HomeMy WebLinkAboutSCREEN ROOM - SOLID ALUMINUM ROOFr-
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1/4" LAG W/ 1" DIA. WASHER
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B" C.C. BOTH SIDES
3" INSUL ALUM. WALL
10'-7"
EXIST. HOUSE
1X2
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6'-8"
16"
10'-0"
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CONT. 2X2X1/8" ANGLE W/#14
TEK SCREWS ® 12" C.C. EA.
FACE
(4)—#14 TEK SCREWS PER-
GUTTER BRACE & ® 12" C.C.
MAX ELSEWHERE
SUPER GUTTER
4" INSUL. ALUM. ROOF
r - 6" LONG GUTTER "Z"
BRACE @ 24" C.C.
2" MIN. FASCIA*
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 3 1/2' LAG
SCREW PER TRUSS OR RAFTER END.
NOTE: 1' FASCIA MAY BE BUILT UP BY LAGGING NEW 1' MEM. TO OLD
112 - 1/4'x3 1 2' LAGSJJ'((��USS OR RAFTER. 2' SUB -FASCIA BEHIND
1 FASCIA IS ALS� ACCEPI"ABLF_
SECTION A -A
MAY 3 0 201
ATTACH TO EXIST.
HOUSE WALL
EXIST. HOUSE EXIST. 12"
A
SUPER
NEW 4"X.024"X1LB EPS GUTTER
PANELS (SPANS BY DO KIM &
ASSOC., LLC FLORIDA PRODUCT
APPROVAL # FL-7561) i=
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27'-0"
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FTG. W/ 2—#5 REBAR ' (TYP.)
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CONCEALED FASTENERS OR ATTACHMENTS ,
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD m
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THESE PLANS AND ALL PROPOSED Wi7c:: W
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
`,'.,AAY BE NECESSARY IN ORDER TO
CO'u)PL'��p � I�: .kICA9L!g-.CODES.
Si. J CIS. C OLr:;TY LRUIT DE'4G D-MSION ,
? VIENVE-i FOR ,-,1PL1AN%-_E
its..3�.6iry �
PLAN, S AND PERrv,_ IT MUST BE KEPT OIL JOB
OR NO P,vSPECTION IVVML BE fi2��E.
NOTE:
DOOR LOCATION IS OPTIONAL
CONTRACTOR MAY ADJUST IN
FIELD PER HOMEOWNER REQUEST
NOTE:
THIS JOB WAS DESIGNED
BASED ON 6061-T6
ALUMINUM ALLOY AND
1BX14 SCREEN MESH.
INDIAN RIVER 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, 10'-0"
RISK CATEGORY: I[
BASIC WIND VELOCITY PRESSURES:
WIND SPEED: 160 MPH (3 sEcom GusT)
BASIC WIND VELOCITY PRESSURES: 19.0 PSF WALLS
30 PSF ROOF
ROOF DEAD LOAD (ACM DEAD L0+1D usm To REsw uPUFr Ro=oNs): 2 PSF
SOIL BEARING CAPACITY: WELL COMPACTED
REVIEWED FOR SHEAR WALL REQUIREMENTS: YES
IMPACT PROTECTION SPECIFIED: NO
Dig AraAIM�
FDWMAIMN WPURN.,ANN SNOMii ON THIS PUN S EASEO ON
DATA PWMM Sf TK- CONDUM-103/Ot BIT. RM FDUH TOM
SPECMED ARE 7HE R'm+ Ulaw 70 REMT PLL SUP EZ"TOSFD I.M.
AND DEAD LOADS FWJ 7ME PROPOM STUCaW_
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#2 0 12" C.C./PANEL T&B EXIST. DRIP CAP
HOUSE INS. ROOF AL FLASHING
c 2x3 i CONC. WALL �� ���PnoNAL
TRUSS #8 ® 8" C.C. 'LASHING
r ` EXIST. '-
PAIVO- BEAM MOBILE 'F• #2 0 12" C.C.
HOME /PANEL T&B
7 TG EA EXIST TRUSS 2-1/4"X2-1/4" LON THRU BOLTS PANEL
oM CHANNEL AND 0 12 2' MIN. FASCIA TAPCON ANCHOR 2"X2"X1/8" CLIP ANGLE :: 49 ;;:!1QA$HERS & NUTS
O.C. MAX. TO FASCIA THRU CUP INTO EXTG. EA. SIDE %2 — #4 OR 1/4" AIR GAP #3 ® 12' D.C. TO
CONC. WALL �A. C O BEp ;'''. ' • CONG.
3— 2 UP T BM. :: —1 #7-1s" O.C.
NOTE: FASCIA MAY BE BUILT UP BY LAGGING NEW 1" MEA1. TO OLD/ TWO EA. CUP. 4/BM FOR7 BEAMS OR TO 2 X 4 STUD H-2 OR H-3
z-1/4' x 3-1/2' LAGS/TRuss OR RAFTER. �OR 9" BEAMS OR GREATER GREATER, USE 3 - #4 :;:: '::::
12" SUB -FASCIA BEHIND 1" FASCIA IS ALSO ACCEPTABLE. USE (3) TAPCONS. OR (4) — #2• (MOBLL' ,";k101+1t } ,: '' : PANEL TO WALL CONN.
FASCIA CONN. - BM TO HOUSE CONN. COL:ttlaNG::
Z4.
1X2i2; 'air .`1 u:
N N - CAULK Ch; PANEL
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SIDE) W/ 2 #4 WATER-
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TO BM.
MPROOFING
61-+ w
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w w
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N of w `r :' :: N U 40 = ; w p 16" O.C. MAX: 4
N 0 Tn N Mtn „s (n SIDES TO
U) FROM ANY GQ hIEi
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0 OIL %:I
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w
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CORNER COL. USE (3) - #4 & (3) - #7
BM. CONN. AT FASCIA
BEAM SPAN SEE SCHEDULE :.
VARIES MAX. COL HGT.
PER TABLE
ROOF PLAN'.: '
A
BEARING WALL
SEE COL. SCHEDULE
(SH 1. B2")
T:
o ~ ELEVATION ' A`'''' •'i;
0 n,
uj
SCREEN
;;
RIN:{tJglrL
8'-0:`•:b1AX'C•:� �
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'
'•• ,COL:!:
;CHAIR RAIL
PER SCHED.
COI
COL
:::::::': :: :::•
,L. KICK PL. OPT.
JSE 202 TOP ATT. KP
1/1-#2 @ 8" O.C.
FASTENING SCHED'bf 6 `�-" ELEVATION
1 14 TEK SCF EW/HEX HEAD SUN Roots
2 - ,10 S.M.S./ HEX HD.
3- 1 /4" X 2 1 /4" TAPCON ANCHOR 6OYPS,)
4 - 1/4" BOLTS/WASHER/NUT
5 - CLIP ANGLE,.125" MIN. THICKNESS 202—
E - #12X1" LG. S.M.S./HEX HD. 2 SCREWS
7 - 1 4" X 3" LAG 5 SCREWS MIN.—
8 - 1 /4" LAG*, WITH 1" WASHER EACH SIDE)
9 - #10 X 1 1/2" S.M.S./HEX HD.
12 - CLIP ANGLE, 3/32" MIN.THICKNESS
*LAG BOLT LENGTH TO BE 1" LONGER
COL
B- J
NER
W1 o 12• C.C.
BOT. 3/PANEL —48 ® 8"
CARRY BEAM
PER SCHEDUL
OPTIONAL 1X;
♦ 2'X2"X1/8" X 2"
CLIP ANGLE W/3
EA. FACE
202
4LB"
COL SEE ANCHORING
SPECSFOR
HEEL RC-)
1X2
SECTION B—B
(SCREEN ROOM)
* SEE TABLES OR SITE SPECIFIC
CONN. TO BE CONT. I 1X2 (SNAP WAY BE usm)
TOP TO BOTTOM
OF PANEL OF 20
ALL JOINTS
#8 0 8- C.C.
PAN PANEL
BOTTOM
T-2 OR T-3
BOLTS THRU-
BEAM PER SCHEDULE •.'iN�
OR SITE SPECIFIC :fq
WINDOW
FRAME
3X34 ,
COL. T-2"O fi
�TIi7►V':>4—A . ::'SECTION C—C
'AR•Jt{T)1JN ROOM)
:S FY)f2::'aLiiJi(itt;;BEAtJ(i'A1JD COLUMN SIZES.
NC}!OR 1XZ'V.*- 4:;:; ::;:r;.;:.
CARRY BEAM
PER SCHEDULE
Ti�•v't '0i1;': ANGLE W/
/8"7(4LO'TAPCON TO
& (4)-#6 TO COL (M)
1X2 OPTIONAL
CARRY BEAM
202
202
THAN ALUMINUM PANEL THICKNESS CARRY BM. TO ALUM. COL. CONN. DETAIL
INSULATED ALUM. PANEL DETAIL SHEET:
COLUMN—1 6,4 L2—#2 (TIP•)
INTERMEDIATE COL.
FOR SCREEN ROOM
F.B.C. 2014 EDITION & ASCE 7.10
AL TK. ALLOY 3003 - H1
Ar3E �'d12�''
OR EQUAL
un
WINDOW 0100. 0
FRAME BY' :: Cbh) f)JVU411S': °o:' o 0 0 BULKING' ° o iv iq <t io io
WINDOW :;,( '' :p'o °0 0 0
MA,N.:411T. 0 0 0 0
EL MAY
PLYWOOD
G
ALL
2"
#2 ® B" O.C.
EA. SIDE
FOR COLUMNS 5" DEEP
OR GREATER INSTALL
ADDITIONAL 2"X2"X2-X7/8"
ANGLE EA. SIDE OF INSIDE
OF COL W/3-#6TOCI
& 1 - 3/8" X 4" LG. EXP
BOLT (WEDGE ANCHOR)
TO CONC.
EA. CLIP
2`X2'X1/8" X 4" LG. ANGLE EA. SIDE
OF COLUMN W/ (4)-#14 TEKS TO
COCARRLUM 6 & (2)-1/4" THRU-BOLTS To
.91 EV AM
O.C. /
gLiFEM
#3 0 18" O.C. P
7`67ALUM. COLUMN ALUM' CARRY
BEAM
ALT. CARRY BEAM
TO COLUMN
ifi':�sPd9 FROM TABLE OR FL PRODUCT APPROVAL
PITCH IS 74" 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'-0"
13'-69'
--
R — 4
--
16'-2"
13'-10;
R — 6
--
20'-8" 1
177-10'
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
W/ 4 6 TO COL & 1
3/B" 4" LG. EXPANSION
BOLT (WEDGE ANCHOR)
TO CONC. 0 EA. CUP
3" FROM EDG J ;I ;f
TO BOLT (MIN COLUMN ANCHORING DETAIL
4 #6 TO COL (TYP)
CUP ANGLE COL 1 - 3 8" X 4" LG. EXPANSION
BOLT (EDGE ANCHOR) TO CONC.
(TYP-) 2 PER COL
0_ ® 18" O.C.
1X2-- m ♦ ELSEWHERE
u u ' \--- DELETE 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"X7/8"X2-
8" C.C.
LONG. USE ONE ANCHORS PER CUP - MIN. TWO ANCHORS PER COLUMN IN ALL CASES.
3/8- DIA. BOLTS ARE TO BE EXPANSION TYPE (SEE ANGLE TO CONC. DETAIL)
EXPANSION BOLTS TO BE "HILTI KWIK BOLT II" SYSTEM OR EQUAL
*3/8" TAPCON MAY BE USED IN LIEU OF 3/8" EXPANSION BOLT
SEE GENERAL NOTE 4 FOR ADDMO14AL REQUIREMENTS
2 (1-1/2" LONG)
®11 " C.C. (TYP,)
DATE 07/01 / 15 ENGINEERING BUSINESS CA 00009677
2"X2"X1/8" X 2' LONG
SCALE N.T.S. NNW TARNOWSKI
CLIP
EA. FACE LL W/3 - :r2
SHE -manENGINEERING
SCREEN ROOM COL. TO BEAM CONN.
CIVIL & STRUCTURAL ENGINEERING
7360 N.W. 5th Street Phone (954) 727 - 2027
FL 33317 Fax (954) 727 - 9644
C.T.Plantation,
CTARN0I�SKI E. THIS DOCUMENT IS THE PROPERTY OFTARNOWSI4 ENGINEERING,
t INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
STRUCTURAL ENGINEER - FLA. LIC. 0050662 WITHOUT WRITTEN CONSENT OF TARNOWSId ENGINEERING, INC.
.I ry
p ,,.-,040" p 040" r i 040" 0 044" .060
[V IYP. TYP. TYP. ni TYP.
` -
102 1X2 1X3 202 2X3X.060
# OR
p
LB OR LARGER OR
#10 S.M.S. FOR 61-8
OR SMALLER.0 18' C.C.
{ z
O
TOP & BOT.
x
rn
e
m
BEAM TYPE ts t
r
4LB .100
.046
5LB .116
.050
+%
6LB
050
xd
7L6 .120
.055-21
L 2"
BILE! .224
.072
9LB .224
.072
9LBH 306
.082
4LB.5LB,6L6,7LB
15LB I .389
.092
8LB,9LB,9LBH
10LB LAP BEAM
T BOLTFAIN ,
, VX8_
1 /2" 1 "
x �
d io .064"
N W
050" w1 1. "
55" '�' io N to
0 1YP. dN tri 55" y «i rO55- 0.5 :'':'':' • TV 00
2.0" 1 A
3.0 ;.;:2.
:.:::
3.0 C' ::1'�t2 ;::;:• C 2X2
2X3X.050 GUTTER -GUTT R FASCIA DUiR*-:-'JAMB C T''X3: C 2X3
2X4X.050
2X5X.050 FOR COLUMNS 5" DEED:;;:;::';;:::;
0
070 M
3.0"
3X3X.070
303
SEE COLUMN ANCHORING DETAIL
1X2 OR iX3
PAVERS OR TILES
,4/' OPTIONAL
0
� COMPiii iiii
TO BOLLT
STRIP FTG. DETAIL W/ PAVER OR TILE
* 12"X 8" FTG. IS MINIMUM FOOTING SIZE. REFER TO SITE
SPECIFIC PLANS, AND STRIP FTG. SCHED..FOR ANY.
ADDITIONAL REQUIREMENTS. MIN. FOOTING SIZES SHOWN
APPLY TO NEW FOOTING'S ONLY. FOR EXIST. FOOTING'S SEE
SITE SPECIFIC PLAN.
FINISH GRADE
SODDED REQC
FOR EROSION
PROTECTION /
2" MIN.
COVER
* NOTE:
SITE SPECIFIC ENGINEERING I
WHEN THIS MEASUREMENT IS
SOLID ALUMINUM ROOM. (EXI
ENGINEERING IS NOT'.'"A 4 'IRI
EXISTING HOUSE;_13(3'
NOTE
APPU
WIDE
CUP ANGLE
tEXPOSED
C,
0
5.094"
�III(`��IIIIII t
to
N p
• LV
Z-GUTTER BRACE
PAVJ RS':•.OR, TILES
SLiApB i
FfG�WO/W1Wiy
OR TILE
JEU OF 6X6 - 10/10 W.W.M.
COLUMN ANCHORING D; lJcf::?:, ::•;;;
3" FROM EDGE SEE COLUMN ANCHORING DETAIL
TO BOLT (MIN.): ;i:'•;.:::::r :' CO
3' FROM DG
TO BOLT I MINE}
XISTv:q�'..NOMINAL
ONC ::SkA$; , ? 1
' .:..... ....... ..... 4' CONIC. SLAB
icti{�u';FOR'seE�iADts:':•:• 8 w 6X6 - 10/10 W.W.M.
:S$•; td:, 3'-0."•,rlkN�:';EOi?;:ALL W% 8"XS" FTG. W/ 1-#5
FOf�:;srri2$FA1';iAtls UNDER FTG. & SLAB DETAIL
NOTE: FIBERMESH MAY BE USED IN LIEU OF 6X6 - 10/10 W.W.M.
FOR 65OMNS 5" DEEP OR GREATER INSTALL COL 2"X3'X1/8' X 2' LG.
ADDITONAL 2"X2"X2"X1/8' ANGLE EA. SIDE 2" 2" MIN. ANGLE FA SIDE OF
OF INSIDE OF COL W/ (3)- #6 TO COL COL W/ (4)- #6 TO
& (1)- 3/8" X 2 1/2" LG. TAPCON COL & (2)- 3/8" X
'•::TO CONC. O EA. CLIP ® ® 3 1/2" LG. TAPCON TO
CONC. 0 EACH CUP.
#6 TO COL (TYP) in z :. ;i:,::•.:
COL (2)- 3/8" X 3 1/2' LG. TAPCON C4
TO CONIC (TYP.) 4 PER COL. O O' ® 0
3 018"
.C. ELSEWHERE xr,1 ? C•.
FTG. 3' FROM EDGE --/',- 3 "2 BE
DELETE 1X2/1X3 FOR MIN FA
MIN. OPEN PORT tr- )
ELEVATION COLUMN ANCHORING DETAIL
NOTE: ANGLES ARE NOT REVD. FOR 202 DOOR JAMB COLUMNS.
n4' LG. EXPANSION BOLT OF SAME DIAMETER MAY BE USED IN LIEU OF TAPCON
TAPCONS ARE TO BE SIMPSON "TM" OR EQUAL
SEE GENERAL NOTES 2 & 4 FOR ADDITIONAL REQUIREMENTS
GENERAL DETAIL SHEET:
4.0
33.0"
d90" o 0 125" 050"
TYP. N pd TYP.
2X2 2.0 2,0
3X3 � 2X44
4X4 2X5
4.67" Fle Copy
M W N 064"
tri 78" :. ':;Ci64: :';':•.'• 'A60" n
TYP. 125" G
II 5.25"
SUPER (-,1V- -.F-R F., . T-3;:; ' } 2'. H-3 L 2X2
OR GREATER INSTALL •: ••: ••••: •: •: ••••GQ1:-:.: :'•;.;�;:•; :•;•:'
ADDITIONAL 2"X2"X2"X1I�Ei,"'::::•':':::;:'•:;:'::::'•;':•.
ANGLE EA. SIDE OF INSIDE ::•:::•: :':: 2^ 2^""' 2"X2"X1/8" X 2" LG. MIN. 3X3 OR 4X4
OF COL. W o 4 :;•': 6, TO COC'.•.::;:,.,:::: ANGLE EA. SIDE OF COL
/ (�y W/ (4)- 6 TO COL & ALUM. COL
& (1)- 3/?.:;'7S•;:::.1 f'L" LG. .:;
1- 1 2 X 3 1 2' LG. r:
C' P a:• ::3•: s::
TO CONIC:
. • . �ApCON TO CONIC. ;�.•..:•• ., :::: • �:� •�,.-
., ,ram'. ;'�".: ;i :�'t: • r:. >ir „ ';:.... j k,.
I Of
CONC.:: ,
OU
F N
.0 BOLT (MIN.) COLUMN ANCHORING DETAIL
(4)- #6 TO COL (TYP)
CLIP ANGLE COL�TAPCOPTO OONC./2LG.
TYP.) 2 PER COL
3 O 18" O.C.
1X2 1X3 LSEWHERE
FTC.
DELETE 1X2/1X3 FOR
FRONT ELEVATION OPEN PORT OYP.)
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/B"X2"
LONG. 1/2" DIA. BOLTS ARE TO BE EXPANSION TYPE. (SEE ANGLE TO CONC. DETAIL):;
EXPANSION BOLTS TO BE 'HILT] KWIK BOLT 11" 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
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 ROOF.LnAD:
ALUM. PAN & INS. PANEL STR. "-,-k
1. ALL PRIMARY MEMBERS WILL BE CONNEC1E6}49":f
FASTENERS.
2. ANCHORS SHALL BE PLACED GRW-E-A,• THAN
ALL CONIC. FASTENERS MUST $E.RMhti;:''A MIN. 0
LENGTHS SPECIFIED IN INDIV},btJR�:';tiA1LS;.:;:;'• •.
3. FASTENERS FOR ALUM. Sk(EEl � '.-:SIiALL XCE€I
4. ALL CONC. ANCHORS SHA41,.-AEA,
W/ 1/2 INCH DIA. WASI�bk*S'.;:Ad,IN.
ED. OF
14 SCR55W'•MESH.
,X, LIVE LOADS
5'•#F OTHER POSITIVE
OF CONCRETE SLAB OR FOOTINGS.
INTO SOLID CONIC. REGARDLESS OF
PROVIDED
5. CONTRACTOR IS RESPON' 9e:.`4 INSULATE ALUak--.MEMBERS FROM DISSIMILAR METALS
TO PREVENT ELECTROLYSIS:;:; .'
6. ALUM. IN CON
-TAbT:--W/ COPlEi:;bjt'•;;N(0GD.-:8{}F1{L-A§E PROTECTED W/ HEAVY BOOTED BITUMINOUS
PAINT OR M{ijT'R•;}fiIJ3jT MEfHJrC�t kilr:•.lA f[jER OR THE WOOD SHALL BE PAINTED W/ TWO
COATS OF ALl7AA ;:144i)�l .'.PAIN ")4}q 7FI : 1fSINTS SEALED W/ A GOOD QUALITY CAULKING.
7. ALL DOORS TO 13:.f'Lt OlOS1NG AND LATCHING, W/5 FT. HIGH DOOR HANDLES WHERE POOL OR
SPA. ba3T-..-.DOOR LY3lsA LpN: i. 202 DOOR JAMB PLACEMENT IS OPTIONAL. ALL OTHER COLUMNS
8. PLAN SUPERCEDES ANY REQ.'S SHOWN ON
ARE NOWISTRUCTURAL MEMBERS INTERCHANGEABLY. STRIP FOOTING SCHEDULE
MkY;:RE::;tISED,
:RETt`f0A .'Vt NDAT1ONS TO BE 250OPS1 MIN,
EXCEEbJNd:;TH S SPECIFICATION MAY BE
PER LOC4"bUILDING CODES.
U,Rt
k�:;Jr'dTj &1D15:• COLUMNS ................. *AL 6005-T5
S10NS .........................AL 6063-T5
r;:stiEi ...................................'SAL 3003-H16
RO6t, RIVETS, WASHERS ......AL 2024-T4
a'TENERS TO BE ALUM., NON-MAGNETIC
UM PLED ATSTEEL OR
STRUCTURE FOOTING (MIN.) REBAR
WIDTH X DEPTH
SCREEN ROOF W/ 12"X10" 2-#5
UP TO 7LB
SCREEN ROOF W/8LB 12"X12" 2-#5
SCREEN ROOF W/ 12"X16" 2_#5
9LB OR 10LB
ALL SOLID ALUMINUM 12"X16" 2-#5
ROOF
S STEE CA DMI
SL,
HEADED (NYLO-TEC OR PRO-TECT) FOOTING SIZES SMALLER THAN SHOWN MAY BE USED
WITH SITE SPECIFIC PLAN.
*UNLESS OTHERWISE NOTED
F.B.C. 2014 EDITION & ASCE 7.10
3"
TO
FRONT ELEVATION
INTERIOR FASTENING
4 - #10 X 1 1/2" SMS.
INTO SCREW SLOTS EA. SIDE
Z2"
CHAIR RAIL CONNECTION
a CHAIR RAIL PER SCHEDULE
6005-T5
/8" X 3" LG. MIN.
NO SIDES OF COL
1 TO COL
3/8"X2 1/2' LG.
TO CONC.
2"X2"X7/8" X 3" I.G. MIN.
ANGLE TWO SIDES OF COL
W/ (6)- #1 TO COL
TAP(2)-CON3/8"X2 1/2' LG.
TS TO CONIC.
(6) - #10 X 3/4" SMS, (3 EA. SIDE)
2". X 2" X .062"
RECEIVING CHANNEL W/
�/� 6 - #10 X 3/4 SMS. TO
I ' I SIDE bF 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.
12 - CLIP ANGLE, 3/32 MIN.THICKNESS
*LAG BOLT LENGTH TO BE 1" LONGER
THAN ALUMINUM PANEL THICKNESS
DATE 09/30/15
S STEE CA DMI
SL,
HEADED (NYLO-TEC OR PRO-TECT) FOOTING SIZES SMALLER THAN SHOWN MAY BE USED
WITH SITE SPECIFIC PLAN.
*UNLESS OTHERWISE NOTED
F.B.C. 2014 EDITION & ASCE 7.10
3"
TO
FRONT ELEVATION
INTERIOR FASTENING
4 - #10 X 1 1/2" SMS.
INTO SCREW SLOTS EA. SIDE
Z2"
CHAIR RAIL CONNECTION
a CHAIR RAIL PER SCHEDULE
6005-T5
/8" X 3" LG. MIN.
NO SIDES OF COL
1 TO COL
3/8"X2 1/2' LG.
TO CONC.
2"X2"X7/8" X 3" I.G. MIN.
ANGLE TWO SIDES OF COL
W/ (6)- #1 TO COL
TAP(2)-CON3/8"X2 1/2' LG.
TS TO CONIC.
(6) - #10 X 3/4" SMS, (3 EA. SIDE)
2". X 2" X .062"
RECEIVING CHANNEL W/
�/� 6 - #10 X 3/4 SMS. TO
I ' I SIDE bF 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.
12 - CLIP 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.
%ENGINEERING
SH c
CIVIL & STRUCTURAL ENGINEERING
7360 N.W. 5th Street Phone (954) 727 - 2027
Plantation, FL 33317 Fox (954) 727 - 9644
7• pp�
C.T. P.E.
THIS DOCUMENT IS THE PROPERTY OFTARNOWSKI ENGINEERING,
IAI\ItlOWSKI
STRUCTURAL ENGINEER - FIA. UC. 0050662
INC. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART
WITHOUT WRITTEN CONSENT OF TARNOWSKI ENGINEERING, INC.
ALL CALCULATIONS ARE BAS', 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
45
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
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
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
N
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
16.1
14.4
13.2
12.2
11.4
10.7
10.2
9.7
9.3
8.9
B.6
8.3
8.1
7.8
7.6
7.4
7.2
15.1
13.5
12.3
11.4
10.7
10.1
9.5
9.1
8.7
8.4
B.1
7.8
7.5
7.3
7.1
6.9
6.7
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
1
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.K
12
12.3
11.0
10.1
9.3
8.7
8.2
7.8
7.4
7.1
6.8
5.6
6.4
6.2
6.0
5.8
5.6
5.1%:
14
11.4
10.2
9.3
8.6
8.1
7.6
7.2
6.9
6.6
6.3
6.1
5.9
5.7
1 5.5
5.4
5.2
5.1:•
16
10.7
9.5
B.7
8.1
7.5
7.1
6.7
6.4
6.2
5.9
5.7
5.5
5.3
1 5.2
5.0
4.9::
4.8 '
18
9:0
8.2
7.6
7.1
6
6.1
5.8
5.6
5.4
5.2
5.0
4.9
4.7
R: '•:•
4.5
20
9.5
8.5
7.8
7.2
6.7
6.4
6.0
5.7
5.5
5.3
5.1
4.9
4.8
4.6
4.5 •'•
d 4 :
•'::3:.
TABLE GIVES MAX. COLUMN HEIGHT FOR GIVEN COLUMN SPACING AND BtAM LUAU
*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
W
COLUMN TYPE: 4X4X.090 LOADING = 33 PSF AREA = 1.45
COL
SPACING
4
5
6
7
8
9
10
11
12
13
14:
•. 15
T;6'
:;: I�/';:
.1B•
;.:,1'9; .'.:20
4
1 33.21
29.7
27.1
25.1
23.5
22.1
21.0
20.0
19.2
18.4
1,7.$.
:17..1
16:6
::1.6:1'•
•: b.:
::7•S.2•
' 14.9
5
1 29.71
26.6
24.3
22.5
21.0
19.8
18.8
17.9
17.1
16.5
•tS. '.'•:S&Z
4.9
'•:•A'4•.
k(i•
6
:1
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 ,'1
•:i• .8:
'::1
.4
12.1
7
25.1
1 22.5
20.5
19.0
17.8
16.7
15.9
15.1
14.5
13.9
13.4•
:'13'a':
fi2.6
12.2
i1.8
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
:•x.Y:!•
11.4
11.1
10.8
10,5
9
22.1
19.8
1 B.1
16.7
15.7
13.4
12.8..
:1.1:8.
1 .'4:.:
•1:1:
: 10.7
10.4El
10
21.0
18.8
17.1
15.9
14.9
14.0
13.3
12.7
1 .5:::T1:
•
:.1.1 :':SD
:
•': dfi•
:7 •.2
9.9
11
20.0
17.9
16.4
15.1
14.2
13.4
12.7
12.1
L7: '•:.:15:%
::1D ':•..43:
•:iOD•:•9:7
9.4
12
19.2
17.1
15.7
14.5
13.6
12.8
12.1
11.6
113?
':•10 6
': D 2:
rTi r:
:91i'•:
:'9.3
9.01415.9A13.4
126
10.7
10.2
'.� .: -.;95:
9.2 '
'BT3•::
' 8.6
8.416
16.6
14.9
13.6
12.6
11.7
11.1
10.5
: t0. •
•9.6
9:2:.'•$
'•:..8.6
8.3
8.1
7.818
7
14.0
12.8
11.8
11.1
: '
: 9c4.
:9'0
B. :::'J&.:':
78.3
7.8
7.6
7.420
14.9
13.3
12.1
11.2
105
99:8.6:
8.2
fl::
•:7 J•.
7.4
7.2
7.06
TABLE GIVES MAX. COLUMN HEIGHT FOR
*BEAM LOAD FACTOR = THE SUM OF 1,
ATTACHED TO E
COLUMN SCHEDULES
AND
INUM ROOF (SCREE
BEAM LOAD
FACTOR*
BEAM LOAD
FACTOR*
COLUMN
HEIGHT
MAXIMUM COLUMN•f4tJG}1f;1{U/10'ALUMINl7t�aQ¢F::•,'::
MAXIMUM COLUMN HEIGHT W/20'ALUMINUM ROOF
COLUMN
4.0'
4.5'
5;-0;:
;:5a:::'::g;�•`:;
:,$ 5'
7:0`::;7;5
8.0'
COLUMN
4.0'
4.5'
5.0'
S.5'
6.0'
6.5'
7.0'
7.5'
8.0'
2X3X060
7.6
7.3
7:(1::;:;';6;g:',::1)
•::;:::fi;5r;,:•$;3
":'6.2
6.0
2X3Xo60
7.5
7.1
6.7
6.4
6.2
5.9
5.7
5A
5.1
3X3X090
9.5
9.1
8.8':.;:'.FT;it:
7.7
7.5
3X3X090
9.5
9.1
8.8
8.5
8.3
8.1
7.9
7.6
7.4
3X3X125
10.5
::10.1
9.7'•1?::$;A'•;:
, fi:2:;•.:;;8
5;;:::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;Q;::
11 3,
11.9
:f 4;a':
;':?;f7:
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
;1'4'2'::7'3'6
13.1
12.•7.•:
1;4
12.0
11.7
11.5
11.2
4X4X125
14.2
13.6
13.1
12.7
12.4
12.0
1 11.7
11.5
11.2
4LB ;:;;:'6,tr'::.'
8.1
7.6
?2;:::6;&.
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
�p.4
9.8P274
::$:J
8.5
8.2
7.8
7.6
5LB
10.7
10.0
9.4
8.9
8.4
8.0
7.6
7.2
6.8
10.6
;•'9.6
9.2
8.9
8.5
8.2
6LB
11.6
10.9
10.3
9.7
9.2
8.8
8A
7.9
7.5.
::L'•,B';::'
13:i :•;:1;2;8:•
12.2
11.1
10.6
10.2
9.8
9.5
7LB
13.4
12.5
11.8
11.2
10.6
10.1
9.7
9.3
;$;9;•;:
8}
22.2'•;•21:¢;::kT;6
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
17.8;'•::j.Y;'L:;•
9LB
24.4
23:$;'•:;^2.:8r
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
9LBH
26.4
25.'a•;:;245
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.•:91:4
10L6
30.4
29.3
'28.2
26.6
25.9
25.2
24.7
24.1
10L6
30.4
29.3
28.2
27.4
26.6
25.9
25.'
�S t':7'
24.1''
TABLE GIVES MAX. COLUMN HEIGHT FOR GIVEN COLUMN SPACING AND BtAM 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>�.HEDULE
MAiCIMUM R'AIL'SI?irP1;:::'•:. LOAD
RAIL ; :;::q:q 5.0' sia:: ;:Y:U`::''•:8•D' >FACTOR*
202''.;;;;;fx'• 5.9 5.4''::3:I}:'.:':d.7
2X3XO*,.: 9';8': 1 8.7 8.0 1;4;;' Fi.9
:2X3xoso::7;fn:.:7.o-2:...9.4 6.i 8.1 RAIL
LENGTH
�(�1X050. ;:1'} Ili i'•i'0't:f:: v; 3;5:; :::.8.8 8.2
10.0 9.4
14FA7OR: = 1/2''fHE DISTANCE TO CHAIR RAIL OR GROUND
BELbTHE DISTANCE TO CHAIR RAIL OR ,BEAM ABOVE
SCREEN FABRIC DETAIL SHEET: 18X14 MESH I EXPOSURE B 1 160 MPH I F.B.C. 2014 EDITION
18X14 MESH
LE FOR SOLID ALUMINUM ROOFS
MAXIMUM BEAM SPAN
BEPTPR:;;
:::;4::::.
5.'::';•:
`.¢'::1
7'
8'
9'
10,
12'
14'
16,
18,
20'
2X4X125'-
: }•d,' *..
',;:'9. ..-.,
:: 9.01
8.6
8.2
7.9
7.6
7.1
6.8
6.5
6.1
5.8
`•2X125
'12;4'•;
:;1 j;:S
10.9
10.3
9.9
9.5
9.1
8.6
8.2
7.6
7.2
6.8
:•' SLB,;':i•.;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
14.7
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
21.0
19.4
18.3
17.4
16.6
16.0
15.2
13.9
12.8
12.0
11.3
10.7
;::•9LBH
22.6
21.0
19.8
18.6
18.0
17.3
16.7
15.5
14.3
13.4
12.6
12.0
10L6
26.1
24.3
22.8
21.7
20.7
19.9
19.2
18.1
16.7
15.6
14.7
1 14.0
TABLE GIVES MAX. BEAM SPAN FUR 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
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'R4.
3X2X050
5.1
5.0
4.9
4.8
4.7
3X2X050
3.9
3.9
3.8
3.8
2X3X097
6.6
6.6
6.6
6.5
6.3
2X3X097
5.3
5.2
5.2
5.1
2X4X050
6.1
6.0
5.8
5.7
5.6
2X4X050
4.7
4.7
4.6
4.52X4X125
8.0
8.0
80
8.0
8.0
2X4X125
7.3
7.2
7.0
6.92X5X050
7.1
6.9
6.7
6.6
6.4
2X5X050
5.5
5.5
5.4
5.3
2X5X125
8.0
8.0
8.0
8.0
8.0
2X5X125
8.0
8.0
8.0
8.0
8.0
TABLE GIVES MAX. BEAM SPAN WK GIVEN BtAM 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.
BEAM LOAD
FACTOR*
BEAM LENGTH
B/T COLUMNS
DATE /
ENGINEERING BUSINESS CA 00009677
TARNOWSKI
ENGINEERING
CIVIL & STRUCTURAL ENGINEERING
360 N.W. 5th Street Phone (954) 727 - 2027
Plantation, FL 33317 Fax (954) 727 - 9644
THIS DOCUMENT IS THE PROPERTY OF TARNOWSKI ENGINEERING,
WITHOUT WRITTENOTBE REPRODUCED IN WHOLE ORIN PART
CONSENT OFFTARNOWSKI ENGINEERING, INC.
SCAL
, :C:T: TARNOWSKI, .E.
STRUCTUPo>L ENGINEER 050662
6005-T5
07' �01 15
N.T.S.
. 62, [160B]
- FIA. UC. 0