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Home My WebLink AboutEngineering HRCD-10052017 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 20.6 Deg, h/1= 0.36 Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. MWFRS-Wall Pressures for Wind Normal to 26 £t wall (Along Ridge) A:l.l pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.32 -19.28 -4.01 Side Walls -0.70 -32.86 -17.60 Wall Elev Kz Kzt Cp qz Press Press, Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 20.44 1.14 1.00 0.80 43.18 21.73 36.99 41.00 Windward 15.00 1.10 1.00 0.80 41.55 20.62 35.89 39.90 Windward 14.00 1.09 1.00 0.80 41.22 20.39 35.66 39.67 Windward 13.00 1.08 1.00 0.80 40.87 20.16 35.42 39.43 Windward 12.00 1.07 1.00 0.80 40.50 19.91 35.17 39.19 Windward 11.00 1.06 1.00 0.80 40.12 19.65 34.92 38.93 Windward 10.00 1.05 1.00 0.80 39.73 19.38 34.65 38.66 Windward 9.00 1.04 1.00 0.80 39.31 19.10 34.36 38.38 Windward 8.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 7.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 6.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 5.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 4.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 3.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 2.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Windward 1.00 1.03 1.00 0.80 38.87 18.80 34.07 38.08 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 8.9 ft -0.90 -40.07 -24.80 Roof: 8.9 ft to 17.7 ft -0.90 -40.07 -24.80 Roof: 17.7 ft to 35.4 ft -0.50 -25.65 -10.39 Roof: 35.4 ft to 52.0 ft -0.30 -18.44 -3.18 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.36 Respectfully Submitted, ►�°` L. Sri, 10/5/17 Adam L. Hart, P.E., License#63079 . '� % PO Box 2999, Stuart, FL 34995, 772-215-8521 ..F. QUA . l r `,, FILE Copy 3 HRCD-10052017 hrcdYe Adam L. Hart, PE Po Box 2999 Stuart, FL 34995 772-215-8521 October 5th, 2017 St Lucie County Building Department Project: Hayes Residence, 938 Nettles Island, Jensen Beach, FL LETTER OF SUBMITTAL To whom it may concern, Please refer to the requested Wind Load Calculations per ASCE 7-10 for the residence above & approval of the proposed roof system. Approved Roofing System for Project Above: FL 20378.2 Calculations Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 170.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Pitch of Roof = 4.5 : 12 Slope of Roof(Theta) = 20.56 Deg h: Mean Roof Ht = 17.72 ft Type of Roof = HIPPED RHt: Ridge Ht = 20.44 ft Eht: Eave Height = 15.00 ft OH: Roof Overhang at Eave= 1.50 ft Overhead Type = OH w/ soffit Bldg Length Along Ridge = 49.00 ft Bldg Width Across Ridge= 26.00 ft Length of Hipped Ridge = 36.00 ft Roof Slope on Hip End = 34.21 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 10.63 ft lzm: Cc*(33/Zm)^0.167 = 0.18 Lzm: 1*(Zm/33)^Epsilon = 564.19 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 1 • HRCD-10052017 he. 1 k`°Y u ae .Kowa o Kh: 2.01*(Ht/Zg)^(2/Alpha) = 1.12 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 42.40 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 1653.16 ft^2 Reduction Factor based on Roof Area = 0.80 MWMS-Wall Pressures for Wind Normal to 49 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -25.65 -10.39 Side Walls -0.70 -32.86 -17.60 Wall Elev Kz Kzt Cp qz Press Press Total £t psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 15.00 1.10 1.00 0.80 41.55 20.62 35.89 46.27 Windward 14.00 1.09 1.00 0.80 41.22 20.39 35.66 46.05 Windward 13.00 1.08 1.00 0.80 40.87 20.16 35.42 45.81 Windward 12.00 1.07 1.00 0.80 40.50 19.91 35.17 45.56 Windward 11.00 1.06 1.00 0.80 40.12 19.65 34.92 45.31 Windward 10.00 1.05 1.00 0.80 39.73 19.38 34.65 45.04 Windward 9.00 1.04 1.00 0.80 39.31 19.10 34.36 44.75 Windward 8.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 7.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 6.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 5.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 4.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 3.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 2.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Windward 1.00 1.03 1.00 0.80 38.87 18.80 34.07 44.45 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.49 -25.29 -10.03 Windward - Max Cp -0.04 -9.07 6.19 Leeward Norm to Ridge -0.60 -29.26 -13.99 Hipped End (.00 to 8.86 ft) -0.95 -41.90 -26.64 Hipped End (8.86 to 17.72 ft) -0.83 -37.45 -22.19 Hipped End (17.72 to 29.00 ft) -0.57 -2B.27 -13.00 Overhang Bot (Windward only) 0.80 28.25 28.25 2 NCBUCK Engineering Sppclalty Structural Engine=erinq CBUCK,Inc.Certificate of Authorization#8064 Evaluation Report "V Nail Strip" Metal Roof Assembly Manufacturer: Extreme Metal Fabricators, LLC. 2160 SW Poma Drive Palm City, FL 34990 for Florida Product Approval # FL 20378.2 Florida Building Code Sth Edition (2014) Method: 1 - D Category: Roofing Sub - Category: Metal Roofing Product : 1 Nall Strip Roof Panel Material: Steel Panel Thickness: 26 gauge Panel Width: 16" Support: Wood Deck Prepared by: Digitally signed by James L.Buckner,P.E. Electronically signed and sealed documents James L. Buckner, P.E., S.E.C.B. shall comply with the provisions ofFACRule 61G15-2. XJ%x11111/J//// Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 VICENSF''�F�,' Project Manager: Diana Galloway = 'k ' No 31242 Report No. 16-124- INS-S6W-ER =-0 �t (Replaces 11-219-NS-S6W-ER) '� W; Date: 4/ 14/ 16RI �.�'. STATE OF Contents: �NAIX\\\ �`� Evaluation Report Pages 1—7 2016.04.1911:32:32-04'00' CBUCK,Inc.•Palm Beach County,Florida Phone:(561)491-9927-Email:cbuck@cbuckinc.net•Website:www.cbuckinc.net Mailing Address:2637 E.Atlantic Blvd,#34069,Pompano,FL 33062 • FL#: FL 20378.2 Date: 4/14/16 Report NO.: 16-124-INS-S6W-ER Page 2 of 7 N_ Spectdfj Structural Engtneerinq CBUCK,Inc.Certificate of Authorization#8064 Manufacturer: Extreme Metal Fabricators, LLC. 2160 SW Poma Drive Palm City, FL 34990 (772)872-8034 Product Name: 1"Nail Strip Product Category: Roofing Product Sub-Category Metal Roofing Compliance Method: State Product Approval Rule 61G20-3.005 (1) (d) Product/System "1" Nail Strip" Description: 26-gauge Steel Standing Seam roof panel, 16" wide, mechanically attached to Wood Deck with screws. Product Assembly as Refer to Page 4 of this report for product assembly components/materials & Evaluated: standards: 1. Roof Panel 2. Fasteners 3. Adhesive 4. Underlayment 5. Insulation (Optional) Support: Type: Wood Deck (Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: • 15/32 (min.) or greater plywood, • or Wood plank(min. specific gravity of 0.42) Slope: Minimum slope shall be in compliance with FBC Chapter 15 Section 1507.4.2, applicable code sections and in accordance with manufacturer's recommendations. Performance: Wind Uplift Resistance: • Design Uplift Pressure: See"Table A" (Refer to "Table A"attachment details herein) • FL#: FL 20378.2 Date: 4/14/16 CBUCK EngineerInQ Report No.: 16-124-1NS-56W-ER Page 3 of 7 N_ Speclalty Structural Enc lneerm CBUCK,Inc.Certificate of Authorization##8064 Performance Standards: The product described herein has demonstrated compliance with: • UL580-06—Test for Uplift Resistance of Roof Assemblies • UL 1897-04—Uplift test for roof covering systems • TAS 125-03—Standard Requirements for Metal Roofing Systems Standards Equivalency: The UL 580-94 & UL 1897-98 standard version used to test the evaluated product assembly is equivalent with the prescribed standards in UL 580-06 & UL 1891-04 adopted by the Florida Building Code 5th Edition (2014). Code Compliance: The product(s) described herein have demonstrated compliance with the performance standards listed above as referenced in the current Florida Building Code. Evaluation Report This product evaluation is limited to compliance with the structural requirements Scope: of the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • This evaluation report for "Optional Statewide Approval' contains technical Conditions of Use: documentation, specifications and installation method(s) which include "Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under"Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" • Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. • This report is a building code product evaluation per FLPE rule (FAC) 61G15-36 to comply with Florida product approval rule (FAC) 61G20-3. This evaluation report is part of the Florida Building Commission approval for the listed code related criteria. This report by James Buckner, P.E. and CBUCK Engineering is not a design certification of code compliance construction submittal documentation, per FBC section 107, for any individual structure, site specific or permit design. • Deck shall be in compliance with applicable building code. • Design of support system is outside the scope of this report. • Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. • This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade& Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.0005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). • FL#: FL 20378.2 Date: 4/14/16 CIBIUCK Engineering Report No.: 16-124-1NS-56W-ER f7 Page 4 o Speclalty Structural Engineering CBUCK,Inc.Certificate of Authorization#8064 Components/Materials Roof Panel: "1" Nail Strip" (by Manufacturer): Material: Steel Thickness: 26 gauge (min.) Panel Width: 16" (max.) Coverage Rib Height: 1." Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: • ASTM A792 coated, or • ASTM A653 G90 galvanized steel Fastener: Type: Pancake-Head Wood Screw Size : #10 x 1" Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per FBC 1507.4.4 and ANSI/ASME B18.6.1 Seam Adhesive/Sealant: Product Name: Bostik Chem-Chaulk 915 Type: One component, polyurethane adhesive Application Size: 3/8" bead Application Location: along male flange the full length of panel (Refer to Table"A" and drawing Page 7) Components/Materials Underlayment: (by Others): Material and.application shall be in compliance with FBC Chapter 15 based on the type of roof covering, applicable codes and in accordance with manufacturer's recommendations. Insulation(Optional): Type: Rigid Insulation Board Thickness: 3" (max.) Properties: Density: 2.25 pcf(Ibs/ft3) min. Or Compressive Strength: 20 psi min. Insulation Notes: • Rigid Insulation shall meet minimum density OR compressive strength. • Insulation shall comply with FBC Section 1508.When insulation is incorporated,fastener length shall conform to penetrate thru bottom of support a minimum of 3/16". FL#: FL 20378.2 Date: 4/14/16 CBUCK E=nc;)1neL=r1nq Report No.: 16-124-1N5-56W-ER Page 5 of 7 Speclalty Structural Englneering CBUCK,Inc.Certificate of Authorization#t8064 Installation: Installation Method: (Refer to Table A and the drawings at the end of this report.) ■ Fastener spacing: Refer to Table"A" Below (along the length of the panel) ■ Rib Interlock: Snaplock (Panel ribs shall be fully engaged to form an integral snap-lock) ■ Minimum fastener penetration thru bottom of support, 3/16". ■ For panel construction at the end of panels, refer to manufacturer's instructions and any site specific design. TABLE"A" 1"Nailstrip(26 ga.Steel),16"Wide Roof Panel attached to Wood ALLOWABLE LOADS # Deck Fastener Fastener Adhesive Design Pressure Thickness Spacing (ASD)*• (min.) (max.) 1. 15/32" min. 6" #10 Not required -62.5 PSF 2. 15/32" min. 6" #10 3/8" Bead -121.75 PSF Refer to Dwg Pgs 6&7 *Allowable design pressure(s)for allowable stress design(ASD)with a margin of safety of 2 to 1. Install the "1" Nail Strip" roof panel assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. TAS 125-03 Uplift Test By Hurricane Test Laboratory, LLC(FBC Organization#TST ID: 1527) Report 0223-0313-02; Test Date: 04/22/02 (Method 1) Report 0223-1015-06; Test Date: 11/20/06 (Method 2) 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Extreme Metal Fabricators, Inc. Licensee#974 3. Equivalency of Test Standard Certification By James L. Buckner, P.E. @ CBUCK Engineering (FBC-Organization#ANE 1916) 4. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering (FBC Organization#ANE 1916) 5. Additional Reference Data By USBC,#6:15-bk-03351-KSJ Doc 85, Dated 2/29/2016 FL#: FL 20378.2 Date: 4/14/16 Report NO.: 16-124-1NS-S6W-ER Page 6 of 7 Speclalfiy Structural Englneerinq CBUCK,Inc.Certificate of Authorization#8064 Installation Method Extreme Metal Fabricators, LLC. 1" Nail Strip (26 ga. Steel), 16" Wide Roof Panel attached to Wood Deck Profile Drawings 16 in Coverage c 0 rn 0 1" Nail Strip Panel Typical Panel Profile View 16" o.c. . .. .. . ... . ,. ... Wood Deck Integral Snap Lock Seam Adhesive Apply 3/8" bead Bostik Sealant entire length of panel along male flange #1 o x 1" Pancake-Head Screw Assembly Profile View Typical Fastening Pattern Across Row