HomeMy WebLinkAboutBuilding PlanNEW ALUM. KICK PLATE (TYP)
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NOTE:
DOOR LOCATION IS OPTIONAL.
CONTRACTOR MAY ADJUST IN
FIELD PER HOMEOWNER REQUEST
NOTE:
THIS JOB WAS DESIGNED
BASED ON 6005-T5
ALUMINUM ALLOY AND
18X14 SCREEN MESH.
24" 4'-10" 3'-0"
EXIST. HOUSE
1X2
a�
6LB
Lq
OD •, +. O N N
9'-10"
SAINT LUCIE COUNTY DESIGN CERTIFICATION
CODE EDITION: FBC 2014 EDITION
OCCUPANCY: SINGLE FAMILY DWELLING - SCREEN ROOM
BUILDING DESIGNED AS: OPEN STRUCTURE
BUILDING HEIGHT < 60 FEET
MEAN ROOF HEIGHT: 11'-9"
RISK CATEGORY: H
BASIC WIND VELOCITY PRESSURES:
WIND SPEED: 160 MPH (3 SECOND DUST)
BASIC WIND VELOCITY PRESSURES: 19 PSF WALLS
30 PSF ROOF
ROOF DEAD LOAD (ACTUAL DEAD LOAD USED TO RESIST UPUFT REcmNs): 2 PSF
SOIL BEARING CAPACITY: WELL COMPACTED
REVIEWED FOR SHEAR WALL REQUIREMENTS: YES
IMPACT PROTECTION SPECIFIED: NO
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ESE PLANSAiYO AeL PROPOSEDVVOi'r� coloy o
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT /� I 8 p�q y Q
ATTACH TO EXIST. ; `:` d6'Isi1C BE 8 t, ,��,a7 ,��a �s: �I�ORDERTRl.4 s CONCEALED FASTENERS OR A ACHMEIN
HOUSE WALL � p� g- LR B q B ry p� B I q� TRIP
EXIST. HOUSE &tl�Y`A�9 (649� LL�"PP€,I��cA51aV FA
,( _11'-9" �tll.E IHE11.ESPoIYSIBl6II f OF If76 N
V GONTRACToa OF WORD m
II 3'-0" 6'-9" 24"
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SEE ELEVATION
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NEW 4"X.032"X1LB EPS
PANELS (SPANS BY DO KIM & !!
ASSOC., LLC FLORIDA PRODUCT
APPROVAL # FL-7561) 116 `1
.SLOPE 1/4-/Fr MIN.
19'-9'
PLAN
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NEW 12"X16" CONT. CONC. 8'-0" 6'-7" 6'-7" 6'-7"
FTG. WITH 2-#5 REBAR TYP.
AROUND ENTIRE PERIMETER
(SEE FND. PLAN)
27'-9"
FRONT ELEVATION
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VIEWED FOR CRq1VITLIANCE
DATE ! l o
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1/4" LAG W/ 1" DIA. WASHER - -
® 8" O.C. m
4" INSUL. ALUM. ROOF
W
� 6" LONG GUTTER "Z"
BRACE 0 24" C.C. N
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B" C.C. BOTH SIDES
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3" INSUL. ALUM. WALL
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CONT. 2X2X1/8" ANGLE W/#14
TEK SCREWS @ 12" C.C. EA.
m W
LL Q
(4)-#14 TEK SCREWS PER
Lt1 K
GUTTER BRACE & ® 12" C.C. IST. 2" MIN. FASCIA*
MAX ELSEWHERE
SUPER GUTTER
_
lL
ALL EXISTING FASCIA TO BE A MIN. OF 2' THICK AND MUST BE SECURED TO
EACH TRUSS OR RAFTER END W// A MINIMUM OF ONE 1/4� X 3j1/2' LAG
SCREW PER TRUSS OR RAFTER END. "' '�
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0
CO
1LL
NOTE 1' FASCIA MAY BE BUILT UP BY LAGGING ,NE'A 1" MEM.:m OLD'
12 - 1/4'X3 1(2' LAG;aRUSS OR RAFF". 0 SUB-FAGCIA BEHIND
1 FASCIA IS ALSOV ACCEPT LE
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C 2x3
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1 PMIEL
¥7 Ta EA EXIST TRUSS
F OM CHANNEL AND' 0 122' 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.
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L. KICK PL. OPT.
JSE 202 TOP ATT
V1-#2 @ 8" OA
BEAM SPAN I SEE SCHEDi
VARIES
ROOF PLAN
HOUSE INS' l z
CONC. WALL
BEAM
2-1/4"X2-1/4" LON 2"X2"X1/8" CLIP ANGLE
TAPCON ANCHOR / _ #
THRU CLIP INTO EXTG. 3EA. SIDE %2 Td BM R
CONC. WALL .�
(TWO EA. CUP. 4//BM} FO 7 BEAMS OR
FOR 9" BEAMS 012 GREATER GREATER, USE 3 - #4
USE (3) TAPCONS. OR (4) - #2.
BM TO HOUSE CONN.
A
BEARING WALL`Xb
SEE COL SCHEDULE
(SHT. B2")
�'r
tLtVA I IUN
CAR PORT:i::�•.-
\
�- SCREEN
SGtZEEL1:fi'Ms t)�}k�F',
:
COF
�'.:
' `-:::::::
HAIR RAIL
' 'PER
COL
:::: ' ; ::•
SCHED.
E
:•t CONNECTOR
34
EXIST. DRIP CAP
AL FLASHING
® 8" C.C.
EXIST.
MOBILE
HOME
' ;'."'3'•$" THRU BOLTS
& NUTS
1/4" AIR GAP
.'AHERS
B:'%:.
_.
J
0
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oc
a
U
u CORNER COLS
MAX. COL HGT.
PER TABLE
ER W/#2 0 12- C.C.
& BUT. 3/PANEL ----#a 0 8" C.C.1 p 0 B'
IAL
#2 0 12" C.C. fD
PANEL T&B
PANEL
#3 0 12. O.C. TO
CONC. #7-16. O.C.
TO 2 X 4 STUD H-2 OR H-3
PANEL TO WALL CONN.
AL TK. ALLOY 3003 -
T-2 OR T-
WINDOW
FRAME BY
#5 (EA. SIDE) W/ 2 - #4
WAItK—„;";^;
"
TO SM. (W/2 - #7 EA. CUP
PROOFING
�••• • • • ••
INTO FASCIA)
W_
ANCHOR WINDOW FRA�hk-;• 0. CHANP E1:
OPTIONAL
•
OR 302 W/ #10;;SIu95;=7:"••:,LONG
W
TRUSS
16" O.C. MAX;:.17(�$t:'Sb DN ALL
BEAM
SIDES TO B,E'.tfQ FUR1}1 ;:°(fiAN 2"
FROM ANY J*lER OF:;S+?lPIUO
MIN. 2" FASCIA
FOR 7" BEAMS OR GREATER
PANEL'
USE (3) - #4 & (3) - #7
:
BM. CONN. AT FASCIA
L-A--I 1 1 7 BOTTOM I
CARRY BEAM T-2 OR T-3-
PER SCHEDULE
OPDONAL 1X2 BOL.d /8" �THRU-
0R SRE , E VEDULE
2"X2"X1/8" X 2' LONG
IC
CUP ANGLE W/3 - #2
EA FACE
WINDOW
202 FRAME
41B* 3X3*
NER ;:::;:'::::::::•:
SEE ANCHORING
CAL;IX2
DETAIL FOR CORRE)CT COL T-2'154"j :=
SPECS (SHEET "C"
SECTION B-B SECTIf3N:i-A .f
(SCREEN ROOM) (CAR. -PO ; }
(COVERt- E?ATIO) '
SEE TABLES OR SITE SPECIFIC
__�CONN. TO BE CONT. 1X2 (SNAP MAY BE Usm)
TOP TO BOTTOM
OF PANEL OF 2a
ALL JOINTS
FASTENING SCHEDFt::' ELEVATION Gam'
I-
1
SUN Roots
14 TEK SC51 �-W/HEX HEAD
2 —
,10 S.M.S./ HEX HD.
3 —
1/4" X 2 1/4" TAPCON ANCHOR #a(� o.c.
PANEL
4 —
1/4" BOLTS/WASHER/NUT
5 —
CLIP ANGLE,.125 MIN. THICKNESS 202
6 —
#12X1" LG. S.M.S./HEX HD. 2 SCREWS
BEAM
7 —
1/4" X 3" LAG SCREWS MIN.—
8 —
1/4" LAG*, WITH 1" WASHER EACH SIDE)
2"X2'XI/B" TH
9 —
#10 X 1 1/2" S.M.S./HEX HD.
DETERMINED Bl
12
COL
—CLIP ANGLE, 3/32" MIN.THICKNESS
RECEmNG
�5 S CR W r
kLAG
BOLT LENGTH TO BE 1" LONGER
THAN ALUMINUM PANEL THICKNESS CARRY BM. TO ALUM. COL. CONN. DETAIL
INSULATED ALUM. PANEL DETAIL SHEET:
r;:pr UL4 TANGLE W/
eWie'L6'TAPC0N To
& (4)-06 To COL C")
202 1 1 202
D.C.
:;SIDE
::!; ;•:�t::• #3 0 13- O.C.
:CTION C-C
WN ROOM)
COLUMN SIZES.
CARRY BEAM
PER SCHEDULE -
1Y,2
INTERMEDIATE COL. s
FOR SCREEN ROOM
F.B.C. 2014 EDITION & ASCE 7-10
J
0
U
#2 ® 8" 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-#6TOCI
& 1 - 318" X 4" LG. EXP
BOLT (WEDGE ANCHOR)
TO CONC. 0
EA. CUP
2"X2"XI/8" X 4" LG. ANGLE EA. SIDE
OF COLUMN W/ (4)-#14 TEKS TO
COLUMN & (2)-1/4" THRU-BOLTS TO
CARRY BEAM
.032" R _
.032" R _
.032" R _
032•:
48"
A�e�i�RVLL
�"
OR EQUAL 7
DET!
4NEL MAY
PLYWOOD
JALEl�F1S; :p'a, 'o ° o ° o cV
00
ins
d•
is
ro
0 0
0 0 0 0
fF•:SPAN.FROM TABLE OR FL PRODUCT APPROVAL
F:;R13DP' PITCH IS X" PER 12", MAX IS 6" IN 12"
ROOF PANEL CONNECTION
(FRONT ELEVATION)
ROOF & WALL PANEL DETAILS
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'-O"
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
W/ 4 6 TO COL & 1 -
3/8" 4" LG. EXPANSION
BOLT (WEDGE ANCHOR)
TO CONC. ®EA. CLIP
3" FROM EDGEa
TO BOLT (MIN COLUMN ANCHORING DETAIL
7 �`
ALUM. COLUMN BEA
ALT. CARRY BEAM
I! 4 #6 TO COL (TYP)
CUP ANGLE COL / BOLT 3(WED E ANCHOR) TO CONC.
t (TYP.) 2 PER COL
1X2 1X2 EL EWH REO.C.
TO COLUMN
FIG' 1X2 FOR
FRONT ELEVATION OPEN PORT (TYP.)
NOTE: ANGLES ARE NOT REQ'D• FOR 202 DOOR JAMB COLS.
#8 THRU PANEL, BM.
ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE 2"X2"X1/8"X2"
B" C.C.
LONG.. USE ONE ANCHORS PER CUP - MIN. TWO ANCHORS PER COLUMN IN ALL CASES.
3/8' DIK. BOLTS ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONC. DETAIL)
"HILT]
EXPANSION BOLTS TO BE KWIK BOLT V SYSTEM OR EQUAL
*3/8" TAPCON MAY BE USED IN UEU OF 3/8' EXPANSION BOLT
SEE'GENERAL NOTE 4 FOR ADDITIONAL REQUIREMENTS
(1-1/2" LONG)
11" C.C. (TYP.) DATE 07/01 / 15
X1/8" X 2" LONG SCALE _ ,: N.T.S.
�a SHEET,,-,-D_
v C.T. TARNOWSKI, PJ
I' STRUCTURAL ENGINEER - FIA. UC.
ENGINEERING BUSINESS CA 00009677
TARNOWSKI
IL 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 OF TARNOWSKI ENGINEERING,
INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INO.
ALL, CALCULATIONS ARE B)v_ --DON THE FOLLOWING CRITERIA; �
i -. F ft 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, 25.9 PSF WALL LOAD
3. WIND LOAD = 160 M.P.H. / EXPOSURE C / 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.OB K = 1.5 1 = 1.52
COL
SPACING.
4
5
1 6
7
B
9
10
11
12
13
14
15
16
17
18
19
20
4
21.3
19.11
17.4
16.1
15.1
14.2
13.5
12.9
12-3
11.13
11.4
11.0
10.7
10.3
10.1
9.B
9.5
5
19.1
7.11
15.6
14.4
13.5
12.7
12.1
11.5
11.0
10.6
10.2
9.8
9.5
9.2
1 9.0
8.7
1 8.5
6
17.4
15.61
14.2
13.2
12.3
11.6
11.0
10.5
10.1
9.7
9.3
9.0
8.7
8.4
I 8.2
B.0
7.8
7
16.1
14.41
13.2
12.2
11.4
10.7
10.2
9.7
9.3
8.9
8.6
8.3
8.1
7.8
1 7.6
7.4
7.2
8
15.1
13.51
12.3
11.4
10.7
10.1
9.5
9.1
8.7
8.4
8.1
7.8E4.
7.3
7.1
6.9
6.7
9
14.2
12.7
11.6
10.7
10.1
B.6
B.2
7.9
7.6
7.36.9
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
6.5
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
6.6
6.2
6.1
5.9
5.7.•:
12.3
11.0
10.1
9.3
8.7
8.2
7.8
7.4
7.1
6.8
6.6
6.4
6.0
5.B
5.6
5:6
11.4
10.2
9.3
a.6
B.1
7.6
7.
6.9
6.6
6,3
6.1.9
5.5
5.4
5.2
5T.-10.7
L12
9.5
B.7
B.1
7.5
7.1
6.7
6.4
6.2
5.45.7
5.5
5.2
5.0
49'•:
4.B'-
1
9.0
B.2
7.6
7.1
6.7
.4
6.1
58
.5.6
5.4
5.2
4.9
4.7
A:J r
• 4.5
9.5
8.5
7.8
7.2
6.7
6.4
6.0
5.7
5.5
5.3
5.1
4.9
4-6
4.5 •'•'�4'
:' '.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*
In]
;JC:•,'• �:$ 1 = 3;7Ij;;:
COLUMN TYPE: 4X4X.090 LOADING = 33 PSF AREA = 1.45COL
SPACING
4
5
6
7
8
9
10
11
12
13
14.
•. 15
T;6;;
.';:,1T{.
•; . 18:
}i:ti9;::'a;20
4
33.2
29.7
27.1
25.1
23.5
22.1
21.0
20.0
19.2
18.41
1.72-
-A •.1
16:6
::1.6:•L
•:i .:
:15.2'
' 14.9
5
29.7
26.6
24.3
22.5
21.0
19.8
18.8
17.9
17.1
16.5
•1 9'•'•:t
14.9
'•: '4
•: 4n'•
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' ':13.6
1 ;2••:1•
.B:':1
.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•
:'43'tl'
: t2+6
12.2
11.8
11.5
11.2
8
23.5
21.0
19.2
17.8
16.6
15.7
14.9
14.2
13.6
•.30
12.6.'•1X.'.
11.4
11.1
10.8
10.5
9
22.1
19.8
1B.1
16.7
15.7
14,s
14.p
13.4
12.6•
�-
•:1.1:8
1 :4::.
•1':I:
:•10.7
10.4
10.2
9.9
10
21.0
18.8
17.1
15.9
14.9
14.0
13.3
12.7
126 :'•:T•1:
•
•1.1 :':10
:
•: fJ5
'rT' .2
9.9
9.6
9.4
11
20.0
17.9
16.4
15.1
14.2
13.4
12.7
12.1
7.1::•
:1:1:i•
: !T '•:••
0.3:
•:T11II•
:•�: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':T:•
:1fl:6
: A2:;a
:::'•#'6'•:
':8.3
9.0
8.8
8.6
14
15.9
14.5
13.4
12.6
10.7
10.2
:9 8:.:9.9:.
9.2 '
' B:'9:
' B.6
8.4
16
16.6
14.9
13.6
12.6
11.7
11.1
10,5
: tII. •
•9.6
•.8.6
8.3
8.1
7.B
7.6
7.4
18
14.0
12.8
11.8
11.1
:':a:'•:'•'•9n
8.7::':
:4::
•:.1
7.8
7.6
7.4
7.2
7.0
20
14.9
13.3
124.1
11.2
10.5
9.9
9 4.;
:.9:D-:
:B: :
8.2
: •13':
: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 F
COLUMN SCHEDULES
INUM ROOF
REE
BEAM LOAD
FACTOR*
COLUMN
HEIGHT
MAXIMUM COLUM
5kij ti(U/10' ALUMINl7tu};kQQi ;:'•;::•
MAXIMUM COLUMN HEIGHT W/20' ALUMINUM ROOF
COLUMN
4.0'
4.5'
S;U?';::,':5;
:::::II:O`:.'::&;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
6.9
6.6
fi:4:;'
:•; 6;2 ':
,:':6;R?:
;:;8:;,
:•;6 '
: 5.4
5.2
2X3X060
6.9
6.5
6.1
5.8
5.6
5.3
5.1
4.9
4.6
3X3X090
8.6
8.2
8.0:;':;�;7.:
7.3
;7:3,::•:::'f;1'
6.9
6.8
3X3X090
8.6
8.2
8.0
7.7
7.5
7.3
7.1
6.9
6.7
3X3X125
9.5
•.;9.1
8.8
?::$:5••;:•
• 8:;3'•;:::8
0,:':::7.8
7.7
7.5
3X3X125
9.5
9.1
8.8
8.5
8.3
8.0
7.8
7.7
7.5
4X4X090
11 5.'•:
fij::1
10.7
: fti ¢;:
;:9;d;}:
' 9.8
9.6
9.3
9.1
4X4X090
11.5
11.1
10.7
10.4
10.1
9.7
9.4
9.0
8.8
4X4X125
;1';8:;
72.3
11.8
1:1{5;:
:Tti:I
10.9
10.6
10.3
10.1
4X4X125
12.8
12.3
11.8
11.5
11.1
10.9
10.6
1 10.3
10.1
4LB
:;•%F'::;
6.9
6.5
8;2:::
5;&.
5.6
5.4
5.2
5.0
4LB
7.1
6.6
6.2
5.8
5.4
5.0
4.6
4.3
3.7
5LJ3 :;
:' 5;4'•;!;
:$:9
8.4
8.0 .:'r
:
7.3
7.0
6.7
6.5
5LB
9.2
8.6
8.1
7.6
7.3
6.9
6.6
6.3
5.9
6�$,•r;::,
1Aa...;:;'9;6;
9.1
8.6 '::$
7.9
7.6
7.3
7.0
6L6
10.0
9.3
8.8
8.3
7.9
7.5
7.2
6.9
6.5,
0.5
9.9
9.5
9.1
8.7
8.4
8.1
7LB
11.5
10.7
10.1
9.6
9.1
8.7
8.3
8.0
18.0
17.5
17.0
16.4
15.8
15.3
8LB
20.0
19.3
18.6
18.0
17.3
16.6
16.0
15:4:.:�4$?•
9LB
22.0
19.3
18.4
17.7
17.0
16.4
15.8
9LB
22.0
20.9
19.9
18.9
18.1
17.3
16.6
16.0
':"I -A
9LBH
23.8
22.9.-;
;;2�i.1
21.4
20.8
20.2
19.7
19.3
18.9
9LBH
23.8
22.9
22.1
21.4
20.8
20.2
19.7:::1;9
3
1$9".
10LB
27.5
26.4
25.5
24.7
24.07
23.Tj
22.8
1 22.3
1 21.8
10LB
27.5
26.4
25.5
24.7
24.0
1 23.3
22 $.:"
;3'
21.8'�
TABLE GIVES MAX. COLUMN HEIGHT FOR GIVEN CULUMN SPACING ANU FJtAM LUAU
FOR LONGER SPANS SEE SITE SPECIFIC ENGINEERING.
NOTE: THIS TABLE APPLIES TO BOTH BEARING AND NON BEARING
WALLS FOR HORIZONTAL WIND LOADS CONTROL IN DESIGN.
2X4X.050 MAY BE USED IN LIEU OF 4LB, 2X5X.050 MAY BE USED IN LIEU OF 5LB.
**ALL CALCULATIONS ARE BASED ON 6005-T5 ALUMINUM ALLOY
**1/3 STRESS REDUCTION NOT USED IN CALCULATIONS
**LINEAR INTERPOLATION BETWEEN COLUMN SPACING IS ALLOWED
CHAIR Rt,:.;:SC.HEDULE
�.
f ." "MUMLOAD
RAIL .;:.:;¢4. 5.0' >FACTOR*
202 5.2 4.6':::'�'.1::$,:.'::d:0
2X3X05 -$.': !%4.' 7.5 6.8 6; •;: $.9 RAIL
;$ 06U: ;::9;9,' : : B:S: 8.0 7.4 ' 7.0
LENGTH
:':;.7.5 7.0
,:2eSi(i5.d. 1?;{i' :: ID 2 ::::9':3 •:• 8.6 8.0
"AW.0tTOR. = 1%2 TfiE DISTANCE TO CHAIR RAIL OR GROUND
THE DISTANCE TO CHAIR RAIL OR BEAM ABOVE
SCREEN FABRIC DETAIL SHEET: 18X14 MESH I EXPOSURE C 1 160 MPH I F.B.C. 2014 EDITION
18X14 MESH
FOR SOLID ALUMINUM ROOFS
MAXIMUM BEAM SPAN
B EA14.% :
•: ': •: ':
. ; 5;:;:
;::¢5r'
7'
8'
9'
10'
12'
14'
16'
18'
20,
2X4X125'
8.6
8.2
7.9
7.6
7.1
6,8
6.5
6.1
5.8
;2). _ X125
12 4'',•:;•ti
5.•'
10.9
10.3
9.9
9.5
9.1
8.6
8.2
7.6
7.2
6.8
:•;:: �#LB
8.9`.::
$:3
7.8
7.4
7.1
6.8
6.5
6.0
5.5
5.2
4.9
4.6
:•' SLB:;:;
.:11.1
'10.3
9.7
'9.2
8.8
8.4
8.0
7.3
6.8
6.3
6.0
5.6
11.9
11.2
10.7
10.2
9.6
9.1
8.3
7.7
7.2
6.8
6.4
�4.7
13.6
12.8
12.1
11.3
10.7
10.1
9.2
8.6
8.0
7.5
7:1
19.1
17.7
16.7
15.8
15.1
14.5
14.0
12.8
11.9
11.1
10.5
9.9
.:;.JL$
21.0
19.4
18.3
17.4
16.6
16.0
15.2
13.9
12.8
12.0
10.7
LBH
22.6
21.0
19.8
18.8
18.0
17.3
16.7
15.5
14.3
13.4
�14.7
12.0
10L624.3
22.8
21.7
20.7
19.9
19.2
18.1
16.7
15.6
14.0
TABLE GIVES MAX. BEAM SPAN FOR GIVEN BEAM LOAD
*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
4.0'
5.0'
1 6.0
7.0'
8.0'
RAIL
4.0'
5.0'
6.0'
7.0'
8.0'
3X2X050
4.9
4.8
1 4.7
4.5
4.4
3X2X050
3.8
3.8
3.7
3.6
3.5
2X3X097
6.6
6.5
6.3
6.2
6.0
2X3X097
5.2
2X4XO50
5.9
5.7
5.6
5.4
5.3
2X4X050
4.6
4.6
4.5
4.4
4.3
2X4X125
8.0
8.0
8.0
8.0
8.0
2X4X125
7.1
7.0
6.8
6.7
6.6
2XSX050
6.8
6.6
6.4
6.2
6.0
2X5X050
5.4
5.3
5.2
5.1
5.0
2X5X125
8.0
8.0
8.0
•8.0
8.0
2X5X125
8.0
8.0
7.9
7.8
7.6
BEAM LOAD
> FACTOR*
BEAM LENGTH
B/T COLUMNS
TABLE GIVES MAX. I3tAM SPAN WK GIVtN MAM 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.
DATE 07/01 / 15
ENGINEERING BUSINESS CA 00009677
TARNOWSKI
' SCALE N.T.S.
ENGINEERING
SHE 2 [16oq
CIVIL &STRUCTURAL ENGINEERING
SCAMmED
4C..NOWSKI
7360 N.W. 5th Street Phone (954) 727 - 2027
Plontation, FL 33317 Fax (954) 727 - 9644
THISDOCUMENTISTHEPROPERTYOFTARNOWSKIENGINEERING,
AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
WITHOUT WRITTEN CONSENT OF TARNOWSIa ENGINEERING, INC.
P. .
STRUCTURAL ENGINEER - FIIL LJC. 0050662
6005-T5INC.
0
o 1540" c 040 '111i 040" 0 044" .060
N TYP.. cj` TYP. TYP. N 1YP.
1 2.0"
102 1X2 1X3 202 2X3X.060
#14 TEK SCREWS FOR _o
7LB OR LARGER OR
#10 S.M.S. FOR 61.8
OR SMALLER ® 18' C.C. t O
R `L,
R "
55" In a 055" 0.5 '
TYP.
C
2.0"
3.0
2X3X.050 GUTTER -GUTT R FASCIA D01>`;`3MB
2X4X.050
2X5X.050 I FOR COLUMNS 5' DEE(d:
TOP & BOT. 1
rEXPOSED
R
BEAM TYPE I tj t n o N 5.094" I
4LB .100 .046 070 M
5LB .116 .050 +% Lq N o
6LB .050 d o
7LB .120 .055 3 0" N
8LB 224 .072 I, 2"
9LB .224 •072 x Z-GUTTER BRACE
9LBH0LB .3.02
10L6 .389 4LB.5LB,6LB,7LB 3X3X.070
89 .092
SLB.9LB.9LBH 4303
10LB LAP BEAM
n
6""SEELUMN ANCHORING DETAIL I' SEE COLUMN;:Ar49HQR1LyG.:•D�ImOR 1X3TO
PAVERS OR TILESCOLOPTIONALTILES3"BOLTMI!/!3Q�t3' FROM EDGE TO BOLT (MIN.)1�"X8- #5 !//////!//! act• ::::;:
12"* e
' C. SLAB
STRIP FTC. DETAIL W/ PAVER OR TILE B " `' 6eo
* 12"X 8" FIG. IS MINIMUM FOOTING SIZE. REFER TO SITE
SPECIFlC PLANS, AND STRIP FTG. SCHED. FOR ANY ::f;ii,SLA! OR TILE
ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN ::'•
APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE LIEU OF 6X6 - 10/10 W.W.M.
SITE SPECIFIC PLAN.
SEE COLUMN ANCHORING D,EFJtI( :;?:;:::;•
COLSEE COLUMN ANCHORING DETAIL
FINISH GRADE 3" FROM EDGE CO
SODDED READ. TO BOLT (MIN.) ,.:.•; ;•
FOR EROSION 3" FROM G
TO BOLT �MIN5
PROTECTION
;.1
:.
.I.
••Fl•.ISfi� •'GPi'ADE•:
N
3"
IXIS ,':•9.,NOMINAL - I'
2" MIN. CONC .$W$; :;, ? R I
,� o
COVER " •'
:k NOTE: ::•:: :•:' .•.:.::::::•.::::. 4- CONC. SLAB
SITE SPECIFIC ENGINEERING REQUIN D :EOR' fiirj E£FS: fa'ODFS::;: 8 WJ10/10 W.W.M.
WHEN THIS MEASUREMENT IS LESS;:iIAtV'•,3'-O.'•':ANt7:';EOR:-ALL�I� W/ 8"X8" FTC. W/ 1-#5
SOLID ALUMINUM ROOFS.(EXCEPTIOJI:;$FiE;;Si?�CIFIC''':
ENGINEERING IS NOY-.'" }WIRED FOR;Si {?�Fhl; iVALLS UNDER FTC. &SLAB DETAIL
EXISTING HOUSE.;•10-10.9�;'
FOOT .{5►,:,:?•,: NOTE FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.W.M.
NOTE: THIS;b11Alj .'ALSG�':; FOR Cp13�MNS 5" DEEP OR GREATER INSTALL COL 2-X3"X1/8" X 2" LG.
ADDITIONAL 2"X2"X2'X1/8" ANGLE EA. SIDE MIN. ANGLE EA SIDE OF
APPLIES':7{I:;�fi�7RSP;:;dl':9: OF INSIDE OF COL W/ (3)- #6 TO COL 2" 2" COL W/ (4)- #6 TO
WIDE MXc5¢P74kY WttEiS,:'::::::: & (1)- 3/8" X 2 1/2" LG. TAPCON COL & (2)- 3/8' X
CONC. ® EA. CUP O O 3 1/2' LG. TAPCON TO
CONC. ® EACH CUP.
#6 TO COL (TYP)
CLIP ANGLE
COL }' (2)- 3/8" X 3 1/2' LG. TAPCON I•i g ,
TO CONC (TYP.) 4 PER COL.. O O O O i7 iv
#3 O 18"
1X2 1X3 O.C. ELSEWHERE ? t•:
... �. .. (•s Y
FTC. 3' FROM EDGE .`
~ DELETE 1X2/1X3 FOR ,.•3 2 ASS'•.';'.',•
MIN.
MIN. OPEN PORT MP.)
FRONT ELEVATION COLUMN ANCHORING DETAIL
NOTE: ANGLES ARE NOT REVD. FOR 202 DOOR JAMB COLUMNS.
*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
GENERAL DETAIL SHEET:
4.0"
3.0"
LL06�4" . o 0
E
N To 6 4 1 �_ 050"
2.
C 2X2 2X2 I- 2.6 1, II 2.0 I,
C 2X3 3X3
4X4 2X5
OR GREATER INSTALL •:.:::;.:•:'. :•:•.:GIRL:,.:;:;:i::'•?•;.
ADDITIONAL 2"X2"X2"X7�6"::•;:::.::'::•':':•'':::.
ANGLE EA. SIDE OF INSIDE'.-%'.:;.;:::•;.: 2""'''
2'X2"X7/B" X 2" LG. MIN.
OF COL W/; (4)�-.::#¢ TO COL';; ;::,: ,:.:-
ANGLE EA. SIDE OF COL.
W/ (4)- 16 TO COL &
/2 X 3 1/2' LG.
TO CONC{•.0••,•EA;..;I P :;: ; •; O
COttJV O C . CON
T
O O
i� N
BOLT (MIN.) COLUMN ANCHORING DETAIL
(4)- #6 TO COL MP)
CLIP ANGLE (1)- 1/2- X 3 NC.
1/2" LG.
COL TAPCONN TO CO
(TYP.) 2 PER COL.
3 ® 18" O.C.
1�lX3 LSEWHERE
FTC.
OPEN PORT/(TYP,)FOR
FRONT ELEVATION
NOTE: ANGLES ARE NOT REQ'D. FOR 202 DOOR JAMB COLS.
ALL ANGLES SECURING THE COLUMN TO THE CONCRETE TO BE A MIN. 2"X2"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 "III " OR EQUAL
SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS
GENERAL NOTES•'-;'•`;:',":-:'�:::`:..
THIS STRUCTURE HAS BEEN DESIGNED & TESTED IN ACCORDANCE W/`-*! • A 4
F.B.0 2014 EDITION. THE MIN. MECH. PROPERTIES OF ALIJ#1;: FFR-: iN,•.ACCO'R:t ,
THE ALUM. CONST. MANUAL THIS STRUCTURE ALSO CO(�IFU�ti415(i;:T}l>rt'.pS{i}
OF THE ASCE 7-10
ED. OF
SCREEN WALL & SCREEN ROOF .4ADS BASS: ¢N{:;f$X14 SCREEN'•.MESH.
ALUM. PAN & INS, PANEL STRk1.G,IT•.(.- S 'BASES .E$1:;;�G�t3 i, LIVE LOADS
1. ALL PRIMARY MEMBERS WILL BE CONNECTEbtld%B;QL•;{'S, POP•�'R{vEf��,•.�;01.+1• OTHER POSITIVE
FASTENERS.
2. ANCHORS SHALL BE PLACED GRF,4}EJt [f#AN 3"'- ' tjh1.' > DAE: OF CONCRETE SLAB OR FOOTINGS.
ALL CONC. FASTENERS MUST $E EYd] iS' 'A MIN. 6F ;}:;:12",;:,INTO SOLID CONC. REGARDLESS OF
LENGTHS SPECIFIED VAWA _ ECIFIED IN INDI,iif�A7LS;:i;::;:; •. '' ' '' '
3. FASTENERS .FOR ALUM. SH,E,::,SHALL N( )b(CEWD 8" ';QH CENTER
4. ALL CONC. ANCHORS SH1;(AcVE A.i:,;'::fN{•;.{}1Ap Ofi �E PROVIDED
W/ 1/2 INCH DIA. WASR S' MIN.
�,,.:.;
5. CONTRACTOR IS RESPON1$F::F¢ INSUTAfiE Ai bM:::::MEMBERS FROM DISSIMILAR METALS
TO PREVENT ELECTROLYSIS.:.: '. ..
6. ALUM. IN CONF)L.';W/ CUb1C :D)t,:;1(I(OOD;StAL':9E PROTECTED W/ HEAVY BOOTED BITUMINOUS
PAINT OR WA` Fi::)� 'M, M&i4DR.*.` t-.I;•A'C(NjER OR THE WOOD SHALL BE PAINTED W/ TWO
COATS OF ;:ki�.'1dINTS SEALED W/ A GOOD QUALITY CAULKING.
7. ALL DOORS TO *.'*s t l - OSING *AA6• LATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR
8.
202 DOOR JAMB PLACEMENT IS OPTIONAL ALL OTHER COLUMNS
OFT' SITE -SPECIFIC PLAN SUPERCEDES ANY REQ.'S SHOWN ON
3-
TO
3X3 OR 4X4
ALUM. COL
CONC. -
FOUND.
File;? cepy
060
ui
' 7g" R W ^fit ' g4 •. ; •;:; .
FRONT ELEVATION
INTERIOR FASTENING
4 - #10 X 1 1/2- SMS.
INTO SCREW SLOTS EA. SIDE
Z2"
CHAIR RAIL CONNECTION
* CHAIR RAIL PER SCHEDULE
ARE NOWIVRUCTURAL MEMBERS
STRIP FOOTING
SCHEDULE
INTERCHANGEABLY.
STRUCTURE
FOOTING (MIN.)
WIDTH X DEPTH
REBAR
RETE' yDAl10N5 TO BE 250OPSI MIN,
EXCEEbk4':T I5 SPECIFICATION MAY BE
SCREEN ROOF W/
12"X1O"
2-#5
PER, U)6A :BWILDING CODES.
U,R(1W5, COLUMNS ................. *AL 6005-T5
R;'• RUSIONS .........................AL. 6063-75
UP TO 7LB
SCREEN ROOF W/8L3
12"X12"
2-#5
SCREEN ROOF W/
12"X16"
2-#5
;. 1......................................*AL 3003-H16
IR�'EWS, RIVETS, WASHERS ......AL 2024-T4
9L8 OR 1oLB
ALL SOUD ALUMINU
ROOF
1
11E
;iT NERS TO BE ALUM., NON-MAGNETIC
SS STEEL, CADMIUM PLATED STEEL, OR
FOOTING SIZES SMA
WITH SITE SPECIFICP
MqUIEMN
HEADED (NYLO-TEC OR PRO-TECT)
*UNLESS OTHERWISE NOTED
F.B.C. 2014 EDITION & ASIDE 7-10
6005-T5
'8' X 3' LG. MIN.
NO SIDES OF COL
#1 TO COL
3/8-X2 1/2- LG.
TO CONC.
2-X2"X7/6- X 3- LG. MIN.
ANGLE TWO SIDES OF COL
W/ (6)= #1 TO COL
& (2)- 3/8-X2 1/2- LG.
TAPCONS TO CONC.
064"
.125" . c
2.0"
3 L 2X2
(6) - #10 X 3/4" SMS. (3 EA. SIDE)
2' X 2" X .062"
r RECEIVING CHANNEL W/
/- 6 - #10 X 3/4 SMS. TO
I ' 1 SIDE dF COLUMN
Z2-
RAIL
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.
112 - CLIP ANGLE, 3/32 MIN.THICKNESS
*LAG BOLT LENGTH TO BE 1 " LONGER
THAN ALUMINUM PANEL THICKNESS
DATE 09/30/1 5
ENGINEERING BUSINESS CA D0009677
TAR14OWSKI
SALE N.T.S.'`
sH
ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
7360 N.W. 5th Street Phone (954) 727 - 2027
Plantation, FL 33317 Fax (954) 727 - 9644
TANOWSKIPE.
IS THE PROPERTY OF NROSKJ N ENGINEERING,
.. .
INC.NCAND SHALL BE REPRODUCED OR IN
TRUCTURAL ENGINEER - F10. Lie. 0050662
WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC.