HomeMy WebLinkAboutENGINEERINGy #2 O 12" C.C./PANEL T&B
C 20 r
PMIEL
M7 TO EA EXIST TRUSS
OM CHANNEL AND 0 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.
d
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Vl
za
S
a_
rn
J
W
Lq
a
OF
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U
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EO
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in
x
w
6
I
En
S
0
= Lqm -
O~
UW
KICK PL 0-
202 TOP )
-#2 0 B"
BEAM SPAN
SEE
ROOF PLAN
HOUSE 'N r-- INS. RCS .
CONC. WALL
•'BEAM
2-1/4"X2-1/4" LON
A
i2"X2"X1/B" CUP ANGLE
TAPCON ANCHOR
THRU CLIP INTO EXTG.
CONC. WALL'
EA. SIDE W/2 - #4 OR
3- 2 CUP Td BM.
(TWO EA. CUP. 4 BM)
FO 7 BEAMS OR
R_ U 3 - #4
FOR 9" BEAMS OR GREATER
USE (3) TAPCONS.
ORRE 4
2
( #
BM TO
HOUSE CONN.
A
BEARING WALL
SEE COL SCHEDULE
(SHT. "62
ELEVAIION
CAR PORT::*::...
\
`SCREEN
:
B'-o::t�>r;
SCIZEEf1:.RlufS::t?N '
HAIR RAIL
PER SCHED.
COF
COL
W:
a•: ¢•::: E E
CONNECTOR
nt:3o N1:' :i`:: • 34 34
1/4- AIR GAP
EXIST. DRIP CAP
AL FLASHING iROL FAI rtrnlxAy
NA
#8 08" C.C. �,.i�SHING ��
EXIST. : F • #2 O 12' C.C. in It iq iq
MOBILE /PANEL T&B
n
HOME
? 3j•11" THRU BOLTS 032 R - 2 '. C;J DET
P .
:4v%•VlA$HERS & NUTS .032" _
BEAIuf :::::: •:, #3 012' D.C. To .032" R _ ..W111 fi?ANEL MAY
CONIC. #7-1s• O.
R :?h; ,:•:•
v TO 2 X 4 STUD H-2 OR H-3 .03 }' 9" PLYWOOD
AL TK. ALLOY 3003 - Hi6 ; :::•: •:,
anlUi'I : _ PANEL TO WALL CONN. :•:�T,� �: �.....�..._ ...
#5 (EA SIDE) W/ 2 - #4 -
+` r TO BM. (W/2 - #7 EA CUP
INTO FASCIA)
LLI TRUSS
U) BEAM
CORNER COL-1
MAX. COL HGT.
PER TABLE
W/#2 O 12• C.C.
BOT. 3/PANEL-#8 O 8'
CARRY BEAM
PER SCHEDULE
OPTIONAL 1X2
1/�� 2'X2'X1/B" X 2" LONG �!
CLIP ANGLE W/3 - #2 v
EA. FACE
202
4LB*
NER
SEE ANCHORING
COL DETAIL FOR CORRECT COL
SPECS (SHEET "C")
;1X2
i d.
SECTION B-B SECTIf7N
(SCREEN ROOM) (CART?
= SEE TABLES OR SITE SPECIFIC
CONN. TO BE CONT. 1x2 (sNAP vAv �VUSSE-D) TOP TO BOTTOM
OF PANEL OFpALL JOINTS
FASTENING SCHEDtU�k ' ;:'`•
ELEVATION C
1
14 TEK SCREE%HEX HEAD
- suN Roots
2 -
3 -
10 S.M.S./ HEX HD.
1/4" X 2 1/4" TAPCON ANCHOR
�a O s' o.c. PANEL
(TYP.)
4 -
1/4 BOLTS/WASHER/NUT
5 -CLIP
ANGLE,.125" MIN. THICKNESS
202
6 -
#12X1" LG. S.M.S./HEX HD.
2 SCRE'
f5
BEAM
7 -
1 /4" X 3" LAG
SCREWS MIN.
8 -
112
1/4" LAG*, WITH 1" WASHER
EACH SIDE)
2X2•X7/8' TFIK. (LENGTH
9 -
#10 X 1 1/2" S.M.S./HEX HD.
COL
OETERMINEO BY SM. SIZE)
RECEMN6 Hg1
"
- CLIP ANGLE, 3/32 MIN.THICKNESS
T XANCHOREDS
5 SCR W N. TEK SCREWS
LAG
BOLT LENGTH TO BE 1" LONGER
THAN ALUMINUM PANEL THICKNESS
CARRY BM. TO ALUM. COL. CONN. DETAIL
INSULATED ALUM. PANEL DETAIL
SHEET:
##8 ® a-
- BOTTOM j
T-2 OR T-3-
- BOLTS /8" THRU-
OR SITE SP SCHEDULE
YAFRAME
T-2
1
& (4)-/6 TO COL CIYP)
202 1 1 202
CAULK
AL FL,G. L ANCHOR WINDOW
OPTIONAL OR 302 W/ #1Q
16" O.C. MAX,'.N
SIDES TO BE'1QQ
FROM ANY G01' A
MIN. 2" FASCIA -I
FOR 7" BEAMS OR GREATER
USE (3) - #4 & (3) - #7
BM. CONN. AT FASCIA
T.
T-2 OR T-
_ WINDOW
FRAME BY
G
ALL
2"
#2 ® B" O.C.
EA. SIDE
FOR COLUMNS 5" DEEP
OR GREATER INSTALL
ADDITIONAL 2"X2"X2"X1/8"
ANGLE EA. SIDE OF INSIDE
OF COL. W/3-#6TOC
& 1 - 3/B" X 4" LG. EXF
BOLT (WEDGE ANCHOR)
TO CONC.
EA. CUP
2X2 X1/8' X 4' L.G. ANGLE EA. SIDE
OF COWMN W/' (4)-#14 TEKS TO
COLUMN & (2)-1/4" THRU-BOLTS TO
CARRY BEAM
O.C.
3" FROM EDG
TO BOLT (MIN.)
:AI�LIING OR EQUAL
4.
1Y0':Ltj:¢:g7 ° 0 0 o 0
0 °0 ° ° cV M 't iD 10
0 0 0
60 0 0
FROM TABLE OR FL PRODUCT APPROVAL
PITCH IS 74" PER 12", MAX IS 6" IN 12"
)F PANEL CONNECTION
(FRONT ELEVATION)
ROOF & WALL PANEL DETAILS
PANEL SCHEDULE: ROOF PANELS
PANEL
L/80*
12' SPAN OR LOS
L/120
L/180*
OVr72 12'
R - 2
11'-6"
12'-0"
--
R - 3
12'-0"
13'-6"
--
R - 4
--
16'-2"
13'-10'
R - 6
--
20'-S"
17'-10'
R - 8
--
24'-4" 1
21'-3"
* = FOR USE IN HVHZ AREAS ONLY
2'X2"X2" LONG x 1/8"
ANGLE EA. SIDE OF COL
�8 4 4 TOG. EXPANSION
BOLT (WEDGE ANCHOR)
TO CONC. ® EA CUP
COLUMN ANCHORING DETAIL
#3 O 18' O.C. > I ..:
~ 4-#6 TO COL (TYP)
iCTION C-� ALUM. CARRY CUP ANGLE
ALUM. COLUMN COL 1 - 3 8" X 4" LG. EXPANSION
3-UN ROOM BEAM BOLT (WEDGE ANCHOR) TO CONIC.
ALT. CARRY BEAMP•) 2 PER COL
COLUMN SIZES. TO COLUMN 1X2 1X2 PEWHEREO.C.
FTG.
' FRONT ELEVATION OPEIN PEUETE ORT (FOR
CARRY BEAM NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS.
PER SCHEDULE #8 THRU PANEL, BM. ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE 2'X2 X2" 7/B"X
8" C.C. 33/8G DIA.EONE BOLTS ARE ANCHORS
TO BE EXPANSIONN. TYPE. (SEE ANCHORS
H(SEEANGLE 70 CONC. IN DETAIL)
EXPANSION BOLTS TO BE 'HILT] KWIK BOLT 11' SYSTEM OR EQUAL
+3/8" TAPCON MAY BE USED IN LIEU OF ( 3 8 EXPANSION BOLT SEE GENERAL NOTE 4 FOR ADDITIONAL REQUIREMENTS
1X2 OPTIONAL
COLt
,, 1.2-�2 m"a
INTERMEDIATE COL.
FOR SCREEN ROOM
F.B.C. 2014 EDITION! & ASCE 7.10
o 0 111" C2" (T(P )) .
U
2"X2"XI' 8" X 2" LONG
CUP ANGLE W/3 - #2
EA. FACE
DATE 07/01/15
SCALE, N.T.S.
•'SH
11 G.T. TARNOWSKI, IT.f
STRUCTURAL ENGINEER - FLk UC.
ENGINEERING BUSINESS CA 00009677
MW TARNOWSKI
ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
7360 N.W. 5th Street Phone (954) 727 - 2027
Plantation, FL 33317 Fax (954) 727 - 9644
THIS DOCUMENT IS THE PROPERTY OFTARNOWSKI ENGINEERING,
INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC.
ALL CALCULATIONS ARE BAL_�ll ON THE FOLLOWING CRITERIA'-
1. FOR SCREENING WITH 1 BX14X.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
1 6
7
8
9
10
11
12
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
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
8.1
7.8
7.5
7.3
7.1
6.9
6.7
9
14.2
12.7
11.6
10.7
10.1
8.6
8.2
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
1 7.0
6.7
6.5
6.4
6.2
6.0--
11
12.9
11.5
10.5
9.7
1 9.1
8.6
B.1
7.8
7.4
7.1
6.9
6.5
6.4
6.2
6.1
5.9
5,.-'.
12
12.3
11.0
10.1
9.3
1 8.7
8.2
7.8
7.4
7.1
6.8
6.2
6.0
5.8
5.6
5.V
14
11.4
10.2
9.3
8.6
8.1
6
6.9666.3
5.7
5.5
5.4
5.2
5.116
10.7
9.5
8.7
8.1
7.5
7.1
7
i
6.4
.2
5.9
H514.9
5.3
5.2
5.0
4.9'•
4.8'
11
9.0
8 2
7.6
7.1
4
6.1
5.8
5.6
5.0
4.9
4.7
4 ::
•:4 5
20
9.5
8.5
7.8
7.2
6.7
6.4
6.0
5.7
5.5
5.3
4-9
4.6
4.5 •
'• 4 4
" 3:.
JAULEGIVES 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 ALUI
U
COLUMN TYPE: 4X4X.090 LOADING = 33 PSF AREA = 1.45 ;JC;:= :q:$ 1
COL
SPACING
4
1 5
6
7
8
9
10
11
12
13
14:
•. 15
1;6 ,'
.' : 72;:
•: ,18:
,::•ti9;:.
': 20
4
33.21
29.7
27.1
25.1
23.5
22.1
21.0
20.0
19.2
18.4
1. 8.::17._7
16:6
::t6 Y
•: .7.•
::1.5.2'
' 14.9
5
29.7
26.6
24.3
22.5
21.0
19.8
18.8
17.9
17.1
16.5
•:t . '•
-'•t
14.9
'•: '4•::
•4•ti•
:1• '.6
13.3
6
27.1
24.3
22.1
20.5
19.2
18.1
17.1
16.4
15.7
15.0
14. •
::14' '::73.6
1 .2•:.1.2.B::•12.4
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' '':•fi2.6
12.2
it.8
11.5
11.2
8
23.5
21.0
19.2
17.8
16.6
15.7
14.9
14.2
13.6
•. 3 0
12.6
' 1 '•1
. '.
11.4
11.1
10.8
10.5
9
22.1
19.8
18.1
16.7
15.7
13.4
12.8."l23
•:1.1:8.
1 :4:::
•T•1
:•10.7
10.4
10.2
9.9
10
21.0
18.15
1 17.1
5.91
14.91
14.0
13.3
12.7
1 .1'•:•:1'•1:
•
•:1.1:
::10 :::
t}5'•
: 2
9.9
9.6
9A
11
20.0
17.9
16.4
15.1
14.2
13.4
12.7
12.1
7.'. '•.::1:1:i•
:: D:::•.,0.3:::i8D
:9:7'
9.4
9.2
9.0
12
19.2
17.1
15.713.6
12.8
121
11.6
11'.7:
:10;8:•
.2::•89'•:'•:4'6'•':
:9.3
9.0
8.8
8.6
14
15.9
14.5
13.4
12.6
10.7
10.2
:9 :::9.5:.
9.2'"8:g:':'8.6
8.4
8.1
7.9
16
16.6
14.9
13.6
12.6
11.7
11.1
10.5t0..•9.6
9:2:::•$9:
..8.6
6.3
8.1
7.8
7.6
7.4
18
14.0
12.8
11.8
11.1
r '•$ :
•' 0
8.7::':
4::
•:$.1
7.8
7.6
7.4
7.2
7.0
2
14.9
13.3
12.1
11-2
10.5
9.9
9$.;
:bD.;:
•;8'6.
6.2
8'•
•: •7•
7.4
7.2
7.0
6.8
6.6
IAULE GIVES MAX. COLUMN HEIGHT FOR
*BEAM LOAD FACTOR = THE SUM OF 1,
ATTACHED TO Ili
COLUMN SCHEDULES
AND
MINUM ROOF
EE
> BEAM LOAD
FACTOR*
BEAM LOAD
FACTOR*
COLUMN
HEIGHT
MAXIMUM COLUMN•fjr--j0 it-'W/10'ALUMINUSd;±iQpF: ;':r
MAXIMUM COLUMN HEIGHT W/20'ALUMINUM ROOF
COLUMN
4.0'
4.5'
5;0?:.:;:5,
r' ::::6';OS;•,
F;5'
7:0:;
:;7;5
8.0'
COLUMN
4.0'
4.5'
5.0'
5.5'
6.0'
2X3X060
7.6
7.3
7:Q ::::6;s:
,::fiF:;:::
5';
;•f;3 ':%.2
6.0
2X3X060
7.5
7.1
6.7
6.4
6.2
5.9
5.7
5A
5.1
3X3X090
9.5
9.1
8.8 ::
;8;8 ,
$.3::
• H:;1;:;
r;;3
7.7
7.5
3X3X090
9.5
9.1
8.8
8.5
8.3
8.1
7.9
7.6
7.4
3X3X125
10.5
•;10.1
9.7
;::$,:4:
0Z*..
;;8:•9; :'::*8.7
8.5
8.3
3X3X125
10.6
10.1
9.7
9.4
9.2
8.9
8.7
8.5
8.3
4X4X090
12,8' .:;1
r3,
11.9
;11a:
;:? ..,."10.9
10.6
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'%12::i36
13.1
127:
:l'$4
12.0
11.7
11.5
11.2
4X4X125
14.2
13.6
13.1
12.7
12.4
12.0
11.7
11.5
11.2
4LB
'8.1
7.6
?2:r6;&.
6.6
6.3
6.1
1 5.8
4LB
8.3
7.7
7.1
6.6
6.1
5.7
5.3
4.9
4.1
5La::;
:.i:�';0;•;
:1p.4
9.8
9.3:•::$:9
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
;6$,•:;::;:J2a;;;1��2:•
10.6
10.1•;:'9.6
9.2
8.9
8.5
8.2
6LB
11.6
10.9
10.3
9.7
9.2
'::j16:,:
i3:;:
•;:1;2;9;::12.2
11.6
11.1
10.6
10.2
9.8
9.5
7L8
13.4
12.5
11.8
11.2
10.6
10.1
9.7
9.3
8E9
22.2':';'•2;ti:q::YO76
20.0
19.4
18.9
18.4
18.0
17.6
8LB
22.2
21.4
20.6
20.0
19.4
18.9
18.4
17.6::,.*.
•,'L';:
9L8
24.4
23:$:::,22
@:
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 •'•:fi8';Gl::
9LBH
26.4
25.3?:;'L4.5
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.-".
2D:•B;.
10LB
30.4
29.3
'28.2
27.4
26.6
25.9
25.2
24.7
24.1
10LB
30.4
29.3
28.2
27.4
26.6
25.9
25,:$;:'•;.�
24.1'
IACLL GIVE) MAX. CULUMN FILIGHI FUK GIVEN COLUMN SPACING AND BEAM LUAD
FOR LONGER SPANS SEE SITE SPECIFIC ENGINEERING.
NOTE: THIS TABLE APPLIES TO BOTH BEARING AND NON BEARING
WALLS FOR HORIZONTAL WIND LOADS CONTROL IN DESIGN.
2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 51-B.
**ALL CALCULATIONS ARE BASED ON 6005-T5 ALUMINUM ALLOY
**1 /3 STRESS REDUCTION NOT USED IN CALCULATIONS
**LINEAR INTERPOLATION BETWEEN COLUMN SPACING IS ALLOWED
CHAIR R��DULE
MA3CIMUlm R4iL'•,'$,PAN.: :LOAD
RAIL ,•:::g3�` 5.0' e;a`:';::p�':.:8.0' FACTOR*
202 :::; trfi'• 5.9 5.4'.7
2X3X05S1,:$;8' 8.7 8.0
ZX3X060: •;?:1:D:•:7.02;.., 9.4 8.7 ' 8.1 RAIL
LENGTH
:aXaXO¢0„ :}:} E):: ;:1'0';:; :•;:9;5; •; :8.8 8.2
X 10.0 9.4
1jr;;j0)z = 1%2'Tfil DISTANCE TO CHAIR RAIL OR GROUND
BELtiYlt:;:1.;l�. THE DISTANCE TO CHAIR RAIL OR ,BEAM ABOVE
SCREEN FABRIC DETAIL SHEET: 18X14 MESH I EXPOSURE B 1160 MPH I F.B.C. 2014 EDITION
1SX14 MESH
LE FOR SOLID ALUMINUM ROOFS
• MAXIMUM BEAM SPAN
BEAN}:; �
•: �: �1::;:
•:•; 5' :::
�:••:¢;�'•
7'
8'
9'
10'
12'
14'
2X4X125'
': ti0ri` ::
9.6,::
'. $.0
8.6
8.2
7.9
7.6
7.1
6.8
6.5
6.1
5.8
2X5X125
10.9
10.3
9.9
9.6
9.1
8.6
8.2
7.6
7.2
6.8
8.9':;
; 9:3
7.8
7.4
7.1
6.8
6.5
6.0
5.5
5.2
4.9
4.6
5LB.•; ::
11.1
'10.3
9.7
9.2
8.8
8.4
8.0
7.3
6.8
6.3
6.0
5.6
9.6
9.1
8.3
7.7
7.2
6.8
6.4
.:14.7
13.6
12.8
12.1
11.3
10.7
10.1
9.2
8.6
8.0
7.5
7.1
;::$L)i'•:
19.1
17.7
16.7
15.8
15.1
14.5
14.0
12.8
11.9
11.1
10.5
9.9
;:$�$
2T. 0
19.4
18.3
17.4
16.6
16.0
15.2
13.9
12.8
12.0
11.3
10.7
BH
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
TABLE GIVES MAX. BEAM SPAN FOR GIVEN ULAM 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
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
3X2X050
5.1
5.0
1 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
6.4
2X5XD50
5.5
5.5
5.4
5.3
5.2
2X5X1251
8.0
8.0
8.0
8.0
8.0
2X5X125
8.0
8.0
8.0
8.0
8.0
BEAM LOAD
9 FACTOR*
BEAM LENGTH
B/T COLUMNS
TABLE GIVES MAX. tlEAM SPAN FUK GIVtN OtAM LUAU
*BEAM LOAD FACTOR = THE DISTANCE FROM CARRY BEAM TO CHAIR RAIL BELOW
2X4X.05O MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 51-B.
DATE- : 07/01 / 15
SCALE : J.T.S.
SHE *-,W [160131
U C.T. TARNOWSKI, P.E
6005-T5
STRUCTURAL ENGINEER - FIA. UC.
ENGINEERING BUSINESS CA GOOD9677
TARNOWSKI
ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
7360 N.W. 5th Street Phone (954) 727 - 2027
i Plantation, FL 33317 Fax (954) 727 - 9644
THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING,
INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
WITHOUT WRITTEN CONSENT OF TARNOWSM ENGINEERING, INC.
,.
0 0
tt01040" NIv. 0 " e�[040"``oV 044 -06D
2.0"
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. mt2o
-*ice • •°�• " 1 /2" 1 "
R ' '
050" d. "� 55" 1. " In
N
w '� TIP. dN .ci 55" 055 0.5
TYP.
,�3.0 '
2X3X.050E GUTTER FASCIA DOC3: • IAMB
2X4X.050 GUTTER �;:�
2X5X.050 FOR COLUMNS 5-
OR GREATER INSTALL`-` :::: :::?::::::::
ADDITIONAL 2"XYX2'x1 j'Q"••:; ; : � : {::•.
ANGLE EA SIDE OF INSIDE':;'::;::; ;:•; :::: 2"
Top & BOT. OF COL W/.•.(4j�:;¢ TO COL',;:;;:;;
r-EXPOSE
no R & (1)- 3/F.";:X 2::if2" LG. YAF�C}::::
o TO CONC{.',0,{EA :SUP :::.6':
0
BEAM TYPE
t
t
4LB
.100
.046
5LB
.116
.050
6L8
.050
7LB
.120
.055
8LB
.224
.072
9LB
.224
.072
9LBH
.306
.082
10LB
.369
.092
II° 070
I I 3.0"
4LB,5L3,6LB,7LB 3X3X.070
8LB.9LB.9LBH 303
10LB LAP BEAM
n
0 5.094"
N
t t
b 0
N 0
N
Z-GUTTER BRACE
SEE COLUMN ANCHORING DETAIL v SEE COLUMN-" AN - HQRi [YO;: E? zCTP11;
1X2 OR 1X3
PAVERS OR TILES COL
OPTIONAL
I 0 • 'FAvF t'a:.bR TILES
3 F�p� I ii/L/ii//iiii :::'• OP116NA;L': '•
TO BOLT MIN 3" COMP. FI' `//// ' i::::;'•:•:•:::'''
m
3" FROM EDGE —
TO BOLT (MIN.)
STRIP FTG. DETAIL W/ PAVER OR TILE .:;'''::: ;t�j6= FT�u°/Wi"-I
* 12"X 8" FTG, IS MINIMUM FOOTING SIZE. REFER TO SITE
SPECIFIC PLANS, AND STRIP FIG. SCHED. FOR ANY :•:fTG—SLA�::':�{'.::':i AVER OR TILE
ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN :'•::::':::
APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE ;{j(jFjyj•:j(.;:p:;jjd:UEU OF 6X6 - 10/10 W.W.M.
SITE SPECIFIC PLAN.
SEE COLUMN ANCHORING DJ=iR(i ::'•
co SEE COLUMN ANCHORING DETAIL
FINISH GRADE 3" FROM EDGE :'r":•
TO BOLT (MIN.)
SODDED REQD 3" FROM MIN.
DG
FOR EROSION
0 BOLT
O
T
CT10N
3-
IXIST•-q'.,NOMINAL
2" MIN. COtdG;'.5}A$; :•,
-
z
I'
"
COVER
* NOTE {.::: ;: ;:..::'.;.... :;.;. }::
SITE SPECIFIC ENGINEERING REQUI�&;I;OR't6giE--.-&6�S.::;,
0
8
4" CONC. SLAB
W/ 6X6 - 10/10 W.W.M.
WHEN THIS MEASUREMENT IS LESS;:)'hl.*N';3'-0":.-Mt:';EdI�,•.'ALL
'I��f`
W/ B"X8" FIG. W/ 1-#5
SOLID ALUMINUM ROp,FS•,(EXCEPTION;:STF'GI10'
ENGINEERING IS NOT•::itf IVIRED FOR;SCf;Kt i;-*A1 L5 UNDER
FTG. & SLAB
DETAIL
EXISTING HOUSE,;RCI(1F9s%: "•;; :::;:
'SLAB F OOII.;:::
NOTE FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.W.M.
:Y?.: •
NOTE: THi ';•b fAik :ALSG!•,; FOR COL{(MNS 5' DEEP OR GREATER INSTALL
ADDITIO�L4L 2"X2"X2'X1/8- ANGLE EA. SIDE
APPLIES::1QTtf�P;ESF::>3;
COL
2" 2"
X FA. 2' LG.
MIN. ANGLE LE IDE OF
MIN. AS
COL W/ (4)- #6 TO
WIDE ISpNRY WLS:::;::'•::'::; OF INSIDE OF COL W/ (3)- #6 TO COL
COL & (2)- 3/8" X
(1)- 3/8- X 2 1/2- LG. TAPCON
CONC. ®EA CUP
'
G
3 1/2- LG. TAPCON TO
#6 TO COL (TYP) 2!CUP
'
CONC. ® EACH CUP.
':::, :-
ANGLE1/2*
COL : ' (2)- 3/8- X 3 1 /2" LG. TAPCON C4
TO CONC (TYP.) 4 PER COL.
" -•
y 0 �® 0
0 M N
#3 ® 18"
IY2 1X3 O.C. ELSEWHERE
FIG. ten' ;~ 3' FROM EDGE ` 2" M14;•
MIN. OPEN PORT/l P. FOR ,3 ' MIN. FASTENS
FRONT ELEVATION COLUMN ANCHORING DETAIL
NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLUMNS.
*4' LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN LIEU OF TAPCON
TAPCONS ARE TO BE SIMPSON "TIfEN" OR EQUAL
SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS
GENERAL DETAIL SHEET:
4.0"
, '3.0" \'
J "
:n64"NW NW
oo A". 00 t
' o o .125" 050"
0 ;V TYP.
2X2�`�`
C 2X2
24
C ?'X3 C 2X3 4X4 2X5 3X2
2'X2'X1/8' X 2" LG. MIN. 3X3 OR 4X4 -
(ANGLE EA. SIDE OF COL (4 ' T
ALUM. COL
7AP /2X 3 1/2' G.
C CON TO CONC. �;""•"
in sF Ny'
® N CONC
FOUND:'
COLUMN ANCHORING DETAIL
(4)- #6 TO COL (TYP)
CLIP ANGLE COL TAPCON TO CONC �2' LG.
(TYP.) 2 PER COL
® 18" O.C.
3
1X2 1X3 EWHERE
FIG.
DELETE 1X2/1X3 FOR
FRONT ELEVATION OPEN PORT MP.)
NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS.
ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE A MIN. 0X2"X1/8'X2"
LONG. 1/2- DIA. BOLTS ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONC. DETAIL:;
EXPANSION BOLTS TO BE 'HILTI KWIK BOLT II' SYSTEM OR EQUAL
*4" LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN LIEU OF TAPCON
TAPCONS ARE TO BE SIMPSON 'TITEN' OR EQUAL
SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS
THIS STRUCTURE HAS BEEN DESIGNED & TESTED IN I
F.B.0 2014 EDITION. THE MIN. MECH. PROPERTIES OF
THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO C
OF THE ASCE 7-10
SCREEN WALL & SCREEN ROOFL• qADc.
ALUM. PAN & INS. PANEL STRt1:Gij:'-Jim
1. ALL PRIMARY MEMBERS WILL BE CONNECTED; IM%:;f
FASTENERS.
2. ANCHORS SHALL BE PLACED GRWEj -- TP#AN 3'F.
ALL CONC. FASTENERS MUST $E:; i} F.ii' 'A MIN. 6
LENGTHS SPECIFIED IN INDIV4b ;Q1 {fiILS;::;':•;.
3. FASTENERS FOR ALUM. SLiEEf :;SHALL taOV-11XGE£I
4. ALL CONC. ANCHORS SHAGG'.F(RVE A
W/ 1/2 INCH DIA. WASRff3S"M,IN.
ED. OF
.
:14 SCRN••:MESH.
3••:S�N• 1•$X EE
;1•j)D, LIVE LOADS
POP OTHER POSITIVE
OF CONCRETE SLAB OR FOOTINGS.
'INTO SOLID CONC. REGARDLESS OF
PROVIDED
5. CONTRACTOR IS RESPONtQ-.'FQ INSULATE Al tJ)ifc:-J&MBERS FROM DISSIMILAR METALS
TO PREVENT ELECTROLYSIS';::•:
6. ALUM. IN COI,�T:;W/ COhl:}?R:!ft00D;.5f}AtL;:BE PROTECTED W/ HEAVY BOOTED BITUMINOUS
PAINT OR WA;TlT1� iNN METHAO ai"C1tl ::lA {:[0 OR THE WOOD SHALL BE PAINTED W/ TWO
COATS OF ALl7tuT ;:{#qF} :PAINC''b10%7-li - W.- S SEALED W/ A GOOD QUALITY CAULKING.
7. ALL DOORS TO '[*-::iei'f=?',LOSING •AND LATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR
SPA,-bQ9T,- DOOR L(3Cli JOty' 43c, 202 DOOR JAMB PLACEMENT IS OPTIONAL ALL OTHER COLUMNS
8. Alk•;:tyi}jES;:'&;D:A�I::SNgHfN•:•.QRF' SITE -SPECIFIC PLAN SUPERCEDES ANY REQ.'S SHOWN ON
THrs" St-ANZAt�'R:'iSE`FAIi *; 146� ,.*
ARE NoNSfRUCTURAL MEMBERS INTERCHANGEABLY. STRIP FOOTING SCHEDULE
AND MkY;{Q> ;;f3Si3
:RETE _0R-'- b0NDATIONS TO BE 250OPSI MIN,
EXCEt6Ad-'-T', t5 SPECIFICATION MAY BE
PER„ LOCA);,*bUILDING CODES.
URO'N5, COLUMNS ..................AL 6005-T5
!t?$IfZfI510NS .........................AL. 6063-T5
C:-.tREtt .................................. *AL 3003-H 16
:PEWS, RIVETS, WASHERS ......AL 2024-T4
iiENERS TO BE ALUM., NON-MAGNETIC
STE OR
STRUCTURE
FOOTING (MIN.)
REBAR
WIDTH X DEPTH
SCREEN ROOF W/
12-XIO"
2-#5
UP TO 7LB
SCREEN ROOF W/8L3
12"X12"
2-#5
SCREEN ROOF W/
12"Xl6"
2-#5
9LB OR 10L8
LL SOLID ALUMINUM
F�ROOF
12'X16"
2-#5
—
SS STEEL, CADMIUM PLATED LL FOOTING SIZES SMALLER THAN SHOWN MAY BE USED
HEADED (NYLO-TEC OR PRO-TECT) WITH SITE SPECIFIC PLAN.
*UNLESS OTHERWISE NOTED
F.B.C. 2014 EDITION & ASCE 7.10
3-
TO
4.67"
m
e
'I78" W
LO
T
W
5.25"
i
FRONT ELEVATION
INTERIOR FASTENING
4 - 10 X 1 1/2" SMS.
INTO CREW SLOTS EA. SIDE
12-
COL--, —V.—
CHAIR RAIL CONNECTION
* CHAIR RAIL PER SCHEDULE
6005—T5
3 L 2X2
r8" X 3" LG. MIN.
NO SIDES OF COL
#1 TO COL
3/8-X2 1/2- LG.
TO CONC.
2-X2-Xl/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/
- I ' I ,AT r 6 - #�"
10 X 3/4 SMS. TO
SIDE dF COLUMN
Z2-
RAIL*-i ��Ly
COL
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 — �4" X 3" LAG
8 — 4" LAG*, WITH 1 " WASHER
9 —0 X 1 1/2" S.M.S./HEX HD.
12 — CUP ANGLE, 3/32 MIN.THICKNESS
*LAG BOLT LENGTH TO BE 1" LONGER
THAN ALUMINUM PANEL THICKNESS
DATE 09/30/ 15
ENGINEERING BUSINESS CA 00009677
TARNOWSKI
SCALE N.T.S.
- C
ENGINEERING
_sH
CIVIL &STRUCTURAL ENGINEERING
360 N.W. 5th Street Phone (954) 727 - 2027
1 5d/
FL 33317 Fax (954) 727 - 9644
C.T.Plantation,
CTARNOW I, P.E.
NOWSKJ INI
THE PROPERTY OFTRWHOLE
LTNOT
STRUCTURAL ENGINEER — FIA. LIC. 0050562
INC. AND SHALHIS
BE REPRODUCED INIS
OR PARTNG,
WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC.