HomeMy WebLinkAboutConstruction Plans7
- CODES:
-FLORIDA BUILDING CODE 6TH EDITION (2017).
-THE ALUMINUM DESIGN MANUAL, CURRENT EDITION.
-ASCE 7-10.
-DESIGN WIND PRESSURES DERIVED FROM ASCE 7-10 AND PER
FBC SECTION 1609 AND TABLE 2002.4.
- OCCUPANCY: SINGLE FAMILY HOME - SCREEN ENCLOSURE
- STRUCTURE: OPEN
- BUILDING HEIGHT: < 60 FEET
- MEAN ROOF HEIGHT: 9'-0"
- BASIC WIND SPEED: 150 MPH
- RISK CATEGORY I
- EXPOSURE CATEGORY: B
- WIND PRESSURES:
- 9 PSF SCREEN ROOF
- 31 PSF WALLS
25 PSF SOLID ROOF
- ROOF DEAD LOAD: 0 PSF FOR WIND LOAD CALCULATIONS
- ACCORDING TO RATIONAL ANALYSIS THE EXISTING STRUCTURE AND
ATTACHMENT TO FASCIA CAN SUPPORT GRAVITY, UPLIFT, AND LATERAL
LOADS IMPOSED BY SCREEN ENCLOSURE
- PROJECT HAS BEEN REVIEWED FOR SHEAR WALL REQUIREMENTS
- NO IMPACT PROTECTION IS REQUIRED FOR SCREEN ENCLOSURES
- SOIL BEARING CAPACITY FOR FOUNDATIONS: EXISTING, ASSUMED TO BE
WELL COMPACTED AT 2000 PSF
- CONCRETE SHALL RAVE A MINIMUM COMPRESSIVE STRENGTH OF 3.000
PSI AFTER 28 DAYS.
- ALL BEAMS AND COLUMNS ARE "LAB BEAMS", UNLESS NOTED OTHERWISE.
cn
E5
r�
H
z
GENERAL NOES:
1. DESIGN IS BASED ON 6005-T5 ALUMINUM ALLOY.
2. CONTRACTOR MAY ADJUST DOOR LOCATION IN FIELD PER
HOMEOWNERS REQUEST.
3. 18 X 14 OR 20 X 20 SCREEN MESH MAY BE USED.
4. ENGINEER HAS NOT VISITED THE JOB SITE AND
SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN
ANYWAY FOR ERRONEOUS OR INACCURATE DATA
OR MEASUREMENTS THAT HAVE BEEN PROVIDED
BY THE CONTRACTOR. WORK SHALL BE FIELD
VERIFIED BY THE CONTRACTOR AND THE
ENGINEER SHALL BE NOTIFIED OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION.
T
7,-5.
Lt
F'--- 8'4'
INSULATED ROOF SYSTE
(APPROVAL # FL-7561-114)
2' 18' 2,
22'
PLAN VIEW
FRONT ELEVATION
PER THE FLORIDA BUILDING CODE 61h EDITION (2017) FOR FOUNDATIONS
AD LOAD =
25
2.0
PSF
PSF
w
�.
TAL qz = qz -DEAD LOAD =
EA OF ROOF =
23.0
396
PSF
SF
F+
NO UPLIFT = TOTAL gz'•ROOF AREA =
9 108
LBS
Q
U O
FETY FACTOR - SF =
SF•WIND UPLIFT =
1.67
15 210
LBS
TAL WIND UPLIFT =
3
ax
:TIGHT OF CONCRETE (A)=
EXIST. BUILDING) (B) =
144
58
PCF
FT
RIMETER OF SCREEN (EXCLUDING
RIMETER OF EXIST. BUILDING RESISTING UPLIFT (EB) =
22
Fr
'UFT RESISTED BY EXIST. BUILDING (UB) =
7,605
LBS
W
EIGHT OF CONC. FOOTING = A•B•WIDTH•DEPTH = F
IICKNESS OF CONC. SLAB (C) =
8 352
N/A
LBS
FT
44
o
tEA OF CONC. SLAB CONSIDERED IN CALCULATION (D) =
EIGHT OF CONIC. SLAB = A'•C-D = S
N/A
N/A
SF
LBS
V
"
)TAL RESISTING FORCE = S+F+LIB =
15,957
LBS
Go
1MMARY: 15,9S7 > 1S,210
—8'-3"—I
rz&D-� _v( 55'
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
BOCC ®'
=Z:U) a
lu :Z
;t 0
r'.0 J;
RECEIVED
MAR 0 5 2020
ST. Lucie County, Permitting
EXIST. FOUNDATION DETAIL
Le:rkm.<?.f
:ki..�'tiv Tilt.• �;��}�7
12" x 12" CONCRETE FOOTER W/ l
(2) #5 REBAR BENEATH PAVERS
Ell
ki
is
FL
DATE 03/03/2020
DSM E KENNEDY
DRWN: E KENNEDY
M. E KENNEDY
SCALE: N.T.S.
DWG. No. 1 0/ 4
2•
COLUMN PER
'sumo 12MIL NOTES•
1) DI9OM AND CONSTRUCTION SHALL CONFORM TO THE NODUIRE1FNTS OF THE
FUmGA BUDDING CODE SIN IDXIION (2017L RE ALamm DESIGN MANUAL
(MMff EGRION), AND ASCE 7-10.
2) DETAILS ARE BASED ON DESIGN PRESSURES TAIH ULTWME WIRD SPEED - 160
MPH, DPOSURE C. RISK CATEGORY A AND 20 X 20 MESH WITH > 60% SCIm
OPENINGS.
3) MINNIUM IN%E'DGOARTER WAM MINIMUM HEAD SHALL AND/OR1/2*.WITH A
BE
4) ALL FASTENERS SHALL BE 2D24-74 ALUMINUM ALOY. NON-MAGNERC SWNIFSS
STEEL. CABWUM pWED STEEL OR OTHERWISE CORROSION RESISTANT MATERIAL
ALL FASTENERS SHALL COMPLY WITH 5.1.1C, GpECMTNTN9 FOR ALUMINUM
STRUCTURES - SECTION 1. THE ALUMNNI A450DIATNIN. PG, AND APFIXAB E
FEDEPAL. STATE, AND LOCAL CODES.
5) ALL TRCONG 94ALL BE 1 D/4' MOINU EMBED CRUDE3' MINIMUM DISTANCE FROM EDGE OF CONCRETE
6) ALL CONCRETE MOM SIIML HAVE A 1-3/4' MINIMUM EMBED AND 3' UMMUM
DISTANCE FROM EOM OF CONCRETE
7) ALL E�C� SNAL BE PROTECTED FROM DISSIIUR METALS TO
PRBW
8) DESIGN IS BASED ON 60OS-T5 ALUMINUM ALLOY.
CORNER COLUMN
N.T.S
ETML
T RCOU LED
B COLUMN)
R
NNG DETAIL
I
OA75'
3X3 P
T-2-
TLP
T
2%4P
2'
t
„0.OSS'
2X4 P
'N• BRACE'
(SEE NOTE 4)
'K sumF(SEE NOTE 3)
.X. BRACEJ Ti
(SEE NOTE 4) (SEE
Jigs:
1) PROVIDE UIFL 3/4• KTWEN FASIF3CEP5 AND MN 1/2* EDGE DISTANCE
2) PROM A WIN. OF TWO FASTENENS PER MEUREF.
3) -W BRACE W%DEi USE 3 064• MN. PLATE ORU
k017J•XB'XO.OW UN. ANGLE / l(9))-1145MS./HEX HEMS.
4) VSWWirSE 3 X4-4.O i• UKOPLATE OR 4ko.os4• wIu uEai % (6)-f14 sHs/1IEESX IRMs.
aK11IM
BRACING DETAIL
N.T.S
2X2 P EAVE
2X2
2.6X2.6
3%3
1 2•
4L0 6LB 6LB TLB.BLB,
9LB —9LB—H10LB LAP BEAM
F-2'— �f
100ow
2X3XO.060
ffNYEiOEA SUMP 0�
FAS
1# i9� 0.055'
CIA
ACE
NTIE 3)
0VCE
NOTE 4)
SEAN TYPE 6 I.
AILS .100 .046 OS'
us .116 .OSO
6IB .120 .050
71B .120 .OSS
BLR .224 .072
9lB M4 .072 OAIO'
9LI1 .306 .082
10LB .369 A92
102
CABLE
CONNECTION
A 9Ta14XLI fEKS
4'ANGLE.1250N
� DEG CDT
EYE BOLTFOR G191E
TENSION
&9'%3•EMBEDEDTAPCON
B INTOSIDEOFFOOTIN0
O\,
4 MIN EDGE
DISTANCE ® O
CONCRETE FOOTING = Z ; W
CABLE ATTACHMENT DETAIL i��i,,
N.T.S.
ZMO.060 OR
2X3)(0.050
0�4.87' 1•
3• UC!
N�
I 0.078' � � O.OSS•
JTI SUPER GUTTER E-GUTTER 2X3SAVE 1144 X 2-EN IS' LONG T
I 2• --� 2• ,1E� -CIF. 1•
2' 'I T• "I
`I� 5A94'
il
y
- � T
l
� J� 0.044 0.046• 0.010'
il2X3X0.
g%2 LGUTTER BRACE 202 1X2 1X3
1.75• �7F �' 2•
�A^N 060
LL001'2
0.
L 2X2
HHyH-9
riN
0.061'
MEMBER EXTRUSIONS
N.T.S
TTyTa
I
1nb�
�0.084'
C 1X2
C 1 33
C 2X2
C 2X3
File Copy
AA I.► .
N
0
4
9
DATE 03/D3/2020
OSGN: E NENNEDY
DRINK. E RENNEDY
CHM. E IONNEDY
SCALE' N.T.S.
DWG. NIL. 2 OF 4
F
•
(SEE NOTE 2) 4 2' 27
25' Mw.
3. MIN.
/3± EIE PLAN
(IBM.)
CUP ANGLE
DELETE 1X2 FOR
OPEN FORT (TYP.)
,x2
FOOTING
-:..
SECTION
'
=_Wlw PER PUN
R2x,/4• ANGLE
FACH SIDE OF COLUM
0
62-(2
MR
(4)-l12 X 1' LONG SLS
TO COlumm (m)
TAPCON W/
2• UN. EMBED OR
(0-3/8' X 4' MANSION
1/4• TAPCON W/ 2'
ION. EYBFD A 18•
O.C. ELSEWHEor
NODS:
1) ANGLES ARE NOT REWIRED FOR 202 DOOR .OMB COLS.
2) FOR =%1NS S' DEEP OR LARGER NSTALL ADDIION& 2'X2-L2'XI/4' ANGLE
EACH SIX:
COLUMN ANCHORING
N.TS
CUTTER W/ (1)-l10 O
12' O.C. TOP 0 BOT
(ION 3 PER PANEL)
SEE COENN ANCHDMG
DETAIL
d
CONCRETE FOOTING
(PER PLAN)
d
(1)-1/4 TM -SCREW. W/ 1' WASHER (LAG
BOLT SHALL BE A Eel. 1' LONGER THAN
PANE. T100(NESS)
CONC. STRUCTURE
(2)-1/4' % 2-Ile TAPOON
CLIP (SEE NOTE
2• x 2' X 1/8' CLIP ANGLE EA SDE
W/ (2)-1/4• BOLT/0-SHEY IT OR
(TO REAM (SEE NOTE 1) HE40 EA/ aP
NOTES:
1) FOR 7LB OR LARGER USE (3)-1/4. 8DLT/WASHER/NUT OR
(4)-010 S.NS/HEX HEAD
2) FOR SLB OR LARGER USE (3)-1/4. 2-1/4• TAPS EA
CUP FA SIDE OF GUM
BEAM TO CONC. WALL
CONNECTION
ILLS
AImum FLANGE (OPRDNAL)
1/8' MNWUY THICWffSS
2-
let CUP ANGLE W/ (2)-1/4•
FASCA DDLTS/WA9&R/NUT TO BEAN
AND (2)-1/4• X S LAO TO
FASCIA
\—SrAl
Notes.
1) FOR 7LB OR GREATER USE (3)-1/4' BOLTS/kk%U/NUT
TO BEAM AND (3) 1/4' x 3' LAG TO FASCIA
BEAM CONNECTION AT FASCIA
N SIZED PER PLAN
4'-0• MAIL WIDTH (IYPJ
(LfNCN PER PLAN/PRODUCT APPROVAL.)
2' x 2• x I/W CUP ANGLE
W/ W10 Sms/MIX HEAD
EA FACE EA. SIDE
TYPICAL ROOF PANEL
MT.S
J�CHNFI PAIL PER PUN (I) -Ile TEK-SCREW, W/ 1' WASHER (LAO
BOLT SMALL BE A CON. 1' LONGER THAN
COLININ PANEL TEDCINW) 0 8. O.C. (M)
TYPICAL SECTION AT COLUMN
N.T.S.
N.T.S.
(OPNONAL)
CONC.�(')-nD SYS/IffX
STRUCTURE _ READ 0 8' O.C.
H-2 OR H-3
16'O.G TO CONIC, I/4-X3'
LAG01s•a.Gro2x4sTTD
(1)-1/4' X 2-1/P TAPOON 0 2NG ELi/1li' CUNT. PLUM.
It O.C. TO CONC. SJANGLE W/ (1 o oIS,/HEx HEAD 8' O.C.
NODS.
1) IF UNABLE TO NSTWLY COTSIRIT ANCHORS FROM HEADER
CHN001 THEN NSTAIL 2'x2' CONTINUOUS ALUMBAW ANGLE
AS SHOWN TO PROVIDE ADEQUATE RDNFORCEIMIT.
CONC. WALL CONNECTION
N.T.S.
SELF-spcoG ALUMNUM ROLL
ROOFING TAPE OR EQUAL
(PER Pl/N) _ __
____________
BSUATED PANE.
INTERLOCKING PANEL
CONNECTION
N.T.S.
(1)-,/4• TE(-SCREW. W/ 1' WASHER (AG
BOLT SHALL BE A CON. 1' LONGER THAN
PANE. THIMESS) O 8. O.C. (11'P.)
PrDJ.! 18 AP-00
202 or s('l
Ds
(fO-
SAMANEX
E) U) 0 ' OE.CD. r'
202 E-
(2)-l10 O V 0 Ed
SMs/m HEAD U
CORNER COLUMN
N.T.S. r14 tq F
0
Go
202 202 a.
NERD mPa
_ _.41111 OFA._
0 12' O.C. ELSEWHERE _-- -
NOTES.
1) 1• FASCIA MAY BE BUILT UP BY LAGGING NEW 1' NFMBER
TO ND W/ (2)-1/4' X 3-1/2• LAGS/TRUSS 0R RAPIER.
2• SUB -FASCIA BOW 1' FASCIA IS ALSO ACCEPTABLE,
FASCIA CONNECTION
N.T.S.
PANEL
!W. W/ 1' WASHER (LAG
WIL I. LONGER THAN
0 8' GG (1YP.)
AN e0-
A
.,IAA
�� ''• >�
Cp
• C
ARRYAM • ••
3%2 TEEM 1X2 SX2
o'd BEAM BUN
1/8' ION TIOCIO165 (I)-l10 x I-I/2' 1/8' MN Txx3NESS COWNN TWCK RECEMNO TNANNEL
CLIP. ANTRE W/3 !IQ S.MS/HEL HEAD 011' CUP ANGLE W/3 110 ANCHORED TO BEUT W/ (5)-/I{ TE(
SMS./IIEDL HEAD EA O.C. (ttP.) SMs./NFX HEAD EA SCREWS EA SIDE AND TO CUWLN
M N/
FACE OP.) FACE (TYP.) (5)-!10 SM.S/IEM HEM
arsE TIES DETAIL FOR COWMN SPACING GREATER THAN B'. -USE THIS DEIAI. FOR c0E0AN SPACING LESS THAN B'. CARRY BEAM TO COLUM `L' AEI Fa'f'
COLUMN TO PANEL CONNECTION CONNECTION
WT.S
N.T.S.
4L
T.E (j
Wz
ZW
w
ZZ�� �$
W� G� n°
E
YW�o$h'S5
n��.bb.Y
�y�NNo
a
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2
0
5z
Q
a
z
DATE' 03/03/2020
DSGN.' E. KENNNEDY
DST: E XENNEDY
CHKR E KENNEDY
SCALE; N.T.S.
DWG No. 3 of 4
SCREEN BEAM SCHEDULE
WITH MANSARD ROOF MAX, BEAM SPAN
BEAM
COLUMN SPACOJG
W UP
TO V COLUMN
HQGFT
BEAM
COLUMN SPACING
W UP
TO 10' COLUMN
NQOT
BERM
COLUMN SPACING
W UP
TO IT COLUMN
HE[C4T
BEAM
COLUMN SPACING
W UP
TO 16' COLUMN
EL
BEAM
COLUMN SPACING W UP TO 20' COLUMN HEIGHT
5'
6'
7
w
S'
6'
7'
8'
S'
6'
]'
B'
S'
6'
T
e'
S'
6'
1 7'
1B'
4LB
4m
4m
418
1
1
1
1
4LB
SUB
5LB
SUB
SLB
SUB
6W
fiW
6UB
6LB
6LB
70
71LB
713
7LB
7LB
am
38.3'
31.9'
26.&
22.0'
BIB
35.0'
29.0'
22.0'
150
8W
M.5'
25.5'
BLB
27.6'
16.9'
BLS
20.3'
9W
41.9'
35.7
29.1'
23.5'
am
39.8'
92.4'
25.6'
18.9'
9IH
VA
29.3'
=21,4*22.51
9LB
31.9'
21.4'
8.0'
9LB
24.9'
7.5'
91811
55.9'
48.1'
02.5
3].8'
9LBH
53.5'
96.3'
40.4
35.3
9LBH
51.6'
44.1'
9L&1
47.9'90.0'
32.6'
25.6'9LN1
43.9'
35.3'
26.1'
16.3'
LOW
62.6'
58.1'
54.8'
49.6'
NOON
62.6'
59.4'
53.7
47.6'
LOW
60.6'
S6.9'
100
60,0'
S4.1'
47.1'
43.5
IGLO
58.5'
S0.5'
43.3'
36.W
DEAN
COLUMN SPACING
W UP
TO 8' COLUMN
HEIGHT
COLUMN SPACING
Wl UP
TO 19 COLUMN
HELGM
BEAM
COLUMN SPACDJG
W UP
TO 12' COLUMN
NEIC4IT
COLUMN
HQGHI'
BEAM
COLUMN SPACING
W UP
TO 20' COLUMN
HEIGHT
5'
6'
]'
B'
5'
6'
7'
8'
S'
6'
7'
8'
7'
8'S'6'
7'
8'
4LB
4LB
4LB4LB
5WSIB
5WSLB6LB6LB
6LBGLB
MPACIWV�l.16'
RH7LB
7LB7LO
8LB
29.4'19BW
25.0'
11.9'
8W
20.0'
8LBam
E
9L6
33.8'24.4'
13.8'
9LB
30.1'
16.8'
9LB
25.8'
10.S'
9LB
9LB
9WH
49.4'
41.4'
34.6'
28.0'
9lSH
46.9'
38.8'
31.tl
33.1'
918H
44.5'
35.6'
26.9'
17.5'
9LBH15.8'
9LEH
33.3'
lOLB
59.4'
S5.0
48.8'
49.tl
lOIB
58,8'
S3.4'
46.3
a0.3
101B
58.1'
S1.3'
43.8'
36.9'
SOW
..38.4'
29.9'
10LB
51.9'
EAVE MEMBER
SCHEDULE MAX. SPAN
EAVE MEMBER
DISTANCEFROM EAVE MEMBERTO CHAIR
WITH FLAT ROOF
RAIL BELOW
EAVE MEMBER
DISTANCE FROM EAVE MEMEERTO CHAIR WL BELOW
WITH 3' MANSARD
FAVE MEMBER
DISTANCE FROM EAVE MEMBERTD CRAM
WITH 4' MANSARD
RAIL BELOW
6'
7' 8'
9'
6'
7' 8'
9'
6' 7
w
9'
2%2X0.040
8'-0"
B'-0' 8'-0'
1T-e•
2%2X0.040
8'-0'
1 T-9' 1
1 2XZXO.040
1 8'-0"
T-6'
6'-11'
6'-6-
2"XO.050
1 8'-0"
1 W-0' I 8'•0'
1 8'-0'
1 2X3X0.050
I B'-0'
I 8'-0' 1 8'-0'
1 7-10
1 2X 0.050
8'-0"
9-0'
1 8--0'
7'-6-
2MG.060
I 8'-0'
I T-0- I W-0'
1 8'-0'
1 2X3%0.060
1 8--D'
I 8'-0' I 8'-0"
1 8'-0'
1 2X3X0.060
1 8--0" 1
9-0'
1 8'-0-
I a'-0-
COLUMN
SCHEDULE WITH SCREEN FABRIC
ROOF MAX. COLUMN HEIGHT
MAXIMUM
COLUMN IHEIGHT fRETURN WALL
MAXIMUM COLUMN HEIGHT W UP TO MAX 25 ROOF SEAM
I MAXIMUM COLUMN HEIGHT W UP TO MAX S0 ROOF BEAM
WLUMN
COLUMN
COLUMN
4-0"
6'-0"
7-0"
B'•0"
S-0"
6'-0"
T-0"
8'-0"
5'-0"
6'-0"
T-0"
e'-0"
4LB
9.2'
8.5
7.7
4LB
8.7'
7.8
4LB
SUB
12.0
SILT
SUB
11.5
10.4'
9.4'
8.6'
SE
10.6
9.4
8.4'
7.G
13.3'
10.5'
6LB
12.T
114'
.
.
10.4'
9.5'
6LB
11.6
30.4'
9.2
8.7
7L3
15.7
11.8'
7LB
14.5
.
130'
12'
0
11.0'
7LB
13.5
11.9
10.7'
9.7
8LB
20.0'
M20.U20.U
18.1'
SUB
20.0'
200
.'
187
.
17.4
8LB
20.0'
19.4
17.7
16.3'
SUB
20.0'
19.3'
9UB
20.0'
200
.'
19T
.
18.3'
9B
20.0'
20.0'
18.6'
17.1'
9B
2O.0'
20.0'
9LEH
20.0'
00
2.'
00'6B
2.
20.0'
9IBH
2O.0'
20.0'
20.0'
20.0'
WAY
20.0'
ICLB
20.D
M.0'
2
0.0'10LB
20.0'
IOLB
CHAIR RAIL SCHEDULE MAX. SPAN
RAIL MEMBER
LENGTH OF VERTICAL LOAD ON CFATR RAIL
4' S'
6'
7' 1 8'
S
2X2X0.040
8'-0° 7'-D'
6'-6"
6'-0" 5-6"
2X3XO.050
5-11" 8'-10"
8'-0"
T-6" 1 T-0"
I 6'-B"
2X3XO.06O
11'-0" 1 11'-0"
I 10'-S"
1 9'-9" 1 9'-2"
1 8'-8"
2X4XO.05o
11'-0" 1 10-8"
1 7-8"
1 8`11" 1 V-4°
1 7-11"
BEAM PROPERTIES
BEAM
TYPE
SIZE
THIIXNESS
b INCHES
4 INCHES
LI INCHES
12 INCHES
4LB
LAP BEAM
2.0
4.0
0.100
0.096
5U3
LAP BEAM
2.0
5.0
OA16
0.050
GILD
LAP BEAM
2.0
6.0
0.120
0.050
7LB
LAP BEAM
2.0
7.0
0.120
0.055
SLB
LAP BEAM
zo
8.0
0.224
0.072
9LB
LAP BEAM
2.0
9.0
0.ZM
0.072
9LBH
LAP BEAM
zo
9.0
0.306
0.082
10W
LAP BEAM
20
10.0
0.389
0.092
DBLSOW
LAP BEAM
2.0
10.0
0.389
0.092
SCREEN BEAM SCHEDULE W/
FLAT ROOF (MAX. BEAM SPAN)
BEAM
COLUMN SPACING
S'
6'
7'
1 8'
4LB
1S.5'
14.3'
13.0'
10.0'
SUS
17.5'
15.4'
12.5
6LB
19.1'
16.8'
13.4'
7LB
22.4'
20.0'
16.N
8LB
40.1'
36.2'
140.F
30.8'
9LB
42.5
38.4'
32.5
9LBH
46.5
43.5'
39.0
IOLE.
52.5'
495'
45.5
SCHEDULES AND NOTES
N.T.S.
swEmaE DESCH Bea:
1) THESE PLANS CONFORM M THE REOu0iE11EM5 OF THE FLORIDA BINDOIG CODE 6M
DIMON (2017). THE ALLUNlM DESIGN MANUAL (CUMff EDITION). AND ASCE 7-10.
2) WAIDIUM SPANS SPECIFIED ARE BASED ON DESIGN PRESSURES FROM FBC TABLE
2002.4 WHIR BA9C WND SPEED - 150 MPH. DFOSURE D. RISK CATEM I, AND
20 X 20 WF511 WRH > 602 SUM OPENNfS,
3) DESIGN PMSUFES ARE 9 PSF ROOF + 31 PSF WALL COMM LOAD AND 309 LE,
POINT LOAD NON -COMBINED LOAD.
4) LOADS ARE APPUED 9MIATANEOUSLY TO WALL & ROOF.
5) DESIGN BASED ON 6005.75 ALUMINUM ALLOY.
8) OEM WEDS L/60 DEFLECTION RMUWEMFNIS.
7) IBTM INTERPOLATION 6 ALLOWED ffiWEFN COLUMN SPACING
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DATE 03/03/2020
DSM: E KENNEDY
DRWN: E KENNEDY
CHXD: E. KENNEDY
SCALE: N.T.S.
DWG N, 4 01 4