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Product ggqqpppr6' I-M u BroduR or A lira ion r h 17 > Application Lis[ > Application Detail
y e
g G� I74 FL18464-RO
Application Type New
Code Version 2014
Applicati Approved
Comments
Archived
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Product Manufacturer
Four Seasons Building Products
Address/Phone/Email
7815 American Way
Groveland, FL 34736
(352) 787-7766
bkaufmann@fourseasonsbp.com
Authorized Signature
Bill Kaufmann
bkaufmann@fourseasonsbp.com
Technical Representative
Bill Kaufmann
Address/Phone/Email
7815 american Way
Groveland, FL 34736
(800)342-9077
bkaufmann@metalsusa.com
Quality Assurance Representative
BILL KAUFMANN
Address/Phone/Email
7815 AMERICAN WAY
GROVELAND, FL 34736
(352) 787-7766 Ext227
bkaufmann@metalsusa.com
Category
CR.of-,,nSubcategory ofing
�)
Compliance Method
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
-/ Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed
the Evaluation Report
Florida License
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Steven Moraga
PE-64609
UL LLC
04/29/2018
Jorge A. Pomerantz, P.E.
,/ Validation Checklist - Hardcopy Received
FL184464-Q_13223201.,5.-R0 COI_._Rhino_c..ert_of inde_ p_FBC
201..0831130601.,,pdf
FBC 1504.3
FBC 1507.4
https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqsGsvRHsb6W
-- ---11-11-..--
12/6/2017
i
OPEN MONO -SLOPED ROOF PAN SPANS
FOR SCREEN ROOMS AND PATIO COVERS
.0.018"x3"x12"RHINO PAN
2 PSF DEAD LOAD + 10 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (TL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110 / B
15.05
13'4"
27.76
11'-1 oll
110 / C
17.80
12'-10"
27.83
10'-10"
110 / D
20,66
12'-3"
34.03
9'-10"
1201 B
17.46
12'-10"
27.31
11'-0"
120 / C
21.42
12'-0"
33.35
9'-10"
1201 D
26.24
1 V-2"
40.73
9'-0"
1301 B
20.70
12'-3".
32.26
10'-0"
130 / C
25.33
1 V-4"
39.34
9-2"
130 130 / D
31.00
10'4'
48.01
8'-6"
1401 B
2420
11'-8"
37.61
9'4"
140 LC
29.57-
10'-6" a
45.82
8'-6"
1401 D
36.15
T-6"
55.87
7'--&'
1501 B
27.95
10'-loll
43.35
8'-8"
1501 C`
- 34.13
9'-10"
52.87
7'-10" - -
150 / D
41 68
8'-10"
64.31
7'-2"
16019
31:97
10!-2"
49.49
8'-2"
160/ C
-38.99
9'-2"
60.22
7'-4"
1601 D
47.58
8'--2"
73.34
6'-9"
170.1 B
37_45
9'4"
56.02
7'-8"
170 / C
.44.18
8'4'
68.14
7'-0"
170 / D
53.87
7'-10"
82.94
6'-2"
OPEN MONO -SLOPED ROOF PAN SPANS
FOR SCREEN ROOMS AND CARPORT
0.018"xYx12"RHINO PAN
2 PSF DEAD LOAD + 20 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 CrL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110 / B
22.55
- 11'-10"
27.76
11'4"
110 / C
23.67
11-9"
27.83
10'-8"
110 / D
25.09
1 V-4"
34.03
9'-8"
1201 B
23.55
11'-9"
27.31
11'-0"
1201 C
24.94
11-6"
33.35
9'-10"
120 / D
26.63
11'-0"
40.73
9'-0"
1301 B
24.69
11'-6"
32.26
10'-0"
130 / C
26.32
11'-2"
39.34
9'-2"
1301 D
31.00
10, 41,
48.01
8'-4"
140 / B
24.20
11'-3"
37.61
9'4"
1401 C
29.57
10'-6"
45.82
8'-6"
1401 /D
36.15
9'-6"
55.87
T-9"
150 / B
27.95
10'-loll
43.35
8'-9"
150 / C
34.13
9'-loll
52.87
7'-10"
150 / D
41.68 -
8'-10"
64.31
7'-2"
160 / B
31.97
10'-2"
49.49
8'-2"
160/ G
38.99
9'-0"
60.22
7'4"
1601 D
47.58
8'-4"
73.34
6'4"
170 / B
37A5
9'4" 1
56.02
T-8"
1701 C
44.18
8'-8"
68.14
7'-0"
1701 D
53.87
7'-loll
82.94
6'-4"
DESIGN NOTES
1. DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN CALCULATED PER THE REQUIREMENTS' OF THE FLORIDA BUILDING CODE 51H
EDITION (2014) AND THE ASCE 7-10. . .
2. THE ALLOWABLE SPAN TABLES HAVE BEEN DERIVED USING THE ALLOWABLE STRESS DESIGN METHODOLOGY AND THE APPLICABLE ALLOWABLE
STRESS DESIGN LOAD COMBINATIONS PER SECTION 1605.3.1. _
3, MAIN SPAN AND OVER HANGS HAVE BEEN EVALUATED TO SUPPORT 200E MAINTENANCE OR CONSTRUCTION LOAD.
4, NO 33 L3% INCREASE IN ALLOWABLE STRESS RAS BEEN USED IN THE DESIGN OF THIS SYSTEM.
S. THE SPAN TABLES HAVE BEEN SEPARATED INTO ROOF AREA ZONES. SEE KEY PLAN FOR BOUNDARY DEFINITIONS.
6. THE SPAN TABLES HAVE BEEN DIVIDED INTO 10 PSF LIVE LOAD AND A 20 PSF LIVE LOAD TABLE. THE 10 PSF LIVE LOAD SPAN TABLE MAY BE USED
AT THE DISCRETION OF THE LOCAL JURISDICTION HAVING AUTHORITY AND MUST BE VERIFIED BY THE CONTRACTOR OR AN INDEPENDENT DESIGN
PROFESSIONAL. THE TABLE SPANS HAVE BEEN REVIEWED FOR A MAXIMUM ALLOWABLE DEFLECTION OFTU120
7. LINEAR INTERPOLATION OF THE ALLOWABLE SPAN TABLES HEREIN SHALL.NOT BE PERMITTED.
8. CONTACT THIS ENGINEER FOR DEVIATIONS FROM THE SPAN TABLES FOR SITE SPECIFIC CONDITIONS SUCH AS MULTIPLE CONTINUOUS SPAN AND
OTHER SUPPORT CONDITIONS.
GENERAL NOTES .
1. THIS SPECIFICATION HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING
CODE - STH EDITION (2014) FOR USE ONLY OUTSIDE OF THE HIGH VELOCITY HURRICANE ZONE.
2. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY. THE 10 PSF LIVE LOAD TABLES
MAY ONLY BE USED WITH THE APPROVAL OF THE LOCAL JURISDICTION HAVING AUTHORITY, DESIGN CRITERIA BEYOND THAT STATED HEREIN MAY
REQUIRE ADDITIONAL SITE -SPECIFIC ENGINEERING.
3. PANEL STRUCTURAL PROPERTIES DERIVED FROM AUTOCAD I4ASS PROPERTIES,
4. THIS SYSTEM IS NOT APPROVED FOR IMPACT RESISTANCE FROM LARGE OR SMALL DEBRIS.
S. THIS SYSTEM SHALL BE CONFINED TO NONtHASITABLE LIVING AREAS.
6. THE ARCHITECT I ENGINEER OF RECORD FOR THE PROJECT'HOST STRUCTURE TO WHICH THIS DESIGN IS ATTACHED SHALL BE RESPONSIBLE FOR
THE INTEGRITY OF ALL SUPPORTING STRUCTURES. '
7. SEPARATE *SITE SPECIFIC' ENGINEERING SHALL BE REQUIRED IN ORDER TO DEVIATE FROM LOADS, DEFLECTIONS, OR SPANS CONTAINED HEREIN
LINEAR INTERPOLATION OF THE OF THE ALLOWABLE SPAN TABLES LISTED HEREIN SHALL NOT BE ALLOWED. CONTACT THIS ENGINEER FOR
- ALTERNATE SPAN CALCULATIONS AS MAY BE REQUIRED.'
a.THE 'SINGLE SPAN' ANALYSIS IS PRESENTED HERE AS THIS IS THE TYPICAL CRITICAL CONDITION. MULTIPLE SPANS WTH INTERMEDIATE CARRY
BEAMS CAN PRODUCE BETTER SPANS. CONTACT THIS ENGINEER FOR ALTERNATE SPAN CALCULATI045 AS MAY BE REOUIRED,
9. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE- ADDITIONAL IMPOSED LOADS -ON THE- ROOF -SYSTEM. IF SUCH LOADS EXIST;
APPROPRIATE REDUCTIONS IN SPANS SHALL BE ANALYZED BYALICENSED PROFESSIONAL ENGINEER.
10. FABRICATION SHALL BE IN ACCORDANCE WITH APPROVED FABRICATION METHODS BY METALS BUILDING PRODUCTS AT THEIR GROVELAND
FACILITY. USE OF THESE SPAN AND LOAD TABLES WITH OTI4ER MANUFACTURERS OF SIMILAR PRODUCTS IS SPECIFICALLY PROHIBITED.
11. ALL FASTENERS TO BE 012 OR LARGER, SAE GRADES OF BETTER UNLESS OTHERWISE SPECIFIED. FASTENERS SHALL BE PLATED OR COATED
WITH CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH ANY APPLICABLE FEDERAL, STAT'c OR LOCAL CODES. --
12. CONCRETE ANCHORS NOTED HEREIN SHALL BE EMBEDDED INT&UNCRACKED CONCRETE- ONLY, INSTALL ALL CONCRETE ANCHORS PER
MANUFACTURERS RECOMMENDATIONS, .
13. -THE CONTRACTOR IS RESPONSIBLE FOR INSULATING THE MEMBERS OF THIS SYSTEM FOR DISSIMILAR METALS TO PREVENT ELECTROLYSIS.
14. THE CONTRACTOR IS RESPOIISIBLE FOR WEATHER PROOFING MATERIALS AND INSTALLATION SUCH AS FLASHING, CAULKING, ETC.
15. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED.
16. ALTERATIONS ADDT)IONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE THIS CERTIFICATION.
17. THIS SYSTEM IS VALIDATED FOR THE STRUCTURAL DESIGN AS SHOWN ONLY.
1S_ USE OF THIS SPECIFICATION BY. CONTRACTOR, et al INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL. COSTS & DAMAGES INCLUDING
LEGAL FEES APPELLATE FEES, COURTS COSTS -OR OTHER COSTS RESULTING FROM. MATERIAL FABRICATION, SYSTEM ERECTIQY, &
_ CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY FEDERAL, STATE AND LOCAL CODES, AS WELL AS FROM DEVIATIONS FROM
THIS SPECIFICATION.
19. VERIFICATIONS OF THE STRUCTURAL INTEGRITY I CAPACITY OF THE SUPPORTING HOST STRUCTURE AND SUPPORT FRAMING ELEMENTS ARE
THE RESPONSIBILITY OF THE SITE SPECIFIC DESIGN PROFESSIONAL. THE SITE SPECIFIC DESIGN PROFESSIONAL MAY DESIGN ADDITIDNAL
FRAMING AND I OR BRACING TO'ALLOW ZONE 91 SPANS TO BE DEVELOPED WITHIN ZONES L2 AND 93.
20. THESE DESIGN SPAN TABLES ARE APPLICABLE TO PATIO COVERS, SCREEN ROOMS AND CARPORTS ATTACHED (OR SUPPORTED BY FOURTH
WALL CONSTRUCTION) TO THE BUILDING ENVELOPE OF THE MAIN HOST STRUCTURE. '
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ROOF ZONES KEY PLAN
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DRAWN BY
DATE DRAWN
08/28/15
REVISION
1 09/11/15
0 -
SHEET NO:
1
N
6
c
OPEN MONO -SLOPED ROOF PAN SPANS
FOR SCREEN ROOMS AND PATIO COVERS
0.024" x 3" x 12" RHINO PAN
2 PSF DEAD LOAD + 10 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (TL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110113
15.05
14'-10"
27-76
131-0"
110 J C
17.80
14'-2"
27.83
12'-3"
110 / D _
20.66
13' 6"
34.03
1114,
1201 B
17.46
14'-3"
27.31
12'-4"
1201 C
21.42
13'4"
33-35
11'4"
120/ D
26.24
12'4"
40.73
10'4"
130 / B -
20.70
13'-6"
32.26
111-8"
130 / C
25.33
12'-6"
39.34
101-6"
1301 D
31.00
11' 8"
48.01
91-6"
140 J B
24.20
12'-9"
37.61
10'-9"
140 / C
29.57
12'-0"'
45.82
9'-9"
140 / D
36..15
11'-0"
55.87
8'-Toll
15.01 B
27.95
12'-2"
43.35
10'-0"
150 / C
3413
11'4"
52.87
9'-0"
150 / D
41.68 _
11'41
64.31
8-2"
160 160 / B
31.97
1 V-6"
49.49
9'-4"
•160 / C
38.99
10'-6"
60.22
8'-6"
160 / D
47.58
9'-6"
73.34
T-9"
1701 B
37.45 _
_
10'-10"
56.02
V-10"
1707C
44.18 .
10'-0"
68.14
8'-0"
170 / D
53.87
9'-0"
82.94
T-4"
OPEN MONO -SLOPED ROOF PAN SPANS
FOR SCREEN ROOMS AND CARPORTS
0.024" x 3" x 12" RHINO PAN
2 PSF DEAD LOAD + 10 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (TL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110 / B
22.55
1 X-0"
21.76
12'-6"
110/ C
23.67
12'-10"
27.83
12'-2'
11010
25.09
12'-9"
34.03
1 V-4"
120 / B
23.55
12'-10"
27.31
12'-4"
1201 C
24.94
12'-6"
33.35
l l'-4"
120 / D
26.63
124
40.73
10'-4"
130 / B
24.69
12'-B"
32.26
1 V_8"
130 / C
26.32
12'-4"
39.34
10'-6"
130 / D
31.00
11'-10"
48.01
9'-6"
1401 B
24.20
12'-6'
37.61
10'-9"
140 / C
29.57
12'-2"
45.82
9'-8"
1121 D
36.15
1 '- "
55.87
8'-10"
150 / 13
27.95
12'-2"
43.35
10'-0'
TSUM
34.13
11'-6"
52.87
9'-0"
150 / D
41.68
10'--2"
64.31
V-2"
160/8
31.97
11'-8"
49.49
9'-4'
160 J C
38.99
10'-6"
60.22
81-6"
160 / D
47.58
9'-6"
73.34
7'--9"
170 J B
37.45
10'-1 oll
56.02
V-10"
1701 C
44.18
10'-0"
68.14
8'-0"
170 / D
53.87
9'-0"
82.94
7'4"
DESIGN NOTES
1. DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE STH
EDITION (2014) AND THE ASCE 7-10.
2. THE ALLOWABLE SPAN TABLES HAVE BEEN DERIVED USING THE ALLOWABLE STRESS DESIGN METHODOLOGY AND THE APPLICABLE ALLOWABLE
STRESS DESIGN LOAD COMBINATIONS PER SECTION 1605.3.1.
3. TRAIN SPAN AND OVER HANGS HAVE BEEN EVALUATED TO SUPPORT A 200E MAINTENANCE OR CONSTRUCTION LOAD.
4. NO 331I3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM,
5. THE SPAN TABLES HAVE BEEN SEPARATED INTO ROOF AREA ZONES. SEE KEY PLAN FOR BOUNDARY DEFINITIONS.
6. THE SPAN TABLES HAVE BEEN DIVIDED INTO 10 PSF LIVE LOAD AND A 2D PSF LIVE LOAD TABLE THE 10 PSF LIVE LOAD SPAN TABLE MAY BE USED
AT THE DISCRETION OF THE LOCAL JURISDICTION HAVING AUTHORITY AND MUST BE VERIFIED BY THE CONTRACTOR OR'AN INDEPENDENT DESIGN
PROFESSIONAL THE TABLE SPANS HAVE BEEN REVIEWED FOR A MAXIMUM ALLOWABLE DEFLECTION OF TU120
7. LINEAR INTERPOLATION OF THE ALLOWABLE SPAN TABLES HEREIN SHALL NOT BE PERMITTED.
8. CONTACT THIS ENGINEER FOR DEVIATIONS FROM THE SPAN TABLES. FOR SITE SPECIFIC CONDITIONS SUCH AS MULTIPLE CONTINUOUS SPAN ARID
OTHER SUPPORT CONDITIONS.
GENERALNOTES
1. THIS SPECIFICATION HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING
CODE - STH EDITION (2014) FOR USE ONLY OUTSIDE OF THE HIGH VELOCITY HURRICANEZONE
2. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY. THE 10 PSF LIVE LOAD TABLES
MAY ONLY BE USED WITH THE APPROVAL OF THE LOCAL JURISDICTION HAVING AUTHORITY. DESIGN CRITERIA BEYOND THAT STATED HEREIN MAY
REQUIRE ADDITIONAL SITE -SPECIFIC ENGINEERING.
3. PANEL STRUCTURAL PROPERTIES DERIVED FROM AUTO•CAO MASS PROPERTIES.
4. THIS SYSTEM IS NOTAPPROVED FOR IMPACT RESISTANCE FROM LARGE OR SMALL DEBRIS.
S. THIS SYSTEM SHALL BE CONFINED TO NON -HABITABLE LIVING AREAS.
6. THE ARCHITECT I ENGINEER OF RECORD FOR THE PROJECT*HOST' STRUCTURE TO WHICH THIS DESIGN IS ATTACHED SHALL BE RESPONSIBLE FOR
THE INTEGRITY OF ALL SUPPORTING STRUCTURES.
7. SEPARATE'SITE SPECIFIC- ENGINEERING SHALL BE REQUIRED IN ORDER TO DEVIATE FROM LOADS, DEFLECTIONS, OR SPANS CONTAINED HEREIN.
LINEAR INTERPOLATION OF THE OF THE ALLOWABLE SPAN TABLES LISTED HEREIN SHALL NOT BE ALLOWED, CONTACT THIS. ENGINEER FOR
ALTERNATE SPAN CALCULATIONS AS MAY BE REQUIRED.-
6. THE 'SINGLE SPAN- ANALYSIS IS PRESENTED HERE AS THIS IS THE TYPICAL CRITICAL CONDITION. MULTIPLE SPANS WITH INTERMEDIATE CARRY
_ BEAMS CAN PRODUCE BETTER SPANS. CONTACT THIS ENGINEER FOR ALTERNATE SPARCALCULATIONS AS MAY BE REQUIRED.
9. THE CONTRACTOR SHALL. CAREFULLY CONSIDER POSSIBLE ADDITIONAL IMPOSED LOADS ON THE ROOF SYSTEM. IF SUCH LOADS EXIST,
APPROPRIATE REDUCTIONS IN SPANS SHALL BE ANALYZED BY A LICENSED PROFESSIONAL ENGINEER
10. FABRICATION SWILL BE IN ACCORDANCE WITH'APPROVED FABRICATION METHODS BY METALS BUILDING PRODUCTS AT THEIR GROVELAND
FACILITY. USE OF THESE SPAN AND LOAD TABLES VL1TH OTHER MANUFACTURERS OF SIMILAR PRODUCTS IS SPECIFICALLY PROHIBITED..
11. ALL FASTENERS TO BE 012 OR LARGER, SAE GRADE S OF BETTER UNLESS OTHERWISE SPECIFIED. FASTENERS SHALL BE PLATED OR COATED
-- W" CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH ANY APPLICABLE FEDERAL, STATE OR LOCAL CODES.
12. CONCRETE ANCHORS NOTED HEREIN SHALL BE EMBEDDED INTO UNCRACKED CONCRETE ONLY. INSTALL ALL -CONCRETE ANCHORS PER
MANUFACTURERS RECOLO'4ENDATIONS.
13. THE CONTRACTOR IS RESPONSIBLE FOR INSULATING THE MEMBERS OF THIS SYSTEM FOR DISSIMILAR METALSSO PREVENT ELECTROLYSIS.
14. THE CONTRACTOR IS RESPONSIBLE FOR WEATHER PROOFING MATERIALS AND INSTALLATION SUCH AS FLASHING, CAULKING, ETC_
15. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS. ARE INTENDED.
16. ALTERATIONS ADDITIONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTEDAND INVALIDATE THIS CERTIFICATION. .
17. THIS SYSTEM IS VALIDATED FOR THE STRUCTURAL DESIGN AS SHOWN ONLY.,
18. USE OF THIS SPECIFICATION BY CONMCTOR, et at INDEMNIFIES S SAVES HARMLESS THIS ENGINEER FOR ALL COSTS 6 DAMAGES INCLUDING
- - - LEGAL FEES APPELLATE FEES, COURTS COSTS OR OTHER COSTS RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, 8
CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY FEDERAL, STATE AND LOCAL CODES, AS WELL AS FROM DEVIATIONS FROM
THIS SPECIFICATION. .
19. VERIFICATION OF THE STRUCTURAL INTEGRITY I CAPACITY OF THE SUPPORTING HOST STRUCTURE AND SUPPORT FRAMING ELEMENTS ARE
THE RESPONSIBILITY OF THE SITE SPECIFIC DESIGN PROFESSIONAL THE SITE SPECIFIC DESIGN PROFESSIONAL MAY DESIGN ADDITIONAL
FRAMING AND !OR BRACING TO ALLOY) ZONE ttT SPANS TO BE DEVELOPED VATHIN ZONESt2 AND #3.
20. THESE DESIGN SPAN TABLES ARE APPLICABLE TO PATIO COVERS, SCREEN ROOMS AND CARPORTS ATTACHED (OR SUPPORTED BY FOURTH
WALL CONSTRUCTIOtQTO THE BUILDING ENVELOPE OF THE MAIN HOST STRUCTURE.
N
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ROOF ROOF ZONES KEY PLAN
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DRAWN BY
DATE DRAWN
08/28/15
REVISION
n 09/11/15
SHEET NO:
DRAWN BY
DATE DRAWN
08/28/15
REVISION
n 09/11/15
SHEET NO:
OPEN MONO -SLOPED ROOF PAN SPANS -
FOR SCREEN ROOMS AND PATIO COVERS
0.018" x 2.5" x 12" TWIN VEE PAN
2 PSF DEAD LOAD + 10 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (FL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
11018
15.05
11-0"
27.76
10'-0"
110 / C
17.80
11'-0"
27.83
91-8"
110:/ D
20.66
10'-8"
34.03
9'-0"
1201 B
17.46
1 V-0"
27.31
91-8"
120 / C
21.42
10'-6"
33.35
9'-2"
1201 D
26.24
9'40"
40.73
81-6'
1301 B '
20.70
10'-8"
32.26
T-3"
130 / C
26.33
10'-0"
39.34
81-8"
1301 D
31,00
9'-4"
48.01
8'-2"
1401 B
24.20
10'-2"
37.61
8'40"
140 / C
29.57
91-6.
45.82
8'-3"
140 / D
36.15
•81-6"
55.87
T-6"
150 / B
27.95
9'-8"
43.35
8'-4"
150 / C
34.13
- 9'-0"
52.87
T 10"
150 / D
41.68
81-6"
64.31
6'-6"
16018
31.97
9'-3"
49.49
8'-0"
1601 C
38.99
.8'-9"
60.22
TAW
1601 D
47.58
8'-2"
73.34
5'10"
170 / B
37.45
8'-10"
56.02
T-6"
1701 C
44.18
8'-4"
68.14
6'-3"
170 / D
53.87 1
7'-9"
82.94
T-3"
OPEN MONO -SLOPED ROOF PAN SPANS
FOR SCREEN ROOMS AND CARPORTS
0.018" x 2.5" x 12" TWIN VEE PAN
2•PSF DEAD LOAD +.10 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (FL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110 / B
22.55
l0'A"
27.76
10'-0"
110 / C
23.67
10'-3"
27.83
9'-8"
110 / D
25.09
10'-0"
34.03
120 / B
23.55
10'-3"
27.31
9'-9"
120 / C
24.94
10'-0"
33.35
9'-2"
120 / D
26.63
9'-loll
40.73
8'-6"
130 / B
24.69
10'-0"
32.26
9'--3'
130 / C
26.32
9'-10"
39.34
8'-8"
130 / D
31.00
9'-4"
48.01
W-2"
140 / B
24.20
T-10"
37.61
8 -10"
140 / C
29.57
9'-6"
45.82
8•-3"
1401 ID
36.15
8'-loll
55.87
7'-6"
1501 B
27.95
T-9"
43.35
8'-4"
150 /.0
34.13
9'-0"
52.87
T-10"
150 / D
41.68
8'-6"
64.31
6'-0"
1601 B
31.97
9'-3"
49.49
8'-0"
160 / C
38.99
8'-9"
60.22
7'-0"
1601 D
47.58
8'-2"
73.34
6'-6"
170 / B
37.45
8'-10"
56.02
T-6"
170 / C
44.18
8'. 4"
68.14
6'-3"
170 / D
53.87
T-9"
82.94
5'3"
DESIGN NOTES
1. DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 5TH
EDTION(2014)ANDTHEASCE 7-10, '
2. THE ALLOWABLE SPAN TABLES HAVE BEEN DERIVED USING THE ALLOWABLE STRESS DESIGN METHODOLOGY AND THE APPLICABLE ALLOWABLE
STRESS DESIGN LOAD COMBINATIONS PER SECTION 1605.3.1.
3. MAIN SPAN AND OVER HANGS HAVE BEEN EVALUATED TO SUPPORT A 20WMAINTENANCE OR CONSTRUCTION LOAD.
4. NO 33 1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN -USED IN THE DESIGN OF THIS SYSTEM.
5. THE SPAN TABLES HAVE BEEN SEPARATED INTO ROOF AREA ZONES. SEE KEY PLAN FOR BOUNDARY DEFINITIONS_
6. THE SPAN TABLES HAVE BEEN DIVIDED INTO 10 PSF LIVE LOAD AND A 20 PSF LIVE LOAD TABLE THE 10 PSF LIVE LOAD SPAN TABLE MAY BE USED
AT THE DISCRETION OF THE LOCAL JURISDICTION HAVING AUTHORITY AND MUST BE VERIFIED BY THE CONTRACTOR OR AN INDEPENDENT DESIGN
PROFESSIONAL THE TABLE SPANS HAVE BEEN REVIEWED FOR A MAXIMUM ALLOWABLE DEFLECTION OF TU120
7. LINEAR INTERPOLATION OF THE ALLOWABLE SPAN TABLES HEREIN SHALL NOT BE PERMITTED.
8. CONTACT THIS ENGINEER FOR DEVIATIONS FROM THE SPAN TABLES FOR SITE SPECIFIC CONDITIONS SUCH AS MULTIPLE CONTINUOUS SPAN AND
OTHER SUPPORT CONDITIONS.
GENERAL NOTES
I. THIS SPECIFICATION HAS BEEN DESIGNED, AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA 13UHDING
CODE - STH EDITION (2014) FOR USE ONLY OUTSIDE OF THE HIGH VELOCITY HURRICANE ZONE
2. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY. THE 10 PSF LIVE LOAD TABLES
MAY ONLY BE USED WITH THE APPROVAL OF THE LOCAL JURISDICTION HAVING AUTHORITY. DESIGN CRITERIA BEYOND THAT STATED HEREIN MAY
REQUIRE ADDITIONAL SITE -SPECIFIC ENGINEERING.
3. PANEL STRUCTURAL PROPERTIES DERIVED FROM AUTO -CAD MASS PROPERTIES,
4. THIS SYSTEM IS NOTAPPROVED FOR IMPACT RESISTANCE. FROM LARGE OR SMALL DEBRIS.
S. THIS SYSTEM SHALL BE CONFINED TO NON -HABITABLE LIVING AREAS.
6. THE ARCHITECT I ENGINEER OF RECORD FOR THE PROJECT'HOST' STRUCTURE TO WHICH THIS DESIGN IS ATTACHED SHALL BE RESPONSIBLE FOR
THE INTEGRITY OF ALL SUPPORTING STRUCTURES.
7, SEPARATE 517E SPECIFIC ENGINEERING SHALL BE REQUIRED IN ORDER TO DEVIATE FROM LOADS, DEFLECTIONS, OR SPANS CONTAINED HEREIN
EIN
LINEAR. INTERPOLATION OF THE OF THE ALLOWABLE SPAN TABLES LISTED HEREIN SHALL NOT BE ALLOWED. CONTACT THIS ENGINEER FOR
ALTERNATE SPAN CALCULATIONS AS MAY BE REQUIRED.
S. THE'SINGLE SPAN' ANALYSIS IS PRESENTED HERE AS THIS IS THE TYPICAL CRITICAL CONDITION, MULTIPLE SPANS WITH INTERMEDIATE CARRY
_ BEAMS CAN PRODUCE BETTER SPANS. CONTACT THUS ENGINEER FOR ALTERNATE SPAN CALCULATIONS AS 14AY BE REQUIRED.
9. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE ADDITIONAL • IMPOSED LOADS ON THE ROOF SYSTEM, IF SUCH LOADS EXIST,
APPROPRIATE REDUCTIONS IN SPANS SHALL BE ANALYZED BY A LICENSED PROFESSIONAL ENGINEER.
10. FABRICATION SHALL BE IN ACCORDANCE WITH APPROVED FABRICATION METHODS BY METALS BUILDING PRODUCTS AT THEIR'GROVFIAND
FACILITY_ USE OF THESE SPAN AND LOAD TABLES WITH OTHER MANUFACTURERS OF SIMILAR PRODUCTS IS SPECIFICALLY PROHIBITED.
' 11. -ALL FASTENERS TO BE 012 OR LARGER, SAE GRADES OF BETTER UNLESS OTHERWISE SPECIFIED. FASTENERS SHALL EE PLATED OR COATED
WITH CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH ANY APPLICABLE. FEDERAL, STATE OR LOCAL CODES.
12. CONCRETE ANCHORS NOTED HEREIN SHALL BE EMBEDDED INTO UNCRACKED CONCRETE ONLY. INSTALL ALL CONCRETE ANCHORS PER
MANUFACTURERS RECOMMENDATIONS.
- 13. THE CONTRACTOR IS RESPONSIBLE FOR INSULATING THE MEMBERS OFTHIS SYSTEM FOR1315SIMILARMETALS TO PREVENT ELECTROLYSIS.
14. THE CONTRACTOR IS RESPONSIBLE FOR WEATHER PROOFING MATERIALS AND INSTALLATION SUCH AS.FLASHING, CAULKING, ETC.
.15. EXCEPT AS EXPRESSLY PRO61DED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED.
16. ALTERATIONS ADDITIONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE THIS CERTIFICATION,
17. THIS SYSTEM IS VALIDATED FOR THE STRUCTURAL DESIGN AS SHOWN ONLY.
18. USE OF THIS SPECIFICATION BY CONTRACTOR, e1 al INDEMNIFIES S SAVES HARMLESS THIS ENGINEER FOR ALL COSTS 8 DAMAGES INCLUDING
- - -LEGAL FEES • APPELLATE FEES, COURTS COSTS OR OTHER COSTS RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, S
CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY FEDERAL. STATE AND LOCAL CODES, AS WELL AS FROM. DEVIATIONS FROM
. THIS SPECIFICATION. r,
19. VERIFICATION OF THE STRUCTURAL INTEGRITY / CAPACITY OF THE SUPPORTING• HOST STRUCTURE AND SUPPORT FRALIING ELEMENTS ARE
THE RESPONSIBILITY OF THE SITE SPECIFIC DESIGN PROFESSIONAL THE SITE SPECIFIC DESIGN PROFESSIONAL MAY DESIGN ADDITIONAL
FRAMING AND /OR BRACING TO ALLOW ZONE 01 SPANS TO BE DEVELOPED WITHIN ZONES 02 AND.-3.
20. THESE -DESIGN SPAN TABLES --ARE APPLICABLE TO PATIO COVERS, SCREEN ROOMS AND CARPORTS ATTACHED (OR SUPPORTED BY FOURTH
WALL CONSTRUCTION) TO THE BUILDING ENVELOPE OF THE MAIN HOST STRUCTURE
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ROOF ZONES KEY PLAN
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DATE DRAWN
08/28/15
REVISION
n� 09/11 /15
SHEET NO:
PAN
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i
OPEN MONO -SLOPED ROOF PAN SPANS
FOR SCREEN ROOMS AND PATIO COVERS
0.024" x 2.5" x 12" TWIN VEE PAN
2 PSF DEAD LOAD + 20 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (TL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110 / B
15.05
11-0"
27.76
11'-4"
110 / C
17.80
11'-0"
27.83
101-8"
110 / D
20.66
10'-8"
34.03
10'-0"
120 / B
17.46
11'-0"
27.31
10'-9"
120 / C
21.42
101-61
33.35
10'-0"
120 / D
26.24
9'-10"
40.73
9'-4"
130 / B
20.70
.10' 8"
32.26
10'-2"
130 / C
25.33 '
10'-0"
39.34
91-6"
130/ D
31.00
9'-4"
48.01
8'-10"
140 / B
24.20•
10'-2"
37.61
9'-8"
140 / C
29.57
9'-6"
45.82
9'-0"
140 / D
36.15
8'-6"
55.87
8'-6"
150 / 13
27.95
9'-8"
43.35
V-3"
1501 C
34.13
9'-0"
52.87
150/ D
41.68
8'-6" _
64.31
8'-2"
-160 / B
. 31.97
9'-3"
49.49.
160 / C
- 38.99
8'-9"
60.22
8'-4"
160 / D
47.58
8%2"
73.34-
7-6"
170 / B
37A5
8'-10"
55.02
81-6"
170 / C
44.18
8'4"
68.14
8,_0
170 / D
53.87
7'-9"
82.94
6'-10"
OPEN MONO -SLOPED ROOF PAN SPANS
- FOR SCREEN ROOMS AND PATIO COVERS
0.024." x 2.5" x 12" TWIN VEE PAN
2 PSF DEAD LOAD + 20 PSF LIVE LOAD + WIND LOAD
WIND SPEED/EXP
ZONE 1 (fL) PSF
SPAN
ZONE 2 & 3 PSF
SPAN
110 / 13
22.55
1 VA"
27.76
110 / C
23.67
11'-3'
27..83
10'-8"
110 / D
25.09
11'-0"
34.03
10'-0"
120 / B
23.55
11'-3'
27.31
10'-9"
120 / C
24.94
11'-0"
33.35
120 / D
26.63
10'-10"
40.73
9'A"
130 / B
24.69
11'-0"
32.26
] 0'-2'
130 / C
26.32
10'-10"
39.34
9'-6'
1301 D
31.00
10'A"
48.01
8'-10'
14018
24.20
10'-10"
37.61
9'-8'
140 / C
29.57
10'-4"
45.82
9'-0'
-140 / D
36.15
9'-10"
55.87
8'-6"
150 / B
27.95
10'-8"
43.35
9'-3'
150 / C
34.13
10'-2"
52.87
81-W
150 / D
41.68
9'-4"
64.31
8'-2'
160 / B
31.97
10'-2"
49.49
8'-10'
160 / C
38.99
9'-6"
.60.22
8'A'
160 / D
47.58
9'-0"
73.34
7'-8"
170 / B
37.45
9'-8"
56.02
8'-6'
1701 C
44.18
9'-2"
68.14
8'-0'
170 / D
53.87
8'-6"
82.94
6-10"
DESIGN NOTES
1. DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE I5TH
EDITION (2014) AND THE ASCE 7-10.
2. THE ALLOWABLE SPAN TABLES HAVE BEEN DERIVED USING THE -ALLOWABLE STRESS DESIGN METHODOLOGY AND THE APPLICABLE ALLOW*BLE
- STRESS DESIGN LOAD COMBINATIONS PER SECTION 1605.3.1.
3. MAIN SPAN AND OVER HANGS HAVE BEEN EVALUATEDTO SUPPORT A 2000 MAINTENANCE OR CONSTRUCTION LOAD.
4. NO 33113% INCREASE 1N ALLOWABLE STRESS PAS BEEN USED IN THE DESIGN OF THIS SYSTEM.
S. THE SPAN TABLES HAVE BEEN SEPARATED INTO ROOF AREA ZONES. SEE KEY PLAN FOR BOUNDARY DEFINITIONS.
6. THE SPAN TABLES HAVE BEEN DIVIDED INTO 10 PSF LIVE LOAD AND A 20 PSF LIVE LOAD TABLE. THE 10 PSF LIVE LOAD SPAN TABLE MAY BE USED
AT THE DISCRETION OF THE LOCAL. JURISDICTION HAVING AUTHORITY AND MUST BE VERIFIED BY THE CONTRACTOR OR AN INDEPENDENT DESIGN
PROFESSIONAL THE TABLE SPANS HAVE BEEN REVIEWED FORA MAXIMUM ALLOWABLE DEFLECTION OF TU120
7. LINEAR INTERPOLATION OF THE ALLOWABLE SPAN TABLES HEREIN SHALL NOT BE PERMITTED.
8. CONTACT THIS ENGINEER FOR DEVIATIONS FROM THE SPAN TABLES FOR SITE SPECIFIC CONDITIONS SUCH AS MULTIPLE CONTINUOUS SPAN ANO
OTHER SUPPORT CONDITIONS.-
GENERAL NOTES
1. THIS SPECIFICATION HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING
CODE -STH EDITION (2014) FOR USE ONLY OUTSIDE OF THE HIGH VELOCITY HURRICANE ZONE.
Z CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY. THE 10 PSF LIVE LOAD TABLES
MAY ONLY BE USED WITH THE APPROVAL OF THE LOCAL JURISDICTION HAVING AUTHORITY. DESIGN CRITERIA BEYOND THAT STATED HEREIN MAY
REQUIRE ADDITIONAL SITE -SPECIFIC ENGINEERING.
3. PANEL STRUCTURAL PROPERTIES DERIVED FROM AUTO -CAD LASS PROPERTIES.
4. THIS SYSTEM IS NOT APPROVED FOR IMPACT RESISTANCE FROM LARGE OR SMALL DEBRIS.
5- THIS SYSTEM SHALL BE CONFINED TO NON -HABITABLE LIVING AREAS,
5. THE ARCHITECT/ ENGINEER OF RECORD FOR THE PROJECT'HOSr STRUCTURE TO WHICH THIS DESIGN IS ATTACHED SHALL BE RESPONSIBLE FOR
THE INTEGRITY OF ALL SUPPORTING STRUCTURES.
7. SEPARATE'SITE SPECIFIC' ENGINEERING SHALL BE REQUIRED IN ORDER TO DEVIATE FROM LOADS, DEFLECTIONS, OR SPANS CONTAINED HEREIN.
LINEAR INTERPOLATION OF THE OF THE ALLOWABLE SPAN TABLES LISTED HEREIN SHALL NOT BE ALLOWED. CONTACT THIS ENGINEER FOR
ALTERNATE SPAN CALCULATIONS AS MAY BE REQUIRED. "
8. THE -SINGLE SPAN' ANALYSIS IS PRESENTED HERE AS THIS IS THE TYPICAL CRITICAL CONDITION. MULTIPLE SPANS W1TH INTERMEDIATE CARRY
BEAMS CAN PRODUCE BETTER SPANS. CONTACTTHIS ENGINEER FORALTERNATE SPAN CALCULATIONS AS MAY BE REQUIRED.
9. THE CONTRACTOR SHALL CAREFULLY, CONSIDER POSSIBLE ADDITIONAL IMPOSED LOADS ON THE ROOF SYSTEM. IF SUCH LOADS EXIST,
APPROPRIATE REDUCTIONS IN SPANS SHALL BE ANALYZED BY A LICENSED PROFESSIONAL ENGINEER.
10. FABRICATION SHALL BE IN ACCORDANCE WITH APPROVED FABRICATION METHODS BY METALS BUILDING PRODUCTS AT THEIR GROVEIAND
FACILITY. USE OF THESE SPAN AND LOAD TABLES WITH OTHER MANUFACTURERS OF SIMILAR FRODUCTS IS SPECIFICALLY PROHIBITED.
11. ALL FASTENERS TO BE 912 OR LARGER, SAE GRADE 5 OF BETTER UNLESS OTHERVLISE SPECIFIED. FASTENERS SHALL BE PLATED OR COATED
-- WITH CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH ANY APPLICABLE -FEDERAL, STATE OR LOCAL CODES.
12. CONCRETE ANCHORS NOTED HEREIN SHALL BE EMBEDDED INTO UNCRACKED CONCRETE ONLY. INSTALL ALL C014CRETE ANCHORS PER
MANUFACTURERS RECOMMENDATIONS
13. 714E CONTRACTOR IS RESPONSIBLE FOR INSULATING THE MEMBERS OF THIS SYSTEM FOR DISSIMILAR METALS TO PREVENT ELECTROLYSIS.. _
14. THE CONTRACTOR IS RESPONSIBLE FOR WEATHERPROOFING MATERIALS AND INSTALLATION SUCH AS FLASHING, CAULKING, ETC,
15. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED.
10. ALTERATIONS ADDITIONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE- THIS CERTIFICATION.
17. THIS SYSTEM IS VALIDATED FOR THE STRUCTURAL DESIGN AS SHOWN ONLY.
18. USE OF THIS SPECIFICATION BY CONTRACTOR, at al INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COSTS & DAMAGES INCLUDING
- - LEGAL -FEES . APPELLATE FEES, COURTS COSTS OR OTHER COSTS RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, &
CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY FEDERAL, STATE AND LOCAL CODES, AS `rgLL AS FROM DEVIATIONS FROM
THIS SPECIFICATION.
19. VERIFICATION OF THE STRUCTURAL INTEGRITY I CAPACITY OF THE SUPPORTING HOST STRUCTURE AND SUPPORT FRAMING ELEMENTS ARE
THE RESPONSIBILITY OF THE SITE SPECIFIC DESIGN PROFESSIONAL. THE SITE SPECIFIC DESIGN PROFESSIONAL MAY DESIGN ADDITIONAL
FRAMING AND / ORBRACING TO ALLOW ZONE 01 SPANS TO BE DEVELOPED WITHIN ZONES o2 AND 03. -
20. THESE DESIGN SPAN TABLES ARE APPLICABLE TO PATIO COVERS, SCREEN ROOMS AND CARPORTS ATTACHED (OR SUPPORTED BY FOURTH
WALL CONSTRUCTION) TO THE BUILDING ENVELOPE OF THE MAIN HOST STRUCTURE.
- .. _ ...._...-.
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A09/11/15
SHEET NO:
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UNDER EXISTING DRIP EDGE
EXTRUDED OR
BREAK•FORMED METALx
0AX(I' lAIMIAUKTHICKNESS
RECEIVER CHANNEL
3L2 x W4' SR4S AT PANEL RIB
7' RISER PpNf=+ �:1)3/8'R DUL x 4' LAG SCREW
O
(2)114' DUL x 4-LAG SCREW
AT EACH OVERHANG
(4) _l12 x 3P4' W4 .
PER PANEL
RISER PANEL TO FASCIA DETAIL
SCALE NTS-
EXISTING
HOST
WALL
EXTRUDED OR BREAK -FORMED
METAL x 0.040'MINIMUM
THICKNESS RECEIVER CHANNEL
- 012x 3H4- SAS AT EACH RIB
(4)912x3'4'SnS_/
PER PANEL
3* RISER PANEL
j
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CO\CRE7E'
(1) 3Yd'x 211I SCREW
TYPE MASONRY
ANCHORAT160.C-
WOOD,
l
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AT IT O.C.
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RISER PANEL TO HOST CONNECTION DETAIL
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RHINO PAN INSTALLATION INSTRUCTIONS: Date:20a�509.Y 14$:
INSTALLING EXTRUDED HEADER TO FASCIA BOARD
1. INSTALL CAULKING SEALANT, OR PUTTY TAPE, OR SEALINGIAPE
TO BACK SIDE OF HEADER_
2. FLASHING IS OPTIONAL ON ALL APPLICATIONS.
3. MINIMUM FASCIA BOARD SHALL BE 2X #2 S.Y.P. OR S.P-F-
INSTALLING EXTRUDED HEADER TO WALL OF HOST STRUCTURE
1- INSTALL CAULKING SEALANT, OR PUTTY TAPE, OR SEALING TAPE
TO BACKSIDE OF HEADER.
2. FOR MASONRY USEWINIMUM 3/8" DIA x 2 1/2" MASONRY'ANCHOR
OR EQUAL 6" FROM EACH END AND AT 16" O.C. MAX SPACING.
3. FOR WOOD USE MINIMUM 114" DIA x 2 12' LAG SCREWS 6" FROM
EACH END AND AT 16" O.C. MAX SPACING.'
a
STEEL PAN ROOF ATTACHMENT:
1. ROOF PANS SHALL BE ATTACHED TO THE HEADER W/ (4) i{12 x 3/4"
- CORROSION RESISTANT SHEET METAL SCREWS UPWARD THROUGH -
THE. BOTTOM OF HEADER AND (1) #12 x 3/4" SHEET METAL SCREW AT
TOP OF EACH RIB. ALL SCREWS SHALL BE CAULKED.
2. ALTERNATE: PANS MAY BE ANCHORED THROUGH BOXED END WITH (4)
-912.x 1" GALVANIZED OR S.S. SCREWS
3. SCREWS NEED TO HAVE AN EMBEDMENT OF 1" MINIMUM WHEN
ATTACHED TO WOOD BEAMS OR SUPPORTS.
4. ROOF PANS -SHALL BE ATTACHED TO SUPPORTING BEAM WITH (4) #12
x 1/2" SHEET METAL SCREWS WITH MINIMUM 5& DIA. NEOPRENE
FENDER WASHER OR EQUIVALENT.
5. EXISTING 2X FASCIA SHALL BE ATTACHED TO EXISTING RAFTER OR
ROOF TRUSS OVERHANG WITH (1) 318" DIA. x 4" LAG SCREW OR (2)114"
DIA x 4" LAG SCREWS.
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DATE DRAWN
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REVISION
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