HomeMy WebLinkAboutENGINEERING#2 I`-� 'C.C./PANEL Ta'-
= HOUSE INS. ROOF
- C 2x3
PANEL
F7TO EA EXIST TRUSS
M CHANNEL AND A 12' 2' MIN. FASCIA
O.C. MAX. TO FASCIA
NOTE: FASCIA MAY BE BUILT UP BY LAGGING NEW 1- MEM. TO OLD/
2-1/4' x 3-1/2" LAGS/TRUSS OR RAFTER.
2' SUB -FASCIA BEHIND 1' FASCIA IS ALSO ACCEPTABLE.
FASCIA CONN.
a
N
0
0
=J
CONC. WALL
BEAM
2-1/4-X2-1/4- LOAN 2"X2"X7/B- CLIP ANGLE
TAPCON ANCHOR EA. SIDE W/2 - 4 OR 1/4- AIR GAP
THRU CUP INTO EXTG. 3- 2 ABLIP T BM.
C
CONC. WALL
(TWO EA. CUP. 4/BM FO 7 EAMS OR
FOR 9" BEAMS OR GREATER GREATER, USE 3 - #4
USE (3) TAPCONS. OR (4) - #2.
BM TO HOUSE CONN. (MOB�t'•:
a
cn
CNI
o
w
S
U
Q�
W
En
m
i
m
W
W
En
BEAM SPAN
ROOF PLAN
A
BEARING WALL
SEE COL SCHEDULE
(SHT. "B2-) 7 ,
:3"X."•,':;::;.,.
SQL:;::'::=;:::•••
a — -- - - - - ELEVATION ::' ::•::::':'•:. ' 'A ' '' ::':`:''
� w CAR PORT:;:• �: -
X n.
g
AL KICK PL OPT.
USE 202 TOP ATT
W/1-#2 @ 8. OJ
SCREEN " ".
�\
`� •`
„ ::13EARIIV0.':VJALL
:::•'g'_0�!:•.1,�gk;::'•;.:':;':
• 5C'REEPI :R�15:':ONL�F'
';'::::::':::;:::'::;`::'•`•'::'?.:•::'•:`•':•
•::...COL:'''.
:;
CHAIR L
PER SCHED.
COF
COL
�:'•a•'•
F.:;, .L.
•`•'•L'��'
2•::.•
•.;::.:.:..,
•
E
E
CONNECTOR
34
34
NER
EXIST.
MOBILE
HOME,
Q
2
U
EXIST. DRIP CAP
AL FLASHING L 48" TY{k.; .,
OPTI#8 @ 8" C.C. FFLAASHING
$. •! L•... SCANNED #2 O 12- C.C. M N
�y /PANEL T&B
THRU BQC[.9 G �Ci'�i �°®un�/ PANEL k
2
l:.''y�((A$HERS & N 2" R _ ...;.:;.... ' •. .
f3 0 12- O.C. TO 1Jy j,
BEAM:-`:::::' ::'•::::. 2++ R — :? ;:•` '•;:' : :
CONC. 7-16' O.C.
v TO 2 X 4 STUD H-2 OR H-3 2•':
AL TK. ALLOY 3003
PANEL TO WALL CONN. ;SELF-stlK:taCcNF:'F?bCL-
��1'�'�:'•,:::'.�:::•:�'•• '•:;'•'::�i?Qt3F1NG T,4f3E.,�R..:.
kFNG OR EQUAL
�T-2 OR T-3'.
¢r..: 0 °
WINDOW '': : Sf Ati 7c3?tyT•`:•:;Cu ¢;o:: o ° coo o
"""�",r• FRAME BY' ':Cb1�f Li sf ° o
WINDOW :.1 AULKI]VG"' rp' o °o o o
CAULK PANEL MAN:CIPACT. o 0 0 0 eAl
#5 (EA. SIDE) W/ 2 - #4 WATER- `"'�.: :<i• :•::•;::::'•,::; Q 1
PROOFING "''_':=:' RO:E3F;: ' FROM TA , A F C
TO BM. (W/2 - #7 EA CUP r-�N �`,�$�3
INTO FASCIA) M11d:'%fit 0' PITCHLli
T °
V. ANCHOR WINDOW Ft3A)!; i0, CHANNEL:;;:• :::;::•; . R
:� :' Q OPTIONAL 16" O.C. MAX'f}f#S�T18SCR: dV: ON AL®' ' C��MAT
a:;, .� .._. .,..•.ram *r_T1lftnc ;1WES TO B)~':N:4:'•FURTH�::7fiAN 2" ::':: �Wg
CORNER COL=
PLI
i Id
0R
MAX. COL HGT.
PER TABLE
W a A C.C.
B T. 3/PANEL -#8 a e"
CARRY BEAM
PER SCHEDULE
OPTIONAL 1x2
_L/��`2-X2'X1/8' X 2' LANG
v CUP ANGLE w/3 — #2
EA. FACE
202
4LPe
COL;IX2
SEE ANCHORING
SPECS (SHEET RC )
SECTION B—B
(SCREEN ROOM)
SEE TABLES OR SITE SPECIFIC
CONN. TO BE CONT, 1xz (SNAP MAY BE USED)
TOP TO BOTTOM
OF PANEL OF 20
ALL JOINTS
ELEVATION'. c .
