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i SECTION 1 SCREEN CABLE CONNECTION
�, �1 t „ 9r ., #':;' g as ,I'- , < •;. {7vP.) W TION 1 (METER MEMBER
• fi (SEE DETAILS SEC ) PER
S
SCREENED ENCLOSURE 'I�- �-
I HOST STRUCTURE � I
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General Notes and Specifications: r x z•(ryP.) (SEE DETAILS sEcnoN 1)
(SEE TABLE 1.3)
CABLE CONNECTION
'k- GRADE (SEE TABLE-. H2 GIRT
structures of CONNECTION H1
I
1. The following structures are designed to be married to block and wood framW adequate K-BRACING(OPTIONAL) CABLE CO E
raJ k4CN I , I
sit condition and SEE DETAILS SECTION 1
structural capacity.The contractor/home owner shall verify that the host ate good ( )
GRADE
} of sufficient strength to hold the ed .
I
addition
1 11 h I 1 1 en9� PraPas
I 1 I
2. If the owner cr contractor has a question about the host structure,the owrW(at his own expense)shat hie TYPICAL FLAT ROOF-ELEVATION
K BRACING(OPTifb E CONNECTION
l;Sh ch-
) CARL
an architect, v �PeY
eat, neer.or a t�rtfied home inspection to hodl; N.T.S.P� Y �h SCALE. N GIRTT((+TyP•) (SEE DETAILS SECTION 1)
3. The structures designed using this section shall be limited to a maximum OW and�it hoot
PERIMETER WALLS AND
(+ I 3 I j of 55 and a maximum upright height of 20.Structures larger than these shah have silo sper4Tic EXISTING STRUCTURE FRAMING SIZES SCREEbII((Typ,)
engineering.
{ i `
+C ( ( { (TABLE 1.3 0R 1.4)
` :+ 4. Spans are for enclosures with mean roof heights less than W. For greaWn .consuk /~ NOTE:USE H2 FOR CABLE AREA CALCULATION
L rW ALUMINUM BEAMS
} ,c+(I ;. , r, { I !'' ,, i•; li i,., S. Connections to fascia shall be hashed to overhangs of 24•«less unless a& is Wed• ABLE 1.1 OR 1.8) TYPICAL MANSARD ROOF-ELEVATION
R
4 c r ? } 6. The Taus the shall be
t ; , proper structural name for a chair rail or top rail of an enelostxe is a gi ft• 9fr
a PURUN SCALE: N.T.S.
interchangeable.
K-BRACING(OPTIONAL)
H EXISTING STRU(GTURE
7. Screws that penetrate the water channel of the super gutter shah have an&clipped off for of DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1 J
utter and the heads of screws h the utter into the fascia shah be ce004 )
9 throng 9 ( ALUMINUM BEAM
Q
ALUMINUM COLUMNS
i i i S 8. Section 7 contains span tables and attachment details for pans and Pd +• W (SEE TABLE 1.1 OR 1.8)
(TABLE 1.3 OR 1.6) SCREEf?(1((lyp,)
9. When using TEK screws in lieu of S.M.S.,longer screws must be used to 'r dri head. GIRT L /-- Q
f 10. An additional superof the[team ) 1 PERIMETER WALL FRAME W
+ II• u tl ,r , i cutter strap or ferrule is required n be's sub-fascia
near o et Po SIZE MEMBERS PER
Straps shall be attached'each truss 1 rafter tail when a 2'subfasda doer� •Scapa�the beam (TABLES 1.3 AND 1.4) � O
:: are not required when straps are placed each truss!ratter tail and a of straps does exceed APPROPRIATE TABLES Z O
P CABLE BRACING H y
I^ i, (OP%NAL DIAGONAL ROOF BRACING
K-BRACING ) (n 4' J (� Z
11. Super or extruded gutter details we applicable to all within of super or wdK lid.ettd Y be
TYPICAL FLAT ROOF-ISOMETRIC (SEE SCHEMATIC SECTION 1) LU - Z O
substituted. Gutter straps and/or ferrules shah be the wtdh of the_Inside alR0 outside of the super or extruded ALUMINUM CaLtt1MNS Li N F F„
gutter respectively. SCALE.
N.T.S. (TABLE 1.3D 1.6) 0 til 0
:! .}, j 12. H the sub-fascia is 3/4-,and the subdasda is in good repair.a 3/4-P.TP.dilriP the wkkh of the fascia maybe CABLE BRACING W J - UJ
[ added lo the existing sub-fascia by attaching the plywood with(2)3.164 oN► ^riatls or(z)3•#8 screws TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: GIR �' U - m
SW st
TT( ) Z
This gives the equivalent d a 2-fasaa H- MAXIMUM UPRIGHT HEIGHTS SIZE MEMBERS PER W Z Q O
L- MAXIMUM BEAM SPAN WITHOUT KNEE BRACE APPROPRIATE TABLES I� Z 0 N
13. Spans may be Interpolated between values but not 1-x 2"(
Pa y erpola extrapofatedoutsidevallkas (TYP-)
j 14. For Design Check List and Inspection Guides for Screened Enclosures.seN;APD (Section 10). (ADD HORIZONTAL LENGTH OF KNEE BRACE TO SPAN FROM TABLES)
SW- SIDE WALLS CAN BE FRAMED WITHOUT TOP BEAM AND CAN BE SMALLEST W U Q
1 x ,,
(+, EXTRUSIONS ALLOWED BY SPAN TABLES 'TYPICAL MANSARD ROOF-ISOMETRIC H w
W- SCREEN PANEL SPACING SCALE: N.T.S. LL
'0f
Section 1 Design Statement: o
The structures designed far Section 1 are framing systems with screen roof w and CONNECTION DETAILS AND NOTES ARE FOUND IN SUBSEQUENT PAGES. CONNEGjIFlppl DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Z N
z i' r F1 I o structures with 'ads used are from
I
Pen than alive internal
e9 n9 Pressure coefficient of e a The d
{J; � ; I I I I Chapter 20 of the 2004 Florida Bum Code.The loads assume a mean r9ta of bss titan 30'; �
roof slope of 0-to 20%1=0.77.All loads are based on 20120 screen or .Wail heights maybe W J
I,^ ,�t; } `i ( ) ,},• ? increased when using 18 114 screen.An pressures shown in the below to we in PSF(NSF). PURLINS(fYP.) Q
General Notes and S ecifications for Section i Tables: scREEN(TYP.)
i p
CABLE CONNECTION
SECTION 1 Design Loads for Structures (SEE DETAILS SECTION 1) r-
{r.i :¢ with Screen Roof i Walls ZQ
t' Exposure•6• Ex 'C N
7
k y;.' :8 i � Cil }I �I !', r�l P a Whitt V Roo' Walt Rods walk H ALTERNATE CABLE j
} I Pl .I tUS
K 1 Nob t Noe 2 Nos 1 Nots 2
(SEE TABLE 1.3) 1'z 2'(1 YP.) + O
100 Y.PA 10 10 10 13 :.
110"A 10 11 10 16 GRADE � �01 -
'
� 2 �
I I
r+ _
120"A to t4 10 t9 CABLE CONNECTIONco r.
123 N.PA 10 14.0 10 79.9 K-BRACING(OPTIONAL) _ O,^o
+ i i I 11 t3o N P H 70 to t0 22 (SEE DETAILS SECTION 1) tD O
10 18 10 26
GIRT(TYP.) m
150 M.P.H 10 21. 10 30
TYPICAL DOME ROOF-ELEVATION LLI W z
+
_
Note 1:
I Table 4
2002. or 1606.12 x
Per paragraph SCALE: N.T.S. N L1. n.
,
Note 2: Multipliers for a cats are for wall w a
exposure t�Y only. W<
C4 Lu
Conversion Table 1A EXISTING STRUCTURE RISER WALL WHERE ? �
� X
Wind Zone Conversions for Screen Wall Franca Members Only REQUIRED
ALUMINUM BEAM Z m
From 120 NPN Wind Zom b Oarrs.Ex un B'
wind Zone ApplNd ONMetlon BanarW (TABLE 1.1 OR 1.8
) PURLINS(rYP.) 9� a
„rs� NPH Lord N MEMBERS
PER
L J
4""Eh. fd, I•; n 1
1.12 DIAGONAL ROOF BRACING C3
110 it i 03 7.13 APPROPRIATE TABLES ( ) 07-08-2004
�{ 14 tAo Loo SEE SCHEMATIC SECTION 1
,I ilt k CABLE BRACING
123 15 0.99 0.98
130
I . 1s os3 0.94 DRAW( ARiE
I
140 to 0.92 0.88
THE DESIGNS AND SPANS SHOWN ON THESE
++' " i 1:„lig { I a Ji iv} H _
BASED ON THE LOAD REQUIREMENTS FOR THE FLOI�
21 O e7 0.82 BUILDING CODEA1W EDITION.
}i i I {=k Note: zoo#F -
'i i
Mu1tlplWsareforwaNbWeaMy. -
i K-BRACING(OPTIONAL)
GIRT ;.
(T •)
Coverslon Table 16 EAL
Conversion Based on Mean Height of Host SCREEN(1 YP.) SW
C. `t
Structure for Screen WaN Frame M SET
e emtxrs ALUMINUM COLUMNS/'ryR
$ Moan Host
Deflection need
(TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING JOB NAME:
y
structure Height •d• p•
SEE TABLES 1.3 AND 1.4
i
C) I xEl 'I J E 9 e „ 1 tl y{ s-tT 0.94 09t 1'x 2"(TYP.) ( ) ADDRESS:
.7I, I .i x ,1 t + r 1T-2T o.92 0.86
I r ,.,E L
{ '; t+ J 2T-2T oat 0.36 TYPICAL DOME ROOF-ISOMETRIC d'T7�A,r� /aGff -
1 qi !3I :I i 9 2T-3T 0.39 0.85
SCALE: N.T.S.
14
,+ I +I : '! CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
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CABLE CONNECTION (TABLE 1.1 OR IA
) SCREEN
L PCEARBILMEECONNECTION
(SEE DETAILS SECTIO1) (SEE DETAILS SECTRIO
N 1
)
GIRT(TYP.) H GIRT
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I II{I�I�IIhIIIIIliIIL'°.j,Iz1I!+ij'II�{,itlIIL1I(IrIiC!f(I '1+{I,I'1{{{I,I�{IIIIII1III�I.s.'�';]`.l:+`,..,...:','LII 7I{I13�II!IIILII{1 'IIII!{ii�)If!�;(�(CIii�i;IH!i,1I!i,I�!!fIII!!!{!iIJiI.I,I�IiiII''f�tlIL�L'ttjf()R ilIgi",'I`II`Ii;I;',�� ',I � ;��,i_�la_rIm§��'uI"S{�•i {i,�sJs,$�tI.1II,pf,iI!iIi{rI,,ya3a���ap,sjaI,aIitI'ti,,aI
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(S(ESEETABLE
ATAB�LBEL
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1•x2 (Y .) ) SW
W 1•x
2
'(TYP.)P
.)SEE TABLE 13 GRADEGRADE CABLE CONN
ECTIO
N
(SEE DETAILS SECT
IO
N
1
)CABLE CONNECTION SCREEN K-BRACNG
I V)I (SEE DETAILS SECTION 1
TYPICAL GABLE ELEVATION TYPICAL MODIFIED HIP ROOF-ELEVATION
SCALE`:ALTS SCALE: N.T.S.
EXISTING STRUCTURE EXISTING STRUCTUREPURLINS(TYP.)
RISER WALL WHERE
L ALUMINUM BEAMS -W(TABLE 1.1 OR 16)REWIRED1DIAGONAL ROOF BRACING
ALUMINU
BEAM
(TABLE 7OR 1.8) (SEE SCHEMATIC SECTION 1)
_
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JZQcGZO��QWp'
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ALUMINUM COLUMNS(TYP.) W m Q z
MBERSPER
LIJ
SIZE MEGIRT MP.) W Oz_HaWW
U KBCING(OPTIONAL) mAPPROPRIATE TABLES z(TYP.)SCREEN TYP.) GIRT Zo
CABLE BRACING PERIMETER WALLS FRAMING Q FOO
}.2
iyCABLE BRACNG
ALUMINUM COLUMNS V z
(SEE TABLES 1.3 AND 1.6) (TABLE 1.3 081.6) PERIMETER WALS AND � WWO QFRAMINGNSIZE MEMBERS PER (TABLE 3 OR 1.4) LL
TYPICAL GABLE -ISOMETRIC APPROPRIATE TABLES
SCALB• NsTYPICAL MODIFIED HIP ROOF-ISOMETRIC
TION DETAILS AND NOTES AFOE FMND IN THE SUBSEQUENT PAGES SCALE: N.T.S. z NCONNECUW JW CABLE CONNECTIONPURN PURLIN(TYP.) (SEE DETAILS SECTION 1)SCREEN(TYP.)CABLE CONNECTION
SCREECY •) (SEE DETAILS SECTION 1)
GIRT(TYP.)
1 rx 2•(TYP.) HH
(SEE TABLE 1.3) GIRT(TYP.)
GRADE 1x r(TYR)
CABLE CONNECTION GRADE W
(SEE DETAILS SECTION 1) m (p
CABLE CONNFCTION
ELEVATION (SEE DETAILS SECTION 1) O
TYPICAL TRANSVERSE(��ROOF
sCAL - rs TYPICAL TWO STORY POOL ENCLOSURE
-ELEVATION
RISER WALL WHERE (ALL ROOF TYPES)
REQUIRED SCALE N LS. XEXISNG STRUCTURE (D Z OPURLIN(TMP•) PURLIN(TYP•)
SIZE MEMBERS PER ALUMINUM BEAM ALUMINUM BEAM L W
APPROPRIATE TABLES (TABLE 1.1 OR 12) (TABLE 1.1 OR 1.8)
L DIAGONAL ROOF BRACING PERIMETER WALLS FRAMING DIAGONAL ROOF BRACING e (SEE SCHEMATIC SECTION 1) (SEE TABLE 1.3 OR 1.4) (SEE SCHEMATIC SECTION 1)SIZE MEMBERS PER
APPROPRIATE TABLES
K-BRACING(OPTIONAL)
EXISTING STRUCTURE
K-BRACING(OPTIONAL) IDE WALL CABLE
ALUMINUM COLUMNSALUM NUM COLUMNS(TYP.)
(TABLE 1 OR 1.6) SW SCREEN(TYP.) (TABLE 1.3 AND 1.6)(TYP.)
SCREEN(TYP.) GRT{TYP.) SHEET
xr( '•)
I"x (TYP.)PERIMETER WALLS FRAMING
CABLE 1.30R1.4)° TYPICAL TWO STORY POOL ENCLOSURE ISOMETRIC
i
(OPTIONAL)
�
.•
lIII
:
f 1ROOF-ISOMETRIC (ALL ROOF TYPES)
TYPICAL TRANSVERSE[ 41
SCALE?: RAS SCALE: N.T.S.
I
,t ;.'It• `� �I � ! ' ,( 'Era.,.. °,I
I14
,. f {'•"? CONNECTION DETAILS AND S AR
IN THE SUBSEQUENT PAGES CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
E AILS NOTE QUENT o7 OS-2004
1 OR I
,.., I �,:�1 � i i �I I r Vis• ,I I] I I �I , I' I i
i @ #
f R r
py
t r a 11 a
I I IMINIMUM POST SIZES PURLIN 2•x3"IAAAX
IftEOUiRED FOR EACH BEAM
r I
.1 as
I ,,SIZE(SEE TABLE 1.6)
ATTACHED TO RECEf}(jONG
OPTIONAL POSITION OF TOP PILIN
## RAIL WI 1•x2' 4
SWAP SECTIONS rt I 2"x r EXTRU1fWON
S. { I 1'xr --- —
I. . --------- —
s, I rx4 OR T rx2 W/ it
O
v IATTACH
I
€€ ) g! SELF MATING BEAM #10 x 1-Ur S.M.S.0 24.O.C.
�t
OR CONTINUOUS SNAP i
I i 'I E + 7 x i SECTIONS OR r x 3'(4) i
1"x r SNAP SECTIONS i ISECTIONx J
I � _ GROOVE
J.r
It
t
n ; _
r, I I •3 91 I J r I d � ATTACHED TO r x 2'WI _— —- �� I • I � �
#10 x 1-1/2•S.M.S.@ 24'O.C. T x r OPEN}�CK
f,
ALL GUSSET PLATES SHALL
I rr,a s --
°` TED —————— EXTRItSSION
r I OR CONTINUOUS SNAP — �� r x r AND 1'z r MAY BE �r �
BEA
r x 3"(4) TA TO i I ALLOY MINIMUM
OR HAVE A MINIMUM
SECTIONS OR i ® i ALTERNATE FLAT ROOF
I ROTATED I
SPLINE GROOVE SECTION ® 7 '— 1 ————————— 1 #10 x 1-112•S.M.S.
i'$ —�® ------ j O 24r
YIELD STRENGTH OF 23 bi
Y � ,'� ! 1116'RECEIVING CHANNEL OR Q
1 ! ; I'" y �S, {, ; 1'x r OPEN BACK FASTENED ALTERNATLEF T ROOF I NOTCHjPp=
h. I' j TO POST W/(2)#10 x 1-1/2' (4)#10 S.M.S.EACH SIDE Z
16 { yR S.M.S. — ———— —_— — I SELECT FASTENER SIZE. GUSSET PLATES W
�I
NUMBER AND PATTERN
�:SELECT FASTENER SZE. x (SEE TABLE 1.6 3 9.6A OR 9.58)
COLUMN PER TABLE 1.1 OR 1.8 Z V
NUMBER AND PATTERNATTACH r x 2"PURLINS TO (SEE TABLE 11.6 6 .5A9 OR 9.5B) x r x 4•MAXIMUM W (n
(2) FOR LARGER UPRIGHT USE W p Q Z O
SELF MATING SEAMS INTO
r x r HOLLOW OR SNAP U1 R' J C7
DETAILS NEXT PAGE AND MIN-
SCREW
(n
SCREW BOSSES SECTION PURUN TO UPRIGHT SAME AS O W
MJF.
MIN.UPRIGHT TO BEAM TABLE W U W
I
1.6(IE_ r x r UPRIGHT ? Z m
i
Ix LW U O Q
+r
I ; W
V) V u-
e£, L(PARTIAL LAP) 2"x C BEAM TO 2"x 3"UPRIGHT CONNECTION DETAIL(FULL LAP)
SIDE WALL TO PURLIN DETAIL qt
1 SLOPING BEAM TO UPRIGHT CONN9:TION DETAIN =1'4r
SCALE: 3""1 o. SCALE 3'
SCALE: r_.-C Z_
I C
'ei
ADDITIONAL FASTENING. J
( #6 x 3/4`WASHER HFfj pEp NUMBER OF FASTENERS PER Q
SHADED LOCATIONS SHALL BE
` I � � Y �Y x j ' I I i I Id9, � � i �I CORROSNERES(�AM TABLE 1.B b 9.5 EXCEPT ALL
k 1 jl j �n £ SCREWS
) FILLED MINIMUM OF ALL
OUTER LOCATIONS
I� I
i W
N
1'x r SNAP SETilrypNg ►-n
` 'I r
ATTACH TO r CL "
I( k, i �I . w � �� ��
I' I I "�kTWI co
+ I
S.M.S. v
x 1-1/2" �
� ( I i #10 X11 O.0 �
CO
SSEECTIO SNOR 2"13 F- Y
rl s lY X SPLINE GROOVE�y�ON u�
SECTIONS ---
'xrSNAP
1 _
ATTACH
I Q ® ®I I i W 8 ui,�,
BEAM NOTCHED AROUND ✓ #10 x 1-112 S.M.S. 24'O.C. i _�p11�
CONTINUOUS r x r OR 4 i n`"'
r h ( ( ) I OR CONTINUOUS SNAP I *6 I (�'_>. LLJ J c -O"
i SECTIONS 4 i x
i SPLINE GROOVE r x 3" SECTIO O 1 I u.
J I d � � �
;ijh' �II ¢� J _ I o "� gaW
r a �i X� B I �� �J Xi gam' � e1Sa
_ SPLINE GROOVE SECTION li ®� ® Z\SL V � n a
zN W
sh 11
R
_ s
R ,
z
i
I ALTERNATE FLAT ROOF
`•,B ( I ? ), i f }' j A ® ® ALTERNAVX FLAT ROOF I ® I®I 1 x r OPEN BACK F�ENED
jj
® —--- ---- — — ---------------- TO POSTW/(7>#101-112" ® cma
c W Q
'j 1 I _ I
` - MINDAUM POST SIBS +:'
}�.j�
O
a REQUIRED FOR EACH BEAM PLATE 0.050"OR
I �, � t� ➢ � o GUSSETT +
VPdrhTO REt�iVE
Y d NOSCN R
k SIZE TAE1 x
(SEE � GREATER -------
GE OF EXISTING U PAST AD '+.
E t '•a �} .Y i I I "[ I' m ED RrRIGHT ��
f
4 Ia
x
I
-
� II I t I
I RI i J
x
ER
,.I w �! '.[•��, � I i r a �a j! I �I � SELECT FASTEN SU-
SELECT MIN. At7�ITiOPT
i,
7xlOD4x1' )
r
I
SELECT FASTENER SIZE, NUMBER AND PATTERN + ..
I
Alf � �IR �� I° � I I ,I
BEAMS QVI`
, I
i I r. �i
ATTACHT{>
. I
'� � :� NUMBER AND PATTERN (SEE TABLE 1.6 6 9.5A OR 9.5B) x 3'OR -i!!'S.M.S'AND
,r i{: Y I }�
I N�{ �ll,r- i
EXISTING r
Y I I, '! �� (SEE TABLE 1.B i 9.5A OR 9.58) �CRGER ('1��81x lr
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4.
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Eff
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it t 'I'� a � I HEES
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" " " " " CONNECTION
ADDITION OF 2"x 2"TO EXISTING 2 x 3
! l F L LAP 2 x 4 OWE GUSSET PLATE DETA UPRIGHT
LAP) "
" " n1TA1L( U L
1 Y rI 1' " " p ;` 2"x 6 BEAM TO Z"x 3 UPRIGHT Ci�iECT10N
6
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STRAP SUPER OR EXTRUDED GUTTER
I
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I'
I. NTERNAL BRACING:
t Irr a { 1-314 x 1-3/4 x 0.125'ANGLE HOST STRUCTURE
it itd " I;, (T-6 ALLOT)
d
SPACING/2 + SPACING/2 SPACINGI2 + SPACING/2
t' l l i i BEAM SET SPACING BEAM SET SPACING 114"x r LAG SCREWS C 24"
O.C.OR#10 x 2"SCREWS C
MIN. #10 x Y CORROSION
111 fI , RESISTIVE WASHER HEADED STRAP
C3)
1r O.C.MIN.AND(2)�EACH
SCREWS STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER R1 IRCEIiAEt T
OPTIONAL 1"x 2"OR r x r
'• & 6r l D }a j SA N
it
SCALE N r x x 0.050"STRAP FOR SCREE
EACH BEAM CONNECTION
PL AND 0 112 BEAM SPACING W/
scl 2'
(2)S.M.S.PER STRAP
k ( (SEE SECTION 9)
E I' MIN.(4)#10 x r CORROSION
RESISTIVE WASHER HEADED
` r S.M.S.OR LAG SCREWS
}
ALTERNATE (SEE SECTION 9) SELF-MATING
� I I TRANSOM BEAM
UPRIGHT
(SIZE VARIES
i 1 i I
INTERNAL
BEAMS 1l4 FROM
) Y x_x 0.050'STRAP J
RACING CUT FR
SUE W/z
SUPER OR D
s' THICKNESS ® @ EACH BEAM CONNECTION Q
a • ( AND 0 112 BEAM SPACING W/
lA ® EXTRUDED (2)#8 x 1/r S.M.S.PER STRAP Q
I I I 1 GUTTER W
",y{ f t \ MAX.DISTANCE FROM FASCIA
' /f j. I i } ;I. l TO HOST STRUCTURE WALL Z 0
I s< ANGLE.INTERIOR OR
' r 24"WITHOUT SITE SPECIFIC C7 N V
�p�OR EXTERIOR RECEIVING _ W
3g 1 'A
V/
i
} NG
j ENGINEERI
EXTRUDED CHANNEL(SEE SECTION 9) !/) � J (� �
GUTTER W Q Z
ANGLE OR RECEIVING w !A H I—
J CHANNEL(SEE SECTION 9 (n O W p
BEAM WEB y PURLINS FOR DETAILS) W J LJ — W
a - ii.,llq >a _ V Ir�
,I til ? SEE TABLE 12 OR 1.9) SELF MATING BEAM A Z
(SIZE VARA) TO HOST STRUCTURE WALL U Z O N
I I �l: I f I' ,k.; { IC MEW MAX.DISTANCE FROM FASCIA W Z Q C
.1. ISOM TR 24"WITHOUT SITE SPECIFIC D w H y.
} } I N.TS SCREW PATTERNS MAY VARY ENGINEERING w W U Q
[[[[[[ SI (SEE TABLES OR NOTES FOR W 0
SC��
�f SIZE AND NUMBER of ALTERNATE SELF MATING BEAM CONNECTIONco CO w
.. I�II'r SCREWS) TO SUPER OR EXTRUDED GUTTER �
�i h LATERAL BEAM BRACING DETAll(FOR SPANS GREATER THAN 401-07)
c
} I I I j[I, ; , SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE Y=I-V D o
SCALE: r=1'-0'•
�i
I r It
FOR SCREW SIZES SEE J I
SELF-MATING BEAM
MIN.S.M.S.OR LAG Q
-1 1 .
(SIZE VARIES)
2 /2"
'SCREW INTO r x_FASCIA OR SECTION 9
I I jj p
IF NO SUB-FASCW INTO
1/4'x Y LAG SCREWS 24"
�$+ RAFTER TAILS
f a ' �� I tt I I, � i" t', ' I� II I O.C.OR#10 x Y SCREWS� ti
_
4 1r O.C. ® ® ® ————— Y WIDE x 0.050'(MIN.)STRAP ui
VI ® ————— SPACING PER LOCATION FASCIA
TAIL CUT OFF BEAM ® _ DETAIL ``�
(OPTIONAL) 2 LL
2"x Y ANGLE WITH 4 S.M.S. SELF MATING BEAM p
I SUPER OR SIZE VARIES N
E (SEE SECTION 9 FOR SCREW ® _ 314"FERRULE WITH 31l x 8" ( )
O
SIZES EACH SIDE TO
I„ ) LAG SCREWS EACH BEAM W n
FOR Y x 8'BEAMS AND EXTRUDED
d, C
I Sari
I + GUTTER
�• LARGER ADD 1 3l8'x
�I
B
F ( (W EAM TO SUPER GUTTER �.
_ MAX.DISTANCE FROM FASCIA ro
RAFTER TAIL CLOSEST TO THE TO HOST STRUCTURE WALL m
HOST STRUCTURE 2 112")LAG SCREW INTO RECEIVING CHANNEL �
2-118"x 1"W/ 2 #8 x 1/r S.M.S. m
EACH SIDE OF BEAM ENGINEERING LU Wilt)
CORNER ON EACH SSE W
O 24"WITHOUT SITE SPECIFIC � W
SUPER OR LL m ..
j I 1 i° . �I, ,4 x• if i a j f } ® EXTRUDED a�,
i.
SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION
® SCALE: r=1'-0" ® GUTTER SOFFIT 2 X
g { :; 2 x—FRAMING BEAM
r } � ® THAN 113 OF BLOCKING 0.024"BREAK L W m
l I l �k NOT MORE
I k II O.C.OR#10 x Y SCREWS
f I i 1 I ;, 1 114'x r LAG SCREWS Q 24�" ® ® GUTTER HEIGHT FORM CAP OR 1'x r O
r x r x 1/8'ANGLE W/(4)#10 x 1Y O.C.MIN.AND(2)@ EACH
(ALLOWABLE ONLY 0 ROOF ..I
! a i - Y x Y ANGLE W/ 4 S.M.S.
`; I 1 I ? OANGLES LESS THAN 23"UP TO
`' �{ I EACH SIDE TO BEAM TO
5/8"EACH SIDE STRAP
SUPER OR EXTRUDED
GUTTER SIN 1r ROOF SLOPES)
FOR ROOF SLOPES GREATER.
THAN5"IN Ir USE ii
i:'i' I`• ./ f ' I 5 r ® ®
OPTIONAL I'xrORYxr
2-1/8"x 1"W/(2)#8 x 1/r
FOR SCREEN RECEIVING CHANNEL ANGLE AS RE�IUIREU
Ia it S.M.S.EACH SIDE OF BEAM MAX.DISTANCE FROM FASCIA
TO HOST STRUCTURE WALL
a! f h1 o f {h ! Tks{ r Y REINFORCING STRAP W/2
C-CHANNEL W!THRU BOLT AA
O 24'WITHOUT SITE SPECIFIC, 0Y
I #10 x Y INTO HOST THRU BOLT SIZING — ENGINEERING
r I r x "x 0.050"STRAP
SELF-MATING �
g EACH BEAM CONNECTION
STRUCTURE AND 2 #10 x 5/8" (2)1/4"UP TO Y x r BEAM SIZE VARIES
SUPERO
E s R I INTO GUTTER (3)1/4"FOR r x T BEAM ( ) EXTRUDED AND 112 BEAM SPACING Wit L
{ i 1,k ® (2)#8 x 1/r S.M.S.PER STRAP
ilc I 1 N
(3)318"FOR r x 8"&!r BEAM GUTTER
/SHEET
ANGLE.INTERIOR OR
I 1/8"PLATE W 3 1/2"FOR MAX.DISTANCE FROM FASCIA
/ 4 #10x518" r x 10'BEAM
EXTERIOR RECEIVING
CHANNEL(SEE SECTION 9) 24"WITHOUT SITE SPECIFIC
EACH SIDE TO HOST STRUCTURE WALL
ENGINEERING TYPICAL SELF MATING BEAM AND
it ;
d SUPER OR EXTRUDED GUTTER CONNECTION
;� I �,: ,,I `� � i {�iI I � I,$ {� °{ I I} I OUTER MITER DETAIL FOR S(�jPER BUTTER TO CARRIER BEAM SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: Y=r-o"
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^' 1 II ;a .s€ I,. y; ,, 2-x r FWTENED TO BEAM/ NOTE
W i S Islt' J o-- MINIMUM POST SIZES ARE
' r x 3'EAVE GIRT
COMPOS
ITE
I
w y UPRIGHFT Wi(3)IHO x 1 12 w m
js ! �i. w S.M.S.#MIN-INTO SCREW w REQUIRED FOR EACH BEAM
BEAM-SCREEN ROOF 3 a BOSSY;. 1'x r ATTACHED $ELF TI BEAM 2�d ® ® SIZE(SEE TABLE 1.6)
® ® TOrx{ Wl#10x1-112S.MS.
POST TO BEAM FASTENING it O F (SIZE VARIES) w z POST TO BEAM FASTENING SELF MATING BEAM
(SEE TABLE 1.6) y z ® ® Q CONTINUOUS
FASTENED
w ® ® (SEE TABLE 1.6) (SEE TABLE 1.1 OR 1.8)
3'SNAfP __
a4 _
THRU SEW BOSSES W/(3)
{ { , ® ® 1F x ®®� t o_ SCREEN STENEDv— Y x 3'COMPOSITE EAVE GIRT
s�t MIN.#10 (MAY FACE IN OR OUT)
I ' HOLLOWSECTION
1
II
THRU BREW BOSSES W/ —— �_ POST
¢: + 'r. v II 13 :.
#10 x T w S-M S '* (SEE TABLE 1.3) ® ®
(i !," il' J SCREEN=(MAY FACE REQUIRED KNEE BRACE ® ® FASTENERS SIZE NUMBER
O< IF KNEE BRACE LENGTH ® ®
NGTH m AND PATTERN(SEE TABLE 1.6)
IN OR O�WTI MINIMUM SIZE AND
w EXCEEDS TABLE 1.7 USE
E BRAC a F CONNECTION(SEE TABLE 1.T)
CANTILEVERED BEAM o— POST SIZE(SEE 13 OR 1.6)
I
fF t s' y;lai i - Lu
IF KNEE BRACE LENGTH
It FASCIA AND SUB FASCIA LENG EXCEEDS TABLE 1.7 USE
CONNECTION DETAILS
t j CANTILEVERED BEAM
(2)r SCREWS(SEE SECTION KNEE B
I
CONNECTION DUALS
9 FOR SCREW SIZES) HOST STRUCTURE ROOFING —
(# HOST STRUCTURE
I s' = REQUIRED KNEE BRACE
mm
ROOFING ® r LAG SCREWS
r : �,�€ 1 •, r± yi ';) Z i MININUM SIZE AND —e► _ — J
® SEE SECTION 9
CONNECTION(PER TABLE 1.7) 2 r SCREWS SEE SECTION ®� ( Q
pp ,
a
O ( FOR SCREW
r
I
/11�D
t A TE
r 6 9 FOR SCREW SIZES Y STRAP LOCA
I'
USE ANGLE EACH SIDE FOR
•'•, €#t )� I SUPER OR Z
-ASTEN PER STRAP
u + (t r x r TO POST CONNECTION EXTRUDED v LOCATION DUAL PREVIOUS W
W/HOLLOW POST GUTTER r STRAP-LOCATE AND m
M?AX DISTANCE TO PAGE
ll4'0 BOLT 24'O.C.MAX. QST STRUCTURE FASTEN PER STRAP
LOCATION DETAIL PREVIOUS ALTERNATE LAG SCREW AND ———— (!) Z
„s l:� WITHIN e•OF EACH POST VVfALL 24'WITHOUT FERRULE — ————— SOFFIT W 0 0PAGE
�
,SITE SPECIFIC w � 0 J
i ,f�I , I I �a�3; .' 3 FASTEN Y x r POST WI IENGINEERING FASCIA AND SUB-FASCIA SUPER OR � W Z Z
rr �' EACH#10 S.M.S.INTO SCREW ® O
SPLINES ® EXTRUDEDI—
r w IF KNEEEF r x r ANGLE WITH(4)S.M.S. — GUTTER N J Q
FASTEN DETAILS PREVIOUS TABLE 1.7 USE SEE SECTION 9 FOR SCREW (SEE SECTION 9 FOR SCREW ® J W 0
P „ r STRAP-LOCATE AND IXCEE La7N Y x r ANGLE WITH(4)S.M.S. ® SUPER OR DED • 0 = W W
SOFFIT SIZES EACH SIS OF BEAM
4 C AND SUPER OR EXTRUDED
T U r
PAG RED BEAM H I TO BEAM DISTANCE O
G+ SIZES EACH SDE MAX
r x r x 0.093'ANGLE W/(4) CONNLWTION DETAILS TO SUPER OR EXTRUDED ® EXTRUDED GUTTER HOST STRUCTURE W m Z
S.M.S. SEE SECTION 9 FOR KNEE ARAM
! s I I +I 3 x
SCREW SIZES EACH N 9 FOR ATTACHMENT 6' GUTTER GSR m W SITE SPECIFIC� a O
FASCIA AND SUB-FASCIA — Z U N
) ABOVLETTOP OF GUTTER MAX HoMAX 00TAMM er amuuwxwwu W p } 4
BEAM TO SUPER OR
y€
r I C II � u I xvmHoUrta= ENGINEERING W �' Q O
I EXTRUDED GUTTER SUPER OR EXTRUDED GUTTER
SUPER OR EXTRUDED GUTTER $OPER OR EXTRUDED GUTTER U COy
RISER OR TRANSOM WALL AT FASCIA-DETAIL-1 -DETAIL 3 RISER TRANSOM WALLAT FASCIA-DETAIL 5 to
( ) RISER(OR TRANSOM)WALL AT FASCIA ) � c
t, l ^ , �`I ' (i ` >: a E SCALE: r T-0" SCALE: 2''1'-0' SCALE r-1'a O
a Z N
0.05'H-CHANNEL OR GUSSETS
C5 1
J
COMPOSITE r x r EAVE RAIL
_ �-- COMPOSITE 2 x 3 EAVE RAIL Q
I J
w BEAM-SCREEN y POST TO BEAM FASTENING
4 ® ® ROOF w (SEE TABLE 1.6)
{ W -- COMPt� r x 3"EAVE GIRT BEAM-SCREEN ROOF as 2>
I
P w — �O�— POST TO BEAM FASTENING N
pp
0.050'11-CHANNEL uj w
lee v_a z c7 (SEE TABLE 1.6) �i ® ® SCREEN a
Ir, , 2 x 6 BEAM-SCREEN ROOF O 6� OR GUSSETS w ® ® O '�— MAY FACE 9J OR O
N 2 C7 $CREYd/. C - S Z W ® ® O b/LL
(SEE 13 �1 p
® � {SEE TMllB �_ POST
x ( ) �x ® ® REQUIRED KNEE BRACE a
• 1 ®® A 1s ®
® � MINIMUM SIZE AND
,:.
® ® ® C
SCREEN CONNECTION(SEE TABLE 1.7) 2 Io
:, POST 45't �— (MAY FACE IN OR OUT) ® � ATTACHED NO MORE THAN 8' C W<m
ij I l t l r i �' (SEE T,d�LE 1 3) ABOVE TOP OF GUTTER GD O m fo
( 45' 3 SCREEiN r
o— - REQUIRED KNEE BRACE BRR(C t mNG
Y E ql OR OUT)
MINIMUM SIZE AND O 4t >O w g
( CONNECTION(SEE TABLE 1.7) a W J o z0
RACE LENGTH w ao
IF KNEEEtB w Q� LL m 4
TABLE 1.7 USE IF KNEE BRACE LENGTH ® m a LL
IXCEl LENG OF U W�*
CgNTILiLfiVERED BE EXCEEDS TABLE 1.7 USE HOST STRUCTURE ROOFING w
! @ a x TION DETAILS KNEE B CANTILEVERED BEAM ?K�-
t CQNI —
t CONNECTION DETAILS (2)r LAG SCREWS(SEE ® ® 2 m
SECTION 9 FOR SCREW SIZES) 3 -
I I
(SEE SECTION 9 FOR SIZES) ROOFING ® FASTEN PER STRAP
Y STRAP-LOCATE AND ®� ® ® SOFFIT
I I { f t FASTEN PER STRAP (2)r LAG SCREWS LOCATION DETAIL PREVIOUS
L
SEE SECTION 9 FOR OR
LOCATION DETAIL PREVIOUS ( SIS ® SUPER
r x r x 0.06Y ANGLE EACH
PAGE - XTRUDED
I
w r STRAP LOCATE AND SIDE(3)EACH#8 S.M.S.SMSEACH — GUTTER
REQUIRED KNEE BRACE LEG INTO POST
60
r I FASTEN PER STRAP
MINIMUM SIZE AND
LOCATION DETAIL PREVIOUS BEAM CAP(SEE PREVIOUS
CONNECTION(SEE TABLE 1.7) ® SUPER OR SOFFIT —
f EXTRUDE PAGE PAGE) MAX.DISTANCE TO
r
r I
I uI KNEE BRACE ATTACHMENT
GUTTERS ® OPTIONAL 318"LAG SCREW HOST STRUCTURE
6'ABOVE TOP OF GUTTER
FASCIA AND SUB-FASCW ® —" AND 3/4'FERRULE WALL 24'WITHOUT
II 'I I', (MAX) ® SITE SPECIFIC Rey'. `+ u1 l FASCIA AND U E �
r x r ANGLE WITH(4)S.M.S. Y x Y ANGLE WITH(4)S.M.S. ® ENGINEERING
1 ''', " (SEE SECTION 9 FOR SCREW (SEE SECTION 9 FOR SCREW ® SUPER OR
E (�: CE LENGTH
t
a IF KNEE
BRA
SIZES)EACH SIDE TO BEAM SIZES)EACH SIDE TO BEAM EXTRUDED AX.DISTANCE T HEFT
® EXCEEDS TABLE 1.7 USE
(r ce TO SUPER OR EXTRUDED TO SUPER OR EXTRUDED GUTTER
MAX
asrwm OST STRUCTURE CANTILEVERED BEAM
z
GUTTER GUTTER 24'WITHOUTS
CONNECTION DETAILS
.` FASCIA AND SUB FA$CW e"a"�+u'a SPECIFIC ENGINEERING
,1# - •I 1, ( = .,° ON
UDED GUTTER
I SUPER OR EXTRUDED GUTTER §5UPER OR EXTR
[
SUPER OR EXTRUDED GUTTER -DETAIL 6
RISER RANSOM WALL AT FASCIA
RISER OR TRANSOM WALL AT FASCIA-DETAIL—2 RISER(OR TRANSOM)WALL AT FASCIA-DETAIL 4 _.�T )
_ SCALE: 2" 1'-0' 07-08-2004 pZ 14
SCALE: r=r-0' SCALE 2'-1'0' O
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aj ' I
k rI, y
E
- : , I. .. k i., I ... .. .:.., .s ..: ,. ,may.. :,: ,> ::.,. ..,-. pp, Ili �.a• h. L. t# 1:.,_..
CONNECTOR MAY BE(2) EXTI2ZSIONS W/INTERNAL
HOST STRUCTURE
I # a ANGLES,INTERNAL'U' SCRON BOSSES MAY BE
�{
i
CHANNEL OR EXTERNAL U CTED W/ 3 #10 z 1-112" ELEMENTS BRACED BY
CONK O PANELS!ELEMENTS Q (5)#10 S.M.S.(MIN.)
,�'�< t =•4 } ��� CHANNEL EACH SIDE OF Y
`i t INTEFELL DIAGONALS
' . 1 S a j CONNECTING BEAM WI UNBRACED BY HOST
„r ALTERNATE BRACING
SCREW (PER SECTION ) STRUCTURE BRACE
S PE 9 TORE TO BE BRACED ALTS
® BY DIAGONALS IN ———— PATTERN.CORNER S 118"x 1-112'x 8'FLAT BAR
a ® w PERIMETER PANELS(MIN.) STILL REQUIRED
CARRIER BEAM ® z m CABLE OR
f-< ELEMENTS BRACED BY HOST
' a K-BRACING
(SEE TABLE 1.5) ® w STRUCTURE CONNECTION IN WALLS
pp {{
luj
o.
BEAMS /OR PURLINS
Y
[
MINIMUM
LONG REQUIRED SEQUAL
S 99 TO \ 0.125"PLATE OUT ON
BEAM DEPTH 45•ANGLE
r l j
SEE SECTION 9 �_ PRIM)WY BEAM
(SEE 7TABLE 1.1 OR 1.13) \ E-BOILT OR TURNBUCKLE FOR
CABLE TENSION
1 �{
STAINLESS STEEL(SEE T
°BE
PERIMETER FRAMING --
CARRIER BEAM TO BEAM CONNECTION DETAIL / \ o Z B
MEM
SCALE: T=1'-0' BEA&TO WALL CONNECTION:
(2)2-'#;2"x0.060" /
/ a TYPICAL CABLE CONNECTIONS AT CORNER-DETAIL 1
EXTEif N&LY MouNTED
ALTERNATE: ANGATTACHED TO WOOD SCALE 2"=1-0
LE J
st' 1"x 2".1•x 3"OR T x? FRAk4 WALL W/MIN.(2)3/8"x / Q
II I R
II ,
::I 1 t E
l ` »! ,si I t{ i! it v ATTACHED TO WALL W/010 x T LAf9'SCREWS PER SIDE OR A ALTERNATE:
3€ 1m " 2'S.M.S. 16"O.C. \ TO 06I NCRETE W/(2)1/4"x \ Z
f 1 (' i' 1 ,' i USE(1)114"x 1-1/4"FENDER
Q W
2-1/4•'PPNCHORS alt MASONRY WASHER EACH SIDE OF 0
WALL:/PDD(1)ANCHOR PER \ ®� ER
,
- FRAME MEMBER
ZO
f: EACH INCH OF BEAM
i SID .� �
I � �� E
4 Ie Ikj+ HOST STRUCTURE MASONRY
f, �,i M DEP1�fl LARGER THAN 3' W C7 V co
,
: 1
OR FRAMED WALL
(SELECT FASTENERS FROM FQ- TYPICAL LAYOUT W Z 0 J
' ) } 1 ALTEMNATE CONNECTION: Q
) w EITHER A OR 8 In 0 H
SECTION 9 TABLES D BEAMS OR PURLINS
a i1)1 �x1-314"x1314'xt/S' � CO0 W
f• =r' ', ,, :; 1 1 I. '' } '', ,I k: INTEL U-CFiANNLL CABLE OR CABLE OR J — 0 0
ATTA�EDTO WOOD FRAME K-SRACWG K-BRACING 1'x T 0.725'CLIP AND(4)= MIN. 2)CLAMPS REQUIRED (� W W
-
WALL-W/MIN. 3I8"x #10 x 3i4 S.M.S.EACH SIDE B ( Z Ixm
WALL 1M1 (3) 2"lAG
(IN WALLS) (IN WALLS) ® (TYP.)
PRIMARY OR MISC.FRAMING SCREWS OR TO CONCRETE FOR CABLES; ® LV Q p Z
BEAM SIZE PER TABLES)) p OR MASONRY WALL W/(3)1/4' EACH.DIAGONAL TO BE 2 x 2(MIN)ROOF DIAGONAL, � � Z U 0 N �
ANGLE OR RECFJVING x 2-1/ ANCHORS OR ADD(1) FASTEN®EACH END W/(2) MEET WALL AT WALL BRACING W } H
BEAM DEPTH (1 YP.)
9' CHANNEL ANCHf9� (MIN.) AT CORNERS D
PER SIDE FOR EACH EACH#10 S.M.S. w w Q (1
{ (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT,GABLE,MANSARD.DOME,OR HIP)
LARG6R T�7 MIN.114"EYE BOLT.WELD EYE
INCH� V CO Ui. �
CO
BEAM TO WALL CONNECTION DETAIL POOL ENCLOSURE DIAGONAL BRACING•SCHEMATIC PLAN VIEW ctosED(rYP.) c
o
SCALE: T=T-0" SCALE: 114'-1'-0"
Z N
°., ALTERNATE TQJp CORNER OF CABLE CONNECTION-DETAIL 1A
SCALE: 2" 1-0"
CABLE BRACING .�
:I.
d S; Generei Notes and Specifications: Q
1 I
r _
1 The stual to Installation MIN.3 314'
Ire irutal a of cables as additional to for
. .. , I ) DIAGONAL aPPIY breang bracing Foot _
SLOPED W z N
'{ ( (4'NOMINAL)SLAB F-
i• I ) 11( �I� I c 1,� I � I! } . I I PED ROOF OR GABLED e)FRONT WALL.GABLES-T x 7 OR T x 19 STAINLESS STEEL
END ROOF CABLE DIAMETER TOTAL ALLOWABLE WALL AREA MIN.(2)114"OR 5116"x 1314" h L
a+ Z
1'x T OR T x T ATTACHED 3132" 233 .FL 1 PAIR OF CABLES O
TO WALL W/#10 x T ® i/6` 445 FL/PAIR CF CABLES ALTERNATE CLIP
S.M.S..M.O.C. ,� MIN•5d CONCRETE ANCHORS o
ov
•TOTAL WALL AREA=100%OF FRONT WALL+50%OF ONE SIDE WALL �!� 3"ASTM A36 W A
G
MIN. C
� PRESSED STEEL CLIP � ID
EXAMPLE: FRONT WALL AREA C 100%(IF x 3E)= 256 Sq.Ft
SIDE WALL AREA C 50%(6'x 20)= 80 Sq.Ft e- W
TOTAL WALL AREA= 336 Sq.FL10
lf.i'.,.. .I'. I• k ,i
it
® 0 233 Sq.FL x 2 sets=466 Sq.Ft.>336 Sq.Ft.;thus two sets of 313x cedes d required. TYPICAL CABLE CONNECTION AT SLAB DETAIL-DETAIL 2 U. a'�
Lu N C W LL
® b SIDE WALL CABLES T x T OR 7 x 19 STAINLESS STEEL • T=1'-0" W
I
) SCALE. tu N
k I a ANCHOR PER TABLE 9-1A MIN. Z x
® CABLE DIAMETER _ SIDE WALL CABLE" t9
c„ ) 7 FOR 3132"CABLE
L O
H 60#
P� , SEAR
: c
I 314' 2
3/32" N PER SLAB FOR 1/8•CABLE SHALL Lu m
ONE E 233 Ft OF WALL AND 902#FOR 118'CABLE
MIN
r ,, HOST§TRUCTURE TRUSS/
I
HAVE A THICKENED EDGE TO
S
s ,
L 5116"x T
FOR 3/32"CABLE
TAILS OR BARGE
cc
1/8' ONE PER 445 S .FL OF WALL a0 ACHIEVE 5d MIN.AND A 3/8'x
CONCRETE ANCHOR W! .I
{ I ,
PRIMARY OR RAFTLlR(SELECT FASTENERS •'SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq.Ft
t l :,' 2 T ANCHOR
" f I ; CABLE THIMBLE AND WASHER
s.` ;'I: ( ; MISCELLANEOUS FRAMING FROM�y`)ECTIO l 9)
BEAM SIZE PER TABLES ) required pair o "
( ) c To calculate the of cedes for free standng pool enclosures use 100%W each wap I. I
pp 1
area b 50%of Cu area of ons adjacent wag.
r
CALCULATE THE NUMBER OF NOTES: z
SCREWS REQUIRED BY
SOLVING THE ?
FOLLOWING 1. Where wap treat k such that a girl is required between the top or save rap and Cre chair rep,0.9. O
1. 1
EQUATION: amid-rise girt),then the front wap shall have two cable pairs and tMay Shap be attached b Cre lop rail
and the mid-rise ral. If more than one additional girt Is required between the top or ewe rap and Cut —. 5
Q �0
}I f E chair rail,Oren there shall be an additional front wap cable at tial also.
BEAM SPAN
I
F 10 PSF x BEAM SPACING x L
1
2 � 2. Sale wails do not require cables until the ante wall area is greaterthan 233 Sq.FL. The side wa1 �—
9
HEFT
ANCHOR ALLOWABLE LOAD 1 cable may attached at the mid rise girt or the top rel.
J
2500 P.S.I.CONCRETE
r �% a' -iii I, ,}i§`-•.
3. Standard off rules ie:if the num ted is than
rounding aPPly number nt cedes calculated 25 pairs use 8 z 6-10 x 10 WELDED WIRE
r
two cables:C Cre number of cables calculated is 2.5 pales or greater use 3 pairs of cables.
II_ 1
CONCRETE
MESH OR FIBER MESH
{ 1 B
EAM TO FASCIA CONNWTION DETAIL ?CASE CONNECTIONS AT FOUNDATION-DETAIL 2A
It
'" k Ile I it SCALE: Z"=2"4SCALE: 2"=1'-0* 08 07- 2004 of 14
.,
S I�>'
i {
r
ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT DETAIL ILLUSTRATES TYPICAL
ALUMINUM FRAME SCREEN
-• - CONNECTIONS RU r x 9'SUB WALL
(.
I ( iONCRETE DECK EDGE
CONCRETE CAP BLOCK OR
SECONDARY SCREEN ANCHOR ALUMINUM FRAME
;`} 7 x(d-r)x 0.063'ANGLE ('Cr VARIES TO WALL OR SLAB WI BRICK(OPTIONAL)
IRIMARY 2"x 2"x 0.0W
� EACH SIDE OF COLUMN (4'SHOWN) 1l4"x 2-114*MASONRY
I '
EACH SIDE
(SEE SCHEDULE) 7 x 2'PRIMARY ANGLE SCREEN ANCHOR Wit 6'OF POST
4- SIDE AND®24'O.C.MAXIMUM
2.318"BRICK PAVERS ® (2)#70x3/ S.M.S.SMS �C MAX.321
8"x 8'x 16'BLOCK WALL
(1)06 0 BAR CONTINUOUS I AR CORNERS AND
THIN SET BETWEEN VARIES
CONCRETE AND PAVERS ® ® 1'x2"O.B.BASE PLR# (n P•) (1)#5 B
5d'MINIMUM EDGE D�(STANCE 5d(MIN.p CONCRETE ANCHORS SHALL • 10-0'0.0.FILL CELLS AND
`.IIx
KNOCK OUT BLOCK TOP
EMBED IN70 GONC.THROl1C�i 3r MAX I_ COURSE W!3000 PSI PEA
q FROM EXTERIOR OF COLUMN ® ® CAP BLOCK OR BRICK 1-112"
TO OUTSIDE EDGE O)F SLAB
Rare •sa ols7 2 112'(MIN.) MIN. i
SECONDARY r x r x 0.0&3- ROCK CONCRETE
CONCRETE ANCHOR tu• t-v4• o— ( DECK OR GROUND LEVEL
I 11 BOLT to •sd DISTANCE ANGLE SEE SECONDARY
(SEE SCHEDULE) e # ' • aro• tare• ANGLE ANCHOR SCHEDULE ALTERNATE CONNECTION OF
EDUL� a ta• AND SECTION S) SCREENED ENCLOSURE FOR
3000 P.S.I.CONCRETE . aro• t-7/C ———
GRADE BRICK OR OTHER NON- GRADE I '.j RIBBON FOOTING OR
• CONCRETE ANCHORS INTO
a .
NOTE::DETAIL ILLUSTRATES 1•t/4'(MIN.)CONCREf� 1'x r O.B.BASE PLATE(TYP.) STRUCTURAL KNEE WALL 1" MONOLITHIC IF MONOLITHIC
I ® 0 PRIMARY AND SECONDARY • ('t . .
(, i+ WIDE x 0.063'THK:IC STRAP ~— SLAB IS USED(SEE NOTES OF
E' l i i ( I i,"s; TYPICAL r x C S.M.B. ANCHOR EMBEDMEIOfT ANGLES EACH POST FROM POST TO I•y, ! : DETAILS)
COLUMN CONNECTION
' t 1 2'(MIN.) (MIN.)Sd x 3K' 2-10
FETING W/(2)#10 (2)#5 0 BARS MIN. OFF
€ E #10 x 314'S M S.(TYP.)
�' S.M.S.STITCHING SCREWS O GROUND
I SIDE VIEW
S.M.S.STRAP TO POSTAND 1
} 24'O.C.FOR S.M.B.
¢ !, I" I � !�s II + 2'x S.M.B.COLUMN (� 1/4•z 1-$14'TAPCON TO SLAB
{ € fl' 1 { ?,I. PRIMARY 2"x2-ANGLE TYPICAL SELF MATING OR
; E ;R; i (SEE SECTION 8) SNAP SECTION (SEE TABLE 1.6 FOR SIZE) OR FOOTING Q
I i. I k ,I TOP VIEW POST TO DECK DETAIL KNEE WALL FOOTING• KEENED ENCLOSURES
FOR SC
I CONCRETE ANCHOR THRU Z
(2)#10 z 314'S.M.S.&WH SDE SCALE: r=1'-0" n^.. ��
PRIMARY ANGLE CALC 112'=1'-0- W
CONi I E ANCHORf 0
I-K r BASE PLATE(1YP.)
024
'O.C. Z 0
I , , { i , D I Seconduy Anchor Sd"tft �4 LL1 C7 V Z
' i;,: . I ! i } i I 'i II Callum she TOW TOW •'• I' V� (7 J
&K&w SJL Cener.0 Aralms M x S W SJU. 6' 8• W Z O Q
I
8 i
1�
• • C/1
b. 4 4 IFP 6
2x �
,jr:.41' s li� I 'I II ' 2x3 4.IW. 6 _ O (/� .J 0 W
t `'} �C ; 2xs IW to 8" 72' U W � W O
1 ,, f t§ , iI y 3 2x7 4 IW 12 Z m st
,, (I I I ) d a• 2 x e a t/4' 14 ALUMINUM STRUCTURE ALUMINUM STRUCTURE W p Z
€ qlm Q p
I
I
2xs R 1/4' 19
€, I e•• SIDE WALL ONLY) ALL FRONT WAILS O '
2.9/8'BRICK PAVERS 2 x t0 t tFt• to FOOTING 2500 PSI CONCRETE
Z tN —
I r, MAX.SPACING 24'O t � FOOTING 2500 PSI CONCRETE Lu
t THIN SET BETVYEEN 6'(MAX•) FOR BOTH SIDES Norc W/(i)#50 OR(2)#30 CONT. WI(3)#30 OR(2j#50 BARS CONTINUOUS w Q V
CONCRETE LAYERS
:, s t.ssasalonsforOadiVaw.nehorinbnnWon BARS MIN.2-lir OFF GROUND BARS MIN.2-1/r OFF GROUND F— J N
I, 1-114-(MIN.)CONCRET9 2.saeondwY wrdror sdwduls xppiss lo We walk with uprVft
ANCHOR mww.rxswdWw. RIBBON FOOTING-TYPE 1 RIBBON FOOTING-TYPE2
3000 P.S.I.P.S.L CONCRETE FRONT VIEW SCALE: lir=1"-0' SCALE: 1/r=1'-0" V N LL
2"x 4"OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAML Z cm
SCALE: r=tFtr" �
I , f
NOTE FOR SIDE WALLS OF 7 x C OR SMAL38t ONLY ONE ANGLE IS REQUIRED.
BREAK FORMED OR J
!•r,, ANGLE INSULATED PAN ROOF OR
{ 9. UPRIGHT SIZE VARIES r x 8'
EXTRUDED END CAP W! ,
r x r x 0.063'PRIMAi
-------------
SHOWN) Q
COMPOSITE ROOF PANEL o---- SEE POST TO DECK DETAILS
,
'' •;_
EACH SIDE OPEN WITH PAN ROOF.
SCREEN :SIS SLOPE OF GRADE MUST BE
'd VARIES #10x3/4'S.M.S.EACfM-
FLAT FOR AT LEAST 7 FROM , I
4'SH (SEE SCHEDULE) ALUMINUM BREAK FORMED
N
1'x r C.B.BASE PLATE OUTER SURFACE OF FOOTING
(1 YP.) 0.040'X r Z STRAP OR H+• i I• t130 BARS HORIZONTALLY W
5d•MINIMUM EDGE DN>3T
s STANDARD L STRAP WI(2) "
„ I , ;1
I, ) I ' ! { {I �` -' E FROM EXTERIOR OF�aVwMd 9 L CONTINUOUS®17 O.C.MAX
SECONDARY ® f SLAB #10 x 314'S.M.S.OR 11C THRU- •. a 3r
TO OUTSIDE EDGE OIF. SOLID COVER ATTACHED I y
r x(tl-2 7 x 0.063"ANGLE __� ® ® PER SECTION BOLT AND 112'PVC OR EQUAL GRADE MAX. GRADE
EACH SIDE OF COLUMN W!#10 ear 0 •5d otsT ( TI FERRULE @ 24'O.C. I• • —•
S.M.S.(SEE SCHEDULE) tu• t-U4• DIFFERENCE t 8' j •. ( #30 BARS VERTICALLY CAGE O 4
aro' to ———— S.M.OR SNAP SECTION I STEEL @ 12'O.C.MAX.
I
C
CONCRETE ANCHOR a GRADE I� •1 N �_ m
(SEE SCHEDULE
,I, ,:s y E '{ � - • 1-114'MIN.CONCRETI£ � ( • ( m m
•. ANCHOR EMBEDMENIi ———— .Ht =H2=24'MAX • ',�' COVER N.TO ALL 212'AROUND) S ui
€. ' NOTE.DETAIL ILLUSTRATES W W y Z--
c 3:gg i tl1 ;
TYPICAL r x 4'S.M.B.COLUMN 21 •.. ILL
CONNECTION (MIN.) im.) =_=__ — V Ix W`�v�
3.a §{ --_
+L �, tr MIN.TO 18'MAX.
(D �X
TYPICAL S.M.OR SNW RETAINING ALL FOOTING-DETAIL 1 i o
c! , ',I SECTION COLUMN SCREEN �(}����� W m
KiALC: 112'=1'-0' v
SCREEN (2)#10 x 1l2'S.M.S.SMSROOF BEAM
"5 2 #10x314'S.M.S.E,M�H SIDEWtLil
I ^^ i a, I _:i ,, x CONCRETE ANCHOR THRU ( )
I, jd .;, I SUPER OR EXTRUDED #30 BARS HORIZONTALLY
+ I I `'I: �.;' ANGLEORWITHIN6'OF
PRIMARY 7 x 7 x 0.0 GUTTER ATTACHED TO BEAM VARIES---1' CONTINUOUS 1 'O.C.MAX.
UPRIGHT IF INTERNAL
WITH 2-112'LONG S AAS. SEE POST TO DECK DETAILS
SCREWS INTO SCREW BEND(1)030 BAR INTO 37 OF
l'x r BASE PLATE(Tl�{P•) UPRIGHT SIZE VARIES(7 x B'
BOSSES SELECTED FROM SECTION 9 (2)3/4 CORROSION —� SLAB 24'O.C.
FOR BEAM SIZE SPACED AT SHOWN)
{{ RESISTIVE AND WASHER
24"O.C.
HEA
ED
€ FOR ALLOWABLE SPANS OF SEECCDION 9)SCREWS PER •�
SUPER OR EXTRUDED I .I O Y
24'MAX. 1/30 BARS VERrICALLYCAGE
° •• •. GUTTER AND CARRIER BEAM I ( 2
I e •• 4 (SEE TABLE 1.10) r. a STEEL 0 12-O.C.MAX.
a i i 's, I 11 r, Ii • GRADE I • I r MIN.TO 2 112'MAX. EiAL
—
I NOTE:SELECT CONCRETE ANCHOR EMB&PMENT I ; SHEET
8'MIR
I -f COVER(TYP.ALL AROUND)
1-1/4'MIN.CO
ANCHOR FROM TABLE 9.1 a MAX) rN ) NOTE L• J.
—
y BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B.PROVIDED A STRAP OR 117
3D00 P.S.I.CONCRETE MAX.SPACING 24 0.& P.V.C.OR EQUAL FERRULE IS PROVIDED AT EACH BEAM.
�fl�; �I Its {�, ,, I' 'Iet � II i -
+' I I ? 9 1 •I!j II r FOR BOTH SIDES 18'MAX
Ip 1
,
FRONT 1r MIN.ro
RO VM SUPER OR EXTRUDED GUTTER-SOLID ROOF!SCREEN ROOF COMBINATION
2"x 4"OR LARGER SELF MATING OR SNAPSECTION POST TO DECK DE'if� SCALE: 2"=1"-0" RETAINING W -DETAIL 2
A!L€L TO FOOTING
r!' ii�f,:.', �I ",�,l I' q.i, I jtI il II�,'.t (�Y>�i,� i �rIl II �` '.I � '>� ,�,�..ve_ I �kr�,2:,}•Ef
OFSCALE: r-
1
4
tom' -08-200407
NOTE• FOR SIOF WAI I S OF 7"r R• itlii t r
4 OR SMAI Oh"Y ONE AhCI F IS RFQIItRFD
t-i,:. x.,C i� : .( ' I f I s I (l i .H�.%1> &I aii• I i "i '. ',
1/4'x 6'RAWL TAPPER
THROUGH 1'x 2'AND
( ( ALUMIWUM FRAME SCREEN
1 i; ROWLOCK INTO FIRST W�
COURSE OF BRICKS ;
# $8 t I o-- CAP BRK
BRICK IPEEWALLTYPE'S' !'
r,€
h ° ALTERNATE CONNECTION OF �— REQUIRED FOR
SCREENED ENCLOSURE FOR 36, LOAD BRING BRICK WALL
3i 1 I i f BRICK OR OTHER NOW MAX
4-p4OAMjNAQ PATIO
STRUCTURAL KNEE WALL C SLAB SEE NOTES
- 11
1"WIDE x 0.063•THICK STRAP CONC1t�TE
EACH POST FROM POST TO CONCiNING FIBER MESH)
FOOTING W!(2)610 x 3l4' —'-
I - - -
a 4r�r: s S.M.S.STRAP TO POST AND °.
(1)1/a-x 1.i'/a•coNCRETE ,. � (6)11305 O
1 , t
! I ANCHOR TO SLAB OR 650 BW W/2-12'COVER
r
9
I ,
,
h
FOOTING (TYP.)
a
i LS
BRICK KNEEWALL AND FOUNDATION FOR SCREEN Y�
SCALE: 1/2"-1'-0 1 AkS BAR CONT,
I
63 BAR CONT.OR
i 'i .. - 63 BAR CONT#5 BAR .OR
I (2)
Z-0-MIN, 3-112"(1'Tr* � �1'� .•s. �'
BEFORE SLOPE ALL SLABS) . Y
r 12' Q
Z iI
LU
TYPED Z 0
TYPE I TYPE n
FLAT SLOPE I NO FOOTING MODERATE SLOPE FOOTING STEL SLOPE FOOTING W C7 O Z
0-2'112' 2"112*-T-10• >1-10• �' fA J
� WzOQ
W t
•`y;.` � k, s� } :I I �: 1 r, - i. ,� ,:�.�. 't ;7.a P types:f• `I„ I , .I ;,:, , t= 'r ,s .,�.
Notes for ail foundation
s ; . ; (I 1is, + t gtepdnraryax 0 Q
�,; �I �., �,1 I {�t; o s I '-; �-�*„�.,�,�; 1. No footing regclred except when addressing erosion until the slab width fn the diectlon d>E N J Q
excxeds 1611 in --i
32 fl.,then a Type 11 ming is required under the bad bearing wall only unless the sidei� V W � W Q
height or the enclosure is in a'C'exposure category in which ease a Type 11 footig is r for an Waft. Z m r'
2. The foundations shown are based on a minimum soil bearing pressured 1,500 PSF.Bg cePY d W Q p Z
shag be verified u a et trometer,field soil test or a ad LD b big 1.500 PSF Q N
til',, { ! is • t p s ( to placing gte slab. Pock gene by testing W F-
Pry a 9 � �- I
3°
r ^ _ U
( f W
3. The slab/fkxxtdatlon shall be cleared d debris and roots and corttpaded prior b plakxrt�d cencrda. � � Q � W
-10 x 10 Wf•�d wire mesh or W
1 .! 4. Monolithic slabs and todkgs shag be minimum 2.500 psiconcrete with 6 x 6 U to LL
�I
1 i g crack control tiger mesh: Fibermesh•Mesh,InForce" e3"'(Formerly Fibembsh MD) gars CO r
E i"- Iia, d 1
beat code.
specification may be used in leu d wire mesh. 5 0 1
+ �: r l i 5. H local building codes require a minimum tooting.use Type 11 footing or tooting sectionstFPQ by Z N
rI E i Local code governs.
SLAB-FOOTING DETAILS
si.i'ij
I ,i' i. �;i I± ,I ,( 111 � ' :�� sF (i I' yin.•, W �N
k sA� f'': �I� 1:^kr sa li i s e �• 1� � !I I � �.>rs ��;�: ���� k L���
1.r• 7 k? I,P I i ( 11 @.�, i d r 1 _ - �i-+ 1, !.
C �l uj
Lu
Ljj *k
Uj V9
?X
n0
Lu
i 9! t �:I
�
Ft
= t
r
u � I
E�
L
04
}
SHEET
IF
t ,
1 1
I
I
k
11 �
14 07-O6-M OF
i i i ! i 9w
E01f,
V� ii ' 1 .. -
I
� ��
s
� !1
I g •� q �: t t, Is I I t I
IIS General Notes and Specifications: 2.07
The following extrusions are considered to be"Industry Standard shapes.The properties am based on die 'f
I 2.00' I 1 *2.00' I *2.00' I A()-%6 in?
II
H drawings furnished by Florida Extruders Intemadmi,Ina. =Qi763 pif.
j t i i 1 Ib It ''1 A` 0.613 iaa O UPRI
0.702 i.f. 1 #8 z 1-1/2" 0.044 -F
1.00' A=0.243 in.a �I`-3.00'�'�` A=0.716 h a 1 fT= P• A-1.259 hl r r FROM E DS.TOP Ix-0. = a
= I I WT=0.820 pi.f. =0.773 In. T
J4 h Sx 0.466 In.
-
ENDS,
Ixr _
WT 0 8 J.f.
2 _ a BEAM:•
u6 t
P $ WT 1.443 J.f c - OR BOTTOM AND
A 1.990 h.
Ix=0.136In. }, bi=0.477 rn! + ai giic=0.515 h a p 0.044
}, S 0.055• bt-8.746 h.• WT- 1S O.C. 0. a
1 n ;I C n t 0.044 S , 0.0 + Sx=0.477
lin? 0. 3-T6 + r' Sx=2.490 h Ix=21.98180n S I lY= 4�t1S6 in. Sy=0.410 h.
A Sx=0.137 In. 'hc 6063-T6 *2.00' -
a - 6063- w N N w _N 6063 0.082' + O Sx=4.885 In!
1"x 2"x 0.044"OPEN BACK SECTION 3"x 2 x 0.070 PATIO SECTION 2 x 3 x 0.045"SPECIAL-SECTION O1 6063-Ts w w
4 S
1 x 2 x 0.044 OPEN BACK WEC'pN yy�#
2 x 2 x 0.044"PATIO
SCALE r=r-7 SCALE r=TI
��
SCALE: 2'-1'-0' - « «
}}
N.AI
t 1.00 3.00• 3.00' SCALE: r=VI
I A=0287 in.2 I _ A+_.0.562 in a STITCH W!(1)#8 S.M.S. 24'O.C. (1)/8 x 2-12'
WT=0.329 I.f. a
{{ } I -�c A=1.061 h. S.M.S. 8'
D• I �`- y�+if=1.122 p.Lt TOP AND BOTTOM �`2.00'�` A-0 •
0.044
Is=0.31x8 in.' WT
0. be=1.523 In.'
.. b V p 0.762 h.` OR BOTTOM AND 1 I L7 in
WT=1239 J f FROM ENDS,TOP
,;
Sx=o2a7 h. + 0 �' 0.920 h a 2"x 7"x 0.055"x 0.120" WT=4.971 J.f.
6063 `� vi Sid- STITCH W/(1)#8 S.M.S. 24'O.C. 16'O.C.OR 0.044 (- UPRI p
Sx 1.015 h!
-T6
r 6� SELF MATING BEAM TOP AND BOTTOM PILOT HOLE WI N BHT:
w w CAP AND 1•iL8 X ht=1. • h'
6063-T6 --�C w w O -�k �5. h. Sx=0654
lv s I,' a rs t N w w SCALE r=TI 2 x 9 x 0.072 x 0.224
IN i1 # - 3"x 3"x 0.093"PATIO SECTION 3 x 3"x 0.045 FLUTED' E SELF MATING BEAM IWMR14AL6" e�
s II SCALE: r 1.,0.
( = SCALE: r=TO 200' h'=O. qO h! By=0.5451n a
SCALE: r=1'-7 SCALE: 2"-1'0' FROM ENDS.TOP 8063:TfB
g is 2.00' A=0.424 Irta OR BOTTOM Z
} AND 16.O.C.
i I
t ,t
u WT 0.486 J.f.
p 22TION WITH
LU
Ix=0.23211 3.07 a 2"x 2"x 0.044"PATIO SE Z
o-4
. �+ ]k
Sx=0."I h! >�2.00' A=a.250 h. *2.00' „ "
6063_ WT 2.578 pJ.E I 2"x 2 x 0.044 PATtO CTION W C9 U N
� A=1.438 h'IS
A-=0.772 h! 0.055 Ix-15.427 h? SCALE: r=1'0• �' ( Z J
w i` fi I.I III 2"x 2"x 0.044"PATS SECTION }} W+IT"aee5a r " Sx=4.aoe hr W Z O Q
0. �- a WT=1.648pJ.f. b • c� In f-
( 1 ` # 'I SCALE r=1-0' `° Ix=1.984 in• 0.048' -� o Il 1.940 in. 6053-T6 0 0 r i
a Sx=1 323 h a g ��0.959 h.a a, `200'�` A=0.5,�h! J co J
2.07 A=0.496 h. X63-� c 61 .� o A=2.355 h I I WT=cbi678 Pa. V d' m � CD
pm. WT=2.698 p 1f. :,044E]
044 UPRIt�, Z
bt-0.276 h. 0.08r + Ix=26.481 in. by=0. . at + 0.O55 + Sx=0.279 h.a w n N of , 7 h: Sx=0.355 h. Z (� 93 NSx-5.885 h.3 x 3 x 0.125 PATIO SECTION STITCH wi(1)#e s.Ms. za•o.c. w 2 �. 1-
I { # 6063-TB STITCH W/ 1 #8 S.M.S. O.C. TOP AND BOTTOM 6063-T6 _ . , W
= O -o. O
p
F SCALE -1' IY h =0.369 h.
I sY
+
-* w
j 16 g (t t , III 2"x 2"x 0.055"PATIO SECTION TOP AND BOTTOM 2"x 6063:Ti6 U LL
i I ) I • SCALE r=VI n " 7"x 0.055"x 0.120' u)
c I( 2"x 4"x 0.046 x 0_4W SELF MATING BEAM W/INSERT 5 S
3 I 3.07 A=o.as1 h? SELF MATING B 1"x 2"x 0.044"SNAP CAP ACTION WITH Z AL
WT=0.620 pJ1 4.07 SCALE: r=r 0'
SCALE r=r 7 STITCH W/(1)#8 S.M.S.@ 24.O.C. 2"x 2"x 0.044"PATIO CTION j
bt=0.336 h. A=1.938 h a TOP AND BOTTOM
sN, WT=2221 pJ.L w N N w Q
3 i 0' { a
Sx=0.336 h! SCALE: r=1'-7 J
II
6063-Ts 2.a7 2 x 9 x 0.082 x 0.306
t; 0.1 -I- Ix=4.854 h I
)a I# 3"x 2"x 0.045"PATIO SECTION 6063- 2.0(r-, SE SCALE r SLF MATING EAM
Sx=2.427In' �`
SCALE: r=VI 1
g1., 'a
t II I: I � ! t' � I alYI I 1 I �,.' , o LLI �N
A_.0.964 h _ , 4.
3 C':,11 2.07 A 1.853 h.
AI .i•; I� .I A=0.451 h' w w N W�(T=1.105 pJt WT=2.123 pJ.f. Z
I 4 s4 x 0.125 PATIO SECTION o.aas- l 8 ax=3•�1 h 0.07• $ rx=16638 h• 2.07
I u! 3r t 4 WT=0.620 p.l.f. SCALE: r=114r b 1.468 in? a •{
} + �
ix=0.640 h! 3 - Sx=4.157 h C 2
+ Sx=0.427 h' 2•�' Te
6063-76 w
�"
-I 0. i4 6063-� A=0.482E Ma
t
w
WT=0.552 pJ.f. o m
IY t �, (' .•I r 2"x 3"x 0.045"PATIO SECTION =0606 h.• _ LLJ ,ui
!',Iu • + �.n - b ZZ
+ Sx=0.406In? A-3.032 h' J O .O
It SCALE: r-1'0• STITCH W/(1)#8 S.M.S.@ 241"O.C. STITCH W/(1)#8 S.M.S. 24.O.C. LL Z
6063-T6 WT=3.474 p.l.f. N a
�,)I @ a TOP AND BOTTOM
I .I } �,i 1 r �: 1 .. 'tl .I• TOP AND BOTTOM w w w n 0.09rUJ w
Ix=42.583 in. 2 w W
�� 2'x 3"x 0.050"TILT SECTION 2 x 8 x 0.072 x O.Z24 x
2"x r x 0.050 x 0.4 0_ SELF MATIN BEA Sx=8.504 h. B O
A=0.685 h' SCALE: r=VI G M W63-TB zap
Wr=oafis J.f. SELF MATING B SCALE: r=no-
I, �t P 2.07Cal
bt=1.393 h! I , SCALE r=1'0' STITCH J
A 0.
582 z>
I I +
I.a _
.057
Sx-0.697 rrt.
+
,. ' I •r } I d #B S.M.S. 24
+ , $� <r p t4) ( •
6M-Ta WT=0.667 pJ.f. 2.07 O.C.TOP AND
bo Ix=1.228 ia' BOTTOM
'� Sx=0.614 in.a
2"x 4"x 0.050"PATIO SECTION ' A_-1.095 h.= 2"x 10"x 0.092"x 0.369"
SCALE r=1'-0• 1.255 .Lf.
� I
" N b wtT== p SELF MATING BEAM _
I,,, •) aj �I 2"z 4 x 0.050 TILT SECTION 0.057 �- o Ix=5.919 n. SCALE: r=r 7
2.07 SCALE: r=1'-7 b .d Sr,-1.965 h'
.T6 200
A=0.954 h.
SEAL
f I
WT=1.093p.1.f•
I ! it f ( tl 'I, , Ix=2.987 h.` SHT2/A
V
r I k i
0.0601f Sx=1.195 in?
II,
STITCH w/(1)#s S.M.S.@ z0►'o.c.
� '�
TOP BOTTOM
t, r- a �I
�. w
..
I L; o
I � I
q 2 x6 x0.050"x0
I 1 Nis�', , w w
E..'. C " eft c C :� w .S I
ELF
MATING B
•� T
'I I ,
r ° I
2 x 5 x 0.062 PATIO SECTION 07-08-2004 OF 14
SCALE: 2"=1'-0' Gft
SCALE: 2`=1'0'
I Ir, t•1,7 a` E 1 I . i
I I IIF
+
t
r •�•, li ' ;j yt t. !11 h Il i1, ,# I -
q I
t II r� 51�'J i 9 �I: i� I 3; 9�• ���[ I( 1 i � !.
Table 1.1 Allowable Spans for P Screen Root Frame Member Table 1.3 A11O le Post l UpdgM HsipMs for Primary Screen Wall Frans Members. Table 1.5 Allowable Spans for Miscellaneous Framing Seams as Supporting.
W Primary fg PP 9$J°eren Roof Frame Members
# Abmhbwa Appy sea Ti AIutINRw^Apar�Ti ftx Areal leittl Wind Londa up to 150 M:P.H.and Latitudes Below 3Qj••30•-0p=North(Jacksonville.FL) I
For Ara with 1Nbd Leede OP b 150 YJA and Laebbtdes Below 3rJr-00'Nord(Jseksawi0e,Fid AliaY
Far 3 �PM1 at v*W ft d 120 MPH or an appprd Mad of 140/a4 Ali AkmoMw OM Ti
i
1 : :r� : T�' :,/gp,�I,;(:,,; ,,-dq..? = £°'! ,I'• it Er{{t{ 1.h( I TrmutdLad
ipidth W.Beam s
rlbubry VYldlb W■ d n9IanO Bte4d 22
35'LOW WV aWdsh
Hollow Sections rd Td pqrd Hollow Sections ii I
41•d Sed SCd
% Id 'i" ' i ', •I E s' : 1. Y or def ecdo d AibwabN Height'M!bending W or ddhetlon'd AaowabN Spon'V 1 b'a 6 •d
r al;9:i ,•. ' % d' 'Is 1 d! z!I. AOawable Span 1V bwhdkh0 r x 4'Y 0.084'z 0.107 1 4 ' -
5'i' D T3' b 8$ b S-tY D S-6' b S-0' b 4-17 b ff t D 5'-9' b 5'.2• b TS D T$ b 8.4 b 5-11 D 5T S-5' b S•1• b 4•-11•b 4•$ b
rAW b r-T b T$ D 5-11• b 8$ D 8•-1• b S$ D r x r x 0.048'
5'.1• D T-1 T b T-t• D 8-S b S•11' b T-T D 5.3' b r x S x 0.057 x 0.107 13•-T'b 11.7 b iC-1•b Ir 5' b 1r r b 5-17 b rte' 6 8-i t= r-7• b 5'.4• le r-7• b S-,7 b
Y x T x OASr 10'$ D 9i' 0 8-5' b T-r b T-1' b r-T D 5'.3' b r x r x 0.055'
j • -' 1 : 11'-r b 5'A'• p Ill b T-11• D T-S b 8•tY D SW D 5'Y 6'x 0.050'x 0.127 1S$D IT-r b 11'$b Ill b r-5' b 5'-1• b 8$ b rte' T-r D T-O b T-0' D 8-r b
rxr'x0A46' t5'.►' b 1T-T b Ill b !•b• D 5'A' b 8'-2' b T-8' b rzYX0.W8'
,. p 177 6 17$ D 9•T D 8-g' D 8-0• b r x T x 0.055'x 0.127 1T-0'D it-01'b 13•-r 0 11'•1 i'b 10•-11•b Ill b 5'•T a 5'-T' -7• b 5'•r b 5•11'b T-T b
I;,1; I 4.y `• {': I I:1 1,'. ,� 1 I� �I I : rz4'x0 tCr b 17$ D 11•-4' D l5'$ b 9-T b r-11' b 87 rxex0.0sr T-T b T•2' D 8
al :j i 7 x 7'x 0.05W vd Inst 2r$b 19-17 b 1r4r b 15.17 b 1,l D IT-r b 174r D 17-0'• 11'S 0 17-11•D 17$D 1C•T D
$ ,' {$�' 1 I 'j j - Trlbuhry 1oa0111dth W a Bern speckq TriDuhry Load W WN w■Uprfaht Sparing r x r x 0l x 0.224• 2?-17 b tr-3'b IV-11"t; 154•b 1r-r b t5'$b 17�•D 11' 11'-T D 10�'b 17-2'b 5'.17 b
T rte' r-0' 5'8" rte" S-0' rte" Ti' r-0� r x 7 x O.Wr x 0224' 25'$b 20•-11'b 18S b Ill b 19-C b tri•b 17-5 0 17 1' 7IllI I
SeaIftWhpSectiaa rd rd rd rd d StlfNotingseetlons rig' 1?-1'b 11••S b 1 1 b 0-6' L.
I,!; • I�j a 'I tel [''1, r x r x 0Ar x 0.308' 2T-1'b 27-11•b w r b tri'b lit t5'0 75.8'b 14•A•b 13•-i
L...
i...( ,. •; ADowaWr Span'L'r Wndbg'b•a drMetbn'd Apewabb Flelyld'M I bonding Y er ddlMfon 1d' tr-3'b 1T$D 17.2'b 11'd b
SII
z4"zO.OMz0.1M' 15'-71 D 15-4 b 1S$ b 1r�' D 13'•1 b 177' D 11�• b 5':4'X0.044:0.105' 75'-1T b 14-8' b ,'f3'•t. b IT-Ir.:b 11.1• b /7d' D 4$ D rxt7x0A92'x0389' 37-T b 2T-T b 24'4'b 21'-71'D 2017'0 1S/7D 1T-0'b 15'-.:, 1S-7Tb is-7 b 14=r b /4'-0' D
T s 5'x 0.050'x 0.105' 24'$ b 21'7 D 19.7 b 7T$ b 18-r D ISd' D 14••3' 0 27.11• b t5'-Y D :5'-r b it a tr-r
r z T z 0.050'z 0.100' D 17.17 b 17-1- b T Load Width -
Y Y.!' .• r:tl O r •s ';. < P1. '{ r, L " „" .,,, r z r x o3sr x 0.12r 28•-r b 24•$ b 27-r D ZiTJ' b 18-g' b 1r-• b 18•$ b r z r x O.OSO'x 0.125' 24 1 D 20'.11' b i5'$ 1T•T' b iS-77 b ,5'.10' D t5'-tY b
O.t2r 373' b ZT-t t' D 24'-t Y D 27•P D 21'-1• b 15'$ 0 18-T b 27' Double SeH-Mating Beams tr-0' 14'$ tr•r ?2'-0' M'1' 3rd 3t'-0' 35' 47-0' 4a'-0' SIW Sri'
.•,> :: #; 5 ;. A llr x r x 0.055':0.120' D 2Y T D 21•-1• b 1r.T b iT-,7 0 16•d b 191 D
r z T x OJI56'rd heeR 4747'9-37-7b 3rd' D 384' D 28-1• D 28'3' b 25'-9' D 36'-3' Aaowable Span 1'/be b&
w a5'
r x T x 0.055'.W/knert b 37=4' b 28.1• b 2S r D tri' D 27,2' b 2C-i t• b 'd
,. a,.. g it .h (r,' i •-� ....�`.':.. r x r x gars x 0.224- .• . I'
41-7' b 38'1 b 377' D 28 D 25.3' b 2S$ 0 24-0' 0 5'x 6'x 0.072'x 0.224• 35.7 D 37.5' b 253' b 24-17 b 2rd b 21'$ b 27.4' b r x r x 0.077'x 0224 373'b ZTJ'D 25'-0'D 21$b 11-11 a tar a 1T-0'0 15' - 1S-r b 1540 b 147 D it-17 b
c.
a
i
a r C
xrx r2'xenr _1 4• b
j• : ;„ "`.d! (, 1:9 ;j.' 1 - 45-1' D 35'.7 b 34.11' D 3C T b 25'$ b 2T$ b 28' r x r x OA7r x 0324' 3rd' D 3rd b 29d b 28-01' D 24-11' D 25'-4• 0 2?-0• e r x r Y 0.075 x 0224 34=11 b 25'$b 28-1 D 25'-r b 2T•r D 20'•5'b 18.11'D 1T-1. iT-T b 15'.4'D 1S3'D 1Si'b
k. I;' { .,'5'r' ,p i 1 •� S4�r C: Ile T s r z 0.062'a Ojtr 19'•5' D 47-11' b 38�• b 3S-0' D 37-5 b 35'.4• b 28• 0 41'.17 6 38'.5 b 377 b -r ZT x t
-;,�I s..:5' d I ,I 5'p!r, i •'I .I r x r x 04$r x 0.315' 2g' D $ b 25.8' 0 2415' D r 9'x O.OBT x OJ06' 3BrC b 37S 6 25'-T b 25-17 D 23'•8'D 27-r b 20'-17 e r ,• it e D 1T-11'D iTd"D 18$b
,• .d,: x ,d...:5'. '',j: ,I' '.:. ' 5'X 15'z OABr x 03M' SrS D 51'- b 48-1' D 47.1' D 3841• b 387 b 34'-4' b �,�. b •7. i.
r x Il x OA9r x D.369' 45' 0 38.11• b '-T D 37-11• 0 30'-t0' b 25':7• e r x 17 x WW X 0.365' 4G-Y b 35'.17'b 34'•4'D 3t'.t•b 28-T b 25'-r b 25.7 b 23 : 22•.8•b 25.6'b 20'•T D.75'-77 b '
$;
ributery Ladrwnh w.Be"rspaang I.
S.I.. l a,, Snap sections s$ 4•d s•5' rd rd 5'i- rd S rd Cr Trlbdary Lad fndtih'vv'=IJpntght spadnai' rd with 2 z4SUR added Thy _ I.
,; S1 1t, ,„{ k 3 u t nap sections
Allowable span t'/bending Y a5'deMetlon Y AaewWY Havel W1.
T'a5'dMMeaen Y b Top a5'9oaan tad ted t rd tri' Ted 35'$ 34 d 35' 47d 45'-0• 50 d 511-
Z
r ' iill.'I !l '} :I •r ',! 5'l I •' 1 : :, 5'x 3'x 0A4r 11'$ D 1C-r b r-t' D 8i• D T$ b d' b a5' b r•11' b S`r b T$ D T-0' b 8d b SW b 945' b •d
[[, ,l Iy r ,p 15•-1' b t5'-Y b 11 a' b la'$ b. 5'.17 D 5'J' b ' D r x r z 0.044' to Weed AaowaW 1'1 b'at de W
5'l Ill b 11•4r b 9.17 D 9$ 0 8d b r x r x 0.07r x 0.224' 34'-11'D 29'-0'b Zr-0'b 25'$b 21'-5''D 20'-r D tr•11•D 15.1. 1T-0•b tr.'1'b 19l b IT-V b Q
rzPx0A4S' 18S b 11 11• b 4' d 1 rxrz0A4r T-W b Tl' 0
1 3 b D' b 17.1' b 11'3' 0 0'i' b
1S•T b 15'$ b 17-1' D. 17-0' 78- r x r x OA7r x 0224' 3T$b 3Y-11•b 25'-7 D 2S$b 23$b 2Y•17 D 20'•8•b t5' 1 D 1T-T D 18-11'D 75'.9'D Z
i tl ,L,a, ;•j i s F 'I : : rxrzO.Oir 31.3' b 2T-1• D 24' b w-1 b 20 b 1r-r b 15'.7 D rz4'x0.045' b r b. r-T b 8-tY D 8$ (n
W
2B$ b T x r x 0.067 Y 0.308' 4Q$D 34'.3'b 30'-3'b ZTi•b 25-7'D 25'7 D 21'-11.6 20 � Z
' i f.g.•'I ,...;.. f 27-17 1 - •b 75'- b 157 D
5'x x0 _ T rY0.06r b 20'S b 16'd b 75-3' b f5' tri'b 5'11 r
., .I. .,,. ...... I '. 34$ D 317 1 D 26'.11 b -T D 20'4 D z d' b 753' D W
b 27-9' b 13'
2
r x T x OA6r 25'7 0 2SS b 27d b 271' b 793' b 1T-tY b 15'-11' b 5'x 17 x 0.097 x 0.389' 4T-i t'b 40'1'b 3S•9'b 32.4•D 25'-9'D 2Ti'D 2S•11'D T4..:- 23'S b 27�•D 21'7 b 20'$b cc C0 ('
€ i �: "s l: "! ! I - L Thkbeeens aMwo w'rhamkW'irndratry atardant tolerarhws.No waiNidurn a1W 6eMas bun OAIO'. 'For Wkmable hall"a Netea: I
veledtba raw tiro 121 NMI,sec oonrarWan tae%1A p a5'laedM1eatlp pegs
WZH .J
2 The strueDras -IAh aetlen and 1.4Is aeomanded Out fa anginal bac mmaftd an any carder beam but span mon fain 1S (n Q 0 Q (�
i t .I,:, d a ,I k s •, 1 : dafiyud wring Ohs steam sirs o inird b a rnadrbneoerdfirbd aver and upril hail d 5T and for tables n i!b bepirbkhp dlf eaaarplt oiaw. -
r 1 Cy d' F 8 I'I - a nhaannearh upeiyd origin d 20.Sbaeanra I Orn Ira anis xrWlt•ra aha Nob: 2 Spat am basad on 15D M.P.H.will bad pbr dad bed for famrg. .p -k
a wen splecacmgkrslnp. J do ., W
s a,... 's 4 i 1 I ;, e1 F 1' t ', •I 1 3. 1.TNd.shown We'r1dFp'nd retard tahrarrs,No ve 6,irlarn oW be ice frt 0.040•. 3•Spen-s mraxW ham corm d awAscOan b hada or wit mrlse0orL i-
j spars w DaaW m a rnbhinXan d 1M!f ftp.FL for up b a 150 M.PAsid load. W
5'j'p 1`a. '; • ' 3 I r ! 'III 4.Span is namEW ban oanhe d been ad uI ll torrhae0on b baba war awrAcOoL 2-UwM seven panty widen 1F aaYd! W QM W. 4.Above spam do not kriade bngsh d bra Draw.Add halmrdol aissna fan uptight b torr d baa to b@%h connecter b Or above spw ben bed bpm (•) Q I
Of Drs craw•Add hotimnW datanw ban b
%. , r, `� �., •r S ADwe aper do not Uhdhtda IerhglA d bar baa.Add lialaorhW dl+nres ban uptght b tailor d brew b beam 3.Above Neighs do not khrAntllp IerfOsh upm1OM carder d eats b bpm �• Z m O Z
I,. + :j,v ,a I '::f 13,... ➢ 41 fth i1 ;I "'t j werre0at b dw above span for bW Dari spa, coo me n b Or above spe 41 bail beam spar. 5•Sparta OaiY be mlarPaated : i j,J Q Ly
0.Purin spaesy shat not wand B W.For baa spas now tlaNli•IDs Dan at t o easm ower and as 4.She weak aginewwV read ler Pod aw bo Over W H mean rod Might.. E V Q
r h., :I,' - •1 ( (i f, �; Pufm br fait tr-0'm each 5. 'r b De rtseaaW tea�rNer d Dern ant Ocrrw.lbn b bads aWY mrraOaL The MWnwa W for■r a r x G&W x 0.10r Skgle$W.MNh9 Spm wits Tf&UtMy Load W WM==-V 4%TJ" Z
r x. ,k.` ode dsha goer ahY ilrlht0a - as atwXet b deal 48 with HagM hrPrlprd
Perm W�teeehg ( -male" mkLadeat W = V
poen at B-r o.e.cm*W post and 121 PW In each sift d wnbr p Awmd bora bracing• e.Wok raft d r x r x o.04W @ 3r b Might can o amaNrW as residanhWi guamuft proridtd tfry iy J V
5'
S.M.B.SInto 7. Or snow
.f;. Daws sed b
i. be' roc raaraad6'd b W
SPw mry nbrpohtW- are attached with min. Rtt aprL
U ti
jj < II �err.,:5'a r:r x ooso•holder antro with w=sit=sea' 7.Heb m.5'a k,oervd.e�• cq
CHECK TABLE 7.6 FOR YIftlMWM UPR16lIT�WR aEAMa.
IF SPANS FOR•C'Exposul CATAGORY AND/OR WWDZOMM OTHER THAN 129 MPH An Imo•SEE .tet
EYAMPLE ON SPEl7FICATI&N PAGE SCR TASLES AT THE SEGOOM OF THIS SECTION. g L.
Z N
. � ' •• ; r ,1 .r Table 1.2 Allowable$ ns for Seresaitoof Fra Table 1 Post(Girt!Chair Rai S Header Spans b
�•L': � r !''� , e + I; �. � fI ` ! Pa Secondary me Member le .4 Allowat(l� Par>:. M Upright�M Table 1s Minimum Upright S'rtee and Number of s«.ws for J
Fa Areas with Abedahtm AAey sof Ti for Se Y$Olsen Want Fans Member Connection of Roof Seance to Wap Uprights or Seam Splicing Q
Wind LOWS eras b 150 IfLPA and tatibtdta Betaade•lr.00'Nonh(JadsemiW.FL) Alurnhbulph Afk'Ir soaTi
A.Seatioa Fastened To Sams Wish r. Far 3 aUd g0et st vateeay d 121 MPH a m appWd bsdof U SI all.W Sew Upright Minimum Purill Deck Nobs Yhhamrne Number of Screws• - Nw Stl IMna. 11,
bred To Para WMA Sts Sim i Knew&ace Ell K x%' 110 x%' 712 x%- �
Tributary Lad 1N,Ab!=Pvlh Spacing A.Sections As Horkentab Clive
Zra
Noaew Section Y•6' rd 4•d Si' 5'i' rd rd TrIblulary Lad WWM W 2'x 3• 7 x 3• r x r x O.OM• 2 Full La 6 4
$ rd Sd rx4• 7x3' rxrxOil 2 FW a 6 fa
I •'. � 9,i;' t ::: E ',' , t(' 41 Allowable son t'1 boobs W or danecdm'd Holbvr Seetlons rd r-r Oto Uj
I.
rxTx0A14' Td d Ti• d TJ' d 8$ d 5'i' b. 5'J' D 5-11• b 'Ifs or onscum'd rxr 2'x 4' rxrx0.04t• 2 FW 6 6 4
x x0 tl D b Tx5• rxr rxrx0A4r 2 FWLao 6 6 4 one r
r 2 T z OA6r -FF-d7-7-9-' d T-T d T.T d B-1T d r-r d r$ b d .11 ♦ to
0 � �.
z x0.0 b rxB 7x5' rxrx0.0M• 4 FWLa 10 6 6
5'x0.9/6' 8$ d s3' d T•it• d T$ d TS tl T-3' d rti' d 3'xrx0
I ce i'. '�:' ,• f I''I : r x r x 0.046' i7A' d t r 2'x 3's 0 p -1 E -1 E D -11 7xr 2`x 4• T x r x 0.044• 4 Partltl 10 6 6 ala _ �+ a
t d 9$ D 5'S b B-t7 D 5'7 b 8-0" b
b _ _ r x T 7xr r x r x 0.044' 4 Pardat 74 12 10 Ott U
IFFD D
i' r ,1 rxMz0.96rrz4 x0A 1 1 b b
pp b 114• -
I' b 10.8' D 1OS 0 9-5' b b 4 i
9J' b a5'
rYr 2x5' 5'x?x.DA44• 8 Par" 1!S 14 12 rry4
74 C ~ l
Txr TXr rx3'x O.tMS 8 PaNY /6 16 4
T Lad !_ Snap Sadbo AlbwebM er wRectioa d
Saetbns 5'.6'. C N DaWg 5'x x d -1 0 5'x9" 7xr Tx4•x0.050" B Partial 20 18 48 014 (1) m IIS
i.lj, Id,�s :;'', 1 4 I Plj =;t:•'I y,.y, ,'4, -Sato d Md aw Si' 5'i' 8d
s.Sections As Florsonbb To Pets awb Into Be.ae/aa T x 17 7xr T x 4•x 0.950' 10 PaMd Lao 20 /8 18 0'14 m in O S 11
Allowable Span 1 1 brill V or deflection d r W=
87 d 8.1' tl T$ d T$ 0 TJ' d T$ d 8i' d T Wkah w saw Sba MMhhert Dlebrhw and S d Serervs Guspt Plat tea O W
Hollow settfoas m
11=T d 11'•1' d 7Od d 1PY d 7-11' b r$ b r-0' D To Center Censer To Center Bern Size Thktnase W ty�0f 22`•' ',.
rz4'x OA4r 14-0' tl 14'-0' MOWED'N'I a5'daMdbn"a Oa 5/1r 5W rxrx0.O5rxO.1
d i5'$ d IZ�T D 17-r D 11'-r b 11••1• D p 1/76•=0.063• ll.
x2 Y D D at .1 D b -t t- b S-1. b 118•:O.12S W lyLL
7710 315' 3M' r x Ill 0.072'x 0.224
IL Sections Fastened Bow Ohba YNo Saw ansa x x 0.0 Mt2 - 1? 1• 2'x r x 0.072'x 02:4. 1W s 0 125' U W
3 x a 0.045' tr D b D b -1... lo $ D C ui r W
T faced D b b d14 a 1H• 314• 1-1? T x r x 0.082'x 0..
iMWq'!=Ps>rWh -tt t-
S x3 x0 D b b
Nbutal' 1 X
'r. Pioneer Stetbm rdCd rd Sri' Si' rd rd r z 4 x 0.0 1. D b a D 8< 0 Ytr 775' 1-3l4' T x 17 x 0.097 x 0.3B t/4•:02S 2 O
Snap Seetbne ApwabN 'N'I bni w ddNdba d 3AP 1 r W m
Aaewab%Spin t'I boort W or ddteetbn'cr D D a b10
1 ,`'J',1 •V .q: 'N b1:i; t it 'I 1: r x r x O.OM' 5'-r 0 8a' z x 0. Return b fedi aide d 1M connection d the bans,and upright and eseh*we d sppa connecdon. (�
b r-1• b T$ D Ti• b CAI' b r-r D •FOr eliowabb at valaei8a otMr fMn 120 DIPH.ae eonveraien Dxble to p tlr t5' .S:
Fri r:0.056' 5'.11' b 91' b _ Might "O.M2'raa Odakrrpf.03 Ganga tlYdOup r
b T-T a 3' b spedflwtloas for tables POW On bepkmbq d Wit aaafeth and exaipla Drina Nobe
r 2 D
7 1' 0 1 $ b S
7 17 -tY D -
it 11 I b 5'7 le r
Nitta: 1 d x5'brxrahaftwaWf ax or Ut 1
e• li s , P ti 5'l i ea Olvhb /
1. ;: I y.,I.I •N, � :F 'I _ 1 Ij e ,,5'y ;a I i I ', r x 4'X OA50' 7?T 0 12'1• b 11'-11' 6 11'$ D 170'-t7 D ,0'•4' b 9'-17 b 1.TDidmnaa atarm w 1no7fR� standard tOWpdae.No was adtlors sfrf let Ins Nen O.Os7. 2 M gas Plebs slab De s rrwarwsn d 5052 H-32 AbY or Mve a minkrwrn Yiak atrergtA d 23 M
+" r al wivieatDns she as ber d screws shown k the bed ler each spina wish 12 Oe screws on e�sid,d tlr aa.
2.She s wean pane widN'1 s gill, aidoauras in town mat 3.For Daam -
i; I, ' t z; ,,; , 7 ; ;` : ( Tdbubry Load Yladar7'=t=anOrh Sped 3.She aped6c tehgiaaing Pool Over 20 faiiWrL 4.7he miser d lams-s be W a Or maidnamn a9owable nlonard d Na beanL _
r.` _ r n d;l t. tf I ,j 4. S s to b• ander d ban east werhaetbn b tiods swat wnhsesatL anti 1 a 1.
S/rP sections 5'•i' •rd rd Pen mrsund ttrgRh M 5.TM mmwer d deck andam s aced m RAVYI R Tapper osowr"toed data fa 2.SOD Pei nude gird ahrlwn may
St Si' rd 41'.
Might gAnkv h Pntvd.d be usaa The rrethber sheen s the 6f W air 12 aids
2'x o.d,114-miL and sat 30'ih ern be maiidrW a tasidawN
Allowable 5. Choir rich d r x
Swan i'1 r dtfledbn Y 0 x 1-t?SAM Into to screw towns and do
fi Da1a6 mrd
exceed SW s
l: h. w attached ,
with � can meds
OhaY min. agar. 6.liosow wrunectiaa be uh.aadhaawns Or
praviad arguer
•, '�41 I (� space approved M
7
i
rxrxoAu
I n' f 1 l D a•5' a 75' ,
0.Cash rtlalt rat 7 b toed int witlt 12OsereaiifA ti a roan minium nhrnaitt d b the pew ler each
7 Spam may be iro.POMC utt uWgld edeas splice s<Tews;4Sn each aids d 65'
' 7.Thkbraaa alhoweh w ihorehinr'khtlua standard IF HEIGHTS FOR V CATAGORY Atm:1OR WMD2:ONE3 OTHER THAN 120 WH ARE - S.At beer b crmWions ler r x 7-Dews or shay have an ilift l a a bwW t les.
`` `' 4 'yid� ' ��: r� • .I. .'. .. r rf ,,' 'I I 1 ' '.. h 1olsanhcss-Ihslitidrlorsa skies W fans Nan 0.010'. upright hr9ar 9ucx pia Gigsset plebs w
2.Spans w based on a mkmram d 1M 1 Sq.FL ler W b a 150 MMwbd toad.3.S s meantnd hon REOU6tED,SEE EXAMPLE SPECIFICATION PAGE FOR TAl81F3 AT THE BEtiarNasG OF THIS; reouiW ler manserd a 9"spice wrneCfanha. 04
P
: I", .u '' u if I : radia d ban and h8rrlged darlecfa b,ato.a wY wedaidfon. p'� SECTION. 9.iron gueea fish tam.atiar.r x 9'Dam a IaeOer ase 3/5'key aamwvs..
'. 1' 10,
.• _ L
s 3.Span b raaaaaad Dam arnbr d bean and upeiyd omrhedbn ta6ahito>M wrrhet0otL 10.TM side was upright shM Imp•midraan Darn size a dhoes above.lac..•T x a•upnpht and neva s r�:3.Dam. 3F�
4.Priv apaiiing atlas rot arastd 8$.Far beam t4wid fs bean at 1ha rants and 11.Caned Dom b all H•bar•Owed Plat,a dips for each spiv with IR int sneers On sant
r k ( epwavaabr pwrin
wrgtti aaWa a4?e d tlr ed.
"•..i : Ili jli 1 a t , Y r#^ , 1 <4 l - ane Iwaan for Garb Ind on each side d 65'cents paean SMf khdabbbeat beating as of m b dotd 12-For girt 3l use upright site(Le.r x r)_Read the r x 6- row for ice.girt d 7 x r x 0.044•.. SHEET :
i48�'lwpnwaDpufruatB-racwnYrpxinerw ixAsaommoedorde,purinnaedWaal.
Dradrg-
(° 5.Spam malbakdapdalad.
CHECK TABLE IA FOR AWNM to UPRIMHT SIZE FOR BEAMS. - I
r t,: m 11 sir si g �I
11
Ecesedill
kftLl•ferrxrx0.06r w
15'905'5'aectia tasttad to Dere wlbot!•5'i w w si'-=ter
a7.(M-2L 14
E�, OF
I.': I ,.``'. t ,, :.f , .311 i • I
I I
I
p
-
,
s
p k I
3
Table 9.1 Allowable Loads for Concrete Anchors
crate Fasteners for Partially Table 9.3 Wood S Odyn kY Enclosed Buildings Table 9.5A Allowable Loads 3 Roof Areas Over Posts
Eatbedmcrm Min•Edge Dial i s for Screws in T ns Table 9,10 Alternative Anchor Selection Factors for Anchor/Screw Sims
�i Screw sin Tension 0
Ailasabi.Load, Loads anelizAfea Only for Metal to Metal Beam to Upright Bok Connections
I Pd9
a Anchor
°"' Maximum Avowable.Loilll and AteriMable Roof Area tr 120 MPH Wind Zerh(95 69 i I Open or Enclosed Structures @ 27.42 XSF 1 to Mage
a y I r I ; I °_dlaruhr (km.) Sal(In.) T•nsbn shear
3 ,' E 1 (For Wind Regions other - 120 MPH,Use Comr eslon Table at scum of this pope) -
i C sF1 E I 160• 1.7TAMACIll(Driv4 Anchors) 273# 236# for PARTUILLYENCLOSEDB Futerhr Anchor q 1110 #14• SMMV3W
. i ] CONNECTING TO:W Nwnber o/Futansre diem. min.edge Join.ctr. No.of Fasteners 1 Roo/Area
I - ;I �, EI 1-1 31 blear t o distance to CIE. 1/Ara 21 Ara 31 Area 4I Area 1.00 060 0 0.46 027
_ Diameter 1 2 9 4 #is 0.80 1A0 0.
TAPPER Camcrele Semin 2660.7 SF 5260-15 SF 792#-22 SF 10560-30 SF 114' 1l2' SIM 1,454.53 2,906-106 1,382-159 S,et9-272 0.57 033
311th t-1/4 15/76 288# 167# 5fir 316' 716' 1AN-69 3.756-136 5,682-207 7,576-276 f12 O.M 0.72 1. 0.76 0.46
1I4Y 1- 9980-11 SF 792#-22 M 11M-33SF 1584#-IS SF NM N4' 1' 62 4
£f. 9 .! a 1.3/4• 16"76 3710 25911 680#-193F 1920#-37 SF 18800-SB SF 28460-711 SF 2,272' .514-166 6,818-249 9.Ot)tl•331 014 0.46 0.57 0, tA0 0.�
1!Y 1' 1.114' 3,030-110 6060-221 9,090-332 12,120.442 Stir O.T/ 0.93 0
,, i� 160• 1-t//' 1-int• 4270 2000 2.1 0.59 1.00 13N' t-160' 544# 216# 1' 312#•9 SF 824#-IB SF 9360-21 SF 316' 021 0.26097Me 1-1 1660-1 SSF 93811-25 3F 140411-40 SF 1872#-53 SF 0.56 0.79
3m 1-V2' 7-Ire• sn# 4o2s Table 9.0 Allowable Loads 3 Roof Areas Over Posts
2.1 Tear-22 SF 15601-44 SF 23404•66 SF 3120/-58 SF for Metal to Metal,Beam to Upright Bok Connections
Alternative Anchor Selection Fact f Anchor I Screw S1tas
13th' 3316' 703N 45511 t• 3560-tODY-
or 71211-2015 7a86f-90 SF 142411-40SF
ra IY i,. t/l' POWER BOLT( lose(14gr all
Expansion
Ion Bok 624# 261# Fastener Partially Enclosed$WCture6 35.53 NSF ( Cs scree and lYfeod 2-1 embedment nepeetlwly)
- ;- '� r 916'e 1-7 53 -15 SF 106811-30 SF 1802#-IS SF 2,3611-60 SF- eonerela senwa:Y auxbnum
2-1 -25 SF 178011-SO SF 267M-75 SF 3580#-100
-zo
`I �� rj ! LM 3-1!! 1 718• 1.575# 1425# diem. dbWrc• to ctr.min.edge call - 1/Ara o•d21Ara Fasteners/9 Ara Rocif a 4l Ara -Mir
ia
ONNECTING TO: CON 2.500 for PARTIALLY ENCLOSED An Stn N1M !l4' 31 - N1M 1rr
S' 2-112' 2,332# 2.22011 Faeanar
Le Number of 114' 1l2' SIM 1.454.41 2,906-62 4.382.125 5,819-184 311th 1.00 0.83 0 3116•. 1.00 0.46
.. :II, SM6' 310' Ther 1.8911-53 3.768-107 5.662-160 7.576-219 1? 0.16 1.00
I` POWER STUD Demeter 1 2 9 4 iN• O43 1.00 0 -
C U • (�.;*. -.I 1l4' 2-314' 1-1/4' 872# 3260 OF FASTENER=' Ser'Conenh Screw Zamae NWIn r 3A' 314' 1' 2,272-64 4.544-12B. 8.816.192 9.086-256 N6' 0.50 0.58 1.
r .a.. ,N •r j i � :ll, �• 47
44W 1-7/8' 1.358# 92711. W t-1 ?3 -p SF 48&1-17 SF 899N-25 SF R72f•31 SF tl2' 1' 1-114' 3.030-05 6.060-171 9.090.2510 12.120-341
N e Anent
. 270#-10 SF 54011-20 SF 61011-30 SF 1060th•39 SF aPN 6r umber d#8 straws x:m d nc�rwr desired and mud up b 6b nett wen number d MM&
827111 1.2180 _
Nota ler Taal"Os B: Exampic II(l0)#8 screws are required,the J
k ' II OF FASTENER= (RaMT rAllowable Load
f y 12' 8' 2-V2" r A, roll rF�ianMr d 010 sctawo laked is:
`' 516' T 2-14' 3
1 2116# 2,2028 21611-TSF 492#-74 SF 736#. 1.Tabic 99 A S 8 are bwd on 9 accord 09 x 10=(8)070 Q
1.Concrete
n 311th. 1-1 21 SF 984#- SF w4rmd pmab et 120 MPFk Gsposure•8•;I=1.0. ler OIe Mon Than 6d
' l ( I° II ,�'. s �.' F' B ,:�f°,�€ ,r I I '; : •..• 1.Cormaai!screws are ammmX�d b 7 embedment by nmanufac0uers, i-3/ Far c9€D#rh S saaen mons rtxdlgy 6ma Glue
917#-9SF 83411-18SF 851#=278F...128&0.-98I3F
2.V aro a0owed loads Wlh a sdoiy l ctw d 4 app9ad. A6osable lead Cove MWNWars U4'. 1.1 3851-10 SF 730#-21 SF 109511-91 SF 111600-H SF /Partloly Enclosed bads S roof area above E�pa Z
equal b rawi may br wbsWuh L Distanea More Then Sit 1-y 465#-13 SF 9300-25 SF 13950-ASF INN-528F by 1.3. Distan T•mlon shear � W
4.AneMrs taeeiM€g beds psDlxrdinJer b IM drrshr are I.tension. Edge LM. ,-1 4370-12 SF 670#-2S SF t311f-97 SF 174811.N Sf 2,MmYnrm spadr g b 2-1/2d O.C.for screws 12d 725 13
a Alienable bads re kraeasrl by 1.00 for wind Iced. Distance Tension Shear 60,11-17 SF 1202#-34 SF 1603#-616E 2400-USF
6 balls and 3d O.C.for Mals.
Minimum edge ds4nce and call b cants ap.alnp Blue be 5d. 5a 1.00 1.00 1� 3.AWgfsm edge distance is 2d for sasws. 110 721 W (_7 U Z
T.Anchors .bads a1 b IM OF FASTENER. Bolt Power Bak r 6
dmsler am cher lad 1.1 2
receiving � bods. ad 1.04 120 1206#-34 3F 2410!-MSF 3615#.102 -160 bolls.and rlvetR fn (,
!ijI.... _ - L 1397L kw:rean ew Dean q;prod because wrad uplR is ony bed. 31Ma 2-7 130.9#-37 SF 2808#-73 SF 980910-71010=20.1sT w 1.1.11 i.QO W Z F_ J
7d 7.08 1.40
1 Iii I I Exassplis: ad 7.17 760 .e 3� IOWN-51SF 35120.102 efts#-1sz Ttaa-209 � 0 m
.. 9d 1.14 1.60 7d 1.06 1.40 in
Dafemm�a ar number d mnemale anrlmon regtiad fore pod 1983#-5e SF 9pM11-tt2 597911-tM 797211.224 O Q
s . 6d 7.04 72a fn J W
OrdMeMdvi& OWL ElodbylviOnd rallowedbad. tod tete 200 J W - 1-
I�. spadrq=r4r O.C.. WIND LOAD CONVERSION TAKE: - V
} For a Y x 6 beam welt ttd 121 Name Sal 100 100 3 t'7
1.The minimum dehnn H P€we edge d the
t:.. 1 " € ' : UPLFT LOAD-IMBE SI�x BEAM&WRIGHTSPACING 72d 725 a�Ma��a6ow�s6le�.nd�ioor W m pp Z
a mnaele b the concrete ntU Bwr+w O
m R°r 11 ,I between arw hors slsll red tI�(MB son 6d rrhsre d (T l Table 9.6 Maximum Allowable Fastener Loads F- Q N
amu We
: DY convarslarmhGor.
b iiia rtdma Z V
NUMBER OF ANCHORS= 1/20.427 z T x 1011/Se.R
ZL
q . ! for Metal Plate to woos S rt
I ALLowED LOAD ON 2 Allowable bedsirw fxsllfn Increased ter 1.93 wufD AP �n W D
NUMBER OF ANCHORS= 714.7011=197 r farwidbadnp, REGpN LOAD FACTOR 102'4 SIM4 9111'4 W Er O W
Psrta6y Enclosed R (MWMX 1` _
ua 2 ardmas.ar t 3.Allowable rod eras are
btio d an bads for 100 25 127
Sher Pun Out Sherr PO6 Oce 8Mar Pub Out J Q (n
Glen! 110 30 1.1 V tL
gg Ttumrs(aa, ()an each ata d upr�pk. Screw Otametr
120 35 1.03 r
I
Table 4.4.For Glue/Enclosed and SeeSas 1 #8 93 fs 119 134 77 G
h based on RrM PmducW abwable baa for 2.500 .B.L concnfe. 729 1.00
s# ! R S T use a nsd8gfr b roof allies Of 7 #10 100 55 120 89 741 76 Z IN
46 0 #14 7 TO 145 M 1
., #/ 116 71 131 76 143 94 Z N
150 56 D27
(( I S ;I " Table 92 Wood S Conic rate Fasbenen for Open or Enclosed Buildings J
6 i t j
Loads and Aroas for Screws in Tension On
Maximum A6ow"-Lmd and A*buhbb Rod Am to 126 WH Whma Zww(VA2#18F1 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Q
J Wand atlsr then 120
MPN,UaComarebnTableatBOlnmofslle
k :€ Ahmdman Mandrel Sleet Mandrel
a !
CONNECTING TO.WOOD for
4 , I OPEN r
ENCLOSED Buad Rivet Diamelar T Teaion Slrw
_. ,. ... e. ermiorm 61st
Faatrrr Lanplh of Nu mber of Faslerws Table 9.4 MaxlnufM Towable Fashrar Loads lir 129 776 210 325
asterwys Into 6983 T-5 AN Aluminum F
OWnsW Esnbednsnt 1 2 7 4 5/3Y 767 263 340 490
,,�isill 1' 26ff•70SF 528#-19SF 79M-29SF 1056#-39SF � WrtecEOon.rendedBy�MaNOrk-) � � 3nM 262 375 415 rm W
t1 7N'e iA17 3960-14 SF 792#-29 SF heat-43 SF 156111-SS SF' SBB•TaWng and Macbb* Avowable Loads Tenth
2-12' aBoe-24 SF 7320«-Ie SF 7980#-72 SF two#-se SF s�55.000 eek ah..rr2�AM W Table 9.9 AllerratNs Angle and Anchor Systems for Beams � �
9129-11 SF 624#-23 SF Kill SF 7246#-185F Anchored to Walls,Uprights or Carrier Beams Z
g�yeam Tensne Loan on Semws for Nominal oak Th&*-re)(Iba) Prig .e..i .e
iii I
- " € ,'. c s $f i i0lrz 46M-17 SF 936#-34 SF 1401#-51 SF 1872#•MSF Maximum Screw U Anchor She
I.c�4i d
t:r. : SW Nd LI M' 0.050' 0.054 DA7Y 0.062' 0902' a12M
p 0.164' 182 YPe Sire To Wa8 0
T 356#-13 SF 712#-26 SF 1068#-39 SF 1424#•52 3F #10 0.190' 271 240 264 345 393 607 - }
2-1 1' 780#-18 SF 7560#-57 SF 2340#-65 SF 312011-114 207 220 2N 340 361 Extrusion T Dacrlpeomt Uprlpj t I Beam !_ A
9re'e 1-12' 534#-18 SF 10th#-39 SF 760211-5e SF 2136#-78 SF A-2 0210' 233 260 292 362 435 4th r.
_ I'xt•x0.O45• 3116• #10
2-12• 890#. Anglia 7•x7•x 1/8.0.1 3/16' #12
:' { �, , 32 SF 77809-65 SF 2670#-97 SF 95609-130 SF H4 0.250' 278. 316 34 455 518 581 789 1'x 1'x 7/i N76
,.r + ONNECTING TO: CONCRETE! t!4' 0246' 287 n
1 2.400 for PARTIALLY ENCLOSED 333 436 4 T 1-11Y x 1-147 Vii 1/1' #12 � �
I, r 3( �, I Faunas d 5He 03125' Uj
347
Tie• 0375' 417
Number d Fssft w 395 134 SM 7 886 1-t/Y x t-1 N1 .7 1 W #14 � W
11Y 0.40 473 521 862 . 1,517645 13th'x U314'x tre' 1 7th' #111 LL I
T71PDASIEN 1 2 3 4 .631 604 908 1, 7.162 1 1.12'x 1-72'1/8.0. 7th' #11 J p
Cukk SN'Concrw Senw zwom Neft r an d
FII. Ilr "• i ,I : lWe 1- Shear Lona on for Nominal Wall Thickness x Y x 0 3/6 are' V W v W a
72' 233#-8 SF 4688 17 SF 6980-25 SF 932#-34 3F screw AI Sheer x 2'x 1l9'0.7 5118' 5116 W N W
lit 2' 270#-tOSF 540#-20SF 610#-30SF 1060E-39SF Z
44 k1 a fII '`I ME OF FASTENER= Stn Nd 0.044' 0. Will Dl 0.06Y SAW 0.1 �
YxYxN7 0.31 12' ,2' XF-
E
199 21 260 326 3BE _ ll-cfmnnsl 13/4 x 1.3M•x 1-3W x V6 3/r #14 Z 0]
Conerele Screw Rawl Tapper r E uWBle L C9�
N7Me 1-12' 246#-9 3F 4920.18 SF 73M-27 SF 984#-36 5F 230 253 332 376 421
M 0.104' 175 W
,I ll•cimenrsl 7 x 2-ire'x 1'x 0.057 5116 5/16
1314• 317#.12 SF 634#•23 SF 9510-35 SF 1288#-46 SF #12 0197 203 U-cha xsl 1-12"x 2-7/6 x 1-12•x 0.043' 1/Y 014
114's 1-12' 3650-T3 SF 730N•27 SF 1095#-10 SF 148M-53 SF Et2 027th 224 266 28D 387 416 436 screws b a pat all b
#14 0250' 2e7 303 393 438 497 58 J V
CC
4 1314' dal of beam
405#•17 SF 930#-34 SF 1395#-51 SF 16001-68SF
Nie- 1-712' 4370-16 SF 8711#-32 SF 13171-48 SF 1748#-64 SF t!/' 0210' 256 297 320 119 477 � 535 727 .Table 9.9 Minimum Anchor Sim for Extrusions
5116 0.31 339 379 417 518
7.910• 601#-22 SF 7202#-MSF 1803#-MSF 2404#-MSF /
9re' 0374 400 500 655 715 838 1.36 �':..
TYPE OF FASTEI4ER• 'on Bolt RM Povrr Bok r Emilia �. g�,g. rte{ 608 607 873 994 1,115 1 1 Extrusions Wan Metal Concrete Wood
3B'e 2-117 1205#-44 SF 247 - -
` O9-60SF 961511-132 SF 48200-178 2'x10' 114 #14 7th• 1/4' '.
(" r RI M Sherr Loads on Strews for Nominal Wag Thkkneu
` s >1 -- 160. 95 Sf 3909#-143 5272#-190 SF _ Doable Stew Y x 9' 1W #14 160* 1/4'
I €i:.6 2 3I i 3-12' 1303#-46 SF 2806#• All -
( ., 1 i� ): k ,I 3' 18060-MSF 9612#-132 5418#-160 7"Af-263 YxM 1N #12 160 #12
i r Straw
Sin Nd 0.941' 0.067 0.055' 0.07Y 0.06Y BAN' 0.124 -
'7 -.� 4 73 SF 3986#-145 597!1#-218 7972#-201 398 438 572 852 732 Y x 7' 3176' 010 3176 #10
0.,64' 350 -
s k : Y x r or less N16 118 3176 08 r -
k'.i; 1,The minimum d$Wm tram the edge of conaele b WIND LOAD CONVERSION TABLE: #is o 406 160 506 661 756 846 Nom• •' i
the Conteh ander ant spacing between anchors anal not For d app oM than 120 MPH h2 027th Mp 610 . .580 734 836 676 Wap.beam and ugigi P**nwn anchor shoos sW W used br super gutW -_�
(Talks Shown! WY alowebk bade and roof BOB 666 872 994 1116 1518 _ .• _ _
be lM Osn 5d wtsn d is the rrdwr dwrstr. #74 0.750" 534 ..
700
2 Allowable bads lave been brnsaed by 1.33 ter wind � 1N' 0.240" 51 � r•
race "cw wrsion heist. 602 640 838 954 t0 14 - _ EAL I;I
loading. WIND Tse 8311 7 1 1
APPLIED corrvERsloN s16 0 1 o� 242 � 7�
I ! II I
3 zs 866
9.Atbweble rod area are basad on baa for 910 -
rt�1au/ REGION .LOAO 7000 1310 1490 16 H I
- .FACTOR 916 037 72 EET
coo
i.. I
: C.' .• I I i : coma(MWFRSY.1 7.00. 1ao 1272 1330
y 19 1.19 1- oto' ta66 77x6 798E 3oao
2{ '1' V } I : I. 4. Fw PartiaYy errJosed bWdirgs Ilse a mu6igiar b roof lie 7d 1.OB Notes: -
� [ t -: ;:I� ansa d 0.77.
:I �y I (I 5.For wc§on 1 S 2 mdaply rod asst by 1.30. 120 27 1.00 1-Screw poen IMoupl him sib!°d
123 29 0.97 2'AN barrel lergtls:Cetus irT•Use nwxdaehurs grip nrgs b mabh bed
l: r�
Ovral fackne,d corxstdam. . 14
,.y. z='1 130 32 0.92 tables b sal rhM a�stku0on W schwa of other
21 r
I 110 37 0.85
specifications in danallings.
s 0.036 sl mourn and 26
43 0.79 3.
Minimum tlmw:kneas rmnrdsr+mmbrs' 94 awl• - II
Ill uY I�
4
f 5 d { I
07.)6•2l
OF 14
Jill
ME j
I:IS ILII. .k �� � I `��
I �
r ,
Table 1.7 Minimum Size Screen Enclosure Knee Brace Table 1.9 Allowable Spans for Secondary Screen Roof Frame Members
and Anchoring Required For areas north of the latitude of 30'30'-W(Jacksomr1U%Florida)
Aluminum aoa3 T4 that are subject to ice on the screen 3 wind zone of 150 MPH or greater.
ET
Le h Extrwion sleet AtumgwmAieylOgTi -
{{{pp w - • 2'x T x 0.044' 2'H-ChannN WOh e10 x 1/T EACH SIDE
't A.Sections Fastened To Boma WNh _
.1i • 2'x 3'x 0.045' 2'H•Channel Wah 3#10 x 1/2'EACH SIDE T t.wd Width.PurOn W' r x 4'x 0.044'x 0.12' 2'H•Chw"With )3N' scows
I:, €t�lit ( .I (ala to M determined by Dtleim stet,see bile 9e) Hollow seed" 74" 1'-0' 4'•6' s-0' Sof' 174' - r•i'
Asowabb t'/ b'ordsnsetloo'd
(s«TWb 1 B For Number And sae Of saaws) r x r x ooM' 8'2' d 6'-3 b s•11' b s-T b s•4' a s-t• b 4'•to• b
Nola Y x r x 0.056' T-1' d r-0' d SS b 17-1' b 5-70' b S•r b 4-3' b
1.For regdrrl Imes brass 9�than 4'8 mMo1 eWww forspadiotlors and dslab.fill -
r x r x omr 9°-0' b 178 b T-11' b TT b T-2' b r-i t• b 6'4' b
P I ' ' � � ,� - _ 2.Cordever Ixem debt shown on paps 1-32 shall be used for hint structure att ch ent when knot brace length exceeds 4'8. r s 4'x O.OSO' 9'-11' b 9'3' b •r b rJ' b T-11• b T-7' b -T-2' b
Leal worth.Pur6n w
Soup Boom* 38c8 171' Si' r-0' r•P
. ^ "
Table 1.6 Allowable Spans for Primary Screen Roof Frame Members Aaow.M. t•Ibin b era.tleeaon'd
'. til
for areas north of the latitude of 30'.10'-DO'(Jacksonville,Florida) r x r x O.ew T4' d r4r d rte" d S$ b r 2' b 5-10'
! II 1 ! 1 + that are subject to lee on the aveen i wind zone of 150 MPH or greater. B.Section purses Rwtwed To Bees Through sure into saw Basses
Alumbu s Alloy eee3 T4
t ez l,i a I• , + u){ I F. .. s4 s lklbrrb LOWWidth�W T LemWNh.Pwlb W
�., J .,. .. , , , , .-
! f l ... Nokw sections 4' 17.0" -
�. I { s ",
Allowabte7ern 1'/ V or deractbn Y Aaewabb L'/ b'or dansdbtn'd
a, i eft,; ,j 1 ' t i i;'. •I ,yea #,�;{.! r x r x o.o4r V. D 5-71• b r 1' b 5'4' b 5.4' D 4'-11' b 4'-6' b r x r x omr T4' b r-11' b r T b r$ b S-t
r x r x O.OSi' 6'-10• b T-T b r-117 b 6'3' b S-0' b SS b 5-1' b se x r:o.osa- 17-2' b T-T' b T b r-ir b 6'-0' b SJ' b 5-11' b Q
rxrx*jKr 10'-11' b 178 b CC b TS b T•r b 178 b 17.1' b rxrx 0.046' 101•1' b r8 b r-1T b 178 D o'-t' b_.T-6' D...Ti' b z
i a 1 r xrx 0.0011' 11-11' 6 10'-4' b rd' b 178 b T-117 b T4' b r-11' b r x r x LOW 11'-T b 1174' b 174" b 9.7 b r-10' b 173' b rte' b �{
- k.�2LLI
Load Width.w T Lo.a wwm.rwxe w
3d14i1M6g sections 4-0 r soup Sections -173' 174"' 4'4' r e' Si' r4' r4- Z O
ABowebb V/ V or dellection'd ANawbb L'J b'u dMleetlan Nr Uj �
jl
r z 4'x O.OIP x 0.100• 117.4' b 14'-2' b -12i b 11'8 b 1178 b 9-11' b 98 b rxrx 0.0M' r-11• b 174' b 7.17 b T8 b T-1' b W (� (� Z W
rxrxeAsrx0.ior 20'-r b 174' b 1St b 14'J' b 17-17 b 12'-' b 174' b Q
!€ I= { I! i'I:' r 'I - NOW � W Z 1- -J
1 a � I ?: rxrx0.0arx0.120' 234' b 2173' b 1178 b 18'-8' b 1S4' b 14'4' b 13'4' b 1.For span 4 d boom Use wean pens!WadnO W. In 0 � �- m
=Ii {
r a r x$Mr x x120' 284' b 27-17 b 2171 b 117-r b 17.3' b 117-1' b IF-- b 2 Above spas do not krdtde lwrpN d bw.brap.Add' dbMnee oaa uplylt b, o1 bre to _ Q U) J p Q
r s r x e.OSP w/Inswt 34'-1T b 3r-P b 2r r b 24'•0' b 27-11' b 21'S b 217 r b beam mreelfon b Ihs above fpsm br1oW beam spur. J W LU }"
k. , f (I IIS r x!'x oA7r x o.ZZP 33'-11• b 29-5' b 28'+0' b 2A'-0` b 27.3' b 217-10' b Ir-T b 3.Pure specie Ns0 not exceed V4r(40 x web 0dclawm}For Mom Www p seta wen 40-0'ria beam at _ (�
to onion peen and one purlin br peh IV4r on�h aide d 1M cmdu purlin MM include bhrN bracbq r OD
# n r x!r x 0.072'x 8.22•' W-10' b 31'-11' b tri b 28'-1• b 24-1' b 2z-r b 21'J' b Z
Ngwh n dMY(417-0'man urn Pis M r-17 be.eehlr pude and(2)venins each dda d cMMw pain need W
x r x pear x 0.300' 4r8 b 3F4r b 31%r b W-r b 217-6' b 24'-P b 23•P b F" Q O
d L., u• ,� ;� f #' t i 611 :!'I - r x 10'x 0.0W x o.3W' 4r-r b 47-0' b 3TC' b 34'1' b 3T-10' b 2r? D 2r-t• b d � Z V �
4.p b nacorrapnded Det f1e enpirraw M txxsnasd w any screen antlorxs est spo s mom"an SS-0'and
Lem Width e W ea•rrhkhkrsm 0s upright used kr aceto arhebrrea over58-0'stele M oou sstlnrsirg atdorh snra0w than _ t1J Q V
the beam soden tJ1
Soup 8eelbna 4' S.Span b oesured from center d Mee and%pdght connection lo taws or out conrsdorL
AOowabb T-'/ 10'or dMection'd V U.
€ v. lit 6.Table may be used for rook of Florida or pias mono.or for said nMarm as Mane.
`ell i r;: - r x r x OA4rl' tr-r D 174' b T4' b 174' b r.T D 5-11' D S-r D T.Sew mea M kowpobbd. CO
� �.; i '.�I �,i �� %' $�; �! ;I f s•' r x r x oAR' 174' b 1174' D ri' b 178 D S-1• b T4' b T-t• b Exrnpw 5 Q
V
r 7.'for r x 4'x OAW habow section Mswrd to' Wkh and W F-r•r-r
Z
Y:1'x Q04-i 15'-1' b 13-0' b 11'1 b 1174' b r-00' b 9-3' b 17.6' b � ty
r:e'xO.00' 258 b 27-0' b 1r� D 117-0' b IV-r 6 1ST D 14'4' b
rsT'r0.0ri.^ 2178 b 24'-r b 21'�D 20'-1' b 16=7 b 178 b tr-S b
Nob: Table 1.10 Allowable Spans for S'Super tiuMs and Self Mating Bene J
1.Fa span 7:d beam:Usetrio pre!madn0 W Screened Enclosure One Side/Solid Roof Ober Side Q
2. Above sprs do not include lenges d knee baa.Add horbooldisfrrce from upright b anis,of brace b beam AhsMmm AOoy t0e3 T4
b tlu above qen for toed beam apses. For Af a wtih Wind Loma tae"JL w Leas am Uftodea m'- 317.10'-00'North
,I. J
.., ;-..
�; ::., ,: ,. .... , �: � 3.Pule ale!not exceed 174'40 x web edckrres Forum Oen 417-0'the beam M ell eennw
I �,- � ..��: SMI ( 1• �»�
i ; i ., 1@ Screen Rash Beam
P ,� 3 I
��... Y :.I �I and sort u0n br satin IV-(ron ark ski d tie esrhtw krdrrda teterM ea mown b detei 48'•17
Duron
��:. v PuhlrlrM bnckg
I
white tMr-r ac.taller am each siiefcw+ter need Wsral 1 1
Wrlrt w be R)paint Pain hradrg• -
�,.; worker urn m.n.man.nen 55-0'and s a 4
l i I tl , �' •I 4.i b rsemm�ndad 0mt tlr M anaibd on aaawcbwn tint Burp And 12 Sold Roof Bim SeenUj
minimum the upfght used kr scram enclosures over 5S-0'shod Dors aed+eaeng sedan smsbr ever Me beam scftL sewn cullers r-0'
e I ! a 1 S.Span b m�wred Dom oerhlsr d burn and upright eamnocgmb leda orwoo cone k L x x x DA 114 D 1 9- D ir
S.Table mmMused krnoobdFlokboobM�s.orfor saYraWMonfrane. x x x0. 1 - D D 1 -17 D 1 b y -
I 7. ks x z 5' 14 4' b t - b 1 b t - b t - .ems -e
a., n Spssmay
.I# I i� °, t (FFL {I xYxO x 4' -1 -3-4-77-6 b 1 - b 134• b 1 4 4
t o Example:Max.V for r x 4 x HAW honow statin with W a'Ar b W-r'. x :0. x 0 1 D D i -t b 1' 1 -1 D D 1 -
>I€ x x x - lo t A' b 1S 4. b 14' b
x1 x x0 7 -1 b it b 1
i „I fir.
Nobe.. HOW sold pod Is grwbr o les than 117-0'.0rwr He to the asonwbls screwrod barn man 0-0 be a4Mbd
I by 0e Drcrw d 4F 2 x 1l2 Ne wen and pwol mea dffoom baaoetrh oe actual aW 117.0').Thesu>Ihe6rera b 0e
LU F
p" appled phs pwd IarOM �' W
albwabie wean mot Mdh b s• e tlr said and b 0sn 117-0'endink 0 M veld � �k W O
1# rods n riser'd boom usthen e aceto wide W iron U-
d
c t { Rea Pod0.
Load sen 12 d sawn beam length♦1/2 d sdd rent son. V W W
4.Spur arse based an a minimum d 100/Sq.FL for scram and hip b a 150 NP.H.wind load b sold roof pantion. C W N W
S.For�mirilunMMsm bb upight ahs seas ratite 2.3.
Table 1.11 K-Bracing Fastening Schedule
plaw
Maximum Diagonals;PQ kdormediess Comer Old
I Corner Pod
II I
,,: }y i�..% ,{ ', i i tr {I�, Ws0 WIdM @ OPT W End Past @ Chak ®Bottom Sob PIM,
i �I ,I
a
4 4 2
• Notts
Maximum front Wall •117-0'
I
Uea Dont wall width dsbmvnirg number d s.ms.for M sift wen K4roong.
Use side wa0 width wenn dtterrrhinkg mrmber d s.m.s.er tins troll ale/a beck wap K-hrackrg.
pp
SHEET
13
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1.
07-08-2004 OF 14
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__ _..._ ..._.,....._.. -... :._. ..w.,..,,,.,�...._<.,,,..•.:... ,:r,. :,: ,...- _,,,,,aeric¢= ,u:: =rs ;.. ,:a' - _'. I
ff
: 1 _ NVENTIONAL FRAMING NOTESGENERAL NOTES g
g
: T----
ALL CONVENTIONAL FRAMING LUMBER 19 N023YP
1. CODES USED:2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENTS,RESIDENTIAL EDITION t.
3 �I it
AND EXISTING BUILDING EDITION,ACL NDS,APA AND A3CE7-0S. ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED 014 THE PLANS.
;l III I', I 2.
t I i' 2. ALL DESIGN,CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS.
III I 'a + SSS CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK 3.
E' if i I
iitI ND
p. 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 4. -FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH(4)76!TOE-NAILS. I I
111 COMMENCING CONSTRUCTION
' • 1 I !'f f; %. `. 'i 5" FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5AYNTH(5)
4 s u 9 "I .' . i � •�� .j Ii,,,I 1 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO 13E TYPICAL DETAILS FOR 8d NAI.3 INTO THE RAFTER AND(5)84 NNIS INTO THE TOP PLATE.
! THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED I I
1: E OTHERWISE ON THE PLANS S. FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH(5)Sd NAILS I I.
( ILII ;INTO THE RAFTER AND(5)8d NAILS INTO THE SLEEPER.
11
SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE I
OVMR SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. 7, FASTEN HEEL OF RAFTER TO CEILING JOIST WITH(4)1411d NAILS, I I `uR
;3 SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT I
o c
`L ° .E ) ; I ( 1 DESIGN IS SPECIFIED WITHIN THESE PLANS. B. HW RIDGE SEAMS TO HORIZONTAL RIDGE BEAM WITH SIMPSON A35 WITH(12) I I.
WXi-10NALS. I
FRAMING NOTES
FASTEN ROGENALLEY BEAM TO WALL WITH(1)MSTA24 WITH(11)tOd NAILS I I.
1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2107 FLORIDA BUILDING 8 IN VALLEY BEAM,(11)INTO STUD BELOW I 1
• I I' 1 CODE,RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD I kl
CONSTRUCTION. 10.'. 2X8 NO3 SYP COLLAR TITS TO BE APPLIED,FASTEN EACH END WITH(6)16d I I <
NAILS.BOTTOM OF COLLAR TIES TO BE NO LOWER THAN IrJ THE DISTANCE ( I
2 DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE TOAD TABLE ON THIS SHEET. FROM THE TOP PLATE TO THE PEAK.
l tiy 9q ak, I^ I 1
y l 1 '1!I ,•.1 E 1 I 9 d t,I i} 11 ''t,l' Ii�,: fFRAMING WI
I 1 3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON.ALTERNATE CONNECTORS ARE 11'. ALL SLEEPERS ARE FASTENED TO EXISTING FRAMTH(4)16d NAILS AT I I a
f rlf ! ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED.CONTACT ENGINEER EACH INTERSECTION OF SLEEPER AND EXISTING FRAMING. I I
f ' 'I _ I OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. I 1
I '
III ff
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE.MASONRY OR SOIL SHALL BE PRESSURE 2X10 SLEEPER.TTYP 2X70 ffiEEPER,TYP
EEE f L S TREATED. ROOF RAFTER I I
r lr.+ •: 1 I I. 2x6 RAFTERSfiW6GE 1X8 RAFTER&IUDGE w
�•ll
S. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. RIDGE BEAM ( I. AT 2C O.C. AT 24'0.C. U
z
1 w
.I I
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GA4.VAN1�0. 2 y14 SYP COLUMN FOR RIIXiF1VALLEY SEAM SUPPORT,FASTENED I I p
I y£ { •,1 G,: 'I i '.I f; 7. DIMENSION LUMBER A TOGETHER WITH(1)ROW OF 8d NAILS At 12'O.C.FASTEN RAFTER TO 1 1,
7.1. ALL MEMBER SIZES GIVEN W THE DRAWINGS ARE NOMINAL DIMENSIONS - COLUMN WITH I8 GA STRAP NTH(4)Bd NAILS IN RAFTER,(4)N3d NAILS IN I L________ ________ __________ __ __ (n 1y
( _______._ --_
7.2. WHERE POSTS ARE CALLED OUT,HEADERS SHALL BEAR FULLY ON POSTS. COLUMN.FASTEN COLUMN TO TOP PLATE OR HEADER WITH 18 CGA STRAP L________________ ___ __ _ _ __________
. :.I i $.r iIt
7.3 ALL BEAMS AND JO8T3 NOT SEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH WITH(4)>lD NAILS IN COLUMN,(4)BQ WAIS IN TOP PLATEhfEAOER -----_ __________________ __ __ -_ M- 3f
SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF W
1 x21 CY V
E
RECORD
PER ER THEDETAILS.Tnns HANGERS SHALL BE"LED ED WnrH NAILS MEETING THE DIAMETER AND
_ CD J u
i 8. ALL NILS SHALL BE COMMON WAIS,UNLESS OTHERWISE NOTED.NAIL SIZES ARE DEFINED
Q
BELOW
8d =0.145" 3"" 2X4 KNEE WALL m
I ^•` .:; w .I._ f l� 2X4 KNEE WALL Q �'
i sy z I �kf. 12d=0.1a6"x3.7/4" S1 s1
d :: ,• IPI' ;.' 16d=0.162^x3117
m
l ,1 9. WHERE FRAMING DETAILS SHOW FOOTINGS,SEE FOOTING DETAILS ON THE FOUNDATION PLAN
i $ 11 ' j 3 =f I ,IRI •I t ANWOR THE FOOTING DETAILS SHEET.
LOOK PLAN
( L L II L
I I,. I l ?1 „ 10. CONVENTIONAL FRAMING LUMBER IS 21140.2 SYP UNLESS NOTED OTHERWISE. t16' T4Y'
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CCC
r X fl
LOAD TABLE
ROOF:
LVE LOAD: 20.0 PSF
DEAD LOAD 7.0PSF
APPROXIMA INCE
I
I
CEILING ITE CATIt
I � S LO
I tl
41 3 is �� r„I 1 '� I #1, L. �r _ : I LIVE LOADDSTORAGE: �oPSF
,Epi
DEAD LOAD: 5APSF 1 g
if
FLOOR: Z
LIVE LOAD; 40.0 PSF
5 P It
DIAD LOAD: 10.0 PSF 1 0S8 ROOF DECK FASTENED TO
DECK LIVE LOAD: 50,0PSF EDGE AND O FIELD. Q
� o� J
WIND LOADS; W d.
WIND SPEED: 120MPH 11/
R, 1
IEXPOSLI2E. C �.�dTiNO TRUSSES.
r al 'i IMPORTANCE 1.0 ..!
I.. I BUILDING CATEGORY• It F RAFTER TO BALLOON WALL
m
{ [� l
Q
�INOTERIOR PRESSURE � �I H2�A MRTH 70184 NAr.B.
I COEFFICIENT: O.tB `'MOM }Nwt�
ROOFPITCH: MATCH EXISTING )
NO.9 SYP TOP PLATE FASTENED
P 1 ): �
ROWS IOd AT 18'O.C.
MINIMI 04 W I AP NTH(12)
9 k` COMPONENT AND CLADDING ` ► hN LAP.FASTEN roALL STUDS WmH
i 4 ;jd . ,'I �I( � i� DESIGN PRESSURES E
u yf +. ! ` • r 1 I :j I ♦ F O.C�B1 FIB.D O.O.C.ON
{... PF STUDS AT Ir O.C. a
2x
it ` ' - I II •ill) "'1 §[' II'' F-FFECTRIE INTERIOR ZONES. ND SPEED MAP
is ENDz«NES,PSF DUVAL COUNTY'!
ARIA.SF PSF
I,. r s :; 1 ! (CANE DEBRIS REGIOIN. NWNISiI IS WLRDBOARD,
e 3 I{ nnE r , AS THIS SITE LIES WITHIN
THE ylly BE REQUIRED.TI{E SF PER iMtWFACTLWEWS
PERMANENT OPENING PROTEC7j
0.20 35 -45 35 -38
CONTRACTOR MAY USE IMPACTTcGL.A7JNGS PERMANENT SHUTTERS OR TgNB OVER THE OSB.
pp !1 ! ° 2050 33 41 33 -36 ENBIGS AND LABELED.PLYNY000
MUST BE FASTCUTTOTH THE WOOD SCREWS AT I2'O.C.
Wow SCREWS PER
r ! � MUST SE FASTENED WITH 1/4"X#�. ro���TRUSSES W711i �
50.100 31 31 34
Tr Ir: �, : � � .L I. . '^' CTIOt14F LEbGER AND TRU88.
j g1 I �jll ! 9 �:�� 100-200 29 .35 29 -33
t�OFFlT SRACEAT 24"O.C. �C
�`sroNG crw WALLA►ro eo►tu eEM.
� r ' opy
I �� I Ili n �� L I
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+ ) SIL
a N(`� II I' �'.! !I i ^i f, `. q( I�:: J 1 1�
@`' TIN 110
DORMER DE7AL
FILE C
318' 11,0. 4 �. ��
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I � •tfl ( I I i ',)� II II � I I � �
l li I i•# 1 1 I _
REVIEWED FOR CODE COMPLIAN ''�,
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�1[ I �� 'i � � � CITY OF T
LAN'I'IC BEACH � >>
SEE PERMITS FOR ADDITIONAL /!!1
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Q Ii;F-VIENTS AND CONDTITONS
RE
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! I I I i �� l VIEWED BY: DATE; OF
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'y I I 9(� �' l i i -� �' I $ ly'".'�' ia.m.w..ew+�r.11,wwx�x.an..y,.w..++e xww.1.owar.halww�wrw...eaxla.la,xw.www_ar..s.rzxnw.rw "mwsxwr,nwml..<w1e+�waa..rwa,..em.+Rx..rrn.�wrnxr,.,arlreca.wak.
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CU
sTrx4",2•x5".OR
,'
;{ .
TO SLIDE OVER EACH
RAP MADE FROM
1 314"ST r x 2"PtIIjRLtNS ATTACHED
PROVIDE GUSSET PLATE
OTHER r x r 3 LARGER
PLATE ADDITIONAL FASTENING. REQUIRED GUSSMATERW / TO BEAM WI MIN.
EXISTING 2'x6" ( tk10 x 1-172"S.M.S. (INSIDE OR OUTSIDE BEAM)
` NUMBER OF FASTENERS PER .
SAME WALL THICKNESS AS
SELF MATING BEAM (SEE TABLE FOR LENGTH AND i/ I BEAM WALLS OR LARGER
TABLE 1.6 b 9.5 EXCEPT ALL #OF SCREWS REQUIRED) /i -I' I EE TABLE 1.6)
lei ,I,.,1 � k t HADED LOCATIONS SHALL / (S
' ,I „i ( "n'. i; �e• .. S #10 x 3112"S.M.S.16"O.C. -I' d
BE FILLED MINIMUM OF ALL
-f
OUTER LOCATIONS CONNECT 2"x r OR r x 3"TO
BEAD►INTOWSCREW OBOSSES
,s 1)
(10)#8x112"s.MS.EA Posr
S.M.S.
k ,� �, I ® ® ® •
i ? I •
OF BEAM 1
{ rl ,
1"x 2"OPEN BACK ATTACH TO WHEN FASTENING r z r
2"x r WI#10 x 1-1l2"$.M.$, THROUGH GUSSET PLATE �-
1. { l'I'.. {Sl�i', ! :I 3 'H 1 'f (PEN TAM�A)
s 24"O.C.OR CONTINUOUS USE#10 x r(3)EACH MIN. I
it
r x 3"(4)SPUNE GROOVE
j € SECTION 1'x r OPEN BACK ATTACHED
-I' tsEEswcwooE*A<1 FASTENER SIZE.NUMBER AND
i it
i ( a I, 9 t ss I g I CONNECT r x r OR r xii k 3"TO TO r x r Wi#10 x 1-@ 24.O.C. i/ SPACING PER DETAIL
i {s ,it ti BEAM Wt MIN.OFF(3O I k k k I i (SEE TABLE 1.6)
#10 x 1 112•S M.S. NOTCH GUSSETT PLATE TO
SCREW BOSSES FIT AROUND UPRIGHTI �. J
r x 5 BEAM CUT TO ACCEPT
PRIGHT TYPICAL SIDE S�CONNECTION DETAIL
WALL UQ
MENDING PLATE Z
F e
PER I /
SCREW LOCATIONS � �
u +, TABLE 1.6 FILL OUTSIDE / CUT r " r x 51.OR r x 5
"FLAT BAR"INSIDE EACH
® ® LOCATIONS FIRST // 41J2' BEAMS TEb SLIDE OVER W
,�( p
ti 32 WALL SECTION 1"x r x 0.125 PRO E GUSSET PLATE V ® ® ®J" Z
BE A MINIMUM OF 5052 r x 5 UPRIGHT CUT TO �(71D ® ® 0 W V
ALL GUSSET PLATES SKILL OVER r x T S LARGER
PROPOSED r x 3'x 0.050' M MATCH BFAM ANGLE (INSIDCE'OR OUTSIDE BEAM) �( Z
ALLOY OR HAVE A MINIMU !.
r. STRENGTH OF SAME*ALL THICKNESS AS ® � ® O (n � J' Z 0
i
IS
SMOOTH SIDE DOWN YIELD STRENG W Q
1I8"x 2314"x 8•GUSSET EACH STRAP TABLE r-- r x S SELF MATING BEAM B��AI1 WALLS OR LARGER 0 V UJ
I ' ,€ I• :') OF POST AND BFAM W/ NOTE (SEE TABLE 1.6) - ®®® ® ® ® co 0 Q J W
SIDE s� s t srtE LENGTH r x E'BEAM WI r x 5 ® ® NUMBER AND V m
W,
rI :. (6)#8 x t?S.M.S PER METAL Z
{. I , I•, x UPRIGHT SHOWN ® ® SPACING O
- pL1STING 2x 4" x FASTENER SIZE.
OTHER BEAM TO UPRIGHT
® (SEE TALK=1 0 W Z Q O
L x COMBINATIONS PER GUSSET PLATES SHALL V W F- }
OoN
Iw.f II ,❑ itk� S I
�, s( � ;Fi {{' , j I ¢ •ALL SCREWS SIP LONG TABLE 7.6 MAY BE 113ED ALL G 0
BEA MINIMUM OF MINIMUM p' W V 0
r { : NOTES:
fSITIONS T UNTIL REQUIRED NUMB ER#SCREWS IS ACHIEVED. ALLOY OR HAVE A MINIMUM
LL
I : ,G• 1. FILL OUTER
FOR SCREW SIZES E NUMBER LARGER YIELD STRENGTH OF 23 kai ? O
2. SEE REQUIRED ON ALL BEAMS r x T AND
' .,1, 1 .^!•:. 3. GUSSET PLATES ARE
CING BETWEEN SCREWS GREATER THAN MINIMUM IS
F
I Z N
4. SCREW PATTERN LAYOUT WI SPA TYPICAL SIDE PLATE CONNECTION DETAIL-MppSARD ROO
" SPACING IS ACHIEVED.
x16gTING 2"x 6"S.M.B.
ALLOWED SO THAT EQUAL SCALE:
ADDITION OF 2 x 3"TO E
J
Q
:t
II SCALE: r ALTERNATE BEAM TO�S2SET�LATE CONNECTION
r x g x o.oTr x 0.22a•BEAM
SHOWN SUPRIGHTCUTTO
E , t �d� Ltd I,i (II: �: , �•i
rx
li r ' ANGLE
x
G r FAM
! N FASTENING MATCH B Z
WHE
n
e[ I Al: „ 1 ! 1 THROUGH GUSSET PLATE
i
CONNECT r x r OR r x 3'TO LV e
I I
SPLICE LOCA
USE#10 x r(3)EACH MIN. \ BEAM Wf MIN.(3)tC,O x 1-1t2” LOCATED 114 TO 173 � ��n
F I MENDING PLATE \ S.M.S.INTO SCREW BOSSES
I MINUS 1l2"AND EACH SIDE OF BEAM
®X i / I d BEBEA%SPLICE AM�IEIGHT SHALL BE MIN. BEAM SPAN STAGGERED tpi
J
L 2�v
A \ i 1 - x d- 5n LENGTH BE INSIDE OR O
®x �C XXX \ 11 d 1l2" 2
PLATE CAN LAP OUT C
s 1' :•J 4 R, I ®® X X X X® \ 0 ® 11 d=HEIGHT OF BEAM 2.045n
OUTSIDE BEAM C C
1 ({ 1 3t4"STRAP MADE FROM X X \ at ao t0
MATERIAL \\ XX X XX XXX X®X \ ® ® I WIN..EocE
asTAHCE at.dc m c0
REQUIRED GUSSET O?
X X
SEE TABLE FOR LENGTH AND ® X X X X ® A z
( X X X u0iw
X
I W
I X
S REQUIRED) X X
#OF SCREW ® X X X X X \ L
�CXXX XX +-+ + + + +— uAx d J Wm�tWi-
LL ZC4
ilk
I S i I
d
I
t
a I
#8 SCREWS PER
' I; I•i;��I � :�+ 'I{ I" I i ' � ' : TABLE 1.6
r 6"
' �� ® I // x BEAM CUT TO ACCEPT FASTENER SIZE,NUMBER AND
// I SPACING(SEE TABLE 1.6)
WALL UPRIGHT """EocE°�
_NODe
TES SCREW PATTERN
iI! s I '+I, f `�\ '1 I NIOT NUMBER OF SCREWS
• -ti
I,I i I ALL GUSSET PLATES SHALL �. ® I I NOTE:
FI 32 \ 2"x 6"BEAM W/r x 5
r r BE A MINIMUM OF 5052 eLD' I L I s of sdrews cknw. ^
a , s a ® 1 UPRIGHT SHOWN Minxnwn Wau a"d Gwsd Ptah Thi
i I IIS. , { ALLOY OR HAVE A MINIMUM
\ � OTHERBEAM
UPRIGHT screw g� lin•1 EdgeToont.ane
YIELD STRENGTH OF 23 ki ® I NATIONS PER iCOMBIt;ark2a-tr!T!dos Ce�+r.NK rxrBxaaomA5SSlxxa
o.12o•»
1rTh76•id_cna06s3
®'
db=DEPTH OF BEAM ® I I TABLE 1.6 MAY BE USED A
\ 2(ds•2") #8 0.16 tR r x tr x 0.072•x 0224• _110••0.1
1x74#ato 114• o0.2ta5 �
ds=DIAMETER OF SCREW STRAP TABLE 2 x 5 SELF MATING BEAM
93/71a6 Yr xx 1sr0•x x o0.o.079r2•x x o 02.3206489'•
• tttrrr 0.125
`
AL
12
itgds
I I
till , {; =1r , ' i.�i.• ! r:; n, (h 1 : P,. \ sizE fISIZE LENGTH - 511E 0.313 Sre SHEET
rx6'x0.050•x0.120' \\ x 4#t
d-112'
{.; 1 ,.pp{ k k•{ 11 ', 4 , (j UPRIGHT SHOWN x Refersr x4*sidedxral
I � �� »tlae to r x a•end z-���5osz 1t-32 A9ov
ff€_ •I I { x I 1 /
4-112-"FLAT BAR"INSIDE Note: as shall or have a nJnimurN Y of 23 kai. A
31 ? :j} 2 ,jr I is I d •ALL SCREWS 9/4"LONG L WALL SECTION 1"x 4•x 0.125•
I.All get PW 4
L BEAM: rS
P=LIC
E DETAIL
TYPICANOTES: is achieved.
Positions first xtt0 requiredrtanbaror" 1 0
14,. Fill outer screw SCALE
si , I 1
it
2. See Table 1.6 for screw s¢e and number. Q
3. Gusset plates are required on a0 beams r x r and Imo' titan ff*wnum I.allowed so that equal sPOCIN CONNECTION
07 08 2004 OF
, , Iligigm
a rs„ 4. Screw Pattern layout with spacing between
achieved. M TO GUSSET PLATE CONNECTION ALTERNATE BEAM TO GUSSET PLATE CONN
GUSSET PLATE SCREW PATTERN FOR scALE:r
TO
i
,
l I I
I I I
,
99 (
_��. ...t. „
f '
a 1 j II
COMPOSITE 2'x3'EAVE RAIL
BEAM-SCREEN ROOF
is I l }, 9
BEAM TO MIN.POST
® ® (SEE TABLE 1.6)
`Jr� �'i ji r� I � i �f I 0.050'H-CHANNEL
1I33 , , I• �I i• • OR GUSSETS
Sol
�I , I;IfYktaI r _ tss ;a� � 3
S ui co
(2)2-SCREWS -- 45 � w
1.
i ( i• SEE SECTION 8 FOR SIZES
r- a
s
I I 1 ,
t
d�>
r x x 0.050'STRAP C ►-
112 BEAM SPAN W/
E EACH CE CONNECTION
AND w w
' ,.
(2)#8 x 112'S.M.S.PER STRAP
t
I
FASTEN THRU MEMBER INTO (® \ MINIMUM 2�x 4'FASCIA NOTCH ANGLE FOR GUTTER
SCREW BOSSES W1I RECENING C
® ® BEAM ANGLE1N�OVIDE 0.060'NEL OVER MUST REMAIN FOR ANGLE
I { ( (4)#10 x 1-112'S.M.S. LENGTH OF
SPACER �
STRENGTH
i• ., I= KNEE BRACE
�) CHANNEL AN
oR POINTS
( W # MINIMUM CANTILEVER BRACE
IN x 3'x CANTILEVER
E EQUAL TO ICHORS,AND 2"x 3'x 0.050'MIN.W!(4) +1 �
ANGLE. BEAMS USE(BEAM DEPTH )
#10x314'S.M.S.FOR LARGER Q
a RELIEVING NEL PER Z
POST SIZE USE PIAN
NUMBER OF SCREWS
11'x n ��. I: �l• FOR Q
. BRACE DEPTH+1 SECTION 9W
.I
{ j ()#10 x SECTION ir S.M.S.10 Z
i REQUIRED NUMBER OF
#10 x 9116'S.M.S.EACH SiDE
SUPE&OR ® ® RAFTER TAILS OR 2'O.C.MAX �
f• `i d
I j I 11 _ EXTRU� ANGLE(SEE SECTION 9 FOR N C7 J
® W121 B'SUB FACIA WED V
Z N
z
k ® ® ® to 17 F
GUI= SIZE AND NUMBER OF ® =0 W Z Q
E,
q° S MAX.DISTANCE TO SCREWS)ANGLE LENGTH _ ® ® ® U 0
IA END Vt
EQUAL TO BRACE DEPTH ® � fA J p W
>
RECEIVING CHANNEL HOST STRUCTURE WALL C CONNECTION AT FASC J
ERED BRACE
- PLUS + 4'ATTACH EACH W D
SCALE r=T-Cr
ANGLE TO FASCIA PER Z m 0
� 2 118'x 1'WITH(2)#8 x 112' 24'WITHOUT SITE ® V
# S.M.S.EACH SIDE OF SPECIFIC ENGINEERING
f CHANNEL TO 2x 21 SECTION 9 A z QL o
j•' ':Ij f^ ! IE , I't �I ��` �� ( BRACE BEAM TO WALL CONNECTION WIDTH REQUIRED OVERHANG �k w �.
W
FOR GUTTER DIMENSION Lu I=
J a W
jii (SEE SECTION 9)
w F—jh �i. �� I �I11 I�
sll wall RAIL U U)t• NONSTRUCTURAL BRACE CONNECTION TO SUPOR OR EXTRUDED GUTTER CANTILEVERED BRACE CONNECTION TO WALL AND FASCIA DETAIL o
a ] I E SCALE.seAl =7-(rscale: 2 -1'-0 z a
(2)#2 x 2-1121 S.M.S.TOE
i t i !I I' j I � SCREW INTO BEAM ANWR 2
1. COMPOSITE 2"x 3'EAVE RAIL -J
1 ; '4 )`• 9 ., 1 1,,. NOTE PRIMARY BEAMQ
�{ fBEAM TO MIN.Posr SIDE wall RAIL� . ,
i IF HEIGHT FROM GUTTER TO SCREEN ROOF
{ I BEAM IS GREATER THAN 1'-0' ® ® SEE TABLE 1.
€ •k: � ' f { i q. i .i A KNEE BRACE 13 REQUIRED o
0, F{CSi�ANET3OR � ® ®
SEE TABLE 1.6 FOR BRACE W
1=D
SIZE SAME AS RISER
WIND BRACE
s e e 3 y MINIMUM CANTILEVER BRACE +
4S** w 2 x 3'x 0.050'OR EQUAL TO
w _ r x 21 EXTRUSION O v
POST SIZE(BRACE DEPTH+1)
a> REQUIRED NUMBER OFeea Na W
oio
trcO #10 X 96'S.M.S.EACH SIDE
w
m (G
1see !2
FASTENER SIZE.NUMBER AND e e e I® ® W LL
o m= ..
PATTERN(SEE TABLE 1.6) e
(2)ANGLE STRAPS OR e I X
FERRULES REQUIRED LENGTH OF 0
6e
L. O
EE
KN BRACE
z
v
O3 #10 x 1@S.M.S.EACH q 3 m
\ W
CONNECTION 1'x 2'EXTRUSION
C .I{' 1•I 4 j,I �I Yv� C ' (3)#10x3'INTO rx4 (MiN.) coJ
SUB�FASCIA EACH SIDE
i
BEAM TO WALL CONNECTION
(SEE SECTION 9)
j
I e e SEE TABLE 1.6 FOR BRACE
ISAME RISER e #
e WIND BRACE CONNECTONDETAIL
s
1
e e 6 9 #12 x 314•TEK SCREWS ANGLE CUT FROM S.M .Bo ® SCALE: r=t-0
'
e e e e e s e e O # THROUGH ANGLE INTO SUPER SAME SIZE AS CANTILEVER
I
GUTTER BRACE OR LARGER(#OF ® ® ® ® NOTES: 4
SCREWS BASED ON DEPTH OF ® L Wind bra' h t wall nal when WMIDU re projects more than(4)Panels iron E 1 0
FASTENER SIZE,NUMBER AND ® ® ® ® `shag be provided at each Side pa
PATTERN(SEE TABLE 1.6) PRIMARY BEAM PER SIDE OR ® SEAL
{ g �, • FASTENER SIZE,NUMBER AND PER CONNECTION)_ ) host structure
PATTERN(SEE TABLE 1.6) BEAM AND UPRIGHT (D-1)#10 FOR 21 x 4 -21 x T SHEET
, EXTRUSION SIZES (D-1)#12 FOR 2x rT .
(; (SEE TABLE 1.1 AND 1.3) ( )
D-1 #14 FOR rxr&2x l(r
i
rx r(MIN.)x 118'ANGLE
ALTERNATE CANTILEVERED BRACE CONNECTION
SUPER GUTTER TO UPRIGHT WITH AISLE CONNECTION DETAIL TO WALL AND FASCIA DETAIL
0�-0&2W4 14
, SCALE: 2'=1'0' OF
I � SCALE: N.T.S
�,.
3 (i
Ei
., ,. •res r• ')1 _'� r� 1 � � i� I- I tl
it
PURLINS ANCHORED W/
2"x 2x 0.125'ANGI
CUPS OR#10 SCREWS
x I-10 CONCRYTE THROUGH PURUNS INTO
SCREWS OR THRU-BOLTS
2-1/4
SCREW BOSSES
STAINLESS STEEL CABLE - - l i
t POST SIZE 2"x 4"MAX.
ANCHORS(MIN.)
(SEE SECTION 9)
15 CABLE CLAMP
11"Pot
A
(SEE TABLE)
MIN.3,V4"
NOTE: (4-NOM.) 1"x 2*EXTRUSION ANCHOR
SLAB TO CONCRETE Wi
SEE NOTES FOR NUMBER OF -v
CABLES REQUIRED CONCRETE ANCHORS WITHIN
MIN.3-11T SLAB 2500 P-S-L
CONCRETE6x6-10x10
WOF EACH SIDE OF EACH
POST AND 0 24-D.C.MAX
I S CONCRETEANCHORS FIBER MESH CONCRETE
DISTANCE FROM EDW OF
T
WELDED WIRE MESH OR
-%IDE WALL
ALTERNATE CABLE CONNECTION AT SLAB DETAIL-DETAIL 2B
POST TO P�AWTO CONCRETE DETAIL
4 SCALE 2' Ili
vo
SELECT ANCHOR FRdW TABLE GIRTS ANCHORED W/CLIPS
1 6D7j0 IFOR
9-1,MIN.SHEAR
OR THROUGH#10 SCREWS
r x 2'x 0.06W ANGLE EACH
3W CABLE AND INTO SCREW BOSSES SIDE ATTACH TO POST AND
0 594OFFM
CAALE
CONCRETE 0 LOAD BEARING
E
x i-mr coNcRE7V POST SIZE 2x 4`MAX
WALL W/(2)MIN. S.M.S.(PER
z
ANCHOR(MIN.) Sd IMLN- SECTION 9)EACH SIDE (SEE TABLE)
J,
MONT AND SIDE BOTTOM Uj
RAILS ATTACHED TO
5d(MIN.) CONCRETE W/1/,r x 2-1/4'
0 C.)
X CONCRETE I MASONRY Uj
I'x r OR I'x 3'
2! ANCHORS 0 6-FROM EACH
w C0 04- --1
POST AND 24"O.C.MAX AND D LU z
z
WALLS MIN.1"FROM EDGE OF vj w t- I.-
rT MIN.3-IrZ"SLAB 25W P.S.I.
11 x 2"EXTRUSION ANCHOR TO
X10
CONCRETE CONCRETE 6 x 6-10
-01 - Cj) _3 5 LU
ca
5d(MIN.) CONCRETE W/CONCRETE LU — w LJ
.4. WELDED WIRE MESH OR
ANCHORS fr MAX.EACH SIDE
FIBER MESH CONCRETE OF EACH POST AND 0 24-O.C. z 133 1W
ED _j < CD Z
MAX.OR THROUGH ANGLE
r Call 0
4 O.C.MAX.SELECT z a cm
i A ANGLES AS SHOWN ABOVE AND Q 24
2500 P.S.I.CONCRETLE ILI =:1,
A. MAY BE USED TO CONNECT CONCRETE ANCHORS FROM
0: 0
6 x 6-10 x 10 WELDEIRWIRE ILI
CHAJR RAILS AND PURUNS SECTION 9 ix
_j LU
MESH OR FIBER MESW
U)
CONCRETE L) LL Cl)
-%IDE WALL
fj)
A ALTERNATE CABLE CONNECTIONS AT FOUNDATION-DETAIL 2C ALTERNATE POST TO BgASFAND PLATE TO CONCRETE DETAIL 5
PURLIN&CHAIR RAIL DETAIL
SCALE r T4r §kALE. r Il z
CM
SCALE: 2'-1*0
1*x 2*EXTRUSION ANCHOR
TO CONCRETE W1 CONCRETE
ANCHORS
ir MAX.EACH SIDE POST SIZE r x 4'MAX
N
EAVE RAIL OF EACH MST AND 10
ld
24*D.C.MAX
SELECT CONCRETE ANCHORS
tj
Ol
FROM SECTI Uj
i.\(D
4*x 4'x 0.062"PLATEE CHAIR RAIL ATTACHED TO
POST W/INTERNAL OR
r x r x O.W BRACff4ffP-) MIN.3-112"SLAB 2500 P.S.I.
EXTERNAL V CUP OR V
CONCREI 6XG-IOX10 CS
CHANNEL Wif MIN. SCREW BOSSES 0 (D p
WELDIED WIRE MESH OR
r
(4)#10SAI.S.
I � A FIBER MESH CONCRETE
us
(D ca
SIDE WALL POS Ug)PLATE TO CONCRE7E DETAIL
2,-Ill r x 2,l x 31 Lij
OR 2'xC
GIRT OR CHAR RAIL 1*x 2'EXTRUSION ANCHOR CD u-
(D ee III, (D 0*
HOLLOW
TO CONC.W/CONC.ANCH.6`
CHAIR RAIL 2*x 2'x 0.044*HOLLOW MIN. M V FU v-
J MAX.EA.SIDE OF EA-POST (SEE TABLES)
AND @ 24-D.C.MAX. SELECT
MIN.(3)#10 x 1-1l S.M.S.INTO
SCREW BOSSES
CONCRETEANCHORSFROM
SECTION 9
ca Q:
-j
11 d�
MASONRY ANCHOR 6-Eaf.
GIRT TO POST DETAIL
MIN.3-1/2"SLAB 25W P.S.I. SIDE OF POST AND 24'0.
SCALE:2"-1*-(r CONC.6 x 6-10 x 10 W.W.M. MAX SELECT CONCRETE
OR FIBER MESH CONIC. 16 ANCHORS FROM SECTION 9
A SIDE WALL HOLkbW POST To BASE DETAIL
FOR WALLS LESS THAN V4r FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
114-x 1-1/4'EMBEDM#WT BOTTOM OF TOP RAIL THE BEAM AND GIRT ARE DECORATIVE WALE- r 1,-(r
@�Rr O.C. SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
EXPANSION SOLT
POOL ENCLOSURE LIPRIGNW Tn TIECK ANCHOR REQUIREMENTS
I x 2 SOLE PLATE IF GIRT IS STRUCTURAL AND SCREW HEADS ARE RB40VED THEN THE OUTSIDE OF THE General Notes and Specililications:
acing cad
CONNECTION MUST BE STRAPPED FROM GIRT TO BEAM WITH 0.050"x 1-.V4"x 4*STRAP AND(4) 1. The uplift load on a pool enclosure upright is calcullllts.'�as 112 the beam span x the beam SP xt*—I Of
SEE TABLE 1.11 FOR #10 x 314"S.M.S.SCREWS TO POST AND GIRT 7#1 Sq.Ft,
-00F EXAMPLE.
REQUIRED ouANTn
#10x314*S.M.S. IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6"LONG AND CENTERED ON FOR A 2`x 6'BEAM WITH A SPAN OF 23!AND AA43EAM&UPRIGHT SPACING
A
4
THE POST AND HAVE A TOTAL(12)#10 x 314'S.M.S. OF r USE:
K-BRACING CONNECTION DETAILS 9
1/2 1r-111x'rx10#iSq.Ft.=627.2
,*UPLIFT
NOTES:
SCALE: 2' 114r 2. Table 1.6 of this maxnual uses Me vilorst case bads"I cases.
'an trim plate this was. 0Jf each side of the
1. 1, 07-08-2004 114J
3. In all cases there must be a primary anchor within 6" upright- 0
F
2. Alternate connections use`H'bar cut to fit connections.
2.0(r
it 4+8 " t 4 - a.DOvM
°ib I f
4.00'
(2)06 x 24WS M.S.@ r 3.00' 1 1 1.3 Il =lf-
FROM ENDS,TOP OR BOTTOM AND A=1.3'13 h.
�I
QirO.C.ORPILOTHOLEWICAP A=1.367h� WT P
co
0.093' o i O.O6r +
AND PROM ENDS.S.M.S.
OP OR BOTTOM
WT=1.566 PJ.L 3 '
I
AND®tr O.0 $ + S Ix=2.655 h' o a Ix=7.027 h.'=
_ s A=6249 h.= 6063-T6
Sx=2342 h.
it Sx=1.328 it
"
!
LOAD APPLIED NORMAL TO THE = WT-7.180 p.Ll
6063-T6 A=4.710 in.
I w� 4"DIRECTIONhe
l
bc=101.446 10
+ + wr-s.3a7 pJ.L + +
« " Ix=52.963 YL�
n ." 1 x 3 x 11.044"OPEN BACK SECTION WITHIn?
o.o9r Sx=ts.9o1 h
I
Sx=11.770 h° 6063-T8 2"x 6"x 0.062"SN/)I(p EXTRUSION I
I �.. j _
�� I;; a l[ 3"x 3"x 0.0193"PATIO SECTION CORNER POST 6063-TB
,� I d� �k smcH w/(t)#e S.M.S.@ za•D.C. SCALE: r
P AND BOTTOM OF EACH BEAM
SCALE:2"=14r O TO
STITCH Wl i #B S.M.S. 24 O.C.
TOP AND BOTTOM OF EACH BEAM
2.00"
1.00'
F a:f s v d I I 718%2-1l2-S.M.S. r I
S, ® "X 0.306"SELF MATING BEAMS $
FROM ENDS.TOP OR BOTTOM A=1.367 h.= (2)2"X 9"X 0.(1i17G
f
01r O.C.OR PLOT HOLE W/CAP +
f
s
a scALE: r r-o" N
} t
R
=1.566 1 x
AND 1/l S.M.S.SNTERNALr P I..
4 ! A=1.447 h.
FROM res.TOP ort BOTTOM + $ be=1.892 h.' �` ! WT:7.658 pJ.f.
AND 0 tr O.C. vi Sx=7.261 h' J
N=10.151 h Q
I 4.000. O 062 +
Itt LOAD APPLIED NORMAL TO THE -'k 6063-T6 - p �- = a z
l t i , r DIRECTION Sx 2.900 h
,.
i 4.00"
0 ��-� W
(2)2"x 10"x 0.092"x 0.369"SELF MATING BEAMS ' I
1"x 3"x 0.044"OPEN BACK SECTION WITH o A=6.083h= WITH
�x 0038" W z U N
3"x 3"x 0.093"PATIO SECTION WALL POST Z
SCALE:r=1'-V WT=BJi47 pJJ. « " « W Z t7 Q
I =85.166 h 2 x 7 x 0.062 sw4►P FxTRusloN cn o - � 1-
SCALE: 2-•=-
Sx=17.007 h. to � o
= 2.00 0 � W I I
to x 2-If Sl mr 1.00' 0.09r + + 606f•TB I = 1 'J W = 11J
Ri = In. VCD
Lj
FROM ENDS,TOP OR BOTTOM AND _ _ - A 0.569 m
I#, Q tr O.C.OR PILOT HOLE A 1.654 h STITCH W/(1)#8 S.M.S.Q 24.O.C. 0.045' -{- $ WT=0.652 P.Lf. W = O Z
AND(i)08 x tQ"S.M.S.MERIJAL r WT 1.895 pJ.f. TOP AND BOTTOM OF EACH BEAM a = 332 ill ~ p N
_
FROM ENDS.TOP OR BOTTOM . Ix 0. z (�
II i i i ,1 {- $ b:=2.260 h _
u AND Q tr O.C. ei = Sx=0.332 h. W m � �-
f Sx-1.507 In. 8063- W m O Q V
W
LOADAPPLIEDNORMAL 6063-T6 - LCL
i ,
« 2"x 2"x 0.045"SNAP EXTR7 DIRECTION USION
SCALE: 2"-r-0" Z cV
« " « (2)2"x 10"x 0. x 0.369 SELF MATING BEAMS Z
(2)1"x 3"r 0.044"OPEN BACK SECTION WITH scAle r=r-o•
3 x 3 x 01.093 PATIO SECTION WALL POST
A 0.591 irL
SCALE 2•=1'� 4.00"- _ _ Q
-
,n.
I ,I � �. ,I I � .Lf. I
I §. r � WT=0.677
4 I
4 P
! r
4.00 - $ Ix 0.812 h.'
0.045• +
ri Sx=0.545 hl
I G SM-T6 uj
~N
!.
A-3.706h= A=4.429h°
�i ig, 171 j t'1 c WT-4.246 pJ.f. WT=5.075 DM 2"x 3"x 0.045"SNAP EXTRUSION
mor + SCALE: 2'=11-M Y
1 j Ix=4s.e6a h 3✓
Ix-33276 h. � V
r �R, Sx=8.314ha Sx=9.754 h=
f,
O.Or -I + 6063-T6 6063"�
STITCH W/(1)#8 S.M.S.@ 24.O.C. STITCH W/(1)98 S.M S. 24"O.C. 2.00" �
TOP AND BOTTOM OF EACH BEAM ..
TOP AND BOTTOM OF EACH BEAM
,� r di
I
�1 � $ uj
A=0.682h J �0..
_
-* 0.045" + - . V Wa I '
") ri
� � $ wr=o.7e1 pJ.f. 1" � �
2 2"x 8"x 0.072"x 0.224"SAF MATING BEAMS_ « -1 631 in C i N 1
"SELF MATING BEAMS W/2 x 4 x 0.038" Sx=0.816 ill � x
2 2"x 8"x 0.072"x 0.224
Z
SCALE r SCALE:r=rte^ 6063-Ts
r its; i I S II' Ill'II .f N
r_ j a Y + T1 2
400' Tt
I
,
� s
WJ
N _
I � kil _
I I
A-4.702 h.
i W
A=3.980 in a WT-5.388 plf. `
{',`I'i : III.a• n H. ,i� " E " ''. r t I {r;II 1 .rn;s:- . o Ix=62.947 h.�
. Sx=11.425 Ill i WT=4.560 pJ.f. w «
U(=43.963 h. SCALE: r=1'0"
sz=s..963I o.o7r 6063-T6 2"x 4 x 0.045 SNAP EXTRUSION
E ' w + 20
i
L
�-
6063-T6
W H t1 t2 A lx g SX S Fix R
wa:
i
I rr 1 i TOP AND BOTTOM OF EACH BEAM
S(ITCH W/(1)#8 S.M.S. 24"O.C. Section Al In. In. In. In. in. In.. '1
i by n.. in. in. in. ut. HEET
TOP AND BOTTOM OF EACH BEAM
f 11 rlln vi ' I� r "I ' Gutter 6063 T-5 4 Ht 6 0.08 0:08 1.18 3.81 .05 0.96 3.40 1.8 1.85
L I
Edge
6063 T-5 5 H1 5 0.065 0.0652 0.96 2.45 1.89 B 1.44 R
g
f. ',g•.;
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