HomeMy WebLinkAboutPLANSTHESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS o
REQUIRED BY FIELD INSPECTORS THAT Y
MAY BE NECESSARY IN ORDER TO ATTACH 70 EXIST. DOOR LOCATION IS OPTIONAL THIS SNOTE:NOTE JOB WAS DESIGNED (n
®®1 (M q� e1I e1� 2' FASCIA CONTRACTOR MAY ADJUST IN BASED ON 6005-TS U w
OOMMWIMA"APPI4906EB®BES: 13'-0' FIELD PER HOMEOWNER REQUEST ALUMINUM ALLOY 0 � O
EXIST. HOUSE SEE TRANSOME 'HALL A y W O
Of
z y c) a L1
EXIST. a 303X1X3 v cai � W m Q m •V
HOUSE
s'-s' c�a U J U) 4;
a f4 Z3 n:
4' 6'-0" 23' w O 'v
EXIST. 9'-11' SUPER xTZZ, 12."'o °t c
HOUSE GUTTER 41 z C:>
TRANSOME WALLA Ll I%3 o
W
202 W
D G S
N
DOOR a `o _^w
SL9 I V O H I• O
n _= M 00 II 3 }
vO U O]
3 1 m� x EXIST. =• n o \ \
303 1%3 HOUSE x x x .i O o m w Z
- X b L
6'-3• 5'-9" (yj J 3 U all
O m ¢ ¢ w w
EXIST. 12'-5' SUPER 1X3 Q p¢ N O U V))
HOUSE GUTTER ''..'
TRANSOME WALL B 1X3 >
w
O M O J
w
N N 0SLB m = O
O c W
o I H � N
m ro 1X3 1X3 LU Z 00
r u f w vir�
X x X e::
m b p o y ' •`�: x z x bl a Z U N O
D O 1X3 r i :.i.. 1X3 N �O W +�.I
J N F H
O 3._p. N !n OH 01 0_ OU
3'-0' 3'-0" �
s'-s' s'-s L 3
10,-6• PLAN SEE DETAIL ON SHEET 2 OF 2 1U'-6• W m. N
FOR BEAM TO TIE BEAM CONN. - w 04 0
ZEXIST.6• CONC.
COL It Of
(TYP. OF 7) w
:..:..a.:-:.,..: ._, .... CJ d
GT ucm COUNTY
BUILDING Dmsl
.. m w � w ^
PALM BEACH COUNTY DESIGN CERTIFICATION tX3 "'''^'' 1X3 1X3 ": w 0 m rn
a REVIEWED RY w o O W C7 ••
CODE EDITION: FBC 2004 EDITION W/2007 AMENDMENTS / %/ j j DATE O• • H- Z W W c o
OCCUPANCY: SINGLE FAMILY DWELLING - SCREEN ROOM x m x x m x% x x% PLAN D PER R' O Z Z Q
BUILDING DESIGNED AS: OPEN STRUCTURE - uJi x / vJi ,n in
BUILDING HEIGHT < 60 FEET MUST KEPT ON JOG OR H" /� ' R
MEAN ROOF HEIGHT: 13'-6• / ! / ^ m
zx3x.050 /. 2X3%.050 .� NO INSPECTION WILL BE MADE E
IMPORTANCE FACTOR: 0.77 i 2X3X.050 / �,•' 0 o Q Z U
BASIC WIND VELOCITY PRESSURES: / / °o rwrmr.� mww s�iorm as ms r s asset m OIL .•
WIND SPEED: 140 MPH (a Brawn wr• manom ar mr mn =Rl aunt, rxr =S v
cus0 % % %i % I swxmm .an ra �¢wuslo m wi smefmnasm I.x Z
BASIC WIND VELOCITY PRESSURES: 6 PSF ROOF 1X3 1X3 1 X3 "� um °� laas "t0Y "IE ""�PO� V O n
21 PSF WALLS 6'-1' 6'-1• 6'-1' 6'-1' 6'-1. 6'-1•
ROOF DEAD LOAD (seluri Oren Imo usm m srmr urlm aeennoxs): 0 PSF N O di t
SOIL BEARING CAPACITY: WELL COMPACTED 12'-2• 12'-2" 12'-2• EXIST. CONC. SLAB WITH Z N J Lo tL
REVIEWED FOR SHEAR WALL REQUIREMENTS: YES CONT. 8'X6' MIN. FIG. L/ > a
NO IMPACT PROTECTION REQUIRED FOR SCREEN ROOMS FRONT ELEVATION 3 c
G J a 5_
I1J Z Z o
rn( me
/ w F r1 O
EXIST.
24' O.H.
II
II
SEE TRANSOME
WALL B
1%3
2X3X.070
� 2X3X.070
IXISf. 24'
O.H.
! I
\�•\
o
303
EXIST.
HOUSE
�
`\
/ •x
! I
� I I
4 - #10 SMS INTO SCREW
2' _G. SCREWS
CLIP ANGLES
SLOTS EA. PURLIN
REQUIRED
2' PER SHEET C
MIN.
4-
CLIP ANGLES
3'
O O PER SHEET C
2' LG. SCREWS
O O REQUIRED
2X3XO50 2X3X050
1X3
IX2 ABOVE CLIP
ANGLE. ANCHOR
CLIP ANGLES
LAP BM.
