HomeMy WebLinkAboutENGINEERING PAPERWORKCB Engineering Services, INC.
Ed 200 NE 12 Avenue, Unit 6D, Hallandale Beach, FL. 33009
Phone: 954-534-1612 Email: cbbortesno-amail.com
To: Fort Pierce
Building and Code Regulation Division RECEIVED
Fort Virginia Avenue
Fort Pierce;fL 34982 APR 2 5 2019
Re: Wind Load -Pressure Computation LE. LUCI®
10211 Isles of Pine Court
Port Saint Lucie, FL
SCANNED
BY
St. Lucie County
Pursuant to the request of the Stuart Roofing I, the undersigned have performed a wind pressure
analysis for the roof as per ASCE 7-16, in order to determine the most critical values at above
mentioned location
Wind Load -Pressure Computation Results are as follows:
Roof Field
25.62 psf -52.32 psf
Roof Perimeter
25.62 psf -63.72 psf
Roof Corners
46.98 psf-116.38 psf
Attached are the calculation results using MecaWind v2323 per ASCE 7-16 software, Design
.Method with a load factor of 1.
Should you have any questions regarding the above, or if require additional information, please
do not hesitate to contact this office.
"Engineer seal is valid for pages 1 through 2".
Sincerely,
CB Engineering Services, INC.
(CA # 30935)
Signed by: Constantin Bortes M.S., P.E.
Florida P.E. # 77915
Date: April 18, 2019
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Calculations Prepared by Calculations Prepared For:
Client: STUART ROOFING
Date: Apr 18, 2019 Project #: 41819
Designer: CB Engineering Services Inc Location:10208 Isles of Pines Ct. Port Saint Lucie, FL
Description:
Wind load pressure calculation
Basic Wind Parameters
Wind Load Standard = ASCE 7-16 Exposure Category - C
Wind Design Speed = 170.0 mph Risk Category = II
Structure Type = Building Building Type - Enclosed
Building Inputs
RoofType:
Building Roof Type
= Hipped
Hipped
-
W
Width Perp to Ridge
= 35.000 ft
L
Length Along Ridge
= 30.000 it
EHt
Eave Height
= 8.000 ft
Hip
Ridge Hipped Length
- 15.000 ft
RE
Roof Entry Method
= Slope
Slope
Slope of Roof
- 6.0 :12
OR
Specify Roof to Wall
intersection
and Overhang=
None Theta
Roof Slope = 26.57 Deg
Par
Is there a Parapet
= False
ON ALL
: None
- 0.000 ft
Components and Cladding (C&C) Calculations per Ch 30 Part 1:
h = Mean Roof Height above grade = 12.375 ft
Kh = Z < 15 ft [4.572 m]--> (2.01 * (15/zg)^(2/Alpha) {Table 26.10-1)- 0.849
Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000
Kd = Wind Directionality Factor per Table 26.6-1 - 0.85
GCPi = Ref Table 26.13-1 for Enclosed Building - +/-0.18
LF = Load Factor based upon STRENGTH Design - 1.00
qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 53.38 psf
LHD = Least Horizontal Dimension: Min(B, L) = 30.000 ft
al = Min(0.1 * LHD, 0.4 * h = 3.000 ft
a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.000 ft
h/B = Ratio of mean roof height to least hor dim: h / B = 0.413
Wind Pressures for C&C Ch 30 Pt 1
All wind pressures include a load factor of 1.0
Description Zone Width Span Area 1/3 Ref GCp GCp p p
Rule Fig Max Min Max Min
ft ft ft sq ft psf psf
--------------- ---- - ------ ____ _______ ----- ------ _____ -------
ROOF FIELD 1 7.500 24.000 192.00 Yes 30.3-2G 0.300 -0.800 25.62 -52.32
ROOF PERIMETER 2r 3.000 24.000 192.00 Yes 30.3-2G 0.300 -1.014 25.62 -63.72
ROOF CORNERS 3 3.000 3.000 9.00 No 30.3-2G 0.700 -2.000 46.98-116.38
Area - Span Length x Effective Width
1/3 Rule = Effective width need not be less than 1/3 of the span length
GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7
p = Wind Pressure: qh*(GCp - GCpi) (Eqn 30.3-1]*
Per Para 30.2.2 the Minimum Pressure for CSC is 16.00 psf [0.766 kPa] (Includes LF)
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To:
Client:
CB Engineering Services, INC.
Ea 200 NE 12 Avenue, Unit 6D, Hallandale, FL 33009
Phone: 954-534-1612 Email: cbbortes@gmail.com
Fort Pierce
Building and Code Regulation Division
Stuart Roofing
Re: Miami -Dade County HVHZ Electronic Roof Permit Form
Section E (Tile Calculations)
Method 1 "Moment Based Tile Calculations per RAS 127"
Location:
10211 Isles of Pines Court
Port Saint Lucie, FL
I, the undersigned, perform the Tile Calculation according with Miami Dade County HVHZ requirements using
Method 1 "Moment Base Tile Calculation per RAS 127"
Conservative Design Wind Uplift Pressures using MecaWind v2323:
P1 in Roof Field Area =
52.32
psf
P2 in Roof Perimeter Area =
63.72
psf
P3 in Roof Corners Area =
116.38
psf
Calculation Results Shows the Minimum
Resisting Moment for the
location mentioned above
to be: (calculation sheet is attached to complete the report)
RESULTS
Mri in Roof Field Area =
9.32
ft-Ibf <_ NOA Mf 45.00 ft-Ibf
PASS
Mr2 in Roof Perimeter Area =
12.91
ft-Ibf 5 NOA Mf 45.00 ft-Ibf
PASS
Mr3 in Roof Corners Area =
29.50
ft-Ibf 5 NOA Mf 45.00 ft-Ibf
PASS
Installation Recommendation
From FL#28328
Aerodynamic Multipliers l = 0.315 cuft
Restoring Moments due to Gravity Mg = 7.16 ft-Ibf
For Slope
Adhesive Set System Mf = 45.00 ft-Ibf
Total Mf = 45.00 ft-Ibf
Pagel OF 2
® CB Engineering Services, INC.
200 NE 12 Avenue, Unit 6D, Hallandale, Fl. 33009
Phone: 954-534-1612 Email: cbbortes@gmail.com
If the Tiles will be attached on the Direct Deck (min 15/32" plywood) with DAP Foam Inc Touch N Seal Storm
Bond 2 Two Component NOA 17-0829.12 (1) one Paddy with Average Paddy Weight of 24 grams, the tiles will
meet the RAS 127, Current Miami Dade County HVHZ and 2017 Florida Building Code Requirements.
"Engineer seal is valid for pages 1 through 2".
Should you have any questions regarding the above, or if require additional information, please do not hesitate
to contact this office.
Sincerely,
CB Engineering Services, INC.
(CA # 30935)
Signed by: Constantin Bortes M.S., P.E.
Florida P.E. # 77915
Date: 4/18/2019
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