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170 Poinsettia St RES19-0247 Siding e, RESIDENTIAL PERMIT PERMIT NUMBER RES19-0247 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 8/2/2019 EXPIRES: 1/29/2020 BEACH. FIL 32233 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies,or federal agencies. F WORK: JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE 0 170 POINSETTIA ST RESIDENTIAL ALTERATION SIDING $6857.00 RESIDENTIAL TYPE OF REALESTATE BUILDING USE ZONING: SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 1706360550 SALTAIR SEC 03 COMPANY: ADDRESS: CITY: STATE: ZIP: HOME REMODELING & 10471 DOCKSIDE DR W JACKSONVILLE FL 32257 MAINTENANCE, INC ADDRESS: CITY: STATE: ZIP: KOONS AMY E 170 POINSETTIA ST ATLANTIC BEACH FL 32233 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 4S5-0000-322-1000 0 $8S.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $42.50 STATE DBPR SURCHARGE 4S5-0000-208-0700 0 $2.00, STATE DCA SURCHARGE 4S5-0000-208-0600 0 $2.001 TOTAL: $131.50 Issued Date: 8/2/2019 1 of 2 Building Permit Application OFFICE COPY Updated 1019118 City of Atlantic Beach Building Department "ALL INFORMATION 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904) 247-5826 Email: Building-Dept@cciab.us IS REQUIRED. /I Job Address: /0 Y/') Q//7 ,5 e7_7_14 Permit Number: RLS19 :,z+7,, Legal Description RE# Valuation of Work(Replacement Cost)s C 1 7 Heated/Cooled SF Non-Heated/Cooled • ClassofWork: ONew DAddition 91AIteration DRepair DMove DDerno ElPool E]Window/Door • Use of existing/proposed structure(s): ElCommercial X Residential • If an existing structure,is a fire sprinkler system installed?: Dyes E1No • Will tree(s) be removed in association with proposed project? EIYes(must submit separate Tree Removal Permit) ONo Describe in detail the type of work to be perf9r ICA L) Z bl) t,�) 7 _) H /�E6. p (C 4J T tA C e e- def 5, t- 7414 (f CC)2(-1- Florida Product Approval# 4 Z-1 for multiple products use product approval form Property Owner Information Name Address ,7 0 PC,/0 f5e�:-77-1 ,19 -5 32 - City Ci!!? State r& Zip , _2-3:�>_Phone E-Mail Owner or Ag�nt(If Agent,Power of�ttorney or Agency Letter Required) Contractor Information Na me of Compa ny'f(c*j e 61A'Jlet�,Qual ifying Agent //0/00 V Address (e-z7 ZI 1e). j) city -;;'A>,- - State -r-Z Zip 2 2 Office Phone Job Site Contact Number_�2 r-,Z1.) -5--t-1 C e- State Certification/Registration# .24,-�+Iof E-Mail CC) X9 Are:, I Architect Name&Phone# W Engineer's Name&Phone Workers Compensation Insurer OR Exempt/6 Expiration Date -7 ,V.i Z Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or instal lati%4 h1b commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulaag< 0 UJ — a construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGO M Z WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. NOTICE: In addition to the requirementsfa tis 0 Cl (J permit,there may be additional restrictions applicable to this property that may be found in the public records of this count,L11nX < 0 r there may be additional permits required from other governmental entities such as water management districts,state agen C9 a fr Z 0 federal agencies. C.) !J w '< co Cal OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance wit I t= Z' t r. [a applicable laws regulating construction and zoning. LL U. o W11C w—,5 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT M a. X ILI Z UJ 0 RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU IN U TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE CC L W RECORDING YOUR NOTICE OF COMMENCEMENT. (Signature of Owner or Agent) (Signature of Contractor) day of Signed and sworn to(or affirmed)before me this day of ed a d.sworn to)(or af irmdd)befope-me Aiz_v�_ 120 1 Q b Va(r-� 1; 3 4-4 I-)r"L,/ by W k, — S. r (Signature of Notary) 2!�_i-- ---- .... . ........- na keNo Q_ryl E TO N 1 G I W L ES P E R G E RW MY COMMISSION FF 924951 n )WO*13,�6,2019 ]Personally Known OR aF- :14 1 N, rwr;turs fQ 4&fl"" Produced Identification -7 i ic Type of Identification: Typeofldenti atiow" Revision Request/Correction to Comments "ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: -()Z Revision to Issued Permit OR E Corrections to Comments Date: Project Address: 170 P010 nC- 661 6Z� Contractor/Contact Name: C? �&P4'Aq i's Contact Phone:(:�411/1) Email: Description of Proposed Revision/Corrections: (,' 4 J-U A T /0 AJ 4z e cr,> 0 o�- LAA e t) ti- le- 4)/' � 'e r L9 Ci k-�C affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? E]No El Yes (additional s.f.to be added: • Will proposed revision/corrections add additional increase in building value to original submittal? E]No El*Yes (additional increase in building value: $ (contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) Denied VApproved El Not Applicable to Department Permit Fee Due$ 50 oc) Revision/Plan Review Comments Department Review Required: Building Planning&Zoning U Reviewed By Tree Administrator Public Works Public Utilities Public Safety Date Fire Services Updoted 10/17118 L OFFICE COPY PROJECT RIO-2683-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER-CEMENT PLANKS TO WOOD OR 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 IA andl B, RESULTS OF TRANSVERSE LOAD TESTING 3-4 SUMMARY OF FASENTER DESIGN LOAD CALCULATIONS 5-6 TABLE 2A THROUGH TABLE 20, ALLOWABLE DESIGN LOADS BY PLANK WIDTH 7-11 DESIGN WIND LOAD PROCEDURES 12 TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 12 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 13 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 13 TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 13 TABLE 7, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING 14-57 LIMITATIONS OF USE 57 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7- 10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1. OGAWA&ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 ji �JGAWq HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX sWE OF REVIEWED FOR CODE COMPLIANCE lop �-_ 0, -- Lo CITY OF ATLANTIC BEACH xzll * ..... S/0 SEE PERI-01ITS FOR ACDITIONAL N N\- I REQUIRE'AriENTS AND CONDITIONS REVIEWED BY* DATE: I / j..3__ RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-8474595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardlePlank@ Lap Siding James Hardie Product Trade Names covered In this evaluation: HardlePlankS Lap Siding,CemPlankID Siding,Prevail-Lap Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code(M EVALUATION PURPOSE: This analysis is to detennine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePlank(CemPlank,Prevail Lap)siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1.Intertek Report 3067913(ASTM C1 186)Material properties HardlePlank Siding 2.Ramtech Laboratories,Inc.Report 10593-9611395(ASTM E330)Transverse Load Test,5116"Thick by 7.5 inch wide HardiePlank Lap Siding installed on 2X4 W-Firwood studs space at 16 inches on centerwith a 0.093 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 3.Ramtech Laboratories,Inc. Report IC-1 034-88(ASTM E330)Transverse Load Test,5/16"Thick by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem-Fir mod studs space at 16 inches on centerwith a Number 11 gauge 1-3/4 inch long galvanized roofing nail 4.Ramtech Laboratories,Inc. Report IC-102D-88(ASTM E330)Transverse Load Test,5/16"Thick by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem-Firwood studs spaceat 16 inches on center with a 6d common nail 5.Ramtech Laboratories,Inc.Report 2149-07-10(C)(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardiePlank Lap Siding instaned on 2X4 Doug-Fir-Larch wood studs space at 16 inches on center with an 8d ring shank box nail,0.113 inch shank by 0.260 inch head diameter by 2.375 inch long 6.Ramtech Laboratories,Inc.Report 2149-07-10(E)(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug-Fir-Larch wood studs space at 16 inches on center with a 0.092 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 7.Ramtech Laboratories,Inc.Report 2341-08-06(ASTM E330)Transverse Load Test,5116"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug-Fir-Larch wood studs space at 16 inches on center with a 0.092 inch shank by 0.222 inch head diameter by 2 inch long galvanized siding nail 8.Ramtech Laboratories,Inc.Report 2149-07-10 IF)(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardiePlank Lap Siding Installed on 2X4 Spruce-Pine-Fur wood studs space at 16 inches on center with a 0.092 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 9.Ramtech Laboratories,Inc.Report 11149/1554(ASTM E330)Transverse Load Test 5/16"Thick by 6.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 inches on center with ET&F knurled pin fastener 10.Ramtech Laboratories,Inc.Report 11 14911554B(ASTM E330)Transverse Load Test 5/16"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 OGA FL 0 '-9S/ON 2 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1 A.Results of Transverse Load Testing for Configurations with Steel Framing Report Number 11149 11149 11149 11149 11149 11149 /1554 /1554 /1554B /1554B A 554A /I 554A IC-1035-88 Test Agency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Thickness(in.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width(in.) 6.25 , 6.25 8.25 . 8.25 12 12 9.6 20 ga.steel 20 ga. 20 ga. 20 ga. 20 ga. 20 ga. 20 ga.steel Frame Type studs steel studs steel steel studs steel steel studs studs studs studs Frame Spacing(in.) 16 24 16 24 16 24 16 ET&F ET&F ET&F ET&F ET&F ET&F No.8 X 1- 0.100" 0.100" 0.100" 0.100" 0.100" 0.1001, 1/4"long X knurled knurled knurled k knurled knurled 0.375" shank nuded s hank shank shank head Fastener Type shank shank diameter ameter diameter diameter diameter x diameter x diameter x 0.250"HD 0.250"HD x 0.313" 0.313"HD x 0.250" x 0.250" ribbed HD x 1'5" HD x 1'5" HD x 1.5" wafer head x 1.5"long x 1.5"long long x 1.5"long long long screw Fastening Method Face nail Face nail Blind nail Blind nail Face nail Face nail Blind nail Ultimate Load(psf) 317 173 64 50 151 81 169.2 Design Load(psf) 105.7 57.7 21.3 16.7 50.3 27.0 56.4 Effective Tributary Area(sqft) 0.556 0.833 0.778 1.167 1.194 1.792 0.917 Fastener Load,as tested 68.7 48.1 16.6 19.4 60.1 48.4 51.7 ,(Ibtfastener) L L _j 1.Allowable Design Load is the Ultimate Load divided by a Factor of safety Of 3. 2.HardleShingle Siding complies with ASTM C1 186,Standard Specification for Grade/1,Type A Non-asbestos Fiber-Cement Flat Sheets. 10 iciGAWA cc FL 0 Vk N% 10 N 3 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-8474595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Table 1 B.Results of Transverse Load Testing for Configurations with Wood Framing Report Number 10593- IC-1034-88 IC-1020- 2149-07- 2149-07- 2341-08- 2149-07-10 96/1395 88 10(C) 10(E) 06 (F) TestAgency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Thickness(in.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width(in.) 7.5 9.5 9.5 8.25 8.25 8.25 8.25 r 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood V2X4wood 2X4 wood Frame Type Hem-Fir* Hem-Fir* Hem-Fir DFL DFL DFL SPF Frame Spacing(in.) 16 16 16 16 16 16 16 8d siding 1-3/4" 8d ring 8d siding 6d siding 8d siding nail,0.093" No.11 ga. 6d shank box nail, nail' nail,0.092" Fastener Type X 0.222"X Roofing common nail,0.113"0.092"X 0'092"X X 0.222" X nail X 0.260"X 0.222"X 0.222"X 2.5" nail 2.375" 2.5" 2. 2.5" 1 1 Fastener Length(in.) 2.5 1.75 2 2.375 2.5 2 2.5 Fastening Method Blind nail Blind nail Face nail Face nail Face nail Face nail Face nail Ultimate Load(psf) 92 146.6 199 296 253 165 168 Design Load(pso 30.7 48.9 66.3 98.7 84.3 55.0 56.0 Effective Tributary Area(sqft) 0.694 0.917 0.917 0.778 0.778 0.778 0.778 Fastener Load.as tested 21.3 44.8 60.8 76.7 65.6 42.8 43.6 (lb/fastener) Adjusted withdrawal design load Calculated fastener withdrawal load is compared Wth the test result (lb/fastener),W 51.1 43.5 39.2 84.0 67.0 49.1 43.0 and the more conservative one will be used. Net Fastener Penetration(in.),P 2.188 1.438 1.375 1.750 1.875 1.375 1.875 Wood Specific Gravity,G 0.42* 0.42* 0.42* 0.50 0.50 0.50 0.42 Nail Shank Diameter(in.),D 0.093 0.120 0.113 0.113 0.092 0.092 0.092 Withdrawal design value per NDS 2015 or ESR-1539(IbAn.penetration), 14.6 18.9 17.8 30.0 22.3 22.3 14.3 1W I I I I I I I *The assigned specific gravity of Hem Fir in NDS-2015 is 0.43,however 0.42 is used in this analysis in order to match the specific gravity of SPF lumber,which is more popular. 1.Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2.HardieShingle Siding complies with ASTM C1 186,Standard Specification for Grade/1,Type A Non-asbestos Fiber-Cement Flat Sheets. 3.Calculated fastener withdrawal load is compared Wth the test result and the more conservative one wit be used. For all cases in the table,the adjusted withdrawal design value,W,is calculated as W=CD*W*P Where, CD=load duration factor per NDS-2015 Table 2.3.2 for windlearthquake load=1.6 W withdrawal design value,calculated per NDS-2015 or ESR-1 539,whichever applicable P fastener embedment depth,in. When nail shank,D, 0,099 inch but:5 0.375 inch for smooth shank nails,NDS-2015 equation(11.2-3)is used to calculate withdrawal design value W=1380-G(5/2) D Where, G=wood specific gravity per Table 1 1.33A D=nail shank diameter,in. When nail shank,D,is less than 0.099 inch,or in the case of ring shank nails, the withdrawal design values were obtained from ICG-ES ESR-1 539 Table 21 ,,ot" .\. DGA VV4 4 2 STATE 0 N 0 19SION 4 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT.RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC 1-888-542-7343 infogjameshardie-com Summary based on Report 10593-9611395(2.5 in.long by 0.093 in.shank by 0.222 in.head diameterl siding nails blind nailed into wood studs): Nail wthdrawal design load was determined to be 14.6 IbAn.penetration,based on ESR-1539 Table 2,for 0.093"smooth shank nail with 0.42 wood specific gravity. The adjusted fastener withdrawal design value VV=C,,*W*P=1.6*14.6*2.188=51.1 lb. The tested design fastener load wth a factor of safety 3 applied is 21.3 pounds per fastener,which is less than the adjusted fastener withdrawal design value of 51.1 pounds,so to be conservative,the tested fastener load of 21.3 pounds will be used for the calculation. Calculation for 6d siding nail(2 in.long by 0.093 in.shank by 0.222 in. head diameter)blind nailed into wood studs: Using the same timber,but changing the nail length to a 6d siding nail(2 in.long by 0.093 in.shank by 0.222 in. head diameter)yields an adjusted fastener wthdrawal design value of 42.0 pounds per fastener Nail wthdrawat design value,W=14.6 IbAn penetration; Net Penetration for a 2"nail through 5116"fiber cement,P=1.688"; W=CD*W*P=1.6*14.6*1.688=39.4 lbtfastener). Based on the rationale below,a 6d siding nail can be directly substituted for the Bid siding nail: 1)The mode of failure for the 2.5 inch long by 0.093 inch shank by 0.222 inch head diameter siding nails is fastener head pull through the fiber-cement,the head diameter controls the failure,the 6d and 8d siding nail have the same head diameter(0.222"),and 2)The adjusted fastener withdrawal design value for the 2 inch long by 0.093 inch shank by 0.222 inch head diameter siding nail is 39.4 lb/fastener,this exceeds the test fastener design load of 21.3lbs/fastener. For the two reasons above,the 6d siding nail blind nailed can directly substrUe the 8d siding nail of the same shank and head diameters. Results in Table 2F are used to calculate allowable basic wind speed for the 6d siding nail(2 inch long by 0.093 inch shank by 0.222 inch head diameter)blind nailed into wood studs. 13GAWq 9, 21 FL 0 RO"' 0 N AA- 5 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2563-16 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Summary based on Report IC-1034-88(No.11qa 1.75"long roofing nail blind nailed into wood studs): The adjusted fastener withdrawal design value,W,is calculated per NDS-2015: Specific gravity,G=0.42(use the specific gravity of SPF lumber instead of 0.43 for Hem Fir), Nail shank diameter,D=O.120"; Nail penetration depth for 1.75"nail installed on 5116"fiber cement plank,P=1.438"; Calculated withdrawal design value,W=1380*G(5/2)*D=13801(0.42)12.5*0.120=18.9 Iblin penetration; Adjusted withdrawal design value,W`=CD*W*P=1.6*18.9*1.438=43.5 lb. The tested design fastener load with a factor of safety 3 applied is 44.8 pounds per fastener,which is larger than the NDS adjusted fastener withdrawal design value of 43.5 pounds, Hence for calculation of allowable basic wind speed,tested fastener load of 43.5 pounds for a No.I I gauge 1.75 inch long roofing nail will be used. In Table 2G below,the fastener load is held constant at 43.5 lbstfastener for each plank width,the allowable siding design load is back calculated from the tested fastener design load. Siding design load is equal to fastener design load divided by fastener tributary, Results in Table 2G are used to calculate allowable basic wind speed for the Number I I gauge 1.75 inch long roofing nail. Calculation for No.I I ga.1.25"long roofing nail blind nailed into wood studs: Report IC-1 034-88(1.75"long 11 ga.roofing nail)yielded a tested fastener load of 44.79 lbtfastener with the failure mode being fastener head pull through the fiber-cement. Therefore we know that the fiber-cement fastened blind nailed with a roofing nail is limited to 44.79 lb/fastener. Using the same timber as specified in Report IC-1034-88, but changing the nail length to a 1.25 inches long yields an adjusted fastener withdrawal design value of 28.4 pounds per fastener. Calculated withdrawal design value,W=18.9 IbAn.penetration; Nail penetration depth for 1.25"nail installed over 5/16"fiber cement plank,P=0.938"; Adjusted withdrawal design value,W=CD*W*P=1.6*18.9*0.938=28.4 lb/fastener. In this case,the adjusted withdrawal design value is the control factor,since it's less than the tested design fastener load.Siding design load is equal to fastener design load of28.4 lb/fastener divided by fastener tributary. See Table 2H below,for the calculated siding design loads for each plank width. Results in Table 2H are used to calculate allowable wind speed for the Number I I gauge 1.25 inch long roofing nail used in a blind nail application. Summary based on Report 1020-88(6d common nail face nailed into wood studs): The adjusted fastener withdrawal design value based on NDS-2015 is 39.2 pounds per fastener. The tested design fastener load with a factor of safety 3 applied is 60.8 pounds per fastener. The NDS adjusted fastener withdrawal design value of 39.2 pounds is more conservative when compared against the tested fastener load. Hence for calculation of allowable basic wind speed,the siding design load for a 6d common nail face nailed will be calculated based on the NDS-2015 adjusted fastener withdrawal design value 39.2 lbs/fastener. See Table 21 below for the calculated siding design loads for each plank width using a 6d common. Results in Table 21 are used to calculate allowable basic wind speed for the 6d common nail,face nailed. Calculation for 8d common nail face nailed Into wood studs: We would like to use the ultimate test values obtained in report 1020-88,to do this we propose substituting an 8d common nail for the tested 6d common nail. Doing this substitution resolves the disparity between the NDS and tested values on fasteners. Below are the rationale for substituting the Bid common for the 6d common nail used in testing report 1020-88 to achieve the stated ultimate test load of 199 psf,a design load of 66.3 psf: 1)Use the same timber as in the report,but change the nail to a larger 8d common nail(2.5"long x 0.131"shank diameter x 0.281"head diameter); 2)The 8d common yields an NDS adjusted fastener withdrawal design value of 65.8 pounds per fastener Specific gravity,G=0.42;Shank diameter,D=0.1 31";Net Penetration for a 2.5"nail through two layers of 5/16"fiber cement=1.875"; Withdrawal design value,W=1380*G(5/2)*D 20.67 IbAn penetration; Adjusted withdrawal design value,W=CD*W*P 1.6*20.67*1.875=62.0 lb. 3)The mode of failure for the Bid common nail(report 1020-88)is fastener withdrawal from timber. Since the 8d common nail has a larger bearing area under the fastener head than the 6d common,we can anticipate at least the same fastener pull through capacity from an Bid common nail: 6d common head bearing area(head diameter=0.266 inches,shank diameter 0.113 inches)=0.0455 sq inches; 8d common head bearing area(head diameter=0.281 inches,shank diameter 0.131 Inches)=0,0485 sq inches; 4)The NDS adjusted fastener withdrawal design value for the 8d common is 62.0 lbtfastener,this exceeds the tested fastener design load of 60.8 lbs/fastener(for a 6d common in report 1020-88),therefore we can use the ultimate failure pressure of 199 psf to labulate a design pressure 66.3 psf with an 8d common nail(60.8 lbstfastener),this V4111 be used to calculate wind design. For the 4 reasons above,the 8d common can be directly substituted for the 6d common used in report 1020-88. See Table 2J for the calculated siding design loads for each plank width. Results in Table 2J are used to calculate allowable basic wind speed for the Bid common nail face nailed into wood studs. Summary based on Report 2149-07-10(C)i8d rina shank box nail face nailed Into wood studs): Nail withdrawal design load was determined to be 30 Ib/in.penetration,based on ESR-1 539 Table 2,for 0.113"deformed shank nail with 0.50 wood specific gravity. Nail penetration depth for 2.375"long nail through two layers of 5/16"fiber cement planks,P=1.76'; The adjusted fastener withdrawal design value W`=Co*W*P=1.6*30*1.75=84.0 lb. \ 3GAWq The tested design fastener load with a factor of safety 3 applied is 76.7 pounds per fastener,which is less than the adjusted fastener withdrawal design value of paq�,O.'.He pe.for..... calculation of allowable basic wind speed,tested fastener load of 76.7 pounds will be used. In Table 2K below,the fastener load is held constant at 76.7 lbstfastener for each plank width,the allowable siding design load is back calculated from the tes6d fas e i I d Siding design load Is equal to fastener design load divided by fastener tributary. Results in Table 2K are used to calculate allowable basic wind speed for 8d ring sh k ai nailed into wood studs. 4,3 6 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com For Table 2A to 2N the designs loads will be calculated by proportioning the tributary area to each fastener,thereby design load to each fastener will be kept constant. By doing so,the allowable design load for various HardiePlank widths and stud spacing will he determined. Table 2A,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.250"HD x 1.5"long,16"OC 20ga Metal Studs,fasteners exposed(face nail) Check for results using 6.25 inch plank values from Report Number 11149/1554 and 11 149/1554A- Design load=ultimate failure load/FOS=-317psf/3=-105.7 psf Effective tributary=((plank width exposed to weather X stud spacing)1144)=((6.25-1.25)X 16)/144=0.556 sq.fl. Fastener load=design load X tributary area=-105.67 X 0.556=-58.7 pounds Calculated allowable design load fastener load tested condition divided by area tributary for the condition to be calculated C 0 0 HardiePlank Width E 3: U cr M 0 (inches) 0 5.25 16 0.4444 -132.08 -58.70 6.25 -317 16 0.5556 -105.67 -58.70 1 7.25 16 0.6667 -88�06 -58,70 16 0,6944 -84.53 -58.70 4- 16 0.7500 -78.27 -58.70 8.25 16 0.7778 -75.48 -58.70 9.25 16 0.8889 -66.04 -58.70 9.5 16 0.9167 -64.04 -58.70 12 -151 16 1,1944 -50.33 -60.12 Table 2B,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.250"HD x 1.5"long,24"OC 20ga Metal Studs,fasteners exposed(face nail) Check for results using 6.25 inch plank values from Report Number 11149/1554 and 11 14911554A. Design load=ultimate failure load/FOS=173psf/3=57.67 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((6.25-1.25)X 24)J144=0.8333 sq.ft. Fastener load=design load X tributary area=57.67 X 0.8333=48.06 pounds Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated 16 co HardiePlank Width E (inches) 5 - Lu i- - - 5.25 24 0.6667 -72�08 -48.06 6.25 -173 24 0.8333 -57.67 -48.06 1 7.25 24 1.0000 -48.06 -48.06 7.5 24 1.0417 -46.13 48.06 8 24 1 1.1250 -42.72 -48.06 8.25 24 1.1667 -41.19 -48.06 9,25 24 1.3333 -36.04 -48.06 9.5 24 1.3750 -34.95 -48.06 12 -81 24 1 1.7917 -27.00 -48.38 Table 2C,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.313"HD x 1.5"long,16"OC 20ga Metal Studs,fasteners concealed(blind nail) Check for results using 8.25 inch plank values from Report Number 11 149/1554B. Design load=ultimate failure load/FOS=-64psf/3=-21.33 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)1144=0.778 sq.ft. Fastener load=design load X tributary area=-21.33 X 0.778=-1659 pounds Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated 0 0 HardiePlank Width E U) M (inches) U) W < 0 ttl 5.25 16 0.4444 -37.33 -16.59 OGAVV 6.25 16 b�5556 -29.87 -16.59 q 7.25 16 0.6667 -24.89 -16.59 ........ 7.5 16 0.6944 -23.89 -16.59 8 16 0.7500 -22.12 -16.59 8.26 -64 16 0.7778 -21.33 -16.59- 9.25 16 0.8889 -18.67 -16.59 o. 2 21 9.5 16 0.9167 -18.10 -16.59 12 16 1.1944 -1189 -16.59 SILT SM* 7 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Table 2D,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.313"HD x 1.5"long,24"OC 20ga Metal Studs,fasteners concealed(blind nail) Check for results using 8.25 inch plank values from Report Number 11 14911554B. Design load=ultimate failure loadIFOS=-50psf/3=-16.67 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.2&1.25)X 24)/144=1.1667 sq.ft. Fastener load=design load X tributary area=-16.67 X 1.1667=-19.44 pounds Calculated flowable design load=fastener load tested condition divided by area tributary for the condition to be calculated zi� C in HardiePlank Width iz- 2 (inches) 0, o F-05 6, w F- u- 5.25 24 0.6667 -29.17 -19.44 6.25 24 0,8333 -23.33 -19.44 7.25 24 1.0000 -119.44 -19.44 7.5 24 1.0417 -118.67 -119.44 8 24 1.1250 -117.28 -19.44 8.25 -50 24 1.1667 -1&67 -19.44 9.25 24 1.3333 -14.58 -19.44 9.5 �4 1.3750 -14.14 A9.44 12 2� 1 1.7917 -10.85 -19.44 Table 2E,Allowable Design Loads Based on Constant Fastener Load,No.8 X 1-5/8"long X 0.375"HD ribbed waferhead screw,20ga.Metal Studs,fasteners concealed(blind nail) Check for results using 9.5 inch plank values from Report Number IC-1035-88 Design load=ultimate failure load/FOS=-169.2psf/3=-56.4 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((9.5-1.25)X 16)1144=0.9167 sq.ft. Fastener load=design load X tributary area=-56.4 X 0.9167=-51.7 pounds Calculated lowable design load fastener load tested condition divided by area tributary for the condition to be calculated M M 0 -= a a > C N Cn U) t E 5 HardiePlank Width LM , U .2 U) M U) (inches) t'.9 0 65 - a 1 8 - ;z e:� u� Lu 5.25 16 0.4444 -116.33 -51.70 24 0.6667 -77.55 6.25 16 0.5556 -93.06 -51.70 24 0.8333 -62.04 7.25 16 0.6667 -T7.55 1 -51.70 24 1.0000 -51.70 7.5 16 0.6944 -74.45 -51.70 24 1.0417 -49.63 8 16 0.7500 -68.93 -51.70 24 11.1250 -45.96 8.25 16 0.7778 -66.47 -51.70 24 1.1667 -44.31 9.25 16 0.8889 -58.16 -51.70 24 1.3333 -38.78 9.5 -169.2 16 0.9167 -56.40 -51.70 24 1��3� 3760 2 1 16 1.1944 -43.28 -51.70 24 1 Table 2F,Allowable Design Loads Based on Constant Fastener Load,6d siding nail 2.0"L,SPF Studs,fasteners concealed(blind nail) Check for results using 7.5 inch plank values from Report Number 10593-9611395. The following example will demonstrate the basic analysis: Design load=ultimate failure load/FOS=-92psf/3=-30.7psf Effective tributary=((plank width exposed to weather X stud spacing)1144)=((7.5-1.25)X 16)1144=0.694 scift Fastener load=design load X tributary area=-30.7 X 0.694=-21.3 pounds, which will be used for the calculation Adjusted fastener withdrawal load from NDS-2015=42,0 lb/fastener,which is larger than the tested fastener load CalctuAlated llowable design load fastener load tested condition divided by area t utary for the condition to be calculated 0 C, > U) , - a Z- (n, 2 C E .0 HardlePlank Width z ID en cd to 0 u- 2 C & .2 0) ui (inches) i,-L)Z) i.-- 10 w 5.25 16 0.4444 47.92 -21.30 24 0.6667 -31.94 1111 6.25 16 0.5656 -38.33 -21.30 24 0.8333 -25.56 too 19 7.25 16 0.6667 -31.94 -21.30 24 1.0000 -21.30 G A VV,4 7.5 -92 Is 0.6944 -30.67 -21.30 24 l.D417 -20.44 8 16 0.7500 -28.40 -21.30 24 1.1250 -18.93 825 16 0.7778 -27.38 -21.30 24 1.1667 -18.25 9.25 16 0.8889 -23.96 -21.30 24 1.3333 -15.97 -21.30 24 1.3750 -15.49 9.5 16 0.9167 -23.23 12 16 1.1944 -17.83 -21.30 24 1.7917 -11.89 4 IS 7� PLOW. 0 N 8 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie,com Table 2G,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 1-3/4"L,SPF Studs,fasteners concealed(blind nail) Check for results using 9.5 inch plank values from Report Number IC-1034-88. Design load=ultimate failure load/FOS=-146.6psf/3=-48.9 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)/144=0.9167 sq.ft. Fastener load=design load X tributary area=-48.9 X.9167=-44.79 pounds,which will be used for the calculation Adjusted fastener withdrawal load from NDS-2015=43.5 lbtfastener,in this case it's more conservative and will be used for the calculation Calculated allowable design load stener load tested candition divid d by area tributary for the condition to be calculated M 0 lank Width E HardieP U) (inches) .2 F-0 U) W a Q;- in W F- 5.25 16 1 0.4444 -97.88 -43.50 24 0.6667 -65.25 6.25 16 0.5556 -78.30 43.50 24 0.8333 -52.20 7.25 16 0.6667 -65.25 43.50 24 1.0000 43.50 7.5 IF- 0.6944 -62.64 43.50 24 1.0417 41.76 8 0.7500 -58.00 -43.50 24 1250 -38.67 8.25 16 0.7778 -55.93 43.50 24 1.1667 -37.29 9,25 16 0.8889 -48.94 43.50 24 1.3333 -32.63 9,15 -146.6 is 0.9167 -47.45 -43.50 1 1!73�10 31 64 12 �-�l 6�I 1.1944 -36.42 -43.50 321 , .7_ Table 2H,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 1-1/4"L,SPF Studs,fasteners concealed(blind nail) The design load in this case is limited by both test result of report IC-1034-88 and Adjusted withdrawal load from NDS-2015 Siding design load in this case is equal to the adjust fastener vMAthdrawal d sign load(30.1 lb/fastener)divided by fastener tributary area. M .9 U t . .0 .2 0 V 0 ?1 :2 M LL HardiePlank Width -5 -3 z -L- 1.U) W 0 IL E (inches) 5.25 16 0.4444 -63.90 -28.4 24 0.6667 -42.60 6.25 16 0.5556 -51.12 -28.4 24 0.8333 -34.08 7.25 16 1 0.6667 -42.60 1 -28.4 24 1.0000 -28.40 7.5 16 0.6944 -40.90 -28.4 24 1.0417 -27.26 a 16 0.7500 -37.87 -28A 24 1.1250 -25.24 8.25 16 0.7778 -36.51 -28.4 24 1.1667 -24.34 9.25 16 0.8889 -31.95 -28.4 24 1.3333 -21.30 9.5 16 0.9167 -30.98 -28.4 24 1.3760 -20.65 12 16 1.1944 -23.78 -28.4 24 1.7917 1 -15.85 Table 21,Allowable Design Loads Based on Constant Fastener Load,6d common nail 2"L,SPF Studs,fasteners exposed(face nail) Check for results using 9.5 inch plank values from Report Number IC-1 020-88. Design load=ultimate failure load/FOS=-199psf/3=-66.3 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((9.5-1.25)X 16)/144=0.9167 sq.ft. Fastener load=design load X tributary area=-66.33 X 0.9167=-60.81 pounds Adjusted fastener withdrawal load from NDS-2015=39.2 lb/fastener,in this case it's more conservative and will be used for the calculation Calculated allowable design load djusted fastener withdrawal load d ided by area tributary for the condition to be calculated < 0 C, :2 - I ,- -T C LO > U) iti 3 HardiePlank Width U) r E t;4� U M U M 0 (in es) U Z) En w r, W - 0 9� 5.25 16 0.4444 -88.20 -39.20 24 0.6667 -58.80 1 6.25 16 0.5556 -70.56 -39.20 24 0.8333 -47.04 7.25 16 0.6667 -68.80 -39.20 24 1.0000 -39.20 7.5 16 0.6944 -56.46 -39.20 24 1.0417 -37.63 8 16 0.7500 -52.27 -39.20 24 1.1250 -34.84 8.25 16 0.7778 -50.40 -39.20 24 1.1667 -33.60 1 G A -A:A 9.25 16 0.8889 44.10 -39.20 24 1.3333 -29.40 9.5 -199 16 0.9167 -42.76 -39.20 24 1.3750 -28.51 12 16 1.1944 -32.82 -39.20 24 1.7917 -21.88 24 2 , S PJ 0 F T, .......... IONAV 9 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Table 2J,Allowable Design Loads Based on Constant Fastener Load,8d common nail 2.5"L,Hem-FirStuds,fasteners exposed(face nail) The design load in this case is limited byboth test result ofreport IC-102G-88 and Adjusted withdrawal load from NDS-2015 Siding design load in this case is equal to the adjusted fastener withdrawal design load(30.1 lbtfastener)divided by fastener tributary area. Design load=ultimate failure load/FOS=-199psf/3=-66.3 psf Effective tributary=((plank width exposed to weather X stud spacing)1144)=((9.5-1.25)X 16)1144=0.9167 sq.ft. Fastener load=design load X tributary area=-66.33 X 0.9167=-60.81 pounds,Mich will be used for the calculation Adjusted fastener withdrawal load from NDS-201 5=65.8 Itilfastener,which is larger than the tested fastener load Calculated allowable design load=fastener load tested condition divAid d by area t utary for the condition to be calculated 0 M > 2 '6 U) (n M -0 5= 3-o HardiePlank Width E W 0 M 0 ZI C (inches) 0 D 6) S W'�C- 0 LL-J to� uJ i-- 5.25 16 0.4444 -136.82 -60.8i 24 0.6667 -91.22 6.25 16 0.5556 -109.46 -60.81 24 0.8333 -72.97 7.25 16 0.6667 -91.22 -60.81 24 1.0000 -60.81 7.5 16 0.6944 -87.57 -60.81 24 1.0417 -58.38 8 16 0.7500 -81.08 -60.81 24 8.25 16 0.7778 -78.18 -60.81 24 11�11 IN67 M2�212 9.25 16 0.8889 -68.41 -60.81 24 1 3 -45.61 9.5 -199 16 0.9167 -66.33 -60.81 24 1!237.2120 -44.22 12 1 16 1.19" -50.91 -60.81 1.7917 -33.94 Table 2K,Allowable Design Loads Based on Constant Fastener Load,8d(2-3/8"L)ring shank box nail,DFL Studs,fasteners exposed(face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10(C). Design load=ultimate failure IoadfFOS=-296psf/3=-98.7 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)/144=0.778 sq.ft. Fastener load=design load X tributary area=-983 X 0.778=-76.74 pounds,which will be used for the calculation Adjusted fastener withdrawal load per ESR-11 539=84 lbflastener,which is larger than the test fastener load Calculated owable design load=fastener load tested condition divided by area t utary for the condition to be calculated 0 M Cn 4= LL B a HardiePlank Wdth Z;'C.9 4) (n M (inches) 00 u- U) W 5.25 16 0.4444 -172.67 -76.74 24 0.6667 -115.11 6.25 16 0.5556 -138.13 -76.74 24 0.8333 -92.09 7.25 16 0.6667 -1116.1111 -76.74 24 1.0000 -76.74 7.5 16 0.6944 -110.51 -76.74 24 1.0417 -73.67 8 16 0.7500 -102.32 -T6-.74 24 1.1250 -68.21 8.26 -296 16 0.7778 -98.67 -76.74 24 1.1667 -65.78 9.25 16 0.8889 -86.33 -76.74 24 1.3333 -57.56 9.5 16 0.9167 -83.72 -7634 24 1 3750 -5581 12 16 1 1.1944 -64.25 1 -76.74 �-i4�1 1 J9117 i -412t Table 2L Allowable Design Loads Based on Constant Fastener Load,Ild siding nail(0.092"shank),DFL Studs,fasteners exposed(face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10(E). Design load=uttimate failure load/FOS=-253pst/3=-84.3 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)[144=0.778 sq.ft. Fastener load=design load X tributary area=-84.3 X 0.778=-65.59 pounds,which will be used for the calculation The adjusted nail withdrawal load per ESR-1639=67.0 lb/fastener,which is larger than the test fastener load. Calculated allowable design load fastener load tested condition divided by area in utary for the condition to be calculated M M M > C t:. 4, 1 --, -2 off U) CD I HardiePlank Width E 10 GAVV :5 ocz 1? LL o M & 0 0(D 0 U) (inches) U) 40)e:, ILML oJ to Lu�'E CL 5.25 16 0.4444 -147.58 -65.59 24 0.6667 -98.39 6.25 16 0.5556 -118.07 -F5.-59 24 0.8333 -78.71 7.25 16 0.6667 -98.39 -65.59 24 1.0000 -65,69 -94.45 -65.59 24 1.0417 -62.97 7.5 16 0.6944 No. 1.041 7 6 16 0.7500 -87.46 -65.59 24 1.1250 -58.30 8.25 -253 16 0.7778 -"33 -65.59 24 1.1667 -56.22 9.25 16 0.8889 -73.79 -65.59 24 1.3333 -49.19 N 9.5 16 0.9167 -71.56 -65.59 24 1.3750 47.70 sTAIE Of 9 1 12 1.19" -54.91 -65.59 24 d1.7917 -36.61 16 r k - LOB X, 0 N A\- 10 RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 OFFICE COPY 714-908-1815 FAX PROJECT:RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Block Nail Fastener Load Used in Calculation(lb/fastener) Allowable, 2016 IIBC,2017 FIBC Ultimate Design Wind,Speed, Plank Width in inches installed to ASTM C90 Block Wall(inches) 0) 5.25 6.25 7.25 8.25 9.5 Coefficients used in Table 8 calculations for V,� vult, C I (3-secondi gust �2 Exposure K� mph) ca B C D B C D B C I D B C D B C D Exp B Exp C Exp D K.1 K� I GCp GC, V, 0-15 24 24 21 24 21 17 21 17 14 18 15 12 15 12 10 0.7 0.85 1.03 hs60 1 O�85 -1.4 0.18 140 20 24 24 20 24 19 16 21 16 14 is 14 _12 15 12 10 0.7 0.9 1.08 1 085 14 018 140 25 24 23 20 24 19 16 21 16 13 18 13 11 15 11 9 0.7 0.94 1.12 1 0.85 -1.4 0.18 140 30 24 22 19 24 18 15 21 15 13 18 13 11 15 11 9 0.7 0.98 1.16 1 0.85 -1.4 0.18 140 35 24 22 18 24 17 15 20 14 12 17 12 11 15 11 9 0.73 1.01 1.19. 1 0.95 -1.4 0.18 140 140 40 24 21 18 23 17 14 19 14 1-2 1-6 12 10 14 10 9 0.78 1 1.04 1.22 1 O.a5 -1.4 0.18 1401 45 24 21 18 22 16 14 19 14 12 16 12 10 14 10 9 0.785 1.065 1245 1 0.85 -1.4 0.18 140 24 20 17 22 16 14 18 13 11 15 11 10 13 10 8 0.81 1.09 1.27 1 0.85 -1.4 0.18 140 55 24 20 17 21 16 14 18 13 11 15 11 10 13 10 8 0.83 1.11 1.29 1 0.85 -1.4 0.113 140 �-o 24 19 17 21 16_ 13 17 13 11 15 11 10 12 8 0.85 11-3 -731 Fil 0.85 .1.4 0.18 140 100 18 14 12 14 il_ 10 12 9 8 10 8 7 1 9 7 6 0.99 1.26 1.43 h�60 1 1 1 0.85 -1.8 0.18 140 0-15 24 22 19 22 18 15 18 15 12 16 13 11 13 11 9 07 0.85 1.03 h560 1 10.85 -1.4 0.18 150 20 24 21 18 22 17 14 18 14 12 16 12 10 13 10 9 0.7 0.9 1.08 _L 0.85 -1.4 0.18 150 25 24 20 17 22 16 14 18 14 11 16 12 10 13 10 8 0.7 0.94 1.12 1 0.85 -1.4 10.181 150 30 24 19 16 22 16 13 18 13 11 16 11 9 13 9 a 03 0.98 1.16 1 0.55 -1.4 10.181 150 35 24 19 16 21 15 13 17 13 11 15 11 9 13 9 8 0.73 1.01 1.19 _L 0.85 -1.4 10.18 150 150 40 24 18 16 20 15 13 17 12 10 14 10 9 12 9 8 0.76 1.04 1.22 1 0.85 -1.4 0.18 150 45 24 18 15 19 14 12 16 12 10 14 10 9 12 9 7 o.7-85 .065 1.245 7 7-a5 -1.4 0.18 150 50 24 18 15 19 14 12 16 12 10 13 10 9 11 8 7 o.8i 1.09 1.27 1 0.a5 -1.4 0.18 150 s 55 23 17 15 18 14_ 12 15 11 10 13 10 8 11 8 7 0.83 1.11 1.29 1 0.85 -1.4 0.18 150 60 22 17 15 18 14 12 15 11 10 13 10 8 11 8 1 1 7 o.85 1.13 1.31 1 0.85 -1.4 0.18 150 100 15 12 11 12 10 . 9 10 B 9 7 6 7 6 5 0.99 1.26 1.43 h>60 1 0.85 -1.8 018 150 0-15 24 20 16 19 16 13 16 13 11 14 11 9 12 10 8 0.7 0.85 1.03 Ih-.560 1 0.85.-1.4.0.18 160 20 24 19 16 19 15 12 16 12 10 14 11 9 12 9 8 0.7 0.9 1.08 _L 0.85 -1.41 0.18 160 25 24 18 15 19 14 12 16 12 10 14 10 9 12 9 7 0.7 0.94 1.12 1 0.85 -1.410.18 160 30 24 17 14 19 14 12 16 11 10 14 108 12 8 7 0.7 0.98 1.16 1 0.B5 A4 0.18 160 35 23 17 14 18 13 11 15 11 9 13 9 8 11 8 7 0.73 1.01 1.19 1 0.85 -1,4 0.18 160 160 40 22 16 14 18 13 11 15 11 9 13 9 8 11 8 7 0.76 1.04 1.22 1 0.85 -1.4 0.18 160 45 21 16 13 17 13 11 14 10 9 12 9 8 10 8 7 0.785 1.065 1.245 1 0.85 -1.4 0.18 160 50 211 15 13 17 12 11 14 10 9 12 9 8 10 7 6 0.81 1,09 1.27 1 0.85 -1.4 0.18 160 1 5 55 20 15 13 16 12 10 13 10 9 12 9 7 10 7 6 0.83 1.11 1.29 1 0.85 -1.4 0.18 160 20 1610 1 15 13 16 12 10 13 10 9 11 8 7 10 7 6 0.85 1.13 1.31 1 0.85 -1.4 0.18' 160 00 1 1 100 14 11 9 11 8 7 9 7 6 8 6 5 7 5 5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 160 0-15 21 17 14 17 14 12 14 12 10 12 10 8 10 8 7 0.7 0.85 1.03 h:;60 1 0.a5 -1.4 0.18 170 20 21 17 14 17 13 11 14 11 9 12 9 8 10 8 7 0.7 0.9 1.08 1 0,85 -1-A 0.18 170 25 21 16 13 17 13 11 14 11 9 12 9 8 10 8 6 0.7 0.94 1.12 1 0.85 -1.4 0.18 170 30 21 15 13 17 12 10 14 10 9 12 9 7 10 7 6 0.7 0.98 1.16 1 0.85 -1.4 0.18 170 35 20 15 12 16 12 10 14 10 8 12 8 7 10 7 6 0.73 1.01 1.19 1 085 -1.4 0.18 170 170 40 20 14 12 16 11 10 13 10 8 11 8 7 9 7 6 0.76 1.04 1.22 1 0.85 -1.4 0.18 170 45 19 14 12 15 11 10 13 9 8 11 8 7 9 7 6 0.785 1.065 1.245 1 0.aS -1.4 0.18 170 50 18 14 12 15 11 9 12 9 8 10 8 7 9 7 6 0.81 1.09 1.27 1 0.85 -1.4 OA8 170 55 18 13 12 14 11 9 12 9 8 10 8 7 9 6 6 0.83 1.11 1.29 1 0.a5 -1.41 0.18 170 60 17 13 11 14 11 9 12 9 8 10 8 6 8 6 5 0.85 1.13 1.31 1 0.85 -1.41 0.18 170 100 12 9 8 10 8 7 8 6 6 7 5 5 6 5 4 0.99 1.26 1 1.43 jh>60 1 0.85 -1.8 0.18 170 0-15 19 16 13 15 12 10 13 10 9 11 9 7 8 6 0.7 0.85 1.03 hS60 1 0.85 -1.4 0.18 180 20 19 15 12 15 12 10 13 10 8 11 8 7 9 7 6 0.7 0.9 1.08 _L 0.85 -1.4 0.18 180 25 19 14 12 15 11 9 13 9 8 11 8 7 9 7 6 0.7 0.94 112 1 0.85 -1.4 0.18 180 30 19 14 11 15 11 9 13 9 8 11 8 7 9 7 6 0.7 0.98 1.16 1 0.85 -1.4 0.18 180 35 18 13 11 15 10 9 12 9 7 10 7 6 9 6 5 0.73 101 1.19 1 O.a5 -1.4 0.18 180 180 40 17 13 11 14 10 9 12 8 7 10 7 6 8 6 5 0.76 1.04 1.22 1 0.85 -1.4 0.1jE6 A99f $4517F1 2 11 14 10 9 11 a 7 10 7 6 8 6 1.065 1.245 1 0.85 -1A 1 . 8 1% kWA 50 16 12 10 13 10 8 11 8 7 9 7 6 8 6 5 0. 0. r1l. 18 _5 ......... 55 16 12 10 13 10_ 8 11 8 7 9 7 6 8 6 5 0.83 1.11 1.29 1 C)'8§%V1Ab-18 -n� 60 16 12 10 12 9 8 10 8 7 9 7 6 8 6 5 0.85 1.13 1.31 1 0.$C -1.4 9.1 4 - - Z 100 11 8 7 9 7 6 7 6 5 6 5 5 4 0.99 1.26 1 1.43 jh>60 5 .1.8 '0. 18 cc C -7- FLO RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-908-1815 FAX PROJECT:RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Block Nail Fastener Load Used in Calculation(IbMastener) Allowable, 2015 IBC,2017 FIBC Ultimate Design Wind,Speed, Plank Width in inches installed to ASTM C90 Block Wall(inches) VUI 3 5.25 6.25 7.25 8.25 9.5 Coefficients,used in Table 8 calculations for Vk t (3-secondi gust Exposure mph) co JB B C D B C D B C D B C D Exp B Exp C Exp D K� Kd GCp GC,i VUR 0-15 17 14 12 14 11 9 11 9 8 10 8 7 8 7 6 0.7 0.85 1 1.03 Ihs60 1 0.85 -1.4 0.18 190 20 17 13 11 14 11 9 11 9 7 10 8 6 8 6 5 0.7 0.9 1.08 1 0.85 -1.4 0.18 190 25 17 13 il 14 10 8 11 8 7 10 7 6 8 6 5 0.7 0.94 1.12 1 0.85 -1.4 0.18 190 30 17 12110 14 10 8 11 8 7 10 7 6 8 6 5 0.7 0.98 1.16 1 0.85 -1.4 0.18 190 35 16 12 10 13 9 8 11 8 7 9 7 6 8 6 6 0.73 1.01 1.19 1 0.85,-1.4,0.18 190 190 40 16 11 10 13 9 8 10 1 8 6 9 7 6 8 6 6 o.76 1.o4 1.22 1 0.8,51-1.41 0.18 190 45 15 11 10 12 9 8 10 7 6 9 6 5 7 5 5 0.785 1.065 1.245 _L 0.85 -1.410.18 190 50 15 11 9 12 9 7 10 7 6 8 6 5 7 5 5 0.81 1.09 1.27 1 0.85 -1.4 10.18 190 '50 55 14 11 9 11 9 7 10 7 6 8 6 5 5 4 0.83 1.11 2 1 0.85 -1.4 0.18 190 _L-9 ]0 14 il 9 11 -8 7 9 7 6 8 6- 5 7 5 4 0.85 1.13 1 31� 1 0.85--1.4 0.18 190 100 10 8 7 8 6 5 6 5 4 5 4 4 5 4 3 0.99 1.26 1.2 h>60 1 0.85 -1.8 0.18. 190 0-15 15 13 10 12 10 6 10 8 7 9 7 6 7 6 5 0.7 0.85 1.03 h!560 1 0.85 -1.4 0.18 200 20 15 12 10 12 10 8 10 8 7 9 7 6 7 6 5 0.7 0.9 1.08 1 0.85 -1.4 0.10 200 25 15 11 10 12 . 9 8 10 8 6 9 7 5 7 6 5 0.7 0.94 1A2 1 0.85 -1.4 0.18 200 30 15 11 9 12 9 10 7 6 9 6 5 7 5 4 0.7 0.98 1.16 1 0.85 -1.4 0,18 200 35 15 11 9 12 9 7 10 7 6 8 6 5 7 5 4 0.73 1.01 1.19 _L 0.85 .1.4 0.18 200 200 40 14 10 9 11 8 7 9 7 6 a 6 5 7 5 4 0.76 1.04 1.22 1 0.85 -1.4 0.18 200 45 14 10 9 11 8 7 9 7 6 8 6 7 5 4 0.785 1.065 1.245 1 0.85 -1.4 0.18 200 50 13 10 8 11 8 7 9 7 6 8 6 5 6 5 4 0.81 1.09 1.27 1 0.85 .1.4 0.18 200 75- 13 10 8 10 8 7 9 6 7 6 5 6 5 4 0.83 1.11 1.29 1 0.85 -1.4 0.181 200 �0- 13 9 8 10 8 7 8 6 5 7 5 5 6 -5 4 0.85 1.13 1.31 1 0.85 -1.4 0.18 200 100 9 7 6 7 5 5 6 5 4 5 4 3 4 3 3 O�99 1.26 1.43 h>60 1 0.85 -1.8 0.18 200 G-15 14 11 9 11 9 8 9 8 6 8 7 5 7 6 5 0.7 0.85 103 h560 1 0.85 -1.4 0.18 210 20 14 11 9 11 9 7 9 7 6 8 6 5 7 5 4 0.7 0.9 1.08 1 0.85 -1.4 0.18 210 25 14 10 9 11 8 7 9 7 6 8 6 5 7 5 4 0.7 0.94 1.12 1 0.95 -1.4 0.18 210 30 14 10 8 11 8 7 9 7 6 8 6 5 7 5 4 1 0.7 0.98 1.16 1 0.85 -1.41 0.18 210 _r14 1 4 _1.4 _'.4 _1 4 _1.4 35 13 10 8 11 8 7 9 6 5 8 6 5 6 5 4 1 0.73 1.01 1.19 1 0.85 .1.4 10-18 210 210 40 13 9 a 10 7 6 9 6 5 7 5 5 6 5 4 0.76 1.04 1.22 1 0.85 +-1.40.18 210 45 12 9 8 10 7 6 8 6 5 7 5 4 6 4 4 0.785 1.065 1.245 1 0.85 -1.4 0.18 210 50 12 9 8 10 7 6 8 6 5 7 5 4 6 4 4 0�81 1.09 1.27 1 0.85 -1.4 0.18 210 o"' - 55 12 9 8 L97 6 8 6 5 7 5 4 6 4 4 0.83 1.11 1.29 1 0.65 -1.4 0.18 210 60 11 9 7 9 7 6 8 6 5 7 5 4 6 0.18 210 0.85 1.13 1.31 1 0.85 -1.4 rN-.t.-.t.Table:1 1001 8 1 6 5 5 4 5 4 4 4 4 3 3 1 3 0.99 1.26 1.43 1.Block nail is blind nailed at spacing in table,block nails shall be: ET&F Fastening Systems[ET&F No.ASM-144-0125,head dia. 0.30 in.,shank dia.=0.144 in.,length=1.25 in.), Max Use Corp[CP-C 832 VV7-ICC,head dia.=0.30 in..shank dia.=0.145 in.,length=1.25 in.],or Aerosmith Fastening[5323P,head dia.=0.30 in.,shank dia.=0.144 in.,length,1.25 in.) 2.Applicable to methods specified in[2015 IBC,2017 FBCI Section 1609.1.1.as determined by 12015 IBC,2017 FBCj Figures 1609.3(l),1609.3(2),or 1609.3(3). 3.Vuh= ultimate design vAnd speed 4.Building height=mean roofheight(in feet)ofa building,except that eave height shall be used for roofangle E)less than or equal to 10*(2-12 roof slope). 5.Interpolation to address building height�60 ft)and other HardiePlank Width is permitted. 6.Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3:1�=I,Kd=0.85,GCp=-1.4(h560),GC,=-1.8(h>60 i=0.18. It lot LIMITATIONS OF USE: '��A 1)In High Velocity Hurricane Zones(HVHZ)install per Miami-Dade County Florida,NOA 17-0406.06 cc SS10 12 NOTICE OF COMMENCEMENTOFFICE COPY (PREPARE IN DUPLICATE) Tax Folio No. Permit No. pd- 3 State of County of &��WL To whom it may concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. Legal description of property being improved: 2- 2- 9 C)7 23 , 2- 17 T Address of property being improved: A-",j 7-1 � G6--A 0 H 3 2-z :3 t U P P E L> 6 4,:- General description of improv'E!Men s:,,,,_ 41 6- P (� (I eK, i" A� Owner W 0 Oyu-!�:) A Z--7- Address / 7CD Owner's interest in site of the improvement Fee Simple Titleholder(if other than owner) Name Address Contractor 44 0 0A -P-6)U-�0 c* A V 4N' tZa il ON 0 C(O Address 'C? 4 kk,)- :D (-- Phone No. J�(IC Fax No. Surety (if any) Address qr Amount of bond $ Phone No. Fax No. Name and address of any person making a loan for the construction of the improvements. Name N—(1 Address Phone No. Fax No. Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name Address N, Phone No. Fax No. In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06 (2) (b),Florida Statutes. (Fill in at Owner's option). Name Address Phone No. Fax No. Expiration date of Notice of Commencement(the expiration date is one (1) year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER Signe'(; DATE�—A3— Before e this day of k�l in the County of D vyaltate of Florida,has ersonally appeared \.I \(0 On's herein by himself/heFself ana affirms that all stateMe ;c nnd rjPr1;3rati2QS herein are true and accurate Allyen R Lh-w� NOWY Pubfif ftvtl Of ftdda Doc#2019171896,OR BK 18874 Page 1403, MY ClWill?"On Eom a@jmj2M Number Pages: I Ic mrriliiiisk)nNo.1001112239 Recorded 07/24/2019 09:02 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL Notar��lic at Lahe�ttate of' I`--1 County, COUNTY My commission expir 11 fi�1, 0!2- RECORDING $10.00 Personally Known -vtr or Produced Identification_Ljr, S