TO COL. W/ #10
1X3 PER SHEET C
S.M.S. a to O.C.
N
PURLIN CONNECTION
-
x - - - 0
LIP ANGLE
O BELOW. (NOT
x O IX3 JM21
IN.
REQUIRED FOR
iU 0
1 1/2' X 2 1/8' X .062'
4LB OR 5LB COL.)
RECEIVING CHANNEL W/ 6 - #10
SMS. INTO BEAM & 3 - 410 SMS.
2'X2'X1/8' ANGLE INTERNA4
INTO BOTH SIDES OF 2X3
O
W/(1)-3/8'X3' LG. CONCyg
ANCHOR TO CON(
j
(4)-#14 TEK SCREWS r
3'
_t"
O
rAL-TERNATE-CORNE�CCI iIMI
enuLA� y _dAJAUDU - PERSCHEDULECLIP ANGLE
LAP BM, PER SHEET C
ALT, PURLIN CONNECTION CORNER COLUMN
2' X 2' X 1/8' CLIP LAP BEAM FLAT 2' X 2' X 425'
ANGLE EA. SIDE W/ C2)- OR SLOPED CLIP ANGLE ON
#4 OR (4) -#6 TO BEAM EACH SIDE OF 1
1X2
. 3 - #l4 TEK SCREW/
/ HEX HEAD EACH CLIP
/ TO COLUMN
TRUSS /
/ ANCHOR THRU 1/2' LONG
& 1X2 AND WASHER/NUT, Hf -
/ INTO�E�T. FASCIA AND a 16' THRU 202 6rP T,iSR
MIN. 2'
ALL EXISTING FAMIA TO BE A MIN OF 2' THICK AND MIST BE SECURED TO
EACH TRUSS OR RAFTER END V/ A MMMUM OF ONE 1/4' X 3 1/2' LAG SCREW PER PER TRUSS DN RAFTER EMI1
NOTE, V FASCIA MAY BE BUILT UP BY LAUOU G NEW V MEN TO OLD
W/2 - 1/4'X3 L2' LAGS/TRUSS OR RAFTER, 2' SUM -FASCIA BEHIND
1' FASCIA IS ALSO ACCEPTABLE.
2' X 2' X 1a(2)-
'LAP BEAM FLAT
ANGLE EA. OR SLOPED
#4 OR (4) /EXIST. TICONC. EAM ORXf$�'��ING T' BLOCKOR. TF R(_[�tDsjg LI,_
IX3 IS -
OPTIONAL
RAIL
COL OUTSIDE FACE- USE
5' X 8' X 0.064' MIN.
PLATE W/ (12)- #2'S
INSIDE. USE 0.064' MIN
ANGLE I' X 3' X 8' LG.
USE 0.064' MIN.
I'X3' %4'LG.
IT �. BEAMl s-y, NOTES, -
i 10HC a 1) PROVIDE MIN 3/4' BETWEEN
TT .$ fYhf FASTENERS & MIN, 1/2' EDGE
/ r DISTANCE.
2)PROVIDE A MIN. OF TWO
FASTENERS PER MEMBER
KBR - CINQi E:
J - - 1/4':
G X 3'20NG�T.
C. U OPTION�LIX�W/2 - #2
TRUSS a 24' C.MAX.TO BM. (INTERNAL) & #2 X 2'
`LONG e 24' GC - - -- - /
BETWEEN BEAMS
_XI_ PICKET EA. LAG EXIST.
/ #1 - 2' LONG a 24' O.C. FROM
9' LONG LAG EA X3 TO SUPER GUTTER
TRRU 2' FASCIA BETWEEN BEANS NOTCHED 4'X4'%1/8'
2 - #4 TG BEAM OR 4 - ALUM, TUBE SPACER SUPER-
ANGLE1CLI _ #6 EA. CLIP TO BM. EA. BM. GUTTEF
I'Xl' PICKET<2 EA.
R
GUTTER
(EA. SIDE OF BM.) j `OPTIONAL CUT OFF' b t''AT` y �U GUTTE
OR
12 LG. LAG
GUTTER_ CONNECTION DETAIL_ (MANSARD & FLAT ROOFS) FOR 7' GUTTERS fRET. GUTTER - CONN
SCREEN FABRIC DETAIL SHEET; PER F,B,C. 2004 EDITI❑N W/ 2007=AMENDMENS
2-N4 OR
3-#1 EAR
CLIP TO COL
2•X2' X
ANGLE EA
2' X2
ANGLE '
EA. FAC
SIDE
CHAIR RAIL CONNECTION
THICK SCHEDULE
opy
' PICKET
A. LAG
' LAG BOLT THRU
& 202 AND GUTTER
ELSEWHERE)
LAP BEAM I
OR SLOPED
•ROOF BRACE TO BE 2'X2'X090'
(6) - #10 X 3/4' SMS. (3
al / 10,
iY$pi,.',{�.,,•iCE IV/ SCREWS \
SCHED. BELOW
\ F 3/e[Hzyt ITS EMAi4SAR17 BEAhKSPLIC
RFo,n M TB" 814 TFK SCREWS
BEAM
A B AM/
EA. SIDE
TOTAL
OTH SIDES
4LB-6L
6
24
7LH
8
32
__9—
_-36
-lOLH
11
44
BRACER
t
BE 2'X2'X.090'
ROOF BRACER
1-#4 W/ I'
DIA. WASHER
ALT. ROOF BRACING
■ROOF BRACE TO BE 2'X2'X.090'
ROOF BRACER
1/8' ANGLE
OR 3/4'
1-#4 W/ 1'— PICKET CUT
DIA. WASHER 72 TO FIT
ALT. ROOF BRACING
HOST STRUCTURE
2' % 2' % A90' .
I4.- £ is �'
'
�ilk�CIMN
-ANCHOR TO PURLIN OR EAVE
;' ,Z5 NOTE - PURLINS
NOTE,
MEMBER V/ (O - 3/8' THRU BOLT
�a ??,MAY BE FLAT DR
PROVIDE MIN. 1' SEP. BETWEEN FASTENERS. MEN.
-BRACING MAY BE INSTALLED ON TOP
SLOPED
I' EDGE DISTANCE BETWEEN FASTENERS &
OR ON THE SIDES OF PURLINS,
s
GUSSET PLATE
BEAMS, AND LAVE MEMBERS.
-ANCHOR TO LAP BEAMS V/ (U -
.-,3:, 2 MIN. FASCI
-/
2X3X0.050
5LB OR 2X3XD.070
(SLOPING PURLIN)
1/4' THRU BOLT OR (2) - #14 TEK
SCREWS
��
iu
'
\
37(3X0.070 CONTINUOUS
ROOF BRACING (TYPICAL. PLAN)
\
' \
IX3
-REFER TO SITE PLAN
1X3
\
RESPECIFIC
BRACING MENTS
FOR ADDITIONAL BRACING
NOTCH COL.
$TRAP OW/ ,(7)-
ENGINEERING
SITE SPECIFIC ENGINEERING
FASCIA MAY
BE
f;
SUPERCEDES THIS GENERAL GUIDE
BY LAGGING NEW 1' 2' X 2' X 1/8' ANGLE
#10 TEK SCREWS
FAS-I-ENING SCHEDULE
_D W/2 - 1/4' X3 EA. SIDE W/ 2 -#7 TO
.
1 - 3/8' THRU
/TRUSS OR RAFTER. FASCIA & <6) - #6
2X3XO.050 FLAT
BOLT OR
- TEK HEAD
SCIA BEHIND 1' TO PURLIN
3 - #6 EA. SIDE
#1
#14 SCREW/HEX
FASCIA IS ALSO ACCEPTABLE
2' X 2' X 1/8• L0L
#2 - #10 S.M.S./HEX HEAD
#3 - 1/4' X 2 1/2' TAPCON ANCHOR
-
6' LONG 'Z' GUTTER BRACE
ANGLE W/3 - #1
#4 - 3/8' BOLTS/WASHER/NUT
e EA. ALUM. BM.
EA. FACE
#5 - CLIP ANGLE,.125' MIN. THICKNESS
OPTIONAL 2'X2'X.125' % 3' LG. CLIP
PURLIN TO
#6 - #12 X 1'LG. S.M.S/HEX HEAD
1%3 ANGLE ONE EA. SIDE OF BEAM
COLUMN
#7 - 1/4' X 2 1/2' LAG
BEAM
#9 - #10 X 1 1/2' S.M.S./HEX HD.
I
3X3X0.070 DETAIL
^ j
l 2 - #4 OR 4 - #6 EA. CLIP
RPE�PNAL CUT OFF
PER CLIP
3 GUTTER a
3RACE
OP31ONAL
ALT. W/0
SNA14P
GC 2 e
r�
A�/E^_EMBER`
Y Z o
W
O LL1 ��
z z zy
Q 0
~ LL1W
_ )
U
(n
= 4
o
z¢
w <
^ a
�n
N v
P m
w
_
0-
yy
M
I�a
Id s>
DATE, 02/26/08
SCALE, N.T.S.
SHE
A
MANSARD/FLAT ROOF)
LEGACY
CNRAL ENGINEER - FIA UC. 0050662
ALL CALCULATIONS BASED ON THE FOLLOWING CRITERIA,
1. FOR'SCREENING WITH OPENINGS > 607 SPANS ARE BASED ON LOADS FROM
FBC TABLE 2002.4 GOADS ARE APPLIED SIMULTANEOUSLY TO WALL & ROOF
2. 6 PSF ROOF + 21 PSF WALL COMBINED LOAD & 300# NON -COMBINED LOAD
3. EXPOSURE B, IMPORTANCE FACTOR = 0.77
4. DESIGN MEETS L/60 DEFLECTION REQUIREMENTS
&:REEN_BE_AH-SCHED91_ES WITH MANSARD ROO
W1 8'COLUIVIN HEIGHT
-W1 lU COLUMN
HEIGHT
W/ 12'COLUM
V COLUMN HEIGHT
Z "'
MAXIMUM
BEAM SPAN
MAXIMUM
BEAM SPAN
MAXIMUM BE
IMUM'BTEAMSPAN
A
BEAM
4
1 6
6
T
I S'
BEAM
4'9
_6' )
T
1 9
BEAM
I V 1 2
6
T
9
0
w
4LB
5LB
11.3
18.6
6.1
14.8
-
11.5
7.8
4LB
5LB
7.5
164
12.1
7.0
4LB
5LB
14.1
,1I
531-B
;5LB
L6 I
6LB
23.5
19.5
16.3
13.6
10.6
6LB
21.6
17.4
13.8
9.8
4.7
6LB
9.7
'AM,
11
cl)
Z
-TL13--
28.0
23-7
20.4
17.6
15.2
7LB
26.3
21.8
18.3
15.2
11.8
7LB
24.6 6 ,&,1 0
i mlk"' 7LB
2tO
15.7
8.7
-
<
8LB
.42.8
37.4
33.4
30.1
275
8LB
41.4
35.9
531.8 -
28.5
25.7
8LB
4 _.Q_ StSAVO-0 3
. 0,
8LB
37.1
31.6
27.2
23.6
20.4
2
9LB
47.2
41.4
37.1
33.7
30.8
-9LB
45.9
40.1
- 35.7"
32.1
29.2
9LB
!At'13;S, i,,39.0
300" 9LB
42.0
il
36.0
31.4
27.6
24-4
51.8
47.1
42.4
38.6
35.6
9LBH
51.8
45.8
41.0
37.2
34.1
9LBH
35.8 '32.6 9LBH
48.1
41.9
37.0
33.0
29.7
I IOLB
59.4
55.3
51.0
46.7
43.2
1-10LB.'
59.4
55.2
49.7
45-4
41.9
IOLB
�`W* 6S,'W-1
44.1 406 IOLB
58.8
51.5
46.0
41.6
38.0
MAXIMUM
BEAM SPAN
MAXIMUM
BEAM SPAN
t, mm"MiAtmm!
MAXIMUM
BEAM SPAN
BEAM
4!
51
6
8'
BEAM
IV
9
6
7
8't"
'.'ovft�
g
T
9 BEAM
4!
6
1 u
T
>C
S
4LB
-
-
-
-
4LB
4LB
5LB
15.3
10.2
-
-
5LB
11.8
-
-
5LB
6LB
20.8
16.2
12.0
6.8
-
6LB
18.2
12.8
5.1
11.0 B
6LB
4w0
co
Z
7LB
25,6
21.0
17.2
13.5
9.4
7LB
23.4
18.3
13.5
7.9
-
- 7LB
15.8
<
SUB
41.2
35.6
31.4
27.9
25.0
8LB
39.5
33.8
29A
-4'2m
4�
a
37.8 -1w .0
27.4
23.6
20.3 8LB
34.4
18.9
14.3
2
-
9LB
45.7
39.8
35.3
31.7
28.7
9LB
44w1
38.1
33.5 f
260
'61, •.
42.5 36.4
31.6
27.7
24.4 9LB
39.4
33.0
27.9
23.6
19.8
9LBH
51.8
456
40.8
36.9
33.7
9LBH
50.6
440
39.1
.4kif
318
9tIi^--,fg
-0 42.4
37.4
333
29.9 9LBH
46.0
10LB
59.4
1 55.2
49.6
45.2
41.6
IGLB
59-4:b3.7
48.1
':-;1>`..
40.0
9.4 52.2
46.6
42w0
38.3 1 IOLB
56.9
493
43.6
38.9
35.0
FOR LARGER HEIGHTS SEE SITE SPECIFIC EMGINEERING.
MAXIM M COW
BEAM
40
4.5 SO- 1
8.0
4LB
11.7
11.0 10.4 1
5LB
14.5
13.6 12.9
f:5
10.2
6LB
16.6
156 14.8, .13
11.6
7LB
186
17.5 16.61 W
13.4
12.9
8LB
25.8
24A 23.1
�",-
18.9
18.3
-19-8-
9LB
28.0
26A 25.1
20-5-
9UBH
313
29 %Z, 23.6
22.8
_f67_
22 1
tgt
-
366
, ak -0.7
25.9
COLUMN HEIGHTS B4
FOR LONGER SPANS
NOTE. THIS TABLE
N BEARING
IN DESIGN.
(M
_5 "..
4.5
5..
5.51 k
_6_Oi3
6.6
TO
1 7.5'
1 8.0'
S11.7
11.1
10.6
1 10.1
9.7
9.4
1 9.0
1 8.7
13.6
12,9
_TZ-4 -,11.9
_13.5
11.5
11.1
1 10.7
is
9
:15.4
14.7
14.1
1 3 o
11 ?4=. 20
122
75B_
17.2
16.4
15.7
15.0
14.5
[2
13.5
K8 26.6
23.8
22.7
21.7
20.9
0 .
18.8
9LB 28.8
27.1
25.7
24.5
23.5
226
21 '
21.0
203
9LBH 32.1
30.3
28.7
27.4
26.2
25.2
24.3
23.4
1 227
I IOUB 37.1
35.3
33.5
31.9
30.6
29A
28.3
27.4
1 26.5
COLUMN HEIGHTS BASED ON VALL LOADS ONLY.
SCREEN BEAM SCHEDULES
WITH FLAT ROOF
UP TO 16'COLUMN HEIGHT
MAXIMUM
BEAM SPAN
BEAM
4!
6
1 6.
T
6
4LB
17.5
15.7
1 14.3
13.3
124
5LB
226
20.2
18.5
17.1
16.0
6LB
26.7
23.9
7LB
30_7
23.2
21-7
8LB
32.9
30.8
9LB
45.2
420
I 39.2
36.3
34.0
9LBH
48.8
�34'92,.26
38.0
inin
56.4
5 3
4 .�F5
.8 1
44.7__
FOR LARGER HEIGHTS SEE SITE SPECIFIC
TABLE APPLIES TO FLAT AND GABLE R1191
.BEAM LENGTHS SHOWN IN SCHEDULE REP
FOR SCREENING
FBC TABLE 20A�
!SPACING
K08FOR
EAVE LENGTH
'ALM �i�
�O
ILUMG
'AC N
&Wpl
K 'max..................
zo ....
........... ...
MARK TYWO , -
SIZ
IC
'4230ft"'&'
cr"W
t,
2
0.100
0 0
0.046
6,
JESS
_0�050�
001
0.120
0.05D
0
20
7.0
0.120
0
--2-0-
-8.0-
-0.224.
0
�0.07Z
-2.0-
-9-0-
_."4
-0:224.
0 0 -9,
0.072,
LA
2.0
9.0
0.306
0.082
-2-.0-
-10:0-
-0.389
. O�
0.'092'
ARE BASED ON LOADS FROM
TANEOUSLY TO WALL & ROOF
L/60 DEFLECTION REQUIREMENTS
BEAM 4
SPAN
9'
1 10'
1 12'
14'
16
1 18,
20'
8.0
5LB
J
9 1 177
16.6
15.8
14.4
13.3
12.5
11.8
11.1
1.0 1 19.7
18-5
17.6
16,0
14.8
139
13.1
12.4
2
28.8 27.3
25.7
24.4
22.3
20.6
19.3
182
17.2
31.5 29:5
27.8
26.4
24.1
22.3
20.8
19.6
18.6
34.2 32.7
31.0
-2-
29.4
-9-3-
26.8
24.9
23.2
21.9
20.8
17. 1 i7 _7
_T6
.3
wwALL CALCULATIONS BASED ON 6005-T5 ALUMINUM ALLOY I 31.3 29.0 21.1
T USED IN CALCULATIONS BEAM LOAD F OF 1/2 THE SPAN OF THE LONGEST 14MBCR ATTACHED TO EACH SIDE OF THE CARRY BEAK
w)KI/3 STRESS REDUCTION NO
W-)KLINEAR INTERPOLATION BETWEEN COLUMN SPACING IS ALLOWED
>FAECAM LOAD
TOR
SCREEN FABRIC DETAIL SHEET: PER F.B.C. 2004 EDITION, W/2007 AMENDMENTS, EXPOSURE 'B'j 140 MPH I 6005-T5
LENGTH TO
THAN
X 2- X1/8- ANGLE
EA. SIDE (SEE SCHEDULE
FOR SCREW REQUIREMENTS)
SCREW SIZE
0 OF SCREVS
TA ANGLE FACE:
#14
6LB, 7LB
N12
ILH, 5LB
#12
4
*10
4
EXIST. BLD&
TYPICAL PLAN
ELEVATION
DATE- 02/01
SCALE, N.T.S.
C.T. TARNOWSKI, P.E.
SMMM VRANEER - nk Ur- W50662
NOTE-
7'-0' MAX END BAYS
(PURLIN SPANS ONLY)
202 TOP
LATE V/
I,
-pa
NOD
ou N
Pi U 3
'e
cu
0
Z
os In
F, Z"
Z X
C3 <
040 0TO.40' c 044'
N O"40- N TYP.
1X2 PX3 202
BEAM TYPE
t,
to
" 4IB
.t00
.046
SLB
.116
.050
6LB
•O50
7LB
.120
A55
13LB
z2a
.mz
9LB
224
.072
9LBH
.306
.082
IOLB
.389
.092
NLTYP. < N .OSS'
GUTTER E-GUTTER FACIA
TEK SCREWS FOR 7LBFI L E
.ARGER OR AL SMS �_T
6LB OR SMALLER
' CC TOP Y BUT.
6LB,7LB
8LB 9LB•9LBH
IOLB LAP BEAM
COLUMN ANCHORING DETAIL
.3 PAVERS OR TILES
3X3X0.072
(303)
2 I
.050' to .070 m
3X0.050 2X3X0 070 /DO I
�p
/111EAI.
.' Ex
o0
I
f C 2X2
C 2X3
4X4
COPY
DR COLUMNS 5'
DEE4 A
OR GREATER INSTALLLL F 95 n},_ y•<>.+�„
ADDITIONAL 2 X2 X2
2'%2'%3' LONG % 1/8'
MIGLE EA. SIDE DF IN 3s :F 62 2'"�
OF COL V/ I2 X I(s1.4'k r
ANGLE EA SIDE OF CDC.
-EXPOSE
SMS TD .af1Ils`$�r I/4' 1P Z> a
-
2 1/2'1:TX{'7:1SPh 10 f a p
V/ (6)-
SHS. TO COL 8 (1)-
o
k-
CDNC1Sk 1C%>: ,y '^Y
1/2' X 4' LG. EXPANSI N
BOLT (WEDGE ANCHOR)
N 5.094'
BDLT -CRN') COLUMN ANCHORING DETAIL
63- 716 TO COL (TYP)
£' M- 1/2' X 4' LG. EXPANSION
CLIP ANGLELCULBOLT (WEDGE ANCHOR) TO CONCE IX3 FORS (TYPJ 2. PER COL ` PORT (TYP.) \
�1/4' TAPCON 8 IB' O.0
P'V�ETESz4iR TILES Pr" ' II FTG. II
3 IIIp ED[G,EE //////////// r
TO BOLT (MIt1) 3, DMP. F�l/1///// _ , E.w•- - FRONT ELEVATION
3' FROM EDGE �`•"'^ v� - NOTE. ANGLES ARE NOT REWD. FOR 202 DOOR JAMB COLS
TO BOLT (MIR) `
//////////// Wr y sy' v. s ALL ANGLES SECURING THE TO
TO THE CONCRETE E HE A MDT 2'CONC,
12'XB' FTG. s e za; LONG t/2' ➢IA BOLTS ARE TD BE EXPANSION TYPE. (SEE ANGLE TO fJ)NC.
V/ 1 - BS 12'• s " 8 '•.q $LAB EXPANSION BOLTS TO BE 'HILTI KVD( BOLT ::''SYSTEM OR EQUAL
TtX6 - 10/10 W.V41.
STRIP FTG. DETAIL W/ PAVER OR TILE a � xe FrG W/ 1-B5 •L,2' TAPCON MAY BE USED IN LIEU OF 1/2' EXPANSION BOLT
TAPCONS ARE TO HE SIMPSON 'TITEJI' OR EQUAL
• 12'% B' FTC, IS MINIMUM FOOTING SIZE REFER TO SITE lll'SEE GENERAL NOTES 2 t 4 FOR ADDITIONAL REQUIREMENTS Al
f>aSl A>p
SPECIFIC PLANS, AND STRIP FTG, SCHED, FOR ANY 1VER OR TILE A
E a r
ADDITIONAL REQUIREMENTS. HIM FOOTING SIZES SHOWN �. GENERAL NOTES
}};i LIEU OF 6X6 - 10/10 V.VH
APPLY TO NEV FOOTING'S ONLY. FOR EXIST. FDOTIN6S YI y z rg
SEE SITE SPECIFIC PLAN. "� '�'4i''` `Y THIS STRUCTURE HAS BEEN DESIGNED R TESTED IN ACCORDANCE°
eh mi,f r " F.B.0 2004 EDITION INCLUDING THE 2007 AMENDMENTS M
IN ACCORDANCE V/ LATEST ED. OF THE ALUM. CONNSA R,v„� s
z j g.bx- TO THE DESIGN CRITERIA OF THE ASCE 7-02 'jA-'s`uw `T'$
SEE COLUMN ANCHO/R/IATi�r �' xs j SEE COLUMN ANCHORING DETAIL WIND LOAD yJ40 ILPiI:R(•"1
NOTE,
CLIP
a 3„rf w�
t654'
•050'mmP'' F
TYP. _ fit...
525 z f,754 �• 2.0'
2X4 3X2 rSUPER-G f'CER� �i'� • �%� .r s `'^ � H-3 L 2X2
05
���/F��-y d
rn1 I INN Sf1HFilUI E (FOR OPEN, WALLS l`fII-.I1- ALUMIJ�UM ROOFS)
TABLE
GIVES
MAX COLUlM HEIGHT FOR _
4xBs7,p0+
ncnn
w..0
COLUMN
TYPES
3X3X.090
`' ,sx aREii `
` zs12k >x
> ~
K =
16
IS
17
I =
to
152
19
20
COL
$PACING
4
5
6
7
8
9
lea_:
5f}�
-
9 31s. - 11A 1L "`
-.'a
4
21.3
19.1
I7A 16.1 IS1 13.5
I1.0 -
10.7
10.3
10.1
9.8
9S
5
19a
17.1
15.6 1413 .4 S
1 - 4Db 102
9A
95
92
05
6
Mb
142 132 IH -
10.5`s i 9.3
9A
6.7
8.4
8.8
2
L0
H.0
7.
7
16.1
14.4
'132 122 IlA i 0 s
97 -.B€.> 8.6
83
8.7
7.8
7.6
7.4
7-2a
15.1
135
123 IL4 10.7 V '1'.5.-.
I H.T '^ - e.l
7.8
75
7.3
7.1
6.9
6.7
9
142
12.7
IL6 10.7 10.1 a
140 9A
82 C..9 7b
7.3
7.1-
6.9
6.7
6.5
6.4
10
13.5
MI
7A
75 72
7.0
.]
6.5
6.4
6.2
6.0
II
1-9
11.5
lOS v 7 9 6
7.4
]1 6.9
6.6
6A
62
64
5.9
5.7
1-3
I1.0
1 iY 82 7H.:
yJ.l
68 6.6
6.4
62
6.0
S8
S6
SS
12
,5; ` 7b ]2 `
>` ' d 8.1 :':? >:<i 7.1 6.7
- 6b
6.3 6.1
5.9.
SJ
SS
5.4
52
S7
14
16 '
IL4
I0.7
I0.2
9S
-'4'
62
5.9 S7
5.5 '
53
52
5.0 -
4.6
4.8
SA
5.6 5.4
52
SA
4.9
4.7
4.6
4.5
20
9.5
•:
2J '• 7,2!:a #' . < :' " `5„ _ '1@
5.7
5S
S3 SI
4.9
4A
4b
4S
4.4
4.3
OLUMN D E irb 3bPEN WALLS W/SOLID ALUMINUM ROOFS)
A-E GI E 'L( HEIGHT FOR GIVEN CGL(NN SPACING AND BEAM LOAD
CO GYP i 4X4X I}`^-sJ�`>s• LOADING = 33 PSF AREA = L45 K = 1.5 I = 3.70
4 1>a�•>':. ; 6 fit V 9 1 10. I N 1 12 1 13 1 14 1 15 1 16 17 1 IB 1 19 1 20
xT"' CARRY BEAM SCHEDULE (FOR SOLID ALUMINUM ROOFS)
OF THE BEAM LOAD
/ALUM. ARE TABLE GIVES MAK BEAM SPAN FOR GIVEN
CONFORMS BEAM LOADS FOR ALUMINUM ROOFS b= IJ120 EXPOSURE B
(10 PSF LIVE LOAD)
SCREEN WALL 6 SCREEN RO -„ ADS B/SCREEN OPENINGS
r` £ v> "vy sr 3' FROM EDGE
3' FROM EDGE;. 3a �" s'" ALUM. PAN &INS. PANELS BAS!'f' IVE LOADS
TO BOLT (MIN.7?> `u ^ w / +� y �. TO BOLT (MIR) .
'D.111 / x 3.,ry sly 41 IMPORTANCE FACTOR = 0.77'
� "/ f4;% L ALL PRIMARY MEMBERS WILL BE CONNECTS' ' �S. POR- i5 OR OTHER POSITIVE
/ s ,7 FIN SRAOE FASTENERS rty �4�ry sq
�.. 2. ANCHORS SHALL BE PLACED N:A1iAN 3 Ot. F CONCRETE SLAB OR FOOTINGS.
3• m 1 ALL CON C FASTENERS MUS' _N.` k2plTn SOLID CDNC REGARDLESS DF
-�` F --_ r3r:r �3 >• a LENGTHS SPECIFIED IN IL✓)Kft��gav
BEAM
4
S
6
7
H
9'
1a
12
14'
16
16
29
2X4X725
2X5X125
10.3
IZ4
9G
11.5
9.0
10.9
8.6
10.3
8.2
9.9
7.9
as
To
9.1
7.1
8.6
6.8
62
6.5
7.6
6.1
7.2
GS
6.8
4LB
SUB
8.9
11.1
8.3
10.3
78
9.7
74
92
7.1
88
6.8
8.4
6.5
8.0
GO
7.3
5.5
6.8
5.2
6:3
4.9
6.0 -
4.6
5.6
6LB
129
11.9
11.2
10.7
10.2
9.6
9.1
8.3
7.7
.7.2
6.8
6.4
7LB
14.7
13.6
178
12.1
1i.3
10.7
10.1
9.2
66
8.0
7.5
7.1
8LB
19.1
17.7
16.7
15.8
15.1
14.5
14.0
128
11.9
11.1
103
9.9
9LB
9LBH
21.0
226
19.4
21.0
18.3
19.8
17.4
18.8
16.6
18.0
-160
17.3
15.2
16.7
13.9
15.5
12.8
14.3
120
13.4
11.3
12.6
10.7
120
IDIB
26.1
24.3
228
21.7
20.7
19.9
192
18.1
76.7
15.6.
14.7
14.0
4' CONC SLAB 3. FASTENERS FOR ALUM SI E';�E^l;ED 1R+..UN CENTER
V/ 6X6 - 10/10 /V-WA
1-# 4• FASTENERS SHALL HAV%,;' ' 2- M '�R BE PROVIDED W/ 1/2 INCH DIA. MASHERS
,s f!y.`` V/ B'%0' FIG. V/ 1-p5 NIR T'6s� gq,
IL IS AP . BLE FOR„r j 5. CANTRACTOR IS RESPO j INS: A �. MEMBERS FROM DISSIMILAR METALS
BE AC n WITH. FTG. &SLAB DETAIL h;��, ry
.AL ll1t,A PERMIT: T f - TO PREVENT ixTROLY` ,r°ryy l�z / x v
f NOTE- FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.VM 6. ALUM. IN CnP �:sj/ C �' BE PROTECTED W/ HEAVY BOOTED BITUMINOUS
r ')JLA FO J PAINT OR ME�-ALOUER OR THE VODD SHALL BE PAINTED V/ TWO
COATS OF AL INT .,"IHf?"JOINTS SEALED V/ A G000 QUALITY CAULKING.
FOR INS 5' DEEP OR GREATER INSTALL COL 2'X3'X3' LONG X 1/8' 7, ALL BDnRS TO SING AND LATCHING, V/5 FT. HIGH DOOR HANDLES WHERE POOL OR
3'+NT s '' ADDIT AL 2'%2'X2'Xl/e' ANGLE EA SIDE 2, 2. ANGLE EA. SIDE OF SP sv*".' - y 202 DOOR JAMB PLACEMENT IS OPTIONAL. ALL OTHER COLUMNS
OF INSIDE OF COL V/ (3)- 612 X 1' LG COL V/ (6)- N12 % 1'
Y V ,( 4%�`'. SMS. TO COL 6 M- 1/4' X 2 1/2' LG. TAPCON La S.M.S. TO COL. h � j
(2)- 3/8, X 2 1/2, LG - a
O.: CDNC. f? EA CLIP O O TppCDN TO CDNC TIN rXF'yq `'�D�N SITE -SPECIFIC PLAN SUPERLEDES ANY REQ.`S SHOWN ON
-WR
- a12 X I' LG. S.M.S. TO COL (TYP) N i -;'„ :�;::' a EACH CLIP ..S f'}X2S fi) fis RE NON-STRUCTURAL MEM13ERS
1GLE COL, ;`(2)- 3/8' X 2 1/2' LG. TAPCON N INTERCHANGABLY. STRIP F❑❑TING SCHEDULE
/ TO CLI CDNC (TYP.) 4 PER L..
1/4' TAPCON e IS- a y - y F � nNS TO i Y V/ LOCAL BUILDING CODES.
1%3 O.C. ELSEWHEREmar ` HPUR GS,Sli,iaNSMNS ............_..-iAL 605-TS
K. . �• C :. r '.: . aa'-. .. �. i.- ` 35sS,Bt�iY,�i � e ,' -T
,. .. ..•.• :'- .. .. :" 2' MIN r' T NS .__._...___._„_.A 6005 5
FTG. g'I 3' FROM EDGE 3• 2' BETVEEY74 -x; INU SAL. 6005-T5
oY-vF DELETE. 1%3 FOR FASTENER'S` f -• ��
P IN. nPEN PORT (TYPJ RIVETS, WASHERS _..JAL. 2024-T4
]NT ELEVATION J (COLUMN ANCA❑RING-DETRIL�¢k 3 f FRS TO BE ALUH., NON-MAGNETIC
- �SS STEEL, OR CADMIUM PLATED STEEL
NOTEt ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLUMNS. 33 />s•'r
7 zr` •UNLESS OTHERWISE NOTED
3/8' DIA. BOLTS MAY BE 'ASHLEY QUICKSET', n . TAPCON ANCHORS.
STRUCTURE
FOOTING (MIN.)
REBAR
WIDTH X DEPTH
SEEN ROOF
12' X 10'
I-i5
V% UP TO 7LB BEAM
SCREEN ROOF W/ 8LB
12' X 12'
I-415
SCREEN ROOF V/ 9LB
12' X 16,
2-85
SCREEN ROOF V/ IGLE
12' X 16-
2-t5
ALL SOLID ALUMINUM
12' X 12'
2-0
ROOFS
MIR FOOTING SIZES SHOWN APPLY m NLv ruuum.a
ONLY. FOR EXIST. FOOTING'S SEE SITE SPECIFIC PLAN.
140 MPH 6005-T5
COLUMN SCHEDULE (FOR SOLID ALUMINUM ROOFS
WITH SCREEN WALLS)
TABLE GIVES MAX COLUMN HEIGHT FOR GIVEN SPACING i
WIND LOAD = 30 PSF ROOF, 21 PSF WALL EXPOSURE B .0
COL TYP
4.0'
4.5
5.a
5.5'
6.9
6.9
Za
7.6
8.a
4LB
11.7
11.0
IDA
9.9
9.5
9.1
8.8
6.5
8.2
SLB
14.5'
73.6
12.9
123
11.6
11.3
10.9
10.5
10.2
6LB
16.6
15.6
14.8
14.1
13.5
13.0
115
120
11.6
7LB
18.6
17.5
16.6
15.8
15.1
14.5
13.9
13.4
129
8LB
25.a
24.4
23.1
220
21.1
20.3
19.5
18.9
18.3
9LB
27.3
25.7
24A
23.2
22.3
21A
20.6
19.9
19.3
9LBH
31.3
29.5
28.0
26.7
25.5
24.5
23.6
22.8
22.1
101B
36.6
34.5
328
312
- 29.9
28.7
27.7
26.1
- 25.9
DATE- 02/08/08
SCALE, N.T.S.
Idu
u
n
rj
F ^
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cuvt
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O
W U�
> 0
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asm
0 Z
W.
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W
P.E.
W
of
x
x
u
GENERAL DETAIL SHEET: PER F,B.C, 2004 EDITION W/ 2007
OON
Z > � `y
�m=
m i m
N yXN %nn
rWr� ANC V
111 m X '1
D y
m �
n� N
O +O -1N�9Y
mom
z m X � S9O�
^x
`J �4,po
mc� OAT
m z
0
m N
D
z x
Z
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n of R
O
z �m m
z o io
Z 0 mDOp
r �z mm
z O m m
� �mAz
z o
zz
0o-�
o-pl
m
N
m o
>Oa
zc
rn?
x`
THESE PLANS CONFORM TO THE FBC 2004 ED. W/ 2007 AMENDMENTS
DESIGN BASED ON 140 MPH WINDS, EXPOSURE "B" Engineering Business CA 00009677
TAR14OWSKI CONNECTION DETAIL FOR: JOB #: 081354
ENGINEERING TOLLEY RES. DATE: 09/18/08
9332 SCARBOROUGH SCALE: 1/8"= 1'—O"
CIVIL & STRUCTURAL ENGINEERING PORT ST. LUCIE, FL DRAWN BY. W.T.F.
7360 N.W.-5th Street Phone (954) 727 — 2027 CONTRACTOR: EVERLAST CHECKED BY:
Plantation, FL 33317 Fax (954) 727 — 9644 SHEET NO. 2 OF 2