HomeMy WebLinkAboutSTRUCTURE MANUFACTURING HOUSE11'--0" x M--0"Acrylic Room Extension Under Existing Roof & Il'x 24' Open Carport
Existing Structure
Manuf House
� sift t mere
�o I
Extension
Proposed -.
under
Kc of EwSting Acrysi iVNew Sun Room CarportF
—•. 59.01Y
_ Existing Pan Roof
Matetial List: 6005A-T61 Alloy
1" x 2" x 0.044" Open Back
2" .2" x 0.044" Hollow Tube
2" x 3" x 0.045" Hoflow Tube
2" x 6" x 0.050" x 0.120" S.MB.
3" x 0.024" x 1-Lb. EPS Pand
NOTE: Door Connection
1. Door to be attached to structure with (3) hinges (min.).
2. Each hinge to be attached to structure with (min.) (4) #10 x 3/4" S.M.S.
3. Each huge to be attached to door with (min.) (3) 010 x 3/4" S.M.S.
4. Bottom hinge to be mounted between 10" & 20" from'the ground
S. Top hinge to be mounted between 10" & 20" from top of the door.
SE PLANS A14D ALL PROPOSED WORK
SUF3JEUr rcj (�N" CORRECTIONS
WRED QY FI j,0 I1481TC7C1(r5 THAT
(AppBfsl.
E NECESS�AINYh]IN OWER TO
PLY WITH L'APrjW01 [•!4 Mh2lA� ide 1
"ONCEALED FASTENERS OR ATTACHMENTf,
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD
Brie— f Desc:
=New Carport'
on .existing concrete under
existing roof
Eksfiq
rxr
Host
swatll� xXR
r,r'b
0
—� 11 {1(lr ii-
'sting Pan Roof System
2s3, '
NA
3" Ira Roof Systerrl
. . ...... 25.00'
Ibis structure has been designed in accordance with the requirements of the
2014 Florida Building Code, Fifth Edition - Residential, Chapter 3, Section
R3012.1. The following wind load requirements, in accordance with 2014
Florida Building Code, Fifth Edition - Building, Chapter 16, Structural Design,
Section 1609 and ASCE 7-10 were employed in the design of the shucttae:
Ultimate Design wind Speed (Volt): 150 MPH
3-Second Gust Wind Speed (Vasd): 116 MPH
Risk Category: I
Wind Exposure Category. B
Applicable Internal Pressure Coefficient +/- 0.00
Design Pressure for Exterior Components & Cladding:
" Walls=+/-18.6 PSF
"Roof= +/--15.0 PSF
ST. LUCIE COON Y��� �
BUILDING DIVISIO
REVIEYd
FOR COMI9 i E
REVIEWED BY
DATE
PLANS AND RMIT
MUS i BE KEPT ON JOB OR
NO INSPECTION WiLL BE MADE
11M r--
ya
T Ins roof! ysw
Ill4MMPU&Bash,
Main V61 Post & Beam x ><S.D x sf�een /AayI1CUw
?X (v
De
i Z R) Room r, r. r v10.00' �- r ..... __._. 22.00'
.Wall ... .00r .—
HeieExdnC�
T
Front Wall Post, Beam,
sHod
e & Roof Detail
�r �j�RCC
rg Win Wall Post, Beam,
Xod & Roof Detail
�1
A p_3"_1nsFW_SYftn
r Ot'fUi Yl�a r"Wl OR1g111
00' ..... _._ ... tip- Zc 3 kn•sc. /3ra.t� D�� By: John
f Sf)f M Flof ida Aluf i m Prod.
F.Asting 4807 So US Hwy -1
Screen ' Room. a &�, 4th Wall Post &Beam Fort Pierce, Florida 34982
x . x x
t Detail (772H66-Og13
SCALE: 1/4" = 2'
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Revision #1:
1/17/18
Date:
11/18/17
PAGE:
1 of 3
`kr l ib ylic Room Details
vim/
2" x 3" Edge B
2"x3" —
Attach 1" x 2" To Girt Using
(4) x 1-1/2" S.M.S. (NBN.) int
Screw Bosses (TYP.)
Attach V x 2" To Base Plate Usin
(2) x 2-1/2" S.M.S. (MIN.) into St
Bosses (TYP.)
Corner Detail
Attach V x 2" To 2" x 3" Using
(4) x 1-1/2" S.M.S. (MIN.) into
Screw Bosses (TYP.)
t" x 3" Using #10 x 1-1/2"
N.) B 24" O.C. & 6" From
MAX.) (TYP.)
x 0.125" Angle Fastened to Beam
3) # 12 x 3/4" S.M.S. - Each Side &
dation Using (1) 3/8" L.D.T.
(MIN.) Into Solid Concrete & 4" (MIN.)
istance - Each Side (TYP.)
I/4" Diameter Tapconw/ 1-3/4" (MIN.)
Solid Concrete Q 18" O.C. & 6" (MAX.)
n Each Upright (TYP.)
Existing Reinforced
Concrete Foundation (TYP.)
(To Be Field Verified)
ESE PLANS AND AU PROPOSED WORK 1/8" Thick Intern
AlE SM-1,1ECT TO Ali 00RF.`TIONS
R1 OUIREU OY FIE!- III ?"l'`ft.' i.� ThAT
M kY BE NECESSAINN i � ORDON 10
G f11PLY WITH A L/�';=l OAPW 2•x2"
CO ME FASTEN OR ATTACHMENTS
ARE THE RESPONSIBI Y OF THE
CONTRACTOR OF RECORD
Existir-
2" x 3" Edge Beam
2" x 2" x I/8" Angle (TYP.)
1" x 2" Open Back
(1) 1/4" Diameter (MIN.)
Into Solid Concretee @ 18 18" O.C.
O.C.C. & & 6" (MAX.)
From Each Upright (TYP.)
,f
3" Upright (M.)
ttach Clip to Upright Using
) #10 x 112" S.M.S. (MIN.)
ach Side (TYP.)
Attach Girt to Clip Using
(2) #10 x 1/2" S.M.S. (MIN.)
Top & Bottom - Each Side (TYP.)
Alternate Girt Attachment
ST. LUCIE COUNTY
BUILDING Dll/ISIOFd
fiFVI1 E t32-
FOR COM PL E
REVIEWED BY
DATE
PLANS AND P RMIT
MUS I' CAE KEPT Ohd JOB OR
NO INSPEC'iIQ°4 V,'!LL LE FaA,r_+r
Attach Edge Beam to Upright Using
(4) #10 x 1-1/2" S.M.S. (MIN.)
Into Screw Bosses (TYP.)
Attach Girt to Upright Using
(4) #10 x 1/2" S.M.S. (MIN.)
Each Side (TYP.)
Attach Base Plate Upright Using
(4) x 1-1/2" S.M.S. into
Screw Bosses (TYP.)
i
v v IV v
h
Upright Detail
,Pen Carport Details
-- %-omposne raner to J u
Framing Member Using (1) 1/4
Lag w/ 1-1/4" Fender Washer
(MAX.) (TYP.)
Caulk All Exposed Screws
Roof to Edge Beam
posite Panel (TYP.)
Framing Member (TYP.)
Aluminum Framing Member (TYP.)
Knee Brace to Beam Using
"U" Channel w/ (3) #12 x 3/4" S.M.S.
Into Alum. Post & (3) #12 x 3/4" S.M.S. into
Knee Brace on Both Sides (MIN)(TYP)
- 2" x 3" Hollow Q 2'-0" (MIN.(TYP.)
Knee Brace to Column Using
"U" Channel w/ (3) #12 x 3/4" S.M.S.
Into Alum. Post & (3) #12 x 3/4" S.M.S. into
Knee Brace on Both Sides (MIN)(TYP)
3" x 3" Column (TYP.)
Knee Brace to Post/Beam
3" x 3" Aluminum Post (TYP.)
///���''' Aluminum Base Plate
(2) 3/8" x 4" Corrosive Resistive �.)� /
/ .125"' (MIN.) Thickness
Thm-Bolts w/ Nuts & Washers (TYP
(2) 3/8" L.D.T. w/ 2.5" (MIN.)
Embedment into Solid
Concrete Foundation (TYP.) Concrete w/ 4" (MIN.) Edge
Distance (TYP.)
Post to Base Connection
Existing Site Beam
Attach Channel to Existing Wood Factory Site
Beam Using (1) 012 Wood Screw with 1-1/2" (MIN.)
Thread Penetration @ 6" O.C. (MAX.)(TYP.)
3" Composite Panel (TYP.)
Attach Composite Panel to Channel Using
(1) #12 x 3/4" S.M.S. Screws Q 8" O.C. (MAX.)
3" Aluminum Channel (TYP.) Top & Bottom (TYP.)
Caulk Exposed Screws As Necessary
Roofto Host
Side Notch Is
3" x 3" Column (TYP
'(TYP.)
3/8" x 4" Corrosive Resistive
u-Bolts w/ Nuts & Washers (TYP.)
2" x 6" S.M.B. Stitched Together Using
-1 L(1) #12 x 3/4" S.D.S. Q 24" O.C. (MAX.)
Top & Bottom (TYP.)
Post to Beam Connection - Center Notch
ST. LUCIE COUNTY -
BUILDING DIVISION
REVISEW —
FOR coo E OE
REVIEWED BY
DATE -"Z r (
PLANS AND F111FIMIT
PAUS I' SE, KEPT ON JOL OR
NO IN- tPEO'I'ION )MILL P4 (BADE
THESE PLANS AND ALL PROPOSED WORK
ARE SLILWECT `i O k N", COP "'f '_',TIORS
REQUIRED DY ME! n THAT
MAY BE NECESSAi; Y I!N OPOER TU
COMPLY WITH ALL APNOAPki OODES, '
CONCF�ED FASTENERS ORATTACHMENTS
ARE THE RESPONSIBILfly OF THE
CONTRACTOR OF RECORD
SCALE: N.T.S.
.,{
ELITE PANEL SPAN
TABLES:
3' x 0,024 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN' CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
16.17
15.76
15.03
14.10
20
13.44
13.44
12.22
10.35
30
10.78
10.78
9.41
6.60
40
9.22
9.22
6.60
2.85
50
8.17
8.17
1 3.79
-
60
7.40
6.39
0.98
-
70
6.81
4.51
-
-
80
6.33
1 2.64
-
-
4" x 0,024 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
19.00
19.00
17.17
16.53
20
15.01
15.01
15.01
13.95
30
12.50
12.50
12.50
11.38
40
10.97
10.97
10.97
8.80
50
9.92
9.92
.9.44
6.22
60
9.13
9.13
7.51
3.64
70
8.52
8.52
1 5.58
1.07
80
8.02
8.02
1 3.64
1 -
6' x 0.024 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
23.00
21.24
21.47
20.85
20
18.06
18.06
18.06
18.06
30
15.13
15.13
15.13
15.13
40
13.34
13.34
13.34
13.34
50
12.10
12.10
12.10
10.91
60
11.17
11.17
1 11.17
8.43
70
10.44
10.44
10.30
5.95
80
9.85
1 9.65
1 8.43
3.47
1. Net allowable loads are permitted to be multiplied by 1.67 to derive ultimate loads (psf).
4' x 0,032 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX, ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
20.50
20.50
20.11
19.24
20
19.61
19.24
17.49
15.74
30
18.17
17:49
14.87
12.24
40
16.72
15.74
12.24
8.74
50
15.28
13.99
9.62
5.25
60
13.84
12.24
1 7.00
1.75
70
12.40
10.49
4.38
-
80
10.95
8.74
1.75
-
6" x 0.032 x 1 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
24.00
24.00
24.00
23.42
20
23.34
23.21
21.82
20.22
30
22.10
21.63
19.42
17.02
40
20.86
20.05
17.02
13.82
50
19.62
18.47
14.62
10.62
60
18.38
16.89
12.22
7.42
70
17.14
15.30
9.82
4.22
80
15.91
13.72
1 7.42
1.02
3' x 0,024 x 2 - LB EPS PANELS
(ALL❑VABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L1120
L/180
L/240
10
19.33
18.95
18.31
17.66
2G
18.11
17.66
16.36
15.06
30
16.80
16.36
14.41
12.46
40
15.49
15.0E
12.46
9.8E
50
14.18
1 13.7E
1 10.51
7.26
60
12.87
12.4E
1 8.57
4.67
70
11.57
11.16
1 6.62
2.07
80
10.26 1
9.�6 1
4.67
-
4' x 0.024 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX, ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
21.97 -
21.97.
21.52
20.97
20
26.77
20.77
19.86
18.76
30
19.57
19.57
18.21
16.55
40
18.36
18.36
16.55
14.34
50
17.16
17.1E
14.89
12.13
60
15.96
15.96
13.24
1 9.93
'70
14.75
14.75
11.58
1 7.72
80
13.55
13.55
9.93 1
5.51
6' x 0,024 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
23.93
23.93
23.88
23.60
20
23.20
23.20
23.03
22.46
30
22.47
22.47
22.18
21.33
40
21.75
21.75
21.33
20.20
50
21.02
21.02
20.49
19.07
60 -
20.29
20.29
19.64
17.94
70
19.57
19.57
18:79
16.81
80
18.84
18.84
17.94 1
15.68
GENERAL MOTES
1. Composite panels shall be constructed using type 3003-HI54 aluminum facings, 1 or 2 PCF ASTM C-578 carpenter brand EPS
adhere to aluminum facings with Ashland Chemical 2020D ISO grip. Fabrication to be by Elite panel products only in
accordance with approved fabrication methods.
2. Elite roof panels maintain a UL 1715 (int) class `B' (ext) rating and are NER-501 approved.
3. This specification has been designed and shall be fabricated in accordance with the requirements of the Florida Building Code
51" Edition (FBC), composite panels comply with Chapter 7 Section 720, Chapter 8 Section 803, Class A interior finish, and
Chapter 26 Section 2603. All local building code amendments shall be adhered to as required.
4. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including
load combinations) using the data from the allowable loads tables and spans in this approval.
5. Deflection limits and allowable spans have been listed to meet FBC including the HVHZ.". In HVHZ.., this product shall be used
in structures "not to be considered living areas" per Section 1616 unless impact resistance in accordance'to the HVI•IZ
requirements are met.
6. Safety factor of 2.0 has been use to develop allowable loads and spans from testing in accordance to the Guidelines for
Aluminum Structures Part 1 and conforms to the FBC Chapter 16 and 20.
7. Testing has been conducted in accordance to ASTM E72-05: Strength Test of Panels for Building Construction.
8. Reference test reports: HE71-05-1988, HET 1-06-2104, HE11-06-2066, twn-06-2105, i-IETI-06-2067, I-ILTI-05-1002, FIE11-
06-2107, HETI-05-1987, I ETI-06-2069, H.ETI-06-2070,1'IETI-06-2071.1IETI-05-1994, I-I.ETi-05-1991, I IETI-06-2072,
HETI-06-2073, HETI-06-2074, HETI-05-1996, HETI-05-1989, HETI-05-1993, HETi-05-1985, HETI-05-1995, HETI-05-
1990, FIETI-05-I997, 1-IE1'1-05-2037, HEl"i-0-2029. HETI-05-2039, HETI-05-2030, FIE'f1-05-2041, FIETI-05-2048, HETI-
05-2036, HETI-05-2031,1IETI-05-20 38, HETI-05-2065, IIETI-05-2040, 1-IE1-I-05-2042.
9. Linear interpolation shall be allowed fbr fivures within the tables shown.
10. Panels with fan beams.shall be considered equivalent to similar panels without fan beams. Design professionals may include
the strength of the fan beam to exceed shown figures as hart of'site-specific engineering.
3' x 0.030 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
20.11
20.03
19.42
18.81
20
19.02
18.81
17.58
16.35
30
17.93
17,58'
15.73
13.89
40
16.83
16.35
13.89
11.43
50
15.74
1 15.12
1 12.05
8.97
60
14.64
13.89
10.21
6.52
70
13.55 1
12.6E
1 8.3E 1
4.06
80
12.4E 1
11.43 1
6.52 1
1.60
4' x 0.020 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
NET
ALLOWABLE
LOAD (PSF)1
MAX, ALLOWABLE SPAN (FT)
L/80
L/120
L/180
L/240
10
24.17
24.17
24.17
24.17
20
23.64
23.64
23.41
23.11
30
22.57
22.57
21.90
21.01
40
21.51
21.51
20.39
18.91
50
20.45
20.45
18.88
16.80
60
19.39
19.39
1 17.37
14.70
70
18.33
18.33 1
15.86
12.59
80
17.2E
17.2E 1
14.35
10.49
6' x 0.030 x 2 - LB EPS PANELS
(ALLOWABLE CLEAR SPAN CHARTS)
-NET
ALLOWABLE
LOAD (PSF)1
MAX. ALLOWABLE SPAN (FT)
L/80
L1120
L/180
L/240
10
24.00
24.00.
24.00
23.84
20
23.65
.23.65
23.34
22.84
30
22.94
22.94
22.59
21.85
40
22.23
22.23
21.85
20.85
50
21.53 \
21.53
21.10
19.86
60
20.82
20.82
20.3E
18.87
70
20.11
20.11
1 19.61
17.87
80
19.40
19.40
18.87
16.88
SEAL JOINT WITH _ ST. LUCIE C U.-4TY
CONTINUOUS CAULKING BUILDING [)iI%✓Isi ,,j
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)OOOOOOOOOOC REVI�WEDI3-
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BOTTOM FACINGS PLANS At,1D FFii'r11T
INTERLOCKING CROSS SECTION l?�Ll.a It `�1� K[P iIAr�
SLOPE
4' MAX WIDTH INTERLOCKING
PANEL (1/4'/FT MIN SLOPE) _
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ALUMINUM BOTTOM
00
FACINGS
3
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I� CLEAR SPAN (L) INSIDE TO INSIDE S3
O
000
ENGINEER OF RECORD TO PROVIDE
00
FOR ROOF CONNECTIONS &
ADD THICKNESS OF
300
SUPPORTING STRUCTURE DETAIL BY
WALL FOR TOTAL
300
THIS OR ANY OTHER ENGINEER..
PANEL SPAN:
300
EPS ROOF PANEL/ SPAN
DO KIM
& ASSI3CIATE:S, LLO
CONSULTING
STRUCTURAL
ENGINEERS
PO BOX 10039
Tampa, FL 33679
Tel: (813) 857-9955
9r21
ISSUED FOR PRODUCT
0
2006
APPROVAL
W6
ISSUED FOR 2007
2008
PRODUCT APPROVAL
2120
ISSUED FOR 2010 FBC
2
2012
PRODUCT APPROVAL
ISSUED FOR FBC 5th
2015
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APPROVAL
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