FASTENING
14 TEK SCf6'V%HEX HEAD
sc�yu��l�j�ooy
2 —
10 S.M.S./ HEX HD.
a(mB)
PANEL
1#1
3 —
1/4" X 2 1/4" TAPCON ANCHOR
4 —
1/4" BOLTS/WASHER/NUT
5 —
CLIP ANGLE,.125" MIN. THICKNESS
2Q2
6 —
#12X1" LG. S.M.S./HEX HD._ -
f}2 SCREWS
�� BEAM
7 —
'
1 /4" X 3 " LAG
5 SCREWS MIN.
8 —
1/4 LAG*, WITH 1' WASHER
EACH SIDE)
2-x2^x1/B- THK. (LENGTH
9 —
#10 X 1 1/2" S.M.S./HEX HD.
COL
DETERMINED BY BM. NCH
RECEMNG CHANNEL ANCHORED
12
— CLIP ANGLE, 3/32' MIN.THICKNESS
150 COL w TEK SCREWS
(5 SCREwsr�
*LAG
BOLT LENGTH TO BE 1 " LONGER
THAN ALUMINUM PANEL THICKNESS
CARRY BM. TO
ALUM. COL. CONN. DETAIL
INSULATED ALUM. PANEL DETAIL SHEET:
#8 ® 8' C.C.-__
AN
BOTTOM
T-2 OR T-3-
�g2MO-- /8' LiTHRU-
OR SITESPECIFICU�
WINDOW
FRAME
3X3°
COL
e:. :•.
;TIf7^'I _k=A ::::.:::';:::::; • 'ECTION C-C
ARf?{T) :::87UN ROOM)
R`E0:'.- ATIO) '
S D COLUMN SIZES.
' • NOR 1X2'•TQ'• 0A
CARRY BEAM
PER SCHEDULE
i i;AC�1t4;: AnICLE W/
TAPCON TO
& (4)-Q6 TO COL (Ti?)
1X2 OPTIONAL-
202 1 1 202
COLUMN- � jq&__• 4 L2-62 CTP.)
INTERMEDIATE COL.
FOR SCREEN ROOM
F.B.C. 2017 EDITION & ABCE 7.10
BE
EA S
FqqW(0V0,*XDEEP
0Nt�{gljSI OF INSIDE
S B�ECT FXV0 TO C(
jkf SApX�t' 4- LG. IXP
�pu �r,St1 ��' �TTOO CO(NC.D6 ANCHOR)
1Y EA. CUP
2-X2"X7/8- X 4- I.G. ANGLE EA. SIDE
OF COLUMN W/ (4)-014 TEKS TO
COLUMN & (2)-1/4- THRU-BOLTS TO
CARRY BEAM
Eg Q.C.
® 18' O.C.
ALUM. COLUMN ALUMBEAM. CARRY
ALT. CARRY BEAM
TO COLUMN
#8 THRU PANEL, BM.
8" C.C.
J -'-#2 (1-1/2" LONG)
o ® 11" C.C. (TYP.)
U
2"X2"X1/8" X 2" LONG
CLIP ANGLE W/3 - #2
EA. FACE
SCREEN ROOM COL. TO BEAM CONN.
DET!
NNEL MAY
PLYWOOD
iO
CT APPROVAL
IS 6" IN 12'
FION
PANEL SCHEDULE: ROOF PANELS
PANEL
L/80*
12' SPAN OR LESS
L/120
L/180*
OVER 12'
R - 2
11'-6"
12'-0"
--
R - 3
12'-0"
13'-6"
=-
R - 4
--
16'-2"
13'-10'
R - 6
--
20'-8"
17'-10'
R - 8
--
24'-4"
21'-3"
* = FOR USE IN HVHZ AREAS ONLY
2'X2"X2" LONG X 1/8'
ANGLE EA. SIDE OF COL
3/84 X 4 TLGC EXPANSION
BOLT (WEDGE ANCHOR)
TO CONC. ® EA. CUP
3" FROM DGE • 111 * I RECEMM
TO BOLT F(MIN.) COLUMN ANCHORING DETAIL
FEB 16 2010
4-#6 TO COL (TYP) Permitting Departm,
CUP ANGLE COL 1 - 3/8" X 4" LG. EXPANSION St. LUtie County
BOLT (EDGE ANCHOR) TO CONC.
` (TYP.) 2 PER COL
3® 18"O.C.
IX2 1X2 LSEWHERE
FiG DELETE 1X2 FOR
FRONT ELEVATION OPEN PORT (TYP.)`1
NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR J A 1 Ji
ALL ANGLES SECURING THE COLUMN TO THE CONCRETE T-X1/8"X2"
LONG. USE ONE ANCHORS PER CUP, MIN. TWO At COLUMN IN ALL CASES.
3/8' DIA. BOLTS ARE TO BE EXPANSION TYPE. (SEE TO CONC. DETAIL)
EXPANSION BOLTS TO BE "HILT] KWIK BOLT II" SYSTEM EQUAL
Q3/8" TAPCON MAY BE USED IN LIEU OF 3/8" EXPANSION BOLT
SEE GENERAL NOTE 4 FOR ADDITIONAL REQUIREMENTS
DATE 0 1 /0 1 / 1 8
ENGINEERING BUSINESS CA 00009677
SCALE N.T.S.
TARNOWSKI
SHE
ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
��q
d
7360 N.W. 5th Street Phone (954) 727 -
92027
644
Plantation, FL 33317 Fax 954 727 - 9644
HIS DOCUMENT ISTHE PROPERTY OT�RNOWHniFKNNI ENGINEERING, TARN01iUSKI, •E(' INC.. AND SHALL NO E REPROnnnRAAR
STRUCTLRAI FNGINFFR - FlA_ I IC- nn5nss7I WiTNn M WRITTRN rnnicFnirr nR Teoninan,
18X14 MESH
ALL CALCULATIONS ARE BASED ON THE FOLLOWING CRITERIA:
1. FOR SCREENING WITH 18X14X.013" MESH
SPANS ARE BASED ON LOADS FROM FBC TABLE 2002.4
LOADS ARE APPLIED SIMULTANEOUSLY TO WALL & ROOF
2. 30 PSF ROOF LOAD, 19 PSF WALL LOAD
3. WIND LOAD = 160 M.P.H. / EXPOSURE B / CATEGORY R
4. DESIGN MEETS L/120 DEFLECTION REQUIREMENTS
COLUMN SCHEDULES WITH SOLID ALUMINUM ROOF (OPEN WALLS)
COLUMN TYPE: 3X3X.090 LOADING = 33 PSF AREA = 1.08 K = 1.5 1 = 1.52
COL
SPACING
4
5
6
7
B
9
10
11
12
1 13
14
15
16
17
18
19
20
4
21.3
19.1
17.4
16.1
15.1
14.2
13.5
12.9
12.3
11.8
11.4
11.0
10.7
10.3
10.1
9,8
9.5
5
19.1
17.1
15.6
14.4
13.5
12.7
12.1
11.5
11.0
10.6
10.2
9.8
9.5
9.2
9.0
8.7
8.5
6
17.4
15.6
14.2
13.2
12.3
11.6
11.0
10.5
10.1
9.7
9.3
9.0
8.7
8.4
8.2
8.0
7.8
7
16.1
14.4
13.2
12.2
11.4
10.7
10.2
9.7
9.3
8.9
8.6
8.3
8.1
7.8
7.6
7.4
7.2
B
15.1
13.5
12.3
11.4
10.7
10.1
9.5
9.1
8.7
8.4
6.1
7.8
7.5
7.3
7.1
6.9
6.7
9
14.2
12.7
11.6
10.7
10.1
9Z
9.0
8.6
B.2
7.9.
7.6
7.3
7.1
6.9
6.7
6.5
6.4
10
13.5
12.1
11.0
10.2
9.5
9.0
8.5
8.1
7.8
7.5
7.2
7.0
6.7
6.5
6.4
6.2
6.0.
11
12.9
11.5
10.5
9.7
9.1
8.6
8.1
7.8
7.4
7.1
6.9
6.5
6.4
6.2
6,1
5.9
5 7".
12
12.3
11.0
10.1
9.3
8.7
8.2
7.8
1.4
7.1
6.8
6.6
6.4
6.2
6.0
5.8
5.6
5.
14
11.4
10.2
9.3
8.6
8.1
7.
6.9
6.6
6.3
6.1
5.9
5.7
5.5
5.4
5.2
5.1:'•
16
10.7
9.5
8.7
8.1
7.5
7.1
6.7
6.4
6.2
5.9
5.7
5.5
5.3
5.2
5.0
4.9'•:
4.8 '
18
10.
9.0
6.2
7.6
7.1
6.1
5.8
5.6
5.4
5.2
5.0
4.9
4,7
R+ '•
-•.4.5
20
9.5
B.5
7.8
7.2
6.7
6.4
60
5.
55.5
5.3
5.1
4.9
4.8
4.6
4.5 •'•'444''•'
-',3'•.
TABLE GIVES MAX, COLUMN HEIGHT FOR GIVEN COLUMN SPACING AND BEAM LOAD
*BEAM LOAD FACTOR = THE SUM OF 1/2 THE SPAN OF THE LONGEST MEMBER
ATTACHED TO EACH SIDE OF THE CARRY BEAM.
COLUMN SCHEDULES WITH SOLID ALUMINUM
BEAM LOAD
> FACTOR*
W
COLUMN TYPE: 4X4X.090 LOADING = 33 PSF AREA = 1.45 :'iC:: •;:'1;'S 1=;3;7Tj;:',:
COL
SPACING
4
5
6
7
8
9
10
11
12
13
14.•
.
•. 15
•.
i;6:'•;
:...
.'•;17';'.
. •.
•; , lE3
•. •
;:'r19;:.::;20
, . •
•
4
33.2
29.7
27.1
25.1
23.5
22.1
21.0
20,0
19.2
18.4
1.7;8
'•17_1
16:6:::9.6:•t'••:t57.•
14.9
5
29.7
26.6
24.3
22.5
21.0
19.8
18.8
17.9
17.1
16.5
•:t59:
•'•t' 3
14.9
13.3
6
27.1
24.3
22.1
20.5
19.2
18.1
17.1
16.4
15.7
15.0
14:5•
:14'
: 13.6
i :2
•:i2;B.'A
.4
12.1
7
25.1
22.5
20.5
19.0
17.8
16.7
15.9
15.1
14.5
13.9
13.4
': 3;O'
r19,6
12.2
11.79
11.5
11.2
8
23.5
21.0
19.2
17.8
16.5
15.7
14.9
14.2
13.6
...13.0
12.6
':1 '•1:'.:?.1',7.•-
11.4
11.1
10.8
10.5
9
22.1
1 19.8
18.1
16.7
15.7
13.4
12.B'•:•:i•23
•:i•1:8.
1Y:4:
`•: •t':7:•
:•10.7
10.4
10.2
9.9
10
21.01
18.8
17.1
15.9
14.91
14.0
13.3
12.7
12.}::•:1'•1:
•
•:1.1:5'.':10
:'•:
O.B,
: i .2
9.9
9.6
9.4
11
20.0
17.9
16.4
15.1
14.2
13.4
12.7
12.1
7.T+&'•
:'•1l:%
::1 •: '•:•1.0.3:'•:i'.II
'• 3:7'
9.4
9.2
9.0
12
19.2
17.1
15.7
14.5
13.6
12.8
12.1
11.6
11'.7'•::•10:6
-AD:2::•83.:'
:6'•':
'•9.3
9.0
8.8
8.6
14
7.B
15.9
14.5
-13.4
12.6
10.7
10.2
t9 8t::9,St,
9.2 '
'89::'
' 8.6
8.4 -
.8.1 -
7.9-
16
16.6
14.9
13.6
12.6
11.7
11.1
10.5
; 1.0. •
•9.6•.B.6
8.3
8.1
7.8
7.6
7.4
18
.7
14.0
12.8
11.8
11.1
:':9e�k:•9n
8.7::':8.4'•`.•
8_7
7.8
7.6
7.4
7.2
7.0
20
14.9
13.3
12.1
11.2
10.5
9.9
9+F.;.:tJ:•
::
;8:6:
B.2
'•7.•&'•
•:•:7.••
7.4
7.2
7.0
6.8
6.6
TABLE GIVES MAX. COLUMN HEIGHT FOR
*BEAM LOAD FACTOR = THE SUM OF 1,
ATTACHED TO E
COLUMN SCHEDULES
AND'.
MINUM ROOF (SCREE
BEAM LOAD
FACTOR*
COLUMN
HEIGHT
MAXIMUM COLUM
MAXIMUM COLUMN HEIGHT W/20' ALUMINUM ROOF
COLUMN
4.0'
4.5'
5;0':;:;;:5,5;::,::g':0.`;:;
;;Q,5'
7:0`:;•:•;:7;5
8.0'
COLUMN
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
8.0'
2X3X060
7.6
7.3
7:Q::;'
::';6;8"::'•
Q Ej;:'•„
fi;5::
;•&:3 '
-"6.2
6.0
2X3X060
7.5
7.1
6.7
6.4
6.2
5.9
5.7
3X3X090
9.5
9.1
8.8'::;:8;5:
$.3:;:
;::8::1;::'•:
7;9'
7.7
7.5
3X3X090
9.5
9.1
8.8
8.5
8.3
8.1
7.9
7.6
7.4
3X3X125
10.5
•;.10.1
9.7
$:4':':..e:z:•
:;8%g::'•8.7
8.5
8.3
3X3X125
10.5
10.1
9.7
9.4
9.2
8.9
8.7
8.5
8.3
4X4X090
12.$'•
:;Lz3,
11.9
; I:i;$;:
;:ii?;:
10.9
%6
10.4
10.1
4X4X090
12.8
12.3
11.9
11.5
11.2
10.9
10.5
10.1
9.8
4X4X125
;1'42•;
:;73.6
13.1
127;•::}'6;4
12.0
11.7
11.5
11.2
4X4X125
14.2
13.6
13.1
12.7
12.4
12.0
11.7
11.5
11.2
4LB .;•:•;:B:$:;;'
8.1
7.6
7.2:::'.
ii:9.
6.6
6.3
6.1
5.8
4LB
8.3
7.7
7.1
6.6
6.1
5.7
5.3
4.9
4.1
5Lj3':;::':1:1:,0,'?•;;1•p.4
9.8
9.:
:$:�J
8.5
8.2
7.8
7.6
5LB
10.7
10.0
9.4
8.9
8.4
8.0
7.6
7.2
6.8
10.6
10.1 '
:•'9.6
9.2
8.9'
8.5
8.2
6LB
11.6
10.9
10.3
9.7
9.2
8.8
8.4
:.yL'•f3:;: '
13.7;:•;':q;2i9'•::;12.2
11.6
11.1
10.6
10.2
9.8
9.5
7LB
13.4
12.5
11.8
11.2
10.6
10.1
9.7
9.3
;;$9:•;:
8E8
22.2':'•2:ti:Q:'.2ft
20.0
19.4
18.9
1BA
18.0
17.6
8LB
22.2
21.4
20.6
20.0
19.4
18.9
18.4
17.8:::?i,2:
9LB
24.4
23:$:•:::2?;6:
21.9
21.3
20.6
19.8
19.1
18.5
9LB
24.4
23.5
22.6
21.8
20.9
20.1
19.3
18.7''::1"8';0;
9LBH
26.4
25.3:;:24:5
23.7
23.0
22.4
21.9
21.4
20.9
9LBH
26.4
25.3
24.5
23.7
23.0
22.4
21.9:
;:31,4
2D9::
10LB
30.4
29.3
"28.2
27.4
26.6
25.9
25.2
24.7
24.1
10LB
A
29.3
28.2
27.4
26.6
25.9
24.1'.
