HomeMy WebLinkAboutPROJECT INFORMATIONIMM M BV
ENGINEERING, INC.
MOIA BOWLES VILLAMIZAR & ASSOCIATES
www.mbveng.com CA #3728
August 29, 2017
Mr. Joseph Cicio, Plans Examiner
St. Lucie County Building Department
2300 Virginia Avenue
Ft. Pierce, FL 34982
RECEIVED AUG 9 J 2017
Subject: Roofing at Moose Lodge - 325 Pandora Avenue
Fort Pierce, Florida
Permit Number: 704-0065
Engineer's Project Number: 17-0077
Dear Mr. Cicio:
Mul
JI,AI ILL
BY
St. Lucie rnnntl
Below is the information regarding the roofing system at the subject property:
Roofing System:
Gulf Coast Supply & Manufacturing, LLC
GulfPBR, 36" wide with 1 '/4" high ribs, Min. 26 ga. 80 ksi steel
Florida Product Approval No. FL 11650.3-R2
Florida Product Approval Uplift Allowable:
-40.0 psf (maximum ROOF GIRT spacing of 60" with a fastener pattern of 12"-
12"-12")
Design Parameters for FL Building Code 5`h Edition 2014:
Wind Speed: 160 mph ultimate, 124 mph allowable (3 sec.)
Exp. Category: C, Risk Category: II, Directionality Factor Kd = 0.85
Design Mean Roof Height: 17.17 feet, Kh = 0.87, Edge Zone Width, a = 3.93 feet
Design Pressures (DP) in the table below are allowable pounds per square foot for the
building.
Internal Pressure Coefficient and Enclosure Classification:
Main roof = Open, CPI = +/- 0.00
Note: All zones in this project meet the stated maximum allowable design pressures.
The 2 x 4 Syp. Pressure Treated No. 2 wood planks shall be spaced at 2.5' o.c. max. at
the perimeter (zone 2 and 3) and at 5' o.c. max. in zone 1. Each plank shall be attached
with (2) #12 x 3" wood screws at each -truss. -The screws shall be installed with a 1.5"
space between them. Plank spacing was determined based on the maximum bending
1250 W. Eau Gallie Blvd., Suite L 1835 20th Street 806 Delaware Avenue
Melbourne, FL 32935 Vero Beach, FL 32960 Ft Pierce, FL 34950
321.253.1510 772.569.0035 772.468.9055
Fax:321.253.0911 Fax:772.778.3617 Fax:772.778.3617
759 S. Federal Highway, Suite 200B
Stuart, FL 34994
772.266.9795
Fax: 772.778.3617
Mr. Joseph Cicio
August 29, 2017
Page 2 of 2
Project Number 17-0077
-, - r-75 rs
a ~�
capacity of the GULFPBR metal panel as well as the capacity of a 2 x 4 bending along its
weak axis.
2. The metal roof panels shall be installed with #10 - 16 x 2" SDS screws with self-sealing
washers, attach per FL Product Approval specification and tables below. The fastener
spacing at the panel side laps shall be 1/4 - 14 x 7/8" HWH SD screws with self-sealing
washers and shall be spaced per the table below. The #10 - 16 x 2" SDS screws were
designed for a metal to wood attachment for pullout and pullover.
OPEN ROOF AREAS
LOCATION
FASTENER AT
SIDELAP SPACING
FASTENER AT
RIB SPACING
BLDG ALLOWABLE
DESIGN PRESSURE (PSF)
Zone 1 Interior
20" c/c
12" c/c
-32
Zone 2 (Edge)
6" c/c
12" c/c
-73
Zone 3 Corner
6" c/e
12" c/c
-100'
All other installation details shall meet current code requirements and typical construction
industry practices. MBV Engineering, Inc. has designed these items utilizing all current and
applicable codes and we believe an equivalence of product standards for Florida Product
Approval 11650.3 — R2 has been met. The above products and specifications provide adequate
resistance to the wind load and forces specified by current code provisions. Please see the
attached five pages of engineering calculations for reference. Based on our review of the above
products and their pertinent installation details, we deem acceptable the request to install these
products. This report was reviewed by Rodolfo Villamizar, P.E., Vice President of MBV
Engineering.
Should you have any questions regarding the above subject, please feel free to contact our office
at any time. \01I I I I I/ I,
\N GE SC .
Sincerely, �Q�4?`�ENgF �IJ�
No.81238
Terence Schlitt, P.l��'. STATE OF W
FL PE#81238 l��X1 %- ORID "C2\
TS/cw
immsv
ENGINEERING, INC.
MOIA BOWLES VILLAMIZAR & ASSOCIATES
CONSULTING ENGINEERING CA #3728
1835 20TH STREET PROJECT —
VERO REACH, FL 32960 _ r
(772) 569-0035 L"A-f`�HF•i•
www.mbveng.com ADDRESS
Melboume (321) 253-1510
Fort Pierce:(772) 468-9055
1611111 1,114,11!, =w
DATE
DESIGNED
CHECKED
SHEET NO.
SCALE
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iMM By
ENGINEERING, INC.
MOIA BOWLES VILLAMIZAR & ASSOCIATES
CONSULTING ENGINEERING CA #3728
1835 20TH STREET PROJECT
VERO BEACH, FL 32960
(772) 569-0035
www.mbveng.com
Melboume (321) 253-1510
Fort Pierce: (772) 468-9055
Lw) -a. `LL tbs
t0O�
ADDRESS
Lwj a��Lj
L4D
DATE
DESIGNED
CHECKED
SHEET NO. p�
SCALE
wv-z-v-.- j � � At
-� AZ&Nis ls.
N♦
COMPANY PROJECT
Woodworks®
SOfTYAR(SOF W000 DFSIC.Y
Aug. 28, 2017 09:18 1 Purlin Design
Design Check Calculation Sheet
Wood Works Sizer 10.42
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Wind C&C
Full UDL
No
-417.0
plf
Load2
Dead
Full UDL
No
30.0
plf
Load3
Roof live
Full UDL
Yes
60.0
plf
Self -weight
Dead
Full UDL
No
1.4
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
11 12'
1'-10.8" T-10.8" 5'-10.8" 7'-10.8" 9'-10.8" 11
Unfactored:
Dead
Wind
Roof Live
26
-352
58
69
-915
142
61
-812
139
64
-845
142
61
-812
139
69
-915
142
26
-352
58
Factored:
Uplift
195
507
450
468
450
507
195
Total
84
211
200
206
200
211
84
Bearing:
Capacity
Beam
2966
1730
1730
1730
1730
1730
2966
Support
3284
1211
1211
1211
1211
1211
3284
Anal/Des
Beam
0.03
0.12
0.12
0.12
0.12
0.12
0.03
Support
0.03
0.17
0.17
0.17
0.17
0.17
0.03
Load comb
#26
#48
#27
#50
#31
#58
#47
Length
1.50
0.50*
0.50*
0.50*
0.50*
0.50*
1.50
Min req'd
0.50*
0.50*
0.50*
0.50*
0.50*
0.50*
0.50*
Cb
1.00
1.75
1.75
1.75
1.75
1.75
1.00
Cb min
1.00
1.75
1.75
1.75
1.75
1.75
1.00
Cb support
1.11
1.11
1.11
1.11
1.11
1.11
1.11
Fcp sup
565
625
625
625
625
625
565
*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports
Lumber n-ply, S. Pine, No.2, 2x4, 1-ply (1-1/2"x3-1/2")
Supports: 1,7 - Lumber n-ply Beam, S. Pine No.2; 2,3,4,5,6 - Timber -soft Beam, D.Fir-L No.2;
Total length: 12'; volume = 0.4 cu.ft.;
Lateral support: top= at supports, bottom= at supports; Oblique angle: 90.0 deg;
R'1
•, r
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
Purlin Design Woodworks® Sizer 10.42 Page 2
Analysis vs. Allowable Stress and Deflection using Nos 2012:
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
x-x
fv =
0
Fv' =
280
kips
fv/Fv' =
0.00
y-y
fv =
76
Fv' =
280
psi
fv/Fv' =
0.27
Bending(+)
x-x
fb =
0
Fb' =
1738
kip-ft
fb/Fb' =
0.00
y-y
fb =
832
Fb' =
1936
kip-ft
fb/Fb' =
0.43
Bending(-)
x-x
fb =
0
Fb' =
1738
kip-ft
fb/Fb' =
0.00
y-y
fb =
578
Fb' =
1936
kip-ft
fb/Fb' =
0.30
Live Defl'n
-0.02 =
<L/999
0.38 =
L/60
in
0.05
Total Defl'n
-0.02 =
<L/999
0.38 =
L/60
in
0.04
Additional Data:
FACTORS: F/E(psi)CD
CM
Ct
CL
CF Cfu
Cr
Cfrt
Ci
Cn LC#
Fvy' 175 1.60
1.00
1.00
-
- -
-
1.00
1.00
- 4
Fby' 750 1.60
1.00
1.00
1.000
1.467 1.10
1.00
1.00
1.00
- 4
Fby'- 750 1.60
1.00
1.00
1.000
1.467 1.10
1.00
1.00
1.00
- 4
Fcp' 565 -
1.00
1.00
-
- -
-
1.00
1.00
- -
E' 1.4 million
1.00
1.00
-
- -
-
1.00
1.00
- 4
Emin' 0.51 million
1.00
1.00
-
- -
-
1.00
1.00
- 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #4 =
.6D+.6W,
V =
267,
V design =
267
lbs
Bending(+): LC #4 =
.6D+.6W,
M =
91
lbs-ft
Bending(-): LC #4 =
.6D+.6W,
M =
63
lbs-ft
Deflection: LC #4 = .6D+.42W (live)
LC #4 = .6D+.42W (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 7.50e06 lb-in2 EIy = 1.38e06 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Lateral stability (+): Lu = 1'-10.75" Le = 3'-5.88" RB = 2.26
Lateral stability (-): Lu = l'-10.75" Le = 3'-5.88" RB = 2.26
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the
National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
:
k~
NONEam-1104
T URIP. METAL-To-WooD FASTENERS Product Report No. 02711
...................................................................................................................................
Selector Guide
a Drlll & Materialad Dnll Box escnptlon Tap ;Attach"menypp
Polnt
L
-
'.z:
Stylekw
Capacity
Ran9e.Fx
Oty
..
1271000
9-15 x 1"
HWH
Sharp
.012-.048
0-.250
7,000
Metal wall panel to wood
1272000
9.15 x 1.1/2"
HWH
Sharp
.012-.048
0-350
4,000
structure
1273000
9-15 x 2"
HWH
Sharp
.012-.048
.500-1.250
3,000
1275000
9-15 x 2-1/2"
HWH
Sharp
.012-.048
1.000-1.750
1,500
• Metal panel over insulation to
1276000
9-15 x 3"
HWH
Sharp
.012-.048
1.500-2.250
1,500
wood
1558000
14-10 x 1-1/2"
5/16" AF HWH
Type 17
.0 2- 048
.445
3.000
1277000
12.14 x 314"
HWH
Sharp
.012-.048
---
4,000
• Stitching of metal wall panel
WRh-1/2"'handed as er
t
TSTF5T___9-T5
xSharp
.0112,048
0-.250
4,000
• Metal roof and wall panel to
1264053
9.15x1-1/2"
HWH
Sharp
.012-.048
0-.750
2,500
wood
1267053
9-15 x 2"
HWH
Sharp
.012-.048
.500.1.250
2,000
1268053
9-15 x 2-1/2"
HWH
Sharp
.012-.048
0-.250
1,500
• Metal panel over insulation to
1269053
9-15 x 3"
HWH
Sharp
.012-.048
1.500-2.250
1,000
wood
1801053
10.16 x 1"
HWH
A.P.T.
.012-.048
0-.250
2,500
1802053
10-16 x 1-112"
HWH
A.P.T.
.012-.048
0-.750
2,500
1803053
10-16 x 2"
HWH
A.P.T.
.012-.048
.012-.048
2,000
1804053
10.16 x 2-1/2"
HWH
A.P.T.
.012-.048
1.000-1.750
1,500
1805053
10-16 x 3"
HWH
A.P.T.
.012-.048
1.500.2.250
1,000
1525053
14-10 x 1"
5/16" AF HWH
Type 17
.012-.048
0-.445
2,500
1526053
14.10 x 1-1/2"
5/16" AF HWH
Type 17
.012-.048
0-.750
2000
1270053
12-Nx314"
'HWH
Sharp
.012-.048
-•
4,000
•Sftlirrlrodandivallpardl
-won ana- uu. Berea wasner
...................................................................................................................................
Performance Data for a10 Diameter
`PULLOUTLVALUESIN
STEEL (ab"emgeili uitimlae),
Fastener
Steel Gauge
Dia.
26
24
22
20
18
9
171
252
329
401
634
12
199
271
360
426
656
10
151
238
291
359
478
PULLOUT*VALUES.IN WOOD (avemge Ibs ultimate)*,
Fastener
Embedment in 2" x 4"
Dia.
112"
3/4"
1"
1.114"
1-1/2"
9
198
328
571
728
872
12
210
335
10
256
710
753
1121
1358
The values listed are ultimate averages achieved under laboratory can0
and apply to Buildex manutamured lasteners only. Fppmpdate safety factors
should be applied to these values for design purposes.
,1' ',FASTENERLVALUES 'spr' ..,t
Fastener
(dia-tpi)
Tensile
(Ibs. min.)
Shear
(avg.lbs. ult)
Torque
(min. in. lbs.)
9-15
1800
1200
50
12-14
2778
2000
92
10-16
1927
1200
71
„; PULLOVER VALUES`"(average lhs;ultlmate)'« '
Fastener
Steel Gauge
Dia.
26
24
22
20
18
9
Unwashered
465
623
815
1049
1549
9
Washered
515
674
875
1100
1627
12
Unwashered
527
699
863
912
1185
12
Washered
587
744
915
993
1246
10
Washered
548
932
1122
1444
1894
'" SHEET STEEL l'*,;`
_"GAUGES
Gauge
No.
Decimal
Equivalent
18
.048"
20
.036"
22
.030"
24
.024"
'26
.018"
28
.015"
30
.012"
..................................................................................................................................
Installation Guidelines
f.� A standard screwgun with a depth sensitive nosepiece should A� Overdriving may result in torsional failure of the fastener or
be used to install TruGrip-. For optimal fastener performance, stripout of the substrate.
the screwgun should be a minimum of 6 amps and have an
RPM range of 0-2500. At The fastener must penetrate beyond the metal structure a
,2°2 Adjust the screwgun nosepiece to properly seat the fastener.
j�1 New magnetic sockets must be correctly set before use.
Remove chip build-up as needed.
imauddex
toile Waef Rn,n KAmur a"amm r _ m of
minimum of 3 pitches of thread.
Properly Seated Washers
UMerNHen Ormn CortV Werddven '.
trademarks of ITW Buildex and lilinois Tool
60143
Fax: 630-595.3549 77 ® 2010 nW Buildex and lilinois Tool works, Inc.
Ccom
"' 34