2059 SELVA MARINA DR - ROOF REVISION •
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J4 , '' ' ' , 1'IC BEACH
\ss� 800 Seminole Road
'K+:R- ;; ; ' . , j Atlantic Beach,Florida 32233
?� Telephone(904)247-5800
FAX(904)247-5845
REVISION REQUEST SHEET
Date: R .I - 2.01(o Received by: Resubmitted:
Permit Number:1 4 • aonF .1,42
Original Plans Examiner: Project Name:2OSa1 56Lji4 n'Vtte/wA
Project Address:los g 5t,im fin9/21NA
Contractor:Dig Rale jju G/4 Contact Name: /PLAN Zo S S
Contact Phone :%011-3ys-066, 3 ►intact a-m '' 4 - 7// o foDVu4.e o w'•
Revision/Plan Check/Permit Fee(s)Du: $ /0S
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Description of Proposed Revision to Existing Permit:
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Sv'1htirr6-1) Svc124)' " 2.l Ce /a : SI 4.t..... —
Additional Increase in Building Value: Additional S.F.
Site Plan Revised: A Public W/U Approval:
Pir
By signing g b -
- (print name /_ Buit-1 A saf rm that the above revision
is inclusivi- • the proposed c r. ges.
i - 1 '26144
Signa e o Contractor/Agent(Contractor must sign if increase in valuation) Date
Office Use Only —
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Date: Approved: Rejected: Not d
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Plan Review Comments: AUG 1 2016
C.) ii.----.. -
Department review required Yes No
Building
Planning &Zoning
Tree Administrator
Public Works
Plans Examiner
Public Utilities V fI 1 I
Public Safety
Fire Services Date
Created 8/20/15 Rev.2
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, CITY OF ATLANTIC BEACH
_, 800 SEMINOLE ROAD
si
\JZ ATLANTIC BEACH, FL 32233
INSPECTION PHONE LINE 247-5814
Jij
ROOF PERMIT
MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814
JOB INFORMATION:
Job ID: 16-ROOF-1421
Job Type: ROOF PERMIT
Description: RE-ROOF METAL
Estimated Value: $16.750.00
Issue Date: 6/22/2016
Expiration Date: 12/19/2016
PROPERTY ADDRESS:
Address: 2059 SELVA MARINA DR
RE Number: 169506-1072
PROPERTY OWNER:
Name: CLIFFORD, WILLIAM F
Address: 95 -76 LAN I PAA ST
GENERAL CONTRACTOR INFORMATION:
Name: THE ROOF DUCK WATERTIGHT ROOFING SYSTEMS
Address: 6095 Shadehill RD
Phone: - -
FEES:
PLAN CHECK FEES $66.88
BUILDING PERMIT FEE $133.75
STATE DCA SURCHARGE $2.01
STATE DBPR SURCHARGE $2.01
Total Payments: $204.65
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
■
The Avanti Group, Inc. David M.Schonacher Jr., P.E. Project Number:16-149
1920 N. US Hwy 301 Florida Reg. #63131 Client Gulf Coast Supply g Mfg
Tampa, Florida 33619 Date: 07/28/2016
Phone:813-655-2884 Sheet 1 of 3
Email:davids@avantltampa.com Re: 2059 Selva Marina Dr
STRUCTURAL CALCULATIONS FOR
PANEL ANCHORAGE
2059 Selva Marina Dr
Atlantic Beach , Florida 32233
July 15, 2016
July 28, 2016
PREPARED FOR:
Gulf Coast Supply & Manufacturing
14429 SW 2nd Place, Suite G30
Newberry, FL 32669
Phone: 352-498-0778
www.gulfcoastsupply.com
1 L
No 31
— 4016
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STA' OF
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David Ni. Schc corer J P.E.
Fonda leg. No.633'
orico Cert. OF AJthonzatior. No. 26537
The Avanti Group, Inc. David M. Schonacher Jr., P.E. Project Number: 16-149
1920 N. US Hwy 301 Florida Reg. # 63131 Client Gulf Coast Supply Mfg
Tampa, Florida 33619 Dote: 07/28/2016
Phone:813-655-2884 Sheet 3 of 3
Email: davids@avantitampa.com Re: 2059 Selvo Morino Dr
Nominal wind pressures:
Interior roof condition, Zone 1: qfn:= 0.6•gf= —22.3•psf
Edge roof condition, Zone 2: (len:= 0.6•ge= —38.9•psf
Corner roof condition, Zone 3: q„:'= 0.6•ge= —57.5•psf
Determine Width of Pressure Coefficient Zone (a) for Building:
Least width: W:= 41-ft Mean Roof Height: H:= 24ft
a1 := .1•W a2:= .4•H a3:= .04•W a:= if(al <a2,ai,a2)
a:= if(a> a3,a,a3) a:= if(a> 3•ft,a,3•ft) a = 4.10 ft USE 4'-2"
Investigate GulfLok, 16" wide, 7/8" high, 24 gauge Panel Attachment to Structure:
corner(Zone 3) condition
The panel is to be attached through a single layer of existing shingles to existing 15/32" thick plywood. Try#10 tek
screws at the spacing determined below. See included screw pullout test results for allowable pullout per screw.
Screw spacing: spac:= 10.25 in . --- /,� _
Screw span (panel width): span:= 16•in C�
Factor of Safety: FS := 4
Pullout per screw: Pact:= span•spac•Igcnl = 65.5 lb
297•Ib
Allowable pullout/screw: Screwaii:_ = 74.3 lb
FS
Check pullout: Pact= 65.5 lb is < than Screwa11= 74.3•Ib OK
Use#10 tek screws at a spacing of 10-1/4" o/c max for all Zones.
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VAN`
FLORIDA PRODUCT APPROVAL Gulf ,oast
SUPPLY & .,,ANUFACTURIN(
111, GUL ; LOKTM
16" WIDE ROOF PAN SV ._5/ : ' " WOOD
FLORIDA PRODS V' , O. 16 .9 R2
Compliance Statement: The product as described in this report has demonstrated compliance with the
Florida Building Code 2014, Sections 1504.3.2.
Product Description: GulfLokTM, 1/4" Nailstrip Roof Panel, Minimum 24 Ga. Steel, Maximum 16"
Coverage, Roof panel restrained with fasteners into minimum 15/32" plywood
decking. Non Structural application.
Panel Material/Standards: Material: Minimum 24 Ga. Steel, ASTM A792 or ASTM A653 G90 conforming to
Florida Building Code 2014 Section 1507.4.3.
Paint Finish Optional
Yield Strength: 50.0 ksi
Corrosion Resistance: Panel Material shall comply with Florida Building Code
2014, Section 1507.4.3.
Panel Dimension(s): Thickness: 0.0235" Minimum
Width: 16" Coverage Maximum
Female Rib: 7/8" Tall
Male Rib: 3/4" Tall Rib with Slotted Strip
Panel Seam: Snap Lock
Panel Clip: 24 Ga. Zinc Aluminum Coated Steel, 24" Long. Used at Corner Zones only,
where required design pressures exceed-121.75 psf.
Panel Fastener: Through Panel Slot: (1)#10-12x1" Pancake Type A
1/4" Minimum Penetration through Plywood.
Corrosion Resistance: Per Florida Building Code 2014, Section 1506.6, 1507.4.4
Substrate Description: Minimum 15/32" thick, APA Rated plywood over supports at maximum 24" O.C.
Design of plywood and plywood supports are outside the scope of this evaluation.
Must be designed in accordance w/Florida Building Code 2014.
Design Uplift Pressures:
Table "A" Maximum Design Pressures
Roof Areas Assembly A Assembly B Assembly C Assembly D
lv1aximum Design P,ess res 81.75 psf 96.75 psf -121.75 psf -161 psf
Fastener Spacing 10 1/4" O.C•' "O.0 dallir 0:
Sealant No No Yes No
Panel Clip No
*Design Pressure includes a Safety Factor= 2.0. 4)06
FL#11651.9 R2•JUNE 15,2015
PRODUCT EVALUATION REPORT
KUHN ENGINEERING, LLC
11670 ISLAND LAKES LANE, BOCA RATON, FL 33498 • FL COA#30464
Legacy Job#16-5187 2059 SeIva Marina Drive Nage 2 of 3
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I.igure 3-('ondncting Testing
LEGACY ENGINEERING.INC
LEGACY 6424 BEACH RD
JACKSONVILLE,LE,FL FL 32216
ENGINEERING , INC
904-721-1100 OFFICE
Geotechnical&Alalc'rials Engineering and liewing 904-722-1100 FAX
July 28,2016
Mr. Alan Ross
The Roof Duck Watertight Roofing Systems
3948 3rd Street Unit 195
Jacksonville Beach, Florida 32250
RE: Legacy Project#16-5187,Report# I —2059 Selva Marina Drive,Atlantic Beach, FL 32223
Load Testing Of#I 0-12x I" Pancake Type Fastener Pullout Strengths On '/2-inch plywood
Dear Alan:
On the date of July 27, 2016, Byron Crawford and Curtis Morgan of Legacy Engineering, Inc. visited the
above referenced site to perform testing on three(3)1110-12x1"pancake type fasteners that were installed
into the plywood roof decking of the north side of the house.The testing was performed to determine the
ultimate pullout strength of each fastener from the plywood. The testing was performed at the request of
Mr. Alan Ross of The Roof Duck Watertight Roofing Systems.
TEST PROCEDURE& SET-UP
To perform the load testing on each fastener, a load frame was set-up on the roof, and a calibrated load
cell was set-up over the fastener. The thickness of the load frame under the fastener head was used to
represent the thickness of the roofing components held by the fastener. Tests 1-3 were loaded using a
pump and jack assembly. The fastener was loaded until failure occurred. The maximum load achieved
was observed and recorded for each fastener.
RESULTS
The results of the testing are listed in Table I, which is presented below.
Table 1 —Testing Results
Test Location Load Notes
Number Of Fastener (lbs)
North side of house roof decking 283.2 Pulled by jack assembly
2 North side of house roof decking 289.0 Pulled by jack assembly
3 North side of house roof decking 319.3 Pulled by jack assembly
Thank you again for allowing Legacy Enginee ig, Inc. the opportunity to provide testing and inspection
services for this project. If you should have y questions and/or comments regarding this report, please
contact us.
Average pullout = 297 psf
Consulting Engineering Services
The Ellis Family Has Been Sewing the Engineering and Construction Industries Since 1939
130 120 115
140 115 130
150 120 •
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140 ' '11e" x 1 140
150 mos
'� \ 150
Project Location 140 d„
Z! siti—RAwa_W
'�lwr_,.. 1
0..•ft. - \ 160
Motes: lik
150IN
1. Values are nominal design 3-second gust fI' at
wind speeds in miles per hour (m/s) at 33 ' 170
ft (16m) above ground for Exposure C cat- p ' . ..
egory. a* _ ,
2. Linear interpolation between contours 160 t- Mb
is permitted.
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3. Islands and coastal areas outside the
last contour shall use the last wind speed 170 }k ! iw, i
contour of the coastal area.
../N4 V EL
4. Mountainous terrain, gorges, ocean
promontories, and special wind regionsIlk:— N: . '''
,
shall be examined for unusual wind condi- 180
tions. 180
5. wind speeds correspond to approximately
a 7% probability of exceedance in 59 years
(Annual Exceedance Probability a 0.00143,
PRI = 700 years).
/
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Figure 16O9A Ultimate Design Wind Speeds, Vint ,
for Risk Category II Buildings and Other Structures
T-e Avont Group, Inc. David M. Schonacher Jr., P.E. Project Number:i6-149
1920 N. US —Iwy 301 Florida Reg. #63131 Client Gulf Coast Supply E Mfg
-an-ao. Flo-ida 33619 Dote: 07/28/2016
Pho-e:813-655-2884 Sheet 2 of 3
Email: dovids@avontitompo.com Re: 2059 Selvo Morino Dr
Givens:
1. Florida Building Code Fifth Edition(2014).
2. Design wind pressures per below calculations.
3.ASCE 7-10 for wind loads using 130 mph(Vult Ultimate)wind speed (Vasd nominal wind speed = 101 mph).
4. Exposure C.
5. Building Risk Category II.
6. Based on enclosed building.
Constants:
kip:= 1000-lb plf:= lb psf:= lb ksi:= kip psi:= b ES:= 29500-ksi
ft ft2 in in
Calculate Wind Load per ASCE 7-10:
Wind speed: V:= 130 (Ultimate wind speed)
Height above ground level z:= 24ft For Exposure C/Case 1, z cannot be less than 15 ft
Velocity Pressure Coefficient a:= 9.5 Exposure B=7.0, Exposure C=9.5, Exposure D=11.5
Per Table 26.9-1
zx:= 900ft Exposure B=1200,Exposure C=900, Exposure D=700
Per Table 26.9-1
2
a a
KL:= if z< 15ft,2.01 C 15ft1 ,2.01.(L) KZ= 0.94
Topographic Factor: K71:= 1.0 (Table 26.8-1)
Wind directionality Factor: Kd:= 0.85 (Table 26.6-1)
Velocity Pressure qh:= 0.00256•psf•KZ lci Kd•V2 qh= 34.46•psf
Internal Pressure Coeff. GCp;:= 0.18 (Based on enclosed building, Table 26.11-1)
Calculate C & C Roof Wind Pressures for 10 sq ft. based on 7 < 0 < 27 degrees:
External Pressure
Coefficient @ Field: GCp f10 -0.9 Design Pressure @ Field: qf:= gh•(GCpno- GCp;) = -37.2-psf
External Pressure GCp10'= 1.7 Design Pressure Edge: qe qh(GCPelo- GC p) = -64.8-psf
Coefficient @ Edge:
External Pressure
Coefficient @ Corner: GCpc10:= -2.6 Design Pressure @ Corner: qc:= gh•(GCPc10- GCp;) = -95.8•psf