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Home My WebLink AboutRevision 12-17-15OFFICE USE ONLY: DATE FILED: I a' 17• %J REVISION FEE: _mac- 0 — PERMIT # 7 RECEIPT # l l PLANNING & DEVELOPIV BUILDING & CODE REGUI 2300 VIRGINIA A FORT PIERCE, FL (772) 462-1553 FAX ( APPLICATION FOR BU PROJECT 1. LOCATION/SITE ADDRESS: �P 5� A)-vrueg-S 6 W� a7� sL*3 '*'S mac-(-} EL— -3,Le c 5-1 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. 4. ❑9 CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: _ BUSINESS NAME: _ QUALIFIERS NAME: _ ADDRESS: CITY: PHONE (DAYTIME): OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: ST. LUCIE COUNTY CERT. #: STATE: FAX: is STATE: �� FAX: 5. ARCHITECT/ENGINEER INFORMATION: NAME: L _ xto c L, A4 14 ADDRESS: CITY: r-r, STATE: PHONE (DAYTIME): `? Revised 07/22/2014 ZIP: ZIP: ZIP: FAX: R °COVED DEC 1' 7 2015 Lance Vogl Architect 201 SE Hibiscus Ave Stuart, FL 34996 772-284-5327 lancevogi@yahoo.com 0 December 16, 2015 ' St. Lucie County Building Department 2300 Virginia Ave Ft. Pierce, FL 34982 Re: 1510-0009- Field Change Revision Snyder Residence 515 Nettles Blvd Jensen Beach, FL 34957 Dear Sir or Madam, Please note the following regarding the above referenced project: Field Change Revisions: -The Fiber Cement Siding Product Approval has been changed. With this, the sheathing thickness has been changed as well. See Sheet A1- Building Department Product Approval, sheet A3 - Sheathing Nailing Schedule, sheet A5 - Building Section & sheet A6 - Typ. Wall Section. Thank You, Lance A. Vogl Architect Reg. #96414 1� ` 1510 9 -* sove:2 O&TIoxAce - Se'�C- l06e' /g PROJECT RIO-2553-15 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 1A and 1B, 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 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1.OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX v RONALD 1. OGAWA ASSOCIATES, ZINC. 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 EVALUATION SUBJECT HardiePlank® Lap Siding James Hardie Product Trade Names covered in this evaluation: HardiePlank® Lap Siding, CemPlank® Siding, Prevalw Lap Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePlank (CemPiank. Prevail Lap) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardePlank Siding 2. Ramtech Laboratories, Inc. Report 10593-9611395 (ASTM E330) Transverse Load Test, 5/16' Thick by 7.5 inch wide HardiePlank Lap Siding installed on•2X4 W-Firwood studs space at 16 inches on center with 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-1034-M (ASTM E330) Transverse Load Test, 5/16" Thick by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem -Fir wood studs space at 16 inches on.center with a Number 11 gauge 1-3/4 inch long galvanized roofing roil 4. Ramtech Laboratories, Inc. Report IC-1020-88 (ASTM E330) Transverse Load Test, 5/16" Thick by 9.5 inch wide HardePlank Lap Siding installed on 2X4 Hern-Fr wood studs space at 16 inches on center with a Bd common nail S. Ramtech Laboratories, Inc. Report 2149-07-10 (C) (ASTM E330) Transverse Load Test, 5/16' Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug-Fir4arch 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 toad 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-Report2341-0"S (ASTM E330) Transverse Load Test, 5116" Thick by 8.25 inch wide HardePlank Lap Siding installed an 2X4 Doug -Fr -Larch wood studs space at 16 inches on center with a 0,092 inch shank by 0222 inch head diameter by 2 inch long galvanized siding nail. 8. Ramtech Laboratories, Im Report 2149-07-10 (F) (ASTM E330) Transverse Load Test, 5/16' Thick by 8.25 inch wide HardePlank Lao Siding installed on 2X4 Spruce -Pine -Fur wood studs space at 16 inches on cerderwith 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" TWA by 6.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 inches an center with ET&F knurled pin fastener 10. Ramtech Laboratories, Inc. Report 11149/1554B (ASTM E330) Transverse Load Test 5116' Thick by 825 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 11. Ramtech Laboratories, Inc. Report 1114911554A (ASTM E330) Transverse Load Test 511 6"Thick byl2 inch wide HardlePlank tap Siding installed on 20 gauge metal studs spaced at 16 and 24 inches on center with ETBF knurled pin fastener 12. Ramtech Laboratories, Inc. Report IC-1035-88 (ASTM E330) Transverse Load'Test 5/16" Thick by.9.5 inch HardiePlank Lap Siding installed on 20ga Metal Stud Spaced 16 Inches an Center With No. 8 X 1-114" long X 0.375"head diameter ribbed wafer head screws 2412�- 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 1A. Results of Transverse load Testing for Configurations with Steel Framing Report Number 11149 11149 11149 11149 11149 11149 IC-1035-88 /1554 11554 /1554B 11554E 11554A 11554A 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 9.5 20 ga. steel 20 ga. 20 ga. 20 ga. 20 ga. 20 9a• 20 ga. steel Frame Type studs steel studs steel steel studsstuds steel steel studs studs studs Frame Spacing (m.) 16 24 16 24 16 24 16 ET&F ET&F ET&F ET&F ET&F No. 8.X 1- .10 0.100' 0.100' 0.100" 0:100" 0.100" 0.100' 1/4" long X kmtded knurled knurled knurled knurled knurled 0.375" Fastener Type shank shank sttank shank shank shank head diameter x diameter x diameter diameter x diameter diameter diameter 0250' HD 0250' HD x 0.313' 0.313" HD x 0.250' x 0.250' ribbed x 1.5' long x 1.5' long HD x 1.5' x 1.5" long HD x 1.5" HD x 1.5" waler head 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 1692 Design Load (psf) 105.7 57.7 21.3 19.7 50.3 27.0 56.4 Effective TnbularyArea (sqft) 0.556 0.833 0.778 1.167 1.194 1.792 0.917 Fastener Load, as tested 58.7 48.1 16.6 19.4 60.1 48A 51.7 (lb/fastener) 1. Allowable Design Load is the Ultimate Load divided Dy a t•actor or sate ry or J. 2. HardieShingle Siding complies with ASTM C1186, Standard Specificadan for Grade It, Type A No"shestos Fiber -Cement Flat Sheets. ;� tat` �n �}� �. r�A n � it• FFi� r� 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 1B. Results of Transverse Load Testing for Configurations with Wood Framing Report Number 10593- IC-1034.88 IC-1020- 2149-07 2149-07- 2341-M 2149-07-10 96/1395 88 10(C) 10(E) 06 (F) Test Agency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Thickness (in.) 0.3125 0.3125 0.3125 0.3125 0.3125 03125 0.3125 Width (in.) 7.5 9.5 9.5 8.25 8.25 8.25 8.25 Frame Type 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood Hem -Fir Hem -Fir Hem -Fir DFL DFL DFL SPF Frame Spacing (tn.) 16 16 16 16 16 16 16 8d siding 1-314' 8d ring 8d siding 8d siding 8d siil'tng nail. 0.093" No. 11 ga. 6d shank box nag, 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 2.5" nail nail X 0.260" X 0222" X 0.222X 25" 2.375' 2.5" 2' Fastener Length (in.) 2.5 1.75 2 2.375 25 2 2.5 Fastening Method Blind nag Blind nag Face nag Face nag Face nail Face nag Face nail Ultimate Load (psf) 92 146.6 199 296 253 165 168 Design Load (psf) 30.7 48.9 66.3 98.7 84.3 55.0 56.0 Effective Tributary Area (sgff) 0.694 0.917 0.917 0378 0.778 0.778 0.778 Fastener Load. as tested 21.3 44.8 60.6 76.7 65.6 42.8 43.6 (lb/fastener) Adjusted withdrawal design load 54.6 46.2 41.6 84.0 67.0 49.1 43.0 (lb/fastener), W Net Fastener Penetration (in,), P 2.18B 1.438 1.375 1.750 1.875 1.375 1.875 Wood Speck Gravity, G 0.43 0.43 0.43 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 2012 or ESR-1539 (lblin. penetration), 15.6 20.1 18.9 30.0 22.3 22.3 14.3 W Catculated fastener withdrawal toad is compared with the test result and the more conservative one will be used. 1. Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardieShingle Siding complies with ASTM C1166, Standard Specificaftton for Grade 11, Type A Nbn-asbestos Fiber -Cement Flat Sheets. 3. Calculated fastener withdrawal load is bompared with the testresult and the more conservative one vrig be used. For all cases in the table, the adjusted withdrawal design value, W', is calculated as W =Co'W"P Where, Co = Iced duration factor per NDS-2012 Table 2.32 for wind/earthquake load =1.6 W = withdrawal design value, calculated per NDS-2012,or ESR-1539, whichever applicable P = fastener embedment depth, in. When nail shank, D,'a 0.099 Inch but 5 0.375 inch for smooth shank nabs, NDS-2012 equation (11.2-3) is used to calculate withdrawal design value W = 1380' Gtwt' D Where, G = wood specific gravity per Table 11.3.3A D = nail shank diameter, in. When nail shank, D, is less than 0.099 inch, or in the case of ring shank nags, the withdrawal design values were obtained from ICC-ES ESR-1539Table 2. ILE 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 Summary based on Report 10593-9611395 (2.5 in. Iona by 0.093 in. shank by 0.222 in. head diameter) sidino nails blind nailed into wood studs): Nail withdrawal design load was determined to be 15.6 Ibfin. penetration„based:on ESR-1539 Table 2, for 0.093" smooth shank nail. With 0.43 wood specific gravity. The adjusted fastener withdrawal design value W' = Ce' W ' P=1.6'15.6'2.188 = 54.6 lb. The tested design fastener load with a factor of safety 3 applied is 21.3 pounds per fastener, which is less than the adjusted fastener withdrawal design value of 54.6 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 by0.222 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 withdrawal design value of 42.0 pounds per fastener Nail withdrawal design value, VIf = 15.61hlnpenetration; Net Penetration for a 2" nail through 5/16' fiber cement, P = 1.688": W = Co • W ' P = 1.6'15.3'1.688 =420 mlfastener). Based on the rationale below, a 6d siding nail can be directly substituted for the 8d siding nail: ))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 nag is 42lb/fastener, this exceeds the test fastener design load of 21.31bslfastener. For the two reasons above, the 6d siding nail blind nailed can directly substitute the 8d siding nait of the same shank and head diameters. 'Results in Table 2F are used to calailate allowable basic wind speed for the 6d siding nail (2 inch long by 0.093 inch shank by 0.222 inch head diameter) blind nalled into wood studs. Summary based on. Report iC-1034-88 (No.11cla 1.75" Iona roofing nail blind nailed into wood studsl: The adjusted fastener withdrawal design value, W, is calculated per NDS-2012• Specific gravity, G=0.43,. Nail shank diameter, D=0.120'; Nail penetration depth for 1.75" nail installed on 5116" fiber cement plank, P=1.4381; Calculated withdrawal design value, W=1380' Gt5rn' D=1380'0.43r5.0.120 = 20.1 Ibfin penetration; Adjusted withdrawal design value, VW = Cc' W ' P=1.6"20.1'1.438 = 46:2lb. The tested design fastener load with a facto of safety 3 applied is 44.8 pounds per fastener, Ktich is less than the NDS adjusted fastener withdrawal design value of 46.2 pounds. Hence for calculation of allowable basic wind speed, tested fastener load of 44.8 pounds for a No. 11 gauge 1.75 inch long roofing nail will be used. In Table 2G below, the fastener bad is held constant at 44.81bs/fastener for each plank width, the allowable sing design toed 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 11 gauge 1.75 inch long roofing nail. Calculation for No. 11 ga.1.2W long roofing nail blind nailed into wood studs: Report IG1034-88 (1.75' lore 11 ga. roofing nail) yielded a tested fastener load of 44.79 [Wastener with the failure mode being fastener head pug 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 charging the nail length to a 1.25 inches long yields an adjusted fastener withdrawal design value of 30.1 pounds.per fastener. Calculated withdrawal design value, W = 20.1 lb/in, penetration; Nail penetration depth for 1.25' nail installed over 5/16" fiber:cemenfplank. P = 0.938'; Adjusted withdrawal design value, VP = Co' W ' P=1.6'20.1'0.938 = 30.1 Ibffastener. In this case, the adjusted witbdrwal design value is the control factor, since ifs less than the tested design fastener load. Siding design load is equal to fastener design load of 30.1 lb/fastener divided by fastener tributary. See Table 2H below, for the calcuated siding design loads for each {lank width. Results in Table 2H are used to calculate allowable wind speed for the Number 11 gauge 1.25 inch long roofing nag used in a blind nail appfuation R +'iit �i RONALD I. 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 Summary based on Report 1020-88 f6d common nail face nailed Into wood studs): The adjusted fastener withdrawal design value based on NDS-2012 is 41.6 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 41.6 pounds is more conservative when compared against the tested fastener bad. Hence for calculation of aikiwable basic wind speed, the siding design bad for a 6d common nail face nailed will be calculated based on fie NDS-2012 adjusted fastener withdrawal design value 41.6 Ibs/fastener. See Table 21below for the calculated sift design bads 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 Ike to use the ultimate test values obtained in report 1020-88. to dothis we propose substituting an 8d common nail for the tested 6d common nail Doing this substituffan resolves the disparity between the NDS and tested. values on fasteners. Below are the rationale for substituting the 8d common for the 6d common nail used in testing report 1020-88 to achieve the stated ultimate test load of 199 psf, a design bad of 66.3 psp. 1) Use the same timber as in the report, bid change the nag 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=0.43; Shank diameter, D =0.131"; Net Penetration for a 2.5" nail through two layers of 5116' fiber cement=.1.875"; Withdrawal design value, W =1380' Gtsm " D = 21.9 Iblin penetration; Adjusted withdrawal design value, W = Co:W'P =1.6' 21.9 "1.875 = 65.8' lb. 3) The mode of failure for the 6d 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 8d common nail: 6d common head bearing area (head diameter = 0266 inches, shank diameter 0.113 inches) = 0.0455 sq inches; 8d common tread 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 Idd common Is 65.8 lb/fastener, this exceeds the tested fastener design load of 60.81bs/fastener (for a 6d common in report 1020-88), therefore we can use the ultimate failure pressure of 199 psf to tabulate a design pressure 66.3 psf with an 8d common nail (60.8 lbsffastener), this will 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 bads for each prank width. Results in Table 2J are used to calculate allowable basic wind speed for the 8d common nail face nailed into wood studs. Summary based on Report 2149-07-10(C) (8d ring shank box nail face nailed into wood studs): Nail withdrawal design bad was determined to be 30 Ibfm. penetration, based on ESR4539 Table 2, for 0.113' deformed shank nail with 0.50 wood specific gravity. Nail penetration depth for 2.37W long nail through two layers of 5H6' fiber cement planks, P = 1.75"; The adjusted fastener withdrawal design value W = Co • W • P=1.6.30`1.75 = 84.0 lb. 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 witdrawal design value of 84 pounds. Hence for calculation of allowable basic wind speed, tested fastener load of 76.7 pounds will be used. In Table 2K below, the fastener bad is held constant at 76.7 Ibs/fastener 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 2K are used to calculate allowable basic wind speed for 8d ring shank box nail face nailed into woad studs. ti iM V. � �ti• a ,• �t .,all �j.i: uF i:• r {t RONAL.D I. 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 be determined. Table 2A, Allowable Design Loads Based on Constant Fastener Load, ET&F 0.100" knurled shank x 0.25V HD x 1.5" long, 16" OC 20ga Metal Studs, fasteners exposed (face nail) Check for results using 625 inch plank values from Report Number 11149/1554 and 11149/1554A. Design load = ultimate failure load/FOS =-317psf/3 = -105.7 psf Effective tributary = ((plank width exposed to weather X stud spacingu144) = ((6.25.1.25) X 16)/144 = 0.556 sq.ft. Fastener load = design load X tributary area=-105.67 X 0.558 = -58.7 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated m a 0 O ai+ Q m T O W 0 0 U) �JO a HardiePlank Width E m (inches) ci 5 in -` w i`- ¢ p a LL 5.25 16 0.4444 -132.08 -58.70 6.25 -317 16 0.5556 405.67 -58.70 7.25 16 0.6667 -88.06 58.70 7.5. 16 0.6944 -84.53 58.70 8 16 0.7500 -78.27 -58.70 0.25 16 0.7778 -75A8 -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 an Constant Fastener Load, Ei&F 0.1W' knurled shank x 0.250" NO 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 I I149/1554A. Design bad = ultimate faffure1oadIFOS=173psf/3 = 57.67 psf Effective tributary= ((plank width exposed to weather X stud spacaig)/144) = ((6.25-1.25) X 24u144 = 0.6333 sq.fL 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 N G m 9 C.d. O Q m D m^ d _ HardiePlank Width 2 (inches) rm 5 rn `w ` N - o a LL J 5.25 24 0.6667 72.08 -48.06 6.25 -173 24 0.8333 -57.67 48.06 7.25 24 1.0000 -48.06 A8.06 7.5 24 1.0417 -46.13 48.06 8 24 1.1250 -42.72 -48.06 8.25 24 1.1667 41.19 48.06 9.25 24 1.3333 -36.04 A8.06 9.5 24 1.3750 -34.95 -48.06 12 -81 1 24 1 1.7917 -27.00 1 48.38 Table 2C, Allowable Design Loads Based on Constant Fastener Load, ETBF 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 825 Inch plank values from Report Number 111491`1554B. Design load = ultimate failure k>adIFOS =-64psf/3= 721.33 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16j/144 = 0.778 sq.1L Fastener load = design load X,tdbuta_ry area ,= 21.33X 0.778 = -16.59 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated c •Om m o C A ®.0.1 0 .1 _ Is C Ha diePlank Width _E y O O rn N (niches) 4- op7 N.. !u it:'s Q Q IL 0 IL J 5.25 16 0.4444 -37.33 -16.59 6.25 16 0.5556 -29.87 -16.59 7.25 16 1 0.6667 -24.89 1 -16.59 7.5 16 0.6944 -23.89 -16.59 8 16 0.7500 -22.12 -16.59 8.25 -64 16 0.M8 -21.33 -16.59 9.25 16 0.8889 -18.67 -16M 9.5 16 0.9167 -18.10 -16.59 12 16 1.1944 -13.89 -16.59 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 1114911554B. Design load = ultimate failure loadIFOS =-Mpsf/3 = -16.67 psf Effective tributary = ((plank width exposed to weather X stud spacmg)1144) = ((8.25-1.25) X 24)/144=1.1667 sq.fL Fastener load = design lead X tributary area=-16.67X 1.1667 = -19.44 pounds Calculated aieviable design load = fastener lead tested condition divided by area tributary for the condition to be cacuiated N C m m � n O lU U d y CO N Q _> lc0 O HardiePlank Width H E m m = 3T m u m (inches) H 0 5 co W F- N - o a IL -1 5.25 24 0.6667 -29.17 -19.44 6.25 24 0.8333 -23.33 -19.44 7.26 24 1.0000 -19.44 -19.44 7'.5 24 1.0417 -18.67 -19A4 8 24 1.1250 -17.28 -19.44 8.25 -50 24 1.1667 -16.67 -19.44 9.25 24 1.3333 -14.58 -19.44 9.5 24 1.3750 -14.14 -19.44 12 24 1.7917 -10.85 1 -19.44 Table 2E, Allowable Design Loads.Based on Constant Fastener Load, No. 8 X 1-5/8"•long X0.375" HD ribbed waferhead screw, 20ga. Metal Studs, fasteners concealed (blind nail) Check for results using 9.5 inch plank values from Report Number IG-1035-88 Design load = ultimate failure load/FOS =-169.2psf/3 = -56.4 psf Effective tributary = ((plank width exposed to weather X stud spacingu144) = ((9.5-1.25) X 16Y144 = 0.9167 sq.ft. Fastener load = design load X tributary area = -56A X 0.9167 = -51.7 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated a U Qco till 50 HardiePlank Width "-� c v 6 a ci LL o 0 w in inches (inches) m o = u-o� a)� u, ao�a uf0a 5.25 16 0.4444 -116.33 51.70 6.25 16 0.5556 -93.06R�51;700 7.25 16 0.6667 77.55 7.5 16 0.6944 -74.45 8 16 0.7500 -68.93 8.25 16 0.7776 -66.47 9.25 16 0.8889 -58.16 9.5 -169.2 16 0.9167 -56.40 12 16 1.1944 - 3.28 � c � m U N m O o m a o l j w w 24 0.6667 -77.55 24 0.8333 -62.04 24 1.0009 -51.70 24 1.0417 -49.63 24 1.1250 45.96 24 1.1667 -44.31 24 1.3333 -38.78 24 1.3750 -37.60 24 1.7917 -28.86 Table 2F, Allowable Design Loads Based on Constant Fastener Load; 6d siding nail 2.0" L, W-Fir Studs, fasteners concealed (blind nail) Check for.results using 7.5 inch plank values from Report Number10593-9611395: 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)/144) = ((7.5-1.25) X 16)1144 = 0.694 sq.fL Fastener load = desgn load X tributary area = �30.7 X 0.694 =-21.3 pounds, which will be used for the calculation Adjusted fastener withdrawal lead from NDS-2012 = 42.0 Wastener, which is larger than the tested fastener load Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated mv�pp C d O G a- Q m N O J N N v N co m a t0 .-- N -+ S. .O HardiePlank Width y 2 E v= m n w a a (IrICt1e5) O U 7 W .� W H W Q 0 �' LL J 5.25 16 0.4444 -47.92 -21.30 6.25 16 05556 -38.33 -21.30 7.25 16 1 0.6667 -31.94 -21.30 7.5 -92 16 0.6944 -30.67 -21.30 8 16 0.7500 -28.40 -21.30 8.25 16 0.7778 -27.38 -21.30 9.25 16 0.8889 -23.96 -21.30 9.5 16 0.9167 -2323 -21.30 12 16 1.1944 -17.83 1 -21.30 rn C W O ¢ N 0 O 0 ? N .� R C t=i 0 m .O Wr=v W ` QOa 24 0.6667 -31.94 24 0.8333 -25.56 24 1.0000 -21.30 24 1.0417 -20.44 24 1.1250 -18.93 24 1.1667 -18.25 24 1.3333 -15.97 24 1.3750 -15.49 24 1.7917 -11.89 \ \\\`\111i111tliilill/f777j77,' / RONALD I. 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 213, Allowable Design Loads Based on Constant Fastener Load, No.11ga. Roofing nail "4" L, Hem -Fir Studs, fasteners concealed (blind nail) Check for results using 9.5 inch plank values from Report Number IC-1034-88. Design load = ultimate failure Ioad1FOS =-146.6ps03 = -08.9 psf Effective tributary = ((plank width exposed to weather X stud spacuug)1144)=,((8.25-1.25) X 16)/144 = 0.9167 sq.fL Fastener load = design load X tributary area = -48.9 X .9167 = -44.79 pounds, which will be used for the calculation Adjusted fastener %-A txirawal load from NDS-2012=46.2lbffasterw, which is larger than the tested fastener load Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated rn m N C m v V1 C 0.2 l0 Co m tD J HardiePlank Width - c �• m a' Q o N N m w rLLn - a (inches) 1- 0 5 m -` i-= -a ri .3 5.25 i6 0.4444 -100.79 -44.79 6.25 16 0.5556 -80.63 -44.79 7.25 1 16 0,6667 1 -67.19 -4419 7.5 16 0A944 -64.50 -44.79' 8 16 0.7500 -59.73 -44.79 8.25 16 0.7778 -57.59 -44.79 925 16 0.8889 -50.39 -44.79 9.5 446.6 16 0.9167 -48.87 -44.79 12 16 1.1944 -37.50 -44.79 � m a C U ¢ m O 0^ U 7 w 24 0.6667 -67.19 24 0.8333 -53.75 24 1 1,0000 -44.79 24 1.0417 -43.00 24 1.1250 -39.82 24 1.1667 -36.40 24 1.3333 -33.60 24 1.3750 3258 24 1.7917 -25.00 Table 21-1, Allowable Design Loads Based on Constant Fastener Load, No.11ga. Roofing nail 1-114" L, Hem -Fir 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-2012 Siding design load in this:case is equal to the adjusted fastener withdrawal design load 30.1 8i/fastener divided by fastener tributary area � c a U d^ U > C.' � O HardiePlank Width o m N H m (Inches) c V) c o W "I m ;ito a v m o a LL a 5.25 16 0.4444 -67.73 -30.1 6.25 16 0:5556 -54.18 -30.1 7.25 16 0.6667 -45.15 -30.1 7.5 16 0.6944 -43.341-1.11 .1 8 16 0.7500 -40.138.25 16 0.7778 -38.700.19.25 16 0.8889 -33.860.19.5 16 0.9167 32-840.112 161.1944 -25.200.1 M c v coO m m r- rzi N C m G C, O m rn LU a. 24 0.6667 45.15 24 0.8333 -36.12 24 1 1.0000 -30.10. 24 1.0417 -28.90 24 1.1250 -26.76 24 1.1667 -25,80 24 1.3333 -2258 24 1.3750 -21.89 24 1.7917 46.80 Table 21, Allowable Design Loads Based on Constant Fastener Load, 6d common nail V L, Hem -Fr Studs, fasteners exposed (face nail) Check for results using 9.5 inch plank values from Report Number IC-1020-88. 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.fL Fastener load = design load X tributary area = -66.33 X 0.9167 = -60.81 pounds Adjusted fastener withdrawal load from NDS-2012 = 41.6 lb/fasterter, in this case it's more conservative and will be used for the calculation Calculated allowable design load = adjusted fawithdrawal load divide by area tributary for the condition to be calculated rn m CL U ¢ {v�QQ O O d IO]. N. j Z .GJ mL HardiePlank Width m c E o m a Q o y u. m m (inches) v m w i--S - a a LLO. J 5.25 16 0.4444 -93.60 -41.60 6.25 16 0.5556 -74.88 -41.60 7.25 16 0.6667 -62AO -4140 7.5 16 0.6944 -59.90 -41.60 8 16 0.7500 -55.47 -41.60 825 16 0.7778 53.49 -11.60' 9.25 16 0.8889 -46.80 -41.60 9.5 -199 16 0.9167 -45.38 -41.60 12 1 16 1.1944 -34.83 -41.60 � m v U � m p m ? C ^ j U -1 m! 0�.�. Oof �U1 in zr_r w -aa 24 0.6667 -62.40 24 0.8333 -49.92 24 1.0000 41.60 24 1.0417 -39.94 24 1.1250 36.98 24 1.1667 -35.66 24 1.3333 -31.20 24 1.3750 30M 24 1.7917 -23.22 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 -Fir Studs, fasteners exposed (face nail) The design toad In this case is limited by both test result of report IC-1020-88 and Adjusted withdrawal load from NDS-2012 Siding design load in this case is equal to the adjusted fastener withdrawal design load (30.1 Iblfastener) divided by fastener tributary area. Design load = ultimate failure badlFOS =-199psf/3 = -66.3 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((9.5-125) X 16)r144 = 0.9167 sq.fL Fastener load = design load X tributary area = -66.33 X 0.9167 = -6021 pounds, which will be used for the ca$culation Adjusted fastener withdrawal load from NDS-2012 =65.8 Iblfastener, which is larger than the tested fastener toad Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated m v U Q p J m a HardiePlank Width o v is c m o E u)m .>_w'� w .fl `°c o y LL m„ m (inches) ai. a- cr > c in w F m u) a nn a. a 5.25 16 0.4444 -136.82 -60.81 6.25 16 0.5556 -109A6 -60.81 7.25 16 0.6667 -91.22 -60.81 7.5 16 0.6944 -87.57 -60.81 8 16 0.7500 -81.08 -60.81 825 16 0:7778 -78.18 -60.81 9.25 16 0.8889 -68.41 -60.81 9.5 -199 16 0.9167 -66.33 -60.81 12 16 1.1944 -50.91 -60.81 m U Q (aQ p MN > 2 .-. m .. p C o a Q Wa=m o m W -.oa a NS 24 0.6667 -9122 24 0.8333 -72.97 24 1.0000 -60.81 24 1.0417 -68.38 24 1.1250 -54.05 24 1.1667 -5212 24 1.3333 -45.61 24 1.3750 -4422 24 1.7917 -33.94 Table 2K, Allowable Design Loads Based on Constant Fastener Load, 8d (2-318"L) ring shank box nail, DFL Studs, fasteners exposed (Mee nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10 (C). Design load = ultimate failure k>ad1FOS =-296psf/3 = -98.7 psf Effective tributary = ((plank width exposed to weather X stud spacl ng)I144) = ((825-1.25) X 16)/144 = 0.778 sq.ft Fastener toad = design load X tributary area =-98.7 X 0:778 = -76.74 pounds, which will be used for the calculation Adjusted.fastener withdrawal load per ESSR-1539 = 84 lbibstener, which is larger than the lest fastener bad Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated Q o m tnm mrn `ma c HardiePlank Width y c_ "o t U m a cr a LL N m M (in !�- U 7 .�. V) W F- _o Q a a LL J 5.25 16 0.4444 -172.67 -76.74 6.25 16 0.5556 -138.13 -76.74 7.25 16 0.6667 -115.11 -76.74 7.5 16 0.6944 -110.51 -76.74 8 16 0.7500 -10232 -76.74 8.25 -296 16 0.7778 -98.67 -76.74 9.25 16 0.W89 -6.33 -76.74 9.5 16 0.9167 -83.72 -76.74 12 16 1AW -64.25 -76.74 m c m m � cc 0 o UJ t VAC 3 mLL CO) 24 0.6667 -115.11 24 0.8333 -92.09 24 1.0000 -76.74 24 1.0417 -73.67 24 1.1250 -6B21 24 1.1667 -65.78 24 1.3333 -57.56 24 1.3750 -55.81 24 1.7917 42.83 Table 2L Allowable Design'Loads Based on Constant Fastener Load, Bd siding nail (0.092" shank), DFL Studs, fasteners exposed (face nail) Check for results using 825 inch plank values from Report Number 2149-07-10 (E). Design load = ultimate failure IoadIFOS =-253psU3 = 4W.3 psf Effective tributary = ((plank width exposed to weather X stud spacurg)/144) = ((8.25-125) X 16v144 = 0.778 sq.fL Fastener toad = 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-1539 = 67.0 lb/fastener, which is larger .than the test fastener toad. Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated rn n U m Q fv�pp O vs HardiePlank Width m c E v w a o .= (inches) m ci � w -` w r= - a a 11 3 5.25 16 0.4444 -147.58 -65.59 6.25 16 0.5556 -118.07 -65.59 7.25 16 1 0.6667 -98.39 -65.59 7.5 16 0.6944 -94A5 -65.59 8 16 0.7500 -87.46 -65.59 8.25 -253 16 0.7778 -84.33 -6s.59 9.25 16 0.8889 -73.79 -65.59 9.5 16 0.9167 -71.56 _65.59 12 16 1.1944 -54.91 -65.59 C m � � U Q m O m J C, Q c m W rn 'u - ❑ d 24 0.6667 -98.39 24 0.8333 -78.71 24 1.0000 -65.59 24 1.0417 -62.97 24 1.1250 -58.30 24 1.1667 -5622 24 1.3333 24 1.3750 24 1.7917 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #1443 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 2M, Allowable Design Loads Based on Constant Fastener Load, 6d siding nail (0.092" shank), DFL Studs, fasteners exposed (face naiQ Check for results using 8.25 inch plank values from Report Number 234.1-08-06. Design load = ultimate failure kradlFOS =-165psfM = -55 psi Effective tributary = ((plank width exposed to weather X stud spacing)1144) = ((8.25.1.25) X 16)/144 = 0.778 sq.ft. Fastener load = design load X tributary area = -55.0 X 0.778 = -42.78 pounds. which win be used for the calculation The adjusted wail withdrawal load per ESR-1539 = 49.1 lbffastener, which is larger than the test fastener load. Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calcLLWad m v n u ¢` m B HardiePlank Width O m tp .' N (inches) co nLLm -1 5'25 16 0.4444 -9625 -42.78 6.25 16 0:5556 -77.00 42.78 7.26 16 0.6667 -64.17 -4218 7.5 16, 0.6944. -61.60 -42.78 8 16 01500 -57.04 42.78. 825 -165 16 0.7778 -55.00 -42.78 925 16 0.8889 -08.11 -42.78 9.5 16 .0-9167 -46.67 42.78 12 16 1.1944 -35.81 -42.78 rn U 10 Q (vp B m Z m J mac LL v) 24 0.6667 -64.17 24 0.8333 -51.33 24 1.0000 -42.78. 24 1.0417 -41.07 24 1.1250 -38.02 24 1.1667 36.67 24 1.3333 -3Y.08 24 1.3750 31.11 24 1.7917 -23.88 Table 2N, Allowable Design Loads Based on Constant Fastener Load, 8d siding nail (0.092" shank), SPF Studs, fasteners exposed (face nahQ Check for results using 8.25 inch plank values from Report Number 2149-07A0 (F). Design load = ultimate failure load/FOS =-168psff3 = -56.0 psf Effective tributary = ((plank width exposed to weather X stud spacmg)/144) = ((8.25-1.25) X 16)1144 = 0.778 sq.fL Fastener load = design load X tributary area = -56.0 X 0.778=-43.56 pounds The adjusted nail wdhdrawal load per ESR-1539 = 43.0 Vlastener, which is more conservabe and will be.used for the calculation. Calculated allowable design load = fastener toad tested condition dividedby area tributary for the condition to be calculated m G CI S W O ��Opp Q O HardiePlank Width co m (inches) � ii � ai c US inm a 8, a � - 5.25 16 0.4444 '-96.75 -43.00 6.25 16 0:5556 -77AO -43:00 7.25 16 0.6667 -64.50 -43.00 7.5 16 0.6944 -61.92 43.00 8 16. 0.7500 -57.33 -43.00 8.25 -168 16 0.7778 -5S.29 43.00 9.25 16 0.6889 -48.38 43:00 9.5 16 0.9167 46.91 -43.00. 12 1 16 1.1944 -36.00 1 43.00 � m 0 C � Q m" m O J rn m > m -•-• mn N C �= & Lu m� ¢oa 24 0.6667 -64.50 24 0.8333 -51.60 7 24 1.0000 -43.00 24 1.D417 -41.28 24 .1A250 -3822 24 1.1667 -36.86 24 1.3333 -32.25 24 1.375D -3127 24 1.7917 -24.00' p �y- sf h ! D RONALD 1. OGAWAASSOCWTES,tNC. 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 ueaivle-wnw 1 e%An Fiber -cement siding transverse load capacity (wind load capacity) Is determined via compliance testing to transverse load national teststandards. Via the transverse toad testing an allowable design load is.determined based on a factor of safety of 3 applied to the ultimate test bad. Since the allowable design toad is based our factor of safety of 3, allowable design bads on fiber: cemenlsiding correlate duectly to required design pressures for Allowable Stress Design, and therefore should be used with combination.lgaduig 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 26.5-1 C. For this analysis, to calculate the.pressures.ln Tables 4, 5, and 6, the load combination will be in accordance with ASCE 7-10 Section 2A combining nominal bads using allowable stress design, load combination 7. Load combination 7 ruses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q6=0.0025WK. K,t%C'VZ % , velocity pressure at height z K� , velocity pressure exposure coefficient evaluated at height z K .,"topographic.factor K, , wind directionality factor V , basic wind speed (3- Equation 2, V=V,e V,m design wind speeds(3- Equation 3, p=cV(G"Cij 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 design load for siding) To determine design pressure,'substitute q, Into Equation 3, Equation 4, p=0.00256,j VK,r *V' 2*(GCp-GCp) Allowable Stress Design, ASCE 7-10 Section 14,1, load combination 7, (ref..ASCE 7-10 equation 30:3-1] (ref. 2012 IBC & 2014 FBC Section 1602a definitions} tref. ASCE 7-16 equation 36.6-1) Equation 5, 0.613* 0.6W (ref.ASCE 7-10 section 2.4A, load combination 7) D . dead load W , wind load {toad due to wind pressure) To determine. the. Allowable Stress Design Pressure, apply the load factor for (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, per= 0.6'[p] Equation 7, p. = 0.6'10.00256*VK,1'Ka'V R •(GCp-GC. -)j Equation 7 is used to populate Table 4, 5,.and 6. To determine the allowable ultimate basic wind speed for Hardie Siding In Table 7, solve Equation 7 for V a, Equation 8, V h = (pmt0.6'0.0026Vl`VK2 V(GCp-GC0)f 5 Applicable to methods spedfred in Exceptions 1 through "3 o112012 iBC, 2014 FBC] Section 1609.1.1., to determine the allowable nominal design wind speed (Vaso) for bards SkDN in Table 7, apply the conversion formula below, Equation 9, Vd = V,e' (0.6r fret: 20121BC & 2014 FBC Section 1609:3.1) V. , Nominal;design wind speed (3-second gust mph) (ref. 2012IBC & 2014 FBC Section1616Z 1) Table 3, Coefficients and Constants used in Determining V and p, Kz Wall zone Height (ft) Exp B F� C Exp D Ka Ka G G 0-15 0.7 0.85 1.03 115M 1 0.85 -1.4 0.18 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 0.7 6.94 -Ti-2 1 0.85 -1.4 0.18 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 1.01 1.19 1 .0.85 -1.4 0.18 40 0.76 1.04 1.22 1'1 0.85 -1.4 1 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 1.11 1.29 1 0.85 -1.4 0.18 60 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 0.99 1.26 1.43 h>80 1" 0.85 -1.8 0.18 12 � .4F I I N 00 ono ii7 �ii�uio a �� m s V' TON) C 0 cnn(NnA V NN W iO W(J�O i.WN o m<o m bO CliD W W-4 4V -. A N Q) M :1 �1 N V N V C C C V O isLn1 7n /-. 5 tii S m v It Nb)oia�ni7)intn ,)� N iewyoNwrniar'rn N � O b 4) .P N 6 A C LJ tD C (71 N N+Of�OmlAN W� v a im N 4) 4) N il iio W +l in O. Gf [O t0 0)N Ol {Np V -4� �+tD �On (rn (OD�D AOOf A in -+V A. OD 6)-. V G Al O b, i0W V 1J V is N m i A �w�do OD O)N Nbp�N ,yovAN,O�DOo c�fp710 N OD O j �w A NO L4ipp0 0 �k f0 C A -po� CQn App A d V A' V �1 a N O �0 { to in N t00 U�) O in W11wWOWNiDNV ID 1 _ 0 = m 0 O G) W (O (J1 O N CD N .P G1 Cn W Ot N N (n U) N A NiN N".+lOn8i0 N N V Nib I V O W.P N4f two m V V 01 W N A W N -N+ CJ A IWV NNN CN1 ON b, cn N INV O WV L4() n -+ Lo G7 L4-� A bf Ll Of b) K) � N c7D, 07 b)tD V IV �i (O,�7a 1D OD W r (O�-WW+iO NA.N �cNo 0�i A b -. 44K. N b :N- b) pG� J44, NA A W NO CO A nA0 bo V fC+s.Oa Co 55O G A ,tea W `A j fn N 1+cn :b.JW�� to cDU bn bf G.c11 li) ,VIwtO �0n� 0 0 A�pp Obl) b)V N wp�o b�nno 00 w o VO ^+ AN O b)O h1AO V L4 N V A )1 (7 pp En fn fJ0 N-V+t O V in fn G(�J N OD OO) N N V N W O W o y ��pp V N 47 .P N 0 0 tJ V0 Cl� W ivb)iDwcba icb)w O T ON iD b) iD N ini0Lj m S 7 a O' 01 W �+o A g cn�i+o W iD)io0 O m m ODLn 74070 V p0)As N A A W :P G co , 07 OD V V � VI Vt fn O1 m O N )D A iD W 0) i0 i0 w c0 W r�4:—J:4 O N 1J M 0 O) cn (n 01 WW NV N�+OO7 (O (O fD xD 07� io L4 b) 'J ib bx 6 6 f0 N�D N W CD N N V O) N N N A N N A A N A W (bI 6] b' c0 IV A Cn A A A .P '.P Cn O W �7 W N j W O N N 0 PO N N N N ab)V V VNCFOW W W v1 1WW V OD NNN 'to to fS� 6 iV wC)) N O fn OO O cn bD 41 UI :-1 tI t1 O �4nn1 N ip P W p A b1 + OO GD sm P O co ODcol OD �t�p0 JN�� co ;P. O.Ln b3 A t7 V V �1 V Q7 N V V V V V O 7. D O CPS a°DD m denim 3 N = N D w w O aWm m C 3 6 Z O O C n 1 y 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 7, Allowable Wind Speed (mph) for HardiePlank Lap Siding(Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)e ``,``\`\`��`1Ut(o iGfq NAZI � 4:=�4�S IFJC.,j* s9 z, 20121BC, 2014 FBC 2012IBC, 2014 FBC ;' V •tC'� y Allowable, Ultimate Design Wind, Speed, V,o4, Allowable, Nominal Design Wind, Speed, V. 5.5 _ 2412 = °% (3-second gust mph) (3-second gust mph) 9 , STATE '• �C` •' ��i �� Q R)p;;••�a �� s.TR1ED(IEG�``�� Coefficients used in Table 6 calculations for V,a Applicable to methods specified In (2012IBC, 16097 as 01B (2012 IBC, 2014 FBC) Figures 1609A, B, or C. Applicable to methods } ��2014, ��ZB on 1609.1.1. Wind exposure gory Wind exposure categoryl Siding K, Product Product Thickness Width Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height''' (feet) B C D B C D Allowable DesignLoad(inches) Load (PSF) Exp B Exp C Exp 13 Ks K. GC,, GCd 0-15 182 165 150 141 128 116 -47.9 0.7 0.85 1.03 h M 1 0.85 4A 0. 88 20 1 182 161 147 141 124 114 -47.9 0.7 09 1,08 1 0.85 -1.4 0.18 25 182 157 1" 141 122 112 -47.9 0.7 0.94 1.12 1 0.85 AA 0.18 HardiePlank 5116 5.25 0.093" shank X 0.222" HD X 2.0" long galy. Siding nail Blind nail 2X4 wood W- Fir 16 30 182 154 142 141 119 110 1 -4T9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 178 152 140 138 117 108 -47.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 175 149 138 135 116 107 -47.9 0.76 1.04 122 1 0.85 -1.4 0.18 45 172 148 137 133 114 106 -47-9 0.785 1.065 1245 1 0.85 -1.4 0.18 50 169 146 135 131 113 105 -47.9 0.81 1.09 127 1 0.85 -lA 0-18 55 167 145 134 130 112 104 -47-9 083 1-11 129 1 085 -IA 0.18 60 165 143 133 128 111 103 47.9 0.85 1.13 1.31 1 0.85 -IA 0.18 100 1 137 121 114 106 94 88 -47.9 029 1.26 IA3 h>60 1 0.85 -1.8 0.18 0-15 163 148 134 126 114 104 -38.3 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 163 144 131 126 111 102 1 -38.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 163 141 129 126 109 100 -38.3 0.7 0.94 1.12 1 10.851 -1.4 10.181 HardiePlank 5116 6.25 0.093' shank D shank X X 2.0' long galv. Siding nail Blind nail 2X4 wood W- Fr 16 30 163 138 127 126 107 98 -38.3 0.7 0.98 1.16 1 0.85 -1A 0.18 35 159 136 125 124 105 97 -38.3 0.73 1.01 1.19 1 0.85 -1A 0.18 40 156 134 123 121 103 96 38.3 0.76 IA4 122 1 0.85 -1.4 0.18 45 154 132 122 119 102 95 -38.3 0.7a5 1.065 1245 1 8-5- -lA 0.18 50 151 131 121 117 101 94 38.3 0.81 1.09 127 1 0.85 -1.4 0A8 55 150 129 120 116 100 93 -38.3 0.83 1.11 129 1 0.85 AA 0.18 60 148 128 119 114 99 1 92 1 -383 0.85 1.13 1.31 1 0.85 4.4 0.18 100 122 108 102 95 84 79 -38.3 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 0-15 149 135 123 1 115 105 95 -31.9 0.7 1 0.85 1.03 tK60 1 0.85 44 0.18 20 149 131 120 115 102 93 -31.9 0.7 M9 1 1.08 1 0.85 -1A 0.18 25 14-57 128 118 #####g 99 91 31.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 HardiePlank 5116 7.25 0.093" shank 0.222" HD X 2.0" long gale. Siding nail Blind nail 2X4 wood W- Fir 16. 30 57 126 116 44 97 69 -31.9 0.7 0.98 1.16 1 0.85 -1A 0.18 35 146 124 114 113 96 88 31.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 143 122 113 111 95 87 31.9 0.76 1.04 122 1 0.85 -IA 0.18 45 140 121 112 109 93 86 31.9 0.785 1.065 1245 1 0.8 5 -1.4 0.18 119 110 107 92 86 31.9 081 1.09 i27 1 0.85 -1.4 0.18 137 118 110 106 91 85 -31.9 0.83 1-11 129 1 0.85 4.4 0.18135 r5O136 117 109 105 91 84 31.9 0.85 1.13 1.31 1 0.85 4 A 0.18112 99 93 87 77 72 -31:9 0.99 1.26 IA3 h>60 1 0.85 -1.8 0.18 0-15 146 132 120 113 102 93 30.7 0.7 0.85 1.03 h560 1 0.85 -IA 0.18 20 146 129 117 113 100 91 30.7 0.7 0.9' 1.08 1 0.85 -1.4 0.18 25 146 126 115 113 97 89 -30.7 0.7 0.94 1.12 1 0.05 -IA 0.18 HardiePlank 5116 7.5 0.093, shank X 0:222• HD X2.0' long galy. Siding nail Blind nail 2X4 wood W- Fr 16 30 146 123 113 113 95 88 30.7 0.7 om 1.16 1 085 4.4 0.18 35 143 121 112 111 94 87 30.7 0.73 1.01 L19 1 O85 4A 0-18 40 140 120 110 108 93 86 30.7 0.76 1.04 122 1 0.85 -1A 0.18 45 138 118 109 107 92 85 30.7 0.785 1.065 1245 1 0.85 -1.4 0.18 50 135 117 108 105 90 84 -30.7 0.81 1.09 127 1 0.85 -1.4 0.18 55 134 116 107 104 90 83 30.7 0:93 1.11 129 1 0.85 -1-4 0.18 60 132 115 107 102 89 -311 i 0.851 5. 13 E743T 1 5 W 0.18 100 109 97 91 0.99 41 _ ?=143 f0ff i 1 fig' 0.1E 0-15 140 127 116 0= 9'", 9(j V 21 4&,14 i 4 0?* 4iz-0 n03P 0'', 1a 0.18 ' 20 140 124 113 1p9 M 6 ?' 8: 0 7t�" �1, r �M89' '1( oA8 HardiePlank 5116 8 0.093' shank X 0.222" HD X 2.0' long galy. Siding nail Blind nail 2X4 wood W- Fir 16 25 140 121 111 1 9 r 86 i' 10 •y Q.94 a 7 '' (oyr 1; D.18 30 140 119 109 1 9' 2 A o. 35 137 117 108 1 Chu` P :00 ;' 4!8 !Q $ : 0. ` • 0 `. 1 $' rri'. 0.18 40 135 115 106 1q4, v , 9rt *W ,, a .76 l75 6.18 45 132 114 105 1 3. 8 '+ 81 "= 4 70Y, 1. - N-'PC 0.19 50 55 130 129 112 111 104 103 10.4 1 tl 8 nn `,•, 80; a .4 1n lo. D,1 ' C1 1" ri27 K1 t"fr. Ad A , 1'' 0.18 0.18 60 127 110 103 9 ;' , 85 *7$, .4 a5 1 1 1 -rr 0.18 100 105 93 88 8Y 8 28.4 0.99 126 1.43 h>60 1 0.85 .1.8 0.18 14 LE,-,'--,C 0 PY 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 /// 2012 IBC, 2014 FBC 2012IBC, 2014 FBC 2412 Allowable, Ultimate Design Wind, Speed, Allowable, Nominal Design Wind, Speed,' (3-second gust mph) v (3•second gust mph) l STA E OF : Q ��i��/•••'.,LO,�{,;p TFRED E G °• II/1111 II1N Coefficients used in Table 6 calculations for V. Appiicable tamethods specified 4FBC]�edion 1609.1.1. as determined by [20121BC, 2014 FBC] Figures 1609A, B. or C. specified in Exceptiole to ns 1 through of 12012 IBC, 2014 FBCI Sectien 1609.1-1. Wutd exposure cate'.ry Wind exposure category Siding K( Produrt Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height'' (feet) B C D 6 C D All°wab9e Design toad (PSF) ExpB Exp C FxpD K. Ka I GCo GCa 0-15 1 138 125 114 107 97 88 -27.4 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 138 121 111 107 94 86 1 27.4 0.7 0.9 1.08 1 0.85 4A 0-18 25 138 119 109 107 92 84 -27,4 0.7 1 0.94 1.12 1 0.85 -1.4 0.18 HardlePlank 5I16 825 0.093' shank 0.222" HD X 2.0' long. galy. Siding nail Blind nail 2X4 wood W- Fir 16 30 138 1 116 107 107 90 83 27.4 0.7 0.98 1.16 1 0.85 -1A 0.18 35 135 115 106 104 89 82 -27.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 132 113 104 102 88 81 -27.4 0.76 1.04 122 1 0.85 -1.4 0.18 45 130 112 103 101 86 80 -27.4 0.785 1.065 '1245 1 0.85 4.4 0.18 50 128 110 102 99 85 79 -27A 0.81 1.09 127 1 0.85 -1.4 0.18 55 126 109 101 98 85 79 -27.4 0.83 1.11 1.29 1 0.85 4.4 0.18 60 125 108 101 97 84 78 -27.4 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 103 92 86 80 71 67 -27.4 0.99 1 126 1.43 h>60 1 0.85 -1.8 0.18 0-15 129 117 106 100 91 82 24A 0.7 0.85 1.03 tiSM 1 0-85 4A 0.88 20 129 1 114 104 100 88 80 24.0 0.7 0.9 1.08 1 0.85 4A 0.18 HardiePlank 5116 925 0.093" shank X 0.222' HD X 20' long galvnail nail Blind nail 2X4 wood W- Fir 16' 25 129 111 102 100 86 79 -24.o 0.7 0.94 1-12 1 0.85 -1.4 0.19 30 129 109 100 100 84 78. 24.0 0.7 .0.98 1-16 1 0.85 -1.4 0.18 35 126 107 99 98 83 77 -24.0 0.73 1.01 1.19 1 0.85 -1A 0-18 40 124 106 98 96 82 76 24.0 0.76 1.04 122 1 0.85 -tA 0.18 45 122 104 97 94 81 75 24-0 9.065 9245 1 0.85 -1.4 0.18 50 120 103 95 93 80 74 -24.0 1.09 127 9 085-1A 0.18 55 118 102 95 92 79 74 -24.0 1.11 129 1 0.85 -1A 0.18 60 117 101 94 91 79 73 -24.0 N0.7785 1.13 1.3 1:4 0.18 100 9786 81 75 66 62 -24.0 126 1.43 h>60 1 0.85 4.8 6.18 0-15 127 115• 105 98 89 81 232 0.85 1.03 t�60 1 0.85 4.4 0.1820 127 112 102 98 87 79 -232 0.9 1.08 1 0.85 -1A 0.18 HafdlePlank 5116 9.5 0.093" shank. 0.222' HD long gaiv. ly. Siding nail Blind nail 2X4 wood W- Fir 16 25 127 109 100 98 .85 78 -232 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 127 107 99 96 1 83 76 1 232 0.7 0.911 1-16 1 0.85 4A 0.18 35 124 106 97 96 82 75 -232 0.73 1.01 1.19 1 0:85 4.4 0.18 40 122 104 96 94 81 74 -23.2 0.76 1.04 1.22 t 0.85 -1.4 0.18 45 120 103 95 93 80 74 -232 0.785 1.065 1.245_ 1 0.85 4A 0.18 50 118 102 94 91 79 73 -232 0.81 1.09 127 1 0.95 -1.4 0-18 55 116 101 93: 90 78 72 -232 0.83 1.11 129 1 0.85 -1A 0.18 60 - 115 100 93 89 77 72 -232 0.85 1.13 1.31 1 0.85 -1A 0.18 10 995 84 79 74 65 61 -232 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 111 101 92 86 78 71 1 -17.8 0.7 0.85 1 1.03 h560 1 0.85 -1A 0.18 20 111 98 89 86 76 69 -17-8 0.7 0.9 1 1.08 1 0.85 -1A 0.18 HardiePlank 5116 12 0.093" shank 0222'HD Xlong r. gahv. aii$nrg nail Blind nail 2X4 wood W- Fir 16 25 111 96 88 86 74 68 -17.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 111 94 86 86 73 67 27.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 109 93 85 84 72 66 47.8 0.73 1.01 1-19 1 0.85 -tA 0.18 40 107 91 84 83 71 65 47.8 0.76 1.04 1.22 1 0.85 -1A 0.18 45 105 90 83 81 70 65 47-8 0.785 1.065 1.245 1 0.85 -1A 0-18 103 89 82 80 69. 64 -17.8 0.81 1A9 127 1 0.65 4.4 0.18 102 88 82 79 68 63. -17.8 0.83 1-11 129 1 0.85 AA 0.18 W1,000 10187 81 78 68 63 -17.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 83 74 69 65 57 54 -17.8 029 1.26 1.43 h>60 1 0.85 4.8 0.18 0-15 149 135 123 115 105 95 -31.9 _ 9 f 0.65 ':-1.4, i0.18 HardiePiank 5116 5.25 0.093' shank X 0:222' HD X 2.0' long ga[v. Siding nag Blind nail 2X4 wood W- Fir 24 20 149 131 120 115 F $3�a• .` 1.9 ", 1 0. ; ;}7.4] '108 25 149 128 118 115 i -, 5 . s39.9r 14. " ° t. ' - . "'. i+ . (ji.18 18 30 149 126 116 115 ra975 ,. .9 0 9 ' t 0 35 146 124 114 113 9 i{!1 1 Q' 40 143 122 113 111 9 a a Of.7 Q¢r. t 1 1 8 ; tfi 4 >0.18 45 140 121 112 109 "` 0 86 tii>65 1 8 : � 14S'..18 50 138 119 110 107 ti 55 137 118 110 196 fv' !O [ 1 1 1.Y7 :�j.18 60 1 135 1 117 109 105 9 480 MAI ; 118 inn I 112 99 93 87 ht .TP '` ( 3 .9'", 0 'Z6 q ! . n .8. Q18 15 ILE C � 0 P 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 Design Wind, Speed. Design Wind, Speed, 4 Vet[ • VsstlSb (3-second gust mph) (3-second gust mph) Applicable to methods luabte to methods APp •• specifiedin 120121BC, specified in Exceptions 1 2014 FBC] Section through 3 of [20121BC. 509.1.1. as determined by 2014 FBC] Section (20121BC, 2014 FBC] 1609.1.1. Figures 1609A. B. or C. Coefficients used in Table 6 calculations for Va Wind exposurertpo,,Wind exposure catego Sid tg KProduct Stud Building'MeWidth Fastener Fastener FrameProduct Thidmess Spacing Heights r B C B C D Load (inches) (itches) Type Spacing Type (inches) (feet) (PSF) Exp B I Ex. C I Fop D I 1KA1 K, I GC" GCd 0.093" shank X 2X4 HardiePlank 5116 6.25 0.222" HD Blind nail wood W- 24 X 2.0' long Fir galy. Siding nail 0:093" shank X 2X4 HardiePlank 5116 7.25 0222" HD Blind nail wood W- 24 X 2.0" long fir galy. Siding nail 0.093' shank X 2X4 HardiePlank 5116 7.5 0.222" HD Blind nail wood W- 24 X 2.0" long Fir galy. Siding nail 0.093' shank X 2X4 HardiePlank 5116 8 OM"HD Blind nag wood W- 24 X 2.0" long Fir galy. Siding nail 0.093" shank X 2X4 HardiePlank 5116 8.25 0.222" HD Blind nag wood W- 24 X 2.0" long Fir galy. Siding 20 119 1 105 96 1 92 81 74 1 -20A 0.7 1 0.9 1 1.08 25 119 103 94 92 80 73 -20A 0.7 0.94 1.12 30 119 101 92 92 78 72 -20A 0.7 0.98 1.16 35 117 99 91 90 77 71 10.4 073 1.01 1.19 40 114 98 90 88 76 70 -20.4 0.76 1.04 122 45 112 96 89 87 75 69 -20A 0.785 1.065 1.245 50 111 95 88 86 74 68 -20A 021 1.09 127 55 109 94 88 85 73 68 -20A 0.83 1.11 129 60 108 1 94 87 1 84 73 67 j -20.4 0.85 1.13 1 131 100 89 79 74 69 61 58 1 -20A 0.991 126 1 1A3 )A5 114 104 94 89 80 73 -18.9 0.7 0A5 1.03 20 114 101 92 89 78 71 -18.9 0.7 0.9 1.08 25 114 99 91 89 77 70 -18.9 0.7 0.94 1.12 30 114 97 89 89 75 69 -18.9 0.7 0.98 1.16 35 112 95 88 87 74 68 -1&9 0.73 1.01 1.19 40 110 94 87 85 73 67 -18.9 0.76 1.04 1?2 45 108 1 93 86 1 84 1 72 67 48.9 0_785 1.WS 124E 50 106 92R89 82 71 66 -18.9 0.81 1.09 127 55 105 91 81 70 65 -18.9 0.83 1.11 129 60 104 90 80 70 65 -18.9 0.85 1.13 1.31 100 86 76. 67 59 55 -1&9 0.99 1.26 1.43 3.15 112 102 87 7 72 0.- 610 20 112 99 87 7 25 112 97 87 7 y raj o30 112 95 1 87 7 ? z is 35 110 94 88 85 7 , ,, 71 . -183 0 , {Ojl 40 108 92 85 84 7'f ei ?SrS 3 to 13Z 45 106 91 184 82 ZE I ear 5 Mi 50 105 1 90 1 83 81 7WYN fe%fi 1 .. . 4d 13Z 1 0.85 -1.4 0.18 1 0.85 4 A 0.18 1 0:85 -tA 0.18 1 0.85 -lA 0.18 1 0.85 -1A 0.18 1 0.85 AA 0.18 1 0.85 -1.4 0.18 1 0.85 4.4 0.18 1 0.85 4.8 0.18 1 0.85 -IA 0.18 1 .0.85 -lA T. 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.1 -1.4 0.18 1 0.F -1.4 0.18 1 0.85 -1A 0.18 1 0.85 -1A 10.18 1 0.85. 4.4 10.18 6 16 RONALD 1. OGAWA ASSOCIATES, INC- 16835 ALGONQUIN STREET #443 HUNTINGTON, BEACH, CA 92649 714-292-2602 714-B47-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC- 1-888-542-7343 in[o@jameshardie.com \\1{II{IIIIII//// G� ArF �. 2012 IBC, 2014 FBC 2012IBC, 2014 FBC 2412 = 1 p $TA 'E VF ° a]o �:•• {{E� Coefficients used. in Table 6-calculations for V,a Allowable, Ultimate Design Wind, Speed, V�4 (3-second gust mph) Allowable, Nominal Design Wind, Speed, V .d5.fi (3-second'gust mph) Applicable to methodsFLospeciffed 12 113C, zo74FBc is 1609.1.1. as determined j [2012IBC, 2014FBC) Figures 1609A, B. or C. Applicable to methods a 1through 3��8C 2014 FBC] Section 1609.1-1. Wind exposure category Wind exposure category Siding I Product Product Thicknim (inches) Width ('inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height37 (feet) B C D B C D Allowable Design, Lid (PSF): Exp B Exp, C Exp D Ka I Kn I 6Cr, I GCP HardiePlank 5/16 9.25 0.093' shank 0.222'HD X.2.0" long galy. Siding nail Blind nag 2X4 wood W- Fir 24 0-15 1 105 95 87 81 74 67 -16.0 0.7 0.85 1:03 hsfi0 1 0.85 -0A 10.18 20 105 93 85 81 72 66 -16.0 0.7 0.9 1.08 1 0.05 -IA 0-18 25 105 91 83 81 70 64 -16.0 0.7 0.94 1.12 1 0.95 -11A 10.18 30 105 1 89 82 1 81 1 69 63 -16.0 0.7 1 0.98 1 1.1B 1 0.85 -1A 0.18 35 103 88 81 80 68 62 -16.0 0.73 1.01 1.19 1 0.85 4A 0-18 40 101 86 80 78 67 62 -16.0 0.76 1.04 122 1 0.85 AA 0.18 45 99 85 79 77 66 61 46.0 0.785 1.065 1245 1 0.85 -IA 0.18 50 98 84 78 76 65 60 -16.0 0.81 1.09 127 1 0.85 -1 A 0.18 55 97 84 77 75 65 60, -16.0 0.83 t.11 t29 1 0.85. -tA 0.18 60 95 83 77 74 64 60 16.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 79 70 66 61 54 51 46.0 0.99 1.26 1 0.85 -1:8 0.180-15 HardiePlank 5116 9.5 shank X 0.222" HD X lv.2.long galvnailSiding nail Blind nail 2X4 wood W- Fr 24 104 94 85 80 73 66 -15.5 0.7 0.85 t�0 1 0.85 -tA 0,18 20 104 91 83 80 71 65' -15.5 0.7 0.9 1 0.85 -1A 0.180-09T 25 104 89 82 80 69 63 -1&5 0.7 0.94 d1.43v60 1 0-85 -tA 0.18 30 104 88 80 80 68 62 15S 0.7 0.9S 1 0.85 -1.4 0.18 35 101 86 79 79 67 62 -15.5 0.73 1_01 1 0:85 -1-4 0.18 40 99 85 78 77 66 61 -15.5 0.76 1.04 1 0,85 -1A 0.18 45 98 84 78 76 65 60 -15.5 0.785 1.065 1245 1 0.85 -1.4 0.18 50 96 83 77 75 64 60 46.5 0.81 1A9 127 1 0.85 -1A 018 55 95 82 76 74 64 59 -155 0.83 1.11 129 1 0.85 4-4 6.88 60 94 82 76 73 63 59 -15.5 0,85 1.13 121 1 0.85 -1.4 0.18 100 78 69 65 60 53 50 -15.5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 12 0:093' shank X 0 222" X X 20' long, galv.8lding Blind nail 2X4 wood W- Fir 24 0-15 91 82 75 70 64 58 A" 0.7 0.85 1-03 hM 1 0.85 -1A 0.18 20 91 80 73 70 62 57 -11.9 0.7 02 US 1 0,85 4A 0.18 25 91 78 72 70 61 56 -11.9 0.7 0-94 1.12 1 0.85 -1.4 0.18 30 91 77 70 70 59 55 -11,9 0.7 em 1?I6 1 0.85 4A 0.18 35 89 76 70 69 59 54 -11.9 0.73 1.01 119 1 0.85 AA 0.18 40 87 74 69 67 58 53 -11.9 0.76 1-04 122 1 0.85 -1.4 0.18 45 86 74 68 66 57 53 -11.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 50�8141 67 65 56 52 -tt.9 41.9 0.81 t.09 127 1 0.85 -t.4 0.t8nail 55 67 65 56 52 0.81 1.09 127 1 0.85 -1.4 0.18 60 66 64 55 51 1t.9 0.85 1.13 .t 31 1 0.85 -1.4 0.18 100 57 53 47 44 11.9 0.991 126 1.43 h>60 1 0.05 4-8 0.16 HardiePlank SH6 525 No. 11 ga. X 1-314" bong Roofing nail Blind nail 2X4 wood Hem -fir 16 0-15 264 240 218 205 186 169 -100.8 0.7 OAS 1.03 1>!950 1 0.85 -IA 0.18 20 264 233 213 205 180 165 -100.8 0.7 02 1.08 1 0.85 -1.4 0.18 25 264 228 209 205 177 162 1 -10o:8 0.7 0.94 1.12 1 0.85 AA 0.18 30 264 223 205 205 173 159 -100.8 0.7 0.98 1.16. 1 0.85 -1A 0.18 35 259 220 203 200 170 157 -10o.8 0.73 1.01 1-19 1 DAS -1A 0-18 40 254 217 200 196 168 155 400A 0.76 1.04 122 1 0.85 4A 0.18 45 249 214 198 193 166 153 -boos o.7s5 1.065 1245 1 0.85 -IA 0-18 50 246 212 196 190 164 152 -100.8 0:81 1.09 127 1 0.85 -1.4 0.18 55 243 210 195 188 163 151 -100:8 0.83 1-11 129 1 0.85 -1.4 0.18 60 240 208 193 186 161 150 -100.8 0.85 1-13 1.31 t 0.85 -t.4 0.18 100 198 176 165 154 136 128 -10D.8 0.99 1.26 1A3 Iv60 1 0.85 -1.8 0.18 No.11 ga. X 1.3W HardiePlank 5116 6.25. long Blind nail nail G-15 236 214 195 183 166 20 236 208 190 183 161 25 236 204 187 183 58 30 236 200 184 183 5 R 2X4 35 231 197 181 179 ,t2r� wood 16 40 227 194 179 176 0 Hem -fir 45 223 192 177 173 )j 50 220 189 175 17014 55 217 188 174 168 60 214 186 173 166 1` 100 177 157 148 137 122 151 -80.6 0.7 0.85 1A3 h580 y ` 1 0.85 AA 0.18 OR 'M.W. .85 �.• 4 W 8 fiv` s 0" 1 ) 0 £Y 8 AZi .8 r. 0. _ tsj 4 _ f!? 8 4 73i11-o ; 3 6122} + k 1 e i"1IMRoofing 7A. .78 i, h 1 4t ,' ;(8 31ik . 0. 1: 71 W 9 "_1j ? ? f8 0: 7 'r0 .. 1 114 =11ti< 11fi€ .. D. !t 0. (?t ?a ik8 17 FILE COPY 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 `�\p11111II11111111I/1 1`N,Q: , OGcjK�.,,IN �� 2012 BC, 2014 FBC 2012I13C 2014 FBC 24 2 ` 1 - STATE F '!(Q �':�/• FLOAIQQ=• �''�.�irtTFRED I/INlll 111111 Coefficients used in Table 6, calculations for V e Allowable, Ultimate Design Wind, Speed, a v,n , (3-second gust mph) ARowable, Nominal Design Wind, Speed,; 6.6 v,W , (3-second gust mph) Applicabletomethods specified [zo 2014 FBCI Section 1612012 I as determined [2092 IBC, 201a FBC) Figures 1609A, B. or C. App�bletorrethods speafied in 9-ugh 3 Exceptions optio c,1 2014 FBC] Section 16119.11 .1.1. n t s' [7ToduclThickness Product (inches) Width (ruches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Heiglit37 (feet) B C D B C D AB b1 Design toad (PSF) Exp B EV C Ev D K. K, GC. GCd HardiePlank 5116 7.25 No. 11 ga. X 1-314" long Roofing nail Blind nail 2X4 wood Hem -fir 16 0-15 216 196 178 167 152 138 -672 0.7 0.85 1.03 hsW 1 0.85 -1,4 0.18 20 216 190 174 167 147 135 -672 0.7 0.9 1.08 1 0.851 AA 10.18 25 216 186 171 167 144 132 -67.2 0.7 0.94 T12 1 0.851 A A 10.18 30 .216 182 168 1 167 1 141 130 -672 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 211 180 165 164 139 128 -672 0.73 1.01 1.19 1 0.85 AA 0.18 40 207 177 163 160 137 127 -672 0,761 1.04 122 1 0.85 AA 0.18 45 204 175 162 158 135 125 -672 0.785 1.065 1245 1 0.85 -lA 0.18 50 201 173 160 155 134 124 -672 0.81 1.09. 127 1 0.85 AA 0.18 55 198 171 159 153 133 123 -672 0.83 1-11 12.9 1 0.85 AA 0.18 60 196 170 158 152 132 122 -672 0.85 1.13 1.31 1 10.85 AA 0.18 100 162 1 144 135 126 111 1 104 -672 099 1.26 1.43 h>b0 1 0.85 -1.8 0.18 HardiePlank 5116 7.5 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 wood Hem -fir 16 15 1 19 74 1 .5 1 20 211 186 170 164 1 44 132 54.5 0.7 Oa 1.08 t 0.85 -lA 0.18 25 211 182 167 1fi4 141 129 -6C5 0.7 094 1.12 1 0.85 -lA 0.18 30 211 179 164 164 138 127 -645 0.7 0.98 1.16 1 0.85 4A 0-18 35 207 176 162 160 136 126 -64.5 0.73 1.01 1.19 1 0.85 - -4 0.18 40 203 173 160 157 134 124 -64.5 0.76 1.04 122 1 0.85 4A 0.18 45 200 171 158. 155 133 123 -64.5 0,785 1.065 1245 1 0.65 -1.4 0.18 50. 1 196 1 169 157 1 152 131 122 -64.5 0.61 1 1.09 127 1 0.85 4.4 0.18 55 1194 168 156 150 130 121 -64.5 0-83 i.1t 129' 1 0.85 -lA 0.18 60 192 166 154 149 129 1 120 -64.5 0.85 1.13 1.31 1 0.85 -lA 0.18 100 1 159 1141 132 123 W9 102 1 -64.5 0.99 126 143 tN0 i 102514.810.181 HardiePlank 5116 8 No. 11 ga. X 1-3/4' long Roofing nail Blind nag 2X4 wood Hem -fir 16 0-15 203 185 168 158 143 130 59.7 0.7 0.85 1.03 NX0 1 0.851 4.a 10.18 20 203 179 164 158 139 127 -59.7 0.7 09 1.08 1 0.85 -1.4 10.181 25 203 176 161 158 136 125 59.7 0.7 0,94 1.12 1 0.85 -1.4 10.181 30 203 172 158 158 133 122 -59.7 0.7 0.98 1.16 1 0.85 4-4 0.18 35 199 169 156 154 131 121 59.7 1 0.73 1.01 1 1.19 1 0.85 4A 0.18 40 195 167 154 151' 129 119 59.7 0.76 1.04 1 122 1 0.85 4A 0.18 45 192 165 153- 149 128 118 -59.7 0.785 1.065 1:245 1 0.85 4.4 0.18 50 189 163 151 146 126 117 -59.7 0.81 1.09 127 1 0.85 4.4 0.18 55 18T 162 150 145 125 116 59.7 0.83 1.11 129 1 0.85 -1.4 0.78 60 1 B5 160 149 143 124 115 -59.7 0.85 1.13 1.31 1 0.85 AA 0.18 t00 153 135 127 118 105 98 59.7 0.99 126 1.43 li;M 1 0.85 -1.8 10.18 HardiePlank 5116 8.25 No. 11 ga. X 1-314" long Roofing nail Blind nail 2X4 wood Hem -fir 16 0-15 200 181 165 155 140 128 57.6 0.7 0.85 1-03 fs50 1 0.85 -1.4 10.18 20 200 176 161 155 136 125 -57.6 0.7 09 US 1 0.85 4.4 0.18 25 200 172 158 155 133 122 57.6 0.7 1 0.94 1.12 1 0.85 4.4 0.18 30 200 169 155 155 131 120 -57.6 0.7 0.98 1.16 1 0.85 4A 0.18 35 196 166 153 151 129 119 -57.6 0.73 1.01 1.19 1 0.85 -1 A 0.18 40 192 164 151 148 1 127 1 117 -57.6 0.76 1.04 122 1 0.85 4.4 0.18 45 189 162 150 146 125 1 116 57.6 0.785 1.065 1245 1 0.85 -1.4 0.18 50 186 160 148 144 124 115 57.6 Eat Tug 127 1 0.85 4.4 GAS 55 183 159 147 142 123 114 -57.6 0.83 1.11 129 1 0.85 -lA 0.18 60 181 157 146 140 122 113 5T.6 0.85 1.13 1.31 t 0.85 4A 0.18 100 150 133 125 116 103 97 -57.6 0.99 126 1.43 h�W 1 0.85 4 8 0.18 HardiePlank 5116 9.25 No. 11 ga. X15l4" long Roofing nail Blind nag 2X4 wood Hemfir 16 0-15 187 170 154 145 131 119 -WA 0.7 0.85 1.03 hsW 1 0.85 AA 0.18 20 187 165 150 145 128 116 1 50.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 187 161 148 145 125 114 50A 0.7 0.94 1.12 1 0.85 AA 0.18 30 187 158 145 145 122 112 -50A 0.7 0.98 1.16 1 0,85 -IA 0.18 35 183 156 143 142 11 8 ,. 01 1 A_. - x 0.8' 40 179 153 142 139 L 1 :10 Oar. ;,1' l 'A`. $ . ;0.1-4 45 176 151 140 137 .18 50 174 150 139 135 a f 1 0. -1tY 10. 55 172 148 138 133 Tj1. 0AW. 14.:dt 60 170 147 137 131 11_ l:. A , 5 1 I d 0. -, 11.4i 100 140 124 117 109 9D h + OA ;f 26• �t "' _},, 0.>� 1 78 4 18 RONALD I. OGAWA ASSOCIATES, INC.. 16835 ALGONQUIN STREET #443 HUNTINGTORBEACH, 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 2012 IBC, 2014 FBC 2012 IBC. 2014 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, V,a°. Va,dssr (3-second gust mph) (3-second-gust mph) Applicable to methods Applicable to methods specified in (2012 IBC, specified in Exceptions 1 2014 FBC] Section through 3 of (201216C, 1609.1.1. as determined by 2014 FBC] Section [2012IBC, 2014FBC] 1609.1.f. Figures 1609A, B, or C. Coefficients used In Table 6 calculations for V„ o. Wind exposure category Wind exposure categoryl Siding K Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spatting Heights r B C D B C D Design I I cinches) (inches) Type Spacing Type (inches)" (feet) Load (PSF). Exp 8 Exp.0 EV D Ka Ka GC, GC, 0-15 141 128 117 110 99 90 1 28.9 0.7 0.85 1.03 hs60 1 0.85 -1,4 0.18 20 141 125 114 110 97 88 1 728.9 0.7 0.9 1.03 1 0.85 -1.4 0.18 No.8-X 25 141 122. 112 110 94 87 -28.9 0.7 0.94 1.12 1 0.85 -IA 0.18 1.25"'long 30 141 119 110 1 110 93 85 48.9 0.7 0.98 1.16 1 0.85 AA 0.18 X 0.376" 2X4 35 138 118 108 107 91 84 -28.9 0.73 1.01 139 1 0.85 4A 0.18 HardiePiank 5116 12 head Blind Nail 20ga_ 24 40 136 116 107 105 90 83 -28.9 0.76 1.04 1,22 1 0.85 -1.4 0.18 diameter Metal 45 133 115 106 103 89 82 -2a.9 0.785 1245 1 0.85 -1.4 0.18 ribbed wafer head 131 i13 105, i02 88 81 28.9 081 �1.065 og. 127 1 o_es -t:a o.1a 55 130 112 104 101 87 81 -28.9 0.83 .11 129 1 0.85. -1.4 0.18 screw- 60 128 111 103 99 86 80 -28.9 0.85 1.13 1.31 1 0.85 -f.4 0% 100 106 -94 88 82 73 68 -28.9 099 1.26 1 1.43 jh>60 1 1 0.85 -1.8 10.18 1. Screws shall penetrate the metal training at least three full threads. 2. Knurled shank pins shall penetrate the metal framing at least 114 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. Vuh = the ultimate design wind speed (3-second gust mph) as determined by (2012 IBC, 2014 FBC] Figures 1609A; 16098, or 1609C; ASCE 7-10 Figures 26.5-IA, 26.5-18, ar 26.54C. 5. Vasd = the nominal design wind speed applicable la 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]iSecdon 1609.1.1. Exceptions 1 through 3 are used. 7.'Linear interpolation of building height and wind speed is permitted. 8. Wind speed design, assumptionsper Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3:14,=1, K,=0.65, G%---1.4 (h<<60), GC,=1.8 (tu60), GCP,=0.18_ LIMITATIONS OF USE: 1) Fastener pullout must:be evaluated when installed a species of wood studs other than. that which was tested_ 2) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County-Florida,.NOA 15-0122.04. 57 CONCRETE: *SHALL MEET A MINIMUM COMPRESSIVE STRENGTH OF 3000PSI Q 28 DAYS. *SLUMPS SHALL BE 4" MIN AND 6" MAX. *MIN 3% AIR ENTRAINMENT. *MAX WATER/CEMENT RATIO OF 0.55. I REINFORCING: *SHALL MEET ASTM STANDARDS FOR 60 GRADE. *ALL REINFORCING STEEL SPLICES SHALL BE LAPPED A MINIMUM 40 BAR DIAMETER, ALL HOOKED REINFORCING BARS SHALL HAVE AN EXTENSION OF 12 BAR DIAMETERS BEYOND BEND. *ALL OUTER BARS IN FOOTERS SHALL HAVE CORNER BARS WITH A MINIMUM 40 BAR DIAMETER LAP. ALL FOOTER BARS SHALL HAVE A MIN. 3" CONC. COVER WHERE THE CONC. IS CAST AGAINST EARTH, OR 12 , WHERE CONC. IS FORMED AND EXPOSED TO EITHER WEATHER OR EARTH. WOOD: *ALL LOAD BEARING STUDS TO BE: #2 SOUTHERN YELLOW PINE, #2 DOUGLAS FIR -LARCH, #2 SPRUCE -PINE -FIR, OR BETTER GENERAL: 1. ALL PILINGS SHALL BE 14" DIA. CAST -IN -PLACE (AUGERED ) PILES, 22 TON CAPACITY AND 13 TON UPLIFT CAPACITY AND 20' 0" LONG. (PILES SHALL BE INSTALLED BY AN EXPERIENCED PILING CONTRACTOR) 2. PRIOR TO START OF WORK, CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER THE FOLLOWING: 2.1 - DRILLING EQUIPMENT TO BE USED 2.2 - INSTALLATION PROCEDURES 2.3 - GROUT DESIGN MIX. 2. PILINGS SHALL BE INSTALLED WITHIN AN ACCURACY OF 2" FROM DESIGN LOCATION. 3. GROUT FOR PILINGS SHALL BE 5000PSI AT 28 DAYS. 4. REINFORCING STEEL SHALL BE DEFORMED BARS, CONFORMING TO ASTM A-615 GRADE 60. INSTALLATION: 1. ALL PILES SHALL BE INSTALLED TO THE DEPTHS SHOWN ON THE DESIGN DOCUMENT'S AND IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE SECTION 1810. 2. THE AUGER SHALT, BE USED TO RETAIN THE SHAPE OF THE HOLE AND SHALL BE WITHDRAWN AT A SLOW PACE IN ORDER TO PREVENT THE ADJACENT SOIL FROM COLLAPSING. 3. CONTRACTOR SHALL DOCUMENT PILE LOCATIONS, DATE OF INSTALLATION, AND LENGTH OF PILES. TESTING: 1. PROVIDE FOUR GROUT CYLINDERS FOR EACH TEN CUBIC YARDS OF GROUT PLACEMENT. BREAK ONE CYLINDER AT 7 DAYS, ONE AT 14 DAYS, ONE AT 28 DAYS AND RETAIN ONE FOR FUTURE USE. GENERAL SITE NOTES: CONTRACTOR/OWNER TO HAVE CERTIFIED FLORIDA SURVEYOR LAYOUT BUILDING ON LOT TO ASSURE THAT NO SETBACKS OR EASEMENTS ARE ENCROACHED AND TO VERIFY LOCATIONS OF EXISTING/ADJACENT, WELLS, SEPTIC SYSTEMS, AND TREES. THE ARCHITECT ASSUMES NO RESPONSIBILITY FOR EXISTING CONDITIONS ON THE LOT INCLUDING, BUT NOT LIMITED TO, HAZARDOUS MATERIALS, UNSTABLE SOIL, SETTLEMENT, OR ANY OTHER UNFORESEEN CONDITION. POSITIVE DRAINAGE SHALL BE MAINTAINED AT THE SITE DURING CONSTRUCTION. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE. IMMEDIATELY PRIOR TO REINFORCING STEEL PLACEMENT, ALL BEARING SURFACES OF ALL FOOTINGS AND FLOOR SLAB AREAS SHALL BE COMPACTED USING HAND OPERATED MECHANICAL TAMPERS. ALL LOCALIZED AREAS WHICH HAVE BEEN LOOSENED BY EXCAVATION OPERATIONS SHALL BE ADEQUATELY RE -COMPACTED. SOIL BEARING CAPACITY: 2500 PSF BEFORE PLACEMENT OF ANY SLAB ON GRADE, ALL SOIL BE TERMITE TREATED/POISIONED. PALM TO REMAIN (LOCATION T.P.D.) *ELECTRICAL CONTRACTOR SHALL COMPLY WITH 2O11 N.E.C. AND ALI, OTHER APPLICABLE CODES. *ELECTRICAL CONTRACTOR SHALL VERIFY ALL ELECTRICAL LOADS, RISER DIAGRAM, & ELECTRICAL PLAN & NOTIFY THE G.C. OF ANY ERRORS OR DISCREPENCES PRIOR TO INSTALLATION. *ELECRICAL CONTRACTOR IS TO SIZE BRANCH CIRCUITS. A MAXIMUM VOLTAGE DROP OF 3 PERCENT IS PERMITTED. *ALL OUTLETS, SWITCHES/DIMMERS, AND LIGHT FIXTURE LOCATIONS TO BE VERIFIED BY OWNER ON WALK-THRU WITH ELECTRICAL CONTRACTOR *ALL DEVICES SHALL BE SMOOTH TYPE (WHITE) UNLESS OTHERWISE NOTED. *ALL RECEPTACLES INSTALLED OUTDOORS, BATHROOMS, GARAGE, LAUNDRY, AND KITCHENS TO HAVE GROUND FAULT CIRCUIT INTERRUPTER ALL OTHER RECEPTACLE LOCATIONS SHALL BE PROTECTED BY A LISTED ARC -FAULT CIRCUIT INTERRUPTER COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION TO THE BRANCH CIRCUIT PER NEC 210.12(B). *PROVIDE/INSTALL TAMPER -RESISTANT RECEPTACLES IN ALL AREAS AS SPECIFIED BY NEC 210.52. *UNLESS OTHERWISE NOTED, MINIMUM SIZE WIRE SHALL BE #12 "AWG", EXCLUDING CONTROL WIRING. *VERIFY ALL CONDUCTORS AND BREAKERS W/ EQUIP. MANUR SPECS. *ALL ELEC. SWITCHES SHALL BE 48" A.F.F. AND ALL RECEPTACLES SHALL BE 12" A.F.F. UNLESS OTHERWISE NOTED. *SMOKE DETECTORS TO BE INTERCONNECTED AND HARD -WIRED AND MEET ALL APPLICABLE LOCAL BUILDING CODES. *ELECTRICAL RECEPTACLES TO BE INSTALLED IN ALL ADDITIONAL LOCATIONS AS REQUIRED BY CODE EVEN IF NOT SHOWN ON THE DRAWINGS. *ALL ELECTRICAL DEVICES LOCATED IN NON -CONDITIONED SPACE TO BE OUTDOOR "WEATHER RESISTANT" RATED. ALL ELECTRICAL FIXTURES LOCATED IN NON -CONDITIONS SPACE SHALL BE MARKED "SUITABLE FOR WET LOCATION" OR "SUITABLE FOR DAMP LOCATION". DRIVEWAY o- MICHI"IAN AVE *CONTRACTOR TO VERIFY LOCATION OF ALL UTILITIES AVAILABLE AT SITE BEFORE PROCEEDING W/ CONSTRUCTION. *CONTRACTOR, SUBCONTRACTOR, MATERIAL SUPPLIER, ETC. SHALL MAKE THEMSELVES FAMILIAR WITH THE CONTRACT DOCUMENTS AND SHALL VERIFY ALL DIMENSIONS, CONDITIONS AT JOBSITE, PLANS, SPECIFICATIONS, ETC. AS APPLICABLE AND REPORT ANY DISCREPANCIES, ERRORS OR OMISSIONS TO THE ARCHITECT PRIOR TO ANY WORK BEING PERFORMED. OTHERWISE, THE ARCHITECT ASSUMES NO RESPONSIBILITY FOR ANY ERRORS AND THE CONTRACTOR, SUBCONTRACTOR, MATERIAL SUPPLIER, ETC. SHALL ASSUME FULL RESPONSIBLLI-, Y FOR ERRORS AND/OR DELAYS AND CORRECT THEM AT THEIR OWN EXPENSE. LANCE A VOGL SHALL NOT BE LIABLE FOR ANY LOSS, DAMAGE OR INCONVENIENCE ARISING FROM INACCURACIES. *THE ARCHITECT HAS NOT BEEN RETAINED FOR THE SUPERVISION OR THE ADMINISTRATION OF THE EXECUTION OF THE WORK OF THIS PROJECT. *EACH CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES FOR SAFETY PRECAUTIONS AND SHALL COMPLY WITH THE REQUIREMENTS OF O.S.H.A, APPLICABLE BUILDING CODES, AND ALL GOVERNMENTAL AGENCIES HAVING JURISDICTION. *EACH CONTRACTOR SHALL MAKE ALL ARRANGEMENTS FOR, OBTAIN AND PAY FCR ALL PERMITS, TESTS, INSPECTIONS, AND APPROVALS REQUIRED FOR HIS PORTION OF THE WORK. *CAULKING USING A ONE -PART URETHANE PRODUCT SHALL BE APPLIED AT ALL JUNCTIONS OF WALL AND WINDOW AND DOOR FRAMES WITH ABUTTING WALL SURFACES TO PROVIDE A WEATHERTIGHT, WATER-RESISTANT INSTALLATION. *DUROCK SHALL BE USED IN ALL WALL TILE AND FLOOR THE LOCATIONS OTHER THAN OVER CONCRETE. ALL GLASS AT SHOWERS/TUBS TO BE TEMPERED. *PROVIDE EGRESS WINDOW UNITS Q ALL NEW SLEEPING AREAS AS REQUIRED BY CODE. *CONTRACTOR(S) TO COORDINATE WALL BLOCKING REQUIREMENTS W/ CABINETRY AND SHELVING LOCATIONS. *ALL WOOD IN CONTACT WITH MASONRY TO BE PRESSURE TREATED SYP MEETING AWPA STANDARDS TO A MINIMUM 0.4 PCF RETENTION. ALL METAL CONNECTORS, NAILS, & SCREWS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED GALVANIZED AND CONFORM TO ASTM STANDARDS. *AIL EXTERIOR DOORS/WINDOWS IN LOCATIONS SUSCEPTABLE TO SOLAR HEAT GAIN SHALL BE A MIN. OF LOWE 240. *ALL WINDOW/DOOR DIMENSIONS ARE NOMINAL (*VERIFY ROUGH OPENINGS WITH MANUFACTURER) *REFER TO BUILDING PLANS & ELEVATIONS FOR DOOR/WINDOW TYPE & CONFIGURATION. *INTERIOR DOOR STYLE AND TRIM STYLE TO BE VFRTFT RD BY OWNTFR Do (-)R LIARDIXI ARP Tn RP CPT Pr Mn Rv nWe MV *WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER 2014 FBC R302.9.3 *INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 PER 2014 FBC SECTION R203.10. *THE SPIRAL STAIRCASE SHALL PROVIDE A MINIMUM CLEAR WIDTH AT AND BELOW THE HANDRAIL OF 26" WITH EACH TREAD HAVING A 7 2' MIN. TREAD DEPTH AT 12" FROM THE NARROWER EDGE. ALL TREADS SHALL BE IDENTICAL, AND THE RISE SHALL BE NO MORE THAN 9 2'. A MINIMUM HEADROOM OF 0 6" SHALL BE PROVIDED. PAVER WALK UP -rN M -4-O AI COVE !AinJ-SPLIT JUTGUOft UNIT J *PROPOSED 1 1/2-STORY SINGLE FAMILY RESIDENCE SCREENED PORCH *COVERED l SITE PLAN Al 1/4„=l'-(y" -l'0" HALF SIZE N m 3 1 INDEX OF DRAWINGS Al SITE PLAN & PROJECT DATA A2 FOUNDATION, FLOOR, & FLOOR FRAMING PLANS A3 ROOF/ROOF FRAMING PLANS, SCHEDULES, & PLUMBING RISER A4 ELEVATIONS A5 BUILDING SECTION A6 SECTIONS & DETAILS A7 ELECTRICAL PLAN AREA CALCULATIONS: 1ST FLOOR CONDITIONED SPACE ........... 875 S.F. LOFT.......................................................................166 S.F. COVERED DECKS/PORCHES ......................115 S.F. TOTAL UNDER ROOF....................................1,156 S.F. PAVER DRIVEWAY/WALKS .........................648 S.F. *ALL AREAS CALCULATED TO OUTSIDE DIMENSIONS DATA &DESIGN PRESSURE SCHEDULE 1.WIND LOADS BASED ON FLA. BUILDING CODE 2014, ASCE 7-10 & 2011 N.E.C. 2. TYPE OF CONSTRUCTION: WOOD FRAME 3. BUILDING DESIGN: ENCLOSED 4. WIDTH OF END ZONE: 3' 5. BASIC WIND SPEED: 165 MPH 3 SECOND GUSTS � f' R E PL NS AND ALL PRdpQgEp WQkK 6. BUILDING CATEGORY: II ARE SUBJECT TO ANY CORRECTIONS 7. BUILDING MEAN HEIGHT: 20 0 D REQUIRED QY FIELD INSPECTORS THAT 8. EXPOSURE CATEGORY C MAY €ji' NEC',ESSA,DY IN ORDER TO 9. ADJUSTMENT COEFFICIENT: 1.0 COMPLY WITH ALL pPPLICADLE CODES, 10. COMPONENTS & CLADDING WIND PRESSURE ON: 10A: ROOF ZONE: 1) +21.8 / -34.6 2) +21.8 / -60.3 3) +21.8 / -90 1OB: WALL ZONE: 4) +37.8 / -41 � S lO'DbDGj T I ITC F f 01.T3. T1T Z7,P iti 5) +37.8 / -50.7 ' � iletirf n TOR c 1OC: GARAGE DOOR: 6) N/A n! I I=:". `D By I.1r�Ce INTERNAL PRESSURE COEFFICIENT: +/- : 0.18 I'I�a�'sirJsT DF r;I:Pr c. LOADS: FLOOR 50 PSF >'� �O LNSPECI IO`4 rvu,L ILE, +,I.aI�1.. ao:: ROOF DEAD/LIVE: 15/30 PSF IMPACT PROTECTION: IMPACT GLASS CONCRETE WEATHERING RISK: NEGLIGIBLE 1 TERMITE INFESTATION RISK: VERY HEAVY NOTE: ALL ZONES CALCULATED FOR WORST CASE SCENARIO; (10 S.F. EFFECTIVE WIND AREA) (DOOR/WINDOW PRESSURES MAY VARY BASED ON SIZE OF DOOR/WINDOW OPENING) BUILDING DEPARTMENT PRODUCT APPROVAL PRODUCT MODEL # MANUFACTURER ATTACHMENT METHOD APPROVAL # / PRESU� ESIGN TYPE, SIZE., SPACING & EADET)MENT EXPIRATION EVALUATION AGENCY PRODUCT DESIGN PRESSURES WINDOW 8100 SERIES VINYL SING. HUNG. CUSTOM WINDOW AS PER MANUF. INSTALL. FL 582 3 FL-5822020 +37.8/-50.7 SYSTEMS INSTR, FPA +67.5/ -67.5 WINDOW 8400 SERIES CUSTOM WINDOW AS PER MANUR INSTAI I. FL 7060.1 +37.8/-50.7 VINYL AWNING IMPACT SYSTEMS INSTR. 07/21/0.1 FpA +67.5/ -67.5 SLIDING GLASS 570 SERIES PGT AS PER MANUR INSTALL. FL-8208 2 +37.8/ -41 DOOR IMPACP INSTR. +60/ -60 11/11/2016 FPA FRONT ENTRY GLAZED FIBERGLASS THERMA TRU AS PER MANUF. INSTALL, FL-10975.1 +38.5 / -41.9 DOOR INSTR 12/31/2015 FPA +55/ -55 REAR ENTRY GLAZED FIBERGLASS THERMA TRU AS PER MANUF. INSTALL, FL-10975.1 +38.5 / -41.9 DOOR INSTR. 12/31/2015 FPA +55/ -55 ROOF GULFLOK GULF COAST AS PER MANUR INSTALL. FL-11651.2 -90 SUPPLY & MANUR INSTR. 04/12/2024 -116 FPA SHUTTERS IMPACT ALUMINUM FLORIDA AS PER MANUR INSTALL. 144120.09 +54 / -64 BAHAMA SHUTTERS INC. INSTR 03/08/2024 13192.2 +80/ -80 FIBER CEMENT HARDIE-PLANK JAMFS HARDIE AS PER MANUR INSTALL. INSTR.FPA 01/01/2016 ;-53.8SIDING 67.2MULL BAR 1760 SERIES CUSTOM WINDOW INSTALLEDBYMANUF. FL-9520.01 46.1 / -50 MULL BAR SYSTEMS 04/10/2016 +80/ -80 FPA tit ,�� I iI,.Y, p aT gVl€ �. pp �i I k Y v T z Z L U; i- z IL tf` I-- z C) } z z z W T) Z O Q lv 0 uJ z O 0 W 0 Z } Z l7 Z II_ Li a.1 0 Z I- ce Q Iv qz W U W z I- Q U W 1z w 0 J U o W q CV b O LO > CV `o 00 0 rn �V) Z y N ram. v C O Q D 4 D tJ c~n V N W-) W r Lu (N c to (- I ,a) � W O � 0 U 0� 0-0 7 N c j 1� 0 F+�V z Z z �1 z J SITE PLAN PKOJECT DATA PROJECT NO.: SNYDER l DRAWN BY: LV DATE: 9.29.15 REVISIONS: zi 10/29/15 PER BUILD. DEPT A3 12/16/15 PER ARCH. SHEET NO. SHEATHING NAILING SCHEDULE ITEM NAIL SIZE EDGE FIELD NOTES SPACING SPACING e" CDX ROOF ZONE 1, 2, & 3 (8d ROUND 4" O.C. 6" O.C. GLUE ALL PLYWOOD WITHIN TRUSS CONNECTION SCHEDULE TYPICAL CONNECTION NOTES: ALL MEMBERS ARE ANCHORED TO CONCRETE BEAM WITH SIMPSON HHETA20 UNLESS NOTED OTHERWISE. ALL MEMBERS ARE ANCHORED TO FRAME WALLS WITH (2) SIMPSON HTS20 UNLESS NOTED OTHERWISE ON LAYOUT. TRUSS ID SIMPSON CONNECTOR ID FASTENERS MAX ALLOWED UPLIFT NOTES TRUSS TO FRAME WALL HTS20 20-10d 1450 (EACH) GIRDER TO FRAME WALL HTS20 20-I0d 1450 (EACH) (2) EACH TRUSS END NOTES: -TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS, & ALL TRUSS & HEADER ENGINEERING. -TRUSS MANUFACTURER TO INDICATE UPLIFT REACTIONS @ TRUSS/GIRDER ENDS & PROVIDE HANGER CALLOUTS FOR TRUSS TO GIRDER & GIRDER TO GIRDER CONNECTIONS -SIMPSON CONNECTORS SHALL BE ATTACHED PER MANUFACTURERS STANDARDS. VERIFY WITH MANUFACTURER PRIOR TO INSTALLATION. -INSTALL MOISTURE BARRIER BETWEEN CONCRETE AND ALL NON PRESSURE -TREATED WOOD FRAMING. -SUBSTITUTION OF ANCHORAGE HARDWARE W/ EQUAL OR GREATER VALUES IS PERMITTED WITH APPROVAL FROM ARCHITECT. ARCHITECT ASSUMES NO RESPONSIBILITY FOR SUBSTITUTIONS WHICH DO NOT MEET THE LOAD REQUIREMENTS. BEARING HEADER SCHEDULE HDR. SIZE SPECIES NAILING OPENING JACKS FULL STUDS NOTES (2) 2x6 S.P.F. STAGGERED UP TO 3' 11" (1) (1) 16d @ 12" O.C. (2) 2x8 HEM/FIR STAGGERED 4' 0"-6' 0" (1) (1) 16d @ 12" O.C. (2) 2x10 HEM/FIR. STAGGERED 6' 1 "-8' 6" (2) (1) 16d @ 12" O.C. (2) 2x12 HEM/FIR STAGGERED 8' 7"-16' 0" (2) (2) 16d @ 8" O.C. NON -BEARING HEADER SCHEDULE HDR SIZE SPECIES NAILING OPENING JACKS FULL STUDS NOTES (2) 2x4 S.P.F. STAGGERED UP TO 3' 11" (1) (1) 16d @ 12" O.C. (2) 2x6 S.P.F. STAGGERED 4' 0"-9' 8" (1) (1) 16d @ 12" O.C. (2) 2x10 HEM/FIR STAGGERED 6' 1"-8' 6" (2) (1) 16d @ 12" O.C. (2) 2x12 HEM/FIR. STAGGERED 8' 7"-16' 0" (2) (2) 16d @ 8" O.C. 1 ROOF PLAN 2 A3 1 /4"=1'-O" (1 /8"=1'0" HALF SIZE) (A3 PLUMBING LEGEND VENT PIPING STUDCR VENT (SV ) } RODF VENT PLUMBING NOTES A. ALL WORK SHALL COMPLY WITH 2O14 FLORIDA PLUMBING CODE, 2014 FLORIDA GAS CODE, AND ANY OTHER APPLICABLE CODES. B. PLUMBING PIPING & VALVES: —COPPER TYPE "K" PIPING AND FITTING BELOW SLAB. —COPPER TYPE 1" PIPING AND FITTINGS ABOVE SLAB. —LEAD FREE SOLDERED JOINTS. —SCHEDULE 40 PVC SANITARY SEWER & VENTS. C. VENT TO REAR OF STRUCTURE D. CONTRACTOR TO VERIFY ALL PIPE SIZES/SPECS PER EQUIPMENT AND APPLICABLE CODE. E. CONNECTION TO EQUIPMENT SHALL BE VERIFIED WITH MANUF.'S CERTIFIED DRAWINGS. F. BEFORE FABRICATION, VERIFY AND COORDINATE ALL DIMENSIONS IN FIELD. G. ALL EQUIPMENT SHALL BE SUPPORTED AS REQUIRED TO PROVIDE A VIBRATION FREE, RIGID INSTALLATION. H. PROVIDE WATER HAMMER ARRESTORS AT EACH BRANCH LINE. 2"SINK V DISP. & DISHWAS PLUMBING RISER 1/4"=1'-0" (1/8"1'0" HALF SIZE SANITARY SEWER H WR. a 2�8 @ 24" Q.C. ROOF FRAMING PLAN 1/4'"=1'-0" (1/8"=1'0" HALF SIZE O Q lLJ tv cG1 Z O _ U � Q � � o � oC z O UJ O z } Z Q O z .G..__ O z 0 o_ LLJ <De QLLJ f uJ L KOO /KOO FRAMING AMING PLAN` SCh�DUL�S Ants C, ..1 Q PLUMF)ING 'n' b 5 "ir 1 °'ate R15ER 6 Y ' `1 'n'�1 Q PROJECT NO.: SNYDER I Z DRAWN BY: LV 0 DATE 9.29,15 Q REVISIONS A 12/16/15 PERARCH. U # P6N o- 5, SHEET N0, Z A3 J 15 0" (T.O.P.) 14 3" (HEAD HT.) SIMPSON HTS20 (EACH RAFTER) lx2 P.T. DRIP ON lx6 FIBER CEMENT FASCIA FIBER CEMENT SOFFIT -I" x 4" FIBER CEMENT FRIEZE FIBER CEMENT SIDING ON TYVEK OR EQ, HOUSE WRAP ON !�" CDX PLYWOOD SHEATHING. SIMPSON H10 EACH 2x6. STANDING SEAM METAL ROOF ON PEEL-N-STICK UNDERLAYMENT [IN g" PLYWOOD SHEATHING SPRAY FOAM- / T. (Owl P. ) INSUL-ATIDN (xR-20 MIND 2x6 @ 24" GC,- g 0 ( HEAD. HT.) SIMPSON HTS20 (IEACH)- (& BOTTOM OF n BEAM) 35" GUTTER DN "P.T.1x2 7 0 (T.O.P.) A72�1 DRIP DN 1x6 FIBER (STUDIO/BEDROOMTUDIO/BEDROOM 2) CEMENT FASCIA FIBER CEMENT SOFFIT — I' 1" x 4" FIBER CEMENT F ZE — EIBER CEMENT SIDING ON TYVEK OR EQ HOUSE WRAP ❑N 15" CDX PLYWOOD SHEATHING 0' 7, 25" (T. 0. F. F. ) (*BEYOND 0' 0" ( T. 0. F. F. ) O wl 7.2 BASE FLOOD ELEVATION AE 6 EXISTING GRADE 3.45-4.5 SIMPSON PA51 HOLDDOWN STRAPS @ 32" O.C. STUCCO FINIS FLOOD VENTS (IN LOCATIONS AS SHOWN ON FOUNDATION PLAN) FINISHED GRADE STANDING SEAM METAL ROOF ON PEEL-N-STICK UNDERLAYMENT ON g" PLYWOOD SHEATHING. SPRAY FRAM INSULATION (xR-20 MIN) 12 4 i 2Q.oG 2xg @ SIMPSON LSSU28 HANGER (A EACH RAFTER) R-19 MIN. INSULATION C� C1J -D 264O.Cr 2u6 STU OFT SIMPSON H8 EACH STUD -a" DIA. x 7" LAG SCREWS @ 32" O.C. 4" T&G PLYWOOD SUBFLOOR (GLUED & SCREWED) 2x10 FLOOR JOISTS @ 16" D.C. (ATTACH W/ SIMPSON LUS210 EACH END) (3) 2x10 BEAM W/ (2) LAYERS PLYWOOD (ATTACH W/ SIMPSON MGU562-SDS-EACH END & ATTACH TO EACH SUPPORT COLUMN W/ SIMPSON H6) 5/8" DRYWALL (CEILINGS) IMPSON H8 EACH STUD 2x6 COLLAR TIES @ 24"DC (10-101) NAILS EACH END) EE TYPICAL RAILING DETAIL SIMPSON H8 EACH STUD 4" DIA. x 7" LAG SCREWS @ 32" 11 C CEILING BEYOND BEAM (9'0" HT.) (3) 2x10 BEAM W/ (2) LAYERS" PLYWOOD (ATTACH W/ SIMPSON MGU562-SDS-EACH END & ATTACH TO EACH SUPPORT COLUMN W/ SIMPSON H6 (3) 2x10 BEAM W/ (2) LAYERS �" PLYWOOD (ATTACH W/ SIMPSON MGU562-SDS-EACH END & ATTACH TO EACH SUPPORT COLUMN W/ SIMPSON HG STANDING SEAM METAL ROOF ON PEEL-N-STICK UNDERLAYMENT ON" CDX PLYWOOD SHEATHING DN PRE-ENGINEERED WOOD RODE TRUSSES. STANDING SEAM METAL REEF ON PEEL-N-STICK UNDERLAYMENT ON 5" PLYWOOD SHEATHING ON PRE-ENGINEERED WOOD ROOF TRUSSES. � 1x6 T&G PORCH CEILING (2) 2 x 8 BOLTED THROUGH NOTCHED 6x6 POST W/ (2) 5"- GALV, LAG SCREWS, (ADD ADDITIONAL 2x8 & 2 LAYERS ° PLYWOOD BETWEEN COLUMNS) ATTACH BEAM TO SOLID WALL FRAMING W/ SIMPSON LUS28-2Z OR APPR. EQEACH END. i 1/2" DRYWALL C� A I I C`7 co O PROVIDE BLOCKIYdG 2 __L Si-EATHINCI P=J.E_ -7GES P.T. 6x6 POST - R-19 MIN. INSULATION 2X4 or 2XG STUDS WRAP COLUMN W/ 4" 16" O.C. FIBER CEMENT TRIM I -SIMPSON H8 EACH STUD a" (3) 2x12 BEAM 4 DIA, x 7" LAG SCREWS @ 32" O.C. & 6" FROM ALL CORNERS 3„ 2x12 FLOOR JOISTS @ 16" ❑,C.(ATTACH P.T. jx6 DECKING SCREWED DOWN a T&G PLYWOOD SUBFLOOR W/ SIMPSON LUS210 EACH END) O P.T. 2x8'S @ 16" OC, - ATTACH GLUED & SCREWED) W/ SIMPSON LUS28Z, LUS28-2Z OR 71�„ [(T�wPPR. EQ EACH END. VTT �T s�oae PT2x SILL PLATE 8" CMU W/ 1 #5 VERT. REBAR @ 4'0" O.C. & 1 45 BAR CENT, IN TOP COARSE. -FILL ALL CELLS SOLID WPILING 18" DEEP x 24' WIDE CONC, SPREAD FTG/GRADE BM W/ 3 #5 BARS TOPBOTTOM CONT. 3" CLR. SEE FOUNDATION PLAN FOR PILING LOCATIONS, SEE PILING NOTES SHEET Al FOR SPECIFICATIONS & PILING DETAIL 4:A6 'PT. 2x8 LEDGER ATTACHED W/ d 2-�'O GALV, THROUGH BOLTS @ R-30 BATT INSULATION ° 32' N.C. FASTEN BEAM TO CMU 8"xl6" CMU PIER W/ 2 #5 PIER W/ SIMPSON PA51 SIMPSON STRONG VERT. ° REBAR. -FILL ALL STRAP 2" CONCRETE "MUD MAT" SLAB TIE 6x6 UPLIFT CELLS SOLID OPENED TO CRAWL SPACE POST BASE — — OPENINGS (ABU66Z DR EQJ a — a -- a 48"x48"x16" DEEP FTG W/ ° 4 #5 REBAR EACH WAY � - a a 4 �. ° °a I A 3" CLR. `\ 3" CLR. a SEE FOUNDATION PLAN FOR PILING LOCATIONS, SEE PILING NOTES SHEET Al FOR PILING SPECIFICATIONS & DTI TKIC i FC ATI I IL 1 BUILDING SECTION 510- SIMPSON H5 CLIP 7vz EACH LINT , FLASHING ON P.T. lx2 DRIP 1"x6" FIBER CEMENT FASCIA 2"x4" SUB FASCIA FIBER CEMENT SOFFIT 10' 0" (T.O.B.) —FIBER CEMENT SIDING ON TYVEK OR EQ. HOUSE WRAP ON R" 5-PLY APA RATED PLYWOOD SHEATHING, WRAP BEAM W/ FIBER CEMENT TRIM X 18" FIBER CEMENT TRIM SIMPSON STRONG TIE: 6x6 UPLIFT POST BASE (ABU66Z OR EQ) a" X 111' FIBER CEMENT TRIM (J) P.T. 2x8 BEAM (P) SIMPSON LCE4Z EACH POST P,T, 6x6 POST RADE 18" DIAMETER X 24" DEEP FOOTING W/ 4 #5 BARS wN i r a 'I• �{ `t'�i Y�. U) z 0 U E z 0 OU rT, U w � CV Q W 0 c b o (�: "0 U M � QQ 4 #t F�1 iI ? _ Q �� R � Z 4>,'` r U Q U �' Q ld U E V L"' 0 CW� `-� T_: 00 <C i/ c C� Z v) Cxl .0 o W®� j 0.' U Cs4 ZTi Z C) 0 } > Z Q vy U z Z � 0 T) L ld _. _0 Q J Q __J - u�J z u {{ii O uj Lj o Z Z F�—H ld t -t Z z z } �-- Z Q Li LLJ 0 v U Z UUILDING z 5E.CTION Li IN R a PROJECT NO.: SNYDERI Z DRAWN BY: LV DATE: 9.29.15 QREVISIONS L 12/16/15 PERARCH. J LJ SHEET NO. Vb J) z i 10 A-5 LJ a g 18' DEEP x 24' WIDE CONC SPREAD FTC/GRADE BM W/ 3 45 BARS TOP & BOTTOM CENT. 14'x20'0' LONG AUGER CAST PILING W/ 6-#6 BARS & #3 TIES @ 244 ❑,C (SEE FOUNDATION PLAN FOR LOCATIONS & PILING SPECIFICATIONS SHEET A1) 74), TYP. PILING DETAIL A6 3/4"=1'-0" 0 N `--WALL FRAMING (KSEE WALL SECTION) -- -- 1 TYP. OPENING STRAPPING_ DETAIL A6 3/4"=1'-0" B'xl6' CMU PIER W/ 2 #5 VERT. REBAR. -FILL 3 1/El ALL CELLS SOLID ZD POWDER -COATED —� ALUMINUM RAILING SYSTEM INSTALLED PER MANUFACTURER'S SPECIFICATI➢N, x 2 EXTERIOR RAILING DETAIL METAL BAi llc=Mo lwe 7VI r FINISH l OWNER) WOOD HANDRAIL (KSTYLE FINISH SELECTED BY ❑� BALLUSTERS TO PREVENT PASSAGE OF 4" SPHERE, 3 LOFT GUARDRAIL DETAIL 3/4"=1'-0" - — 34' T&G PLYWOOD SUBFLOOR; GLUED & �! NAILED 2x12 FLOOR JOISTS @ 16" ❑.C. (ATTACH W/ SIMPSON LUS210 EACH < END) \ (3) 2x12 BEAM PT2x8 SILL PLATE FASTEN BEAM TO CMU PIER W/ SIMPSON PA51 STRAP 48'x4P Y_6' DEEP FTC w: 4 a 4 Is5 REBAR EACH WAY - e ea qa d a n 3"CLR. 3"CLR. 44' 4 SEE FOUNDATION PLAN FOR PILL LOCATIONS. SEE PILING NOTES SHEET Al FOR PILING SPECIFICATIONS & PILING DETAI 4 AG c� 5 INTERIOR PIER DETAIL --- — -- - _ A 3/4"=1'-0" P.T. 1x6 (STAGGERED) T. 2x2 FRAME ATTACHED TO 6X6 POSTS INSECT SCREEN (INSIDE FACE) SHIPLAP SKIRTING DETAIL A6 3/4"—V—O" STANDING SEAM METAL ROOF ❑N PEEL-N-STICK UNDERLAYMENT ON PLYWOOD SHEATHING. SPRAY FOAM INSULATION (KR-20 MIN.) PRE-ENG. ROOF TRUSSES SIMPSON HTS20 (EACH TRUSS) 4r 3j" GUTTER ON PJT 1 0" II� lx2 DRIP ON lx6 72" FIBER CEMENT FASCIA 9' 0" (T.O.P.) 3 FIBER CEMENT SOFFIT- V x 4" FIBER CEMENT FRIEZE FIBER CEMENT SIDING ON TYVEK OR EQ. HOUSE WRAP ON CDX PLYWOOD SHEATHING SIMPSON PA51 HOLDDOWN STRAPS @ 32' D.C. 0'0"&0'7.25 (T.0.F.F.) 7.2&7.8 STUCCO FINISH — BASE FLOOD ELEVATION _ AE 6 FLOOD VENTS (IN — LOCATIONS AS SHOWN ON FOUNDATION PLAN) EXISTING GRADE 3.45-4.5 FINISHED 0 5/8' DRYWALL (CEILINGS) SIMSPSON H8 EACH STUD 1/2' DRYWALL -PROVIDE BLOCKING @ ALL SHEATHING PANEL EDGES R-19 MIN. INSULATION 2X4 or 2XG STUDS 16' ❑.C. -SIMPSON H8 EACH STUD J" DIA. x 7" LAG SCREWS @ 32' D.C. & 6' FROM ALL CORNERS ' T&G PLYWOOD SUBFLOOR (GLUED & SCREWED) PT2x8 SILL PLATE 8" CMU W/ 1 45 VERT, REBAR @ 4'0' O.C. & 1 #5 BAR CONT,IN TOP COARSE, -FILL. ALL CELLS SOLID o A e 18" DEEP x 24' WIDE CONC SPREAD FTC/GRADE w ° ° BM W/ 3 #5 BARS TOP & 4 BOTTOM CONT. a 3" CLR. 20, SEE FOUNDATION PLAN FOR - -- PILING LOCATIONS, SEE PILING NOTES SHEET Al FOR PILING SPECIFICATIONS & PILING DETAIL 4 AG EXTEND 2x6 24' MIN. BEYOND EDGE OF ROOF TRUSS & ATTACH W/ (10 IOD NAILS EACH. STANDING SEAM METAL ROOF ON PEEL—N—STICK UNDERLAYMENT ON g PLYWOOD SHEATHING. 2x6 @ 24' ❑.C. SIMPSON HTS20 (EACH) 3j' GUTTER ON 71. P.T. lx2 DRIP ON lx6 FIBER CEMENT FASCIA FIBER CEMENT SIDING ON TYVEK OR EQ, HOUSE WRAP ON J' OSB SHEATHING. WRAP BEAM & COLUMN- W/ FIBER CEMENT TRIM " X 74" FIBER CEMENT -- TRIM P.T, 6x6 POST SIMPSON STRONG TIE: 6x6 UPLIFT POST BASE (ABU66Z OR EQ.) 4" X 1114" FIBER CEMENT TRIM (3) P.T, 2x8 BEAM (2) SIMPSON LCE4Z EACH POST P.T. 6x6 POST FI 18" DIAMETER X 24" DEEP FOOTING W/ 4 #5 BARS L-ATTACH BEAM TO SOLID WALL FRAMING W/ SIMPSON LUS28-2Z OR APPR. EQ. EACH END. lx6 T&G CEILING P.T. qx6 DECKING SCREWED DOWN TO P.T. 2x8'S @ 16" ❑,C. - ATTACH W/ SIMPSON LUS28Z, LUS28-2Z OR APPR EQ, EACH END RT, 2x8 LEDGER ATTACHED W/ 2-8"0 GALV. THROUGH BOLTS @ 32" ❑.0 SIMPSON STRONG TIE: 6x6 UPLIFT POST BASE (413U66Z OR ED.) e TYP. WALL SECTION g REAR PORCH SECTION 3/4"=1'-0" A6 3/4' =1'—O" 1 4 l k$ , 1$y� H U E O w O N 2 C LL Lf) > L nl I`�. `L) U) �D C, 00 O 4:k c/7 C\I u Z > Q +—. Q 1 1� V) D C ;; � Lj ( W C� ��p JWN�o V) N [� 3 r�, r. V) O U �Q 7 G= SECTICON5 DETAIL_5 PROJECT NO,: SNYDER I DRAWN BY: LY DATE: 9.29.15 REVISIONS: 0 12/16/15 PERARCI-I. SHEET NG.