Plans 2227 Ocean Forest Dr (vault) ans, PDS.(Ina
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PURLINS(TVP,) W
i
L PERIMETER MEMBER
i CABLE CONNECTION
ALUMINUM BEAM
(SEE DETAILS SECTION 1
! 5 + ) (TABLE 1.1 OR 1.8)
tS r SCREEN(iYP.)
Ixg r / CABLE CONNECTION
H (SEE DETAILS SECTION 1)
H GIRT(TYPJ '..
{@r ! 1 (SEE TABLET H
•� 1'x Y(TVP.) (SEE TABLE 13) GIRT
5. I' GRADE 1'x Y(iYP.)
GRADE
CABLE CONNECTION CABLE CONNECTION
(SEE DETAILS SECTION i) SCREEN(mJ K-BRACING(OPTIONAL) --/ (SEE DETAILS SECTION 1)
Y I
TYPICAL GABLE ROOF•ELEVATION
!ID SCALE N.T.S. TYPICAL MODIIFiIED HIP ROOF-ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE PURLINS(TYP.) IXISTING STRUCTURE
L RISERWALLWHERE L
3 ALUMINUM BEAMS
� �— REQUIRED W
E I s (TABLE 1.1 OR 1b)
Irt. I. I 111 ALUMINUM BEAM -
(TABLE 1.1 OR 13) DIAGONAI,ROOF BRACING 7:�<ni
(SEE SCHEMATIC SECTION 1) i
1 I DIAGONAL ROOF BRACING `
I i H (SEE SCHEMATIC SECTION 1)
ALUMINUM COLUMNS(TYP. H co SIZE MEMBERS PER (TABLE 1.3 AND LS) )
APPROPRIATE TABLES SSV �- GIRT(TYP.)
RYp.) K-BRACING(OPTIONAL) , 0p _
yl GIRT(iYP.) J p
PERIMETER WALLS FRAMING SCREEN
(SEE TABLES 1.3 AND 1.3) CABLE BRACING — W 0 J W
i I ALUMINUM COLUMNS CABLE BRACING Z +'- p
(TABLE 1.30R 1.6) PERIMETER WALLS AND W Z Q p
TYPICAL GABLE ROOF-ISOM'.ETRIC SIZE MEMBERS PER FRAMING SIZES U Z -0 0 N
r) ��..., ..•� f. ! APPROPRIATE TABLES (TABLE 13081.4) p W I–
SCALE.SCALE:N.TS. w W L) 0 Q
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES TYPICAL MODIFILED HIP ROOF-ISOMETRIC � U LU LL
p
SCALE N.T.S. U)
c 1S t
W p p
PURLIN(TYP) PURLIN(TYP.) W ? N
SCREEN(TVP,) CABLE CONNECTION CABLE CONNECTION
a r) )..•. �" ] (SEE DETAILS SECTION 1) SCREEN(TVP.) (SEE DETAILS SECTION 1) J
GIRT P.
W
� )
(SEE TABLE 1.3) / 1'xr(TYP.) H
4
(SEE TABLE I.3) W
GRADE
GIRT(TYP.) Q. §-
� . . rx2 (IVP.)
CABLE CONNECTION ddY
(SEE DETAILS SECTION 1) GRADE @ w O 1.
Y
CABLE CONNECTION
R= `• l. TYPICAL TRANSVERSE GABLE ROOF••ELEVATION (SEE DETAILS SECTION 1) @ �7 $m4
SCALE N.TS m tD m
_ RISER WALL WHERE TYPICAL TWO STORY Pi9Ot ENCLOSURE-ELEVATION W D..a
It EXISTING STRUCTURE REQUIRED - qLL OF TYPES W J WO n O El
W PURLIN(TYP.) S( LEo N.T.S. - N LL `^n : L.
j'. SIZE MEMBERS PER f - 15 a w
1 § APPROPRIATETABLES /\ _ ALUMINUM BEAM PURLIN(TVP,) I Z n w
Sw
L (TABLE 1.1 OR 1.3) L ) ALUMINUM BEAM Q) _Z x�
1 (TABLE L1 OR 1.8) w
PERIMETER WALLS FRAMING D
DIAGONAL ROOF BRACING
(SEE SCHEMATIC SECTION I) (SEE SCHEMATIC
g
t c 1§ H ) (SEE SCXEMATIC SECTION 1) Q .l
i s Ei (SEE TABLE 1.9 OR 1.4 J
H SIZE MEMBERS PER - - 1f: w. ,• -�
i l l K-BRACING OPTIONAL APPROPRIATE TABLES T
I K-BRACING(OPTIONAL) ( ) 10 C - •} Y {
EXISTING STRUCTURE
i•
(TVP.) SIDE WALL CABLE
ALUMINUM COLUMNS _
ALUMINUM
§ rf. kr � . l J ��CREEN(TYP.) — GIRTOW.)
SCREEN(TVP.) (TABLE 13/COLUMNS.8)
PERIMETER WALLS FRAMING — 1'x Y(TYP.) 1•x Y(TYP.) W ... �LZQ •+ ,A
SA
(TABLE 1.30R 1.1) — CABLE BRACING J j- Sx
y Y ! <- ' `7' • I lTYPICAL TWO STORY Pd9L ENCLOSURE-ISOMETRIC �,'• - se7`� ` a
TYPICAL TRANSVERSE GABLE ROOF-ISOMETRIC - ALL RQ2t TYPES "X d�
Y SCALE: N.TA S N.73 - ✓ ~ �` `
CONNECTON DETAILS AND NOTES'AARE FOUND IN THE SUBSEQUENT PAGES
CONNEI:TION DETAILS AND NOTES ARE FOUND W THE SUBSEQUENT PAGES •�" i� 1
14
07-0OB . OF• ..
iI
CUT r%4't-r x5'.OR r 6'
BEAMS TOt�LIDE OVER EACH
13/4•STRAP MADE fFjROM r x r PURLINS ATTACHED OTHER 2-N r 8 LARGER
t ADDITIONAL FASTENING, REQUIRED GUSSET P" 70 BEAM WI MIN. PROVIDE%l1S5ETPLATE
I a NTABLE 7 6&9.5 EXCEPTUMBER OF FASTENERS PALL EXISTING 2'x 6'
SHADED LOCATIONS SHALL ( I
I a a I BE FILLED MINIMUM OF SELF MATING BEAM SEE TABLE FOR LENGTW AND / ///i (3)#10 x 1-12'S.M.S (INSIDE Oljt OUTSIDE BEAM)
I #OF SCREWS REOUIIRED) // �- SAME WAIL THICKNESS AS
I i, OUTER LOCATIONS #10 x 3 1/r S.M.S.16'O.C. BEAM WALLS ORLARGER
CONNECT r x r OR 2'x7.T TO /�/ k k i . (SEE TABLCE 1.6)
2 (10)#8 x 12'S.M.S.EACH SIDE BEAM WI MIN.(3)#10x'11.17 /
a OF BEAM/POST S.M.S.INTO SCREW 80�SES // k I x x �-
' 1•x r OPEN BACKATTACH TO k k x I ® ® ® ® ® ®�
pi rr rxr W/#10 x 1.12'S.M.S.0 WHEN FASTENING2T'zr I .r ,I. I 'I- -(' �• I ����
v 7 r x 3•(4)SPLINE GGROOVE USE#10 x r(3)EACA'MIN. I OUS THROUGH GUSSET FRLATFk k I '� 4-
2'
�,t { SECTION
I � i;, CONNECT rxTOR rx3'TO V x r OPEN BACK ATTR ED
{3 a I BEAM W/MIN.OF(3) TO r x r Wl#10 x 1-tr§MS• �- �. I k x /J 1NO0R"y FASTENER SIZE,NUMBER AND
s tg a 11 I
010 x 1.12•S.M.S.INTO 'O.C. I -I- 1 k /
t ? is i SCREW BOSSES Tp k k
NOTCH GUSSETT
AROUND UAPIE E To I x x / SEE TAB k 1.DETAIL
�, (SEE TABS 1,S)
i I k k /J rxe•BEAklCUT TOACCEPT TYPICAL SIDE PLATE CONNECTION DETAIL
WALL UPRIGHT
SCREW LOCATIONf PER I // / SCALE: r•V-T J
I 1 n i ® ® ®� ® 0 LOCATION3'�RST /// MENDING PUTS CUT r z 4•,r x S.OR r x S
TABLE 1.6 FILL OUFSDE I//
® 4-1/r-FLAT BAR'INSIDE BEAMS TO SLIDE OVER EACH Z
I 2 ICI I 81 0 ALL GUSSET PLATES' L WALL SECTION 1'x 1•x 0.125 OTHER r x T d LARGER
W
s r lj i ® ® ® ® PROPOSED r x 3'x 0.050' BE A MINIMUM OF 5110ks 2-x S UPRIGHT CUT TO PROVIDE GUSSET PLATE \ ® ® o f
SMOOTH BIDE DOWN ALLOY OR HAVE AM kai MATCH BEAM ANGLE (INSIDE OR OUTSIDE BEAM) ® 0 Z V) O
SAME WALL THICKNESS AS ® \ 0 0 U` W U) U
YIELDS R ABLER r x S SELF MATING BEAM BEAM WALLS OR LARGER ® ® \ �61 ® ® W j Q Z O
ilSz2.314'x8'GUSSET EACH O
U) H
SIDE OF POST AND BEAM W/ 1 - TH rxS BEAM W/rxS ( ®a_--e-
(6) (n O W J O
a nI #6 x 12'S.M.B. s2E NSRE NOM
EXISTING rzP x 4 Y� N OTHER BEASHOWN
VO UPRIGHT 01 SPACINCG:PER DETAIL DO �
UPRIGHT 0 0 RSIZE.NUMBER AND j U D Wo
g
-ALL aceeNs lN`EONO, COMBINATIONS PER (SEE TAVALE 1.6) H„ W Z Q O
Q TABLE 1.6 MAY BE USED U Z O O N
ALL GUSSSET PLATES SHALL L) W F }
a f SI f 1 NOTES: POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. BE A MII§)MUM OF W52 H32 LL. W U O Q
1. FILLOUTER SCRL4W ALLOY OJR HAVE A MINIMUM h Cr W J 2
2. SEE TABLE 1.6 FO SCREW SIZES d NUMBER. YIELD STlRENGTH OF 23 ksi U) U Tn LL
n [ 3. GUSSET PLATES/PRE REQUIRED ON ALL BEAMS r x r AND URGER.
ly al Py a 4. SCREW PATIERNIILAYOUT WI SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS W O
' I ADDITION OF 2"3;3"TO EXISTING 2"x 6"S.M.B. T EQUAL SPACING IS ACHIEVED. TYPICAL SIDE PLATE CONNECTION DETAIL-MANSAM ROOF 7
{@ ALLOWED SO TtIM Z N
SCALE r•r� AL7yERNATE BEAM TO GUSSET PLATE CONNECTION SCALE: z••r-0•
`7 r x S x 0.07r x 0224•BEAM J
SHOWN SCALE: 2'=1'-0'
WHEN FASTENING r x r M1a 7 x S UPRIGHT LGUT TO
I �I THROUGH GUSSET PLATE MATCH BRAIpNGLE
I o USE#tO x r(3)EACH MIN. r To
iL s
1C i CONNECT r x r ORP-
MENDING PLATE \ BEAM WI MIN.(3)#10'>t 1.12'
( �B xx®x® vv W�
® X 0 \ S.M.S.INTO SCREW BASSES / I d BEAM SfpAN STAGGERED
//1 BEAM SPLICE SHALL BE MIN. SPLICE:ILpCATED 1i4 TO 1h t-
a 8 Iq 1 X X X et I I BEAM HEIGHT MINUS 1?�GTM IDE OF BEAM ,n: y w
314'STRAP MADE FROM ® X X X \ EACH S7 2 1-
REQUIRED GUSSET PLATE \ ®kX j�Xkx XXx® \ I d•12" 2x(d-.507 ... O
I a j
MATERIAL \ X h x X x X 0 \ ® ® I I d•HEIGHT OF BEAM Ie..m PLATE(CAN BE INSIDE OR d F A Y
2.
's (SEE TABLE FOR LENGTH AND O xX xX xx X \ 0 0 LII 61.W sv OUTSIDBEAM OR IAP CUT C a �Q�'v4
#OF SCREWS REQUIRED) k®x X k X xx X xx 0 \\ '1 I I WK I.EdnwxE g a,o WWF
I ° xx xk xx xx \ II m
®x Xkx XxxX xXO ® I L + + + + + + wsx Tk w0
ikt E. I gi oz—
oX xX oX 'I
�' a LL
L)
1, wx C 0w
0J @I �® (16)98S I L 'I /I I + + + + + + + CD
imr
I
2- WWALL BEAM CUT TO ACCEPT
FASTEt(.(ER SIZE,NUMBER AND L
x
MKFWEdif/NLE
\ WALL UPRIGHT SPACING(SEE TABLE 1 6) t1 J
�' I DENOTES SCREW PATTERN \jtV
ALL GUSSET PLATES SHALL y�, x ® t1�� NOT NUMBER OF SCREWS yJ ...
f' BE A MINIMUM OF 5052 H32 NOTE +.s
ALLOY OR HAVEAMINIMUM BI t• f I 1- -I rx r BEAM W/rxS _
t F III #: I YIELD STRENGTH OF 23 ksi -.\ V 0 - 19 I UPRIGHT SHOWNTO - Nlni,mm�oxb.n and sP.. wsc..w•
IIS I f db•DEPTH OF BEAM f`® I I - su.w sw as ¢4uE T.
0.nt.' am.rTo c.nt.rOTHER BEAM
»4
\® ® COMBINATIONS PERRIG7R ttn Six.R.t• Thick.. LU ♦'.O 4+-
a MI 2E• . 2.120• mu
11 t • \ ® - �- TABLE 1.8 MAY BE USED ae ats 2m
[ 3 d••DNMETER OF SCREW I I
2(d•-2�
26 21fd. \ STRAP TABLE np O.ta Ye me rxTx0.055•x0.12P^ Vts••0.0V J K ,
I I trz rxe•:amrxo.ar tM•6az5 3
11 p v'. iii a. - - _ \\ 6EAM scREws srnAP I - I �— 2 x 5 SELF MATING BEAM Yu s.2t the w1s ras'x s.0lrvsnr. tls••o.us
\ SIZE YI51ZE IENGTI I I - JAa1N' 0.25 12 W4
r%SxD.D50 xQ120 ------ar10..306' 1"•0.125 J
s -
UPRIGMSHOWN k -12' I 5116- 0.313 YE YI rx 1Px009rx 0.38Y 1"•035' - / cJ�q['
--U Iwrt YtM rxTYro J
t1{ ! •ALL SCREWS st1'I.ONO atW banwwd•n 505217J2 Albyalw•k mkNun Ytdd alb kEl SHE "`�
,1 I. ' .NOTES: I' W1ALLLL SECCTIOONN Vx 4x 0.125* iu WonWds .
3 t 1. FM ww wew pesi#dns 6mt-W t q"l nunbEE of sc awa b aUJs ed
.f 2. S~Table 1.6 fw Y size and mmbw. m ..•4
A Ga 6tplataaaota7#zmdwalbe rxr•mtiww-
#reatx M - TYPICAL BEAM SPLICE DETAIL
' t { 47wttam 10YWI Whh$13acin9 bahl suewa an Wtmam b slowed
so Ilial egdal apadn9 ix .SCALE: Y•i•-0'4.
•-0'
(r - GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION - At"ERNATE BEAM TO GUSSET PLATE CONNECTION 07-062004 pp 4
SCALE: r•7.0.
r. SCALE r•14r .
i
�`II li
COMPOSITE 2x 3'EAVE RAIL
BEAM.SiCREEN ROOF
BEAM TO MIN.POST
0!LO50'H-CHANNEL ® ® {SEE TABLET-6)
n
1 _ Ok9 GUSSETS
® i
IS 0
do
(SEE SECTION B FOR SIZES)2-SCREWS — 45't W ywy
i) .gyp 7x 'x 0.0517 STRAP@ n�f ® D
I EACH BRACE CONNECTION w H m
t
AND @W BEAM SPAN WI H O
(2)#5 x 1?S.M.S.PER STRAP I® t
s 3a .�, FASTEN THRU MEMBER INTO I® \ t MINIMUM 7x4'FASCIA J NOT,
I @H ANGLE FOR GUTTER
' 1 1 (4M10x BOSSES W/
® ®I
RECEIVING CHANNEL OVER
Y x 7 KfSEB OF BEAM ANGLE 0.061
SPACER PROVIDE
CEMNG ST NGTM3" MUSh IN FOR ANGLE
—TLV7 x 33'x 0.0517 MIN.W1(4) J
f 3 MINIMUM CANTILEVER BRACE CHANNEL ANCHOR POINTS
ACE
p10.x4 y4'S.M.S.FOR LARGER Q
n r g EQUAL ANGLE,ANCHORS,AND
TSIZE USE RECIEVING CHANNEL PER
Y x 3'x 0.050'O DEPTH�1 SECTION 9 BEAMHS USE(BEAM DEPTH N)
I { REQUIRE IMUMBER OF (SFEFORz( USECTION
TIO OF SCREWS Z LU
Q
-A-' p10x9/i6'SM9 BCH SIDE I ® (3)VIO x 21?SM.S.az 0
3 IS W/YY x 6'SUB FACIA W U
ON 9 FOR I w I It N 0 Z J_
+ yyI f 1 SUPER OR ® ® ® I RN?TER TAILS OR 2'O.C.MAX
r t 1 tl- i EXTRUDED ANGLESIZEESEC'ITI
Ir ' y1 L. GUTTER SIZE AND IMUMBER OF ® ® ® I w ® W Z 0 Q
MAX.DISTANCE TO SCREWS)AN(N LENGTH ® ® ® I O ® I O O H
3s 1.
RECEIVING CHANNEL HOST STRUCTURE WALL EQUAL TO BRY`AEDEP H ® ® ® I CANTILEVERED BRACE CONNECTION AT FASCIA(EiND VIEW) W J W W
r 2-1/6'x 1'WTfH pex l/2• 24'WffHOUT SffE PLUS(+)4`A1TiT 6
+ ) �) ANGLE TO(FASCIA PER I ., SCALE: 2"-V-V Z K
r I *T S.M.S.EACH SIDE OF SPECIFIC ENGINEERING SECTION 9 IN W F Q O Z
w CHANNEL T07x7 —J NECTION -sY WIDTH REWIRED >� OVERHANG —�I'
Z U N
BRACE BEAM TOW LL Lu
SEE CTION 9) FOR GUTTER DIMENSION Lu Q� 0 Q U
rt rr f UJI
SIDE WALLRAIL U y LL (p
( NONSTRUCTURAL BRACE CONNECTION TO SUPER OR EXTRUDED GUTTER CANTILIEVERED BRACE CONNECTION TO WALL AND FASCIA DETAIL tog o
t I SCALE: 7•i'-T O
(2)py2 x 2-112"S.M.S.TOE
SCALE: Y•1'-0' z N
INTO BEAM ANDIOR
a
( { r f > COMPOSITE 7 x 3•EAVE RAIL SIDE WAIL RAIL
+ f.. NOTE: PRIMARY BLFAM Q
it
Ir I IF HEIGHT FROM GUTTER TO SCREEN ROZDF BEAM TO MIN.POST
a°;' BEAM IS GREATER THAN 1'-T ® 19 (SEE TABLE 1.6)
A KNEE BRACE IS REQUIRED O
p ) a: I fr 0.050'H-CWUOINEL
aI k OR GUSSETTS O.® SEE TABLE L6 FOR BRACE W
`� -- \ ® ® SIZESAMEASRISER
O ® ®- w 7NIMU 0.CANTIL EQUAL TO WIND BRACE o �
O O ® d m MINIMUM CANTILEVER BRACE - O
OT
I. — 45'x u( Y N
- Z� '� POST SIZE(BRACE DEPTH N) x"2'EXTRUSION C m u(
e a-�> REQUIRED NUMBER OF CQ^q
e e O i 010 x9/16'S.M.S.EACH SIDE
In�f a + �li t • r e a yy0 mm �� ^
s e wamw'$
° Tu°za
f f f 5
!tn I r FASTENER SIZE,NUMBER AND e e e - W LL D gog O ..
f - PATTERN(SEE TABLE 1.6) ® ®I U LL W i w
f
y FERRULES
STRAPS ED LL'gNGTH OF ®I C 2'
P 1 � ti �. FERRULES REWIRED
y KH�EE BRACE �I O o
(3)010 x 87 S.M.S.EACH Wm
2� CONNECTION 5 (3)p10 x 3'INTO 2F x 4`(MIN. 1.1422'EXTRUSION d
ca
y
r ' , .Ik"1'[ SUB-FASCIA�ICH SIDE - J
BEAM TO WALL COIECTON 9 -
NECTION
(SEES ) i
4 1 ( e p e TABLE 1.6 FrtOR BRACE
I 3 I
SEE
j e e e e e e e SIZE sntttE RlsElt ® IS ® ® WIND BRACE CONNECTION DETAIL
(9)012 x y4'TEK
SCREWS ANGLE CUT Fi)10M S.M.B. ® ® ® ® ® I SCALE: Y:i'-0' .. ` t.
t ee \� THROUGH ANGLE INTO SUPER SAME SIZE AS CkKnLEVER
GUTTER BRACE OR VIER(#OF ®_ ® ® ® 'I NOTES:
ri SCREWS BASED ONILDEPTH OF ® 1. VVInd bracing shall he provl0ed at each side wap panel when ancioswe pro)acb mash than(4)panels from y� 44,1 r
SIDE OR ® ® - host
FASTENER SIZE,NUMBERAND PRIMARY BEAM P<§R ® ® ®
° r, FASTENER SIZE.NUMBER AND PATTERN(SEE TABLE 1.6) PER CONtKCRON)• - J "'SEAb .< 1 N`
3 a , ( PATTERN TABLE I.6 BEAM AND UPRIGHT (D-1)010FOR7x'r4.7xT - t
4 'Q:" ° �,,.. ( ) D-1 012'-FFOR 2':B' .a/ SIIL'ET aJ r� 1.
f 3 s r 11 EXTRUSION SIZES ( ) / -
g (SEE TABLE 1.1 AND 13) (D-1)OU FOR Yx�d7x117
Y x 7(MIN.)x 1N6`ANGLE
Iff e E if _
ALTERNATE CANTILEVERED BRACE CONNECTION .pt
d
SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL TO WAL SAND-F7 SCCA DETAIL ,1
SCALE: N.T.S. 07-08-20W OF 14
-
f )
If
z r x 0.175'ANGLE PURLINS ANCHORED
STAINLESS STEEL CABLE �\ AN _T
CHORS 0 SCREW#;
rCONCR THRWGCUPS HRPUIRUNS Ni
gg - CABLE CLAMP -s SCREW BOSSES
1 fi SCREWS OR THRLLBOLTS
r ( ( SECTION 9)
POST SIZE 7x4•
MAX
SEE TABLE) SEE SE
` MIN.3y{•
r tN•
91 NOTE \ M4y� (4•NOM.)
3 I� it SEE NOTES FOR NUMBER OF SLAB ® ® 1'x r EXTRUSION ANCHOR
1 CABLES REQUIRED _
TOCONCR Wo
\ 0 CONCRETE ANCHORS
FEAC
I ! 8'OF EACH SIDE OF EACH - D a D MIN.8.12•SlAl�:2500 PS.L
DISTANCE FROM EDGE OF POST AND 0 24'O.C.MAX A CONCRETE 6 xSi IOx/0
' SLAB=S(D)OF SCREW SELECT CONCRETE ANCHORS WELDED WIRE Kt1ESH OR
FROM SECTION 9 FIBER MESH C%CRETE
FS ALTERNATE CABLE CONNECTION AT SLAB DETAIL-DETAIL 2B
SCALE:r.ra - SIDE WALL
_ SELECTANCHOR FROM TABLE _ _ POST TO PLATE TO CONCRETE DETAIL
r
SCALE: r-t•-0'
t D �i , 9-1,MIN.SHEAR 807# FOR -
' �0 3132*CABLE.FOR FOR
111/8• OR
THROUGH NCHORED
CUPS
ri y OR THROUGH#10 SCREWS rx 7:0.068'ANGLE EACH
I ,�q• - INTO SCREW BOSSES SIDE ATTACH TO POSTAND
_• 1/4'x 1-12'CONCRETE () -
ti ANCHOR(MIN.) sd MW. _ CONCRETE @ LOAD BEARING
J
FRONT AND SIDE BOTTOM ( POST SIZE rzd' Q
WALL WI(2)MIN. S.M.S.-PER
4 i fr SECTION 9)EACH SIDE \\
50(MIN.) RAILS ATTACHED TO \, MAA.Y
t Z \ CONCRETE W/114"x 24/4' V (SEE TABLE) Z
CONCRETE/MASONRY _ - Q
f L! f/I; r p mtO
ANCHORS @6•FROM EACH i'xrOR1'%3' p
Ik q s Z POST AND 24'O.C.MAX AND Z O
WALLS MIN.1'FROM EDGE OF co
LU 0 L) Z J
BE(MIN.) CONCRETE — MIN.312'SLAB 2600 PS.1.
CONCRETE Bx 6.10x 70 V XT EXTRUSIONtANCHOR TO U U Z _O Q
WELDED WIRE MESH OR D D CONCRETE W/C O ~
FIBER MESH CONCRETE ANCHORS 6' J
D OSNCRETE N J W
2500 D.S.I.CONCRETE D MAXI:EACH SIDE W — W U
I `' ° OF EACH POST A14j0 21.O.G UOf
r 6x8-10x 10 WELDED WIRE ' e � � ANGLES AS SHOWN ABOVE MAX OR TNR Z � m
MESH OR FIBER MESH • MAY BE USED TO CONNECT AND 24'O:D.C. ANGLE W 1— Q O Z
CONCRETE CHAIR RAILS AND PURUNS CONCRETE ANC . SELECT LU U D N O
1. I HRlRs FROM W 0 — 1-
I+ I ALTERNATE CABLE CONNECTIONS AT FOUNDATION-DETAIL 2C SECTION 9 0 >-
11 SIDE WALL � � J W
OQ
t I ,• ',�
SCALE: r=r4r IPURLIN&CHAIR RAIL DETAIL ALTERNATE POST TO BEAM AND p U _j LU
LATE TO CONCRETE DETAIL h
SCALE: Z'-I--(, SCALE: 2's T-0' — � p
t-X r EXTRUSION ANCHOR Z N
SAVE RAIL TO CONCRETE W/CONCRETE
ANCHORS W MAX.EACH SIDE
OF EACH P09TAND� POSTSIZE2•X4*%X Q
( ; 24.O.C.MAX
SELECT CONCRETE ANCHORS
4.
x 4'
y eN ( ® x 0.06r PLATE FROM SECTION 9 -—
k ® ® I®®® 2'x r x 0.044'BRACE(TYP.) CHAIR POST W1 INTERNAL OR ry
61® EXTERNAL 1'CUP OR V MIN.3/Z'SLAB 25W P.S.I. W 1Q-ti
CHANNEL W/MIN. - '
• � it 1 (4)#10 SJt.S. r SCREW BOSSES WELDEDIRE MESH OR D
rCONCRETE 6 x 6.10 x 10
FIBER MESH CONCRETENr
G p Y
: 1 I SIDE WALL ^n
LP
OS 1D cl '..
O 1 ® ® � 1 TTOPLATETOC m
CHAIR RAIL ®®® O CONCRETE
t C ' A DETAIL
GIRT OR CHAIR RAIL J
1 I ®® ® ® ® rxrx 0. t'x BCALE r=p.p
' ® ® 044•HOLLOW MI r EXTRUSION AN '•m
i u , ® N. ANCHOR ��rII w
TO CONC.WI CONC.ANCH.6' rxr,Tx3'OR rx N• W # rit t0a0.
Y t MAX EA SIDE OF FA POST Ili LL xx
® ® HOLLOW SECTION -u C o O
I ! CONCRETE ANCHORS FROM C
t r ® ® 21'O.C.MAX SELECT ) U W a LL
AND (SEE TABLES R n d 4
MIN.(W#10 x ES S�fOS.INTO d ?x
1 ( ;
1 ® ® ® ® ® ® SECTION B SCREW BOSSES 3 0 O
00 .
GIRT TO POST DETAIL _ u d
0.00
®®®® SCALE:r=T-W - MIN.312'SLAB 2500 PS.L MASONRY ANCHOR 6.�:,..
® ® CONC.6x8.10z10WW.M. _ SIDE OF POSTAND
® ® 1
OR FIBER MESH CONC.
D A D MAX SELECT C01NC -♦t 'X
C ANCHORS FROM SECT -
114•x 1-1/1'EMBEDMENT Oj FOR WALLS LESS THAN B-e'FFROM TOP OF PLATE 70 CENTER OF BEAM CONNECTION OR
I .E EXPANSION BOLT C 24.O.C. BOTTOM OF TOP RA0.THE BEAM AND GBTTARE DECORATNE SIDE WALL HOLLOW POST TO BASE DETAIL 'S '• a ` �'+
4 SCREW HEADS MAY BE REMOr.�D AND INSTALLED W PILOT HOLES
SCALE-- r.r4r
1 z z SOLE PLATE POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS '
G ! I G 1 r IF GIRT IS STRUCTURAL AND SLGREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE yr::
COX 3/4*CONNECTION MUST BE$TRAPP(� WITH 0.050•x 134'x 4•STRAPµD(4) General Notes and SpsN6catIons:
SEE TABLE 1.11 FOR FROM GIRT TO BEAA7 }
REQUIRED QUANTITY OF R70 X&4'S.M.S.SCREWS TO P(QSTAND GIRT100
uplift m a P001 andosura upright b cakplate0 u 12 me beam s -,-
{ #10z 3/4'S.M.S. 7#/SG.FL Pani Bra beam spaci the ween loa�y HEET' ^ t
c K-BRACING CONNECTFDN DETAILS IF GIRT IS ON BOTH SIDES OF 7WE POST THEN STRAP SHALL BE S'LONG AND CENTERED ONEXAMPLE
_ -s
NO SCALE 2'•1'1 THE POSTAND HAVERTOTAL(+12)#10x3/4'S.MS. FORA'rx6'BEAM WITH OF OF27ANDABEAMd UPRIGHT S
Wats PACING
S f r tlthisarea. 7 USE -
2. Altemels connections we H bar w In til mmeWme, - 12x17.11•.x Tx 1M/Sp.Ft=Gn2li UPLIFT
2 Table 1.6 W tl0s mnMal uses"wast Case Inaft Tor ON canes. -
3. Mal
cas
ea Bora mint be a
DrimarY entlra Within
6'or
each aM
edRn
Wright X74)32004 ,
r { I
;
1 i, I
Ig it
a' ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSICN BOLTS OR ECUIVALENT DETAIL ILLUSTRATES TYPICAL ALUMINUM FRAME SCREEN
! 7 z 4'S.M.B.THRU T x B-SUB
WALL
4 - CONNECTIONS
i RETE CAP BLOCK OR
z ANCHOR ALUMINUM FRAME CONCRETE
SCREEN
BRICK OPTIONAL
SLAB WI )
+. . SECONDARY TO WALL OR (
i, CONCRETE DECK EDGE
d VARIES • 2.11 MASONRY
+ 7x 0 7 x0.063'ANGLE 7x7x0.063'ANGLE 1/4 x /
f�{ ( ) PRIMARY
= 1",
EACH OF COLUMN (4'SHOWN)
� EACH SIDE SCREEN ANCHOR WI IN 6'pF POST
(SEE SCHEDULE) T x 7 PRIMARY ANGLE AND 0 24.O.C.MAXIMUM x 8'x 7E BLOCK WALL
I i — (2)#10 x 314'S.M.S.EACH SIDE (1)p5 0 BAR CONfiN0005
2-3/B•BRICK PAVERS
CONCRETE AND PA 0 ® — V x 2'0.B.BASE PLATE(TYP.) VARIES _ _ CONCRETE ANCHORS SHALL . I7)10'-W
BAR FI CORNERS AND
1 1 Sd'MINIMUM EDGE DISTANCE 5d(MIN.)' KNOCK
O.C.FILL CELLS AND
�'—� FROM EXTERIOR OF COLUMN EMCAP BLOCK OR BRICK 1.12' MAX I ROCK CONT
CRETE BLOCK TOP
® COURSE W/3000 PSI PEA
{' li TO OUTSIDE EDGE OF SLAB SECONDARY T x 7 x 0.067 MIN. '1
1 T I€ + 90LT •se DISTANce 2-12"(MIN.) ANGLE(SEE SECONDARY
33 u4 t t14• I I DECK OR GROUND LEVEL
I1 _;
CONCRETEANCHOR BOLT9 •sd DISTANCE ® �— ANGLE ANCHOR SCHEDULE ALTERNATE CONNECTION OF I
i.. SEE SCHEDULE) '4 4 L°• 1-rlc v4• t-v4• AND SECTION 9) SCREENED ENCLOSURE FOR -- RIBBON FOOTING OR
EDULE) . 4 —.
ON GRADE
i '
3la' t-TIT BRICK OR OTHER N MONOLITHIC IF MONOLITHIC
3000 P.S.I.CONCRETE '- GRADE CONCRETE ANCHORS INTO STRUCTURAL KNEE WALL 1' I
1 ! . 1-1/4'(MIN.)CONCRETE 1'x 7 O.B.BASE PLATE(IYP.) ® PRIMARY AND SECONDARY SLAB IS USED(SEE NOTES OF
( ( NOTE DETAIL ILLUSTRATES
TYPICAL 7 x 4'S.M.B. WIDE x 0.063'THIG(STRAP •-..
ANCHOR EMBEDMENT ANGLES EACH POST FROM POST TO ti DETAILS)
{ 11 COLUMN CONNECTION 7(MIN J • (MIN.)Sd FOOTING W/(2)#10 x Y4' (2)#5 0 BARS MIN.2.1/7 OFF
1 `. r S.M.S.STRAP TO POSTAND(1) GROUND
z 3 114'x1-3/4'TAPCON TO SLAB
f1, #10 z 314"S.M.S.(TYP.) /e e\ S.M.S.STITCHING SCREWS
SIDE VIEW 2'x S.M.S.COLUMN J @ 24.O.C.FOR S.M.B. OR FOOTNG —I
PRIMARY T x?ANGLE TYPICAL SELF MATING OR (SEE TABLE 1.6 FOR SIZE)
p ) SNAP BECTON
7
I (SEE SECTION e) TOP VIEW P'pST TO DECK DETAIL KNEE WALL FOOTING FOR SCREENED ENCLOSURES Z
' # giCALE: T•I*-T SCALE: 12'=1•-V Q W
I d ( ! 9 CONCRETE ANCHOR THRU (2)#10 x 31d'S.M.S.EACH SIDE
O
is S PRIMARY ANGLE CONCRETEANCHORS Z O
t'x Z'BASE PLATE 24'O.C. — U
4 >@(, + (rwJ Secondary Ancl(loz Schodelo —'�` — K U) U Z J
xi a dLLI 0 7t
Ca0aaoSi TOW
Total B. . .4. . BI' f� O z
SAA;S.B. nvrt.Anthon MOa LB'S.M.S. �• O D) — W
I St ir„ 4. < z.s a yr B I I .. J W W O
" ua . V4• 10 Z W' m a
" 2.T 4 1N' 13
{ ALUMINUM STRUCTURE ALUMINUM STRUCTURE LU 7 ¢ O Z
A. LS 141 tN' 14
(SIDEWALLONLY) (ALL FRONT WALLS) z L)L) p N O
2,D 61w Is
t0 w• 1a FOOTING 2500 PSI CONCRETE FOOTING 25DO PSI CONCRETE W } F_
2-NO'BRICK PAVERS 2.to W/(1)#50 OR(2)#30 COM. WI 3 #30 OR(2)#50 BARS CONTINUOUS U
II MAX.SPACING 24'O.C. O W TY O Q
( '') FOR BOTH SIDES N"sc BARS MIN.2.12'OFF GROUND BARS MIN.N F OFFING-T p_' GO J 2 W I
t THIN SET BETWEEN t.S00 Serzion D b"&DO^a"'d10f Nbn+eao+t UGO LL
CONCRETELAYERS 1-1/4•(MIN.)CONCRETE z.s.o+ew.w'?°i�°'�eba1°019N'""""'0'�i° RIBBON FOOTING•TYPE1 RIBBON FOOTING-TYPE2
t 3000 P.S.I.CONCRETE FRONT VIEW ANCHOR EMBEDMENT wt v.7x5•aM I�YDa"•
I SCALE: 12'•1'-0- SCALE: 12"•1'4' j 00
2"x 4"OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS a
( g SCALE 2"-V-T BREAK FORMED OR
NOTE: FOR SIDE WALLS OFT x 4'OR SMALLER ONLY ONE ANGLE IS REQUIRED. EXTRUDED END CAP WI Q
1 7 x 7 z 0.063'PRIMARYANGLE COMPOSITE ROOINSULATED PAN F PANEL
F ORUPRIGHT SIZE VARIES(T x N)
SHOWN) SEE POST TO DECK DETAILS
{ EACH SIDE PAN ROOF.
OPEN WITH
( MUST BE
( � )I c SCREEN •d VARIES #10 x 314•S.M.S.EACH SIDE FIAT FOR AT LEAST 2 FROM
f a i I SEE SCHEDU SLOPE OF GRADE
p+ 4'SHOW ( LEI 0.040'X T Z STRAP OR OUTER SURFACE OF FOOTING H I. #30 BARS HORIZONTALLY ry
t'+ ALUMINUM BREAK FORMED �- F-
I (TYP.) ST MINIMUM EDGE DISTANCE STANDARD L STRAP W/ 2 9 I
1'z 7 O.B.BASE PUTS P. ® Q.
O " CONTINUOUS 170.C.MAX
Y { ® 6 — TO OUTSIDE IOR EDGE OF SLAB BOOT AND117 .ORPVC 1R EQUAL iu
SECONDARY TO OUTSIDE EDGE OF SLAB SOLID COVER ATTACHED FORTUNE I2•PVC. EQUAL GRADE MAX. GRADE I • L O v
t ( T x(d-2')x 0.063•ANGLE _ ® ® ooLi o sa OISTnX•1cE (PER SECTION 7) FERRULE Q 24'O.C. o 0 q
DIFFERENCE xB' j 'I #30 BARS VERTICALLY CAGE N
I h Y I�, • 4 EACH SIDE OF COLUMN W/#10 114• t-1/s• S.M.OR SNAP SECTION
S.M.S.(SEE SCHEDULE) .4 ye• 1.116 ----
u �° ( STEEL 0 17 O.C.MAX C
jix
F I. CONCRETE ANCHOR GRADE Hz• W<^
I •) 2' ix ~
1 SEE SCHEDULE _ MIN. P.ALL AMAX.
+ ( ) ANCHOR EMBEDMENT ---- 'Ht •M2.24'MAX f vY W wyz=
{ l•°J COVER(TYP.ALL AROUND) >0 w
f I JOmO ..
f Y NOTE:DETAIL ILLUSTRATES ____ __ I U. d
• ci) I .I f ! TYPICAL 7x4'S.CONNECRCOLUMN
ON (MIN.): (MIN.) - _— M- 17 MIN.TO 1F•MAX C wLL
( 5( 1 } �_
SIDE VIEW TYPICAL S.M.OR SNAP — SCREEN RETAINING WALL ALE FOOTING•DETAILI Wm�
SCREEN BECTON COLUMN _ O ROOF BEAM d
CONCRETE ANCHOR THRU — (2)#10 x 314"S.M.S.EACH SIDE #30 BARS HORIZONTALLY J
ANGLE OR WITHIN 6'OF SUPER OR EXTRUDED SEE POST TO DECK DETAILSVCOrVEMR
CONTINUOUS 0 17 D.C.MAX i
{ — PRIMARY T z 7 x 0.063"ANGLE GUTTER ATTACHED TO BEAM - -
{ < 1 { UPRIGHT IF INTERNAL WITH 2.12•LONG S.MS. VARIES y
± II SCREWS INTO SCREW BEND(1)#30 BAR INT037 OF
UPRIGHT SIZE VARIES(2x8' SLAB 0 24'O.0
+.� AT
BOSSES 1'x 7 BASE PLATE(TYP.) SELECTED FROM SECTION 9 (2)314'CORROSION SHOWN) z1� a
( E FOR BEAM SIZE SPACED
24 O.C. PER IRESISTIVEANDWASHER HEADED SCREWS(FOR ALLOWABLE SPANS OF SECTION #30 BARS VERtICALLY CAGESUPER OR EXTRUDED 24-MAX
GUTTER AND CARRIER BEAM - 57EEL01T OCJtGRADE 2-12'MAX.^ .(SEE TABLE t.10) ALL ARWND) <1-1M'MIN.CONCRETE- ANCHOR EMBEDMENT - BMI :.. = ,,{//// SHE -f
NOTE SELECT CONCRETE . . NOTE / T
{ ANCHOR FROM TABLE 9.1 •WNzt BEAM MAY BE ATTACHED TO SUPER GUTfi �DSOUD ROOFTO S.M.B.PROVIDEDA STRAP OR I/T --
1TMIN.TO/B'MAx. a'
! MAX SPACING 24"O.C.
3000 PS.L CONCRETE r►ex4 FORBOTH SIDES
P.V.C.OR EQUAL FERRULE 13 PROVIDED BEAM.
OF COMBINATION - '•, 4'
{' FRONT VIEW SUPER OR EXTRUDED GUTTER-!SOL'
SCREEN ROOF
I 1 € I 2"x 4"OR LARGER SELF MATING OR SNAP SECTION POST TO DECKDETAILS. - cALe 2'=r4T RETAINING WALL TO FOOTING-DETAIL 2
SCALE 12"=1•d 07-0620{jK OF 14
I: ,{ SCALE T=TAY
gFQUorn
I�
1
E ,I;
Table( 9.1 Allowable Linda for Concrete Anch,lnI Table 9.3 Wood d Concrete Fasteners for Pal Endowed BuildiHMla Table 9.SA Allowable Loads d Roof Areas Over Posts
7 u•. EmMemmt MM.EOq DIaL a h' Table 9.19 Alternative Anchor Selection Factors for Anchor Screw Sizes
Sw.w sM. Dapte Mcher Spacing Ailewada l eads Loads and Areas for Screws in Tension Only for Metal to Metal,Beam to Upright Bolt Connections
P Maximum Allow.dn-Lead and Aar2ulal Rod Am.far 120 MPH Wind Zom(3l 11 an Open or Enclosed Structures 27.429ISF Mandl to Metal
{� 1} d•tlhmatx (all 509..) Tmslon SM1eu (For Wind Regions bMx Man 129 MPN,Us•Comanion Table at Sotlmn d this pe #1 faslenx MNwSIu p 110 111 pP 916' ]N•
y 1 IAMAC NAILIN(Orlva Ancnon) CONNECTING TO:WOOD for PARTIALLY ENCLOSED Seltl1 3
dl•m min.wq rsslncb. No.d Frail Red Ana lS
II 1. DlameOr EmMdmen, i Z J I di•nnn le N. 1/Am. 2/Ana JIM. 4/Aro X10 O.BO 1.00 013 0.57 0.]J 026
1A• 1-1? t-114' 2730 2360 Na 1.00 0.80 0.58 0." 0.2) 0.21
9 i f-114' JI 360 FuOmr LmgM of WmMr dFasmm�
1 III Yt' 1? S0' 1,/54-53 2,909-106 4,]82-159 5819-212
TAPPER C.M.Seaw•
It ' 1' 264045E 52nd-1s 5F 7920-223F -3041 Ytr Sa' 7A' 1,891-B9 JID8-1" 5682-2D1 ),578-718 Nl2 0.53 0.72 1.W 0.]0 0.48 0.38
1 I 116- 1-W' 1918 2880 167,
1/1'40 1413' ]960-115F )926-225F 11BBtl-3J SF -IS SF 940' Y1' 1' 2RYl-B2 1.514-196 8818-249 9,088 331 R11 04. 0.51 0.]6 1.00 0.59 0.48
a /Jl4' 1118' 371,0 2591 24? 66"-194F 1R"•375F label -74 SF
j I{ N/' 1-U4' 3.114 L '4271 2090 1Q' 1' 1.111' ),030410 6,0611 321 9,090-3R 1220-442 913' 0.2) 0.33 0.4 0.59 1.W 0.]9
f t 21 1' J12X-95F 8240-18 SF 93611-R SF 46X•353F Ye' 0.21 D.26 0.38 0.53 029 1.00
1-t/4 5440 2,"
I i 916'. 1.1? 4680-134F 936N-25 SF 14044.10 SF -53SF Table 9.5B Allowable Loads d Roof Areas Over Posts
G vs• 1.1? talc stv 4620 2-1? 78OV-22 SF iSso 5F 231"-ad SF •355F Alternative Anchor Selection Factors for Anchor/Screw Sizes
.11 t for Metal to Metal,Beam to Upright Bolt Connections
}348' 70)1 4554 1' 3564.10 SF 712a-20 Be 10680-30 SF 4N-46SF Partially Enclosed Structures @ 35.53 NISF CesbraM and Wow Ancnon Dyna BOM(1v3-and
{ POWERBOLT(Expansbn Ba N'a i-1? 5348-15SF 10684-YI SF 16020•45SF 364-fi05F (cemnb•wawa:Ymutmumambebnarn) 2.1A•wrlimmun napeconely)
1y4T Ill 1/. r 14 A• 62M 2611
2-1? 89"-255F 98"-50 SF RT"455 -1005 FVMne!
1-]Ir 9J6N T51N dam. MnaOq min dr. NO.dFaatmm/Roof Arn lSF) AnNerSba 116' 1A' Ye' Abb�w 918- t?
Yp }t? IaIS' 1,5]50 1,QSf1 ONNECTING TO:CONCRETE 9111..2.MR) s for PARTIALLY ENCLOSED Bugdl" dMbnw Ie N. IIA... 21 M• ll 4/Mu
i3P 1? 5' 2-1? 2,JJ2Y 2.2200 FaMener Lengtlld Number ofFnbmn n 1IC 1? Sr 1,451-11 2,905-et 4.362-125 5,819-181 Sir 1.00 0.8] 0.50 Yi6' 1.00 OAB
(€ DMmeM EmbwmeM 1 2 3 4 918' LS' )11' 1,891-5J )788-147 5.683-160 ],5)6•Zl3 148' 0.63 1.00 0.59 1? 0.46 150
POWER SND •Mchw
PE OF FASTENER•'WN4sac ComnM1 Swew Rawl2amw NtllMerE uN.N1PR Lt' S4• Y 2.2]2.64 1544-128 6016-192 %oN-256 SP 0.50 am 1.00
111' 2x14' 1-111' 5120 3260
s I 1 LI' 1JA' 1.350 8211 1NY 1-1? 2330-6SF 1660 ME, 899N•25SF •34SF t? i' 1-1A' 3,03045 6,060.171 9,090.258 12120-341 •Mulapl),ab number d N sonwax sba d andead.downed and round up m M•mat ren slumber d screwy_
4 1 1 1 Id 1? 2-1? 22]11 1,2180 r VON-10 SF 54"-RSF 31"-305F 1 39� Nd•.for Tables 9.5 A,B: Albwa s ensm Example: N(10)a5 aw.w6 r.la0WM.MmmDerd/10 wow des ed x J
if it n j Ya• r b1A' 3288# 2.202tl PE Of FASTENER•Concnla Screw(RawIT.PMI er EauNabnt 1.Tade39S A d B am bond m 3 ucwN 05.10.(B)N1o
s Nees•: 3"1" 14? 240-7SF 192nd-11 SF )W-215F 48 SF 1sed p0b x1120 MPK Expo•ur•'B':1•,.0. Nu1neM Q
i ler Ed OlsGmse Nen Than Sd
i 11 II 1.CamNa seen ra smMdbrvrMedmxN br mMwbNx•n. i-Ya• 31)a-95F 634N•185F NIS
.27 BF •SGW F.cxxYdweanmasumWBply Me GWsa AllowsDN Lwd Z
f 111 IX 2VMw•6Md.r..Aoww b.b Wh.ulely Mdxdl.pp9w. Allowlos Lead C.W.m.MultalMra u4•. 1-t/2' 3650-10 all 7300-21 SF 90954-31 SF -41 SF IParMly Exmsed ba0s6bdmas aDOve Ed,. MUM is.
Ty Ih 3.Pnelyd.erluMbraM mayM 4uba9YAed. in Ed .Dh anen.Merl Than Sel t3A' 4-50.13 SF 93040-26 SF 139511-39 SF 'S25F W1.3. galama T...1W. SMx W
III 4.NNM•rsoNYb bNprpen6x.Yr mind Bem•Mr reblrubn Ed . MUNIpIMn y6•a t-1? 43740-125F 1170-253F 17110.375E 4aY-495F 2Wemxn spatlrp a 2-,2d O.C.br scxaws 12d 125
! dAbweda band raYweaW by lAO FxwM bad. Instance T., )be SM.r Sboftea O.C.bx MeK
q 1 114' E01Y-1)SF 1202,1-"SF 180]11-S15F Y-fiS S: +ld 1.21 d) Z U
11111'1
S.Minimum ad,disease W owes to Caller Weeag araC Go W. as ,110 1.10 3.MMNun vdq dMMnaMRbawewA 144 UZ �
I { Ili 7.AmMm rsuisllg band prYM b les 00maes ar•alwar bads. ed i.IN 110 TYPE OF FASTENEa•El annlen BOM Rawl P.Be8 w EOUNalent bolls,and MSK tOd 1.18 2.00 W
I yt 9 ( B-A1]]%Ynaasp M•bew.pMN betaufe wAupMlMaUy bah 7d 1.10 1.10 N'. 3-1? 12051-NSF 24100-6BSF %150-102SF '1J6 9d 1.14 1.46 U U O W
% fl� i 0d 1.11 1.811 }t? 1]0]40-37SF teoel-)3SF 39090-110SF 2X-147 SF Id 1.11 1.60 W Z J
Bananas: 1?. T 18060-S15F 36120-102 5F SI1BN-1525 4tl4W SF 7d 1.08 lend U 0 _ m
1 s k' i jl ',' D 9d 1. LeD OD
f I. O•MmbM IM rMmberdwnx.M endorse re0unw br•ppd 5 199311-585F lN6N-112SF 597910-INSF 7 -224SF fA 1:04 1.20 O U J W tQ"
5 toe VI8 240-
x* 3 Irl li .ndpbNeWmvlemgM upMl bad bYlM axMw aeowaE wed tte 1:11 Motes: �: Sd 1.00 1.W U W L'7
,{ l I Fera rarbaamwb0.pxag•r-Doc.. WIND LOAD CONVERSION TTIAB IY m 0 O)
ri ! 12d li, 1.TM nprAnan diaeaso M1om tl0 edge d tlM 1P MPH Z
yy Nbww span
W.S.Qade 1.11 Ivlvri b M cwxen azMr W•pads, F. WW ZvrarRpbu ollw tluM O Z
t at��{ �k,.. I URIFT LOAD•1R(BEAM SPAN)x BEAM a VPRIGNT SPACING Mteann erxdlxa shoe red M les.Men Sot wMm d (Tables Wassel, muA"* ow.bl.Iib W and Table 9.6 Maximum Allowable Fastener Loads W 1--' Q N O
it 7s lu E Men rrdv amwer. °""M Me aomxame fadFr• for Metal Plate to Wood Support Z U 0 =
I if §a I I NUMBER OF ANCHORS• 112(R.4r)sra l"150.FI. 2 Allysmae leads rave Dean nweand by 1.33 WIND APPLIED L NVERSION Mitall.p ll W (Y U ~
1 ALLOWED LOAD p4 ANC1f013 brwYO ACTOR U
NUMBER OF ANCHORS• )14.701• 1.57 boding. REGION LOAD 1QV p vav Yr 1 pl W C O < W
yy 42)0 1 Albwetle mdereY arc hood w bwd for 100 25 022 Sneer Pull Oul SMr PUN ON Snare PUX Ob ~ J Q U
` k i ; Thxdae.use2r4m.om ltlw BadsNMdupryM Glu/PrOYy Enexed Rwm.(MWFl15);I• 110 b 1.11 Swew Diameter IDs. roe, heel 'WbIba, U U LL
,20 J5 ,.W RB 93 AS 113 59 134 71 U r
4.4.Fx GIwlEndosM RoomsWSectlmst 1.W O
Tans Mbautlw RewlPmdscb'YvxaWs badsb2,5W p.vl mrveb. ,2J 3] 110 100 55 130 69 111 ]a
A z un.meed b and ue•d 1400. o
(} 130 42 0 W2 110 71 13+ ]B ttl IN Z N
140 ad 0. #14 132 70 146 a3 157 los
I 1 i j III Table 9.2 Wood d Concrete Fasteners for Open or Enclosed Buildings IN 56 set 1 j
Ip ! Loads and Areas for Screws In Tension Only J
1 • Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
'j
Maximum Allowable-Low andAMPH,Use Reel Ama Mr,2D MPH Bottom
Zone 1 page i15F) Q
For Wind IN lona WO Man ixPEN or UanLOSED Boa Table at Bosom el Mla AWminum Mandrel n(ISteMandel
CONNECTING TO:WOOD Iw OPENwENCLOSED BUllOn • Rives ptamxw Torsion IDs. SMx Tension ba. SMn
f ' e Table 9.4 Maximum Allowable Fastener Loads - 148• 129 475 210 J25
fnYnx LamMot Numbr olFnlensn
q 1F i ,F oMmeur Embedment t z 2 n /or SAE Gnda 5 Steel Fasteners Into 6961 T-6 Alloy Aluminum FramilPO 93x• 187 zBJ Sao 490
2611.10 SF 5280-19 IF ]920-29 SF 10564•39 SF (As Recenamnded By Manufadunn) Md. 262 375 "s ]20 W �!
PPP 4.. i 1/4'. 1-1? 3954.14 SF 7921-29 SF I1884-43SF t5848-58SF mallsid all Scrawa All.ku.Lead•Tensile
{ IP I S III Soll-T• I
2-1? 660-24 SF 132"-18 SF 1NOW-72 SF 264"-96SF SVmglh 53,000 pais 5Mn11,000 seal Table 9.8 ANBrOaWe Angie and ADChOf Systems for Beams
8 i 0•(`F '4 1' 31216-11 SF 62"-23 SF 9361-34 SF 12481-MSF t
5 screw Allowable Tenalb Loads on 9crewa Ix Nominal Wall TMckneua('T(]be.) Anchored to Walls,Uprights,or Carrier Beams =LL<
f ] y Mnlmum Screw/Ancner Sln
a 1'251. II I S1fiY b1? 4680-175F 9360.01 SF 14040-51 SF 18724.60 SF 0.135'
i Sol. Nd 0ou- a.OR" 0055• O.o)2' o.0ar 9092' To tv UZ-
s x 244 78"-2SSF 15(lia F M,u) 5F 312"-114SF Al 0.16. 162 R7 228 298 340 ' let ExWJee TYM 51.De.wlp8an To Wall Upr19n1/Beam I C hOIT.
( sf w. t li 1' ]50.13 SF 71240-26 5F 106Ba-395F 1QM-535F R10 0.190• 211 240 R4 3405 393 "1Angle 16x 1•x 0."Y 916' A)0 C Wn
701 14? 530-195F 1080.395E IW20-WSF 2136#-705F 112 0310- 233 265 292 382 435 188 - Is 1'40 t'x 1/18' 0.063' Yi64 4012 W p
24? S9"-32 SF 170W-05F 267"-9]SF 356"130 SF 114 O.2W 278 316 34] 155 518 581 7B9 Mle 1'.1'.i/B'Ott5' via- 012 [OO �F
ONNECTINOTO:CONCRETE 0.2,50 ball he PARTIALLY ENCLOSED Bonding. V 0140- 26) 30] JJJ 4J6 49) 5" 7� 1-1Yx 1-1?Via O.O6T 1/4• 012 m1 -r��^
b IIIIctI S16' DA125' S0 395 448 568 bq ]R Ne M 14?x1-1?116.0180- 114• 414 j {ym
n ; I Fnlmn LanpNot Number d Fasdmm ,,154 # O
SI' 0.3)5• 41] QD 521 682 )]B 871 le 1-In'.ld?1/0-0062- 114• #14 W Wm2"'
Obmelx EmMGmnt 1,5]8 J O 0 .-
TYPE
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S 1Q' DSO' 558 6J1 691 909 1,035 1162 a 1-Y1'x Il l/8'0125 114- 014 JX(
I TYPE OF FASTENER•'Wbn Sae Comcmit Screw R•wl Zamat N•Illn err E9uNaMM baAl rxrxO.093' YB' Y6 ULLpp�LLLL
SII Allow•bl.Shear Load.on Se.IOr Nominal Wall TMCMnni U W
1111 1-1? 2]3X-SSE 466X-OSE 8990-25 SF 9320-"SF Ya Tzt/0"0.115' St6' Str 'rte
acmes Sin MShur C W'new
Y Val 540;l aloe 5F 10800 3 SSF rx2'a Y,6-0.3U' 1? t? 2
Sun Nd Q.W 0050- DOSS' 0.0]2' onar 0.092' 0.135' ><H'
j t8 �I TYPE OF FASTENER•C..M Swaw Rand Tamer erE Equivalent)
T 14d0nnN 1-YI'x t3V'a t-941148' YB' 014 (0 -
p M 0.181' 1)5 199 219 20 326 ]fifi gO
i Sir. 1-1? 21640-951 192.1-18 SF T3811.215F 9810-365F Ud:errel 1'x3-1I8'z 1'z0.O5G SIG 916 •s t1Wm
y} j 110 0.19r 20] 230 2S3 332 3]8 124 11-J,arn,.l 1-1?401-1/8'40 t-1?x11043' 1? X14
1 h 1 yi 1 t-YP ]t]X-1ISF BNA-2J SF 9510-355F 12fi8N 485E Y
112 021r 224 255 280 R) 418 ale o avewsm w 's Poe wua boom
o em 1 [1411
141'. 1.1? R5N-13 SF 730.0-27SF 10951.405E 148"..535E Nlt o25r Z67 30J 133 436 497 550 759 - i•a.• �� J U .
Ar t. 130- 4650-1T SF 9JON-USF 1395N-51 SF 186" 65 SF ..
-i' 111• 1210' 256 291 320 Ito 4n 635 )27' Table 8.9 Minimum Anchor Size for Extrusions - t• l0� - CV •s -
Pl Yr. 1-1? 4376-16 as OM-325F 13110-48 5F 17tH-815F S13' OSt15' 333 379 117 518 621 fig] 90 -
1.Ve 6"40.225F 1202X•0 SF 10031-88 IF 24"O EBSF wan Connection - Y4
0.0' 0.3)5• 100 455 500 655 765
( TYPE OF FASTENER• bre BdM Rand Pewx BeawE9uN•Iml 1r2' 11.50' 533 606 fib) $73 994 1,115 1,515 ESWsbm W.II Mehl Upright Conwell Wood
T ll d W. 1-1? 12050-05F 2H"•SS SF 36150.1725E MXM-1)B SF ma. 3110• ll4' R14 1/4' IA'
3 f Allowable SMx Leeds m Sen.M Nominal WNl T,,,n.. 2'409' W' 011 1A' 1/P
130"-Gi Ro6Y-95 sF 39091-1435F 52121.1905E
777 li So. Double She rzr 148' Nil 114' 112 `V L r Lal T
1 t?e r IB08R•fi65F 351lar-1 25F 5/181-198 SF )224N•2W SF _
Sin Nd 0.00' 0.050' 0055- D.O7Y O.D83' 0.091 0.135' .-.7' Y1r 010 Sir 010 �) }�• 4,-
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5' 19934.T34F 39BfiX•1453F 59]BN•2185F 79T20.2915F p 0.10• 350 30 438 '572 02 732 ra3'whu 11G M Sib' 41
t IJ Hotel WIND LOAD CONVERSION TABLE: 010 6190• 108 460 506 661 T50 3440 - Notx
1 i 1. t.-TMtMnmam disutse hamNwp.d YN 4lmbabm FarWMd lawMpbns omxlMn/20 MPH - WN,bean WsOrlpM1l mnRmm�mdbr sUn vnalMusw br.uper purser 6' i L` � r
{ :) Yt3 02+r MB 510 NO ]M 039 816 - (L •yrYtl a ,
ly ,I 80 ronu.b andbrW w•digb.Mnnn•rcAOn WYM (7aWeSlwwn),mpMpy a3onbYsb•daWmM 15te tt Plf if
II MMUMYrdw•db MMNn OMrnMw. 0L 0.2514' 531 BOB 666 8]Z 994 1116 mwcYolr
ti 1 d i 1 em•by ale conversion briar. ,/1' 021r 512 sat 640 839 961 1010 1451 ffAL ,�.: 3•.-.<,
i �[' -I 2AIenW bE•MebM•p.uwgt.]]bwM 1894 O d +4
I e. I bedina WIND APPLIED CONVEASIDN S1r 0.2125' 688 TSB 934 1092 1242 13M 22]2 s .L 'A
I ) F... _ 3.AAow•Ma lOafr•u YaYMW wbM•bGbul REGIOM LOAD FACTOR Y1' D.OTS' 800 .10 t00o 1310 14N 16]2 2032 HE, Tt I•
Fi n �d r' EMgee Romu(IMIFRS):1.1,00. 100 19 1.19 ,? 9Sr INS 1212 1334 1708 1980 2230
' ` roed0.p wcbwbusiga w.a mltlpbrbmd 120 2] 1.
Fwaer.91w15200 23 1.03 N$ww - , • 's
B. rMlpyW.bylS 1240 M 0.97 2.
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140 3] 0.85 specMaawabdm kA
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GENERAL NOTES:
i.A SCREEN ENCLOSURE f i
I }s 1 j I i , , �-p .{ ;Y r-i-+ .J.. '•...'.. i Y' k ;: } •+ , 'F:-�.�. 2.THE SPANS ARE BASED IS
AN OPEN BUBDINO MOM CUSSIFICATgN EHOSTSTRUCTUREOF.ASpEWATE SIRIICIURALCAPACfIV.
...t,.r._... . 1 .,-... 1 ,11 r. _ 1_._ _:-+ Z..i_. _•!•^i• .1.y THE 1FLORIDA BUILDING THE BASIS OF DESIGN.WINO LOADINGS CHAPTER
F}- H /.THE E2% URE G4TE�ISCODE I3 PER 20•TABLEE2002.a
y.Y •'.+.{.! h Vii."'. i y t"i �T '�Mn-+ _ !"i` 1^IHL.) B.NE IMPORTAHOESFPCTOR EMOUALT00.T7.
4. 1 1. 14
.. 1 } _ ! J..,. ,j. ... A, }.S y }!I OVA✓ER GULP
SITE: 2227 OCEAN FOREST DRNE W.ATLANTIC BEACH,FL
I �I., a.t- .,�.,..,�,i i r-'"r,�TN ,�;.iaZ'{-.y�,4.,�+.„..1JJ Lr}i iL..�,j.....-.�_+rX1.«''e +..-.4{,qJI-tiTr::.•.:I ��I�i7 1,�i}f -/rr.i!.;y-'f-1iyF-`J.�'�-_-#....!,,,J�.+a_ t+.?,--a_Ir-F”w
SCREEN ROOM
PLANS
AND
DETAILS
' 41 _4-1111- APPROVED ®1W5MLLIAMJNEIL_ ^ , � CT AAc aEACH REVISIONS
T BUILDNOFFICE
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ot. ,E '-r`', 1-r.Li.` r.L.L.�w:^: .+.... ,. . _r Y. .. _j....l., 1' "'r + -r-' ,�_._ a t- ;--}y •r._.;.. 2f'3
JUL li
100 5 _ \
IL
By: WILLIAM J. KEIL, P.E., NSPE \ :
L
IsFL PE 53562 - —
r,E� �S i
I I
P.O. BOX 23648 AUN.2 2 2Q95
r, JACKSONVILLE, FL 32241
I { (904)502-9237
CERTIFICATION E%TENDS ONLY FOR CONFORMANCE OF THE II SPANBWDHTHEALLOWABLE Ly.NTB.
4q I
ALLOWABLE SPANS FOR,SCREEN ENCLOSURE POSTS FOR REGIONS WITH WIND SPEED UP TO 120 Il
i ALLOWABLE SPANS FOR SCREEN ENCLOSURE POSTS FOR REGIONS WITH WIND SPEED UP 70110 M.P.H. rP.H.
r _ POST SPACING 4'-x 5' x 6'•x 7'-0" 8'-0" POST SPACING 4'-0° 5'-x 6'-0' T-0" p•
II- EXPOSURE CATEGORY B C B C B C 6 C B
j EXPOSURE CATEGORY B C B C B C B C B C C
I SELF-MATING BEAMS SELF-MATING BEAMS
2X4x0.044x0.100 16'-5' 13'-T 14'-8" 17-7 13'•5" 11'-1" 17-5" 113" 11'-7" 9'-7' 2 x 4 x 0,044 x 0.100 14'-T 17-6" 13'-x 11'-7 11`•11" 1a-7 1r•o• 9'-5" 10'-3"
Ii 2x5x0.050x0.100 19 -4' 16'-x 1T-3" 14'-4" 15'-9 13'-1" 14'-T 17.1" 13'-8 11'-4" 2x5x0.050x0.100 1T-1' 14'-8' 15'•4" 13'-1" 13'-11" 17-x 17-it" 11'•1' 17.1 ip'-q+
2x6x0.050x0.120 23'-7 19'-7 20'•9' 1T•7 18'-it' 15'-8' iT-6' 14'-6" 16'-4" 13'-T 2x6x0.050x0.120 2a-6" 1T-T 18'-4" 15'-9' 15-9" 14'•5" 15'-6' 13'-4" 14'•B' 17-5'
2x7x0.055ac0.120 2g'-7 21'-8' 23'-4" 19' 21'-4" 17'-8' 19'•9" 16'-4" 18'-6" 15'-4"
2 x 7 x 0.055 x 0.120 23 -7 19'-1x 20'-8" 1T•9" 18'•11" 16'-3" 17".6' 15'-0" 16'-4 14'-0'
I 2x8x0.072x0.224 36'-9' 30'-5" 32'-ix 27"-3" 30'•0" 24'-10" 2T-9" 23'-x 26'-x 21'•6' 2 x 8 x 0.072 x 0.224 32'-T 2T-8' 29'-1" 25'-x 26'-T 27.10" 24'-7" 21'-1" 23'-0'� 19'-9"
2x9x0.072x0224 35'-3" 30'-3' 31'-6' 2T-0" 28'-9' 24'-8" 26'-T 27-10' 24'-11"'
2 x 9 x 0.072 x 0.224 39 -9' 32'-11' 35'•7- 29'-6" 32'-5" 26'-11" 30'-x 24'-11" 28'-1' 23'-3' 21'-4
i 2x8x0.082x0.310 45'-1' 37".5' 40'-4' 33'-5' 36'-1x 30'-6" 34'-1" 28'•3" 3t'-ix 26'-5° 2x9x0.082x0.310
t a-! 2x10x0.092x0.369 57-6" 43'•8" 48'-it" 38'-11; 47-10" 35'-6' 39'-8' 32'-11" 3T-i' 30'-9" 2 x 10 x 0.092 x 0.369 46'•3° 3T-9" 41'-T 35-1" 38'-x 37-T 35'-7 30'-7 37-11" 28'-3'
..1
'r ,^ S
SNAP EXTRUSIONS
NAf4EXTRUSIONS
2x2x0.044x0.044 9 -5' 8'-4' B'-9" T-9" 8'-3" T-3" T-tx 6'-9" T-6" 6'-3' 2 x 2 x 0.044 x 0.044 T-1x 6'-4" T-3' 5'-11' B•10' 5'•6" 6'•6" 5'-3 B -7 g,p+
2x3x0.045x0.045
'IT-01 11'•6' 17-1" 10'-4" 11'-4" 9'-5" IV-r 8'-91 9'-1x 8'-7 2x3x0.045x0.045 10'-9" 8'-9" 9'-11° 8'-1' 9'-4' T-T 8'-11' T-3' 8'-g' 8'-11"
1 f '
ALLOWABLE SPANS FOR SCREEN ENCLOSURE POSTS FOR REGIONS WITH WIND SPEED UP TO 130 M.P.H. ALLOWABLE SPANS FOR SCREEN ENCLOSURE POSTS FOR REGIONS WITH WIND SPEED UP TO 140 M;fP,H,
I SELF-MATING BEAMS
„ 4 SELF.,MATING BEAMS
r' I:
2 x 4 x 0.044 x 0.100 13 .7 11'-T 17-7 10'-4" 8 -T 8'-7 2x4z0.044x0.100 13'-T 11'-4' 17-7 10'-2' 11'-1' 9 -3" 10'-3" 8'-T 9'-T
Ir „
2 x 5 x 0.050 x 0.100 11 .13'•8" 14'•4" 17-7 13'-1' 11'-1" 12'-1' 10'-4' 11'•4" 9'-8' 2x5x0.050x0.100 16'•0' 13'-4" 14'•4' 19'•11" 13'=1" 1x•11" 17-1" 10'-1' 11'-4 9-5-
16'
-5-
( ?
x6x0.050x0.120 19'-7 16'-4' 1T-7 14'-8' 15'-8" 13'-4' 14'-6° 12'-4" 13'-T 11'-T 2 x 6 x 0.050 x 0.120 19'-7 16'-0" 1T-7 14'-4' 15'-8' 13'•1' 14'-8' 17-1" 13'-T 111.4-
2
! t! i• 2x7x0.055x0.120 21'-8' 18'-6" 19'-4" 16'-6' 1T-8+ 15'•1° 16'-4• 13'-11" 15-4° 13'-1" 2x7x0.055x0.120 21'-8" 18'-P 19-4° 16'-7 1T-8' 14'-9' 18'-4' 13'-8" 15'-4`^
'k f 2x8x0.072x0.224 3a-5' 26'-0' 2T-3' 23'-3" 24'-1x 21'-7 23'-0" 19'-T 21'-6' 18'-4' 2x8x0.072x0.224 .30'-5' 25'-5" 2T-3° 27-9" 24'-tx 2a-9' 23'-x 19 -7 21'-8`' 1T-11'
2 x 9 x 0.072 x 0.224 37-11' 28'-1' 27.11 25'-1" 26'-11' 27.11" 24'•11' 21'-3' 23'-3' 19'-10'' 2x9x0.072x0.224 37-11" 2T-6' 29 -6' 24'-T 28 -11' 27-5' 24 -11" 2a-9° 23 -3'^
2x9x0.082x0.310 3T-5' 31'-ix 33'-S 28'-6" 30'-B" 28'-x 28'-3' 24'-i" 29-6' 27.8` 2 x 9 x 0.082 x 0.310 37"-5" 31'-7 33'-5' 2T-it' 3a-6" 25'-5' 28'•3' 23'-T 26'•5'^ 27-p+
tIl
2x10x0.092x0.369 43'-6' 3T-1' 38'•11' 33'-7 35'-6' 30'•3' 37-11' 28'-x MTS
2x10x0.092x0.369 43'-6" 38'-3" 38'-11' 37-5" 35-6" 29'-7 37-11" 27'-5' 3x•9'^
SNAI�'EXTRUSIONS SNAP EXTRUSIONS
ii
I '! ( 2x2x0.044x0.044 8 .4 T•6 7 -9" 8 -9` T-3 6'-7 6 -9" 5'-9' 2x2x0.044x0.044 8'-4° T-5' T-9' 6'-8' T-3' 6 -1" 8'-9' 5'-T 5-3 g 3•
2x3X0.045x0.045 it'-6" 9'-tx 10'-4' 8'-1x 9 -5' 8'-1" g'-9" T-6, 2x3x0.045x0.045 -8' to-4" 8'-T 9'•5' T-1x B'-9' T-3' 8 -7 g'-1x
. 1 ,1
NOTE: ALUMINM BEAM ALLOY SHALL BE 80 n PURLdI6,ANGIESANDOWINELSALLOY NOTE:ALUMMUM BEAMALLOYSHALLSE 506175.PU MI NTIOXNE/JOO-04011 AU.OY
SHALIil8ES081T5 MINSENDINGSTRESS-15AGOP.S1 MMTNICIBESS•O.OWNCHES. 9HAl1 BE 506175.MIN BENDING STRESS 15,000 P.S.I.MNTHICIQESS=0.090NCIiES.
( NM1LAMJl NRRTENCONSWISREW81EDTOREPRWXETHSDO NTINfWPARTOR
, N SU
PATIO/POOL SCREEN E CLO ARES �
�r
DRAWING 3 OF 5
REVISIONS ® WLLNNJIffJ4PE
p{ y
DRAWING EFTECTNEIJANLwTY2105 _
r - -
S
� � WILLIAM J. KEIL, P.E., NSPE
w , Ir
° FL PE 53562
P.O. BOX 23648 t{itt 2-3 :2065
V
JACKSONVILLE FL 32241
ji! . ilg (904)502-9237
CERTIFICATION EXTENDS FOR THE SPAN TABLES SPECFEDFORTNES
I &TAPES l6TED.
f ALTERNATE TYPICAL SUPER GUTTER ATTACHMENT SCHEMATIC PLAN AND DETAIL ""
HOST STRUCTURE �Et F AfiSAi2{ 06F BEAMS-<=150 M.P.H.
` I STRAP 3'WIDE STRAP PER ur DIAMETERx 7 LAG BEAM SPACING 4'-Ir 5'-0' 6'-0' T-0"
LOCATION SCHEMATIC PLAN SCREWS AT IT O.C.AND
i� . MIOSTSTRCTURE 2xzx0az5NGE (3)ATEACHSTRAP SELF-MATING BEAMS
WITH(4)#10SCREW3 (PREDRILq r i_ • '_ r '_ �-
2x4xA. x .00 18'-11 16 N 15 11 15 2' 14 1'
cl WTO BEAM APD 2x2 _ "
BOTH SIDES GF BEAM. 22'-3" 20'-10 19'-3" 1T-7".
1 t SELF-NATNIG BEAM '2'x 6 x 0.050 x 0.120 26'-9" 23'-110 21'-9" 20'-2' -�i0"
�II xzALONcswERcunaA• 00 2x7x0,055x0.120 SLOPEDORRAT 31'-4" 28'-0" 25'-10' 24'-2' 22-6'
BEAM SPACING WITH(2)#10 SOREWSAT SUPER 2 x 8 x 0.072 x 0.224 42'-4" 37'-Il' 34'-6- 31'-11" 29'-11'
EACH v STT BRAP �gp�AL,p� INTERNALLYFROMF ACHED o � 2 x 9 x 0.072 x 0.224 45'-10" 40'-Ill 37'-4' 34'-7" 32'-5' NOTE:ALUMINUM BEAM ALLOY SHALL BE 6063-T6.PURLINS,ANGIFS,TAND CHANNELS ALLOY
I� BEAM. i • i • • SHALLBES063-T5.MIN BENDING STRESS,15,000 P.S.I.MIN THICKNFAS-Opp WCHES.
0 2 x 9 x 0.082 x 0.310 52 -0 46'.6' 42 -5 39'-3" 36'-9.
RECEIVING CHNOIELWITH(6) PRESSURE TREATED
#10 SCREWS WIERNAL AND(6) BLOCKING AT EACH 2 x 10 x 0.092 x 0.369 55'-0' 54'-2' 49'-4" 45'-8' 42'-9"
ANO SCREWS ECIERPAL. STRAP LOCATION
NOTE:
SEAL GUTTER wauATAucaraEcrxx Porrs. SNAP EXTRUSIONS
AILTERNATE TYPICAL POST AND BEAM DETAIL-MAIN FRAME TYPICAL POST BASE DETAIL AT BRICK STEM WALL 2 x 2 x 0.044 x 0.044 10'-1" 91-50 B'-10' 8!_51 8'-0"
" „ SELF-MATING BEAM POST NbO.125 ANGLE EACH SIDE 2 x 3 x 0.045 x 0.045 13'-11' 12'-11" 11'•11" 11'-1' 10'-4"
it ) Ik it SLOPED OR FIAT OF POST WITHSCREWS INTO(POST AND D NOTE:SUPPORTING POST SHALL BE IDENTICAL TO THE BEAM SIZE OR ONE SIZE SMALLER TOACHIEVETHEAODMONILSPANLENGTH.
it Ir �i 1/r TAPCONINTOCONCREM
WITH 7 MINIMUM EMBEDMENT. ALLOWABLE SPANS FOR SCREEN ENCLOSURE DOME AND FULL MANSARD ROOF BEAMS <= 150 ftQI,P.H.
IL'BASE SCREEN CHANNEL
I I it CONTINUOUS WITH UP
AT NOTCH BEAN rAcoNserzro.c, SELF-MATING BEAMS
k � tF INTERNALLY FOR ANDWITF11N 8'OF POST FOR EACH z,Nn+cREASEIN s 2x4x0.044 x 0.100 20'-8" 18'-6" 17'-4' 16'-7' 15-4"
I ki
FROM BEAM. O 00 - _
0O POST DEPTH. 2x5x0.050x0.100 24'-3" 22'•9" 21'-0' 19'-2' 18'-0"
II g i t o s STEM WOE 18w s GAUGE STRAP 2x6x0.050x0.120 29'-Y 26'-1' 23'-9' 22'-0" 20'-T
I,i ! ?Px2ATAQTTACH,ro 0 OPTIONALzxzx0.125SEATANGIE. To osT�WAnR( asCEACH nEv%Am 2x7x0.055x0.120 34'-2' 30'-7" 28'-2' 26'-4" 24'-T
�+zATzroc
Ik } SBIE niuxM F .000
O o o 00 0 DsrweuTEMINuaMNUMDEROF TOP°°rw0"Ir"1""TAPc°""n" 2x8x0.072x0.224 46'-2" 41'-4' 3T-8" 34'-10" 32 -8'
UMBER SCREWS MO SEAT ANGLE AND 7 MINIMUM EMBEDMENT.
[I 0[�gCREVs. O BEAM SIDES.SEAM MAYBETRIM ED STRIP FOO TING OR 2 x 9 x 0.072 X 0.224 50'-D' 44'-8- 40'-9" 3T-9' 36-4' NOTE:ALNMNUM BEAM ALLOY sHALLBE 6063-TS.FURumS ANGUEWANDCIW#ELsALLGY
FLUSH WTIH 2x2N5TFADOF SLAB WRHICIOSNED EDGE WHa
,Et ' I �N
TRIMMING TO FIT AROWD2x2 PER TYPICAL DETAILS SHALL BE 8081TA MN BENDING STRESS=15,000 P.S.I.MIN
2x9x0.082x0.310 58'-9' 50 -9" 48'-3 42 -10" 40'-1. 5.00"0
�T 2x10x0.092x0.389 60 -0' 59'-1' 53'-10" 49 -10' 46'-8"
MINIMUM POST SIZE AND#OF SCREWS SNAP EXTRUSIONS
SIZE POST SIZE #8 #10 #12 2x2x0.044x0,044 10'•1' 9'-5" 8'-10' 8'-5' 8'-0'
2x3 2x3 B 4 4 • 2x3x0.045x0.045 13'-11' 12'•11' 11'-11" Ili-1" 10'-4'
c 2x4 2x3 8 6 4 NOTES:
NOTE:SUPPORTING POST SHALL BE IOENTICALTO THE BEAM SIZE OR ONE$IZE SMALLER TOACHEVETHE AODRpNP1SPANLENGM
Q 1.3ElF-TAPPING SHEET METAL SCREWS SHALL BE STMffiESSSTEFLORZNGPIATW. LRISERITRANSOM WALL DETAIL
2 x 6 20 3 10 8 6 E 2 N.UMINUM ALLOY MEMBERS SHALL BE ISO ATEDAS REQUIRFDRECOMMENDEDFROM TYPICAL
Ik I j '
____Lx6 2x4 10 8 6 3.
OTHER MATERIALS
INTO STEM ENOUGH TO ACREVEA7EMBE EMBEDMENT.
Lin
{ t I' ` `' 2x7 2x4 14 12 10 4.IAnxunMLwALLHE rtsuuBELwrtEomra. ESOP DORFRFuTING�
TYPICAL POST BASE DETAIL AT CONCRETE BLOCK STEM WALL
N 2x8 2x5 16 14 12 g„ 9�0.+15ANGLEFAC SIOE
i I f y OFPOSTWIIH(2)#10x3W
2x9 2x6. 18 16 14 Posr
SCREWS laroPosruD(+)
200 10 2 x 8 22 20 18 Vr TAPCON INMODNCRETE
I 1
MINIMUM SPACING AND EDGE DISTANCES 14 BASE SCREEN CHANNEL WfTHTMINMUM EMBEDMENT. 00 SHAPE TOP AND BO
CONTINUOUS WITH IN' SHAPE TOP AND BOTTOM
#6 #10 #12i TAI
AT 24'G.G INSTALLADDITIONALANGLES p
• r gLL
AN)WRHIN B'OF POST FOR EACH T INCREASE IN 5y
MINIMUM SPACING 518" 314 i' o o
POST DEPTH
o ^1
I ` I i ` ; MIN.EDGE DISTANCE 5116" 3I8" 1l2" O 0 O WOIWI J KEL.NUTTEN CONSENT IS REQUIRED TO REPRODUCE nas DOCUMENT IN PART SS
4 at , BLOCK STEM WALL rk(1)fb - WHOLE S
corn.HORrz ATTaPof wnu ��gywGCIANr� ATI P L CREEN ENCLO
AND#5ATWALL ENDSRX�ERS nNIH*XTEDTOSUPPORT
��BT P 0l 00 S SURES
�i t, tltit �w ( •
AND F-W O.C.REINFORCED CELLS AND WM CONNECTION PER TABLE. .
I
AND BOND BEAM SHALL BE DRAWING
GROUTED saD.
4 OF 5
POST(3'-O'MAxHEKM
i rI�III STRIPFOOTINGOR EacxswAFLacAnaR REVISIONS o2owmmiKELPE
SUB W/THICIENEDEDGE AST ;2j3j
PER TYPICAL DETAILS ' ALLOTHER CpDITIONS L� DRAWING EFFECTIVE+JANUARY 2U05 .. .
ASA POST BASEDON
-�;.- ,'AN
AND/OR BEAM SIZE
I i
Ik y �
OWAETEA LAG SCREW
`
II Iii ) : ,� • 4WI` HOSTFRAMING AT - - -
��Nm
f j* E" HPOST 0o Lu�rrER q$� WILLIAM J. KEIT., P.E., NSPE
NO7E8• ATT' 1WfD1iN0 SCRENGAT O FL PE 53562
"I�E ` . 1.NELF-TAPPING SHEET METAL SCREWS SHALL BE STAINLESS SIEELOR ZWCPLATED. +7 CENTER. 43� �.-�(3j3'7j �L
j t t` f g _ 21dUlIIIU4 ALLOY MENBERSSHALL BE MATED ASPEQUREDAECOAIIBDED FROM RECEIVING CH41EL. PRESSURE TREATED z P.O. BOX 23648 AN 3 L005
Ir1 E CTHER MATERIALS TO PREVENT CORROSION. BLOGONG AT EACH w
ISAt k WITH SCIEWSAT
li II 3.FASTENERS INTO STEM WALL"UBE LONG ENgK#ITOACHEWA 7 EMBEDMENT STRAP LOCATION ` JACKSONVILLE, FL 32241
i,tlil �,F VITOTFE STRUCTURAL WALL THROUGH ANY FINISH MATERAL 1'ON CENIERNTO POET _
4.ILUWMM WALL HEIGHT SHALL BELIAR®T0f-0'. AID SIIPERGUI-LER 1(904)502-9237
CERTIFMATI(NI ExTENOSONLYFORTHE SPAN TABLES SPECIFIFDFOR THE STIMEf57KSHApESMo.
i { 41 ii
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gg
ALLOWABLE SPANS FOR SCREEN ENCLOSURE CARRIER BEAMS-<= 150 M.P.H. ALLOWABLE SPANS FOR CARRIER BEAM WI SOLID&SCREF€N ROOF
TRIBUTARY LOAD WIDTH 10 -O 14'-0" 18'•0 22-0" 28'•0" 30'-0" 34'•0' 38'-0 4 -0" 46'-0" 50'-0"
" SOLID ROOF SPAN=8'-0• : EXP B : UP T01 M.P.H.
SINGLE SELF-MATING BEAMS SCREEN ROOF SPAN 20'-0" 2a'-0" 28'•0' 3T-0" 36'•0 49•On
2 x 4 x 0.044 x 0.100 10'-10" 9'-20 8'-1• T-4" 6'-9' 6'•3• 5'-11" 5'-r 5'-3" 5'-1" 4'•10 SELF-MATING BEAM
„
2 x 5 x 0.050 x 0.100 17-9" 10'-10' 9'-6' 8'-r r-11" 7'-4" 6'-11" 6'-6" 6'=4° 5'•11" 5'-8" 2 x 6 x 0.060 x 0.120 11'•2^ 10'-10" 10'-4• 9'-11" 9'-6 9'-7
{ 2x8x0.050x0.120 15'-4" 13'•0" 11'•5' 10'-4" 9'•6" 8'-10" 8'-4" T-10" 7'- r-2" 6'-10" 2 x 7 x 0.055 x 0,120 12'-9" 17-3" 11'-8" 11'-7 10'-9" 10 .q"
2x7x0.055z0.120 1T-4" 14'-8" 12'-11" 11'-8" 10'-9" 10'•0" 9'•4" 8'-10" 8'=:5" 8'-1" T-9 2x8x0.072x0.224 16'-9' 18'-2' 15'-8' 15'•3" 14'-10°^ 14 .E
+ +
u { 2x8x0.072x0.224 23'•4" 20'-r 18 •20 16'•5" 15'-1" 1 14'-1" 13'•2" 12'-6" 11'-00" 11 -4" 10'-10'
2x9x0.072z0.224 18 -5" 1T-9" it-2 16'-8" 16'-3'
2 x 9 x 0.072 x 0.224 25 -7" ' 2x9x0.082x19 - 18'-8" 18'-2" 17'•8"220-3 19 •8 1T-9 6 -4 15'-7 14'-3" 13'-6' 12 -10120-3it -9" 15 -9'
1T-3"
t 2x9x0.082x0.310 27'-10" 24'-11" 27-3" 20'-2" 18'-6" 1T•3" 16'-2 15'•4" 14'='7" 13'-11" 13'•4" 19, 9
C { 2x1ox0.092X0.369 220-11" 2T-20 21'-5 20'-10" 20'-3'
( { :
2 x 10 x 0.092 x 0.369 31'-11" 28'-6" 25'-11" 23'-5' 21'-r 20 -1" 18'-10" 1T-10" 16'=11" 16'-2" 15'•8' SOLID ROOF SPAN=12'•0" EXPB : UPT01pM.P.H.
DOUBLE SELF-MATING BEAMS
SELF-MATING BEAM
2x7x0.055x0.120 22'-5" 20'-1^ 18'-30 16'•6" 15'•2" 14'-20 13'-3" 17-r 11'-111" 11'-5" 10 -11" 2 x 6 x 0.060 x 0.120 10'-4" 9'-11" 9'-6' 9'-20 8'-10" 8'-r
2x8x0.072x0.224 29'-5" 26'-4" 24'-7 22'•8' 21'-5" 19 -11" t8'-8" 1T-B" 16'-110" 16'-1" 15'-5" " 10'-4m9' 8"
y 2x7x0.055x0.120 11'-8 11 -7 10'-9" 0"
2 x 9 x 0.072 x 0.224 32'-3" 28'-'10" 26'-6' 24'-10" 23'•1" 21'-6" 20'-20 19'-1" 18'-2" 1T-4" 16'•8"
2x8x0.072x0.224 15'-8" 15'•3" 14'-10" 14'-6" 14'•1'' 13'-r
4
25'-6"2x9x0.082x0.310 35'-1' 31'-5' 24'-4" 22-11" 21'-8" 20'-7' 19'-8" 18'-it"
2 x 9 x 0.072 x 0.224 1T-7 16'-8" 16'-3' 15'-9• 15'-2 14'-9"
I ' 2x10x0.092x0.369 40'-3" 36'-0" 33'-1" 30'-11' 29'•3" 27'-11" 26'-8" 25'-3" 24'=N' 2Z-11" 2Z-0" 18'-1
16 8'
2x9x0.082x0.310 18'-8" 18 -20 iT-8' 120.3"
NOTE:ALUMINUM BEAM ALLOY SHALL BE 6U83-TS WITH MINIMUM BENDING STRENGTHOF 15,000PS.
w 2 x 10 x 0.092 x 0.369 21'-5" 1 20'-10• 20'-3" 19'-9' 19 -40 18'-11"
SOLID ROOF SPAN=16'-0" : EXP B : UP T01 M.P.H.
SELF-MATING BEAM
2x6X0.059X0.120 9'•6" 9-7 8'-10" 8'-r 8'-4" 8'-p
I
2 x 7 x 0.055 x 0.120 10'•9" 19•4• 10'•0" 9'-8" 9'-4 9-.1-
2 x 8 x 0.072 x 0.224
' 1-
2x8x0.072x0.224 14'-10' 14'-6" 14'•1" 13'-7' 13'-20 17-10'
+„ {
2 x 9 x 0.072 x 0.224 16'•3' 16•9" 16•2' 14'•9• 14'-3` 13 90•
i'
2 x 9 x 0.082 x 0.310 1r-8" 1T-3" 16'-10" 16'•6" 16'•2" 15'•9"
,p 2x10x0.092x0.369 20 .3" 19 -9" 19'-4 18'-11' 18'•6" 18' 7
ALLOWABLE SPANS FOR 3A'pRIB RISER NOTE:ALUMINUM BEAM Aum SHALL BE 6083TSWffH UINBxNM BENDIxi5TRFNGTH OF!,
F 15.000 PBL
I ALLOWABLE SPANS FOR 3" COMPOSITE ROOF PANELS 12"WIDE PANELS
SHELL METAL THICKNESS 0.024' 0.032"
II SIIEXPOSURE CATEGORY B C B METAL THICKNESS C 0.024'
' WIND SPEED M.P.H. EXPOSURE CATEGORY B C
100 15'-8' 14'-9" 1T-3' 16'-3" WIND SPEED M.P.H.
110 15'-7 13'-8' i6'-9" 15'-1" 100 61' 10" 9'•3"
120 14'-4" 12'-10" 15'-10" 14'-7 110 9-8" 8'•r
130 13'- " 12'-3" 15'-1" 13'-6" 120 �' 0' 8'-1"
8
140 IT-IN 111-8" 14'•5" 17.10"
130 7" T-8'
1601 12'-5" 11'-1" 13'-8" 12'-3" 140 6V3' T-4"
AL "
ALLOWABLE SPANS FOR 4 COMPOSITE ROOF PANELS METAL THICKNESS 0.oao•
100 19'-0' 17'-10' 20'-11• 19'-8"
100 110'-r 9'-11"
{ 110 18 -5' 16 -r 20 -3' 18'•3" 110 110'•3" 9'•3" g ODMUENTxPARTGRoaa �
WALWAJ NEIL WRITTEN CONSENT IS REOUN2E0 TOREPROOUCE
f 120 n'-5" 151-7N ts'-20 1r-7 " PATIO/POOL SCREEN ENCLOSURES
'` 130 18'-r 14'-10• 18'-3" 16'-4" 120 111'-8" 8'-8 DRAWING 50F5
I { s i I i 130 9'•3" 5'-3"
140 15'-11' 14'-7 1T-6• 15'-7" 140 g1'_10' T-it'
r 1a' "
-61s'-r 1a'-1o• REVISIONS ®2005 mu Am J KE
150 15'• PE
150 10'-5' 7'-6^
ALLOWABLE SPANS FOR 5" COMPOSITE ROOF PANELS METAL THICKNESS 0.050' DRAWING EFFEC➢YE I JANUARY 20
100 2Z-1 20`-9 24'-3- 27-10' 100 1 ON 111-91
t 110 21'-4" 19'-3' 23'-6' 21'-2" 110 1t?'-1' 10'-11' -
{ 120 X-7 18'-1'
22'-3' 19'-11' 120 111 5' 10'•3"
E+ 130 19'-3" 17%2' 2r-2" 18'-11 130 1m' 1r 9 .9^ WILLIAM J. KEIT, P ., NSPE.
f ! 140 1e'-s• 16'-5" 20'-a" 1e'-1• 140 119'-6" s'•a^ FL PE 53562
150 17'-6" 15'-8' 19'-3' 1T-7 150 9+-11' 8 -10" P.O. BOX 23648
-jUN-2 2005
} ' l li Muultt 0' 71OR-H25 WTTH MINIMUM TENSILE BENDING STRENGTH OF.18,000PS. S=�F>FINGTHAL�=2I00f91.3105•MWTHMINIMUMTET � JACKSONVILLE, FL 32241 > .
I (904)502-9237
CERTIFICATION WENDS ONLY FOR THE SPAN TABLES FOR THE STRUC111MLSHAPES 11$Tm.
I I