223 Ocean Blvd ROOF21-0011 MetalOWNER:ADDRESS:CITY:STATE:ZIP:
TROFIMENKO PETER 223 OCEAN BLVD ATLANTIC BEACH FL 32233
COMPANY:ADDRESS:CITY:STATE:ZIP:
The Neill Company LLC 114 Willow Branch Ave Jacksonville FL 32254
TYPE OF
CONSTRUCTION:
REAL ESTATE
NUMBER:ZONING:BUILDING USE
GROUP:SUBDIVISION:
170194 0000 ATLANTIC BEACH
JOB ADDRESS:PERMIT TYPE:DESCRIPTION: VALUE OF WORK:
223 OCEAN BLVD ROOF NON SHINGLE install metal roof $98200.00
FEES
DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT
LIST OF CONDITIONS
Roll off container company must be on City approved list . Container cannot be placed on City right-of-way.
1 BUILDING ROOF IN-PROGRESS INSPECTION REQUIRED INFORMATIONAL
Notes:
a. The roof sheathing for all new construction must remain uncovered until the Roof Sheathing Inspection is approved.
b. All roofing projects require an In-Progress Inspection.
c. Sheathing installation and replacement guidelines per APA.
d. Underlayment must conform to FBC-R Table 905.1.1
e. Shingles must conform to ASTM D3161 G or H, or ASTM D7158 F
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property
that may be found in the public records of this county, and there may be additional permits required from other
governmental entities such as water management districts, state agencies, or federal agencies.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN
YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT
MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU
INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION.
ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING
CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES .
ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY.
1 of 2Issued Date: 2/24/2021
PERMIT NUMBER
ROOF21-0011
ISSUED: 2/24/2021
EXPIRES: 8/23/2021
ROOF NON SHINGLE PERMIT
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
BUILDING PERMIT 455-0000-322-1000 0 $476.00
BUILDING PLAN CHECK 455-0000-322-1001 0 $238.00
STATE DBPR SURCHARGE 455-0000-208-0700 0 $10.71
STATE DCA SURCHARGE 455-0000-208-0600 0 $7.14
TOTAL: $731.85
2 of 2Issued Date: 2/24/2021
PERMIT NUMBER
ROOF21-0011
ISSUED: 2/24/2021
EXPIRES: 8/23/2021
ROOF NON SHINGLE PERMIT
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
DESCRIPTION ACCOUNT QTY PAID
PermitTRAK $731.85
ROOF21-0011 Address: 223 OCEAN BLVD APN: 170194 0000 $731.85
BUILDING $476.00
BUILDING PERMIT 455-0000-322-1000 0 $476.00
BUILDING PLAN REVIEW $238.00
BUILDING PLAN CHECK 455-0000-322-1001 0 $238.00
STATE SURCHARGES $17.85
STATE DBPR SURCHARGE 455-0000-208-0700 0 $10.71
STATE DCA SURCHARGE 455-0000-208-0600 0 $7.14
TOTAL FEES PAID BY RECEIPT: R15009 $731.85
Printed: Wednesday, February 24, 2021 2:39 PM
Date Paid: Wednesday, February 24, 2021
Paid By: The Neill Company LLC
Pay Method: CREDIT CARD 426993262
1 of 1
Cashier: CG
Cash Register Receipt
City of Atlantic Beach
Receipt Number
R15009
NEOREcta.
Certificate of Authorization #32455
353 Christian Street, Unit #13
Oxford, CT 06478
(203) 262-9245
ENGINEER EVALUATE TEST CONSULT CERTIFY
EVALUATION REPORT
Boral Roofing
7575 Irvine Center Drive, Suite 100
Irvine, CA. 92618
(602) 269-2288
Evaluation Report M35710.12.10-R11
FL14317-R10
Date of Issuance: 12/21/2010
Revision 11: 10/12/2018
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products
described herein have been evaluated for compliance with the 6th Edition (2017) Florida Building Code sections noted
herein.
DESCRIPTION: Boral Roof Underlayments
LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted
herein.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of
this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. of any changes to the
product(s), the Quality Assurance or the production facility location(s). NEMO ETC, LLC requires a complete review of
this Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words “NEMO|etc. Evaluated” may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 8.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59166, Florida DCA ANE1983
The facsimile seal appearing was authorized by Robert
Nieminen, P.E. on 10/12/2018. This does not serve as an
electronically signed document.
CERTIFICATION OF INDEPENDENCE:
1. NEMO ETC, LLC does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. NEMO ETC, LLC is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing produ cts for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither NEMO ETC, LLC nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
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Wind Performance:
• The wind load which a roof experiences is based on location
and dimensions of the building. Discontinuities, or areas
where the roof changes direction/slope, will be exposed
to higher pressures than the field of the roof. Typically roof
pressures are described in three zones: zone 3 consists of
corners, zone 2 includes edges (ridges, eaves, & gables), and
zone 1 represents the field.
• In most cases, exposed fastener roof systems fail when the
fasteners pull out from the decking. Therefore, ensuring
proper installation of fasteners is critical to achieve the
desired wind performance. Gulf Coast Supply provides load
tables which indicate the required fastener spacing for each
roof zone in different wind speeds.
• Roofs are typically designed primarily for “uplift” loads—
the effect of a strong wind will essentially pull the roof upwards. Therefore, it is important to think of wind
performance as a continuous “load path.” When the wind pulls upward on a roof, that force is transmitted by
fasteners to the roof deck, which transfers the force by fasteners to the rafters/roof structure, which further
transmits to the walls, and on to the foundation. The weakest link along the load path will cause the system
to fail, even if all other components perform satisfactorily. A metal roof panel may be able to resist hurricane
force winds, but if the fasteners have been overtightened and stripped out the plywood decking, the system
may not perform as desired. Structural assessment and design can be a complicated endeavor, and the
services of a qualified entity may be helpful/necessary.
Oil Canning:
• Oil canning is a visible waviness in the flat areas of a roofing panel. It is an intrinsic aspect of cold formed, light
gauge metal panels but is typically an aesthetic issue only. Oil canning is not a defect and is not a reason for
rejection.
• The risk of oil canning can be reduced by selecting heavier gauge metals, specifying striations (large, flat
areas are most prone to oil canning), ensuring a completely flat/square/level deck (deck imperfections will
reflect through the panels), properly driving fasteners (over driving creates stresses in the panel), and ensuring
proper handling and storage during construction (twisting/bending panels will introduce internal stresses).
Dissimilar Metals & Galvanic Corrosion
Dissimilar metals in contact are at risk for galvanic corrosion. To avoid this, a roof system must be properly
designed and specified to ensure that dissimilar metals are not in contact with roof panels or located upstream2
of roof panels. Copper and lead present a particularly high risk of galvanic corrosion, and materials containing
copper and/or lead must not be installed in contact or upstream2 of metal roof panels. Damage due to galvanic
corrosion is NOT covered by warranties. Note that most treated lumber contains copper-based substances—metal
roof panels installed in contact or downstream from treated lumber are at increased risk of galvanic corrosion and
rust-staining.
Wind Zones on
Gable Roof
Wind Zones on
Hip Roof
2 Since virtually all metals will leach some particles into rainwater, any case of dissimilar metal installed such that rain runoff will travel from
the dissimilar metal before contacting a metal roof panel is considered “upstream,” and presents an increased risk of galvanic corrosion and
rust staining.
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Appendix B: Building Code Excerpts
The following excerpts are from the 2017 Florida Building Code (FBC), which is publically available here:
https://codes.iccsafe.org/public/collections/FL. The FBC is based on the International Building Code (IBC),
and the section numbering is identical in most cases. Typically the FBC is more restrictive, so the excerpts
below are from the FBC. Building codes for other states are available here: https://codes.iccsafe.org/public/.
These excerpts are provided as a courtesy reference only; always consult the local building department and a
complete copy of the applicable building codes.
FBC 2303.1.5 Wood Structural Panels
Wood structural panels, when used structurally (including those used for siding, roof and wall sheathing,
subflooring, diaphragms and built-up members), shall conform to the requirements for their type in DOC PS 1,
DOC PS 2 or ANSI/APA PRP 210. Each panel or member shall be identified for grade, bond classification, and
Performance Category by the trademarks of an approved testing and grading agency.
FBC 1503.2.1 Flashing Locations
Flashing shall be installed at wall and roof
intersections, at gutters, wherever there
is a change in roof slope or direction and
around roof openings. Where flashing is of
metal, the metal shall be corrosion resistant
with a thickness of not less than that provided
in Table 1503.2.
Exception: This requirement does not apply to
hip and ridge junctions.
FBC 1503.6 Crickets and Saddles
A cricket or saddle shall be installed on the
ridge side of any chimney or penetration
greater than 30 inches (762 mm) wide
as measured perpendicular to the slope.
Cricket or saddle coverings shall be sheet metal or of the same material as the roof covering.
FBC 1506.2.1 Compatibility of Materials
Roofs and roof coverings shall be of materials that are compatible with each other and with the building or
structure to which the materials are applied.
FBC 1507.1.1 Underlayment
Unless otherwise noted, underlayment for asphalt shingles, metal roof panels, metal roof shingles, mineral
surfaced roll roofing, slate shingles, wood shingles, and wood shakes shall conform to the applicable standards
listed in this chapter. Underlayment materials required to comply with ASTM D226, D1970, D4869 and
D6757 shall bear a label indicating compliance to the standard designation and, if applicable, type
Material Minimum
Thickness
(Inches)
Gage Weight
(lbs per sq ft)
Copper 1 (16 oz)
Aluminum 0.024
Stainless Steel 28
Galvanized Steel 0.0179 26 (zinc
coated G90)
Aluminum Zinc
Coated Steel
0.0179 26 (AZ50
Alum Zinc)
Zinc Alloy 0.027
Lead 2.5 (40 oz)
Painted Terne 1.25 (20 oz)
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APPENDIX D: LOAD TABLES FOR EXPOSURE D
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of scratching of the seam surface. The roof panel seams
must be cleaned of grease or other contaminants
which can cause seaming machine slippage and
marking of the seam surface.
RUNNING
THE SEAMING
MACHINE Check
that the machine’s
path is clear of
power cords, tools,
debris, tether
lines, etc. Start the
machine by turning
on the machine’s toggle switch. Watch the machine and
finished seam carefully for any indications of machine
malfunction or faulty seaming. Caution: The seaming
machine must always be in the vertical position while
seaming. Do not allow the machine to tilt sideways
when locking the machine onto the seam or while the
machine is running. On roofs with high stand-off clips,
walking or standing on the panel next to the machine
can deflect the panel and cause the machine to tilt. Do
not walk or stand on the panel next to the machine
while it is running.
STOPPING THE MACHINE Stop the machine by turning
off the machine’s toggle switch. Always allow sufficient
space for the machine to coast after turning the
machine off. Do not run the machine into previously
installed end dams or other obstructions. Note: The
180⁰ Seam will stop just short of the installed end dams
approximately 12”. The seam should already be 90⁰
hand crimped at the ridge prior to installation of the
end dams. The end dams are designed for 90⁰ Seams
only. This does not affect the performance of the roof
system. Caution: Stop the machine immediately and
investigate any indication of machine malfunction or
faulty seaming. If the machine does not correctly form
the seam, DO NOT continue seaming and contact D.I.
Roof Seamers Technical Support at 1-888-343-0456.
UN-LOCKING THE MACHINE After the machine is
turned off and has fully stopped, lift up the locking
handle to the open position to un-lock the machine
from the seam. Using the lift handle, the machine
can be lifted from the seam. If the machine must be
stopped and removed before completing the seam,
use a felt marker to mark the position of the machine’s
front wheel on the panel. The machine can later be
repositioned on the mark to complete the seaming.
CHECKING THE FINISHED SEAM At the completion
of each seam, check the full length of the seam for any
indications of faulty seaming. The seaming operation
exerts high pressure bending forces on the seam.
Under such conditions, minor burnishing, pressure
marks and dark marking of the seam surface is normal
and acceptable. Many markings may be removed with
mild cleaning solutions or solvents.
“FLIP FLOP” MACHINE
NOMENCLATURE The
following information
identifies the operational
parts of the “Flip Flop”
seaming machine.
DIFFERENCE IN SEAMING
DIRECTION This machine
is a very unique labor
saving machine because
it can form bi-directionally or can be two machines in
one. The 90⁰/90⁰ machine can be run, then “flipped” to
run on the adjacent seam
to save “drag back” time.
The 90⁰/180⁰ machine
can be run as 90⁰ Seam
then be “flipped” to run in
the opposite direction on
the same seam to form
180⁰ Seam.
LOCKING THE MACHINE
ON THE SEAM When
the machine is in the
correct position on the
seam, pull the locking
handle out to the locked
position. The locking
handle should lock with
minimal resistance when
force applied. If the locking handle will not readily lock,
roll the machine forward or backward slightly until a
position is found where the locking handle will readily
lock. If the locking handle still does not work, check the
hand crimping to be sure it is in the proper form. Once
the locking handle is locked, check that the forming
rolls are properly aligned.
STARTING THE SEAMING PROCESS The basic seaming
process of starting, running and stopping the “Flip
Flop” machine is the same as described previously in
this guide. Follow the same basic safety tips such as
use of tether lines, stopping the machine near the eave
and ridge, unlocking the machine, etc. Note: The 180⁰
Seam will stop just short of the installed end dams
approximately 12”. The seam should already be 90⁰
hand crimped at the ridge prior to installation of the
end dams. The end dams are designed for 90⁰ Seams
only.
Wind Load Calculations Report
For
223 Ocean Blvd.
Atlantic Beach, Florida 32233
Residential
Reroof Panels
February 16, 2021
Prepared by:
P.A. Kreuser Engineering, LLC
565 Bucks Trail
Longs, South Carolina 29568
Phone (910) 280-8584
site location
design wind speed
130 mph
P.A. Kreuser
Engineering, LLC
Job No:
Page:
Date:
Prepared By:PAK
Reviewed By:
Rev: 3 06/14
Notes:
Load factor (0.6) is included in all loading (pressure/suction) per user selection (above)
(Risk Category) Occupancy 2 Width W (ft) =70
Basic Wind Speed Vult (mph) =130 Fig. 26.5-1A Exposure Category 2 Length L (ft) =80
Topographic Effects Envelope 1 Eave Height He (ft) =21
Exposure Factor Kz =0.97 K1 =0 Internal Pressure Coeff.GCpi =0.18 Table 26.11-1 Roof Pitch /12 =5 = 22.62°
Topographic Factor Kzt =1.00 K2 =0 High Eave (ft) =
Directionality Factor Kd =0.85 K3 =0 Roof Shape 1
Velocity Pressure qh (psf) =35.68 Eq. 27.3-1 Mean Eave Height Hm (ft) = 28.3
Edge Zone a (ft) =7.0
ROOF Wind Effective Area (ft2) =10 Figures 30.4-2A..C OVERHANG
Zone +GCp -GCp GCpi Zone -GCp Suction
+/-Coeff.p (psf)Coeff.p (psf)p (psf)
1 0.50 -0.90 0.18 0.68 14.6 -1.08 -23.1 AISI Red.1 1 #VALUE!
2 0.50 -1.70 0.18 0.68 14.6 -1.88 -40.2 2 -2.20 -47.1
3 0.50 -2.60 0.18 0.68 14.6 -2.78 -59.5 3 -3.70 -79.2
2'0.00 0.00 0.18 0.18 3.9 -0.18 -3.9
3'0.00 0.00 0.18 0.18 3.9 -0.18 -3.9
Min. wind of ± 9.6 psf is required for wind-onlyLC
WALLS Wind Effective Area (ft2) =10 Figure 30.4-1 Sect. 30.2.2
Zone +GCp -GCp GCpi
+/-Coeff.p (psf)Coeff.p (psf)
4 1.00 -1.10 0.18 1.18 25.3 -1.28 -27.4
5 1.00 -1.40 0.18 1.18 25.3 -1.58 -33.8
*Parapets: Combine GCp wall and roof coefficients (also GCpi when applicable) per Figure 30.9-1
SECONDARY LOADING
Tributary Width (ft) =5
Member Length (ft) =25
Trib. width used (ft2) =8.3
ROOF Wind Effective Area (ft2) =208.3 Figures 30.4-2A..C OVERHANG
Zone +GCp -GCp GCpi Zone -GCp Suction
+/- Coeff. p (psf)Coeff. p (psf)p (psf)
1 0.30 -0.80 0.18 0.48 10.3 -0.98 -21.0 1 #VALUE!
2 0.30 -1.20 0.18 0.48 10.3 -1.38 -29.5 2 -2.20 -47.1
3 0.30 -2.00 0.18 0.48 10.3 -2.18 -46.7 3 -2.50 -53.5
2'0.00 0.00 0.18 0.18 3.9 -0.18 -3.9
3'0.00 0.00
0.18 0.18 3.9 -0.18 -3.9
Min. wind of ± 9.6 psf is required for wind-only LC
Tributary Width (ft) =5 Sect. 30.2.2
Member Length (ft) =25
Trib. width used (ft2) =8.3
WALLS Wind Effective Area (ft2) =208.3 Figure 30.4-1 PARAPET & FACADE MWFRS 27.4.5 / 28.4.2
Zone +GCp -GCp GCpi
+/-Coeff.(psf)Coeff.p (psf)Coeff.p (psf)Coeff.p (psf)
4 0.77 -0.87 0.18 0.95 20.3 -1.05 -22.4 1.50 32.1 -1.00 -21.4
5 0.77 -0.93 0.18 0.95 20.3 -1.11 -23.9
*Parapets: Combine GCp wall and roof coefficients (also GCpi when applicable) per Figure 30.9-1
Interior frame trib. width (ft) =25 ft Enclosed - Gable Figure 28.4-1 Rigid Structure (assumed)Sec 26.9.1
Endbay length (ft) =25 ft Endwall Zone 2 a (ft) = 14.0
Winds Parallel to Ridge
Zone Zone w/ + GCi w/ - GCpi w/ + GCpi w/ - GCpi w/ + GCpi Zone Zone w/ - GCpi w/ + GCpi
Dim GCpf p (psf)p (psf) (kips/LF) (kips/LF)Dim GCpf p (psf)p (psf)
1 66 ft 0.54 7.7 15.4 0.19 0.38 5 63 ft 0.40 4.7 12.4
2 35 ft -0.45 -13.6 -5.9 -0.34 -0.15 2 73 ft -0.69 -18.6 -10.9
3 35 ft -0.47 -13.8 -6.1 -0.35 -0.15 3 73 ft -0.37 -11.8 -4.1
4 66 ft -0.41 -12.7 -5.0 -0.32 -0.13 6 63 ft -0.29 -10.1 -2.4
1E 14 ft 0.77 12.7 20.4 0.15 0.24 5E 7 ft 0.61 9.2 16.9
2E 14x35 ft -0.72 -19.2 -11.5 -0.23 -0.13 2E 14 ft -1.07 -26.8 -19.1
3E 14x35 ft -0.65 -17.7 -10.0 -0.21 -0.12 3E 14 ft -0.53 -15.2 -7.5
4E 14 ft -0.60 -16.7 -8.9 -0.20 -0.10 6E 7 ft -0.43 -13.1 -5.4
Sidewall MWFRS (=Base Shear)(kips)16 psf Min
-24 k -10.5 k 10.7 k 10.7 k Eave 1 Eave 2 Eave 1+2
-15.4 k -8.6 k 7.2 k 7.2 k 7.9 7.9 9.5
Pressure
MAIN WIND FORCE RESISTING SYSTEM
Sum Vert Loads Sum Horiz Loads
Positive = Inward pressure; Negative = Outward pressure
Suction
Pressure Suction
Winds Normal to Ridge
Pressure
Pressure Suction
Suction
Pressure Suction
PANEL LOADING
Wind Loading -Low Rise Wind
Butler Manufacturing
P1134
02/16/21
ASCE7-10: Ch. 26 (General), Ch. 28 (Envelope Procedure), and Ch. 30 (C&C) DP Section 1.4.5
2012 International Building Code
End frame Zones 5/5E & 6/6E
16 psf Min
8.5 kInt frames Combined
4.3 k
Standing Seam Roof
reviewed for 5:12 &
7:12 w/controlling
values listed
Hip
-25.8
P.A. Kreuser
Engineering, LLC
Symbol Value Symbol Value
a 7.0 Hill Shape Flat - No Hill
End Zone 14.0 K1 0.0
Kh 0.96 K2 0.0
Kz 0.85 K3 0.0
qh 21.11 Kzt 1.0
qz 18.73 μ 0.0
zg 900.0 gamma 0.0
α 9.5 H 0.0
V (ultimate)130.0 Lh 0.0
V (nominal)100.7 x 0.0
I 1.0 z 0.0
Roof Angle 26.9
Gcpi 0.18 Topographic Factor
GCp+ (Wall - Zone 4) 0.74 Eqn. 6-3 (ASCE 7)
GCp- (Wall - Zone 4) -0.80 Kzt=(1+K1*K2*K3)^2
GCp+ (Wall - Zone 5) 0.70
GCp- (Wall - Zone 5) -0.88
Cp (Roofs)-0.2
Reduction Factor 1.0
Exposure C
Note:
*The symbols that are not shown are included in the calculations, but due to the fact that
they are not the same for each case (for multiple effective wind areas) they are not listed above.
Topographic Factor ValuesBuilding Values
Values of Symbols
www.windloadcalc.com 2/16/20211:50 PM 223 Ocean Blvd^
controlling
slope bet. 5 & 7:12
Roof Uplift Calculations
Investigate .040 Aluminum GulfSeam™, 16” wide, Metal Roof Panel Attachment to Plywood
Each panel is attached to 5/8 ” CDX plywood sheathing via 18 ga. Panel clips attached with (2)
#10 -12 x 2” Type A Pancake fasteners per clip with minimum, 3/8” penetration. Determine
maximum clip spacing based on ASCE 7-16 Wind Calculation, NDS 2018, FBC 2020 and FL
Product Approval No. FL33818.2
Nominal Wind Pressures (from Calculations Sheets)
Hip Roofs with 5/12 & 7/12 Pitch (controlling values listed)
Interior roof condition, zone 1: Q1n = -25.8 psf
Eave, rake, hips roof condition, zone 2: Q2n = - 40.2 psf
Corners roof condition, zone 3: Q3n = -59.5 psf
Given:
Maximum design pullout per screw: Wm=173 lbs./inch of penetration (per NDS 2018)
Wm =Wt * CD * Cm2 * Ct
Wt = 135 lb/in. penetration (per NDS table 12.2B, S.G. =0.50)
CD=1.6 (load duration factor)
Cm=1.0 (per NDS table 11.3.3)
Ct=0.8(per NDS table 11.3.4)
Roof panel span: SPAp = 16”/1.0ft (per FL33818.2)
Fastener pattern spacing: SPa = clip spacing x .5 (per FL33818.2)
Minimum fastener penetration: Lm = 3/8”
Zone 3 at Corner condition:
Nominal wind pressure: l Q3nl = 59.5 psf (per ASCE 7-16 & FBC 2020)
Max. pullout per clip: Pm= Wm x Lm x 2= 129.8lbs.
Max. clip spacing: Sm= Pm /(l Q3nl )/ SPAp = 2.2’Use 18” spacing
Zone 2 at Eave/Rake condition:
Nominal wind pressure: l Q2nl = 40.2 psf (per ASCE 7-16 & FBC 2020)
Max. pullout per clip: Pm= Wm x Lm x 2= 129.8lbs.
Max. clip spacing: Sm= Pm /(l Q2nl )/ SPAp = 2.4 ft Use 18” spacing
Zone 1 Interior Roof condition:
Nominal wind pressure: l Q1nl = 25.8 psf (per ASCE 7-16 & FBC 2020)
Max. pullout per clip: Pm= Wm x Lm x 2= 129.8lbs.
Max. clip spacing: Sm= Pm /(l Q1nl )/ SPAp = 3.8 ft Use 18” spacing
Summary & Detail
·Zone 1, Zone 2 and Zone 3: Install clips at max. 18” o.c. in accordance with
Florida Product Approval No. FL33818.2. with 3/8” min. fastener
embedment.
·All other approved assemblies, installation details, and specifications shall
be in accordance with Florida Product Approval No. FL33818.2, the Florida
Building Code, and manufacture specifications.
a = 7’-0
5/8"