adeflection'd')
Width (tL} 1 i 2 Span S Span /Span CantOever
S 8'•1D' d 5.5' d 5-T d 1'-9' d
6 1'•11' d 5-1' d 5-2' d 1'~' d
7 4'-6' d S-S' d 5.11' d 1'•T d
a 4'•6' d S•6' d 5'-T d 1'-6' d
9 4'-3' d S'•4' 0 5'-S d 1'•5' d
10 4'•2' d 5.1' d 5'•3' d 1'-S' d
it 4'-0' d 4'•11' d 5.1' d 1'~' d
12 3'•11' d 4'•1D' d /'•11' d 1'-1' d
Notes:
1. Above apam do rat inckxie ktrgOt of knee brace. Add txxizontal distarxxr hom updghl b center of brae b beam
wrxlec0on b ON show spars la bfal beam sparo.
2. Speris may be iMeipokted.
~7-c~
J
Q
~ Z
Q W
C
~ZO
~C~U ~
-1u~c~Zw
~'WZpJ
Z~_~pp
~. 0-Q
~ (n _ C f • •
W~WQ
U~m~ri
J~Q°Z
~'~ONO
~U_ _
fJ ~ ~ ~- l-
Q~p4U
F- .~ ~ W
Zhu- ~
W~~t
WHO
~ZN
U-
J
Q
1,
111 z .-
N
~" N
J ~
JJ
•~ OQ~°
~ UZ~
C 2~n`~
C ~ tuQ^q
iv rp ~O~r~o
m ~ ~H`/m
w~..
ro
W ~ WvOiZ~
J O .O ••
Nu-'o='~
aLL
U w~~
C ?N~
~ ~0
~Sj W m
J
~ 0
J
,. U
~ .
~,~
. \.
~' ,.
• ,
._ - 4
P
ty'
Y _
•,.~ .
• . EAL
3
OT•08.2DD4 pF O
Table 3A.1.3.110 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyi Rooms
For 3 second wind gust at 110 MPH veloaty; using design load of 11 #1SF
Aluminum Alloy 6063 T•6
Hollow and ~ Tribute load Width
Single Sdt-Madng Beams 2'S' 'T-0' Y•6' 4'-0' 4'41 S-0" 5-0" 6'-0" 6'•6' T-0" T•6" 8'-0"
Allowable S an'L' f banding'b' a dafledlon'd
2' x 4" x D.DSO' Hollow 17.2' d 11'-6' d 10-11' d 10.5' d 10-0' d 5.8' d 5.5' d 9.1' d 6.11' d 8'-8' d 8'•6' d 8'•3' d
2" x 5' x D.D62" Hollow 15'•9' d 14'-10' d 14'•1' d 13'-0' d 17.11' d 17.6' d 17.1' d 11'-9' 0 11'•5' d 11'•7 d 10.11' d 10.8' d
2" x 4" x D.ON' x 0.100' 13'-8' d 17.10' d 17•r d 11'•8' d 11'•r d 10-1 D' d 10.6' d 10.7 d 9'•11' d 9'•8' d 5.5 d 9'-3' d
2' x 5" x O.OSD" x 0.1 DO' t 6'•11' d 15'•11' d 15.1' d 14'-5' d 13'•11' d 13'•5' d 17.11' 0 17.7 0 17.3' d 11'•11' d 11'•7 d 11'-6' d
2' x 6' x 0.050' x 0.120' 19'•9' d 18'•7 d 1 T•8' d 16'•11' d 16'•3' d 15-6' d 15•Y d 14'•9' d 14'-5' d 14'•0 d 13'•9' d 13'-5' d
2' x T' x 0.055' x 0.120" 27.6' d 21'•Y d 20•r d 15.3' d 18'-6' d i T•10' d 1 T4' d 16-1 D' d 16.5' d 15'•11' d 15.7 d 15'-3' d
2': T" x 0.055' wl Insert 27'•3' d 2S•T d 21'•4' d 23'•3' d 274' d 21'•7 d 20.11' d 1074' d 17.9' d 17.4' d 18'•10' d 1B'S' d
2' z 6' x O.OTr x 0.224' 27.11' d 25.3' d 24'-11' d 23'•10' d 27.11' d 27-2' d 21'•5' d 20.10" d 20.4' d 15-iff d 19'-4' d 18'•1 I' d
2' x 9" x O.OTr x 0.221' 30'•7 d 28'•10' d 274' d 2G-r d 25-7 d 24'-4' d 23'•7' d 27.10' d 27.3' d 11'-9' d 21'-3' d 20.9' d
2' z 9' x 0.08r z O.3D6' 31'-9' d 25.10' d 28'-4' d 2T-7 d 26'•1' d 25'-7 d 24'•5' d 23'•8' d 23'•1' d 27.6' d 27.0' d 21'-6' d
1' x 10' a 0.09r x 0.369' 38'•2' d 35'•11' d 34'•1' d 37.8' d 31'•5' d 30.4' d 29'-4' d 28'-6' d 27.9' d 27.1' d 26•b' d 25'•11' d
Trlbufa Load Width
Double Scl}-Haling Beams 2'•6" 3'-0" 3'•6' 4'-0' /'•6' S-0" 5-0" 6'-0" 6'•6" T-0' T-0" 8'-0'
Allowable Span'L'! bending b' a deflection'd
2' x 8' x O.OlY x 0.224' 35'-2' d 33'•1' d 31'-5' d 30-1' d 28'•11' d 27.11' d 2T-0' 0 26.3' d 25'•7 d 24'•11' 0 24'•5' d 23'-10' d
2" x 9' x O.OTr x 0224' 38'•7' d 36'•4' d' 34'-6' b 37-11' d 31'-9' d 30-1' d 29'-8' d 28'•10' d 28'-1' d 27.4' 0 26'-9 0 26-Y d
2" x 9' x O.OBr x 0.3D6' 41'•1' d 38'-8' d 36'-B' d 35-1' d 33'-9' d 37.7 d 31'-T d 30.8' 0 25.10' d 29'•1' d 28'-6' d 21.10' d
Y x 10' x 0.092' x D.369' 46'•1' d 45'-3' d 47.11' d 41'•1' d 39'-6' d 36.7 d 36.11' 0 35'-11' d 34:-11' d 34'-1' d 33'-4' d 37-8' d
Note:
1. h is remrsnerrded Oral the engineer be consulted on ary miscellaneous framkg beam that spans moro than 40
2. Spans are based on 110 M.P.H. wind bed plus dead bed fa bamirg.
3. Span b measured Iron center of Connection b hsda a vroll corrtedbn.
4. Atxrve spans do rat irxhde length of tree breve, Add haixonW distance bran upright to center d brace io beam wrtnection to Dre above spam for IoW
beam spans.
5. Spans may b interpolated.
Table 3A.1.3.120 Allowable Beam Spans flu Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; usln design load of 13 #1SF
Aluminum Alloy 6067 T•6 ~/ ~,
Hollow and T ' Doll
Single SelfaAating Bnms 2'•b' 3'-0" 3'•6' <'-0' 4'41' S4i' 6'-0' 6'•6' T-0' T•b' 8'-0'
Allowable Span'L' I Dendfig b' a deflection'd
1' x /' x 0.050' Hollow 11'•7 d 10.10' d 10'-4' d 7-10' d 95' d 9.7 d 6'•11' d B'•T d 6.5' d B'•7 d B'-ff d 7.10' d
2' x 5' x 0.062' Hollow 14'•11' d 14'-0' d 13'-4' d 17.9' d 17.3' d 11'•10' d 11'•5' d 11'•1' d 10-10' d 10.7' d 10'-4• d 10'•1' d
2" x 4' x 0.041' x 0.1 DO' 17.11' d 17•Y d 11'-6' d 11'-0' d 10.7 d 10.3' d 5.11' d 5.8' d 5.5' d 5•Y d 8'• i t' d 8'•9' d
1" x 5' x 0.050' x 0.1 DO' 15'• 11' d 15'-0' d 14'•3' d 13'-8' d 13'•7 d 17.8' d 17.3' d 11'-it'd 11'-T d 11'•4' d 11'-1' d 10.10' d
2" x 6' x 0.050' x D.120' 18'-6' d 1 T •T d 16'-9' d 15'-11' d 15.4' d 14'-10' d. 14'•5' d 13'• 11' d 13'-T d 13'-3' d 17.11' d 12'-8' d
2' x 7' x 0.055' x 0.120' 21'-4' d 2D'-1' d 15-0' d 18'•3' d 1T•5 d 16'•11' d 16.5' d 15'•11' d 15.8' d IS'•1' d 14'•9' d 14'-5' d
2" x 7' x 0.055" wl insert 25'•9' d 24'-3' d 23'-0' d 27-0' d 21'•7 d 20.5' d 17.9' d 15.3' 0 18'•9' d 18'•3' d 17'-1 D' d 1 T-b' d
1' x 0" x 0.072" x 0224' 26-5' d 24'•1D' d 23'-7' d 27-T d 21'•8' d 20.11' d 20.4' d 15.9' d 17.7 d 18'•9' d 1 B'4' d 17'-11' d
1' x 9' x 0.072" x 0.224' 28'•11' d 27'•3" d 25'•11' d 24'-9' d 23'•10' d 27.11' d 27.3' d 21'•8' d 21'•1' d 20.7' d 10.1' d 15.8' d
T' x 9' x 0.062' x 0.306' 30-0' d 28'•3' d 26'•10' d 25.8' d 24'-8' d 23'•10' d 23'•1' d 27.5' d 21'•10 d 21'•4' d 20.1ff d 20'-4' d
2' x 10" x 0.092' x 0.369' 36.1' d 33'-11' d 37.3' d 30.10' d 29.6' 0 28'-8' d 2T-9 d 26.11' d 26'•3' d 25'•7' d 25'•0' d 24'-6' d
Trlbufa Load Width
Double Self-Mating Beams 2'•6' 3'-0" 3'•6' 4'-0' /'•b' S'-0' S•6' 6-0' 6'•b' 7'-0' T•6' 8'-0'
Allowable Span 1-' I Dandle 'b' a deflec6on'd
2' x 8' x 0.072' x 0224' 33'•3' d 31'4' d 25-9' d 28'-5' d 27-4' d 26'-5' d 25'-T d 24'•1D' d 24'-7 d 23'-T d 23'•1' d 27.7' d
T' x 9' x O.OTY x 0114' 36'5' d 34'4' d 37.7' d 31'-r d 25.1Y d 28'•11' d 28'•1' d 2T-3' d 26-6' d 25'•11' d 25'-4' d 24'•9 d
1' x 9' x 0.082' x 0.306' 38'-10' d 36'-6' d 34'•6' d 33'-Y d 31'•11' d 30-10' 0 25-10' d 28'-11' d 28'-3' d 2T-T d 26.11' d 26'•4' d
2" x t D" x O.D92' x 0.369" 45'-b' d 47-10' d 40.8' d 38'-1l' d 3T-5' d 36.1' d 34'•11' d 33'-11' d 33'-1' d 37.3' d 31'-6' d 30'•10' d
Nola:
1. It is recommended that the engineer De consuhed on arty misceDanean hanring Cream that spans more Than 40
2. Spans arc based on 120 M,P.H. wind bad plus dead bad for framkq.
3. Span is measured from center of conned'an b fasda a wa0 oomedion.
4. Above spans do not krclude length of knee brace. Add horizonW dlslance from upright to center d brace to beam connection b Ore above spans fa total
beam spans.
S. Spam maybe Inlerpdated.
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 #1SF
Aluminum Alby 6063 T•6
Hollow and Tribute Load Width
Singh Sall•Madrrg Beams 7.6" 3'-0' 3'•6' 4'•0' 4'-6' S'-0" 5'•6' C-0' 6'•6" T-0' T'•6' 8'-0'
Allowable Span'L'! handle b' a defkctlon'd
2" x 4' x D.DSO' Hollow 11'-0' d 10.4' d 9'•10' d 9.5' d 7.1' d 8'•9' d 8'-6' d 8'-3' d B'-0' d T•trT d T-8' d T•6' d
2" x 5' x D.D50' Hoflow 14' 7 d 13'4' d 17.8' d 17.7 d 11'•8' d 11'•3' d 10.11' d 10-T d 10.4' d 10.1' d 5-10 d 5-B' d
2" x 4' x D.044' x O.iDO' 17.0' d 11'•T d 10.11' d 10.6' d 10.1' d 7-9' d 9.5 d 7.7 d Bell' d 8'-9' d 65' d 6'4' d
r x 5 x D.O6Y x.0.1 DO' 15'•3' d 14'4' d 13'-T d 13'-0' d 17.6' d 17.1' d 11'•9' d 11'-5 d 11'•1' d 10.10' d 10-T d 10.4' d
2" x 5 x D.O50' x 0.120' iT•fD' d 16.9' d 15.11' d 1S-3' d 14'-6' d 14'-r d 13'•9' d 13'•4' d 17.11' d 175' d 174' d 17-1' d
2" x r x D.D55" x 0.120' 20.4' d 19.1' d 18'-r d 17.4' d 16'-0' d 16'•1' d 1S-T d 15-Y d 14'-9' d 14'•5' d 14'-1' d 13'-s' d
r x r x 0,055 wl insert 24'-6' d 23'•1' d 21'-1 t' d 20'•11' d 20'•r d 1541 d 18'•10' d 1 B'4' d 1T-10' d 17.5 d iT-D' d 16.8' d
Y x r x D.07r x 0224' 2S-Y d 23'•8' d 27.6' d 21'•6' d 20'-8' d 15.11' d 19'•4' d 18'•10' d 18'•4' d 17.10' d 175' d 17.1' d
r x 9' x 0.07r x 0224' 2T-T d 25-11' d 24'-8' d 23'•7 d 27.8' d 21'-11' d 21'•3' d 20-T d 20.1' d tg T d 17•Y d 18'-9' d
r x 9' x D.08r x 0.300' 2B'-T d 26'-11' d 25.7 d 24'•6' d 23'5' d 17-9' 0 27-0' d 21'-5' d 20-10' d 20.4' d 19.10' d 17-5' d
r x 1D" x 0.09r x 0.369' 34'•5' d 37.5' d 30-9" d 25-5' d 28'•1' d 27.4' 0 2G•6' d 25-9" d 25-0" d 24'-5' d 23'•10' d 23'•4' d
Nos:
1. n le ncornmrded arat tM engkreer be convened on any nrbrroAarwors hamirq beam that spammorethan /0
2. 5paro are based on 130 M.P.H, wind bad plus dead bad fa barring.
3. Span a measured Iran carder of conrredion to hscia a wa8 correction.
4. Above spare do nd krchrdd krgDr of krba brae. Add hortmrtW distance tom upright to Center of DtiG b Dsam connection b ON above spans for total
beam spans. '
5, Spam may ba krterpalated.
Tr(b load WIdM
DarD1a san•Maang Baarru r.6' r-0" 3'•6" 4'-0" 4'41' s•o" sea' s-0' 6'.6• r-0' r~- a'•o"
Atlovnble Span 1' 7 t>e b' a d.flectlon'd
r x 0' x O.OTr s 0224' 31'•8' 0 27.10' d 28'-4' d 2T 1' d 251' d 25-r d 24'-5' d 27.8' d 23'-1' d 27.6' d 21'-11' d 2 t'-6' d
r x 1t' x 0.012' x 0224' 34'-9' d 37.9' d 31'-1' d 25.9' d 26'•7 d 2T•T d 25-9" d 25.11' d 25.1' d 24'•8' d 24'•1' d 23'-T d
r x 9' x 0.08r x D.3D6' 3T-0' 0 34'-10' d 33'•1' d 31'-8' d 30-5' d 29.5' d 28'•6' d 27-0' d 26'-11' d 26.3" d 25.8' d 25.1' d
r x 1 D" x 0.09r x 0.369' 43'-0' d 40.10' d 38'-9' d 37.1' d 35.0' d 34'5' d 33'•4' d 375' d 31'•6' d 30-9' d 30.1' d 25.5 d
Table 3A.1.3.14DA 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 o} 17 #!SF
Aluminum Alloy 606J T-0
Hollow and _ iributa lad width
Singh SeH•MaUng Beams 7.6' 3'-0" 1'•6' 4'-0' 4'•6' S'-0" 5'•6' 6'41' 6'•6" T4Y T•e" 8'-0"
Allowable Span'L'1 bendin b' or defkdlon'd
r x 4" x 0.050' Hollow 10.7 d 5.11' d S'-5' d 7.0' d 8'•8' d 6'-5' d 8'•1' d 7.11' d T-8' d T•8' d T•4' d T-r b
2" x 5" x 0,050" Hollow 13'•7 d t7•iff d 17.7 d 11'•8' d 11'•Y d 10.10' d 10.6' d 10-7 d 9'•11' d 7-0' d 9.5 0 5.3' d
2" x 4" x 0.014' x 0.100' 11'•9' d 11'•1' d 10.6' d 10.1' d 5-B' d 54' d 7.1' d 8'•10' d 8'•T d 8'4' d a•r d B'4T d
2" x 5" x 0.062' x 0.100' 14'•7 d 13'•9' d 13'•1' d 17•fi' d 17-0' d 11'•7 d 11'-3' d 10.11' d 10-8' d 10.4' d 10•r d 7.11' d
2" x 6' x 0.050" x 0.120" 1T-1' d 16.1' d 15.3' d 14'-T d 14'•1' d 13'•7 d 13'•7 d 17-9' d 17.5' d 17.2' d 11'•10' d 11'•7 d
2"xrx 0.055" x 0.120' 17.6' d 18'•4' d 1T•5' d 16.8' d 1647 d 15.6' d 14'-it'd 14'-T d 14'•r d 13'•10' d 13'•6' d 13'•3' d
2"xrx 0.055' w1 InsM 23'-6' d Z7.2' d 21'-0' d 20.1' d 19'•4' d 18'•8' d 18'-1' d 1 T-T d 1 T-1' d 16'-6' d 164' d 15-11' d
2" x 8' x 0.012' x 0.224' 24'-7 d 27.9' d 21'-T d 20.8' d 15.10' O 17•Y d 18'•7' d 18'-0' d 1 T-r d i T•1' d 16.9' d 16.5' d
2" x 9" x D.072" x 0.224' 26'•6' d 24'•11' d 13'-8' d 27.8' d 21'•9' d 21'•0' d 20.4' d 15-9' d 19'•3' d 18'•9' 0 18'-4' d 17.11' d
r x 9" x 0.082" x 0.306' 27.5' d 25'•10' d 24'•6' d 23'5' d 27-T d 21'-9' d 21'•1' d 20.6' d 17.11' d 17.6' d 19-0' d 18'-8' d
2" x 10" x 0.092" x 0.369" 37.0' d 31'•1' d 27.6' d 28'•3' d 2T•Y d 26.7 d 25-5' d 24'-8' d 21'-0' d 23'-S' d 17.11' d 27.5' d
Trlbufa LwdWldth
Doubt Self-Mating Beams 7.6" 3'-0" 3'-6' 4'A' 4'•6" S-0' S'-6" 6'•0" 6'•6' T-0" T-Q" 8'-0"
Allowable Span'L' I Dendin b' or defkcllon'd
r x d' x 0.072" x 0.224" 30.5' d 28'-T d 2T•Y d 25'•11' d 24'•11' O 2d'-7 d 23'•5" d 27.5' d 27-t' d 21'-T d 21'•1' d 20-8' d
2" x 9' x 0.072' x 0.224' 33'-4' d 31'-5' d 25.10 d 28'-6' d 2T-5' d 26'-6' d 25.8' d 24'•11' d 2d'•3' d 23'-8' d 23'-r d 27.6' d
I" x 9' x D.08r x 0.306" 35'•6' d 33'•5' d 31'-9' d 304' d 25.7 0 28'-Y d 27.0' d 26'-6' d 25'•1 D' d 25-r d 21'•T d 24'•1' d
2" x 10' x O,D9r x 0.369" 41'-T d 35•Y d 37.7 d 35'-T O 34'•7 d 33'-0' d 31'•11' d 31'-1' d 30.3' d 25.6' d 28'•10' 0 28'•3' d
Nola:
1. Nis recommended that Ore ergineer be consulted on any miscellaneous hxrwng Cream Orel spans more than 40
2. Spans era bored on 140A M.P.H. wind bad phrs dead food fa framing.
3. Span b measured trap tatkr of corxreclion b hsaa a wap wrxrec6on.
4. Above spans do not Mtclyda lergtlt d knee brace. Add haizonW distance hom upright to center of brace to beam corxtecDon b Ore atxxra spars to bbl
beam apam.
5. Spam may be Merydated
Table 3A.1.4.110 Allowable Spans for Ridge Beams with Self Mating Beams
}or Screen, Acrylic or Vinyi Rooms
For 3 sewed wind gust at 110 MPH velocity; using design load of 11 #ISF
Tributary Load Width W ^Purlin Spacing
self Matlng Sections 5'-0' 6'-0' T-0' 6'-0' 9'-0" 1D'-0" 11'-0' 12'-0"
Albwable Span'L' 1 bendMg'b' a deflection'd
2' x 4" x O.OM x 0.100" 14'-6' d 13'5' b 175' 0 11'-8' b 11'-0' b 10.5' b 9'•11' b 5.6' b
2" x S" z O.OSD" x O.1D0' 17.11' d 16'-6' b 15'•5' D 1d'•5' b 13'-7' b 17.11' b 17.4' b 11'-9' b
2" x 6" x 0.050' x 0.120' 21'-0' d 15.3' b f 7.10' D 16'-8' b 15'•9' b 14'•11' b 14'•3' b 13'-8' b
2" x 7' x 0.055' x 0.120' 23'•9' b 21'-9' D 20.1' 0 18'-t0' b 17'•9' b 16'•10' b 16'-0' b 15'•4' b
2"xrx 0.055' wf insert 26.11' d 2T•3' d 25'•11' d 24'•9' d 23'•7 b 27.5' b 21'-4' b 20.5' b
2" x 8" x 0,072" x 0,224' 29'-8' d 2T-11' d 25.11' b 24'-4' b 27.11' b 21'-9' b 20.9' b 15.10' b
2" x 9' x 0.072' x 0.221' 37.7 d 30.5' D 28'•r b 26'-4' b 24'•10' b 23'•7' b 27.6' b 21'•6' b
2' x 9" x 0.082' x 0.310" 33'•9' d 31'•9' d 30.7 d 28'•1D' d 2T•3' b 25'•10" b 24'•8' b 23'•7 b
2" x 10' x 0.09r x 0.369' 40.7 d 3B'-3' d 36'-4' d 34'•9' d 37.5 D 31'•1' b 29'-8' b 28'•5' b
Notes:
1. Tables assume extrusion oriented wiN bnger extrusion dkrrension para0d b applied bad.
2. Spans maybe interpolated.
Table 3A.1.4.140A Allowable Spans for Ridge Beams with SeH Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 140A MPH velocity; using design load of 1T #fSF
7rlbutary Load Wldlh W ^Purlin Spacln
SenMatlngS•ctlona 5'-0' 6-0' T-0' 0'-0" 9-0" 10'-0" 11'-0" 17-0'
Allowable Span 'L' 1 bending'b' or daflaeUon'd
r x 4' x D.O4/ x 0.100' 11'•11' b 10-f 0' b 10.0' b 5.5' b 8'•1 D' b B'•5' D 8'-0' b T-6' b
I' x 5' x O.OSD' x D.1 DO' 11'-8' D 13'•5' b 17.5' b 11'•1' b 10'•11' b 10'•5' b 5.11' b 5-0' b
2" x 6" x 0.050' x 0.120' 16'-11' b 15'5' b 14'•4' b 13'•5' D 17.8' b 17-0' D 11'-6' b 10.11' b
2" x 7' x 0.055' x 0.120' 15-Y b 17'•b' b 16'-2' b 15'•7 b 1b'•3' b 13'-6' b 17-11' b 17.4' b
2' x r x 0.055' wl Insert 25'-0' d 23'-3' b 21'-6' b 20-Y b 18'•11' b 16-0' b 1T-7 D 16'•5' b
r x 8' x 0.012' x D224' 24'•9' b 27.7 b 20.11' b 15•T b 16.5' b 17.6' D 16'-6' D 15-1t' D
r x 9' x 0.072' x 0.224' 26.10' b 24'-6' b 27.8' b 21'•2' b 17.11' b 16'•11' b 18'-1' h 17.4' b
r x 9' x 0.082' x D.31 D' 25•Y d 26.10' b 24'•10" b 23'-3' b 21'-11' D 20.10' D 19.10' b 18'-1 t' b
2" x 10' x 0.09Y x D.369' 35•Y d 37-3' b 25-11' b 2T-11' b 26'-4' b 25'-0' D 23'•10 b 27.10' b
Notes:
1. Tables assume extrusion oriented with kxger extrusion dimension para~el b epplled bad.
2 Spam may ba interpolated.
Table 3A.1.4.120 Allowable Spans for Ridge Beams with Selt Mating Beams
for Screen, Acrylic or Vinyl Rooms
For 3 second wind gust at 120 MPH velocity; using design load of 13 #1SF
Tributary Load Width W ^Purlin Spacing
SaH Mating SeeUom 5-0' S-0' T-0" 8'-0' 9'-0' 10'-0' 11'-0' 12'-0'
Allowable Span'L' I bending 'b' a deflection 'd'
1' x 4' x D.044 x O.iDO' 13'•T D 17.5' b 1 I'•6' b 10-9' b 10.1' b 9•T b 9'•Y b 8'-9' b
2" x 5' x D.O50' x 0.100' 16'•10' b 15'4' b 14'-Y b 13'•3' 0 17-6' b 11'•11' b 11'-4' b 10.10' b
2' x 6' x D.O50' x 0.120' 19'•5' b 1T-9' b 16-5 b 15'-4' b 14'•6' b 13'•9' b 13'•1' b 17-T b
2" x r x D.D55' x 0.120" 21'-11' b 19.11' b 18'-6' b 17.4' b 1G-4' b 15'•6' b 14'•9' b 14'-Y b
2"xrx 0.055' wl InseA 27.5' d 25'-9' d 24'•6' d 23'-0' b 21'-8' b 20.7' b 19'-8' b 18'-10' b
2" x 6' x 0.072' x 0.224" 28'•1' d 25'•10' b 23'•11' b 274' D 21'•1' b 17.11' b 19.1' b 16'-3' b
2" x 9" x O.OIr x 0.221" 30.8' b 2T-11' b 25'•11' D 24'-3' b 27.10' b 21'-6' b 20.8' b 17.9' b
2" x 9" x 0.08r x 0.310" 31'•11' d 30.1' d 28'•5' D 26'-T b 25'•1' b 23'•9' b 27.8' b 21'-9' b
2" x 10" x O.D9Y x 0.369" 38'5 d 36'-Y d : 4'-r D 3ra 1 • b 30•r D 28'-r b 2T-3• D 26•r D
Notes:
1. Taber resume exWsiort oriented with brger exWSion dimension para8el b applied bad.
2. Spare may De kderpogled.
Table 3A.1.4.130 Albwable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyi Rooms
For 3 second wind gust at 130 MPH velocity; using design load of 1 S #iSF
Trlbupry Lwd WMth W ^Purlin Spacing
San Madng 5adbrrs 5-0' 6'•0" T'-0" 0'-0' 9-0" 10-0' 11'-0" 17-0'
Allowable S Wn'L' 1 Deed b' a daflacdon'd
r x 4• x O.o/4 x 0.100' 17.6' b 11'•6' b 10'-8' b 9'•11' b 7.5 b 8'•11' b 8.6' D rt'-r b
r x S' x 0.D50' x D.1DD' 1S-0' b 11'•3' b 13'-3' D 17.4' D 11'-8' b 11'•1' D 10'-T b 10.1' D
r x 0' x 0.050' x 0.120' 18'•1' b 15-0' b 15-0' b N'i' D 13'-0' b 17.10' b 17•r b 11'•6' b
r x r x 0.055' x 0.120' Zo'4' b /B'•T b 1T,T b 16'•1' b 15-r D 14'-5' b 13'-9' b 13'•r b
2"xrx 0.055' wf Inaarl 26'•1' d 24'•7 d 21'•11' b 21'$ b 2dr b 19-r b 18','7 b 1T•b' b
r x 0' x 0.07r x 0224' 26'•1' b 21'•0' b ~5' b 20.10' D 19-T D 10'-T b 17-9' b 18'•11' b
r x 9' x 0.07r x 0224' ,28'•6' b 2G•1' b 24'•1' b 27.7' b 21'-3' D 20'-r D t9'S' b 18'•5 b
2' x 9' x O.Obr x 1.310 30.5' d 2B'•T b 26''0' b 24'•9" b 23'-0' b 27-r 0 21'•1' b 20'-3' b
r x 10• x O.o9r x 0.369" 36T d 31'4' b 31''10" b 29.9" b 28'•1' D 26-T D 25.5 b 24'•4' b
Noes:
1. Tables assume extusion orleMed wflh kMger extrusbn dnrenelon paralN b pp0ed bad.
2. Spam may 1» Interpolapd.
~,
' '.\
'M~
~.a
• ~E
Q,
r i . L.
~ ~.
„,
4)
.~
Q
N
.ti
.~
O
r,
J
Q
~ Z
~QW
Opp
OZO
~C~U ~
Jtn(~ZW
?'WZOJ
?~-~C~
~ ~-Q
~ _
W~WQ
U~m~tM
..J~QoZ
}~~NO
~yU_ _
U~iY~'F-
Q~pQU
i-~~W
Z~LL (A
Who
Who
~ Z N
U-
J
Q
ti
W 2N
'-
/~ J N
LL , m
~ J
LL
~ OQr°~
UZr'
C I'O~umi
C '~ W~~"
~ ~ ~p~~
(OOI~~
m r Ji-~'m
. ~>Dui~
Wv)Z~-
J 0 .0 •.
N ~' ' ~_~
U Wvwa
C ?Nw
H
~ 00
Wm
3 J
~ O
J ~
3Q
oT-oeaDOa of $
Table 3A21 Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acryik a Vinyl Rooms
Ahrmimx+t A11oy i063 T-0
e_. ~ ._...J ..a~J .....~ .~ ~ ~ n u01J ...I....p... ,,.fww .l^"inn Inerl n} 11 fUC F
Tributary load WWih'W ~ Purlin Spating
SecBom 7'-0` 3'•6' 4'-0' 4'-6' S-0" S'-6' 6'-0' S•fi" T-0" T•6'
Albwable Htlght 'Ml Mnd{ng b' a deneetbn'd
Y x Y x 0.044" Hollow 9.5' b 5-9' b B'-r D T-8' b T-4' b 6'•11' b 5-B' b 5.5' b 5•r b 5'-11' b
2" x Y x 0.055 Hollow 10'•3' b 9.6' b 5-11' b 8'•5' D T•11' D T-1' b T•3' b 5.11' b 5.9' b 5-6' b
3' x Y x 0.015' Hollow 11'-3' b 10'•5' b 9.9' b 9.3' D 5.9' b 5.4' b T-11' b T-8' b T•S b T-r b
3" x Y x 0.070' Hollow 17-9' d 17•r d 11'•1' d 10'•11' b 10'5' D 9'•11' b 95' b 9'-7 b 8'-1D' b 8'-0' b
2' x 3' x 0.045 Holow 17-9' b 11'-9' b 11'-0' b 10'5' 0 9.10' D 9•S' D 5.11' b 8'-8' b 8'•4' D 8'•1' b
2' x 4" x 0.050' Hollow 15.3' b 15'•1' b 14'-1' b 13'-3' b 17-T D i7-0' b i t'-B' b 11'-0' b 10'•8' b 10',3' b
Y x 4' x O.D46' S.M.B. 19-1' b 1T-8' b 16'-0' b 15•T D 14'-9' b 14'•1' b 13'-6' b 17.11' D 17.6' b 17.1' b
2' x S' x 0.050' S.M.B. 23'-T b 21'-10' D 20'-5' D 19.3' b 15.3' b iT•5' b 16'-8' b 15-0' b 15'•5' D 14'•11' D
2" x 6' x O.D50' S.M.B. 25.1' D 24'•r b 27-T b 21'-3' b 2o'•r b 19.3' b 15.5' b 1T-9' b iT•1' D 16'-6' b
2" x Y x 0.044" Snap 11',3' b 1D'-5' b 5-9' b 9•r D 5.8' b 6'-3' b T•11' b T-T D t"-4' b T•1' D
2' x 3' x 0.015' Snap 14'•4' b 13'x' b 17.5' b 11'•9' D 11'•r D to'•7' b to'-2' b 9.9• D 9-5' b 9-1' b
2' x 1" x O.D45" Snap 1T•T b 15-3' b 15'-3' b 14'a' b 13'-T b 17.11' D 17.5' b 11'•11' b 11'•8' b 11'•1' b
Tribuhry Load Mndth'MI' ^ Pwlin Spacing
Sedbra 3'-0' 3'•b" 1'-0' 4'-6' S-0" 5'•6' 6'-0" 6'-0' T-0' T~6'
Allowable Height 'H'i bending'b' a deflection'd
2" x Y x O.ON' Holow 5-8' b B'-0' D T-6' b T•1' b 5.8' D 5-S' b 5.1' b 5'-11' b 5'-8' b 5.6' b
2" x 2" x D.O55 Hollow 9.5' b 8'•9' b e'•2' b T•9' b T-4' b 6'•11' D 5.8• b 6'-5' b 5.7 b 5'•11' b
3' x Y x 0.045 Hollow 10'-5' b 9-T b 8'•11' D B'•6' b 8'•0' b T-a' b T-4' b T-1' b 5.10' b 5•T b
3' x 7' x D.O70' Hollow 17.1' d 11'•5' b 10'•8' b 10'•1' D 9•T b 9•r b 8'-9' b B'•5' b 5.1' b T•10' b
T' x 3' x 0.043" Hollow 17.10' b 11'-11' b 11'-r b 10'•6' D .,g tY. D 9.6' D 9-1' b B'-9' b 8'•5' b B'•r b
Y x 4" x O.D50' Hollow N'-11' b 17-10' b 17.11' b 17.7 D 11'-T b 11'-0' b 10'•T b 10'•r D 9-? b 9.5' b
2' x 4' x 0.04i' S.M.B. 1 T•6' b 15-3' b 15'•7 D 11'-4' D 13'•T D 17.11' b 17.5' b 11'-11' b 11'•6' b 11'•1' b
2' x 5 x 0.050' S.M.B. 21'•8' b TO'-1' b 18'•9' b 1 T•9' b 15.10' b 16'-0' D 15.4' b 14'•9" b 14'-r b 13'•9' b
Y x r x 0.050' S.M.B. T3'•i T' D 27-r D TO'•9' b 19-T D 18'•T D 1 T•9' b 15.11' b 15-3' b 15.8' b 1S•r b
Y x Y x 0.044' Snap 1 d-0' b 9•T D 5.11' b 8'•5 b T•11' b T-T D T •4' b T-0' 6 5.9' D 5.6' b
Y x 3' x Q045 Sna 13'3' b 17-3' D 11=5 b 10'-7 b 10'J' b 9.9' D 9~' b ty-11' b 8'-8' b 8'~' b
2' x 4' x 0.045 Sna 15-r b 14'•11' b 14'-0' b 13'-r D 17.5' b 11'-11' b 11'5' b 10'-11' D 1D'-T b 10'-3' b
Notes:
1. Above sparo do nol kxdude kngDt of knee brace. Add horbmtal distance kom upright b canter of bras to beam Wrxiiectlort b ill
above spans to bW beam spans.
2. Spans may be Merpolaled,
Table ~A.2.2 Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
Fnr 3 e^ennH vdnH mw} a113n MPN vnlnr•ifv rrelnn d^elnn Inad of 15 #fSF
Tributary Load Width W ^ Purlin Spacing
Sedlons 3'-0' 3'•8" 4'-0' 4'-0' S'-0' S'-6' 6'-0' 6'•fi" 7'-0" T'•b"
Allowable Height 'H'! bending 'b' or denectlon'd
T" x Y x O.DM' HoDow B'-1" b 1'.g- b 5.11' b 5-T D 5.3' b 5'-i 1' 6 5'-8' b 5'S' b 5'-3' b S-1' b
T' x Y x O.D55' Hollow 5.10' b B'•7 b T•T b T•7 D G-10' b 6'S' b 6'•3' b S'-11' D 5'-9' b 5'-7' b
3' x 2' x 0.045' Hollow 9.8' b 8'•11' b 8'-4' b T-11' b T-6' b T•r D 5-itY b 5•T 0 5.4' b 5-t' b
3" x Y x 0.070' Hollow 11'-6' D 10'-8' b 9.11' b 9.5' b 8'-11' b 8'-b' D 8'•Y b 7'•10' D T•6' b T3' b
2" x 3" x 0.045' Holow 10'•11' D 10'•1' b 9-5' b 5.11' b 5-5' b 5.1' D T•8' b T•5' b T-r b 6'-11' b
2' x 4' x OASD' Hollow 13'-11' b 17.11' b 17-1' b 11'•4' b 10'-9' b 10'-3' D 9.10' b 9.5' b 9.1' b 8'-10' b
2" x 1' x 0.04fi' S.M.B. 15~' D 15'•1' b 14'-2' b 13'-4' b 17.8' b 17.1' D 11'•6' b 11'•1' D 10'-B' b 10'a' b
2" x S' x 0.050' S.M.B. 20'•7 b 18'•8' b 1T-6' b 15.6' b 15-8' b 14'•11' b 14'•3' b 13'•9' D 13'•3' D 17-9' b
T" x fi' x 0.050' S.M.B. 27.4' b 20'-0' b 19~' b 15.3' b 1T3' b 16'-6' b 15'•9' b 15'-r D 14'•T b i4'•t' b
T" x Y x 0.044' Snap 9-T' D 5.11' b 8'-0' b T•10' b TS' b T•1' b 6'-9' D 5.6' b 5-3' b 5-1' b
Y x 3" x O,WS' Sna 17-0' b 11'-5' b 10'-8' b 10'-1' b 9-6' b 9.1' b 8'-8' b 5-0' b 5.1' b T-9' b
T' x 4' x 0.045' Sna 15'•1' b 13'-11' b 13'-0' b 17-4' b 11'-0' D 11'-1' b 10'-8' b 10'•3' b 9-10' b 95' b
• Tributary Load Width'W' ^ Purlln SpacMg
Sections 3'-0' 3'3' 4'-0' 4'•fi' S-0' S'•6' S-0' S•6" T-0' T•6"
Allowable Height 'H'! bendin 'b' a defkction'd
2' x Y x O.DN' Hollow T-T b T-0' b 6'•7' b 5•r b 5.1D' b 5'-T b 5.4' D 5'-2' b 4'-11' D 4'-9' b
2" x Y x O,DSS" Hollow 5.3' b T-B' b T-r b 5.9' b 5-5' D 5.1' b 5.1D' b 5'-T b 5.5' b 5.3' b
3" x Y x D.D45 Hollow 9.1' b 5.5 b T-10' D T•5' D T-0' b 5.8' D 5.5 b 5.7 D 5.11' D 5'-9' b
3' x Y x D.D70" Hollow 10'•10' b 1D'-0" b 9-0' b 5.1D' b 5-5' h T•11' D T•8' b T•4' b T-1' b 5.1D' b
Y x 3" x 0.045 Hollow 11'3' b 19-5' b 9.9' b 9•r b 5.8' b 51' D T-11' b T-8' b T•4' b T-1' b
2' x 1' z 0.050" Hollow 13'•1' b 17-1" D 11'-0' b 1D'•8' D 10'-1' b 9.8' b 9.3' b B'-11' b 5-T b 5.3' b
2' x 4" x 0.046' S.M.B. 15'-0' b td'•r b 13'•3' b 17.6' b 11'•11' b 11'•4' b 10'-10' b 10'5' b 10'-0' b 9.8' b
2' x 5" x 0.050' S.M.B. 18'-11' b 1T-T b 16'5' b 15.6' D 14'•B' b 14'-0' D 13'5' b 17.11' b 17•S b 11'•11' b
2" x 6' x 0.050' S.M.B. 20'•11' b 19.5' b 18'-r b 1 T•1' b 15.3' b 15'•6' b 14'•10' b 11'-3' D 13'•9' b 13'3' b
Y x 2' x 0.044' Snap 9-0' b 8'-4' b T-10' D T•4' b 5.11' b 5.8' b 5.5' b 5•r D 5-11• b S•B' b
2' x 3' x 0.045' Snap 11'•T b 10'-8' b 10'-0" b 9.5' b 5.11' b 5.6' b 8'•r b T•10' b T•T b T-0' D
Y z 1'x0.045' Snap 1/'-r D 13'•1' b 17-J' b 11'-T b 1V•11' b 1D'-S D 10-0' b 9•T b 9-3' b 6'-11' b
Notes:
1. Above opens do n01 kichrde knglh or knee bate. Add harimnW alstance tram upright b caller o1 brae b boom eomec6on b Ote
ebore spene br bW beam spw.
~ ~~~
Table 3A.3 Schedule o} Post to Beam S(Te and Number of Thru Bolts Required
Aluminum Alloy 1101a T•8
Barn Slxe Minimum AtternsM L^D}Y,' MMimum Mbt. N Knee
Post Sixe fnst SDI 1N'e 3f8"e Knee Bace' Brace $c
Yx4'xD.050'Hollow 3'x 3'x0.093' rx3'x0.050' 2 rx3'x0.050' 3 NB
Srtl Matb Beams
2'x4'x0.040'x0.1110" 3'x 3'x0.093' rx3'x0.050' 2 - 7x3'xD.05D' (3)NB
2'x5'x0.o50'x0.100' 3'x3'x0.093' rx3'xD.050" 2 rx3'x0.D50' 3)N8
Yx6'x0.050'x0.120" 3'x 3'x0.093' rx3'x0.050' Y - rx3'z0.050' (3)/10
YxTxD.D55x0.1T0' 3'x3'x0.093 rx3'x0.D50' 2 2 rx3'x0.050' N10
Y x T x 0.055'sd Insert 3' x 3' x 0.093' ' r x 3' x 0.050' 2 2 r x 3' x 0,050' (3 N10
Y x 6• x o.oTY x o.224• 3' x 3' x o.D93' - r x 4• x D.oSO" 3 2 r x 1• x o.osD' Nu
Yx9'xD.D7Yx0.714' 3'x 3'x 0.093' rxsxo.p50'xo.100' 3 3 rx5x0.050'x0.1D0' N11
2'x9"x0.O8Yx0.306' 3'x 3'xD:1T5' 7x6'xo.050'x0.120' 4 3 rx6'x0.050'x0.12D' (4 N14
2'x 10'x0.09Yx0.369' 3'x 3'x0.125 rx1•x0.055'x0.12D' S 1 rxTx0.0.5Sx0.120' 6)N14
DoubN SeM Mating Dams
(2)T'xfi"xO.OTYx0.T24" rx5'x0.050'x0.100' 8 / 7x4'xO.OM'x0.1D0' (8)N14
(2 2'x9'xO.OTYx0.2T<' rx6'x0.050'x0.120' 8 4 rx6'x0.050'x0.120' 8 N14
12 2'x9'x0.0BYx0.306' rxTx0.055'x0.120' B 6 rxtTz0.050'x0.120' 8)N14
2)2"x10"x0.09Yx0.369' rx8'x0.O7rx0.224' - 10 8 rxTx0.055'x0.t20' tON14
r rn memwm nvrtoa m ueu uwu w tH
' Minimum post! beam may be used 8s mininaun knee brae
G
~ 1
-- n
~ ~
V
.C
Q
a,
.b
m
ra
O
J
Q
to z
~QW
('
~ZO
~(7U ~
Jtn(~ZW
}'WZ~J
?0-F,m
- Q
~ ~ _ ~ ~
W~uJQ
~~ffl~tM
J~Q~Z
~'~Oc~v
tYU- ~
Q~pQU
" F- .~ ~ W
Z ~ Il.
w~~f'
Who
~ZN
U-
J
Q
F-
W r
~ ~ N
^ ~ N
LL jM
yJ
+~+ O LLdd a
UZ'~
~ 1.Ovm
C ~ ~Q^~
~ (D O,~~ro
tU].,m
W ~ wyz~
J O .O
N~-'~x~
V WawLL
C ZNw
~ ~O}
wm
~ d
r
Y '')R .
•.Y .
•~
p.~~~,.
:~~.
;!
~~'
.
~~• ~:
`'x..
-'\
~
•~~ ,%
• - ~~
- . ~.,^
~ ~ -~ :,S~dL
' = •~~
. ~
~
'. ~ 'rb
SH~T`+~
~ Y~ ,~
r
•
,
t~L l.e.
• (". ~v r
b• f i
• ~'
` r
y.,,,~
..
or-oe=zooa 4
of $
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS•16 COIL
STRAP OR EQUAL FROM 1
TRUSS 1 RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
® EACH TRUSS !RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE ~
!MANUFACTURED HOME
NAZI STRAP W! 16d COMMON
~ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING WI #8 x 1' DECK
SCREWS ~ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
PROVIDE NEW 4', 6' OR
B' x 16" CMU PIER AND SOLID
FOUNDATION BLOCK ~ 5-0'
MAX. O.C. ALONG
ATTACHMENT WALL
JSTALL NEW 46" OR 60'
~UGER ANCHOR PER RULE
SC @ EACH NEW PIER
!STALL 112' CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
TYPICAL WALL SECTION FOR ATTACHMENT TO
MOBILE 1 MANUFACTURED HOME
SCALE: 1!4' =1'-0'
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON C5-16 COIL
STRAP OR EQUAL FROM
TRUSS ! RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
(d~ EACH TRUSS 1 RAFTER
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME
1 MANUFACTURED HOME
NAIL STRAP W116d COMMON
~ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W! #8 x 1' DECK
SCREWS ~ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE
4' x 4' P.T.P. POST W!
SIMPSON 4' x 4' POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP 8
BOTTOM
JSTALL NEW 48' OR 60'
~UGER ANCHOR PER RULE
5C ~ EACH NEW PIER .
JSTALL 11Z' CARRIAGE BOLT
HRU PERIMETER JOISTAND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE 1 MANUFACTURED HOME
SCALE 114' =1'-0'
RIBBON FOOTING
SCALE: 112'= ~.rr
Minimum Ribbon Fooling
STUD WALL OR POST
VYfnd
Zone t!
tSq. Ft x Pwt
48' O.C. Stud'
Anchors
100.123 * 10 •1 ~ 1'-0' ABU M SP1 3r O.C.
130.1/0A + 30 •17 1'-0' ABU ~/ SP1 3r O.C.
1~OB • 150 + 30 •20 1'-3' ABU M SPH4 4B' O.C.
Maximum Ili p-ojsction hom host sWctun. '
• For stud neNs use 1@'x8' L-BoNs Q 48' O.C. and r sgwrs rnstbrs to etbch sok phb to
kotirg. Shxl arxirors shah t» et the sab pleb ony and cal abap shat lap over the bD plate
on b U» skids anchors end straps shat be per mamdachrers sped8ce8aru.
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS•16 COIL
STRAP OR EQUAL FROM
TRUSS 1 RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
(~ EACH TRUSS !RAFTER
THE FLOOR, WAIL, AND ROOF
THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE 1 MANUFACTURED HOME
1 MANUFACTURED HOME
NAIL STRAP W116d COMMON
~ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAPTO
SHEATHING W1 #B x 1' DECK
SCREWS ~ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
B"L' BOLT ~ 3r O.C.
TYPE IU FOOTING OR 16' x 24'
RIBBON FOOTING W! (2) #50
BARS, 2,500 PSI CONCRETE
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/MANUFACTURED HOME
KNEE WALL W12 x 4 P.T.P.
BOTTOM PLATE, STUDS 8
DOUBLE TOP PUTE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP-1 OR EQUAL
SHEATH WJ 112' P.T. PLYWOOD
NAILED W! #9 COMMON 5 O.C.
EDGES AND 17 O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENED PER '
THE MANUFACTURERS
SPECIFIClITIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
FOR
ALTERNATE WALL SECTION ATTACHMENTTO
MOBILE !MANUFACTURED HOME
SCALE 114'"T~•0'
J
Q
NZ
~QW
Opp
OZO
~(~U N
-I~~ZJ
}wZOQ
?p-~F-
~ ~-W
~tS~~-C~
W~WQ
U~m~rM
~~Qo
~-F-~oZ
~U_NO
U~~>'F-
Q~OQU
F- -~ ~ W
Z~LL to
Witt
Who
~ZN
U-
N~
J
Q
~~
W QN
~N
a j t9
h J
~+ Q d ~
~ UZ~
C ~'~~
2 m~
C~wQ~~q
N o ao~m
m ~ ~F~~
. ~ >~tii~
w~z~
J 0 O ..
a~ ~ ' ~_~
U wdWti
C zcvw
F-
~ OQ
Wm
T J
J Ud
~t
~~ ~.
'
r C ~~
~~
\j1 ,(,
v
- ~ .
~
: ~ .
~-
.,~t, ..
: rs
s
- `°
'r~~ •~~ ~ ~:
~
,t.
~
` ~
-~' i~
rs :'
•. ~ ~.
y ~
'~•.
O7-D6.2004 pF
8
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
!MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
ruewrr:errrraGnun-ac
THE F100R, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
~- ~ ueuuFerntRFn HnuF
INTERIOR BEAM (SEE TABIES
3A1.3)
BEAM SPAN
USE W12
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
KNEE BRACE (SEE TABLES
3A.3)
P05T SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
.C
A
b
.~
' LOAD WIDTH IS 112 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE J MANUFACTURED HOME
SCALE: 116' =1'-0'
Extrusion Sizing Tabk:
Upright SM Max. Bnm Slu Knea Braa
rxrx0.o3t; rx4. rxrx0.o36'
3'zrx0.060' rx4 rx3'x0.050'
3• x 3' x o.060• r «e' s.M.6. r x 3' x o.oso'
3'x3'xo.o93 rxe•S.M.B. rx3'x0.o5o'
3'x3'x0.125 rx9'S.M,B. 3'x3'x0.D93'
4'x4'x0.12S rx10'S.M.B. 3'x3'x0.t25'
„,,.
„~
General Notes and Specifications: ,
1. The following attachments are designed to be married to block and wood frame stnrctures d
adequate structural capacity. The contracts f bane owner shah veri~ Ihat the host structure is ~
good condition and of sufficient strength to hold the proposed addition.
2. Ii there is a question about the host structure, the owner (at his own expense) sha8 hire an
architect, engineer, s a certified home inspection canpany b verity host slrudure capacity.
3. Roll formed root panels (pans) are designed fa uniform bads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perfor-n better in wind uplift bads than
dead bad + live loads. Spans fa pans are based on deflection d 1180 to high wind zone criteria.
4. Composite panels can be boded as walk on a uniform bads and have, when tested performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection Gmit d U1 B0.
5. The following rules apply to attachments involving mobae and manulachxed hares:
a. 5tnutures to be placed adjacent to a mobile 1 manufactured bane bu8t prior to 1994 shah use
'fourth wall construction' or shall provide detailed plans d the mobile 1 manufactured tame
along with addition plans fa site specific review and seal dy the engineer. This applies to aN
screen 1 glass rooms, and ! a other strtrctrxes b be attached.
b. Fa mobile f manufactured homes built after 1994, strtrchxes may be attached provided the
project follows the plan for attachment of this manual.The contracts 1 bane owner shah
provide verification of the structural system used b bufld the fast structure.
6. The shapes and capacities of pans and composite panels are from 'Industry Standard' shapes,
except for manufacturers proprietary shapes. UMess the manufacturer d the product is krawn,
use the'Industry Standard' Tables fa allowable spans.
7. When converting a screen room to a glass room a a carport b a garage, the root must be
checked and reinforced fa the encbsed buWxg regWrerrtenls.
8. When using TEK screws in lieu of S.M.S. bnger screws must be used to compensate fa doll
head.
9. Fa high velocity hurricane zones the minimum I'rve bad 1 applied load shag be 30 PSF.
10. Interior walls b ceilings of composite panels may have 112' sheet rock added by securing the
sheet rock w! 1"hoe thread sheet rock screws at 16' O,C. each way.
11. A11 fasda gutter end caps sha8 have water reGei ports.
12. Spans may be interpolated between values but rat extrapolated outside values.
13. Design Check List and Inspection Guides fa Sdid Roof Panel Systems are included in ispection
guides fa sections 2, 3A d B, 4 ~ 5. Use section 2 inspection guide fa solid roof in Section 1.
14. AN exposed screw heads through roof panels into the roof sub structure shall be caulked w/silicon
sealenl.
Section 7 Design Statement:
The roof systems designed fa section 7 are Main Wind Force Resisting Systems and Components and
Cladding. In conformance with the 2004 Florida Building Cale such systems must be designed using
loads fs components 8 cladding. Thus, Section 7 uses several dfierenl categories of these loads as
described below. Au pressures shown in the table below are in PSF (#!5F).
1. Free-standing Structures with Mono-sloped Rook with a minimum five load of 10 PSF except fs
1408 and 150 MPH loads which are 30 PSF. The design wind loads used are from ASCE 7-98 Section
6.5, Analytical Procedure. The loads assume a mean roof height of less than 30'; roof slope of 0' to 10';
I = 0.77 fa open structures b 1.00 fa all others, Negative btemal pressure coefficient is 0.18 fa
enclosed and 0.55 fa partially encbsed structures.
2. Attached Coven such as carports, patio covers, gabled carports, and screen rooms with a
minimum live bad of 10 PSF except for 1406 and 150 MPH bads vdwch are 30 PSF. The design wkxl
loads used are from ASCE 7.98 Section 8.5, Analytical Procedure. Rod sloped 0' to 25' (+1-1 D'); I =
1.00. Negative inlemal pressure coefficient is 0.18 fa encbsed and 0.55 to partialty ~cbsed
structures.
3. Glass d~ Modular Rooms design loads use a minimum five bad of 20 PSF and wind bads are from
ASCE 7.98 Section 6.5, Analytical Procedure and the 1004 Florida BuBdirg Code, The bads assume a
mean root height of less than 3Q'; roof slope of 20' b 30' (+l-10');1=1.00.
a. Enclosed structural systems use a negative internal pressure coetTicienl = +1- 0.1 B.
b. Partially Encbsed structural systems use a negative internal pressure coeffxent = +1- 0.55.
4. Overhangs use a minxnum rive bad d 20 PSF exrx~pt fa 1408 and 150 MPH bads whkdt are 30
PSF. Wind bads are from ASCE 7.98 Section 6.5, Analytical Procedure 1a Components b Cladding for
Encbsed a Partafly Ent:losed SWctural Systems. The bads asstsne a mean roof height d less than
30'; roof slope d 20' b 30' (+1-10');1=1.0. NegaBve internal pressure coeffdent is 0.18 for erxdOSed
and 0.55 fa pardafly erxdosed strtrciures. '
5. Anchors fa composite panel roof systems were computed on a bad width d 10' and 18 projectbn
with a 7 overhang. Any greater bad width shag be sAe spetdflc.
Comierslon Table TA Conversion Table 76
Load Coversbn Factor: Based on Conversion Based. on Mean Height of Host
Mean Roof Height of Host structure St-ucture lor~ScAd Rooi Systems
ForAq Components From Expoeure'Q'b'C'
ManHat
StnxWnHrrlpM
Pafq Canposlb
Prndr
oar o.ot o.94
+s-zo' o.ee o.9z
27.2s o.es ~ o.9t
2S' - 37 0.85 ~ 0.89
~ MaIdpNN
Man HoN
Stratton l.ad
Maldp6p Pau Cow,ooeNe
hneM
o • is 1st o.94 ~ aet•
is-ztr 129 0.92 o.es
27.25 1.34 0.91 0.86
zs-37 1.40 o.e9 o.es
INDUSTRY STANDARD ROOF PANELS
1~
rn
w
it
Q
4~-
12.00'
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
scALE r = r•a'
I
o
0
ri
12.00"
12" WIDE x 3"RISER INTERLOCKING ROOF PANEL
12.00'
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: r =1'-0' ALUMINUM SKIN
TABLES E.P.S. CORE
Q
W tz.. ::.
z a :. ... , SIDE CONNECTIONSVARY
a W :.. ............ .......... (DO NOT AFFECT SPANS)
ao
... .......
48.00'
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
scALE: r = r~"
PAN ROOF ANCHORING DETAILS
ALTERNATE CONNECTION:
(3) #8 SCREWS PER PAN WITH
t' MINIMUM EMBEDMENT INTO
FASCIA THROUGH PAN BOXED
END
SEALANT
~ HEADER (SEE NOTE BELOW)
EXISTING TRUSS OR RAFTER
#10 x 1.112" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
#10x314' S.M.S. ~ tr O.C. ' `
EXISTING FASCIA
Zw~
aW
a o ROOF PANEL
~ #8 x 11Z' S.M.S. (3) PER PAN
(BOTTOM) AND (1) ~ RISER
(TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2' ^ 1'-0"
SEALANT
FOR MASONRY USE ~ HEADER (SEE NOTE BELOW)
114' x 1-1l4' MASONRY
ANCHOR OR EQUAL ~ 24' O.C.
FOR WOOD USE #10 x 1.112"
S.M.S. OR WOOD SCREWS ~ ~
rO.C. ~ ~W
a ~ ROOF PANEL
EXISTING HOST STRUCTURE "'
WOOD FRAME, MASONRY OR #6 x 1/2' S.M.S. (3) PER PAN
OTHER CONSTRUCTION "`' • (80TTOM) AND (1) ~ RISER
. :~~', (TOP) CAULK ALL ExPOSED
;`~: = SCREW HEADS
ROOF PANEL TO WALL DETAIL
.~
ROOF PANELS SHALL BE ATTACHED TO TH HEADER WITH (~ EACH #6 1
E x !r LONG CORROSION
RESISTANT SHEET METAL SCREWS Wf TH 112' WASHERS- ALl SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECENE (1)
EACH #8 x 112' SCREW EACH. THE PANS MAY BE gNI~IORED THRIxIGH BOXED PAN WITH (3) EACH #8 x t'
OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED*RIZER SCREW. #8 x X16' TEK SCREWS ARE
ALLOWED AS A SUBSTITUTE FOR #8 x 1f2' S.M.S. " `
EXISTING TRUSS OR RAFTER
(2) #10 x 1•tlr S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: ~ I
#10x314' S.M.S. OR WOOD
SCREW SPACED Q 1r O.C.
EXISTING FASCIA
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: r =1'-0'
INSTALLATION INSTRUC710NS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
8. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF,
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS Q 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 N07 ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
COMPOSITE ROOF ANCHORING DETAILS
EXISTING TRUSS OR RAFTER
#10 x 1.111' S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TALI
#1 D X 314" S.M.S. OR WOOD
SCREW SPACED ~ 1r O.C.
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: r =1'•0"
WOOD FRAME, MASONRY OR #8 x 117' S.M.S. SPACED
OTHER CONSTRUCTION ~ 8' O.C, BOTH SIDES CAULK
All EXPOSED SCREW HEADS
FOR MASONRY USE
114' x 1.114' MASONRY
ANCHOR OR EQUAL 24'O.C. .'.•r~~.W ...:::':.:•:
FOR WOOD USE #10x 1-112' ~ '•'•Z ~ '
:..4' W :: •.:
S.M.S. OR WOOD SCREWS ~ :,. , a a :...:
1r O.C. ' • ~ • °- ROOF PANEL
.~
A
a~
b
.~
a
r.
J
Q
fn Z
~QW
Opp
OZO
~{~U
..I N Z J
} ~
ZWZOQ
-~~~1-
~f~JpW
dfW~W~
U ~ m ~ r
J~QoZ
}~l]NQ
~U_ _
V~~}I-
QtYOQU
-F•-J~W
Z~IL ~
Who
Who
~ZN
U-
~~
J
Q
W ?~
ti~
/~ J N
Il ,~
~ J
++•+ 0 LL °
~ ~z~
C ~0~~
C '~' w}nor
~ ~ ~om~
~ o=M~
m ~ ~~~~
W~.•
LL! ~ WNZ~
J 0 0 •.
a~ ~ ' m=~
U W~Wu.
C ?Nw
~ OOh
Wm
3
~ .r 0
J
U/ 1
ROOF PANEL TO WALL DETAIL ~.- ,
,~ . -
scALE r = ray ;.`" _•
rs~ ..•:
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS ORTHESUB-FASCAI FRAMING WHEN ; : ~,-..
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB-FASCU AND.~HO$ ~ ~ '"
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MIN~U 4''" -< .%
WASHERS OR SHALL BE WASHER HEADED SCREWS. ;_ . ,, .,~,,: <r : ~'' ,,, .
. ~ :,r
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH r. THE WALL TF~I ~
SHALL BE THE THH~WESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS.' .;~, ~ "S "
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE AAA IAL ;'`- . .. HEET
CONNECTED T0. THE ANCHORS DETAILED ABOVE ARE BASED ON A LQAD FROM 120 MP.H. Ft>~
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE H05T STRUCTUR F" ,' ~ • - ~ ,
~+u,•,p
. ..
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING ~ ° _'~
CONVERSION:
100.123 130 140 150
#8 ' #10 #12 #12
6' x'C x 6" 0.024' MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
J= ~~"--~
z4 ~
.w
a o :' ce
~~
f18 x tlr S.M.S. SPACED
(a) 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
o•- ROOF PANEL
oT-os•zooa 8
OF
REMOVE RAFTER TAIL TO
. HERE
' REMOVE ROOF TO HERE
#8 x 1!2' S.M.S. SPACED
~- ®PAN RIB MIN. (3) PER PAN
EXISTING TRUSS ORRAFTER -~-
#~o x 1•trr s.M.s. oR wooD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE --o
o--FLASH UNDER SHINGLE
7- "f - _
W~
<w
4p
ROOF PAN
HEADER
NEW 2 x FASCIA
REMOVED RAFTER TAIL ROOF PANTO FASCIA DETAIL
scALE: r = r-0'
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 112' S.M.S. SPACED
~ 8' O.C. BOTH SIDES
EXISTING TRUSS ORRAFTER -o-
#to x ~-112' s.MS. OR wooD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE -~
o--FLASH UNDER SHINGLE
0......::.:•...........
COMPOSITE ROOF PAN
HEADER
NEW 2 x FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
scALE: r = r-0'
EXISTING TRUSS OR RAFTER
(2) #10 x 1-112" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
#1 D x 314' S.M.S. OR WOOD
SCREW SPACED ®1r O.C.
EXISTING FASCUI
6' x'C x 6' 0.024' MIN. BREAK
_ FORMED FLASHING
ROOF PANEL
:'
'
.
.. ~
w
SY
Q
Z
~~
,,_ SCREW #10 x ('C + 111')W!
1-114' FENDER WASHER
o- POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
scuE: r • r-0"
INSTALLATK)N INSTRUCTIONS:
A. PLACE'(2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE g4STALUNG.
B. SLIDE 1' TAB AT TOP OF HEADER UNDER DRIP EDGE DO NOT PUSH DRIP EDGE UP.
DRIP EDGE MUST MAINTAIN SAME PWJEAS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITF(#10 x 1' SCREWS Q 6' O.C. STAGGERED
TOPAND BOTTOM (SEE DETAILABOVE)
OMPOSTfE R F PAN INTO HEADER AND ATTACH TO 4TH WALL POST AND
D. PUCE C 00 EL
BEAM SYSTEM ONLY. DO NOTATTACH TO HEADER. HEADER IS USEDAS PUSHING
ONLY. '
HOST STRUCTURE TRUSS OR
RAFTER
1" FASCIA (MIN.) ~
HOST STRUCTURE TRUSS OR C
BREAK FORMED METALSAME ~~ A
THICKNESS AS PAN (MqJ.) ~
ANCHORTO FASCU-AND
RIZER OF PANAS SHOWN
r.a
#8x314' SCREWS ~ 6' O.C. p
#8 x 112' SCREWS Q EACH RIB `~
ROOF PANEL a- 1" FASCIA (MIN.)
J - -
w ~ - " - - COMPOSITE ROOF PANEL
~w
ao
_ _ a
~w
ao J
HEADER SEE NOTE BEL - - _ _ _ _ _ Q
( ~ - - 7
- ~Z
#8 x 1!r S.M.S. ~ 8' O.C. ~
~ W
FOR MASONRY USE HEADER (SEE NOTE BELOW) ~
114' x 1-114' MASONRY ~ Z 0
EXISTING HOST STRUCTURE ANCHOR OR EQUAL #8 x (d+112') S.M.S. ~ 8 O.C. ~ U' U
. -~ '_ Z J
WOOD FRAME, MASONRY OR ~ 24 O.C.FOR WOOD USE N ~
FOR MASONRY USE ~' W Z ~ -
OTHERCONSTRUCTION #10 x 1-112' S.M.S. OR WOOD Z 0 _ - Q
SCREWS ~ tr O.C. 114' x 1-114' MASONRY C I.,. ~,-,
EXISTING HOST STRUCTURE: ANCHOR OR EQUAL ~ ~ J 0 W
WOOD FRAME, MASONRY OR ~ 24' O.C.FOR WOOD USE a~ W ~ W Q
OTHER CONSTRUCTKNI #1D x 1-117' S.M.S. OR WOOD U ~ m d' r•
ALTERNATE ROOF PANEL TO WALL DETAIL scREws ~ 1r o.c. ~ ~ Q o Z
SCALE:r=1'-0' }~ON~
~U_
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W1 5 EACH #8 x 117' LONG CORROSION RESISTANT U ~ ~ ~" ~
() ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ~ p Q U
S.M.S. WI 117 WASHERS. ALL SCREW HEADS SHAH BE CAUIJ(ED OR SHALL HAVE NEOPRENE GASKET Q I.. J W
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECENE 1 EACH #8 x 111' SCREW EACH. THE SCALE: r =1'-0' ' N ~ N
() Z lL
PANS MAY BE ANCHORED THROUGH BOXED PAN Wl (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W! (3) EACH W 2 'd
THE ABOVE SPECIFIED RIB SCREW. #8 x (d+112') LONG CORROSION RESISTANT S.M.S. W ~ O
~ZN
U-
#8 x 112' ALL PURPOSE ~ ~
SCREW 1r O.C. J
BREAKFORM FLASHING Q
6. 10" #8 x 112' WASHER HEADED
CAULK ALL EXPOSED SCREW CORROSIVE RESISTANT
HEADS SCREWS ~ 8" O.C. ~
ALUMINUM FLASHING W
~~
~ N
SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT Q. j ~
yJ
LL
PLYWOOD 1 OSB BRIDGE ~ 0 ~°
PAN ROOF ~ ~ ~
3' COMPOSITE OR FILLER N -. 0 T
(SPAN PER TABLES) C z ~
3' COMPOSE R C ~ W ~ n
SE OOF PgNQ ~ ~ o m ~
( E SPAN TAg~ N tD a ~ m
' CO ~ OJ ~ ."..^.
~ W>~ ~
STRIP SEALANT BETWEEN L • ~ W O z
WJ0~0••
FASCIA AND HEADER ~ LL ~ ~ _
112' SHEET R K FASTEN TO M a
~ V ~~ LL
PANEL W11 FINE THREAD W
SHEET ROCK SCREWS 16' C 2 N Itl
~ WHEN SEPARATION BETWEEN N W O F-
O.C. EACH WAY DRIP EDGE AND PAN0. IS ~"' ~ m
FASTENING SCREW SHOULD LE 4' THE FLASHING
SS THAN 31 ~ ~ O
BE A MIN. OF 1' BACK FROM SYSTEM SHOWN IS REQUIRED J
THE EDGE OF FUSHING COMPOSITE ROOF:
---- -- ---- #8x7+112'UGSCREWSW!
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS ~.tla•0 FENDER WASHERS
'~ , ,
_.,
SCALE: r' ~'~'~ , :. s' O.C. THRU PANEL INT4~C, .
h; F ~1• a
NOTES: - ~ ; :.
THEi rxrxo.oar .EXt ~L,
1. FLASHING TO BE INSTALLED A MIN. 6' UNDER , , . ROW OF SHWGIFS. .~~
2. STANDARD COIL FOR FLASHING IS 16' ,019 MIL CO~.Y - - - - - - - - - - - '
5116'0x4' LONG IN. ,
3. FIRST ROW OF EXISTING NAILS MAST BE REMOVED TO AJSTALL FLASHING PROPERLY.
SCREW FOR 1.1124; . ~.
4. FLASHING Wlll BE gJSTALLED WJDER THE Fi3T PWHEN POSSIBLE, EMBEDlNENT IN. w ~. .
5. HEADER WILL BE PUTTY TAPED AND CAULKED FUSHgJG IS TO BE ~ ) ~~`
oRTRo ~' .00
INSTALLED. >'~`. .. rt ' , r> s.
8. IF THE DROP FROM THE EDGE OF THE SHINGLE D04VN'TO THE TOP OF THE HEADER LS -
MORE THAN 1' THEN THE DRIP EDGE WILL HAVE TO BE BttGKEN TO CONFORM TO THIS SH ~ ;
GG,,,, y- ~1
DROP. ~; . ~ ~ G~ •,
7. WHEN USING FLASHING THE SMALLEST SIZE . 11 ARABLE SHOULD BE USED. tr ...:. y.,`,: r ~. , , . ~ .
.03 MIL ROLLFORM OR 8' BREAKFORM IS BEST SUI>'ED,FOR HEADER SINCE R KEEPS THE ' . +°Y "^~ >.
FLAP LIP OF THE HEADER BACK FROM THE EDGE ~F, LASHING. ^ . , • ~ ~ ; ~,~,.
8. WHEN SEPARATION BETWEEN DRIP EDGE ~ PANQ ~• . G IS REQUIRED 111' .. ::. • }_
sEPARAT1oN MINIMUM.. • = j WEDGE ROOF CONNECTION DETAIL ~ ~ ' a ;. ~ ~'~
• 9. STRIP SEALANT BETWEEN FASCIA AND HEADER _ ALUTK)nl. , ~ 07-08-2004 ~ • ~ p
SCALE. r 1-0' OF.'" 8
+*,
GUTTER 8R4CE ~ 2'-0" O!C
CAULK
SLOPE
c--
COMPOSITE RDOF
HEADER
CAULK
2' x 9' BEAU -----~
(z) xlo x 112" s.MS. ®1s• aC
FROM GUTTER TO BEAM
FISHING 0.024' OR 26 GA.
GALV.
r x r x o,oo"" x BEAM DEPTH +
4' ATTACH ANGLE'A' TO
FASCIA W12.318"LAG
SCREWS ~ EACH ANGLE
MI.Y, r x 3' x 0.050' S.M.B. (4)
a110 S.M.S. Q EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVER.FWNG DiMEIJSION
SEAM TO WALL CONNECTION:
(2) r x r x 0.060' EXTERNALLY MOON i EO AN3LES ATTACHED TO WOOD WALL W! MIN. (2) 318" z r
LAG SCREWS PER SIDE OR (2)114' x 2.114' CONCRETE MCHOP.S TO CONCRETE OR MA~NRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM CEPTH LARGER THAN 3'
ALTERNATE 314"D HOLE
GUTTER
PAN ROOF
SUPER OR EXTRUDED GUTTER T01" x 9" BEAM DETAIL
scALE: r = r-~
{ALTERNATE) (1) I-314• x 1-314' x 1-3J4" x 118' INTERNAL U-CLIP ATTACHED TO WOOD WALLI+NJ MIN. (3)
318' x 2' lAG SCREWS PER SIDE OR (3j 114' x 2-11h' CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAN DEPTH LARGER THAN 3'
CANTILEVERED BEAM COQ+y~C i !ONTO FASCIA DETAIL
.SCALE: 2' =1'•0'
PAN ROOF ANCHORING DETAILS
RIDGE CAP gEpLp,~
PA,Y HEADER {BREa'S-
#8 x9118' TEKSCREWS @ FORMED OR EXT
PAN RIBS EACH SIDE
CAULK All EXPOSED SCREW _L - ~
HEADS d WASHERS
M8 x 112' S.M.S. {3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
#8 x 1-114' SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
PAN OR COMPOSITE ROOF
PANEL
~ #8 x 112' S.M.S. (3) PER PAN
ALONG PAN BOTTOM
ROOF PANEL TO BEAM DETAIL
SCALE r =1'-0'
WHEN FASTENIRG PANELS
OR PANS TO WOOD PLATES
SCREwS SHALL HAVE A
MINIMUM EMBEDMENT CF 1"
CAULK ALL ExPOSEO SCREYI
HEADSiI,wASHERS
FOR COMPOSTTE ROOFS:
a1o x (r+ 1127 s.MS. w1
1-114'D FEfJDER WASHERS
Q 1r O.C. (LENGTH =
PANEL THICKNESS + 17
~ ROOF BEARING ELEMENT
(SHOWN) AND 24' O.C. (c~
NGN-BEARING ELEMENT (SLOE
wALLS>
FOR PAN ROOFS:
{3) EACH #8 x 112' LONG S.M.S.
PcR 1r PANEL W! 314'
ALUMINUM PAN WASHER
`_ ROOF PANEL
(PER TABLES SECTION 7)
,~ SUPPORTING BEAM
(PcR TABLES)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: r =1'-G"
0.024' x t r ALUMINUM BRK
MTL RIDGE CAP
FASCIA GOYERS PAN ~ SEAM
OF PAN b ROOF
r D HOLE EACH END FOR
WATER REUEF
318' x 3•i/r LOUVER VENTS
OR 3l4'!r wATER REIEF
HOLES REQUIRED FOR 2-117'
d 3' RISER PANS
GUTTERS FORY•'i17' AND LARGER PANS SHALL HAVE A 314" 0 HOLE OR A 319' x 4' LOWER
1r FROM EACH END MID 4d' O.C. BELOW THE PAN RISE BREAK T4 PREVEN T WATER
BUIlDd1P ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2.112' ALSO
PAN FASCIA S GUTTER END CAP WATER RELIEF DETAIL
scALE: r = r~a'
-Im-r-~~I---
RECENING CHANNEL OVER r x 6' S.M.B. w/ (4) #10
BEAM ANGLE PROVIDE 0.060' S.M.S. ~ EACH ANGLE
SPACER RECEMNG ~~ SIDE
CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL
IR10 x 2.112' S.M.S. ~ RAFTER
T:AlLS OR ®2' O.C. MAX. WI MUST REMAIN FOR ANGLE
r x 6' SUB FASCIA STRENGTH
CANTILEVERED BEAb1 CONNECnON AT FASCIA f END VIEWI
SCALE: 2' • T~'~'
.....~•......1
............. .
VARIABLE HEIGHT RIDGE . ~.:.~..~ •.•:. •.
BEAM EXTRUSION
i
ROOF PANEL
a1o x a' s.MS. w1 ua x 1-t12"
- S.S. NEOPRENE NlASHER Q
8' O.C.
.~. • .~ SEALANT
,.. ~ ~8x9116'TEKSCREWQB'
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
118" x 3' x 3" POST ORSIMILAR -=v
tr--- (3)114'D THRU-BOLTS (TYP.)
q6 x 9116' TEK SCREW ~ 6'
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (cD POST DETAIL
• scAiE: r = r~r
n ne~• v "a u i ua-n ui oou
a~
.C
A
a~
b
.~
s;
~D
J
Q
~ Z .,
~ L: ~
~ ~
OLp ~
~U'U
~UJ(rZJ ~
~'WZG~
z ~ ~
~prl-~ I
>~_JGLi_
~~~W~
_1~doZ
~•~Gt~G
~U
~~~r.
ULv Qtr
~L~cLU
Z
W~v
W]a
0= Z c~;
U -•
~~
Q i
I
W
i
Q.
•~v i
N ~
C
C ~!
Gi tD i
(~+ t0 ~
r~
LU ~ l
Jt
~LL~
U ~
C•
ai
L ~
'i
;~'
PJ
~ ~,
'~7
~~~
~0•~
.~~~
~c^~
;~~v
J=MF
J r "~•
J~..~
Jy2~
~QOX~(
'ro0.4
C9 ~ LL
~r•J
=X~"
'o
)m
MTL RIDGE CAP 010 x 4' S.M.S. WI 114 x 1.17 (0 ~ Q
NEOPRENE WASHER ®8" O.C. ..l `U
.VARIABLE HEIGHT RIDGE SEALANT
BEAM EXTRUSKMI ~,~ ~~
~; ~ ,-.,
~-
~
~8 x 9116' TEK SCREW
O.C. ~.
.:~. :':
y' a
~^•~
~
ROOF PANEL
. °` ~
CAULK ALL EXPOS ~ ~/.
EQ ~~ .
-
.
HEADSAND W,. ",~, :
. ~;
r .~
ti
r x SELF MATING BEAM 1~.'
y t`
• `=' '` 0.
118' WELCr'D. ~ y° ;;
.~
Ie5 REBAR IMBEDDED pJ TOP ~ ` '..-' ' ti'"
-C- . ; ,.,
: ~ •
OF CONCRETE COLUMN (BY ~; . ~ J' . a
. • ..`
OTHERS) ..
r
a
;;~; .
~:
- ~ •~. ~.
OOF IDG B
PANEL R TOR E EAM ( 0
D C NCRETE POST DETAIL
scALE: r = r~"
07-08-.004 p
OF O
SUPER OR
EXTRUDED
GUTTER SOFFIT
~~
/ ~
~ ~
~~
~A~e--~k
/~
Table 1.1.1 Allowable Spans for Industry Standard Riser Panels for Varlous Loads
Aluminum Alloy 3105 H•14 or H•25
wind Open Structures
Mono-Sloped Roof , Screen Rooms
i Attached Coven Glass 8 Modular Rooms
Enclosed Overhang I
Canlllever
Regton 182
span 3
span 4
span 1i2
span 3
span /
span tit
span 3
span 4
span AO
Rooh
100 MPH 6'-0' 8'-3' 8'-5' 5.11' T•5' T•6' 4'-11' 6'•r 6'•3' 1'•11'
110 MPH 5.1' T•7 T-11' S'-T 6'•11' T•1' 4'-B' S-7 S'-11' 1'•10'
120 MPM S-10' T•3' T-4' S'-0' 6'•T 6'$' 4'-5' S'-5' S'-T 1'-7
123 MPH 5'•7 T•1' T•3' S'-r 6'•5' S-T' 4'•4' S'•4' S'-5' 1'-0'
130 MPH 5-0' 6'-7 6'•I1' 4'•11' 6'•7 6'-3' 4'•2' 5.7 5'-3' 1'-8'
140 MPH 4'-0' S'-7 5'•10' 4'-8' S'•9 5'•10' 3'•11' 4'•11' S'-0' 1'•T
150 MPH 4'-0' 5'•7 5.10' 4'-0' S'•T 5'•7 7.10' 4'-8' 4'•10' 1'-0'
~_au•.~r.nmrr7,..xmhnL..D.n.l.
wind Open SWdurcs
Morlo•Sloped Roof Screen Rooms
i AHached Covers Glass 6 Modular Rooms
Enclosed Overhang J
Cantllwer
Rplon 182
spsn 3
span 1
span 162
span 1
span 4
span 162
span 1
span 4
span All
Rooh
1D0 MPH 6'•11' B'•10' 9-0' 6'•5' 8'•1' 8'-3' S'•4' 6'-7' 6'•7 7.1'
110 MPH 5•T 8'•4' 8'-0' S'-11' r•s• r•r 5'-0• 6'•Y 6'~' 1'•11'
120 MPH 8'J' T-11' 8'•i' S'-0' T•D' T•7 4'•9' S'•1D' 5'•11' i'-10'
121 MPH 6'-Y T•T T•11' S'-7' 6'-11' T-0' 4'•8' S-7 5'•10' 1'-10
110 MPH 5.11' T-3' T-5' S'•4' S•T 6'-9 4'-0' S'-0' S-B' 1'-7
140 MPH 4'•11' 6'•Y 6'-3' 4'•11' 6'•r 6'•3' 4'-3' S'•3' 5.5' 1'-0'
150 MPM 4'•11' 6'-Y 5-3' 4'•1D' 6'-0' 6'•1' 4'-1' S•0 S-r 1'-T
wind Open Structures
MonoSloped Roof Screen Rooms
i Attached COven Glass 8 Modular Rooms
Encbsed Overhang!
Cmtllwer
Rpbn 182
span 1
span /
spm 182
span 3
spm 4
spm 182
span 1
spsn 4
spen AO
Roofs
1DOMPH 8'S' 10.4' 10-T T-6' 9.6' 9$' 6'•3' T•11' 8'-r 7•S
110 MPH T•11' 9.7 5.11' T-0' B'•10' 9.1' 5.11' 7'•3' T-5' 7-3'
120 MPH r-0' S•3' S•5' 6'-8' 8'-4' 8'f' S-0' 6'•10' 6'-11' 7•r
121 MPH T-Y 9.1' 9.3' 6'-6' B'•3' 8'•5' S•5' 6'-7 6'-10' 7.1'
130 MPH 6'•11' 8'-0' 8'•10' 6'-3' T-11' B'-r S-3' 6'-0' 6'•T 7-1'
140 MPH 5'•10' T•r T•1' 5'•10' T•Y T-4' S'-0' 6'-Y 6'~A' 1'•11'
1soMPH s-1o• r-r r-4• s-0• r-o' r.r 4'•9' s•1r s-0' r-1o•
veer r ear row panel wpm = room wprn * wan wpm • wemang.
Table T.1.2 Allowable Spans for Industry Standard Riser Panels for Various Loads
Aluminum Alloy 3105 H•14 or H•25
1.117' r ~ ~• . n mi• ~ nr S Rlh Rlur D,n.la
Wind Open Structures
MonoSloped Roof Screen Rooms
i AHachsd Covers Glass i Modular Rooms
Enclosed Overhang 1
Cantilever
Regton 162
span 3
span 4
span 1i2
span 3
span /
span 1i2
span 3
span 4
span All
Rooh
100 MPH 15.11' 21'-0' 21'•5' 15'•11' 20.4' 20.9' 13'fi' 16'•8' 1T•7' 4'-0'
11D MPH 16'•6' 21'-0' 21'•5' 14'-10' 15.3' 19-0' 17-8" 15'-B' 16'-0' 4'-0'
120 MPH 1S•T 20.4' 20.9' 14'•3' 18'-1' 18'•9' 11'•6' 14'-7 15'-0' 4'-0'
123 MPH i5~' 15.10' 20-3' 13'•11' tT'•11' 18'J' 11'-4' 14'•6' 14'-7 4'-fY
130 MPN 14'•10' 16'-7 17•r 13'-6' 16'•8' 1T•T 10.11' 17-11" 14'•3' 4'-0"
14D MPH 11'-9' 14'-T 14'•10' i t'-7 14'•7' 14'•10' 10.5' 13'x' 17.7' 7.11'
150 MPH 11'•7 14'-T 14'-10' 11'-7 14'•T 14'•10' S-11' 17.9" 17.11' 3'-9'
Wind Opsn Structures
MonoSloped Roof Screen Rooms
i Attached Coven Glass 8 Modular Rooms
Enclosed Overhang 1
Cantllwer
Regton 162
span 1
span 4
span 162
span 3
span 4
span 162
span 1
span 4
span AR
Roofi
100 MPH B'-0' 10.6' 10-7 T•10' 9.8' 9-10' 6'-4' 8'•1' 8'•3' 7-0'
1tOMPH 8'-0' 9-ii' 10.1' r•r 8'•11' 9.7 S•11' T-4' T-0' 7-0'
110 MPH T-5' S•5' 9•T 6'•7 8'-6' 8'-8' S'•T 6'•11' T•1' 7•r
723 MPH T-3' 9•r 5.5' ti•T B'•4' 8'-0' S'-0' 6'•10' 6'•11• r•r
130 MPH 6'•11' 8'-10' 8'•11' 6'~1' 8'•1' 8'•3' S'd' S-T 6'-0' 7.1'
740 MPH 5'•11' T•3' T-5' 5.11' T•3' T•5' S'•1' 6'•3' S•5' 1'•11'
150 MPH 5.11' T•3' T•5' S'-7 T•Y T•3' 4'•10 S'-11' ti-1' 1'-11'
Wind Open Structures
MaloSbped Rod Screen Rooms
8 Attached Cwen Glus i Modubr Rooms
Encbsed Overhang 1
Cantllwer
Repbn 1i2
span 3
span 4
spm 1i2
span 1
apan 4
spm 162
spen 3
span 4
span AO
Rook
100 MPH 5.11' 17.3' 17.8' 7.1' 11'J' 1 t'•b' T-5' S•5' S-8' 7-11'
110 MPH 7.4' 11'•7 11'-9' fr-6' 10-0' 10.9' 6'•11' 8'-10' 8'•11' 7.0'
110 MPH 0.11' 10.11' 11'-7 6'-0' 9.1 t' 10.1' 6'•r 8'-0' fr•6' 7-r
123 MPH B'-0' 10.9' 10.11' T-11' 7.9' 5.11' fi •5' 8'•1' 8'•4' 7•G
130 MPH 8'-0' 10.4' 10.6' r•5' 7-S 7.8' 6'•3' 7.11' 6'•1' 7•S
14oMPH 6'-11• e'•6• 6'•r 6'-tr e'-6' B'•6' s-11• r•4• r•6' r-4•
tsoMPH s•1r 8'4i• e'-0' 8'-9' 8'~6' e'-t1' S-0' r-D" r-r r-r
f401K I Olaf rDa penal N7oel = roan acorn + was Nadel a ovsmarg.
Table 7.1.3 Allowable Spans for Industry Standard Riser Panels for Various Loads
Aluminum Alloy 31D5 H•14 or H•25
~' r 1r r O.aTt' 2 er S Rih Rlaer Penek
Wlnd Open StruNuru
MonoSloped Roof Screen Rooms
8 Attached C.r•en Gbss i Modular Rooms
Encbsed Overhang f
GnUlwsr
Region tit
spsn 3
span 4
span 182
span 3
spen 4
span 182
span 3
span 4
span AA
Rooh
100 MPH 14'•5' 1T•10' 18'-7 13'•T 16'-7 1T•T 11'•1' 11'•Y 14'•5 4'-0'
110 MPH 17.11' 1T•10' iB'•Y 1T•T 15'•7' 15.11' 10.4' 13'•4' 17•T 7.11'
120 MPH 13'•3' 16'-0' 1T•T 11'-0' 14'•11' 15.3' 7-7 17.6' 17.7 7.7
123 MPM 13'-0' 16'•1' 16'•5' 11'•6' 14'•8' 14'•11' S-0' 174' 17.6' 7-0'
130 MPH 17-T 15'•T 15.11' 11'•1' 14'•Y 14'-5' S•4' 11'•6' 11'•5' 7.6'
140 MPH 10-0' 17-0' 17•r 10.0' 17.4' 17-T fT•1D' 10.11' 11'•7 7.4'
150 MPH 10-0' 17~' 17•r 10-0' 17.4' 17-T' 6'S' 10.5' 10'•8' 7.7
1'r lrrnMn"]nrSRih R{w D,1u1.
Wlnd Open Struttures
MonoSloped Roof Seven Rooms
8 Atlaehed Coven Glass i Modukr Rooms
Encbsed Owrhang 1
Cant6wer
Regton 162
span 3
span 4
spm 182
span 3
spm 4
spsn 182
span 3
span 4
span AO
Rook
100 MPH 15•T 15.3' 15-0' 14'-0' 18'$' 19'•1' 1T•5' 15.4' 15•T 4'-0'
110 MPH 15'•1' 19-3' 15-8' 13'•T 1T-0' 1A'•0' 11'•7 11'•5' 14'•8' r-0'
120 MPH 14'•3' 18'-8' 15.1' 13'•1' 16'•r 1S-0' 10•T 13'•6' 17.9' 4'-0'
123 MPH 14'•1' 18'-r 18'•T 17.1D' 15'•10' 16'•7 10-5' 17.3' 17•T 7.11'
130 MPH 13'•T 16'•10' iT-T t7.5' 15.4' 15•T 10.1' 17.10' 17.1' 7.10'
140 MPH 10.10' 171' 17.8' 10-10' 17-0' 17.8' 7-T 11'•10' 17.6' 7-T
150 MPH 10.10' 17.4' 17-8' 10.10' 17.4' 17-8' 7.1' 11'•3' 11'•6' 7.5'
]• r tY r O.OSM Z er S R16 Rla.r 0.n•le
Wtnd Open SWcturu
MonoSbped Roof Seven Rooms
i Attached Coven Glw 8 Modular Rooms
Encbsed Owrhang 1
Cmtllwer
Regton 1i2
spm 3
span 4
spm 1i2
span 3
span 4
span 182
spm 1
spen 4
spm AR
Rook
100 MPH 18'•3' 27.6' 27-11' 1T-8' 21'•10' 27.3' 14'•5' 10'•6' 1B'•1C 4'4)'
110 MPH 18'-3' 27.6' 27.11' 15-11' 20.7' 21'•0' 17•T tr•T 1T-11' 4'-0'
120 MPH 1T-0' 21'•10' 27.3' 15'•3' 15.6' 20.1' 17.5' 15.0' 16'•1' 4'4T
12] MPH 16'-5' 21'•3' 21'-8' 15'-0' 15.3' 15.8' t7•T 1S-0' 15.10' 4'-0'
130 MPH 15'•11' 20.1' 20.6' 14'•5' 18'-6' 15.10' 11'-9' 14'•11' 15'•3' 4'-0'
140 MPM 17.8' 15-r 15'-11' 17.8' 15-7' 15'•11' 11'•7 14'x' 14'•r 4'-0'
150 MPH 17.8' 15•T 15.11' 1T-0' 15'-r 15'•11' 10.8' 17.8' 13'•11' 4'-0'
Table T.1.5 Allowable Spans for Industry Standard Cleated Panels for Various loads
Aluminum Alloy 3105 H•14 or H•25
1.]I4' r ~ a' r e n7a' cl.,l.~r D,n.l.
Wind Open Structures
MonoSlo ell Roof Seven Rooms
i Athched COven Ghss 8 Modular Rooms
Encbsed Orsrhang 1
Gntllwer
Regton 182
span 3
span 4
span 162
spen 1
span 4
span 1i2
span 7
spsn 4
span All
Roofs
100 MPH 10.6' 17.11' 17-Y 5•T 11'-10' 17-5' B'•1' 5.11' 10.7 7-0'
110 MPH 9.1D' 17-0' 17.10' 8'•11' 11'•1' 11'-3' T-0' S-1' 9.6' 7.10
120 MPH 7-0' 1i'•T 11'-10' 8'-6' 10-5' 10-0' 6'•11' 8-g' fl'•11' 7.8'
12J MPH 7-r 11'-4' 11'-7' 8'•4' 10'•4' 10.6' 6'-7 5.8' 8'•10 7-0'
130 MPH 8'•7 10.10' 11'-1' 8'•1' S-ii' 10•Y 6'-T 5.4' 8'-6' 7.7'
140 MPH T-3' B'•11' 9-r T•3' 8'-11' 9-7 5.3' T•11' B'•1' 7.5'
150 MPH T5' 8'•11' 9-7 T•1' 6'-11' 9.7 5'•11' T-5' T•5 7.4'
1x14' = tr v n n]O• Mul.d D.~ula
Wind Open Struduns
MonoSlaped Roof Screen Rooms
8 Atached Coven Glass i Modular Rooms
Encbsed Overhang 1
Cantllwer
Regbe 182
span 1
span 4
spm tit
span 1
span 4
span 1i2
span 3
span 4
span All
Rooh
100 MPH 11'•3' 17.11' 14'-1' 10.4' 17-1' 17.4' C-0' 10.8' 10.11' 7.3'
110 MPH 10•T 13'-6' 13'•9' S-0' 11'•11' 17-5' 8'-1' 5.11' 10.7 7-1'
120 MPH 10.1' 17.7 13'-0' 9.1' 11'-3' 11'-6' T-5' S-5' 9-0' 7.11'
123 MPH 5.10' 17-T 17.10' B'•11' 11'•1' 11',1' T-4' 9-0' 9-0' 7.10
110 MPH 9'•5' 11'-8' 17.5' 8'-B' 10'•8' 10.11' T-0' S-0' 9-r 7.9'
140 MPH T•10' S-0' 5.10' T•10' S-8' 5.10' S-7 8'•T 8'•9' 7.7'
150 MPH T-10' S-8' 5.10' T-1D' S-B' 5-10' 6'-5' 8'•r 8'•4' T•6'
1x14' x tr x 0.032' Clnted Panels
wind Open Struehrres
Mora•3loped Root Screen Rooms
8 Attached Corers Glau i Moduhr Rooms
Enebsed Overhang 1
Cmtllwer
Repbn 1i2
span 1
spm 4
spsn tit
span 1
span 4
spsn 181
spsn 1
span 1
spsn AR
Rook
100 MPH 17-Y 16'-4' 16'•T 17.5 15-0' 1S-0' 10-r 17.11' 17•r 7.10'
110 MPH 17-7 15'-7 16'•1' 11'•3' 14'-3' 14'•6' 9-0' 11'•8' 17.5' 7•T
120 MPH 11'-7 14'•11' 15'•3' 10.8' 17-8' 17.11' 8'•11' 11'•1' 11'•3' 7-5'
121 MPH 11'-T 14'-9' 15'-0' 10'•6' 17-5' 17-8' 8'•10' 10'•11' 11'•1' 7.4'
130 MPH 11'•1' 14'•3' 14'-8' 10.2' 17-11' 17-r B'-0' 10.6' 10-9 3'•3'
140 MPN 5.7 11'-0' 11'-6' 9•r 11'-0' 11'-6' 8'-1' 10-0' 10.3' 7.1'
150 MPH 9•r 11'-4' 11'•8' 9-r 11'-4' 11'-6' T-0' 9'-0' 9-9' 7.11'
nwe: i ocar ro~pan~ wpul = room wqN + was wpw + Ovemarg. f4ole: Total roof panel wk101= ro~nl width + war width + Overhang.
Table 7.1.4 Allowable Spans for Industry Standard Riser Panels for Varlous Loads Table T.1.6 Allowable Spans for Industry Standard Composite Roof Panels
Aluminum Alloy 3105 H•26 ~~ for Various Loads
3• x 12• a 0.024' 2 or 5 Rlb Riser Panels 11 ~ ~ Aluminum Alloy 3105 H•14 or H•251.0 EPS Core Density Foam
~~
~/ x 40' x 0.024" Psnsls
Wind Open SWctuns
MonoSloped Roof Seven Rooms
6 Atbehed Covers Glass 8 Modukr Rooms
Enclosed Overhang I
Csntllever
Region 162
span 3
span 1
span 182
span 3
span 4
span 162
span 1
span 4
spm All
Rooh
100 MPH 14'-T 1T-11' 18'-0' 13'-8' 1T•5' 1T-9' 11'-7 14'•3' 74'-r 4'-0'
110 MPH 14'-1' 1T-11' 18'-4' 17-7 15'-7 +6'-0' 10.6' 17.5' 17.9' 3'•11'
12D MPH 13'x' 1T5' 1T-9' 11'•9' 15.1' 15.5' 5.11' 17•T 17.10' 7.7
123 MPH 13'•r 16'-3' 1T•4' 11'•7' 14'-1tY 15'-1' SA' 175' 1T-8' 7-0'
130 MPH 17-7 15'-9' 15-0' 11'-r 14'-3' 14'•T 5-S 11'•B' 11'•10' 7•T
14D MPH 10.1' 17-0' 17-9' 10-1' 17-0' 12.9' B'•11' 11'•1' 11'.9' 7.4'
150 MPH 10.1' 17.6' 17-7 10.1' 17.6' 17.9' 8'-0' 10.6' 10.7 3',1'
~G ~ ~
3" x tI' x 0.030' 2 or S RiE Rfser Pmels 3'x48': 0.030' Panels
Open Structures Screen Rooms Glace d Modulo Rooms Overhang!
Wind MonoSloped Rod d Attached COven Encbsed Cmtllwer
Regton 162 3 4 182 3 1 fit 3 4 All
span spm apan apan spm spm apan spen span Rooh
100 MPH 15'•9 15-5' 19.10' 14'-10' 18'-10' 19•r 17.6' 15.5' 15'•9' 4'-0'
110 MPH 15'•3' 19.5' 19-10' 17-7 17.10 18'•7 tY•3' 11'•6' 14'•10' 4'-0'
120 MPH 14'•5' 1B'-10' 19-r 17.7 16'•3' 16'•T 10.8' 17.7 13'-11' 4'-0"
113 MPH 14'•r 1B'•4' 18'-0' 17-t 1' 15'•11' 16'-0' 10.6' 17.5' 17-0' 7.11'
130 MPH 13'•9' 17.1' 17.7 17.6' 15.5' 15'-9' 10.7 17.11' 17-Y 7.10'
140 MPH 10.11' i7-0' 17-7 10.71' 17.6' 17-7 9-0' 17.4' 17-T 7-0'
150 MPH 10.11' 17.6' 17.7 10.11' 17.6' 17A' 9•r 11'•4' 11'-T 7.6'
r a 1r s e.oso' 2 er s Rlh ah.r thnet^
Wind Open Structures
MonoSbped Rod Screen Rooms
i Attached Coven Glue i Moduhr Rooms
Enebsed Overhmp 1
Cmtllwer
R~°n 1i2
spm 1
spm 4
spm 1i2
span 1
span 4
spm 1i2
spas 7
spm 4
spm AN
Rooh
100 MPH 18'-S 27-7 27•r 17.10" 27-0' 275' trr 18'-8' 15-1' 1'-0'
110 MPH iB'-S 27-7 27•r 16'•1' 20.10' 21'-3' 17-5' 17-9' 18'•1' 4'47
120 MPH 1T-10' 27.0" 27.5 155' 15.10' 20'-3' 17.11' 15-11' 16'•3' 1'-0'
123 MPH iT•1' 21'-5' 21'•10' 1Sr 19-0' 17.10' 17.6' 15.6" 15.11' r-0'
130 MPH 16'•1' 20.1' 20'-0' 14'-T 1B'•8' 17.1' 11'•11' 1S•i' 155 4'-0'
110 MPH 17-7 15-9' 16'-i' 179' 15.7 16'•1' 11'-4' 1r•S 11'•9' 4'-0'
150 MPH 17-7 15-9' 1B•1' 17.9" 15.7 16'•1' 10-7 17.0' 1r4T 4'47
naa: { olr roe pane wrom • roan tyros! • wu wpm + wa~~+y
Wind Open Structures
MonoSloped Roof Screen Rooms
8 Attached Cown Glass d Modular Rooms
Encbsed Overhang I
Cantilever
Region 162
span 3
span 4
span tit
span 1
span 4
spen 182
span 3
span 4
span A11
Rook
100 MPH 1T-0' 15~' 1B'-9' 15'•10 18'•6' 1T-10" 11'-8' 13'-8' 13'-3' 4'-0'
110 MPH 16'-6' 15.4' 18'•9' 14'•r 15'-10' 15'-3' 10-0' 17.6' 11'-5' 4'-0'
120 MPH 15•Y 18'•6' 1T•10' 17.3' 14'-10' 14'-4' 9-0' 10.10' 10-0' 4'•1'
121 MPH 11'•10' 1T-9' 16'•1' 17•ti' 14'•6' 17.11" 9-0' 10•T 10.3' 7.11'
130 MPH 11'•r 15'•10' 15'-3' 11'•8' 13'-0' 13'-3" 9-0" 10.1' 9.9' 3'•3'
40 MPH 10.0' 11'-7 10-1D' 10-0' 11'-7 10-10' 8'-d' S-4' S-0' 7.11'
150 MPH 10'•0' 11'•2' 10.10' 10-0' 11'-7 10-10' T-5' 8'-0' 8'-4' 7.10
wind Open Structures
MonoSloped Rod Screen Rooms
8 Attached Cwen Glass i Modular Roortu
Enclosed Overhang i
Cantllwer
Regton 182
span ]
span 1
span 162
span 1
span 4
apan 1i2
span 3
span 4
span All
Rooh
100 MPH 20-0' 27.11' 22'-2' 19.6' 21'•10' 21'-1' U'-0' 16'•r 15.8' 4'-0'
110 MPH 20-0' 27.11' 27•r 17'•11' 20.1' 15.5' 13'-3' 14'•9' 14'-3' 4'-0'
12DMPH 19.6' 21'•10' 21'•1' 15.5' 18'-8' 18'•1' 11'-5' 17.5' 17-0' 4'-0'
123 MPH 18'•5' 21'-0' 20.4' 15.4' 18'-r iT'•r 11'•r 17.1' 17-0' 4'-0'
130 MPH 16'•9' 15.4' 18'•9' 14'•6' 1S•Y 15'-8' 10-0' 17.5' 11'-6' 4'-0'
140 MPH 11'-t0' 13'•3' 17.9' 11'•10' 17.3' iT•9' 5.11' 11'•1' 10.8' 4'-1'
150 MPH 11'-10' 17.3' 17.9' 11'•10' 17-3' 17.9' 9-Y 10.3' 9.11' 7.4'
r = aa'r a e7a' D.nrr,
Wind Open Structures
Mono,Sloped Rod Screen Room
8 Attached Coven Glass b Modular Rooms
Enclosed Overhang!
Canlllever
Region 162
span 1
spm 4
span tit
span 1
spm 4
apan 182
span 3
span 4
span AO
Rook
1D0 MPH 20-0' 27.4' 21'•7 15-1' 21'-4' 20.7 11'•r 15.10' 15.3' 4'-0'
110 MPH 20-0' 27-0' 21'-T iT-0' 17-T 1C•11' 17.11' 14'-5' 17.11' 4'-0'
120 MPH 19.1' 21'a' 20-T 15.1' 18'-3' 17.8' 11'•r 13'•r 17.8' 4'-0'
123 MPM 78'•4' 20.6' 15.10' 14'-11' iT•9" 16'•r 10.11' 17.10' 17.1' 4'-0'
130 MPN 16'•4' 16'-11' 18'•3' 14'•r 15.10" 15'-0' 10-5' 11'•r 11'-3' 44'
140 MPH 11'•T 17.11' 174i 11'•7 17.11' 17-0' 7-0' 10.5' 10.5' 4'-0'
150 MPH 11'•r 17.11' 17.6' 11'•r 17-11' 17.6' 8'•11' 1047 9-0' 7-3'
wind Open Struclurea
Mono,4b Roof Saeen Rooms
i AtlacMd Coven Glau i Modular Rooms
Encbsed Overhand l
GntlhvaT
Rplon tit
:pan 1
span 4
span 1i2
span 1
spm 4
spm 162
spsn 3
span 4
apan AN
Rooh
100 MPH 27.1' 25.10' 24'•11' 2747 2r-T 27-9" tfi•4' 19J' 18'•7 r-0'
1SOMPH 27.1' 25.10' 24'-11' 20'•3' 27.6' 21'-11' 14'•11' 17.10' 16'•1' r-0'
20 M 4- 3'• 1.1 -4 1 1 1 4
123 MPH 11'•r 27.8' 27-10' 18'•4' 20.6' 15.9' /3'J' 14'•5' 14'-0' r-0'
130 MPH 17.8' 21'•1D' 21'•1' 16'-4' 17.3' 18'•7 17fi' 14'-0' 13'•6' r-0'
140 MPH 17.4' 14'-11' 14'5' 17-4' 14'•11' 11'5' 11'•r 17.1' 17-0' r-0'
150 MPH 13'•4' 11'•11' 14'•5' 17.4' 14'•11' 14'•5' 10.4' 11'•T 11'-r /'•4'
Nob: Total roof panel width • room width ~ wall wWth + Overhang
4)
4)
'~
.~
.,.,
~--i
J
Q
t~ Z
~QW
Opp
OZO
~(~U
.J~V, ZfA
~"WZQW
F..
? ~ lYI
> Q
(AJQQ
o~W~WF'
Ulm ~`
~~ oZ
~"QO
0
>'
U D N
~
~IY}'~
U
IYOQU
¢~J W
~
.~
~
Z W
Wed
Who
~ZN
U-
J
Q
ti
W 2N
~
n
N
L.l. J (7
~
J
y
+~+~ pLLa
Z~
U U
C ~ O n N
C ~ W}nut
Q~ a ~~~~
~a ~~
m ~ ~~~~
>Ul`o
W ~ WyZ~
J 0 .O •.
~' ~ ~_~
U Wvwu
C 2Nw
H
~ UO
Wm
3
.
~ `O
J
a..
~-~,
^,~, \; I,
,-
i. .11Y
•r
~'
~:'
rM
4~4 +,>
~:.
. _~
,~
.~.
~~
i, '&°'
• ="
ti : ,. .
~ f:At
`'& , 4•t
~' . v
c.r` •
`r ,,
,SHE=ET:
_'
.1 ~
'
~,
f -
OT-08.2004 8
OF
General Notes and Speciflcations:_
The followirn3 extrusions are considered to be'Industry Standard' shapes. The properties are based on de
drawings famished by Florida Extruders International, Inc..
1.00" A = 0.243 in? 3.00' A = 0.716 In.'
WT = 0.276 p.lf. WT = 0.820 plf.
--~k
b Ix=0.136 h! b Ix=0.477 h'
o.oaa o o.ol + N sx = o.an in
N Sx=0.137h
' ~ 6063 -76 ~ 6063 -T6
1" x 2" x 0.044" OPEN BACK SECTION 3" x 2" x 0.070" PATIO SECTION
scALE: r = r.o' scALE: r = r-o'
1.00" 3.00'
A = 0.287 in'
WT = 0.329 pJ.t. A =1.081 k~.'
b lx = D.3681n' b WT =1.239 p 1.f.
0.044 ~ Sx = 0.247 h' 0.09 -}- ~ lx =1.523 In.
6063 • T6 Sx =1.015 ~.'
6063 - T6
1" x 3" x 0.044" OPEN BACK SECTION 3" x 3" x 0.093" PAT10 SECTION
sCALE: r = r•D'
SCALE: r =1'-0'
2.00" A = 0.424 h'
WT = 0.488 plf.
b bC = 0.232 h' 3.00"
0.044 ~' ° Sx = 0.234 h'
fV
-'k 6063 - T8
A =1.438 in?
2" x 2" x 0.044" PATIO SECTION o.12 -}- o wr =1.sa6 p.l.r.
SCALE: r =1'-0' " Ix =1.984 ~.'
-^k = ~
2.00' A = 0.496 ~' Sx 1.323 n.
WT = 0.568 pJ.f. 6063 - T6
b Ix = 0.276 in!
0.055" -•- N Sx = 0.279 h'
3" x 3" x 0.125" PATIO SECTION
-'4~ 6063 • T6 SCALE: r =1'-0'
2" x 2" x 0.055" PATIO SECTION
SCALE: 2' =1'-0'
3.00' A = 0.451 M.'
WT = 0.620 p.l.f.
b Ix = 0.336 in.
0.045' ~- N Sx = 0.336 in?
-'k 6063 • T6
3" x 2" x 0.045" PATIO SECTION
scALE: r = r-D'
4.00"
A =1.938 in.'
wT = z.221 p.l.r.
b Ix = 4.854 ~.'
0.12 ~- °~ Sx = 2.427 in.'
6063 - T6
2.00'
A = 0.451 h'
WT = 0.620 p.l.f.
b Ix=0.640 h'
0.04
6063 - 76
2" x 3" x 0.045" PATIO SECTION
SCALE: r = 1'-0"
z.oo•
A=0.685 h'
WT = 0.785 pJ.f.
Ix=1.393 h'
0.050' + a Sx = 0.697 h'
6063 • TB
2" x 4" x 0.050" PATIO SECTION
2.00'
A = o.ss4 h'
WT =1.093 pJ.~
be = 2.987 h'
0.062' -}' ~ 5x =1.195 h'
6063 . T6 .
Z" x 5" x 0.062" PATIO SECTION
SCALE: r =1'-0"
4" x 4" x 0.125" PATIO SECTION
scALE: r =1'-0'
2.00'
A = 0.482 in.'
WT = 0.552 p.l.f.
b IX = 0.609 in. `
0.050" -I- °. Sx = 0.406 h'
6063 • T6
2" x 3" x 0.050" TILT SECTION
SCALE: r = i'-0'
2.00'
A=D.582h'
WT = 0.667 pJ.f.
b N=1.228 h'
0'050' -I" . ° Sx = 0.614 h'
v
6063 - T8
2" x 4" x 0.050" TILT SECT)ON
scALE: r = r-o"
2.00"
A = 0.613 in?
WT = 0.702 p.l.i.
o
~' Ix = 0.773 in!
~
o.oa ~
5x = 0.515 h
6063 - T6
2" x 3" x 0.045" SPECIAL SECTION
scALE: r = r•o'
3.00"
A=0.562 h'
WT =1.122 p.l.f.
0.093 -)- g Ix = 0.762 h.'
~ Sx = 0.920 h'
6063 • T6
3" x 3" x 0.045" FLUTED SECTION
scALE: r = r-D'
2.00'
A=0.772 h'
b wT = o.66sp.lf.
0.046' -I- b o Ix =1.940 h'
~ v SX = 0.959 h'
O
6063 - T6
STITCH W! (1) #8 S.M.S. ~ 24' O.C.
TOP AND BOTTOM
2" x a" x o.oas" x x100"
SELF MATING BEAM
SCALE: r =1'-0'
2.00"
A=0.964 h'
WT =1.105 p.l.f.
0.049" -}- °o Ix = 3.691 h'
N ~ Sx =1.468 h'
0 6063 - T6
STITCH W! (1) #8 S.M.S. (q 24' O.C.
70P AND BOTTOM
2" x 5" x 0.050" x 0.120"
SELF MATING BEAM
2.00'
A=1.095h'
WT=1.255pJ.fi
0.050' + $ 1x = 5.91s h•
m Sx =1.965 h'
N
6063 - TB
o ,
STITCH W! (1) pe S.M.S. ®24" O.C.
TOP AND BOTTOM
2" x 6" x 0.050" x 0;120"
SELF MATING BEAM
scALE: r = r-o'
2.00'
A=1.259 h'
WT =1.443 p.l.t.
0.055' -{- $ ix = 8.746 h`
Sx = 2.490 h'
N 6D63 -
0
STITCH W1(1) #8 S.M.S. ~ 24' O.C.
TOP AND BOTTOM
2"x7"x0.055"x0.120"
SELF MATING BEAM
SCALE: 2' =1'-0'
2.00'
A = 2.250 in?
b WT = 2.576 p.l.f.
0.055' o Ix =15.427 h'
r, Sx = 4.408 in'
b 6063 - T8
N
r
O
STITCH WI (1) #8 S.M.S. ~ 24' O.C.
TOP ANO BOTTOM
2"x7"x0.055"x0.120"
SELF MATING BEAM WI INSERT
SCALE: r =1'-0"
2.00'
v
N
N
C
A =1.853 In?
, WT =2.123 p.Lf.
0.07" -} °o Ix =16.638 h'
Sx = 4.157 in?
6063 - T6
STITCH W! (1) #8 S.M.S. Q 24' O.C.
TOPAND BOTTOM
2" x 8" x 0.072" x 0.224"
SELF MATING BEAM
scuE: r = r-o'
2.00' 2.DD" A = 0.666 h'
WT = 0.763 p1.f.
(1) #8 x 1.102' UPRIGHT:
m S.M.S. (~ 6' 0.044 -~- o ~
o IX = 0.694 h' SX = 0.466 in?
~ FROM ENDS, TOP N •~
° A =1.990 h' OR BOTTOM AND BEAM: Q
WT = 2.260 .I.L Q 16" O.C. 0.044 IY :0.406 m.• Sy = 0.410 in.' ~
p' 6063 - T6 '~
Ix = 21.981 in. 2,00 o ~
~•~ 1"x 2" x 0.044" OPEN BACK SECTION WITH c
~~ " " ~
2 x 2 x 0.044 PATIO SECTION .,
1 #8 x 2-112' SCALE: r =1-0'
()
S.M.S. Q 6' 2 ~,
FROM ENDS, TOP A = 0.847 h'
OR BOTTOM AND
STITCH Wl (1) #8 S.M.S. ~ 24' O.C. (~ 16.O.C. OR b WT = 0.971 pJ.1.
TOP AND BOTTOM PILOT HOLEW/0.044' -}- N UPRIGHT:
2" x 9" x 0.072" x 0.224" ~ ANO (1) #8 x ~ Ix =1.295 in ~ sx = o.s54 in.'
112' S.M.S. gam;
SELF MATING BEAM INTERNAL s' = 0,540 in! s = 0.545 ~,? --I
- ~ FROM ENDS, TOP ry y Q
SCALE: 7 -1-0' 6063 -T6 ~
OR BOTTOM ~ Z
AND Q 16' O.C. ~ Q W
" " " Opp
2 ~. 2 x 2 x 0.044 PATIO SECTION WITH p
" " " a,ZO
2 x 2 x 0.044 PAT10 SECTION ~ U
scALE: r = r-a' -' cn Z ~
} ~
~ ZWZOQ
~ -OpF+-I-
o , ~fnJ~W
A = 2.355 h' 2.00' o A = 0.592 in. °~ W '- W ~
WT = 0.678 p.l.f. U (r ~ a0
WT = 2.698 p.l.f. '- ~ m O
0.08r °o Ix = 26.481 h' 0.044 UPRIGHT: J ~ Q ~ Z
+ of Ix = D.457 h' Sx = 0.355 ~n? ~- p N ~
Sx = 5.885 in? 5 ~ fJ -
0.044 -I- 4 U ~ lY ~- ~'
6063 - T6 N
ly = 0.369 in.' Sy = 0.369 in? Q ~ ~ Q
--'!c - f - J ~ W
6063 - T6 Z to W (A
W~~1•
Who
1" x 2" x 0.044" SNAP CAP SECTION WITH ~ Z N
STITCH W! (1)1!8 s.M.s. @ 2a• o.c. " " ~ "
T P AND B TTOM 2 x 2 x 0.044 PATIO SECTION ~~
0 0 ~
SCALE: r =1'-0' J
2" x 9" x 0.082" x 0.306" Q
SELF MATING BEAM
scALE: r = r-D'
ti
W 2N
f` N
a J~
~J
2.00" ,±•~ 0 u. a
~ ~z~
C ti0~~
C ~• W~n~n
~ tv ~ ~om~
c (D OIr~i~
W T J F vt0
W~ •.~
> w
W~ o „
A=3.032in.' J p N p"
WT = 3.474 p.l.t N W ° a
o IX=4 V WaWLL
0.092' -I' c 2.583 b. . C W & w
'' Sx = 8.504 h' ~ x --
~~}~ ._: W
.,~. .~• ,,~o
STITCH W! (1') ;~~"' . • y a
, ,t .,d_ v
#8 S.M.S. ~ 24 ~.. • •',~
O.C. TOP ANO ~ ; ~~ •
BOTTOM - ':~ • ~~ o
~> . ~!.
- ~ ~:;
. ,.` ,.:r
" " " 03 9" ~.~ gyp' o~' ~ -
•'
SELF MATING BEAM ~ - ~-~ . _ -~~
"~' '. ~` -
~•_,
~ ~
~~,
~.~~~
•$
_ ~ ~SEAL
K :..
SHEET
ol•oe-zooa 8
OF
Table 9.1 Allowable Loads for Concrete Anchors
Screw SW Embedment
Depth Min. Edge Dist i
Anchor Spacing Albwable Loads
d ^ diameter (In.) 5d (In.) Tension Shear
ZAMAC NAMJN (Drive Anchors)
114' 1.112' 1.114' 273# 236#
T 1.114' 316# 236#
TAPPER (Concrete Semvs)
3110' i-114' 15116' 288# 167#
1.314' 15!16' 371# 259#
114' 1.114' 1.114' 427# 200#
1.314' 1.174' 544# 216#
319' 1.112' 1.718' 511# 402#
1.314' 3.318' 703# 455#
POWER BOLT (Expansion Boq)
114' 2' 1.114' 624# 261#
916' 3' 1.718' 936# 751#
376' 3.112' 1.716' 1,515# 1,425#
112" 5' 2.112' 2,332# 2,220k
POWER STUD edge Anchor
111' 2.314' 1.114' 912# 326#
318" 4.114' 1.718' 1,358# 921#
172' 6' 2.1R' 2,271# 1,218#
99' T 2.114' 3,2B8N 2,202#
rrorle:
1. Conasle strews are rwnited to r embedment by rtanuladuron.
2. Valtws Rated ire agowed bads wiOr a sahy hda d 4 applied.
3. Products agwl b ravel maybe substiiuled.
4. Arrclars reviving beds perpendiallar b the dameter an h tension.
5. Abwable bads are Increased by 1.00 for wkd bad.
8. Minirrxxn edge distance and center b tenter spacig shah De Sd.
7. Anchors rtrvi+irig bads paragel b ere diameter aro shear bads.
8. A 133%klaease has been applied beause wkrd upgA'n ony bad.
Example:
Determine eie rlixrlber d rnncrete anchors required br a pod
enebwn by ttividxg the upliq bad M ere anchor a9owed bad.
Fa a r x 1, tram with::paring = r•o• O.C.,
albwed span =20'•5' (Table 1.1)
UPLIFT LOAD =112(BEAM SPAN) x BEAM a UPRIGHT SPACING
NUMBER OFANCHORS = 112{20AZ') x T x 10N f Sq. FL
= ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS 11/.70N = 1.67
417s
Therefore, use 2 anchors, one (i) on each side of upright
Table b based on Rawl Products' alowade bads la 2,500 p.s.i. concrete.
Agowable Load Covenbn Multlpllen
for Edge Distance Mon Than Sd
Edge
Dhtance Mult
Tension lpllen
Shear
Sd 1.Q0 1.00
6d 1.00 1.20
ld 1.08 1.40
8d 1.11 1.60
9d 1.14 1.80
iDd 1.18 2.00
ltd 1.21
12d 1.25
Table 9.2 Wood b Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Agowable • load end Attributable Rool Area for tI0 NPH wind Zone (21.42 N 1 SF)
!C_•1U1"A O._iw... .u.-. IA." 1M llou 11._ r.....-.. i"" t.~l. .• ^"«..,., w11Ai. n"na1
CONNECTING TO: WOOD for OPEN a ENCLOSED Buildings
Fastener Length of Number o f Fasteners
Diameer Embedment 1 2 3 4
1' 264N • 10 SF 528# • 19 SF I92N - 29 SF 1056# • 39 SF
114"e 1.117 396N • 14 SF 792N • 29 SF 1188N • 43 SF 1584# • 58 SF
2.112' 660N - 24 SF 1320# • 4B SF 1980N • 72 SF 2640N • 96 SF
1' 312N • 115E 624N • 23 Sf 936N • 34 SF 1246# • 46 SF
916'a i-1R' 468# • 17 SF 936N • 34 5F 1404N • 51 SF 1672# • 68 SF
2.117 780# • 28 SF 1560N • 57 SF 2340N • 85 SF 3120N • 114 SF
1' 356N • 13 SF 712N • 26 5F 1068# • 39 Sf 1424N • 52 SF
318'a 1.1(2' S]4N
19 5F 1068# • 39 SF 1602N • SB 5F 2136# • TB SF
2112' :
B90N 32 SF 1180# • 65 SF 2670# - 97 SF 3560# - 130 SF
ONNECTING TO: CONCRETE (Min. 2,500 psfJ fa PARTIALLY ENCLOSED Buildings
Fastener Length of Number of Fastmen
Olameler Embedment 1 2 3 4
TYPE OF FA STENER ^ "Quick S eC Concnte Screw Rawl Zemae Nailin or EquWalenl)
114"e 1-117 133N • 8 SF 466N • 17 SF 699N - 25 SF 932N - 34 SF
r 270M • 10 SF 54DN • 20 SF 810N • 30 SF 1 OBON • 39 SF
TYPE OF FA STENER ^ ConeroN Screw Rawl Ta pper or Equivale nt
3116"a 1.112' 246N • 9SF 492N • 18 Sf 73811.27 SF 984N - 36 SF
1.314' 317N • 12 SF 634N • 23 SF 951N • 35 SF 1268# • 46 SF
114"a 1.1!!' 765N • 13 SF 730N • 27 5F 1095N - 40 SF 1460N • 53 SF
1.3N' 465N-iTSF 930N•31SF 1395N-515F 1B60N•68SF
3ro'e 1.112' 437N • 16 SF 674N • 3T SF 1311N • 48 SF 1748N • 64 SF
1.314' 601N • 22 SF 1202N • 44 Sf 1803N • 68 SF 2404N - 88 SF
TYPE OF FA STENER ^ Expansio n Bogs (Rawl P ower Boll a E alert)
319'e .2.112' 12D5N • 41 SF 2410N- BB SF 3615N-132 S 4820N -176 S
3.117 1303N • 48 SF 2606N- 95 SF 3909N -143 SF 521211.190 S
1/ra 3' 1806N • 68 SF 3612N -132 5418N • 198 SF 7224N • 263 S
5' 1993N - T3 SF 39B6N • 115 5979N • 218 SF 1972N -291 SF
"°r'' NYIWD LDAD CONYERSN)N TABLE:
1. TM mkiiraim tYatarree (ran iM edge d ere tanueh b ~ y,,~ ZAnes7Regbns otlrer ~ 120 MPH
NN cotretaM India and spackp beaveen aridiors shat not (Tables Shown). mrNliply agaweble bads and roof
be leu aarr 5d 1t41ero d'a the arldror bernNer. aroas by the rxxwersiai Nebr.
2. Allowable beds haw been Yicn»ed ty 1.331a wind
3. ANowabk rod areas an based on beds br Glass f
Errdosed Roorro (MWFRS);1=1.00:
4. fa pertlaNy eridoeed bugdYgs use s nxdtipller b rod
area d 0.77.
5. Fa sstion 1 i 2 nadtlpy rod anal by 1.30.
WWD
REGION APPLIED
LOAD CONVERSNON
FACT1Nt
100 19 1.19
110 23 1.08
120 27 1.00
123 29 0.97
130 32 0.92
110 31 0.85
150 43 0.79
Table 9.3 Wood 8 Concrete Fasteners -or Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable • Load and Attrbubble Roof Ana for 120 MPH Wind Zone (35.53 N 13F7
rt:er talind Qeelen= nrMr rh=n 1m uDN I h• f'w.w..el,.., T"A6 "t nn^,,... "/ X1.1" .....-1
CONNECTING T0: WOOD for PARTU.LIY ENCLOSED Buildings
Fastener Length of Number of Fasteners
Diameter Embedment 1 2 3 4
1' 2tr4N • T 5F 528N -15 SF 792N - 22 SF 1056N • 30 SF
114"a 1-112' 396N -115F 792N • 22 5F 11 BB# - 33 5F 1584N - 45 SF
2.112' 660N • 19 SF 1320# • 31 SF 1980# - 56 SF 2640N • 74 SF
1' 312N - 9SF 624N -18 SF 936N - 28 SF ,1248N . 35 SF
916'e 1.112' 468N • 13 SF 936# • 26 SF 1404# - 40 SF 1872N - 53 SF
2.112' 780M • 22 SF 1560# - 44 SF 2340N • 66.5E 3120N • 88 SF
1' 356#•tOSF 712N•2DSF 1068#-30 SF 1424N-40 SF
J78"e 1.1,7 534# • 15 SF 1068N • 30 5F 1602# - 45 5F 2136# • 60 5F
2.112' 890# • 25 SF 17BON • SO SF 2610# • 75 SF 3560N • 100 SF
ONNECTING TO: CONCRETE Min. 2,500 psij la PARTIALLY ENCLOSED Bulldin s
Fastener Length of Number or Fastener
Diameter Embedment 1 2 3 4
PE OF FASTENER ='Quick SeC Concrete Spaw (Rawl 2amac Nagln or E ulvalmt
114"a 1.111' 23JN - B SF 466N • 17 SF 699N • 25 SF 932N • 34 $f
7 270# • 10 SF 540N • 20 SF 810# - 30 SF 1080N - 39 SF
PE OF FA STENER = Concrob Screw (Rawl Tap per or Equivale nt)
3116"e 1.112' 246N - 7 SF 492N • 14 SF 738# • 21 SF 984N • 28 SF
1.314' 311N•9SF 634#•185F 951N-275F 1268N-36 SF
114"a 1.17 365N • 10 SF 730N • 21 SF /095N - 31 SF 1460N - 415E
1-314' 465N • 1J SF 930# - 26 SF 1395N • 39 SF 1860N - 52 SF
37t'a 1.111' 437N • 12 5F 814N • 25 SF 1311N • 37 5F 1748N • 49 SF
1.3,'4' 6p1N • 17 SF 1202N • 34 SF 1803# - St SF 2404N - 68 SF
E OF fA STENER =Expansio n Balb (Rawl Po wer Boq or Equ Mlent
3ro'e 2.112' 1205N • 34 SF 2410N • 68 SF 3615# -102 SF 4B20N • 136 SF
3.117 1303N - J7 SF 2606N • 73 5F 3904N -110 SF 5212N • 147 SF
1@"a 3' 1 BD6N - 51 SF 3612N • 102 SF 5418N • 152 SF 7224N • 203 SF
5' 1993N - 56 SF 3986# • t 12 SF 5979N -168 SF 7972! •224 SF
nvws:
i. Tire rrrewraxn distance horn the edge d the WIND LOAD CONVERSION TABLE:
concrete b the oorxxete ands and spactng Fa WiM ZonesJRegions other than 120 MPH
between arrdars shag rat be less than 5d where d (Tables Shown), multiply albwable bads end roof
k Ole arxdar diameter. areas the tomersfon fads.
by
2. ANowade bads have been hueased by 1.33 WIND APPLIED CONVERSION
~ wired 6~5• REGION LOAD (ACTOR
3. ARowabb cool areas are based on bads 1a 100 25 122 1
Glass l Partia9y Enclosed Rooms (MwFRS);1= 110 30 1.11
1'~' 120 35 1.03
4. /. Fa Glass 1 Enclosed Roans and Sedans 1
a 2 use a multiplier to rod area d 1.30. 123 37 100
130 42 0.94
140 48 0.88
150 56 0.81
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6063 T•6 Alloy Aluminum Framing
(As Recommended By Manuhcturers)
SeN•Tepping end Machine Strews Allowable Loads Tensile
Stnnglh SS,ODO psi; Sheer 24,000 psi
Screw Allowable Tensile Loads on Screws fa Nominal Waq Thickness ('t~ (Ibt.)
Siu Nd O.D44' 0.050' 0.055' 0.072" 0.081' 0.092" 0.125' ;
N8 0.164" 182 201 228 298 340 3(11
#10 0.190' 211 240 264 345 393 441 -
N12 0.210' 233 265 292 382 435 488
N14 0.250' 278 316 347 455 5111 581 789
111' 0.240" 267 303 333 436 497 558 758
916' 0.3125" 347 395 434 568 647 T26 986
318" 0.375' 417 473 521 682 776 871 1,184
117 D.SO' 556 631 694 909 1,035 1,162 1,578
AllowabM Shear Loads on Strews for Nominal Wall Thickness lbs.
Screw Single Shear
Size Nd 0.044' 0.050" 0.055' 0.012" D.DBr O.D92" 0.125'
N8 0.1W' 115 199 219 286 326 366 -
N10 0.190' 203 230 257 332 378 -424 -
Nt2 0210' 224 255 280 367 418 438
N14 0.250" 261 303 333 436 497 558 756
114" 0.210' 256 291 320 419 477 535 721
5116' 0.3125 333 379 417 546 621 691 941
~3ro' 0.31s 4DD 155 500 655 145 636 1,136
112" 0.50' 533 606 667 873 994 1,115 1,515
Allowable SMar Lwds on Serowe fa Naminal Wad Thkkness lbs.
Screw Double SMar
sl:e Nor D.o44• a.D50' o.os5• 0.072" o.oer a.o9r o.12s
N8 0.161" 350 398 436 512 652 732
N10 0.190' 406 460 506 664 756 846
N12 0210 448 510 560 731 836 676
N11 0250' 534 608 666 672 991 1118 1516
1N' 0240' 512 562 640 838 954 1070 1454
5116" 0.31 666 758 •834 1092 1242 1394 1694
aro• O.3TS 600 910 1000 1310 1190 1672 2212
1@' 0.50' 1066 1212 1334 1746 1988 2230 3030
nvw=:
1. Scnw goes ttrrxrph two fides d members.
2. AN barrel lergers; Ceku Industrol Quardy. Use rtgrrufadurers grip range b match btal
waN tlrickrress d torwrectim. Use bbles b select rivet substiNdon 1a screws d anchor
spetxfia6orrs b drawings.
3. MirWmum tllidrrress d hartle rnertlDers is 0.036' ehxnirxarr end 26 ga. steel
Table 9.5A Allowable Loads d Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Ooen or Enclosed Structures (at 27.42 RlSF
Fastener
dlem. min. edge min, ctr. No, of Faslenen f Roof Area (SF)
disance to cd. 11 Aru 21 Am 31 Ana 4 f Ara
114' 1C1' 98' 1,454 • S3 2,908.108 4,362.159 5,619.212
5116' 318" 718' 1,894.69 3,788.138 5,682.207 7,576.276
316' 314" 1' 2,272.62 4,544.166 6,816.249 9,OB8.33i
177 1" 1.114' 3,030.110 6,060.221 9,090.332 12,120.442
Table 9.56 Allowable Loads d Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Partially Enclosed Structures 1'a135.53 #1SF
Fastener
diem. min. edge min. cd, No. of Fasteners! Rool Area (SF)
disbnu loth. 11Ana 2l Ara 31Arn /lAra
111' 1@' 98' 1,454 • It 2,908.82 4,362 -125 5,819.164
5116' 318" 718' 1,694.53 3,186.107 5,682.160 7,576 - 213
318" 314" 1' ?,272.64 4,544.128 6,816.192 9,088.256
17T' 1" 1.114" 3.030-BS 6,060.171 9,090.256 12,120-341
Notes for Tables 9.5 A, 8:
1. Tedes 9.5 A a B an based on 3 second
wkd gusts a1120 MPH; Exposuro'8'; I =1.0.
Fa tbrports a screen roans miePh' tlH Glass
! Par6aly Enclosed bads a and areas show
by 1.3.
2. Mnirtium spat*ig b 2.1@d O.C. for scmvs
a bulb and 3d O.C. fa riwb.
3. Mk1Nrom edge Igsbrrn b ?d la screws,
bolt, and rivets.
Albwabk Load Covarsion
Multipliers
la Edge Dhtances Mare Than Sd
~~ Allowable oed
Mutt! Ilan
Disbna Tension Shear
12d 125 -
11d 1.21 -
1oa 1.16 z.oo
9d 1.14 1.60
8d 1.11 1.60
Td 1.08 1.40
6d 1.04 1.20
Sd 1.00 1.00
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wend Sunnnrt
Metal to PI Dori
1R' 4 ply 98' /ply ]14' 4 pl
Screw Diameter Shear
(Ibs.) Pull Out
(Ibs.) Shear
(Ibs.) Pull Out
(Ibs,) Shear
(Ibs.) Pull Out
(Ibs.)
#8 93 48 113 59 134 71
N70 100 SS 120 69 141 18
N12 118 71 131 76 143 94
N14 132 7D 145 88 151 105
TahL 0 7 OtI1TIn11T RIVPtt W1rh Ot11TIf111T At ttPPl leaanrlrPl
Aluminum Mandrel Steel Mandrel
Rivet Diameter Sevier llbs.} Sheu Tension (Ibs.) Shear
118' 129 176 210 325
937 187 263 340 490
3118' 262 375 445 720
Table 9.8 Altematfve Angle and Anchor Systems for Beams
Anchored to Walls, Uprights, or Carrier Beams
,.__,_.._ r__... ~ . __,._. ~L_
fxhusion Type Size Descdptlon To Well To
Upright 1 Beam
e 1'x1'x0.045' 3116' N1D
Ande 1' x 1' x 1116' 0.063' 3116' #12
A 1'x 1'z fro' 0.125' 3116' #12
1.112" z 1.112' 1116' 0.067 114' N12
1.1/2"x1.172'3116'0.iB8' 114' Ni4
1.1iI x 1.112' 118' O.D6 1!4' #14
1.314" x 1.314' x 118' 0.125' 114' N14
r x r x o.093• 31e• 316•
r x r x 116' 0.125' 5116' 916'
e rxrx3716'0.313' 117 112'
Uthannel 1.314' x 1.3/4' x 1,'V4' z 118' 378' N14
lJthannel 1' x 2.118' x 1' x 0.050' 5116' 5116
Uthannd 1•trlx2•tro'x1.112"x0.043' 1!2' Ni4
~.,.. ",,. r+ow" rv wwly nor", aivv yvx ry~w w uoyu. w wan
Table 9.9 Minimum Anchor Size for Extrusions
WeN Connecuon
Exbusbns WaN MeblUpdght Concnte Wood
7 x 10' 111' N14 114' 111'
r x e" U4' N14 114' 114'
r x t' 1N' N12 114' #12
7x7' 3116' N10 3116• N10
.. 2" x 6• a ksa 3116• N8 3116• NB
1NaN, beam and upright nwikrarm arrcha alas she9 be used for super gu0er
rxsxtec6an,
Table 9.10 Altemathre Anchor Selection factors for Anchor! Screw Sizes
MeW to Mehl
Anchor Sl:a N8 N10 N12 N14' 918" 318'
N8 1.00 0.80 0.58 0.46 0.27 11,11
N1D 0.80 1.00 0.72 O.S7 0.37 0.26
N12 0.56 0.72 1.00 0.78 0.48 0.36
N14 0.46 0.51 0.78 1.00 0.59 0.46
916" 021 0.33 0.48 OS9 1.00 0.79
3!8" 0.21 0.26 0.36 0.58 0.79 1.00
Altematfve Anchor Selection Factors for Anchor! Screw Sizes
Concnte and wood Archon
(conaeh aaews: r maxlmtrm embedmenh
Anctux Slxe 3116' 114' 316'
3116' 1.00 0.83 0.50
114' 0.63 1.00 0.59
318" 0.50 OS9 1.00
Dyne Bdb (1.98' and
2-1N" embedment nspecWely)
Anchor 3116' 112"
Sl:e
3116' 1.00 0.46
112' 0.46 1.00
' Multiply the number d N8 strews x sire of anctrorlsaew desked and round up b the next even number of screws.
example; q (10) #8 stmvs are required, the rumba d N10 screws desired is:
0.8x10^(8)N10
~~,
~,_ .
••~
~~
•.~~~
~,; .
~~
' ~..
t • ~ Tr°
::~
i ~ • '~.?~
+^ . L:'~,
/ • a~ •
~3
n}
,.~>
`r ! a~
07.08-2004
.~
Q
b
ur
..
..a
O
J
Q
to Z
Q t1i
~ZO
~UU
J~~Zf/1
}wZO~
Z ~ i~ m
~ - Q
~NJOi-
W ~ LL;
U ~ (n rt ~
~~QoZ
}~~N~
~U_ ~
U~tY~-U
Q ~ ~ ~ W
F. 'U ~ N
Z (n LL
W ~ O
Who
~ZN
U --
J
Q
L
W 2~
'"
1.1~. J ~
J
y
a~•+ QLLa
N ~~~
F-~~r~i
C ~ W}~~
~ ~ ~o~~
tD O I a°i ~
t- J F- v ID
W~..
~ Wro
W ~ wv~z~
J O 0 ..
N u- ' ~_~
aLL
U Wv~
f: ? N ~
~ 00
,~' W to
`4 se( ~0
~ '
.•J• .~
t
^'.
.~
- •SEAL
-y .
ff EEl'' `
8
OF