TABLE GIVES MAX. COLUMN HEIGHT FOR GIVEN COLUMN SPACING AND BEAM LOAD
FOR LONGER SPANS SEE SITE SPECIFIC ENGINEERING.
NOTE: THIS TABLE APPLIES TO BOTH BEARING AND NON BEARING
WALLS FOR HORIZONTAL WIND LOADS CONTROL IN DESIGN.
2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 5LB.
**ALL CALCULATIONS ARE BASED ON 6005-T5 ALUMINUM ALLOY
**1/3 STRESS REDUCTION NOT USED IN CALCULATIONS
**LINEAR INTERPOLATION BETWEEN COLUMN SPACING IS ALLOWED
CHAIR Rt;HEDULE
RAIL ,•::::qq, 5.0' 8:0,`•;:';::i�4'{::8.0' %FACTOR*
202'':: ::'$;6• 5.9 5.4'.'•::::�1:::'::7
2X3X05L1':;:;3;$: 8.7 8.0 Ti.9
8.1 RAIL
LENGTH
X4Xo5o:;'•:.11�7:'::i'o';'•::9;1:`::.s.a s.2
10.0 9.4
�(O lj; • AtTOjZ: = 0 ."fit DISTANCE TO CHAIR RAIL OR GROUND
BELbW;,I:,: ;1,1/.2,:,THE DISTANCE TO CHAIR RAIL OR BEAM ABOVE
SCREEN FABRIC DETAIL SHEET: 18X14 MESH I EXPOSURE B 1 160 MPH I F.B.C. 2017 EDITION
LE FOR SOLID ALUMINUM ROOFS
MAXIMUM BEAM SPAN
BEAM';'::;:;4.'•;;
.;•5':::::':5'.''
7'
8'
9'
10'
12'
14'
16'
18'
20'
2X4X125-'
: t0,3 :
;:9,,6;::::'•$.0
8.6
8.2
7.9
7.6
7.1
6.8
6.5
6.1
5.8
:2)E$X125
'1:2!1':•:;47;5'
10.9
10.3
9.9
9.5
9.1
8.6
8.2
7.6
7.2
6.8
:::'•;i}LB
�: :3
7.8
7.4
7.1
6.8
6.5
6.0
5.5
5.2
4.9
4.6
:' 5LB,;::
•:11.1
'10.3
9.7
9.2
8.8
8.4
8.0
7.3
6.8
6.3
6.0
5.6
11.9
11.2
10.7
10.2
9.6
9.1
8.3
7.7
7.2
6.8
6.4
::7I A:'::•
4.7
13.6
12.8
12.1
11.3
10.7
10.1
9.2
8.6
8.0
7.5
7.1
:;.:$L�•;:'
19.1
17.7
16.7
15.8
15.1
14.5
14.0
12.8
11.9
11.1
10.5
9.9
21.0
19.4
18.3
17.4
16.6
16.0
15.2
13.9
12.8
12.0
11.3
10.7
91
22.6
21.0
19.8
18.8
18.0
17.3
16.7
15.5
14.3
13.4
12.6
12.0
' 10LB
26.1
24.3
22.8
21.7
20.7
19.9
19.2
18.1
16.7
15.6
14.7
14.0
IAtiLt UIVtti MAX. BEAM SNAN hUK GIVEN BEAM LUAU
*BEAM LOAD FACTOR = THE SUM OF 1/2 THE SPAN OF THE LONGEST MEMBER
ATTACHED TO EACH SIDE OF THE CARRY BEAM.
2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 5LB.
BEAM LOAD
9 FACTOR*
BEAM LENGTH
B/T COLUMNS
CARRY BEAM SCHEDULE FOR SOLID ALUMINUM ROOFS
(SCREEN WALLS)
WITH ROOF UP TO 10'
WITH ROOF UP TO 20'
RAIL
4.0'
5.0'
6.0'
7.0'
8.0'
RAIL
4.b'
5.0'
6.0'
TV
8.0'
3X2X050
5.1
5.0
4.9
4.8
4.7
3X2X050
3.9
3.9
3.8
3.8
3.7
2X3X097
6.6
6.6
6.6
6.5
6.3
2X3X097
5.3
5.2
5.2
5.1
5.0
2X4X050
6.1
6.0
5.8
5.7
5.6
2X4X050
4.7
4.7
4.6
4.5
4.5
2X4X125
8.0
8.0
8.0
8.0
8.0
2X4X125
7.3
7.2
7.0
6.9
6.8
2X5X050
7.1
6.9
6.7
6.6
6A
2X5X050
5.5
5.5
5.4
5.3
5.2
2X5X125
8.0
8.0
8.0
8.0
8.0
2X5X125
8.0
8.0
H.0
8.0
8.0
> BEAM LOAD
FACTOR*
BEAM LENGTH
B/T COLUMNS
IAULL UIVtJ MAX. U AM W jAN M11 GIVtN OEM LUAU
*BEAM LOAD FACTOR = THE DISTANCE FROM CARRY BEAM TO CHAIR RAIL BELOW
2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE -USED IN LIEU OF 5LB.
6005-T5
DATE 01 /01 / 18
ENGINEERING BUSINESS CA 00009677
SCALE N.T.S.
TA RNOWSKI
SHE 2 [16013,
ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
7360 N.W. 5th Street Phone (954) 727 - 2027
Plantation, FL 33317 Fax (954) 727 - 9644
C.T. TAP,NONJSKI, P..
THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING,
INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
STRUCTURAL ENGINEER - FUL LIC. 0050662
WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING. INC.
0 5"
• o c
0 040TYP. TYP" 0 040" ri 040" 0 044- .060 "
N TYP. N I, . N TYP.
102 1X2 1X3 202 2X3X.060
#14 TEK SCREWS FOR o
7LB OR LARGER OR
#10 S.M.S. FOR 6LB
OR SMALLER 0 18" C.C. tp 0
in
e
00
M N
2.0"
2X3X.050
2X4X.050
2X5X.050
TOP & BOT.
0
�= o
BEAM TYPE t t io L
`4
4LB .100 .046 e
SUB .116 .050
6LB .050
—4-
7LB .120 .055 3.0"
8113 .224 .072 I, 2" L
sLe 1 .224 .072 �—�r-
9LBH 306 .082 4LB.5LB,6LB.7LB 3X3X.070
10L6 .389 .092
303
" e N
SnSP" � 1ri 55" d .055"
IYP.
•I, 3.0 lk
CUTTER t GU I I tR FASCIA
FOR COLUMNS 5" DEEp'.;'•;:;'::'
OR GREATER INSTALL '•;:;:'.
ADDITIONAL 2"X2"X2"X1 f8"•::,
ANGLE EA. SIDE OF INSIDE ;;
rEXPOSED OF COL W/: 44j -r;¢ TO Cl(
F 2 LG.
N 5.094" 1
N
• N
Z—GUTTER BRACE
lb
2-
iF
N W .d64" to of
o, o TYP. o p
1 2.0" 1`{c- _
::;:.:• C 2X2
C 2X3
S 1,
3.0" --`
090" o 0 125" .050"
TYP. N 4 TYP.
2X2 2 - 0 ` �` 2.0
3X3 2X4 3X2
4X4 2X5
2"X2"X1/8" X 2" LG. MIN.
ANGLE EA. SIDE OF COL
(W/) (4)/— §6 TO COL &
® TAPCON TO CONIC �2 LG.
SLB.9LB,9LBH :'.;:::TO BOLT (MIN.) COLUMN ANCHORING DETAIL
10LB LAP BEAM
(4)— #6 TO COL (TYP)
CUP ANGLE (1)— 1/2" X 3 1/2- LG.
COL TAPCON TO CONC.
COL �(TYP.) 2 PER COL
SEE COLUMN ANCHORING DETAIL SEE COLLIPiThf•i!{h4¢Rt)16;k7AiF;:
1X2 OR 1X3 3 @ 18" O.C.
PAVERS OR TILES COL iX2 1X3 ELSEWHERE
OPTIONAL ::753?': ati :�X6 _. s .:..,.•.„:
1 0 I '•'''•~''•'''•F'Av.R':•08 TILES••'` FfG.•^~l':.•
3- FR0 DG ///�!//////// � .:':::;::; .:::';Od1�':::, DELETE 1X2/1X3 FOR
TO BOLT �MIN�' OPEN PORT (IYP.)
..' :•::�•:�.::•' '< FRONT ELEVATION
3" FROM EDGE :.:::;:>;._ : NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS.
TO BOLT (MIN.)
1 "X8" G. b7 a':';a•:;:`• ::.;.•;;: ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE A MIN. 2"X2"Xi/8"X2"
Wf - 45 12„• :;. G : •:;•i LONG. 1/2- DIA. BOLTS ARE TO BE EXPANSION TYPE. (SEE ANGLE TO CONC. DETAIL.);:
EXPANSION BOLTS TO BE "HILT] KWIK BOLT II" SYSTEM OR EQUAL
/10 .
STRIP FTG. DETAIL W/ PAVER OR TILE :.�''- :::,:1jg" FI W/ W.W1— '4" LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN LIEU OF TAPCON
12"X 8" FIG. 1S MINIMUM FOOTING SIZE. REFER TO SITE •` ' TAPCONS ARE TO BE SIMPSON 'MEN' OR EQUAL
SPECIFIC PLANS, AND STRIP FIG. SCHED. FOR ANY :F (>'a':.z/�LAL::`.:'•:•AVER OR TILE SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS
ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN �^— ' :::•:'.•:
APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE j : s n s 'iaY::B :ii ; tra UEU of 6X6 — 10/10 W.W.M. GENERAL NOTES"''�;:.'::'*' :::'::.
SITE SPECIFIC PLAN.
THIS STRUCTURE HAS BEEN DESIGNED & TESTED IN ACCORDANCE W/ •THY'{#tQU►REMENTS',iDF THE
F.B.0 2017 EDITION. THE MIN. MECH. PROPERTIES OF AL UNI..e2,;IN,;.ACC(IFi3AfkIr;;W/ LAiED. OF
SEE COLUMN ANCHORING DlrFAIG::'::: %:;:i; THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO CO{+115%t$S 3,Q•;?}lE:p5tG(F.':fijf)E{ilA
Co OF THE ASCE 7-10
SEE COLUMN ANCHORING DETAIL
FINISH GRADE 3" FROM EDGE ::': `.:'': co SCREEN WALL & SCREEN ROOF: LOADS BAS{:::�Sh);. i $X14 SCR] E N :MESH.
SODDED READ. TO BOLT (MIN.).;,,:::..:,;.;..:?:' 3" FROM DG ALUM. PAN & INS. PANEL STR•UG,,STIJ BASED-;aAl:;;4;G7t} • WE LOADS
FOR EROSION
PROTECTION TO BOLT
:;•;.r:'..z ::' :•;..'•' 1. ALL PRIMARY MEMBERS WILL BE CONNECTEb::ld%::BQLTS, POP, 'Rft7o--:•-104 OTHER POSITIVE
1 a a FINIS DE FASTENERS. :: `. ;:: •. •:;:: : •:;
EXISL'.4r..NOMINAL 1 ' e 2. ANCHORS SHALL BE PLACED GREAT- 5,`.*-T' N 3"''F( Qk':•1rl7i.21;; OF CONCRETE SLAB OR FOOTINGS.
2" MIN. COyC;:;.SkAB;:•, .:,...;,.z I' ° ALL CONC. FASTENERS MUST SE."Wkb;.''A MIN. OF•;:3;::1: ••Q"•:;INTO SOLID CONC. REGARDLESS OF
LENGTHS SPECIFIED IN INDIVJbI?;�•:;131± iLS;.:::•;::; COVER',k.•�'�':ft�JfMe''•':�i� •.. :�::.:•.... .
is d 3. FASTENERS FOR ALUM. SHEE.lr••:_s'.'-' LC NO•:i :•EXCY�D 8''•' i}N" CI`NTER
NOTE: "' `•` `' ' ' ' ' '• 4" CONC. SLAB
,--TTE SPECIFIC ENGINEERING REQI]1FtE0';FOR'EC�2E£Pl';. . .. '::•:. ' \ B W 6X6 — 10/10 W.W.M. 4. ALL CONIC. ANCHORS SHKtt::}1FlVE A:}.';':..f�tN;;:{}FAD Ofi.'K PROVIDED
WHEN THIS MEASUREMENT IS LESS,:.Tfl';3'-0."•{ANl)';FAR :ALLY(` W% 8"XB" FIG. W/ 1—#5 W/ 1/2 INCH DIA. WASK>=R�:•NIIN. '
SOLID ALUMINUM ROOFS. (EDCCEPTiON::$LjE:SP CIF1 "':'•:;:'•;:' 5. CONTRACTOR IS RESPON$}13Ek."f INSULATE Al JvTc.-.MEMBERS FROM DISSIMILAR METALS
ENGINEERING IS N0f•::AtWIRED LS UNDER FTG. & SLAB DETAIL TO PREVENT ELEG7ROLYSIS`;:• :':• '
EXISTING HOUSE..•f{QpF:9%, 6. ALUM. IN CONF%hET;:H+/ COf�1G ti)t;;NjQOpALk;:EIE PROTECTED W/ HEAVY BOOTED BITUMINOUS
NOTE FIBERMESH MAY BE USED IN UEU OF 6X6 — 10/10 W.W.M.
SLAB FOO�{iLX:•; ;, PAINT OR Wi�IrR:iii'f}1 METH}1Cf2�!%7L::LilESLIER OR THE WOOD SHALL BE PAINTED W/ TWO
FOR COtiCi INS 5" DEEP OR GREATER INSTALL COL. 2"X3"X7/8" X 2" LG. COATS OF ALUAd;;.T#Qfl l;; PAINT''A(�fL1::7LiE'--- INTS SEALED W/ A GOOD QUALITY CAULKING.
NOTE: THI';bPA11:;A1S:b:•. ADDTTIOL�AL 2"X2"X2"X1/8" ANGLE EA SIDE MIN. ANGLE EA. SIDE OF 7. ALL DOORS TO EtY:.rsll+GLOSING AND LATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR
APPLIES.'. G. xLiS::iilP;::43F : B : 2" 2" COL W
WIDE MR5f11Jh'Y W�tl[5;::'•:::::•:::; OF INSIDE OF COL W/ (3)— #6 TO COL / (4)— #6 TO SPA •;X{Si;.;.OpOR L(iAlDf L,':,fit. 202 DOOR JAMB PLACEMENT 1S OPTIONAL. ALL OTHER COLUMNS
& (1)— 3/8" X 2 1/2" L.G. TAPCON COL. & (2)— 3/8" X TO,::fiEMlAiP1.:,::Fibtlllhl:•;;:'::;:::•;;:•;;.;,
:::TO CONIC. ®EA. CUP 3 1/2- LG. TAPCON TO 8. ALf :;Ly(Fj9::&{:R,fA(� f)AiNi:QN' SITE —SPECIFIC PLAN SUPERCEDES ANY REQ.'S SHOWN ON
CONIC. EACH CUP.DEFrIi':,T:;:
CLIP ANGLE ..e1)•. #6 TO COL (TYP) ::;.:::;.1X2'S'•Ai;:b�$ ARE NON�'�7RUCTURAL MEMBERS
COL f :� 2)— 3/8' X 3 1/2- LG. TAPCON N :AND MRY;:BE•;;[tS{D INTERCHANGEABLY. STRIP FOOTING SCHEDULE
TO CONIC (TYP.} 4 P::::•A:'LL 4O{JCRETE f'QR!,.F.®® ® MN
{7}TIONS TO E 250SI MIN,3 ®18" ND
{4l SPECIFICATION MAY BECOhCEXCEEb}A{Qb.C. ELSEWHERE z c•:
EI
FIG. 2" 3" FROM EDGE '
IN. DELETE 1X2/1X3 FOR ,3 MN. FAESTTENE
M'F1• OPEN PORT (TYP.) G . D ETA] L
FRONT ELEVATION COLUMN ANCHORING
NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLUMNS.
*4" LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN UEU OF TAPCON
TAPCONS ARE TO BE SIMPSON "MEN' OR EQUAL
SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS
GENERAL DETAIL SHEET:
PER LOCA} ;BUILDING CODES.
URf ll!!5, COLUMNS .................. *AL. 6005—T5
SIONS .........................AL. 6063—T5
...................................¢AL. 3003-1,116
:fiEWS, RIVETS, WASHERS ......AL. 2024—T4
; ENERS TO BE ALUM., NON—MAGNETIC
SS STEEL CADMIUM PLATED STEEL OR
STRUCTURE
FOOTING (MIN.)
REBAR
WIDTH X DEPTH
SCREEN ROOF W/
12"X1O"
2—#5
UP TO 7LB
SCREEN ROOF W/BLB
12"X12"
2—#5
SCREEN ROOF W/
12"X16"
2—#5
9LB OR 1OLB
ALL SOLID ALUMINUM
12"X16"
2—#5
ROOF
HEADED (NYLO—TEC OR PRO—TECT) FOOTING SIZES SMALLER THAN SHOWN MAY BE USED
WITH SITE SPECIFIC PLAN.
3"
TO
3X3 OR 4X4
ALUM. COL
CONIC.
FOUND.
4.67" _
c
[O
to 78"
TYP. w
3 L 2X2
;::•::::'::•':;:::::;•': ::;:::::1312"j(1/8" X 3" LG. MIN.
OF COL
•.IEI.:••6 1 TO COL
3/8"X2 1/2" LG.
;s1;,y;;` 'v:� .;+,• + -;Y;a TAPCONS TO CONC.
FRONT ELEVATION
INTERIOR FASTENING
4 — #10 X 1 1/2- SMS.
INTO SCREW SLOTS EA. SIDE
T2„
RAIL4L /L� I LRAIL#
COL. 1' AV _
CHAIR RAIL CONNECTION
*UNLESS OTHERWISE NOTED
F.B.C. 2017 EDITHON & ASCE 7.10 6005—T5
s CHAIR RAIL PER SCHEDULE
2-X2"X1/8" X 3" LG. MIN.
ANGLE TWO SIDES OF COL
W/ (6)- #1 TO COL. ,
& (2)- 3/8"X2 1/2" LG.
TAPCONS TO CONC.
(6) — #10 X 3/4" SMS. (3 EA. SIDE)
2" x 2" X .062"_
RECEIVING CHANNEL W/
6 — 10 X 3/4" SMS. TO
SIDE F COLUMN
12"
ALT. CHAIR RAIL CONNECTION
* CHAIR RAIL PER SCHEDULE
FASTENING SCHEDULE
1 — #14 TEK SCREW/HEX HEAD
2 — #10 S.M.S./ HEX HD.
3 — 1/4" X 2 1/4" TAPCON ANCHOR
4 — 1/4 BOLTS/WASHER/NUT
5 — CLIP ANGLE,.125" MIN. THICKNESS
6 — #12X1" LG. S.M.S./HEX HD.
7 — 1/4- X 3" LAG
8 — 1/4" LAG*, WITH 1" WASHER
9 — #10 X 1 1/2" S.M.S./HEX HD.
12 — CLIP ANGLE, 3/32" MIN.TH KNESS
*LAG BOLT LENGTH TO BE 1;' ER
THAN ALUMINUM PANEL Tf I1C
ENGINEERING • S CA 00009677
DATE 01/01/18
SCALE N.T.S.
TARNOWSKI
SH c ENGINEERING
% CIVIL & STRUCTURAL / ENGINEERING 7360 N.W. 5th Street Phone (954) 727 — 2027
Plantation, FL. 33317 Fax (954 727 — 9644
G.T. TARNOWSKI P.E. THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING,
f INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
STRUCTURAL ENGINEER — FLA. LTC. 0050662 WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC.