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Home My WebLink AboutREVISION 6-13-18OFFICE USE ONLY: 1 DATE FILED: REVISION FEE: PERMIT # 1-7D b RECEIPT # PLANNING & DEVELOPMENT SERVICK...�.. BUILDING & CODE REGULATION DIVISIO 2300 VIRGINIA AVENUE E 1Yq FORT PIERCE FL 34982-565'' ,.. (772) 462.1553 JUdV 4 APPLICATION FOR BUILDING PIEROM PrertrtltEln Af;•. ,�; St, Lace epa�eht PROJECT INFORMATION F:L y r y County � �� aj •4 LOCATION/SITE 4' ADDRESS:' N. r DETAILED DESCRIPTION OF PROJECT REVISIONS: A �G CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: QUALIFIERS NAME: - ADDRESS: CITY: PHONE (DAYTIME): STATE: OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: ST. LUCIE CO CERT. #: ZIP: FAX: STATE: ZIP: FAX: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130117 STATE: File - Copy. Thomas E. Audit, PE Florida Professional Engineer P O Box 562 License No. 31419 ACachua, FC 32616-0562 (352) 214-7300 tomauditCa--windstream.net March 21, 2018 Re.: Thomas E. Audit, PE- Structural Engineer of Record for: Cooper - Indian River Estates, Lot 9 5002 Hickory Drive Ft. Pierce, Florida 34982 Parcel: 3402-608-0204-000-9 Permit No.: 1706-0477 Contractor: Cooper Enterprises 4.0, LLC 2511 SW Regency Rd. Stuart, FI. 34997 Attn.: Stewart Cooper 772-600-5300 To: St. Lucie County Building Department 2300 Virginia Ave Ft. Pierce, FL 34982 Building Official, Page 1 of 1 7D(- -41�77 •ST, LVCIE COUNTY ELTILDLV O DjVMjb, # REVIEWED FOR C )tEdtE�►`E By DATE NB PERMIT MUST BE KEPT ON JOB Q� �``� ECTION WILL BE MADE, Stucco 9" Lapped Siding Change Engineering Approval The Permit Plans call for Stucco Texture Finish 9" Lapped Siding. Hardy Board Plank Siding as installed per the Manufacture's Instructions is an Approved Alternate. Should you need any further information or have questions, please feel free to contact me. Best regards, PLANS AWO ALL PROPOSED N'U RECTIONS Usjv- TO ,INSPECTORS THV {RED .;EN C �,; -,y IN ORDER TO LL APPLICABLE CODC-�• Thomas E. Audit, PE License No. PE 314,19 March 21, 2018 66hi6I .MA FASTENERS OR ATMACHdJ UIT4 A11E TIIF I'FSPONSIBIIITY OF THE COitirwCTOA OP RECORD File, COPY, 6/13/2018 , Florida Building Code Online I fit Professional Regulation r � f BCIS Home I Log In I User Registration I Hot Topics I Submit surcharge I Stabs & Facts I Publications I FBC Staff I BCIS Site Map I links Search I b a . r ""r Product Approval IUSER: Public User t c^re iur Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL13223-113 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By James Hardie Building Products, Inc. 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 (909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu pingsheng.zhu@jameshardle.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 (909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 (909) 349-2927 pingsheng.zhu@jameshardie.com Panel Walls Siding Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ,W5 Evaluation Report - Hardcopy Received Ronald I. Cgawa PE-24121 Intertek Testing f O1/01/2018 John Southard, P. d, Validation Chi Standard ASTM C1186 ASTM E330 Year File C®Poz Florida Licensed Professional Engineer or Architect FL13223 R3 Equiv ASTM C1186 Equivalency---5�igne .p�f https://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FCwkdpAghfYHGjGlt%2bDQvvyGr3xeyyxDBQ%3d%3d 1/3 6/13/2018 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA Installation Instructions FL13223 R3 II ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 II ER RIO-2578-15 Panel to Furring,pdf FL13723 R3 II Install Cempanel Siding -a f FL13223 R3 II NOA 15-0122.04 p�f Verified By: Intertek Testing Services NA Ltd. 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal -wood pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furring,pdf FL13223 R3 AE NOA 15-0122 04 Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA Installation Instructions FL13223 R3 II ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 II ER RIO-2578-15 Panel to Furring,pdf FL13223 R3 II Install HardiePanel Siding,pdf FL13223 R3 II NOA 15-0122.04.pdf Verified By: Intertek Testing Services NA Ltd. 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AF ER RIO-2556-15 Panel metal -wood pdf FL13223 3223 R3 AE ER RIO-2578-15 Panel to Furring,pg f FL13223 R3 AE NOA 15-0122 04 odf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA Installation Instructions FL13223 R3 II ER RIO-2556-15 Panel metal -wood pdf FL13223 R3 II ER RIO-2578-15 Panel to Furring,pdf FL13223 R3 II Install Prevail Panel Siding,pdf FL13223 R3 II NOA 15-0122 04 pdf Verified By: Intertek Testing Services NA Ltd. 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furring,of FL13223 R3 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. QQyrjght 2007-2013 State of Florida.:: privacy Statement :: Accesslbllity Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: IMMM®® fct_ https://www.floridabuilding.org/prlpr app_dU.aspx?param=wGEVXQwtDgvRk6bsvZ66FCwkdpAghfYHGjGlt%2bDQvVYGr3xeYYxD8Q%3d%3d 2/3 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel@ Siding James Hardie Product Trade Names covered In this evaluation: HardiePaneIG Siding, CempanelS Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 EVALUATION PURPOSE: This analysis Is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report ICA271-94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on centerwilh•a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 Inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail S. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test,1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 In. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report ICA055-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test,114" Thick by 48 inch wide HardlePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in, long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5116' Thick by 46 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in, knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #1443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing n t Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener Type (PSF) (PSF IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common -149 -49.7 IC-1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common -236 -78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common -94 -31.3 IC-1271-94 Ramtech 1 0.3125 48 1 2X4 wood Hem -Fr 24 4 4 1 6d common -143 -47.7 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG z 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring shank nail 90 -30.0 Min. No 8 X 1 in. long X 0.323 in IC-1054.89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 6 6 head diameter ribbed bugle -169.9 -56.6 1.375 in metal stud head screw Min. No 8 X 1 in. long X 0.323 In IC-1055-89 Ramtech 0.25 46 Min. No. 20 gauge X 3.625 in. X 24 6 6 tread diameter ribbed bugle -91.9 -30.6 1.375 in metal stud head screw ET&F 0.100 in. knurled shank X 11149-98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 1.5 long Xn in. head 170 56.7 1.375 in metal s tud fa diameter pin fastener is ET&F 0.100 in. knured shank X 11149-98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0.in. head 101 �3.7 1.375 in metal stud diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a t-actor or sarery or s. 2. HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1 b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls 1.2 Fastener Spacing n„ � Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load3 Load3 Report Number Test Agency (in.) (in.) Frame T e (in.) Supports Supports Fastener Type (pit) ( I IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 24 4 4 6d common 637.5 212.5 4d, 0.091 in. shank X 0.10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG a 0.36 16 4 8 ank nail HD X 1.5 in. long ring shh nk 595.4 198.5 Min. No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 & 24 1 6 6 tread diameter ribbed bugle 990.0 123.8 1.375 in metal stud head screw ET&F 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5In. long X 0.25in. head 1227.0 153.4 1.375 In metal stud diameter pin fastener ET&F 0.100 in. knurled shank X 11284-9911580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 1.5 long X 0.in. head 1060.0 132.5 1.375 in metal stud meter pin fastener diameter 1. All board edges shall be supported by framing. Panels shall be appried with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table is 2:1. 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. I!!llq/Z .0G.4 ;Gt l Fl C4-- ,� � 22 j,-� RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load Is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the.tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5.1B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominalloads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.002WK�* Kr VVZ (ref. ASCE 7-10 equation 30.3-11 q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ku , topographic factor Kd , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from 12012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V' (ref. 2012 IBC & 2014 FBC Section 1602.1 definitions) V n , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q.* (GCp GCp) (ref. ASCE 7-10 equation 30.6-1) GCp , product of external pressure coefficient and gust -effect factor GCp , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,*Kri VV,. *(GCp GCp) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7) D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p®d = 0.6'[p] Equation 7, pad = 0.6•[0.00256•K,* Ka Kd'V.'*(GCP GCp)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V d, Equation 8, VW, _ (p.,d10.6-0.00256-K,'Kn K,'(GCP GCp))o.s Applicable to methods specified in Exceptions 1 through 3 of [20121BC, 2014 FBC] Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, Vmd = V * (0.6f -' (ref. 20121BC & 2014 FBC Section 1609.3.1) Vad , Nominal design wind speed (3-second gust mph) (rot. 20121BC & 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, K, I lWall Zone 5 Height (ft) Exp B Exp C Exp D K. Kd GC G-CPj 0.15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 0.7 0.98 1.16 1 0.85 -1 A 0.18 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 0.83 111 1.29 1 0.85 -1.4 0.18 60 0.85 'It 1.31 1 0.85 -1.4 0.18 100 0.99 1.26 1 1A3 I h>601 1 1 0.85 1 -1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Tahiti a. allowable stress Deslan - Component and Claddina (C&C1 Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed 3-second gust 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height R) B B B B B B B B B B B B B B 0.15 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 46.8 -52.1 -57.8 -63.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 46.8 -52-1 -57.8 -63.7 25 14.4 15.9 17.5 -19.1 -20.8 -8.3 32.5 37.0 41.7 46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8j4L3.350.2 8.3 -32.5 -37.0 -41.7 46.8 -52.1 -57.8 -63.7 35 -15.1 -16.6 -18.2 -19.9 -21.79.5 -33.9 -38.6 -43.5 48.8 -54.4 -60.2 -66.4 40 -15.7 -17.3 -19.0 -20.7 -22.630.7 -35.3 -40.1 -45.3 -50.8 -56.6 -62.7 -69.1 45 -16.2 -17.9 -19.6 -21.4 -23.331.7 -36.4 -41.5 46.8 -52.5 -58.5 -64.8 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.132.7 -37.6 -42.8 48.3 -54.1 -60.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 - 44.733.6 -3B.5 -43.8 -49.5 -55.5 -61.8 -68.5 -75.5 -1 .3 - .2 - --3 . 4. -5 . - -6 . - .1 100 25.6 28.2 31.0 -33.8 -36.950.2 -57.6 -65.5 -74.0 62.9 -92.4 -102.4 -112.9 Table 4. Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-second gust 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) C C C C C C C C C C C C C C 0.15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 20 -18.6 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 25 -19.4 -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 -77.6 -85.5 30 -20.2 -24.5 -26.7 -29.1 34.2 -39.6 -45.5 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 35 -20.8 -252 -27.6 -30.0 -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 40 -21.5 K4213.0 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -9445 -22.0 -26.6 -29.1 -31.6 -37.1 43.1 -49A -56.2 -63.5 -71.2 -79.3 -87.9 -96.9 50 -22.5 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 -57.6 -65.0 -72.9 -81.255 22.9 -27.7 -30.3 -33.0 -38.7 �4.9 -51.5 -58.6 -66.2 -74.2 -82.7 -91.6 -1, 60 23.3 25.7 28.2 -3 .8 -33.6 -39.4 1i5.7 52.4 59.7 -67.4 -75.5 -84.1 -93.2 - 02.8 100 -32.6 35.9 -39.4 -43.1 -46.9 -55.0 -63.8 -73.3 -83.4 94.1 105.5 -117.6 -130.3 -143.6 7�hie s en.....nhh, ct, .. nestnn . rmmnonent and Claddina (C&C1 Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category D, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) D D D D D D D D D D D 0 D D 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -321 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 -52.0 -59.1 -66.8 -74.9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 41.5 -48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 -33.3 -36.2 -42.5 -49.3 -56.6 1 -64.4 -72.7 1 -81.5 -90.9 -100.7 -111.0 45 .25.7 -28.3 -31.1 -34.0 -37.0 -43.4 -50.3 -57.8 -65.7 -74.2 -83.2 -92.7 -102.7 -113.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 44.3 51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32-2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -B6.2 -96.1 -10214 -117.4 60 2 .0 2. 5 . -60.8 2 1 87.6 - 1 .1 -1 100 -37.0 -40.8 -44.7 -48.9 -53.2 -62.5 -72.5 -83.2 -94.6 -106.8 -119.8 -133.4 -147.9 -163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Metho Product Product Thickness inches (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height'' (feet) ) B C J D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Ka Ka GCp GCp HardiePanel® 5/16 48 6d Common 6 2X4 wood Hem -Fir 16 0-15 186 168 153 144 130 1 118 49.7 0.7 0.85 1.03 h560 1 1 0.85 0.85 -1.4 -1.4 0.18 0.18 20 186 164 149 144 127 116 49.7 0.7 0.9 1.08 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 AA 0.18 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85 -1A 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 175 150 139 136 117 108 49.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 172 149 138 134 115 107 49.7 O.B7 1.09 1.27 1 0.85 -1A 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 129 1 0.85 -1.4 0.18 60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 l A3 h>60 1 0.85 -1.8 0.18 HardiePanelO 5/16 46 6d common 4 2X4 wood Hem -Fir 16 0-15 233 . 212 192 181 164 149 -78.7 0.7 0.85 1.03 h560 t 1 0.85 0.85 -1.4 -1.4 0.18 0.18 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 25 233 201 185 181 156 143 -78.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 233 197 181 181 153 140 -78.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 229 194 179 177 151 139 -78.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 224 192 177 174 148 137 -78.7 0.76 t.04 1.22 1 0.85 -1.4 0.18 45 220 189 175 171 147 136 -78.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 4 187 173 3 145 134 -78.7 0.81 1.09 127 1 0.85 -1.4P0.1 55 214 185 172 166 144 133 -78.7 0.83 1.11 t 29 1 0.85 -1.4 60 212 184 171 164 142 132 -78.7 0.85 t.13 1.31 1 0.85 -1.4 100 175 155 146 136 120 113 -78.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 HerdiePanel� 5/16 46 6d Common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 -31.3 0.7 0.85 1.03 hs6O 1 1 0.85 0.85 -1.420 -1.425 6-7 130 119 32659 101 92 -31.3 0.7 0.9 1.08 7 127 116 5 98 90 -31.3 0.7 0.94 1.12 1 0.85 -1.4 30 147 124 114 114 96 89 -31.3 0.7 0.98 1.16 1 0.85 1 AA 0.18 35 144 123 113 112 95 87 -31.3 0.73 1.01 1.19 1 0.85 AA 0.18 40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 139 119 110 108 92 86 31.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 137 118 109 106 91 85 -31.3 0.81 1.09 1 1.27 1 0.85 -1.4 0.18 55 135 117 108 105 91 84 31.3 0.83 1.11 1 1.29 1 0.85 -lA 0.18 60 134 116 108 103 90 83 -31.3 0.85 1.13 1.31 1 025 AA 0.18 100 111 98 92 86 76 71 -31.3 0.99 1.26 1A3 h>60 1 0.85 -1.8 0.18 HardiePanel® 5/16 48 6d common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 h56O 1 1 0.85 0.85 -1.4 AA 0.18 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 0.85 -1.4 10.18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 -lA 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 172 147 136 133 114 106 47.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 -1 A 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 129 1 0.85 -1.4 0.18 60 165 143 133 128 111 103 47.7 0.85 1.13 1.31 1 B-s AA 0.18 100 137 121 114 106 94 88 47.7 0.99 1.26 1.43 h>60 1 OAS 1 -1.8 0.18. HardiePanel® 5/16 48 4d, 0.091 In. shank X 0.225 in. HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 wood SG>0.36 16 0-15 144 131 119 112 101 92 -30.0 0.7 0.85 1.03 h<_60 1 1 0.85 0.85 -1.4 -1.4 0.18 10.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 25 144 124 114 112 96 88 -30.0 0.7 0.94 1.12 1 0.85 -1.4 10.18. 30 144 122 112 112 94 87 -30.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 141 120 111 109 93 86 -30.0 0.73 1.01 lA9 1 0.85 -1.4 0.18 40 138 118 109 107 1 92 85 30.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 134 116 107 104 89 83 30.0 0.81 1.09 1.27 1 0.85 AA 0.18 55 132 114 106 103 B9 82 30.0 0.83 1.11 1.29 1 0.85 AA 0.18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 1 0.85 AA 0.18 100 108 96 90 84 74 70 30.0 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com o\o�\uu[unrrrn��/// 2012 IBC. 2014 FBC 2012 IBC, 2014 FBC _ 241 2 Allowable, Ultimate Design Wind, Speed, Allowable, Nominal Design Wind, Speed, _- (3-second gust mph) 5.e V. (3-second gust mph) _ a1 'ZZ `•'/�n••'•.LO RIDP•' Applicable to methods specified in 012 Ied methods to lExceptions1 , /V >\�```\` 2014 FBCI section spedfiApplicabe Exo t 1609.1.1. determined by through 3 of [2012 IBC, as 2014 FBC] Section 12012 IBC, 2014 FBC] 1609.1.1. Figures 1609A, B, or C. Coefficients used in Table 6 calculations for V, Wind exposure category Wind exposure categoryl Siding K, Product Stud Building Allowable Product Thickness width Fastener Fastener Frame Spacing Heigh B C D B C D Design (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Ecp C ExD D Kn Ka GC• GCa 0-15 19B 180 163 153 139 126 -56.6 0.7 0.85 1.03 hS60 1 0.85 -1.4 10.18 20 198 175 159 153 135 123 -56.6 0.7 0.9 1.08 1 0.85 -1.4 10.18 Min. No 8 X Min. No. 1 25 198 171 157 153 132 121 -56.6 1 0.7 0.94 1,12 1 0.85 -1.4 0.18 1 In. long X 20 gauge 30 198 167 154 153 130 119 -56.6 0.7 0.98 1.16 1 o.a5 -1.4 10.18 0.323 in X 3.625 35 194 165 152 150 128 118 -56.6 0.73 1.01 1.19 1 0.85 AA 0.18 HardiePanel0 114 48 head 6 in. X 16 40 190 162 150 147 126 116 56.6 0.76 1.04 1.22• 1 0.85 -1.4 0.18 diameter 1.375 in 45 187 161 148 145 124 115 -56.6 0.785 1.065 1245 1 0.85 -1.4 0.18 ribbed metal 50 184 159 147 143 123 114 -56.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 bugle head stud 55 182 157 146 141 122 113 -56.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw' 60 180 156 145 139 121 112 -56.6 0.85 1.13 1.31 7 6.85 -1.4 0.18 100 149 132 124 115 102 96 -56.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 146 132 120 113 102 93 -30.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 146 128 117 113 99 91 -30.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 Min. No 8 X Min. No. 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 1 In. long X 20 gauge 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 0.323 In X 3.625 35 143 121 112 110 94 86 -30.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel® 1/4 48 head 6 in. X 24 40 140 119 110 108 93 85 30.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter 1.375 in 45 137 118 109 106 91 85 30.6 0.785 1.065 1.245 1 0.65 -1.4 0.18 ribbed metal 50 135 117 108 105 90 84 30.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 bugle head stud 55 134 116 107 104 90 83 30.6 0.83 1.11 1.29 1 0.85 -1A 0.18 screw' 60 132 115 106 102 89 82 30.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 109 97 91 85 75 70 30.6 0.99 1.26 1A3 h>60 1 0.85 -1.8 0.18 0-15 198 180 163 153 139 127 -56.7 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 ET&F 20 198 175 160 153 135 124 -56.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.100 in. Min. No. 25 198 171 157 153 132 121 -56.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 knurled 20 gauge 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X X 3.625 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel@ 5116 48 1.5 in. long 4 edge in. X 16 40 190 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X in. 8 field 1.375 in 45 187 161 149 145 124 115 -56.7 0.785 1,065 1.245 1 0.85 -1.4 0.18 head head metal 84 159 147 143 123 114 -56.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 diameter stud 82 157 146 141 122 113 -56.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 pin fastenerz 80 156 145 139 121 112 -56.7 0.65 1.13 1.31 1 0.85 -1.4 0.18 49 132 124 115 102 96 -56.7 0.99 1.26 1A3 h>60 1 0.85 -1.8 0.16 53 139 126 118 107 98 33.7 0.7 0.85 1.03 h<_6o 1 0.85 1-1.4 0.18 ET&F 53 135 123 118 104 95 33.7 0.7 0.9 1.06 1 0.65 -7.4 0.76 0.100 in. Min. No. 53 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 knurled 20 gauge 53 t14 129 119 118 100 92 -33.7 0.7 0.98 1.16 1 0.a5 -1.4 0.18 shank X 1.5 in. long 4 edge X 3.625 50 127 117 116 99 91 -33.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 47 125 116 114 97 90 -33.7 0.76 1.04 1.22 1EO.85 -14 018 HardlePanel@ 5/16 48 X 0.25 in. 6 Held in. X 24 44 124 115 112 96 89 33.7 0.785 1.065 1.245 1head 1 375 in 42 122 113 110 95 88 -33.7 0.81 1.09 1.27 1diameter metal 40 121 113 109 94 87 33.7 0.83 1.11 1.29 1pinfastenerz stud 39 120 112 107 93 87 33.Z 0.65 1.13 1.31 115 102 95 89 79 74 -33.7 0.99 1.26 1A3 h>60 1 1. Screws shall Denetrate the metal framing at least three full threads. 2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10• (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC] Figures 1609A, 1609B, or 1609C: ASCE 7-10 Figures 26.5-1A, 26.5-1 B, or 26.5-1C. 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 1609.1.1. 6. The wind speeds In [2012 IBC, 2014 FBC] Figures 1609A, 1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear Interpolation of building height and wind speed is permitted. B. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Itd=1, Kd=0.85, GCP -1.4 (hs60), GCP -1.8 (h>60), GCoi=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested.